HomeMy WebLinkAbout1.01 Application Appendices_Part2Sunlight Mountain Resort
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SCHMT'BSER;CORDON.MEYEX"4II{C.44
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SCHMUESBR, GORDON MEYER" INC,46
Sudight Mountain Resort
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SCHMT'ESER. GORDON MEYE& INC.47
Sunlight Mountain Resort
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SC}IMIfiSER.OORDON.MBYE& INC.48
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SCHMUESER,GORDON,T{EI1E& INC.50
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MEYE& INC.5l
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Srurlight Mountain Resort
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SCMfiUESER GORDON MBYER. INC.68
SUNLIGHT MOUNTAIN RESORT
SKETCH PLAN WASTE WATER ENGTNEERING REPORT
SUNLIGHT MOI.INTATN RESORT PLANNED T'MT DEVELOPMENT
Submitted to:
SE Group
301 West Main Street
Suire 201
Frisco, CO 8M43
Submitted for:
Sunlight Mountain Development, LLC
4399 Commons Drive
Destin, FL3254l
January 15,2003
Prepared bv:
Licensed Engineer: Daniel J. Cokley, p-E.
Schmueser Gordon Meyer, Inc.
ScHMUESER I oonooN I uErcn
I 18 West 66, Suite 200
Glenwood Springs, CO 8160l
Sunlight Mountain Resort**1,Y#01^"*
1. INTRODUCTION
1.1. Overuiew
This section will discuss the proposed infrastucture required to treat wastewater for a
base area development consisting of 830 resideirtial units, I10,000 SQFT of commercial
space, and 3,605 day skiers.
1.2. Pertinent County Godes
- 4.08.05 (Z) (g) Provision for utilities - (b) sewer
- 4.08.05 (7) (e) (ii) Sewer
2. EXISTING WASTEWATER INFRASTRUCTURE
The wastewater system at Sunlight is comprised of 40-year old collection infrastructure
and a WWTF built in 2005. The wastewater collection system is comprised of a series of
collection lines that feed into a main interceptor that feeds into a WWTF. The existing
collection and interceptor lines will be replaced with new lines. Sunlight originally
owned and maintained a non-discharging aerated lagoon system that discharged to'Ground Water and was utilized to make snow. This WWTF was abandoned in 2006.
The lagoon system was replaced with an Aeromod mechanical WWTF that utilizes the
extended aeration secondary process as well as ammonia removal and a tertiary filter.
This W\MTF was brought online in 2006, discharges to Four Mile Creelg and has met the
effluent limits of discharge to Four Mile Creek.
2.1. Demographics
The demographics for the proposed development at Sunlight Mouutain Resort will
consist of residential overnight guests, commercial space, and day skiers. The residential
ovemight guests will consist of 830 units that mnge from single family homes to town
homes to fractional ownership condos to hotels. The commercial space within the
development will consist of space for ski facilities, such as rental shops, restaurants, and
gift shops. The commercial space has been estimated at 110,000 squre feet. The day
skiers consist of the resorts ultimate on mountain capacity of 3,605 skiers per day.
2.2. Per Capth Contributions
The anticipated per capita contributions for each of the demographics will ultimately
determine the size of WWTF that is required for the development. Per Capita flow
assumptions include 80 gallons per capita day and 3.5 persons per unit. Commercial
space is estimated at ll7 gallons per day, per every [,000 square feet of commercial
space. Day skiers are estimated at 30 gallons per person per day.
SCHMTJESER GORDON MEYER" INC.
t-H,J$lHtainr.esorr
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3. WATER QUALIffiTREATMENT REQUIREMENTS
3.1. Requirements
Existing Effluent Limits
The existing effluent limits for the Suntight Mountain Resort WWTF include typical
secondary standards of 30 mg/L BOD & TSS and strict ammonia standards of a
Minimum of 0.72 rng/L NH3-N (ammonia) in August, with a Maximum of 14.4 mg/L in
January. The proposed teatment processes for new WWTFs will consist of extended
aeration followed by nitrification/de-nitrification, tertiary filtration, and UV disinfection.
Four Mile Greek Classification
Four Mile Creek is included in segment 03 of Roaring Fork River Basin and is classified
as Aquatic Life Cold 1, Recreation 1, Water Supply, and Agriculture.
4. WASTEWATER TREAT]UIENT INFRASTRUCTURE
4.1. WWTF
Size
The existing Aeromod waste water treafinent facility (WWTF) is permitted for 50,000
gallons per day (gpd) and currently discharges to Four Mile Creek. The peak day for the
ultimate buildout of the development has been estimated at 400,000 gpd. Consequently,
the existing plant would need to be expanded.
The proposed W'WTF was sized based on industry standard assumptions for the
demographics that will comprise the development that are listed in section 3.1. The
ultimate peak day at buildout of the development of 400,000 gallons per day was
calculated as follows:
- Residential - 830 unis x 280 gallons^mit- day:232,400 gN.
- Commercial - 110,000 square feet x t 17 gallonVl,000 square feet - day:
12,870 gpd,.
- Day Skiers - 3,605 skiers x 30 gallons/skier - day : 108,150 gpd-
- The total of all three categories equals 353,420 gpd.
- The required plant size of 400,000 gallons per day was chosen because
WWTFs come in incremental sizes.
Type
The WWTF that will be constnrcted will be a mechanical plant enclosed in a building
with ammonia removal capabilities, tertiary level treatrnent, and aerobic digestion. The
wwrF will discharge directly to Four Mile creek below the majority of the
development.
The WWTF will have a head works buildi.g that will hold the pretreatment equipment
that will include flow measurement, a bar screen and gnt removal. The mentioned
equipment will measure the flow as it comes intoJhe facility and separate any inorganic
debris in the flow before the influent enters the WWTF.
SCHMT'ESER, GORDON,MBYE& INC.')
Sunlight Mountain Resort**1,Iffi'fl"'
The WWTF will have an extended aeration process as the secondary treatment prooess,
followed by an secondary aeration tank, which will be alternated between aerobic and
anaerobic conditions to allow for nitrification and de-nitrification. The WWTF will have
a secondary clarification process that will separate the heated water from the biosolids
that were created during the treatuent process. The teated water or effluent is then
disinfected and filtered before discharged to Four Mile Creek. The biosotids are
discharged to the digestor where they are aerobicatly digested before being disposed of.
The biosolids will be aerobically digested before they are removed.
The biosolids are removed from the digestor, dewatered or thickend and then can be
disposed of by a number of different methods. The biosolids can be dewatered by either a
belt press or a centrifuge. Biosolids can be disposed of through land application where
the material is used as a soil amendment and source of fertilizer. giosolids can also be
taken to the South Canyon Landfill where it is composted. The effluent will be
disinfected through UV disinfection. UV or ultraviolet disinfection involves using
ultaviolet light to disinfect the effluent by running a vory small stream of water over a
UV bulb. Once the effluent has been d*infecte4 it i. tlr"o discharged to Four Mile
Creek.
Phasing
The constuction and phasing of the WWTF would happen in two phases corresponding
with the development phases. The existing plant would be used while the first piase of-
200f000 gpd is being constnrcted- Once the first phase is online, the existrrg piant would
be demolished and the second phase of 200,000 grd would be constnrct€d to align with
the phasing of the development. The ultimate plant size would be 400,000 gpd.-The
phases and locations for this WWTF can be sein on exhibit Sl.
Reuse Options
The eflluent is being considered for reuse for irrigation and snowmaking water.
4,2. Collection System
lnterceptor
The new collection system will consist of main interceptors that will be installed within
the roadways that will have collector sewer tines feeding into them. The interceptors
will be sized to flow at half full at a peak day flow to the WWTF. The peak day how for
the interceptor will be assumed to be 2.5 times the average day flow. -
Gollection Mains
The collection mains that will be installed will have services connected to them that wiu
serve every individual unit with the exception of the multi-story units. The collection
mains will be a minimum of 8-inch in size. The collection mains will be designed to flow
at half full at a peak hour flow. The complete schematic of the collection ryr[- can be
seen on exhibits Sl and 52.
Lift Stations
The collection system will require a minimum of one lift station. The lift station is
required because of topography of the site and the location of the,WTitIF. Thb lift,station
SCHMT]ESER GOR.DON MEYER, INC.
Sutrlight Mountain Resort**:,Y#TotJ'*
that will be installed will most likely be a recessed lift station with a wet well, duplex
pumps and a dialer. The wet well willbe sized for the storage of peak hour flows to
comply with CDPHE criteria. The duplex pumps will be set up in a lead lag situation
such that there is redundancy, and only one pump is required to be running for peak hour
flows. The duplex pumps will also altenrate so that each pump gets equal use. The lift
station will be installed with an emergency dialer so that if there is any problem with the
lift station it will automatically call the operator of the system so that it can be corrected
in a timely ntanner.
5. CDPHE PERMITTING
5.1. Prcliminary Effluent Limitations
The Preliminary Effluent Limitations (PELs) were requested to the CDPHE on October
22,2007.
5.2. Site Application
The second step in the CDPHE permitting process is called the Site Application (CDPHE
Regulation 22) whichallows for the siting of the WWTF for a certain size and type of
facility.
5.3. Process Design Report
The third step in the CDPHE permiaing process is called the Process Design Report
(PDR), which requires more specific design calculations and design drawings than those
submired in the Site Application process.
5.4. Plans andspecs
Once the site and waste water process have been approved, then the proposed
constnrction plans and specifications for the WWTF need to be submitted to CDPHE.
5.5. Discharge Permit
After constnrction has been completed, CDPHE will issue a discharge permit for the
WWTF at that location for a certain flow which will determine the final effluent quality.
Once this discharge permit is received, then the WWTF can begin operation.
6. CONCLUSIONS AND RECOMMENDATIONS
This report concludes that meeting all Garfield County and CDPHE rules and regulations
can be met, with the proposed method of Wastewater treatrnent and collection as outlined
in this report, for a base area development consisting of 830 residential units, 110,000
SQFT of commercial space, and 3,605 day skiers.
SCHMTJESER CORDON MEYER, INC.4
SUNLIGHT MOUNTAIN RESORT
SKETCH PLAN POTABLE WATER ENGINEERING REPORT
SUNLIGHT MOI.JNTAIN RESORT PLANNED UNIT DEVELOPMENT
Submitted to:
SE Group
301 West Main Street
Suite 201
Frisco, CO 80443
Sub.mitrcd for:
Sunlight Mountain Development, LLC
4399 Commons Drive
Destin, FL3254l
January 16,2008
Prepared by:
Licensed Engineer: Daniel J. Cokley, p.E.
Schmueser Gordon Meyer, Inc.
ScHMUESER i conooN I uEvzn
I 18 West 6e, Suite 200
Clenwood Springs, CO 8t601
Sunlight Mountain Resort
poable Water S5nstcm
Ut6t200t
TABLE OF CONTENTS
1. rNTRODUCT[ON.................. ............ I
1.1. Overview............. .......... I
1.2. Pertinent County Code Sections.............. .......... I
2. LEGAL ADEQUACY OF WATER SUppLy... .................... I
3. EXISTING WATER INFRASTRUCTURE ........ 1
3.1. Potable WaterDemands... --.............2
3.2. Outside lrrigation Demands... ..........2
3.3. Summary of Potable Demands .........3
4. WATER SUPPLY ............ 3
4.1. Roaring Fork River ....... 3
5. WATER SUPPLY INFRASTRUCTURE.. ..........4
5.1. Roaring Fork River tntake ..............4
5.2. Transmission PipeIine................ :................. ........................ 5
5.3. Water Quality/Treatment Requiremeab........... ................... 6
5.4. Water Treatrnent P1ant......... ............ 6
5.5. Potable Water Storage..-... ................ z
5.6. Transmission Mains ....... g
5,7. Distribution Mains ......... 9
5.8. Existing We11s......... .......9
5.9. tnstitutional Issues .......-.9
6. CONCLUSTONS AND RECOMMENDATTONS ................. 9
7. REFERENCES ............. ...................... 9
SCHMI,JESBR C,ORDON MEYER, INC.
Sutrlight Mountain Resort
PotablerWatcr Sysrcm
1. INTRODUCTION
1.7. Overuiew
This report presents the results of a preliminary feasibility study for a water supply
system intended to serve a new development at the base of Sunlight Mountain-Resort
(SMR). This analysis was based on 830 residential units, 110,00-0 SQFT of commercial
space,3,605 day skiers, and l0 acres of irrigation The results of the analysis indicate
that there is a legally and physically adequate water supply.
It should be noted that the attached report,Junlight Mouutain Resort Water Resource
Anabrsis and Plan for Auementation (July 13, z}O7),provides a water *ppit *ugoir fo.
750 residential units in addition to commercial and day skier water demands The water
resources analysis and plan for augmentation presented in that report was developed
before the final development plan was completed. Therefore the plan was developed
using conservative estimates for water demand and consumption. Since that time the
applicant has included an additional50 units ofemployee housing and an additional 30
units of residential. Accordingly this PUD application is for S30iesidential units.
Because of the conservative assumptions made in the development of the augmentation
plan there will be sufficient water to supply the additional 8d units. In the uilikety event
that additional water supply is required for the additional 80 units SMR will rely on their
existing augmentation plan. Case Number 94CW344 decrees an augmentationilan for
Sunlight Wells No. I to No. 12 which uses a West Divide Conservancy Districfconhact
(Contract # FM94103ISSI(a)) for 909AF (100 Domestic EeR).
1.2. Perttnent County Code Secfions
- 4.08.05 (2) (g) Provision for utitities - (a) water
- 4.08.05 (7) (e) A statement by a licensed engineer, with srpporting calculations and
documentatioq which shall provide evidence of the following: (e. errce1
- (i) The proposed water source legally & physically adequate to service the pUD;
2. LEGAL ADEQUACY OF WATER SUPPLY
The attached report, Sunlight Mountain Resort.Water Resource Analysis and plan for
4u84eq,tation (Juty 13, z0}7),provides the engineering support for Water Court Case
No. 07CW058- This. ryp9{ outlines a legally adequateiourci of water for the proposed
development at Sunlight Mountain. In addition tothe above referenced Water'Court
Case, the applicant has applied for and been awarded a contract to lease water from the
West Divide Water Conservancy District for the purpose of augmentrng out of priority
depletions to the Roaring Fork and Colorado Rivers.
3. EXISTING WATER INFR^ASTRUCTURE
The base area of SMR Plesently includes the SMR day lodge, ofEces for SMR personnel,
maintenance buildings, Sunlight Inn, Brettleburg Condominiums, snd three private
residences. Existing developments are presently served by five onsite wells. Each well
has an independent chlorination system. The Brettleburg is served by one we[[, SMR is
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Sun I ight lvlountain Resort
l/16/2008
served by two wells, and the Sunlight Inn apd the three private residences are served by
two wells. Each system operates independently.
The two wells serving SMR are drilled into a combination of alluvial and landslide
rubble. The wells range from 90 to 300 ft deep and produce between l0 to 30 gpm. The
Mesa Verde formation underlies the shallow alluvial material. Test Wells drilled into the
Mesa Verde formation have indicated characteristics that are not conducive of a well
field capable of supplying the quantity of water necessary for the needs of a base area
development. Water from the two SMR wells is pumped to a 10,000 gallon storage tank
located below the deck of the Day Lodge. Disinfection is provided by chlorination from
a small hypo-chlorination chemical feed pump and day tank- Water from the 10,000
gallon tank is then pumped to the plumbing systems servicing the buildings.
3.1. Potable Water Demands
The proposed development will consist of 830 units. The residential units will be a mix
of single family residences, multi-family residences, condominiums, and/or town houses.
The attached report Sunlight Mountain Resort Water ResotwqAnalysis and Plan for
Augmentation (July 13, 2007), ass ,med that the maximum overnight population is 2,625
people. An industry standard demand of one hundred gallons per person, per day was
used for the residential demand calculations. This results in a total maximum day potable
indoor demand of 262,50O gpd at final buildout.
During the ski season there will be an additional demand resulting from day skiers. The
resulting water demands were calculated using an industry standard of 30 gal/day/day
skier. Previous reports prepared by Leonard Rice Consulting Water Engineers (l93l)
and Wright Water Engineers (1989) indicate that the total carrying capacity of the resort
willbe approximately 6,23O people. Given that2,625 of these people wilibe overnight
guests it is expected that there will be a maximum of 3;605 day skiers. This results in a
total day-skier potable waterdemand of 108,150 gpd. While it is likely that this level of
occupancy will be reached only a few days aye.r\ it is necessary to plan for the
maximum day expected demand.
Water demand resulting from the commercial development was determined using an
industry standard demand of I 17 gaUday/1000 fl1. Based upon 110,000 square feet of
commercial space, the total daily commercial demand is expected tobe 12,g70 gpd.
The total maximum day demand resulting from all potable indoor uses is 383,520 gpd.
This demand assumes that development is serving 2,626 ovemight guests,3,605 day-use
guests, and as well as the additional demands from the commercial space. This peak
demand oc,curs during the height of the winter season.
3.2. Ouhide lrrigation Demands
Potential irrigation consumptive urc was calculated using the Blaney-Criddle method as
outlined in the Soil Conservation Service Technical Release No. 21, also known as TR-
2l (SCS, 1967). Since reliable year-round weather data was not available for Sunlight
Mountain Resor! temperature and precipitationdata from the Redstone 4W weather
station (NWS D# 056970) was used. This weather station is located approximately 14
miles to the south-southwest of Sunlight Mountain Resort at an elevation of 8065 feet
SCHMUESER GORDON MEYE& INC.
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(the proposed development ranges in elevation from 7,850 feet up to 8,670 feet). The
period of record for the Redstone 4W weather station is 06/01/1979 to 06t30tlggc. Thit
analysis was performed assuming average temperature and precipitation.
The Blaney-Criddle analysis was performed with crop coefficients for high altitude
meadows from the Basalt water conservancy Disnict water Right plan for
Augmentation (Enartech, Inc., 1987). The length of the growing season was determined
based on Table 3 in TR-21 (SCS, 1967). The growing s.asoo is assumed to begin when
the mean temperature is above 45 'F and ends when t[e mean temperature is below 45 "F.
The average temperature for May is 46.2 'F and the average tempirature for September is51.8'F. Therefore the growing season was conservativel/modeied as extending fromMay I to September 30. The model was nrn for this 153-day period. The resui-ts of this
analysis indicate that the irrigation requirements will be 1.29 acre-feet of water per acre
of irrigated land.
Not all of the water applied to vegetation is available for plant use. The amount of water
lost through evaporation and infiltration is dependant oo the type of irrigation application.
Sprinkler irrigation efficiency is considered to be 8O%. Atthl time of tlis .port, tn"
layout of the development has not been finalize4 and the amount of irrigatedarea has not
been finally determined. The total amount of irrigated area will not excied l0 acres.
Peak irrigation demands occur in the month of June whe,n the ten acres of irrigated areawill require application of five acre feet of water. This corresponds to a maxitnm day
irrigation demand of approximately 54,309 gpd.
3.3. Summary of Potable Demands
In the winter, the maximum average daily potable demand includes that demand
associated with day-use skiers and commercial space, in addition to the ovemight
population, but does not include irrigation. The maximum average daily potable demand
in winter is 383,520 g;pd. In the summer, the maximum average a"ily pti"ule demand
{oes no_t include day-use skiers, but does include the overnighi poprri"tioa irrigation
demaods, and commercial space demands. The maximum uue*gi daily potable demand
i1 strmmer is 329,679 gpd.
4. WATER SUPPLY
The-w-ate1 supply proposed for the base area development will be provided by a
combination of pumping from the Roaring Fork River and the oo iitr existing wells. The
attached engincering report that accompanied the water court application desiribes the
water supply from the Roaring Fork River in more detail. The dual source of a surface
water supply and a ground water supply will provide a reliable, redundant source of
supply in wet and dry years. The remainder of this section wili summarize the key issues
associated with using the Roaring Fork as a source of supply.
4.1, Roaring Fork Rlver
Water Quatlty
The Roaring Fork River is used as a reliable, high-quality municipal water supply by a
number of water systems upstream and downstream of the proposed point of diversion.
SCHMUESER GORDON MEYER, INC,
t-r:'oJ,y,flHtIResort
l/rd2008
Water quality data from the USGS was reviewed as part of this preliminary investigation.
Data was obtained from http://co.water.usgs.gov/cflroaringforkcfldefault.cfor for the
Roaring Fork River below the confluence with Cattle Creek and above the confluence
with Four Mile Creek. Water quality samples were taken at six different times from 1975
through 1999.
The results of these tests indicate that the iron content of the Roaring Fork River mnges
from 10 pgll to 66 pell(for filtered samples). These results are well below the National
Secondary Drinkiug Water Regulations, which set the MCL for iron at 0.3 mgfi (300
ps^).
The results of these tests indicate that the manganese content of the Roaring Fork River
ranges from 4.1 pgll to 29 1tgl (for frltered samples). These results are well below the
National Secondary Drinking Water Regulations, which set the MCL for manganese at 0.
5 mg/l (50 pdl).
The amount of total suspended solids C[SS) was measurd for two out of the six tests.
The resulB range from less than 10 mgA to 130 mgll. The Roaring Fork River is known
for occasional high tu$idity levels as a result of land slides and localized rain events.
Water Quantity
Flows in the Roaring Fork River are more than adequate to supply water needs for
potable in house uses, irigation, and snowmaking needs. USGS gage records indicate
that the minimum average daily flow of the Roaring Fork River at Glenwood Springs for
the period l97l to 2006 was 180 cfs during the month of February in 2003. The average
year flows ftmge from 485 to2,092 CFS. The historical dry years of record during the
expected minimum month of February, include 1977 at 314.9 cfs and 2003 at 266.0 cfs.
This minimum flow is more than adequate to supply the requiredma:rimum diversion
rate of 1.0 cfs required for total water demands. The Roaring Fork River does not have a
minimum stream flow requirement as regulated by the Colorado Water Conservation
Board. If the Cameo water rights call is ever placed for water, Sunlight will be able to
augmont their depletions to provide water for the call by releasing out of Ruedi
Reservoir.
5. WATER SUPPLY INFRASTRUCTURE
5.1. Roaring Fork River lntake
A key component of the infrastructure necessary to utilize Roaring Fork River Water will
be a surface water intake. At this time, several intake locations are being evaluated
between the confluence of Four Mile Creek and Three Mile Creek along the west bank of
Roaring Fork River. There are several indusfiry standard surface water intakes that can be
used successfully. Further evaluation of the physical conditions encountered for each
specific location will dictate the most appropriate tlpe of intake. Surface water intakes
along the Roaring Fork River have been used successfully for many years for irrigation
uses and municipal water supply purposes.
Examples of indusfiy standard intakes would include I - infiltration galleries, 2 -,
conventional head gateltrash rack surface intakes, 3 - use'of river bank infiltation with a
radial horizontal wells, and 4 - conventional shallow vertical'wells. The infiltration
iTSCHMIJESER GORDON MEYE& INC.
'*,;P"l,Y,;HTI#on
t/162008
gallery would be a perforated wet well located submerged in the river bank. A surface
water intake would include a head gate, trash rack, and wet well located on the bank of
the river where the river hydraulics and mechanics would a[ow constant source of water.
A river bank infiltration radial horizontal or vertical well is typically located within 100
feet of the river and uses the river bank to help filter the water before it is pumped. The
exact type of intake will be determined when the intake location is chosen.
5.2. Transmission Pipeline
Water from the intake will be pumped through a high-pressure water transmission
pipeline to the base area development at SMR.
Size of Pipeline
heliminary calculations have shown that a pipe size of between 8 to 12 inches in
diameter will have adequate size to pump the required demand ofwater. Final sizing will
be based upon optimizing hydraulic and electrical conditions between friction head loss,
pump sizing, and water velocities.
Type and location of Pipeline
Preliminary investigation have concluded that either Ductile lron pipe (DIP) or welded
steel pipe would meet the design conditions for the firnges of pressures aod condition of
trenching and bedding that will be encountered for this pipeline. The majority of the
pipeline will be located within the Four Mile Road corridor. Restrained johts will be
used for all pipe and fittings if the DIP option is chosen.
Pipeline Pressure Zones
The Roaring Fork pipeline that will deliver water from the Roaring Fork River to
Sunlight Mountain Resort will have to overcome approximately 2,100 feet of elevation
gain from the river to the resort. Intermediate pump booster stations will be required to
maintain maximum pressures below a predetermined stendard and to minimize the sizing
of pumps. Maximum pr€ssures are in pua afunctiou of the pressure rating of the
tansmission pipe and fittings. Class 52DlP,as an example, has a working pressure
rating of 350 psi and therefore intermediate stations should be located to maintain
pressures less thao the pressure rating with appropriate factor of safety. The segment of
transmission main in between each pump station will result in one pressure zone. It is
anticipated that approximately 4 pressure zones will be required from the intake location
to the base area. Schematic locations for the pipeline and intermediate booster stations
can be seen in exhibit W3.
lntermediate Pump Stations
Assuming that the pipeline will be constructed of DIP class 52 and using a factor of
safety of 1.5, the greatest elevation gain that is possible from one booster pump station to
the next is approximately 537 vertical feet. Each intermediate booster pump station
would pump approximately 537 feet vertically to the next intermediate booster pump
station into a below grade wet well or pond. These elevations are approximate and will
vary depending upon final design locations and head loss considerations in the pipeline.
The next intermediate pump station would pump from that wet well orpond to the next
wet well or pond located 537 feet higher. The pipeline would experience atmospheric
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pressures at the outfall into the wet well or pond to pressures approaching maximum line
pressure ratings at the pump.
Booster Pump Station Description
The intermediate booster pump station infrastucture will consist of either a storage well
along with a pumping chamber, which will house pumps, valves, pipes, and equipment.
Redundant pumps will be provided so that with any one pump out of service aiternate
backup pumps can supply maximum day water supply demands. Pumps will be designed
with variable frequency drives (VFDs) so that the water pumped to the base area can be
varied to match actual water demands. Pump stations will be provided with alarm
conditions and phone dialers to allow any alarm conditions to immediately notiff system
operators.
5.3. Wate r Qu a I itylTriatment Req u i reme nts
The proposed potable water system will be Roaring Fork River surface water and will
have to comply with all of the CDPHE Surface Water Treahnent Rule drinking wat€r
regulations. The existing wells onsite that will be connected to the system will only have
to comply with the CDPHE drinking water regulations for groundwater sources.
5.1. Water Treatment Plant
Type and Location
Water from the Roaring Fork River will be pumped to, and treated by, a water fieatment
plant (W'tP) that would be constructed onsite near the future WWTF as shown on exhibit
Wl. The currently envisioned treatrnent process for the water plant that will be
constructed will consist of prekeatrnent to reduce dissolved organic carbon and
particulate loadings in the raw water followed by membrane filtration (micro or
ultra), and chlorine disinfection. Depending upon final water quality considerations,
conventional treatment processes will also be explored. Conventional processes would
consist of coagulation, flocculation" sedimentation, and filtration followed by
disinfection
Size and Phasing
The WTP would be phased to the ultimate build out size of the development in two
phases. The construction ofthe first phass would serve initial phases of the project. The
ultimate build out of the facility would be capable of producing approximately 40O,OOO
gpd for the peak maximum day demand, and the two phases would be 200,000 gpd each.
Each phase would be designed so that with any one treatrnent train out of service, the
remaining plant will have the capacity to provide average daily flows.
Backwash Water
One of the most important operations of a WTP is the filterback washing. The filter
backwashing frequency is dependent upon source water, water qual.ity, and quantity.
Typically a WTP will have a baclarash pond that is specifically for the baclorash water
once the filters have been back washed. For this development due to a timited amount of
space and water quality in Four Mile Creek, the baclovash water will most likely be
SCHMUESER GORDON MEYER, INC.6
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filtered once and then discharged into the WWTF so it is treated before being discharged
into Four Mile Creek.
. 5.5. PotableWaterStorage
Finished water storage tanks will be required to allow for storage of finished potable
water, emergency storage, fire flow storage, and delivery of peak hour flows. .
Volume Calculations
Potable water storage is made up of three components; fire flow, operational storage, and
emergency storage.
The fire flow requirement is dependent on the architecture and fire suppression systems
that are chosen for the development and the requirements of the Glenwood Springs fire
protection district. The minimum fire flow requirement for this development is 1,500
gallons per minute for two hours, or 180,000 gallons as explained in the "Wildlife Hazard,
Review" report, which was prepared by Rocky Mountain Ecological Services, tnc. in
June 2007. This report can be found in the references section.
The operational storage is that volume of water required to deliver peak hour flows from
the storage tanks to the distribution system over a duration that is typically 4 to 6 hours
The emergency storage is required to allow for water to be stored in case of an
emergency, such as extended power outages. tndustry standards recommend storing one
day of an average daily demand.
Storage for Compass Mountain Area
The first water tank to be built would senrice the Compass Peak area and would be
850,000 gallons. The first phase tank size of 850,000 gallons was based on 579
residential unit5, 75,900 square feet of commercial, 3,605 day skiers, and a fire storage
requirement of 1,500 gallons per minute for 2 hours.
The tank size was calculated as follows:
- Fire Flow = 180,000 gallons
- Operational storage = 319,575 gallons
- Emergency storage :3L9,575 gallons
- Tanks size: 180,000 gallons +3L9,575 gallons + 319,5750 gallons:819,150
gallons
- A tank size of 850,000 gallons was chosen because water tanks come in
incremental sizes and that is the next incremental size. This tank size could
vary depending on the fire flows that are required once the architecture and
fire suppression systenrs are chosen.
Storage for William's Peak Area
The second water tank to be built would service the Williams Peak area and would be
350,000 gallons. The second phase tank size of 350,000 gatlons was based on 251
residential units, 35,000 square feet of commercial, and a fire storage requirement of
180,000 gallons-
SCHMI.BSBR CORDON MEYE& TNC.
Sunlight Mountain Resort
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The tank size was calculated as follows:
Fire Flow: 180,000 gallons
Operational storage = 85,000 gallons
Emergency storage - 85,000 gallons
Tanks size = 180,000 gallons + 85,000 gallons + 85,000 gallons:350,000
gallons
A tank size of 350,000 gallons is required.
Location
Compass Peak Area
The water tank for the Compass Mountain area would be located near the top of the
Dotsero ski run at an elevation of approximately 8,322 ft, The service area for the tank
would include the lowest lot at approximately 7,940 ft and the highest lot at
approximately 8,230 & with the booster station located at approximately 8,076 ft.
Therefore, the service area for the tank would be divided into two pressure zones. The
upper pressure zone would have pressues ranging from 40 psi at the highest lot to 107
psi just above the main booster station. The lower pressure zone wouldhave pressures.
ranging from 40 psi just below the booster station to 99 psi at the lowest tot. Att of the
units would be required to have in house PRVs.
\ililliam's Peak Area
The water tank for the William's Peak area would be located near the top of the property
on the north side of Forest Service Road 300 at an elevation of approximately g,1qZ ft.
The service area for the tank would include the lowest lot at approximately I,SOO ft and
the highest lot at approximately 8,670 ft. Due to the complexity of the service area there
would only be one pressure zoue. The pressure zone would have pressures ranging from
40 psi at the highest lot to 157 psi at the lowest lot. Atl of the units would be required to
have in house PRVs.
The water tank would be filled from the water system located in the Compass Mountain
area The two systems would be interconnected with one PRV/booster station located on
the south side of Four Mile Creek and one PRV station located on the north side of Four
Mile Creelc The PRV/Booster statiou would allow the tank to be filled and also for
water to flow into the Compass Mountain system in an emergency
Type of Storage
The water stor4ge tanks that will be constructed will be either welded steel above ground
tanks or buried concrete tanks. The tanks will be installed with wireless telemetry that
communicates with the WTP and will be able to be checked from a remote location.
5.6. Transmlbsion Mains
The water fransmission mains for the development will be sized based on fire flows and a
peak hour flow. The criteria for sizing water mains is to be able to have fire flows and
SCHMUBSER GORDON MEYE& INC.
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peak hour flows and not exceed a water velocity of 7 feet per second. Typically
velocities over 7 feet per second produce a high amount of head loss and can cause
pressure surges. Once the exact fire flows and peak hour flows are degermined the size
calculated will probably be in the l0 to 12 inch in diameter range. The location of the
transmission mains will be undemeath the roads and where possible for ease in servicing
and access.
5.7. Distribution Mains
Dishibution lines will be used to dishibute water from the transmission mains to
individual service lines. The minimum size of the distribution lines will be 8 inch in
diameter. The lines will be sized to deliver peak hour flows and fue flows. The
dishibution lines will be looped through out the development where it is feasible.
Service lines will be connected to the distribution mains and will provide water to
individual residential and commercial uses.
5.8. Existing Wells
The three existing viable wells onsite that Sunlight will own, will be connected to the
potable system. The wells will be piped to a centrally located chlorination station and
then will be connected to the system and pumped to the water tanks. The wells currently
are groundwater not under the direct influence of surface water.
5.9. I nstltution al Issues
The development at Sunlight Mountain Resort will implement many institutional policies
for water conservation. The water conservation me:Bures that will 6e implemented will
be irrigation restrictions, increasing block water rates, native vegetation landscaping
requiremenb, and water conserving fixtures. The irrigation reshictions that wilibe
implemented include ma:rimum lawn sizes, daily watering restrictions, etc. The water
rate structure will be a tiered block skucture that penalizes users for using excessive
amounts of water. The landscaping requirements will enforce using native vegetation
and xeriscaping along with small lawn sizes. The single family hoies, multi-iamily
homes, condos, and hotels will all be required to have low flow fixtures to conserye
water.
6. CONCLUSIONS AND RECOMMENDATIONS
This report represents the results of a preliminary feasibility study for a water supply
system intended to serve a new development at the [nss sf grrnlight Mountain nesort.
The analysis was based on 830 residential units, I10,000 SQFT of "o*-"."ial space,
3'605 day skiers, and 10 acres of irrigation. The results of the analysis indicate iiat there
is a legally and physically adequate water supply.
7. REFERENCES
"Sunlight Mountain Resort Water Resources Analysis and Plan for Augmentation" by
Schmueser Gordon Meyer, June 2007
"wildlife HazardReview" by Rocky Mountain Ecological Services, Inc., Jtrne 2007
9
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SUNLIGHT MOUNTAIN RESORT
WATER RE$OURCES ANALYSIS AND PLAN FOR AUGMENTATION
Submitted.Lo:
Balcomb and Green, P.C.
Post Office Drawer 790
Glenrvood Springs, CO 81602
Submitted for:
Sunlight, Inc.
10901 County Road I l7
Glenwood Springs, CO 81601
July I3, 2007
Prepared by:
Schmueser Gordon Meyer, Inc.
SCHMUESER GORDON MF/ER
t l8 West 6'h, Suite 200
Glenwood Springs, CO 81601
Sunlight Mouutain Resort
water Resourc€s *,i;Iff;flft* for Augmc,ntation
TABLE OF CONTENTS
r. INTRODUCTTON ............ 1
2. WATER DEMANDS AND CONSUMPTME USE.......... ......................2
2.1. Potable Demands and Consumptive Use ...........2
2.2.Irigatron Demands and Consumptive Use............ ..............3
2.3. Snowmaking Demands and Consumptive Use..... ...............3
2.4. Reservoir Demands and Consumptive Use..... .................... 6
2.5. Summary of Water Demand and Consumptive Use ............ 6
3. WATER SUPPLY ............7
3.1. Legal Water Supply .......7
3.2. Physical Water Supply....... .............7
4. RIVER DEPLETIONS AND PLAN FOR AUGMENTATION/EXCTIANGE......... 9
4.1. Four Mile Creek Depletions. ............ 9
4.2. Roaring Fork Depletions............ ...................... l0
4.3. Augmentation Plan........................... I I
4.4. Exchange Operation................ ...... 13
4.5. Reuse Operation.. ......... 13
5. CONCLUSIONS AND RECOMMENDATIONS .............. 15
6. REFERENCES.......... ....................... 16
Appendix 1. EXHIBIT MAP......... ........... t7
Appendix 2. TABLES ............. t8
Appendix 3. SNOWMAKING RUNOFF ANALYSIS ................24
SCHMUESBR GORDON MEYER, INC.
SuDligbt Mountain Resort
Watcr Resources *Yr:r,irffif,- for Augrnentation
1, INTRODUCTION
Schmueser Gordon Meyer, lnc. has completed an investigation of the available water
resource supply options for Sunlight Mountain Resort (Sunlight,Inc.) in support of Water
Court Case No. 07CW058. This case is an application for conditional surface and storage
water rights, for approval of a plan for augmentation and for conditional appropriative
exchange rights. The applicant, Sunlight, Inc., intends to develop residential and
commercial facilities at the base of Sunlight Mountain Resort, as well as on-mountain
improvements, including snowmaking.
This report outlines the expected water resource requirements for the proposed
development, the physical supply to meet these requirements, a plan for augmenting out
of priority depletions and an ovenriew of the excharge possibilities in Four Mile Creek.
Water will be supplied by the existing Sunlight Wells in addition to a new water right on
the Roaring Fork River. Retum flows will come from the wastewater treatment plant
flI/rWTP), irrigation, and snowmelt. This report presents a detailed analysis of the
depletions to both Four Mile Creek and the Roaring Fork River. Based on this analysis,
SGM is of the opinion that an adequate water supply is available to the proposed
development without any negative impacts to other water users in the Colorado River
Basin.
Sunlight Mountain Resort is located in Garfield County in the Four Mile Creek watershed
approximately 10 miles southwest of Glenwood Springs. The proposed development
includes approximately 750 residential units, 100,000 square feet of commercial space
aod on-mountain improvements including a new snowmaking system designed to cover
approximately L2O acres of skiing terrain (including terrain parks). The development will
be primarily located in Sections 32 and,33 of Township 7 South, Range 89 West of the
5'Principle Meridian and Sections 4 and 5 of Township 8 South, Range 89 West of the
6* Principal Meridian. A vicinity map indicating the general location of the proposed
Sunlight Mountain Resort development and the associated water resource features is
provided as Exhibit Map A in Appendix 1. All water resource analysis Tables I through
11 are presented in Appendix 2 and snowmaking calculations are presented in Appendix
3.
SCHMUESER GORDON MEYER, INC.
Sunlight Mountain Resort
Watcr Rcsoruccs -Ir:rt ffill,- for Augmentatioa
2. WATER DEMANDS AND CONSUMPTIVE USE
This section outlines all of the expected water demands (domestic, snowmaking, and
irrigation) as wellas a detailed analysis of the required diversion rates and consumptive
uses. In addition to the existing, decreed wells owned by S 'nligfot, Inc. and the Main
Well to be acquired by Sunlight, Itrc., the proposed water supply system will consist of a
reservoir(s) for snowmaking water storage, a pump station on the Roaring Fork River
with a tansmission pipeline up the Four Mile Creek drainage, a surface water teatueirt
plant and a centralized distribution systern with a potable storage tank(s).
Water is consumed by indoor residential, commercial, and visitor activities;
evapotranspiration by irrigated plants; evaporation from the reservoir(s); and evaporation
during the snowmaking process. Additionally, some of the water diverted from the
Roaring Fork River is stored for long periods of time in the reservoir(s) as well as on the
ski trails in the form of manmade snow. The effect of this storage is to create a pattem of
river depletions that does not match the pattem of consumptive use. The following
section considers only the real consumptive use of water. The resulting depletions to
Four Mile Creek and the Roaring Fork River are presented in Sectiou 4.
All of the development assumptions used in this analysis are listed in Table I (All Tables
presented in Appendix 2). Table 2 presents the total water demand, which includes
potable demandplus the demand requiredto fill the snowmaking reservoids). A
summary of all consumFtive uses is presented in Table L
2.1. Potable Demands and Consumptive Use
The proposed development will consist of 750 units. The residential units will be a mix
of single family residences, multi-family residences, condominiums, and/or town houses.
At the time of this report the exact mix of unit types has not been determined. For this
analysis it was assumed that each of the 750 utrits will be occupied by 3.5 people on
average. This results in a total ovemight population of 2,625 people. To be conservative
for plenning purposes, it was assumed that these units will be occupied l}Oyo of the time.
An industry standard demand of one hundred gallons per person per day (350
gaVuniUday) was used for the residential demand calculations.
During the ski season there will be an additional demand resulting from day skiers. The
resulting water demands were calculated using an industry standard of 30 gal/daylday
skier. Previous reports prepared by Leonard Rice Consulting Water Engineers (1981)
and Wright Water Engineers (1989) indicate that the total carrying capucity of the resort
will be approximately 6,230 people. Given that2,625 of these people will be ovemight
guests it is expected that there will be a morimum of 3,605 day skiers. This results in a
total day-skier potable water demand of 108,150 gpd. While it is likely that this level of
occupancy will be reached only a few days a year, it is necessary to plan for the
maximum expected demand.
Water demand resulting from the commercial development was determined using an
industry standard demand of I 17 gal/dayll}}0 d. Given the proposed development of
100,000 square feet of commercial space, the total daily commercial demand is orpected
to be 11,700 gpd.
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The total potable domestic and commercial demand is equal to 357.2 acre-feet per year
(Column 8, Table 2). Wastewater teatuent will take place at a central wastewater
teahnent facility located within the development. Standard engineering practice is to
assume that indoor, potable water use is consumed at arate of 5o/o of diversions. This
results in a total potable consumptive use of 17.9 acre-feet annually.
2.2. lrrigation Demands and Consumptive Use
Potential irrigation consumptive use was calculated using the Blaney-Criddle method as
ouflined in the Soil Conservation Service Technical Release No. 2[, also known as TR-
21 (SCS, 1967). Since reliable yearround weather data was not available for Sunlight
Mountain Resort temperature and precipitation data from the Redstone 4W weather
station (NWS ID# 056970) was used. This weather station is located approximately 14
miles to the south-southwest of Sunlight Mountain Resort at an elevation of 8065 feet
(the proposed development ranges in elevation from 7850 feet up to 8700 feet). The
periodofrecordfortheRedstone4Wweatherstationis06/01/1979to0613O/1994. This
analysis was performed nssrrming average temperature and precipitation.
The Blaney-Criddle analysis was performed with crop coeffrcients for high altitude
meadows from the Basalt water conservancy District water Right Plan for
Augmentation (Enartech, Inc., 1987). The length of the growing season was determined
based on Table 3 in TR-21 (SCS, 1967). The growing season is assumed to begin when
the mean temperature is above 45 "F and ends when the mean temperature is below 45 "F.
The average temperafure for May is 46.2 'F and the average fsmperature for September is
51.8'F. Therefore the growing season was conservatively modeled as extending from
May l't to September 30h. The model was run for this 153 day period. The results of
this analysis indicate that the irrigation requirements will be 1.29 acre-feet of water per
acre of irigated land. Table 9 provides the details of the Blaney-Criddle analysis.
Not all of the water applied to vegetation is available for plant use. The amount of water
lost tbrough evaporation and infiltration is dependant on the type of irrigation apptcation.
Sprinkler irrigation effrciency is considered to be 80%. At the time ofthis report the
layout of the development has not been finalized and the amount of irrigated area has not
been finally determined. Given the nature of the development, SGM expects that the
irrigated area will not exceed 10 acres.
Irrigation demands are presented in Column 10 in Table 2. Total annual irrigation
diversions are expected to be 16.1 acre-feet and total irrigation consumptive use is
expected tabe 12.9 acre-feet per year.
2.3. Snowmaking Demands and Consumptive Use
Two references were used to determine the consumptive use of water used for
snowmaking as well as the resulting change in runoffpatterns. The procedures outlined
inThe Colorado Ski Country USA Water Management Research Project Handbook(The
Handboolq Wright Water Engineers and Leaf, 1986) were used in conjunction with an
EPA Technical Report (EPA-600/8-80-012) trtled,An Approach to Water Resources
Evaluation of Non-Point Silviculural Sources-A Procedural Handbook(W-RENSS) to
determine the consumptive use of snowmaking in addition to the impacts on return flows
to Four Mile Creek.
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Water is consumptively used during the snowmaking process through two different
mechanisms nozz,le loss (evaporation at the rrozzle) and evapotranspiration @T). In
addition to these tangible consumptive uses, the snowmaking and new trails will alter ttre
natural springime runoffpattem. The change in return flow patterns may create an
effective depletion or accretion to Four Mile Creek in any particular month. The
procedures used predict the net effect of all these factors on the historical skeam flow.
The water demands of the snowmaking system have been provided to SGM by the SE
Group, of Frisco, CO. The SE Group's analysis indicates that the proposed snowmaking
system will require a total of 70 acre-feet of water to make snow on approximately l2O
acres. Approximately 40Yo of the water will be used to make snow in November and
60% will be used in December. The analysis presented in this report assumes that 28 and
42 acre-feet are used in the months of November and December respectively. The actual
amount and timing of snowmaking water use will depend on weather and mountain
operations and will vary from year to year. The snowmaking nrnoffanalysis is affected
by the amount, but not the timing, of snowmaking application.
The analysis was performed assuming snowmaking on 115.3 acres of skiing trails as well
as 4.1 acres of terrain park. The ski tails will be covered with up to one foot of
manmade snow with approximately 50% water content (6 in. of water per acre). The
large features of a terrain park require significantly greater coverage than general ski
trails. In this analysis it was assumed that the 4.1 acres of the terrain park would be
covered with an average of 2 ft of waterper acre. While the snowmaking system design
may change as development plans become refined, potential adjustnents in overall
snowmaking coverage should not effect snowmaking water requireme,lrts or usage
pattems in amanner that would change the conclusions of this analysis.
The snowmaking runoffanalysis process is accomplished in three steps. The first step,
the Forest Clearing Hydrology Procedure, determines the insrease in runoff resulting
from clearing the forest for a ski trail. The second ste,p, the Snowmaking Hydrology
Procedure, determines the impact snowmaking has on the water available for runoff, The
third step utilizes nomographs developed for the Rocky Mountain/Inland Intermountain
hydrologic region (EPA, 1980) to determine the impact that hail clearing and
snowmaking has on the springtime runoffpattern.
Tbe nozzle losses are assumed to be 6Yo of the water applied to snowmaking. At full
operation this results in approximately 4.2 acre-feet of consumptive use annually (see
Table 8 Column 68.). The consumptive use ofthe snowmaking waterthrough Ei is
calculated tobe 20Yo of the water applied to the skiing trails and 5% of the water applied
to the terrain park (see individual worksheets in Appendix 3). This results in I1.9 acre-
feet of consumptive use. The proposed snowmaking system's total annual consumptive
use of water is 16.1 acre-feet (-23% of waterused).
' The total snowmaking diversion is 70 acte-feet of which 4.2 acre-feet is lost at the nozzle. The remaining
65.8 acre-feet of water is applied to tle trails and tenain park of which 11.9 acre-feet is consumed tkough
ET. The snowmaking nrnoff analysis in Appendix 3 assumes ttrat 6" of water is ap,plied to the slopes after
the 6Yo nozzle loss.
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Table 3 presents the overall results of the snowmaking/tuail clearing runoffanalysis.
Detailed calculations are provided in Appendix 3. Table 12 in Appendix 3 shows the
results of the Forest Clearing and Snowmaking Hydrology procedures. Cutting new trails
aad ndding the snowmaking system increases the overall annual runofffrom the modeled
trails from 137 .3 acre-feet a year to 191.2 acre-feet a year, an increase of 53.9 acre-feet.
It should be noted that the effect of hail clearing and snowmaking varies from month to
month. The monthly distribution ofrunoff was determined using the EPA nomographs
(EPA, 1980). These nomographs provide the runoffpatterns of snowmelt for forested
and open areas on the various aspects (norttr, south, east, aod west). These nomographs
were compared to gage records from Four Mile Creek as well as several nearby steams
of similar size, elevation and aspect to determine the start of runoffin the spring. A GIS
analysis was perforrred on the Four Mile Creek drainage basin to determine the area of
forested and open land for each of the principal aspects. Figure I in Appendix 3 shows
the results of this analysis. This data was then input into the EPA nomograph. The start
date of the nomograph was then adjusted so that the peak of the nomograph corresponded
to the peak of the natural hydrograph. The date for the start of the rising limb of the
hydrograph was set at March 10. This start date causes the peak of the nomograph for
Four Mile Creek to match the peak of the hydrographs. Figure 2 in Appendix 3 shows
the stream hydrographs plotted with the output from the EPA nomograph for Four Mile
Creek. To double check this analysis, the natural runoffdata and the calibrated Four
Mile Creek nomograph output were also compared to snow-water equivalent data from
regional SNOTEL weather stations. The peak runofffor the hydrographs and the
nomograph ouQut occurs during the period of fastest snow-water equivalent decrease,
which is expected.
To determine the impact of trail clearing and snowmaking on the runoff pattenr two
nomograph analyses were perforrned. The first analysis models the existing trails where
snowmaking is proposed as open area with no snowrnaking and the proposed trails as
forested area with no snowmaking. The second analysis models the existing trails where
snowmaking is proposed as open area with snowmaking and the proposed trails as open
area with snowmaking. Artificial snow tends to melt slower in the spring due to the fact
it has higher water content than natural snow and a denser granutar structure. This effect
is approximated by changing the date for the start of the rising limb of the hydrograph so
that runoffoccurs later in the spring. The start date for the rising limb of the hydrograph
for developed conditions was set at March 17th, one week later than undeveloped
conditions. Table 13 in Appendix 3 shows the results of this analysis for pre and post
development.
The runoffanalysis was performed on the existing trails were snowmaking is proposed,
the terrain park were snowmaking is proposed and the proposed new ski trails. Overall
the clearing of trails and the addition of snowmaking results in an increase in runoffof
53.9 acre-feet. However, the impact varies from month to month. Clearing trails tends to
increase the rate at which snowmelt occurs and the addition of manmade snow tends to
delay the spring runoff. In general, the net effect of the proposed operation is to cause
runoffto occur later and faster. This results in an effective depletion to Four Mile Creek
in the months of March, April and July and an effective accretion to Four Mile Creek in
the months of May and June.
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2.4, R*eruoir Demands and Consumptive Use
The snowmaking system's water demands are extre,mely variable; the system will sit idle
for much of the year and then require extremely high flows for just a few days a year.
The erratic nature of these water demands oecessitates a reservoir. The proposed
snowmaking system will require at least 50 ame-feet of reservoir storage. The court
filing has included five alternative reser:roirs (Table 10).
For this analysis, it was assumed that all the storage is in one 50 acre-foot reservoir;
however, the storage may be in one or aoy number of the proposed reservoirs.
Additionally, it was assumed that the reservoir starts the water yeart full. The only times
this assumption would not be valid are the frst year the reservoir is filled and any year
the reservoir is drained for a reason other than snowmaking demands (e.g. reservoir
maintenance). During normal operations the reservoir volume is depleted due to the
demands of the snowmaking system as well as evaporation from the reservoir surface.
Resenroir evaporative losses were calculated using the procedures ouflined in General
Gaidelinesfor Substitute Water Supply Plansfor Sand and Grayel Pits Submitted to The
State Engineer Pursuant to SB 89-0120 & SB 93-260. The gross annual evaporation is
3.75 feetper acre (source: Colorado's Decision Support System database:
http://cdss.qtate.co.us/DNN/). At the time of this report it was not known which of the
altemate reservoirs listed in Table f0 will be built therefore, it was assumed that the
total reservoir surface are would be 4 acres. The total annual evaporative consumptive
use from this area is calculated to be 15 acre-feet. Column 14 of Table 2 gives the
monthly percent of total annual evaporation and Column 15 of Table 2 presents the
monthly volume of evaporative losses.
The resenroir evaporative losses combined with the snoumaking system demands result
in an aonual reservoir de,pletion of 85 acre-feet. This analysis assumes that monthly
reservoir depletions are replaced in the same month in which they occur. Column 17,
Table 2, presents the monthly required inflow to the reservoir and Coh:rnn 19 presents
the reservoir storage at the end of each month. The driving factor behind a reservoir's
water demand is keeping the reservoir full. Accordingly, the reseloir has an annual
demand of 85 acre-feet.
2.5. Summary of Water Demand and Consumptive llse
The total required diversion for the proposed development is 458.3 acre-feet. The total
consumptive use is anpected to be 61.9 acre-feet. The total consumptive use represents
the total volume of water that never retums to the stream. To be clear, operation of the
reservoirs and the snowmaking system rezults in a pattem of steam depletiou that does
not match the pattern of consumptive use.
t A water year is from Nov. I through Oct. 3 l.
SCHMUESER GORDON MBYBR, INC.6
Sunlight Mountain Resort
watcr Resourccs *y':;;'frti'- for Augmntation
3. WATER SUPPLY
This section outlines the various legal and physical sources of water to be used in this
plan for augmentation.
3.1. Legal Water Supply
The development will be supplied by a number of different legal water rights.
Specifically, Srrnlight,Inc. intends to continue using the existing Sunlight Well water
rights which were decreed in Water Court Case Nos. 80CW546, 81CW4l3
(consolidated) as well as the Main Well, which the developer is intending to buy.
Additionally, Sunlight, Inc. is making a claim for a new water right, in the amount of 1.0
cfs, on the Roaring Fork River. Out of priority depletions to the Roaring Fork River will
be replaced with contracted augmentation water (Sunlight Inc. has filed an application
with the West Divide Conservancy District).
Three of the twelve wells decreed in Water Court Case Nos. 80CW546, 8lCW413
(consolidated) have been constructed and put to use (Sunlight Well Nos. 1, 2, &3).
Additionally, the developer has agreed to purchase the Brigham property, which includes
the rights to the existing Main Well. The analysis presented in this report assumes that
these wells will continue to provide their full decreed amount of water (-9.7 acre-
feeUmonth). These wells are considered tributary to Four Mile Creek and are subject to
administative curtailment on Four Mile Creek and the Roaring Forlc/Colorado Rivers.
In addition to the existrng water.ights described above, Sunlight, Inc. is making a claim
for a new water right on the Roaring Fork River. Called The Roaring Fork Pump and
Pipeline, this water rigbt is claimed for 1.0 cfs. Uses claimed include domestic,
irrigation, commercial, snowmaking and augmentation of such uses; and to fill and refill
the reservoirs for such uses. Additionally, this right is claimed for reuse and successive
use for the purpose of exchange and augmentation. Once decreed, this water right wi[
have an appropriation date of 2007 and will be subject to administrative curtailrnent on
the Roaring Fork River.
Augme,ntation of these water rights will be made pursuant to the plan for augmentation
ouflined in this report. Specifically, Sunlight, Inc. will replace out-of-priority depletions
using a combination of: (A) water obtained tbrough a contract with the Colorado River
Water Projects Enterprise of the Colorado River Water Conservation District ("River
Districf'), West Divide Water Conservancy District (WDWCD), or the Untied States
Bureau of Reclamation (BOR); (B) storage releases from the Sunlight Reservoirs,
excluding Babbish Gulch Reservoir and the Parks Reservoir, which would be dedicated
to snowmaking-only use; and (C) return flows attributable to the imported water from the
Roaring Fork Pump and Pipeline.
3.2. Physical Water Supply
Potable (domestic, commercial and irrigation) demands will be supplied by Four Mile
Creek and the Roaring Fork River. The snowmaking demands will be supplied from the
Roaring Fork River as well as by exchange on Four Mile Creek.
SCHMUESER C,ORDON MEYER" INC.7
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Water will be diverted from Four Mile Creek through the existing Sunlight Well Nos. l,
2, and 3 as well as the Main Well (the wells) and any other wells constructed. The wells
will be connected to a centralized water treatment plant arrd distribution system which
will service the proposed development. The wells will not be connected to the
snowmakitrg reserwoir system.
The Roaring Fork Pump and Pipeline will consist of a surface intake along the Roaring
Fork River and a pipeline up the Four Mile Creek drainage to Sunlight Mountain Resort.
The applicant has selected trvo alternate points of diversion along the Roaring Fork River
These two locations are indicated in Exhibit Map A (see application for legal
descriptions). The Pump and Pipeline will supply the water heahe,ntplantand fill the
snowmaking reservoir storage-
Wastewater will be treated at a cental wastewater teatment facility located at Sunlight
Mountain Resort. The facility will discharge treated effluent into Four Mile Creek at the
down steam end of the proposed development. Snowmaking return flows and irrigation
retum flows will retum to Four Mile creek in the vicinity of the development.
scI{MuBsER GORDON MBYX& INC.8
Sunligbt Mountain Resort
Watcr Rcsourccs *rir.fi
,il$f
,- for Augmentatiou
4. RIVER DEPLETIONS AND PLAN FOR AUGMENTATION/EXCHANGE
This sectior provides a detailed analysis of the depletions to Four Mile Creek and the
Roaring Fork River.
4.1. Four Mile Creek Depletlons
Depletions to Four Mile Creek are calculated on a monthly basis as the volume pumped
by the wells, less the volume of delayed irrigafion retum flow attributed to the wells, less
the volume of wastewater return flows attributed to the wells, plus any effective depletion
that results from changes in runoffpattems due to snowmaking. It is assumed that the
water from the wells will not be connected to the snowmaking systom.
Delayed Well Depletions
The existing Sunlight Wells are considered to be hibutary to Four Mile Creek. Due to
the effects of groundwater flow, there is a time delay betrveen when the wells are pumped
and when the stream experiences depletion. The effect of these delayed depletions was
aralyzed for Water Court Case Nos. 80CW546, 81CW413 Consolidated. That Court
Case decrees that the 96.50/o of the water pumped in aoy grven month is depleted from
Four Mile Creek in that month. The remainder,3.5o/o, is depleted from the creek the
following month (Cols 36 &37, Table 5).
Delayed lrrigation Return Flow
In the same way that the well pumping depletion effects on Four Mile Creek are delayed,
so are the return flow effects from the irrigated area. Delayed irrigation retum flow was
calculated using the Analytical Stream Depletion Model as applied in the IDS AWAS
(Version I.2.16) software developed by the lntegrated Decision Support Group at
Colorado State University. The primary input parameter is the Stream Depletion Factor,
SDF, is defined by Jenkins (1968).
At the time of this report the location of the irrigated area has not been determined. For
this analysis the following assumptions were made: there will be a total of 10 acres of
irrigated area; the average distance from the irrigated area to the stream bank is assumed
to be 1100 ft; the specific yield is 0,223; and the tansmissivity is 3500 ffrcay. fle
transmissivity was estimated using the average regional values outlined in Table I of
CRDSS task Memorandum l.l5-L7, "Water Rights Planning Model Analysis of
lrrigation and Municipal Retum Flows" (i.e. le50fl/day, b:70ft). The calculated SDF is
77. The net recharge for each month is equal to the excess irrigation applied (i.e.20%x
Column 10 of Table 2). The simulation was performed for 400 years to ensure steady
state conditions. The detailed results of the IDS AWAS analysis are presented in Table
11. Column 3l of Table 4 presents the monthly volume of irrigation retum flow to Four
Mile Creek.
In any particular month the percentage of the total delayed irrigation retum flows
attributed to the wells is assumed to be equal to the percentage of total domestic demand
supplied by the wells (Column 27 Table 4 / Column 11 Table 2).
SCHMI.rESBR GORDON MEYE& INC.9
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Wastewater Return Flows
The volume WWTP return flows attributed to the wells is calculated in much the same
way as the volume of irrigation retum flows. In any particular month the percentage of
the total WWTP retum flow attributed to the wells is assumed to be equal to the
percentage of total domesfic demand supplied by the wells in that month (Column 27
Table 4 / Column 1l Table 2).
Snowmaking Return Flows
The results of the suowmaking runoffanalysis presented in Section 2.3 indicate that the
proposed snowmaking operations will increase runoff in May and June and decrease
runoffin March, April and Julyt. The excess runoffin May and June create, sxsfuange
and augmentation opportunities for Sunlight, Inc. (see Sections 3.1,4.3 and 4.4). The
decrease in runoffin the months of March, April and July results in an effective depletion
to Four Mile Creek that cannot be replaced with retum flows attributed to Four MiG
Creek. As is described in Sections 4.3 and 4.4 below, the effective snowmaking retun
flow depletions are to be replaced by WWTP retum flows attributed to the Pump and
Pipeline to ensure that downstream users will not be negatively impacted.
Net Depletions
The total annual depletion to Four Mile Creek is 8.1 acre-feet (Column 38 Table 5). This
represents the total volume of water depleted from Four Mile Creek, regardless of any
administative call. Replacement, either tbrougb augmentation or exchange, is only
required when there is a senior water right placing a call on the stream. sections 4.3 and
4.4 address the exchange and augmentation strategies.
4.2. Roaring Fork Depletions
Depletions to the Roaring Fork River are calculated on a monthly basis and are equal to
the volume pumped from the Roaring Fork River by the Pump and Pipeline,less the
volume of delayed irrigation return flow athibuted to the Pump and Pipeline, less the
volume of wastewater rehrn flows attributed to the prrmF and pipeline, less any available
snowmaking n:noff, less a 5 percent tansit loss to account for losses occurring along
Four Mile Creek. The accounting for these depletions effectively takes place at the point
of diversion of the Pump and Pipeline. To reiterate, the Pump and Pipeline supplies both
the potable and snowmaking systems.
Delayed lrrigation Retum Flow
The delayed irrigation return flow analysis was previously outlined in Section 4.1.
Column 31 of Table 4 presents the total monthly volume of irrigation retum flow to Four
Mile Creek. [n any particular month the percentage of the total delayed irrigation return
flows attributed to the Pump and Pipeline is assumed to be equal to the percentage of
total domestic demand supplied by the Pump and Pipeline (Col,'mn 28 Table 4 /Colgmn
11 Table 2).
tsee EPA (1980) and Wright Water Engineers and I^eaf (1986) for more details.
SCHMIJESER GORDON MEYB& INC.10
SuDlight Mountain Resort
water Resources *y;:rfitit- for Augmentatioa
Wastewater Return Flows
The volume of WWTP retum flows attributed to the Pump and Pipeline is calculated in
much the same way as the volume of irrigation retum flows. In any particular month the
percentage of the total WWTP retum flow atkibuted to the Pump and Pipelins is assrrmed
to be equal to the percentage of total domestic demand supplied by the Pump and
Pipeline in that month (Column 28 Table 4 / Column 11 Table 2).
Snowmaking Return Flows
All of the snowmaking water is supplied by the Roaring Fork Pump and Pipeline. Thus
none of the snowmaking water is native to Four Mile Creek. As stated in Section 4.1, the
net effect of the snowmaking system operation is to increase runoffin the months of May
and June and decrease runoffin the months of March, April, and July. The excess runoff
in May and June creates exchange and augmentation opportunities for Sunlight, Inc.
within the Four Mile Creek basin (see Sections 3.1,4.3 and4.4). The decrease in runoff
in the months of March, April, and July results in an effective depletion to Four Mile
Creek that cannot be replaced with retum flows attributed to Four Mile Creek (i.e. that
portion supplied by the wells). As is described in Sections 4.3 and4.4 below, the
effective snowmaking retum flow depletions are to be replaced by WWTP return flows
atfributed to the Pump and Pipeline to ensure that downstream users will not be
negatively impacted.
Transit Losses
The unused retum flows resulting from the imported Roaring Fork River water flow
down Four Mile Creek and back to the Roaring Fork River. As this Roaring Fork River
return flow travels down Four Mile Creek there will be some loss, referred to as transit
loss. Transit loss is the result of potential groundwater infiltration, evaporation from the
water surface, and transpiration by sffeamside vegetation. Precisely determining the net
effect of these processes is an exfuemely complex problem. Common engineering
experience is therefore employed,, and the transit losses are modeledas 5Yo of the
monthly volume of return flow. The total annual hansit loss is 14.2 acre-feet.
Net Depletions
Column 43 of Table 5 presents the monthly depletions to the Roaring Fork River. The
annual net depletion to Roaring Fork River is 1l1.6 acre-feet. This represents the total
volume of water depleted from the Roaring Fork River, regardless of any administrative
call. Replacement, either through augmentation or exchange, is only required when there
is a senior water right placing a call on the steam. Sections 4.3 and 4.4 address the
o(sfuange and augmentation stategies.
4.3, Augmentation Plan
Water rights in Colorado are administered on the basis of prior appropriation; also know
as the "First in Time, First in Righf'doctrine. Under this system a water user is allowed
to use their water right as long as there are no negative impacts to other water rights
within the basin. An older water right is referred to as being "senior" and newer water
right is referred to as being 'Junior." When a senior water right user is unable to divert
their decreed volume of water, they will place an adminisfrative call on all junior
llSCHMTJESER GORDON MEYE& INC.
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7lt3nw1
upsfream water rights. When a call is placed, the junior water rights must cease diverting
water until the calling water right is satisfied.
Domestic augmentation plans must be capable of providing a secure, reliable water
supply to the communities they serve without negatively impacting downstream senior
water rights. This section presents a solid augmentation stategy that provides Sunlight
Mountain Resort with a secure, reliable water supply without any negative impacts to
downsfream senior water rights. Table 6 preseut the ass tmed call records, volumes of
out of priority depletions, and the associated volume of required augmentation water.
Four Mile Greek Augmentation
The water rights described in this report are subject to administative calls within the
Four Mile Creek basin as well as the Colorado River Basin. There are a number of water
rights downstream of Sunlight Mountain Resort, on Four Mile Creek, that are senior to
Sunlight, Inc.'s Four Mile water rights. Historically, the senior water rights on Four Mile
Creek have placed calls on junior upsteam rights; however, there is little documentation
of this call history. A conservative estimate of this call record was used for the aaalysis
presented herein. It was assumed that the call would be in place for one half of April,
through to the end of the irrigation season. The Four Mile senior call is modeled as being
on a total of 199 days throughout the irrigation season.
The importation of Roaring Fork River water into the Four Mile Creek basin provides
retum flows that will offset out of priority depletions to Four Mile Creek. Assuming the
call record previously described, the total out of priority depletion to Four Mile Creek is
6.4 acre-feet.
As described in Section 2.3, snowmaking operations alter the springtime runoffpattem
resulting in decreased runoffin the months of March, April, and July. The total decrease
in runofffor those three months is 3-4 acre-feet. This effective depletion to Four Mile
Creek is replaced by return flows of Roaring Fork River water. Once these effective
depletions have been replaced the total remaining volume of rehrm flow from Sunlight
Mountain Resort, including the WWTP return flow, snowmaking runofl and irrigafion
refitm flow, is 396-5 acre-feet (Table 4 Cohrmn 33). This is more than enough volume to
offset the 6.4 acre-feet of out of priority depletions on Four Mile Creek. As can be seen
from Table 6, all out of priority depletions on Four Mile creek are augmented,
It should be noted that the augmentation of Four Mile Creek depletious as described
above assumes retum flows from the full build out of the development (i.e. 750 units at
LO0% occupancy). During periods prior to fulI build out, and in times when there is less
that 100 percent occupancy, there may not be enough wastewater refirn flow to offset
depletions to Four Mile Creek. During these times, out-of-priority depletions to Four
Mile Creek will be augmented tirough releases from the augmentation reservoirs
identified in Table 10.
Roarlng ForUGolorado River Augmentation
The most senior water rights on the Colorado River that can place a call on the Roaring
Fork River and its tributaries is a group of Grand Valley (Grand Junction) irrigafion
rights that are collectively referred to as the "Cameo Call". When the Cameo Call is
placed, junior upstream water rights, including those outlined in this report, must reduce
SCHMUESER GORDON MBYE& INC.t2
wut",nool#,r*HHmT:lfr*.*o-
711312007
or stop diverting water or replace out of priority depletions. The Office of the State
Engineer has prescribed the pattem of The Cameo Call to be used for water augmentation
plans. This synthetic call record is as follows: 14 days in April, 7 days in May, one half
of June (15 days), and all of the period from July 1 to October 31. The Cameo Call is
modeled as being on a total of 159 days throughout the irrigation season. Depletions that
occur while The Cameo Call is on must be replaced with augmentation water.
Assuming the call record prescribed by the State Engineer, the total out of priority
depletion to the Roaring Fork River is 24.2 acre-feet (Table 6). These out of priority
depletions will be augmented using a combination of: (A) water obtained through a
contact with the Colorado River Water Projects Enterprise of the Colorado River Water
Conservation District ('River District"), West Divide Water Conservancy Distict
(W-DWCD), or the Untied States Bureau of Reclamation @OR); @) storage releases
from the Sunlight Reservoirs, excluding Babbish Gulch Reservoir and the Parks
Reservoir. It is the intent of the Applicant to obtain suffrcient augmentation water
through a contact with one of the above mentioned entities. Augmentation contracts
must account for transit loss by adding l0 percent to the required diversions. Therefore
the contract should be for a total of 26.6 acre-feet a year. A release schedule for the
augmentation water is illushated in Column 54 of Tabte 6. The actual release schedule
will depend upon real-time operatioins.
4.4. brchange Operation
As previously stated, the importation of Roaring Fork River water into the Four Mile
Creek basin provides water reuse opportunities. One potential opportunity is to use the
excess retum flow for exchange. At present the greatest potential for exchange would be
to divert water from Four Mile Creek upstream of the proposed development. This water
could be used to fill upskeam reservoir storage through exchange with the excess
downstream retum flow.
Table 7 presents the results of the exchange potential analysis at this location. The
ability to legally sxshange water across this reach of Four Mile Creek requires that there
axe excess retum flows of imported water available beyond the augmentation
requirements on Four Mile Creek/The Roaring Fork River. These conditions are most
realiably present during the period from November through April. The ability to
physically exchange water across this reach of Four Mile Creek requires that there be
enough water in the creek to divert. [n any particular month the amount of water
"lshanged could not exceed the flow of Four Mile Creek. The total annual exchange
potential for this reach of Four Mile Creek is 75 acre-feet. Column 64 in Table 7 shows
the amount of water that could legally and physically be exchanged from the downstream
point of return flow to an upstream reservoir diversion.
4.5. Reuse Operation
Given the increasing demand placed on Colorado's waterresources it is important to
consider all opportunities for water reuse. The Colorado Deparhent of Health and the
Environment (CDPHE) promotes and regulates water reuse under the Colorado
Reclaimed water Control Regulation No. 84 (2005). There are numerous reuse
operations in existence throughout Colorado today and advances in technology are
SCHMI]BSER CORDON MEYER, INC.13
Smlight Mountain Resort
Watcr Resourccs *ir.,;riltf,* for Augmentation
5. CONCLUSIONS AND RECOMMENDATIONS
The plan for augmentation presented in this re,port outlines a secure, reliable water supply
for the proposed development at Sunlight Mountain Resort. The proposed development
has a required diversion of 458.3 acre-feet and a total consumptive use of 6[.9 acre-feet.
The augmentation plan presented herein covers all out of priority depletions on Four Mile
Creek with impoded Roaring Fork River water. Out of priority depletions to the Roaring
Fork River total24.2 acre-feet. These depletions will be augmented with water obtained
through a conkact with the Colorado River Water Projects Enterprise of the Colorado
River Water Conservation District ("River District"), West Divide Water Conservancy
Diskict (WDWCD), or the Untied States Bureau ofReclamation @OR). The total
contract will be for a minimum of 26.6 acre-feet of augmentation water annually.
All required infinastructure will be constructed in accordance with the requirements of the
appropriate regulatory agencies. Adequate measuring devices should be installed at each
point of diversion, reservoir outfall, and wastewater teatment plant outfall, as may be
required by the Division Engineer to facilitate operation of this augmentation plan.
Sunligbt, Inc. should work with the Water Court, Water Commissioner, and the Division
Engineer to develop an accounting method and accounting spreadsheets to properly
quantifu and account for stream depletions so as not to exceed the consumptive uses
outlined in this augmentation plan.
SCHMI.JESER CORDON MEYE& INC.15
Sunlight Mountqin Resort
watcr Resources *|ritiriltr,* for Augpearation
6. REFERENCES
Colorado Deparbnent of Public Health and Environment, Water Quality Control
Commission,2005, Regulation No. 84 Reclaimed Water Control Regulation.
Colorado Senate, 1996, General guidelines for substitute water supply plans for sand and
gravel pits submitted to the State Engineer pursuant to SB 89-120 & SB 93-260
(drafi),7pp.
CRDSS, 1995, Water Rights Planning Model Analysis of Irrigation and Municipal
Return Flows, Task Memorandum 1.15-17.
EPA, 1980, An Approach to Water Resources Evaluation of Non-Point Silvicultural
Sources (A Procedural Handbook), EPA Technical Report EPA-600/8-80-012,
Chapter [II, Environmental Research Laboratory, Athens, Georgia, Pages lll-97
through III-123.
Jenkins, C.T , 1977 , "Computation of Rate and Volume of Sneam Depletion by Wells."
Techniques of Water-Resources Investigations of the United States Geological
Survey, Book 4, Chapter DI,l7pp.
Leonard Rice consulting Engineers, Inc., 1981,,sri sunlight water Resource
Investigation, prepared in association with Claycomb Engineering Associates,
Inc.,29pp.
Wright Water Engineers, 1989, Letter engineering report dated September 29,1989, from
Wright Water Engineers, Inc. to Lawrence Green, Esq, 8pp.
wright water Engineers and Leaf, charles, F., 1986, The colorado ski Country usA
Water Management Research Project Handbook, Colorado Ski Country USA,
Inc. Denver, CO.
SCHMUESER GORDON MEYE& INC.16
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Water Resources Analysis and Plan for Augmentation
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Appendix 2. TABLES
SUNLIGHT MOUNTAIN RESORT WATER RESIUEGE_S ANALYSIS
Table 1. lnput VariablesreBl Averaoe number(
Cl Gal per Day per pt
Dl Gal per Day per per
El Commercial
Fl arl oer dav- Der 1a
Tabb 2. Wate. D.m.nd.l2 3 4 5 6 7I9 tofi 12 13 la 15 t6 t7 18 t9 2021 21Population Base Potable Demands rg Pond Diversion Schedule (Roarinq Fork Option)Total t
Month
ovemight
)ay Users/Day
Domestic
Ovemiqht (AFl
Domestic Day
{AFI
Cammercial
Usade IAFI
I OEI
Domestic
and Blan€v-Criddle Potable
Outside
lnioation (AF)
Total
Potable
Demands
{AFI
Average
DiveEion Rate
lcfsl
DiveEion
Available for
Snowmaking
Storade lAFl
Evaporation
from Total lnflow to Avecge
Total
Demand
{AF}
Total
AYeEge
Roaring
Fork
Diversion
Rate (cfs)
Consumptive
Use (ft/acre)
Resewoir
(AFI
Water Used
(AF}
Reseryoir
(AFI
to Storage
(cfs)
Reseruoir
Storaoe lAFl{AF'I ft, msl (%l Rale (cfs'
3,605 10.0 3t.z 0.00 0.0 35.20 0.59 4.Oo/^0.60 28 28.60 0.48 50.00 1.O7 0.913,605 10.3 36.4 0.0 0,34.96 1 o.23 42 34.96 0.57 42.74 71.34 1.003.605 103 Jb-4 0.00 0.0 3637 34.96 1.09 0 7 4'l o.12 50 00 43.79 o.71 0.55322.6 o 1.0 .9 0.00 .0 32.8s 0.5r Jt,c6 3.00/.0.45 0.45 0 U.bU 0.44
3,1 25.0 10 I .4 0.00 .0 36 37 059 34 96 6 00/"0.90 0.90 0.37.21 0.61 0.45
0 0.0 1 252 0.0 .4 9.00/o 0 o.02 50.00 26.59 0.4500.0 1.1 26.1 3.0 29.08 0.,42.0 1.88 003 50 00 30.96 0.50024.2 00 25.2 0.4(5.0 3028 0.51 38.76 15.5%50.00 0.55 0.3905.0 0 1 0.31 29.97 049 41 37 16 00/"2.40 0 2,40 o04 0,5 o.370,0 0.1 2 0 3.1 29.15 o.47 42.19 13.Ov"1.95 50.0
0 0.0 1.1 25.2 0.26.34 .4 1.ovo 0 165 003 50 00 27.99 0.0 25.O 00 1.1 26.1 0.00 0.0 26.08 0.4 45.0 o.o2 50.00 27.21 0.44 0.28365294.1 50.1 13.1 sCt .t 1.29 16.1 466.70.o 85.0 458.3)nthly Averaqe:24.5 1.1 29.8 1.3 31.1 0.52 1 0.1 49.4 38.2 0.6 0.5
ColumnNumber Description
1 Month of Water Year
2 No. of Da)6 in l\,lonh
3 Assumed maimum Ovemight Population = A x B
4 Assumed maimum Day UseF = 6230-(A x B). 5300 is 0re nunber fom the Leonard Rice Report (1981) rcunded up.
5 Domestic Ovemight Demand = C x2 x 3 / (7.48 x 43560)
6 Oomeslic DayDemand = O x2 x 4 I O.48 x43560)
7 Commercial Demand = E x F / 1 000' 2 / (7./t8 x43560)
8 Total Domesiicand Commercial = 5 + 6 + 7
I Frcm Blarey-Criddle Anal!6is. Assumes iftigation May 1 to Oct 1.
10 lrigationDemand = Gxg /l
1 1 Total Potable Demand = 8 + 10
12 Awege Diresion Rate = II x43560 /(2 x24 x60 x60)
1 3 Diversion Available for SloEge Afi er Pohble Demand Sat'sf ed.
15 EEpoEtionfrom Smmaking Pond =OxP x 14
18 Awmge Divesion Rate = 17 x43560 i (2 x24x60 x60)
19 Amount of water stored in reseMir = ,l9u - 15i- 1e - lTiwhere i= present month.
20 Total DiveGion Requirement = 1 7 + I 1
21 AreEge DiwEion Rate = 20 x43560 i (2 x24 x60 x60)
21a A\eEge Diversion Rate fom Roaring Fork Ri\€r = (20 - Col 29 Table 4) x43560 / (2 x24 x 60 x 60)
SCHMUESER GORDON MEYER" INC.18
Davs
Distribution
lnuaru
ru4ry
12.50/.
rne
n
er
1000/.
Sunlight Mountain Resort
Water Resources Analysis and Plan for Augmentation
7 t1312007
c.t,sNhbdDeipton
22 roid -h..t lo/l-am -tu-rEe aEI'd. ft. rund h !Fhs- cddff.d dunhs smolmrry 115.6101hl..nd,l a@ of hin p!n( sa
^!e.ndk
3 ij. tun! on 3iffi.ft.i.|/d.
affi,edddffi.d.sffil'rurcn.E.ADFd3fudel.oiffi.filBtFi'
c.Ini NuI!- Dlri[{z rort 0.d... Ab..dn wii., R'd*Arl!br. r.tE.&lli, s,fiqhrw.rr. Na 1z .nd t FuEu{tlo c.F ilm. E0c1,vs46! s1cw41s, cooE[d.i.d rnd,. tlrC'rmsn {5o eDr'),r olEr-n lEm R.ldno Fo* tuq = O.bLz c,,Til zat, w-Ern .TEtEd Fl8nl R.tun Flow = (1-r0, L!1.2 c6l a, R.,r.dsDFrr ar.ila.
s1 ru.rd rniFtotrri.tumtlodrroblo(r.!brcd r0x1r-0r!o
32 cn;s.hs5n rruFlrdEbaMEldi!.r.bhlc.tri polrk .Ek ntwdn Fn-/r6dlrd1wwrPtutue
33 Tdr Rdm Fe.29 +!1+!'
Table 3. lmpac.t of Snowmaking on Runoff
SCHMUESER GORDON MEYER, INC,t9
Table 4. Water Diversions and Return Flows
Table 5. Depletions
34 De,ayed oepletion Factor Pursuant to Case Nos. 80cw546, 81cW413, consolidated = 96.s% x Table 4 cot 2Tiwhere i = curent month.
35 Delayed Depletion Factor Pursuant to case Nos. 80cW546, 81cW413, consolidated = 3.s% x Table 4 col 27i-1 lvirere i = current month.
36 Delayed Depletion to Four Mile Creek = 34 + 35
37 Return Flow Attributed to Domestic use of sunlight Wells = (Table 4 col 27 / Table 2 col l l) x (Table 4 col 33 - Table 3 col 26). Assumes wels do not supply snowmaking38 Total Depletions to Four Mile Creek = 36 - 37.
39 Average Diversion Rate = 38 x 43560 / (2 x 24 x 60 x 60)
40 Total Dive6ion fiom Roaring Fork River = Table 4 Col 28
41 Transit Loss = 0.05 x Cfable 4 Col 33 - 37 - Table 6 Col ,t8)
42 Retum Flow Atbibuted to Roaring Fo* River after augmentatioB of Four Mile out ot priority Depletions= Iable 4 col 33 - 37 - Table 6 col 48 - 4143 Total Depletions lo Roaring Fork River = 40 - 42. (lf less than O set equal to O)
44 Average Oiversion Rate - /+3 x 43560 / (2 x 24 x 60 x 60)
45 Assumption that Administrative Call in place from April .lS to October 31 .
46 Percent of Month Call was on = 45 / 2
47 Out of Priority Depletions to Four Mile Creek = Tabte 5 Col 38 x 46
46 Augmentation with Return Flows = if Cfable 4 Col 33 >= 47), = 42, else = Table 4 Col 33
49 Remaining Out of Priority Depletions requiring augmentaiion = 48 - 42
50 Worst Case Cameo Call Scenario per Division Engineers recommendations.
51 Percent of Month Call was on = 50 / 2
52 Out of Priority Depletions to Roaring Fork River Creek = Table S Col 43 x 5i
53 Requked ReseryoirAugmentation Releases including ioyo transit loss = 53.1.10
Sunlight Mountain Resort
Water Resources Aaalysis and Plan for Augmentation
7 /13/2007
SUNLIGHT MOUNTAIN RESORT WATER RESOURCES ANALYSIS
Table 6. Augmentation RequiremenG
ColumnNumber Description
SCHMUESER GORDON MEYE& INC.
20
Sunlight Mountain Resort
Water Resources Alalysis and Plan for Augmentation
7 t13/200',1
30/(2rzr30xao)
SUNLIGHT MOUNTAIN RESORT WATER RESOURCES ANALYSIS
Tflllo 7. Four Mtl. CEk Erchang. gp.r.tlon
12 5!l 56 57 5a 51 60 lt1 a2 63 64
Month Days
4-Mile Water
Available on Dry
Year (AF)
Total Return
Flows (AF)
Four Mile Return
Flows (AF)
KOanng tortr
Return Flows
used to
AugmEnt Four
Mile
Depletions
(AF)
Roaring Fork
Return Flows
(AFI
Roaring Fork
Return Flow
Available for
Water Available
for Exchange at
the Four Mlle
Feede] Ditch
{ltemate Point o
Diversion (AF)
Re-Use or
Exchange
(AF}
Depletions
(AF)
Fork Return Flow
(AF}
(False = 0,
True = 1)
rer 31 .4 0.0 FALSE 24.1
lanuary s.4 24
0.00 0.0 FALSE 21 o
i4arch ?1 94 0.(21
30 9.2.3 0.0 TRI.0.0
o 0,0 8.5 47.8 TR O,D
Jne 0 1 3 o.o 12 TRU 0
lulv o 8.3 4 14 TI
o 1 0 TRU 0.0 0
rer o 24.4 88 4.:
ctober 25.1 9.14.7 0 TRU 0.0 0.0
58.0 396.5 106.1 .4 269.6 50
Averaoe:21.5 33.0 8.8 0.5 22.5
ColumnNumber Description
lnc., Oct. 15, 1981
56 Total Return Flows = Table 4 Col. 33
57 Fout Mile Retum Florc = Table 5 Gol. 37
58 Roaring Fork Relum Flore Used to Augmerit Four Mile Depletions= Table 6 Col 48
59 Roaring Fork Retum Flows = Table 5 Col. 42
60 Roaring Fork Out of Priority Depletions = Table 6 Col 5?
61 Excess Roaring Fork Retum Flows = Table 5 col. 42 + Tabb 5 Col. 43 - Table 5 Col. 40
62 Cameo Call is on = True if Table 6 Col 50 > 0
63 Return Flow Available for Re-Use or Exchange = (62 x 6l) + (A85(1-62) x 59 )
64 Water Available for exchange at the FMFD Altemate Point of Divereiori = minimum of 63 and 55
Table 8. Summary of Consumptive Use
12656667686970
Month Days
Potable lndoor
Res. EvaD. (AF'l
AVerage
Monthly
Snowmaking
Consumptive
Use from
Nozle Loss
.AF)
Average
Monthly
Snowmaking
Consumptive
Use trom ET
(AF)
Total
(AF)lrrigation (AF)Use (AF)
er '1.76 0.o 0.
00 0 2.5 0 4.
tnuary 1.82 0.0.
1.64 0 0.0.0 0 2
1.42 0.0 oo
30 1.26 0.0 1.3 3
\4ay 1.30 .4 0.0
Jne 30 1.26 40 0.0 10.
1.30 1 .4 o.o
uoust 0.5.
ember 1:2 o.1.7 0.3.
)ctober 1 0.o 1.1 0.0.0 2.
365 1 12.9 15.0 1.9
/ Average:1 .4 1.0 5.2
ColumnNumber Description
65 Consuptive Use of Dometic and Commercial = Table 2 Col' 8 x H
66 Consumtive Use of lrigation = Table 2 Col.10 x I
67 Reservoir Evaporation = Table 2 Col. 15
68 Nozle Loss = Table 2 Col. 16 x 0.06
69 Snowmaking Consumptive Use. See Calculations presented in Appendix 3.
70 Total ConsumtPive Use =65 + 66 + 67 + 68 + 69
SCHMUESER GORDON MEYE& INC.2t
'I .-l '1.
Sunlight Mountain Resort
Water Resources Analysis and Plan for Augmentation
7/131200'l
o
(g
crut
o
(E
+
=o
cl,
s
o
lt
oo
a
o
oP60(E
o
.9a
Spring Runoff Analysis
20.00
18.00
16.00
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
FourMile600
Baldy
FourMile5O0
West Muddy
*-#"-. SNOTEL
Plateau Creek
Owl
-**-- WRENSS Calibration
West Sopris
RegionalAverage
SCHMUESER GORDON MEYER" INC.
26
7t30 8t13 8t27 1018 10t22
Snow Water Equivalent for Parks,
^/ Y:|lT:, North Lost Trail and overland
WRENSS Calibration
Jl z49/106118 7t2 7t16
Date
Sunlight Mountain Resod
Water Resources Analysis and Plan for Augmentation
711312007
Table 13. EPA Nomosraph Analysis for New and New Trails.
Start Date for
Forest Open Onen Forest Open;hrt Date for
)istdbution:3110/2007 Forest Opeft ODen Open
U.UU%
0.00%
0.75%
2.00./,
3.500/o
5.500/d
7.50%
9.50%
13j0%
15.50%
1 6.0070
13.00%
8.25%
3.25%
1.250h
0.5070
0.00%
0.00c/"
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0_00%
0.00%
0.00%
0.00%
U.UU
0.00
0.00
0.00
0.00
0.00
0.00
o.o0
0.00
o.00
0.00
0.00
o.00
0.00
0.00
0.00
o.00
0.00
0.00
o.00
0.00
0.00
o.00
0.00
o,00
0.00
0.00
0.00
0.00
0.00
0.18
0.48
0.84
1.32
1.80
3.24
3.84
3.12
'1.98
0.78
0.30
0.12
0.00
0.00
0.00
0.00
0-00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.oo%
0.00%
0.00%
0.50%
1.500/0
2.500/.
4.OOy.
6.00%o
8.2s%
10.soo/o
14.000/o
15.75%
14.000/a
1 0.500/0
6.500/"
3.75.k
1.75v"
0.50%
0.00%
0.00%
0.oo,/.
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.000/0
0.00%
0.75%
2.50%
4.250/o
6.50%
8.250/.
10.75%
14.75./.
16.50%
14.50%
11.50%
6.25%
2.50%
0.75%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.0070
0.oo%
0.00%
0.000/o
o.oo%
0.00%
U.UU
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0-00
0.00
0.00
0.00
0.00
0-00
0.00
0.00
U.UU
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0,00
0.00
0,00
0.00
0.00
0.00
0.00
0.00
2
4
5
6
7
8
I
10
11
12
14
'15
16
1?
18
19
20
21
22
23
24
25
26
27
29
30
tu-Mar
16-Mar
22-Mat
zB-Mat
3-Apr
9-Apr
15-Apr
21-Apt
27-Apt
3-May
9-May
1 s-May
21-May
27-May
2-Jun
8-Jun
14-Jun
2o-Jun
26-Jun
2-Jul
8-Jul
1+Jul
20-Jul
26-Jul
1-Aug
7-Aug
'13-Aug
1g-Aug
25-Aug
o.g0%
0.o0%
0.000/o
0.00%
0.00%
0.00%
0.o0%
o.250/o
1.O0%
2.O0%
4.75%
7 _25%
9.25%
10.50%
11 .25%
't1.50./.
11.50./"
11.250h
9.75%
5_50%
2.500/"
1.251"
0.50%
0.000,(
0.000/.
0.00%
0.000/"
0.00%
0.00%
0.00%
U.OU%
0.00%
0.00%
0.25ya
1.00%
2.000h
3.25.h
s.2so/o
9.s0%
1425%
15.50%
15.50%
14.000/o
8.00%
5.00%
3.25Yo
2.00%
1.00%
025%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
o.000/o
0.00
0.00
0.00
0.00
0.00
0.00
0.03
0.13
0.26
0.62
0.s4
1.20
1.46
1.49
1.49
1.46
1.26
o.71
0.32
0.16
0.06
0.00
0.00
0.00
0.00
0.00
0.00
0_m
0.00
0.00
027
1.O7
3.47
5.60
10.14
15.21
'16.55
16.55
14.94
8.54
5.34
3,47
2.13
1.O7
o.27
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.o0%
0.00%
0.oly.
o.000/r
0.00%
0.50%
1.50%
3 00%
4.50%
6.50%
'lo.00o/6
13.00%
13.75%
14.000/0
13.50./,
1 1.500/"
6.00%
2.OOok
o.25y.
0.ooo/.
0.00%
0.000/0
0.00%
0.00%
0.00%
0.00yo
0.00%
0.00%
o.oo9/"
0.00%
o.750/o
2.O0%
3.50y.
5.50%
1.500/.
9.5oo/.
13.50o/o
15.500/0
15.00%
13.00%
8.25%
3.25%
1.25%
o.500/a
0.00%
0.00%
0.00y"
0.00%
0.o0%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.000/o
0.00%
o ooa.
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.02
O,M
0.05
0.08
o.12
0.15
0.'16
0.'16
0.16
0.13
0.07
0.02
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
o.12
0.33
0.58
0.90
1.56
2.22
2.55
2.'14
0.53
0.21
0.08
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00%
0.00%
0.00%
0.50%
1.50%
2.50%
4.OO%
6.00%
8.25%
10.50%
14.00%
15.75%
14.00%
'10.50%
6.50%
3.7,yr
0.506/i
o.ooyr
0_00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.75%
2.50%
4.25%
6.50%
8.25%
10.75%
14.750k
1 6.500/o
14.50%
1150%
a.250/.
2.50./r
0_750/,
0.00./"
0.00%
0.00%
o.o00/o
0.00%
0.00%
0.00%
0.00%
0.0070
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
o 000/"
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0-00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
000
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
-00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
o0
I
2
3
4
5
6
7
8
I
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
23-Mar
29Mar
4-Apr
1 o-Apr
'16-Apr
22-Ap.
28-Apr
4-May
1o-May
'1&May
22-May
2&May
3-Jun
9-Jun
1$Jun
21-Jun
27-Jun
3-Jul
9-Jul
16-Jol
21-J!l
27-Jul
2-Aug
8-Aug
14-Au9
2GA!9
2G.Aug
1 -Sep
0.00%
o.mo/o
0.00%
0.00%
0.00%
0.00%
o.25%
1.00%
2.OO70
4_75%
7.250/"
9.250/,
10.50%
11.2s%
11.50y
'1150%
11.250/0
9.75%
2.50%
0-50%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.2so/o
1.00y.
2.OOo/r
3.25yo
525%
9.50%
14_250/o
15-50%
15.50%
14.O0%
8.00'/o
5.000/0
3.2s%
2.00%
1.00./.
o.250/6
0.00%
o.oo%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
0.00%
U,UU
0.00
0_00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
o.42
1.67
3.U
543
8.78
15.88
23_82
25.91
.s1
23.41
13.37
8.36
5.43
3.34
0.42
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
000
0.00%
0.00%
0.00%
0.000/o
0.00%
0.s0%
1.50./"
3.00%
4.500h
6.50%
10.00%
13.00%
13.750/.
14.00%
13.50%
11.50%
6.00%
2.00c/
0.25%
0.00%
0.0070
0.00%
0.00%
0.oo%
0.000/o
0.00%
0.00%
0.00%
Dla$on pro€dure b bin runoffinto monl
Date lnterpolabte.d 0/6 of Perid
2&Feb 0.0o%
31-Mar 50.00%
30-Apr 50.00%
31-May 6.67"h
30Jun 66.676?6
31-Jul 83.330/6
31-Aug 100.00%
30-Sep 0.00%
31-oct 0.00%
Month
Feb
Mar
Apr
May
Jun
Jul
Aug
sep
Oct
Total
lnlerpolalatedAF lnterpolatatedAF0.000 0.0000.000 0.'t33
0.843 0.178
0.000 0.000
0.000 0.000
0.000 0.000
0.000 0.000
Forested AF Open AF000.00 0.130-10 17.44
3.99 74.01
7.20 't5.03
1.69 0.09
0.00 0.00
0.00 0.00
0.00 0.0013.0 106.7
Month
Feb
Mar
Apr
May
Jun
Jul
Aug
sep
Oct
Total
Foresl Open
Month
Feb
Mar
Apr
May
Jun
Jul
Aug
sep
Oct
Forest Open
Mooth
Feb
Mar
Apr
May
Jun
Jul
Aug
sep
Oct
Total
Open
lnte.polatated lnterpolatated
0.000 4.389
0_000 11.703
0.000 1.115
0.000 0.000
0.000 0.000
0.000 0.000
0.000 0.000
ForsstedAF OPenAF
000.00 0.00
0.00 15.26
0.00 107.63
0.00 43.33
0.00 0.98
0.00 0.00
0.00 0.00
0.00 0.00
0.0 167.2
Month
Feb
Mar
Apr
May
Jun
Jul
Aug
sep
Oct
Total
Forest Open
lotarpolatate lnterPolabted0.000 0.0000-000 0.000
0.000 1.141
0.000 0.991
0.000 0.000
0.000 0.000
0.000 0.000
0.000 0.000
0.000 0.000
Forested AF Open AF
00
o.o0 0.00
o-00 5.77
0.00 16.07
0.00 2.19
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
o 24.O
Monlh
Feb
Mar
Apr
May
Jun
Jul
Aug
sep
Oct
Total
lnterpolatated AF Inierpolabted AF
0.000 0.000
0.000 0.000
0.000 0.000
Forested AF Opd AF00
0.00 0.000.00 0.000.o0 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.0 0.0
0.000 0.000
0.000 0.'165
0.018 1.'111
0.107 0.357
0.016 0.000
0.000 0.000
0.000 0.000
0.000 0.000
0.000 0.000
Forested AF
0
0.00
0.04
0.52
Open AF
0
0.29
5.55
10.15
0.470.60
0.01
0.00
0.00
0.00
1.2
0.00
0.00
0.00
0.00
0.000 0.000
0.000 0.000
0.000 0.000
0.000 0.000
0.000 0.000
0.000 0.000
0.000 0.000
0.000 0.000
0.000 0.000
:or6ted AF f,pen AF
00
0.00 0.00
0.00 0-00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
NmogBphs obldnd trom mld disubdion dtus ld Ihe Rocky hunbinnnland lnlem@nt.in hyd.ok{ic rqion
An App@4h to Welet ResN@ Evetuatbn d Non"Pdd stvicuilnt Sourc$ (A Pacotuat Handbek)
chaptorltl pags llLgTbGugh lll18. FATehni€l RePn EPA600/860{12
ENtonmenbl Ress.d bbo6lory, Albds, Georsia Augusl 1990.
SCHMUESER GORDON MEYE& INC 27
Forest Open
Forest
0.000 0.000
Foresl Open
0.000
0.000 0.000
0.000 0.000
0.000 0.000
0.000
0.065 5.07't
w*,R.":,H*,}f:HmXff*""*.,
7t13t2w1
Appendix 3. SNOWMAKTNG RUNOFF ANALYS|S
Table 12. Forest clearlng and snowmaklng Hydrology Results
Trall Name Aspect
Op.n (.xl3tlng)
For.3t d
lnrmmldl
Arla
lacrol
Exldtng 1Ul-
O30 Runo,tr
llnl
Propoced 10/l
0il0 Runof
flnl
Erbtlng l0/l-
0,30 Runofi
]AFI
Prcpoecd l0/1
G/30 Runoft
TAFIGrlrdo*iEi Medlum Enerqy Opon 12.72 1 7.5upper Blu€ catwalk Lolv Enemv Open 1.2 3.90 18 1.4 1.9Blue Catwalk Low Enemv Ooen 5.2 13.18,70 6.ORebeJLtniv Enercy Open 5.6 3.1 8.70 8.7J03llnLow Energv Open 13.90 18.'t 13.2 17.8!4ryqr Gddey Rd Low En€Ey Ooen 4.9 18.70 5"7 7.6Nsw Lorwr GEieiRiI Medlum Enaroy rrest 1.1 12.17.Peace Plp€Low Enerov Pgn 13.90 4.0 5.
-Segqndo Rd.Medlum Eneffi Oo€n 1 12.7 1 1.Ut€rln6 ow EnerEy Open 5.2 18.70 b 8.1Lower Sun Klno .otr Enemv p€n 7.0 18.7 8.1Mldway.ow En€my pon 16.6 '13.90 18.7 19.2Lmpcw Eneruv F'€n E.9 13.90 18.7 10.3 13.rw Loop .ow Enemv Forest 1.9 13.r 18.70 3,0rper Ute Medlum Enemv oan 6.7 18.7 10.Mtddle Ute Low EnoIqv pen 6.5 7.5Lower Mkl Ute Low En€mv pBn 1.4 o 18.7 1.6New Lot/Er uts/tsabbbh
CatriElk Low Enorgv Forsst 6.0 13.90 18.70 7.O 9.4LonrrUeLow Enemv p€n 4.7 13.90 1E.7(5.4lvt/s Run Low Enemv D€N 13.18.70 7lqver lv/s Run Low En€mv orest 3 14.70 3.Terain P Low En6mv Open 13.12.5fotel115.4 137.3 191.2
SCHMT.IESER CORDON MEYER, INC,24
Sunlight Mountain Resort
Water Resources Analysis and Plaa for Augroentation
1t13DN1
Open Areas
Aspect [Degrcesl
FatArees
0 -4Ii
J +:-eo
W eo-rss
f rss-reo
! rso-zzs
)m-zto
270 -315
315 -360
Forasted Areas
Aspect [Degreesl
[I o+r
ffi ls-so
[** I eo -rso
f rss-reo
! reo-ezs
:%-zzo
f ezo-srs
f ers-seo
Figure 1. Results of GIS analysis. A:ralysis performed on the Four Mile Basin above the location of the
USCS Cage 09084600. Total basin size -16;1 square miles. 97o-North Aspect Opeo Area, 307o-North
Aspect Foiested Areq 2%-East Aspect Open Arca" l6yo-Bast Aspect Forested Areq 37o-South Aspect
Opln Area, 25%-South Aspect Forested Area, Zo/eWe,stAspect Ope,lr Area, l3%-We.st Aspect Forested
Area
SCHMUBSER CORDON MEYB& INC.25
Sunlight Mountain Resort
Water Resources Analysis aad plan for Augpentation
7il3n007
L..flC. S . Blaney-Crlddle Consumpfive Use CatculationsBLA NEy-cRDDL E coNS uMprrvE us E aAl6uitroN- -
BASED oN scs rR.zr eruo uncS Nerpniiirl'oiiEirutc HANDBooK, pART e3
"^;I"?fililAg^',,ffiK* !rmt!46er
DaTE: i7ltiZ00Z
LATITUDE NORTH:
ELEVATION (MSL, FD:
CROP:
NET DEPTH OF tRR. AppLtcATtor{ 0n): 3,00
Soll/WabrStorageFac.br,SF!: 1.OO
GrowirE p.rlod
e) Cohrrn (1 ) dl\,id€d by runbor of da)6 tn tlr nnn0r
(3) Ob0ulnd torn localtrEa0Er staton data
(4) SCS TscHBl Ralsas i,to,2i, TaHe i tur htt.da sf stto(5) Aqatod for (r ), nrrDor of giwtrB da)6
ff lhrrfctlOOaoramdirrrsetaor,eqlabcolmn(3)tmBscotmn(5)dtvidedbytOO,f=(txpy1ooO) consmp0\'s Lrso coorlfdarntorn-Basalt wqbrcona#r"y or"traw"r"r roght phnbrAu0mentruon. 1987, byEErtoch tr.(8) BbBy.crtddh @murpdE ue ojcrop, aqljab coftm f/) d"r" c"U-,101, ,I t rf(9) Obdmd liwn Redabm /+W y{oahor sbton data
('10) ilelHgafonRoqLa'"nort=tvb]iltyco^unpdw..€edi*rsdforroup.dprbtor\corrrm(8)mrrecorunn(g)
(11) Cot nn(10)/t2
1' sF obbirEd tom scs recfoical Rsbaso No. 2'1. Tabtt 6, pago 27 or EqE0on [2{q of tp NRcs l\htonat ErElrEo]irE tbndbook, ptrl023
,|
Modh Dert
Day
Adht!.r{
Mern
Tonpo|r[fo,t
fFt
tgotAnruel
Dailght
l{an '
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tS Datgh
lhm-b
c.u.
F*dr I
CU
Coof,lctsfi
t
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nnl
mm
Mo.0fy
PBdplHofi
Anl
l{et
h, c.u.
tlnl
lJet
h.c.u.
lit
I Je[Jary
lraonery
lluercrt
lepnt
tt Ey
Jm
Jtly
Arfgitut
Septambe
Ocbber
I'lomb*
a1
a0
8l
a1
80
0
0
n
0.0(
0.0(
0.0(
0.0(
1.0c
1.0c
1.00
1.00
1.00
0.00
0.m
om
20.60
23.00
aoI)0
dt.u
4Er0
65.00
0030
6920
5r.00
41,70
2830
6.79
674
8.33
4.92
9.S7
10.05
10.1 8
953
8.38
7.77)
0.761
0.0(
0.0(
0.0(
0.0c
9.07
10.05
10.18
9.53
8.38
0.00
Q.0o
ooo
0.m
0.00
0.m
0.00
'1.615.59
6.14
5.64
4.34
o.00
0.00
nan
o.otx,
0.m0
0.000
0.t60
1.12,
1.ltze
0.E7t
0"Et8
o.efrl
o.7ool
0.m01
o nml
0.@
0.00
0.00
0.m
5.18
6.31
5.96
4.61
4.03
0.00
0.00
1.75
2.4,1
t.00
2,U
2,80
1A8
225
1.87
2o,8
so2l
1.841
q nzl
0.0{
0.0(
0.0(
0.0(
2.88
4.83
3.73
2.4
1.05
0.00
0.00
o.(x]
0.00
0.00
0.00
021
0.40
0.31
025
0.0{t
0.00
o.oo
nml,s 100.oo
EXPLAiIATDN OF COLUMNS
(1) GnwirB pertod
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SCHMIJESER GORDON MEYER, INC.22
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of lh6 entodine of sald d*n
ol he sI P.M.; b.dmtng rl lho rid-
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th€ W. quatisr comr of sald
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Sunlight Mormtain Resod
Water Resoulces Aulysis and Plaa for Augmmtatioo
7ll3l2w7
23SCHMI]ESBR GORDON MEYE& INC.
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7il3t2w7
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Water Resourccs Analysis and Phn for Augmentation
7lttA007
SCHMIJESBR GORDON MEYER, TNC.29
7l13/2007
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Water Resourc€s Analysis aad plan forAugmentation
SCHMUESER GORDON MEYE& INC.32
7lt3/2007
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Watcr Resources Analysis and Plan for Augmentatioa
SCHMI.JESER GORDON MEYE& INC,33
Sunlight Mountain Resort
Water Resources Aaalysis and plan for Aupentation
7/B/2A07
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SCHMUESER GORDON MBYE& INC.34
Sunlight Mountain Resort
Water Resourc€s Analysis ard PIan for Augm€otatiol
7n3nw1
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SCHMUESER GORDON MBYE& INC.35
grrnli ght Mountain Resort
Watcr Rcsourccs Aaalysis and pkn for Augmentation
7/t3t2w7
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SCTMUESER GORDON MEYER, INC.36
Sunlight Mountain Resort
Water Rcsources Analysis and Plan for Augrl€ntstion
7n3t2007
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SCHMIJESER CTORDON MEYER, INC.42
S""light Mountain Resort
Water Resourocs Aaalysis and Plar forAugmcntation
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Sunlight 14psat-in Resort
Water Resouc€s Analysis and Piau for Augmcntation
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SCHMUESER CORDON MEYE& INC.44
SI]NLIGHT MOT]NTAIN RESORT PUI)
SKETCH PI^AN TRAFFIC IMPACT STIJDY
Submitted to:
SE Group
301 WestMain Shest
Suite20l
Frisco, CO 80443
Submitted for:
Sunlight Mountain Development, LLC
4399 CommonsDrive
D6tiD, FL32S+|
Atrgust 27,2007
Prepared bv:
Lic€nsed Engineen Daniel J. C.okley, P.E.
Schmueser Gordon Meyer, Inc.
ScHMUESER I oonooN I ueven
118 West e\ SuitezOO
Glmwood Springq CO 81601
$1nfight Mounteln Rerort pUD
SUNLIGHT MOUNTAIN RESORT PUD
SKETCH PLAIY IRAFrIC IMPACT STUDY
Garfield County, Colorado
CONTENTS
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
TABLES ANDFIGURES
APPENDD( A - Traffic count lnformation, Forecasts, Trip Generation Tables
APPENDD( B - Traffix Output
Sunllght Mountaln Rerort PUD
Sketch Plen Treftrc Imprct Study
List of Tables
Table l.
Table 2.
Table 3.
Table4.
Table 5.
Table 6.
Table 7.
Table E.
Table 9.
Table 10.
Table 11.
Table 12.
Existing Intersection Level of Sernicc $ 'romary
2012 Background Traffrc lrvcl of Servicc Summary
2027 Background Traffic Level of Scrvicc Summary
2012 Estimated TrafEc Ge,neratim
2027 Estimated Traffc Gcncration
2012 Ext€mal Traffic Gencration
2027 Extqtlgl Traffi c Generation
20l?Total Traffc Level of Scrvicc Summary
2O27 TotalTraffic Levcl of Scrvicc Summary
Proposcd Roadway Classifications snd Variances
2027 Background Traffic with Sou& Bridgc Lcvcl of Senicc Summary
2027 Total Traffic with SouO Bridge trvcl of Scnicc Summary
Lbt of Flsurei
'Figrre l. Vicinity Map
Figure 2. Sitc Plan
Figure 3. Existing Tra^ffic Glenwood
Figure 4. Existing TrafEc FourMle Rd
Figure 5. 2012 Background Traffic
Fipre6. 202TBackgpundTraffic
Figurc 7. 2012 Assignm€nt ofProjectTraffic
Figrue 8. 2027 Assignment of Projcct Traffc
Figure 9. 2012 Total Traffic
Figure 10. 2027 TotalTraffic
Figure I l. 2027 Backgrormd Traffic - South Bridge
Figure 12. 2027 Assignment of Traffic - South Bridge
Figure 13. 2027 TotalTraffic- SouthBridge
Figure 14. 2012 Trafrc oa Four Mile Road
Figurc 15. 2O27 Trafraon FourMle Road
Figrrc 16. Forccast Daily Traffic at Buildout
Sunlight Mountain Resort PUD
. Sketch Plan Traffic Impact Study
SUNLIGHT MOI]NTAIN RESORT PUD
SKETCH PLAN TRAFFIC IMPACT STTIDY
Garfield County, Colorado
1.0 INTRODUCTION
1.1 Project Overview
This report assesses the expected taffic demands of the proposed redgvelopment of the Sunlight
Mountain Resort PLID located at'the end of Garfield County Road'117 (Four Mile Road) in
Garfield County. The approximately 468.337-acre site is comprised of a single PUD
development: the Sunlight Mountain Resort PUD. Access to the site will be provided at several
driveways located along Four Mile Road near the existing enkance to the Sunlight Mountain ski
area. The majority of the site-generated faffic will impact the Foru Mile Road corridor and
several major intersections within the City of Glenwood.springs.
This report was prepared in accordance with earfield County standards and follows nationally
accepted haffic engineering procedures. This report contains the following analyses:
o An analysis of existing (2007)roadway and traffic conditions in the vicinity
of the site.
o A determination of the volume of daily and peak hour haffic that would be
generated by the proposed development.
. A forecast of short-term (2012) and long-term (2027) background fiaffic
volumes on Four Mile Road and the project intersections within the City of
Glenwood Springs.
o An evaluation of fuh.ue traffic impacts caused by the proposed development.
These impacts are based on the total volume of traffic on the surrounding
roadway system and the resulting levels of service (LOS) at the adjacent
intersections and site access driveways.
o A second impact analysis assuming that the South Bridge connection is in
place connecting south Midland Avenue to State Highway 82.
I A determination of intersection and access improvements that would be
necessary to mitigate the traffic impacts caused by the proposed Sunlight
Mountain Resort development with or without South Bridge in place.
This report had previously been submitted as a part of the Compass Peak PUD and Williams Peak
PUD applications in August 2007. Since that submittal, the land separating the PUD's has been
purchased and is now included in the application rmder a single PUD application - "sturlight
Mountain Resort PUD". This taffic impact analysis supports the information necessary to
compute the road impact fee calculations provided in Appendix A of the Garfield County
Development Standards.
Schmueser Gordon Meyer
Sunlight Mountain Resort PUD
Sketch Plan Traffic
1.2 Site Location and Study Area Boundaries
Sunlight Mountain Resort is located approximately 9 miles south of the city limits of Glenwood
Springs at the end of CR 117 (Four Mile Road) in Garfield County. All traffic at the resort will
be served by Four Mile Road, with the majority of the traffic using five pnmary intersections on
the south side of Glenwood Springs. A vicinity map, shown on Figure 1, illusfates the project
area relative to the existing hansportation system. The limits of the study include the following
existing intersections:
. State Highway 82 & 27e Street
r South Grand Avenue & 27ft Street
o Midland Avenue & 276 Sneet
r Midland Avenue & Mt Sopris Drive
r Midland Avenue & Foru Mile Road (@ Alrport Road)
Major roadways in the vicinity of the site are described below:
. Four Mile Road/County Road 117 is the primary two-lane roadway that connects
Glenwood Springs to the Sunlight Ski Area. The speed limit on Four Mile Road ranges
from 25 - 35 mph, with several curves that do not meet the AASHTO geometric
requiranents for this speed of roadway. The roadway provides two l1' tavel lanes and I
- 2' gravel shoulders. This is a developing residential corridor with several planned or
proposed housing developments. At the existing enfance to Sunlight, Four Mile Road
becomes Forest Service Road 300, which accesses the upper reaches of Four Mile Park,
primarily for recreation purposes.
o Midland Avenue is the two-lane primary roadway serving traffic in south Glenwood
Springs. The speed limit ranges from 25 - 35 mph from the Four Mile Road intersection
to the 27ft Street intersection. Midland provides two l1' bavel lanes and variable width
shoulders along this "shelf road" that in parts is restricted in width by the terrain.
Four Mile Road combined with Midland Avenue in the south end of town essentially functions as
a l0-mile long cul-de-sac. Dry Park Road provides access to Carbondale and intersects Four
Mile Road about halfway between the ski area and the south edge of town; however, this
unimproved, rural dirt road is used on a limited basis, mostly by residents of Dry Park Road.
There is no plan for improving Dry Park Road in the futtre to make it a more viable connection
to Carbondale. It was assumed all project haffrc destined for Sunlight would use Four Mile Road
via the Midland intersection.
1.3 Description of the Site
The proposed redevelopment of Sunlight Mountain Resort will take place on a single 468.331-
acre parcel. Figure 2 shows the site plan. Previously, this report had analyzed two separate
PUD's: The "Compass Peak PUD' (294-acre) and the "Williams Peak PIID" (145-acre). The
two parcels have recently been attached with the acquisition of the Stirling property (Z9-acte),
forming a single continuous planned unit development. The net result is an addition of 32 units,
predominantly primary-resident condominiums.
The approximate 468.337-acre Sunlight Mountain Resort PUD is proposed to contain 80 single-
family homes, 127 pimary-resident condominiums, 397 resort condominiums, 179 resort hotel
rooms, 50 employee atd,721 day-skier parkrng spaces. The ski lodge and associated base area
Schmueser Gordon Meyer
Sunllght Mountaln Resort pUD
will contain a mix of commercial and raail uses including shops, restaurants, and skier/guestservices' Access to the Sunlight Mountain Resort PLJD wili be provide.d at several points along
the existing driveway into Sunlight Mountain Resort and alongForest Service Road 300 (FS{
300), which will be improvedthrough the site.
2.0 EXISTING TRAT:FIC CONDITIONS
Existing traffic data was collectcd from the City of Glenwood Springs, previous traffic studies
submittcd to Garfield Couaty, and by traffic observations made Uy SCfra.- 24-hour traffic counts
were collected at several locations in the study area by SCM to determine if the data in previous
traftic studies should be used The 24-hour couts collected by SGM showed tbat th; counts
collected for the Ressrve at Elk Meadows study were outdated and should not be used.
T" 99*of G.9lyqt'^lfrygt provided traffic data at tie intersections of Midland/276, S.Grandl2l-, and SH 8A27'o Stect This data had bccn collectcd for the Corridor Optimization
Study that the City had yalulen last-y.ear. However, the data in that study assumed peak hogrnuning movements for the S. Grand/278 Stncet inkrsection rathcr ttau proviaing actqil copos,
so SGM counted this intersection in June 2007 wbile RE I schools werl sti[ inlession. SGM
also counted peak hourturning moveme,nJs at thc Midland Avenue[Ut Sopris Drive and l{iafr"a
Ave'lrue/Four Mile Road intersections during this same time period to updatc previous counts.
24-hour firbe counters__"9q?qd daily traffic volumes at scveral locations between Sunlight
Mountain Resort and SH 82 including the following locations:
o Four Mile Road, eNrtrance to Sunlight Mountain Resort (collected last March on a
weekday)o Four Mile Road, uorth of Dry park Roadr Four Mile Road" uorth of the Fire Stationo Midland Avenue, between Four Mile Road and Mt Sopris Driveo Midland Avenue, 61fts g 'ntight bridge
The existing data used for this rcport is shonm m Figure 3. The figrre shows 24-ho1r 6affic
couats, AI\4 and PM peak hour counts, exisring h*gq and taffic contnol at the shrrclyintersections. Figurc 4 shows the 24-hour counts coUecrca abng uppcr Four Mile Road,
including the entrance 16 gnnlight Mountain Resort
The haffic data uscd for this analysis was collected after the ski area had closed for the year, so
the baseline volumes egsentially represent traffic conditions without the ski area operatinj. SCurcollected 24-hour trafEc cormts a1 &g $rmtight eotrance in March 20O7 when the ski i"o *r"
operating. These couats were collected during a q/pical weekday (Tuesday - Thunday) as well
as on a weekend day. This report analyzes the weekday peak hours only. The r"^oo'fo, thi* i*
that it is assumed that $e redevelopment of the ski area will crearc ne"a"a housing for local
rryidents wto follow typical commuter patt€trDs, rathetr rhnr solely being a destination ri*rt nU"a
with vacation rental properties. The weekday peak period sees tii" hign."t taffic volumes at thestudy intersections, so \is p€riod will serve as the worst-case soenario for waluation to
determine impacts caused by the development of the Sunlight Mountain Resort pUD.
AM and PM level of service estimates were-prepared in accordance with the Higtway Capacity
Manual (Transportation Research Board, 4t Edition, 2000). For roundabout aid *.igofir"a
Schmueser Gordon Meyer
Sunlight Mountaln Resort PLID
Sketch Plan Trrffic Impec't Study
intersections, the Higlway Capacily Manual defines level of servic€ and delay in terms of
seconds of stopped delay per vehicle, which is based on the number of acceptable gaps in thc
conflicting traffic stream. In general, the traffic movements analyzed are those sn ths minql
sheet controlled by stop signs or yield sisns, and the left turn movements from the uacontolled
major street. At roundabouts, each leg is analyzed separately against the conflicting circulating
flow in the roundabout. The following table represents the level of serrrice criteria for
unsignalizsd and roundabout intersections:
LEVEL OF SERVICE CRITERIA
UNSIGNALZED INTERSECTIONS
Level of Service
A GIighlV Desirable)
B @esirable)
C (Acceptable)
D (Acceptable in Urban Areas)
E (Unacceptable)
F (Unacceptable)
Sourcc: Highwq CaprcitY Ma ual, 2000
Delay (seconds)
< 10.0
l0.l to 15
15.1 to 25
25.1to35
35.1 to 50
>50
The 'bverall" intersection level of seryice at roundabout and unsigmlized intersections
corresponds with the weighted average of the average delays on each appoach.
For signalized intersections , the HCM measures level of service in terms of seconds of delay per
vehicle. This h also a measure of driver discomfort, fuel consumption, and lost travel time. For
signalized iutersections, delay can be quantified by a numba of variables including cycle length,
gree,lr time, and volune-to-capacity ratio. Tte "overzll" intersection level of semice for a
simalized intersection is the weighted average of the average delays calcularcd on each approach.
The table below relates the LOS to seconds of delay per vehicle at a signalized intersection
LEVEL OF SERVICE CRTTERIA
SIGNALIZED INTERSECTIONS
Level of Senice
A (ttighly Desirable)
B (Desirable)
C (Acceptable)
D (Acceptable in Urban Areas)
E (Unacceptable)
F (Unacceptable)
Sotr*z ltighway Capxity Moaul, 2000
The results of the baseline capacity analysis are shown on Figure 3 and in the following table.
The overall level of service and delay are shown for each intersection, as well as the LOS and
delay for the major street leffs and minor steet approaches for the unsipalized intersections
(shaded).
Delay (seconds)
< 10.0
10.1 to 20
20.1 to 35
35.1 to 55
55.1to 80
>80
Schmuerer Gordon Meyer4
Sunllght Mountaln Rcsort pUD
I - hiErdio obzld s r tPflto[d idretio4 d.Ly ahsm ir rrl,r dd.y^Elddc ear[ Ed 6 aA {rE cL2 - hrsdo ulyzod ! t.ifutiad ilEr*iio, Ury i iantt rvojo,firrr/rcfida _-
As the table shows, the eastbound approach 0o the Midland & 27.e intersection currently operatesat rrneccept&b1e levels of ryrvice druing both peak hours. Unacceptable by City of fuhnwooaSprings and CDOT standards is Los "E'or'Tl', i.e Los 'D" is acceptableiio p"rt nour tramcoperations. At the South Grand &. 276 Strea intersection, the northbound and southbound
,aPProaches currently oPerate at ruracceptable levels of service during both peak hours, although
the PM peak is when this intersection experiences overall unacceptable conditions.
These two intersections ac plalned for improvemeirts in fts coming year. Ite City plans tobuild a one-lane roundabout at Midland & 27b Street and a traffic;iglal at S. Grani & 2isleet No laneage improvements arre known to be a part of the signalization of s. crrand & i?h,*E!h may limil the lifespan of a signal af this location. The short-teim (2OlZ) backgroundtraffc analysis will account for these proposed intersectioo imFrcvcments. All other intersections
are shonm to operate at LOS "8" or bet0er during 2002.
3.0 r'UTTJRE TRAFHC CONDITIONS WTTHOUT STJ}ILIGET PUI)
The year 2012 was rued as the short-term year for analysis of the first phase of buildout of theSunlight Mouatain Resort PUD. Baseline traffic volumes, not including existing S"nlight trafficvolumes, were generally factored up using an annual percentage ratc of 4% to forelast ZOt2traffic volumes without the proposed Sunlight PUD. This rate ii hieher than many other traffic
reports have used for background traffic, but it is realistic considering the heavy growth in the
Glelrwood and Four Mile areas that has occurred in the past five years.
Another reason for using a higher growth rate was SGM's recent 24-hour traffic count on theSuntight_&idge. This count was tOZ, nigher than last y"*'. "o*t at the same location that wascollected for the Coridor Optimization Study. The only existing movements that wcre not
Teble I
Edsttng Trelfic Level of Service S ,mmery
AM PM
Intcrcection in 2007 LOS DELAY
(s)
LOS DELAY (s)
Midland&FourMile r A 3.6 A 3.6
souttrDotrD.l lrtt A 7.7 A 7.6
Wcsfrqud (AirpotRoad)A 9-9 A 9.5
Midland & Mt Sopris r A 6.4 A 4.2
Sfr0$omdIrft A 8.A 8.0
Erstbolmd (Hidoout)D c u.t
Wcstboqd (IvitSopi-ffit B t3.t B ILl
Midland &27b Street,E 37.9 A 7.9
No,rthborrmdl,cft 8.1 A t.7
Erstbomd(North l'fidhod Avcauc)r 131.t E 6.7
S. Crrand & 27n Street r B 13.0 F'112.1
Souttbounat (Soutt Gnod Avcmc)E a7.1 E al.oNoftbqd (South Arma .lvcauct r 7,..5 r 9@AWcs6ouodI*A(27 SgEGt)A 9.0 A 8.t
LtstboBudlrfr (2?" SEEI)A 82 A 9-4
SH 82 &,27e. Steet z B 17.4 B 13.9
Schmueser Gordon Meyer
Sunllght lYt6uat ln Rerort PIID
Sketch Plau Trefflc Impect Study
factored \p at 4yo p€r year are the Urning movemetrts to and from Mt Sopris Drive. The
Glenwood Park/Park East neighborhoods are primarily built ou! so a,2Yo annual growth rate was
applied to the baseline tuming movement volumes at this location.
Knoum proposed dwelopments in thc project vicinity were included in the 2012 background
traffic volumcs in addition to the factored growth. Ihe traffic expected to be generated by the
proposed Rcserve at Elk Mcadows and Roaring Fork Lodge developments were added to the
baseline forecasts. The Resenrc at Elk Meadows was assumed to contain 200 single-family
homes, while the Roaring Fork Lodgc was assumed to contain 40 condos, 76 hotel rooms, aad
25,000 SF of retaiUconfereirce ccnter space. SGM is aware that the Garfield Counf
Commissioners rccently tabled the Elk Meadows 200 unit propod cifng it was too dense for the
location. This traffic analysis still assumes the same lcvcl of buildout for the Reserve property,
providing for a more conservative analysis of the study intcrscctions and thc Four Mile Road
corridor.
Figure 5 shows the forecast 2012 traffic volumes and intenection geometry at the strdy
intersections. This inoludes the improvements to the Midland &,27'A and S. Grand & 276 Sreet
intersections described in the previous section. 'I\e 2012 backgror:nd trafEc was alialyzrd, a
dercrmine the level of servioe and delay that is expected without 16s Srrnlight PLID project. The
results of the capacity analysis based on short-term baokground volumes are shown on Figrre 5
and in the following tablc.
Table 2
2012 Background Traffic Level of Service Summary
AM PM
fnursection in 2012 LOS DEI.AY
(s)
LOS DELAY (s)
Midland&FourMile r A 3.2 A 2.8
SouthbomdLcft A 82 A 7-9
Wes6srEd (AirDort Road)B llJ B 10.4
Midland & Mt Sopris r A 7.4 A 3.9
Sorltbourd t cft A 9.1 A t.5
Eestbouod(Hirbon r 753
trrostbqmd (M Sorir Drivc)c t82
Midland & 27u Street z C r6.5 C 22.4
Nortbound (Sorth Granl Avcduo)c n.6 A 6.1
(S1@&GredAftmc)A D 35.
Of Sftct)A 7.1
(2f S'Eost)A A 4.t
S. Grand &27t! Streetr C 23.8 C 20.6
SH 82 &,27^ Street s B 14.8 B 13.6
l-ffirffiI: 6ac!rp?0rt'
3 - Itroaio ulyzd u r rfurdizor! furcrctioo, &lry b omll nan3o &LyArcLida
As the table shows, the "Hideout" approach to the intersection ofMidland & Mt Sopris is forecast
to opcrate at LOS 'sF" in the AM peak and LOS *E' in the PM peak. This is attributed to the lack
of southbound lcft tum lane and the heavy volume of northbound and southbound through traffic
that does not allow gaps for traffic tuning onto Midland from the Hideout. This approach
contains a mix of driveways including the outbound loop from the Hideout RV Park and a couple
ofprivate driveways. All other intcrsections in the strdy area are forecast to operat€ at acc€ptable
levels of service during the short-tcrm backgrormd conditions.
Schmueser Gordon Meyer6
Sunlight Mountatn Resort pIlD
The intersection of Midland Avenue & Mt Sopris Drive was studied to determine if it wiil mect
the peak hour si8nal warrant tn' 2012 before Sunlight PUD traffic is added. Based on 2ol2
background traffc vohrmes, the intersection is forecast to meet the peak hour warrant duriag theAM peak. This may be a result of factoring the tuming movements by 2o/o, gpventhat the area isprimarily built out and the counts include increased school taffic which has occurred with the
recent addition onto T school. This growth may or may not occur, but this'analysis was done to
oompare the results of a sienal warrant analysis that includes short-term S"nlight project traffic
later in this study.
The year 2027 wlJl s:rve as thc long+erm year for analysis of final buildout of the Sunlight
Mormtain Resort PUD. 'fre 2OtZ background traffic volumes (minus the traffic from Elk
Meadows and the Roaring 19{ I.odgt proposed developments) were factored rry at}yop€r yeaxto establish long-term initial background traffic volumes. The site taffrc generatedby Elk
Meadows and Roaring Fork Lodge wene then added to the2027 background volumes to arive at
the firyI 2027 background traffic volumes shown on Figure 6. For this analysis, the intersectionof Midland & Mt Sopris was conv€rted to a roundabout intersection rathir than a sigratized
intersection. No other improvemeirts were assumed for the shrdy intersections tor tie ZOZI
background taffi c analysis.
\\e 2027 background traffic was analyzed similar to thc 2012 backgrognd conditions to
determine the level of sernice and delay that is expected at the study intersections without the
SunliSht Mountain Resort PUD. An additional 2027 anaLysis will be performed tatsr in this
rePort that includes South Bridge, the southenr connection of Midland Avenue/Airport Road and
State Highway 82. The results of the capacity analysis based on long-term background traffic
volumes are shown on Figure 6 and in the following table.
Table3
I - fiffi ffi : : ffi'Hffi"ffi o act rpgo.L
3 -hurcaioulyrd I r rigfu hcr*timi ruryirmrtt nary altryirrchicte
As the table shows, the intersection of Midland & 27b is foreca* to operat€ at LOS 'F,' in ttre
AM and PM peaks, while S. Gmnd e,2f is forecast to operate at LOS'F" in the AM peak and
LOS *C" in the PM peak. These are the rcsult of heavy traffic volumes at the roundabout and a
2027 Btcl<ground lraflic Level of Seryice Summary
AM PM
Intersection in 2027 LOS DELAY
(s)
LOS DELAY (s)
Midland&FourMile r A 3.3 A 3.6
SouhbomdLcft A 8.5 E.7
Walboqa{AilportRoail)B I l.l B 12.5
Midland & Mt Sopris z A 8.1 A 8.3
Ns&bomd(MidlqdAvauc)A 8.4 A 5_6
Southbound fMillaod Avcnucl A E.O ,a 1o.5
B:c6oood(Hi A 4,7 A 4-9Wcs6md(MrSmdiffi A 8.2 A 4-7
Midland &,27lo Street z r'74.0 F 85.6
Nodhbquad (Souft lfidled Avlnur)r t{3.6 A 8.?
Solxhbgllnd (2J't Strct)A 7.1 r r44A
(NorfrMdhndAvtauc)B 10.9 B 12.6
xtbooad (Roriaf Fort Lodlc Drivsqx,)B 14.8 A 5.3
S. Grand &27oo Street r F'13s.1 C 28.0
SH 82 &27b Streete C 21.8 c 20.2
Schmueser Gordon Meyer
Sunlight Mountaln Resort PUD
Sketch Plrn Trel[c Impact Study
lack of hrnr lanes at the South Grand intersectioq primarily on the eastbomd approach, i.e. the
Sunlight bridge. If a left tum lane were provided ior the eastbound alryroach to S. Graod/27ft,
requiring a one lane bridge widening, the intersection would operate at LOS 'A" in the AIII peak
and LOS "C" in the PM peak At the Midland/27tr roundabout, the roundabout is forecast to
senre 2,284 vehicles and 2,398 vehicles in the AM and PM pealq reqpectively. OneJane
roundabout capacities (LOS "E/T'') have beeir shown to range from 2,500 - 2,E00 vehicles per
hour (vph). Ifthis intersection were signalized it is forecast to op€rate at LOS "C" or bett€tr
All othcr intersections in the shrdy arsa are forecast to operate at acccpable levels of service
druing the long-term background conditions. "I\e 2027 South Bridge analysis contained lat€r in
this report will show better pcrformance at the Midlaud & 27b and S. Grand & 27'! intersections
resulting from the redistribution of traffic in this area due to the South Bridge connection to SAte
Highway 82 south ofthe City.
4.0 FORECASTPROJECTTRATTIC
f61 this anelysis, SGM assumed that the Sunlight Mountain Resort PUD will be 33%o complete
by the short te,rro analysis year Q0l2). Traffic geirerated by the proposed land uses was
estimated using ??p Generation (IDstitute of Transportation Engineers, 76 Editiog 2003), the
nationally aocepted manual for estimating trip rates for various land uses. By 2012, it is expected
that 13 single-family homes, 13 recreational homes,4l primary condos, 131 resort condos,59
hotel rooms, 50 employee housing units, and 818 day-skicr parking spaces will be constmctcd
The number of parking spaces r€,pres€nts the ultimate number of qpaces provided by the resort,
indicating that on-hill skier improv€,ments will be complercd in the initial phase of the PUD
constuction.
By 2027, it is expected tbat the Sunlight Mountain Resort PLJD will be fully built out. Upoo
completion, ttre development as proposed will contaiu 40 single-fanily homes, 40 recreationd
homes, Da pnmzry condos, 397 resort condos, 179 hotel roorls, 50 employee housing units, and
818 parking spaces for day*kiers. There may be more parting spaces corctructcd in the second
phase, but the proposed amomt and location is rrnknowl 8t this time.
4.1 Treffic Generetion
Trip generation ratcs for the proposed land usc for the first phase o1'15s $rrnlightlVlountain Resort
PUD were based on Trip Generation 0ns1itr1" of Transportation Fngrneers, 7h Edition, 2003).
Trip estimates shown on Table 4 summarizc the total trips expected to be generated by thc
development (33% builtout) during the AM and PM peak hours and on an averag€ weekday for
2012.
Schmueser Gordon Meyer
$unllghJ I}I6utrt"ln Resort PD
I - II8 tad Ir.. Cod! il21 0, rh nts b.Ed o Mtc of rdts
3:HffiY,Iffiffi;*HHIHE;Iffi
I - ffi ff ffi,tr:.ffi,fffiffi. &iv!il-* (.,ry Dak rE
As the table shows, the initial buildout 6f $r,nlight will generate approximately 3,898 vehicle trips
dxring an average weekday, 541 of which occur during the AM peat ,na 3Zri of which occur
during the PM peakhour.
Trip geoeration estimates shown on Table 5 s',mmariz€ the total trips expected to be generated by
the ftlly developed plan n2027 during the AM and PM peak hourJ and on - "*,.ogl weekday.
Table 4
2012 Estimated Totd Traflic Generation
Land Use Ilpe # ofUMTS DAILY
TRIPS
AM
IN
AM
oLrr
PM
IN
PM
OUT
Single Family Homes r 13 126 3 7 8 5
Recreational Homes r t3 42 I I 1 2
Primartr Condos r 4t 240 3 l5 T4 7
Rcsort Condos r 131 768 9 48 46 22
Resort Hotel Rooms r 59 793 l6 6 L2 t7
Emplovee Housine r 50 293 4 t9 18 9
Day Skiers:818 1.636 409 0 0 409
Total Traftrc Generation 3,898 4#96 100 470
Table 5
2027 Estimated Totel TraIIIc Generetion
Land Use Tlpe # ofUNITS DAILY
TRIPS
AM
IN
AM
oLIT
PM
IN
PM
OUT
Single Family Homes r 40 383 8 22 26 l5
Recreational Homes r 40 126 4 2 4 6
Prinary Condos r 124 727 9 46 43 2l
Resort Condos r 397 2,326 28 147 139 67
Resort Hotel Rooms r 179 2,4M 48 18 38 50
Emnlovee Housine r 50 293 4 l9 18 9
Day Skiers s 818 1,636 409 0 0 409
Total Traffic Generetion 7,895 509 254 267 577
As the table shows, a firlly built out S rnlight Mountain Resort will generate approximately 7,895
vehicle trips during an average weekday, 763 of which occur during the AM peak and 844 of
which occur during the PM peak hour.
4.2 Adjustments to Trtp Generation Retes
The total or "lawn'trip generation volumes shoum in Tables 4 and 5 were reduced by several
factors, depending on land ns!, to adjust the estimates to rgnesent forecast extcrnal traffic only.
These adjustmen6 account for seasonal oocupancy, intemal caphye (trips trat originate and
terminate within the developmelrt itselD, trarsit use, or otha modal choice. .External traffic',
Schmueser Gordon Meyer
Sunllg[t Mounteln Resort PI]D
Sketch Plen Tr@ Ipptct ttu4y
represents the taffic that will enter the shrdy area intersections via Four Mile Road. An intsmal
traffic analysis is included later in this report that will address roadway classifications and the
major intersections for the roads within the Sunlight Mormtain Resort PUD boundaries.
To accormt for seasonal oocupansy, this report studies a typical winter weekday during the high-
season (March). This report a$umes that lOfflo of the single-family homcs, primary condos, and
employee housing units are occupid following the concept that housing units proposed at
g 'nlight will likely support many in the local Roaring Fork Valley population This report
assumes that 8070 of the recleational homes, resort condos, resort hotel rooms, and day-skier
pa*ing spaces are oocupied during the high-season at both phases ofbuildout.
Different intemal capture rates were assumed for the various land uses. For this analysis, an
int€mal captue rate of 20%o was assumed for the resort condo and reoreational home units and
40o/o w?,s assumed for the resort hot€l room units and the employee housing units. The reason for
these assumptions is that tlpically, visitors who stay at a resort ski area will likely focus their
activities at the resorl Employees housed in the employee housing units were aszumed to use
sevtral modes to get to work including gondolq local transit circulator, bicycle, and their feet or
skis.
No internd caphue rate was assumed for the single family units, primary condo units, and the
day-skier parking spaces. Commercial trip generation ratcs for the prorposed base facilities which
may include restauraots, shopg and services were omitted because these uses will primarily serve
visitors of the ski area. In addition, the 'Resort Hotsl Room" tip generation rata includes
restaurarxts, shops, and guest services as incidental uses within the hotel. It is not anticipated that
the small commercial rtses proposed at the base area will attract non-skier traffic from Glenwood
Springp orbeyond although it is possible.
A reduction oftrips to account for traosit use is also assumed for several ofthe proposed land
uses. A 10olo reduction was applied to the single family homes, primary condos, and resort hotel
rooms to account for a portion of the tips associated with these uscs that will be madc by traosit
A20% transit reduction factor was applied to the trips made from tbe e,mployee housing units to
account for a higher rare of transit use among the resort e,mployees. No tansit reduction was
ap,plied to the Recreational Home and Resort Condo uses because it is assumed that the resort
visitors will likely drive to town and the locals and horcl room occupants may opt for transit. Day
skier rates are based m available parting so no reduction for transit was assumed; although
many day skiers will arrive at the resort by transit. Further discussion of transit opcrations is
included later in this r€porl
After applying the above reductions to the total trips estimated in Table 4, the total extemal trips
ge,nerated by the proposed initial phase Q0l2) of the Sunlight Mountain Resort PUD is shown
below in Table 6.
10 Schmueser Gordon Meyer
Sunllght Mountiln Resort PIID
As the table shows, the initial buildout (33%by 2012) of Sunlight Mountain Resort pIJD is
anticipated to generate 2,591-external trips on an average weekday, with 408 extemal trips
generated in the moming peak hour and 426 extemaltrips generated irthe pM peak
After applying the sqme trip reductions above to the total trips estimated in Table 5, the total
external trips generated by a fully built out Sunlight Mormtain Resort is shown below in Table 7.
Table 7
Estimeted Long-Term External Trsfnc Generation
Table 6
Estlmeted Short-Term Erternal Trafilc Generafion
Land Use Tlpe # oftINITS DAILY
TRIPS
AM
IN
AM
OTJT
PM
IN
PM
our
Sinele Familv Homes l3 114 2 7 8 4
Recreational Homes 13 27 I 0 1 1
Primarv Condos 4t 216 3 L4 l3 6
Resort Condos 131 49t 6 31 29 t4
Resort Hotel Rooms 59 3t't 6 2 5 7
Emplovee Housins:50 tt7 I 7 7 3
Day Skiers 818 1,309 327 0 0 327
Totel Traffic Generation 2,591 347 6l 63 363
Land Use llpe # ofUNITS DAILY
TRIPS
AM
IN
AM
OUT
PM
IN
PM
OUT
$ingle Familv Homes 40 345 7 20 23 l3
Recreational Homes 40 81 3 I 3 4
Primary Condos r24 654 8 4L 39 l9
Resort Condos 397 1.489 l8 94 89 43
Resort Hotel Rooms 179 962 19 7 l5 20
Employee Housine 50 l17 1 7 7 3
Day Skiers 818 1,309 327 0 0 327
Total Traffic Genemtion 4,956 383 t7l 176 430
As the table shows, the-b 'ildout of the proposed Sudight Mountain Resort pUD is anticipated to
generate 4,956 extemal lips on an average weekday, with 554 external trips generated in the
morning peak hour and 606 trips generated in the pM peaL
Thte total daily trips shown in Tables 6 and 7 repres€xlt the total daily traffic impact on the FourMile Road corridor and the south Glenwood Springs steet network A iOn aad 2027,
respectively.
4.3 Trip Dishibution
Estimates of the direstional distribution of site-generated traffic were based on the existrng traffic
patt€'lrs found in the qrdy area during the baseline data collection effort. For tlis study,ipZo of
site traftic was assumed to be oriented toward downtown Gleirwood Spring;s via South Grand and
SH 82, 35Yo was oriented toward Aspen on SH 82,4oA was oriented soutbon S. Crran4 10olo was
ll Schmueser Gordon Meyer
Sunllght Mounteln Resort PIID
Skctch Plan Iraltrqlsplct tgqy-
oriented atong Midland Aveaue toward the Meadows, and l%o was oriented toward Glenwood
Pa*. It is estinated that nearly all project traffic will pass through fts ffidtand/2,76 intersection.
The trip distribution percentages were assumed to remain constant between the short- and long-
term analysis years.
4.4 Project Trlp Assignment
Project traffic generarcd by the first phase of constnrction of the Sunlight Mounain Resort PUD
was assiped to the study inrcrsections by applying the directional distribution assumptions above
to the extemal tafrc shown in Table 6. The resulting assignment of project traffic for the 2012
interim buildout phase is shown on Figrue 7.
Long-term project traffic gene,lzted by the buildout of the Sunlight Mountain Resort PUD was
assigned to the strdy intersections by applying the directional distibution assumptions above to
the cxternal traffic shown in Table 7. \\e resulting assignment of project traffic for the 2027
buildout phase is shown on Figrue 8.
4.5 Trafflc f,'orecasts with the Proposed Development
Traffic forecasts wilh the proposed 33% buildout and 100% buildout stages of development were
derived by combining the site-generated traffic depicted in Figures 7 and 8 with the short- and
long-term future background t:affic volumes depicted in Figurcs 5 aod 6, respectively. The
resulting total traffrc forecasts are summarized on Figure 9 for the short-term scenario (2012) and
on Figure 10 for the long-term scenario (2027).
5.0 PROJECTIMPACTS
5.1 2012 Peek Eour Intersection Level of Servlce
AM and PM level of seruice estimates, which include 33% buildout traffic demand of the
Suolight PUD, were pre,pared in accordance with the latest edition of the Highway Caprcity
Iulanual atdare summarized on Table 8 for the short-term total traffic scenario.
t2 Schmueser Gordon Meyer
Ssntlght Mounteln Resort pUD
t - hrtdoEI/a.luI rtopomolodimarotnn, ddrrythu t mlG dlt y,rwlichoyouc.roaGLryrm..LiffiH#;iffiffiffiffi
As the table shows, the study intersections operate at acceptable levels of service during the 20t2initial buildout, witl the exception of the 'Tlideout'' approach to the lvtidlanO At Sopris
intersection, selected grproaches to the roundabou! and tte S. Crana A27fo Street intersection.At the Midlsnd & 27^ roundabou! the northbound approach in the AM peak and southbound
approach in the PM peak are forecast for LOS "E" ratings, while the intersectioa as a whole is
shown to operate at LOS "C - D". The intersection of S. Grand & z7h Stneet is forecast to
operate at LOS "E ' ill the AM peak and LOS 'T'in the PM peak. This is a result of the lack ofleft turn laae for eas6ouni-traffic, requiring improvemeirts 1o 1trg grrnlight Bridge. With a left
tum lane on the bridge, this intersection would operate at Los '.c, or better.
The intersection of Midland Avenue & Mt Sopris Drive was studied to determine if it meets the
peak hour si8nal warrant in2012 with Sunlight PUD traffic. Based on2012 backgroud trafrc
volumes, the intersection meets the peak hour warrant during the AM peak Based"on21l1 totattrafic volumes, the intersection meets the peak hour warrant d,r.i"g both peak hours. It isanticipated 1541 this intersection [s improved prior to 2012 with u riputi..i"a or rogndabout
iutersection.
ly 5,815 daily hips will be made ou the lower portion of Four Mile Roa4 just southof the intersection with-Midland Avenue upon interim buildout ta 2OlZ. This was c.i*t"t"a Uy
adding the total external daily trips generated by the resort to a24-hov volume collected ia2}O;l
near the Fire Station on lower Four Mile Road that was factored up at 4Yo p€r year. This daily
volume results in a majel collector roadway classification (> 2,500 vehicles p€r day) for Four
Mile Road.
With the initial buildout Q0l2) sf ths $,nlight Mountain Resort PUD, the SH 82t27t Sheet
intersection will see a l0o/o increase in AM and PM peak hour traffic volumes on the 276 Stneet
approach, when comparedto existing traffic volumes on this leg.
Table E
2012 Total Traflic Level of Servig6 gummslXr
AM PM
fnturcection tn 2012 with Projea LOS DELAY
(s)
LOS DELAY (s)
Midland &FourMile r A 2.1 A 2.3SouthbormdLcft-8.4 A 9.2
Wcs6@d(AifportRo!d)12,4 B 14.8
Midland & Mt Sopris r A 7.4 A 4.6
Sorrtbbousdlrft A 9.4 B 10.2
Esstbound (Ilidoqut)r 202-a tl5-f,
tboud{Ml Sopris Drivc)c 22.9 D 13.t
Midland &270n Steetz c 22.6 D 32.7NqthbouodGquftLlidlanAffiE392 "c 15.9
Snthbgund(2f StEr{)B toa t 53.9
Eartbound CNort Miama evcrmcl-l B Il.0 A 8.2
Wcstbound {Roariar Fort todec)A 8.5 A 62
S. Crraod &27io Steetr E 75,4 F 107.9
S. €iffitl & 27'Strcst r '11..4 c 23.7
SH 82 &27^ Streetr B 18.7 B 15.8
13 Schmueser Gordon Meyer
Sunllght Mountdn Recort PIID
Sketch Plen Treltrc Impac't Study
5.2 2027 PeskEour Intersection Level of Senice
AM and PM lwel of senice estimates, which include Sunlight traffic demand at final buildout,
were prepared in accordance with the latest edition of the Highway Capacity Manual and are
suomarized on Table 9 for the 2027 totaltraffic scenario. Dark shaded rows in the table identifr
the LOS and delay of the intersections that need improvements based on 2027 Totil Traffic. The
improvements are discussed in the table's footnotes.
Table 9
2027 TotslTraflc Level of Service Summary
AM PM
Inlctrectbn in 2027 with Project LOS DELAY
(s)
LOS DELAY (s)
Midland & Four Mile r A 2.2 A 3.8
Sodbomdlrft A 92 B 172
Wcgtbd (AimortRoad)B 12.5 c 22.9
Midland & Mt Sooris z c 22.1 C 17.t
Norftbotnit Mi{lhnd Avtnur B 13.8 c 16.7
Southbomd (Midland Aveuur D 32.E c 9.E
Frclbottrd($A 6.5 A 7
Wcctb€nrd G{t Sqrris Ddvc)B 10.6 A 6.9
Midland &27^ Streetz r 115.1 F 134.2
Nqfttouod (Sodt Mdloil Avcorc)r lN2 r 55.7
Soulhbonrt t2f SEE{I)C 21.5 F 2:UA
EeslbouDd Norfr Midlead Avcnuc)D c 19.8
Wcsrbmd ftorinlFort l-odpo)c A ,4
Ivfiall^and&27t Steetr c 32.8 I t7b
S. Gmnd & 27o Street:F u2.4 F 234.8
S;l B 10.4 D 39.1
SH 82 & 27' Streetr c 34.2 c 26.5
I -bptoubpd s.tiop{onollcdilEElirq &Lyrbm i rmjo&hy^dobwrru rd oochqpocL
i-ffiHH;:
As the table shows, the intersections of Midland &, 276 and S. Grand & 27b are both forecost to
operate at LOS "F" in the AM and PM peaks. These are the result of heavy trafEc volumes at the
rouudabout and a lack of tum laoes at the South Gmnd intersection, primarily on the eas6ound
approach, i.e. the Sunfight bridge. If a left tum lane were provided for the eastbound approach to
S. Grand/27b, requiring a one lane bridge widening, the inrcrsection would op€rate at LOS "B' in
the AM peak and LOS 'D" in the PM peak. At the Midland/27u roundabout, this intcrsection
will operatc at LOS "C" or better in both peats if it were signalized. The laneage assumed for
this improved signalized intersection is identical to the existing laneage shonm on Figure 3, plus a
left turn lane for SB traffic tuning into the RF Lodge and a right turn lane for SB traffic tuming
onto Midland. All other intersections in the study axea are forecast to op€rate at acceptable levels
of service during the long-termtotal traffic conditiors.
5-3 Four Mile Rord Corrid6; fmpacts
Four Mile Road County Road 117, is the main artery for the Sunlight Mountain Resort as well as
all residents living in the Four Mile Creek drainage. The existing two-lane roadway has a posted
speed limit of 35 ryh from Midland Avenue to the intersection with FS 300 Road" In rcceirt
years, the lower portion of the existing roadway has been improved (widcned and paved) from
t4 Schmueser Gordon Meyer
Sunltght Mountaln Resort PUD
Midland Avenue to the intersection of Dry Park Road. Improvements have been coryleted by
the County, private developers and a combined effort of bothparties for at least one projict.
The roadway has beeir the zubject of.several shrdies in the 80's and 90's including the Cognty-
funded and adopted Capital Improvements Program (CIP) that identified roadway ie,mplates and
resulted in the creatign of a traffic impact fee for areas of the County based upon roadway
capacity and Level of Service.
The Garfield County CIP identified a proposed roadway template width for Four Mle Road by
separating the roadway into several segments. The Lower segpents are delineated to Dry park
Road The Lower portion of Four Mile Road has been recently improved with the excepion of
the segment through Elk Meadows, although the improved portion is not to the CIP stanAarU"
The Upper segments of the roadway remains a 22' to 26' wide platform with a 22, chipseal
surface. The te'mplate identified in the CIP consists of (2) tl'lanes and 3'shoulders foithe
Lower segment and (2) ll'lanes and 2'shoulders for the Upper segm€nt. Roadway
rcconstnrction would consist of placrng 4" asphalt over 6" gravel on a reconditioned platform of
proper width. The CIP idcntifies tnairoaaway capacity
""-tt,7OO
ypd It is recommended the
Upper segDents of the roadway be imfroved consistent with the CIp.
Ali8nment analysis completed on the Uppcr portion of the roadway indicates several deficient
and unsigned horizontal curves with respect to the pos0ed speed limit of 35 mph There are jgst a
few deficient vertical curves located in this portion of the roadway. It is recommended that in
order to provide a safer roadway, horizontal and vertical curves with design speeds of less than 25
mph be improved to meet a 25 mph standard- In addition, all horizontal and vertical curves with
design speeds of less than 35 mph should be posted with advisory speed and curve warning
sipage. It may be practical to pull the 25 mph speed limit doum the roadway about a mile (to
'',- 9), rather than provide signage for these curves in this area. safety should
also consist of the installation of approximately 5 miles of guardrail.
A portion of FS 300 will be utilized as part of the intemal roadway syst€m for the pmjecl The
USFS road is currently maintained by Garfield County. The lower portion of the-roadway,
beginning at the intersection with Four Mile Road and continuing 16 1trs g'nlight Meadow area
will be included in the development's roadway system. It may be used by a small percentage of
traffic as an alteinate route to access the proposed William's Peak area development
(neighborhoods "E", 'T", and "G'). This usage will be discouraged with signage at the Sunlight
Meadow intersection. This lower portion of roadway will continue to be aocess for commercial
and recreational activities in the Four Mile Park area" Srpage posted at the intersection with
Four Mile Road will be provided to delineate routing for these activities.
It is recommended that safety rmprovements such as guardrail are completed on the lower portion
of FS 300. Traffic volumes on the portion of road will aot significantly change; howwer,
improvements planned by the develo,per include guardrail protection aad an improved asphalt
surfacc.
Figures 14 and 15 present the short-term and long-term daily traffic volumes on sections of Four
Mile Road with and without 166 $ 'nlight redevelopm.ent. The background volumes were derived
by factoring up existing counts taken along the corridor by 4% per ycar for the first 5 years and
then?Yo per year for thc next 15 years. Short- and long-term site generatd traffic volgmes wgre
added to the background forecas8 to show ft6 impact of the Srmlight Redevelopmeirt on the Four
Mile Road corridor. The short-term volumes include tbe 33Yo buildout external taffic volumes
given in Table 6, while the long'tcrm volumes include full buildout of the Sunlight Mountain
15 Schmueser Gordon Meyer
$unllght Mountein Resort PUD
Sketch PIan Traffic Impect Study
Resort PUD (fable 7). It was assumed that traffic grounh on the upper part of Four Mile Road
near the Srrnlight entrance will be attr'buted to the new development only, so these daily volumes
werc not factored up the way the other volumes along Foru Mile were factored
Upon final buildoug the daily volume on Four Mile road doubles when oompared to the
background volume just south of the MidlandrFour Mile inrcrsection. This future forecast (9,295)
is adequately served by the two lane road although the roadway could be improved in several
places to bring the existing roadway np to Garfield County's standard design requiremeuts for a
2-lane Major Collector roadway.
5.4 Internal Roadway Secdons
The roadways within the site have been analyzed to determine the forecast average daily traffic
(ADT) that cach roadway section will typically serve on an average weekday. Dqrnrling on the
ADT expected, the roadway section will be sized according to Garfield County Road Standards.
Cordons were locatcd at logical points along the Eain access roads to show the amount of daily
traffic expectcd to pass each location. Figure 16 shows the daily traffic volumes expected to be
generated by final buildout.
The following table also shows the daily traffic volumcs eryectcd on the roads wirhiq the PIJD.
This table shows which variances will be requested for the desip standards for ccrtain roadways.
As the table shows, many of the primary roadways yithin the site will likely be desiped at a
lower standard than the County requires. The design variances are requesting a lower staodard
for design as a result of the site's topography. In some cases it would be close to impossible to
provide the sandard geometry to serve the develqrment.
16 Schmueser Gordon Meyer
Sunllght Mountaln Resort plrD
I
2
I
I
5
Table t0
Proposed Roadway Classilications and Variances
RquatedVaiatca
OoltUUuAl
South of USFS 3fi) Intcrscctiou
Assumod 507o Day Skicr Parting Eafrc (550 spaccs)
Assnocd 50olc Day Skic,r Prkiry tr&ffic (550 spaccs)
Assumcd I'D', "E', 'F'ta,ffic
Assumod'H", "I", "G" taffic
Garfcld couuty requinc a 30' grtback aom %igh wata', ao spccific wctlands sctback
Miuimum 200'from offsa intasoctions
Garfield couuty Boarrd mey approve longcr culdc-secs providcd firc protoction aad cuegcocy
acccss is pmvided as part oflougrr dqsip'
Garficld County Board may approvc gndc varianccs of +2yo W gi37 of @de
Maintain 4% gradc wittin l0O ft of inrcrecctitrg
Roadway
Dcsign
Stendnrd
f,stimrtcd
ADT
Templatc
Classificatim
Dcsign
Srpl
Minirum
Rrdiu
Lilx.
Cmda
[.anc
Width
Pavod
Shoulda
Ditch
Width
Otldc-Sac
Lcncih/Rdii
Upper Forn
RMd,
PI'D 3i4G 25 twh -200,4a/o 2'
Garco (>2501)Maior Coll.35qh 425',8o/o 7z',6',l0'
usFs 300
Sccmcat I
PI,JD 25 noh 75.11'2'
G8rco e0l4{m)Sccodarv NA E0'70f/o I tl 4',6'
usFs 300
Scsm€nt 2
PT,D 6s2 25 rrry.h 100,11,2,
CarCo (40I-2s00)MinorColl.35 ryh lE5'8o/o 12'1'l0'
A:PI,]D l0t0 25 tph EO'ru%2.
ffio (401-2500)Miuor Coll.35 qh 185'80a 12',4',l(I
Br PUD 800 25 nroh -200,6Ys 12',s0" c&.G
Cnrco (,r0t-2500)MinorColl.35 mph l 85'f/o t2'4',l0'
Dr PTJD 2186 25 moh 60.t0%Ill
Gaf,(401-2500)Maior Call 35 @h E%IT 6'10,
E Pl'D 380 20 mph t0 12%10,2',^6m,
GarC,(2014m)Sccoudary NA 80'7V/o t 1'4 6trPIJD2'12 20 mrh 80.12%10,2t
GarC.o (201-4tn)Sccoudarv NA 80'l@/o I l,4 e
G PI,'D 108 25 mrph 80'10o/o IO'2',
GarCo (r0r-200)'Rural Acccss NA 80 teA ll'2'6'
H PUD 6ll 20 moh to'6Y.10,2'.
Garco (40r-2500)MinqColl.35 moh lE5'E%t2'4'.l(I
I PI-ID 67 20 rph 80'12%10,-130(I
Grrc.o 001-200)Rural Acccss NA 80'l0%6',
17 Schmueser Gordon Meyer
Sunlight Moultrln Resort PIID
Sketch Plen Traffic Impect Study
5.5 Transit SeMces
Currently, Sunlight Mounain Resort provides two round trip bus routes in the moming and the
aftemroon from the resort to their downtown ski shop, with limited stops along the way.
Providing more frequent bus service throughout the day to serve the resort traffic would help
reduce the amount of local vehicles driving Four Mile Road. Ideally, the developers and RFTA
would like to see ooe bus an horu serving the resort throughout the peak season" with hours of
service extending from an hour or two before the liffs open until several hours aftsr they close
(serving the dinner/aprCs ski crowd).
Preliminary discussions with RFTA officials have been promising in developing a local circulator
bus system that would serve the ski resort from the City of Glenwood Springs. lhis service
would become a part of the local City of Glenwood Springs Ride program, with bus stops to
transfer to the regional RFTA bus system as well as the local Ride system.
Within the resort itse[, a pulse gondola is planned to serve three of the four main village areas,
reducing vehicle traffic within the roads of the resorl Trail systems are also planned to provide
mode options for employees and guests alike.
6.0 SOUTH BRIDGE TRAFT'IC ANALYSIS
This section of the traffic analysis assesses the Sunlight Mountain Resort PUD at final buildout if
the proposed South Bridge were in place. The City of Glenwood Springs is working with
Garfield County and CDOT to fimd this bridge and the resultirg roadway connection to Airport
Road. At the present time, only about balf of the funds nec€ssary to desip and constuct South
Bridge are secured and the NEPA process has begun to lay the grormdwork for the EIS. This is a
critical roadway link to the south Glenwood network that would allow another connection to SH
82 for this part of town. Currentty from the Midlad/276 iilersection to the south, Midland
Avenue is essentially one long cul-de-sac, which has been shown to be a safety issue in the eveot
of needed emergency r€sg)nse in the area. South Bridge will solve this problem and significantly
rcdistribute travel patteins in this part of the study area.
6.1 Future Traflic Condifionc without 5pntlght Mountrln Resort PIJI)
\\eZ[2lbackground traffic volumes with South Bridge were d€rived from the 2027 background
volumes from Figure 8 and redishibuting 3tr/o - 35% of the traffic entering the Midland Avenue
conidor to the south. This follows the taffic distribution assumption thal35o/o of area project
traffic is oriented to the south on SH 82 toward Aspen. ftis also follows similar methodology
applied in the SI/ 82 Conidor Optimization Study for redistibuting traffic dong Midland as a
result of the South Bridge connection The resulting 2027 backgrormd traffic volumcs with South
Bridge are shown on Figure 11.
The strrdy intersections were analyzed similar to the other background traffic scenarios to
daermine the level of service and delay that is expected at the study intersections without the
$ 'nlight development with the inclusion of South Bridge. The results of the capacity analysis
with South Bridge based on loag-term background volumes are shown on Figure I I aod in the
following table.
l8 Schmueser Gordon Meyer
Sunllght Mountaln Recort pUD
Table 11
20Tl Btcl<ground Trafiic with South Bridge
Level of Service $umrnary
AM PM
Intersection in 2027
with South Bridse
LOS DELAY
(s)
LOS DELAY (s)
Midland & FourMile r B 10.6 C t7.0
Smt[bourdIrft A 91 A 8.3Wcsttond(AilportR -D 29.s E 13S
Mdland & Mt Sopris z A 5.2 A 6.4
Nadhbomd(lvGdteoitAvc'Eu A . 7.O.A 6.6
Soulhbouud Midlsod A A 5-9 7.7EuftmdOlidoout)A 1.4.6Wartt@attMtSops-!i|Dm A 2-'A 1.9
Midland &,27'I Streetz C 19.0 A 8.r
Iluebormd (Soe Ivfi dlma Avcnuc,D 29.4 A 8x
Souttbormd (2f SE!c$A f.9 A 8.6
fastboud Nodt Mirtlmd Avcauo)A 53 A 5.4
_Wcrtbmd @oaring Fork LodqaDd!/qwsv')A 7.9 A 5.t
S. Grand &27ln Street r C 24.9 A 9.2
SH 82 & 27e Sneet c B r6.1 B 13.5
| - I!E&li@ Ertlrd u r lopototlod iroxaio. ddry .D'm n .Eg. .t.try^r*l,b watl Ed 6 eh q!trq.h"
2 - Iffictid ubad r r aFlur rwdfto4 aorry t oi-u lmgc a.Llii"riir. -a e* .pto.rl
3 - hiodi@Edyad BrdlulizodiDlartioD,dohyirourilri3c &Lyidhla'
As the table shows, generally the intersections that were failing under background conditious
without South Bridge now operat€ at acceptable levels of service with the redistribution of traffic
along Midland Avenue. The westbound approach to the intersection of MidlandlForu Mile is
forecast to operate at Los 'rD" in the AM and Los "E'r in the pM as a result of more taffichrning to and from Airport Road to access South Bridge. All other intersections are forecast to
9p9Pt" at acc€,ptable levels of service wder 2027 background traffic conditions with SouthBridge. The geometry and control at all study intersectio; is the sanre as that which was used
for the 2027 background analysis.
6,2 Trip Generation, Dlstribufion, and Asslgnment
for the South Bridge analysis, we use the same external trip generation volr rres found on Table7' Upon completion thc proposed Sunlight development will contain 40 single-family homes, 40
recreational homes, 124 primary condos, 397 resort condos, 179 hotel room", 5b employee
housing units, and 818 parking spaces for day skiers. There may be more parking rp"""t
constructed with the second phase, but the proposed amount and location is unknoum at tf,is lme.
As Table 7 shows, the buildout of the proposed Sunlight Mountain Resort pUD is anticipated to
generate 4,956 external_trips on atr average weekday, with 554 exten:al trips generatea in Oe
morning peak hour and 606 tips generated in the pM peak.
Estimates of the directional distribution of site-generated traffrc with South Bridge for the long-
term shows a reduction in site-generated trips using the SH 821276 intersection to access SH g2
toward Asp"n. All of the site-generated trips with an origin or destination'tpvalley,', or toward
$p.q were reassigned to thesystem on Airport Road to South Bridge. No Ltha cf,anges to the
directional distribution of project traffic was applied to the a.ssignment of site-genera:ted trips.
The resulting assienm€nt of site-generated taffic with South Bridge is shown on Figure 12.
l9 Schmueser Gordon Meyer
Sunllght Mountaln Resort PIID
Sketch Plen Trelfic Impact Study
6.3 TreIIic Forecasts with Sunlight end South Bridge
The site-generated trafEc volumes shown in Figure 12 were added to the 2027 background traffic
volnmes shown in Figure I I to arrive at 2027 total traffic volumes with South Bridge, shown on
Figue 13. These volumes r€present the forecast traffic volumes at the study intersections upon
final buildout of the current development plan for the Sunlight Redevelopment with South Bridge
in place.
6.4 2027 Peskllour Intersection Level of Service with South Bridge
AM and PM level of service estimates, which include the buildout S,rnlight traffic demand, were
prepared in accordance with the latest edition of the Higltway Capacity Manual and are
summarized on Table l1 for the long{erm total traffic scenario with South Bridge. The geometry
and control at all study intersections is the same as that which was used for tbe 2027 background
analysis.
Teble 12
2027 Totzl Traflic with South Bridge
L,evel of Service Srrmmuy
AM PM
Inlercection in 2027 wilh
South Bridse
LOS DELAY
(s)
LOS DELAY (s)
Midland & FourMile r F 178.3 F 126.4
Sorttrboud Irft B lo.9 B 10.1
Wcrtbmd (AirpqtRocil)r 6,n2 r utt
Midlariilf&F.ornMle r A 8.8 A 8:I
Midland&MtSonris r A 7.7 B 10.8
Nortbbonit (Mitlhod Avemc)A 9.0 B tt.7
Sonttrbouod (Midlaai! Avauo)10.0 B 10.3
Easlbolmd 5.3 A 5.0
Wcgtbmd (Mt Sorrii Drirc)A 2.?A 2.2
Midland &,276 Streetz D 32.7 C 16.8
Noshboud (Sod Mdleud Aveuue)E 33J c 23.
Sorr6boud (2?! Str,cat)A 7.0 B 12.
Ernbouod (Noft Midland Avsruc)A 6.4 A 5.
Wcslbouad (RociarForrt I.odcc Drivcflf,v)A 9.1 A 5.6
S. Grarxd &27^ Streetr E 55.7 D 45.1
SH82 &27- Steetr B 17.3 B 16.4
l:ffin$E:: oocL*o.L
3 - Iurcdo ollyza . r.it!.liz!d ida!.*ioq rtclry ir woll aa3r ddeylwbidc
As the table shows, generally the intersections that wgrE failing under total taffic conditions
without South Bridge now operate at acceptable levels of service with the redistribution of traffic
along Midland Avenue. One cxception is the Midland/Four Mile intersection. If a one-lanc
roundabout were installed at the intcrsection of MidlandlFour Mile, the intersection is forecast to
operate at LOS "A" during both peals. The other cxception is the South Gl;rnd27d, sienal. This
intersection is forecast to operate at LOS '8" in the AM peak, downfrom a LOS "C'without the
additional trafEc from S*light. This is again a rcsult & the single lane eastbound approach on
the Sunlight Bridge.
20 Schmueser Gordon Meyer
Sunllght Mountein Resort pUD
7.0 SUMIUARYOr'r'NDINGS
This preliminary traffc ilPact analysis of traffic conditions for the redevelopment o1'grrntightMounain Resort shows that many improvements will be needed to mitigate ihe impacts of the
P_rof_osed redevelopment P: *g" sf irnfrovements depends on the uttimate condguration of
the Gleowood SpringVGarfield County roadway network Esselrtially, the constnrctioi of SouthBridge controls which improvements are nocessary for the development to mitigate its imfact to
the City's intersections.
If South Bridge is not constucte4 the impacts caused by the dwelopment are focused oa the
intersections between MidlandlFour Mile aud S. Grand/2ift Streel eaaitionA hneage would berequired on the Sunlight Bridge to mitigarc the developmenr's impacts. i,rrth"r-or",
imprwemeirts to the intersections at Midtad/27t and S. Gl:rrd/Z7b Streei would t" reqirea if
the development builds out as planned at this time.
South Bridge will provide,a criticat link to the County/City steet network by altowing a second
aoc_ess to State Highway 82 from the study area. Mding South Bridge wiit uttimatety changetraffic pattems along Midland Avenue and will likely reduce the volumi of traffic forecast to use16" 5 rnlight Bridge and the 27t Sneet corridor. tf Soutn Bridge is constnrcte4 the rryacts
caused by the developme,lrt are focused on the intersection at Midland & Four Mile Road. The
siEnal at South Grand atd.276 Street is shown to require additionat "agOo*af**}.
,t iO o,without South Bridge after adding Sunlight buildout tra^ffic demand.
Improvenrents to Fonr Mle Road will be required with or without South Bridge, as this is the
PrimarY link serving the ski area.
8.0 REFERENCES
Garfield Cowtty Capital Improvements Progron Volume II: (Stranger, Gordon, Nichols, Iune 23,r9e7)
Highway capacity Msual (fraosportation Research Board, +6 Edition, 2000)
State of Colorado State Highway Auess Code (Colorado Deparhent of Transportation, August
re98)
Trip Ganerarrbn (Instihrt€ of rransportation Engineers, 7& Edition,2003)
2l Schmueser Gordon Meyer
Glenwood Arca
Four Mile Arca
SCHMUESER GORDON MEYER, INCI 16 W. OrH STREET, SurrE 20
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Page 4
Site Code Four Mile Road
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Gl€nuwd Sprlngs, @ 81801
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Glmurood Sprtngq CO 4160i
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118 Wost 6tr, Sulte 200
Glemvood Sprlnge, CO 81601
Engineers I SllrvEort
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Page 4
Ste Code: Mldland Avenue
Staticfl lD: Below For Mlle Road
Channd 1:SB
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2012 Deyelopment Totals *
Single Family Detacfied DU,s
Recreational Homes
Primary Townhomey'Condo
Resort Townhome/Condo
Resort Hotel Rooms
Employee Housing
Day Skiers
Recrsational Homes
Primary Torrflrhome/Condo
Resort Tornhorner/Condo
Resort Hotel Rooms
Employee Housing
Day Skiers
11612008
40 Dwelllng Unib
40 DU's
124 DU's
397 DU's
179 Rooms
50 DU's
816 Parking Spacas
Number
of
' Assumes 33% of units ars buihout by 2012
Average
Weekday
42
240
768
793
293
1,636
ITE
Code
Peak Hour Traffic
AM PM
260
230
230
330
230
Na
13
13
41
131
59
50
818
1
14
46
12
18
0
7
1
15
48
6
19
0
AM
IN
1
3
9
16
4
,t09
RAWTOTALTRIPS:3.898
Itr 9rO" 210 - Singte-Famity Residential, Unlb in # of dweiling units pEAK TOTALS:ITE Code 260 - Recreational Homes, Units in # of dwelling uni6
ITE Code 230 - Condo/Tournhouse, Units in # of dwelling-unlts
ITE Code 330 - Resort Hotel, Units in # of occupied rooms
No ITE Code for Day skiers- Rat'e assumes 2 trips/parking space & half of all spacas are filled/emptied during the peak hour.
REDUCNONS
Wnter lntemal Transit
1
Recreational Homes
Primary Townhomer/Condo
Resort TownhomelCondo
Resort Hotel Rooms
Employee Housing
Day Skiers
411 e6 - f00
AT ATl PM
800/6
100yo
80o/o
80%
10OYo
60%
20o/o
lYo
20o/o
40%
40Yo
0o/o
0%
1Ao/o
ffh
lAo/o
20o/o
0%
Average@
Weekday AIrl AM pM pM
3.16 0.11 0.05 0.11 0.155.86 0.07 0.37 0.35 0.,t75.86 0.07 0.37 0.35 0.1713.43 0.27 0.10 0.21 0.285.86 0.07 0.37 0.35 0.17
2027 Development Totals r
Single Family Dstadred DU,s
Recreetional Homes
Pimary TwrnhomdCondo
Resort Townhome/Condo
Resort Hotel Rooms
Employee Housing
Day Skiers
Reqpational Homes
Primary Townhome/Condo
Resort Townhomey'Condo
Resort Hotel Rooms
Employee Housing
Day Skiers
Recreatlonal Homes
Primary Townhoms/Condo
Resort Tornhome/Condo
Resort Hotel Rmms
Employee Houslng
Day Skiers
il1Um08
4O Dwelling Unib
40 DU's
124 DUb
397 DU's
179 Rooms
50 DU'S
818 Parking Spaoes
Numbor
of
'Assumes 100Yo ot unib ars bulltout by 2027
Average
Weekday
126
727
2,326
2,4M
293
1,636
0.9
0.64
0.9
0.64
0'4
0.4
0.8
Peak Hour TrafficAM PM PM
OUT
't5
6
21
67
50I
409
424
94643
28 147 139€1838
41918
40900
40 260124 230397 230179 33050 230818 n/a
RAI{TOTAITRIIS: ffi
IIE Cod. 210 . Slngle-Fsmly R€.td.d.t. Untt! in * of dr€flrt unlbm Cod6 260 - Rlc.lstdlal Hrn6. UntE ln * otdw€ hg un6
rTE Cod6 230 - Codo/Tolxr*lou!., Un[! tn * d drrlltng -unils
IIE Co& E 0 - R€rod HobL Un[3 tn * of oc.r&i.d rooms
|,b m Cod€ lb Day Skler! R.b 6!!urbs 2 itpclp&nl,lg lpaca E tialf ot a[ apErc.a arE n .dt€mpt6d durhg tE p..k hour .
REDUCTTOXS
Wnter
REDUCTION FACTORS
Single Famity Detacfied DU,s
Recreational Homes
Primary Tornhomer/Condo
Resort Torvnhome/Condo
Resort Hotel Rooms
Employee Housing
Day Skiers
807o
100%
80%
&%
100o/o
80%
200h
00h
20o/o
40o/o
40o/o
0%
Weekday Atvl AM pM pM
3.16 0.11 0.05 0.11 0.155.86 0.07 0.37 0.35 0.175.86 0.07 0.37 0.35 Ai713.43 0.27 0.10 0.21 0.285.86 0.07 0.37 0.35 0.17
Transit
Redux
ITE
0o/o
10%
lYo
lOYo
20%
Oo/o
ATUUSTED TRIP GENERATION 2027
Weekday
Rate
Rates
PM PM
3.16 0.11 0.05 0.11 0.155.86 0.07 0.37 0.35 0.175.86 0.07 0.37 0.35 0.'.1713.,|3 027 0.10 0.21 0.285.86 0.07 0.37 0.35 0.17
Average Peak Hour Traffc
Weekday AM AM PM PMITE
Code
Number
of Units
81 3134
654 8 41 39 19
1,,189 18 !r4 89 43
962 19 7 15 2A
1171773
1,30932700327
260
230
230
330
230
n/a
Recreatlonal Homes
Primary TownhomelCondo
Resort Tournhome/Condo
Resort Hotel Rooms
Employee Housing
Day Sklers
171
554
176
PU
tl30
606
ADJUSTED TOTAL EXTERNALTRIPS: 4,956 38:I
PEAKTOTALS: AII
NEIGHBORHOOD A TOTAL TRIPS:1142
Average
Weekday AM
NEIGHBORHOOD B TOTALTTUPS: 1,7?3 3I5
Average
Weekday AM
Trafiic
I{EIGHBORHOOD C TOTAL TRIPS:
Peak Hour Traffc
AM PM
Average
Weekday AM
Peak Hour Traffic
AM PM
Number ITE
Number ITE
Number ITE
PM
OUT
313136
5245
1442
307 0 0 307
231
63
1,229
36 230
17 33011 230
614 nla
Peak HourTrafficAM PMOUT IN18 ',17
Average
Weekday AM
Peak Hour Rates
AI/l PM
Averago
Weekday
Rates
PM PM
0.27 0.10 0.210.07 0.37 0.35
0.28
0.17
0.50
Weekday
Rate
Peak Hour RatesAM PM
Rssort Hotel Rooms
Prlmary Condo
Day Skiers
Number
of Units
Number ITE
Average
Weekday AM
1'.t7 1731 15
Peak Hour TraffcAtr, PM PM
773
5 11 15
Employee Housing
Resort Hotel Roorns
SF Homes
Recreational Homes
20 2fiil 330
27 2104 260
ITENumber
of Unib
ITENumber
of Units
53 23040 Na
ITENumber
of UniB
380
258
14
NEIGHBORHG)D E'F TOTAL TRIPS:
NEIGHBORHOOD G TOTAL TRIPS:
Average PeakHourTraffic
Weekday AM AM pM pM
15 17 10001
652
Average
w
Weekday AM
Peak Hour Traffc
AM PMOUT INTraffc
0 0 0r
Average Peak Hour Traftc
Weekday AM AM pM pM
Average Peak HourTraffc
Weekday AM AM pM
Traffic lN OUT lN
,--------3-
PM
OUT
I
20
I
19
0
20
0
2
4
20
311
80
Rosort Toilnhomey'Condo
Day Skiers
CHECK
Slngle Family Detadred DU,s
Recreational Homes
Primary Townhome/Condo
Resort To^rnhomelCondo
TOTALS
36
26
112zil
NEIGHBORTIOOD I TOTAL TRIPS:
Resort l-btel Rooms 12
Employee Houslng m
Day Skiers 6i4
Weekday AtrI
0.37 0.35 0.5.8q 0.o7 0.37 0.35 0.1719.49 0.27 0.10
NEIGHEORHOOD D TOTAL TRIPS:
Weekday AM AM pM pM
Rate Enterino Exiflno Enterino Fxilln
9.s7 0.19 0.56 o.fl o.373.16 0,11 0.05 0.11 0.15
Weekday AM AM pM pM
0.07 0.37 Tss0.07 0.37 0.35 0.170.00 0.00 0.50
NEIGHBORHOOD H TOTA TRIPS:
Average
Weekday Atil
Weekday AM
:::l-i____ rhu \ran 10, 2008 13:5e:12 pase 3_1
Turning Movement Report
AM
Volume Northbound SouthboundType Left Thru Righr Left Thru Right
*1 Eour Mi.te 6 MidLand/AirportBase 0 182 3 55 G3 O4dded061003460
Total 0 243 3 55 409 0
#2 Midland Ave & Mt Sopris Dr
Base
Added
Iotal
Eastbound
Left Thru Right
Westbound TotalLeft Thru Right Volume
0 246 45 t1't 108 1060103430
0 306 47 t17 451 1
200020
18
3
21
0
0
0
9
0
9
t28
00
L28
82 4t
00g2 41
000000
000000
106 4L1
0 407106 818
0 279 8840 0 40'10 2'19 t29t
*3 Midland & 27th streetBase 113 498 0Added 6 54 0Total 119 552 0
#4 S Grand E 27th StBase 19 27 72
Added t4 0 0Total 33 27 12
#6 SH 82 & S. Grand AveBase 7 160 34Added 0 I 0Total 7 768 34
276 0 s20035276 0 117
254 565 5323292277 594 55
0 222 770 308 00 530 '71
27 960 1302t 226
42 r.s8
0 154
42 322
0 12620 4030 1665
22 13530 36222 1 715
8 2s310 193I 2724
4t 23260 20441 2530
000000
24
0
24
*5 SH 82 e 21th StreerBase t71 645 6 11 1026 80Added72L000O43
TotaL 298 545 6 tt L026 123
13 385
027
1.3 406
t24 L8 22300L47 L8 2
36 L026 L550 43 130
36 1069 285
2007 Dowling Assoc.
150
I
168
Traffix 7.9.0415 (c)],icensed to SCHMUESER GoRDAN MEYER
2007 AM ?huJan 10, 2008 13:59:13 Page 5-1
Level Of Service Cornputation Report2000 HcM unsignalized Method (Base vorume Arternative)********************************************************************************
Intersection *1 Four Mile C Midland/Airport
************i********************************************i**********************
Average Delay (sec,/veh) :3.6 !{orst Case Level Of Service: A[ 9.9]**************************t*****************************.;;.;;;;;;;;*;i**;;;i***
Street Name: Eour Mile Rd .,/ Midtand Ave Airport RoadApproach:
Movement:
North Bound South Bound East Bound West Boundt-T-RI-T.RL-T-RL-T-R
Control:
Rights:
Lanes:
UncontrolLed
Include
00010
Uncontrolled Stop Sign Stop SignIncludeIncLude fncLude fnclude0 1 0 0 0 0 0 0 o o o o l,! or,! 0 0
Volume Modu1e: >> Count Date: l-7 May 2007 << 2OO7 AM peak
Base Vo1:0sqosYer. u Laz r 55 bJ 0 0 0 0 2 0 106GrowthAdj: 1.00r-.00 1.00 1.00r..00 1-00 1.oo1.oo 1.00 1.001.00 i-oo
0 182 3 s5 63 00
0 1.00 1".00Ini,tia1 Bse: 0 182 355630000 20106userAdj: 1.00 1.00 1.00 r-.00 1-00 1,00 1.00 1.00 r..00 1.00 1.00 1.00PHF Adj:
PHF Volume:
Reduct Vol:
EinalVolume: 0 t92
Critical Gap Module:
Critical Gp:xxxxx xxxx xxxxx
FollowupTim:xxxxx xxxx xxxxx
00 201L20000000000020tt2
0.95 0.95 0.95 0.95 0.9s 0.95 o.9s o.9s 0.95 o.9s 0.es o.9s0 792
00 3586500035866
;:._.^:;-;:_l; - . _:--------t l---------------t t--*------------t t_*_____________l
4.1 xxxx xxxxx xxxxx xxxx xxxxx2.2 xxxx xxxxx xxxxx xxxx xxxxx
6.4 6.5 6-23.s 4.0 3.3
Capacity ModuLe:
Cnflict VoI: xxxx xxxx xxxxx
Potent Cap.: xxxx xxxx xxxxx
Move Cap.: xxxx xxxx xxxxx
Volume/Cap: xxxx xxxx xxxx
195 xxxx xxxxx
1"390 xxxx xxxxx
1390 xxxx xxxxx
0.04 xxxx xxxx
xxxx xxxx xxxxx
xxxx xxxx xxxxx
xxxx xxxx xxxxx
xxxx xxxx xxxx
37s 37s 193630 559 853609 s35 853
0.00 0.00 0.L3
Level Of Service Module:
2way95thQ: xxxx xxxx xxxxx 0.1 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxxcontrol Der:xxxxx xxxx xxxxx ?.? xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxxLOS by Move: * *A********
Movement:LT - LTR - RT LT - LTR - RT LT - LTR - RT TT - LTR - RTshared cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx g47 xxxxxsharedoueue:xxxxx xxxx xxxxx 0.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.5 xxxxxshrd conDel:xxxxx xxxx xxxxx ?.? xxxx xxxxx xxxxx xxxx xxxxx xxxxx 9.9 xxxxxShared LOS: * *
ApproachDel I xxxxxx
*****A*
9.9
A*
xxxxxx xxxxxxApproachLos:APProachLOS' * * * A********************************************************************************
Note: Queue reported is the number of cars per lane.******t*************************************************************************
Traffix 7-9.0415 (c) 200? Dowring Assoc. Licensed to scHMUEsER GoRDAN MEYER
---------il
------------l ll
2007 AM Thu Jan L0, 2008 13:59:L3 Page 6-1
Level Of Service Computation Report
2000 HcM Unsignalized Method (Future Volume Alternative)
********************************t**********************a*t**********************
Intersection +1 Four Mile & Midland/Airport
**************t********************************t***i**************************t*
Average Delay (sec/vetr) :1.9 worst Case Level Of Service: Bt 10.51
********************************t*t*********l***********************************
Street Name: Four MiIe Rd ./ Midland Ave Airport Road
Approach:
Movement:
North Bound South Bound East Bound
L-T-R
9{est Bound
L-T-RT.T-RL-T-R
Control:
Rights:
Lanes:
Uncontrolled
Include
00010
Volume Modul-e: >> Count Date:
Base VoI: 0 ]-82 3
Growth Adj : 1.00 1.00 1 .00
Initial Bse: 0 182 3
Added Vol:
Uncontrolled
Include
01000t---------------l
1? May 2001 << 2007 AM Peak
55630000
1.00 1.00 1.00 1.00 1.00 1.00
Stop Sign
Include
0 0 1! 0 0
l---------*-----l
20105
1.00 r.. 00 1.00
20106
000
000
20L06
1.00 1.00 1..00
0.95 0-95 0.95
20L12
000
20112
6.4 6.5 6 -23.s 4.0 3.3
t---r-----------l
Stop Sign
Include
00000
061 0
PasserByvoL: 0 0 0
rnitial Eut: 0 243 3
User Adj: 1.00 L.00 1'00 1.00 1.00 1.00 1.00 1.00 1.00
0-9s 0.95 0.95 0.95 0.95 0.9sPHF AdJ:
PHE Vol,ume:
Reduct voL s
0.95 0.95 0.95
02563
000
ss6300 345 000055 409 0
58 431 000058 431 0
000000000000
000000000Finalvolume: 0 256 3-t----------*----l
Critical Gap Module:
CriticaL Gp:xxxxx xxxx xxxxx
FollowupTim:xxxxx xxxx xxxxx
I -------r------- | I --------------- I
4.1 xxxx xxxxx xxxxx xxxx xxxxx
2.2 z<xxx xxxxx xxxxx xxxx xxxxx
Capacity Module:
Cnffl-ct Vol: xxxx xxxx xxxxx 259 xxxx xxxxx
Potent Cap.: xxxx xxxx xxxxx 1317 xxxx xxxxx
Move Cap,: xxxx xxxx xxxxx 1317 xxxx xxxxx
Volume/Cap: xxxx xxxx xxxx 0.04 xxxx xxxx
-l--------- llr--------------l
Level Of Service Module:
2Way95thQ: xxxx xxxx xxxxx 0,1 xxxx xxxxx
Control Del:xxxxx xxxx xxxxx 7.9 xxxx xxxxx
LOSbyMove: * * * A * *
Movement: LT - LTR - RT LT - ITR - RT
Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx
SharedQueue:xxxxx xxxx xxxxx 0.1 xxxx xxxxx
Shrd ConDel:xxxxx xxxx xxxxx 7.9 xxxx xxxxx
SharedLOS: * t * A * *
xxxx xxxx xxxxx 804 804 25'7
xxxx xxxx xxxxx 355 319 786
xxxx xxxx xxxxx 343 304 786
xxxx xxxx xxxx 0,0L 0.00 0.14
| --------------- | t --------------- |
xxxx xxxx xxxxx xxxx xxxx xxxxx
xxxxx xxxx xxxxx xxxxx xxxx xxxxx
****l*
LT-LTR*RT LT-LTR-RT
xxxx xxxx xxxxx xxxx 768 xxxxx
xxlrxx xxxx xxxxx xxxxx 0-5 xxxxx
xxxxx xxxx xxxxx xxxxx 10.5 xxxxx
****B*
ApploachDel: xxxxxx xxxxxx xxxxxx 10- 5
Approachlos:***B
*i**************i***************************************************************
Note: Queue reported is the number of cars per 1ane.
*******************i**t*********************t***********************************
Traffix ?.9,0415 (c) 2007 Dowling Assoc. Licensed to SCHMUESER GORDAN MEYER
illl
ll------------t lt
2007 AM Thu,Jan 1.0, 2009 13:59:13 Page 7-1
Level Of Service Computatj.on Report2000 HcM unsigrralized Method (Base volume Alternative)********************************************************************************
fntersection #2 Midland Ave & Mt Sopris Dr********************************************************************************
Average Delay (sec/veh) :6.4 worst Case Level Of Servj.ce: Dt 33.31*********************************************************;;";;;;;;;;.;i_;;;;l**.
Street Name:
Approach: NorthMovement: I -
Midland Avenue
. Bound
T-R South BoundL-T-Rl---------------t
Mt Sopris Drive
East Bound West BoundL-T-RL-T-R
| --------------- | t --------------- IControl:
Rights:
Lanes:
Uncontrolled
Include
00010
Uncontrolled Stop Sign Stop Signfnclude fnclude Include0 0 1! 0 0 1 0 o o o 1 0 o o 1
Volume Module: >>
Base VoI: 0
Growth Adj : 1.00Initia] Bse: 0
User Adj: 1.00
PHr Adj : 0- 95
PHF Volume: 0
Reduct Vol: 0FinalVolume: 0
24 May 2007 << 2007 Ar{ peak
7711081900
1.00 1.00 1.00 L.00 1.00 1.001.71 108 1 9 o o1.00 1.00 1.00 1.00 1.OO 1.OO0.9s 0.95 0-95 0.95 0.95 0.951861L419o0
000000
1867L4t900
Count
246
1.00
246
1- 00
0. 95
259
0
2s9
Date:
46
r".00
46
1.00
0.95
48
0
48
18 0 279
r.. 00 1 .00 1 .0018 0 279
1.00 1.00 1.00
0.95 0.9s 0.9519 0 29400019 0 294
Critical Gap Module:
Critical Gp:xxxxx xxxx xxxxx
FollowUpTim:xxxxx xxxx xxxxx
-l---------------l
4.1 xxxx xxxxx2.2 xxxx xxxxx
l------*--------l
7. L xxxx xxxxx
3.5 xxxx xxxxxl------------*--l
7.1 xxxx 6.2
3.5 xxxx 3.3l-------*-------lCapacity Module:
Cnflict Vol: xxxx xxxx
Potent Cap.: xxxx xxxx
Move Cap.3 xxxx xxxx
Volume/Cap: xxxx xxxx
307 xxxx xxxxx 917 xxxx
1255 xxxx xxxxx 25S xxxx
1265 xxxx xxxxx L37 xxxx0.15 xxxx xxxx 0.07 xxxx
xxxxx 770 xxxxxxxxx 320 xxxxxxxxx 280 xxxxxxxx 0.07 xxxx
xxxxx
xxxxx
xxxxx
xxxx
283
16L
761
0. 39
Level Of Service Module:
2Way95thQ: xxxx xxxx xxxxxControl Del:xxxxx xxxx xxxxx
LOS by Move: * * *
0.5 xxxx xxxxx 0.2 xxxx8.3 xxxx xxxxx 33.3 xxxxA**D*LT-LTR-RT LT-LTR
xxxx xxxx xxxxx xxxx xxxx
xxxxx xxxx xxxxx xxxxx xxxx
xxxxx xxxx xxxxx xxxxx xxxx*****
xxxxxx 33-3*D
xxxxx 0.2 xxxx 1.8xxxxx 18,8 xxxx L2.7*c*B
-RT I,T-LTR-RT
xxxxx xxxx xxxx xxxxx
xxxxx xxxxx xxxx xxxxx
xxxxx xxxxx xxxx xxxxx****
13.1
B
Movement:LT-LTR-RT
Shared Cap.: xxxx xxxx xxxxx
SharedQueue:xxxxx xxxx xxxxx
Shrd ConDel:xxxxx xxxx xxxxx
Shared I"OS: * * r
ApproachDel: xxxxxxApproachlOS: *
*****************t*******t******************************************************
Note: Queue reported is the number of cars per lane,*****************************i**************************************************
Traffix ?'9-0415 (cl 2007 Dowling Assoc. Licensed to scHMUEsER GoRDAN MEYER
ll
------------l il
il
2007 AM Thu Jan 10, 2008 13:59:13 Page 8-1
Level Of Service Computation Report
2000 HCM Unsignalized Method (Future volume Alternative)
************************t*********t************t********************************
Intersection *2 Midland Ave & Mt Sopris Dr********************************************************************************
Average Delay (sec/veh) :5.2 llorst Case Level Of Service: Ft 68.71
********************t**********r*****i*****r************************************
Street Name:
Approach:
Midland Avenue
North Bound South l
L-T
Mt Sopris Drive
Bound East Bound West Bound
-RL-T-RL-T-R
control:
Rights:
tanes:
uncontrolled
Include
00010
Uncontrolled
Include
0 0 1! 0 0
Stop Sign
Include
10000
Stop Sign
Include
10001
Volume Module: >>
Base Vol: 0
Growth Adj : 1.00
Initial Bse: 0
Added Vol: 0
PasserByVol: 0
Initial Eut: 0
User Adj : 1.00
PHF Adj : 0.95
PHF Volume: 0
Reduct vol: 0
Finalvolume: 0
24 tlay 2007
L'77 t 08
1.00 1.00
t't1 108
0 343
00
L17 451
1.00 1. 00
0.95 0. 95
186 475
00
186 415
<< 2007 A!1 Peak19001.00 1.00 1.00 1.0019000000000019001.00 1.00 1-00 1.00
0.95 0. 95 0.9s 0.95190000001900
18 0 279
1.00 1.00 1.0018 0 2793000002t 0 279
1.00 1.00 1.00
0. 9s 0. 95 0. 9522 0 29400022 0 294
Count
246
1.00
246
60
0
306
1.00
0.95
322
0
322
Date:
45
1. .00
46
1
0
47
r. .00
0. 95
49
0
49
Critical Gap Module:
Critical Gp:xxxxx xxxx xxxxx
EollowUpTim: xxxxx xxxx xxxxx
Capaclty Module:
Cnflict VoL: xxxx xxxx xxxxx
Potent Cap.: xxxx xxxx xxxxx
Move Cap.: xxxx xxxx xxxxx
Volume/Cap: xxxx xxxx xxxx
4.1 xxxx xxxxx 7.1
2.2 xxxx xxxxx 3.5
xxxx xxxxx 7-1 xxxx 6.2
xxxx xxxxx 3.5 xxxx 3.3
372 xxxx xxxxx
1198 xxxx xxxxx
1198 xxxx xxxxx
0.16 xxxx xxxx
Level Of Service Module:
2Way95thQ: xxxx xxxx xxxxx 0.6 xxxx xxxxx 0.5
Control Del:xxxxx xxxx xxxxx 8.6 xxxx xxxxx 68.7
tOS by Move: * **A**F
LT-tTR-RT tT-ITR-RT LT
Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx
SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx
Shrd ConDef:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx
Shared LoS: * *
ApproachDel: xxxxxx
1342 xxxx xxxxx 1195 xxxx 347
131 xxxx xxxxx 165 xxxx 701
56 xxxx xxxxx 143 xxxx 701
0.14 xxxx xxxx '0.15 xxxx 0,42
| --------------- | I --------------- I
xxxx xxxxx 0.5 xxxx 2.7
xxxx xxxxx 34.8 xxxx 13.8**D*B
-tTR-RT LT-ITR-RT
xxxx xxxxx xxxx xxxx xxxxx
xxxx xxxxx xxxxx xKxx xxxxx
xxxx xxxxx xxxxx xxxx xxxxx
*
68.7
**
xxxxxx
****
15. 3
ApproachLOS:ApproachLOs:**FC
*************************************t******************************************
Note: Queue reported is the number of cars per lane.
*********i******************************ri*****t*****************************t**
F
Traffix 7.9.041-5 (c) 2007 Dowling Assoc. Licensed to SCHMUESER GORDAN MEYER
Movement:
il
2007 AM Thu Jan 10, 2008 L3:59:13 Page 9-1
Level Of Service Computation Report2000 HCM Unsignalized Method (Base volume Alternative)********************************************************************************
Intersection #3 Midland 6 2?th street*******************************************'*************************************
Average Delay (sec/veh) :37.9 Wolst Case Leve1 Of Service: 81131.11*********************************************************;;";;;;;;;;.;i;;;;;i***
Street Name:
Approach:
Movement:
Midland / 2?th Midland Avenue
West BoundNorth Bound
L-T-R South Bound
L-T-R East Bound
I-T-RL-T-R
Control:
Rights:
tanes:
Uncontrolled
Include10100
Uncontrolled
Include
Stop Sign
fnclude
0
0
0
0 234 75 291 0 86000000
Stop Sign
Include0 0 2!o 0 1 0 o o 1 o o 1 o 0
Base Vol-:113 498 0 0 222 7t 2'16 o 82 00 0Growth Adj: 1.00 L.00 1.00 1.oo 1.00 1.00 L-00 1.00 1.00 1.00 1.00 1.00Initial Bse: 113 498 O 0 222 17 276 o 82 00 0userAdj: 1-001.00 1.00 r'-oo1.0o 1.oo r..001.00 1.oo 1.oo1.oo.i..ooPHF Adj:0.9s 0.95 0.9s 0.95 o.9s 0.9s 0.95 0.95 0.95 0.95 0.95 0.95PHE Volume: 119 524
Reduct Vol:
EinalVolume: 119 524
000000
0
0
00 234 75 291, O 86-t-------*- ll-------__ il____-____ il__-____________lCritical Gap Module:
critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx 6.4 xxxx 6.2 xxxxx 6.5 xxxxxrollowupTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx 3.5 xxxx 3.3 xxxxx 4.0 xxxxx- t --------- il ----*____ il ____________*__ il _______________ lCapacity Module:
Cnflict Vol: 308 xxxx xxxxxPotent Cap... !264 xxxx xxxxx
Move Cap. z L264 xxxx xxxxxVolume/Cap: 0.09 xxxx xxxx
xxxx xxxx xxxxx 1033 xxxx i.54 xxxx 1071 xxxxxxxxx xxxx xxxxx 260 xxxx A97 xxxx 223 xxxxxxxxx xxxx xxxxx 241 xxxx 89? xxxx 202 xxxxxxxxx xxxx xxxx 1.21 xxxx 0.L0 xxxx 0.00 xxxx
Level Of Service Module:29ilay95thQ: 0.3 xxxx xxxxx xxxx xxxx xxxxx 14.0 xxxx 0.3 xxxx xxxx xxxxxcontrol" De1: 8-1 xxxx xxxxx xxxxx xxxx xxxxx 167.3 xxxx 9.4 xxxxx xxxx xxxxxLOSbyMOve: A * * * * * Il * A * * *
Movement:1T - LTR - RT I,T - ITR - RT LT - TTR - RT I,T - I.TR - RTshared cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxxSharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx.xxxxx xxxx xxxxx xxxxx xxxx xxxxxshrd conDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxxShared LOS: * *
ApproachDel: xxxxxx xxxxxx 13L.1 xxxxxxApproachLos: * * F ********************t******lt****************************************************
Note: Oueue reported is the number of cars per lane.********************************************************************t***********
Traffix 7.9.0415 (e) 200't Dowling Assoc. Licensed to SCHMUESER GORDAN MEYER
--------- il
2007 AM ThuJan 10, 2008 13:59:13 Page 10-1
Leve1 Of Service Computation Report
2000 HCM Unsignalized Method (Future Volume Alternative)
************************************************************************t*******
Intersection *3 Midland e 27th Street
***t****************************************************************************
Average Delay (sec/veh); 99.'l Worst Case Level Of Service: F[419.4]********************************************************************************
Street Name:
Approach:
Movement:
Midland / 27th Midland Avenue
North Bound
L_T-R
South Bound
L-T-R
East Bound
L-T-R
Yilest Bound
L-T-R
Control:
Rights:
Lanes !
uncontro].led
Include
10100
Uncontrolled
Incl.ude0 0 2t0 0
Stop Slgn
Include
Stop Sign
Include1000100100
| --------------- | I --------------- |
volume Module: )) Count Date: 10 Apr 2006 << 2006 AM Peak
Base VoI: 113 498 0 0 222 "11 276 0 82 0 0 0
Growth Adj: 1.OO 1.00 1.00 1.OO 1.00 1.00 1.00 1.00 1.00 1.00 1'00 1.00
rnitial Bse: 113 498 0 0 222 1t 276 0 82 0 0 0
Addedvol: 6 54 0 0 308 0 0 0 35 0 0 0
PasserByvol: 0 O 0 0 0 0 0 0 0 0 0 0
Initial Fut: 119 552 0 0 530 7L 276 0 117 0 0 0
User Adj: 1.00 1-00 1.00 1.00 1-00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHr Adj: 0.95 0.95 0.95 0.9s 0.95 0.95 0.95 0.95 0.95 0.9s 0-95 0-9s
PHF volume: L25 581 0 0 558 "75 29L 0 123 0 0 0
ReductVol: 0 0 0 0 0 0 0 0 0 0 0 0
EinalVolume: 125 581 0 0 558 75 29L A 723 0 0 0
Critical. Gap Modu1e:
Critical Gp: 4.1 xxxx
EoIIowUPTim. 2.2 xxxx
xxxxx xxxxx xxxx xxxxx
xxxxx xxxxx xxxx xxxxx
6.4 xxxx 6.2 xxxxx
3.5 xxxx 3.3 xxxxx
5.5 xxxxx
4.0 xxxxx
Capacity Module:
Cnflict voI: 633
Potent Cap.: 960
Move Cap-: 960
Volume/Cap: 0.13
xxxx xxxx xxxxx L421 xxxx 316
xxxx xxxx xxxxx 151 xxxx 129
xxxx xxxx xxxxx 135 xxxx 729
xxxx xxxx xxxx 2.14 xxxx 0.17
| --------------- | I --------------- |
xxxx 1454 xxxxx
xxxx 130 xxxxx
xxxx 113 xxxxx
xxxx 0.00 xxxx
0.6 xxxx xxxx xxxxx
10.9 xxxxx xxxx xxxxx
B***
-RT LT-LTR-RT
xxxxx xxxx xxxx xxxxx
xxxxx xxxxx xxxx xxxxx
xxxxx xxxxx xxxx xxxxx****
xxxxxx
xxxx xxxxx
xxxx xxxxx
xxxx xxxxx
xxxx xxxx
Level Of Service ModuLe:
2waygsthQ: 0.4 xxxx xxxxx
Control Del: 9.3 xxxx xxxxx
LOS by t{ove: A * *
Movement:LT-LTR-RT
Shared Cap-: xxxx xxxx xxxxx
SharedQueue:xxxxx xxxx xxxxx
shrd conDelixxxxx xxxx xxxxx
SharedLOS: * * *
ApproachDel: xxxxxx
Approachlos: *
xxxxx 23.9 xxxx
xxxxx 592.5 xxxx*F*
-RT LT-LTR
xxxxx xxxx xxxx
xxxxx xxxxx xxxx
xxxxx xxxxx xxxx***
479.4
F
xxxx xxxx
xxxxx xxxx**
LT - LTR
xxxx xxxx
xxxxx xxxx
xxxxx xxxx**
xxxxxx
*
****************t*************f,****************t*********t********t********t*tt*
Note: Queue reported is the number of cara per lane.
***********************************************i********************************
Traffix 7.9.0415 (c) 2007 Dowling Assoc. Licensed to SCHMUESER GORDAN MEYER
------------l
ll-------*-------l l------------l lt
il
2007 AM Thu ilan 70. 2008 13:59:13 Page 11-J"
Level Of Service Computation Report2000 HC.I.4 Unsignalized Method (Base Volume Alternative)********************************************************************************
fntersection #4 S Grand & 27th St********************************************************************************
Average oelay (sec/veh): 13.0 worst Case Level Of Service: FI 7j..61*************r*****************************************"*;;*;;;;;;;;-;;*;;;;i*.*
Street Name:
Approach:
S Grand Avenue 27th Street
Movement: L - T
West BoundRI,-T Rt.T-RL-T-R
Control:
Rights:
Lanes:
North Bound
Stop Sign
Include
0 0 1! 0 0
South Bound
Stop Sign
Channel
01001
East Bound
Uncontrolled
Include
Uncontrolled
0 0 1! 0 0 1 0
fnclude
010
Volume Module: >> Count Date:
Base Vol: 19 Zi 12
Growth Adj: 1.00 1.00 1.00Initial Bse: 19 27 '12
User AdJ: 1.00 1.00 1.00
PHF Adj: 0.95 0.95 0.95
PHE Volume: 20 28 7GReductVol: 0 0 OFinalVolume: 20 28 76
5 Jun 2007 << 2007 AII peak
24 21 95 254 5651.00 1.00 1.00 1.00 1.0024 2L 96 2s4 5651.00 1.00 1.00 1.OO 1.OO
0. 95 0. 95 0.95 0. 9s o.9s25 22 101 26'1 s9s00000
25 22 101 267 sgs
53 42 1,5 8 221.Q0 1.00 1.00 L.oo53 42 Ls8 221.00 1.00 1.00 t.000.9s 0.95 0.9s 0.9s55 44 166 23000056 44 156 23
Critical Gap Module:critical Gp: 7-1 6.5 6.2 7.r G.5 6.2 4.1 xxxx xxxxx 4.1 xxxx xxxxxFolrowupTim: 3-5 4-0 3.3 3.5 4.0 3-3 2,2 xxxx xxxxx 2.2 xxxx xxxxx-t--------- il_________ il_________ il_____-_________lCapacity Module:
]-475 1452 178 1,89 xxxx xxxxx 65L xxxx xxxxx105 L32 870 L384 xxxx xxxxx 936 xxxx xxxxx55 97 870 1384 xxxx xxxxx 936 xxxx xxxxx0.45 0.23 O.L2 0.19 xxxx xxxx 0.05 xxxx xxxx
Cnflict vo1: 1435 1435 623Potent Cap.: 113 135 490
Move Cap. ; 66 99 490Volume/Cap: 0.30 0-29 O-15
Leve]- Of Service Module:
2Way95thQ: xxxx xxxx xxxxx xxxx xxxxControl DeI:xxxxx xxxx xxxxx xxxxx xxxx
LOS by Move: * * * t *
0.4 0.7 xxxx xxxxx 0_1 xxxx xxxxx9.'l 8.2 xxxx xxxxx 9.0 xxxx xxxxxA**A**
I,T-LTR-RT IT-LTR_RT
xxxx xxxx xxxxx xxxx xxxx xxxxxxxKxx xxxx xxxxx xxxxx xxxx xxxxxxxxxx xxxx xxxxx xxxxx xxxx xxxxx***
xxxxxx
*
Movement: LT - LTR - RT LT - ],TR - RTShared Cap.: xxxx L67 xxxxx 70 xxxx xxxxxSharedQueue:xxxxx 4.7 xxxxx 3.0 xxxx xxxxxShrd ConDel:xxxxx 71.6 xxxxx 129.2 xxxx xxxxxShared LOS: * F
ApproachDel:7L.6ApproachLos: E
****
xxxxxx
*
F*
47 .8
E***************************************************a****************************
Note: Queue reported is the number of cars per 1ane.****************************************************************************r***
Traffix 7.9.04L5 (c) 2007 Dowling Assoc. Licensed to SCHMUESER GORDAN MEYER
ll
------------l
2007 Ar.{fhu Jan 10, 2008 13:59:13 Page 12-1
Leve1 Of Service Computation RePort
2000 HCM Unsignalized Method (Future Volume Alternative)
**************t*********************************r**********************t***t****
Intersection *4 S Grand & 27th St
****************************************************r***************************
Average De1ay (sec/veh) : 54.3 worst Case Level of service: ft534.31
******************************************t*********************t***************
Street Name:S Grand Avenue 2?th Street
Approach: North Bound South Bound
Movement:L-T-RI-T-RL
East Bound
-T-R
West Bound
t-T-R
Control:
Rights:
lanes:
Stop Sign
Include
0 0 1l 0 0
Stop Sign
Channel
01001
t---------------l
Uncontrolled UncontroLled
Include Include
0 0 1! 0 0 1 0 0 1 0
Volume Module: )) Count Date:
Base VoI: 19 21 '72
Growth Adj : 1. 00 1.00 1 .00
InitiaL Bse: 19 27 72
Added Vol: 74 0 0
PasserByVol: 0 0 0
Initial Fut: 33 27 12
User Adj: 1.00 1.00 1.00
PHE Adj: 0.95 0.95 0.95
PHE Volume: 35 28 '16
Reduct Vol: 0 0 0
EinalVolume: 35 28 76
5 .Iun 2007 << 2007 N'I Peak
24 2t 96 254 555
1.00 1.00 1.00 1.00 1.00
24 2t 96 254 56s
001302329
00000
24 2t 226 271 594
1.00 1.00 1.00 1.00 1.00
0. 95 0. 95 0.95 0. 95 0.95
2s 22 238 292 625
00000
25 22 238 292 625
42 158 22
1.00 1.00 1.00
42 158 22
0 154 0
000
42 322 22
1.00 1.00 1.00
0.95 0.95 0.95
44 339 23
000
44 339 23
l---------------l
53
1.00
53
2
0
55
r,.00
0.9s
58
0
58
Critical Gap Module:
Critical Gp: 7-t 6.5
FollowupTim: 3.5 4.0
?.1 6.5 6.2
3.5 4.0 3.3
6.2
3.3
4.1 xxxx xxxxx 4.1 xxxx xxxxx
2.2 xxxx xxxxx 2.2 xxxx xxxxx
| --------------- | I --------------- |
362 xxxx xxxxx 683 xxxx xxxxx
1196 xxxx xxxxx 910 xxxx xxxxx
1196 xxxx xxxxx 910 xxxx xxxxx
0.24 xxxx xxxx 0.05 xxxx xxxx
| --------------- | I --------------- |
capacity Module:
Cnflict Vol: 1687 1688
Potent Cap.: 75 95
Move cap. : 27 64
volume/Cap: 1.2? 0.45
654 1?28 1705
410 70 92
470 29 62
0.15 0.86 0.35
351
697
691
0.34
Level Of Service Module:
2way95thQ: xxxx xxxx xxxxx xxxx xxxx 1.5 1.0 xxxx xxxxx 0-2 xxxx xxxxx
Control Del:xxxxx xxxx xxxxx xxxxx xxxx 12,8 9.0 xxxx xxxxx 9.2 xxxx xxxxx
LOSbyMove: * * * * *BA**A**
Movement: LT r LTR - RT tT - LTR - RT LT - LTR - RT LT - LTR - RT
Shared Cap.: xxxx 74 xxxxx 39 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx
SharedQueue:xxxxx 12.3 xxxxx 4,8 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx
Shrd ConDel:xxxxx 534 xxxxx 3?4.4 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx
SharedLOS: * F *
ApproachDel: 534 ,3
F*****
72.9 xxxxxx
***
xxxxxx
Approachlos:Er.**
***********************************************r**************t*****************
Note: Queue reported is the number of cars per lane.********************************************************************************
Traffix 7.9.0415 (c) 2007 Dowling Assoc. ticensed to SCHMUESER GORDAN MEYER
lt
il
------------l ll
ll
2007 AM Thu Jan LO, 20Og 13:59:13 page 13_1
Leve1 Of Service Computation Report2000 IICM operations Method (Base Vorume irternat.ive)******************************************t******************t******************
fntersection #5 sH 82 & 2iLh Street*******************************************t************************************
Cycle (sec):
Loss Time (sec):
Optimal Cycl-e:
100 0.779
L7 .4
B
Critical VoI .,/Cap- (X) :0 (Y+R*4.0 sec) Average oelay (sec/veh):
27th Street
East BoundL-T-R
55 Leve1 Of Service:*********************t**************************************t*****a*************
Street Name: SH g2
Approach: North Bound South BoundMovement:L-T-RL-f*R West BoundI-T-R
ControL:
Rights:
Min. Green:
Lanes:
Prot+Permit
fnclude
Prot+Permit
Include
Permitt.ed
Include
Permit.ted
Include
01002000200010010110 10 2 o 1 l- o o 10 10 o 10
Base VoI:171 645 6 11 1026 80 160 13 385 t2 I 8Growth Adj: 1-00 1".00 1.00 1.oo 1.oo 1.00 1.oo 1.oo 1.oo 1.00 1.oo 1.00Initial Bse: 177 645 6 11 1026 80 160 13 38s 72 8U II AUZO OU J"bU IJ 385 12 8 8user Adj: 1.00 1.00 1.00 r",oo 1.oo 1.oo 1.oo 1.00 1.oo 1.oo 1.oo 1.ooPHF Adj:0.95 0.95 0.95 0.95 0.95 o.9s 0.95 o.9s 0.9s 0.95 0.95 0.95PHF Volume: 186 619 6 L2 1080 84 168 14 405 13 IReduct Vol:00 00 00 00Reduced Vol: 186 679 6 12 1080 84 168 1.4 405 13 8
8
0IPCE Adj:
MrE Adj:
1.00 1.00 1-00 1.00 1.OO 1.OO 1.OO 1.OO 1.OO 1.OO 1.00 1.001.00 1.00 1;00 1.00 1.00 1.00 1.OO 1.O0 L.oo L.oo 1".00 1.ooEinalVolume: 186 5'79 6 12 1080 84 168 14 405 13 I I
Saturation Flow Module:sat/Lane: 1900 1900 L90o 19oo 19oo 1900 19oo 19oo 19oo 19oo 1900 1900Adjustment: 0.95 0.95 0.95 0.95 0.95 o.B5 o.z4 0.86 0.86 0.27 o.g3 0.93Lanes: 1-00 L-98 0-02 1.00 2.oo 1.00 1.oo o.03 o.g7 1.00 0.so o.soFinal sat.: 1805 3573 33 1go5 3610 161-5 !4t2 53 1571 517 8?9 879t---------------lCapacity Analysis Module:Vor,/sat: 0.10 0.19 0.19 0.01 o.30 o.05 o.t2 0.26 o.26 0.02 o.01 0.0r.Crit Moves' **** **** ****
Green/cycre:0.61 0.59 0.59 o.4z 0.45 0.45 0.39 0.39 0.39 0.39 0.39 0.39volume/cap: 0.r19 0.32 0.32 0.03 0.G6 o.t2 0.31 0.66 0.66 o.06 o.02 0.02uniform De7:12-2 9.2 9.2 t2.'r lg.2 t[.z 1.g.0 22.s 22.s 17.1 16.9 1G.9rncremntDer: 1.0 0-1 0.1 0.0 1.0 0.1 0.3 2.6 2.6 0.r- 0.0 0.0InitQueuDel: 0.0 0.0 O.O 0.0 O.O O.O O.O 0.0 O.O 0.0 0.0 0.0Deray Adj: 1.00 1.00 1.00 L.o0 1.00 1.00 1.00 1.00 1-00 1.oo 1.oo 1-00Delav/veh: 13.2 9-3 9.3 ].2.7 20.2 14.3 19.3 25.1 2s.t 17.3 15.9 16.9user DerAdj:1.00 1.00 1.00 1.00 1.oo 1.oo 1-oo 1.oo 1.oo 1.oo 1.oo 1.00AdjDel/veh: 13.2 9.3 9.3 L2.'t 20.2 14.3 19.3 2s.1 2s.1, 1?.3 16.9 16.9LOSbyMove: B A A B C B B C C B B BHCM2kAvgQ:355013131010000********************************************************************************
Note: Queue reported is the number of cars per lane.********************************************************************************
Traffix ?.9.0415 (c) 2007 Dowling Assoc. Licensed to scHMUEsER GoRDAN MEYER
2007 AM Thu .Ian 10, 2008 13:59:13 Page 14-1
LeweL Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
f,********************t*******f*******t************t*****************************
Intersection #5 SH 82 e 21Eh Street
********************************************************************t******t****
Cycle (sec): L00
********************************************************************************
Loss Time (sec):
Optimal Cycle:
Street Name:
Approach:
Movement:
Control:
Rights:
0 (Y+R-4.0 sec)
13
Cri.tj.cal vol ./Cap. (x):
Average Delay (sec/veh):
Level Of Service:
27th Street
0.793
20.1
c
west Bound
Permitted
Include
0100
0.03 0.01. 0.01
0.36 0-36 0.36
0.08 0.03 0.03
18.7 18.3 18-3
0 .2 0.0 0.0
0.0 0.0 0'.0
1 .00 r..00 1.00
19.0 18.4 18.4
1-00 1.00 1.00
1.9.0 18.4 18.4
BBB
000
],-T-RL-T-R L-T-RL-T-R
North Bound
Prot+Permit
Include
sH 82
South Bound
Prot+Permit
Include
00200
0 102 0 L
East Bound
Permitted
Include0100Min, Green: 0 20
Lanes:1011 r.00r.010010
| --------------- | I --------------- |
volume Module: 2006 Peak
Base Vol: ].77 645
Growth Adj: 1.00 L.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: t'77 645
Added Vol: !2! 0
PasserByvol: 0 0
Initial Fut: 294 645
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj:0.95 0.95 0.95 0.95 0.9s 0.95 0.95 0.95 0.9s 0.95 0.9s 0.9s
6 r_1 1025 80 160 13 385 t2 8
Reduced Vol: 314 679 6 72 ].080 729 l'11 14 42'l L3 I
00 00
8
0
8
q
o
0
I
6 11 1025 80 150 13 385 t2 80 0 0 430000 8021000 0000
PHr Volume: 314 679 5 12 1080 t29 711 L4 427 13 I
6 11 1026 ]-23 168 13 406 L2 I
000 000Reduct VoI:
PCE Adj:
MLF Adj:
Pina1volume: 314 619
sat/Lane: 1900 1900 1900 1900 1900 1900
Adjustment: 0.95 0.95 0.95 0.95 0.95 0.85
Lanes: 1.00 1.98 0.02 1.00 2.00 1,.00
Final sat.: 1805 35?3 33 1805 3610 l-615
Crit Moves: **t*
Green/Cycle:0-54 0.62 0.62 0.42 0.40 0,40
Volume/Cap: 0.62 0.31 0.31 0.04 0.74 0.20
Uniform Del: 18.4 8.1 8.1 15.3 23.0 17.5
IncremntDell 2-4 0.1 0.1 0.0 2.7 0.2
InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0
Delay AdJ: 1.00 1.00 1..00 1.00 1.00 1.00
Delay/Veh: 20. I 8 .2 8.2 15. 3 25 .1 l7 .7
User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00
AdjDet,/veh: 20.8 8.2 8.2 1.s.3 25.1 L7.7
LOSbyMove: C A A B C B
HCM2kAvgQ:65 501.52
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
6 12 1080 L29 t'tl 14 427 13 I
1900 1900 l-900 1.900 1900 1900
0.?4 0.86 0.86 0.22 0.93 0.93
1.00 0.03 0.91 1.00 0.s0 0.50
1410 s0 L51 4 4t6 879 8'l 9
Vol/Sat:0.17 0-19 0.19 0.01 0.30 0.08 0.13 0.27 0.27****
0.36 0.35 0.36
0. 34 0.74 0 .7 4
20 .8 24 -9 24 .9
0.4 5.1 5.1
0.0 0.0 0.0
1.00 1.00 1.00
2L.2 30-0 30.0
1.00 1.00 1.00
21 -2 30.0 30.0ccc
4L2t2
******************************r*****************t***********************t*******
Traffix 7.9.0415 (c) 2007 Dowling Assoc. Licensed to SCHMUESER GORDAN MEYER
------------l il
2007 PM Thu ,Jan 10, 2008 14: 00 :38 Page 3-1
:::__:::_::_::::::::::::::_::::::::::_------
furning Movement Report
PM
VoLume Northbound Southbound Eastbound Westbound TotalTvpe Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vo1une
#1 Four MiIe
Base 0
Added
Total
Base
Added
TotaI
e Midland/Airport
95 5 119 1733630063
458 5 119 236
#2 Midland Ave & Mt Sopris Dr
0
0
0
0
0
171
359
530
77 29
30
10 188 2294062
14 188 297
0 130 '7 6600426
0 130 1792
76 4740 42676 900
o 1276
0 427
0 1697
4t L652
0 38047 2032
4 2782o 2024 2984
41 2595
0 2134t 2808
000
000
000
l't50
000
7750
050
000
060
000000
L4 72
00
L4 t2
0 16
01
0 17
#3 Midland & 27Eh StreerBase 95 2L4 0Added 35 323 0Total 131 537 0
*4 S Grand & 27th St
Base
Added
Total 80 29
320 166 0 8s0005320 L66 0 91
29s r28 304 3124 136 t72 15319 264 476 46
0 3960 s60 452
*5sH82EBase 438
Added 22Total 450
+6sH82&Base 4Added 0
Total 4
27th Street
1233 20
1233 20
S. Grand Avet297 504501342 50
9"1 100
845
105 145
157 154 2324 136 0181 300 23
s8 55203058 s82
44 860044 86
34 350034 35
13 6510013 651
68
0
58
I 1920 t278 319
43 6740843 682
72
0
t2
Traffix 7.9.04\5 (c) 200? Dowling Assoc, Licensed to SCHMUESER GORDAN l,lEyER
2007 PNI Thu Jan 10, 2008 14:00:39 Page 5-1
Level. Of Service Computation Report2000 HCM Unsignalized Method (Base Volume Afternative)*****************************************************************************t**
Intersection #1 Four MiIe & Midland/Airport********************************************************************************
Average Deray (sec/veh): 3.6 worst case r,evel of service: A[ 9.5]********************************************************************************
Street Name: Eour MiIe Rd -/ Midland Ave Airport RoadApproach:
Movement:
North Bound South Bound East Bound West Bound
(
IJ-T-RL-T-RL-?-RL-T-R
Control:
Rights:
Lanes:
Uncontrolled
IncLude
00010
Uncontrolled
fnclude
01000
Stop Sign
Include
Stop Sign
Include0 0 0 0 0 0 0 L! 0 o
VoLume Module: )) Count Date: 17 May 200? << 2OO7 pM peak
Base Vol:095 5 119 L:73 00 0 6 0 76Growth Adj: 1.00 1.00 1.00 1.00 1.oo 1.oo 1.oo 1.00 1,00 1.oo 1.00 1.00InitiaL Bse;
User Adj:
PHE Adj:
PHE Volume:
Reduct VoI:
Eina1VoIume:
0 100000 100
00
5 125 t82
000000
095 5 119 1?3 00 6 0 761.00 1.00 1.00 1.00 1.00 1.00 1.OO 1.00 1.00 1.OO 1.00 1.OO0.95 0.95 0.9s 0.9s 0.9s 0.9s 0.95 0.95 0.9s 0.95 o.9s 0.955 1.25 182 0
0
0
0
0
0
80
0
80
600060
Critical Gap Module:
Critical Gp:xxxxx xxxx xxxxx
FollowUpTim:xxxxx xxxx xxxxx
11.1. xxxx xxxxx xxxxx xxxx xxxxx 6.4 6,5 6.22-2 xxxx xxxxx xxxxx xxxx xxxxx 3.5 4.0 3.3
Capacity Module:
Cnflict VoI: xxxx xxxx xxxxx
Potent Cap.: xxxx xxxx xxxxx
Move Cap.: xxxx xxxx xxxxx
Volume,/Cap: xxxx xxxx xxxx
105 xxxx xxxxx
1499 xxxx xxxxx
1.499 xxxx xxxxx
0.08 xxxx xxxxt---------------l
xxxx xxxx xxxxx
xxxx xxxx xxxxx
xxxx xxxx xxxxx
xxxx xxxx xxxx
535 535 103509 4s4 95847! 413 958
0.0r- 0.00 0.08
Level Of Service Module:
2Way95th0: xxxx xxxx xxxxx 0.3 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxxcontrol Del:xxxxx xxxx xxxxx 7.6 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxxLOS by Move: * **A********
MOVEMENT: LT - LTR * RT LT - LTR - RT IT - TTR - RT I,T - lTR - RTShared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx SgL xxxxxSharedQueue:xxxxx xxxx xxxxx 0.3 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.3 xxxxxShrd ConDel:xxxxx xxxx xxxxx 7.5 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 9.5 xxxxxShared IOS: * **A******A*
9.5ApproachDel: xxxxxx xxxxxx xxxxxxApproachlOS'***A********************************************************************************
Note: Oueue reported is the nurnber of cars per Iane.********************************************************************************
Traffix 7.9.0415 (c) 2007 Dowling Assoc. licensed to SCHMUESER GORDAN t{EyER
ll---------------l
2007 PM Thu Jan 10, 2008 14:00:39 Page 6-1
tevel Of Service Computation Report
2000 HCM Unsignalized Method (Future Volume Alternative)
*******************************************l***t**********************it********
Intersection *1 Four Mile e Midland/Airport
******i*****************************************************************it**t***
Average Delay (sec/veh):2.3 worst Case Level Of Service: Bt 13.0I
***i****************t*********************r****************i********************
Street Name: Four Mile Rd ./ Midland Ave
Approach: North Bound South Bound
Movement:L-T*RI-T-
Airport Road
. East Bound
RL-T-R
West Bound
I-T-R
Cont!o1:
Rights:
Lanes:
Uncontrolled
Include
00010
Uncontrolled
Include
Stop sign
Include
Stop Sign
Include
0 0 1! 0 0
-l---------------l
volume Module: >> Count Date:
Base VoI:
Growth Adj ; 1 .00 1. 00 1 .00
Initial Bse; 0 95 5
Added VoI: 0 363 0
PasserByvo]: 0 0 0
Initial Fut: 0 458 5
User Adj : 1. 00 1 .00 1 .00
PHr Adj: 0.95 0.95 0.95
PHf Vo1ume: 0 482 5
Reduct Vol:
0100000000
| --------------- | I --------------- |
17 May 20O'l << 2007 PM Feak
1.00 1.00 1.00 1.00 1.00
11,9 173 0
0630
00
L19 236
1.00 1. 00 l".00 1.00 1 . 00
0.95 0.95 0.9s 0.95 0.9s125 24800125 248
000
Finalvolume: 0 482 5-t---------------l
Criticaf Gap Module;
Critical Gp:xxxxx xxxx xxxxx
FollowUpTim:xxxxx xxxx xxxxx-t---------------l
Capacity Module:
Cnflict VoI: xxxx xxxx xxxxx
Potent Cap.: xxxx xxxx xxxxx
Move CaP.: xxxx xxxx xxxxx
Volume/Cap: xxxx xxxx xxxx
-t---------------l
Level of Service Modu1e:
2Way95thQ: xxxx xxxx xxxxx
Control DeI:xxxxx xxxx xxxxx
LOS by Move: * * *
Movement:LT-LTR-RT
Shared Cap.: xxxx xxxx xxxxx
SharedOueue:xxxxx xxxx xxxxx
Shrd ConDeI:xxxxx xxxx xxxxx
SharedLOS: * * *
ApproachDel: xxxxxx
Approachlos: *
095s1191730 00 0 6 0 76
1.00 1.00 1.00 1.0006076000000000 6 0 76
1.OO 1.OO 1.OO 1.OO0.9s 0.95 0.95 0.9s06080000006080
0000000000
000000000
4.1 xxxx xxxxx xxxxx xxxx xxxxx
2,2 xxxx xxxxx xxxxx xxxx xxxxx
| --------------- | l---------------l
487 xxxx xxxxx xxxx xxxx xxxxx
1086 xxxx xxxxx xxxx xxxx xxxxx
1086 xxxx xxxxx xxxx xxxx xxxxx
0.12 xxxx xxxx xxxx xxxx xxxx
| --------------- | r --------------- |
0.4 xxxx xxxxx xxxx xxxx xxxxx
8.7 xxxx xxxxx xxxxx xxxx xxxxx
A*****
LT-LTR-RT I,T-LTR-RT
xxxx xxxx xxxxx xxxx xxxx xxxxx
0.4 xxxx xxxxx xxxxx xxxx xxxxx
8.7 xxxx xxxxx xxxxx xxxx xxxxx
A*****
xxxxxx xxxxxx**
6.4'6.5 6.2
3.5 4.0 3 .3
984 984 48s278 251 586
252 21,9 s85
0.03 0.00 0.14
t---------------l
xxxx xxxx xxxxx
xxxxx xxxx xxxxx***
LT-LTR-RT
xxxx 534 xxxxx
xxxxx 0.6 xxxxx
xxxxx 13-0 xxxxx*B*
13.0
B********************************************************************************
Note! Queue reported is the number of cars per lane.
***************************************r**************t*****i*******************
Traffix 7.9.0415 (c) 2007 Dowling Assoc. Licensed to SCHMUESER GORDAN MEYER
lril
ilil
2007 PM Thu Jan 10, 2008 1.4:00:39 Page 7-1
Level Of Service Computation Report2000 HcM unsignarized Method (Base volume ALternative)********************************************************************************
Intersection #2 Midland Ave & Mt Sopris Dr********************************************************************************
Average Delay (sec/veh): 4.2 worst case Level of service: cl 24.1,1****************************************************************************r***
Street Name:
Approach:
Movement:
Midland Avenue
North Bound
L_T-R
' South Bound
L-T_RL
Mt Sopris Drive
East Bound West Bound
-T-RL-T-R
Control:
Rights:
T,anes:
Volume Module: >> Count Date:
Base Vol": 0 171 10
Growth Adj: 1.00 1.00 1.00Initial- Bse: 0 1?1 L0
User Adj: 1.00 1.00 1.00
PIIF Adj : 0. 95 0.95 0 .95
PHE Volume: 0 180 11Reductvol: 0 0 0rinalvolume: 0 180 1L
Critical Gap Module:
Critical Gp:xxxxx xxxx xxxxx
FoIIowUpTim:xxxxx xxxx xxxxx
Uncontrolled UncontrolledInclude fnclude0 0 0 1 0 0 0 1t 0 ot---------------
24 May 2007 <<188 229 L7
r..00 1.00 1.00188 229 77
1.00 1.00 L.00
0.9s 0.9s 0.9s198 24L 18
200? AM Peak
500
1.00 1.00 1.00
500
L.00 1.00 1.00
0.9s 0.95 0.95
500000000
Stop Sign
Include
Stop Sign
Include
198 241 t8 5 o o
| --------------- | I --------------- |
4.1 xxxx xxxxx 7.1 xxxx xxxxx2.2 xxxx xxxxx 3.5 xxxx xxxxx
16 0 130
r. .00 1.00 1.00L6 0 130
1.00 1.00 1.00
0. 95 0. 95 0. 9s].'t 0 L37000
77 0 137
l---------------l
7.1 xxxx 6.23.5 xxxx 3.3
Capacity Module:
Cnflict VoI: xxxx xxxx xxxxx
Potent Cap.: xxxx xxxx xxxxx
Move Cap.: xxxx xxxx xxxxx
Volume/Cap: xxxx xxxx xxxx
L91 xxxx xxxxx
1395 xxxx xxxxx
1395 xxxx xxxxx
0.1,4 xxxx xxxx
l--------------*l
899 xxxx xxxxx 831 xxxx 185
262 xxxx xxxxx 29! xxxx A62
193 xxxx xxxxx 255 xxxx A620.03 xxxx xxxx 0.0? xxxx 0.16
| --------------- | I ------*-------- |Level Of Service Module:
2Way95thO: xxxx xxxx xxxxx 0.5 xxxxControl Del:xxxxx xxxx xxxxx 8.0 xxxx
LOSbYMove: * * * A *
Movement: LT - LTR - RT LT - tTR
Shared Cap.: xxxx xxxx xxxxx xxxx xxxx
Sharedoueue:xxxxx xxxx xxxxx xxxxx xxxx
Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx
SharedLOS: * * * * *
ApproachDel: xxxxxx xxxxxx
ApproachlOS: *
xxxxx 0,1 xxxxxxxxx 24.1 xxxx*c*
-RT LT-LTRxxxxx xxxx xxxx
xxxxx xxxxx xxxx
xxxxx xxxxx xxxx***
24.L
c
xxxxx 0.2 xxxx 0.6xxxxx 20-1. xxxx 10.0*c*A
-RT LT-LTR-RT
xxxxx xxxx xxxx xxxxx
xxxxx xxxxx xxxx xxxxx
xxxxx xxxxx xxxx xxxxx****
11.1
B*****************************************************************************r*i
Note: Oueue reported is the nurnber of cars per lane.********************************************************************************
Traffix 7-9.04L5 (c) 2007 Dowling Assoc. ticensed to SCHMIJESER GORDAN MEYER
Street Name:
Approach:
Movement:
2007 PM Thu Jan 10, 2008 14:00:39 Page 8-1
tevel Of Service Computation Report
2000 HCM Unsignallzed Method (Future Volume Alternative)
***t*t********************************t**l*************l***r************i*******
Intersection *2 Midland Ave & Mt Sopris Dr
************************************************t*************i*****************
Average Delay (sec/veh) :3.8 vlorst Case Level Of Service: Et 53.21
**************1***********************r*******************r****************l****
Midland Avenue Mt Sopris Drive
North Bound
L-T-R
South Bound East Bound West Bound
- t ---------*--*-- il --------------- l t --------------- il --------------- lControl: UncontrolLed Uncontrolled Stop Sign Stop Sign
Rlghts: Include Include Include IncLude
Lanes: 0 0 0 1 0 0 0 1! 0 0 1 0 0 0 0 1 0 0 0 1
Volume Module: >) Count Date: 24 May 2007 << 2OO7 AM Peak
Base VoI: 0 171 10 188 229 L7 5 0 0 15 0 130
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1..00
Initial Bse: 0 171 10 188 229 l7 5 0 0 16 0 130
AddedVoL: 0 359 4 O 62 0 0 0 0 1 0 0
PasserByvol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 530 14 188 291 l'l 5 0 0 17 0 130
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1".00 1.00 1.00
PHE Adj: 0.9s 0.9s 0.95 0.9s 0.95 0.95 0.95 0.9s 0.9s 0.9s 0.95 0.9s
PHE voLume: 0 558 15 198 306 18 5 0 0 18 0 137
ReductVol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 0 558 15 198 305 18 5 0 0 18 0 137
t---------------l
7.1 xxxx 6-2
3.5 xxxx 3..3
l---------------l
1276 xxxx 565
145 xxxx 528
120 xxxx 528
0.15 xxxx O,26
l---------------l
Movement:LT-LTR-RT
0-2 xxxx
53.2 xxxx
F*
LT - LTR
xxxx xxxx
xxxxx xxxx
xxxxx xxxx**
xxxxx 0.5 xxxx 1.0
xxxxx 40.1 xxxx 14.2*E*B
-RT LT-LTR-RT
xxxxx xxxx xxxx xxxxx
xxxxx xxxxx xxxx xxxxx
xxxxx xxxxx xxxx xxxxx****
L-T-RL-T-RL-T-R
Critical Gap Module:
Critical Gp:xxxxx xxxx xxxxx
FoIIowUpTim:xxxxx xxxx xxxxx-t*-*------------l
Capacity Module:
Cnflict Vol: xxxx xxxx xxxxx
Potent Cap.: xxxx xxxx xxxxx
Move Cap.: xxxx xxxx xxxxx
Volume/Cap: xxxx xxxx xxxx-t---------------l
Level Of Service Modul-e:
2Wayg5thQ: xxxx xxxx xxxxx
Control DeI:xxxxx xxxx xxxxx
LOS by Move: * t *
Shared Cap,: xxxx xxxx xxxxx
SharedQueue:xxxxx xxxx xxxxx
Shrd ConDeIsxxxxx xxxx xxxxx
Shared LOS: * * *
ApproachDel: xxxxxx
ApproachlOs: *
4,1 xxxx xxxxx
2.2 xxxx xxxxxt---------------l
573 xxxx xxxxx
1010 xxxx xxxxx
1010 xxxx xxxxx
0.20 xxxx xxxxt---------------l
0,7 xxxx xxxxx
9.4 xxxx xxxxx
A**
LT-LTR-RT
xxxx xxxx xxxxx
xxxxx xxxx xxxxx
xxxxx xxxx xxxxx***
xxxxxx
*
7.1 xxxx xxxxx
3.5 xxxx xxxxxt----------**---l
1345 xxxx xxxxx
130 xxxx xxxxx
80 xxxx xxxxx
0.07 xxxx xxxxt---------------l
53.2
E
]-7.2
C
*****i******r****t*******************t******************************************
Note: oueue reported is the number of cars per Iane.
*****t**************************************************************************
Traffix 7.9.0415 (c) 2007 Dowling Assoc. Licensed to SCHMUESER GORDAN !4EYER
2007 PM Thu Jan 10, 2008 14:00:39 Page 9-1
Level Of Service Computation Report2000 HCM Unsignalized Method (Base VoLume Alternative)********************************************************************************
Intersection #3 Midland s 27th Street********************************************************************************
Average Delay (sec/veh): i.g worst case tever of service: EI 36.?1******************t*****************t*******************************************
Street Name:
Approach:
Movernent:
Midland / 27th Midland Avenue
South Bound East Bound West Bound
-t--------- il------*-- il_____*___ il_______________lControl: Uncontrolled Uncontrolled Stop Sign Stop SignRights: Incl,ude Include Include fncluieLanes: 1 0 1 0 0 0 O Z! O O 1 O O 0 1 O O 1 O 0
| ----*---------- | I --------------- | I ---------------lVo]ume Module:2006 PM Peak
Base Vo1:95 214 0 396 320 166 0 85 00 0Growth Adj : 1 .00 1 .00 1 ,00 1.00 1. 0o 1. o0 1. oo 1 .00 1. o0 l-. o0 1. 0o 1. 00Initial Bse: 95 2I4 0039632016608s000
user Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,.00 1.oo 1.ooPHF Adj:0.9s 0.95 0.95 0.9s 0.95 o.ss o.9s 0.95 o.9s 0.95 0.95 0.95PHE Volume: 100 225 0 4L7 331
North Bound
I-T*R L-T-RI,-T_RL-T-R
175 0 89Reduct Vol:
EinalVolume: 100 225
00 000 At't 337 t1s 0 89
0
0
0
000000
0
0
0
Critical Gap Module:
Critical Gp: 4.1 xxxx
FollowUpTim: 2.2 xxxx
xxxxx xxxxx xxxx xxxxx 6.4 xxxx 6.2 xxxxxxxxxx xxxxx xxxx xxxxx 3.5 xxxx 3.3 xxxxx
6.5 xxxxx
4.0 xxxxx
Capacity Module:
Cnflict Vo1: 754 xxxx xxxxx
Potent Cap-: 855 xxxx xxxxx
Move Cap.: 865 xxxx xxxtrx
Volume/Cap: 0.12 xxxx xxxx-t---------------ltevel Of Service Module:
2Way95thQ: 0.4 xxxx xxxxx
Control Del: 9.7 xxxx xxxxx
LOS by Move: A * *
xxxx xxxx xxxxx 101_1 xxxx 377xxxx xxxx xxxxx 268 xxxx 674xxxx xxxx xxxxx 244 xxxx 674xxxx xxxx xxxx 0.12 xxxx 0.13
| --------------- | I --------------- |
xxxx xxxx xxxxx 4.8 xxxx 0.5xxxxx xxxx xxxxx 49.8 xxxx L]-.2***E*B
LT-I,TR-RT LT-LTR-RT
xxxx xxxx xxxxx xxxx xxxx xxxxxxxxxx xxxx xxxxx xxxxx xxxx xxxxx
xxxxx xxxx xxxxx xxxxx xxxx xxxxx******
xxxxxx 36.7*E
Movement:IT.ITR-RT
Shared Cap.: xxxx xxxx xxxxx
SharedQueue:xxxxx xxxx xxxxL
Shrd ConDel:xxxxx xxxx xxxxx
SharedLOS: * * *
ApproachDel: xxxxxx
Approachlos: *
xxxx 1179 xxxxxxxxx 1.92 xxxxxxxxx 170 xxxxx
xxxx 0.00 xxxx
l---------------l
xxxx xxxx xxxxx
xxxxx xxxx xxxxx***
TT-L?R-RT
xxxx xxxx xxxxx
xxxxx xxxx xxxxx
xxxxx xxxx xxxxx***
xxxxxx
*****************************************************************************r***
Note: Queue reported is the number of cars per lane.********************************************************************************
Traffix 7.9.041"5 (cl 2007 Dowling Assoc. Licensed to SCHMUESER GORDAN MEYER
*-----------l
------------l il
lt lt il
2007 Pt{Thu,Jan L0, 2008 14:00;39 Page 10-1
Level Of Service Computation Report
2000 HCM Unsignalized Method (Future Volume Alternative)
****t***************************************************************************
Intersection #3 Midland & 27th Street
****************************l***************************************************
Average Delay (sec/veh) ;31.4 llorst Case Level Of Service: F'1202.31********************************************************************************
Street Name:
Approach:
Movement:
Midland / 27t}^Midland Avenue
North Bound
I-T-R
South Bound
L-T-R
East Bound
L.T-R
West Bound
L_T-R
Control:
Rights:
Lanes:
Uncontrofled
Include
10100
UncontroLled
Include0 0 2!o 0
Stop Sign
Inc.Lude
10001
Stop Sign
Include
00100
Base Vol:9s 2L4
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 95 2L4 0 0 395 320 166 0 85 000
Added Vol-:36 323 0 0 55 0 00 5000
PasserByvol: 0 0
Initial Fut: 131 53?
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj:0.95 0.95 0.95 0.9s 0.95 0.95 0.9s 0-95 0.95 0.95 0.95 0.9s
PHF Volume: 138 565 0
Volume Modul-e:2006 PM Peak
Reduct VoI:
Fina1Volume: 138 565 0 0 476 337 1?5 0 96 000
0 0 396 320 166 0 85 000
0000 000 0000000 0 452 320 166 0 91
0 476 337 175 0 96 000000000000000
*t--------- |--------- il--------- l l---------------l
Critical Gap Module:
Critical Gp: 4-1 xxxx xxxxx xxxxx xxxx xxxxx 6.4 xxxx 6,2 xxxxx 6-5 xxxxx
FollowupTim= 2.2 xxxx xxxxx xxxxx xxxx xxxxx 3.5 xxxx 3.3 xxxxx 4.0 xxxxx
-t--------- il--------- |--------- l l---------------l
Capacity Module:
Cnflict Vo1: 81.3 xxxx
Potent Cap.: 823 xxxx
Move Cap.: 823 xxxx
Volume./Cap: 0. 17 xxxx
xxxxx xxxx xxxx
xxxxx xxxx xxxx
xxxxx xxxx xxxx
xxxx xxxx xxxx
xxxxx 1485 xxxx
xxxxx 139 xxxx
xxxxx 121 xxxx
xxxx 1.45 xxxx
406 xxxx
649 xxxx
649 xxxx
0.15 xxxx
1654 xxxxx
99 xxxxx
83 xxxxx
0.00 xxxx
tevel Of Service Module:
2vlay95thQ: 0.6 xxxx xxxxx
Control DeI: 10.3 xxxx xxxxx
Los by Movei B * *
Movement:LT-LTR-RT
Shared Cap.: xxxx xxxx xxxxx
SharedQueue:xxxxx xxxx xxxxx
Shrd ConDel:xxxxx xxxx xxxxx
Shared LOS: * * *
ApproachDelr xxxxxx
ApproachlOS: *
xxxx xxxx xxxxx
xxxxx xxxx xxxxx
*i*
LT-I,TR-RT
xxxx xxxx xxxxx
xxxxx xxxx xxxxx
xxxxx xxxx xxxxx***
xxxxxx
*
L2.1 xxxx 0.5
306.9 xxxx 11.5
F*B
LT-TTR-RT
xxxx xxxx xxxxx
xxxxx xxxx xxxxx
xxxxx xxxx xxxxx***
202.3
F
xxxx xxxx xxxxx
xxxxx xxxx xxxxx***
LT-LTR-RT
xxxx xxxx xxxxx
xxxxx xxxx xxxxx
xxxxx xxxx xxxxx***
xxxxxx
*
**************************************t**************************r**************
Note: Queue reported is the number of cars per lane.
***************************i***********************************t****************
Traffix 7.9.041-5 (c) 2007 Dowl,ing Assoc. Licensed to SCHMUESER GORDAN MEYER
illtll
il
ltll
2007 PYL ThuJan 10, 2008 14:00:39 Page 11-1
Level Of Service Computation Report2000 HCM Unsignalized Method (Base volume Alternative)************************************************t*******************************
fntersecti.on #4 S Grand & 27th St********************************************************************************
Average oeray (sec/veh) : L!2.t lirorst case r,evel of servlce: Ft9G9.4l**********t**********t**********************************************************
Street Name:
Approach:
Movement:
S Grand Avenue 27th StreetNorth Bound
I-T_R South Bound
L-T-R East Bound
L-T-R West Bound
],-T-R
Control:
Rights:
Lanes:
Stop Sign
include
0 0 1! 0 0-t---------------l
Volume Module: )) Count Date:
Base VoL:
Stop Sign Uncontrolled Uncontroll.edChannel fnclude fnclude0 1 0 0 1 0 0 1! o o 1 o o 1 o
| --------------- | I --------------- | I -----------____ |3J. May 2007 << 200? pM peak
34 35 295 L28 304 31 58 552 4L1.00 r.00 1.00 1.00 1.00 1.oo t.0o 1.00 1.0034 35 295 128 304 31 58 552 4Lr..00 L.00 1.00 1.00 1.00 1.oo 1.OO 1.OO 1.OO0.9s 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.9536 3't 311 135 320 3s 61 s81 4300000oooo
36 37 311 135 320 33 61 581 43
77 29 68
Growth Adj : 1.00 1.00 1.00rni.tial Bse: 71 29 68
User Adj : 1. 00 l-.00 1.00
PHF AdJ:0.95 0.95 0.95
PHE Volume: 8L 31 72
Reduct Vol: 0 0 0FinalVolume: 81 31 72
Critical Gap Module:
Critical Gp: 1 .l 6.5
EollowUpTim: 3.5 4. 0
7.L 5.5 6.23.5 4.0 3.3
4.1 xxxx xxxxx
2.2 xxxx xxxxx
4.1. xxxx xxxxx2.2 xxxx xxxxx
6.2
3.3
Capacity Modu1e:
Cnflict Vol: 1349 1352 336Potent Cap.: 729 151 710
L382 1,347 503 624 xxxx xxxxx123 l-53 503 95? xxxx xxxxx
1 6 ]-23 503 957 xxxx xxxxx0.47 0.30 0.62 0.14 xxxx xxxx
| --------------- | I ---------------
xxxx xxxx 4.L 0,5 xxxx xxxxxxxxxx xxxx 23.0 9.4 xxxx xxxxx**CA**
LT-TIR*RT LT-ITR-RT
94 xxxx xxxxx xxxx xxxx xxxxx4.0 xxxx xxxxx xxxxx xxxx xxxxx
L17.6 xxxx xxxxx xxxxx xxxx xxxxxF*****
4L .0 xxxxxxE*
353 xxxx xxxxx
L206 xxxx xxxxx
1206 xxxx xxxxx
0.05 xxxx xxxx
il --------------- l
0.2 xxxx xxxxx8.1 xxxx xxxxx
A**
IT-I,TR-RT
xxxx xxxrt xxxxx
xxxxx xxxx xxxxx
xxxxx xxxx xxxxx***
xxxxxx
*
Move Cap,:33 L22 710
Volume/Cap: 2.49 0.25 0.10-t---------------l
Leve1 Of Service Module:
2t{aygsthQ: xxxx xxxx xxxxx
Control Del:xxxxx xxxx xxxxx
LOS by Move: * * *
Movement:LT-LTR-RT
Shared Cap. ! xxxx 64 xxxxx
SharedQueue:xxxxx 18.5 xxxxx
Shrd ConDeI:xxxxx 969 xxxxxSharedLOS; * f t
ApproachDel:
ApproachlOS;
969.4
F
******************t****************************t***************t**********t*****
Note: Queue reported is the number of cars per lane.*******************************************t************************************
Traffix 7.9.0415 (cl 2A07 Dowling Assoc. Licensed to SCHMUESER GORDAN MEYER
il
------------l
2007 PM Thu Jan 10, 2008 14:00;39 Page l2-t
Level" Of Service Computation Report
2000 HCl,t Unsignalized Method (Future Volume Alternatlve)
**************************************************t*****************************
Intersection *4 S Grand & 27th St
********t****************************r******************************************
Average Delay (sec/veh) : 921.5 Worst Case Level Of Service: rt1000?.91
*********************************************************t**********************
Street Name: S Grand Avenue
Approach: North Bound South Bound East Bound
Stop Sign UncontroLled
Channel Include
0 1 0 0 1 0 0 L! 0 0
27th Street
West Bound
Uncontrolled
Include
10010
Control:
Rights:
Lanes:
Stop Sign
f ncl-ude0 0 1! 0 0
volume Module: )>
Base Vo1: 71
Growth Adj : 1.00
Initial Bses 17
Added Vol: 3
PasserByvol: 0
Initial Fut: 80
User Adj: 1.00
PHF Adj: 0.95
PHF Volume; 84
Reduct Vol: 0
EinalVolume: 84
58 552 4L
1.00 1.00 1.00
58 552 4L
0300
000
58 582 4t
1.00 L.00 1.00
0.95 0.95 0.95
51 613 43
000
61 613 43
Count Date:
29 68
1.00 1.00
29 68
00
00
29 68
1.00 1 .00
0. 95 0. 95
31 72
00
31 't2
31 May 2007
34 35
L-00 1.00
34 35
00
00
34 35
1.00 1.00
0.95 0.95
36 37
00
36 37
2007 PM
L28
L.00
128
135
0
264
1.00
0. 9s
218
0
218
Peak
304 31
1.00 1.00
304 31
172 L5
00
4't 6 45
1.00 1.00
0.95 0. 95
501 48
00s01 48
295
1.00
29s
24
0
3l- 9
1 .00
0.9s
336
0
335
critical Gap Module:
Critical Gp: 'l .L 6. 5
EollolrupTim: 3.5 4.0
Capacity Module:
Cnflict Vol: 1856 1859 525
Potent Cap.: 5'l 14 555
Move Cap.:4 45 556
volume,/Cap: 20.58 0.68 0.13
-t---------------l
Level Of Service Modu1e:
2way9sthQ: xxxx xxxx xxxxx
Control Del:xxxxx xxxx xxxxx
LOS by Move: * * *
Movement: lT - LTR - RT
Shared Cap.: xxxx 9 xxxxx
Shared0ueue:xxxxx 25. 0 xxxxx
Shrd ConDel:xxxxx xxxx xxxxx
SharedLOS; * F *
ApproachDel: xxxxxx
Approachlos! E
6.2 1 -L 6.5 6.23.3 3. 5 4 .0 3.3
xxxx xxxxx 4.1 xxxx xxxxx
xxxx xxxxx 2.2 xxxx xxxxx
4.L
2.2t---------------l
1888 1852 634
54 74 483
76 45 483
2.28 0.82 0. ?0
t---------------l
xxxx xxxx 5.3
xxxxx xxxx 27.8**D
TT-LTR-RT
23 xxxx xxxxx
9.1 xxxx xxxxx
1290 xxxx xxxxx
E**
252.3r
656 xxxx xxxxx 549 xxxx xxxxx
931 xxxx xxxxx 1020 xxxx xxxxx
931- xxxx xxxxx l-020 xxxx xxxxx
0.30 xxxx xxxx 0.06 xxxx xxxx
I --------------- | I --------------- |
L.3 xxxx xxxxx
10.5 xxxx xxxxx
B*t
LT-LTR-RT
xxxx xxxx xxxxx
xxxxx xxxx xxxxx
xxxxx xxxx xxxxx***
xxxxxx
*
0.2 xxxx xxxxx
8.8 xxxx xxxxx
A**
1T-LTR-RT
xxxx xxxx xxxxx
xxxxx xxxx xxxxx
xxxxx xxxx xxxxx
**t
xxxxxx
*
********************************************************************************
Note: Queue reported is the number of cars per Iane.
****************************************************************t***************
Traffix 7.9.0415 (c) 2007 Dowling Assoc. Licensed to SCHMUESER GORDAN MEYER
! --------------- l lil
:::]_:Y____ rhu rlan 10, 2oo8 L4:00:3e pase L3_1
Leve1 Of Service Computation Report2000 HCM Operations Method (Base Volume Alternative)**********************************t*********************************************
Intersection #5 SH 82 e 27|Lh Street**********************************************************t*********************
il!"'"rji!"1;..,, 10!
1v+n-a.0 sec) ;;::l;:'r:il;':::;)X:;,, ,i:l;
Optimal Cycle: 44 Level Of Service: B********************t***************t*******************************************
Street Name: SH 82Approach: North Bound South BoundMovement:L-T-RL-?-R
2?th Street
East Bound west BoundL-T-RL-T-R
Control:
Rights:
Min. Green:
Lanes:
Prot+Permit
Include
o200
10110
Prot+Permit
fnclude
0200
10201
Permitted
Include
0 10 010010
l---------------l
Permitted
fnclude010010010
Vo1ume Module:2006 pM peak
Base Vol.z 438 1233 20 13 651 g7
GrowthAdj: L.001.00 1.00 t.0OL.00 1.OOrnitial Bse: 438 1233 ZO 13 651 97User Adj: 1.00 1.00 1.OO 1.OO 1.OO 1.OOPEr Adj: 0.95 0.95 0.95 0.95 0.95 0.95
PHF Vol,ume: 45L t298 2l t4 EBs tO2Reduct Vol: 0 0 0 O 0 O
Reduced Vol: 467 1298 2L L4 685 LOz
PcE Adj : 1.00 1.00 1. Oo 1.00 1.00 L. OO
MLF Adjr 1.00 1.00 1-OO 1.OO 1.00 1.OOFinalVoLume: 46L L298 2t 14 695 lO2
1.00 I t92
1.00 1.00 .1.00
100 I t92
1.00 1.00 1.00
0.95 0,95 0.9510s I 202000105 I 202
1.00 1.00 1.00
1.00 1.00 1.00105 I 202
74 12
1..00 1.00t4 L2
1.00 1.00
0.95 0.95
15 13
00
15 13
L.00 1.00
1.00 1.00
15 13
4
1. 00
4
1.00
0. 9s
4
0
4
r..00
1.00
4
Saturation Flow Module:Sat/Lane: 1900 1900 19OOAdjustment: 0.95 0.95 0.95
Lanes ! 1.00 1.97 0.03Final Sat.: 1805 3545 58
Capacity Analysis Module:
1900 1900 1900 1900 19oO 1900 19oo 1900 19oO0.9s 0.95 0.8s 0.73 0.86 0.85 0.34 0.96 0.951.00 2.00 1.00 1.00 0.04 0.96 1.OO 0.75 o.2s1805 3610 1615 1387 55 1561 638 1372 457
| --------------- | I -----r--------- | I ----____-______ |
vollsat: 0-26 0.3't o.32 0.01 0.19 0.oG o.08 o.t3 0.13 0.02 o.01 0.01Crit Moves: **** **** ****
Green/Cycle: 0.77 0.76 0.76 0.35 0.33 0.33 0.23 0.23 0.23.0.23 O.2g 0.23volume/cap: 0.50 0.48 0-48 o.09 0.5? 0.19 0.34 o.s? 0.57 o.10 o.04 0.04uni-form Del: 8-2 4-L 4.1 Lg.4 24,g 2L.b 29.z 3r.o 3r,.0 21 .6 27.3 2t.3rncremntDer: 0-4 0.1 0.1 0.2 0.7 0.2 0.6 2.2 2.2 0.3 o.o 0.0rnitoueuDer: 0.0 0.0 0.0 o.o 0.0 o.o o.o 0.0 o.o 0-0 0.0 o.oDelayAdj: 1.001.00 1.00 1.001.00 1.00 t.oo1.oo 1.oo 1.001.00 1.ooDelay/Veh: 8.5 4.3 4.3 19.6 25.6 2L.7 29-9 33-3 33-3 28.o 27.3 zt.3user Del-Adj: 1.00 1,00 1.00 1.oo 1.oo 1,oo 1.oo 1.oo 1.00 1.00 1.oo 1.00AdjDel,/veh: 8.6 4.3 4.3 L9.6 2s.6 2t.i 29.g 33.3 33.3 2g.o 27.3 21 .3LOSbyMove: A A A B C C C C C C C CHCM2kAvgQ:588092366000
*****************************************************************************r**
Note: Queue reported is the number of cars per lane.****************************************t**t************************************
Traffix 7.9-0415 lcl 2007 Dowling Assoc. Licensed to SCHMUESER GORDAN ME,ER
2007 PM ThuJan 10, 2008 L4:00:40 Page 14-1
Level Of Service Computation Report
2000 HCM Operations Method (Future Vo1ume Alternative)
*********************************************************************i******i***
Intersection #5 sH 82 & 27t.I: street
****************************************t********t*********************l**t*****
Cycle (sec): 100 Critical VoI./Cap. (X) :
Loss Time (sec) :0 (Y+R-4.0 sec) Average Delay (sec/veh) :
Optimal Cycle: 56 Level Of Service:
*********r******************************r******t***i************t**l************
0.670
17.9
B
street Name:
Approach:
Movement: L * T RL-T-RL-T-
sH 82 27th Street
i West Bound
RL-T-R
North Bound South Bound East Bound
control t
Rights:
Min. Green:
Lanes:
Prot+Permit
Include
0200
10110
Prot+Permit
Include
0200
10 201
Permitted
Include
0 10 0
Permitted
Include
0 10 0
10010r.0010
| --------------- | I ---------------l
Volume Module:2006 PM Peak
Base VoI:438 1233 20
Growth Adj: 1.00 1.00 1.00
Initial Bse: 438 1233 20
Added VoI: 22 0 0
PasserByvol: 0 0 0
rnitial Eur: 460 1233 20
User Adj : 1.00 1 ' 00 1.00
PnF Adj:0.95 0.95 0.95
PHE volume z 484 L298 2L
ReductVol: 0 0 0
Reduced vol: 484 1298 2L
97 100 I 192 L4 L2 4
1.00 1.00 1.00 1.00 1.00 1.00 1.00
97 100 I 192 L4 t2 4
8450121000
0000000
105 145 I 319 t4 12 4
1.00 1.00 1.00 1.00 1.00 1.00 1.00
0.95 0.95 0.95 0.95 0.95 0.95 0.95
111 153 8 335 15 1.3 4
0000000
111 153 I 336 15 13 4
1.00 1.00 1.00 1.00 1.00 1.00 1.00
1.00 1.00 1.00 1.00 1.00 1-00 1.00
111 1s3 8 335 15 13 4
PCE AdJ:
MrF Adj:
1.00 1.00 1.00
1.00 1.00 1.00
13 651
1.00 1.00
13 651
00
00
13 551
1..00 1 .00
0.9s 0.95
14 685
00
74 585
1.00 1.00
1.00 1.00
t4 585FinalVolume: 484 7298 2l
Saturation Flow Module:
Sat/Lane: 1900 1900
Adjustment: 0.95 0.95
Lanes:1 - 00 1.97
Final sat,: 1805 3545
Capacity Analysis Module:
Vol/Sat:0.27 0.31 0.37 0.01 0.19 0.07
Crit Moves: ****
Green/Cycle:0.68 0.67 0.67 0.30 0.28 0.28
Volune/Cap: 0.50 0.55 0.55 0.10 0.67 O.24
Uniform DeI: 13.4 7,1 7.7 22.4 28.5 24.8
IncremntDel: 1.3 0. 3 0.3 0. 3 I .7 0 .3
InitQueuDel : 0. 0 0. 0 0.0 0. 0 0.0 0 .0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00
De1ay./Veh: 1,4.'l 8.0 8.0 22.1 30.3 25.L
User DeIAdj: 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 74.7 8.0 8.0 22.7 30.3 25.L
LOSbyMove: B A A C C C
HCM2kAvgQ:810100102
i.900 1900 1900 1900 1900 1900 1"900 1900 1900
0.9s o-95 0.85 0.74 0.85 0.85 0.27 0.96 0.96
1.00 2.00 1".00 1.00 0.02 0.98 1.00 0.7s o.25
1805 3610 161s 1404 40 1583 573 t372 457
| --------------- | l--------------- | I --------------- |
0.11 0.21 0.21 0.03 0.01 0.01****
0.32 0.32 0,32 0.32 0.32 0.32
0.34 0.57 0.67 0.09 0.03 0.03
23.6 26.7 26.7 27.6 27-2 27-2
0 .5 3.4 3. 4 0.2 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0
1.00 1.00 1.00 1.00 1.00 1.00
24.L 30.t 30.1 2l .9 27.2 2L-2
1.00 1.00 1.00 1.00 1-00 1.00
24.1 30.t 30.1 2t-9 21.2 2t-2cccccc399000
r.900
0.95
0.03
58
**********************l*******rr***********i********t*t*************************
Traffix 7.9.0415 (c) 2007 Dowling Assoc. Licensed to SCHMUESER GORDAN MEYER
------------l
------------l
ll
lt
------------l
20L2 Ayt Thu Jan 10, 2008 L5:05:11 Page 3-1
Turning Movement Report
AM
Vorume Northbound southbound Eastbound l{estbound Totar.TyPe Left rhru Right Left rhru Right reft Thru Right Left Thru Right volume
#1 Eour Mile e Midland/Airport
Base
Added
Total
*2 Midland Ave & Mt Soprj-s Dr
0 333 4 67 11506100345
0 394 4 67 46L
0
0
0
1
0
1
*3 MidLand e 27t}:, StreetBase 148 706
Base
Added
Total
Added 6 54Total 154 760
#4 S Grand & 27th Sr
Base 26 33
Added L4 0
Total 40 33
0 410 52 195 16906010343
0 470 53 195 572
000200000000020
1100200000301100230
680068
00o 2040 204
00023002300
000 43043
8080
0
0
0
3 24 304003083 24 61.2
86 335 4 t040003586 336 4 139
129 5s00 407\29 1057
308 1166
0 407308 1s73
46 1175
0 40346 2178
27 18,{1
0 36227 2203
10 3175
0 i"9310 3358
88
0
88
29 260029 26
151
130
28\
356 751 6923292
389 780 77
51 224
0 154
51 388
#5 SH 82 e 27th StreetBase 242 785
Added t2l 0Total 353 785
*6SH82&s-
7 t3 \2480007 L3 L248
702 209 16 5t 8438027
1^45 2L7 16 539
0
130
130
Base
Added
Total
Grand Ave00
15 100015 L0
000000
Traffix 7-9-0475 (c) 2007 Dowling Assoc" Licensed to SCEMUESER GORDAN D{EYER
20]-2 AM rhu Jan 10, 2oog 15:05:11 . page 5-1
L - T - R L - T. - R L - T - R L - T - R
Level Of Service Computation Report2000 HCM Unsignalized Method (Base voJ,ume Arternative)********************************************************************************
Intersection #1 Eour Mile e Midland,/Airport**************************************************************t*****************
Average Delay (sec,/veh): 3.2 worst case Lever of service: Bt 11.51********************************************************************************
Street Name: Four l,Iile Rd ./ Midland Ave Alrport RoadApproach:
Movement:
North Bound South Bound East Bound West Bound
Control;
Rights:
Laneg:
Uncontrolled
Include
00010
Uncontrolled
Include
01000
Stop Sign
Include
00000
Stop Sign
Inc.Lude
0 0 L! 0 0
Volume Module 220!2 ?Nl Background
Base VoI: 0 333 4 67 115 OGrowth Adj: 1.00 1.00 1.00 1.00 1.OO 1.00Ini-tial Bse: 0 333 4 67 115 OUser AdJ: 1.00 1.00 1.00 1.OO 1.OO 1.00
PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.95
PHF Volume: 0 351 4 7l 1"21 OReduct vol: 0 0 o o 0 oFinalVolume: 0 351 4 1l ]",?]- O
00
r.. 00 1.0000
1.00 1.00
0.9s 0.95oo0000
o20L291.00 1.00 1.00 1.OO0201291.00 1.00 1.00 1.000.95 0.95 0.9s 0.9502013500000 2 0 136
Critical Gap Module:Critical Gp:xxxxx xxxx xxxxx
EollovrUpTim:xxxxx xxxx xxxxx
4.1 xxxx xxxxx
2.2 xxxx xxxxx
l---------------l
355 xxxx xxxxx
1204 xxxx xxxxx
1204 xxxx xxxxx
0.06 xxxx xxxx
6.4 5.5 6 .23.5 4 .0 3.3
l---------------l
615 615 353458 409 596437 384 595
0.00 0.00 0.20
xxxxx xxxx xxxxx
xxxxx xxxx xxxxx
l---------------l
xxxx xxxx xxxxx
xxxx xxxx xxxxx
xxxx xxxx xxxxx
xxxx xxxx xxxx
Capacity Modu1e:
Cnfli-ct Vol: xxxx xxxx xxxxxPotent Cap.: xxxx xxxx xxxxx
Move Cap.: xxxx xxxx xxxxx
Volume/Cap: xxxx xxxx xxxx
Level Of Service Module:
2way95thQ: xxxx xxxx xxxxx 0.2 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx-ra^_ M-^
^A^&contror Del:xxxxx xxxx xxxxx 8.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxxLOS by Move: * **A********
Movement: LT - LTR - RT tr - rrR - RT LT - LTR - RT LT - LTR - RTshared cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 6g9 xxxxxsharedQueue:xxxxx xxxx xxxxx 0.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.? xxxxxshrd conDel:xxxxx xxxx xxxxx 8.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 11.5 xxxxxShaledLOS: * * * A * * * * * I B *APProachDeI: xxxxxx xxxxxx xxxxxx L1.5ApproachloS:***B********************************************************************************
Note: Queue reported is the number of cars per 1ane.
*********************************************************f***********t**********
Traffix 7,9'0415 (c) 200? Dowling Assoc. ricensed to scHMUESER GoRDAN I{EYER
20L2 Ar.'Thu Jan 10, 2008 15:05:11 Page 6-1
Level Of Service ComPutatlon RePort
2000 HCM Unsignalized Method (Future Volume Alternativel
***t****************************************t*****i**************ti*************
Intersection *1 Four Mile & Midland/Airport********************************************************************************
Average Delay (sec/veh): 2.1 l{orst case Level Of Serv"ice: BI 12.41
************************************r*******t***********r*****************t*****
St.reet Name: Four Mile Rd ./ Midtand Ave Airport Road
Approach:North Bound South Bound East Bound West Bound
Movement:1,-T-RL-T-RL-T.RI-T-R
Control:
Rights:
Lanes:
PHF AdJ:
PHE Volume:
Reduct VoI:
Uncontrolled
Include
0. 95 0. 95 0.95
04154
000
Uncontrolled
Include
Stop Sign
Include
00000
Stop Sign
Include
0 0 11 0 00001001000
03334Base Vol:
GrowthAdj: 1.00 1.00 1,.00
Initia] Bse: 0 333 4
Added Vol: 0 61 0
PasserByvol: 0 0 0
Initial Eut: 0 394 4
User Adj: 1.00 1.00 1.00
00001.00 1.00 1.00 1..0000000000000000001.00 r..00 1.00 1. 000.95 0.95 0.95 0.95000000000000
20L29
1 .00 r,.00 1. 002072900000020129
1.00 1.00 1.00
0.95 0.9s 0.952013600020136Einalvolume: 0 415 4
67 115
1.00 1.00
57 115
0 345
00
67 46L
1 .00 1. 00
0.95 0. 95
7t 485
00
71. 485
Critical Gap Module:
Critical Gp:xxxxx xxxx
FoIlowUpTim : xxxxx xxxx
xxxxx 4.1 xxxx
xxxxx 2.2 xxxx
xxxxx xxxxx xxxx xxxxx
xxxxx xxxxx xxxx xxxxx
6.4 5.5 6.2
3. s 4.0 3.3t---------------l
1043 1043 4L7
256 231 640
244 216 640
0.01 0.00 0.21
t---------------l
Capacity ModuIe:
Cnflict VoI: xxxx xxxx
Potent Cap.: xxxx xxxx
Move Cap.: xxxx xxxx
Votume,/Cap: xxxx xxxx
419 xxxx xxxxx
1140 xxxx xxxxx
1140 xxxx xxxxx
0.06 xxxx xxxx
xxxx xxxx xxxxx
xxxx xxxx xxxxx
xxxx xxxx xxxxx
xxxx xxxx xxxx
l---------------l
xxxxx
xxxxx
xxxxx
xxxx
Level of Service Module:
2way95thQ: xxxx xxxx xxxxx
Control Del:xxxxx xxxx xxxxx
LOS by Move: * * *
Movement:LT-LTR-RT
Shared Cap.: xxxx xxxx xxxxx
SharedQueue:xxxxx xxxx xxxxx
Shrd ConDeI:xxxxx xxxx xxxxx
SharedLOS: * * *
ApproachDel: xxxxxx
ApproachLos: *
xxxxx xxxx xxxx
xxxxx xxxxx xxxx***
-RT LT-LTR
xxxxx xxxx xxxx
xxxxx xxxxx xxxx
xxxxx xxxxx xxxx***
xxxxx xxxx xxxx xxxxx
xxxxx xxxxx xxxx xxxxx****
- RT LT - LTR -'RT
xxxxx xxxx 625 xxxxx
xxxxx xxxxx 0.8 xxxxx
xxxxx xxxxx 12.4 xxxxx**Bi
L2.4
B
0.2 xxxx
8.4 xxxx
A*
LT - LTR
xxxx xxxx
0.2 xxxx
8.4 xxxx
A*
xxxxxx xxxxxx**
***************************r************r***************************************
Note: Queue reported is the number of cars per lane.
t**********************************************r**t*****************************
Traffix 7.9.0415 lc) 2007 Dowling Assoc. Licensed to SCHMUESER GORDAN MEYER
------------l --ll ll
------------l
2072 Ayt Thu alan 10, 2OOg 15:05:11 page ?_1
Level Of Service Computation Report2000 HCM Unsignalized Method (Base Volume Alternative)********************************************************************************
Intersection *2 Midland Ave & Mt Sopris Dr********************************************************************************
Average Delay (sec/veh): '1.4 worst case r,ever of service: F,t ?5.3I********************************************************************************
Street Name:
Approach:
Movement:
Midland Avenue Mt Sopris DriveNorth Bound
L_T-R South Bound
L-T-R East Bound
L-T-R west BoundI,-T-R
Control:
Rights:
Lanes:
Uncontrolled
Include
00010
Uncontroll-ed
Include
0 0 1! 0 0
Stop Sign
Include
10000
l--*------------l
11 00
r.. 00 L.00 1.0011 00
1. 00 1.00 1.00
0.95 0.95 0.95I200
000
t200
Stop Sign
Include10001
Volume Module:2012 AM Background
Base vol: 0 410 52 195 i.69 1Growth Adj: 1.00 1.00 1.00 1.OO 1.OO 1.00InitiaL Bse: 0 410 52 195 169 1User Adj: 1.00 1.00 1-00 1.OO 1.OO 1.OO
PHF Adj: 0.95 0.9s 0.9s 0.95 0.95 O.9sPIIF Volume: O 432 55 ZOS 178 1ReductvoL: 0 0 0 O O OFinalVolune: 0 432 55 205 L?8 1
20 0 308
1.00 1.00 1.0020 0 308L.00 1.00 1.00
0. 95 0. 95 0. 952L O 3240002L 0 324
Critical Gap Module:Critical Gp:xxxxx xxxx xxxxx
FollowUpTim:xxxxx xxxx xxxxx
-l-r-------------l
4.L xxxx xxxxx2.2 xxxx xxxxx
l---------------l
486 xxxx xxxxx
1077 xxxx xxxxx
L077 xxxx xxxxx
0 .1 9 xxxx xxxx
Capacity Module:
Cnfli-ct Vo1: xxxx xxxx
Potent Cap.: xxxx xxxx
Move Cap.: xxxx xxxx
Volume/Cap: xxxx xxxx
xxxxx
xxxxx
xxxxx
xxxx
7.1 xxxx xxxxx ?.1 xxxx 6.23.5 xxxx xxxxx 3.5 xxxx 3.3
| -*------------- | I *-------------- |
1210 xxxx xxxxx 1048 xxxx 459
1.51 xxxx xxxxx 208 xxxx 6OG62 xxxx xxxxx 1?3 xxxx GO60.19 xxxx xxxx 0.12 xxxx 0.53
| --------------- | I --------------- |Level Of Service Module:
2Way95thQ: xxxx xxxx xxxxx 0.? xxxxControl DeL:xxxxx xxxx xxxxx 9.1 xxxxLOSbyMove: * * * A *Movement: LT - tTR - RT Lf - I,TRShared Cap.: xxxx xxxx xxxxx xxxx xxxx
SharedQueue:xxxxx xxxx xxxxx xxxxx xxxxShrd ConDel:xxxxx xxxx xxxxx xxxxx xxxxsharedLos: * * * * *
xxxxx 0,6 xxxx xxxxxxxxxx 75.3 xxxx xxxxx*r**
-RT LT-LTR-RTxxxxx xxxx xxxx xxxxx
xxxxx xxxxx xxxx xxxxxxxxxx xxxxx xxxx xxxxx****
0-4 xxxx
28.6 xxxx
D*
LT - LTR
xxxx xxxx
xxxxx xxxx
xxxxx xxxx**
3.2
17.6
-RT
xxxxx
xxxxx
xxxxx
*ApproachDel: xxxxxx xxxxxx .15.3 Lg.2ApproachlOS:**FC
******************************t***********************************,t**********r**
Note: Queue reported is the nunber of cars per lane.t*******************************************************************************
Traffix 7.9.0415 (c) 2007 Dowling Assoc. licensed to scHMUEsER GoRDAN !4EYER
2012 P*l Thu Jan 10, 2008 15:05:L2 Page 8-1
Level Of Service ComPutation RePort
2000 HCM UnEignalized Method (Future Volume Alternative)
**********************************************************a*********************
Intersection #2 Midland Ave I Mt SoPris Dr
*******************************************r************************************
Average Delay (sec/veh):7.4 worst Case Level Of Service: F1202.41********************************************************************************
Midl-and Avenue Mt Sopris DriveStreet Name:
Approach:
Movement:
North Bound
L-T-R
south Bound
L -'T - R
East Bound
t_T-R
west Bound
L-T-R
Controf:
Rights:
Lanes:
Uncontrolled Uncontrolled
Incfude Incfude
0 0 0 1 0 0 0 1! 0 0
Stop Sign
Include
10000
Stop Sign
Include
10001
Volume Module:2012 AM Background
Base VoI: 0 410 52 195 169 1 L1 0 0 20 0 308
Grorth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1-00 1.00 1-00
Initial Bse: 0 410 52 195 169 1 11 0 0 20 0 308
AddedVol: 0 50 1 0 343 0 0 0 0 3 0 0
PasserByvol: 0 O 0 0 0 0 0 0 0 0 0 0
Initial Eut: 0 470 53 195 5L2 1 L1 0 0 23 0 308
User Adj: 1.00 1.00 1-00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.95 0.9s 0.95 0.95 0.95 0.9s 0.95
PHF volume! 0 495 56 205 539 7 L2 0 0 24 0 324
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 0 495 56 205 539 1 12 0 0 24 O 324
Critical Gap Module;
Critical Gp:xxxxx xxxx xxxxx
EollowUpTim:xxxxx xxxx xxxxx
4-1 xxxx
2.2 xxxx
xxxxx
xxxxx
6.2
3.3
7,1 xxxx
3.5 xxxx
xxxxx 7.1 xxxx
xxxxx 3.5 xxxx
Capacity Module:
Cnfl-ict Vol: xxxx xxxx xxxxx 551 xxxx xxxxx 1635 xxxx xxxxx 1473 xxxx 523
Potent Cap.: xxxx xxxx xxxxx 1019 xxxx xxxxx 82 xxxx xxxxx 106 xxxx 558
Move Cap. i xxxx xxxx xxxxx 1019 xxxx xxxxx 28 xxxx xxxxx 87 xxxx 558
volume/Cap: xxxx xxxx xxxx 0.20 xxxx xxxx 0.41 xxxx xxxx 0.28 xxxx 0. 58
-l---------ll---------ll---------ll---------------l
Level of Service Module:
2llay95thQ: xxxx xxxx xxxxx
Control DeI:xxxxx xxxx xxxxx
LOS by Move: * * *
Movement:I,T-tTR-RT
Shared Cap.: xxxx xxxx xxxxx
Shared0ueue:xxxxx xxxx xxxxx
shrd ConDel:xxxxx xxxx xxxxx
Shared LOS: * * *
ApproachDel: xxxxxx
Approachlos: *
0.8 xxxx xxxxx 1.3 xxxx xxxxx 1.0 xxxx 3.7
9.4 xxxx xxxxx 202.4 xxxx xxxxx 61.2 xxxx 20.0
A**F**F*c
tT - LTR - RT LT - LTR - RT LT - LTR - RT
xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx
xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx
xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx*********
xxxxxx 202-4
E
22.9
c
*****************************************************t**************************
Note: Oueue reported is the nwnber of cars per lane.
*******************************l************************************************
Traffix 7.9.0415 (c) 2007 Dowling Assoc. Licensed to SCHMUESER GORDAN MEYER
lt
2012 AM Thu Jan 10, 2OOg 15:05:12 Fage 9_1
:_-::::::::___::__ :_-::::_::::::_::__::_ ------
Level Of Service Computation Report
FHWA Roundabout Method (Base Volume Al-ternative)**********************************.***********************t**********************
fntersection *3 Midland & 2?th Street********************************************************************************
Averag'e Delay (sec /vehl :16.5 Level Of Service: C*****************************************i*i;-;;-;;;;;;f**f*****************r***
Street Name:
Approach:
Movement:
Midland / 27th Midland AvenueNorth Bound South Bound East Bound.!v_u.. pvurrs DeuLn 50uno East Bound west BoundL-T-RL-T-RT-T-RI,-T T-R
Qontrol:Yield SignLanes: 1
Yield Sign
1
Yield Sign yield Sign
1
Volume Module t2OL2 ALl Background
Base VoI: 148 706 3 24 304 8G 336 4 tOL 6 I 4GGrowth Adj: 1.00 1-00 1.00 1.00 1-00 1.00 1-oo 1.oo 1.oo 1.00 1.oo 1.oornitiar Bse: 148 io6 3 24 304 gG 336 4 104 G g 46userAdj: 1.00r--00 1.00 1.00 1.00 1.00 1.00 1.oo 1.oo 1.00 1.00 1.00PIIF Adj: 0'95 0.95 0.95 o.9s 0.9s 0.95 0.95 0.95 0-95 0.95 o.9s 0.95PHP volume: l"s. 143 3 25 320 91 354 4 109 6 I 48Reductvol: 0 0 O O O O O O O O O 0Reduced vo1: 156 743 3 25 3zo 91 354 4 109 6 I 4aPcE Adj: 1-00 1-00 1-oo 1.oo 1.00 1.oo 1.oo L.oo 1.00 1.oo 1.00 1.00MLF Adj: 1.00 1.00 1.oo 1.00 1.oo 1.00 1.oo 1.oo 1.oo 1.00 1.00 1.ooEinaLvolume:
'55 743 3 25 320 91 354 i 109 6 8 48-t------*-- l t__-______ il_________ l t-______________lPCE Modu1e:
154 '736 327]- 0
25 310 88 347 4 707 6 8 484 L1 0
AdjVolume: 157 747
AUTOPCE:
TruckPCE:
ComboPCE:
BicycIePCE:
0000
1 140000
000000
0000
357
10 07
0
1007
472
6.7
2.5
0
0
3
0
0
3
0
0
0
0
0
Delay Module:
CircVolume:
MaxVolume:
PedVolume:
AdjMaxVol:
ApproachVol:
ApproachDel:
Queue:
>> Time Period:
387
991
0
991
907
27 .6
13. 9
26 325 92 3s? 4 111 68{8
| --------------- | I ---------------t I ___*___________l
0.25 hours <<
171
1107
0
1107
442
5.4
1.9
7261
51.9
0
519
53
7.9
0.4
Traffix 7.9.0415 (c)2007 Dowling Assoc-U-censed to SCHMUESER GORDAN MEYER
2012 AM Thu Jan 10, 2008 15:05:12 Page 10-1
Level 0f Service Computation RePort
FHWA Roundabout Method (Future Vo1ume Alternative)********************************************************************************
Intersection *3 Midland e 27th Street
*****************i*******************************i******************************
Average De1ay (sec/veh): 22.6 Level of service: c
*******r******t********************************************************f********
Street Name: Midland / 2'lL},
Approach: North Bound South Bound
Movement:L-T-RL-T-R
Midland Avenue
Yield Sj-gn
L
Yield Sign
1
East Bound
L-T-R
Yield Siqn
1
West Bound
L-T-R
Yield Sign
1t---------------l
Contro]-:
Lanes:
Volume Module:2012 AM Background
Base vol: 148 7OG 3 24 304 85 336 4 104 5 8 46
Growth Adj: 1.00 1.OO 1.00 1.00 1.00 1.00 1.00 1"00 1'00 1.00 1.00 1.00
Initial Bse: 148 706 3 24 304 86 336 4 104 6 8 46
AddedVol; 6 54 0 0 308 0 0 0 35 0 0 0
PasserByVol: 0 0 0 O 0 0 0 0 0 0 0 0
rniriar rut: 154 760 3 24 6t2 86 335 4 139 5 8 46
UserAdj: 1.001.00 1.00 1.001.00 1.00 1.001.00 1.00 1.001.00 1.00
PHE Adj: 0.95 O.9s O-95 0.9s 0.9s 0.9s 0.95 0.95 0'9s 0.9s 0.95 0.95
PHE Volune: 162 800 3 25 644 91 354 4 L46 6 8 48
Reduct Vol: O O 0 O 0 0 0 0 0 0 0 0
Reduced vol: L62 8OO 3 25 644 91 35{ 4 L46 6 I 48
PcE Adj: 1.00 L.O0 1.00 1.00 1.OO 1".00 1.00 1'00 1.00 1.00 1.00 1'00
MI.F Adj: 1.OO 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1-00 1-00 1'00
FinalVolume: L62 800 3 25 644 91 354 4 146 6 8 48
ComboPCE: 0 0
t---------------l
25 625 88
L294
000
000
25 654 92
-l---------------l
Delay Moduls; )) Time Period:
BicycIePCE:00
Adjvolume: 163 804
PCE Module:
AutoPCE:
TruckPCE:
CircVolume:
MaxVolume:
PedvoIume,
AdjMaxvol 3
Approachvol-:
ApproachDel:
Queue:
t60 192
272
2
0
0
0
3
34741436848
11 0 400000000000000035?41486848
| --------------- | I --------------- |
387
991
0
991
970
39.2
1?.8
686
830
0
830
509
11.0
4-3
L324
48s
0
485
53
8.5
0.4
0.25 hours (<
1?8
l.104
0
t 104't7t
10.4
6.1
Traffix 7.9.0415 (cl 200't Dowling Assoc,Licensed to SCHMUESER GORDAN MEYER
ll ---l
?2::_y____ rhu ran 10, 2oo8 15:05:12 pase 11_L
Level Of Service Computation Report2000 HCM Operations Met,hod (Base volune ilternative)*****************r**************************************************************
Intersection #4 S Grand e 2?th St********************************************************************************
Cycle (sec): 80
Loss rime (sec): o (y+R=4.0 sec) ff::il:'r:i:;'?::;)Ili,, ';3:;Optimal- Cycle: 90 tevel Of Service: C********************************************************************************
Street Nanes
Approach:
Movement:
S Grand Avenue
North Bound South Bound
27th Street
L-T-RL-T-R East Bound
L-?-R Webt BoundL-T-R
Control:
Rights:
Min. Green:
Lanes:
Permitted
fnclude
0 10 00 0 1! 0 0
Permitted
WideBlpass0100
Permitted
fnclude
0200
Permitted
Include
02000 t 0 0 1 o o 1! O O 1 o o 1 o-t--_-----_ il_________ il_________ il_______________tVo1ume Modu1e:20L2 I$t Background
Base vol: 26 33 BB 29 26 r.51 366 251 69 51 224 27GrowthAdj: 1.00r-.00 1.00 1.oo1.oo 1.oo 1.00 1.00 r..oo r,.oo1.oo 1.oornitiarBse! 26 33 BB zg 26 151 366 751 69 51 224 z-tuser Adj: 1.00 1.00 1.00 1.00 1.00 r..00 1.00 1.oo 1.00 1.00 1.oo r,.00PHF Adj: 0.95 0.95 0.9s 0.9s o.9s 0.9s o.9s 0.95 0.95 o.9s 0.95 0.95PHF volume: 27 35 93 3r- 27 r.59 3e5 7gr 73 54 236 zBReductVol: 0 0 0 O O 0 O 0 O O O 0Reduced vor: 27 35 93 31 27 r.59 385 -tglr 73 54 236 28PcE Adj: 1.00 1.00 1.00 1.00 1.00 r.0o 1.oo L.o0 1.oo 1.oo 1.00 1.ooMlFAdj: 1.00 1.00 1'00 r-.00 1.00 1.00 1.00 1.00 r.o0 i..00 1.00 1.00Einarvolume z 27 35 93 31 27 159 385 rg1. 73 54 236 zB-t--------- il_________ ||-________ il_*___-____-____lSaturation Flow Module;Sat/Lane: 1900 1900 19OOAdjustment; 0.87 0.87 0.8?
Lanes:0.t8 0 .22 0.60
Final Sar. : 292 370 988
1900 1900 1900 1"900 1900 1900 1,900 1900 19000.6? 0.67 0.8s 0.77 0.77 0.77 0.49 0.96 0.960.53 0.47 1.00 o.31 o.63 0.06 1-00 0.89 o.L1566 597 161,s 4s4 931 85 926 L62o 195
I --------------- I I --------------r I I -------*--_____ |Capacity Analysis Modul_e:vol/sat: 0.09 0.09 0.09 o.0s 0.05 0.r.0 0.85 0.8s 0.8s 0.06 o.1s 0.15Crit Moves. **** ****Green/cycre:0'13 0.13 0.i.3 o-13 0.13 0.13 o.88 0.BB 0.BB 0.BB o.gg o.88vorume/cap: 0.75 0.?5 0.?5 0.3? 0.3? o.jg o.9z 0.97 0_92 o.oz 0.i.2 o.r.zuniform Der: 33-8 33.8 33.8 32.L 32.t 34.0 4.2 4.2 4.2 0.? o.7 0.?rncremntDel-.. L4.2 1'4-2 14.2 1.4 L.a 18.3 18.5 i"8.5 18.5 0.0 0.0 0.0rnitQueuDel: 0-0 0.0 0.0 o.o o.o 0.0 o.o 0.0 o-o 0-0 o.o o.oDerav Adj: 1.00 1.00 1-00 1.oo 1.oo 1.oo 1.00 1.00 r.00 r..00 1.00 1.00Derav/Veh: 48-0 48.0 48.0 33.5 33.5 52.3 22.6 22-6 22.6 0.7 0.8 0.8user DerAdj: 1.00 1.00 r-.00 1.oo 1.00 1.00 1.00 r..oo 1,00 1.00 1.oo 1.00AdjDel,/veh: 48.0 48.0 48.o 33.5 33.5 s2.3 22.6 22.6 22.6 o.z 0.8 0.8LOSbyMove: D D D C C D C C C A A AHCM2kAvgQ:666226333333011********************************************************************************
Note: Oueue reported is the number of cars per 1ane.********************************************************************************
Traffix 7.9.04L5 (c) 2007 Dowling Assoc. Licensed to SCHMUESER GoRDAN MEYER
2012 AM Thu Jan 10, 2008 15:05:12 Page 12-1
Level Of Service Computation RePort
2000 ItcM Operations Method (future Volume Alternative)
****************************t**t**************************t*********l**t****t***
Intersection #4 S Gland & 27th St
************t***************i******t****************t***************************
Cyc1e (sec) : 80
Loss Time (sec) :
Optimal Cycle:
0 (y+R-4.0 sec)
90
Critical Vo1 .,/Cap, (X):
Average Delay (sec/veh):
tevel Of Service:
27th Street
t-t74
75.4
***********t************r*****rt*r*******a**************************************
Street Name: S Grand Avenue
Approach: North Bound South Bound
Movementz L - T - R L - T - R
East Bound
L-T-R
Iilest Bound
L-T-R
Control:
Rights:
Min. Green:
Lanes:
PcE Adj:
MLF AdJ:
Permitted
Include
0 10 0
1.00 1.00 1.00
1.00 1.00 1.00
Permitted
VlideBypass
0 10 0
Permitted
fnclude
0200
0 0 1! 0 0
Permitted
Include
o200
100100 0 1! 0 0 0 1 0 0 1
-t--------- ll---------r-----l
Volume ModuLe:2012 AM Background
Base Vol:26 33 88
Growth Adj: 1.00 1.00 1'00
fnitlaL Bse: 26 33 88
Added Vol: 14 0 0
PasserByvol; 0 0 0
Initial Fut: 40 33 88
User Adj : 1 . 00 1. 00 l. .00
PEr Adj:0.95 0.95 0.9s
PHF volume: 42 35 93
ReductVol: 0 0 0
Reduced Vot: 42 35 93
29 26 151
1.00 1.00 1.0029 26 1510013000029 26 28L
1.00 1.00 1.00
0.95 0.95 0.9s31 27 29600031 27 296
1-00 1.00 1.00
1.00 1.00 1.0031 27 296
366 751
1.00 1.00
356 ?51
23 29
00
389 ?80
1.00 1.00
0.95 0.95
409 82t
00
409 82L
1.00 1.00
1.00 1.00
409 821
51 224 27
1.00 1.00 1.00
51 224 27
0 154 0
000
51 388 2"t
1-00 1.00 1.00
0.9s 0.95 0.95
54 408 28
000
54 408 28
1.00 1.00 1. 00
1.00 1.00 1.00
54 408 28
t-----------*---l
69
1.00
69
2
0
71
1.00
0.9s
75
0
?5
1.00
1.00
75EinatVolume: 42 35 93
Saturati.on FIot{ Module:
Sat/Lane: 190O 1900 1900
Adjustment: 0.86 0.86 0.85
Lanes:o.25 0-20 0-55
Einal Sat.: 404 333 889
1900 1900 1900 1900 1900 1900 1900 1900 1900
0.?3 0.73 0.85 0.59 0.59 0.69 0.48 0.95 0.95
o.s3 0.47 1.00 0.31 0.63 0.05 1.00 0.93 0.07
726 651 151s 413 829 75 910 1708 119
0.04 0.04 0.18 0.99 0.99 0.99 0.06 0.24 0-24**** ****
Capacity Analysis Module:
vol/sat: 0.10 0.10 0.10
Crit Moves:
Green/cyc1e: 0.16 0.16 0'16
volune/Cap: 0.67 0.67 0.57
uniform De1: 31.8 31..8 31.8
IncremntDelz 6.7 6.'l 6.7
InirQueuDel: 0.0 0.0 0.0
Delay Adj: 1..00 1.00 1.00
Delay/veh: 38.5 38.5 38.5
User DelAdj : 1.00 1.00 1.00
AdjDel/veh: 38.5 38.5 38.5
toS by Move: D D D
HCM2kAvgQ: 5 5 5
0-15 0.16
0.27 0.27
29 -7 29.7
0.7 0.7
0.0 0.0
1.00 1.00
30.4 30.4
1.00 1.00
30.4 30.4
CC
0.16 0.84 0.84 0.84
L.t7 1 . 17 1.17 L.l"t
33.8 6.2 6.2 6.2
111.9 87.9 87.9 87.9
0.0 0.0 0. 0 0 .0
1.00 1.00 1.00. 1.00
145-6 94.1 94.7 94.1
1.00 1.00 1.00 1.00
145.6 94.1 94.1 94.1
0. 84 0. 84 0. 84
0.07 0.28 0.28
1.0 1.3 1.3
0.0 0.t 0.1
0.0 0.0 0.0
r".00 1.. 00 1. 00
1.1 1.4 1.4
1.00 1.00 1.00
1.1 7.4 L.4
AAA
022
FF'
1116s95959
***r**************r***********t***********************************************t*
Traffix 7.9.0415 (c) 2007 Dowling Assoc- Licensed to SCHMUESER GORDAN MEYER
---lt llil
----'-------l lt
MITIGS - 201,2 Al"1 Thu .Ian 10, 2OO8 15:58:32 page L_1
Level Of Service Computation Report2000 HCM Operations Method (Fuiure volurne Alternative)***.*******************t***************************************************t*****
Intersection *4 S Grand & 27th St* * * * * * * ** * ** * * * * * * * * * ** * *** * * * * * * * * * * * * * * ** * * * * * * * * * * * * ** * * * * * * * * * * * * ** * ** * * * * t,*Cyc1e (sec): 80
r,oss rime (sec): o (y+R=4.0 sec) ff::il:":i];'?::;)Il;,, tif::
Optimal Cyc1"e: 60 Level Of Seririce: . B********************************************************************************
Street Name: S Grand Avenue 27th StreetApproach: North Bound south Bound East Bound west BoundMovement: L - T - R L - T _ R I _ T _ R t _ T _ R-t------___ il_________ il_________ il___*___________lControl: permitted permitted permitted permittedRights: fnclude WideBypass Include fncludeMin.creen: 0 10 O O l-O 0 0 20 O O 20 0Lanes: 0 0 1! 0 0 0 1 O O 1 1 O O L O 1 0 O 1 O-t-------__ il_________ il_________ il_______________lVolume Modute:2012 AM Background
Base VoI = 26 33 88 29 26 151Growth Adj: 1.00 1.00 1.OO 1.OO 1.OO 1.OOInitial Bse: 26 33 88 29 26 151AddedVol: 14 0 O O O 130PasaerByvol:000000
rnitial Fut: 40 33 BB 29 26 2BtUser Adj : 1 .00 1. 00 1.00 1. O0 1. O0 1. OOPIIF Adj: 0.95 0.95 0.9s 0.95 0.95 0.9sPHF Volume: 42 35 93 31 27 A96ReductVol: 0 0 0 O O OReduced Vol: 42 35 93 31 2-? 296PcE Adj: 1.00 1.00 1.00 1.00 1.OO 1.00
MLF AdJ: 1.00 1.00 1.00 j.,00 1.OO 1.00FinalVo1ume z 42 35 93 31 27 296
365 75L 69 51 224 271.00 1.00 1.00 1.00 1.oo 1.00356 751 69 51 224 2723 2900 20]-640
0000389 780 7L s1 388 271.00 1.00 1.00 1.00 1.00 1.oo0.95 0.9s 0.9s 0.95 0.95 0.95409 821 15 s4 408 28000000409 82]- 75 54 408 281.00 1.00 1.00 1.00 1.00 1.00r..00 1 .00 1. 00 1 . O0 1.00 1. oo409 821 15 54 408 28
| -----*------*-- | I ------------*-- ISaturation Flow Modul"e:Sat/tane: 1900 1900
Adjustment: 0.86 0,80Lanes: 0.25 0.20Einal Sat. : 407 335
1 900
0 .86
0. s5
894
1900 1900 1900 1900 1.900 19oo 1900 1900 19oo0.86 0.86 0.85 0.43 0.96 0.96 o.20 0.95 0.960.53 0.47 1.00 1.00 0.92 0.08 1.00 0.93 o.o?861 772 1615 82s 7677 L52 386 1?08 119
| --------------- | I --------------- | I -------__-_____lCapac.ity Analysis Module :vol/sat: 0'10 0.r-0 0.10 o.04 0.04 0.19 o.so 0.49 0.49 o.t4 0.24 o.z4Crit Moves: **** ****
Green/cycle..0.21 0.27 0.2-t 0.27 0,27 o.2i o.?3 0.73 o.73 0.73 0.73 0.73volume/cap: 0.38 0.38 0.38 0.13 0.13 0.68 0.68 o.G? o.G? 0.19 0.33 0.33uniform Del: 23 -8 23.9 23.8 22.L 22.t 26-1, 5.8 5.7 5.7 3.4 3.8 3.8rncremntDer: 0-5 0.6 0.6 0.1 0.1 4.3 3.r_ 1.4 L.4 0.3 0.1 0.r-InitQueuDeL: 0.0 0.0 O.O O.O O.O 0.0 0.0 O.O 0.0 0.0 0.0 O.ODeravAdj: 1.001.00 1.00 1.001.00 1.00 1.001.00 1.oo 1.001.00 1.00Delay,/Veh: 24.4 24.4 24.4 22-3 22.3 30.5 8.9 7.7 1.t 3.7 4.0 4.0user DelAdJ: 1.00 1-00 1-00 1-00 1.00 r..00 1.OO 1.00 1.00 r.oo 1.00 r..00AdjDel,/veh: 24.4 24.4 24.4 22.3 22.3 30.s 8.9 i.r i.1 3.7 4.0 4.0LOSbyMove: C C C C C C A A A A A AIlCM2kAvgQ:444118713 13L44********************************************************************************
Traffix 7.9.0415 (c) 2001 Dowling Assoc. Licensed to SCHMUESER GoRDAN MEYER
------------i I
MITIGS - 2012 AM Thu Jan 10, 2008 15:58:32 Page 2-7
Level Of Service Detailed Computation RePort
2000 HCM operations Method
Future Volume Alternati-ve********************************************************************************
Intersection *4 S Grand E 27th st
************************t******t************t***********************************
Approach:
Movement:1-r T-R
North Bound South Bound East Bound West Bound
l-T-RL-T-R
| --------------- | I --------------- |
HCM Ops Adjusted Lane Utillzation Module:
0 0 1! 0 0 0 1 0 0
Lane Group: LTR ITR LTR L? IT
+LnsIncrps:11111
10
L
10
RT
1
01
RT
0100RTLRT1111L
HCM ops Input
T,ane $lidth:
CrsswalkWid:
t llev Veh:
crade:
Parking/Hr:
Bus stp/Hr:
Area Tl4)e:
Cnft Ped/Hr:
ExclusiveRT:
t RT Prtct:
Saturation Adj
t2 L2 12
I
0
0t
No
0
0
Include
0
0
Include
0
12 12I
3
0t
No
0
0
Include
0
0
Include
0
Module:
t2 t212
8
0
0t
No
0
t2 12 L2 12
I
3
0t
NO
0
HcM ops f(It) Adi Case Module:
f (1t) Case: 5 5 5 5 5 xxxx 2 xxxx xxxx 2 xxxx xxxx
HCM Ops Saturation Adj Module:
Ln glid Adj : 1 .00 1 .00 L .00 1 .00 1. 00 1.00
Hev veh Adj: 1..00 1.00 1.00 1.00 1.00 1.00
Grade Adj: 1.00 1.00 1.00 1'00 1.00 1.00
Parking Adj: 1-00 1.0O 1.00 xxxx xxxx 1.00
Bus Stp Adj: 1.00 1.00 1.00 xxxx xxxx 1.00
Area Adj: 1.00 1.00 1.00 1.00 1.00 1.00
1.00 1.00 1.00
0.9? 0.97 0.97
1.00 1 .00 1,.00
xxxx 1.00 1,00
xxxx 1.00 1.00
1.00 1..00 1.00
xxxx 0.99 0.99
0.45 xxxx xxxxx
1.00 1.00 1.00
0.43 0.96 0.96
1.00 1.00 1.00
r..00 1 .00 1.00
0.43 0.96 0.96
1.00 1.00 1.00
0 .97 0 .97 0. 9?
1.00 1.00 1.00
xxxx 1-00 1.00
xxxx 1.00 1.00
1.00 1.00 1.00
xxxx 0.99 0,99
0.21, xxxx xxxxx
1.00 1-00 1.00
0.20 0.96 0.96
1.00 1.00 1.00
1.00 1.00 1.00
0.20 0.96 0.96
RT AdJ:
Lf Adj:
0.93 0.93 0.93 xxxx xxxx 0.85
0.93 0.93 0.93 0.86 0.85 xxxxx
PedBike Adj : 1. 00 1 .00 1 .00 1 .00 1 .00 1 .00
Hct{ Sat Adj: 0.86 0.86 0.86 0.86 0.86 0.85
Usr Sat Adj: 1.00 1.00 1.00 1.00 1-00 1.00
MLE Sat Adj: 1.00 1.00 1.00 1'00 1.00 1.00
PnI Sat Adj: 0.86 0.86 0.86 0.86 0.86 0.85
Delay Adjustment Eactor Module:
DeIAdjFctr: 1.OO 1.OO 1.00 1.00 1.00 1.00 1-00 1-00 1.00 l'.00 1.00 1.00
**********************************************************************l*********
Traffix 7.9.0415 (c) 2007 Dowling Assoc. ticensed to SCHMTIESER GORDAN MEYER
Lanes:1
R
1
lt
ilil
------------l il
:_:::_::::_:::_::::::::_:::::::_::::. ------
Lever of service Derailed co prt"tioi-;.;;;;-i;;;;;;;;-;;;;;;;;;----
2000 HCM Operations Method
**********************...-.1:::::.Y:1IT:.il:::l?:iI:...**********r**************
Intersection #4 S Grand & 27th St********************************************************************************
Approach: North South East WestCycle l,ength, C: _ gO g0 gO 80Actua1 Green Time per l,ane Group, G: 17.55 17.55 54,45 54.45Effective creen Time pei r,ane Group, gr: 21.5s 21.55 5g.45 5g.45Opposing Effective Green Time, go: 21.55 21.55 58.45 58.45Number Of Opposing tanes, No: 1 1 L 1Nunber Of Lanes fn Lane Group, N: 1 1 1 1Adjusted Left-Turn r.low Rate, Vlt: 42 31 {09 54Proportion of Left Turns in Lane Group, plt: 0.25 0.53 j.,00 1.00Proportion of l,eft Turns in Opp Flow, plto: xxxxxx 0.25 xxxxxx xxxxxxLeft Turns Per Cycle, LTC: O.g4 0.6g 9.10 1.19Adjusted Opposlng r.l-ow Rate, Vo: 5g 169 43? g96Opposing FIow per Lane per Cyc1e, VoIc: l.Zg 3.j6 g.1L 19.91Opposing Platoon Ratio, Rpo: 1.00 1.OO 1.00 I.OOLost Time Per Phase, t1: O.OO 0.00 O.O0 O.O0Eff grn untir arrivar- of r-eft-turn car, gf: i-69 9.oo 0.oo o.ooOpposing Queue Ratio, qro: 0,73 O.?3 0.21 O.21Eff grn blocked by opposing queue, gg: 1.95 g.1l 6.91 21.36Eff grn while reft turns filter thru, gu: 13.96 11.84 51.54 37.09Max opposi-ng cars arriving during gq-gf, n: xxxxxx 0.36 xxxxxx xxxxxxProportion of opposlng Thru & RT cars, ptho: xxxxxx 0.75 xxxxxx xxxxxxLeft-turn Saturation f'actor, fs: O.g4 xxxxxx 0.60 0.32Proportion of Left Turns in Shared Lane, p1: 0.25 O.S3 1.00 1.00Through-car Egulvalents, el1: t.4g 1.G5 7.g7 3.04Single Lane Through-car Equivalents, e12: xxxxxx 1.00 xxxxxx xxxxxxMinimum l,eft rurn Adjustment Eactor, fmin: o.r2 0.14 0.07 a-olSingle Lane left Turn Adjustment factor, fm: 0.93 0.g6 0,45 O.2tLeft Turn AdJustment Factor, flt: 0.93 0.g6 0.4S O.ZL**************t*********************************************i*******************
MTTIGS - 2OL2 AM Thu Jan 10, 2008 15:58:32 Page 2-2
Traffix 7.9.0415 (c) 200? Dowling Assoc. r,icensed to scHMuEsER GoRDAN MEYER
MITIGS - 2012 A}.I Thu Jan 10, 2008 15:58:32 Page 2-3
Leve} Of Service Detail-ed Computation RePort (HCM2000 Queue Method)
2000 HCM Operations Method
Future Volume Alternative
******i**********************t***********t***************i**t*******************
Intersection *4 S Grand & 27th St
*************t****************************************t*****t**********t********
Approach:North Bound south Bound
Movement:L-T-RL-T-R
-l--------- ll---------------l
Green/Cycle: 0.27 A .2'7 0 .21 0 .27 0 .27 0.27
ArrivalType: 3 3
Prog[acto!: 1..00 1.00 1.00 1.00 1.00
Q1 : 3.1 3.1 3.1 1'0 1.0
upstreamvc: 0.00 0.00 0.00 0.00 0.00
UpstreamAdj:0.00 0.00 0.00 0.00 0.00
EarlyArrAdJ:1.00 1.00 1.00 1.00 1.00
Q2t 0.5 0.6 0-5 0-Z 0.2
HCM2KQueue: 3.'l 3-7 3.7 1.1 L'1
East Bound
I-T-R
l---------------l
0. ?3 0.73 0. ?3
west Bound
L-T-R
0.73 0.73 0.73
1.00
5.9
0.00
0.00
1.00
1.9
7.8
1.00
3.4
0-00
0. 00
1.00
0.5
3.9
3
1.00 1.00
4.9 10.5
0.00 0.00
0.00 0.00
1 .00 1 .002.0 2.0
5. 8 12.5
3
1.00 1.00 1.00
10-5 0.4 3.4
0.00 0.00 0-00
0.00 0.00 0.00
1.00 1.00 1.00
2.0 0-2 0.5
L2.5 0.5 3.9
?OthtFactor: 1.19 1.19 1.19 L.2O 7.2O 1.18 1.18 1-17 1-1? 1.20 1.19 1.19
HCM2k?0thQ: 4.4 4.4 4.4 1.3 1.3 9-2 8.L l4-7 t4.7 0-7 4.7 4'1
| --*------------ | I --------------- | I --------------- I
1.59 1.59 1.53 1.s4 1.50 1.50 1.59 1.55 1.56
1.8 1.8 11.9 10.5 18.8 18.8 1.0 6.1 6.1
| --------------- | I --------------- | I --------------- |
I 5thtFactor:
HCM2kS5rhQ:
L.5? 1.57 1.57
s.8 5.8 5.8
9OthtFactor z 1-'13 1.73
HcM2kgOthQ: 6.4 6.4
1.?3 1.?8 1.?8 1.67 1.68 1.51 1.51 L.?9 1.73 1.?3
6.4 2.0 2.0 13.0 L\ -5 20.2 20.2 1.1 5.8 6.8
t-------*------- | I --------------- | I --------------- |
1.99 2.A6 2.06 1.89 1..91 1.80 1.80 2.08 1.98 1.98
1-3 2.3 2.3 74-7 t3-]- 22-5 22.s 1.3 7.8 7.89sth*Eactor:1.99 1.99
HCt'12k95thO: 7.3 7.3
9SthtFactorz 2-45 2.45
HCM2k9SthQ: 9.0 9.0
2.4s 2,62 2.62 2.25
9.0 2.9 2.9 17.5
2.29 2.08 2-O8 2.65 2.44 2.44
!5.7 26.L 26.1 1.5 9.5 9.5
Licensed to SCHMUESER GORDAN MEYERTraffix 7,9.0415 (c) 2007 Dowling Assoc.
------------l ll
------------l
MITIGS _ 2072 At",Thu Jan 10, 2008 15:58 : 32 Page 2-4____:::_:_:___
Fuel Consumption and Emissl-ons
2000 HcM Operations MethodFuture Volune Al.ternative********l***********************************************************************
fntersection *4 S Grand & 27th St**********************************************************r*********************
Approach:
Movement t
North BoundL-T-RL South Bound East Bound Iilest Bound-r-R-T-RL-T-RT
Run Speed:30 MPH 30 MPH 30 MPH 30 MPHNumofStops: 8.6 7.1 18-9 s.B 5.2 66-L s4.8 109 9. s 4.2 sZLz""'z.s
Name: year 1995 composite fleetFuel Consumption:
Carbon Dioxide:
Carbon Monoxide:
Hydrocarbons:
Nitrogen Oxides:
FueI Consumption:
Carbon Dioxide:
Carbon Monoxide:
Hydrocarbons:
Nitrogen Oxides:
45.706 pounds
7.404 gallons
742.603 pounds
1O.342 pounds
1.629 pounds
0.457 pounds
47-121 pounds
6.759 gallons
130.168 pounds
10.034 pounds
1.565 pounds
0 - 400 pounds
Name: year 2000 conposite fleet
;;;;;;;;
The fuel" consumption and emissions measures should be used withcaution and only for comparisons of different signar timrngs, geometricdesign alternatives or for general planning appllcations, as thesecarculations are appried to the anarysis oi a- sinqte intersection within theccc and rRAFFrx. Network moders are more appropriate since they canaccount for the influence of the adjacent control measures and other systemelements.
Traffix 7.9.0415 (c) 2007 Dowling Assoc. r,icensed to sCHMuEsER GoRDAN MEYER
20:-2 ?Nl Thu Jan 10, 2008 15:05:12 Page 13-L
Level of Service Computation Report
2000 HCM Operations Method (Base Vo1ume Alternative)
***************************************************************************t****
Intersection *5 SH 82 & 27Lh Street
*******************************************r**********************t*************
Cycle (sec):
Loss Time (sec):
100 critical vo1 .,/cap. (x): 0.785
0 (Y+R-4.0 sec) Average Delay (sec/veh): 14.8
Optimal Cycle: 54 Level Of Service:********************************************************************************
street Name: SH 82 27th Street
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - I - R
Control:
Rights:
Min. Green:
Lanes:
Prot+Permit
fnclude-
0 20 0
10201
Prot+Fermit Permitted
Ignore Ignore
o 20 0 0 L0 0
10201 01001
Permitted
Include
0100
10010
t---------------l
15 r.0 10
1.00 1.00 r..0015 10 10
1 - 00 1.00 1.00
0-9s 0.95 0.95r-5 11 11'000
Volume Module:2012 AM Background
Base vol: 242 785 'l
Growth Adj: 1.00 1.00 1.00
Initial Bse: 242 785 7
User Adj: 1.00 1.00 1-00
PHF Adj: 0.9s 0.95 0.95
PHF Volume: 255 826 7
Reduct Vo1:000
t---------------l
209 15 518
1.00 1.00 1.00
209 15 518
1.00 1.00 0.00
0.95 0.9s 0.00
220 L7 0
000
t3 1248 t02
1.00 1.00 1.00
L3 t248 102
1.00 1.00 0.00
0.9s 0.95 0.00
14 1314 0
000
Reduced Vol: 255 826 7 L4 L3L4 0 220 L7 0 16 11 11
PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1'00 l'.00
Finalvolume: 255 826 7 14 L3L4 0 220 l7 0 15 1.1 11
-l---------ll---------ll---------ll---------------l
Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1,900 1900 1900 1900 1900 1900 1900 '1.900Adjustment: 0.93 0.90 0.80 0.93 0.90 1.00 0.70 0.70 1.00 0.32 0.91 0.91
Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.93 0.07 1.00 1.00 0.50 0.50
Fina1 Sat.: 1.758 3404 1523 1758 3404 1900 L24]- 95 1900 614 861' 861
Capacity Analysis Module:
Vol/Sat: 0.14 0.24 0.00 0.01 0.39 0.00 0.18 0.18 0.00 0.03 0.01 0.01
crit Moves: **** **** ****
Green/Cycle: 0.75 0.73 0.73 0.57 0.55 0.00 0.25 0.25 0.00 0.25 0.25 0.25
Volume/Cap: 0.55 0.33 0.01 0.04 0.?1 0.00 0.71 0.71 0.00 0.10 0.05 0.05
Uniform DeI: 16.0 4.4 3.{ 8.4 15.2 0.0 30.7 30.7 0.o 26.0 25.6 23.6
rncremntDel: 1.5 0.1 0.0 0.0 1.3 0.0 6.8 5.8 0.0 0.3 0-0 0.0
InitOueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00
Delay/veh: 17.5 4.5 3.4 8.5 16.5 0.0 37.6 37.6 0.0 26.3 25.1 25.1
User DelAdj: 1..00 1.00 1..00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/veh: 17.5 4-5 3.4 8.5 15.5 0.0 37.6 37.6 0.0 26-3 25.7 25.7
LOSbyMove: B A A A B A D D A C C C
HCM2kAvgQ: 4 4 00150 77 0000
************tt************************i_*****i***************************i*****t*
Note: oueue reported is the nunber of cars per lane.********************************************************************************
Traffix'1.9.O4L5 lc) 2001 Dovrling Assoc. Licensed to SCHMUESER GORDAN MEYER
ll
ll
2072 Ayl Thu Jan 10, 2008 15:05:12 Page 14-1
Level Of Servj.ce Computation Report2000 HCM Operations Method (Euture Vo1ume ALternative)********************************************************************************
rntersection #5 sH g2 & 21th street********************************************************************************
Cyc1e (sec): 100 Critical vol .,/Cap. (X): O.].gzLoss Time (sec): 0 (y+R=4.0 sec) Average pelay (slc/veh): 1g:,Optimal Cycle: 87 tevel Of Service: B********l**********************t********r***************************************
Street Name: SH g2
Approach: North BoundMovement:L-T-R I-T-RT-T-RL-T-R
2?th Street
South Bound
Prot+Permit
fgnore
0200
10201
East Bound
Permitted
fgnore
0100
0l-001
West Bound
Control:
Rights:
Min. Green:
Lanes:
Prot+Permit
Include
0200
10201
Permitted
Include
0100
1001,0
Volume Module:2012 AM Background
PCE AdJ:
MLF Adj:
1.00 1.00 1-00
1.00 1.00 1.00
L3 1248
1.00 1.00
13 12480000
13 1248
1.00 1.00
0.95 0.9s
14 131400
14 131{
1.00 1.00
1.00 1.00
14 1314
Base Vol z 242 785 'l
Growth Adj : 1.00 1.00 1. OOfnitial Bse: 242 785 'l
Added Vol: 127 0 0PasserByVol: 0 0 0rnitial Eut: 353 ?85 j
User Adj : 1.00 1.00 1.00
PHF Adj:0.95 0.95 0.95
PHf Volume: 382 .826 7ReductVol: 0 0 0
Reduced VoI: 382 826 7
102 209 16 s181.00 1.00 1.00 1_0ot02 209 16 51843802l.0000145 277 16 5390.00 1.00 1.00 0.000.00 0.95 0.9s 0.00a2287100000o228t700.00 1.00 1.00 0.000-00 1.00 1.00 o.0o0228L70
ls 10 10
1.00 1.00 1.0015 10 10000
0oo
15 10 10
1.00 1.00 1.00
0.9s 0.95 0.9516 11 11000
16 11, LL1.00 1.00 1.00
1.00 1.00 t.0016 11 11FinalVolume: 382 826 1
Saturation Elow Module:Sat/Lane: 1900 1900 1900Adjustment: 0.93 0.90 0.80Lanes: 1.00 2.00 i..00
Eina1 Sat.: 1758 3404 1523
1900 1900 1900
0-93 0.90 1.00
1.00 2.00 1.00
1758 3404 1900
Capacj.ty Ana1ysis Module :Vol/Sat:0.22 0.24 0.00 0.01 0.39 o.O0Crit MOves' ****
1900 1900 1900 1900 19oO 19000.70 0.70 1.00 0.28 0.91 0.91.0.9s 0,07 1.00 1.00 o.50 0.501243 92 1900 540 861 851
| --------------- | I --------------- |
0.18 0.18 0.00 0.03 o.01 o.01****Green/cvcle:0.17 0-'t4 0.14 o.s1 0.49 o.oo 0.23 0.23 0.00 o.z3 o.23 o-23Volume/cap: 0.6? 0.33 o.oL 0.04 0.79 0.00 o.?9 o.?9 o.oo 0.13 o.05 0.05uniform Del: 20- 6 3.9 3.0 10.? 19-o o. o 32.4 32.4 o.o 27.2 26.a 26.arncremntDer:' 3-2 0.1 0.0 o.o 2.6 0.0 12.s L2.s o.o 0.4 o-1 0.1rnitQueuDer: 0-0 0.0 0-0 o.o o,o o.o 0,0 0.0 o.o 0,0 0.0 0,0Derav Adj: 1.00 1.00 1.00 1.00 1,oo o.oo 1.oo r.oo o.o0 1.oo 1.00 1.00oelav/veh: 23-s 4.0 3.0 10.8 21.6 o. o 44.g 44.g o.o 2i.i 26.a 26.auser DelAdj : 1.00 1..00 1. 00 1.00 1. o0 1. oo 1 - oo 1 . oo 1.00 1. oo 1, oo 1. ooAdjDel,/vehz 23.8 4'0 3.0 10.8 21.6 o.o 44.g 44.g o.o ?7.1 26.a 26.8LoSbyMove: C A A B C A D D A C C CHCM2kAwgQ:7400180990000********************************************************************************
Traffix 7-9.0415 (c) 2007 Dowring Assoc. Licensed to scHIlruEsER GoRDAN MEYER
lt--
2OT2 PYi Thu Jan 10, 2008 15:05:35 Page 3*1
Turning Movement Report
PM
Volume Northbound Southbound Eastbound Westbound total
Type Left. Thru Right Left Thru Right l,eft Thru Rlght Left Thru Right Voluue
*I" Four MiIe e Midland/Airport
Base01906145
Added035300
Tota105535145
*2 Midland Ave & Mt Sopris Dr
Base O 281 12 208
Added035940
Total 0 640 16 2OB
4062].6001962000014682t60020
92 7780 42692 1204
0 144 1097
00426
o 744 1s23
*3 Midland & 27|.h Street
Base 123 321 5 39 595
Added 36 323 0 0 56
rotal 159 644 5 39 652
f4 S Grand e 27th St
Baae 100 35 83 41 43
Added30000
rotal 103 35 83 4t 43
389 202 7 L25
0005
389 202 't t32
435 95 425 160
24 136 L't2 15
459 23t 597 175
134 131 10 280
8450127
L42 ].76 10 407
4 5 31 1848
00042L
4 5 31 2269
f5 SH 82 & 21tl\ Street
Base 597 1500 24
Added 22 0 0
Total 619 1500 24
33800007053000000401000070
'lr 752
030
1L 182
00000000
08241350000
0 I 24 136 0 0 0 0
0
0
0
16 7920016 192
t7 1500L7 15
50 22900 38050 2610
5 35210 2025 3723
000 2t30 213
{6 SH 82
Base
Added
TotaI
& S. Grand Ave00
450
450
Traf f i.x 7 . 9. 0415 (c)2007 Dowling Assoc.Licensed to SCHMUESER GORDAN MEYER
20t2 PM Thu Jan 10, 2008 15:05:36 Page 5-1
Level Of Service Computation RePort
2000 HCM Unslgnalized Method (Base Volume Alternative)
**********************************t**************************t******************
fntersection *1 Four Mile e Midland/Airport********************************************************************************
Average Detay (sec/veh):2.8 Worst Case tevel Of Service: B[ 10.4]
*****************************************************************i**************
street Name; Four Mile Rd ./ Midland Ave Airport. Road
Approach:North Bound South Bound East Bound West Bound
Controf:
Rights:
Lanes:
Uncontrolled
Include
00010
Uncontrolled
Include
Stop Sign
Include
Stop Sign
Include
0 1 0 0 0 0 0 0 0 0 0 0 1! 0 0
| --------------- | I --------------- | I --------------- I
Volume Module:2012 PM Background
BaseVoI: O 190 6 145 338 0 0 0 0 7 0 92
Growth Adj: 1.OO 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
InitialBse: O 190 5 145 338 0 0 0 0 7 0 92
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1-00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1-00 1-00 1.00
PHFvolume: O 190 6 145 338 0 0 0 0 7 O 92
Reductvol: O 0 0 0 0 0 0 0 0 0 0 0
FinalVolume:0190514533800007O92
| --------------- | | --------------- |
xxxxx xxxx xxxxx 6.4 6.5 6.2
xxxxx xxxx xxxxx 3.5 4.0 3.3
Critical Gap Module:
Critical Gp:xxxxx xxxx xxxxx
FollowupTim:xxxxx xxxx xxxxx
4.1 xxxx xxxxx
2.2 xxxx xxxxx
Capacity Module:
Cnflict Vol: xxxx xxxx xxxxx 196 xxxx xxxxx xxxx xxxx xxxxx 821 A2]^ 193
Potent Cap.: xxxx xxxx xxxxx 13?? xxxx xxxxx xxxx xxxx xxxxx 347 3L2 854
MOve Cap.: xxxx xxxx xxxxx 1377 xxxx xxxxx xxxx xxxx xxxxx 316 2'76 854
Volume/Cap: xxxx xxxx xxxx 0.11 xxxx xxxx xxxx xxxx xxxx 0.02 0.00 0.11
-l-------*-ll---------ll---------ll-------------*-l
Level of Service Module:
2wayg5thQ: xxxx xxxx xxxxx 0.4 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx
Controf Del:xxxxx xxxx xxxxx ?.9 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx
lOSbYMove: * * * A * * * * * * * *
Movement: ],T - LTR - RT LT - LTR - RT LT - LTR - RT lT - LTR - RT
Shared Cap,: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx ?62 xxxxx
Sharedoueue:xxxxx xxxx xxxxx 0,4 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.4 xxxxx
Shrd ConDel:xxxxx xxxx xxxxx 7.9 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 10.4 xxxxx
sharedlos: * * * A * * * * * * B *
ApproachDel: xxxxxx xxxxxx xxxxxx 10.4
Approachlos: * * * B
***********************************r********************************************
Note: Oueue reported is the number of cars per lane.
************t******************************r************************************
Traffix ?.9.0415 (c) 2007 Dowling Assoc. ticensed-to SCHMUESER GORDAT{ MEYER
------------l il
20\2 put Tbu ilan tO, ZOOT 15:05:36 page 6_1
Level Of Service Computation Report2000 HCM Unsignalized Method (Future Vofuml Alternative)********************************************************************************
Intersection *1 Eour Mile & Midland,/Airport********************************************************************************
Average Delay (sec/veh): 2.3 worst case Lever of service: Bt 14.gI****************************t***************************************************
Street Name: Four Mile Rd ./ Midland Ave Airport RoadApproach:
Movement: ],
North Bound South Bound
-T-RIJJT'R
East BoundI-T*R West BoundL*T-R
Control:
Rights:
Lanes:
Uncontrolled
rncLude
Uncontrolled
Include
Stop Sign
Include
Stop Sign
Include0001001000-t-------*- il-______________lVolurne Module :20L2 Pt4 Background
0 0 0 0 0 0 0 1! O O
| --------------- | I --------------- |
Base vol: O 190 6 14S 338 O O O O i O gzcrowth Adj: 1-00 1.00 1.00 1.oo 1.oo r-.00 1.00 1.00 1.00 r..oo 1.00 1.00rnitialBse: 0 l-90 6 145 338 O O O 0 1 O gzAddedVol: 0 3G3 0 O 63 O O O O O 0 0PasserByvol: 0 0 0 O O O O O O O O OInitialFut: 0 553 6 14S 4OL O O O O 7 O gzuser Adj z 1.00 1.00 1-00 1.oo r.0o 1.00 1.00 1.oo 1.oo r..oo 1.oo 1.00PHFAdj: 1.00 1'00 1.00 r--00 1.oo r".00 1.00 1.oo 1.oo 1.oo 1.00 1.ooPHEVolume: 0 553 5 145 401 O O 0 O 7 O 92Reduct VoL: 0 0 0 0 O 0 0 O O 0 O OEinalVolurne:0553614540100007O92
-t--------- il-_-______ il__*______ il_______________lCritj.cal Gap Module:criticar Gp:xxxxx xxxx xxxxx 4.1 xxxx xxxxx xxxxx xxxx xxxxx 6.4 G.s 6.2FollowupTim:xxxxx xxxx xxxxx 2.2 xxxx xxxxx xxxxx xxxx xxxxx 3.5 4.0 3.3rl-------=- l t--------- il------___ l l_______________lCapacity Module:
cnflict vor: xxxx xxxx xxxxx 559 xxxx xxxxx xxxx xxxx xxxxx :,247 j,24i 556Potent cap-: xxxx xxxx xxxxx 1012 xxxx xxxxx xxxx xxxx xxxxx 193 125 534Move cap.: xxxx xxxx xxxxx 1012 xxxx xxxxx xxxx xxxx xxxxx 1?o 14g 534vorume/cap: xxxx xxxx xxxx 0.14 xxxx xxxx xxxx xxxx xxxx 0.04 o.o0 o.Lz
Level Of Service Module:l---------------l
2way95thQ: xxxx xxxx xxxxx 0.5 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxxcontror Del:xxxxx xxxx xxxxx 9.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxxLOSbyMove: * * * A * * * * * * * *Movement: LT - rrR - RT LT - r,TR - RT rT - LTR - RT LT - LTR - RTShared cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 464 xxxxxsharedQueue:xxxxx xxxx xxxxx 0.5 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.g xxxxxshrd conDel:xxxxx xxxx xxxxx 9.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 14,g xxxxxShared LOS: * * * A * * * * * * B *APProachDeI: xxxxxx xxxxxx xxxxxx 14. gApproachloS:***B
*****************t**************************************************************
Note: Queue reported is the number of cars per 1ane.****************************************************************************r***
Traffix 7.9-04L5 (c) 200? Dotdl,ing Assoc. Licensed to SCHMUESER GoRDAN MEYER
2012 PM Thu Jan 10, 2008 15:05:36 Page 7-1
tevel Of Service ComPutation RePort
2000 BCa{ Unsignalized Method (Base Volume ALternative)
****************************************t*************t**********************t**
Intersection *2 Midland Ave & Mt sopris Dr
***t************************************t*****************i*********************
Average Delay (sec,/veh): 3.9 Vlorst Case tevel Of Service: Et 43.0I
*****************************************************************f*****.*********
Mt sopris DriveStreet Name:
Approach:
Movement:
Midland Avenue
North Bound
L-T-R
South Bound
L-T-R
l---*-----------l
Uncontrolled
Include
East Bound
L-T-R
West Bound
L-T-R
Control:
Rights:
tanes:
PHF AdJ:
PllF Vo1ume:
Uncontrol led
Inc].ude
Stop Sign
Include
10000
Stop Sign
Include
10001
-l--------- ll---------------l
Volurne Module :2012 Pl4 Background
Base Vo1:0 287 12 208 406 2l
Growth Adj : 1.00 1.00 1 .00 1.00 1. 00 1.00
rnitial Bse: 0 281 LZ 208 405 2L
User Adj : 1.00 1.00 1.00 1 ' 00 1.00 1.00
0 0 0 1 0 0 0 1! 0 0
0.9s 0.95 0.95 0.95 0.9s 0.9s
0 296 1.3 279 427 22
500
1.00 1.00 1.00600
1.00 1 .00 1.00
0.9s 0.95 0.95600000600
l---------------l
19 0 144
1.00 1.00 1.00
19 0 144
1.00 1.00 1.00
0.95 0.95 0.95
20 0 1s2
000
20 0 1s2
Reduct vol: 0 O
Critical Gp:xxxxx xxxx xxxxx
FoIIowUpTim:xxxxx xxxx xxxxx-t---------
Capacity Module:
Cnfliet Vo1; xxxx xxxx xxxxx
Potent Cap.: xxxx xxxx xxxxx
Move Cap.: xxxx xxxx xxxxx
Volume/Cap: xxxx xxxx xxxx
4. 1 xxxx xxxxx
2.2 xxxx xxxxx
| --------*------ l
308 xxxx xxxxx
1252 xxxx xxxxx
1252 xxxx xxxxx
0.17 xxxx xxxx
1254 xxxx xxxxx
150 xxxx xxxxx
1,01 xxxx xxxxx
0.06 xxxx xxxx
0000
FinalVolume: 0 296 13 2L9 427 22
-l--------- I l---------------lCritical Gap Module:?.1 xxxx xxxxx 7.1 xxxx 6.2
3-5 xxxx xxxxx 3.5 xxxx 3.3
1178 xxxx 3O2
169 xxxx 'l 42
143 xxxx 742
0.14 xxxx 0.2O
t---------------l
Level Of Service ModuLe:
2way95thQ: xxxx xxxx xxxxx 0.6 xxxx xxxxx 0.2 xxxx xxxxx 0.5 xxxx 0.8
Control Del:xxxxx xxxx xxxxx 8-5 xxxx xxxxx 43-0 xxxx xxxxx 34.2 xxxx 11.1
tosbyMove: * * * A * * E * * D * B
Movement: LT - LTR - RT LT - LTR - RT tT - LTR - RT tT - LTR - RT
shared cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx
SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx
shrd conDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xx)<xx
SharedLOS: * * * * * * * * * * * *
ApproachDel: xxxxxx xxxxxx 43-0 13.8
ApproachlOs: * * E B
*******************t************************************************************
Note: Queue rePorted is the number of cars per lane-
****************************************t**********************tt*****r*********
Traffix ?.9.0415 (c) 2007 Dowling Assoc. Licensed to SCHMUESER GORDAN MEYER
201,2 Pt"I Thu .Ian 10, 2 00I 15 : 05 : 36 Page 8-1
Level Of Service Computation Report2000 HcM Unsignalized Method (Future voluml Alternarive)********************************************************************************
fntersection *2 Mldland Ave & Mt Sopris Dr* * * * * * * * * * * * * * * * * * * ** * ** * * * * * * * * * * * ** * * * * * * * * * * * * * * t * ** * * * * * * * * * * * ** * * * * * * * * * ** *Average Delay (sec/veh): 4.6 worst case Level of service: Ft115.gI********************************************************************************
Street Name:
Approach:
Mowement:
Midland Avenue Mt Sopris Drive
East Bound
L-T-RI,-T-R
| --------------- I I -------------*- I I ----------_*___ |UncontroJ"led Stop Sign Stop SignInclude Include .IncLude0 0 1! 0 0 1 o o o o 1 o o o 1
North Bound
I-T-R South Bound
L-T-R West Bound
Control:
Rights:
tanes:
Uncontrolled
Include
00010
Volume Module:2012 pM
Base Vol: O 28L
Growth Adj: L.00 1.00Initial- Bse: 0 281
Added Vol: 0 359PasserByvol: 0 0rnitial Fut: 0 540
User Adj : 1.00 1.00
PHF Adj : 0.95 0.95
PHE Volume: 0 6'74
Reduct Vol: 0 0Ei.nalVolume: 0 57 4
Background
72 208 4061.00 1.00 1-0072 208 4054062
000
16 208 4581.00 L.00 1.000.95 0.9s 0.95L't 219 493000
77 2]-9 493
276001.00 1.00 1.00 1.oo27600000000002t6001.00 1.00 1.00 1.000.9s 0.9s 0.95 0.9522600000022600
19 0 744
1.00 1.00 1.0019 0 ].44
1.00
00020 0 L44
1.00 1.00 1.00
0. 9s 0. 9s 0. 952t 0 152000
27 0 ].52
l---------------l
7.1 xxxx 6.23.5 xxxx 3.3
l---------------l
Critical Gap Module:
Critical Gp:xxxxx xxxx xxxxx
FollowUpTim:xxxxx xxxx xxxxx
-t---------------l
Capacity Module:
CnfLict VoI: .xxxx xxxx xxxxx
Potent Cap.: xxxx xxxx xxxxx
Move Cap.: xxxx xxxx xxxxx
Volume/Cap: xxxx xxxx xxxx
4.1 xxxx xxxxx
2.2 xxxx xxxxx
l---------------l
691 xxxx xxxxx
904 xxxx xxxxx
904 xxxx xxxxx
0.24 xxxx xxxx
7.1 xxxx xxxxx
3.5 xxxx xxxxx
l---------------l
1699 xxxx xxxxx
74 xxxx xxxxx
39 xxxx xxxxx
0.15 xxxx xxxx
1624 xxxx
83 xxxx
65 xxxx
0.32 xxxx
682
453
453
0.33
Level Of Service Module:2tlay95thQ: xxxx xxxx xxxxxControl DeI:xxxxx xxxx xxxxx
LOS by Move: * * *
0.9 xxxx xxxxx
L0.2 xxxx xxxxx
B**
LT-LTR-RT
xxxx xxxx xxxxx
xxxxx xxxx xxxxx
xxxxx xxxx xxxxx+**
xxxxxx
*
0.5 xxxx xxxxx
115.8 xxxx xxxxx
F**
LT-LTR-RT
xxxx xxxx xxxxx
xxxxx xxxx xxxxx
xxxxx xxxx xxxxx***
115.8
F
1.2 xxxx 1.5
84.1 xxxx L5.9E*c
1T-LTR-RT
xxxx xxxx xxxxx
xxxxx xxxx xxxxx
xxxxx xxxx xxxxx***
25.1.D
Movement:TT-LTR-RT
Shared Cap.: xxxx xxxx xxxxx
SharedQueue:xxxxx xxxx xxxxx
Shrd ConDel:xxxxx xxxx xxxxx
SharedLOS: * * *
ApproachDel: xxxxxx
ApproachlOS: *
*************************************************************t*************f****
Note: Queue reported is the number of cars per lane.******t*************************************************************************
Traffix 7.9.04L5 (cl 20O'? Dowling Assoc. Licensed to SCHMUESER GORDAN MEYER
-----------l
il
2412 Pt{Thu Jan 10, 2008 15:05:36 Page 9-1
",no *"lilii":I i:;fi:",::H"i:iill lil:ll".*",
*****a************************************************i*************************
Intersection f3 Midland & 27th Street
r***r**********************tt*****t*******************t*************i*******ti**
Average Delay (sec/veh) :22.4 Level Of Service: C
********************a****************r********************************i*********
Street Name: Midland / 27th
Approach: North Bound South Bound
Movement:L-T-RL-T-R
Midland Avenue
Control:
Lanes:
Yield Sign
1
Yield Sign
1
Yield Slgn
1
East Bound
L-T-R
West Bound
L-T-R
l---------------lYield Sign
1
t---------------l
4531
1.00 1.00 1.00
4531
1.00 1.oo 1.oo
0,95 0.95 0.95
4 5 33
000
4533
1.00 1.00 1.00
1 .00 1.00 1.00
4533
4
0
o
0
4
PcE Adj:
MLF Adi:
1. 00 1 .00 l, .00
t_.00 1.00 i..00
39 s96 389
1.00 1.00 1.0039 595 389
1.00 1. 00 1.00
0.95 0. 95 0. 9541 62'7 40900041 627 409
1.00 1.00 1.00
1.00 1.00 1.004t 627 409
Volume Module:20a2 Pln Background
Base vo}: 123 32t 5
Growth Adj: 1.00 1.00 1.00
lniti"aI Bse: 123 321' 5
User Adj : 1.00 1 .00 1 .00
PHF Adj: 0.95 0.95 0.95
PHF volume: t29 338 5
ReductVol: 0 0 0
Reduced VoI: 729 338 5
202 1 L26
1.00 1.00 1.00
202 7 1.25
1.00 1.00 1.00
0.95 0.95 0.95
2L3 7 133
000
213 7 133
1.00 1.00 1.00
1.00 1.00 1.00
2t3 7 133t-------------*-lFinatVo]ume z !29 338 5
PCE Modu1e:
AutoPCE:
TruckPCE:
. CoriboPCE:
BlcycIePCE: 0 0
Adjvolume: 130 340
5 40 609 397 208 7 130t28 3352500
5.L
2.4
604000
000
0228180000
0000
s33
0000
00
s335 42 63? 4t6 2t5 '.l 734
CircVolume: 264
Maxvolume: 1058
PedVolurne: 0
AdjMaxVol: L058
Approachvol z 475
ApproachDel:
Queue:
140
tt25
0
tt25
10 94
35.0
18.4
683
831
0
83r.
356
?.5
2.2
584
830
0
830
4?
4-6
0.2
Traffix 7.9.0415 (c) 2007 Dowling Assoc. Licensed to SCHMITESER GORDAN MEYER
il
20t2 Pt Thu \ran 10. 2008 15:05:36 Page 10-1
Leve1 Of Servj.ce Computation Report
FHWA Roundabout Method (future Volume Alternative)********************************************************************************
Intersection #3 Midland e 27th Street**********************a*********************************************************
Average oelay (sec/veh) :32.7 Level Of Service: D******************************************t*********************************t***
Street Name:
Approach;
Movement:
Midland / 271.t.Midland AvenueNorth Bound
L-T-R South Bound
1-T-R East Bound
L-T-R West Bound
T-T-R
ControL:
Lanes:
Yield Sign
1
Yield Sign
1
056
00
Yield Sign
1
Yield Sign
L
00
00
VoJume Module:2012 PM Background
| ---------*----- | I ------------*-- | I *----------____ |
Base VoI:123 321 39 596 389 202 7 t26 4 s 31Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.oo 1.oo l..oo l,.oo 1.00 1.00Initial Bse: 123 32L 39 596 389 202 7 726 4 5 31Added Vol:35 323PasserByvol: 0
Initial Fut: 159
User Adj : 1.00
0
644
5
0
0
5
0
0
0
0
0
0
6
0
0
039 652 389 202 7 L32 4531.r..00 1.00 1.00 1.00 L.0o 1.00 1.o0 1.0o 1.00 1.00 L.ooPHF AdJ:0.95 0.9s 0.95 0.95 0.9s 0.95 0.95 0.95 0.95 0.95 0.95 0.95PHE Vohme! L6'l 618 5ReductVol: 0 0 0
Reduced Vol: 167 678 5
41 586 409 2t3 ? 139 4 5 33004t 686 409 2t3 7 139 4 5 33
s 41 586 409 2r3 7 139 4 s 33
PcE Adj:
MLr Adj:
FinalVolume: ]-6'7 678
r..00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.oo L.0o 1.oo 1.0o1.00 1.00 1.00 1.00 1.00 1.00 1.oo 1.00 1.00 1.00 1.00 1.00
PCE Module:
AutoPCE:
TruckPCE:
ComboPCE:
BicyclePCE:
AdjVolume:
155 57L
3 10
00
00
168 681
665 397 20831" 18 6000000697 416 2L5
33
0
0
0
33
40
2
0
0
42
5
0
0
0
5
't L36040000'7 140
4500000045
Delay Module:
CircVolume:
MaxVolume:
PedVolume:
AdjMaxvol:
ApproachVol:
ApproachDel;
Queue:
>> Time Period:
264
1058
0
1058
855
1s. 9
9.3
0.25 hours <<
178
11 04
0
11 04
1154
53.9
24.1
742
799
0
799
363
8.2
2.4
1064
625
0
625
42
6.2
o-2
Traffix 7.9.0415 (cl 2OO7 Dowling Assoc.Licensed to SCHMUESER GORDAN MEYER
ll
ilil
2012 Pt(Thu Jan 10' 2008 15:05:37 Page 11-1
tevel Of Service Computation RePort
2OOO HCM Operations Method (Base Volume Alternative)********************************************************************************
Intersection *4 S Grand e 27th St
**********i****************************t****************************************
Critical VoI.,/Cap. (X) ; 0.884
Optimal Cycle: 90 Level Of Service: C
*********************************t****************i***************************t*
Cycle (sec) : 80
Loss Time (sec) : 0
Street Name:
Approach:
Movement:
(y+R=4.0 sec) Average Delay (sec/veh):20 -6
S Grand Avenue 2?th Street
North Bound South Bound East Bound llest Bound
L-T-R I,-T-R L.T-R L-T-R
Control:
Rights:
Permitted
fnclude
Permitted
WideBypass
Permitted
Include
00200
0 1 0 0 1! 0 0
Permitted
Include
o200
10010Min. Green: 0 10
Lanes:
Volume Module:2012 PM Background
Base Vol: 100 35 83 41 43 435 95 425 160 '71 752 50
Growth Adj: 1.OO 1.00 1.00 1.OO 1.00 1.00 1-00 1.00 1-00 1.00 1'00 1'00
Initial Bse: 1OO 35 83 41 43 435 95 425 150 '?l 752 50
User Adj: 1.00 1.OO 1.OO 1.OO 1.OO 1.OO 1.00 1.00 1-00 1.00 1'00 1'00
PHF Adj: 0.95 0.95 0.95 0.95 O.9s 0.9s 0.9s 0.9s 0.95 0.9s 0.9s 0'9s
PHF Volume: 105 3? 8? 43 45 458 100 447 168 75 '792 53
00100 0 r,! 0 0 0 1 0
Reduct Vol:
Reduced Vol: 105 3'1 8? 43 45 458 100 441 168 75 792 53
PcE Adj: 1.oo 1.00 1.00 1.OO 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1'00
MLFAdj: 1.00 1.00 1.00 1.00 1.00 1.00 l'.-00 1.00 1.00 1.00 1.00 1'00
FinalVolume: 105 37 87 43 45 458 100 44'7 168 75 '192 53
-l---*-----ll---------ll---------ll---------------l
Saturation F'low Module:
Sat/Lane: 1900 1900 1900
Adjustment: 0,80 0.80 0.80
Lanes: 0.45 0.16 0.38
Final Sat. i 696 244 5?8
capacity Analysis Module:
vor/Sati O.ls O.1S O-15 0.05 O.05 O.28 0.60 0.60 0.50 0.07 0.45 0.46
Crit Moves; **** ****
00 0000 000 000
19oO 1900 1900 1900 1900 1900 1900 1900 1900
o.8s o.85 0.85 0.53 0.63 0.63 0.s3 0.96 0.99
0.49 0.51 1.00 0.t4 0-62 0.24 1.00 0.94 0.06
?85 824 1615 r57 '146 28L 1007 1?14 114
| ---------------l I ---------------l l---------------l
Green,/Cyclez O.32 0.32
Volume/Capz 0.4'l O.4'l
Uniform Del: 21 .1 2L.7
IncremntDef: 0.? 0'7
InitQueuDel: 0.0 0.0
De1ay Adj: 1.00 1.00
Delay/veh: 22.5 22.5
User DelAdj: 1.00 1.00
AdjDeL/veh: 22.5 22.5
Los by Move: C C
HCM2kAwgQ: 5 5
o.32 0.32 0.32 0.32 0.68 0.68 0.68
0-47 0.1? 0.17 0.88 0.88 0.88 0.88
21 -7 19.5 19.5 25.'t 10.3 10.3 10.3
0.7 0.2 0.2 16.3 11.3 11.3 11.3
0.0 0 .0 0.0 0.0 0.0 0.0 0. 0
1.00 1.00 1.00 1.00 1.00 1.00 1.00
22.5 19.? 19.7 42.1 21 .6 2l-6 2l .6
1.00 1.00 1.00 1.00 1.00 1.00 1.00
22.s L9.7 ]-9.7 42.L 2l .6 2l .6 21 .6
CBBDCCC
522L4181818
0.68 0.68 0. 58
0.11 0.58 0.68
4.4 7.7 7.7
0 .1 r..5 1.5
0.0 0.0 0.0
1.00 1.00 1.00
4.5 9.2 9.2
1.00 1.00 1.00
4.5 9.2 9.2
AAA
11313
*******************r*************t**********************************************
Note: Queue reported is the number of cars per 1ane.********************************************************************************
Traffix 7.9.0415 (c) 2007 Dowling Assoc. Licensed to SCHMUESER GORDAN IIEYER
2012 PM lhu Jan 10, 2008 15:05:37 Page 12-1
teveL Of Service Computation Report2000 HCM Operations Method (Future Volume Alternative)********************************************************************************
Intersection #4 s Grand & 21th st********************************************************************************
Cycle (sec):
Loss Time (sec):
Optimal Cycle:
80 Critical vol./Cap. (x):0 (Y+R:4.0 sec) Average oelay (slc/veh):1.356
107.9
90 Level Of Service:
Street Name: S Grand Avenue ZTth StreetApproach: North Bound south Bound East Bound west BoundMovement: L - T - R I - T - R L _ T _ R L _ T _ R-t--------- ||_________ il_-_______ il_______________lControl: permitted permitted permltted pernittedRights: fnclude WideBlpass Include fncludeMin.Green; 0 10 O 0 10 O 0 20 O O 20 0Lanes: 0 0 1l O 0 O 1 O O 1 O O 1t O O 1 O 0 1 O
| --------------- | t--------------*t I -----------*___lVolume Module: 2012 pl"l Background
Base vol:100
Growth Adj : 1.00Initial Bse: 100
Added Vol: 3PasserByVol: 0Initial Eut: 103
User Adj : 1.00
PHF Adj: 0.95
PHF Volume: 108
Reduct Vol: 0
Reduced VoI: 108
PCE Adj : 1.00
MLF Adj:1 .00
FinalVolume: 108
35
r.00
35
0
0
35
1.00
0.95
37
0
37
r-.00
1.00
37
83 4t 43 435 9s 42s 160 71 752 501.00 1.00 1.00 1.00 1..00 1.OO 1.00 1.OO 1.OO 1-OO83 4t 43 435 95 425 160 .lL 752 s0000241357721503000000ooooo083 41 43 459 23L 59? 175 1L 782 501.00 1.00 1.00 1.00 1-oo 1-oo 1.OO 1.00 1.00 1.000.95 0.95 0.9s o-95 0.95 0.95 o.9s 0.95 o.9s 0.9587 43 45 483 243 628 184 ?s 823 53000000087 43 45 483 243 628 184 75 823 531.00 1.00 1.00 1.00 1.OO 1.OO 1-00 1.00 1.oo 1.001.00 l_.00 1.00 1.OO 1.00 1.00 1.00 1.oo 1.00 1-OO87 43 45 483 243 628 184 ?5 823 53
Saturation E'low Modu1e:sat/Lane: 1900 1900 1900 19oo 19oo 1900 19oo 1900 1900 1900 1900 19ooAdjustment: 0.79 0.79 0.?9 0.Bo o.g0 0.Bs 0.53 0.s3 0.53 0.46 o.9G o.9GLanes: 0-47 0.16 0.3r 0.49 0-s1 1-oo 0.23 0.60 0.1? r..00 0.94 o.06Final- sat. t 695 236 s61 'tAL 777 161s 230 s94 L74 874 tTtB 110
l---------------lCapacity Analysis Module:Vol/sat; 0.15 0.16 0.15 o.06 0.0G o-30 1.06 1.06 1.06 0.09 o.48 0.48Crit Moves: **** ****
Green/cyele: 0.22 0.22 o.z2 o-22 o-22 0.22 o.?g 0.78 o.zB o.78 o.?8 o.tBvolume/cap: 0.?1 0.71 0.71 o.26 0.26 1.36 1.36 1.36 1.36 0.11 o.G1 0.61uniform Der: 28.8 28.8 28.g 2s.a zs.g 3t.2 B-g 8.8 g.8 2.L 3.7 3.-lrncremntDel: 5.9 5.9 6.9 0.4 0.4 1??.8 168.8 169 168.8 0.1 0.8 0.8rnitoueuDel-: 0.0 0-0 0.0 0.0 o.o 0.0 o.o o.o o.o o.o o.o 0.0Delav Adj: 1.00 1.00 1.00 1.00 r-.oo 1.oo 1.00 1.oo 1.oo 1.oo 1.00 1.ooDelay/Veh: 35.7 35.7 35.7 26.2 25"2 208.9 L77.5 178 177.5 2.2 4.5 4.5user Del"Adj:1.00 1.00 r.00 1.00 r.0o 1.00 1.00 1.00 1.00 L.0o 1.00 1.00AdjDel/veh: 35.7 35.7 3s.7 26-2 26-2 2og.g t77.6 t7a tii.6 2.2 4-s 4-sLOSbyMove: D D D C C F E r F A A AItCM2kAvgQ: 7 't 7 2 2 30 62 62 62 1 10 lO************************t****************************************a**************
Traffix 7.9.0415 (c) 2001 Dowting Assoc. Licensed to SCHMUESER GORDAN MEYER
MITIGE _ 2OL2 Pt{Thu.Ian 10, 2008 15:55:3?Page 1-1
Level Of Service Computation Report
2000 HCM Operations l4ethod (Future VoLume Alternative)
***t*r**************************************************************************
Intersection #4 S Grand & 27th St
******************************t******************i******************************
Cycle (sec) : 80 Critical VoI./CaP. (x): 0'975
Loss Time (sec):0 (Y+R-4.0 sec) Average Delay (sec/veh):23.7
Optima] Cyc1e: 90 Level Of Service: C
******************************************t******t***********************t******
Street Name:
Approach:
Movement:
S Grand Avenue
North Bound
L-T-R
South Bound
L-T-R
27th Street
East Bound West Bound
L-T-RL-T-R
I --------------- | I --------------- |
Control:
Rights:
Min, Green:
Lanes:
Permitted
rnclude0 r.0 00 0 r.! 0 0
Permitted
WideBypass
0100
01001
Permitted
Include
0200
10010
Permitted
IncLude
o200
10010
Vo1ume Module:2012 PM Background
Base vol: 100 35 83 41 43 435 95 425 160 1t '152 50
crowth Adj: 1.OO l..OO 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 100 35 83 4L 43 435 95 425 l-60 7t 't52 50
Added vof: 3 0 0 0 0 24 136 L72 15 0 30 0
PasserByvol:000000000000
Tnitial Eut: 103 35 83 41 43 459 237 597 175 71 782 50
User Adj: 1.O0 1.00 1.00 1.00 1.00 1.00 !..00 1.00 1.00 L.00 1-00 1.00
PHE Adj; 0.9s 0.95 0.95 0.9s 0.95 0.95 0.95 0.95 0.95 0-95 0-9s 0-9s
PHE Volume: 108 3'7 8'l 43 45 483 243 628 184 75 823 53
Reductvol: O O 0 0 0 0 0 0 0 0 0 0
Reduced VoI: 1OB 37 8? 43 45 483 243 628 184 75 823 53
PcE Adj : 1.00 1.00 1 - 00 1.00 L. 00 1. 00 1. 00 1.00 1.00 1.00 1. 00 1.00
MLFAdj: l".oo1.0O 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Finalvolume: 108 3? 87 43 45 483 243 628 184 75 823 53
-l---------ll---------ll---------ll---------------l
Saturation FIow Module:
Sat,/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adjustment: 0.80 0.80 0.80 0.84 0.84 0.85 0.19 0.94 0.94 0.22 0.96 0.95
Lanes: 0.4? 0.15 0.37 0.49 0.51 1.00 1.00 0.77 0.23 1.00 0.94 0.06
Finaf sat. : 1Q4 239 561 780 818 1515 360 1378 404 d15 1718 110
-l---------ll---------ll---------ll---------------l
Capacity Analysis Module:vot/sat: 0.15 0.15 0.15 0.05 0.06 0.30 0.68 0.46 0.46 0.18
Crit Moves: tt** ****0.48 0.48
Green/Cycle:0.31 0.31
Volume/Cap: 0.50 0.50
Uniform DeL; 22-7 22.1
IncremntDel: 0.9 0.9
InitQueuDel: 0.0 0.0
Delay Adj: 1.00 1.00
Delay/Veh: 23-G 23.6
User DeIAdj: 1.00 1'00
adjDel,/veh: 23.6 23.6
1,OS by Move: C C
0.31 0.31 0.31 0.31. 0.59 0.69 0.69 0.69 0.69 0.69
0.50 0.18 0.18 0.98 0.98 0.56 0.56 0.26 0.69 0.69
22.7 20-320.3 21 .4 11..6 6.9 6.9 4.6 7.2 7.2
0.9 0.2 0.2 33.9 49.8 1.3 1.3 0.5 L.7 L.'t
0.0 0-0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
r..00 1.00 1.00 1.00 1.00 1.00 1.00 1-00 1.00 1.00
23.6 20.s 20.5 61.3 6r.4 8-2 8.2 5.1 8.9 8.9
1.00 1.00 1.00 1.00 1.00 1.00 1-00 1.00 1.00 1.00
23.6 20.s 20.5 61".3 6L.4 8.2 8.2 5.1. 8.9 8.9
CCCEEAAAAA
HCM2kAvgQ: 5 5 5 221810t2l.2 7t414
*******************************i*******************************************l****
Traffix ?.9.0415 (c) 2007 Dowling Assoc. Licensed to SCHMUESER GORDAN I{EYER
ll
MITIGS - 2012 PM Thu Jan 10, 2OO8 15:55:37 page 2_1,
Level Of Service Detailed Computation Report
2000 HCI,! Operations Method
**********************.--.-I::II:.Y:1H:-il::*i:lI:---*************************
Intersection #4 S Grand & 27th St********************************************************************************
Approach: North Bound South Bound East Bound West BoundMovement: L - T - R L - T - R L _ T _ R L _--t--_"n
- t --------------- il ___________-___ il -______________ il _______________
lHcM Ops Adjusted Lane Utilization Module:Lanes: 0 0 11 0 0 0 1 O 0 1 1 0 O 1 O 1 O O 1 OLane croup: LTR T,TR LTR Ll LT R L RT RT L RT RT#LnslnGrps: 1 1 1 1 1 1 1 1 1 1 1 1-t--------- |__*______ il_________ il_______________lHCll Ops fnput Saturat,ion AdJ Module:
Lane width. 12 L2 L2 r? L2 !2 12 12 !2 L2 L2 L2Crsswalkl{id:8g6g
tHevVeh: 0 O 3. 3Grade: 0t 0* O* OtParking/Hr: No No No NoBusstp/Hr: 0 0 0 O
Cnft Ped,/Hr: 0 O 0 OExcluslveRT: Include Include Include IncLudetRTPrtct: 0 O 0 O
HCM Ops f(1t) AdJ Case Module:f(lt)Case: 5 5 5 5 5 xxxx 2xxxx xxxx 2xxxx xxxx-t--------- il_________ il_________ il_______________lHCM Ops Saturation Adj Module:
Ln elid Adj : 1. 00 1.00 1 . 00 1.00 1 . oo 1 .00 i.. 00 1. 00 1.00 r..00 1.00 1. ooHev veh Adj: 1.00 1.00 1.00 1.00 t.0o 1-oo o.g7 o.g7 o.g7 o.g7 o.g7 0.9?Grade Adj: 1.00 1.00 1.00 1.oo 1-oo 1.oo 1.oo 1.oo 1.00 1.00 r..oo 1.00Parking AdJ: 1.00 r--00 1.00 xxxx xxxr 1.00 xxxx r..00 r-.oo xxxx 1.00 r..ooBus stp Adj : 1 . 00 1.00 L .00 xxxx xxxx r. .00 xxxx 1.00 1 .00 xxxx 1, 00 1 .00Area Adj : l'. 00 1, - 00 1. 00 r.. o0 1.00 1. 0o 1 . oo 1. oo 1. o0 1. oo 1. oo 1. 00RT Adj: 0-95 0-95 0.95 xxxx xxxx o.g5 xxxx 0.97 0.92 xxxx 0.99 0.99LT Adj: 0.84 0.84 0.84 0.94 o.g4 xxxxx 0.20 xxxx xxxxx 0.23 xxxx xxxxxPedBikeAdj:1-00 1.00 1.oo 1.oo1.oo 1.oo r-.00 1.00 1.00 1.00r".00 1.ooHcM sat Adj: 0-80 0.80 0.80 0.94 0.84 0.Bs 0.19 0.94 0.94 0.22 o-96 o.9dusr sat Adj: 1.00 L.00 r-.00 1.00 r..00 1.00 1.00 r..oo r_.00 1.00 1.oo 1.00MLF sat AdJ: 1.00 1.00 1-00 1.00 1.00 1.oo 1.oo 1.oo 1.oo 1.00 1.oo 1.00rnl sat Adj: 0.80 0.80 0.80 0.84 o.g4 o.B5 0.19 0.94 0.94 0.22 0.96 0.96- t --------------- il -----*_________ l t _______________ il _______________
lDelay Adjustment Fact.or Module:
DelAdjFctr: 1.00 1.00 1.00 1.oo 1.oo 1.oo 1.oo 1.oo L.0o 1.00 1..00 1.oo*************t******************************************************************
Traffix'7.9-0475 lcl 2007 Dowling Assoc. licensed to SCHII1TESER GORDAN MEyER
2OL2 PNI Thu alan 10, 2008 15:55r37 Paqe 2-2
Level Of Service Detailed ComPutation RePort (Permitted lJeft Turn Sat Adj)
2000 HCM Operations Method
Euture volume Alternative
******i***********l***********t*************************************************
Intersection *4 S Grand & 27th st
**********************************r*****************************t**************i
North South East l{estApproach:
Cycle Length, C:
ActuaL Green Time Per Lane GrouP, G:
Effective Green Time Per Lane GrouP, g:
Opposing Effective Green Time, 9o:
Nurnber Of Opposj.ng Lanes, No:
Nuriber of Lanes In Lane GrouP, N:
Adjusted Left-Turn Elol, Rate, VIt:
Proportion of Left Turns in Lane Group, Plt: 0-47
Proportion of Left Turns in OpP Elotr, Plto: xxxxxx
80 80 8020.50 20 .50 51.50 51. s024.50 24.50 55.50 55.5024.50 24.50 55.50 ss.5011111111
108 43 243 75
2.4t
0.49 1.00 1.00
O.4'7 xxxxxx xxxxxx
0. 96 5.40 1. 56
88 233 8?6 813
Left Turns Per Cycle' LTC:
Adjusted Opposing Flow Rate, Vo:
opposing Flovr Per lane Per Cycle, Volc:
Opposing Platoon Ratio, RPo:
Lost Time Per Phase, tI:
Eff grn until arrival of left-turn car, gf:
Opposing Oueue Ratior ![Eo:Eff grn blocked by opposing queue, gq:
Eff grn while left turns filter thru, gTu:
Max opposing cars arriving during gq-gf, n: xxxxxx
Proportion of Opposing Thru & RT cars, ptho: xxxxxx
left-tuln Saturation Factor, fs:
Proportion of Left Turns in Shared Lane, pl:
Through-car Eguivalents, el1:
Single tane Through-car Eguivalents, e12:
Minimum Left Turn AdJustment Eactor, fmin:
1.96 5.18 19.47 18.0?
1. O0 1.00 1.00 1.00
0.00 0. 00 0. 00 0.00
4. 60 8.71 0. 00 0.00
0.69 0. 69 0.31 0 .31
2. 85 1]-.7 4 23.22 20.78
19.90 12.'75 32.28 3s-32
1 - 51 xxxxxx xxxxxx
0.53 xxxxxx xxxxxx
0.82 xxxxxx 0.33 0.37
0.4't 0.49 1.00 1.00
1 .53 L -'t'1 2 .99 2 .83
xxxxxx 1.32 xxxxxx xxxxxx
0.L2 0.L2 0.07 0.07
single lane Left Turn Adjustment Factor, fm: 0.84 0-84 0'19 0'22
l,efi turn Adjustment Factor, flt: 0.84 0.84 0'19 O'22
**************************t******************************t**********************
Traffix ?.9.0415 (c) 2007 Dowling Assoc. Licensed to SCHMUESER GORDAN MEYER
********************************************************************************
Approach: North Bound south Bound East Bound west BoundMovement: L - I - R L - T _ R I _ T _ R L _ T _ R-t-------_- il_________ ll_________ ll_______________lGreen,/cvc1e:0-31 0.31 o-31 0.31 o-31 0.31 0.69 0.69 0.69 0.69 0.G9 0.69ArrivalType:3333
Pros'actor: 1.00 r".00 1.00 1.oo 1.00 1.oo 1.oo i..oo r..00 1.00 1.oo 1.00Q1 : 4.2 4.2 4.2 1.4 L.4 1O.G 5.1 10.2 to.z 0.5 11.S 11.supstxeamvc: 0-00 0.00 o-oo o.oo o.0o 0.00 o.0o o.oo 0.oo 0.00 o.0o o.o0upstreamAdj:0'00 0'00 0.00 o.oo o.oo 0.00 o-oo o.o0 0.00 o.oo o.oo 0.00EarlyArrAdj: 1'00 1'00 1-00 1.00 1-oo 1.00 r--oo 1.00 1.00 r..oo 1.oo 1.00Q2: 1_0 1.0 1.0 0.2 0.2 7.0 S.1 1.9 1.9 0.3 2.1 2.1ti'.0 i.o ri.; ,;:;
T0thtFactor: 1-19 1.19 1.19 t.2o r.2o 1.16 1.18 1-r.7 r..1? t.2o r.r-7 t.LlHcM2k70th0: , 6.2 6.2 6.2 2.0 2.0 20.6 12.7 !4.1 14.L 1.2 LS.9 1s.9-l------:-- I l----*---- I l-________ I l_____*__*______lSsthtFactor: r-.55 r-.55 1.ss 1.s8 1.58 r.47 1.51 1.50 1.50 1.s9 1.49 L.49HCM2kSstho: 8-1 8.i' 8.1 2.G 2-6 25.g 1s.5 r.8.1 18.1 r.s 20.3 20.3-t--------_ il_*__-____ il_________ il_________-_____l90thtFactort r-]7 r.rr !.7r L.7't L.77 1.5? L.64 r.62 r.62 1.78 1.60 1.60HCM2kg,thO: 8.9 8.9 8.9 2.9 Z.s 2i.6 1G.8 19.5 19.5 1.7 2t.g 2t.a------------l--------- il------_-_ il_________ il_______________lgsthtFactor: 1.95 1.95 1.95 2.os z.os L.i2 1.84 1.81 r-.81 2.07 t-18 r.7aHCM2kgsthQ; Lo-2 ta-2 70.2 3.4 3.4 30.5 18.9 21.8 2t.g 2.0 24.2 24.2-t--------- il_________ l t______-__ ll____*__________l98thtFactor:2,3'r 2-3i 2-3't 2.58 2.s8 1.9G 2.rs 2.ro 2.ro 2.63 z.os 2.osHcM2k9SthQz L2.3 r-2-3 t2-3 4.3 4.3 34.6 22.! zs.z zs.2 2.s 27.g 2-t.g
MITTGS - 2012 Pr[Ihu rran 10, 2008 15:55:37 Page 2-3
:__: : :_ _ :::_ : ::_ ::_-
- -
Level Of Service Detailed Computatj.on Report (HCM2OOO Oueue Method)2000 HCM Operations MethodEuture Volume Alternative********************************************************************************
Intersection *4 S Grand & 27th St
Traffix 7.9.0415 (c', 2O0t Dowling Assoc.Licensed to SCHMUESER GORDAN MEYER
MITIGS - 2OI2 PNI Thu .ran 10. 2008 15: 55 I 37 Page 2-4
Fuel Consumption and Emissions
2000 HCM Operations Method
Future Volume Afternat.ive
****************************************************i***************************
Intersection *4 s Grand & 27th St
********************************************************************t*****t*****
Approaeh:
Movement:
North Bound South Bound East Bound west Bound
L-T-RL-T-RL-T-RL-T-R
Run speed: 30 MPH 30 MPH
Numofstops: 22.2 7.5 L'l .9 7.9 8.3 119-5 57.5
30 MPH
88.6 26.O
30 MPII
7 .0 1,2L 7 .7
Name: year 1995 composite fleet
Fue.I Consumption: 80.529 pounds
13.046 gallons
Carbon Dioxide: 251.25). Pounds
Carbon Monoxide: \9.629 PoundsHydrocarbons: 3.564 Pounds
Nitrogen oxides: 0.711. pounds
Name! year 2000 comPosite fleet
Fuel Consumption: '75.523 Pounds
12.235 gallons
Carbon Dioxide: 235.631 Pounds
Carbon Monoxide: 19.239 PoundsHydrocarbons: 3.484 Pounds
Nitrogen Oxides: 0. 635 Pounds
DISCLAIMER
The fueL consumption and emissions measures should be used with
eaution and only for comparisons of different sigrial tinrings, geometric
design alternatives or for general planning applications, as these
calculations are applied to the analysis of a single intersection within the
CCG and TRAr'FIX. Network models are more appropriate since they can
account for the influence of the adjacent control measures and other system
elements.
Traffix ?.9.0415 (c) 2007 Dowling Assoc. Licensed to SCHMUESER GORDAN MEYER
ll