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TRO~I=I=IG IfllIPA~T STUDY
Prepared jor
Briggs Engineering
1800 Overland Road
Boise, Idaho 83705-3142
January 20, 2003
Prepared by
1A18S~f111~011
Washington Infrastructure Services
720 Psrk Boulevard, P.O. Bo: 73
Boise, Idaho 83729-0073
(208) 386-5000
-~A\. 20. 2003 9 11H"u'. I'sA_-:IG O1 G:~C,.F U). ;6y ,
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Trn(fic bnp~tct Study
INTRODUCTION
Washingron Infrastntcmre Services {WIS} has been retained to prepare a traffic impact study for
the proposed Verona planned unit development (PiID) located on the norh side of W. McMillan
Road just east of N. Ten Mile Road. Figure l displays the location of the project and its
vicinity. The purpose of this report is to evaluate the traffic impacts resulting from the proposed
development. This study will only make recommendations for the three site access intersections
(two on N. Ten &tile Road and one on W. MciYlillan Road). Recommended improvements to the
transportation system in the vicinity of the project site are not included m this repott. These
Issues have already been addressed in the North Meridian Area Traffic Study completed by WIS.
This report is prepared in coglormance wtth the requirements of a major traftic impact study as
required by the Ada County Highway District (ACRD). However, as stated oreviously, issues
already addressed in the North iV'leridian Area Traffic $utdy are not included. In particular, the
scope of the study includes the following:
• Ttip generation of the proposed development,
• Tnp distribution and traffic assignment of the si[e generated traffic;
• Impacts of site generated traffic at the three site access intersections; and
• Recommendations for site access intersections and ]ot access.
PROPOSED DEVELOPMENT
Verona is a proposed PUD located on the north stde of W. McMillan Road lust east of N. Ten
Mile Road with l68 residential-single faintly dwelhng units; general office butldmgs on sites of
1.78 acres, 1.60 acres. 0.9~ acres, and 2.24 acres; a church on a 1.77 acre site, a daycare center
on a 1.17 acre site, and the extension of Meridian Community Park by 4.57 acres. The proposed
preliminary site plan for the project is presen[ed in Figure 2. The study assumes that the
development will be completely built by the year 2008. As shown in the preliminary site plan,
the development procoses two lull-accesses onto N. Ten Mile Road and one nail-access onto W.
McMillan Road. The access on W. McMillan Road is proposed to be aligned with the access to
the general office buildings in the northwest comer of the Bridgetower Subdivision. The north
access on N. Ten Mile Road is approximately 2,350 feet from the intersection of W. McMillan
Road. The south access on N. Ten Mile Road is approximately 800 Feet from the intersection of
W. McMillan Road. The access on W. McMillan Road is approximately 850 feet from the
intersection of N. Ten Mile Road. The site plan stubs three streets to the east tying into the
approved Lochsa Subdivision.
STUDY AREA CONDITIONS
Study Area
The area of influence will be Ada County. The area of primary impact will be along N. Ten Mile
Road and W. McMillan Road. The three site access intersections (two on N. Ten Mile Road and
one on. W. McMillan Road} will be evaluated for impacts. Refer to the Norlh Meridian Area
Traffic Study Report for impacts to the other intersections in the vicinity of the site.
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Land Use
The project area is currently vacant and zoned as RUT. The site is proposed to be rezoned as a
PliD.
EXISTING CONDITIONS
Traffic Volumes
Refer to the North Mendtan Area Traffic Study Report for the existing traffic counts and ntmin¢
movements for the roadways in the vicinity of the project area.
Road System
The road system in the site vicinity is described below;
N. Ten Mtle Road is a two-lane north-south facility classified as a minor arterial. The
posted speed limit is SO mph.
W. McMillan Road is a two-lane east-west facility classtfed as a minor arterial. The
posted speed lima is 50 mph.
The intersection of N. Ten Mile Road with Mci~[illan Road is a two-way stop
controlled intersection with N. Ten bLle Road having the right-of-way.
STUDY PERIOD
The build out year for [his study was assumed to be 2008. Only the weekday p.m. peak hour
period between 4-6 pm was analyzed for site impacts.
PROJECTED TRAFFIC
Site Traffic
Trio Generation
Site traffic generation was estimated by procedures recommended in the latest edition of the Trip
Generation Manual (6`" Ed) published by the Institute of Transportation Engineers (ITE). Trip
rates estimated in the manual are based on actual driveway traffic measurements performed on
different Land uses nationwide, particularly in metropolitan areas.
The site trip generation was obtained by applying the trip rates from the Ttip Generation Manual
to the uses of the site development. The Floor Area Ratios for the general office, church, and
daycare land uses were all assumed to be 0.25 (25%). Ten percent of the office trips and twenty
percent of the daycare trips were assumed to be captured within the subdivision. This is based
on engineering judgment obtained from experience with other projects of similaz nature and from
engineering manuals such as the TfE Trip Generation Manual. Table I presents the summary of
the Verona PUD trip generation.
The proposed development is projected to generate an internal average daily traffic (ADT) of
approximately 3,570 vehicles per day (vpd), of which the external peak hour volume (PHV) is
projected to be approximately 390 vehicles per hour (vph).
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Figure 3 presents the daily trips on the in[emal site road network.
Trip Distribution
Once the generated trips were estimated, they must be assigned to particular segments of dte
encompassing transportauon network. From the project site, it was assumed that 36°% of the
[raffic will travel to and from the southeast on W. NfcMillan Road, [hat 17% of the traffic wtll
travel to and from the southwest on W. McMillan Road and on N. Ten Mile Road, that 37% of
the trafllc will travel to and from the northeast on N. Ten Mile Road, and that [Q% of the traffic
will travel to and from the northwest on N. Tcn ;btite Road. Thts traffic distribution was based
on the North Meridian Area Traffic Study Report. the background traffic for the build-out year
of 2008 was determined utilizing the traffic projections for the Lochsa and Brideetower
Subdivisions (The Traffic Impact Study for the Lochsa Subdivision was completed by W.I.S. in
March, 2002. The Traffic bnpact Study for the Bridgetower Subdivision was completed by
W.I.S. in December, 2000). The Lochsa Subdivision traffic projections had been determined for
the year 2010 so the projectiors were reduced by a 2",% growth rate per year fo: rvo years.
Figure 4 presents the site traffic distribution at the intersection of McMillan Road with the sire
access roadways.
TRAFFIC ANALYSIS
Site Access and Circulation
A southbound left-cum lane is required at both of the site access intersections with V. Ten Mile
Road. An eastbound Jett-cum lane and a westbound right-turn lane are required at the site access
intersection with W. McMillan Road. This was determined using .4CHD's warrants for right-
tttm bays and left-ruin bays. Copies of the warrants are included in the appendix. The accesses
to the site will need to meet ACHD's criteria of a minimum of 220 feet driveway spacing for an
uncontrolled full-access en Arterial Streets (P.CHD Development Policy Manual -December
1999, Section 7207).
All of the internal streets that are planned for front-on•housing have daily [raffic projections less
than 1000 vpd. The main roadways into the PUD from the southwest and southeast accesses will
need to be classified as a collector and no front-on-housing is planned for these road segments,
as is shown in the current site plan in Figure 2. At build-out (2008), the average daily traffic on
the heaviest traveled roadway is estimated to be a maximum of 1,390 vehicles. The COMPASS
planning threshold (Level of Service D) for atwo-lane collector roadway (non-business district)
is 9,500 vehicles per day. Based on this criteria, the main roadway will operate well under
capacity. Alt driveway spacing within the site must meet ACHD's minimum spacing
requirements addressed in Section 7207 of the current ACRD Development Policy Manual. No
concerns were identified with the preliminary site layout.
Capacity Analysis and Level-of-Service
A capacity analysis was performed using the laces[ edition of Highway Capacity Software (HCS
2000) based on the 2000 edition of Highway Capacity Manual.
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Briggs Engineering: Verona Subdivision
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lnepact Study
A capacity analysis for all threc site access intersections for the 2008 build-out scenario was
performed. The site accesses on N. Ten :~Ule Road are proposed to be controlled by a stop sign
on the east legs of the T-intersections with N. Ten Mile Road. The site access on W. McMillan
Road is proposed to be controlled by a stop sigtt on the north leg of the intersection with W.
McMillan Road. The capacity analysis assumed a snuthbnnnd left-rum lane at both of the
intersections with V. Ten Miie Road, and an eastbound left-turn lane and a westbound right-turn
lane at the intersection with W. McMillan Road, based on ACHD's policy. All three of the
intersections are projected to operate under capacity for the build year of ?008. All movements
of all three intersections are projected to operate at LOS B or better, except for the southbound
movement of the southeast access, which is projected to operate at LOS C. Detailed results of
the capacity analysis are included in the Appendix.
The peak hour traffic stenal warrant was checked for the three access road intersections for the
2008 build-out year. These intersections do not cor.:ply with the peak hcur traf c si;nal warrant
based on these traffic projections.
CONCLUSIONSIRECOMMENDATIONS
The following are the pnnctpal findings and recommendations of the study:
1. The proposed development is projectcd to generate an ADT of approximately 3,570
vpd, of which the peak hour traffic (PHT) is projected to be approxtmately 390 vph.
2. The forecasted datly traffic volume for the heaviest traveled roadway in the PUD is
only 1,390 vehicles per day. The planning threshold (LOS D) for atwo-lane collector
roadway is 9,500 vehicles per day. This indicates that al] of the main roadways
should provide excellent operating conditions under build-out traffic volumes.
3. All of the internal streets that are planned for front-on-housing have daily traffic
projecnons less than 1000 vpd.
4. A southbound left-turn lane is required at both of the site access intersections with N.
Ten Mite Road. An eastbound left-turn lane and a westbound right-turn lane are
required at the site access intersection with W. MetMillan Road. This was determined
using ACHD's warrants for right-rum bays and left-turn bays.
5. The site accesses on N. Ten Mile Road are proposed to be controlled by a stop sign
on the east legs of the T-intersecttons with N. Ten Mile Road. The site access on W.
McMillan Road is proposed to be controlled by a stop sign on the north leg of the T-
intersection wrth W. McMillan Road. All three of the site access intersections are
projected to operate under capacity for the build year of 2008.
Page 9
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Trn~fic Impact Snttly
REFERENCES
"Trip Generation 6th Edition." by lnsti[u[e of Transportation Engineers, Washington D.C., 1997.
"Highway Capacity Manual, "?000," l ransportation Research Board, Washington D.C'., 2000.
"Developmen[ Policy Manual," Ada County Htghway District, July 1994.
"Tratiic Analysts of the Bridgetower Subdivision, Linder Road and Ustick Road in Meridian,"
Washington Infrastructure Services, Inc., December, 2000.
"Lochsa Subdivision Traffic Impact Study," Washington Infrastructure Services, Inc., March 12,
2002.
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Washington '! Ympcu`Zi 17~'cronalYCww r,ml TIS doa
• •
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Traffic lmpac[ .S[udy
APPENDIX
~emno Fiml TIS.JO~
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T'R!O-WAY STOP COW7ROL SIJMl49AAY
General Information Site Information
nalvst C W Intersection SE Access S McMilan
enc ICo. WIS Jurisdlcfion CHD
Date Performed 1 2/2 02 00 2 nalvsls Year Build Ou[
nal sis Time Period PM Peak Hour Pro'ect ID
East/Wesl Sifeet: SoutheasPAccess NorthiSoutn Street:. McMillan Rd.
Intersecton Onentation: Easf-West 5[u Periotl hrs : 0.25
ehicle Volumes and Ad-ustments
Ma'or Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
olume 16 282 6 i4 363 67
Peak-Hour Factor, PHF 0.90 0 90 0 90 0 90 0, 90 0 90
Hourly Flnw Rare. MFR t7 3t3 6 15 403 74
1
Percent Heavy Vehicle=_ 2 -- -- 2 - --
i
Median T Fe L/ndivided
RT Cnannelized 0 G
Lanes 1 1 0 1 t 1
Configuration L TR L T R
U stream SI nal 0 0
Minor Street Northoound Southbound
Movement ~ 8 9 10 11 12
L T R L T R
olume 2 2 7 73 0 19
Peak-Hour Factpr, PHF 0 90 0.90 0.90 0 90 0.90 0.90
Hourl Flow Rate, HFR 2 2 7 81 0 21
Percent Heavy Vehicles 2 2 2 2 2 2
Percent Grade (°'o) 0 0 I
flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 1 7 0 1 1 0
onf uration L TR L TR
Oela , Oueue Len th, and Level of Service
pproach Ef3 WB Northbound Southbound
Movement 1 4 7 B 9 10 t r t 2
Lane Configuration L L L TR C TR
(vph) 17 15 2 9 Bt 21
C (m)(vph) 1085 1241 274 54i 298 647
/c 0.02 0.01 0.01 0.02 0.27 0.03
5%queuelength 0.05 0.04 0.02 0.05 t.08 D.10
Control Delay B.4 Z9 18.2 1L8 2t5 108
OS a a C 8 C B
pproach Detay - •- 12.8 t9.3
pproach LOS - -- B C
71CS1000TM
Lapyrirnt b 2000 Univernry nr Flondt. All Rigbb Reservetl
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TWO ',NAY STOP CONTROL SUMMARY
General Information Site Information
nal 51 CCW Intersection SW 4ccess & ren Mile
enG /CO. WIS Of15dICtlOn CHD
Date Performed 12/20/2002 nalysis Year Budd Out
nal sis Time Period RM Peak Hour Pro ect ID Verona Deve!o ment
EasUWest Streer. Sourbwest access NorthlSoulh Street: ten Mrle Rd
Intersection Orientation. East-West Stud Penod hrsl 0.25
ehicle Volumes and Ad'ustments
Ma'or Street astoound We<_tbound i
Movement t 2 3 4 5 6
t~ T R t T R
olume ~0 0 0 13 0 77
Peak-Hour Factor. PHF 0 90 0 90 0 90 0 90 0.90 0.90
Hourly Flow Rate. HFR 0 0 C 14 C 85
Percent Heavy Venic!es 0 -- - 2 •- --
Median Type Undivided
RT Channeiized 0 0
Lanes 0 U 0 1 0 i
Conhguratian L R
Upstream Si nal 0 0
Minor Street Northbound Southbound
ovement 7 B 9 10 11 t2 I
L T R L ? F.
olume 0 186 11 55 264 0
Peak-Hour Factor, PHF 0 90 0.90 C 90 0.90 C 90 0.90
Hourly Flow Rate, HFR 0 206 12 6J 293 0
Percent Heavy ve+ilctes 0 2 Z 2 2 0
Percent Graae (%j 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 0 1 C 1 1 C
onfigurabon TR L T
Dela Oueue Len th, and Level of Service
pproach EB WB Northbound Southbound
Movement 1 4 7 8 9 t0 tt t2
Lane ConfiguraGOn L TR L T
(vph) 14 21d 61 293
C (m)(vph) 1623 783 650 -656
!c 0.01 0.28 0.09 0.34
95°/° queue length 0 03 1. i4 0.31 1.52
Control Delay 73 ii.a it 1 11.4
LOS A 8 e a
pproach Delay - - ii.4 11.3
pproach LOS - __ g B
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General Information
nal st
CCW Site Information
Intersection
NW Access d Ten Mile
enc rCo. W!S aunstlichon CHD ~~
Date Performed t2/IOi2002 nalysls Year Build Our
nal srs Time Penod PM Peak Hour Pro-ect 1D I
EaSUWeSt Street: Northwest Access North/$OUth Street: T@R Mile Rd. j
intersection Orientation: East-West Stutl Penotl (tire): 0.25
ehicle Volumes and Ad'ustments
Ma or Street Eastbound Westbound
Movement 1 2 3 a 5 6
L T R L T R
plume 0 0 0 4 0 78
Peak-HOUf Factor, PHF 0.90 0.90 0.90 0 90 040 0.40
Hourty Flow Rate, HFR 0 0 0 4 0 20
Percent keavy Vehicles 0 •• -- 2 -- ..
htedlan Type vndivided
RT Channetiiead 0 0
Lanes 0 0 0 t 0 7
Conti uration L R
U stream Si nal 0 0
Minor Street Norlhbauntl Southbound
Movement 7 8 9 10 11 12
L T R L 7 R I
plume 0 263 5 33 250 0
Peak-Hour Factor, PHF 0 90 0 90 0.90 0.90 0 9C 0.90
Hourly Flow Rate. HFR 0 292 5 36 288 0
Percent Heavy Vehicles 0 2 ~ c" 2 G
Percent Grade (5°j p 0
Flared Approach N N
Storage 0 0
T Channelized 0 0
Lanes 0 t 0 t t 0
Confi uration TR L T
eta ,Queue Len th, and Level of Service
pproach EB WB Northbound Southbound
Movement 1 a ~ 8 9 t0 11 t2
Lane Conf+guration L TR L T
(vph) 4 29i 3S 288
'(m)(vph) 1623 866 594 885
!e 0.00 0.34 0.06 0.33
5°~ queue length 0.01 f.53 O.t9 7.42
onlrol Delay 7 2 t L3 1 t.5 t t.0
Los a e e e
pproach Detay •- -- t t.3 t t. t
pproach LOS -- -- B B
rdCS2rMnT"s
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December 16, 2002
Frank Vatriale,
Primeland Development Co.
660 E. Franklin, Suite 1110
Meridian, ID 83642
Dear Frank:
Three new soi! test holes were excavated and described on December 10, 2002 on the
Bridgetower North Subdivision I the approximate locations shown on the attached plat
map. The locations an71 be surveyed in later.
Groundwater was at 131 inches below ground level in test holes THl-02 and TH2-02 and
at 112 inches in TH3-02. PVC pipes were installed in each test hole to 411ow monitoring
of ground water. Becky indicated she warts us to do the monitoring biweekly from
March 1 through October 15, 2003. We will keep you posted on the remelts of the water
table values throughout the irrigation season.
If you have any questions, call me at 672-9213
GLEN H. LOGAN
Certified Professional Soil Scientist
CC w/attachmems: Kathy Stroschein, PE
l 800 V~. Overland Road
Boise, ID 83705
BRIGGS ENGIWEER!h~? . ,,;^
DEC [ ; ii;~l
BOISE, IDAHC
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Storm Drain Test Hole Description ~ aluation
Date Of Evaluation: 12!10/2002 Evaluated by: Glen H. Logan, CeraCred Professional soil Scientist
Requested Sy: Frank Varialle, Primeland Development Co.
Address: 660 E. FrankNn, Suite 1110 Phone:
City: Merman State: ID Zip: 83642
Legal Desc:
General Desc: Bridgetower at northwest portion
(t~ s~ Color Te7cture Clay % Roots Mottles ~' f~ ~~ Cammerrts
Hole Number 8 Location: - TH 1-02
0 ro 12
10YR 314
kram
- 15 ro 20 marry fete, few
medium ~
none
D.5 ro 7.0
liable moist
12 ro 30
10YR 4B
loam
25 many fine, few
mecum
none
~0.5 ro 1.0
weaky prismatic
30 ro 53 10YR 416 &
tOYR 7!3 weakly cemented fare
sandy laarrl
5 ro 10
hale
none
- 1.0 ro 20
weakly ttigh lime layer
53 ro 92 10YR 4/6 wsy fine sandy loam 5 ro 10 Ware rare 2 ro 4 stighly compac4ed
92 ro 140 10YR 4/6 vay fine Bandy ktarn c5 none none 2 ro 4 saturated
740 ro 146
vary N 9~N
loarrq fine sarW
~5
note
none
5 ro 8
146 ro 750•
varrega<ed Y l9~ay
fete Band
0
Wane
none
7 ro 10
General Notes: Slope: 0 to l~. free water otxerved in test hole Q T31 inches. Profile was saturated below 97.
Hole Number & Location: TH2-02
o ro 1 z
toYR 3ra
aayr ktarn
27 ro 3o tHie 8 cammorr
med'nan - -
Wale -
- os ro o.s
very firm most
72 ro 20
10VR 416 - k%' tremert4ed of
sandy loam - ~ ~ -
- ~ 15 - common fine & few
Ware
~ 1 ro 2
dense
20 ro 40
- - wealByro mod.
l.ertlarded -
- -
few fine - ~
crone
0.5 atteinatirtg weak and moderately
cemented layers
40 ro 52
7.SlR 4!4 weefdY cemented
hardpan - -
crone
none
<0.5
totable ro tedue, dense N pace
52 ro 88
- moder~lYcemeUe_d
hardpan ...
-
none
crone
<D.O6
dense in place
68 ro 131+
tOYR 416 exbe+ne1f19~N
klamy tirre sand
c5 -
none
none
540 8 .
krone
General Notes: Slope: 0 to 1 %. free water in #esf hole at 131 inches very moist below.
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