HomeMy WebLinkAbout1.03 Application Part 4, Thc Corporation shall indcmni$ its directors aod officcrs to thc full extcat pcrnittcd by
Colorado law.
ARTICI,E TL
UIi'IITATION OF LITAILITY
l. The personal liability of a director to ttc Corporation or its membcrs for
mooetuy d'm"ges for breach of Educiary &ry as a director is linitcd !o thc firII exteut providcd by
Colorado law.
2. Thc dircctors, officcr* gmployees od mbcrs of tbc Corporation shall not,
as srch, be liable ori its obligations.
3. Dirwtors shall not be liable for ubos takea or omissions made in thc
performancc of corporate dutics cf,ccpt for wanton aad willftl s or omissions.
. ARTICI,E:L
COTWEYANCES AND ENqUMBRAI{CIES
Corporarc propertf Eay bc couvcyed oreocumbcred by E rhority of tbc Boad of Directors
or by srh pcrson or pcrsons'to whom such anhrity Eay bc dclcgntcd by resolution of the Board.
Couveyaoccs or cocunbrsnccs qhall !6 by aa instruncat executcd by the president or a vicc-
presidcnt aod by tbc seoetary or an assistant secrctsry, or exeucd by srch otber pc,rson or persons
to u&oo zuch authotity Eay bc dclegatcd by the Board.
ARTICI,E XL
DISSOLUTION
Upon thc dissolution of'the Corpomtion, thc Corpor,aion sball, after paying or mnking
provisioa for thc payucot of all of the liabilitics of &e Corporaion, dispose of all of thcassets of
thc Corporatioo cxclusivcly for the prrposcs of thc Corpordoa ia srch mrqngl', or to srch
organization or organizations orgaaircd and opcratod cxchsivcly for cbaritable, educatiooal,
religious or scientific purporic, as shall at thc tfurc qrnlify as.an.exempt organizatisq 6t
organizaionsrrudcrScction50t(cX3) oftbe Inteimal RsvenrrCodc(ortb concspooding provision
ofaay nfirc Unitd Statcs IntlrDal Rcve,aue law), as tbe Crpraion sh^ll dgterEine. Any of such
asssts mt so disposed of sball tr disposcd of by a cout of oryetcnt juidiction of the couoqi in
uftich thc pircipat officc of the Corporation is tb€o locatod cxchrsivcly for such purposes or to such
orgrnizatiea or orgaoizations, as said court shalt deteruir, cfrich are organized and operatcd
orclusivcly for such purposcs.
Artblesof hs*paiur
Tlr R4t& on tlv Colcdo Hoawwst .lsre ialoa Pagc I of 5
Extribit 23 Pago t2
ARTICLE ]gI.
A}IENDMENTs
Amcodncos to lbe Artictes of lncorporatiou sh'll bc adoptc4 if u rll, io thc msarrcr sct
forth in tbe Bytar+s; providcq bowevetr, no omendmentto thesc Articlcs of Incorporation shall bc
cotrtrary to or inconsistcot with thc pgovisions of the Declaratioo.
ARTICI,E XIIL
GENTERAL
ThisCorporation isoneuAicidoes DotcoDrcoplatc poqniary gdnorpnofit!otbc meobers
thcrcof aod is orgnnizd for oonpmfit Frposes.
ailrrAr. REcrffiffoHLE Ar{D AGENr
Itc ini&t registcred ofrce ofthc Corporaion shall bc lmrcd a 2l@ Wes Drivg
Littletoo, CO t0120, $s mniling addrcss of srch registcred officc is P.O. Box 1274, Littleton, CO' 80160, and tbc oarne of ths idtial rcgistcrcd ageDt at srch addrcss is Gcoc R Flilton. Either the
registcrcd offcc orthe registcrcd agcnt uray be cbangcd in the Eaoner proyidcd by law.
ARTICI.E )TV.
INCORPORATOR
the uame and ad&ess of the organizer it'
Gcne R. lliltoo
2lVlW.Arapahoe Ih.
Littletoq CO t0120
Attbb of lrc*poraton
lfu @ld, ontluColtdo Hoaravst lsalalon Pogc 5 of 5
E thibit 23 Page 3tl
IN WITNESS WHEREOF, thc above-namod
oiis
-
daiy'if t99
STATE OF COLOTIADO
COUNTY OFGARFIELD
has bereuato his band and ccal
)
) ss.
)
My cooomissioq e:cPires:
Arldrcss:
Artfcta dlrcrYatut
|hc Rqf& u dc Coltdo Hoataust lssebton
Thcforegoingnasaclqowtedgedbefore6srhis AfUVof l'\1". . t , 1997, by
GENERHITTON.
WITNESS my haod aod official scal.
8tB Colorah Awnrr
Gtemtood Sprhgs, CO 81601
Hy Commhslm Eelres Msy 1,2001
Pagc 6 of 5
"-t:*-"*1*
EXHIBIT 24
Utilities - Telephone, Electricity,
Natural Gas and Water Are
lnstalled ln the Subdivision
EXHIBIT 24
E fiiblt APage 1
Exhibit 2tpage 2
O'Xc,elEnerqY*
PUBI'C SE3,V'CE COTIPANY
9fiA2N3
Mr Gene Hilton
2lO2W. Arapatroe Way
Littleton, CO
80120
re: Rapids Subdivision
2Ii38 Blidrmann Avenue
Grand Junction, Colorado 815(E
DearMr. Hilton
This letter is to inform you that Xcel Energy is the natural gas provider for the Rapids
Subdivision, located in Garfield County, Colorado. We have the capacity and the intent to
provide natural gas service in accordance to the tariffs cunently on file with the Public
Utilities C.ommission of Colorado.
If you have any questions
with you on this pnrject.
4n€**
please call me at970-2*2693. I look forward to working
Jon Price
EngineeringlNew Services
Xcel Energy
E 6lbtt 24 page 3
JCT 36 ?8,?,3 t B:58 FR OIIEST 363?92E,?6?TO 9rs789455558 P.Al/Ol
WiU Sen'e
Qwest Communications
9750 East Costi[a
Englcmood, CO 80112
Tradcing # 2t{8
Thrrsday, Octobc 30, 2003 10:53:03 AIrd
SUBJECT:
Tclcphme fhcilites to plmncd/ proposed dcvelopment
AM
Qryest s,itt providc scrvioc to yur plannod / popocod dcvdopcmd
Prrovisiouing&csenicewill bein aocordanoe with fuift on filc afi lheColorado h$lic
Utilitics Cornmission- I will necd a final plat wi6 mcasursments, easeocnts, addrcsses, you
phasins plan, and a teoch plao bcfore I can harrcthis Gogineered. If therc arc any firtha
qucstions, or if I co providc aoy asaistancc, plcasc cootact me.
Exhibit 24Perye 1
:rx ,TOTAL PRGE.OI t r
Sinceety
as-ss
FRft'l : tlountainCrossEng, Inc
w.tt..ffi 3:sBFl'l
FAX tE. :g?a9455558
HON-Y CROfls BTERCY
S
gr9? t{tGHwAY e2 . PO DiAWER 2150
Gllfin uooo 3eftNGS. 6.oRADO 8t602
o70l 945€491 . FAX p7q 94$.OAr
Septcmber I1,2003
tlr. Cht{s Hele
826Yicrand Avenuc
Gtrnuood Sprlngs, @ 8l50l
RB Repldr on Colorado
Dear Chrls:
Tha cbov. mentioncd dewlopmcnt ls $fth[r drc crrtlflceBd ecMcr rrer of Holy Cross Energy.
llolv cross lnetrv itf odstlns:porrer hcllldcr tocrtGd on or near rhc abovc menrlond oroJecrThese €xlsdng fectliriortrve edrquae-caprlty-F pfwlde etectrtc Aqttr to tha diictophe-it --
suhlect 6 $e tartffs, rutes snd roguhrhnir on hta'tury powcr ttncintggiintilg, niitrilnffia,
and nar axtrnrlons nccalr-aryto dcflvcr rdequrn eqdd to and urtttrtn fii-dcftiipmcni wrtr 6eundermken by Holv Cross Energy upon com-phdon'of rpproF,flrta contteend rgrrcments anOsubject b necassary gmr.rnmontal apprornlb. ' ' -
Plcase advlss when tou wllh !o p]gcecd ulsr the dwelopment of ttr chctrlc sy$em for thlspmject.
Sincerely.
I{OLY CROss ENERGY
Euzz Quaco,
SteHng Engtneer
BQ:WU
E &ibit 24 Page 5
:*-u( C"
Volume 3
Attachments
The Ra ids
lo4Single-FamityResidentialLots
Zone District Amendment Apptication - PUD
and
subdivision Apptication - Preliminary Ptan
RPUD.'l 21 .Volume 3..Hdr.doc
ATTAGHMENT 1
Traffic lmpact Study
The Rapids On The Colorado
Prepared By Kimley - Horn and Associates
on 121 Sinole-Familv Residential Units
TRAFFIC IMPACT STUDY ADDENDUM
Based on 104 Sinqle-Familv Residential Units
ATTACHiiENT 1
REVISED
The Rapids on the Colorado
Garfield County, Colorado
Prepared for
Rapids Development CorPoration
2102 West Arapahoe Drive
Garfield County, Colorado 80120-3008
Prepared by
Kimley-Horn and Associates, Inc.
950 Seventeenth Street
Suite 1050
Denver, Colorado 80202
(303) 228-23N
(303) 446'8678F}.X
October 2005
This docrment, togetlur with the concepts and ilesigns pre*ntedherein, as an instrument of *ntice, is
intenilcil only ftr the specifrc purpo* and clicnt for which it was prepared. Reuw of and improper
reliance on this ibcument without written autlnimtion and adaptation by Kimley-Horn and Associatus,
lnc. shallbe withoutlinhility to Kmley-Horn and Associatcs,lnc.
36355
tollr,ln
TABLE OF CONTENTS
APPENDTCES ............ ........ ii
LrsT oF TABLES .................. .............. ii
LIST OF FIGURES ............ ii
1.0 EXECUTTVE SUMMARY ............ I
2.0 INTRODUCTION ........4
3.0 EXTSTING AND FUTURE CONDTTIONS ............... ....... 6
3.2 ExistingStudy Area........... ................... .............6
3.3 Existing Traffic Volumes ......:............................. 6
3.4 Unspecified DevelopmentTraffic Growth..... .............:....10
4.0 PROJECT TRAFFIC CHARACTERISTICS............... ....12
4.1Trip Generation .........12
4.ZTrip Distribution ........13
4.3Trafhc Assignment ........................13
4.4 Total Background Plus Project Traffic....... ........................ 13
5.1 Analysis Methodology............. ,....17
5.2 Key Intersection Operational Analysis. ......... 1g
5.3 Project Access Evaluation ................... ............2.1.
5.4 CR-335 Roadway Segment Analysis...........:........... ,.........21.
5.5 Project Traffic Volume Increase Calculation .....................22
Kimlq-Horn and Associates, Inc.
096037000 - The Rapids on tlu Colorada
Page i
APPENDICES
Appendix A - Conceptual Site Plan
Appendix B - lntersection Count Sheets
Appendix C - Traffic Growth Calculation Information
Appendix D - Trip Generation Worksheets
Appendix E - HCS Intersection Analysis Worksheets
Appendix F - HCS Roadway Segment Analysis Worksheets
Appendix G - Project Traffic Volume Lrcrease Calculation
IIST OF TABTES
r"ur" r - rn" Rapids on the colorado Project Traffic Generation .............72
Table 3 - lnterstate 70 New Castle hlterchange Westbound Ramps LOS Results.........................19
Table 4 - lnterstate 70 New Castle Interchange LOS Results...... ......:............................20
Table5.TheRapidsontheColoradoProjectAccessLo6Results..............,....
Tabte 6 - CR-335 Roadway Segment LOS Results """""""""" 21
IIST OF FIGURES
Figure 2 - Existing Laneage and Contro1........'........ """"""""""'7
Figure 3 - ExistingStudy Area.......... """' 8
Figure 4 - Weekday Existing Traffic Volumes ......'.:""""" """"" 9
Figure 5 - 2008 weekday Background Traffic volumes... .....J...r......e......... 11
Figure 6 - Project Trip Distribution.............. """"""14
Figure 7 - Project Traffic Assignment...........:....... """"""""":"""""""""""' 15
Figure 8 - 2008 Background Plus Project Traffic Volumes... ....................... 16
Kimley-Hom and Associates, lnc.
096037M -TleRapids on the Colorado
Page ii
t.0 ExEcuTlvE su,tnnlARY
The Rapids on the Colorado is a proposed single family residential development located along
the north side of County Road 335 (CR-335), just west of Garfield Creek Road (CR-312) in
Garfield County, Colorado. The project is anticipated to include 104 single family detached
housing units It is expected that the project would be completed by the end of 200g. Anatysis
was therefore completed for the 2008 short term horizon.
The purpose of this study is to identify project traffic generation characteristics, to identify
potential proiect traffic related impacts on the local street system, and to develop mitigation
measures required for identified impacts. Per Garfield County comments, the following
existing intersections were included for evaluation in this study:
Westbound I-70 Ramp at New Casfle Interchange
Eastbound I-70 Ramp at New Castle Interchange
Project Access Driveways
In additioru the roadway segments of CR-335 adjacent to the project and east of Apple Tree
development were included. Any intersections west of the proposed project, including the Silt
I-70 Interdran8e, are not anticipated to be impacted due to the addition of project traffic. It is
anticipated that only 15 percent of project generated traffic would travel to and from the wes!
which results in a minimal amount of traffic. Primary access to the site is expected to be
provided by Interstate 70 and CR-335. Direct access to the residential development is proposed
from two full movement accesses located along CR-33S.
The Rapids on the Colorado project is expected to generate approxima tely 1,,[Tgdaily weekday
trips. Of these, 82 trips are expected to occur during the weekday moming peak hour, while
111 trips are expected during the weekday aftemoon peak hour.
Kimley-Horn and Associates, lnc.
096037N0 - The Rapids on the Colorado
a
a
o
Page 1
Distribution of site traffic on the street system was based on the area street system
characteristics, existing traffic patterns and volumes, anticipated surrounding development
areas, and the proposed access system for the project. Assignment of the project traffic was
based on the trip generation described previously and the distributions developed.
Based on the analysis presented in this report, Kimley-Horn believes the proposed Rapids on
the Colorado residential development will not cause impact to the existing roadway network.
The traffic analysis determined the following recorrmendations:
o The addition of project traffic to the New Castle lnterchange (Lrterctrange 105) of lrterstate
70 is anticipated to be less than 20 percent. Therefore, a CDOT Access Permit is not
anticipated to be required for this project. Improvements idenffied for the New Castle
Interchange ramps were found to be needed without construction of the Rapids on the
Colorado project. It is nnderstood that CDOT is aware of the interchange operational issues.
Therefore, the County shall work with CDOT to implement the following recommendations
relative to the interdrange:
o I-70 Westbound RamP intersection at New Castle Interchange
Prior to the addition of proiect traffic in 2008, It was found that this
intersection would benefit from separate left and right tum lanes on the off-
ramp approach. It is believed that this approach is wide enough to
accomrnodate separate tum lanes for a certain distance. With this
improvemenf all movements at the intetsection are anticipated to operate
acceptably.
o I-70 Eastbound Ramp intersection at New Castle Interchange
With the existing frafhc, it was found that this intersection would benefit
' from all way stop control. With this improvement, t he intersection was
found to operate acceptablY.
Kimley-Horn and Associates, lnc.
096037M -ruRapids on tlu Colwado
Page 2
Based upon trip generation calculations, each unit generates approximately 10.25 trips per
day per unit. Therefore, any roadway providing access to 40 units 01 more would be above
the County threshold of Rural Access of 400 vehicles per day. From evaluating the site plan,
it is believed that this threshold will be exceeded along Paddle Wheel Lane between CR-335
and Canoe Way, and along White Water Lane between CR-335 and Steamboat Way. If any
roadway segments were to be designed to ttre higher County standard, they should apply
within only these segments of the proiect.
'STOIv' signs (R1-1) shall be placed on the access street approaches of paddle lA/heel Lane
and White Water Lane to CR-335. In addition, ,,STOP, or,,yIELD,, signs shall be placed on
the minor street approaches within the residehtial developmenf as appropriate. Thd
controlled approach shall be the minor teg of a "T- intersection.
All on-site and off-site signing and striping improvements should be incorporated into the
Civil Drawings, and conform to Garfield County stand.ards, as well as the Manual on
Uniform Traffic Control Devices 2003 (MUTCD).
Kimley-Horn anil Associates, lnc.
096037N0 - Tlu Rapids on tlu Colorado
Page 3
2.0 INTRODUCTION
Kimley-Horn and Associates, Inc. has prepared this report to document the results of a Traffic
Impact Study of future traffic conditions associated with the proposed Rapids on the Colorado
residential development to be located along the north side of County Road 335 (CR-335), just
west of Garfield Creek Road (CR-312) in Garfield County, Colorado. The vicinity map
illustrating the project site location is shown in Figure 1.
The proiect is anticipated to include 104 single famity detached housing units. It is expected
that the proiect would be completed by the end of 2008. Analysis was therefore completed for
the 2008 short term horizon. The current site plan illustrating the development and access
locations is shown in APPendix A.
The purpose of this study is to identify proiect traffic generation characteristics, to idmtify
potential proiect traffic related impacts on the local street system, and to develop mitigation
measures required for identified impacts. Per Garfield County comments, the following
existingintersectionsl,:*,T::"H;::J:H;ff.:H;hu,s"
. Eastbound I-70 Ramp at New Castle Lrterchange
. Proiect Access DrivewaYs
In addition, the roadway segments of CR-335 adjacent to the project and east of Apple Tree
development were included. Any intersections west of the proposed project, including the Silt
I-70 Interchange, are not anticipated to be impacted due to the addition of proiect traffic. It is
anticipated that only 15 percent of project generated traffic would travel to and from the west,
which results in a minimal amount of traffic.
Primary access to the site is expected to be provided by Lrterstate 70 and CR-335. Dhect access
to the residential development is proposed from two full movement accesses located along CR-
335. These accesses are named Paddle Wheel Lane and White Water Lane.
Kimley-Hmn and Associates, lnc.
096037N0 -ruRapids ontlu Colorado
Page 4
D{ORTt{
NTS 096037000
N.''!fg4
FIGURE 1
THE RAPIDS ON THE COLORADO
VICINITY MAP
<=n flx.i;I:'il".,,""
3.0 EXISTING AND FUTURE CONDITIONS
3.I Existing Roodwoy Network
The proposed Rapids on the Colorado residential development is to be located along the north
side of County Road 335 (CR-335), just west of Garfield Creek Road (CR-312) in Garfield
County, Colorado. Primary access to the site is expected to be provided by Interstate 70 and
CR-838. Direct access to the residential development is proposed from two full movement
access streets located along CR-335.
In the site vicinity, CR-335 is an undivided roadway providing one through lane in each
direction and a 35 mile per hour posted speed limit. Acceleration and deceleration lanes have
been constructed along CR-335 at Paddle Wheel Lane and White Water Lane. The New Castle
I-70 interchange ramp intersections operate with stop control along the off-ramp approach and
conhin a single lane in all directions. The intersection lane configuration and control for the
study area intersections are shown in Figure 2.
3.2 Extsting Sfudy Areo
The existing site is comprised of vacant land. Apple Tree development exists to the east of the
proiect Various commercial uses exist at the Lrterstate 70 interchange. A 153 unit
condominium project is being constructed along CR-335, east of the interchange. The proiect
study area including these uses is shown in Figure 3.
3.3 Existlng Troffic Volumes
Existing peak hour tuming movement counts were conducted at the existing shrdy intersections
of the New Castlel-7} interchange on Tuesday, August 'I-.,2006. The counts were conducted
during the AM and PM peak hours of adjacent street traffic in lFminute intervals from 7:00 AM
to 9:00 AM and 4:00 PM to 6:00 PM on this Tuesday. [n addition, daily traffic volume cotutts
were conducted along CR-335 on Tuesday, August 1,,2006. The daily count volume locations
were adjacent to the project site and just west of the I-70 interchange. These counts are shown
in Figure 4 with count sheets provided in Appendix B.
Kimley-Horn and Associates, lnc.
096037N0 -TheRapids on tlu Colorado
Page 6
I\OFTTH
NTS 096037000 ,N1gqg4
/B
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lrhllffl
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Gorfldd Crcck Rood
cR-312
LEGEND:
O Study Areo Key lntersections
@ project Access Drives
@ Stop Controfled Approoch
FIGURE 2
THE RAPIDS ON THE COLORADO
EXISTING LANE CONFIGURATION AND CONTROL
J.)
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NTS 096037000
,NfEg4
FIGURE 3
THE RAPIDS ON THE COLORADO
STUDY AREA
IfI Kimtev-Horn
IZ-! ond issociotes. tnc.
Tuesdoy, Auguat 1, 2006
f:00 - &00 A.U. ; 4:+5 - 5:,15 P.ilI
ON
)T
R- sslll;
<- o(r)
a- 2t(e6)
\t
od
@U
N
Tucadoy, August 1, 2006
7:0G-&00 A.M. ; 4115-5:15 P.M.I
^@
@N
i\
66(s5) --,
o(o) --)
4e(47)-\
IT
@;
- 9:(X) A"U. ; *00 - 5:ffi P,
Study Areo Key lntersection
Project Access Drive
+- XX (XX) AM(PM) peok Hour Troffic Votume
[XX,XXX] Doity Troffic CountFIGURE 4
THE RAPIDS ON
EXISTING PEAK
THE COLORADO
HOUR TRAFFIC VOLUMES
<=n I['"i;Jl',1*,,""
3.4 Unspecified Development Trnffic Growlh
ln order to obtain haffic volumes for the 2008 horizon year, the existing traffic volumes were
grown at a 3 percent annual growth rate. This growth rate was obtained by identifying and
comparing traffic volume growth from counts conducted in 2002 (as obtained from the Garfield
County website) as compared with counts conducted in 2006 for this proiect. Comparison of
haffic volumes collected to those reported fuom12(f)1.,there has been an approximate 1.4 percent
annual increase. With the inclusion of project traffic,'the 3 percent growth rate will provide
future tr#fic volumes equivalent to a L4 percent growth rate that has occurred recently. Lr
addition, traffic anticipated to be generated by the 153-unit condominium project currently
being constructed along CR-335 to the east of the New Castle I-70 interchange has been directly
added to the background volumes. The 2002 daily traffic volume data and background traffic
projectioru, along with the trip generation calculation for the 153 unit condominium proiect are
inctuded in Appendix C. Weekday background traffic volumes for 2008 are shown in Figure 5.
Kimlry-Horn anil Associates, lnc.
096037N0 -fhewds on the Colorado
Page 70
r{oRTt{
,NIEES4
+- 1406)
18(E) --)
+- 14(16)
r8(E) --->
FIGURE 5
THE RAPIDS ON THE COLORADO
2OO8 BACKGROUND TRAFFIC VOLUMES
0
sgoo, )t
R- es1+sz;
<- o(0)
g- 31(140)
\t
99d8
?)a3
s, i(o6o1
J\
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0(o) -+
sJ(5s) -\
T(
oots@vo
=@
Study Areo Key lntersection
Project Access Drive
<- XX (XX) . AM(PM) peok Hour Troffic Votume
[xX,xXX] Doity Troffic Count
<=n 5#'"/""11ii,",,,"".
4.O PROJECI TRAFFIC CHARACTERISTICS
4.1 Trlp Generolion
Site-generated traffic estimates are determined through a Process known as trip generation'
Rates and equations are applied to the proposed land use to estimate traffic gmerated by the
development during a specific time interval. The acknowledged source for trip generation rates
is the Trip C*neration Reryrtt published by the Institute of Transportation Engineers (ITB. ITE
has established trip rates in nationwide studies of similar land uses. For this study, Kimley-
Hom used the ITE Trip Generation Report regression equations that appty to Single-Family
Detached Housing (210).
The entire development is expected to generate approximately 1078 daily weekday trips. Of
these, 82 trips are expected to occur during the weekday moming peak hour, while 111 trips are
expected during the weekday #ternoon peak hour. Table 1 summarizes the estimated traffic
generation for the proposed Rapids on the Colorado development. The trip generation
worksheet is included in Appendix D. These calculations illustrate the equations use4
directional distribution of trips, and number of daily trips based on the pubtshed ITE rates'
Table 1 - The Rapids on the Colorado Proiect Traffic Generation
Daily
Vehicles Trips
Weekday AMPeakHour Weekday PM Peak Hour
In Out TotaI In Out Total
Single Family ResidenHal
(104 units)1078 n 61 82 70 41,111
I Institute of Transportation Engineers,
Washington DC,2003.
Tip Generation: An lnformation Report, Seventh Editioo
Kimley-Horu anil Associates, lnc.
096037N0 -The Rnpids on tlu Colorudo
Page 1.2
4.2Trip Distribution
Distribution of site traffic on the street system was based on the area street system
characteristics, existing traffic pattems and volumes, anticipated surrounding development
areas, and the proposed access system for the project. The directional distribution of traffic is a
means to quantify the percentage of site-generated tralIic that approac-hes the site from a given
direction and departs the site back to the original source. Based upon existing count
information, it is anticipated that haffic generated by the Rapids on the Colorado project would
distributed L5 percent to and from the west and 85 percent to and from the east. Figure 6
illustrates the expected project trip distribution for the development.
4.3 Troffic Asslgnment
Traffic assignment was obtained by applying the distribution to the estimated taffic generation
of the development shown in Tabte 1. The Rapids on the Colorado traffic assignments is
illustrated in Figure 7.
4.4 Totol Bockground Plus proiect Troffic
Site traffic volumes were added to ttre background volumes to represent estimated haffic
conditions for the 2008 horizon. These weekday totat traffic volumes are illustrated in Figure g.
Kimlry-Horn and Associates, lnc.
096037000 -Tlrc Rapids on the Colorado
Page L3
Gorfidd Crcd< Rood
cR-512
FIGURE 6
THE RAPIDS ON THE COLORADO
PROJECT TRIP DISTRIBUTION
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TT
f;' 6aooN@
I
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!i.-
<_
4- 652
R,n'tl
eeoo
LEGEND:
o
@
Study Areo Key lntersectlon
Project Access Drlve
<-XX%(XX%) IN(OUT) Peok Hour Trip Distribution
7.1J1 !-.=_-e---
L.jI7 \ ond issociotes' lnc'
I{OFt-rFl
NTS 096037000
Gorllcld Crcdr Rood
cR-512
FIGURE 7
THE RAPIDS ON THE COLORADO
PROJECT TRAFFIC ASSIGNM ENT
J)
i.
dJI
R_
<_
Z- 14(16)
\1
ts';,
I
o
I
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--+
2(7)-\
II
ONxs9FO
Study Areo Key lntersection
Project Access Drive
<- XX (XX) AM(PM) peok Hour Troffic Votume
[XX,XXX] Doily Troffic Count
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Study Areo Key lntersection
Project Access Drive
AM(PM) Peok Hour Troffic Volume
Doily Troffic Count
FIGURE 8
THE RAPIDS ON THE COLORADO
2OO8 BACKGROUND PLUS PROJECT TRAFFIC VOLUMES
7tafr K:ili:ev-Horn
\I7 \ ono Assocrores rnc'
5.0 TRAFFIC OPERATIONS ANALYSIS
Kimley-Horn s analysis of traffic operations in the site vicinity was conducted to determine
potential capacity deficiencies in the 2008 development horizon at the identified key
intersections. The acknowledged source for determining overall capacity is the current edition
of the H$way CtprcitV Mnnualz.
5.1 Anolysis Methodology
Capacity analysis results are listed in terms of Level of Service (LOS) LOS is a qualitative term
describing operating conditions a driver will experience while traveling on a particular street or
highway during a specific time interval. It ranges from A (very little delay) to F (long delays
and congestion). For intersections and roadways in this study area, Kimley-Hom recommends
intersection LOS D as the minimum threshold for acceptable operations. Table 2 shows the
definition of level of service for signalized and unsignalized intersections.
Definitions ptwiiledfrom the Higlanay Capacity Manual Special Report 209, Transportation Research Boaril, 20rtr..
Shrdy area intersections were analyzed based on average total delay analysis for signalized and
unsignalized intersections. Under the unsignalized analysis, the level of service (LOS) for a
two-way stop conkolled intersection is determined by the computed or measured conkol delay
2 Transportation Research Board, Highway Capacity Manual,spxialReport 209, Washington DC, 2000.
Kimley-Horn and Associates, Inc.
0960i7N0 - The Rapids on the Colorado
Page 1.7
Table 2 - Level of Service Definitions
Level of
Service
Signalized Intersection
Average Total Delay
(sec/veh)
Unsignalized Intersection
AverageTotal Delay
(sec/veh)
A <10 <10
B >10 and <20 >10 and < 15c>20 and < 35 >15 and < 25
D >35 and S 55 >25 and < 35
E >55 and < 80 >35 and < 50
F >80 >50
and is defined for each minor movement. Level of service for a two-way stop-controlled
intersection is not defined for the intersection as a whole. Level of service for a signalized and
four-way stop controlled intersection is defined for each approach and for the intersection.
5.2 Key lntercectlon Operotionol Anolysis
Calculations for the level of service at the key intersections are provided in Appendix E. The
existing year analyses are based on the lane geometry and intersection control shown in Figure
2. L,evel of service for the intersections was calculiated using HCS 20N analysis software.
Kimlny-Horn and Associates, Inc.
095037000 - The Rapids on thc Colorailo
Page 18
o
Interstate 70 New Castle Interchange westbound Ramps
The intersection of the westbound Interstate 70 ramps at the New Castle Interchange is
unsignalized, with stop conhol located on the off-ramp approach. Currently, this intersection
has movements that operate acceptably during both AM and pM peak hours. In 200g, the off-
ramP approach is anticipated to degrade to a poor level of service during the aftemoon peak
hour with iust background traffic growth (prior to the addition of project traffic). Therefore, it
was found that this intersection would benefit from separate left and right tum lanes on the off-
ramP approach. This will primarily serve the aftemoon peak hour traffic exiting westbound I-
70 towards New Castle. It is believed that this approach is wide enough to accommodate
separate tum lanes for a certain distance. With this improvemen! all movements at the
intersectio:t are anticipated to operate acceptably throughout the 200g horizon. Table B
summarizes the level of service results at this existing signalized intersection.
Table 3 - Interstate 70 New Castle Interchange Westbound Ramps LOS Results
Improved with separate left/throuSt r"
Kimley-Horn anil Associates, lnc.
096037000 - Thc Rapids on the Colorailo
Scenario & Movement AM Peak Hour PM Peak Hour
Delay
(sec/veh)LOS DeIay
(sec/vehl LOS
ZUU6 Uxisting
Northbound Left/Through
Westbound Left/Throush/ Risht
8.7
l't.2
A
B
8.3
32.8
A
Dzuu6 DacKgrouncl
Northbound Left/Through
Westbound Left/Throush/ Risht
8.9
13.0
A
B
8.4*tfrl)AA.
2008 Background - Improved *
Northbound L,eft / Throu gh
Westbound kft/Through
Westbound Right
8.9
17.8
9.7
A
C
A
8.4.@
18.6
A,ao
C2008 Background plus Project
Northbound Left/Through
Westbound lcft/Through
Westbound Risht
9.0
19.2
9.8
A
C
A
A.o
C
Page'L9
s
$
\,
Interstate 70 New Castle Interchange Eastbound Ramps
The eastbound ramp intersection at the Interstate 70 New Castle Interchange has movements
that operate with a poor level of service during the morning peak hour today during existing
traffic. This is due to the heavy southbound left tum movement of uaffic leaving New Castlg
entering Interstate 70 eastbound. Therefore, it was found that this intersection would benefit
from all way stop control to serve existing traffic. With this improvement, the intersection is
anticipated to operate acceptably through the 2008 horizon. Table 4 summarizes the level of
service results at this existing signalized intersection'
# Improvedwith All WayStop Control
Kimley-Horn mtil Associates, lnc.
096037ffi0 -mcwds on the C-olmado
Table 4 - Interstate 70 New Castle Interchange Los Results
\
Scenario & Movement
AM Peak Hour PM Peak Hour
Delay
(sec/veh)LOS
Delay
(sec/veh)LOS
2005 Existing
Southbound kft/Through
Eaethmrnd I "eft /T?rrouoh / Risht
9.6
J6'h,
A
1T\
8.1
17.o
A
c
2008 Background
Southbound Ieft/Through
Eectlnrrnd I "eft /Throu oh / Richt
9.8
^
A
/F
8.4
?2.0
A
c
2008 Background Plus Project
Southbound Left /Throu gh
Eactlrorrnd I .eft /Throu oh / Rieht
70.2
-J0fr
B6)8.5
25.6
A
D
2006 Existing #
Eastbound Approach
Northbound Approach
Southbound Approach
1s1,tr
10.08
9.81
18.61
B
B
A
C
10.81
9.33
9.@
12.03
B
A
A
B
2008 Background #
Eastbound Approach
Northbound Approach
Southbound Approach
18.18
70.67
11.31
8.87
C
B
B
C
13.39
10.04
10.77
15.91
B
B
B
c
2008 Background Plus Project #
Eastbound Approach
Northbound Approach
Southbound Approach
20.42
11.01
12.73
27.63
C
B
B
D
't6.16
10.53
17.74
20.29
c
B
B
C
Page 20
5.3 Proiect Access Evoluoiion
The proposed Rapids on the Colorado access street intersections of paddle lA/heel Lane and
white Water Lane along cR-335 were evaluated with this study. It was found that both access
street intersections are anticipated to operate acceptably, as shown in Table 5.
5.4 CR-335 Roodrroy Segment Anolysls
.
The roadway segments of CR-335 have been evaluated adjacent to the project site and along CR-
335, just west of the I-70 New Castle Interchange. " It has been determined that acceptable
roadway level of service will result along CR-335 in 2008, with or without the addition of The
Rapids on the Colorado project traffic. Results of the analysis aie shown in Table 5 with the
calculation sheets provided in Appendix F.
Kimley-Horn and Associates, Inc.
096037N0 - Tlu Rapids on the Colorailo
Table 5 - The Rapids on the Cororado proiect Access Los Results
Scenario & Movement
Paddle Wheel Lane & CR-395 (A)
Eastbound Left/Through
Southbound LeftlRieht
White Water I^ane & CR-335 (B)
Eastbound Left/Through
Southbound t€ftlRi
Table 6 - CR-335 Roadway Segment LOS Results
West of I-70In
Page 21
5.5 Proiecl Troffic Volume lncreqse Cqlculqtion
To determine whether or not the developer of the project would be required to obtain a CDOT
Access Fermit for this project at the I-70 New Castle interchange, project haffic volume
increases have been calculated. Per the State of Colorado Access Code, it has been determined
that the addiJion of project traffic will not increase traffic volumes greater than 20 percent over
the 2006 existing volumes (calrculations provided in Appendix G). Therefore, an access permit
is not anticipated to be required from CDOT.
Kimley-Horn anil Associates, Inc.
096037N0 - Ttrc Rapids on the Colotado
Page 22
5.0 CONCLUSIONS AND RECOIT,IMENDATIONS
Based on the analysis presented in this repor! Kimley-Horn believes the proposed Rapids on
the Colorado residential development will not cause impact to the existing roadway network.
The traffic analysis determined the foflowing recommendations:
o The addition of project traffic to the New Castle Interchange (Interchange 105) of Interstate
70 is anticipated to be less than 20 percent. Therefore, a CDOT Access permit is not
anticipated to be required for this project. Improvements identified for the New Castle
Interchange ramPs wete found to be needed without construction of the Rapids on the
Colorado Proiect. It is understood that CDOT is aware of the interchange operational issues.
Therefore, the County shall work with CDOT to implement the following recommendations
relative to the interchange:
Prior to the addition of project traffic in 200g, It was found that this
intersection would benefit from separate left and right tum lanes on the off-
ramp approach. It is believed that this approach is wide enough to
accommodate separate tum lanes for a certain distance. with this
improvement, all movements at the intersection are anticipated to operate
acceptably.
With the existing traffic, it was found that this intersection would benefit
from all way stop conhol. With this improvemenlthe intersection was
found to operate acceptably.
Based uPon trip generation calculations, each unit generates approximately 10.25 hips per
day per unit. Therefore, any roadway providing access to 40 units or more would be above
the County threshold of Rural Access of 400 vehicles per day. From evaluating the site plan,
Kimley-Horn anil Associates, Inc.
096037N0 -The Rapids on the Colorado
Page 23
it is believed that this threshold willbe exceeded along Paddle Wheel Lane between CR-335
and Canoe Way, and along White Water Lane between CR-335 and Steamboat Way. If any
roadway segments were to be designed to the higher County standard, they should apply
within only these segments of the project.
-STOP' signs (R1-1) shall be placed on the access street approaches of Paddle Wheel Lane
and White Water Lane to CR-335. In addition,'STOP' or "YIELD" signs shall be placed on
the minor street approaches within the residential development, as appropriate. The
controlled approach shall be the minor leg of a "T' intersection.
All on-site and off-site signing and striping improvements should be incorporated into the
Civil Drawings, and conform to Garfield County standards, as well as the Manual on
UniformTraffic Control Devices 2003 (MUTCD)'
Kimley-Horn and Associates, lnc.
096037N0 - ru Rapids on tlu Colorado
Page 24
APPENDICES
Kimley-Horn and Associates, Inc.
096037000 - The Rapids on tlu Colorado
,FII'ILJIL\
APPENDIX A
Conceptuo! Site Plon
Kimley -Horn and Associate s, lnc.
0960B7m0 - Tlu Rryids on the Colorado <=n
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Planned Unlt Development
PRELIMINARY PUI,T
MOUNTTUN ERO55
ENGINEERINC. lNE.:!ltf ryf Y*P c"a91e..!_D!rq
APPENDIX B
lntersection Count Sheets
Kmley-Horn and Associates, Inc.
096037000 -T'tuRapids on the Colorado <=n
All Tratric Data Services, lnc
9660 W 44th Ave
Wheat Ridge, CO 80033
www.alltrafficdata.net
08:00 AM
08:15 AM
08:30 AM
File Name : WBRAMPS&BRUCEAM
Site Code : 00000000
Start Date | 8nnA06
Page No :1
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Wheat Ridge, CO 80033
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Wheat Ridge, CO 80033
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File Name : WBRAMPS&BRUCEPM
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Start Date :8t1t2006
Page No :1
236
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Wheat Ridge, CO 80033
www. a I ltraffi cdata. n et File Name : WBRAMPS&BRUCEPM
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Start Date :81112006
Page No :2
Peak Hour for
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9660 W 44th Ave
Wheat Ridge, CO 80033
www. al I traffi cd ata. n et File Name : EBRAMPS&BRUCEAM
Site Code : 00000000
Start Date :8l1l2Q0O
Page No :1
Printed- Unshifted
BRUCE RD
Southbound
E^II 1O5 EE RAMPS
Westbound
BRUCE RD
Northbound
EXIT 105 EB MMPS
EastboundStart Time Lefi Thru Risht Peds Lefi Thru Risht Peds Let Thru Right Peds Left Thru Risht Peds lnt. TotdFac{or 1.0 1.0 1 1.0 1.0 I.0 1.0 1.'t.0 1.1.0 1.0 1.0 1.0 .l.0
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AllTrafric Data Seruices, lnc
9660 W 44th Ave
Wheat Ridge, CO 80033
www. alltraffi cd ata. n et
05:00 PM
05:15 PM
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File Name : EBRAMPS&BRUCEPM
Site Code : 00000000
Start Date :81112006
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Page 1
COLORADO RIVER RD W/O BRUCE
Site Code: 1
402
17:0O
02:00 I ' 2 '' : ' ' 1i ': ri l
9o4:oo i ls 18
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PM Peak
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AllTraffic Data Services, lnc.
9660 W44th Ave
Wreat Ridge, CO 80033
vtmw. alltraf fi cdata. net
Page 1
CR335 WO JUNCT]ON INTERSECTION
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APPENDIX C
Troffic Grovrth Colculotion lnformotion
Kmley-Horn and Associates, lnc.
095037N0 - Tlu Rapids on the Colorado
rlI'Ib.JI7 \
Average DailY Traffic
CountY Road SYstem
2002 TransPortation Study
Garfield C.ountY, Colorado
Sorted by CountY Road Number
County Road Name Average DallY
Number Tratric (ADT)
69 Westbank Rd
83
Sunlight Peak Rd
Gatherine Storc Rd
Whito HallRd
u7
83 4U
88 1U
100 /A{3
101 366
102 iilssourl Helshts 583
103 Crustal Sorinos Rd ItTt
105 Gerise Rd 56
107 Red HIll Rd 250
.l08 Thomoson Grcek Rd 1192
t09 Hardwick Bridoe Rd 203r
{10 Old Dumo Rd tl47
111 Prince Grcek Rd 783
112 Cruetal Sorinos Mtn 459
11t Gottonwood Pass Rd 812
114 CMC Rd {979
{t5 Red Ganvon Rd 275
117 Four Mlle Rd 2077
{18 Itit Sopris Ranch Rd 132
fi9 Kindall Rd 17
120 Lookout lf,ountain Rd 40
121 Goulter Creek Rd 39
122 Uooer Cattle Creek Rd 123
123 Marlon Cemetry Rd t9
125 Drv Park Rd 211
126 Black Diamond Mine Rd 185
127 Three Mlle Rd 427
129 No Name Ln 14
132 iiitchell Creek Rd lt7
133 iielRav Rd 1577
lU South Canvon Crcek Rd 525
137 Canvon Crcek Rd 309
138 Slauohterlrouse Rd 63
140 Coffee Pot Rd 215
t50 Sweetwater Lake Rd 267
l5t Sweetwater Cow CamP Rd 5{
153 Bio Four Rd 38
154 Old Hlqhwav 82 2664
162 La Caeita Rd 87
170 Panorama Dr 325
200 North Drv Fork Rd 71
201 Baxter Pass Rd 45
202 Kimball Grcek Rd 14
204 Roan Creek Dr 337
205 SaltWash 13
206 Prairie Ganyon Rd 1
207 Carr Crcek Rd
Brush Greek Rd
Mile Pond Rd
Clear Creek Rd
Conn Creek Rd
16
20!27
210 820
211 ,l6
213 I
214 Peach Vallev Rd 758
215 Parachute Greek Rd 9{9
216 Antonelli Ln 193
217 LIttle Box Canyon Rd 210
219 Middle Rifle Creek 256
221 Grcen Ln 392
222 South Drv Fork Rd 72
223 Petercon Ln 991
225 Antlers Ln 242
226 Grass Valley Rd 325
227 illiller Ln
Ptutti Ln
Ukele Ln
First Street
Silt Mesa Rd
93t
228 t96
229 356
231 942
233 896
235 Davis Point 307
236 Harness Ln r8{
237 llgnLey Gap Rd 908
238 Slaughter Gulch Rd 23
240 Bruce Rd 175
241 Elk Crcek Rd 313
242 JQS Rd 84
243 Main Elk Rd 171
2U Fravert Reseruoir Rd 317
245 Buford Rd 1464
246 Anvil Points Rd 366
247 North Gutoff Rd 100
250 Bendetti Rd 312
251 North Hasse Ln 126
252 West Rifle Creek Rd 283
257 tlesa Dr 198
259 Jewell Ln 309
259A 259A 103
260 Tippitt Ln 143
261A lngercollLn 137
261 Groff Ln 334
262 Mid-Valley Ln 336
263 Weare Ln 99
265 Prcfontaine Rd 951
266 Asgard Subdivislon 119
286 Atchee Rd 5
2e1l ttephens Hitt 283
2e3 |tlorth Graham Rd 1117
294l|louth Graham Rd 702
296 Dokes Ln 87
297 Wittwer Ln 59
298 Smith DollCoal Mine Rd 7
300 Battlement Pkury 2527
301 Monlsania ltllesa Rd 600
302 Underuvood Ln 82
306 Wallace Grcek Rd t59
309 Rulison/Parachute Rd 378
311 Divide Grcek Rd 2249
312 Garfleld Greek Rd 211
313 East Divide Creek Rd 137
314 Alkali Grcek Rd 205
315 Mamm Crcek Rd 1300
316 Knuckles Creek Rd 49
317 Beaver Crcek Rd 104
319 West tamm Creek Rd 134l
320 Rlfle-Rulison Rd 1496
321 Tauohenbaugh Mesa Rd 128
322 Shaeffer Rd 414
323 Rulison Rd 699
t21 Maxfield Rd
Porcuoine Grcek
195
325 t03
326 Chlpperlield Ln 150
t27 Halls Gulch 212
329 Spruce Crcek 89
331 Dry Hollow Rd
Ramsey Gulch Rd
Hunter lf,esa Rd
334
Colorado River Rd
Jenkins Cutoff
Fairview Rd
Raven Rd
West Divide Rd
Aimort Rd
Garfield County Airport
Runwav Rd
1102
332 158
333 220
334 27
335 2712
336 253
u2 267
343 56
34 t40
346 1344
352 l{39
352A 248
3574 Villaqe Dr ItO
451 Panoramlc Dr 129
tls5 RainbowDr 262
456 Odin Dr 140
'ownhouse
Designed by
Checked by
Date
TRIP GENERATION MANUAL TECHNIQUES
ITE Trio Generation Manual 7th Edition, Average Rate Equations
Land Use Code - Residential Condominium/Townhouse (230)
lndependant Variable - Dwelling Units (X)
)( = 153
T = Average Vehicle Trip Ends
Peak Hour of Adlacent street rrafflc. one Hour Between 7 and 9 a.m. (paoe 36g)
r = 0.44 * X ?':"*'"1?'"n'o'lilon" vJ.,[fl r,i'Jl"o3t'" exit'
T = 0.44 * 153.0 11 entering 56 exiting
11+56=67
DirectionalDistribution: 670/0 ent. 33yo exit.
T = 0.52 'X T = B0 Average Vehicle Trip Ends
T = 0.52' 153.0 54 entering 26 exiting
5426=80
Weekdav (oaqe 367)
Dally Weekday Dkectional Distribution: 50% entering, 50% exiting
T = 5.86'X J = 896 Average Vehicle frip gnOs
T = 5.86 * 153.0 449 entering Ug exiting
448+M8=896
APPENDIX D
Trip Generotion Worksheet
Kmley-Horn and Associates, lnc.
096037N0 -Tlu Rapids on the Colorado <=n
FaffiyB Klmtw'rlomLmf \ ardAisochtes,lnc,
Project The on the ColoradoSubject T
Designed by
Checked by
No.
SheetNo.
TRIP GENERATION MANUAL JECHNIQUES
ITE Trio Generation ManualTth Edition, Fifted Curve Equations
Land Use Code - Singte-Family Detached Housing (210)
lndependant Variabte - Dwelling Units (X)
l= 104
T = Average Vehicle Trip Ends
Peak Hour of Adiacent Street rraffic. one Hour Between 7 and 9 a.m. (paqe 270)
(T) = o.zo (X) + g.ng
(T) = 0.70. (104.0) + 9.43
DirectionalDistribution: 2|o/o ent. lsvof = 82 Average Vehicle Trip Ends21 entering 62 exiting
21 +61 82
Peak Hour of Adiacent Street Traffic. one Hour Between 4 and 6 o.m. (oaqe 271)
Ln(T) = 0.90 Ln(X) + 0.53Ln(T)=Q.99* Ln(104.0) + 0.53
DirectionalDistribution: 63Yo ent. gl%
J = 111 Average Vehicle Trip Ends70 entering
70+41
41 exiting
= 111
Weekdav (oaoe 269)
Daily Weekday
Ln(T1= 0.92 Ln(X) + 2.71Ln(T)=0.92* Ln(104.0) + 2.71
Directional Distribution: 50% entering, S0% exitingf = 1078 Average Vehicle Trip Ends539 entering 539 exiting
539 = 1078
APPENDIX E
HCS lntersection Anolysis Worksheets
Kmley -Hom anil Associates, lnc.
096037N0 - The Ro2ids on the Colorado
<=ZI
Two-Way Stop Control Page I of2
TWO.WAY STOP CONTROL SUMMARY
cyluo. Kmley-HornPerformed A/3/2006
Time Period Existing AM peak
lntersection l-_70 WB Ramp at New
Casf/e
The Rapids on the Colorado
Undivided
Rights Reserved
file://C:\Documents and Settinss\curtis.rowe\Local settinss\Temn\u2kl BC.tmn Rl4t2006
TWO.WAY STOP CONTROL SUMMARY
Analyst CDRAgency/Co. Kmley-Horn
Date Performed 8/3/2006
Analysis Time Period Existing PM Peak
lntersection l-70 WB Ramp at New
Cast/eJurisdiction GafieH Coun$
Analysis Year 2006
>roiect Descriotion The Raoids on the Colorado
EastM/est Street: l-70 WB Ramp tlorth/South Street: Bruce
lntersection Orientation: Norfh-Soufh Studv Period (hrs): 0.25
Maior Street Northbound Southbound
Vlovement 1 2 3 4 5 6
L T R L T R
y'olume 51 123 0 0 241 108
Peak-Hour Factor. PHF 0.91 0.77 0.93 0.93 0.93 0.87
{ourly Flow Rate, HFR 56 159 0 0 259 124
rercent Heaw Vehicles 5 0
rledian Tvoe Undivided
lT Channelized 0 0
-anes 0 1 0 0 1 0
3onfiguration LT rR
Uostream Sional 0 0
Minor Street Westbound Eastbound
Movement 7 I I 10 11 12
L T R L T R
Volume 96 1 431 0 0 0
,eak-Hour Factor, PHF 0.86 0.25 0.81 0.93 0.93 0.93
{ourly Flow Rate, HFR 111 4 532 0 0 0
eercent Heaw Vehicles 5 5 5 0 0 0
)ercent Grade (%)0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 0 I 0 0 0 0
Configuration LTR
Approach NB SB Westbound Eastbound
Vlovement 1 4 7 8 9 10 11 12
-ane Configuration LT LTR
r (vph)56 a7
(m) (vph)1159 745
ilc 0.05 0.87
)5% queue length 0.15 10.61
3ontrolDelay 8.3 32.8
rOS A D
Approach Delay 32.8
Aooroach LOS D
Rights Reserved
Two-Way Stop Control Page I of2
fi I e : //C :\Docr rm ents and Setf.i n ss\curti s.rowe\T,ocal Setti n ss\Temn\u2k I C I .tmn 8t4t2006
Two-Way Stop Control Page of2
Rights Reserved
TWO-WAY STOP GONTROL SUMMARY
rormed 8/y2006
Time Period Background AM peak
l-70 WB Ramp at New
Casf/eiction Gafield County
The Rapids on the Colorado
Undivided
file'//C'\Docttmenfs and Seftinos\errrtis rowe\T.neal Spffinss\Tcrnn\rr2klC6 trnn *.ta.t'rfinA
TWO.WAY STOP CONTROL SUMMARY
\nalyst CDRAgency/Co. Kmley-Horn
Date Performed 8/3/2006
Analysis Time Period Background PM Peak
lntersection l-70W8 Ramp at New
Cast/e
Jurisdiction Garfield CountY
Analysis Year 2008
Proiect Description The Rapids on the Colorado
last/West Street: l-70 WB Ramp North/South Street: Bruce
lntersection Orientation: North-South 3tudv Period (hrs): 0.25
Maior Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
y'olume 69 165 0 0 266 115
Peak-Hour Factor. PHF 0.91 0.77 0.93 0.93 0.93 0.87
Hourly Flow Rate, HFR 75 214 0 0 286 132
Percent Heaw Vehicles 5 0
Vledian Type Undivided
1T Channelized 0 0
-anes 0 1 o 0 I 0
Sonfiquration LT 7'iR
Uostream Sional 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 140 0 457 0 o 0
Peak-Hour Factor. PHF 0.86 0.25 0,8tr-0.93 o.93 o.93
{ourly Flow Rate, HFR 162 0 564 0 0 0
>ercent Heaw Vehicles 5 5 5 0 0 0
)ercent Grade (%)0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 0 1 0 0 0 0
Configuration LTR
Approach NB SB Westbound Eastbound
Movement 1 4 7 I I 10 11 12
Lane Gonfiguration LT LTR
v (vph)75 726
3 (m) (vph)1 125 641
tlc 0.07 1.13
)57o Queue length 0.21 22.65
SontrolDelay 8.4 101.7
-os A F
Approach Delay 101.7
{ooroach LOS F
Rights Reserved
Two-Way Stop Control Page 1 of2
fi le://C :\Doctrments and Settin os\ct trti s.rowe\T .oca I SeJtin qs\Temn\rt2k 1 CD tmn LllJ)on6
TWO.WAY STOP CONTROL SUMMARY
Analyst CDRAgency/Co. Kmley-Horn
Date Performed A/3/2006
Analysis Time Period Background AM Peak -
lmp
lntersection l-70 WB Ramp at New
Cast/eJurisdiction Gartield County
\nalysis Year 200A
i,rojecr uescnptpn rne Rapids on the colorado
EastM/est Street: l-70W8 Ramp tlorth/SouthStreet: Bruce
ntersectionOrientation: North-South StudyPeriod{hrs): 0.25
Maior Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R/olume 29 152 0 0 480 45
Peak-Hour Factor. PHF 0.80 0.82 0.85 0.85 .0.85 0.88
Hourly Flow Rate, HFR 36 185 0 0 5A 51
Percent Heaw Vehicles 5 0
Uledian Tvoe Undivided
RT Channelized 0 0
:anes 0 1 0 0 1 0
3onfiguration LT IR
Jpstream Signal 0 0
Minor Street Westbound Eastbound
l\Iovement 7 I I 10 11 12
L T R L T Ry'olume 31 0 69 0 0 0)eak-Hour Factor, PHF 0.88 0.85 0.77 0.85 0.85 0.85
{ourly Flow Rate. HFR 35 0 89 0 0 0rercent Heaw Vehicles 5 5 5 0 0 0rercent Grade (o/o)0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
:Oh€S 0 1 1 0 o 0
Sonfiguration LT R
Approach NB SB Westbound Eastbound
fulovement 1 4 7 8 I 10 11 12
Lane Configuration LT LT R
r (vph)36 35 89
] (m) (vph)950 316 850
rlc 0.04 0.11 0.10
95% queue length 0.12 0.37 0.35
Sontrol Delay 8.9 17.8 9.7
-os A c A
Approach Delay 12.0
Approach LOS B
Two-Way Stop Control
ucszomm Copyright @ 2003 University olFlorid4 All Rights Reserved
Page 1 ofl
Version 4. ld
file://C:\Documents and Settinss\curtis.rowe\t,ocal Settinss\Temn\rr2kl D2.tmn R(4DOO6
TWO.WAY STOP CONTROL SUMMARY
Analyst CDR
Agency/Co. KmleY-Horn
Date Performed 8/3/2006
Analysis Time Period Background PM Peak -
ntersection l-70 wB RamP at New
Cast/eJurisdiction Gartied CountY
Analysis Year 2008
Proiect Descriotion lhe Rapids on the Colorado
EastMest Street: l'70 WB RamP North/South Street: Bruce
lntersection Orientation: Norfh-South Studv Period (hrs): 0.25
Maior Street Northbound Southbound
Vlovement 1 2 3 4 5 6
L T R L T R
y'olume 69 165 0 0 266 115
Peak-Hour Factor, PHF 0.91 0.77 0.93 0.93 0.93 0.87
Hourlv Flow Rate, HFR 75 214 0 0 286 132
Percent HeaW Vehicles 5 0
Vledian Type Undivided
RT Channelized 0 0
[anes 0 I 0 0 I 0
Configuration LT TR
Jpstream Signal 0 0
Minor Street Westbound Eastbound
Movement 7 8 I 10 11 12
L T R L T R
y'olume 140 o 457 o o 0
Peak-Hour Factor, PHF 0.86 0.25 0.81 0.93 0.93 '0.93
Hourlv Flow Rate. HFR 't62 0 5il 0 0 0
rercent Heaw Vehicles 5 5 5 0 0 0
eercent Grade (o/o)0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 0 1 1 0 0 0
Sonfiguration LT R
Approach NB SB Westbound Eastbound
Movement I 4 7 I I 10 11 12
Lane Configuration LT LT R
r (vph)75 162 564
] (m) (vph)1125 366 818
rlc 0.07 0.44 0.69
)57o Queue length 0.21 2.19 5.65
SontrolDelay 8.4 22.4 18.6
ros A c c
Approach Delay 19.4
Aooroach LOS c
Rights Reserved
Two-Way Stop Control Page 1 of2
file://C:\Documents and Settinss\curtis.rowe\Local Settinss\Temn\rr2kl D7-tmn *,tu)no6
TWO.WAY STOP CONTROL SUMMARY
Performed A/3/2006
lntersection l:70 WB Ramp at New
Casf/e
The Rapids on the Colorado
EastMest Street: l-70 WB
Undivided
Copyright @ 2003 Univenity ofFlorid4 All Rights Raserved Version 4.ld
TWO-WAY STOP CONTROL SUMMARY
Analyst CDR
Agency/Co. Kmley-Horn
Date Performed 8/3/2006
Analysis Time Period TotalPM Peak - lmp
ntersection l-70 WB Ramp at New
Casf/e
Jurisdiction Gaiield CountY
Analysis Year 2008
rroiect Descriotion The Raoids on the Colorado
EastMest Street: l-70 WB Ramp tlorth/South Street: Bruce
lntersection Orientation: North-South Studv Period (hrs): 0.25
Maior Street Northbound Southbound
Vtovement 1 2 3 4 5 6
L T R L T R
y'olume 73 169 0 0 273 115
Peak-Hour Factor. PHF 0.91 0.77 0.93 0.93 0.93 0.87
Hourlv Flow Rate. HFR 80 219 0 0 293 132
)ercent Heaw Vehicles 5 0
Vledian Type Undivided
lT Channelized 0 0
-anes 0 1 0 0 1 0
Sonfiouration LT IR
Uostream Sional 0 0
Mlnor Street Westbound Eastbound
Vlovement 7 8 I 10 11 12
L T R L T R
y'olume 186 0 457 0 0 0
Peak-Hour Factor. PHF 0.86 0.25 0.81 0.93 0.93 0.93
Hourlv Flow Rate. HFR,216 0 5U 0 0 0
Percent Heaw Vehicles 5 5 5 0 o 0
)ercent Grade (o/o)0 0
:lared Approacft N N
3torage 0 o
lT Channelized 0 0
-anes 0 1 I 0 0 0
3onfiguration LT R
\pproach NB SB Westbound Eastbound
lVlovement 1 4 7 I I 10 11 12
Lane Configuration LT LT R
u (vph)80 216 5U
C (m) (vph)1118 354 813
vlc 0.07 0.61 o-69
95% queue length 0.23 3.84 5.74
ControlDelay 8.5 29.9 18.8
LOS A D c
\pproach Delay 21.9
\ooroach LOS c
Rights Reserved
ttcszoo6M
Version4.ld
Version 4. ldCopyright @ 2003 University ofFlorida, All Riehts Reserved
TWO-WAY STOP CONTROL SUMMARY
Analyst CDRAgency/Co. Kmley-Horn
Date Performed S/4/2006
Analysis Time Period Exisfing AM peak
lntersection l-70 EB Ramp at New
Casf/eJurisdiction Gaffietd County
Analysis Year 2006
rroJecr uescnptpn rne Rapids on fhe colorado
EastMest Street: l-70 EB Ramo \orth/South Street: Bruce
ntersectionOrientation: North-South Study Period (hrs): 0.Zo
Maior Street Northbound Southbound
Vlovement 1 2 3 4 5 6
L T R L T Ry'olume 0 89 133 426 46 0
Peak-Hour Factor. PHF 0.80 0.86 0.71 0.86 0.68 0.88
Hourly Flow Rate, HFR 0 103 187 495 67 0
Percent Heaw Vehicles 5 0
[4edian Type Undivided
RT Channelized 0 0
Lanes 0 1 0 0 1 0
Sonfiguration rR LT
Upstream Signal 0 0
Minor Street Westbound Eastbound
Movement 7 I I 10 11 12
L T R L T R
Volume 0 0 0 66 0 49reak-Hour Factor, PHF 0.88 0.85 0.77 0.79 1.00 0.72
Hourly Flow Rate, HFR 0 0 0 83 0 68
Percent Heaw Vehicles 5 5 5 0 0 0)ercent Grade (%)0 0
:lared Approach N N
Storage o 0
RT Channelized 0 0
Lanes 0 0 0 0 1 0
Configuration LTR
{pproach NB SB Westbound Eastbound
Movement ,l 4 7 8 I 10 11 12
Lane Confiquration LT LTR
r (vph)495 151
C (m) (vph)1283 196
tlc 0.39 0.77
)5% queue length 1.85 5.22
SontrolDelay 9.6 66.8
-os A F
Approach Delay 66.8
Approach LOS F
Two-Way Stop Control
ucszooorM Copyright @ 2003 University ofFlorid4 All Rights Reserved
Page 1 ofl
Version 4. ld
file://C:\Documents and Settinss\curtis.rowe\Local Settinss\Temn\u2kl BA.tmn 814120a6
TWO.WAY STOP CONTROL SUMMARY
Analyst CDR
Agency/Co. KmleY-Horn
Dite Performed 8/4/2006
Analysis Time Period Existing PM Peak
l-70 EB RamP at New
Casfle
Gafield CountY
2006
The
East/West Street: ,-70 EB RamP
lntersection Orientation: Norti-South
lllaior Street I
Movement I 1
IL
Volume I 9.
Peak-Hour Factor, PHF | 0-80
Hourlv Flow Rate, HFR I 0
Percent Heaw Vehicles I 5
Median Tyoe I
RT Channelized I
Lanes I o
Confiouration I
Llostream Sional I
Northbound
2
T
158
0.76
207
1
0
3
R
44
0.92
47
0
o
IR
I Southboundffi
Ir$lragI o.ez I 0.86ffi
lnl-
Undivided
6
R
0
0.88
0
0
o0
LT
Minor Street Westbound Eastbound
Movement 7 8 I 10 11 12
L T R L T R
y'olume 0 o 0 55 0 47
>eak-Hour Factor. PHF 0.88 0.85 0.77 0.72 1.00 0.78
Hourlv Flow Rate, HFR 0 0 0 76 0 60
Percent HeaW Vehicles 5 5 5 0 0 0
Percent Grade (%)0 0
:lared Approach N N
Storage o 0
RT Channelized 0 0
-anes 0 0 0 0 1 0
Sonfiguration LTR
Approach NB SB Westbound Eastbound
Movement 1 4 7 8 I 10 11 12
-ane Conftguration LT LTR
r (vph.)180 136
(m) (vph)1323 435
'tlc 0.14 0.31
)5% queue length 0.47 1.32
SontrolDelaY 8.1 17.0
ros A c
Approach DelaY 17.0
Aooroach LOS c
Page I of 1
Version 4.ld
Two-Way Stop Control
ncszowiw Copyright @ 2003 University ofFlorida, All Righs Reserved
file://C:\Docrrments and Settinss\c.rtrtis rowelf .oe'al Se;ttinos\Ternn\u2klRA tmn 9,lLl)fitr6
Page 1 of 1
Version 4. ld
Two-Way Stop Control
Copyright @ 2003 Univenity of Florida, AII Rights Reserved
TWO.WAY STOP CONTROL SUMMARY
Performed A/4/2i)06
Time Period Background AM peak
l-70 EB Ramp at New
risdiction Gaffietd County
Peak-Hour Factor. PHF
ucszoofv
fi le. //C.\Ilner rmenf s and Seff in os\errrf i s rowe\I .nea I Seffin os\Tcmn\rr2lr I F.F. tmn Llallnn,(
TWO.WAY STOP CONTROL SUMMARY
.!!!!!!!!!!!!!!|
\nalyst CDR
Agency/Co. KmleY-Hom
Dite Performed 8/4/2006
Analysis Time Period Background PM Peak
l-70 EB RamP at New
Cast/e
Gartied CountY
2008
The on the Colorado
EastMest Streel l-70 EB Street:Bruce
lntersectionOrientation: Nodh-Soufh Period 0.25
Maior Street Northbound Southbound
Vlovement 1 2 3 4 5 6
L T R L T R
y'olume 0 176 65 166 240 0
Peak-Hour Factor, PHF 0.80 0.76 0.92 0.82 0.86 0.88
Hourlv Flow Rate, HFR 0 231 70 202 279 0
Percent Heaw Vehicles 5 0
Median Type Undivided
RT Channelized 0 0
-anes 0 1 0 0 1 0
3onfiouration \TR LT
Upstream Signal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
y'olume 0 0 0 58 0 55
Peak-Hour Factor. PHF 0.88 0.85 0.77 0.72 1.00 0.78
Hourly Flow Rate, HFR o 0 0 80 0 70
Percent Heaw Vehicles 5 5 5 0 0 0
Percent Grade (%)0 0
Flared Approacft N N
Storage 0 0
lT Channelized 0 0
-anes 0 0 0 0 1 0
Oonfiquration LTR
Rpproach I Na SB Westbound Eastbound
Vlovement | 1 4 7 8 I 10 11 12
rane Configuration LT LTR
r (vph)202 150
c (m) (vph)1272 359
tlc 0.16 0.42
)5% queue length 0.56 2.00
SontrolDelay 8.4 22.0
LOS A c
Approach Delay I -22.0
Approach LOS I -c
Two-Way Stop Control
ucszoo{M Copyright @ 2003 University of Florida Alt Nghts Reserved
Page 1 of 1
Venion4.ld
fi l e: //C :\Doc.r rments end Settin os\crrrti s rowelT .ocal SeJtin qs\Temn\rr?k l B A tmn Llu)Nt6
TWO.WAY STOP CONTROL SUMMARY
l-70 EB Ramp at New
Casf/e
Gartied County
llB Rapids on the Colorado
Rights Reserved
acszoofu
Version 4.ld
Copyright @ 2003 University ofFlorid4 All Righs Reserved Version 4.ld
TWO.WAY STOP GONTROL SUMMARY
t-70 EB RamP at Newon casf/e
on Gafield CountY
Year 2008
st CDR
cy/Co. KmleY-Horn
Performed 8/4/2006
Time Period TotalPM Peak
Ihe Rapids on the ColPtglg-
Undivided
Copyright O 2003 University ofFlorida, All Rights Reserved Version 4. ld
ncszwiw
ALL.WAY STOP CONTROL ANALYSIS
Analyst CDRAgency/Co. Kmley-Horn
Date Performed tO/S/2006
Analysis Time period Existing AM peak
lntersection r-znEEI]lffil-70 EB Ramp at New Cast/e
Jurisdiction
Anarysis Year Gartield countY
HCS2000rM Copyright @ 2003 University ofFlorid4 All Rights Reserved Vcrsion4.ld
ALL.WAY STOP CONTROL ANALYSIS
lntersection l-70 EB Ramp at New Castle
Jurisdiction Garfield CountY
AnalysisYear 2006
Analyst CDR
Agency/Co. KmleY-Horn
Date Performed 10/5/2006
Analysis Time Period Existing PM Peak
0.25
10.81
Copnight @ 2003 University of Florida All Righs Reserved Vcrsion 4.ld
HCS2^oON
ALL.WAY STOP GONTROL ANALYSIS
Analyst CDRAgency/Co. Kmley-Horn
Date Performed fi/s/2006
Analysis Time Period Background AM peak
lntersection L7o EB Ramp at New casileJurisdic{ion Garfield County
Analysis Year 2oo\
0.25
Copyright @ 2003 University ofFlorida, All Righb ReservedHCS200ilM
Version 4. ld
Analyst CDR
Agency/Co. KmleY-Horn
Date Performed 10/5/2006
Analysis Time Period Background PM Peak
lntersection l-70 EB Ramp at New Cast/e
Jurisdiction Garfield CountY
Analysis Year 2008
Proiect lD The Raoids on the Colorado
last/West Street: l-70 EB RamP ,lorth/SouthStreet: Eruce
{nDmach Eastbound
L T R L T R
Volume 58 0 55 0 0 0
,/oThrus Left Lane 50 50
[ooroach Northbound Southbound
ilovemant L T R L T R
/olume 0 176 65 166 240 0
)6Thrus Left Lane 50 50
Eastbound Weotbound Northbound Sottttrbomd
L'l L2 L1 L2 L1 L2 L1 L2
Confrsuration LTR TR LT
,HF 0.85 0.85 0.85
:ldv Rate 132 283 477
)6 Heaw Vehlcles 5 5 5
,lo, Lanes 1 0 1 1
3eornefy Goup 1 1 1
)uraton. T 0.25
Prop. Left-Tums 0.5 0.0 0.4
)rop. Right'Tums 0.5 0.3 0.0
)r@. Heavy V€hlcle
tT-adj 0.2 0.2 0.2 0.2 0.2 0.2
rRT-adl 4.6 -0.6 4.6 -0.6 -0.6 -0.6
fiV-adj 1.7 1.7 1.7 1.7 1.7 1.7
radJ, computed 5.60 5.60 5.60
rd, initial value 3.20 3.20 3.20
r. lnitial 0.12 0.25 0.42
rd. final valus 5.60 5.60 5.60
(. final value 0.21 0.38 0.64
Uove-up tme, m 2.0 2.0 2.0
Service Time 3.6 3.6 3.6 3.6
Eastbound Wsstbound Northbound Southbound
L'l t2 L1 L2 L1 L2 L1 t2
}apacr$382 533 727
)elay 10.04 10.71 15.91
Los B B c
\pprcach: Delay 10.04 10.71 15.91
LOS B B c
ntersection Delay 13.39
ntersecton LOS B
HCS2ffi Copvrieht @ 2003 University of Florid4 All Rights Reserved Version 4.ld
ALL.WAY STOP CONTROL ANALYSIS
Analyst CDRAgency/Co. Kmley-Horn
Date Performed rc/S/2006
Analysis Time Period Total AM peak
lntersection L7O EB Ramp at New CasileJurisdiction Garfield CountyAnalysisYear 2OOa
Eastm/est Street: I-Z0 EB Ramp
dmmg*ma*a\DDroach
L T R L T Rr'otume 70 o 55 0 0 0/oThrus Left Lane 50 50
Uproach Northbound Snr rl{thar rndflovemBnILTRLT Ry'olume 0 123 220 452 75 0hThrus Left Lane 50 50
Eastbound Wsstbound hlarfhhar rni
Lllt2
LTR I
L1 L2 LlIL2
TtjI
L1 L2Sonfiguraiion
,HF 0.90 non
LI
:low Rate 138 29,n
)6 Heavy Vehicles 5 6
{o. Lanos !
1
0
0.
!
1
25
!ISeometry Group
)uration, T
Prop. Left-Tums 0.6 0.0 0.9,rop. Right-Tums 0.4 0.6 0-0)rop. Heavy Vehicle
lLT-adj 0.2 0.2 0.2 0.2 0.2 0.2RT-adf -0.6 -0.6 -0.6 -0.6 -0.6 -0.6HV-adJ 1.7 1.7 1.7 1.7 1.7 1.7udj, computed 6.13 6.13 .6.13
d, initial value 3.20 3.20 3.20r, initial 0.12 0.34 0.52rd, final value 6.13 6.13 6.13(, fnal value 0.24 0.51 0.83Move-up time, m 2.0 2.0 2.0iervice Time 4.1 4.1 4.1 4.1
/
ntersecuon Los
Northbound I SouttrUounO
630 t lTot I
12.73 I 127.63 I
12.73 I zt.osBID
2
HCS2OOOTM Copnight @ 2003 University of Florid4 All fughs Reserved Version 4.ld
ALL.WAY STOP GONTROL ANALYSTS
Analyst CDR
Agency/Co. KmleY-Horn
Date Performed 10/5/2006
Analysis Time Period Total PM Peak
lntersection l-70 EB Ramp at New Casf'e
Jurisdiction Garfield CountY
Analysis Year 2008
P@D The Raetds on the Co rfio
E*t/W*t Str""tt l-70 EB Ramp lNottilSo'th Stt"ot' Btc"
,,,"",,-,,,,==,=
L
58
50
T
0
R
62 0
50
Wesbound
T
0
Southboun(
T
293
R
0y'olume
/oThrus Left Lane
AoDroach
Movement
Volume
%Thrus Left Lano
0
_50
Eastbound
"-T_LTR I
0.85 II140 I5T
1
1
184 t92T-
Westboundffi
166 Id
Norhbound
R
0
L1 LllL2rRl
0.85 I
324 I--T--
1
Southbound
L1-T-LTI
0.85 I53e I5T
1
1
IPHF
lRrr Rate
l% HeawVetricles
lNo. Lanes
lcteoretty O.up
lrxrration- T 0.25
itili!i!!!!!ii=
'mp. Lefr-Tums 0.5 0.0 0.4
Prop. Right-Tums 0.5 0.3 0.0
'rop. HeaW Vehicle
LT-adj 0.2 0.2 0.2 0.2 0.2 0.2
RT-adl -0.6 4.6 -0.6 -0.6 4.6 4.6
fiV-adi 1.7 1.7 1.7 1.7 1.7 1-7
hadj, computod 5.83 5.83 5.83
rd. initial value 3.20 3.20 3.20
r. inital 0.12 0.29 0.48
d. ffnal value 5.83 5.83 5.83
<, final value 0.23 0.44 0.74
tirc 2.0 2.0 20
SeMceTime 3.8 3.8 3.8 3.8
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 t2 L1 t2
Sapacity 390 574 724
)elay 10.53 11.74 20.29
_os B B c
\pproach: Delay 10.53 11.74 20.29
LOS B B c
lntorsection DehY 16.16
ntersection LOS v
HCS2OdM Copyright @ 2003 University ofFlorfulr, All Rights Reserved Vcrsion 4. ld
TWO.WAY STOP CONTROL SUMMARY
Analyst CDRAgency/Co. Kmley-Horn
Date Performed 8/4/2006
Analysis Time Period TotalAM peak
lntersection CR-33S & paddte Wheel
DriveJurisdiction Gaffield County
Analysis Year 2OOB
Hrojecr uescrlption Tl
EastAilest Street: CR-:
lntersection Orientation:
-
Nortlvsoutl
Study Perio
Street: Paddle Wheel Lane
Major Street Eastborrnd
Vlovement 1 2 I !
I
YEOtIJ(JUIlU
L T P o
R
IVolume (veh/h)2 19 o n
Pe k-hour factor, pHF 0.85 0.85 o85 nR9
'lourly Flow Rate
lveh/h)2 22 !0 19
v. I I
10
Proportion of heavy
rehicles, P*o 5
Vledian type
1T Channelized?
Lanes 0
Oonfiguration LT
Upstream Signal 0
Iinor Street Northbound Southbound
7 I I 10 11 12
L T R L T Ry'olume (veh/h)o 0 0 21 n 6
0.88
)eak-hour factor, pHF 0.80 oR)0.85 0.85 0.85Hourly Flow Rate
(veh/h)o 0 0 24 0 6
Proportion of heavy
vehicles, P*5 5 0 0 5 5
Percent grade (%)0 0
&!gq approach N N
Storage 0 0lT Channelized?0 0Lanes000o003onfiqurationtR
Approach EB WB Northbound Southbound
Movement 1 4 7 I I 10 11 12
-ane Configuration LT IRVolume, v (vph)2 30
3apacity, c, (vph)1597 984
v/c ratio 0.00 0.03
Queue length (95%)0.00 0.093ontrolDelay (s/veh)7.3 8.8-os A AApproach delay
ls/veh)8.8
Approach LOS
A
Copyright @ 2003 Unirarsity ofFlorida, All Righs Reserved Version 4.ld
ucszooont
TWO.WAY STOP GONTROL SUMMARY
Analyst CDR
Agency/Co. KmleY-Horn
Date Performed 8/4/2006
Analysis Time Period TotalPM Peak
rntersection cR-335 & Paddle wheel
Drive
Jurisdiction Gafield CountY
Analysis Year 2008
The on the Colorado
EastM/estStreet CR-335 Street: Paddle Wheel Lane
lntersection Orientation: East-West Period (hrs): 0.25
Maior Street
[rlovement
ffi
Peak-hour factor. PHF
1
L
7
0.85
Eastbound
2
T
11
0.85
3
R
0
0.85
4
L
0
0.88
Westbound
5
T
18
0.85
6
R
25
0.77
Hourly Flow Rate 8 12 0 0 21 32
Proportion of heavY
vehicles, P*,0 5
Median tvpe
RT Channelized?
lLanes
lconfiouration
lUostream Sional
0
LT
!
a
Undit
I
0
,ided
0 1_
T
o
g
1_
R
ilinor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume (veh/h)0 o o 14 0 4
>eaklrour factor. PHF 0.80 0.82 0.85 0.85 0.85 0.88
Hourly Flow Rate
tveh/h)0 0 0 16 0 4
'roportion of heavy
rehicles, Pru 5 5 0 0 5 5
Percent grade (o/o)0 0
Flared apProach N N
Storage 0 0
RT Channelized?0 0
Lanes 0 0 0 0 0 0
Configuration LR
\pproach EB WB Northbound Southbound
Movement 1 4 7 8 I 10 11 12
Lane Configuration LT tR
20
Volume, v (vPh)I
Capaci$, c, (vph)1566 976
r/c ratio 0.01 0.02
eueue lensth (9S%)0.02 0.06
ControlDelay (s/veh)7.3 8.8
-os A A
\pproach delaY
ls/veh)
8.8
Aooroach LOS A,
Copyright @ 2003 University of Florida, All Rights Resoved Vcnion 4.ld
ncstooN
TWO.WAY STOP CONTROL SUMMARY
Analyst CDRAgency/Co. Kmley-Horn
Date Performed g/4/2006
Analysis Time Period TotalAM peak
lntersection CR_33S &White Water
LaneJurisdiction Garfietd County
Analysis Year 2OOB
Ees{'\lVestStreet: CR-335
lntersection Orientation: gast-West North/Soutl
Studv Peric-.
Slpqt White Water Lane
Major Street Facfhnr rnrl
Movement 1 2 e t
L
vvesroouno
L T p o
T
22
0.85
g
R/o!9tr9 (veh/h)I ?.o n
leak-hour factor, pHF 0.85 o85 n l5 0.88
7U
o77{ourly Flow Rate'veh/h)I 45 0 0 25 12oroportion of heavy
rehicles, P*0 5
Median type
RT Channelized?
-anes 0
Sonfiguration LT
Jpstream Signal
Minor Street Northbound SouthboundMovement78I1011 12
L T R L T RVolume (veh/h)0 o 31 0 3Peak-hour factor. pHF 0.80 0.82 0.85
0
0.85 0.85 0.88{ourly Flow Rate
lveh/h)0 0 36 0 3
Proportion of heavy
rlehicles, P*5 5 0 o 5 5
rercent grade (%)0 0Flared approach N NStorage00lT Channelized?0
0
0Lanes00o00
LR
Approach EB WB Northbound SouthboundMovement147I9101 12-ane Configuration LT LRVolume, v (vph)I 39Sapacity, c, (vOh)1587 943
v/c ratio 0.00 0.04Queue length (9S%)0.00 0.13SontrolDelay (s/veh)7.3 9.0LOSAAApprodch delay
ls/veh)9.0
Approach LOS
A
ucszoooru Copyright @ 2003 University of Florida, All RiChs Reserved Venion 4.ld
TWO.WAY STOP GONTROL SUMMARY
CR-335 &White Water
Lane
Jurisdiction Gartield CountY
Analysis Year 2008
Analyst CDR
Agency/Co. KmleY-Horn
Date Performed 8/4/2006
Analysis Tirne Period TotalPM Peak
The Raoids on the Colorado
Undivided
Copyright @ 2003 University ofFlorida, All Righs ReservedttcszodM
APPENDIX F
Hcs Roodwoy segment Anolysis worksheets
Kimlry-Horn and Associates, lnc.
096037N0 -Tlu Rapids on tlu Colorado
<=n
Gityst cDR
\gencyorComPanY KHA
)ite ierformed u412006
\nalvsis Time Period Existing
lighway CR-335
=r6m/I6 CR-312 west adjcent to project
lurisdiction Garfield County
rnalwcic Vaar 2006
ffi cu." I higtilay ffi cutt ll highwaY
Tenain [,.S Level ffi nouing
Two-way hourlY volume 30 veh/h
Directional split 55 / 45
Peak-hourfacbr, PHF 0'88
Nopassing zone 100
o/o Trucks and Buses , Pt 5%
o/o Recreational vehicles, P* 5%
Access pointdmi 5
ShouHerrrri#t *- h
Grads adiustnentfactor, fc (Exhlblt 2G7)1.00
,assenger-car equivalents for bucks' Er (Ethlblt 20'9)1.7
,assenger+ar equivalents fur RVs' ER (Ethlbit 2Gg)1.0
{eavy-vehicle adjustrnenttsctor, f* frr=1/ (1+ Pr(Efl)+P*(E^'1) )0.966
lweway flor ratel, vo (pc/tr) vr=V/ (PHF ' fo ' fgv)35
r" 'hlghest dlrcctirxrd spllt prcporton2 (pcfrl 't9
mi/hiield Measurcd speed, S*
veh/h)bsowed volume, Vf
:ree-flour spsed, FFs FFs=sFM+0.0026(v/fHv ) 39'5 mi/h
Sase ftee-flor speed, BFFSFM
MJ. for lane width and shoulder widh3, ts (Exltiblt 2GO)
Adj. for access points, fo (Exhibit 2G6)
Free-flor speed, FFS (FSS=BFFS'f6'fA)
4i.0
ni/i
1.2
mUI
1.:
m![
39.t
min
Adi. for nopassing zones, fn, ( milh) (Exhitit 2G1 1)0.6
ryerage bavel spe€d, ATS ( mUh) ATS+F90.91ryi&p 38.7
1.00
Srads Adjustment factor, f6 (Exhi$t 2eB)
,assenger-car dquivalents fur tucks' Er (Exhibit 2&10)1.1
Pass€nger-car €quival€nts 6r RVs' ER Grhibit 2G10)1.0
Hoavy-v€hicle adiustmont hctor, fnu f*v=t/ (1 * PT(Ef l )*P*(E*'D 0.9s6
fwoway flo,v rater. vo (pclh) vo=V/ (PHF'fo' fr+u)v
r^' highest directiond sptit proportion2 (pcttr)19
lase oercerttimo-spent'fofioring, BPTSF(%) BPTSF=100(1'e{'@087svp)2.9
Mj. for diractional distribtrfiion and nepasslng zone, ,dn Jfl!E'h' 31121--22.1
,ercent lime-spent-folorving, PTSF(%) PTIF={ sF!*n 25.1
he rr',nixr m-l fm Class I or 2G4 for Class ll)A
yolume to capaclty ratio v/c ,l"=!l],N 0.01
Peak 1$mh vohnil€s of bavel,VMTrs Oe]l- ml) VMLd!'21,0{Pl{Fl 17
)eak-hour vehicle-mles of travel. VMT6o Oefi'mi) VMT6o=V'\-60
reak 15-mln totral travel !me, TTrr(veh'h) TTru= VMT*/ATS 0.4
l. lf v. >- 3,200 pc/h, termi*t"
"n"ty.iott "
LOS it f ' Z' I ni
HCS2ff,OTM Copyrlght @ 2OO0 University of Florida, All Rights Reserved Version 4.1d
EIIENTweBlsHEEr
crlaryst cDR
\gency or Company KHA
)ate Performed U4I2OO6
\nalysis Time Period Backqround
{ighway
:rom/To
Jurisdiction
\nalysis Year
. Yrts, $q{wdi},.ffiffiW1* iqtiffi *,,..lI.i#
cR-335
CR-312 west adjcent to project
Garfield County
2008
qlqqsrwidr -l_;a-:-:',,E?_
ffi Ct.s I highway ffi ctr.s il highway
Terrain ffiLevel ffinoling
Two+vay hourly volume 32 veh/h
Directional split 55 / 45
Peak-hourfacbr, pHF O.gg
No-passing zone 1OO
7o Trucksand Buses , P, Soh
% Recreational vehicles, p* 5,o/o
Access points/ mi S
3rade adjustnent factor, fo (Exhibit 2G7)1.00
,assenger-car equlval€nb for trucks, Er (Exhibit 20-g)1.7
Passenger+ar equivalents for RVs, ER (Exnibit 2G9)1.0
{eavy-veHcle adjustment bctor, f* f*=1711+ prGr-i)+pR(ER.1)
)0.966
lwo-way florv natel, v, (pc/tr) vo=V/ (pHF . f6 ' fsy)38
ro 'highest dlrectiond splft proportion2 (pcn)21
t-tso-t-tor^, Spe6d from Field Measursnent
Field Measured sp6ed, SFM mi/h
Cbsorvedvolumo, Vr veh/h
;ree-flor speed, fFS FFS=Sru+O.O0Z6(V/fxv ) 39.S mi/h
Base free-flour sp€sd, BFFSFM
Mj. for lane width and shoulder widh3, fLs (Exhibit 20,,5)
Mj. for access points, fo @xhibit 2G6)
Frce-flo,v speed, FFS (FSS=BFFS-f6-fA)
45.t
mi4
4.1
ml/l
1.:
mi/I
?or
mi/h
\dl. for nopassllg zones, fm ( mi/h) (Exhitit 2er 1)0.7
{verage favelspeed, ATS ( mi,h) ATS=FFS-0.00776VD_f'38.6
irade Adjusbnent factor, fG Gxhibit 2G,A)1.00
Passenger-car equivalenb for trucks, E, (Exhibit 2G10)1.1
)assenger-careguivalenb for RVs, ER (Efiibit 20_10)1.0
{eavy-vehicle adJustrnent actor, f* f*=17 11 + p1@r-l)+e*1Eo_1 ; ;0.995
lwo.vyay flor ratel, v, (pc/tr) vr=V/ (pHF'fe . firv)37
ro r hbhest directiond split proportion2 lpcln;20
Sase percent tftne-spent-follorving, BPTsF(o/o) BpTSF=l()o(1-e-0.0fit87evo1 3.2
\dj. fordirecfioral disuibution and no-passing zon6, f.ilhi(%XExh. 20-12)22.1
Percent lime-spent-folloring, pTSF(%) pTSF=BpTSF+f
,no 25.3
-evel ot service, LOS (E<htbit 20-3 for Ctas! r oil6GTidiasilrj
/olume to &pacity ratio v/c v/c=%/ 3,200 0.01
,eak 1&mh veh.miles of travel,VMTr5 (veh- mi) VMfrr= O.2sqMpHF)18
reak-hour vehhle-mles of havel, VMT* (veh- mi) VMT*=Vr1,64
,eak l$mh tohl travel tme, TTrr(veh-h) TTru= VMT,./ATS 0.5
1. lf ve >= 3,200 pc/h, terminate analysis.the LOS is F. _ 2. tf hish"rt directional ,plit %r= 1,7m pffi, I_,gted anlysis_the LOS is F.
HCSnooru Copydght @2000 University of Florida, All Rights Reserved Version 4.ld
TWO.WNY TWO.LANE HIGHWAY SEGMENT WORKSHEET
I
,nalyst CDR
gencyorCompany KHA
lite Performed 8l4l20oc
nalvsis Time Period Backgrornd plus proiect
{ighway CR'335
iomff6 CR-312 westadjcent to project
lurisdiction Garfield CountY
\nalvsis Year 2oo8
Shouldorridt
-
lt
ffi cu., I highway ffi ch." ll highwaY
Tenain l tevel [# noling
Two-way hourly volume 119 veh/h
Dir€ctional split 65 / 35
Peak-hourfactor, PHF 0.88
No-passing zone 100
o/o Trucks and Busos , PT 5 o/o
% Recrsational vehicles, P* SYo
Access points/ mi 5
irade adlustment factor, fn (Exhiblt 2G4 1.00
)assongertar equivalents 6r trucks, Er (Exhibit 20-9)1.7
,ass€nger-car egulvalents for RVs' E* (Exhibit 20'9)1.0
Fteavy-veHcle adiustment 6ctor, f* f*=1/ (1t PGf])*!n(En-1L-0.966
lworrvay flol ratel, vo @cltr) vo=V/ (PHF ' fc 'fml)1,10
'hbhest directrond splt prQortion2 Ocn)91
Free-Flour Speed from Field Measursnent Estimqteo Fre€-Flof, r,p€so
Field Measurcd sPeed, Sru mi/h
Observedvolume,V, veh/tt
Frce-flov speed, FFS FFS=SFM+0.0076(V/fHv 1 39'5 mi/h
Base ftee-flon speed, BFFS*
4i.0
mi/[
1.2
mUt
1.:
mUl
39.t
mi/l
Mi. for lane width and shoulder width3, fLs (Exhiblt 2D5)
Adj. for access points, f^ (Exhibit 206)
Froe-flo,v speed, FFS (FSS=BFFS-f$'fA)
Mj. fornopassing zoneo, f.o ( mLh) (Exhitit 2G11)2.5
\wrage travel speed, ATS ( mi,h) ATS=FFS{.0076vr-f-36.0
3rade Adjustmentfactor, fn (Exhiblt 20'E)1.00
Passenger-car equivalqts br rucks' E (Exhibit 2G"10)1.1
Passenger-car oquival€ntB fur RVs, ER (Efiibit 2Gf 0)1.0
{eavy-vehlcle adjustnent 6ctor, f*1 f*=l/ (1+ PTGr-J)+PR(ER'1) )0.996
l'weuray flor ratel, vo (potr) vo=V/ (PHF' fe 'firy)136
r"' highest dlrectiond split proportion2 1pcnl 88
Elas6 Dorcerttme-soent'foflodng, BPTSF(%) BPTSF=100('|c{ryry!)'t1.3
\dj. fordirectional distsibudon and ne'passing zone' f*o(%XExh. 2G14 25.2
)eroent lime-spent-fo[o ring, PTSF(%) PTSF=8PTSF+f onp
35.5
^r *i* t os {Erhibit 2()-3 for Class I or 20-4 for Class ll)A
y'olume to capacity ratio v/c v/c=Vo/ 3'200 0.04
)eak lsmin veh+niles of bavel,VMT.,, (veh'mi) VMTrr= 0.25\MPHF)68
Peak-hourvehicl'efiles of travel, VMT* (veh- ml) VMT*=\f\28
,eak lSmin total travel tme, TTrr(veh-h) TTtu= VMTto/ATS 1.9
1. lf v^ >= 3,2119 pc/h,terminate analysis-the LOS is F. 2. tf highost dircctional splitvo>= 1,700 Pdh, brminated anlysis'the LOS is F'
HCSmOOTM Copydght @ 2000 University of Florida, All Rights Reserved Version 4.1d
\nalyst CDR
\gency or Company KHA
)ate Performed gl4t2oo6
@exbting
{ighway -- cR-55s --*:rom/To CR-312 to New Cas0e l-70 lntJurisdiction Garlield County
-----
!l@--- 2006
$lqukhrxi$h n
Iffi cur. t higtway ffi ch", u highway
Tenain lffi tevet ffi Rofling
Two-way hourly volume 402 veh/h
Directional split 60 / 40
Peak-hourfacbr, pHF O.B8
l,lo-passing zone 100
% Trucks and Buses , p, S o/o
% Recreational vehicles, p* 5o/o
Access points/mi lO
Srade adjustmentfactor, fG Exhibit 2G7)1.00
'assenger.carequivalents br tnrcks, Er (Exhibit 20-9)1.7
)assonger-car equivalents for RVs, ER (Exhibit 20-9)1.0
{eavy-vehicle adjustrnent tsctor, fm,, tt+=ll (1+ plGr-tpe.1e*-1; ;0.966
wo.way flow rater, vo Odh) vo=V/ (pHF. fG. fHv)473
'highest dirocflond split proportione lpcfr;2Ufiee-f
Field Measured speed, Sau mlh
Observed volume, V, veh/h
Free-{lor speed, FFS FFS=Sru+0.00n6N/ \N ) SB.3 mi/h
Base free-flor speed, BFFS*
Adj. for lane wldth and shoulder width3, fls Gxhibit 2().S)
Mj. for access pcintB, fA Gxhibit 20€)
Frce.flow speed, FFS (FSS=BFFS-fE-fA)
45.(
mUi
4.2
mirh
2.5
mUh
38.3
mUh
Mi. for nopassing 1ones, fno ( mi/h) (Exhiut 20-i 1)4.3
Average travel speed, ATS ( mi/h) ATSfF$0.00776vo_fn.30.3
3rade Adjusbnent factor, fn Gxhibit 2eS)1.00
)assenger+ar equlvalents for trucks, Er Gxhibit 20_10)1.1
)assenger-car equivalents fur RVs, ER (Exhibit 2O-lO)1.0
leavy-vehicle adjustmeilActor, f* frr=i/ (1+ p1(Er.1)+po(Eo_1;
1 0.995
Iwo-nay flor rater, vo (pc/h) vp=V/ (pHF. fG 'fHV)459
vo 'hlghest directiond split proportion2 1pc/tr;275
3ase percent time-spent-following, BpTSF(yo) BpTSF=100(1-e-0.000s7ev0;33.2
\dj. for directional distribution:nd no,Oassing zone, f*o(%XExh. 2G12)21.8
)ercent lime-spent-follorrring, pTSF(%) pTSF=BpTSF+f
d/no 5s.0
-evelof service, LOS (&hibit 2&3 foierassT6E6ffiT6tass trr
y'olume to capacity ratio v/c v/c=Vo/ 3,200 0.i5
Peak 1$mh veh*niles dhrd,VMT* (rr"tnli) VMTrr= O.2S\MPHF)114
)eak-hour vehicle-mles of havel, VMT6o (veh- mi) VMT*=\f1,402
)eak l$min total kavel tme, TTrr(veh-h) TT.,.= VMTr./ATS 3.8
hest directional rr,,,rrr= r,r*
"",t d anlysis.the LOS is F.
HCSnooru Copyright @ 2000 University of Florida, A[ Rights Reserved Version 4.1d
TWO-WAY- nryo:LAN,E Hl G trA..Yj iFSI!El{T,woRK*H5-*-EJ.,,*,r** ,,,*,0 *', ,rn* wa iaa*w
\nalyst CDR
\geicy or ComPanY KHA
oite ferrormed 8/4/2ooo
+ghway CR-335
=6m/T6 CR-312 to New Casfle l-70 lnt
Iurisdiction Garfield CountY
\nelvsisYear 2008
Ehouldeiild*h
-
h
ffi cu., I higtrwaY lil' ct"t ll highwaY
Tenain ffi Levet lH notting
Two-way hourlY volume 426 veh/h
Directional sPlit 60 / 40
Peak-hour facbr, PHF 0.88
Nepassing zone 100
o/o Trucks and Buses , Pt 5o/o
o/o Recreational vetricles, P* 5%
Access points/mi 10
1.00
Srade adjustnent factor, ln Gxhibil 2e7)
,assenger-car €quivalents for rucks' Er (Efiibit 20'9)1.7
rassonssr-car oqulralents for RVs' ER {999[4ll 1.0
{eavyrvetricle adjustonenttsctor, f* f*=1/ (1+ Pr(E -1)+P*(E*'1) )0.966
fvyerrvay f,cilv rater, vo @c/h) vo=V/ (PHF ' fc ' fxv)501
r.'highest directiond split proportion2 Ocn)30l
-
Freo-Ftrrr speed from Field ueasurqnent ESIImaIOU rll,E rlw elEgs
Field Measur€d sOeo, S* mi/h
Observedvolunre,V, veh/h
Fne-f,or speed, FFS FFS=SFM+0.0076(V/ fxv I 38'3 muh
45.q
lase fiee-floil sP€ed, BFFSF*
mi/h
1.2
Mj. for lane width ard shoulder v{Hffl3, fLs Gxhlbit 2D5)
mUh
2.5
Ml. for access points, fo (Exhlbit 20"6)
mirh
38.!
Fr€&.floil speod, FFS (FSS=BFF$f.s-f6)
mUt
\di. for nopassing zon6s, fno ( muh) (ExhiHt 2e11]1.2
ryerage travel speed, ATS ( mi/h) ATS=FF90'00776vr'fn,
.,...,..,,
so.2
1.00
Grade Adiustment factor, fn Gxhibit 2C8)
,assenger-car equivalents fur Urrcks' Er (Exhibit 20'10)1.1
2asseng6r-car oqulvahnts fur RVs' ER Gxhibit 20-10)1.0
.leavy-vehicle adiusfinent hctor, fHV fHV=1/ (1 + PrGr-l )+PR(ER-l ) )0.995
lwo+vay florv ratel, vo Oc/h) vr=V/ (PHF'fo 'fxv)487
r^ 'highest directbnd split proportion2 (pc/h)292
lase oerceiltme'spent'follwving, BPTSF(%) Spfstlqq(1*t'm7ryp)34.8
Mi. for directoral distribtrfron
"nO
21.5
)ercent time.spent-fofioMng, PTSF(%) ffi!!:9n!ln_W 56.4
=:i::;-i;c ru.r.rr ,6-? ttr nta.c t or 2oJ for Class lll c
/olume to capacity rdio v/c v/c=Vp/ 3,200 0.'16
,eak 1$mh veh+niles cf bavel,VMTru (veh'mi) VMTru= 0'25{V/PHF)121
,eak{our vehlcle.mles of bavel, VMT6o Oeh' mi) VMTm=W\-4%
-
)eak 1$mh totel travel tme, TTru(veh-h) [rs= VMTIs/ATS 4.0
_
1. lf v^ >= 3,200 pc/h, terminate analysi+th" LoS i! F' 2' lf high"tt dl
Copyright @ 2OO0 Univeoity of Florida, All Rights Reserved Version 4.1d
HCSzooorM
Analyst CDR{gencyorCompany KHA
)ate Performed Bl4tzOCf.
d plus proiect
Highway --E$s:
From/To CR-312 to New Casfle t-70 lntJurisdiction Garfield County
Analysis Year 2OOB
ShqlHorxidh ti
lH ch.. thistrway ffi
Tenain ffi Levet
Two-way hourly volume
Directional split
Peak-hourfacbr, PHF
No'passing zone
o/o Trucks and Buses , p,
% Recreational vehicles, pR
Access points/ mi
Class ll highway
fffi nouins
631 veh/h
60/40
0.88
100
5 o/o
5o/"
1o
3rade adjusUnentfactor, fc (Exhibit 2G,7)1.00
,assenger+arequfualents for trucks, Er (Exhibit 2O-9)1.2
,assenger-car equivalents for RVs, ER (Exhibit 2O-9)t.0
{eavy-vehicle adjustmed Actor,.f* f*=17 11+ p/Er-t;+p"1Eo_11 ;0.990
724
r, 'hlghest directiond splft proportio# (pcn)4g
Fctimataa c^'Ex.,EIlIF-free-norr S
Field MeasurBd speed, S* mi/h
Observedvolume,V, veh/h
Free-flor speerl, FFS FFS=SFM+O.OOZ6(V/fHv ) 38.3 mi/h
Base free-flortr speed, BFFSTM 45.1
mifl
Mj. for lane width and shoulder width3, fLs (Exhibit 2cs) 4'i
mUl
Mj. for access pdnts, fA (Exhibit 20€) 2'!
mirt
:ree-flor speed, FFS (FSS=BFFS-f6-fA) 38.i
mi/l
qrforlllassing zones, f* ( mi/h) (ExhiHt 20-11)3.3
ryerage bavel speed, ATS ( ml/h) ATS=fFS{.@776vod"29.3
irade Adjustnentfactor, fu (Exhibit 20-8)1.00
)assengercar equivalents for trucks, E, (Exhibit 20-10)1.1
)assengorcrequivalents br RVs, ER Gxhibit ZG10)1.0
{eavy-vehhle adjustmeil Actor, fHv fHv=i/ (1+ pr(E1-1)+pRGR-1)
)0.995
fwo-way flor ratel, v, (pdtr) vo=V/ (pHF * fc 'fnv)721
ro 'trighest dircctiond split prcportion2 lpcltr;4rl
Sase porcena time-sp€nt-following, BPTSF(%) BpTSF=100(1-e.o.oo087evr1 46.9
16.9
Dercent lime-spent-follo,ving, pTSF(%) pTSF=BpTSF+f
ano 63.8
-evelof service, LoS (&hibit 2q.5 foielassJiffitiass llr
y'olume to capacity ratio v/c vtc=Vol g,2OO 0.23
)eak 1$mh veh<niles d thel,VMT.,u (veh- mi) VMT,.= 0.251+(V/PHF)179
)eaktourvehicle-mles of havel, VMT6, (velF mi) VMT*=V.L,531
Peak 1$mh total travel ime, firu(veh-h) TTru= VMTi5/ATS 6.1
HCS2aOOTM Copyright @2000 University of Florida, All Rights Reserved Version 4.1d
APPENDIX G
Proiect Troffic volume lncreose colculotion
Kimley -Horn and Assoc.iates, Inc.
ogaoizNn -TteRapids on the &lmado <=n
WB l-70 Ramp at Newcasfle tnterchange
2006 Existing Volume
Project Traffic Volume
Percent lncrease
EB l-70 Ramp at Newcastte lnterchange
Off Ramp
AM Peak pM peak
Off Ramp On Ramp
AM Peak pM peak AM peak pni peak
86 527 58 159144664
16.30/o 8.7o/o 10.3o/o 2.So/o
2006 Existing Volume
Project Trafiic Volume
Percent lncrease
115 10227
1.7o/o 6.90lo
On Ramp
AM Peak PM peak
559 19240 27
7.2o/a 14.1o/o
I
I
II
ll
lr
Ir
IIll
lr
I
Trffic Impact StudY
The Rapids on the Colorado
Prepared for:
Rapids D eveloPment CorPoration
@ Kimley-Hom and Associarcs, krc' 2006
7-rI rume:,'nornLtf Zl and Associates. lnc.
Garfield County, Colorado
Prepared for
Rapids Development Corporation
2102 West Arapahoe Drive
Garfield County, Colorado 80120-300g
Prepared by
Kimley-Horn and Associates, Inc.
950 Seventeenth Street
Suite 1050
Denver, Colorado BO2O2
@B)2n-x00
(303) 4J!6F8678FAX
August 2006
m': furyryntt to-getler with-the conepts y(.des.iqns p.rgxntcdhercin, as an instrument of seroice, isintcnded only for the sw!fi rurpose and clientiry inirn it wal p.tepyed. Reuse of and improperreliane on this doanment without witten authortition_ana aanpufrlnry Kimtey-Horn and Associatcs,Inc. shall be witlaut liability to Kimlry-Horn anil Ass|ciates, ii.-
The Rapids on the Colorado
(W7*';;:?
\io 36355 -:
i*1,. qlarlat ,.8
E;ffIK$
TABTE OF CONTENTS
APPENDICES............ ""''"ii
Lrsr oF TABLES """"""" ii
1.0 E)(ECUTIVE SUMMARY """""" I
.................... 63.0 EXISTING AI'{D FUTURE CONDITIONS ............... """""""""'
3.1 Existing Roadway Network... """"""""""""" 6
3.2 Existing Shrdy Area........... """"""' 6
3.4 Unspecified DevelopmentTraffic Growth...'.' """"""""' 10
4.0 PROJECT TRJUTFIC CHARACTERISTICS....'."."""' """"""""""' 12
4.1Trip Generation.................... """"' 12
4.ZTrip Distribution.....................,.............. """"""""'i' """"'' 13
4.3 Traffic Assignment ....."'-""""' """"'""""""" 13
4.4 Total Background Plus Proiect Traffic """"' 13
5.0 TRAFFIC OPERATIONS ANALYSIS ............... ............ 17
5.1 Analysis Methodology............... """"""""':' """"""""""" 17
5.4 CR-335 Roadway SegmentAnalysis-..............""""' """""n
5.5 Project Traffic Volume hrcrease Calculation """"""""""'22
Kimlcy-Horn anil Associates, lnc.
095037N0 - Tlu Rapids on the Colorado
Pagei
APPENDICES
Appendix A - Conceptual Site plan
Appendix B - lntersection Count Sheets
Appendix C - Traffic Growth Calculation Information
Appendix D - Trip Generation Worksheets
Appendix E - HCS hrtersection Analysis Worksheets
Appendix F - HCS Roadway Segment Analysis Worksheets
Appendix G - Project Traffic vorume trncrease calcuration
LIST OF TABTES
Table 1 - The Rapids on the Colorado project Traffi< Generation .......__-____* 12
Table 2 - Level of Service Definitions................... .....12
Table 3 - Iinterstate 70 New Castle trterchange Westbound Ramps LOS Results ......1g
Table5-TheRapidsontheColoradoProjectAccessLoSResults
Table 6 - CR-335 Roadway Segment LOS Results .....21,
LIST OF FIGURES
Figure1-VicinityMuP.........................:..
Kimley-Horn and Associates, Inc.
096037N0 -TtuRapids on tlu Colorado
Page ii
I.O EXECUTIVE SUMMARY
The Rapids on the Colorado is a proposed single family residential development located along
the north side of county Road 335 (cR-335), iust west of Garfield Creek Road (CR-312) in
Garfield County, Colorado. The project is anticipated to inctude 121 single family detached
housing units. It is expected that the project would be completed by the end of fl08' Analysis
was therefore colnpleted for the 2008 short term horizon.
The purpose of this study is to identify proiect traffic generation characteristics, to identify
potential pfoiect traffic related impacts on the local street systerl and to develop nritigation
measufes required for identified impacts. Per Garfield county comments, the folorging
existing intersections were included for evaluation in this study:
Westbound I-70 Ramp at New Castle Interchange
Eastbound I-70 Ramp at New Castle Interdrange
Proiect Access DrivewaYs :
In addition, the roadway segments of CR-335 adjacent to the project and east of Apple Tree
development were included. Any intersections west of the proposed project, including the Silt
I-70 Interchange, are not anticipated to be impacted due to the addition of project traffic' It is
anticipated. that only L5 percent of project generated traffic would travel to and from the west'
which resulb in a minimal amount of naffic. Primary access to the site is expected to be
provided by Interstate 70 and cR-335. Direct access to the residential development is proposed
from two full movement accesses located along CR-335'
The Rapids on the Colorado proiect is expected to generate approximately'1"240 daily weekday
trips. Of these, 94 trips ate expected to occur during the weekday moming Peak hour' wtrile
1/7 fripsare expected during the weekday afternoon peak hour.
Kmlry -Horn and Associntes, Inc.
Og1OiTM -TtuRapids on tlu C-olorado
a
a
a
Pagel
Dishibution of site traffic on the street system was based on the area street system
characteristics, existing traffic pattems and volumes, anticipated surrounding development
ar€as, and the proposed access system for the project. Assignment of the project traffic was
based on the trip generation described previousty and the distributions developed.
Based on the analysis prespnted in this report, Kimley-Horn believes the proposed Rapids on
the Colorado residential development will not cause impact to the exisfing roadway network.
The traffic analysis deter.mined the following recommendations:
o The addition of project traffic to the New Castle Interchange (Interctrange 105) of Interstate
is anticipated to be less than 20 percent Therefore, a CDOT Access permit is not
anticipated to be required for this project. Improvements identified for the New Castle
lnterchange ramPs were found to be needed without construction of the Rapids on the
Colorado project. It is understood that CDor is aware of the interchange operational issues.
Therefore, the County shall work with cDor to implement the following recouunendations
relative to the interchange:
Prior to the addition of project traffic in 200g, It was found that this
intersection would benefit from separate left and right tum lanes on the off_
ramp approach. It is believed that this approach is wide enough to
accommodate separate turn lanes for a certain distance. with this
improvement, all movements at the intersection are anticipated to operate
acceptably
With the existing traffic today, it was found that this intersection requires and
would benefit from signalization. Due to the absence of a left tum lane for
traffic entering the on-ramp, this signal shourd be sprit-phased northbound
Kimley-Horn anil Associatei, lnc.
096037000 - Ttte Rapids on tlu Cotorailo
Page 2
and southbound. As such, this will result in a three-phase signal. With this
improvement, the intersection was found to operate acceptably.
Based upon trip generation calculations, each unit generates approximately 10'25 trips per
day per unit. Therefore, any roadway providing access to 40 units of more would be above
the County threshold of Rural Access of 400 vehicles per day. From evaluating the site plan'
it is believed that this threshold will be exceeded along Paddle Wheel Lane between CR-335
and Canoe Way, and along White Water Lane between CR-335 and Steamboat Way' If *y
roadway segments were to be designed to the higher Coturty standar4 they should apply
withinonly these segmmts of the proiect'
,,STOP' signs (R1-1) shall be placed on the access street approaches of Paddle Wheel Lane
and White Water Lane to CR-33S. Ln addition,'STOP' oT "YIELE/' sigrs shallbe placed on
the minor street approaches within the residential development, as appropriate' The
controlled approach shallbe the minor leg of a "T" intersection.
All on-site and off-site signing and striping improvements should be incorporated into the
Civil Drawings, and conform to Garfield County standards, as we[[ as the Manual on
Uniform Traffic Control Devices 2003 (MUTCD)'
Kmley-Horn anil Associates, Inc.
096037ffi -TluRapids on tlu C-olotado
Page 3
2.0 INTRODUCTION
Kimley-Hom and Associates, Inc. has prepared this report to document the results of a Traffic
Impact Study of future haffic conditions associated with the proposed Rapids on the Colorado
residential development to be located along the north side of County Road 335 (CR-335), just
west of Garfield Creek Road (CR-312) in Garfield County, colorado. The vicinity map
illustrating the project site location is shown in Figure 1.
The project is anticipated to include L21 single family detached housing unib. It is expected
that the proiect would be completed by the end of 2008. Analysis was therefore completed for
the 2008 short term horizon. The current site plan illustrating the development and access
locations is shoryn in Appendix A.
The purpose of this study is to idmtify project traffic generation characteristics,
potential Proiect traffic related impacts on the local street system, and to develop
measures required for identified impacb. per Garfield county comments, theexis'fing*"*]lklltf{***,fu
. project Access Driveways
to identify
mitigation
following
In additioru the roadway segments of CR-335 adjacent to the project and east of Apple Tree
development were included. Any intersections west of the proposed project, including the Silt
I-70 Interchange, are not anticipated to be impacted due to the addition of project traffic. It is
anticipated that only L5 percent of project generated traffic would travel to and from the west,
which results in a minimal amount of traffic.
Primarj' access to the site is expected to be provided by Interstate 70 and cR-335. Direct access
to the residential development is proposed from two fulI movement accesses located along CR-
335. These accesses are named paddle wheel Lane and white water L,ane.
Kimlq-Horn and Associates, Inc.
096037000 - The Rapids on tlu Colorado
page 4
FIGURE 1
THE RAPIDS ON THE COLORADO
VIOINITY MAP
<=n [;:.[Jl'.,: ".,,"".
3.0 EXISTING AND FUTURE CONDITIONS
3.1 Er<isting Roodwoy Network
The proposed Rapids on the colorado residential dpvelopment is to be located along the north
side of CounT Road 335 (CR-335), iust west of Garfield Creek Road (cR-312) in Garfield
County, Colorado. Primary access to the site is expected to be provided by Interstate za artd
CR-335' Direct access to the residential development is proposed from two fult movement
access streets located along CR-335.
In the site vicinity, cR-335 is an undivided roadway providing one through lane in each
ditection and a 35 mile per hour posted speed limit Accel"ruti* u a au.ut"rluo., lanes have
been constructed along CR-335 at Paddle Wheel Lane and White Water Lane. The New Casfle
I-70 interchange ramP intersections operate with stop control along the off-ramp approach and
contain a single lane in all directions. The intersection lane configuration and control for the
study.area intersections are shown in Figure 2.
3.2 Existlng Srudy Areo
The existing site is comprised of vacant land. Apple Tree development exists to the east of the
Project' Various commercial uses exist at the Interstate T0 interchange. A 1s3 unit
condominium project is being constructed along CR-335, east of the interchange. The project
sfudy area including these uses is shown in Figure 3.
3.3 Existing Troffic Volumes
Existing peak hour furning movement counts were conducted at the existing sfudy intersections
of the New castle I-70 interchange on Tuesdap August '1.,2w6. The counts were conducted
during the AM and PM peak hours of adjacent street haffic in L5-minute intervals from Z:00 AM
to 9:00 AM and 4:00 PM to 6:00 PM on this Tuesday. In additiou daily haffic volume counts
were conducted along CR-335 on Tuesdap August '1,,2C/it6. The daily count volume locations
were adjacent to the project site and.just west of the I-70 interchange. These counts are shown
in Figure 4 withcount sheets provided in Appendix B.
Kimlq-H orn and As s o ciatc s, Inc.
096037N0 - Tlu Rapids on the C-olorado
page 6
a @ \
t{oI=-rH *rEg2 NEW CASIU
INIERCI{ANGE
EXtr 105
//t
lml
IEJ
---2
h!lrffl
l_99J
FIGURE 2
THE RAPTDS ON THE COLORADO , _.:
exiBfixc LANE coNFIGURATIoN AND coNTRoL
7tafr KrmlelF'orn
L!I, I ^nrr Associotcs. lnc.
j)
-t
@\T-
-t
E
l*
IT
@
Y
GEND
o
@
@
Study Areo KeY lntersections
Project Access Drlves
Stop Controlled APProoch
,NIqTg
CR-555 [+c2el
FIGURE 4
THE RAPIDS ON THE COLORADO
EXISTING PEAK HOUR TRAFFIC VOLUMES
Ttalrtl Kilrrei.Hcrn
NIt I anrr issnciotcs- lnc.
IucdoY. Au$8t t, 2006
:fi) - &fi) rtU. ; *45 - 5:45 P'lt
1)J
6NeY
at)I
(- o{rJr)
<- o(r)
a- zt(s6)
\T
Tuedoy, tuglrt t. 2006
7:00-&00 A.M. ; 4:15-&15 P.M.
2).,J
^@ol99U@.@N a*I\
66(5s) ---z
o(o)-+
49(47)-\
IT
9J.
@-
Tu.tdoy, Aug.rt l, 2mo
00 - 9:00 A"tt. I tt:(X) - 5:00
Study Areo Key lntcrsection
Project Acccss Driw
<- xX (xX) AM(PM) Peok Hour Tioflic Volume
[xx,xxx] DoilY Troffic count
3.4 Unspecified Development Troffic Growth
Lr order to obtain haffic volumes for the 2008 horizon year, the existing traffic volumes were
grown at a 3 percent annual growth rate. This growth rate was obtained by identifying and
comparing haffic volume growth from counts conducted u,zooz(as obtained from the Garfield
county website) as comPared with counts conducted in 200d for this proiect. comparison of
traffic volurmes collected to those reported fuomll}2,there has been an approximate L4 percent
annual increase. With the inclubion of project haffic, the 3 percent growth rate will provide
future traffic volumes equivalent to a'L4percent growth rate that has occurred recently. kr
additioru traffic anticipated to be generated by the lslunit condominium project currenfly
b"ittg constructed along cR-335 to the east of the New castle I-70 interchange has been directly
added to the baclground volumes- The 2002 daily traffic volume data and backgroqnd traffic
projections, along with the trip generation calculation for the Lsg unit condominium proiect are
included in Appendix C. weekday background traffic volumes for 2CIg are shown grFigure 5.
Kimley-Hom and As sociate s, Inc.
096037000 -ru Wds on the C-otorad.o
Page L0
JJ
AHio?3,JT
R- ee(+sz)
<- o(o)
a- s1(1to)
\t
o6@o
EX
2')J
o6
IF'19:(ooot
J\
7o<5q-)
o(o) --+
55(55) -\
II
F@
vo
=@
r8(8) --+
+- 11(16)
FIGURE 5a I\-t\Jl ll- \,t
THE RAPIDS ON THE COLORADO
EOOE BACKGROUND TRAFFIC VOLUMES
Study Areo Key lntersection '
Proict Access Drive
<- XX (XX) AM(PM) Peok Hour Trofflc Volume
[xx,xxx] Doily Troffic Count
<=n 5i$'K*?it,.",""
4.0 PROJECT TRAFFIC CHARACTEilSflCS
4.1 Trip Generolion
site-generated haffic estimates are determined through a process known as trip generation.
Rates and equations are applied to the proposed land use to estimate haffic generated by the
development during a specific time interval. The acknowiedged source for trip generation rates
is the Trip &rcration Reportt published by the krstitute of Transportatiorr Engineers 111E). 1IE
has established trip rates in nationwide studies of similar land uses. For this study, Kimley-
Hom used the ITE Trip Generation Report regression equations that apply to Single-Family
Detached Housing (210).
The entire development is expected to generate approximii tely T,20|daily weekday trips. Of
these, 94 trips are expected to occur during the weekday morningpeak hour, while ,r, *0" u"
expected during the weekday afternoon peak hour. Table 1 summarizes the estimated o*rr.
generation for the proposed Rapids on the Colorado development. The 6.ip generation
worksheet is included in Appendix D. These calculiations illustrate. the equations used,
directional di'*tribution of trips, and number of daity trips based on the published ITE rates.
Table 1 - The Rapids on the Colorado project Traffic Generation
Daily
Vehicles Trips
Weekday AM Peak Hour Weekday PM Peak Hour
In Out TotaI In Out TotaI
Single Family Residential
(121units)l,2N 24 70 94 80 47 127
1 Institute of Transportation Engpners, Tip
Washington DC,2003.
Generation: An Infarmation Report,Seventh Editioru
Kmlq -Horu and As s o ciate s, lnc.
096037M - Tlu Rapids on the Ctloraito
Page'12
4.2 Trlp Distribution
Disttibution of site haffic on the sheet system was based on the area street system
characteristics, existing traffic patterns and volumes, anticipated surrounding development
areas, and the proposed access system for the proiect. The directional distribution of traffic is a
meil* to quantify the percentage of site-generated traffic that approaches the site from a gtten
direction and departs the site back to the original source. Based uPon existing count
informatiorv it i8 anticipated that haffic generated by the Rapids on the colorado Proiect would
distributed 1s percent to and from the west and g5 percent to and from the east Figure 6
illustrates the expected proiect trip distribution for the development'
4.3 Truffic Assignment
Traffic assignment was obtained by applying the distribution to the estimated traffic generation
of the development shown in Table l. The Rapids on the Colorado traffic assigrrmenb is
illustrated in Figure 7.
4.4 Totol Bockground Plus Prolect froffic
Site traffic volumes were added to the background volumes to represent estimated trafJic
conditions for the 200g horizon. These weekday total traffic volumes are illushated in Figure 8'
Kmley -Hom anil Associates, lnc.
0g60i7W - ru Wds on tlu C-olorado
Page73
ffid#ffixrN
ilHt
I8;.*,=Fl
'- xx%(xx%) rN(ouT) r""- ,=r,, ,-."r=,ll I-l
rGrnna$
Nrtv\l
E
_)
-,
l0z-\
T(
R}<o@d@
NI
){
1)
R_
<_
V- 657'\t
f;'Roo
FIGURE 6
THE RAPIDS ON THE COLORADO
PROJECT TRI P DISTRIBUTION
rcz-)
' . 5t ---)
LEGEND:
(, Study Areo Key tntersection
@ pro.|ect Access Drive
<-XX%(XX%) |N(OUT) peok Hour Trip Distribution
stonrr<
K=n Ii$'Kll',1"",'".
cR-555 [t.oc+1
FIGURE 7
THE RAPIDS ON THE COLORADO
PROJECT TRAFFIC ASSIGNMENT
@
)t
,
K_
E- 16(52)
\r
xx
I
J\
0
_)
--+
2(8)-\
T(,\^gE
Study Areo KeY lntersection
Proict Access Orive
e xx (xx) AM(PM) Peok Hour Troffic volume
[XX,XXX] ooilY Troffic Count
J)
3$o6t+
JI
R- os(rsz)
<- o(0)
z- 17(1s2)
n{lr
6.ANN
aB
2)
a6'ts9
J!
Tqsq-)
0(0) --+
ss(63) \
Tr
oo
E'F'
R- t2(4o)
+- 22(41)
3@)-)
re(r2) --->
e Study Areo Key tntersection
@ prolct Access Drive
<- xX (XX) AM(PM) peok Hour Troffic Votume
[xx,XXX] Doity Troffic CountFIGURE 8
THE RAPIDS ON THE COLOBADO
2OO8 BACKGROUND PLUS PROJECT TRAFFIC VOLUMES
<=n 5rix,"H1.,1"..,.".
5.0 TRAFFIC OPERATIONS ANALYSIS
Kimley-Horn',s analysis of traffic operations in the site vicinity was conducted to determine
potential capacity deficiencies in the 200ii deveropment horizon at the identified key
intersections. The acknowredged source for determining overan capacity is the current edition
of the lftiglruaY CryacitY lubnualz.
5.1 Anolysls MethodologY
capacity analysis results are listed in terms of Level of service (LOS) LO6 is a qualitative term
describing operating conditions a driver will experience while traveling on a particular street or
highway during a specific time interval. It ranges from A (very little delay) to F (long delays
and congestion). For intersectioru and roadways in this study area Kimley-Hom reconrmends
intersection Los D as the minimum threshord for acceptable operatioru. Table 2 shows the
definition of level of service for signalized and uruignalized intersections'
Shrdy area intersections were analyzed based on average total delay analysis for signalized and
unsignalized intersections. under the unsignalized analysis, the level of service (LOS) for a
two-way stop controlled intersection is determined by the computed or mea$ued control delay
z Transportation Research Board, Higtru:ay C-apacity Manual, Special Report 209, Washington DC,20ffi'
Kiml4y -Horn and Asnciatcs, Inc.
Og1OiTM -ruRneids on tlu C-oWado
Table 2 - Levelof Service Definitions
Definitions prooifud from the Higbutay capacity Manual, special Report 209, Ttanspottation Researdt Boatd' 20N'
Unsignalized Intersection
Average Total DelaY
Signalized Intersection
Average Total DelaY
>10 and < 15>10 and < 20
>15 and < 25>20 and s 35
>35 and < 55
>35 and < 50
Page 77
and is defined for each minor movement. Level of service for a two-way stop-conholled
intersection is not defined for the intersection as a whole. Level of service for a signalized and
four-way stop controlled intersection is defined for each approach and for the intersection.
5.2 Key lniersectlon Operotlonol Anolysls
calculations for the level of service at the key intersections are provided in Appendix E. The
existing year analyses are based on the lane geomeuy and intersection control shoryn in Figure
2' Level of service for the intersections was calculated using HCS 2w,analysis software.
Kmley -Horn and Associates, lnc.
096037W0 -ru Wds on the C-olorado
Page 78
Interstate 70 New Castle Interchange westbound Ramps
The intersection of the westbound Interstate 70 ramps at the New Castle Interchange is
unsignalized, with stop control located on the off-ramp approach' Currently; this intersection
has movements that operate acceptably during both AM and PM peak hours' In 2008' the off-
ramp approach is anticipated to d.egrade to a poor level of service during the afternoon peak
hour with iust background traffic growth (prior to the addition of project traffic). Therefore, it
was found that this intersection would benefit from separate left and right hrm lanes on the off-
ramp approach. This wilt primarily serve the afternoon peak hour caffic exiting westbound I-
70 towards New castle. It is believed that this approach is wide enough to accomrnodate
separate turn lanes for a certain distance. With this improvemen! all movements at the
intersection are anticipated to operate acceptabty throughout the 2008 horizon' Table 3
summarizes the level of service results at this existing signalized intersection
lanes on off-ramP aPProach
Kmlq-Horn mil Associates, lnc.
0960i7ffi0 - The Wids on tlu &lotada
Table 3 - Interstate 70 New Castle Interchange Westbound Ramps LOS Reeults
Scenario & Movement AM Peak Hour PM Peak Hour
Delay
(sedveh)LOS DeIay
(eecy'veh)LOS
2CI6 Existing
Northbound kft/Through
Wesrbound LeftlThroueh/ Rieht
8.7
71.2
A
B
8.3
32.8
A
D
2008 Background
Northbound kft/Through
Westbound Left /Throush/ Right
8.9
13.0
A
B
8.4
t0\.7
A
F
ZOOS nackgtound - ImProved *
Northbound Left/ Through
Westbound L,eft /Through
Westbound Rieht
8.9
17.8
9.7
A
C
A
8.4
?2.4
18.6
A
c
c
2008 Background Plus Project
Northbound L,eft/Through
Westbound lcft/Through
Westbound Right
9.0
19.4
9.8
A
c
A
8.5
37.2
18.9
A
D
c
Page79
Interstate 70 New Castle Interchange Eastbound Ramps
The eastbound ramp intersection at the Interstate 70 New Castle Interchange has movements
that operate with a poor level of service during the morning peak hour today during existing
haffic' This is due to the heavy southbound left tum movement of traffic leaving New Castle,
entering Iliterstate 70 eastbound. Therefore, it was found that this intersection requires and
would benefit from signalization to serve existing traffic. Due to the absence of a left tum lane
for traffic entering the on+amp, this signal should be splirphased northbound and southbound.
As zuch, this will result in a three-phase signal. with this improvemen! the interse.ction is
anticipated to operate acceptably through the 2008 horizon. Table 4 summarizes the level of
iervice results at this existing signalized intersection
Kmlq-Hont and Associates, Inc.
096037ffi0 - ru Wds on tlu hlorailo
Table 4 - Interstate 70 New Castle Interchange Los Results
Scenario &Movement
AMPeak Hour 'PMPeakHour
Lrelay
(seilveh)LOS DeIay
(eec/vehl LOS
2006 Existing
Southbound l,eft/Through
Eastbound Leftl Throush / Risht
9.6
66.8
A
F
8.1
77.0
A
C,vuo DacKtTouncl
Southbound Left/ Through
Eastbound t eft/Throueh/Risht
9.8
77.1
A
F
8.4
22.O
A
C
Southbound l-eft/Through
Eastbound LeftlThroueh /Richt
10.3
95.0
B
F
8.5
26.7
A
D2005 Existing
SIGNALTZED 20.6 C 18.3 B2008 Background
SIGNALTZED 24.2 C 19.8 B2008 Background Plus project
SIGNALIZED 30.2 C 22.0 c
Page 20
5.3 Proiect Access Evoluqtlon
The proposed Rapids on the Colorado access street intersections of Paddle Wheel Lane and
White Water Lane along CR-335 were evaluated with this study. It was found that both access
street intersections are anticipated to operate acceptably, as shown inTable 5'
5.4 CR-335 Roodrrqy Segment Anolysls
The roadway segments of CR-335 have been evaluated adjacent to the proiect site and along cR-
335, iust west of the I-70 New Castle Interctrange. It has been determined tlmt acceptable
roadway level of service will result along CR-335 fu:r 2008, with or without the addition of The
Rapids on the colorado project traffic. Results of the analysis are shown in Table 6 with the
calculation sheets provided in Appendix F'
Kmley -Horn anil Associntes, lnc.
Og1OiTM -ruWds on tlu C-olorailo
Poge27
Table 5 - The Rapids on the colorado Proiect Access LOS Resulta
Scenario &Movement
faaarc Wheel tane & CR-335 (A)
Eastbound L,eft/Through
WhiteWater Lane & CR-335 (B)
Eastbound I-ef tlThrou gh
Table 6 - CR-335 Roadway Segurent LOS Results
5.5 Proiect Troffic Volume lncreose Cotculoilon
To determine whether or not the developer of the project would be required to obtain a CDor
Access Fermit for this project at the I_70 New Castle interchange, project haffic volume
increases have been calculated. Per the state of colorado Access code, it has been determined
that the addition of project haffic will not increase traffic volumes greater than 20 percent over
the 2006 existing volumes (carculations provided in Appendix G). Therefore, ill access permit
is notanticipated to be required fromCDOT.
I
Kimley-Horn anil Associates, lnc.
096037ffi0 - fU napias on the Colorado
Page 22
6.0 CONCLUSIONS AND RECOMTI'IENDATIONS
Based on the analysis presented in this report, Kimley-Horn believes the proposed Rapids on
the Colorado residential development will not cause impact to the existing roadway netwotk.
The traffic analysis determined the following recommendations:
o lhe addition of proiect traffic to the New Castle Interchange (Interchange 105) of Interstate
70 is anticipated to be less than 20 percent. Therefore, a CDOT Access Permit is not
anticipated to be required for this proiect Improvements idmtified for the New Casfle
Interchange ramps were found to be needed without construction of the Rapids on the
Colorado project. It is understood that CDOT is aware of the interchange operational issnres.
Therefore, the Connty shall work with CDoT to implement the follouring recomrnendations
-r"l"Ulrr"
to the interchange:
Prior to the addition of project traffic in 2008, It was found that this
intersection would benefit ftom separate left and right tum lanes on the off-
ramp approach. It is believed that this approach is wide enough to
accommodate sepdrate turn lanes for a ci:rtain distarice' With this
improvemen! all movements at the intersection are anticipated to operate
acceptably.
With the existing traffic today, it was found that this intersection requires and
would benefit frorn signalization. Due to the absence of a left ttrm lane for
traffic entering the on-ramp, this signal shoutd be split-phased northbound
and southbound. As such, this will result in a three-phase signal. With this
improvement, the intersection was found to operate acceptably
Kmley-Hom anil Associatcs, lnc.
N6O37ON -ruWds on tlu C-olorado
Page 23
Based uPon trip gmeration calculations, each unit generates approximately 10.25 hips per
day per unit. Therefore, any roadway providing access to 40 units or more would be above
the County threshold of Rural Access of 400 vehicles per day. From evaluating the site plan,
it is believed that this threshold will be exceeded along Paddle wheel Lane betr^reen cR-335
and Canoe Way, and along White Water Lane between CR-335 and Steamboat way. If *y
roadway segments were to be designed to the higher County stand.ar4 they should apply
within only these segmmts of the project
-SToP' signs (RL-1) shall be placed on the access street approaches of paddle l{treel Lane
and White Water Lane to CR-335. In additioru ,gTOy, or,,yIELD,, signs shall be placed on
the minor street approaches within the residential development, as appropriate. The
controlled approach shalt be the minor leg of a',T,, intersection.
All on-site and off-site signing and striping improvements should be incorporated into the
Civil Drawings, and conform to Garfield County standards, as well as the Manual on
UniformTraffic Control Devices 2003 MUTCD).
Kmley-Horn dnd Associates, Inc. '
096037000 - ru Wds on tlu C-oloruilo
Page 24
APPEND!CES
Kimley-Horu mtil Associates, lnc.
O96O37M -TluRapiils on tlu C'olorado <En
APPENDIX A
Conceptuol Site Plon
Kimley-Horn and Associates, Inc,
096037@0 - ru Wd$ on tlu Colorado
<=ZI
I
t
It
II
ttI
I
I
I
I
:E-E
ili i!
iliit.rl
,E.E,
lEr.t!
'si.t!
..t,I*
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8rs
E B*'
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i!'ii
I{OUNTAIN EROSS
ENGINEERING, IFIC.
e!dEr{ffidl6r&rdEdl,
u umAilrhdt?ilf,@D5
,t,r,*rrurgrr#
The RAPIDS on the COLOHADO
Planned Unlt DeveloPment
PRELIMINARY PLAN
APPENDIX B
lntersection Count Sheets
Kimley-Horn and Asnciates, Inc.
096037W0 -ruWds ontlu C_olorailo
13=zr
WBRAMPS&BRUCEAM
00000000
8t1t2006
1
File Name
Site Code
Start Date
Page No
AllTraffic Data Seruices, lnc
9660 W 44th Ave
Wheat Ridge, CO 80033
www.alltrafficdata.net
07:15 AM
07:30 AM
AM
08:00 Alrt
08:15 AM
08:30 AM
168
210
180
152
t39
r6E
2l
26
35
93
76
s2
54
0
2
1I
t9
12
19
0
0
0
0
8
15
t3
0
0
0
0 I r3o3
3l
000000
GrandTotall 0 759 90 ol 46 O 138 O[ 36 2u o 0l 0 0 0"fi;#;l 6 is.i ro16 ;l ;; 0 'ts ol re.a 86'7 o ol o o 0
rorat%l o 58.3 ';.i ;l s.i 0 rti.e 0l z'8 18 o ol o o 0
000000003250053700401606021 0
01081200131100
AllTraffic Data Services, lnc
9660 W 44th Ave
Wheat Ridge, CO 80033
www. alltrafficd ata. n et
Peak Hour for
07:q)AM
07:15 AM
07:30 AM 0 111
fdal VolurE
96 Aoo- Tolel
File Name : WBRAMPS&BRUCEAM
Site Code : 000OOO0O
Start Date : Al1tZOO6
Page No '.2
210
.rom 07:00 AM to 08:45 AM - p€
lntorsec{lon Begins at 07:00 AM0 94 11 0 1051 5 013
1
18
tt
21
o21015
o 1410 120
326 0
0
0
29
12
39
0
o
00
00
0
0
0
0 108 120 t3l1 0
ol 152
5
5
37
Atl Traffic Data Seruices, lnc
9660W 44th Ave
WeatVdge, CO 80033
www. a I ltraff i c d ata. n et
04:15 PM
(N:30 PM
(N:45
05:00 PM
05:'15 PM
05:30PM
File Name : WBRAMPS&BRUCEPM
Site Code : 00000000
Start Date : 8/1/2006
Page No : 1
28
245
131,
105
108
1il
t
0
1
0
21
31
30
23
00
61
65
13
13
11'tl
0
0
0
0
01 169 3 733
o I re.z o.s 8i
o I B.E o.z 37.1
34
26
2g
282
260
268
233
0000o0
Grand Total I 0 ,0ttl 223
ADorch%l o 66.9 33.1'iotat*l o 22.8 11.3
0 I 105 2S3
o I m.r rc.G
o | 5.3 1,[.8
o ol o o oo ol o o oo ol o o o il 1s,
00000000164/.0015490019 .0 6E 0210700060250056340
AllTraffic Data Services, tnc
9660 W 44th Ave
Wheat Ridge, CO A0033
www.alltrafficdata.net
Peak Hourfor
rt[-rq
lnterseclion Begins at 04:49 pM(X:4iPM
05:00 PM
05:15 PM
05:30 PM
0 55 26 0 81l| 240 60 21 0 8,tl 210613165 30
Tdsl Volune*
FiIe Name : WBRAMPS&BRUCEPM
Site Code : 00O0OO0O
Start Date : Bt1l2OO6
Page No :2
00610'o 47003S
11 0t33/.13 26
11
0 109
1640 129
0850 t33I 105
0
0
0
000000000000
211
282
260
File Name : EBRAMPS&BRUCEAM
Site Code : 00000000
Start Date ;81112006
Page No : 1
AllTraffic Data Seruices, lnc
9660 W 44th Ave
Wheat Ridge, CO 80033
www. alltrafiicdata. n et
08:00AM
08:15AM
08:30AM
AM
t61
152
176
1't8
13
16
12
0
0
0
0
10
16
15
11
0
0
0
0l 121 0 100 0ol s.e o 4s.z ool E.E o 7.1 o
25
21
t0
19
015015032
000000
GfandTotall 714 97 0 0l 0 0 o-noorclrc6l 88 12 o 0l o o o'fotat*l so.+ 6.9 o ol o o o
13
11
12
,5
85
73
69
1416ol o 170 214ol o .l+.3 ss.7ol o 12 15.1
AM
AM
AM
160902101500152700231700000000011210001211100
rEi
.fl
<-{c
rE
1'oa
6_lJ
=E--{F
a-E+
RC
AllTraffic Data Seruices, tnc
9660 W 44th Ave
Wheat Ridge, CO 00033
www.alltrufficdata.net
Tolal Votumo
FiIe Name : EBRAMPS&BRUCEAM
Site Code : 00000000
Start Date :8t1t2OO6
Page No :2
180
189al
22
25
36
59
42
70
51
0
0
33
27
47
26
026015023
0
0
0
0
0
o
14
t6
21
8090
17
+7tre
=,.J(-i
rlrOl+rl
ITlololol
File Name : EBRAMPS&BRUCEPM
Site Code : 00000000
Start Date :81112006
Page No : 1
AllTraffic Data Services, lnc
9660W 44th Ave
WheatRidge, CO 80033
www. alltratricdata. n et
05:(X)PM
05:15 PM
05:30 PM
PM
t5l
t50
150
036028022
28 .fE
41 4,*5 57
000000
00000000
GrardTotall 301 339 0 ol o 0 o 0l o 270 87 Ol 102 0 E9Tfi#fr| ? ;; d ol o o o ol 0 75'6 24'4 ol ss'r 0 46'6--iitai,iol zs.s 2s.s 0 0l 0 o o 0l o 22.7 7.3 ol 8.6 0 7.5
15
13
t0I
130120160
0
0
0
'tl
12I
t3
I I
1'1E8
PM
PM
19010011 0'10005210003E'lt000000000.053600
393600
ct9-
-E---+t-
l-d.t
Eo.
AllTraffic Data Sevices, lnc
9660 W 44th Ave
Wheat Ridge, CO 00033
www.alltnfficdata.net
to
Peak Hourfor lntersecdon Begina at O{:15 PM
O4:15PMI 45
of:30 PM I 39 36
04:45 PM | 36 49n
Totd Voluflu
File Name : EBRAMPS&BRUCEPM
Site Code : 00000000
Start Date :8t1t2006
Page No :2
172
145
t6t
E
21
0000 75
85
76
000000
0000
0
0
0
52038032036
10
11
12
11
a2
49 010
0
t9
11
13
AllTraffic Data SeMces, lnc.
9660 W44th Ave
\Mreat Ridge, CO 80033
www. alltraffi cdata.net
Page 1
COLORADO RIVER RDWO BRUCE
Site Code: 1
Porc..rt 48.8% 59.2:4 -_-ffi 1o2Vol. 2g 166 17iooPMP..k 16i00 lTioo-'w: ,o =ry i*ffi
Percent
ADT
6.8o/o
Not Calculated
53.ZYo
AllTrafftc Data Services, Inc.
9660 W44th Ave
\Meat Ridge, CO 80033
www.alhraffcdata.net
cR33s wo JUNcrroN TNTERS=E??3,1
Site Code:2
i,'#;"lli
l0
17
9
'.,1
Vo[
Pil Peak 12fi0 .{6{l0vd -;; -t r8tro
Perent 50.8% 49.20/o 309
ADT NotCahuhbd
APPENDIX C
Troffic Growth Colculqtion lnformotion
Kmlq-Hom anil Associatcs, lnq.
096B7An -flfu Rapids ontlu Colorudo
<=ZI
Average Daily Traffic
,*?+Hfi*.;Iru*,
Gaffield County, Colorado
Sorted by County Road Number
County Road Name Average DailyNumber Tnfflc gDi)
69 Westbank Rd
83
Sunlight Peak Rd
Catherine Store Rd
Whito Hlll Rd
847
83 tltt
88 1U
100 4813
{01 366
102 Missouri Heights 583
103 crystal SprinN Rd {373
105 Gerise Rd 56
107 Red HillRd 250
108 Thompson Grcek Rd 1492
{09 Hadwick Brldqe Rd 2031
110 Old Dump Rd u7
111 Prince Crcek Rd 783
112 crystal Sprinos Mtn 459
113 Gottonwood Pass Rd 812
114 CMC Rd {979
115 Red Canyon Rd 275
117 Four Mile Rd 2077
118 Mt Sopris Ranch Rd 132
119 KindallRd 17
120 Lookout Mountain Rd 40
121 Coulter Creek Rd 39
122 Upper Cattle Creek Rd 123
123 Marlon Cemetry Rd {9
125 Dry Park Rd 211
126 Black Diamond Mine Rd {85
127 Three Mile Rd 427
129 No Name Ln 144
132 MitchellGreek Rd 197
r33 Mel Ray Rd 1577
134 south canyon Crcek Rd 525
137 canyon Greek Rd 309
138 Slaughterhouse Rd 03
140 Goffee Pot Rd 215
150 Sweetwater Lake Rd 267
151 Sweetwater Cow Camp Rd 5l
153 Big Four Rd 38
154 Qld Hishway 82 2564
162 La Gasita Rd 87
170 Panorama Dr 325
200 North Drv Fork Rd 71
2011 Baxter Pass Rd 45
2021 (mballCrcek Rd 1i4
204 Roan Creek Dr 337
205 Salt Waeh 13
206 Prairls Ganvon Rd {
.207 Can Crcek Rd
Brush Crcek Rd
Mile Pond Rd
ClearGrcek Rd
Gonn Crcek Rd
t6
209 27
210 820
211 18
213 I
214 Peach Vallev Rd 758
215 Parachute Creek Rd 919
214 Antonelll Ln 193
211 Lltfle Box Canvon Rd 210
21s Mlddle Rifle Crcek 256
221 Grcen Ln 392
222 South Dw Fork Rd 72
223 Petenson Ln 99.|
225 Antles Ln 212
228 Grass Vallev Rd 325
221 Mlller Ln
Prctff Ln
Ukele Ln
Fiist Sbeet
Sllt Mesa Rd
931
228 196
229 356
231 912
233 896
235 Davls Point 307
236 Harness Ln 181
297 Harvev Gao Rd 908
238 Slauohter Gulch Rd 23
240 Bruce Rd 175
241 Elk Creek Rd 313
242 JQS Rd 84
243 Maln Elk Rd 174
24 Fravert Reservoir Rd 317
245 Bufod Rd 1481
246 Anvil Points Rd 366
2{t North Cutoff Rd t00
250 Bendetti Rd 312
251 North Hasse Ln 126
252 West Rifle Grcek Rd 283
257 Mesa Dr {98
259 Jewel! Ln 309
2594 2594 {03
280 Tlppltt Ln 143
2614 lnqersoll Ln 137
261 Gioff Ln 334
262 Mid-Vallev Ln 330
26t Weare Ln 99
265 Prcfontalne Rd 95{
266 Asoard Subdlvlsion lt9
286 Atchee Rd 5
291 Steohens Hlll 283
293 Nor0t Graham Rd 1117
294 South Graham Rd 702
296 Dokes Ln 87
297 Wittwer Ln 59
298 Smith Doll GoalMlne Rd 7
300 Battlement Pkwy 2527
30t Morrisania Mesa Rd 600
302 Underwood Ln 82
306 Wallace Creek Rd 159
309 Rulison/Parachute Rd 378
311 Dlvlde Crcek Rd 2249
312 Garfield Creek Rd 211
3{3 East Dlvide Grcek Rd 137
314 AlkaliCrcek Rd 205
315 i[amm Crcek Rd 1300
316 Knuckles Creek Rd 49
317 Beaver Greek Rd {04
3t9 West illamm Grcek Rd 1311
320 Rlfle-Rullson Rd 1496
321 faughonbaugh Mesa Rd 128
322 Shaeffer Rd 414
323 Rulison Rd 699
324 Maxlield Rd
Porcupine Crcek
r95
325 43
326 Ghiooerfield Ln 150
327 Halls Gulch 212
329 Spruce Crcek 89
33{Dry Hollow Rd
Ramsey Gutch Rd
Hunter Mesa Rd
334
Colorado River Rd
Jenkins Cutoff
Fairview Rd
Raven Rd
West Divide Rd
Alrport Rd
Garfteld County Airport
Runwav Rd
1102
332 158
333 220
334 27
335 2712
336 253u2267
343 5634140
346 lgu
352 1139
3524 248
357A Vlllaoe Dr 840
451 Panoramic Dr 129
tl55 Ralnbow Dr 282
456 Odin Dr 140
Newcastle
Designed by
Checked by
Traffic CalculaUon
Date Job No.
ITE Trio Gener:ation Manual 7th EdiUon, Average Rate Equations
Land Use Gode - ResidentalCondominium/Townhouse (230)
lndependaht Variable - Drvelling Units (X)
)( = 153
T = Average Vehicle Trip Ends
Peak Hour of AdlFcent $treet Trafffc. One Hour Between 7 ancl I a.m. (oaoe 368)
T=0.44*X
T=0.44*153,0
T=0.52*X
T = 0.52'
Weekdav (oaqe 367)
Daily Weekday
T=5.86*X
T=5.86* .153.0
Direc'tionalDistribution: 17% ent 83%
J = 87 Average Vehicle TriP Ends
11 entering 56 exlting
67
exit.
5611
153.0
Directional Distribution: 670/o ent. 33o/o
J = 80 Average Vehicle TrlP Ends
il entering 26 exiting
Directional Distribution: 50% entering, 50% exiting
J = 896 Average Vehicle TriP Ends
48 entering 'Ug exlling
448+448=896
802654
APPENDIX D
Trip Generotion Worksheet
Kimley-Horn and Associates, lnc.
096037N0 -ruRcpids on tlu C-alorailo
v-'-!ILJI7 \
Proiect The Rapids on the Colorado
Subiect
Designed by
-
Date
-
cnrixraoi Z o*r-- sh""tNo.
-
ot
-TRIP GENERATION MANUAL TECTINIQUES
ITE Trio Generation ManualTtr Edition, Fitted Curve Equations
Land Use @de - Single-Family Detached Housing (210)
lndependant Vadable - Drelling Units (X)
)( = 121
T = Average Vehic-le Trip Ends
Peak Hour of Adlacent Strcet Traffic. One Hour Between 7 and 9 a.m. (oaoe 270)
DirectionalDistibution: 25P/o ent. 75o/o exit.
(T) = 0.70 (X) + 9.43 J = 94 Average Vehicle Tdp Ends
iTi= O.ZO. (121.0) + 9.43 24 entering 71 exiting
24+70=94
Peak Hour of Adiacent Street Traffic. One Hour Between 4 and 6 o.m. (oaoe 271)
DirectionalDistribution: 63% ent. 37% exit.
Ln(T) = 0.90 Ln(X) + 0.53 f = 127 Average Vehicle Trip Ends
Ln(Ti = g.9g . Ln(121.0) + 0.53 80 entering 47 exiting
80+47=127
Weekdav (oaqe 269)
Daily Weekday Directional Distribution: 50% entering, 5Q% exiting
Ln61 = 0.92 Ln(X) + 2.71 f = 1240 Average Vehicle Trip Ends
LniT) = 9.92 . Ln(121.0) + 2.71 620 entering 620 exiting
620+620=1240
APPENDIX E
HCS lnterseclion Anolysis Worksheeis
Kmlcy-Horn and Associntes, lnc.
096$7NA - ru Wids on tlu C-olorailo
va'-!IL.IIL_\
Two-Way Stop Control Page 1 of2
TWO.WAY STOP GONTROL SUMMARY
Analyst CDRAgency/Co. KmleY-Hom
Date Performed U3/2006
Analysis Time Period Existing AM Peak
lntersection l-70 WB Ramp at New
Casf/eJurisdiction Garfield CountY
Analysis Year 2006
Proiect Descriotion The Rapids on the Colorado
IastMest Stree[ l-70 WB Ramp North/South Street: Bruce
lntersection Orientation: North-Soufh Studv Period hrs): 0.25
Malor Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
y'olume 16 122 0 0 444 42
Peak-Hour Factor, PHF 0.80 0.82 0.85 0.85 0.85 0.88
Hourlv Flow Rate, HFR 19 148 0 0 522 47
Percent Heaw Vehicles 5 0
Median Type Undivided
RT Channelized 0 0
anes 0 1 0 0 1 0
Sonfiquration LT rR
llnstrbam Sional 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
y'olume 21 o 65 o 0 o
Peak-Hour Factor. PHF 0.88 0.85 0.77 0.85 0.85 0.85
Hourlv Flow Rate, HFR 23 0 84 0 0 0
Percent HeawVehicles 5 5 5 o 0 0.
Percent Grade (o/o)0 0
Flared Approach N N
3torage 0 0
RT Channelized 0 0
16OOS 0 1 0 0 0 0
Sonfiguration LTR
Approach NB SB Westbound Eastbound
Mlovement 1 4 7 8 o 10 11 12
Lane Configuration LT LTR
v (vph)t9 107
] (m) (vph)989 689
rlc 0.02 0.16
)5olo Qu€ue length 0.06 0.55
]ontrolDelay 8.7 11.2
-os A B
\pproach Delay 11.2
\oproach LOS B
Rights Reserved
TWO.WAY STOP GONTROL SUMMARY
Analyst CDRAgency/Co. Kmley-Horn
Date Performed 8/3/2006
Analysis Tirne Period Existing PM Peak
lntersection l-70 WB Ramp at New
Casf/eJurisdiction Gartietd County
Analysis Year 2006
Project Description lhe Rqpr'ds on the Colorado
EastA&est Street l-70W8 Ramp \orth/SouthStreet: Bruce
lntersection Orientation: North-South Study Period (hrs): 0.25
Malor Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T Ry'olume 51 123 0 0 241 108reak-Hour Factor. PHF 0.91 0.77 0.93 0.93 0.93 0.87
{ourlv Flow Rate. HFR 56 159 0 0 259 124,ercent Heaw Vehicles 5 o
[Iedian Type Undivided
RT Ghannelized 0 0
Lanes 0 1 0 0 I 0
Oonfiguration LT IR
Upstream Siqnal 0 0
Ulinor Street Westbound Eastb0und
Vlovement 7 I 9 10 11 12
L T R:L T R
Volume 96 1 431 0 0 o
Peak-Hour Factor. PHF . 0.86 0.25 0.81 0.93 0.93 0.93
Hourly Flow Rate, HFR 111 4 532 0 0 0
Percent Heaw Vehicles 5 5 5 0 .0 0
)ercent Gmde (%)0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 CI
Lanes 0 I 0 0 0 0
Configuration LTR
{pproach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
-ane Configuration LT LTR
u (vph)56 647
0 (m) (vph)1159 745
ilc 0.05 0.87
)5% queue length 0.15 10.61
ControlDelay 8.3 32,8
LOS A D
Approach Delay 32.8
Approach LOS D
Two-Way Stop Control
Rights Reserved
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Page i of2
o r, t1id..
Two-Way StoP Control
Rights Rqserved
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Page 1 of2
TWO.WAY STOP CONTROL SUMMARY
on castlern Garfield CountY
Year 2008
St CDR
cy/Co. KmleY-Horn
Performed 8/il2006
Time Period Background AM Peak
The Raoids on the Colorado
Undivided
k-Hour Factor, PHF
o la lat\ z
Two-Way Stop Conhol Page 1 of2
TWO.WAY STOP CONTROL SUMMARY
rormed g/3/2006
Time Period Background pM peak
l-70 WB Ramp at New
Casf/e
Garfield County
lgs'[Vest Street t-70 WB
Undivided
Rights Reserved
f,la'//la'\r'rnartaaa*o oni Caffiacc\arrrfio rarrra\T aaol ealrinco\,Taa-\rr1Lll^h r'.r a ti n^i<
Page 1 of 1Two-Way Stop Control
TWO-WAY STOP CONTROL SUMMARY
\nalyst CDR
\gency/Co. KmleY-Horn
)ate Performed 8/il2006
\nalysis Time Period Background AM Peak'
lmp
l-70 WB RamP at New
Casf/e
Gafield Coun$
2008
The
EastMest Street I-70 WB RamP ..
lntersection Orientation: North-Sqqth-
lNorth/South Street: Bruce
lstudy Perioll ftrs): 0.25
Maior Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
29 152 0 0 480 45
reak-Hour Factor. PHF 0.80 0.82 0.85 0.85 .0.85 0.88
Hourlv Flow Rate. HFR 36 185 0 0 564 51
Percent HeawVehicles 5 0
Median Tvpe Undivided
RT Channelized 0 0
[anes o 1 0 0 I 0
Confiquration LT rR
Uostream Si0nal 0 0
Mlnor Street Westbound Eastbound
Movement 7 I I 10 11 12
L T R L T R
y'olume 31 0 69 o 0 0
Peak-Hour Factor, PHF 0.88 0.85 0.77 0.85 0.85 0.85
Hourlv Flow Rate. HFR 35 0 89 o 0 0
eercbnt Heaw Vehicles 5 5 5 o 0 0
,ercent Gnade (%)0 0
Flared Approacft N N
0Storageo
0RT Channelized 0
Lanes 0 1.-I 0 0 0
3onfiguration LT R
Aooroach I NB SB Westbound Eastbound
Vlovement I 1 4 7 I I 10 11 12
-ane Configuration I Lf LT R
r (vph) I 36 35 89
O (m) (vph) I e50 316 850
vlc I o'04 0.11 0.1Q
95% queuelength | 0.?2 0.37 0.35
ControlDelay I 8.q 17.8 9.7
-os A c A
Approach Delay I -12.0
{pproach LOS I -B
ncszoorflll Oopyright O 2003 Unirrcrsity of Ftorirta, All Rig[ts Reserved Vorsion 4. ld
Page I ol 2
Two-Way Stop Control
TWO-WAY STOP GONTROL SUMMARY
Performed A/y2006
Tirne period Background pM peak -
l-70 WB Ramp at New
Casf/e
Gafield County
The Rapids on the Colorado
Undivided
Percent Heavy Vehicles
Rights Reserved
FI
"
IF IT
Page 1 of2Two-Way Stop Conhol
,ra th
TWO.WAY STOP GONTROL SUMMARY
Analyst CDR
Agency/Co. KmleY-Horn
Date Performed U3/2006
Analysis Tirne Period Total AM Peak - lmp
lntersection l-70 WB Ramp at New
Cast/e
Jurisdiction Garfield CountY
Analysis Year 2008
rroiect Descriotion The Rapids on the Colorado
EastM/est Street: l-70W8 RamP tlorth/South Street Bruce
lntersection Orientation: Norfh-Soufh Studv Period (hrs): 0.25
Malor Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 36 159 0 0 482 45
Peak-Hour Factor, PHF 0.80 0.82 0.85 0.85 0.85 0.88
Hourlv Flol Rate, HFR 44 193 0 0 567 51.
Percent HeawVehicles 5 0
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 0 1 0
Confisuration LT rR
Uostream Sisnal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
y'olume 47 o 69 0 0 0
>eak-Hour Factor. PHF 0.88 0.85 0.77 0.85 0.85 0.85
Hourly Flow Rate, HFR 53 0 89 0 0 0
Percent Heaw Vehicles 5 5 5 0 a 0
)ercent Grade (o/o)0 0
=lared Approach N ,v
Storage 0 0
RT Channelized 0 0
ranes 0 1 1 o 0 0
Sonfiquration LT R
Approach NB SB I Westbound Eastbound
Movement 1 4 7 I I 10 11 12
Lane Configuration LT LT R
v (vph)44 53 89
] (m) (vph)948 302 u1
ilc 0.05 0.18 0.11
)5olo QU€u€ length 0.15 0.63 0.35
SontrolDelay 9.0 19.4 9.8
OS A c A
Approach Delay 13.4
Approach LOS B
Rights Resenred
I d ..' 16 t At lha
Two-Way Stop Control
ttcszooN Copyright @ 2003 Unirarsity ofFlorida, All Rights Reserved
Page I of I
Version 4. ld
TWO-WAY STOP CONTROL SUMMARY
Analyst CDRAgency/Co. Kmtey-Horn
Date Performed 8/9/2006
Analysis Tirne Period Totat pM peak - lmp
lntersection
Jurisdiction
Analysis Year
l-70 WB Ramp at New
Cast/e .
GartieH County
2008
fhe on the Colorado
EastAffestStreet l-70W8 Street Brucelnte6ectionOrientation: North-South 0.25
tilaiqr Street Northbound SouthboundMovement12345 6LTRLTRy'olume loI ao.c
toI noqPeak-Hour Factor, PHF
Hourly Flow Rate. HFR 80 220
Percent HeaW Vehicles 5
Median Type Undi vidcd
RT Channelized f--L-]t o--
-anes 0 I 0 0 1 0ConfigurationLTrRUpstream Siqnal o o
Uinor Street Westbound Eastbound
Vlovement 7 I I 10 11 12
L T R L T Ry'olume 192 0 457 0 o o)eak-Hour Factor, PHF 0.86 0.25 0.81 0.93 0.93 0.93Hourly Flow Rate, HFR 223 0 564 0 0 0Percent Heaw Vehicles 5 5 5 0 0 0Percbnt eraOe (%)0 0
Flared Approach N N
Storage 0 0lT Channelized 0 0Lanes0110ooConfigurationLTR
Approach NB SB Westbound Eastbound
[4ovement 1 4 7 8 9 10 11 12
-ane Configuration LT LT R
r (vph)80 223 564
C (m) (vph)1117 353 812
ilc 0.07 0.63 0.69
)5% queue length 0.23 4.11 5.75
ControlDelay 8.5 31.2 18.9
LOS A D c
\pproach Delay 22.4
\pproach LOS c
ct^.//ra.\T\-----^-r^ ^-J cj^4:---\^-.J:- -^--.-\T ^^^l Cr^*:--^\,Tr__\..ar-1Dt k_o I a t4t\^.
TWO-WAY STOP CONTROL SUMMARY
Analyst CDR
Agency/Co. KmleY-Horn
Date Performed 8/4/2006
Analysis Time Period Existing AM Peak
ntersection l-70 EB Ramp at New
Casf/e
Jurisdiction Gafield CountY
Analysis Year 2006
Proiect Descriotion The Rapids on the Colorado
EastMlest Street l-70 EBRamP North/South Street: Bruce
tntersection Orientation: Notth-Soufh Studv Period (hrs): 0.25
Maior Street Northbound Southbound
[Iovement 1 2 3 4 5 6
L T R L T R
Volume 0 89 133 426 46 0
:eak-Hour Factor. PHF 0.80 0.86 0.71 0.86 0.68 0.88
Hourlv Flow Rate. HFR 0 103 187 495 67 0
Percent Heaw Vehicles 5 0
Median Type Undivided
lT Channelized 0 0
-anes 0 I 0 0 1 0
Sonfiguration IR LT
Uostream Signal 0 0
Mlnor Street Westbound Eastbound
l\Iovement 7 8 I 10 11 12
L T R L T R
y'olume o 0 o 66 o 49
reak-Hour Factor. PHF 0.88 0.85 0.77 0.79 1.00 0.72
Hourlv Flow Rate. HFR 0 0 0 83 0 68
Percent Heaw Vehicles ,5 5 .5 0 0 0
P6rcent Grade (o/o)0 0
Flared Approacft N N
Storage 0 0
RT Channelized 0 0
Lanes 0 o 0 0 1 0
Confiquration LTR
\pproach NB SB Westbound Eastbound
Uovement 1 4 7 I 9 10 11 12
-ane Configuration LT LTR
r (vph)495 151
3 (m) (vph)1283 196
dc 0.39 0.77
D5% queue length 1.85 5.22
ControlDelay 9.6 66.8
-os A F
\pproach Dday 66.8
\poroach LOS F
Two-Way Stop Control Page I of 1
Vcnion4.ldnqzoffiCopyright @ 2003 University ofFlorida Ail Righe Rcs€rvd
arar^A a
TWO.WAY STOP CONTROL SUMMARY
Performed 8/4/2006
Time Period Existing pM peak
l-70 EB Ramp at New
Castle
Gartied County
The Rapids on the Colorado
Undivided
Page I ofl
Version 4.ld
Two-Way Stop Control
ucszoooru Oopyright @ 2003 University ofFlorida, Alt Righ8 Rcscr,rcd
o , a ,a^aa
TWO.WAY STOP CONTROL SUMMARY
\nalyst CDR
\gency/Co. Kmley-Horn
Date Performed il4/2006
Analysis Time Period Background AM Peak
lntersection l-70 EB Ramp at New
Casf/eJurisdiction Gartied County
Analysis Year 2008
Proiect Descriotion The Rapids on the Colorado
EastMest Street: l-70 EB RamP North/South Street: Bruce
lntersectionOrientation: North-9outh Studv Period (hrs): 0.25
Malor Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 0 111 180 452 59 0
Peak-Hour Factor. PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 123 200 502 65 0
Percent Heaw Vehicles 5 o
Vtedian Type Undivided
RT Channelized 0 o
Lanes 0 I o 0 1 0
Sonfiguration TR LT
Uostream Signal 0 0
Mlnor Street Westbound Eastbound
Movement 7 8 I 10 11 12
L T R L T R
Volume 0 o o 70 o 53
Peak-Hour Factor. PHF 0.90 0.94 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 0 0 77 0 58
Percent Heaw Vehicles 5 5 5 0 0 0
)ercent Grade (%)0 0
:lared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 0 0 0 0 1 0
Configuration LTR
Approach NB SB Westbound Eastbound
Movement 1 4 7 I I 10 11 12
Lane Configuration LT LTR
(vph)502 135
] (m) (vph)1248 1n
ilc 0.40 0.76
)5% queue length 1.98 4.96
SontrolDelay 9.8 71.1
-os A F
Approach Delay 71.1
Approacfi LOS F
Two-Way Stop Control
ncszoooru Copyriglrt @ 2003 University of Florida, AI Righb Reserrcd
Page 1 of 1
Vcrsion 4.ld
f,ta.//O.\I)anrrmplrfs and Saffinos\errrtis rnurc\f .nnal Sa.ffinoa\Tetnn\rr?lrl FF trnn 9lt,rrnn6
TWO.WAY STOP GONTROL SUMMARY
Analyst CDRAgency/Co. Kmley-Horn
Date Performed 8/4/2006
Analysis Tirne Period Background PM peak
lntersection l-70 EB Ramp at New
Casf/eJurisdiction Garfietd County
Analysis Year 200A
Project Description Ihe Rapids on fhe Colorado
EastMest Streel l-70 EB Ramp tlorth/South Street: Bruce
lntersectionOrientation: North-9outh Study Pgriod (hrs): 0.25
Maior Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T Ry'olume 0 176 65 166 240 0reak-Hour Factor. PHF 0.80 0.76 0.92 0.82 0.86 0.88
Hourly Flow Rate. HFR 0 231 70 202 279 0
Percent Heaw Vehicles 5 0
Median Type Undivided
RT Channelized 0 o
Lanes 0 1 0 0 1 0
3onfiouration TR LT
Upstream Sional o 0
Mlnor Street Westbound Eastbound
Movement 7 8 I 10 11 12
L T R L T R
Volume 0 0 0 58 0 55
Peak-Hour Factor, PHF 0.88 0.85 0.77 0.72 1.00 0.78
Hourly Flow Rate. HFR 0 0 0 8A 0 70)ercent Heaw Vehicles 5 5 5 0 0 0,ercent Grade (o/o)o 0
:lared Approach N N
Storage 0 o
RT Channelized o 0
Lanes 0 0 0 0 1 0
Sonfiguration LTR
\pproach NB SB Westbound Eastbound
Movement 1 4 7 I 9 10 11 12
Lane Configuration LT LTR
r (vph)202 150
(m) (vph)1272 359
ilc 0.16 0.42
)57o Queue length 0.56 2.00
ControlDelay 8.4 22.0
LOS A c
\pproach Delay 22.4
\pproach LOS c
Two-Way Stop Control
ncszwnna Copyright @ 2003 University of Floridq Alt Rights Resened
Page I of 1
Version 4.ld
Gt^./h't.\n^^--6^-+a ^-l a^.+;--^\^....+i^ -^,.,^\r ^^^l c^{+:-n-\.n-*-\.,/rl-f E A .--o lA l^rl^a
Two-Way Stop Control
X611zO4rnl. Copyright @ 2003 Univctsity of Floflta, A[ Righb Rescn€d
.tf --rrfr-rn----------L- ---td-L2-----l---.r:- -'-----lT ---l d-a:----\r-----t--al-lr:n!--'-
Page 1 of1
TWO.WAY STOP GONTROL SUMMARY
l-70 EB RamP at Newon Castle
on Gafileld CountY
Year 2008
'st CDR
cy/Co. KmleY'Horn
Performed U4/2006
Time Period TotalAM Peak
ihe Rapids on the Colorado
Percent HeaW Vehicles
Undivided
Version 4.ld
a r, t^ 6a
TWO.WAY STOP CONTROL SUMMARY
Analyst CDRAgency/Co. Kmley-Horn
Date Performed il4/2006
Analysis Time Period TotatpM peak
lntersection l-70 EB Ramp at New
Casf/eJurisdiction Gaffietd County
Analysis Year 2OOB
The on the Colorado
EastAflest Street l-70 EB Street Bruce
o.25
Major Street Northbound Southbound
\4ovement 1 2 3 4 5 6
L T R L T R
Volume 0 185 96 t66 300 0reak-Hour Factor. PHF 0.80 0.76 0.92 0.82 0.86 0.88
Hourly Flow Rate. HFR 0 243 104 202 348 0rercent Heaw Vehicles 5 0
Vledian Type Undivided
RT Channelized 0 0
Lanes 0 I 0 0 I 0
Conflguration rR LT
Upstream Sional 0 0
Minor Street Westbound Eastbound
Movement 7 I 9 10 11 12
L T R L T Ry'olume 0 0 0 58 0 63Deak-Hour Factor. PHF 0"88 0.85 0.77 0.72 1.00 0.78
{ourly Flow Rate, HFR 0 0 0 80 0 80)ercent Heaw Vehicles 5 5 5 0 0 0)ercent Grade (o/o)0 0
Flared Approach N .N
Storage 0 0
RT Channelizdd 0 0
-anes '0 0 0 0 1 0
Sonfiguration LTR
Approach NB SB WeStbound Eashound
Movement 1 4 7 I 9 10 11 12
-ane Configuration LT LTR
r (vph)202 160
C (m) (vph)1223 327
ilc 0.17 0.49
)5% queue length 0.59 2.56
ControlDelay 8.5 26.1
LOS A D
{pproach Delay 26.1
\pproach LOS D
Two-Way Stop Conhol
ncszmN Copyri8ht @ 2003 University ofFlorida Alt Righb R€served
Page I of 1
Vasion4.ld
Gl^.///rr\h^arraarla ^-l O-+#-n^\^...+i^ - ",^\T ^^^l C^++:--^\.n^*-\,,n1-lD A l*-o lA IaAAZ
Short RePort
Page 1 of I
UCSZOOON (rpyngnt (t;' zuru.lJtrlYqrly ur rprru'' ru rs]'
file.//(-.\Ilnnrrtnanfs and Seffinos\crrrfis rrrrve\f nnel Seitfinos\Te'mn\s?k?M frnn 2lil1nfiA
SHORT REPORT
l-70 EB RamP at New
Castle
All other areas
Gaiield CountY
2006
st CDR
CV OT CO. KHA
Performed 8/4/2006
Period Existing AM Peak
G = 15.0
Oopyridrt @ 2000 thivenity of Florida' All Ri$s Res€n€d
Analyst CDRAgencyorCo. KHA
Date Performed A/4/2006
Iime Period Existing pM peak
lntersection l_70 EB Ramp at New
Casf/e
kea Type Ail other areasJurisdiction Garfield County
\nalysis Year 2006
EB WB NB SBLTTHRTLTTHRTTTH
1
RT LT TH RTNum. of Lanes 0 1 0 0 a 0 0 0 0 1 0
-ane group TR IR LTVolume (vph)55 o 47 158 44 148 1697o Hbaw veh 0 0 0 0 0 0 0,HF 0.90 0.90 0.90 0.90 0.90 0.90 0.90{qlqared (P/A)A A A P P A AStartup lost time 2.0 2.0 2.0Ext. eff. qreen 2.0 2.0 2.0krivaltype333Jnit Extension 3.0
0
3.0 3.0Ped/Bike/RTOR Votume 0 0 0 oLane Width 12.0
N
12.0 12.0)arkin g4Grade/Parkin g N 0 N N N 0 N N 0 NParking/hr
Bus stops/hr 0 0 0Unit Extension 3.0 3.0 3.0PhasingEB Onlv 02 03 o4 SB Onlv NB Only I OZ 08
Timing G= 8.0 1., -\f-Q=G = 25.0 G = 15.0 u-1., -Y= 4 I f=f=Y= 4 Y= 4 l=f=)uration oJAnatysis (hrs) = 0.25 SycleLengthC= 600
EB WB NB SB\dj. flow rate 113 225 352
Lane group cap.231 461 774
r/c ratio 4.49 0.49 0.45
Green ratio 0.13 0.25 0.42
Unif. delay d1.24.1 19.2 12.6
)elay factor k 0.11 0.50 0.11
lncrem. delay d2 1.6 3.7 0.4
PF factor 1.000 1.000 1.000
Controldelay 25.7 22.9 13.0
Lane group LOS c c B
{pprcfi. delay 25.7 22.9 13.0
{pproach LOS c c B
lntersec. delay 18.3 lntersection LOS B
Page 1 of I
Vcrsion 4.te
Short Report
ncszoooru Copfight @ 2000 Universiry of Floridq All Rights R$€r,/ed
fi lc. //C.\Donr rm errts anrl Setti n os\cr rrfi s rowe\f nca I Seftin os\Te,mn\s2k204. tmn 9,IADNfiA
Analyst ' CDR
AgencyorCo. KHA
Dite Performed 8/4/2006
Time Period Background AM Peak
lntersection
Area Type
Jurisdiction
Analysis Year
l-70 EB Ramp at New
Castle
All other areas
Garfield County
2008
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 0 1 0 0 0 0 0 1 0 0 1 0
-ane group LTR rR LT
r/olume (vph)70 0 53 111 180 452 59
Yo Heawveh 0 0 0 0 0 0 0
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Achrated (P/A)A A,A P P A A
Startuo lost time 2.0 2.0 2.0
Ext. eff. oreen 2.0 2.0 2.0
Anivaltype 3 3 3
3.0 3.0
Jnit Extension 3.0
:ed/Bike/RTOR Volume 0 0 0 0 0
r-ane Wdth 12.0 12.0 12.0
Parkin g/Grade/P ar!!19-N 0 N N N N 0 N N 0 N
Parking/hr
0 0
3us stops/hr 0
Unit Extension 3.O 3.0 3.0
)heeina EB onty I oz 03 04 SB Onlv NB Onlv 07 08
timing
G= 8.0 ur-rJ-L'-G = 25.0 G = 15.0 \r-
Y= 4 f=f=f=Y= 4 l=4 l=f=
Duration of furalYsis (hrs) = 9.25 )vcleLenqthC= 60.Q
EB WB NB SB
Adi. flow rate 137 323 568
-ane group cap.232 435 758
r/c ratio 0.59 0.74 0.75
Sreen ratio 0.13 0.25 0.42
Unlf. delaY d1 24.5 20.7 14.8
)elay factor k 0.18 0.50 0.30
lncrem. delaY d2 4.0 10.9 4.2
PF factor 1.000 1.000 1.000
SontroldelaY 28.4 31.6 19.0
-ane grouP LOS c c B
\pprch. delaY 28.4 31.6 19.0
Approach LOS c c B
lntercec. ddaY 24.2 lntersection LOS c
Page 1 of 1
Short Report
ucszoofl copright @ 2000 Univcrsity of Eoridq All Riglrts Reserved Version 4.le
Analyst CDR
Agency or Co. KHA
Date Performed S/4/2006
fime Period Background pM peak
lntersection
Area Type
Jurisdiction
Analysis Year
l-70 EB Ramp at Neii
Casf/e
All other areas
Garfield County
2008
EB WB NB SBLTTHRTLTTHITTTHRTLTTH RTNum. of Lanes 0 1 0 0 0 0 0 1 0 0 1 0
-ane group I-TR rR LTVolqqe (vph)58 0 55 176 65 166 240o/o Heavy veh 0 0 0 0 0 0 0PHF0.90 0.90 0.90 0.90 0.90 0.90 0.90{ctuated (P/A)A A A P P A AStartuo losttime 2.0 2.0 2.0Ext. eff. green 2.0 2.0 2.0Aryty4type333Unit Extension 3.0 3.0 3.0:ed/Bike/RTOR Volume 0 0 0 0 0
Lane Width 12.0 12.0 12.0
Parkin g/Grade/Parkin g N 0 N N N N 0 N N 0 NDarking/hr
3us stops/hr o 0 0
Unit Extension 3.0 3.0 '3.0
Phasinq EB Onlv 02 03 04 SB Onlv NB Only I OZ 08
Timing G'= 8.0 rJ-\r-rJ-G = 25.0 G = 15.0 \r-U-l=4 lY=|=f=Y= 4 Y= 4 !=|=Duration of Analysis (hrs) = 0.25 CycleLengthC= 6Q.O
EB WB NB SB
\dj. flow rate 125 268 451
Lane group cap.231 458 776
ilc ralio 0.54 0.59 0.58
Green ratio 0.13 o.25 0.42
Unif. delay'dl 24.3 19.8 13.5
)elay factor k 0.14 0.50 0.17
lncrem. delay d2 2.6 5.4 1.1
PF factor 1.000 1.000 1.000
Controldelay 26,9 25.2 14.6
Lane group LOS c c B
\pprct. delay 26.9 25.2 14.6
Approach LOS c c B
lntersec. delay 19.8 Intersection LOS B
Page I of I
Short Report
acszowtu Copyright @ 2000 Univemity of Florida" All RighB Resencd Version4.lc
Page 1 of I
Short Report
SHORT REPORT
.. l-70 EB RamP at New,ecllon casfle
Type Allother areas
on Gartied CountYYear 2008
st CDR
cyorCo. KHA
Performed 8/4/2006
Period Total AM Peak
G = 15.0
CopriSht @ 2000 University of Floriia All Nghs Rcserved Vcrsion 4.le
ttcszooN
Short Report
Page I of 1
Vcrsion 4.le
,rA I h
l-70 EB Ramp at New
Casf/eType Nt other areason Gafield CountyYear 2OOg
G = 15.0
trcszooN Copyright @ 2000 University ofFtorida, All Rights Res€rved
la t Al'aA a .
TWO.WAY STOP CONTROL SUMMARY
CR-335 & Paddle Wheel
Drive
Jurisdiction Gartied CountY
Analysis Year 2008
Analyst CDR
Agency/Co. KmleY-Horn
Date Performed 8/4/2006
Analysis Tirne Period Total AM Peak
Ihe Rapids on the Coloraclg
Undivided
Page i of2
Two-Way StoP Control
A'
"
IE
Page 2 of2
Version 4.ld
Two-Way Stop Control
rrcs2oo[M Copyright @ 2003 University of Florida All Rights Reserve<t
s/veh 7.3
8.8-os A AApproach delay
(s/veh)8.8
Approach LOS
A
th I Ai Aan r
Page 1 of2Two-Way StoP Control
TWO.WAY STOP CONTROL SUMMARY
!!||||!|!:!|
Analyst CDR
Agency/Co. KmleY-Hom
Date Performed 8/4/2006
Analysis Time Period Total PM Peak
lntersection
CR-335 & Paddle Wheel
Drive
Jurisdiction Gafield CountY
Analysis Year 2008
The on the Colorado
:astM/est Streef CR-99q Street: PaddleWheel Lane
ntersection Orientation: Egqqryest Period hrs): 0.25
rilovement
/olume (veh/h)
reak-hour factor, PHF
1
L
I
0.85
Eastbound
2
T
12
0.85
3
R
0
0.85
4
L
o
0.88
WestboundffiTIR151280.85 I o.n
{ourly Flow Rate 9 14 0 o 21 36
Proportion of heavY
vehides, P*,0 5
Median tvpe
RT Channelized?
-
Lanes
Confiouration
llnstream Sional
0
LT
1-
o
Undiv
9
0
'ided
0 1_
T
o
0
1
R
Minor Street Northbound Southbound
Movement 7 8 I 10 11 12
L T R L T R
Volume (veh/h)o 0 0 16 0 5
,eak-hour factor, PHF 0.80 0.82 0.85 0.85 0.85 0.88
Flourly Flow Rate
/rrah/hl 0 0 0 18 0 5
Proportion of heavY
vehicles, P*5 5 0 0 5 5
Percent grade (Yo)0 o
Flared aPProach N N
0Storage0
RT Channelized?0 0
-anes 0 0 0 0 0 0
Sonfiguration LR
Approach EB WB Northbound Southbound
Movement 1 4 7 8 I 10 11 12
Lane Configuration LT tR
y'olume, v (vPh)I 23
Capacity, c, (vPh)
-
v/c ratio .
1560 973
0.01 0.02
0.07
Queue length (95o/o)0.02
Page 2 of2
Version 4.!d
Two-Way Stop Control
Hcs2oooN Copyright @ 2003 University ofFloridq All Rights Reserved
s/veh 7.3 QA
LOS A AApproach delay
ls/veh)8.8
\pproach LOS A
6l a ,6 Aa
tl.. .. -lr - --t d,r.r:Fl
"
Ih
TWO.WAY STOP CONTROL SUMMARY
lntersection
Jurisdiction
Analysis Year
CR-335 &White Water
Lane
Gartied County
2008
Analyst CDR
Agency/Co. KmleY-Horn
Date Perforned 8/4/2006
Analysis Time Period TotalAM Peak
Ifre Rapids on the Coloralg
Undivided
Page I of.2Two-Way StoP Control
F.l--tld l^, ---
Page 2 of 2
Version 4. I d
Two-Way Stop Control
HCS2000nr Copyright @ 2003 University ofFtoridq All Righs Reserved
7.3 9.0LOSAAApproach delay
ls/veh)9.0
{pproach LOS A
TWO.WAY STOP CONTROL SUMMARY
CR-335 &White Water
Lane
Jurisdiction Gafield OountY
Analysis Year 2008
Analyst CDR
Agency/Co. KmleY-Horn
Date Performed U4/2006
Analysis Time Period Total PM Peak
7'he Rapids on the Colorado
Undivided
Page I of2Two-Way StoP Control
o t a taf\Al
Page 2 of2
Version 4.ld
Two-Way Stop Control
ucszoooru Copyright @ 2003 University ofFlorifu AII Rights Reserved
- --l Cl -&:.- --tD------t--6t_41 n a--_--
Del 7.4 9.0LOSAA{pproach delay
ls/veh)9.0
{pproach LOS
A
dIalA^^-
Page I of2Two-Way
cR-335
CR-312 west adi:€nt to Proiet
Garfield County
CDR
KHA
a412006
ffi Cus lhighway ffi cass ll highwaY
Tenain ffiLevet ffinoling
Two-way hourly volume 30 veh/h
Directional split 55 /45
Peak-trour facbr, PHF 0.88
Nopassing zono 100
% Trucks and Buses , Pr 5oh
% Recrsatlonal vetricles, P* 5%
Access poinb/ml 5
-I;g;;i-!r;.
adiustnent factor, fG (Exhibit 2(F7)
equlvalents 6r trucks, E, (Exhibit 20'9)
equivalents br RVs, ER (E Glblt 20'9)
1/ (1+ Pr(Et'l)+Pl
flow rater, v^ (Pc/h) v.=V/ (PHF * fe '
'highest dh€ctlond splft proportion2 (pc/n1
free-florv speed, BFFSFM
for lane width and shoulder wldth3, fLs (Exhiblt 206)
for access points, fo (Exhibit 206)volume, V,
speed, FFS FFS=Sru+0.0026(Vf/ fHV )
for nopassirg mrres, fm ( milh) (Exhitit 20''t1)
tmvel spoed, ATS ( ml,h) ATS+FS-0.00776v
€quivalonts for tucks, Er (Exhlbit 2G10)
oqulval€nts tur RVs. ER (Exhlblt2G10)
(1+ PrGrl)+Pe(E61) )
f,or rater, v" (pc/tr) vo=V/ (PHF ' fG'
'highest directlond split prqortion2 (pc/h)
for dkectional distlbution and *@
to capacity ratio v/c v/c=Vo/ 3'200
1$mh vetr<nlles of bavel,VMTr, (veh- ml) VMT
Two-Way
Hcsnooru
vehicle-mles of favel, VMT6,
Copyright @ 2000 University of Ftorida, A[ Rights Reserved
Page2 of2
Version 4.1d
1$min total travel tme, TTru(veh-h) TT.,u= lgTrr/ATS
al split vr>= 1,2o0 pc/h, e*in.,"O .rtyilffi
APPENDIX F
HCS Roodwoy Segment Anolysis Worksheets
Kimley-Horn anil Associates, lnc.
096037000 -ffuWds on thc C.olorado <=n
Two-Way Page 1 of2
Hiwonr<sneEr
\nalyst CDR\gencyorCompany KHA
)ate Performed U412OO6
M4ysis Time Period Backoround
{ighway cR-ss-
_-
:rom/To CR-312 westadirentto projectJurisdiction Garfietd Coung'
ffi Ch., thighway ffi Chs il highway
Tenain IXffi Lever M Roning
Two-way hourly volume 32 veh/h
Dircctional split SS / 45
Peak-hourfacbr, PHF 0.gg
No.passing zone 1OO
'Yo Trucks and Buses , PT Soh
% Rscreadonal vel{cles, p* Soh
Acoess points/mi o
Srade adjustmentfactor, fn (Exhibil 2e7)1.00
)assenger-car equivalents for trucks, Er Gxhibit 2O-g)1.7
Passenger-car equivalents br RVs, ER Gxhibft 2()-9)1.0
{eavy-vehicle adJustnent Ector, f* f*=1y 11+ p#r-1)+pp(Eo-1) )0.966
lwo-nnay for ratel , vo (pcrtr] vp=V/ (pHF " fe . fmr,]38
,e 'hlgh€Bi dir€ctlond spllt proportlon2 lpofr;21
rroe-rtorv upeeo rom F,qtd Measursnent F*llmatad Fm-Elm eaai
rield Measurcd speod, SFM mi/h
)bserved volume, V, veh/h
:ree-flon speed, FFS FFS=Srtr+0.00776(V/ fxv ) 39.S mi/tr
Base ftee-floriv speed, BFFS*
Mj. for lane *idth and shoulder width3, fLs Gxhibit 2&S)
Adj. for access points, fA (Exhibit 20€)
:ree-florn speed, FFS (FSS=BFFS-f6-fA)
45.r
mi/l
1.1
rd/l
t.:
mi/t
39.t
mut
Adj. for nopassing zones, fno ( mi/h) (Exhitit 2O,11)0.7
Nerage travel speed, ATS ( mi/hlATS=FF&,0.00776vo-f*38.6
3rade Adjustment factor; fc Gxhibit 20-B)1.00
rassenger-car equivalents for trrrcks, E, (Exhibit 2G10)1.1
Passenger+arequivalenb for RVs, ER (Ahb[ 2O-lO)1.0
{eavy-vehicle adlustrnent bctor, f* f"u=1/ (1+ PrGT-l)+pR(ER.l) )0.995
lwo-way flow rateJ, vo (Oc/h) vp=V/ (pHF. f6 . f6y)37
ro' highest dlrectiond.split proportion2 1pc/h)20
lase percent0me-spent-fofloring, PITsF(o6) BPTSF=100(1+{.0o087sv0;3.2
Mj. fordirectiout distribution and no-passlng zone, fdhD&XExh. 2G12)22.1
'ercent tme-spent-folorving, PTSF(%) PTSF=BpTSF+f ,rn"25.3
-evel of servlce, LOS (Efiibit 2(}.3 for Class I or 20-4 for CEss ilr A
Volume to capicity ratlo v/c v/c{/ 3,200 0.01
Peak 1$+nh vdHniles d favel,VMTrs fteh- mi) VMT.,^= 0.251*gy7p66y 18
Copyright @ 2000 Universlty of Florida' All Rights Reserved
Two-Way
HCS2o1?ru
PageZ of 2
lSmln total travel tme, firu(veh-h) TT*= VMT,'/ATS
1. lf v" >= 3,200 pc/h, terminate analysis-the LOS is F. 2. lf highest directiornal split vr>= I ,700 pc/h, brminated anVsis-the LOS is F'
d l a li^aa
CDR
KHA
u4t2006 CR-312 wost adilont to proiect
Garfield CoungYear 2OOg
E*:.=-*,S
ffi* curs I higtrway ffi Chrr il highway
Tenain ffi Levet H$ Rouing
Two-way hourly volume 132 veh/h
Directional sptit 65 / 35
Peak-hourfacbr, pHF 0.g8
.No-passing zone lOO
% Trucksand Buses, p, S%
% Recreationalvetdcles, p* S%
Access points/ml s
adjustmentfactor, fu Gxhlbit 2G4
equivalents br trucks, Er (Errhibit 20-9)
equivalents br RVs, ER (E(hibit 2O-9)
adjustment hctor, fpy f*=1/ (1+ PrGr.l)+pp(Ep.t) )
flow ratel, vo (pc/h) v^=V/ (PHF. fn .
'hlghest directond split proportion2 lpcltrl
Measurcd speed, S* mi/h
volume, V, veh/h
speed, FFS FFS=SFM+9.09776(V/ fHv ) 39.S mi/h
for lane width and shoulder widtl3, fLS (Exhibit 2O-S)
foraccess points, L (Exhibit 20-6) 1'
. for no-passing zones, fm ( mi/h) (Exhitjt 2O-1 1)
travel spe€d, ATS ( mi/h) ATSTFS-0.00776v
equivalents for tucks, Er Gxhibit 20-10)
equivalonb for RVs, ER (Exhibit 20-10)
adjustment &ctor, I * t *u=1 I 11+ Pr(Er- 1 )+po(E.-l ) )
floar ratel, v. @c/tr) v^=V/ (PHF. fe.
'highest directond split proportion2 lpcm;
for directional distribrtrlon and ne.passing zone, f*"(%)(Exh. 20-121
tme.spent-foflowing, PTSF(To) PTSF=BPTSF+f
LOS (Bhibft 2G3 for Class I or 204 for Class I
to capacity ratlo v/c v/c=V./ 3,200
l$mh veh<nlles of havel,VMTro (veh- mi) VMT
Page I of2Two-Way
I A .,. t6 IAIAA I 6ta,^^^-
Two-Way
HcszooorM
aa ,rA lE
vehicle-mles of travel, VMT (veh- mi) VMT
Page2 ofZ
Version 4.1dCopyright @ 2000 Univelslty of Florida, All Rights Reserved
1s-min total travel lme, TT
1. lf v^ >* 3,200 pc,/h, terminate anatysi+the LOS is F. 2. lf hlgfrest directional sptit vr>= 1 ,700 pc/h, brminated anVsis'the LOS is F.
16 I Ataa^.a,at6^da