ZE-0036-97
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iNLAND PACIFIC ENGlNEERING, INC. ~
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. SPOKANE COElJR D'ALENE
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Pines Corridor Improvement Project ` Westbound On-Ramp Realignment .
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for WSDOT & Spokane County
Spokane County, Washington
' July 1998
IPE W.O. Num. 95551
Prepared as a part of Lawson/Gunning Rezone
Traffic Study ZE-36-97
. Inland Pacific Engineering, Inc. _
707 W. 7th Avenue, Suite 200
Spokane, WA 99204
(509)458-6840
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~sS~ONAL ~NG\ I~NALE~'
~ EXPiRES: EXPIRES 9/24/ ~
Timothy A. Schwab, P.E. Todd R. Whipple, P.E.
. TABLE OF CONTENTS
Preliminary Design An2tlysis
Introduction/Purpose ' Existing Conditions
Planned Improvements
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~ Description of Proposed Improvements .
Design Standards Used
Cost Estimates . .
Attachments
Level of Service Calculations With 2006 Traffic Volumes Without Proposed
Improvements
Level of Service Calculations With 2006 Traffic Volumes With Proposed
Improvements
7'ypical Roadway Sections
- Overall Concept Plan
Plan of Improvements
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~ Corridor Congestion Relief Participation Breakdown • ~
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SR27/Mansfield Ave. Project
30% Match
Cost of Improvements
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Mansfield Ave. County $ 1,250,851
Pines I/C WB Ramps S 1,436,201
Mansfield and Pines Signaf $ 261,583
Euclid and Pines Signal s 160,023
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Pines R/W at Eucfid s 25,000 ~
S 446,606
Tota4 Projeci Costs $ 3,133,658
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30% match $ 940,097 Public Ma1ch $ - 440,30~
Private Match 5 499,795
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Total Public Share $ 2,633,863 Ir 84.1°0 .l i'
Total Private Share $ 499,795 15.9%
$ 3,133,658 100.0%
Potential Funding Partners
Cash Contributions
# of Netiv °ao of New Cash less developer ~
Uses Trips Trips Contribution credits
STPU Funds - $ 330,302 $ 330,302
Sookane County $ 55,040 $ 55,000
~ 1 WSDOT $ 55,000 $ 55,000 `
2 Inland Empire Paper Mirabeau Point 500 30.36% $ 151,729 $ 151,729
" 3 John Miller 15Acres 168ksf 183 11.11 °,6 $ 55,533 $ 55,533
. 4 Bi{I Lawson LawsoNGunning multi-use 395 23.98% $ 119,866 $ 119,868
5 Bob Bonuccelli 35 Acres . 400 24.29% 5 121,383 $ 96,383
6 Tom Hamilion Hamilton Apts. 152 Apts 94 5.71 °lo $ 28,525 $ 28,525 'i~l I I
7 Rick Hoaker View RanCh Est. 46 SFDU 46 2.79°!a $ 13,959 $ 13,959
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8 Four Square Church 6 4.36% $ 1,821 $ 1,821
9 Gunning Change of Conditions add 10 Apts. 6 0.36% $ 1,821 $ 1,821
11 Grant Person Warehouse 34ksf 17 1.03% $ 5,159 $ 5,159
1647 100.00%
cosUtrip to-private development = $303.46 $ 940,097 $ 915,097 • ! ,
' fnGudes a reduction of 143 trips from safe of 12 acres to John Miller. I~
" 70 trip reduction for 51.8 ksf already constructed and 143 trips increase
from purchase of 12 Acres from lEP $66635 credit for signal design f
Includes a$25,000 credit fram right-of-way agreement w! WSOOT
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Transportation g r Section,
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1026 Ri + i - A ' • A : 9 s 0- (50' • 00 Fax +2'
Memo FtECEIVED
MAR 0
To: Dick 111Jarren, P.E., City af Spokane VaIIey
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Divis` ~ ~n~~~~a~s
From: Scc~#t En9e1hard, SPakane CountY ~ ~
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File PE-1 914-02
aate: Nlarch 3, 2003
Per your request I am forwarding a copy of the Traffc Impact Analysis for River Crossing PUD. As I
mentianed in the meeting at#ended on February 20, 2002, with 11VSDOT, Jim Haines, Bill Hemmings
and myself, we are close #o accepting #he study as complete, pending approval vf the mitigation. Per
the analysis th~ ~eveloper propases cantributing a propvrtionate share fQr the installatron of atraffc
signal at the in#ersection of Mission Avenue and Barker Raad. Not mentioned in the TIA, but in
current discussions that include Spokane Caunty Engineering, City of Liberty Lake and VIISDOT, the
developer has proposed assuming full cons#ruction vf the signal if apprapriate agreernents can be
worked out.
end
CC. AppAicant ~<ApplicantName37
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Pines RoadlIndiana Proposed Transportation Improvements
I-90 Westbound Ramps to Mansfield Intersection.
Preliminary Design Analysis
Introduction/Purpose
The land north of I-90 surrounding Pines Road has a combination of retail, commercial, multi-
family and single family land uses as well as public uses including a park and ride lot and a
maintenance/storage area for WSDOT. There is some proposed developments for vacant land in
this area, including the Mirabeau Point project, additional malUretail space and both multi-family
and single family land uses. With the proposed projects comes increased use of the existing
transportation facilities and a need for capacity improvements for the transportation system.
` The purpose of this design analysis is to present a concept for improving the transportation
circulation and mobility in the area from the westbound ramp intersection north of I-90 to
~ Mansfield Road on Pines Road and from the proPosed Mirabeau ParkwaY east of Pines to
approximately Wilbur Road west of Pines. This information is intended to show that the
proposed improvements will provide adequate levels of service for the anticipated traffic
volumes in this area of Spokane County as well as provide a proposal of the general layout of the
improvements. This design analysis is being provided as supplementary information to the Lawson/Gunning
Comprehensive Plan and Rezone request ZE-36-97. This document incorporates by reference
the Lawson/Gunning TIA, the Mirabeau Point EIS and the SR 90 - Four Lakes to State Line EIS
, documents.
Existing Conditions
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The portion of Pines Road (SR27) from I-90 to Mansfield Avenue is located in Spokane County
~ east of the City of Spokane in the Spokane Valley area. Witiin the last decade, a significant
~.amount of development has occurred along the Pines Comdor increasing traffic congestion. The
new Spokane Valley Mall along with other proposed land developments and amiual increases in
background growth of traffic will bring the levels of service to intersections in this area to
?unacceptable levels. While the proposed new Evergreen Interchange will take some traffic from
the Pines Road Interchange and provide some relief for the traffic on Pines Road, with the
proposed land developments in the area, additional transportation improvements are needed.
The existing intersections of Pines RoadlIndiana Avenue/Montgomery Avenue and Pines
Road/Westbound ramps are closely spaced without adequate room for storage. These two
intersections are both signalized, but operate from one controller. During peak periods, there is
not enough storage for the vehicles making the northbound left turn onto Montgomery. The
southbound traffic at the Pines/Indiana intersection also suffers excessive delay during the peak
Inland Pacific Engineering, Inc. 1 Pines Road Corridor Improvements
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- periods while the westbound traffic on Indiana is only given a few seconds of green to turn onto
or cross Pines Road.
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Pines Road in the project area has two through lanes in both the northbound and southbound
directions. The posted speed limit is 35 mph. There are left turn lanes for the left turning
movements on Pines Road at all signalized intersections. A two way left turn lane exists
between Indiana and Mansfield on Pines Road. Indiana Avenue east of Pines Road has two
' through lanes in both the eastbound and southbound directions. Two way left turn lanes and
dedicated left turn lanes exist on Indiana to service the existing and proposed commerciaUretail
land uses. Montgomery Avenue west of Pines Road has one lane each direction with no tum
lanes. Mansfield Avenue (eastlwest) currently has one lane each direction. The Mansfield
, Avenue and Pines Road intersection is located approximately 600 feet north of Indiana Avenue.
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The general topography of the project area is flat to rolling. A railroad crossing exists ; immediately north and adjacent fo the Pines/Indiana intersection.
, Planned Improvements
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WSDOT has two planned projects on Pines Road schedule for construction within the next two
years. The first project will widen Pines Road at the westbound ramp terminal intersection to
accommodate a second left turn lane for the traffic going westbound on I-90. The second proj ect
is an overlay project on Pines Road between I-90 and Trent Avenue (SR 290).
` The traffic impact analysis for the Mirabeau Project has identified several transportation
improvements needed to adequately handle the traffic from the proposed developments in this
' area. These im rovements include: 1 Relocate the westbound off-ram
p ) p from Pines Road to the
existing slip ramp at Indiana with a signal at this ramp intersection, and 2) At Pines Road/Indiana
intersection, construct an eastbound right turn lane and revise the eastbound and westbound
I hasin to s lit has'
p g p p ing.
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' Additionally, several land use actions are moving forward within this area with several
transportation improvement mitigations proposed. At the present time, a project proposed by
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Divcon, Inc. at the southeast corner of Pines Road & Euclid Avenue is being conditioned to add a
southbound to eastbound left turn lane on Pines Road at Euclid Avenue as well as provide for
full signalization of this intersection. ' Description of Propo"sed Improvements -
The primary design issue which causes problems in this area is the existing closely spaced
intersections on Pines Road, namely the westbound ramps and the Indiana/Montgomery
intersections. Based on supplementary analysis provided by Irland Pacific Engineering, we are
proposing improvements that will combine these two intersections eliminating many of the
storage/queuing problems and improve circulation through this area. The main components of
Inland Pacific Engineering, Inc. 2 Pines Road Corridor Improvements
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the proposed improvements are as follows; please see overall plan in the attachments.
1. Move the westbound on-ramp to be the west leg of the Pines/Indiana intersection. This ~
west leg would be a one-way road (westbound) with two lanes which would serve as the ~
on-ramp. Montgomery would be realigned to "tee" into the on-ramp road. At this "tee" '
intersection, only right harns in and right turns out would be allowed. Revisions to the
on-ramp would be constructed to transition from existing Montgomery Road to the
existing on-ramp roadway. .
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2. At the Pines/Indiana intersection, construct a second northbound to westbound left turn
lane. Pines would be widened to the west to accommodate this additional lane. The west ;
railroad crossing gate would require relocation to the west.
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3. Montgomery Avenue access would be revised east of the "tee" with the on-ramp. Those .
wanting to leave sites on Montgomery, but not wishing to use I-90 will no longer be able to access Pines Road from Montgomery but instead have to go to Mansfield Avenue to
' access Pines Road. It is the intent that Mansfield Avenue rePlace MontgomerY as the primary east/west collector/arterials as future construction east of Pines Road will tie ~
Mansfield into Mirabeau point Drive for access to the Mall and point east. '
4. At the PineslMansfield° intersection, a signal will be installed. Striping for eastbound `
right turn and westbound left turn lanes would be installed.
5. At the Mansfield/Montgomery/Wilbur intersections, a four legged intersection would be
constructed by straightening out Montgomery Dr. to tie into Mansfield Avenue. Wilbur
Road would provide the north/south legs of t.he intersection. Stop control would be 1
installed on the north and south legs to provide unimpeded through movement for the ;
east/west traffic on Montgomery/Mansfield. 6. Mansfield Avenue would be improved to collector arterial design standards in phases ~
' from Wilbur Road to Pines Road. Design deviations may be required for portions of this
roadway to remain within available right-of-way until additional CRP and acquisition -
funds become available. However, this portion of Mansfield is generally consistent with
' portions of existing Montgomery within this area.
7. Mansfield Avenue,would be extended east from approximately the Houk/Mansfield '
' intersection on a new alignment to connect to the eastlwest road in the Mirabeau Point
project adjacent to the proposed YMCA site. Collector arterial design standards would be
used for the new roadway. This connection will make the collector/arterial eastlwest '
mobility link complete by providing access to the mall and other proposed developments.
8. Shannon Avenue east of Houk Road along the railroad would be vacated. Access to the
remaining property will be from the extended Mansfield Avenue. (This property is part
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Inland Pacific Engineering; Inc. 3 Pines Road Corridor Improvements,
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of the "Lawson/Gunning Rezone" proposal.)
, See the appendix for typical roadway sections and preliminary plan sheets for a concept plan of
th.ese improvements.
' Shown in the following table is a summ of the levels of service for the anticiPated traffic
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volumes with the proposed developments and improvements outlined in the Mirabeau Point EIS
(Without Improvements column) and with the proposed improvements as outlined above (With
Proposed Improvements column). The levels of service shown are based on the assumption that
Evergreen Interchange is constructed since this is a requirement for most of the development in
' the area.
Table 1- Level of Service With and Without Proposed Improvements - , ,
Level of Service With 2006 Traffic Volumes
INTERSECTION without Improvements With Proposed
' . Improvements
Delay LOS Delay LOS
Pines Rd./WB Ramps 30.8 sec. D N/A - Intersection
' Removed
- Pines Rd./Indiana Ave. 28.4 sec. D 18.7 sec. C
Pines Rd./Mansfield Ave. (LJnsig.) * * F _ _
. (Signalized) 19.0 sec. C
Indiana Ave./WB Off-Ramp (Unsig.) 22.7 sec. D - -
. (Signalized) 7.8 sec. B
) Denotes that the calculated value was greater than 1,000 seconds
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The above table shows that the level of service for the intersections in this area will improve to
' LOS C or better with the proposed improvements and at full buildout of all proposed
developments. The intersection at Mansfield Ave./Montgomery/Wilbur Road will operate at
LOS C with 15.2 seconds of delay as shown in the attachments.
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The proposed on-ramp realignment is expected to require FHWA approval since the proposed
improvements revise the access point onto I-90. This will likely require an Access Point
Decision Report (Six Point Report). The FHWA approval process for the ramp realignment will
require a minimum time of three months.
Inland Pacific Engineering, Inc. 4 Pines Road Corridor Improvements
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Other Improvements to be Considered in tbe Future
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With the relocation of the westbound on-ramp from the current location north to opposite India.na ~
Avenue, there becomes room available to consider a westbound I-90 to southbound Pines Road :
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loop ramp. A loop ramp at this location would improve the flow of traffic in this area, ;
particularly at the Indiana Ave./Pines Road intersection. A loop ramp with radius lengths of 150 feet will fit within the area which will be available. However, there will not be enough room for
deceleration and taper lengths due to the bridge abutment. To provide adequate room for
deceleration and ta.per lengths, the bridge abutment will need to be moved north and girders ,
replaced. Under current traffic conditions without Evergreen Interchange, th.i s would not be practical. However, when Evergreen Interchange is constructed, one bridge at a time could be reconstructed with traffic diverted to the other bridge. Lanes would be constricted to one to two ~
lanes each direction with more of the traffic using Evergreen Interchange. ,
Design Standards Used
Spokane County Roadway design standards were used in the preliminary design and layout of the
roadway widening on Mansfield Avenue. WSDOT design standards were used for the horizontal
layout of the revised westbound on-ramp/Montgomery/Indiana access. The minimum horizontal
curves used for the widening on Mansfieid Road are 450 foot radius curves to keep the roadway within the right-of-way. A design deviation will be needed for this since the minimum radius on
collector arterials is 500 feet. This design deviation should be approved since there are existing horizontal cu.rves on Montgomery with approximately 350 foot radius curves. The construction i
of walls may be required for Mansfield Avenue between Pines Road and Wilbur Road due to ;
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topography and to reduce adjacent property impact. Vertical grades through the project will be ;
1 ~ '1 maintained at a mirumum grade of 0.5/o. Maxunum grades used v~n1 most likely be less than
1.5% as this area is relatively flat. A constant superelevation of 2% was assumed throughout the l
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' project. :
For the relocated west-bound on-ramp, horizontal curve radii of 500 feet and 800 feet were used
' to transition to the existing ramp.
Cost Estimates
T'he following cost estimates are preliminary, but should be sufficiently accurate to provide
information for pursing fuwding for this project. The significant items of construction for
widening and realigning the roadway will be the grading, any walls which may be needed, and
surfacing materials, namely the crushed rock, concrete curb and gutter, sidewalk and the asphalt
pavement. The required thickness of these materials can vary depending on the pavement design.
When a pavement design has been completed, the cost of these items can be determined more
accurately. For this preliminary estimate, we assumed a thickness of 6 inches of crushed rock ~
and 4 inches of asphalt pavement. This should provide an adequate pavement section from the anticipated truck traffic with the commercial and industrial land uses in reasonable good native ;
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Inland Pacific Engineering, Inc. 5 Pines Road Corridor Improvements .
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valley gravel soil conditions.
~ The following table gives the preliminary cost estimate for each component of the overall
improvement.
Table 2- Preliminary Cost Estimates of Components
Transportation Improvement Preliminary
Component Construction Cost
Roadway Improvements at Montgomery, $300,000
~ Westbound on-ramp
Signal Revision at the Pines/Indiana $1005000 ~
intersection
Roadway widening of Mansfield west of $450,000
Pines Road
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Mansfield Avenue extension east of Pines Developer Constructed
Road
New Szgnal at Pines/Mansfield Intersection $150,000
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Inland Pacific Engineering, Inc. 6 Pines Road Corridor Improvements
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LEVEL OF SERVICE
WITH 2006 TRAYFIC VOLUMES WITHOUT PROPOSED IMPROVEMENTS
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~ WB Ramps & Pines May 13, 1998
~ Lane and Saturated Flow Worksheet
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EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lanes 0 0 0 0 1 0 2 3 0 0 2 p
Ideal Fiow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Shared Lane? Yes Yes Yes Yes No Yes Yes Yes
' Lane Width (ft) 12 12 12 12 12 12 12 12
Grade 0% 0% 0% 0% 0% 0% 0% 0%
Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 2%
Bus Stops (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Frt Protected 0982
~ Flt Protected 0 953 0.950 '
Satd. Flow (prot) 1775 3539 5588 3658
Frt Perm 0.982
Flt Perm 0 953 0.950
Satd Flow (perm) 1775 3539 5588 3658
Area Type* Other
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indiana & Pines May 13, 19981
Lane and Saturated Flow Worksheet ,
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EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lanes 1 1 1 1 1 1 1 2 1 1 2 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Shared Lane? Yes Yes Yes Yes No Yes No Yes
Lane Wdth (ft) 12 12 12 12 12 12 12 12
Grade 0% 0% 0°l0 0% 0% 0% 0% 0%
Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 2%
Bus Stops (#!hr) 0 0 0 0 0 0 0 0 0 0 0 0 ,
Parking (#/hr)
Frt Protected 0 868 0 850 0 993 0.850 0.850 0.995
Flt Protected 0 950 0 950 0.965 0 950 0 950
Satd Flow (prot) 1770 1617 1583 1770 1785 1583 1770 3725 1583 1770 3707
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Frt Perm 0.868 0.850 0 993 0.850 0 850 0995
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F1t Perm 0 950 0 950 0 965 0 950 0950
Satd Flow (perm) 1770 1617 1583 1770 1785 1583 1770 3725 1583 1770 3707 ~
Area Type. Other j
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WB Ramps & Pines February 23, 1998
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Lanes, Volumes, and Timings Summary
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EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Volume (vph) 0 0 0 261 1 0 571 1578 0 0 1574 216
Adj Lane Grp Vo{. 0 0 0 0 282 0 632 1867 0 0 2021 0
Lanes 0 0 0 0 1 0 2 3 0 0 2 0
Satd Flow (Prot) 1775 3539 5588 3658
Satd Flow (Perm) 1775 3539 5588 3658
' Left Turn Type Split Split Prot Perm
, Right Turn Type Pm+Ov Perm Pm+Ov Perm
Phase Number 4 4 5 2 6
Phase Lagging? Lead , Lag
Maximum Green (s) 13 13 18 77 54
i Yellow Time (s) 5 5 5 5 5
V/C Ratio 1.06 0.89 0.42 0 99 =
Actuated V/C Ratio 1 06 0.89 0.42 0 99
Percentile Delay (s) 1412 37.6 06 41.1
Percentile LOS F D A E
Cycle Length: 100
Control Type, Pretimed
Offset: 26 (26%), Referenced to phase 2-NBT, Start of Green
, Intersection V/C Ratio- 0.98
' lntersection Percentile Delay: 30.8
Intersection Percentile LOS: D
Spiits and Phases: WB Ramps & Pines
T 2 LTJ A
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23 59
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' WB Ramps & Pines Izebruary 23, 1998
Queue Lengths, and Potential Blocking Problems
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Lane Group ViIBT NBL NBT SBT
Lane Group Volume 282 632 1867 2021
' Queue Length 50% (ft) *207 210 87 659
Queue Length 95°/a (ft) #436 #364 127 #999
' Link Length (ft) 1030 680 680 60
% of Link Used 42% 54% 19% 1665%
Blocks Upstream? Yes Yes
- Storage Length (ft)
% of Storage Used
Filis Storage?
~ . % of Turning Storage
Blocks Turning Storage?
* Volume exceeds capacity, queue is theoretically infinite
' Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer
Queue shown is maximum after two cycles.
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indiana & Pines February 23, 1998
Lanes, Volumes, and Timings Summary
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EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Volume (vph) 67 19 429 424 59 300 173 1245 255 108 924 28
Adj Lane Grp Vol. 78 182 342 288 291 337 184 1456 298 115 1064 0
Lanes 1 1 1 1 1 1 1 2 1 1 2 0
Satd Flow (Prot) 1770 1617 1583 1770 1785 1583 1770 3725 1583 1770 3707
Satd Flow (Perm) 1770 1617 1583 1770 1785 1583 1770 3725 1583 1770 3707
~ Left Turn Type Split Split Prot Prot
Right Turn Type Pm+Ov Pm+Ov Free Pm+Ov
Phase Number 4 4 8 8 5 2 1 6
Phase Lagging? Lead Lag Lead Lag
_ Maximum Green (s) 10 10 21 21 9 44 5 40
, Yellow Time (s) 5 5 5 5 5 5 5 5
V/C Ratio 0 37 0.94 0.94 0 71 0.71 0.71 0.95 0.85 019 0 93 0.68 - Actuated V/C Ratio 0.37 0.94 0.94 0.71 0.71 0.71 0.94 0.85 0.19 0 93 0.68
Percentile Delay (s) 30.8 935 539 28.1 28.1 21.9 97.9 144 00 104.4 181
Percentile LOS D F E D D C F 6 A F C
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Cycle Length: 100
Control Type: Pretimed
Offset 45 (45°/a), Referenced to phase 2-NBT, Start of Green
Intersection V/C Ratio: 0.83
Intersection Percentile Delay: 28.4
Intersection Percentile LOS. D
Splits and Phases: Indiana & Pines
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10 4 9
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14 , 14 5 26 Ft 5 16 ~g
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lndiana & Pines February 23, 1998
Queue Lengths, and Potential B(ocking Problems
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, Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Volume 78 182 342 288 291 337 184 1456 298 115 1064
Queue Length 50% (ft) 50 125 145 184 186 199 126 463 0 79 300
Queue Length 95% (ft) 111 #303 #427 #349 #352 #390 #229 #602 0 #221 445
Link Length (ft) 970 970 970 1030 1030 1030 60 60 60 1170 1170
°lo of Link Used 11 % 31 % 44% 34% 34% 38% 382% 1003°l0 0% 19% 38%
B{ocks Upstream? Yes Yes
Storage Length (ft)
% of Storage Used
Fills Storage?
% of Turning Storage
Blocks Turning Storage? ,
# 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles
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Unsignalized Intersections Release 2.1e MANS3WWE.HCO Page 1
' ter For Microcomputers In Transportation
Tniversity of Florida
, Weil Hall -
r nesville, FL 32611-2083
'h: (904) 392-0378 ~
; eets :(N-S) PINES RD (SR 27) (E-W) MANSFIELD
f or Street Direction.... NS
.ength of Time Analyzed... 60 (min) lyst Tim Schwab
li e of Analysis.......... 1/27/98
ither Information......... Phase 3 Traffic (2006) With Project, Wi :
th Evergreen
' -way Stop-controlled Intersection l_.
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Northbound Southbound Eastbound Westbound
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L T R L T R L T R L T R
o. Lane s 1 2 < 0 1 2 < 0 0 > 1 < 0 0 > 1 < 0
p/Yield N N
umes 204 1125 192 66 807 28 28 0 91 78 1 40
HF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 ~
de 2 -2 0 0 a
s (o)
Rv' s ( o )
V' s 1
's 1.40 1.00 1.10 1.10 1.10 1.10 1.10 1.10 ;
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Adjustment Factors
x
icle Critical Follow-up i
aleuver Gap (tg) Time (tf ) {
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a Turn Major Road 5.50 2.10 i t Turn Minor Road 5.50 2.60 -
hrough Traffic Minor Road 6.50 3.30
a Turn Minor Road 7.00 3.40 .
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Worksheet for TWSC Intersection
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~ Step l: RT from Minor Street WB EB
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- - _ _ _ _ - - _ _ _ _ - _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Conflicting Flows: (vph) 693 439
Potential Capacity: (pcph) 617 830
Movement Capacity: (pcph) 617 830
Prob. of Queue-Free State: 0.93 0.87
~ Step 2: LT from Major Street SB NB
Conflicting Flows: (vph) 1386 878
-Potential Capacity: (pcph) 309 579
Movement Capacity: (pcph) 309 579
Prob. of Queue-Free State: 0.78 0.48
' Step 3: TH from Minor Street WB EB
Conf licting Flows : (vph) 2447 2534
Potential Capacity: (pcph) 40 36
Capacity Adjustment Factor
due to Impeding Movements 0.37 0.37
t4ovement Capacity : (pcph) 15 13
Prob. of Queue-Free State: 0.93 1.00
1-=')tep-4:-LT-from-Minor-Street r ^ 1 WB +EB
Conflicting Flows: (vph) 2418 2332
,Potential Capacity: (pcph) 30 34
4aj or LT, Minor TH
Impedance Factor: 0.37 0.35
lAdjusted Impedance Factor: 0.50 0.48
:apacity Adjustment Factor
due to Impeding Movements 0.43 0.44
ovement Capacity: (pcph) 13 15
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~ Intersection Performance Summary
Avg. 95%
' Flow Move Shared Total Queue Approach
Rate Cag Cap Delay Length LOS Delay
llovement (pcph) (pcph) (pcph) ( sec/veh) (veh) ( sec f veh)
B L 32 15 >
B T 0 13 > 61 * 40.6 F *
;B R 106 830 >
L 90 13 >
FIBB T 1 15 > 19 * 59.5 F *
.fB R 46 617 >
l[B L 301 579 12.9 3.4 C 1.7
;!B L 69 309 15.0 1.0 C 1.1
Intersection Delay = 628.4 sec/veh
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The calculated value was greater than 999.9.
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HCS: Unsignalized Intersections Release 2.1e RAIN3WWE.HCO Page 1
, Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
, Ph: (904) 392-0378
Streets : (N-S) Pines of f ramp (E-W) Indiana Ave.
14ajor Street Direction.... EW
,Length of Time Analyzed. 15 (min)
Analyst Tim Schwab
7ate of Analysis.......... 2/3/98
yDther Information......... Phase 3(2006) Traffic With Project, Wi
. th Evergreen I/C
Two-way Stop-controlled Intersection
t Eastbound Westbound Northbound Southbound •
L T R L T R L T R L T R '
'
t 10 . Lane s 0 2 0 0 2 0 1 0 1 0 0 0
Stop/Yield N N
~Tolumes 286 781 39 53
~ 'HF .95 .95 .95 .95
'urade 0 0 0
F C's {o)
U/RV' s ( % }
~ „V's ( o)
CE's 1.10 1.10
~
, Ad7'ustment Factors
'ehicle Critical Follow-up
aneuver Gap (tg) Time (tf )
,
eft Turn Major Road 5.50 2.10
ight Turn Minor Road 5.50 2.60
through Traffic Minor Road 6.50 3.30
Left Turn Minor Road 7.00 3.40
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HCS: Unsignalized Intersections Release 2.1e RAIN3WWE.HCO Page 2
Worksheet for TWSC Intersection
';tep l: RT from Minor Street NB SB
-
Conflicting Flows : (vph) 150
,otential Capacity: (pcph) 1162
I-lovement Capacity: (pcph) 1162
Prob. of Queue-Free State: 0.95
tep 4: LT from Minor Street NB SB
ronflicting Flows: (vph) 1123
otential Capacity: (pcph) 203
1~-,ajor LT, Minor TH
Impedance Factor: 1.00
djusted Impedance Factor: 1.00 ~
apacity Adjustment Factor
due to Impeding Movements 1.00
Fovement Capacity: (pcph) 203
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
' ovement (pcph) (pcph) (pcph)( sec/veh) (veh) ( sec jveh)
B L 45 203 22.7 0.8 D
tB R 62 1162 3.3 0.0 A
Intersection Delay = 0.9 sec/veh
r.
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LEVEL'OF SERVICE
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WITH 2006 TRAFFIC VOLUMES
WITH PROPOSED IMPROVEMENTS
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, Map - Proposed Transportation Improvements
July 20, 1998
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'Mansfield
' WB On Ramp Indiana
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Data Date: 7/911998 Inland Pacific Engineering
Timing Plan: Default J:IDOCUMENT1955511Revised Traffic AlignmentlPinerevi.sy5
WB On Ramp & Pines
' JADOCUMENT195551\Revised Traffic AlignmentlPinerevi.sy5 7/9/1998
Timings
OL ~
~
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations ~ *T r tt r tT.i
Satd F1ow (prot) 0 0 0 1770 1811 1583 3539 3725 1583 1770 3644 0
Fit Perm 0 950 0 950 0.972 0 950 0 950
Satd Flow (perm) 0 0 0 1770 1811 1583 3539 3725 1583 1770 3644 0
Volume (vph) 0 0 0 585 159 250 591 1398 255 108 828 144
Confl Peds (#/hr)
Peak Hour Factor 0 94 0 94 0 94 0.94 0 94 0.94 0 94 0.94 0 94 0 94 0.94 0.94
Growth Factor 100% 100% 100°l0 100% 100°l0 100% 100% 100% 100% 9 00% 100% 100%
Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Bus Biockages (#!hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr) '
Mid-Block Traffic 0% 0°/a 0°l0 0%
Lane Group Flow (vph) 0 0 0 410 420 266 648 1561 271 115 1086 0
Perm or Prot? Prot Prot Pm+Ov Prot Free Prot
Phase Number 8 8 5 2 1 6
Maximum Spiit (s) 29 30 24 47 13 36
Lost Time (s) 30 3.0 30 3.0 30 3.0
g/c Ratio 0 30 0 30 0 41 0 23 0 49 1 00 0 11 0 37
Lane Grp Cap (vph) 531 543 651 826 1821 1583 197 1336
, V/C Ratio 0.77 0 77 0 41 0 78 0 86 0 17 0 58 0 81
' V!S Ratio Prot 0.23 0 23 0 05 018 0 06
V/S Ratio Perm 0 12 0.42 0.17 0 30
Critical LG? Yes Yes Yes
~ Uniform Delay, d1 21 8 21 8 127 246 15.4 00 289 195
Platoon Factor 0 72 0 72 0 75 1 00 1.00 1 00 0 96 0 76
Incr Delay, d2 48 47 02 35 31 00 32 2.8
~ Webster's St Delay 205 204 98 281 185 0.0 30.8 17.6
LOS C C B D C A D C
~ Cycie Length. 90 s Control Type* Actuated-Coordinated
Lost Time 9
Sum of Critical V/S Ratios 0 72
Intersection V/G Ratio 0 80
Intersection Webster Stopped Delay 1117
Intersection LOS C
Splits and Phases: WB On Ramp & Pines
~ 1 T 2 .
'
E1 5 6 ' S ILTJ . .
Proposed Transportation Improvements Synchro Report
Inland Pacific Engineeri.ng Page I
Indiana & WB Off
J•\DOCUMENT1955511Revised Traffic AlignmentlPinerevi.sy5 7/9/1998
Timings
~ Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Satd Flow (prot) 3~25 0 ~ 3~25 1770 ~1583 .
Fit Perm 0 950 0 950
Satd Fiow (perm) 3725 0 0 3725 1770 1583
Volume (vph) 373 0 0 694 300 53
Confl Peds (#/hr)
Peak Hour Factor 0 90 0 90 0 90 0 90 0.90 0 90
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles 2% 2% 2% 2% 2% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic 0% 0% 0% •
Lane Group Flow (vph) 435 0 0 810 333 59
Perm or Prot? Perm Perm Prot Perm
Phase Number 2 6 8
Maximum Split (s) 58 58 31
Lost Time (s) 30 30 30
g/c Ratio 0.61 061 0.32 0.32
Lane Grp Cap (vph) 2276 2276 570 510
V/C Ratio 0.19 0 36 0 58 0 12
V/S Ratio Prot 019
V/S Ratio Perm 0 12 0 22 0.04
Critical LG? Yes Yes
Uniform Delay, d1 59 66 193 16.3
Platoon Factor 0 47 0 70 1 00 1 00
Incr Delay, d2 00 00 1.1 0.0
Webster's St Delay 28 46 205 163
LOS A A C C
Cycle Length 90
Control Type Actuated-Coordinated
Lost Time 6
Sum of Critical V/S Ratios 0 41
Intersection V/C Ratio 0 43
Intersection Webster Stopped Delay. 7.8
I ntersection LOS. B
Splits and Phases: Indiana & WB Off
2
~ - - ~
8
Aroposed Transportation Improvements
Synchro Report
Inland Pacific Engineerulg Page 2
~
Mansfield & Pines
~ J.ID0CUMENT1955511Revised Traffic Alignment\Pinerevi sy5 7/9/1998,
Timings
T
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Satd. Flow (prot) 0~798 ~1583 ~1770 ~1602 01770 3673 01770 37~07 0
Flt Perm 0 950 0 531 0 883 0 950 0950
' Satd. Flow (perm) 0 989 1583 1645 1602 0 1770 3673 0 1770 3707 0
Volume (vph) 28 10 465 178 10 140 357 1125 192 166 807 28
Confl Peds. (#/hr)
Peak Hour Factor 0 95 0.95 0.95 0 95 0.95 0 95 0 95 0 59 0.95 0 95 0.95 0.95
Growth FaCtor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%
_ Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr) . .
Mid-Block Traffic 0% p% p% p%
_ Lane Group Flow (vph) 0 40 489 187 158 0 376 2214 0 175 921 0
Perm or Prot? Perm Pm+Ov Perm Prot Prot
Phase Number 4 8 5 2 1 6
Maximum Split (s) 15 15 35 61 14 40
Lost Time (s) 30 30 30 30 3.0 30
g/c Ratio 0.13 0 49 013 0.13 0 36 0 64 0 12 0.41
Lane Grp Cap (vph) 132 774 219 214 629 2367 216 1524
V/C Ratio 0 30 0 63 0 85 0.74 0 60 0 94 081 0 60
V/S Ratio Prot 0.22 0 21 010
V/S Ratio Perm 0 04 0 08 0 11 010 0 60 0 25
Critical LG? Yes Yes Yes
. Uniform Delay, d1 267 119 290 28.5 180 109 292 158
Platoon Factor 1.00 1 00 1 00 1 00 1 48 0 91 1 00 0 79
Incr Delay, d2 04 1 2 179 86 11 57 135 05
Webster's St Delay 27.1 131 469 371 278 156 427 130
LOS D B E D D C E B
Cycle Length 90
Control Type Actuated-Coordmated
Lost Time 9
~ Sum of Critical V/S Ratios- 0 82
Intersection V/C Ratio 0 91
Intersection Webster Stopped Delay: 19 0
Intersection LOS C
Splits and Phases: Mansfield & Pines
4
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~ 5 ~ 6 E- 8
~
Proposed Transportation Improvements
~ Inland Pacific Engineering Synchro Report
Page 3
'
HCS: Unsignalized Intersections Release 2.1f MAWIBWWE.HCO Page 1
:enter For Microcomputers In Transportation
Jniversity of Florida
512 Weil Hall
.7ainesville, FL 32611-2083
)h: (904) 392-0378
Streets. (N-S) Wilbur/Montgomery (E-W) MANSFIELD
7ajor Street Direction.... EW
Length of Time Analyzed... 60 (min)
Analyst Tim Schwab
I)ate of Analysis.......... 7/21/98
)ther Information......... Buildout (2006) Traffic With Mirabeau P
M Peak Hour, With Evergr.
wo-way Stop-controlled Intersection
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
ilo. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0
Stop/Yield N N
ITolumes 13 386 13 6 223 142 6 6 26 101 5 13
IHF .93 93 .93 .93 .93 .93 .93 .93 .93 .93 .93 .93
Grade 0 p p 0
C's (o)
~U/RV' s ( o }
V' s ( o )
CE's 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10
' AdJ'ustment Factors
flaneuver ehicle Critical Follow-up
Gap (tg) Time (tf )
- -
Left Turn Major Road 5.00 2.10
ight Turn Minor Road 5.50 2.60
,'hrough Traffic Minor Road 6.00 3.30
Left Turn Minor Road 6.50 3.40
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CS: Unsignalized Intersections Release 2.1f MAWIBWWE.HCO Page 2
Worksheet for TWSC Intersection
Ftep_1-:_RT_from_Minor_Street NB - -
SB
onflicting Flows: (vph) 422 316
~otential Capacity: (pcph) 846 958
7ovement Capacity: (pcph) 846 958
Prob. of Queue-Free State: 0.96 0.98
P3tep_2:_LT_from_Major_Street WB EB
kml)ovement onflicting Flows : (vph) 429 393
otential Capacity: (pcph) 1071 1114
Capacity: (pcph) 1071 1114
rob. of Queue-Free State: 0.99 0.99
H Saturation Flow Rate: (pcphpl) 1700 1700
t-IT Saturation Flow Rate: (pcphpl) 1700 1700
Major LT Shared Lane Prob.
of Queue-Free State: 0.99 0.98
Step 3: TH from Minor Street NB SB
I-onflicting - Flows: -(vph) 835 ----------766
totential Capacity: (pcph) 398 432
apacity Adjustment Factor
due to Impeding Movements 0.97 0.97
tovement Capacity: (pcph) 388 421
Prob. of Queue-Free State: 0.98 0.99
ltep-4:-LT-from-Minor-Street NB
SB
onflicting Flows: (vph) 768 776
otential Capacity: (pcph) 380 376
, ajor LT, Minor TH
Impedance Factor: 0.96 0.96
;1djusted Impedance Factor: 0.97 0.97
E apacity Adjustment Factor
~ due to Impeding Movements 0.95 0.93
E ovement Capacity: (pcph) 363 350
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HCS: Unsignalized Intersections Release 2.1f MAWIBWWE.HCO Page 3
Intersection Performance Summary
'
, • Avg. 950-0
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
4ovement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
,
NB L 7 363 >
JB T 7 388 > 608 6.4 0.1 B 6.4
; JB R 31 84 6>
SB L 120 350 >
3B T 6 421 > 378 15.2 2.0 C 15.2
` SB R 15 958 >
II-EB L 15 1114 3.3 0.0 A 0.1
JB L 7 1071 3.4 0.0 A 0.1
Intersection Delay = 2.2 sec/veh
0
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gCS: Unsignalized Intersections Release 2.1f MORABWWE.HCO Page 1
, :enter For Microcomputers In Transportation
Jniversity of Florida .
512 Weil Hall
3ainesville, FL 32611-2083
Dh: (904) 392-0378
Streets: (N-S) Montgomery (E-W) Indiana/On-ramp
4ajor Street Direction.... EW
,ength of Time Analyzed... 60 (min)
Analyst Tim Schwab
)ate of Analysis.......... 7/21/98
I)ther Information......... Buildout (2006) Traffic With Mirabeau P
M Peak Hour, With Evergr.
,
wo-way Stop-controlled Intersection
° Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
_Io . Lanes 0 0 0 0 2 < 0 0 0 0 0 > 0 < 0
Stop/Yield N N
UToF lumes 854 40 0 20
.93 .93 .93 .93
Grade 0 0
~IC' s (01)
~U/RV' s ( o )
'-V' s (o )
PCE's 1.10 1.10
Adjustment Factors
ti ehicle Critical Follow-up
aneuver Gap (tg) Time (tf )
Le f t Turn Maj or Road 5.50 2.10
ight Turn Minor Road 5.50 2.60
Phrough Traffic Minor Road 6.50 3.30
Left Turn Minor Road 7.00 3.40
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HCS: Unsignalized Intersections Release 2.1f MOR.ABWWE.HCO Page 2
Worksheet for TWSC Intersection
ttep-l:-RT-from-Minor-Street NB SB
onflicting Flows: (vph) 480
~otential Capacity: (pcph) 791
€ovement Capacity: (pcph) 791
Prob. of Queue-Free State: 0.97
I.t-e-p--4-:--L-T--f--ro-m---Mi-n-o--r-S-t--re-e-t - ------------NB SB
t onflicting Flows: (vph) 940
otential Capacity: (pcph) 265
: aj or LT, Minor TH
Impedance Factor: 1.00 ~
djusted Impedance Factor: 1.00 ~
apacity'Adjustment Factor
due to Impeding Movements 1.00
ovement-Capacity:-(pcph) 265
t
Intersection Performance Summary
Avg. 950
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
ovement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
B L 0 265 >
791 4.7 0.0 A 4.7
..B R 24 791 >
~ Intersection Delay = 0.1 sec/veh
F:.
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TY~iC Ro ADw sEcT s
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5' , 21, 18 . 5' 18. 5' 5' .
t•i TYPICAL ROAD INAY SECTION FOR MANSFIELD AVENUE
2' 8'
SHOULDER 14' 14' SHOULDER
• , , ,
TYPfCAL RAMP SECTION FOR UVEST BOUND RAMP
NOT TO SCALE
1 NLAND
PACIFIC TYPICAL ROADWAY SECTIONS
ENGfNEERiNG
707 West 7th • Suite 200 (509) 458-6840
Spokone, WA 99204 FAX (509) 458-0844 DAjE. 07/20/98
,
~ 5EC. ~ & 1f~ T.ZS , ~V,, R.44 Eo,W.M.
SPQKANE COUNTY, WA5HING~UN
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Wmhington State aepar#ment of Transpartation
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Washington State Eastern Region
Vr~ Department ot Transportation 2714 N Mayfair Str2et
Sid Morrison Spokane, WA 99207-2090
Secretary of Transportatron (509) 324-6000 March 15, 1995 F~'G J~ 2 2
Ms. Ann Winkler
Inland Pacific Engineering Company
707 West 7th Ave., Suite 200
Spokane, WA 99204
Re. Lawson/Gunning Rezone (SR-27)
Dear Ms. Winkler:
In regard to the scoping of the Environmental Impact Statement (EIS) for the above
proposed project the Washington State Department of Transportation (WSDOT) asks that
the following areas/items be addressed in this EIS:
1. In addition to those areas already listed in your March 3rd correspondence, the
intersection of Pines and Eastbound Pines Road off ramp/on ramp needs to be
analyzed. There are numerous reasons why this ramp needs to be analyzed which
include:
• The eastbound ramps are part of the coordinated signal system on Pines. To
correctly analyze this system the volumes at this intersection need to be included
in the analysis.
• Due to the probable traffic generation of this site and the resultant traffic
distribution, adverse impacts may occur at this intersection As a resuit mitigation
may be needed at this intersection.
• Additionally the increased traffic this site will add to Pines may adversely effect
air quality which needs to be addressed.
2. The geometric constraints on Pines between the interchange ramps and Mansfield
need to be addressed in the analysis. This would include the distance between ramp
terminals, the railroad, and distance to other intersections in this area These
distances may preclude certain intersections from being developed in a effective
manner to accommodate the projected traffic volumes.
3 Air Quality Conformity as it relates to vehicular emissions also needs to be addressed
in this EIS. Spokane Regional Transportation Council should be contacted to
determine the exact requirements of the air quality analysis for this project
4. To clarify a point in your March 3rd correspondence regarding where mitigation
is required, mitigation should not be limited to the intersection of Pines and
Mansfield prior to the preparation of the EIS. Instead, the appropriate mitigation
areas should be determined through the EIS process, as the EIS needs to identify
. ~
Ms. Winkler
March 15, 1995 _
Page 2
those areas the proposed project will adversely affect and then propose mitigation
to offset these impacts.
5. Spokane County Planning/Engineering needs to be contacted to determine what
previously approved projects need to be included in the background traffic
volumes for this project.
If you should have any questions on the above subject please feel free to contact
Leonard Cash or Greg Figg in our Planning Office at 324-6199.
Sincerely,
J.C. LENZI
Regional Administrator
e4.'4)
,Jk-
By: L ONARD CASH, PE
Regional Planning Engineer
JCL
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cc~-1X06r-per, pokane County Engineers
John Peterson, Spokane County Planning
Tom Davis, Spokane County Building Department
Glenn Miles, Spokane Regional Transportation Council
~...~.-e
-
~
INLAND PACIFIC ENGINE o
INC
ERING, . ~
April S, 1995
W.O. No. 95551
Leonard Cash, P. E.
WSDOT Fastern Region
2714 N. Mayfair St.
Spokane, WA 99207-2090
RC: Lawson/Gunning Rezune
Dear Mr. Cash:
I have received your letter of March 15, 1995 regarding the Lawson/Gunning Shannon Street
property rezone EIS. I would like to respond further to your request for including the Pines
Road and Eastbound I-90 On/Off Ramps, (south ramp terminals). It is our intent to include this
intersection to the extend that a coordination and timing diagram can be included for optimum
signal timing.
,
As the situation now stands, we do not plan any detailed traffic analysis for level of service or
capacity requirements at this intersection or ramp. In order to complete our traffic analysis
accurately, we are also requesting a copy of the improvements WSDOT has planned for this
intersection in order to adequately and realistically analyze this intersection tor through traffic
progression.
If you have any yuestions, please let me know.
Sincerely,
,
Ann L. Winkler, P.E.
cc: 'Fi- M-~ Harper, Spokane County Engineers
John Pederson, Spokane County Planning
Tom llavis, Spokane County Building Department
Glenn Miles, SRTC
Christopher R. Ashenbrener, Bennett, Ashenbrener 8i Davidson
~
Bill Lawson, A& A Construction a.,~~ ~
Ted Gunning, A& A Construction ~
John Konen, David Evans & Associates j
0 5 1995 ;
,
~
707 wesc 7cn . suice Zoo u' t& V1,10EER I
~--_---_z.
Spokane, Washington 99204 - f-
509-458-6840
FAX 509-458-6844
~
INLAND PACIFIC ENGINEERING, INC.
March 3, 1995
W. O. No. 93032
Greg Figg, WSDOT Planning
2714 N. Mayfau St.
SpUkane, WA 99207-2090
12E: Lawson/Gunning Rezone (Shannon St. property)
Dear Greg :
At Bill Lawson's request I am wrrting you this letter to confirm your conversation with him, Ted
Gunning & Mr. Ashenbrener. We will be participating in the writing of the EIS for their proposed
apartment complex on the Shannon Street property and want to be sure for scoping purposes that
everyone has the same goals and objectives.
As they understood the conversation, the scope of the traffic study should address accessing Jndiana
Avenue duectly from the south side of the plat, as requested by the County, and for you, the three
intersections of Mansfield & Pines, Indiana/Montgomery & Pines and the westbound I-90 onloff ramps
& Pines. Any mitigation which would be required on Pines should focus on the intersection of
Mansfield & Pines.
If any substantial changes to this intersection, such as a traffic signal, are required, the study must show
that it will not interfere with the flow of traffic on Pines either by interconnecting, if a signal is
required, or other means.
It is also my understanding that WSDOT's long term plan in this area is to eliminate the Indiana & Pines
intersection by rerouting the Indiana Street traffic to Mansfield. At this time we need direction on how
to proceed with this part of ttie analysis, however, beyond dedicating right of way along the frontage
of ttiis property, this project has no responsibility in tlus potential realignment.
If you understood the results of the meeting to be something else, please let me know so that we can
proceed with this study to an acceptable conclusion for all parties.
Sincerely, ivll~
. v
Ann L. Winkler, P. E.
cc: Bill i,awson, A& A Construction ' J
Ted Gunning, A& A Construction
John Konen, David Evans & Assoc. Christopher R. Ashenbrener, Bennett, Ashenbrener & Davidson
Af`Harper, Spokane County `707 West 7th • Suite 200
Spokane, Washington 99204
509-458-6840
FAX 509-458-6844
1
. ~
~
Washington State oistrict s
W, Department of Transportation 2714 North Mayfair St-eet
Spokane, WA 99207-2090
Duane Berentson
Secretary of Transportation (509) 456-3000
Fax (509) 456-3089
Apnl 12, 1994
Mr. Todd Whipple
Inland Pacific Engineering Company
707 West 7th Ave., Suite 200
Spokane, WA 99204
Re: Lawson/Gunning Rezone (SR-27) -
Dear Mr. Whipple-
After reviewing the revised traffic study for the above apartment complex located just north
of Mansfield Avenue the Washington State Department of Transportation (WSDOT) has
the following comments:
1 As identified in your traffic study and confirmed by WSDOT, the intersection of
Indiana and Pines along with the intersection of Mansfield and Pines lack the
needed capacity to reasonably accommodate these proposed 694 apartment units
2. The intersection of Mansfield and Pines currently is unsignalized Signalization of
this intersection cannot be reasonably entertained due to the proximity of the
railroad crossing coupled with the very close spacing of the existing signalized
intersections
2 Recent WSDOT traffic counts and Level of Service analysis indicates that the Pines
Road\ I-90 Interchange is currently at capacity, and therefore cannot adequately
handle the traffic that this project will generate
• We do also realize, as identified in your traffic study, that to correct these deficiencies
would require significant mitigation However, to simply say that this additional
development should be allowed, as the intersection is already over capacity and failing, is
unacceptable to us This would only compound the problem and pose additional safety
risks due to the added delay and the proximity of the railroad crossing. Unless adequate
facilities can be provided on Pines Avenue to serve this project WSDOT would ask that
this project, be denied or delayed until such time that adequate facilities become available.
To simply ask that the project be denied is one option, however at this time we would
prefer to discuss these access issues with yourself and the project sponsor. These access
issues need to be addressed pnor to this project being placed on the public hearing agenda
and prior to any SEPA determ.ination being reached.
. ~ , . ~
Mr. Whipple ,
April 12, 1994
Page 2
I look forward to hearing from you in the near future, and if you would like to schedule
a meeting or have any questions please feel free to contact Leonard Cash in our District
Planning Office at 456-3996.
Sincerely,
J. C. LENZI
District Administrator
By: L ONARD CASH, PE
District Planning Engineer
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INLAND PACIFIC ENGINEERING, INC.
April 22, 1994
~ - _ -
Leonard Cash
District Planning Engineer ~
2714 North Mayfair Street ~ ~694 ~
Spokane, WA 99207-2090
RE: Lawson/Gunning Rezone (SR-27)
Dear Mr. Cash:
This ]etter has been written to address the concerns expressed in your response to our addendum
to the TIA fot• the Lawson/Gunning Rezone dated January 14, 1994. Due to the nature of the
comments received in your letter of April 12, 1994, we would like to set up a meeting to discuss
directly wittl you the mitigation which will be required as a result of this rezone. As a
preliminary to tllat meeting, this letter contains more explanation of the mitigation proposed and
the future situation as anticipated with the addition of the Lawson/Gunning rezoned project.
As you are well aware, mitigation of any impacts means that the level of service must be
brought back to what it is without the proposed project. Under the conditions otitlined in the
original TIA, the Lawson/Gunning project did not change the level of service at any of the
intersections analyzed. As requested, an addendum was written which outlined the effects the
Lawson/Gunning project would have on the transportation system if the R.A. Hanson/Price
development was in place first. No affects were seen at any of the intersections analyzed which
could be attributed to the LawsonlGunning project.
The intersection of Mansfield Avenue and Pines Road is the first intersection on which
clai•ification of tlle proposed mitigation is needed. As was proposed in the original TIA, the left
turn mavement from eastbound and westbound Mansfield Avenue onto Pines Road would be
eliminated. This minor operational change, which can be accomplished with signing, will raise
the level of service at this intersection to an LOS of C during the AM peak hour and an LOS
of B during the PM peak hour. The reserve capacity will be 286 pcph in the AM peak hour and
305 pcph in the PM peak hour. This includes the assumption that all the left turning traffic
projected to use tllis intersection in the original report will still be using it; it will just be turning
right. This also assumes that the volume on Pines Road is much higher than the Evergreen
interchange report indicates it will be. As a final note, the existing level of service at this
intersection is LOS E and will fall to an LOS F by 2003 due to the background traffic. With
the proposed elimination of the left turn movements, the LOS will be improved to B/C.
Therefore the impacts from this project will be fully mitigated by this operational change.
The intersection of Pines Road & the westbound I-90 oniofF ramps was determined in the
original TIA to presently have a level of service of C. Due to the increase in the traffic which
is not specific to any particular site (background traffic growth) by the year 2003, the level of
service will decrease to D during the AM peak hour and E during the PM peak hour. Levels
707 West 7th • Suite 200
Spokane, Vuashington 99204
509-458-6840
FAX 509-458-6844
of service D and E certainly generate more driver frustration than level of service C, however,
intersections at this level of service are usually not considered over capacity. The 2003
condition with or without the traffic from the R.A. Hanson/Price project; with or with out the
traffic from the Lawson/Gunning properties, will continue to work at level of service D or E,
as described in the original TIA and the addendum previously sent to you. The HCS analysis
which was ran showed the level of service with both projects for the PM peak hour will be LOS
D with 36.9 seconds of delay. The original TIA projected a level of service of E with 51.7
second of delay for the future PM peak hour condition of this intersection without the R. A.
Hanson/Price project; and thus without the E-vergreen interchange. No mitigation at this
intersection ls required since the level of service will be D/E with or without the
Lawson/Gunning project. The level of service E condition will only be experienced before the
Evergreen interchange is put into service, something required by the R.A. Hanson/Price
development.
As outlineci in the addendurn to the original TIA, the intersection of Pines Road & Indiana
Aventie will fail due to the addition of the R.A. Hanson/Price project. Volume to capacity ratios
were 1ligher thail 1.2 for all approaches of this intersection due only to the effects of the R.A.
Hwison/Price project. To make the intersection function at level of service D, serious geometric
revisions will be needed, as outlined in the addendum to the TIA. The mitigation yvhich will
be neecled at this intersection due to the R.A. Hanson/Price project impacts should be negotiated
between the governing agencies and them at such time as they actually develop the property; and
should be independent of the Lawson/Gunning rezone.
As was shown in the original TIA and again in the addendum to the TIA, the effect of the
Lawson/Gunning properties on this intersection are negligible. The level of service generated
by whatever level of mitigation will be needed by the R.A. Hanson/Price project will not change
due to the Lawson/Gunning rezone traffic, i.e. if the level of service of the intersection is D
without the Lawson/Gunning project, it will be LOS D with the Lawson/Gunning project. No
mitigation due to the Lawson/Gunning project is needed here either since the original TIA shows
the level of service will be C with or without it, while the addendum to the TIA shows that the
lowering in level of service will be due entirely to the R.A. Hanson/Price project.
Data explaining all three intersections levels of service, as generated by the Highway Capacity
Software under the conditions outlined above are included to supplement this letter. Please look
these over to verify the levels of service and reconsider your comments. After review, we are
available at your earliest convenience for a meeting.
Please call me at 458-6840 to set up the meeting upon receipt of this letter.
Since ly,
J Todd R. Whipple, P.E.
"cc: Pat HacpCr, Spolcane Counly Engineeringf
encl.
Pines Road & Mansfield Avenue
~
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
IDENTIFYING INFORMATION
-
AVERAGE RUNNING SPEED, MAJOR STREET.. 35
PEAK HOUR FACTOR 1
AREA POPULATION 150000
NAME OF THE EASTJWEST STREET......... Mansfield
NAME OF THE NORTH/SOUTH STREET....... Pines
NAME OF THE ANALYST trw ,
DATE OF THE ANALYSIS (mm/dd/yy)....•. 4/21/94
TIME PERIOD ANALYZED AM peak
OTHER INFORMATION.... 2003 volumes with project and left turn prohib
ited
INTERSECTION TYPE AND C4NTROL
INTERSECTION TYPE: 4-LEG
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
CONTROL TYPE WESTBOUND: STOP SIGN
TRAFFIC V4LUME5
EB WB NB SB
LEFT 0 0 61 20
THRU 2 15 563 724
RIGHT 83 94 21 27
NUMBER OF LANES AND LANE USAGE
EB WB NB SB
LANES 1 1 2 2
ADJUSTMENT FACTORS Page-2
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND 0.00 90 20 N
WESTBOUND 0.00 90 20 N
NORTHBOUND 0.00 90 20 N
SOUTHBOUND 0.00 90 20 N
VEHICLE COMPOSITION
% SU TRUCKS % COMBINATION
AND RV'S VEHICLES % MOTORCYCLES,
EASTBOUND 0 11 0
WESTBOUND 0 3 0
NORTHBOUND 0 3 0
SOUTHBOUND 0 3 0
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
(Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
EB 5.70 5.70 0.00 5.70
wa 5.70 5.70 0.00 5.70
MAJOR LEFTS
SB 5.60 5.60 0.00 5.60
NB 5.60 5.60 0.00 5.60
MINOR THROUGHS
EB 6.80 6.80 0.00 6.80
WB 6.80 6.80 0.00 6.80
MINOR LEFTS
EB 7.30 7.30 0.00 7.30
WB 7.30 7.30 0.00 7.30
TDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... Mansfield
NAME OF THE NORTH/SOUTH STREET.... Pines
DATE AND TIME OF THE ANALYSIS..... 4/21/94 ; AM peak
OTHER INFORMATION.... 2003 volumes with project and left turn prohib
CAPACITY AND LEVEL-OF-SERVICE Page-3
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c(pcph) c(pcph) c(pcph) c= c - v LOS
p M SH R SH
MINOR STREET
EB LEFT 0 77 57 > 57 > 57 > E
THROUGH 2 113 100 > 606 100 > 511 98 >A E
RIGHT 92 690 690 > 690 > 598 > A
MINOR STREET I
WB LEFT 0 79 63 > 63 > 63 > E
THROUGH 15 112 99 > 398 99 > 286 84 >C E
RIGHT 97 766 766 > 766 > 669 > A
MAJOR STREET
SB LEFT 21 552 552 552 531 A
NB LEFT 63 444 444 444 381 B
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... Mansfield
NAME OF THE NORTH/SOUTH STREET.... Pines
DATE AND TIME OF THE ANALYSIS..... 4/21/94 ; AM peak
OTHER INFORMATION.... 2003 volumes with project and left turn prohib
ited
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET.. 35
PEAK HOUR FACTOR 1
AREA POPULATION 150000
NAME OF THE EAST/WEST STREET......... Mansfield
NAME OF THE NORTH/SOUTH STREET....... Pines
NAME OF THE ANALYST trw ~
DATE OF THE ANALYSSS (mm/dd/yy)...... 4/21/94
TIME PERIOD ANALYZED PM peak
OTHER INFORMATION.... 2003 volumes with project and lef turns prohib
ited
INTERSECTION TYPE AND CONTROL
INTERSECTZON TYPE: 4-LEG
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
CONTROL TYPE WESTBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT 0 0 168 56
THRU 5 1 826 564
RIGHT 82 71 71 25
NUMBER OF LANES AND LANE USAGE
EB WB NB SB
LANES 1 1 2 2
ADJUSTMENT FACTORS Page-2
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND 0.00 90 20 N
WESTBOUND 0.00 90 20 N
NORTHBOUND 0.00 90 20 N
SOUTHBOUND 0.00 90 20 N
VEHICLE COMPOSITION
o SU TRUCKS % COMBINATION
AND RV'S VEHICLES % MOTORCYCLES,
EASTBOUND 0 11 0
WESTBOUND 0 3 0
NORTHBOUND 0 3 0
SOUTHBOUND 0 3 0
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
(Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
EB 5.70 5.70 0.00 5.70
WB 5.70 5.70 0.00 5.70
MAJOR LEFTS
SB 5.60 5.60 0.00 5.60
NB 5.60 5.60 0.00 5.60
MINOR THROUGHS
EB 6.80 6.80 0.00 6.80
WB 6.80 6.80 0.00 6.80
MINOR LEFTS
EB 7.30 7.30 0.00 7.30
WB 7.30 7.30 0.00 7.30
IDENTIFYING INFORMATION
NANIE OF THE EAST/WEST STREET...... Mansfield
NA14E OF THE NORTH/SOUTH STREET.... Pines
DATE AND TIME OF THE ANALYSIS..... 4/21/94 ; PM peak
OTHER INFORMATION.... 2003 volumes with project and lef turns prohib
CAPACITY AND LEVEL-OF-SERVICE Page-3
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c(pcph) c(pcph) c(pcph) c= c - v LOS
p M SH R SH
MINOR STREET
EB LEFT 0 66 39 > 39 > 39 > E
THROUGH 6 83 54 > 434 54 > 339 48 >B E
RIGHT 90 763 763 > 763 > 673 > A
MINOR STREET
i
WB LEFT 0 66 38 > 38 > 38 > E
THROUGH 1 83 54 > 551 54 > 472 53 >A E
RIGHT 78 633 633 > 633 > 555 > A
MAJOR STREET
SB LEFT 62 367 367 367 305 B
NB LEFT 185 548 548 548 363 B
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... Mansfield
NAME OF THE NORTH/SOUTH STREET.... Pines
DATE AND TIME OF THE ANALYSIS..... 4/21/94 ; PM peak
OTHER INFORMATION.... 2003 volumes with project and lef turns prohib
ited
Pines Road & Indiana Avenue
~
HCM: SIGrlAL1ZED INTERSECTION SUMMARY 04-20-1994
Center For Microcomputers In Transportation
St.r_eets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW/ALW File Name: LGPMEVWO.HC9
Area Type: Other 1-11-94 PM PEAK
Comment: 2003 PM PEAK HOUR LOS, MALL ONLX, NO APTS, AS IS
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
~Jo. Lanes 1 1 < 1 > 1 1 1 2 < 1 1 2 <
Volumes 24 335 271 600 65 205 138 964 895 465 686 16
Lane Wfdth 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 100 65 152 8
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
ES Left * NB Left *
Th ru * Thru *
Right * Right *
Peds Peds *
UB Left ~ SB Left
Thru ~ Thru *
uight * Right *
Peds Peds *
NB Right EB Right
SB Right WB Right
Green 19A 30A Green 34A 27A
Yellow/A-R 4 4 Yellow/A-R 4 4
Lost Time 3.0 3.0 Lost Time 3.0 3.0
Cycle Length: 126 secs Phase combinat--on order: #1 #2 #5 #6
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Nlvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB L 437 1778 0.06 0.25 27.6 D k *
TR 437 1777 1.22 0.25
Wl3 L 281 1769 1.24 0.16 * * * ~
LT 284 1790 1.24 0.16 * *
R 251 1583 0.59 0.16 34.0 D
NB L 496 1787 0.29 0.28 27.3 D
TR 1012 3642 1.34 0.28 k *
R 444 1599 1.14 0.28 106.6 F
SB L 397 1787 1.23 0.22 * ~ * *
TR 834 3755 0.92 0.22 40.3 E
Intersection Delay = * (sec/veh) Intersection LOS = *
(q/C)*(V/c) is greater than one. Calculation of Dl is infeasable.
fiCM: SIGNALIZED INTERSECTION SUMMARY 04-20-1994
CEnter For Microcomputers In Transportation
Streets: (L-W) INDIAIJA AVENUE (N-S) PINES ROAD
Analyst: TRW/ALW File Name: LGPMEVW.HC9
Area Type: Other 1-11-94 PM PEAK
Comment: 2003 PM PEAK HOUR LOS, MALL AND APTS, AS IS
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1 < 1 > 1 1 1 2 < 1 1 2 <
Volumes 24 381 271 649 87 244 138 964 975 535 686 16
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 150 90 250 8
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left * NB Left *
Thru * Thru *
Right * Right *
Peds Peds *
[rJB Left ~ SB Left
Thru k Thru ~
Right * Right *
Peds Peds *
NB Right EB Right
SB Right WB Right
Green 19A 26A Green 34A 28A
YEllow/A-R 4 4 Yellow/A-R 4 4
Lost Time 3.0 3.0 Lost Time 3.0 3.0
Cycle Length: 123 secs Phase combinat:,on order: #1 #2 #5 #6
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB L 390 1778 0.06 0.22 28.9 D
TR 396 1804 1.33 0.22 * *
'4B L 288 1769 1.31 0.16 * * * *
LT 292 1793 1.37 0.16
R 257 1583 0.63 0.16 33.9 D
NB L 508 1787 0.29 0.28 26.1 D * *
TR 1037 3644 1.30 0.28 k *
R 455 1599 1.09 0.28 82.9 F
SB L 421 1787 1.34 0.24
TR 885 3755 0.87 0.24 34.7 D
Intersection Delay = * (sec/veh) Intersection LOS = *
(g/C)*(V/c) is greater than one. Calculation of D1 is infeasable.
HCM: SZGNALIZED INTERSECTION SUMMARY 04-20-1994
Center For Microcomputers In Transportation
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW/ALW File Name: LGPMEVWF.HC9
Area Type: Other 1-11-94 PM PEAK
Comment: 2003 PM PEAIC HOUR LOS, MALL AND APTS
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes > 2 < 2 1< 1 2 2 2 2 1
Volumes 100 381 120 649 87 244 110 480 964 535 475 110
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 40 65 235 55
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left ~ NB Left *
Thru * Thru *
Right * Right *
Peds Peds *
G3B Left * SB Left
Thru x Thru ~
Right * Right *
Peds Peds *
NB Right * EB Right
SB Right * WB Right
Creen 23A 18A Green 36A 27A
Xellow/A-R 4 4 Yellow/A-R 4 4
Lost Time 3.0 3.0 Lost Time 3.0 3.0
Cycle Length: 120 secs Phase combinat_on order: #1 #2 #5 #6
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB LTR 575 3632 1.08 0.16 78.3 F 78.3 F
WB L 685 3426 1.00 0.20 62.1 F 55.6 E
TR 335 1675 0.84 0.20 39.7 D
'I$ L 551 1787 0.21 0.31 23.4 C 16.8 C
T 1160 3762 0.46 0.31 21.8 C
R 1626 3198 0.47 0.51 12.5 B
SB L 808 3461 0.70 0.23 33.9 D 29.8 D
T 878 3762 0.60 0.23 27.2 D
R 626 1599 0.09 0.39 14.9 B
Intersection Delay = 38.6 sec/veh Intersection LOS = D
Lost Time/Cycle, L= 12.0 sec Critical v/c(x) = 0.748
HCM: SIGNALIZED INTERSECTION SUM14ARY 04-20-1994
Center For Microcomputers In Transportation
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW/ALW File Name: LGPMEWOF.HC9
Area Type: Other 1-11-94 PM PEAK
Comment: 2003 PM PEAK HOUR LOS, MALL, NO APTS
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes > 2 < 2 1< 1 2 2 2 2 1
Volumes 100 335 120 600 65 205 110 480 895 465 475 110
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 40 65 235 55
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left * NB Left *
Thru * Thru *
Right ~ Right *
Peds Peds *
WB Left ~ SB Left
Thru * Thru ~
Right Right *
Peds Peds *
0B Right * EB Right
SB Right * WB Right
Green 23A 18A Green 36A 27A
Yellow/A-R 4 4 Yellow/A-R 4 4
Lost Time 3.0 3.0 Lost Time 3.0 3.0
Cyc]_e Length: 120 secs Phase combinat--on order: #1 #2 #5 #6
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB LTR 574 3624 0.99 0.16 55.4 E 55.4 E
WB L 685 3426 0.92 0.20 48.8 E 44.3 E
TR 334 1669 0.65 0.20 31.0 D
NB L 551 1787 0.21 0.31 23.4 C 16.9 C
T 1160 3762 0.46 0.31 21.8 C
R 1626 3198 0.43 0.51 12.1 B
SB L 808 3461 0.61 0.23 32.2 D 28.8 D
T 878 3762 0.60 0.23 27.2 D
R 626 1599 0.09 0.39 14.9 B
Intersection Delay = 32.0 sec/veh Intersection LOS = D
Lost Time/Cycle, L= 12.0 sec Critical v/c(x) = 0.693
Pines Road & the WB I-90 On/Off Ramps
~
lIC14: SIGNALTZED INTERSECTION SUMNIARY 04-20-1994
Center For Microcomputers In Transportation
Streets: (E-W) 190 WB RAMPS (N-S) PINES ROAD
Analyst: `rRW/ALW File Name: LG90W.HC9
Area Type: Other 1-12-94 PM PEAK
Comment: 2003 PM PEAK HOUR LOS, HANSON/PRICE PROJECT AND LAWSON/GUNNING
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
iVo. Lanes > 1 1 1 2 2 <
Volumes 120 1 290 270 1264 837 407
Lane Width 12.0 12.0 12.0 12.0 12.0
RTOR Vols 24 0 60
Signal Operations -
Phase Combination 1 2 3 4 5 6 7 8
EB Left NB Left *
Thru Thru *
Right Right
Peds Peds *
WB Left * SB Left ~
Thru * Thru *
Right * Right *
Peds Peds *
NB Right EB Right
SB Right WB Right *
Green 10A Green 29A 28A
Yellow/A-R 4 Yellow/A-R 4 4
Lost Time 3.0 Lost Time 3.0 3.0
Cycle Length: 79 secs Phase combination order: #1 #5 #6
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
'AB LT 236 1698 0.54 0.14 22.0 C 11.2 B
R 844 1515 0.33 0.56 6.2 B
NB L 643 1693 0.44 0.38 14.2 B 35.2 D
T 1353 3564 1.03 0.38 39.4 D
SB TR 1239 3375 1.06 0.37 47.0 E 47.0 E
Intersection Delay = 36.9 sec/veh Intersection LOS = D
Lost Time/Cycle, L= 9.0 sec Critical v/c(x) = 0.964
- - ~
M RABEAU PARK
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'
'
MIRABEAU PARK
Conceptual Master Plan
Mirabeau Park Concept
This conceptual master plan of Mirabeau Park has been prepared to demonstrate some
of the possible site uses which would benefit the Spokane Community The goal of the
land owner Inland Empire Paper Company is to use the property in a manner which
provides a variety of services, benefits, recreational and entertainment activities to the
Spokane community as part of the legacy of its founders.
This plan defines several possibilities toward this goal in a manner which will help
interested participants visualize the potential of being part of the Mirabeau Park heritage
' This plan envisions Mirabeau Park becoming the premier center for individual and family
development in recreational, sports and entrepreneurial achievement. Incorporation of
theatrical productions, civic activities, concerts, science expositions, archaeological and
zoological displays, sports achievement and recreational facilities, entrepreneurial
education and business development centers at Mirabeau Park would likely garner wide
community support and participation
Located on a 207 acre site in the Spokane Valley west of the Spokane River and north of
Interstate 90, Mirabeau Park will be highly accessible to the majority of the area
'
PoPulous. Also ad1'acent to the PoPular Centennial Trail IYin9 alon9 the west shore of the
Spokane River, Mirabeau Park would become an attractive family destination for those
presently enjoying the Trail
As an integral first part, those commissioning R P Melville Company, Inc to prepare this
' conceptual master plan are proposing to establish a premier amphitheater facility,
hereinafter known as the Mirabeau Amphitheater. This facility would be accessible to all
in the community for variety of outdoor theatrical, entertainment and concert
' performances with a wide selection of supporting animal casts available for the selected
production adjacent to the sight at Mirabeau Farms
' This first goal of those commissioning this master plan and the Mirabeau Amphitheater is
to provide education on our heritage and spiritual foundation through creative theatrical
productions. These productions will begin at the Mirabeau Amphitheater with The
Greatest Story Ever Told as part of a Summer Festival. This production will effectively
dramatize in a 2 5 hour outdoor amphitheater production the life and story of Christ
Through the use of detailed sets, authentic costumes, hundreds of casts members and
animals, this drama will vividly capture the viewers imagination. Mini-productions of
Mirabeau Park• Conceptual Master Plan Page (1) Print Date July3i. 1995
'
'
events leading to and from this point in history would also be provided An Easter
production in the spring, an American Heritage production in the fall and Winter Wonder
' Land display will be likely additions within a couple of years.
There are only a few examples of similar existing productions in the world The one most
comparable with the anticipated production at this facility occurs each summer at Eureka
Springs, Arkansas. The productions at Eureka Springs have now become the premier
tourist attraction of the area, bringing a significant amount of national tourism dollars to
' that area.
Secondly the Mirabeau Amphitheater may provide insightful theatrical productions on
the heritage of successful civilizations, countries and individuals, beginning with the
Foundation of America such as The Life of the Pilgrims at Plymouth Rock, The First
Constitutional Congress, The Life of Benjamin Franklin, The Life of Thomas Edison, etc
An integrated archaeological display and zoo exhibit will be part of Mirabeau
Amphitheater displaying a variety of animal species of the time periods historically
representative of the theatrical production locations including replications of ineaningful
' archaeological discoveries and features While enjoying quality entertainment, the
viewer will more thoroughly grasp the foundation of our free enterprise principles which
provides the climate for people to achieve great success and destiny Other theatrical,
' performance and civic organizations will also be encoura ed to activel use this facilit
9 Y Y
Although not a well defined immediate goal, a future possibility at Mirabeau Park is to
provide indoor arena facilities for the continued production of these events throughout
the year with seating capacities of 5,000 people or more depending on Mirabeau
Amphitheater attendance and further feasibility analyses.
This master plan also shows how Mirabeau Park could incorporate and provide facilities
' for athletic events and recreation facilities In participation with other civic and athletic
organizations such as the YMCA, YWCA, Salvation Army, etc, facilities could be popular
locations for recreational sporting events and training. These might include Olympic
' swimming facilities, running tracks, football and soccer fields, baseball diamonds, etc.
Mirabeau Park could have facilities to host special events such as the Special Olympics,
etc. Family commerce, social and recreational facilities such as farmers market, water
, slides, miniature golf, putting greens, virtual reality games, etc, may also be
incorporated
' Mirabeau Park could also have exciting science expositions which would incorporate the
latest in interactive technology displays. These displays would help foster creativity and
thought for developing future products and services in the entrepreneurial development
program.
Mirabeau Park could also provide entrepreneurial training facilities and educational
programs directed by successful individuals who have achieved significant business
success. In the attached exhibits "B" &"C", these areas have been defined as Mirabeau
Business Park. These facilities would provide initial business incubator facilities which
Mirabeau Park Conceptual Masier Plan Page {2} Print Date• July 31, 1995
,
'
would include a variety of business services and training for the aspiring entrepreneur.
These services would include legal, product development, marketing, finance,
communication, and management services to individuals with viable business ideas.
These services could be provided by various experts in their respective fields Venture
and equity capital could be available to individuals with qualifying product and/or service
ideas The author foresees that new businesses could enjoy a greater ratio of success
by dramatically increasing the business knowledge of the entrepreneur and provide
financial resources for endeavors with significant profit and growth potential.
Further detail is provided in this Conceptual Master Plan for the initial emphasis of this
project, the Mirabeau Amphitheater. Again the other uses defined are only potential
ideas to encourage the involvement of future participants who want to be involved in this
community legacy. There are also 4 map exhibits in the back of this report which visually
display the conceptual ideas of the author.
It is possible that Mirabeau Park could become known throughout the world as a premier
facility and organization through which successful individuals could leave a continuing
legacy for many generations to come. A complex of a variety of recreation, sports,
entertainment and business achievement facilities will greatly benefit other people who's
dreams of achievement and exploits, like small embers, have been snuffed out through
misfortune, environment, or limited education It is the authors hope that there will others
who want to leave a lasting legacy to the less fortunate, further insuring the continuance
of our great American heritage of freedom and achievement.
The Mirabeau Amphitheater
The Mirabeau Amphitheater facility is the primary and first phase of development to
occur in Mirabeau Park as proposed by those commissioning this plan. Exhibit "p"
defines the land area involved This facility will be constructed to seat 3,000 to 5,000 per
showing. Showings will occur on Friday and Saturday during the summer months only
for the first year
The staging of the Mirabeau Amphitheater will be constructed of high quality and likely
transportable sets designed for use also in the Mirabeau Arena at some subsequent
point in the future. During the off season these sets will be stored and maintained in the
present steel building structure south of the defined Mirabeau Amphitheater site Set
foundations will likely be designed and built with concrete footings, foundations and
slabs with preinstalled electrical conduit systems. These systems will contain the
necessary wiring and quick disconnect electrical and sound connections to
accommodate a variety of set displays as the theatrical productions at the Mirabeau
Amphitheater expand.
The expansion timing of additional productions will be determined by public acceptance
and attendance for the primary production. The following defines the anticipated
Mirabeau Amphitheater phasing. The 4th phase would likely not occur until the
Mirabeau Park Conceptud Master Plan Page {3} Prmt Date July31, 1995
construction and development of the southerly proposed shopping center and the
construction of the Evergreen/190 freeway interchange. Most other uses defined in the
exhibits would likely be considered after this time due to traffic considerations and the
potential adverse traffic impacts to the intersection of Pines Road and Euclid
Phase 1 Mirabeau Amphitheater
1. Life of Christ Production
Friday & Saturday nights July 4th - September 15, annually
2. Petting Zoo for children and possible other zoo displays for adults
3. Concessions and food vendors
4. Family leisure and eating areas
5 Small amphitheater concert areas for afternoon music groups and
street shows
6. Two 20 to 30 minute pre-amphitheater shows added
Phase 2 Mirabeau Amphitheater embellishments
1. One first century restaurant, with all first century costumes, decor
and a variety of food including dishes from the first century
2. A non-maintenance stone structure museum of the first century
period that observes can walk through and view respective artifacts
such as: clothing, battle gear, hair styles, tools, cooking utensils,
etc. {human interests of the first century life style}
3. A walk through spectacular multi-media show that illustrates the
Free Enterprise System, success, entrepreneurship, Americanism,
capitalism and American History. {The success steps "everyone"
can takei i ! }
Phase 3 Mirabeau Winter Wonderland Display
1. One million lights portraying the splendor of winter, Christmas,
nativity, Santa Claus, etc.
2. A special mood ice skating rink with concessions
Drive through period of approximately two weeks every night of
the week before Christmas - 5 p.m to 9 p.m.
Phase 4 Mirabeau Arena
1 An indoor arena facility that would accommodate spring Easter
productions, fall American Heritage productions, various concerts,
' sporting events, conventions, etc.
You will note that there is an area defined as Mirabeau Farms. This area includes the
pasture areas north of Euclid Ave and the Amphitheater Livestock Pasture area south of
Euclid Ave per exhibits "B", "C" &"D". If further analysis by the sponsor proves favorable
in effectively supporting the primary Mirabeau Amphitheater project, this facility would
likely be built in conjunction with the Mirabeau Amphitheater in order to provide proper
Mirabeau Park Conceptual Masier P1an Page {4} Print Date July31, 1995
residence care, security and management of the numerous horses, sheep, and other
animals together with the oversight and construction of Mirabeau Amphitheater assets.
Mirabeau Amphitheater offices could likely be placed at this location.
Prior to constructing initial facilities at the Mirabeau Amphitheater, the area south of
Euclid Ave should be prepared to accommodate a variety of different animal species for
a summer period. The reseeding of the old alfalfa field into hearty pasture grasses south
of Euclid Ave should be completed. Installation of additional cross fencing, preferably
underground or hand line irrigation systems, stock watering systems and shelters should
be prepared. Additional fencing would be required to properly rotate animals in pasture
areas including coral holding areas in the staging area for theater productions.
It is the opinion of the author that the pasture area north of Euclid Ave could be also
utilized effectively as a working farm raising primarily purebred Quarter Horses or
Arabians and possibly other livestock used in the theater productions based on market
demand. 20 to 30 head of horses could be raised at this facility. Depending upon the
quality of the initial breeding stock, $100,000 to $150,000 per year additional revenues
could be generated for Mirabeau Amphitheater functions Additional revenues from the
sale of other livestock could also be utilized in support of the Mirabeau Amphitheater
facilities. Further horses would be constantly available for Mirabeau Amphitheater
productions, trail or wagon rides year-a-round Hayrides and sleigh rides could be
especially popular during winter production activities, such as the winter wonder land.
Summary,
You will note that there are many other defined improvements in the Exhibits It is the
intent of the commissioning parties of this plan to sponsor and be fully responsible for
the construction and management of the Mirabeau Amphitheater and its supporting
facilities as defined in Exhibit "D" The opportunity to participate with other aspiring
business and civic leaders in the coordination and implementation of other potential
facilities as displayed would be desirable We would anticipate however that any facility
placed within Mirabeau Park will be non-profit in nature and that any revenues generated
from profits on activities in Mirabeau Park would be directed in some manner to insure
the ongoing success and growth of Mirabeau Park facilities.
It is requested by the Sponsors that the personal names, corporate entities and/or
t business names be kept confidential No personal glory is desired. The commissioning
parties of this conceptual master plan encourage the participation of others who desire
to leave a lasting legacy for their children and grand children.
Mirabeau Park Conceptual Master Plan Page {5} Print Date.July31, 1995
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S akane ~ount Vllasl~ir~ ton _ ~ ' ~ P Yr 9 ~ ~ ~ 9
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~~ini 5atelite l~heat~r AreA~ ~ ° c' ~ ~ ~ ~ ~ ArchealQgi~al ~xhibit~ , • ~ ~
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~ _ ~ ~ ~ - ~ - ~ t= - ~ , , ~ , _ ~~r.,,' ~ ~ ~ = = mum owiini.lipb iouwiit7nninAimnniunniuni i~xwnimiu~i~xi[nnn,uni~ "~w;,,~'' " tih 7T~ ~ ~ ~ ~ ~ ~ ttenn~al
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Mora6ec~u f~e:~eH~~II DiAmpn~~ ~ ~6ur~~~r~ E~ira'uea~ ~thletic Gec~ter Nlira~ea~a E~u~;;neSF Park Exhpbaf "C"
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'
I1 1 L! f 1 1 D 1 ACI1 I C E1 ; G4 NEERI NGf I1 1 C.
JanLlary 31, 1994
Theodox'e J. Trepanier
District Planning Engineer
2 714 N. Nfayfa~~ St.
Spokane, WA 99207-2090
RE : Lawson/Gunning Rez one (SR-2 7 )
Dear Mr, Trepaniex`:
This letter has been wri'tten in response to your request for
further irrfnrmation as outlined in the letter of July 13, 1993.
The inforrnatian you asked for was an analysis of the intersection
of Indiarta and Pines including the R. A. Hansart fPrice Developrnent
and the HCS data which led ta the levels of service calculated in
the 'Z'IA,
The Evergreen Interchange repart, an official W5DOT document, was
used to generate the traf f ic valumes associated with the
Hanson/Prxce I3evelopment. Valunre data was only available for the
PM peak hour, so we reanalyzed only the FM peak hour. That report
was based on the assumption that creating an Everqreen Interchange
will lower traffic on Pines Road. That assumption was carried
through the analysis done in this letter; thus rthe through volumes
or~ Pines Road are lawer than in the "FIA previvusly subrnitted to
you.
An additional assumption was made for the analysis of Inciiana and
Panes with the Lawson/Gunning project in place. Due to the
addition of the Evezqreen Interchange, it was assumed that a11 0f
the westbound aff ramp traffic would use Evergreen f and thus wauld
not use this intersection.
Existing geometric eonditions at Indi.ana & Fines Rvad are
inadequate to handie the traff ic proj ected in the Evergreen
Interchangs report, regardless Qf whether the Lawson/Gun,ning
project is reaoned. Tv bring this intersection tQ a Level of
Service Dwill reqiiire an extra left turn lane and a dedi~ated
riqht turn lane for southbound Pines Rvad, Northbound Pines Road
will require two dedicated right turn lanes. Westbvund Indiana
will also require two dedicated left turn lanes. Adding the
traf f ic ge~erated by the Lawson/Gunning praj ect will nat affect the
Level of Service of either the imgroved vn unimproved 'intersection .
(See attachments for details.)
701 WQSt 7t}"1 4 SLl1te 200
Spokane, 1Nasfiington 99204
509-458-6840
~ FAX 509-45$-6$44
I
~ '
The conclusions this additional analysis show are that serious
revisions to the intersection of Pines Road & Indiana are needed to
adequately handle the traffic generated by the Hanson/Price
Development. The Lawson/Gunning project will have minimal impact,
and does not effect the Level of Service of Indiana & Pines Rd.
with or without the mitigation needed by the Hanson/Price
Development. We therefore ask that you approve the rezone of the
Lawson/Gunning property and the previously prepared TIA.
If you have any questions, please give me a call.
Sinc rely,
Todd R. Whipple, P. -
c"c: RgftHarper,. Spokane County Engineering,
encl.
MANSFIELD AVENUE
0
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o c~ n
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I NLAND FIGURE 1 ~ r LqwSON/GUNNING PROPERTIES ~
PACIFIC 2000 WITH REZONE
ENC3INEERING HANSON/PRICE DEV.
707 west 7th • suite 200 (so9) 458-6$40 P.M. PEAK HOUR
Spokone, W^ 99204 FAx (509) 458-6844/ ` TRAFFIC VOLUMES TRAFFIC IMPACT ANALYSIS /
\
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PACIFIC SITE GENERATED TRIPS REZONE
tiENQINEERING P,M, PEAK H MU S
707 West 7th - suice 200 (509) asa-s$ao TRAFFIC VOLU E
Spokone. WA 99204 Fax (509) 458-68441 ~ ~ ` TRAFFIC IMPACT ANALYSIS J
`
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• PACIFIC 2000 WITH PROJECT REZONE
ENC3INEERINC~ AND HANSON/PRICE DEV.
707 west 7tn • suite zoo (so9) 458-6840 P. M. PEAK HOU R
`Spokane, wA 99204 Fqx- (Spg) 458-6844~ ~ TRAFFIC VOLU~1/~ES TRAFFIC IMPACT ANALYSIS /
/
►
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PACIFIC P.M. DIRECTIONAL REZONE
ENQINEERING DiSTRIBUT10N
707 west 7tn • suite 200 (509) 458-6840 TRAFFIC IMPACT ANALYSIS
\ Spokane, wA 99204 FAx (509) 458-6844~
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FUTUFE WITH HANSON/PRICE PIi~ PE.~K H~UR LC7►S
FOR:
IND7ANP, & I'INES
HCM: SIGNALIZED INTERSECTION SUMMARY
Center For Microcomputers In Transportation
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW/ALW File Name: LGPMEWOF.HC9
Area Type: Other 1-11-94 PM PEAK
Comment: 2003 PM PEAK HOUR, HANSON/PRICE WITHOUT LAWSON/GUNNING - FIXED
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes > 2 < 2 1< 1 1 2 2 1 2 2 1
Volumes 100 335 120 600 65 205 110 480 895 465 475 110
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 40 65 235 55
Signal Operations
Phase combination 1 2 3 4 5 6 7 8
EB Left * NB Left *
Thru * Thru *
Right * Right *
Peds Peds *
WB Left * SB Left *
Thru * Thru *
Right * Right *
Peds Peds *
NB Right * EB Right
SB Right * WB Right
Green 23A 18A Green 36A 27A
Yellow/A-R 4 4 Yellow/A-R 4 4
Lost Time 3.0 3.0 Lost Time 3.0 3.0
Cycle Length: 120 secs Phase combination order: #1 #2 #5 #6
Intersection Performance Summary
Lane Group: Adj Sat v/c g/c Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB LTR 3621 573 0.99 0.16 55.6 E 55.6 E
WB L 3426 685 0.97 0.20 56.1 E 50.0 E
TR 1671 334 0.65 0.20 31.0 D
NB L 1787 551 0.21 0.31 23.4 C 16.9 C
T 3762 1160 0.46 0.31 21.8 C
R 3198 1626 0.45 0.51 12.3 B
SB L 3461 808 0.64 0.23 32.6 D 29.1 D
T 3762 878 0.60 0.23 27.2 D
R 1599 626 0.09 0.39 14.9 B
Intersection Delay = 33.3 (sec/veh) Intersection LOS = D
FUTURE WITH HANSON/PRICE AND
LAWSON/GUNNING PROJECT PM PEAK HOUR LOS
FOR:
INDIANA & PINFS
HCS: Signalized Intersection Version 2.2 01-27-1994 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083 (904) 392-0378
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW/ALW File Name: LGPMEVWF.HC9
Area Type: Other 1-27-94 PM PEAK
Comment: 2003 PM PEAK HOUR, HANSON/PRICE WITH LAWSON/GUNNING - FIXED
Traffic and Roadway Conditions
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes > 2 < 2 1< 1 2 2 2 2 1
Volumes 100 346 120 649 71 235 110 480 1004 509 475 110
PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
Grade 0 0 0 0
% Heavy Veh 3 3 3 4 4 4 2 2 2 2 2 2
Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N
Bus Stops 0 0 0 0
Con. Peds 0 0 0 0
Ped Button (Y/N) N (Y/N) N (Y/N) Y 20.5 s(Y/N) Y 14.5
Arr Type 3 3 3 3 3 3 3 3 3 3 3 3
RTOR Vols 40 65 350 55
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left * NB Left *
Thru * Thru *
Right * Right *
Peds Peds *
WB Left * SB Left *
Thru * Thru *
Right * Riqht *
Peds Peds *
NB Right * EB Right
SB Right * WB Right
Green 23A 18A' Green 36A 27A
Yellow/A-R 4 4 Yellow/A-R 4 4
Lost Time 3.0 3.0 Lost Time 3.0 3.0
Cycle Length: 120 secs Phase combination order: #1 #2 #5 #6
HCS: Signalized Intersection Version 2.2 01-27-1994 2
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW/ALW File Name: LGPMEVWF.HC9
Area Type: Other 1-27-94 PM PEAK
Comment: 2003 PM PEAK HOUR, HANSON/PRICE WITH LAWSON/GUNNING - FIXED
Volume Adjustment Worksheet
Direc- Lane Lane Adj
tion/ Mvt Adj Lane Grp No. Util Growth Grp Prop Prop
Mvt Vol PHF Vol Grp Vol Ln Fact Fact Vol LT RT
EB
Left 100 0.95 105
Thru 346 0.95 364 LTR 553 2 1.050 1.000 581 0.19 0.15
Right 120 0.95 84
WB
Left 649 0.95 683 L 683 2 1.000 1.000 683 1.00 0.00
Thru 71 0.95 75 TR 254 1 1.000 1.000 254 0.00 0.70
Right 235 0.95 179
NB
Left 110 0.95 116 L 116 1 1.000 1.000 116 1.00 0.00
Thru 480 0.95 505 T 505 2 1.050 1.000 530 0.00 0.00
Right 1004 0.95 689 R 689 2 1.000 1.000 689 0.00 1.00
SB
Left 509 0.95 536 L 536 2 1.000 1.000 536 1.00 0.00
Thru 475 0.95 500 T 500 2 1.050 1.000 525 0.00 0.00
Right 110 0.95 58 R 58 1 1.000 1.000 58 0.00 1.00
Saturation Flow Adjustment Worksheet
Ideal Adj
Direction Sat No. f f f f f f f f Sat
/LnGrp Flow Lns W HV G p BB A RT LT Flow
EB
LTR 1900 2 1.00 0.99 1.00 1.00 1.00 1.00 0.98 0.99 3623
WB
L 1900 2 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.92 3426
TR 1900 1 1.00 0.98 1.00 1.00 1.00 1.00 0.89 1.00 1665
NB
L 1900 1 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.95 1787
T 1900 2 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 3762
R 1900 2 1.00 '0.99 1.00 1:00 1.00 1.00 0.85 1.00 3198
SB
L 1900 2 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.92 3461
T 1900 2 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 3762
R 1900 1 1.00 0.99 1.00 1.00 1.00 1.00 0.85 1.00 1599
HCS: Signalized Intersection Version 2.2 01-27-1994 3
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW/ALW File Name: LGPMEVWF.HC9
Area Type: Other 1-27-94 PM PEAK
Comment: 2003 PM PEAK HOUR, HANSON/PRICE WITH LAWSON/GUNNING - FIXED
Capacity Analysis Worksheet
Adj Adj Sat Flow Lane Group
Direction Flow Rate Flow Rate Ratio Green Ratio Capacity v/c
/LnGrp (v) (s) (v/s) (g/c) (c) Ratio
EB
LTR 581 3623 0.160 0.158 574 1.013 *
WB ,
L 683 3426 0.199 0.200 685 0.997 *
TR 254 1665 0.153 0.200 333 0.763
NB
L 116 1787 0.065 0.308 551 0.211
T 530 3762 0.141 0.308 1160 0.457 *
R 689 3198 0.215 0.508 1626 0.424
SB
L 536 3461 0.155 0.233 808 0.664 *
T 525 3762 0.140 0.233 878 0.598
R 58 1599 0.036 0.392 626 0.093
Sum (v/s) critical = 0.655
Lost Time/Cycle, L= 12.0 sec Critical v/c(x) = 0.728
Level of Service Worksheet
Lane Delay Lane Lane Delay LOS
Direction v/c g/C Group d d Prog Grp Grp By By
/LnGrp Ratio Ratio Cap 1 2 Fact Delay LOS App App
EB
LTR 1.01 0.158 574 38.5 32.2 0.85 60.1 F 60.1 F
WB
L 1.00 0.200 685 36.5 25.7 1.00 62.1 F 54.8 E
TR 0.76 0.200 333 34.4 6.8 0.85 35.1 D
NB
L 0.21 0.308 551 23.3 0.0 1.00 23.4 C 16.9 C
T 0.46 0.308 1160 25.4 0.2 0.85 21.8 C
R 0.42 0.508 1626 14.1 0.1 0.85 12.0 B
SB
L 0.66 0.233 ~808 31.7 1.4 1.00 33.2 D 29.4 D
T 0.60 0.233 878 31.1 0.8 0.85 27.2 D
R 0.09 0.392 626 17.5 0.0 0.85 14.9 B
Intersection Delay = 35.7 sec/veh Intersection LOS = D
EXISTING AM PEAK HOUR LOS FOR:
MANSFIELD & PINES
INDIANA & PINES
I-90 WB ON/OFF RAMPS & PINES
HCM: SIGNALIZED INTERSECTION SUNIlKARY
Center For Microcomputers In Transportation
Streets: (E-W) 190 WB RAMPS (N-S) PINES ROAD
Analyst: TRW File Name: PWBRAMEX.HC9
Area Type: Other 4-29-93 AM PEAK
Comment: 1993 EXISTING AM PEAK HOUR LOS
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes > 1 1 1 1 2 ~ 2<
Volumes 115 1 45 627 566 440 210
Lane Width 12.0 12.0 12.0 12.0 12.0
RTOR Vols 24 0 50
Signal Operations
Phase combination 1 2 3 4 5 6 7 8
EB Left NB Left *
Thru Thru *
Right Right
Peds Peds *
WB Left * SB Left
Thru * Thru *
Right * Right *
Peds Peds *
NB Right EB Right
SB Right * WB Right *
Green 12A Green 28A 18A
Yellow/A-R 4 Yellow/A-R 4 4
Lost Time 3.0 Lost Time 3.0 3.0
Cycle Length: 70 secs Phase combinat:.on order: #1 #5 #6
Intersection Performance Summary
Lane Group: Adj Sat v/c g/c Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
WB LT 1517 282 0.43 0.19 16.9 C 14.9 B
R 1515 909 0.02 0.60 3.7 A
NB L 1693 701 0.94 0.41 30.1 D 20.1 C
T 3564 1477 0.42 0.41 9.5 B
SB TR 3387 919 0.72 0.27 16.6 C 16.6 C
Intersection Delay = 18.6 (sec/veh) Intersection LOS = C
~
HCM: SIGNALIZED INTERSECTION SUMMARY
Center For Microcomputers In Transportation
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW File Name: PINDAMEX.HC9
Area Type: Other 4-29-93 AM PEAK
Comment: 1993 ESISTING AM PEAK HOUR LOS
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1< 1 1< 1 2<- 1 2<
Volumes 9 2 82 14 63 25 250 461 36 18 534 39
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 15 5 5 10
Signal Operations
Phase combination 1 2 3 4 5 6 7 8
EB Left * NB Left *
Thru * Thru *
Right * Right *
Peds Peds *
WB Left * SB Left *
Thru * Thru *
Right * Right *
Peds Peds *
NB Right * EB Right
SB Right * WB Right
Green 12A Green 28A 18A
Yellow/A-R 4 Yellow/A-R 4 4
Lost Time 3.0 Lost Time 3.0 3.0
Cycle Length: 70 secs Phase combination order: #1 #5 #6
Intersection Performance Summary
Lane Group: Adj Sat v/c g/c Approach:
Mvmts Cap Flow Ratio ~ Ratio Delay LOS Delay LOS
EB L 1445 268 0.03 0.19 17.7 C 16.0 C
TR 1538 286 0.25 0.19 15.8 C
WB L 1565 291 0.05 0.19 17.8 C 16.2 C
TR 1657 308 0.28 0.19 15.9 C
NB L 1667 691 0.38 0.41 11.0 B 9.8 g
TR 3476 1440 0.38 0.41 9.3 B
SB L 1676 455 0.04 0.27 14.3 B 15.5 C
TR 3501 950 0.65 0.27 15.6 C
Intersection Delay = 12.8 (sec/veh) Intersection LOS = B
1985 HCM: UNSIGNALIZED INTERSECTIONS Paqe-1
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET.. 35
PEAK HOUR FACTOR 1
AREA POPULATION 150000
NAME OF THE EAST/WEST STREET......... Mansfield
NAME OF THE NORTH/SOUTH STREET....... Pines
NAME OF THE ANALYST trw
DATE OF THE ANALYSIS (mm/ddiyy)...... 05-28-1993
TIME PERIOD ANALYZED AM peak
OTHER INFORMATION.... 1993 existing
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: 4-LEG
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
CONTROL TYPE WESTBOUND: ST4P SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT 20 52 50 16
THRU 2 15 404 564
RIGHT 63 19 17 18
NUMBER OF LANES AND LANE USAGE
Eg WB NB SB
LANES 1 1 3 3
ADJUSTMENT FACTORS Page-2
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND 0.00 90 20 N
WESTBOUND 0.00 90 20 N
NORTHBOUND 0.00 90 20 N
SOUTHBOUND 0.00 90 20 N
VEHZCLE COMPOSITION '
% SU TRUCKS % COMBINATION
AND RV'S VEHICLES % MOTORCYCLES
EASTBOUND 0 0 0
WESTBOUND 0 0 0
NORTHBOUND 0 0 0
SOUTHBOUND 0 0 0
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
(Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
Eg 5.70 5.70 0.00 5.70
WB 5.70 5.70 0.00 5.70
MAJOR LEFTS
SB 5.60 5.60 0.00 5.60
NB 5.60 5.60 0.00 5.60
MINOR THROUGHS
Eg 6.80 6.80 0.00 6.80
WB 6.80 6.80 0.00 6.80
MINOR LEFTS Eg 7,30 7.30 0.00 7.34
WB 7.30 7.30 0.00 7.30
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... Mansfield
NAME OF THE NORTH/SOUTH STREET.... Pines
DATE AND TIME OF THE ANALYSIS..... 05-28-1993 ; AM peak
OTHER INFORMATION.... 1993 existing
CAPACITY AND LEVEL-OF-SERVICE Page-3
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c(pcph) c(pcph) c(pcph) c= c - v LOS
p M SH R SH
MINOR STREET
EB LEFT 22 150 130 > 130 > 108 > D
THROUGH 2 190 176 > 355 176 > 262 173 >C D
RIGHT 69 855 855 > 855 > 786 > A
MINOR STREET
WB LEFT 57 143 125 > 125 > 67 > E
THROUGH 17 190 176 > 164 176 > 70 159 >E D
RIGHT 21 911 911 > 911 > 890 > A
MAJOR STREET
SB LEFT 18 669 669 669 651 A
NB LEFT 55 553 553 553 498 A
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... Mansfield
N.AME OF THE NORTH/SOUTH STREET.... Pines
DATE AND TIME OF THE ANALYSIS..... 05-28-1993 ; AM peak
OTHER INFORMATION.... 1993 existing
EXISTING PM PEAK HOUR LOS FOR:
MANSFIELD & PINES
INDIANA & PINES
I-90 WB ON/OFF RAMPS & PINES
HCM: SIGNALIZED INTERSECTION SUMMARY
Center For Microcomputers In Transportation
Streets: (E-W) 190 WB RAMPS (N-S) PINES ROAD
Analyst: TRW File Name: PWBRPMEX.HC9
Area Type: Other 4-29-93 PM PEAK
Comment: 1993 EXISTING PM PEAK HOUR LOS
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes > 1 11 1 2 ~ 2<
Volumes 205 1 24 544 872 852 100
Lane Width 12.0 12.0 12.0 12.0 12.0
RTOR Vols 24 0 50
Signal Operations
Phase combination 1 2 3 4 5 6 7 8
EB Left NB Left *
Thru Thru *
Right Right
Peds Peds *
WB Left * SB Left
Thru * Thru *
Right * Right *
Peds Peds *
NB Right EB Right
SB Right * WB Right *
Green 14A Green 25A 20A
Yellow/A-R 4 Yellow/A-R 4 4
Lost Time 3.0 Lost Time 3.0 3.0
Cycle Length: 71 secs Phase combination order: #1 #5 #6
Intersection Performance Summary
Lane Group: Adj Sat v/c g/c Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
WB LT 1516 320 0.68 0.21 19.9 C 19.9 C
R 1782 1029 0.00 0.58 0.0 A
NB L 1693 620 0.92 0.37 30.6 D 20.2 C
T 3564 1305 0.74 0.37 14.0 B
SB TR 3499 1035 0.96 0.30 28.2 D 28.2 D
Intersection Delay = 23.0 (sec/veh) Intersection LOS = C
HCM: SIGNALIZED INTERSECTION SUMMARY
Center For Microcomputers In Transportation
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW File Name: PINDPMEX.HC9
Area Type: Other 4-29-93 PM PEAK
Comment: 1993 EXISTING PM PEAK HOUR LOS
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1< 1 1< 1 2< 1 2<
Volumes 24 7 221 68 34 78 112 788 16 2 558 13
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 82 24 g g
Signal Operations
Phase combination 1 2 3 4 5 6 7 8
EB Left * NB Left *
Thru * Thru *
Right * Right *
Peds Peds *
WB Left * SB Left *
Thru * Thru *
Right * Right *
Peds Peds *
NB Right * EB Right
SB Right * WB Right
Green 12A Green 28A 18A
Yellow/A-R 4 Yellow/A-R 4 4
Lost Time 3.0 Lost Time 3.0 3.0
Cycle Length: 70 secs Phase combinat~on order: #1 #5 #6
Intersection Performance Summary
Lane Group: Adj Sat v/c g/c Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB L 1422 264 0.09 0.19 18.0 C 18.0 C
TR 1542 286 0.54 0.19 18.0 C
WB L 1231 229 0.31 0.19 19.0 C 17.4 C
TR 1561 290 0.32 0.19 16.1 C
NB L 1667 691 0.17 0.41 9.8 B 10.7 B
TR 3504 1452 0.61 0.41 10.8 B
SB L 1676 455 0.00 0.27 14.1 B 15.5 C
TR 3523 956 0.65 0.27 15.5 C
Intersection Delay = 13.5 (sec/veh) Intersection LOS = B
,
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET.. 35
PEAK HOUR FACTOR 1
AREA POPULATION 150000
NAME OF THE EAST/WEST STREET......... Mansfield
NAME OF THE NORTH/SOUTH STREET....... Pines
NAME OF THE ANALYST trw
DATE OF THE ANALYSIS (mm/dd/yy)...... 05-28-1993
TIME PERIOD ANALYZED PM peak
OTHER INFORMATION.... 1993 existing
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: 4-LEG
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
CONTROL TYPE WESTBOUND: STOP SIGN
TR.AFFIC VOLUMES
EB WB NB SB
LEFT 20 52 137 28
THRU 5 1 640 459
;
RIGHT 62 17 58 20
NUMBER OF LANES AND LANE USAGE
EB WB NB SB
LANES 1 1 3 3
ADJUSTMENT FACTORS Page-2
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND 0.00 90 20 N
WESTBOUND 0.00 90 20 N
NORTHBOUND 0.00 90 20 N
SOUTHBOUND 0.00 90 20 N
VEHICLE COMPOSITION
% SU TRUCKS % COMBINATION
AND RV'S VEHICLES % MOTORCYCLES
EASTBOUND 0 0 0
WESTBOUND 0 0 0
NORTHBOUND 0 0 0
SOUTHBOUND 0 0 0
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
(Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
EB 5.70 5.70 0.00 5.70
WB 5.70 5.70 0.00 5.70
MAJOR LEFTS
SB 5.60 5.60 0.00 5.60
NB 5.60 5.60 0.00 5.60
MINOR THROUGHS
EB 6.80 6.80 0.00 6.80
WB 6.80 6.80 0.00 6.80
~
MINOR LEFTS '
EB 7.30 7.30 0.00 7.30
WB 7.30 7.30 0.00 7.30
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... Mansfield
NAME OF THE NORTH/SOUTH STREET.... Pines
DATE AND TIME OF THE ANALYSIS..... 05-28-1993 ; PM peak
OTHER INFORMATION.... 1993 existing
CAPACITY AND LEVEL-OF-SERVICE Page-3
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
R.ATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c(pcph) c(pcph) c(pcph) c= c - v LOS
p M SH R SH
MINOR STREET
EB LEFT 22 99 77 > 77 > 55 > E
THROUGH 6 126 100 > 230 100 > 134 95 >D E
RIGHT 68 890 890 > 890 > 822 > A
MINOR STREET
WB LEFT 57 93 69 > 69 > 12 > E
THROUGH 1 130 103 > 89 103 > 12 102 >E D
RIGHT 19 812 812 > 812 > 794 > A
MAJOR STREET
SB LEFT 31 478 478 478 447 A
NB LEFT 151 627 627 627 476 A
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... Mansfield
NAME OF THE NORTH/SOUTH STREET.... Pines
DATE AND TIME OF THE ANALYSIS..... 05-28-1993 ; PM peak
OTHER INFORMATION.... 1993 existing
FUTURE AM PEAK HOUR LOS FOR:
MANSFIELD & PINES
INDIANA & PINES
I-90 WB ON/OFF RAMPS & PINES
HCS: Signalized Intersection Version 2.1 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, rL 32611-2083 (904) 392-0378
Streets: (E-W) 190 WB RAMPS (N-S) PINES ROAD
Analyst: TRW File Name: PWBRAMWO.HC9
Area Type: Other 4-29-93 AM PEAK
Comment: 2000 AM PEAK HOUR LOS
Traffic and Roadway Conditions
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes > 1 1 1 1 2 I 2<
Volumes 141 1 55 771 696 541 258
PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Lane Width 12.0 12.0 12.0 12.0 12.0
Grade 0 0 0
% Heavy Veh 2 2 2 2 2 4 2
Parking (Y/N) N (Y/N) N (Y/N) N
Bus Stops 0 0 0
Con. Peds 0 0 0 0
Ped Button (Y/N) N (Y/N) Y 11.5 s(Y/N) Y 10.0
Arr Type 3 3 3 3 3 3 3
RTOR Vols 24 0 50
Signal Operations
Phase combination 1 2 3 4 5 6 7 8
EB Left NB Left *
Thru Thru *
Right Right
Peds Peds *
WB Left * SB Left
Thru * Thru *
Right * Right *
Peds Peds *
NB Right EB Right
SB Right * WB Right *
~
Green 12A Green 39A 20A
Yellow/A-R 4 Yellow/A-R 4 4
Lost Time 3.0 Lost Time 3.0 3.0
Cycle Length: 83 secs Phase combination order: #1 #5 #6
HCS: Signalized Intersection Version 2.1 2
Streets: (E-W) 190 WB R.AMPS (N-S) PINES ROAD
Analyst: TRW File Name: PWBR.AMWO.HC9
Area Type: Other 4-29-93 AM PEAK
Comment: 2000 AM PEAK HOUR LOS
Volume Adjustment Worksheet
Direc- Lane Lane Adj
tion/ Mvt Adj Lane Grp No. Util Growth Grp Prop Prop
Mvt Vol PHF Vol Grp Vol Ln Fact Fact Vol LT RT
EB
WB
Left 141 0.95 148
Thru 1 0.95 1 LT 149 1 1.000 1.000 149 0.99 0.00
Right 55 0.95 33 R 33 1 1.000 1.000 33 0.00 1.00
NB
Left 771 0.95 812 L 812 1 1.000 1.000 812 1.00 0.00
Thru 696 0.95 733 T 733 2 1.050 1.000 770 0.00 0.00
SB
Thru 541 0.95 569 TR 788 2 1.050 1.000 827 0.00 0.28
Right 258 0.95 219
Saturation Flow Adjustment Worksheet
Direc- Ideal Adj
tion/ Sat No. f f f f f f f f Sat
LnGrp Flow Lns W HV G p BB A RT LT Flow
EB
WB
LT 1800 1 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.85 1516
R 1800 1 1.00 0.99 1.00 1.00 1.00 1.00 0.85 1.00 1515
NB
L 1800 1 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.95 1693
T 1800 2 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 3564
SB
TR 1800 2 1.00 0.98 1.00 1.00 1.00 1.00 0.96 1.00 3380
HCS: Signalized Intersection Version 2.1 3
Streets: (E-W) 190 WB RAMPS (N-S) PINES ROAD
Analyst: TRW File Name: PWBRAMWO.HC9
Area Type: Other 4-29-93 AM PEAK
Comment: 2000 AM PEAK HOUR LOS
Capacity Analysis Worksheet
Direc- Adj Adj Sat Flow Lane Group
tion/ Flow Rate Flow Rate Ratio Green Ratio Capacity v/c
LnGrp (v) (s) (v/s) (g/c) (c) Ratio
EB
WB
LT 149 1516 0.098 0.157 237 0.628 *
R 33 1515 0.022 0.639 967 0.034
NB
L 812 1693 0.480 0.482 816 0.995 *
T 770 3564 0.216 0.482 1718 0.448
SB
TR 827 3380 0.245 0.253 855 0.967 *
Cycle Length, C= 83.0 sec. Sum (v/s) critical = 0.823
Lost Time Per Cycle, L= 9.0 sec. X critical = 0.923
Level of Service Worksheet
Direc- Delay Lane Delay Lane Lane Delay LOS
tion/ v/c g/C Cycle d Group d Prog Grp Grp By By
LnGrp Ratio Ratio Len 1 Cap 2 Fact Delay LOS App App
EB
WB
LT 0.63 0.157 83.0 24.9 237 3.6 0.85 24.2 C 20.5 C
R 0.03 0.639 83.0 4.2 967 0.0 0.85 3.6 A
NB
L 1.00 0.482 83.0 16.3 816 23.1 1.00 39.4 D 24.7 C
T 0.45 0.482 83.0 10.8 1718 0.1 0.85 9.3 B
SB
TR 0.97 0.253 83.0 23.3 855 17.1 0.85 34.3 D 34.3 D
Intersection Delay = 27.5 (sec/veh) Intersection LOS = D
HCM: SIGNALIZED INTERSECTION SUMMARY
Center For Microcomputers In Transportation
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD WO
Analyst: TRW File Name: PINDAMIK.HC9
Area Type: Other 4-29-93 AM PEAK
Comment: 2003 AM PEAK HOUR LOS
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1< 1 1< 1 2< 1 2<
Volumes 11 2 100 17 77 31 307 567 44 22 657 48
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 25 10 10 10
Signal Operations
Phase combination 1 2 3 4 5 6 7 8
EB Left * NB Left *
Thru * Thru *
Right * Right *
Peds Peds *
WB Left * SB Left *
Thru * Thru *
Right * Right *
Peds Peds *
NB Right * EB Right
SB Right * WB Right
Green 12A Green 39A 20A
Yellow/A-R 4 Yellow/A-R 4 4
Lost Time 3.0 Lost Time 3.0 3.0
Cycle Length: 83 secs Phase combinat_on order: #1 #5 #6
Intersection Performance Summary
Lane Group: Adj Sat v/c g/c Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB L 1310 205 0.06 0.16 22.6 C 20.7 C
TR 1535 240 0.34 0.16 20.4 C
WB L 1469 230 0.08 0.16 22.7 C 21.1 C
TR 1665 261 0.39 0.16 20.8 C
NB L 1667 803 0.40 0.48 10.7 B 9.5 B
TR 3478 1676 0.40 0.48 9.0 B
SB L 1676 424 0.05 0.25 17.8 C 24.5 C
TR 3502 886 0.87 0.25 24.7 C
Intersection Delay = 16.7 (sec/veh) Intersection LOS = C
HCS: Signalized Intersection Version 2.1 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083 (904) 392-0378
Streets: (E-tid) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW File Name: PINDAMEX.HC9
Area Type: Other 4-29-93 AM PEAK
Comment: 2003 AM PEAK HOUR LOS
Traffic and Roadway Conditions
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1< 1 1< 1 2< 1 2<
Volumes 11 2 100 17 77 31 307 567 44 22 657 48
PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
Grade 0 0 0 0
o Heavy Veh 18 0 18 9 9 9 5 5 5 4 4 4
Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N
Bus Stops 0 0 0 0
Con. Peds 0 0 0 0
Ped Button (Y/N) N (Y/N) N (Y/N) Y 14.5 s(Y/N) Y 14.5
Arr Type 3 3 3 3 3 3 3 3 3 3 3 3
RTOR Vols 25 10 10 10
Signal Operations
Phase combination 1 2 3 4 5 6 7 8
EB Left * NB Left *
Thru * Thru *
Right * Right *
Peds Peds *
WB Left * SB Left *
Thru * Thru *
Right * Right *
Peds Peds *
NB Right * EB Right
SB Right * WB Right
Green 12A GreeM 39A 20A
Yellow/A-R 4 Yellow/A-R 4 4
Lost Time 3.0 Lost Time 3.0 3.0
Cycle Length: 83 secs Phase combination order: #1 #5 #6
HCS: Signalized Intersection Version 2.1 2
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW File Name: PINDAMEX.HC9
Area Type: Other 4-29-93 AM PEAK
Comment: 2003 AM PEAK HOUR LOS
Volume Adjustment Worksheet
Direc- Lane Lane Adj
tion/ Mvt Adj Lane Grp No. Util Growth Grp Prop Prop
Mvt Vol PHF Vol Grp Vol Ln Fact Fact Vol LT RT
EB
Left 11 0.95 12 L 12 1 1.000 1.000 12 1.00 0.00
Thru 2 0.95 2 TR 81 1 1.000 1.000 81 0.00 0.98
Right 100 0.95 79
WB
Left 17 0.95 18 L 18 1 1.000 1.000 18 1.00 0.00
Thru 77 0.95 81 TR 103 1 1.000 1.000 103 0.00 0.21
Right 31 0.95 22
NB
Left 307 0.95 323 L 323 1 1.000 1.000 323 1.00 0.00
Thru 567 0.95 597 TR 632 2 1.050 1.000 664 0.00 0.06
Right 44 0.95 35
SB
Left 22 0.95 23 L 23 1 1.000 1.000 23 1.00 0.00
Thru 657 0.95 692 TR 732 2 1.050 1.000 769 0.00 0.05
Right 48 0.95 40
Saturation Flow Adjustment Worksheet
Direc- Ideal Adj
tion/ Sat No. f f f f f f f f Sat
LnGrp Flow Lns W HV G p BB A RT LT Flow
EB
L 1800 1 1.00 0.92 1.00 1.00 1.00 1.00 1.00 0.79 1310
TR 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1535
WB
L 1800 1 1.00 0.95 1.00 1.00 1.00 1.00 1.00 0.85 1469
TR 1800 1 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1665
NB
L 1800 1 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.95 1667
TR 1800 21.00 0.98 1.00 1.00 1.00 1.00 0.99 1.00 3478
SB
L 1800 1 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.95 1676
TR 1800 2 1.00 0.98 1.00 1.00 1.00 1.00 0.99 1.00 3502
HCS: Signalized Intersection Version 2.1 3
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW File Name: PINDAMEX.HC9
Area Type: Other 4-29-93 AM PEAK
Comment: 2003 AM PEAK HOUR LOS
Supplemental Worksheet For Left-Turn Adjustment Factor
Input Variables EB WB NB SB
Cycle Length, C(sec) 83 83
Effective Green, G(sec) 13.0 13.0 ~
Number of Lanes, N 1 1
Total Approach Flow Rate, Va (vph) 93 121
Mainline Flow Rate, Vm (vph) 81 103
Left-Turn Flow Rate, Vlt (vph) 12 18
Proportion of LT, Plt 1.000 1.000
Opposing Lanes, No 1 1
Opposing Flow Rate, Vo (vph) 103 81
Proportion of LT in Opp. Vol., Plto 0.000 0.000
Computations EB WB NB SB
Sop=(1800No)/(l+Plto((400+Vm)/(1400-Vm))) 1800 1800
Yo=Vo/Sop 0.057 0.045
Gu= (G-C*Yo) /(1-Yo) 8.751 9.702
Fs=(875-0.625Vo)/1000 0.811 0.824
P1=Plt ( l+ ((N-1) G) Fs*Gu+4 . 5))) 1.000 1.000
Gq=G-Gu 4.249 3.298
Pt=1-P1 0.000 0.000
Gf=2Pt(1-(Pt**0.5Gq))/Pl 0.000 0.000
E1=1800/(1400-Vo) 1.39 1.36
Fm=Gf/G+(Gu/G) (1/ (l+Pl(El-1) ) )+(2/G) (l+Pl) 0.793 0.355
Flt=(Fm+N-1)/N 0.793 0.855
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET.. 35
PEAK HOUR FACTOR 1
AREA POPULATION 150000
NAME OF THE EAST/WEST STREET......... Mansfield
NAME OF THE NORTHJSOUTH STREET....... Pines
NAME OF THE ANALYST trw
DATE OF THE ANALYSIS (mmiddiyy)...... 05-07-1993
TIME PERIOD ANALYZED AM peak
OTHER INFORMATION.... 2003 w/o the project
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: 4-LEG
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
CONTROL TYPE WESTBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT 20 52 61 20
THRU 2 15 496 693
RIGHT 63 19 21 22
NUMBER OF LANES AND LANE USAGE
EB WB NB SB
LANES 1 1 3 3
ADJUSTMENT FACTORS Page-2
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND 0.00 90 20 N
WESTBOUND 0.00 90 20 N
NORTHBOUND 0.00 90 20 N
SOUTHBOUND 0.00 90 20 N
VEHICLE COMPOSITION
% SU TRUCKS % COMBINATION
AND RV'S VEHICLES o MOTORCYCLES
EASTBOUND 0 11 0
WESTBOUND 0 3 0
NORTHBOUND 0 3 0
SOUTHBOUND 0 3 0
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
(Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
EB 5.70 5.70 0.00 5.70
WB 5.70 5.70 0.00 5.70
MAJOR LEFTS
SB 5.60 5.60 0.00 5.60
NB 5.60 5.60 0.00 5.60
MINOR THROUGHS
EB 6.80 6.80 0.00 6.80
WB 6.80 6.80 0.00 6.80
~
MINOR LEFTS EB 7.30 7.30 0.00 7.30
WB 7.30 7.30 0.00 7.30
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... Mansfield
NAME OF THE NORTH/SOUTH STREET.... Pines
DATE AND TIME OF THE ANALYSIS..... 05-07-1993 ; AM peak
OTHER INFORMATION.... 2003 w/o the project
CAPACITY AND LEVEL-OF-SERVICE Page-3
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c(pcph) c(pcph) c(pcph) c= c - v LOS
p M SH R SH
MINOR STREET
EB LEFT 22 101 83 > 83 > 60 > E
THROUGH 2 132 118 > 253 118 > 158 116 >D D
RIGHT 70 813 813 > 813 > 743 > A
MINOR STREET
WB LEFT 54 96 80 > 80 > 27 > E
THROUGH 15 132 118 > 108 118 > 19 103 >E D
RIGHT 20 877 877 > 877 > 857 > A
MAJOR STREET
SB LEFT 21 600 600 600 579 A
NB LEFT 63 467 467 467 404 A
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... Mansfield
NAME OF THE NORTH/SOUTH STREET.... Pines
DATE AND TIME OF THE ANALYSIS..... 05-07-1993 ; AM peak
OTHER INFORMATION.... 2003 w/o the project
_7
FUTURE PM PEAK HOUR LOS FOR:
MANSFIELD & PINES
INDIANA & PINES
I-90 WB ON/OFF RAMPS & PINES
,
HCS: Signalized Intersection Version 2.1 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083 (904) 392-0378
Streets: (E-W) 190 WB RAMPS (N-S) PINES ROAD
Analyst: TRW File Name: PWBRPMWO.HC9
Area Type: Other 4-29-93 PM PEAK
Comment: 2003 PM PEAK HOUR LOS
Traffic and Roadway Conditions
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes > 1 1 1 1 2 ~ 2<
Volumes 252 1 30 669 1072 1048 123
PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Lane Width 12.0 12.0 12.0 12.0 12.0
Grade 0 0 0
% Heavy Veh 2 2 2 2 2 4 2
Parking (Y/N) N (Y/N) N (Y/N) N
Bus Stops 0 p p
Con. Peds 0 0 p p
Ped Button (Y/N) N (Y/N) Y 11.5 s(Y/N) Y 10.0
Arr Type 3 3 3 3 3 3 3
RTOR Vols 24 0 GO
Signal Operations
Phase combination 1 2 3 4 5 6 7 8
EB Left NB Left *
Thru Thru *
Right Right
Peds Peds *
WB Left * SB Left
Thru * Thru *
Right * Right *
Peds Peds *
NB Right EB Right
SB Right . * WB Right *
Green 14A Green 29A 26A
Yellow/A-R 4 Yellow/A-R 4 4
Lost Time 3.0 Lost Time 3.0 3.0
Cycle Length: 81 secs Phase combination order: #1 #5 #6
. 4
HCS: Signalized Intersection Version 2.1 2
Streets: (E-W) 190 WB RAMPS (N-S) PINES ROAD
Analyst: TRW File Name: PWBRPMWO.HC9
Area Type: Other 4-29-93 PM PEAK
Comment: 2003 PM PEAK HOUR LOS
Volume Adjustment Worksheet
Direc- Lane Lane Adj
tion/ Mvt Adj Lane Grp No. Util Growth Grp Prop Prop
Mvt Vol PHF Vol Grp Vol Ln Fact Fact Vol LT RT
EB
WB
Left 252 0.95 265
Thru 1 0.95 1 LT 266 1 1.000 1.000 266 1.00 0.00
Right 30 0.95 7 R 7 1 1.000 1.000 7 0.00 1.00
NB
Left 669 0.95 704 L 704 1 1.000 1.000 704 1.00 0.00
Thru 1072 0.95 1128 T 1128 2 1.050 1.000 1184 0.00 0.00
SB
Thru 1048 0.95 1103 TR 1169 2 1.050 1.000 1227 0.00 0.06
Right 123 0.95 66
Saturation Flow Adjustment Worksheet
Direc- Ideal Adj
tion/ Sat No. f f f f f f f f Sat
LnGrp Flow Lns W HV G p BB A RT LT Flow
EB
WB
LT 1800 1 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.85 1516
R 1800 1 1.00 0.99 1.00 1.00 1.00 1.00 0.85 1.00 1515
NB
L 1800 1 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.95 1693
T 1800 2 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 3564
SB
TR 1800 2 1.00 0.98 1.00 1.00 1.00 1.00 0.99 1.00 3496
HCS: Signalized Intersection Version 2.1 3
Streets: (E-W) 190 WB RAMPS (N-S) PINES ROAD
Analyst: TRW File Name: PWBRPMWO.HC9
Area Type: Other 4-29-93 PM PEAK
Comment: 2003 PM PEAK HOUR LOS
Capacity Analysis Worksheet
Direc- Adj Adj Sat Flow Lane Group
tionJ Flow Rate Flow Rate Ratio Green Ratio Capacity v/c
LnGrp (v) (s) (v/s) (g/C) (c) Ratio
EB
WB
LT 266 1516 0.175 0.185 281 0.947 *
R 7 1515 0.005 0.556 842 0.008
NB
L 704 1693 0.416 0.370 627 1.123 *
T 1184 3564 0.332 0.370 1320 0.897
SB
TR 1227 3496 0.351 0.333 1165 1.053 *
Cycle Length, C= 81.0 sec. Sum (v/s) critical = 0.942
Lost Time Per Cycle, L= 9.0 sec. X critical = 1.060
Level of Service Worksheet
Direc- Delay Lane Delay Lane Lane Delay LOS
tion/ v/c g/C Cycle d Group d Prog Grp Grp By By
LnGrp Ratio Ratio Len 1 Cap 2 Fact Delay LOS App App
EB
WB
LT 0.95 0.185 81.0 24.8 281 28.8 0.85 45.6 E 44.5 E
R 0.01 0.556 81.0 6.1 842 0.0 0.85 5.2 B
NB
L 1.12 0.370 81.0 20.9 627 72.4 1.00 93.2 F 47.7 E
T 0.90 0.370 81.0 18.3 1320 6.1 0.85 20.7 C
SB '
TR 1.05 0.333 81.0 21.1 1165 35.3 0.85 48.0 E 48.0 E
Intersection Delay = 47.6 (sec/veh) Intersection LOS = E
HCS: Signalized Intersection Version 2.1 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083 (904) 392-0378
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW File Name: PINDPMWO.HC9
Area Type: Other 4-29-93 PM PEAK
Comment: 2003 PM PEAK HOUR LOS
Traffic and Roadway Conditions
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1< 1 1< 1 2< 1 2<
Volumes 24 9 271 84 42 96 138 964 20 2 686 16
PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
Grade 0 0 0 0
% Heavy Veh 18 0 18 9 9 9 5 5 5 4 4 4
Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N
Bus Stops o 0 0 0
Con. Peds 0 0 0 0
Ped Button (Y/N) N (YiN) N (Y/N) Y 14.5 s(Y/N) Y 14.5
Arr Type 3 3 3 3 3 3 3 3 3 3 3 3
RTOR Vols 82 24 8 8
Signal Operations
Phase combination 1 2 3 4 5 6 7 8
EB Left * NB Left *
Thru * Thru *
Right * Right *
Peds Peds *
WB Lef t * SB Lef t *
Thru * Thru *
Right * Right *
Peds Peds *
NB Right * EB Right
SB Right * WB Right
Green 14A Green 29A 26A
Yellow/A-R 4 Yellow/A-R 4 4
Lost Time 3.0 Lost Time 3.0 3.0
Cycle Length: 81 secs Phase combination order: #1 #5 #6
HCS: Signalized Intersection Version 2.1 2
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW File Name: PINDPMWO.HC9
Area Type: Other 4-29-93 PM PEAK
Comment: 2003 PM PEAK HOUR LOS
Volume Adjustment Worksheet
Direc- Lane Lane Adj
tion/ Mvt Adj Lane Grp No. Util Growth Grp Prop Prop
Mvt Vol PHF Vol Grp Vol Ln Fact Fact Vol LT RT
EB
Left 24 0.95 25 L 25 1 1.000 1.000 25 1.00 0.00
Thru 9 0.95 9 TR 208 1 1.000 1.000 208 0.00 0.96
Right 271 0.95 199
WB
Left 84 0.95 88 L 88 1 1.000 1.000 88 1.00 0.00
Thru 42 0.95 44 TR 120 1 1.000 1.000 120 0.00 0.63
Right 96 0.95 76
NB
Left 138 0.95 145 L 145 1 1.000 1.000 145 1.00 0.00
Thru •964 0.95 1015 TR 1028 2 1.050 1.000 1079 0.00 0.01
Right 20 0.95 13
SB
Left 2 0.95 2 L 2 1 1.000 1.000 2 1.00 0.00
Thru 686 0.95 722 TR 731 2 1.050 1.000 768 0.00 0.01
Right 16 0.95 9
Saturation Flow Adjustment Worksheet
Direc- Ideal Adj
tion/ Sat No. f f f f f f f f Sat
LnGrp Flow Lns W HV G p BB A RT LT Flow
EB
L 1800 1 1.00 0.92 1.00 1.00 1.00 1.00 1.00 0.75 1246
TR 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 0.86 1.00 1541
WB
L 1800 1 1.00 0.95 1.00 1.00 1.00 1.00 1.00 0.55 942
TR 1800 1 1.00 0.95 1.00 1.00 1.00 1.00 0.91 1.00 1557
NB
L 1800 1 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.95 1667
TR 1800 2~1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 3505
SB
L 1800 1 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.95 1676
TR 1800 2 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 3523
HCS: Signalized Intersection Version 2.1 3
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW File Name: PINDPMWO.HC9
Area Type: Other 4-29-93 PM PEAK
Comment: 2003 PM PEAK HOUR LOS
Supplemental Worksheet For Left-Turn Adjustment Factor
Input Variables EB WB NB SB
Cycle Length, C(sec) 81 81
Eff ective Green, G(sec) 15.0 15.0
Number of Lanes, N 1 1
Total Approach Flow Rate, Va (vph) 233 208
Mainline Flow Rate, Vm (vph) 208 120
Left-Turn Flow Rate, Vlt (vph) 25 88
Proportion of LT, Plt 1.000 1.000
Opposing Lanes, No 1 1
Opposing Flow Rate, Vo (vph) 120 208
Proportion of LT in Opp. Vol., Plto 0.000 0.000
Computations EB WB NB SB
Sop=(1800No)/(1+Plto((400+Vm)/(1400-Vm))) 1800 1800
Yo=Vo/Sop 0.067 0.116
Gu=(G-C*Yo)/(1-Yo) 10.286 6.377
Fs=(875-0.625Vo)/1000 0.800 0.745
P1=Plt(l+((N-1)G)/(Fs*Gu+4.5))) 1.000 1.000
Gq=G-Gu 4.714 8.623
Pt=1-Pl 0.000 0.000
Gf=2Pt(1-(Pt**0.5Gq))/Pl 0.000 0.000
E1=1800/(1400-Vo) 1.41 1.51
Fm=Gf/G+(Gu/G) (1/ (l+Pl(El-1) ) }+(2iG) (1+P1) 0.754 0.548
Flt=(Fm+N-1)iN 0.754 0.548
,
HCS: Signalized Intersection Version 2.1 4
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW File Name: PYNDPMWO.HC9
Area Type: Other 4-29-93 PM PEAK
Comment: 2003 PM PEAK HOUR LOS
Capacity Analysis Worksheet
Direc- Adj Adj Sat Flow Lane Group
tion/ Flow Rate Flow Rate Ratio Green Ratio Capacity v/c
LnGrp (v) (s) (v/s) (g/C) (c) Ratio
EB
L 25 1246 0.020 0.185 231 0.108
TR 208 1541 0.135 0.185 285 0.729 *
WB
L 88 942 0.093 0.185 174 0.504
TR 120 1557 0.077 0.185 288 0.416
NB
L 145 1667 0.087 0.370 617 0.235
TR 1079 3505 0.308 0.370 1298 0.831 *
SB
L 2 1676 0.001 0.333 559 0.004
TR 768 3523 0.218 0.333 1174 0.654 *
Cycle Length, C= 81.0 sec. Sum (v/s) critical = 0.661
Lost Time Per Cycle, L= 9.0 sec. X critical = 0.743
Level of Service Worksheet
Direc- Delay Lane Delay Lane Lane Delay LOS
tion/ v/c g/C Cycle d Group d Prog Grp Grp By By
LnGrp Ratio Ratio Len 1 Cap 2 Fact Delay LOS App App
EB
L 0.11 0.185 81.0 20.9 231 0.0 1.00 20.9 C 24.8 C
TR 0.73 0.185 81.0 23.6 285 6.2 0.85 25.3 D
WB
L 0.50 0.185 81.0 22.5 174 2.0 1.00 24.5 C 21.5 C
TR 0.42 0.185 81.0 22.1 288 0.6 0.85 19.3 C
NB
L 0.23 0.370 81.0 13.4 617 0.0 1.00 13.4 B 17.3 C
TR 0.83 0.370 81.0 17.6 1298 3.3 0.85 17.8 C
SB
L 0.00 0.333 81.0 13.7 559 0.0 1.00 13.7 B 15.7 C
TR 0.65 0.333 *'-81.0 17.5 1174 0.9 0.85 15.7 C
Intersection Delay = 17.9 (sec/veh) Intersection LOS = C
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
YDENTIFYING INFORMATION
AVER.AGE RUNNING SPEED, MAJOR STREET.. 35
PEAK HOUR FACTOR 1
AREA POPULATION 150000
NAME OF THE EAST/WEST STREET......... Mansfield
NAME OF THE NORTH/SOUTH STREET....... Pines
NAME OF THE ANALYST trw
DATE OF THE ANALYSIS (mm/dd/yy)...... 05-07-1993
TIME PERIOD ANALYZED PM peak
OTHER INFORMATION.... 2003 w/o the project
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: 4-LEG
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
CONTROL TYPE WESTBOUND: STOP SIGN
TR.AFFIC VOLUMES
EB - WB NB SB
LEFT 20 52 168 34
THRU 5 1 787 564 .
RIGHT 62 17 71 25
NUMBER OF LANES AND LANE USAGE
-
Eg WB NB SB
LANES 1 1 3 3
Ll L
ADJUSTMENT FACTORS page-2
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND 0.00 90 20 N
WESTBOUND 0.00 90 20 N
NORTHBOUND 0.00 90 20 N
SOUTHBOUND 0.00 90 20 N
VEHICLE COMPOSITION
% SU TRUCKS o COMBINATION
AND RV'S VEHICLES % MOTORCYCLES
EASTBOUND 0 11 0
WESTBOUND 0 3 p
NORTHBOUND 0 3 0
SOUTHBOUND 0 3 0
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
(Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
EB 5.70 5.70 0.00 5.70
WB 5.70 5.70 0.00 5.70
MAJOR LEFTS
SB 5.60 5.60 0.00 5.60
NB 5.60 5.60 0.00 5.60
MINOR THROUGHS
EB 6.80 6.80 0.00 6.80
WB 6.80 6.80 0.00 6.80
MINOR LEFTS '
EB 7.30 7.30 0.00 7.30
WB 7.30 7.30 0.00 7.30
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... Mansfield
NAME OF THE NORTH/SOUTH STREET.... Pines
DATE AND TIME OF THE ANALYSIS..... 05-07-1993 ; PM peak
OTHER INFORMATION.... 2003 w/o the project
CAPACITY AND LEVEL-OF-SERVICE Page-3
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c(pcph) c(pcph) c(pcph) c= c - v LOS
p M SH R SH
MINOR' STREET
EB LEFT 22 66 45 > 45 > 23 > E
THROUGH 6 83 57 > 143 57 > 47 52 >E E
RIGHT 68 852 852 > 852 > 783 > A
MINOR STREET
WB LEFT 57 66 42 > 42 > -16 > F
THROUGH 1 83 57 > 54 57 >-23 56 >F E
RIGHT 19 760 760 > 760 > 741 > A
MAJOR STREET
SB LEFT 37 385 385 385 348 B
NB LEFT 185 548 548 548 363 B
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... Mansfield
NAME OF THE NORTH/SOUTH STREET.... Pines
DATE AND TIME OF THE ANALYSIS..... 05-07-1993 ; PM peak
OTHER INFORMATION.... 2003 w/o the project
FUTURE WITH PROJECT AM PEAK HOUR LOS FOR:
MANSFIELD & PINES
INDIANA & PINES
I-90 WB ON/OFF RAMPS & PINES
HCS: Signalized Intersection Version 2.1 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083 (904) 392-0378
Streets: (E-W) 190 WB RAMPS (N-S) PINES ROAD
Analyst: TRW File Name: PWBRAMW.HC9
Area Type: Other 4-29-93 AM PEAK
Comment: 2000 AM PEAK HOUR LOS with the project
Traffic and Roadway Conditions
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes > 1 1 1 1 2 ( 2<
Volumes 141 1 62 771 717 560 316
PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Lane Width 12.0 12.0 12.0 12.0 12.0
Grade 0 0 0
% Heavy Veh 2 2 2 2 2 4 2
Parking (YIN) N (YIN) N (YIN) N
Bus Stops 0 ~ 0 0
Con. Peds 0 0 0 0
Ped Button (YIN) N (YIN) Y 11.5 s(Y/N) Y 10.0
Arr Type 3 3 3 3 3 3 3
RTOR Vols 24 0 50
Signal Operations
Phase combination 1 2 3 4 5 6 7 8
EB Left NB Left *
Thru Thru *
Right Right
Peds Peds *
WB Left * SB Left
Thru * Thru *
Right * Right *
Peds Peds *
NB Right EB Right
SB Right WB Right *
Green 12A Green 40A 23A
Yellow/A-R 4 Yellow/A-R 4 4
Lost Time 3.0 Lost Time 3.0 3.0
Cycle Length: 87 secs Phase combination order: #1 #5 #6
~
HCS: Signalized Intersection Version 2.1 2
Streets: (E-W) 190 WB RAMPS (N-S) PINES ROAD
Analyst: TRW File Name: PWBRAMW.HC9
Area Type: Other 4-29-93 AM PEAK
Comment: 2000 AM PEAK HOUR LOS with the project
Volume Adjustment Worksheet
Direc- Lane Lane Adj
tion/ Mvt Adj Lane Grp No. Util Growth Grp Prop Prop
Mvt Vol PHF Vol Grp Vol Ln Fact Fact Vol LT RT
EB
WB
Left 141 0.95 148
Thru 1 0.95 1 LT 149 1 1.000 1.000 149 0.99 0.00
Right 62 0.95 40 R 40 1 1.000 1.000 40 0.00 1.00
NB
Left 771 0.95 812 L 812 1 1.000 1.000 812 1.00 0.00
Thru 717 0.95 755 T 755 2 1.050 1.000 793 0.00 0.00
SB
Thru 560 0.95 589 TR 869 2 1.050 1.000 912 0.00 0.32
Right 316 0.95 280
Saturation Flow Adjustment Worksheet
Direc- Ideal Adj
tion/ Sat No. f f f f f f f f Sat
LnGrp Flow Lns W HV G p BB A RT LT Flow
EB
WB
LT 1800 1 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.85 1516
R 1800 1 1.00 0.99 1.00 1.00 1.00 1.00 0.85 1.00 1515
NB
L 1800 1 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.95 1693
T 1800 2 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 3564
SB
TR 1800 2 1.00 0.98 1.00 1.00 1.00 1.00 0.95 1.00 3359
HCS: Signalized Intersection Version 2.1 3
Streets: (E-W) 190 WB RAMPS (N-S) PINES ROAD
Analyst: TRW File Name: PWBRAMW.HC9
Area Type: Other 4-29-93 AM PEAK
Comment: 2000 AM PEAK HOUR LOS with the project
Capacity Analysis Worksheet
Direc- Adj Adj Sat Flow Lane Group
tion/ Flow Rate Flow Rate Ratio Green Ratio Capacity v/c
LnGrp (v) (s) (v/s) (g/c) (c) Ratio
EB
WB
LT 149 1516 0.098 0.149 227 0.658 *
R 40 1515 0.026 0.621 940 0.043
NB
L 812 1693 0.480 0.471 798 1.018 *
T 793 3564 0.223 0.471 1680 0.472
SB
TR 912 3359 0.272 0.276 927 0.984 *
Cycle Length, C= 87.0 sec. Sum (v/s) critical = 0.849
Lost Time Per Cycle, L= 9.0 sec. X critical = 0.947
Level of Service Worksheet
Direc- Delay Lane Delay Lane Lane Delay LOS
tion/ v/c g/C Cycle d Group d Prog Grp Grp By By
LnGrp Ratio Ratio Len 1 Cap 2 Fact Delay LOS App App
EB
WB
LT 0.66 0.149 87.0 26.5 227 4.7 0.85 26.5 D 21.8 C
R 0.04 0.621 87.0 4.9 940 0.0 0.85 4.2 A
NB
L 1.02 0.471 87.0 17.8 798 29.0 1.00 46.7 E 28.7 D
T 0.47 0.471 87.0 11.9 1680 0.2 0.85 10.2 B
SB
TR 0.98 0.276 87.0 23.8 927 19.4 0.85 36.7 D 36.7 D
Intersection Delay = 30.9 (sec/veh) Intersection LOS = D
„
HCS: Signalized Intersection Version 2.1 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083 (904) 392-0378
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW File Name: PINDAMW.HC9
Area Type: Other 4-29-93 AM PEAK
Comment: 2003 AM PEAK HOUR LOS with the project
Traffic and Roadway Conditions
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1< 1 1< 1 2< 1 2<
Volumes 11 9 100 94 142 98 307 567 72 53 657 48
PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
Grade 0 p p 0
% Heavy Veh 18 0 18 9 9 9 5 5 5 4 4 4
Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N
Bus Stops 0 p p 0
Con. Peds 0 0 0 0
Ped Button (Y/N) N (Y/N) N (Y/N) Y 14.5 s(Y/N) Y 14.5
Arr Type 3 3 3 3 3 3 3 3 3 3 3 3
RTOR Vols 25 10 10 10
Signal Operations
Phase combination 1 2 3 4 5 6 7 g
EB Left * NB Left *
Thru * Thru *
Right * Right *
Peds Peds *
WB Left * SB Left *
Thru * Thru *
Right * Right *
Peds Peds *
NB Right * EB Right
SB Right * WB Right
Green 14A Green 40A 23A
Yellow/A-R 4 Yellow/A-R 4 4
Lost Time 3.0 Lost Time 3.0 3.0
Cycle Length: 89 secs Phase combination order: #1 #5 #6
HCS: Signalized Intersection Version 2.1 2
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW File Name: PINDAMW.HC9
Area Type: Other 4-29-93 AM PEAK
Comment: 2003 AM PEAK HOUR LOS with the project
Volume Adjustment Worksheet
Direc- Lane Lane Adj
tion/ Mvt Adj Lane Grp No. Util Growth Grp Prop Prop
Mvt Vol PHF Vol Grp Vol Ln Fact Fact Vol LT RT
EB
Left 11 0.95 12 L 12 1 1.000 1.000 12 1.00 0.00
Thru 9 0.95 9 TR 88 1 1.000 1.000 88 0.00 0.90
Right 100 0.95 79
WB
Left 94 0.95 99 L 99 1 1.000 1.000 99 1.00 0.00
Thru 142 0.95 149 TR 241 1 1.000 1.000 241 0.00 0.38
Right 98 0.95 92
NB
Left 307 0.95 323 L 323 1 1.000 1.000 323 1.00 0.00
Thru 567 0.95 597 TR 662 2 1.050 1.000 695 0.00 0.10
Right 72 0.95 65
SB
Left 53 0.95 56 L 56 1 1.000 1.000 56 1.00 0.00
Thru 657 0.95 692 TR 732 2 1.050 1.000 769 0.00 0.05
Right 48 0.95 40
Saturation Flow Adjustment Worksheet
Direc- Ideal Adj
tion/ Sat No. f f f f f f f f Sat
LnGrp Flow Lns W HV G p BB A RT LT Flow
EB
L 1800 1 1.00 0.92 1.00 1.00 1.00 1.00 1.00 0.42 693
TR 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 0.87 1.00 1557
WB
L 1800 1 1.00 0.95 1.00 1.00 1.00 1.00 1.00 0.81 1394
TR 1800 1 1.00 0.95 1.00 1.00 1.00 1.00 0.94 1.00 1621
NB
L 1800 1 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.95 1667
TR 1800 2"1.00 0.98 1.00 1.00 1.00 1.00 0.99 1.00 3457
SB
L 1800 1 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.95 1676
TR 1800 2 1.00 0.98 1.00 1.00 1.00 1.00 0.99 1.00 3502
i °
HCS: Signalized Intersection Version 2.1 3
Streets: (E-W) INDIANA AVENUE
(N-S) PINES ROAD
Analyst: TRW File Name: PINDAMW.HC9
Area Type: Other 4-29-93 AM PEAK
Comment: 2003 AM PEAK HOUR LOS with the project
Supplemental Worksheet For Left-Turn Adjustment Factor
Input Variables EB WB NB SB
Cycle Length, C(sec) gg gg
Effective Green, G(sec) 15.0 15.0
Number of Lanes, N 1 1
Total Approach Flow Rate, Va (vph) 100 340
Mainline Flow Rate, Vm (vph) 88 241
Left-Turn Flow Rate, Vlt (vph) 12 99
Proportion of LT, Plt 1.000 1.000
Opposing Lanes, No 1 1
Opposing Flow Rate, Vo (vph) 241 88
Proportion of LT in Opp. Vol., Plto 0.000 0.000
Computations EB WB NB SB
Sop=(1800No) / (l+Plto( (400+Vm) / (1400-Vm) ) ) 1800 1800
Yo=Vo/Sop 0.134 0.049
Gu= (G-C*Yo) /(1-Yo) 3.561 11.196
Fs=(875-0.625Vo)/1000 0.724 0.820
P1=Plt(1+((N-1)G)/(Fs*Gu+4.5))) 1.000 1.000
Gq=G-Gu 11.439 3.804
Pt=1-Pl 0.000 0.000
Gf=2Pt(1-(Pt**0.5Gq))/Pl 0.000 0.000
E1=1800/(1400-Vo) 1.55 1.37
Fm=Gf/G+(Gu/G) (1/ (l+Pl(El-1) ) )+(2/G) (l+Pl) 0.420 0.811
Flt=(Fm+N-1)/N 0.420 0.811
~
HCS: Signalized Intersection Version 2.1 4
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW File Name: PINDAMW.HC9
Area Type: Other 4-29-93 AM PEAK
Comment: 2003 AM PEAK HOUR LOS with the project
Capacity Analysis Worksheet
Direc- Adj Adj Sat Flow Lane Group
tion/ Flow Rate Flow Rate Ratio Green Ratio Capacity v/c
LnGrp (v) (s) (v/s) (g/C) (c) Ratio
EB
L 12 693 0.017 0.169 117 0.103
TR 88 1557 0.057 0.169 262 0.335
WB
L 99 1394 0.071 0.169 235 0.421
TR 241 1621 0.149 0.169 273 0.882 *
NB
L 323 1667 0.194 0.461 768 0.421
TR 695 3457 0.201 0.461 1593 0.436 *
SB
L 56 1676 0.033 0.270 452 0.124
TR 769 3502 0.220 0.270 944 0.814 *
Cycle Length, C= 89.0 sec. Sum (v/s) critical = 0.569
Lost Time Per Cycle, L= 9.0 sec. X critical = 0.633
Level of Service Worksheet
Direc- Delay Lane Delay Lane Lane Delay LOS
tion/ v/c g/C Cycle d Group d Prog Grp Grp By By
LnGrp Ratio Ratio Len 1 Cap 2 Fact Delay LOS App App
EB
L 0.10 0.169 89.0 23.8 117 0.0 1.00 23.8 C 21.6 C
TR 0.34 0.169 89.0 24.8 262 0.3 0.85 21.3 C
WB
L 0.42 0.169 89.0 25.2 235 0.7 1.00 25.9 D 35.3 D
TR 0.88 0.169 89.0 27.5 273 18.6 0.85 39.2 D
NB
L 0.42 0.461 89.0 12.2 768 0.2 1.00 12.4 B 11.2 B
TR 0.44 0.461 89.0 12.3 1593 0.1 0.85 10.6 B
SB
L 0.12 0.270 89.0 18.7 452 0.0 1.00 18.7 C 22.7 C
TR 0.81 0.270 "'89.0 23.1 944 3.9 0.85 23.0 C
Intersection Delay = 19.4 (sec/veh) Intersection LOS = C
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET.. 35
PEAK HOUR FACTOR 1
AREA POPULATION 150000
NAME OF THE EAST/WEST STREET......... Mansfield
NAME OF THE NORTH/SOUTH STREET....... Pines
NAME OF THE ANALYST trw
DATE OF THE ANALYSIS (mm/dd/yy)...... 05-07-1993
TIME PERIOD ANALYZED AM peak
OTHER INFORMATION.... 2003 WITH THE PROJECT
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: 4-LEG
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
CONTROL TYPE WESTBOUND: STOP SIGN
TR.AFFIC VOLUMES
EB ws NB ss
LEFT 20 52 61 20
THRU 2 15 563 724
RIGHT 63 42 21 27
NUMBER OF LANES AND LANE USAGE
EB WB NB SB
LANES 1 1 3 3
~
ADJUSTMENT FACTORS Page-2
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND 0.00 90 20 N
WESTBOUND 0.00 90 20 N
NORTHBOUND 0.00 90 20 N
SOUTHBOUND 0.00 90 20 N
VEHICLE COMPOSITION
o SU TRUCKS % COMBINATION
AND RV'S VEHICLES % MOTORCYCLES
EASTBOUND 0 11 0
WESTBOUND 0 3 0
NORTHBOUND 0 3 0
SOUTHBOUND 0 3 0
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
(Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
EB 5.70 5.70 0.00 5.70
WB 5.70 5.70 0.00 5.70
MAJOR LEFTS
SB 5.60 5.60 0.00 5.60
NB 5.60 5.60 0.00 5.60
MINOR THROUGHS
EB 6.80 6.80 0.00 6.80
WB 6.80 6.80 0.00 6.80
MINOR LEFTS '
EB 7.30 7.30 0.00 7.30
WB 7.30 7.30 0.00 7.30
IDENTIFYING INFOF2MATION
NAME OF THE EAST/WEST STREET...... Mansfield
NAME OF THE NORTH/SOUTH STREET.... Pines
DATE AND TIME OF THE ANALYSIS..... 05-07-1993 ; AM peak
OTHER INFORMATION.... 2003 WITH THE PROJECT
,
CAPACITY AND LEVEL-OF-SERVICE Page-3
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c(pcph) c(pcph) c(pcph) c= c - v LOS
p M SH R SH
MINOR STREET
EB LEFT 22 83 65 > 65 > 43 > E
THROUGH 2 113 100 > 209 100 > 114 98 >D E
RIGHT 70 800 800 > 800 > 731 > A
MINOR STREET
WB LEFT 54 82 68 > 68 > 14 > E
THROUGH 15 112 99 > 113 99 > 0 84 >E E
RIGHT 43 854 854 > 854 > 811 > A
MAJOR STREET
SB LEFT 21 552 552 552 531 A
NB LEFT 63 444 444 444 381 B
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... Mansfield
NAME OF THE NORTH/SOUTH STREET.... Pines
DATE AND TIME OF THE ANALYSIS..... 05-07-1993 ; AM peak
OTHER INFORMATION.... 2003 WITH THE PROJECT
FUTURE WITH PROJECT PM PEAK HOUR LOS FOR:
MANSFIELD & PINES
INDIANA & PINES
I-90 WB ON/OFF RAMPS & PINES
~
,
HCS: Signalized Intersection Version 2.1 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083 (904) 392-0378
Streets: (E-W) 190 WB RAMPS (N-S) PINES ROAD
Analyst: TRW File Name: PWBRPMW.HC9
Area Type: Other 4-29-93 PM PEAK
Comment: 2003 PM PEAK HOUR LOS WITH THE PROJECT
Traffic and Roadway Conditions
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes . > 1 1 I 1 2 ~ 2<
Volumes 252 1 41 669 1141 1067 130
PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Lane Width 12.0 12.0 12.0 12.0 12.0
Grade 0 0 0
% Heavy Veh 2 2 2 2 2 4 2
Parking (Y/N) N (Y/N) N (Y/N) N
Bus Stops 0 0 0
Con. Peds 0 0 0 0
Ped Button (Y/N) N (Y/N) Y 11.5 s(Y/N) Y 10.0
Arr Type 3 3 3 3 3 3 3
RTOR Vols 24 0 60
Signal Operations
Phase combination 1 2 3 4 5 6 7 8
EB Left NB Left *
Thru Thru *
Right Right
Peds Peds *
tidB Left * SB Left
Thru * Thru *
Right * Right *
Peds Peds *
NB Right EB Right
SB Right * WB Right *
Green 14A Green 29A 26A
Yellow/A-R 4 Yellow/A-R 4 4
Lost Time 3.0 Lost Time 3.0 3.0
Cycle Length: 81 secs Phase combination order: #1 #5 #6
HCS: Signalized Intersection Version 2.1 2
Streets: (E-W) 190 WB RAMPS (N-S) PINES ROAD
Analyst: TRW File Name: PWBRPMW.HC9
Area Type: Other 4-29-93 PM PEAK
Comment: 2003 PM PEAK HOUR LOS WITH THE PROJECT
Volume Adjustment Worksheet
Direc- Lane Lane Adj
tion/ Mvt Adj Lane Grp No. Util Growth Grp Prop Prop
Mvt Vol PHF Vol Grp Vol Ln Fact Fact Vol LT RT
EB
WB
Left 252 0.95 265
Thru 1 0.95 1 LT 266 1 1.000 1.000 266 1.00 0.00
Right 41 0.95 18 R 18 1 1.000 1.000 18 0.00 1.00
NB
Left 669 0.95 704 L 704 1 1.000 1.000 704 1.00 0.00
Thru 1141 0.95 1201 T 1201 2 1.050 1.000 1261 0.00 0.00
SB
Thru 1067 0.95 1123 TR 1197 2 1.050 1.000 1257 0.00 0.06
Right 130 0.95 74
Saturation Flow Adjustment Worksheet
Direc- Ideal Adj
tion/ Sat No. f f f f f f f f Sat
LnGrp Flow Lns W HV G p BB A RT LT Flow
EB
WB
LT 1800 1 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.85 1516
R 1800 1 1.00 0.99 1.00 1.00 1.00 1.00 0.85 1.00 1515
NB
L 1800 1 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.95 1693
T 1800 2 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 3564
SB
TR 1800 2 1.00 0.98 1.00 1.00 1.00 1.00 0.99 1.00 3496
HCS: Signalized Intersection Version 2.1 3
Streets: (E-W) 190 WB RAMPS (N-S) PINES ROAD
Analyst: TRW File Name: PWBRPMW.HC9
Area Type: Other 4-29-93 PM PEAK
Comment: 2003 PM PEAK HOUR LOS WITH THE PROJECT
Capacity Analysis Worksheet
Direc- Adj Adj Sat Flow Lane Group
tion/ Flow Rate Flow Rate Ratio Green Ratio Capacity v/c
LnGrp (v) (s) (v/s) (g/c) (c) Ratio
EB
WB
LT 266 1516 0.175 0.185 281 0.947 *
R 18 1515 0.012 0.556 842 0.021
NB
L 704 1693 0.416 0.370 627 1.123 *
T 1261 3564 0.354 0.370 1320 0.955
SB
TR 1257 3496 0.360 0.333 1165 1.079 *
Cycle Length, C= 81.0 sec. Sum (v/s) critical = 0.951
Lost Time Per Cycle, L= 9.0 sec. X critical = 1.070
Level of Service Worksheet
Direc- Delay Lane Delay Lane Lane Delay LOS
tion/ v/c g/C Cycle d Group d Prog Grp Grp By By
LnGrp Ratio Ratio Len 1 Cap 2 Fact Delay LOS App App
EB
WB
LT 0.95 0.185 81.0 24.8 281 28.8 0.85 45.6 E 43.0 E
R 0.02 0.556 81.0 6.2 842 0.0 0.85 5.2 B
NB
L 1.12 0.370 81.0 20.9 627 72.4 1.00 93.2 F 49.9 E
T 0.96 0.370 81.0 18.9 1320 11.3 0.85 25.7 D
SB
TR 1.08 0.333 81.0 21.4 1165 45.0 0.85 56.4 E 56.4 E
Intersection Delay = 51.7 (sec/veh) Intersection LOS = E
.
HCS: Signalized Intersection Version 2.1 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083 (904) 392-0378
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW File Name: PINDPMW.HC9
Area Type: Other 4-29-93 PM PEAK
Comment: 2003 PM PEAK HOUR LOS WITH THE PROJECT
Traffic and Roadway Conditions
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1< 1 1< 1 2< 1 2<
Volumes 24 55 271 133 64 135 138 964 100 72 686 16
PHF or PK15 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
Grade 0 0 0 0
% Heavy Veh 18 0 18 9 9 9 5 5 5 4 4 4
Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N
Bus Stops 0 0 0 0
Con. Peds 0 0 0 0
Ped Button (Y/N) N (Y/N) N (YfN) Y 14.5 s(Y/N) Y 14.5
Arr Type 3 3 3 3 3 3 3 3 3 3 3 3
RTOR Vols 82 60 25 8
Signal Operations
Phase combination 1 2 3 4 5 6 7 8
EB Left * NB Left *
Thru * Thru *
Right * Right *
Peds Peds *
WB Left * SB Left *
Thru * Thru *
Ri9ht * Right *
Peds Peds *
NB Right * EB Right
SB Right * WB Right
Green 18A Green 28A 24A
Yellow/A-R 4 Yellow/A-R 4 4
Lost Time 3.0 Lost Time 3.0 3.0
Cycle Length: 82 secs Phase combination order: #1 #5 #6
HCS: Signalized Intersection Version 2.1 2
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW File Name: PINDPMW.HC9
Area Type: Other 4-29-93 PM PEAK
Comment: 2003 PM PEAK HOUR LOS WITH THE PROJECT
Volume Adjustment Worksheet
Direc- Lane Lane Adj
tion/ Mvt Adj Lane Grp No. Util Growth Grp Prop Prop
Mvt Vol PHF Vol Grp Vol Ln Fact Fact Vol LT RT
EB
Left 24 0.95 25 L 25 1 1.000 1.000 25 1.00 0.00
Thru 55 0.95 58 TR 257 1 1.000 1.000 257 0.00 0.77
Right 271 0.95 199
WB
Left 133 0.95 140 L 140 1 1.000 1.000 140 1.00 0.00
Thru 64 0.95 67 TR 146 1 1.000 1.000 146 0.00 0.54
Right 135 0.95 79
NB
Left 138 0.95 145 L 145 1 1.000 1.000 145 1.00 0.00
Thru 964 0.95 1015 TR 1094 2 1.050 1.000 1149 0.00 0.07
Right 100 0.95 79
SB
Left 72 0.95 76 L 76 1 1.000 1.000 76 1.00 0.00
Thru 686 0.95 722 TR 731 2 1.050 1.000 768 0.00 0.01
Right 16 0.95 9
Saturation Flow Adjustment Worksheet
Direc- Ideal Adj
tion/ Sat No. f f f f f f f f Sat
LnGrp Flow Lns W HV G p BB A RT LT Flow
EB
L 1800 1 1.00 0.92 1.00 1.00 1.00 1.00 1.00 0.70 1162
TR 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 0.88 1.00 1592
WB
L 1800 1 1.00 0.95 1.00 1.00 1.00 1.00 1.00 0.49 851
TR 1800 1 1.00 0.95 1.00 1.00 1.00 1.00 0.92 1.00 1580
NB
L 1800 1 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.95 1667
TR 1800 2 1.00 0.98 1.00 1.00 1.00 1.00 0.99 1.00 3473
SB
L 1800 1 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.95 1676
TR 1800 2 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 3523
HCS: Signalized Intersection Version 2.1 3
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW File Name: PINDPMW.HC9
Area Type: Other 4-29-93 PM PEAK
Comment: 2003 PM PEAK HOUR LOS WITH THE PROJECT
Supplemental Worksheet For Left-Turn Adjustment Factor
Input Variables EB WB NB SB
Cycle Length, C(sec) 82 82
Effective Green, G(sec) 19.0 19.0
Number of Lanes, N 1 1
Total Approach Flow Rate, Va (vph) 282 286
Mainline Flow Rate, Vm (vph) 257 146
Left-Turn Flow Rate, Vlt (vph) 25 140
Proportion of LT, Plt 1.000 1.000
Opposing Lanes, No 1 1
Opposing Flow Rate, Vo (vph) 146 257
Proportion of LT in Opp. Vol., Plto 0.000 0.000
Computations EB WB NB SB
Sop=(1800No)/(l+Plto((400+Vm)/(1400-Vm))) 1800 1800
Yo=Vo/Sop 0.081 0.143
Gu=(G-C*Yo)/(1-Yo) 13.439 8.507
Fs=(875-0.625Vo)/1000 0.784 0.714
P1=Plt(1+((N-1)G)/(Fs*Gu+4.5))) 1.000 1.000
Gq=G-Gu 5.561 10.493
Pt=1-Pl 0.000 0.000
Gf=2Pt(1-(Pt**0.5Gq))/Pl 0.000 0.000
E1=1800/(1400-Vo) 1.44 1.57
Fm=Gf/G+(Gu/G) (1/ (i+Pl(El-1) ) )+(2/G) (l+Pl) 0.703 0.495
Flt=(Fm+N-1)/N 0.703 0.495
.
.
HCS: Signalized Intersection Version 2.1 4
Streets: (E-W) INDIANA AVENUE (N-S) PINES ROAD
Analyst: TRW File Name: PINDPMW.HC9
Area Type: Other 4-29-93 PM PEAK
Comment: 2003 PM PEAK HOUR LOS WITH THE PROJECT
Capacity Analysis Worksheet
Direc- Adj Adj Sat Flow Lane Group
tion/ Flow Rate Flow Rate Ratio Green Ratio Capacity v/c
LnGrp (v) (s) (v/s) (g/c) (c) Ratio
EB
L 25 1162 0.022 0.232 269 0.093
TR 257 1592 0.161 0.232 369 0.697
WB
L 140 851 0.165 0.232 197 0.710 *
TR 146 1580 0.092 0.232 366 0.399
NB
L 145 1667 0.087 0.354 590 0.246
TR 1149 3473 0.331 0.354 1228 0.935 *
SB
L 76 1676 0.045 0.305 511 0.149
TR 768 3523 0.218 0.305 1074 0.715 *
Cycle Length, C= 82.0 sec. Sum (v/s) critical = 0.713
Lost Time Per Cycle, L= 9.0 sec. X critical = 0.801
Level of Service Worksheet
Direc- Delay Lane Delay Lane Lane Delay LOS
tion/ v/c g/C Cycle d Group d Prog Grp Grp By By
LnGrp Ratio Ratio Len 1 Cap 2 Fact Delay LOS App App
EB
L 0.09 0.232 82.0 18.8 269 0.0 1.00 18.8 C 21.7 C
TR 0.70 0.232 82.0 21.9 369 3.9 0.85 21.9 C
WB
L 0.71 0.232 82.0 22.0 197 7.5 1.00 29.6 D 23.4 C
TR 0.40 0.232 82.0 20.3 366 0.4 0.85 17.6 C
NB
L 0.25 0.354 82.0 14.3 590 0.0 1.00 14.3 B 23.5 C
TR 0.94 0.354 82.0 19.5 1228 9.6 0.85 24.7 C
SB
L 0.15 0.305 82.0 15.8 511 0.0 1.00 15.8 C 17.6 C
TR 0.72 0.305 82.0 19.3 1074 1.6 0.85 17.7 C
Intersection Delay = 21.5 (sec/veh) Intersection LOS = C
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET.. 35
PEAK HOUR FACTOR 1
AREA POPULATION 150000
• NAME OF THE EAST/WEST STREET......... Mansfield
NAME OF THE NORTH/SOUTH STREET....... Pines
NAME OF THE ANALYST trw
DATE OF THE ANALYSIS (mm/dd/yy)...... 05-07-1993
TIME PERIOD ANALYZED PM peak
OTHER INFORMATION.... 2003 WITH THE PROJECT
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: 4-LEG
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
CONTROL TYPE WESTBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT 20 52 168 56
THRU 5 1 826 564
RIGHT 62 19 71 25
NUMBER OF LANES AND LANE USAGE
EB WB NB SB
LANES 1 1 3 3
ADJUSTMENT FACTORS Page-2
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND 0.00 90 20 N
WESTBOUND 0.00 90 20 N
NORTHBOUND 0.00 90 20 N
SOUTHBOUND 0.00 90 20 N
VEHICLE COMPOSITION
% SU TRUCKS % COMBINATION
AND RV'S VEHICLES % MOTORCYCLES
EASTBOUND 0 11 0
WESTBOUND 0 3 0
NORTHBOUND 0 3 0
SOUTHBOUND 0 3 0
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
(Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
EB 5.70 5.70 0.00 5.70
WB 5.70 5.70 0.00 5.70
MAJOR LEFTS
SB 5.60 5.60 0.00 5.60
NB 5.60 5.60 0.00 5.60
MINOR THROUGHS
EB 6.80 6.80 0.00 6.80
WB 6.80 6.80 0.00 6.80
MINOR LEFTS ~
EB 7.30 7.30 0.00 7.30
WB 7.30 7.30 0.00 7.30
IDENTIFYING INFORMATION
NAME OF TI-iE EAST/WEST STREET...... Mansfield
NAME OF THE NORTH/SOUTH STREET.... Pines
DATE AND TIME OF THE ANALYSIS..... 05-07-1993 ; PM peak
OTHER INFORMATION.... 2003 WITH THE PROJECT
CAPACITY AND LEVEL-OF-SERVICE Page-3
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c(pcph) c(pcph) c(pcph) c= c - v LOS
p M SH R SH
MINOR STREET
EB LEFT 22 66 42 > 42 > 20 > E
THROUGH 6 83 54 > 135 54 > 39 48 >E E
RIGHT 68 852 852 > 852 > 783 > A
MINOR STREET
WB LEFT 57 66 39 > 39 > -18 > F
THROUGH 1 83 54 > 52 54 >-27 53 >F E
RIGHT 21 748 748 > 748 > 727 > A
MAJOR STREET
SB LEFT 62 367 367 367 305 B
NB LEFT 185 548 548 548 363 B
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... Mansfield
NAME OF THE NORTH/SOUTH STREET.... Pines
DATE AND TIME OF THE ANALYSIS..... 05-07-1993 ; PM peak
OTHER INFORMATION.... 2003 WITH THE PROJECT
;
EXISTING AM PEAK HOUR LOS FOR:
INDIANA & MCDONALD
,
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET.. 30
PEAK HOUR FACTOR 1
AREA POPULATION 150000
NAME OF THE EAST/WEST STREET......... INDIANA
NAME OF THE NORTHfSOUTH STREET....... McDONALD
NAME OF THE ANALYST TRW
DATE OF THE ANALYSIS (mmidd/yy) 05-28-1993
TIME PERIOD ANALYZED AM PEAK
OTHER INFORMATION.... 1993 EXISTING VOLUMES
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE SOUTHBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT 1 0 1
THRU 12 6 0
RIGHT 0 1 8
NUMBER OF LANES
EB WB NB SB
LANES 1 1 1
,
ADJUSTMENT FACTORS Page-2
PEReENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND 0.00 90 20 N
WESTBOUND 0.00 90 20 N
NORTHBOUND -
SOUTHBOUND 0.00 90 20 N
VEHICLE COMPOSITION
o SU TRUCKS % COMBINATION
AND RV'S VEHICLES o MOTORCYCLES
EASTBOUND 0 0 0
WESTBOUND 0 0 0
NORTHBOUND
SOUTHBOUND 0 0 0
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
(Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
SB 5.50 5.50 0.00 5.50
MAJOR LEFTS
EB 5.00 5.00 0.00 5.00
MINOR LEFTS
SB 6.50 6.50 0.00 6.50
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... INDIANA
NAME OF THE NORTHJSOUTH STREET.... McDONALD
DATE AND TIME OF THE ANALYSIS..... 05-28-1993 ; AM PEAK
OTHER INFORMATION.... 1993 EXISTING VOLUMES
CAPACITY AND LEVEL-OF-SERVICE Page-3
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c(pcph) c(pcph) c(pcph) c= c - v LOS
p M SH R SH
MINOR-STREET
SB LEFT 1 901 900 > 900 > 899 > A
> 988 > 978 >A
RIGHT 9 1000 1000 > 1000 > 991 > A
MAJOR STREET
EB LEFT 1 1000 1000 1000 999 A
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... INDIANA
NAME OF THE NORTH/SOUTH STREET.... McDONALD
DATE AND TIME OF THE ANALYSIS..... 05-28-1993 ; AM PEAK
OTHER INFOkMATION.... 1993 EXISTING VOLUMES
;
EXISTING PM PEAK HOUR LOS FOR:
INDIANA & MCDONALD
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET.. 30
PEAK HOUR FACTOR 1
AREA POPULATION 150000
NAME OF THE EAST/WEST STREET......... INDIANA
NAME OF THE NORTH/SOUTH STREET....... McDONALD
NAME OF THE ANALYST TRW
DATE OF THE ANALYSIS (mm/dd/yy)...... 05-28-1993
TIME PERIOD ANALYZED PM PEAK
OTHER INFORMATION.... 1993 EXISTING VOLUMES
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE SOUTHBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT 8 0 1
THRU 6 12 0
RIGHT 0 1 4
NUMBER OF LANES
EB WB NB SB
LANES 1 1 1
~w
ADJUSTMENT FACTORS Page-2
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND 0.00 90 20 N
WESTBOUND 0.00 90 20 N
NORTHBOUND _
SOUTHBOUND 0.00 90 20 N
VEHICLE COMPOSITION
o SU TRUCKS % COMBINATION
AND RV'S VEHICLES % MOTORCYCLES
EASTBOUND 0 0 p
WESTBOUND 0 0 p
NORTHBOUND
SOUTHBOUND 0 0 0
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
(Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
SB 5.50 5.50 0.00 5.50
MAJOR LEFTS
EB 5.00 5.00 0.00 5.00
MINOR LEFTS
SB 6.50 6.50 0.00 6.50
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... INDIANA
NAME OF THE NORTHfSOUTH STREET.... McDONALD
DATE AND TIME OF THE ANALYSIS..... 05-28-1993 ; PM PEAK
OTHER INFORMATION.... 1993 EXISTING VOLUMES
CAPACITY AND LEVEL-OF-SERVICE Page-3
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c(pcph) c(pcph) c(pcph) c= c - v LOS
p M SH R SH
MINOR STREET
SB LEFT 1 894 889 > 889 > ggg > A
> 975 > 970 >A
RIGHT 4 999 999 > 999 > 995 > A
MAJOR STREET
EB LEFT 9 1000 1000 1000 991 A
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... INDIANA
NAME OF THE NORTH/SOUTH STREET.... McDONALD
DATE AND TIME OF THE ANALYSIS..... 05-28-1993 ; PM PEAK
OTHER INFOFtMATION.... 1993 EXISTING VOLUMES
,
,
FUTURE WITH PROJECT AM PEAK HOUR LOS FOR:
INDIANA & MCDONALD
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET.. 30
PEAK HOUR FACTOR 1
AREA POPULATION 150000
NAME OF THE EAST/WEST STREET......... INDIANA
NAME OF THE NORTH/SOUTH STREET....... McDONALD
NAME OF THE ANALYST TRW
DATE OF THE ANALYSIS (mm/dd/yy)...... 05-28-1993
TIME PERIOD ANALYZED AM PEAK
OTHER INFORMATION.... 2000 WITH PROJECT
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE SOUTHBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT 66 0 1
THRU 16 8 0
RIGHT 0 , 1 219
NUMBER OF LANES
EB WB NB SB
LANES 1 1 1
ADJUSTMENT FACTORS Page-2
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND 0.00 90 20 N
WESTBOUND 0.00 90 20 N
NORTHBOUND -
SOUTHBOUND 0.00 90 20 N
VEHICLE COMPOSITION
o SU TRUCKS % COMBINATION
AND RV'S VEHICLES % MOTORCYCLES
EASTBOUND 0 0 0
WESTBOUND 0 0 0
NORTHBOUND
SOUTHBOUND 0 0 0
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
(Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
SB 5.50 5.50 0.00 5.50
MAJOR LEFTS
EB 5.00 5.00 0.00 5.00
MINOR LEFTS
SB 6.50 6.50 0.00 6.50
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... INDIANA
NAME OF THE NORTH~SOUTH STREET.... McDONALD
DATE AND TIME OF THE ANALYSIS..... 05-28-1993 ; AM PEAK
OTHER INFORMATION.... 2000 WITH PROJECT •
CAPACITY AND LEVEL-OF-SERVICE Page-3
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c(pcph) c(pcph) c(pcph) c= c - v LOS
p M SH R SH
MINOR STREET
SB LEFT 1 830 793 > 793 > 792 > A
> 998 > 756 >A
RIGHT 241 1000 1000 > 1000 > 759 > A
MAJOR STREET
EB LEFT 73 1000 1000 1000 927 A
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... INDIANA
NAME OF THE NORTH/SOUTH STREET.... McDONALD
DATE AND TIME OF THE ANALYSIS..... 05-28-1993 ; AM PEAK
OTHER INFORMATION.... 2000 WITH PROJECT
FUTURE WITH PROJECT PM PEAK HOUR LOS FOR:
INDIANA & MCDONALD
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET.. 30
PEAK HOUR FACTOR 1
AREA POPULATION 150000
NAME OF THE EAST/WEST STREET......... INDIANA
NAME OF THE NORTH/SOUTH STREET....... McDONALD
NAME OF THE ANALYST TRW
DATE OF THE ANALYSIS (mm/ddJyy)...... 05-28-1993
TIME PERIOD ANALYZED PM PEAK
OTHER INFORMATION.... 2000 VOLUMES 1.L 1 iH ~Vd~~~•
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: EASTiWEST
CONTROL TYPE SOUTHBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT 216 0 1
THRU 8 14 0 •
RIGHT 0 1 115
<
NUMBER OF LANES
EB WB NB SB
LANES 1 1 1
„
ADJUSTMENT FACTORS Page-2
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND 0.00 90 20 N
WESTBOUND 0.00 90 20 N
NORTHBOUND _
SOUTHBOUND 0.00 90 20 N
VEHICLE COMPOSITION
o SU TRUCKS % COMBINATION
AND RV'S VEHICLES o MOTORCYCLES
EASTBOUND 0 0 p
WESTBOUND 0 0 0
NORTHBOUND
SOUTHBOUND 0 0 0
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
(Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
SB 5.50 5.50 0.00 5.50
MAJOR LEFTS
EB 5.00 5.00 0.00 5.00
MINOR LEFTS
SB 6.50 6.50 0.00 6.50
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... INDIANA
NAME OF THE NORTH%SOUTH STREET.... McDONALD
DATE AND TIME OF THE ANALYSIS..... 05-28-1993 ; PM PEAK
OTHER INFORMATION.... 2000 VOLUMES
~
CAPACITY AND LEVEL-OF-SERVICE Page-3
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c(pcph) c(pcph) c(pcph) c= c - v LOS
p M SH R SH
MINOR STREET
SB LEFT 1 687 570 > 570 > 569 > A
> 993 > 865 >A
RIGHT 127 999 999 > 999 > 873 > A
MAJOR STREET
EB LEFT 238 1000 1000 1000 762 A
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... INDIANA
NAME OF THE NORTH/SOUTH STREET.... McDONALD
DATE AND TIME OF THE ANALYSIS..... 05-28-1993 ; PM PEAK
OTHER INFORMATION.... 2000 VOLUMES
s
~
Washington State RECEIvi-Memorandum
Department of Transportation
o C T o 51993
oate: October 1, 1993
C~
From: Ted Trepanier/Greg Figg
Phone: 456-3996
subject: Pines & Indiana Intersection
To: Bob Brueggeman; Spokane County Engineers
In response to your September 7th FAX regarding Simpson Engineers plan for the
above intersection, WSDOT requires that an intersection/channelization plan be
prepared for our approval. This plan must be approved by WSDOT locally and then
shipped to our Headquarters in Olympia for final approval. This
intersection/channelization plan must be approved prior to starting work on the State
right-of-way. If you have any questions about this plan please feel free to contact us at
the above number.
,
~
10/01/93 NANSF_N.DOC
. ' 'FAX COVER SHEET,
SPOKANE COUN'I Y FAX #(509) 324-3478 & PHONI? #(509) 324-347$ -ENGINIJFRS 3RD rLOOR
1026 W BI20ADWAY SPOKANE, WA 99260 - I'IIONE #(509) 456-3600
DATE: FAX gq vD
.
TO: -Q -Tr +C Q rulJ1 .
COMPANY: CITY / STATE: NUMBER OF PAGES (INCLUDING COVER SHEE7): ~
~
FRO M: ~1? af Wcwiu~ ~ " .
MESSAGE /SPECIAL INSTRUCTTON:
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ramp at Evergreen. The upgrade to 2 lanes for both of these ramps wi(( provide an auxiiiary lane
to the Pines Interchange and could easily be extended as required to provide for the additional
ramp/merge capability. The ramp tapers should be designed to accommodate the geometrics
for an auxiliary lane between Pines and Evergreen in addition to utilizing the present ramp tapers
from the two ramps at Sullivan toward Evergreen to establish auxiliary lanes between Suflivan
and Evergreen. With these improvements in place as well as the third mainline interstate lane
in each direction. Adequate Levels of Service will be poss+ble for the Evergreen Interchange, its
ramps, and associated intersections.
Intersections/Surface Streets: Capacity analyses were performed for the ramp terminal
intersections of both existing interchanges and the proposed Evergreen Interchange. Capacity
analyses were also performed at the intersections of Indiana Avenue with Pines,Evergreen and
Sullivan. Levels of Service for signalized intersections are shown on Table 4. These previous
analyses were completed for the geometrics as proposed in the Concept Study Report,
February, 1990. As the geometrics of the interchange and the ramp intersections have changed
in the preliminary design process, Level of Service determinations have been updated.
~ Allocations of green time and intersection phasing have been evaluated in enough detail to
determine that the appropriate levels of service and adequate lane stacking capacities have been
accommodated in the design. The updated Levels of Service for the Evergreen ramp
intersections are shown in parenthesis in Table 4. The 2010 PM peak was utilized for all analysis
however, based on Spokane County concerns, an additional evaluation of 2010 AM peak was
completed for the north ramp intersections at Evergreen. Levels of Service were much higher
_ than those projected in the Concept Study Report. This +s due to the additional capacity added
from dual left turn lanes and the adjustment of green time and phasing which has been
performed in the preliminary design phase.
.
TABLE 4
~ LEVEL OF SURFACE - AREA INTERSECTIONS
Year 2010 PM Peak Hour Year 2000 Peak Hour
~ w/o Evergreen w/Evergreen w/o Evergreen
Pines EB Ramp * D
~ Pines W8 Ramp D B
Pines/lndiana * F
~
~ Evergreen EB Ramp D (B)
Evergreen WB Ramp D (B) (B)
Evergreen/Indiana D (C)
Sullivan EB E E
Sullivan WB E C C
Sullivan/Indiana " D E
* Demand volume greatly exceeds capacity. Level of service is meaningless.
' 2010 AM Peak hour traffic.
' 13
W
,
Arterial capacities are typically constrained by signal operations, therefore, a detailed corridor
capacity and operation analysis was completed for Evergreen Road from Mission Avenue to
Indiana Avenue including all four signalized intersections and private property access points for
both the Hanson (west side of Evergreen Road) property and the Spokane Galleria (east side
of Evergreen Road) property. This analysis is contained in a report titled "SR-90/Evergreen Road
Interchange Project Corridor Capacity and Operation Analysis". Reference material is contained
in Appendix A-6. This report indicates that all four signals should be interconnected in order to
improve operations and reduce delays. Spokane County typical street sections were used for
Indiana, Evergreen, and Mission in the analysis. These typical sections are shown in Appendix
A-5.
* Pines Ramp Terminals: Without the Evergreen Interchange, the Pines eastbound
ramp intersection would have a demand volume-to-capacity ratio of greater than
1.2 (V E C> 1.2) and operation would be unacceptable. Vehicles trying to exit the
freeway would back on the ramps and impede flow on. ihe mainline interstate.
The Level of Service improves with the addition of the Evergreen Interchange. The
overall leve( of service without the Evergreen Interchange of the eastbound ramp
intersection would be D. As analyzed, southbound left turns would be F and
would back though the westbound ramps. The Level of Service of the eastbound
- off-ramp leg would be D with a peak delay on the exit ramp of 38.7 seconds per
vehicle. Left turn LOS would be C, so overall Level of Service for the eastbound
ramp leg would probably be better than D with additional revisions. With the
. Evergreen Interchange, westbound ramp terminals at Pines will operate at Level
of Service B.
v * Pines/Indiana Intersection: This intersection will require improvements by 2010 in
any case. Even with the Evergreen Interchange, the level of service at this
intersection will be F, without the interchange operationally, the intersection will not
~ reach 2010 without improvement. Additional northbound capacity will be needed
to avoid queues which would extend back to the interchange. Spokane County is
developing an area vride traffic generation model which will be based on new land
use information along with studies of traffic patterns associated with the initial
' phases of the Sullivan Park Center/Spokane Galleria. It is hoped that this model,
when completed, will better quantify traffic growth and site•generated traffic.
~
Sullivan Ramp Terminals: Without the Evergreen Interchange, the Sullivan
eastbound intersection would operate at an unacceptable Level of Service
(V/C > 1.2). Vehicles trying to exit could back up on the ramp and impede the
J traffic flow on the mainline interstate. The level of Service improves significantly
with the addition of the Evergreen Interchange. The Level of Service without the
~ Evergreen Interchange of the eastbound off-ramp leg would be D with peak
- approach delay on the exit ramp of 37.4 seconds per vehicle. The overall level of
service of the eastbound ramp intersection would be E, with Evergreen. The
~ westbound ramp intersection would operate at LOS F without the Evergreen
- Interchange, but at Level of Service C with the interchange. Overall, the Sullivan
Interchange would operate at a barely acceptable level even with the Evergreen
~ Interchange. Additional improvements will be needed by 2010 to assure desirable
„ operation.
~ 14
~
oto U) ~rncc
~
v Indiana Ave.
2 5 5
a 110
~ 1675
100 . •
290 >
120 ~
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~
AMP VOLUMES
ICLUDE SLlP RAMPS.
~
Year 2010 p.m. peak hour traffic
'AqLSEY&HAM volumes at Pines Rd. withoui
0
, . o N Evergreen Interchange with pro-
10
PAC-F-C ~ osed land uses.
~
1984-I I:IA Avenuc N E. P
~ P.O. Box C-97304
Bcllc•vc. WA98009-7730
Figure 5
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Washington State Eastern Region
~ Department of Transportation 2714 N. Mayfair S4reet
~ . Spokane, WA 99207-2090
Sid Morrison
Secretary of Transportaiion (509) 324-6000
July 5, 1995
W. Bill Moser
Spokane County Planning W. 1026 Broadway Ave. Spokane, WA 99260-0240
Re: Proposed Lawson Apartments at .
Pines and Mansfield
Dear Mr. Moser:
Thank you for the opportunity to respond to the above proposed development. Due to the
significant traffic that a development of this scale and type will produce, as in the past, we
request that a traffic study be prepared for this development. In fact, based on our recent
correspondence and conversations with the applicants engineer it is* our understanding that a
traffic study is currently being prepared. To insure this traffic study adequalty addresses our
concerns we would request that the foilowing items be addressed.
1. This traffic study needs to be scoped thru Spokane County Planning to insure it
adequately addresses the areas of concern and includes the already approved but not yet -
constructed background projects.
2. Prior to a SEPA determination being reached by Spokane County on this project this
traffic study needs to be reviewed and accepted by both WSDOT and Spokane County to
insure that probable adverse traffic impacts have been adequately mitigated. This should
be done prior to this proposai being placed on the public hearing agenda. 3. In addition it would appear that "Air Quality" as it relates to Carbon Monoxide emissions
would need addressed under SEPA for this development.
If you should have any questions on this matter please feel free to contact Leonard Cash in .
our Regional Planning Office at 324-6199.
Sincerely,
, LEONARD C. CASH, PE
Regional Planning Engineer '
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INLAND PACIFIC ENGINEERING, INC.
May 25, 1995
W.O. No. 95574
'
Pat Harper
County Engineers
W. 1026 Broadway
Spokane, WA 99260
RE: Threshold Traffic Study for Lawson Hotel & Office Bui.lding at Mission & Pines
Dear Pat:
Based upon our project understanding through convezsations with you, Greg Figg at WSDOT
and the sponsor, we have prepared a brief traffic threshold determination for this project to
determine if there is a need for a full traffic impact analysis.
THRESHOLD DETERMINATION
I. INTROD UCTION
The proposed project consists of a 200 room hotel and a 20,000 square foot spec office building.
This hotel and office building lies on the north side of Mission Avenue just east of Pines Road
(SR 27); see the vicinity map which is attached. The site is presently in use as part of a church
complex for a Seventh Day Adventist congregation. The parcel of land which has the sanctuary
on it is zoned B-2. The parcel which has the school and other related facilities on it is presently
zoned UR-3.5. The B-2 site is not a part of this traffic study. It is Mr. Lawson's intent to sell
the B-2 parcel in it's present condition to a third party. This threshold traffic study is only being
performed for the UR-3.5 site, as part of the requirements to have it rezoned to B-3. The layout
of the proposed hotel and office building for this site is shown on the site map which is also
attached.
Through scoping discussions with both you and Greg Figg, the intersections of Pines & Mission
' and Pines & the eastbound I-90 ramp terminals will be the focus of this threshold study.
. . . - , e. .
R F rT I V E U ;
707 West 7th . Suite 200 '
Spokane, Washington 99204 ,
509-458-6840 ~
FAX: 509-458-6844 y$pOKAilE COUNTY ENG1NIE'ER '
Lawson Hotel & Office Building Threshold Study
May 25, 1995
Page 2
H. EXISTING CONDITIONS
Pines Road is the only street which will be analyzed for this project. Impacts from the Lawson
hotel and office building, if any, will be analyzed at the following intersections as agreed on in
scoping by Spokane County and WSDOT:
• Pines Road & the eastbound I-90 ramp terminals
• Pines Road & Mission Ave.
. Pines Road (SR 27) is, a five lane north-south state highway and county principal arterial. Pines Road carries about 27,500 vehicles per day between Mission and the eastbound I-90 ramp
terminals. The speed limit on Pines Road is 35 mph at Mission Avenue. Traffic uses Pines
Road for intra- and inter-area trips through the Spokane valley, east of the City of Spokane since
it connects both I-90 and Trent Avenue (SR 290) with southeastern Spokane County and
Wtutman County.
Mission Avenue is an east-west two lane minor arterial between Argonne & Sullivan. It is
posted at 35 mph for the majority of it's length and widens out as necessary at the major arterial
crossing points. Between McDonald Road and Pines Road, and along the frontage of the .
Lawson hotel and office site, Mission Avenue is two lanes in each direction. It serves as the
primary access to the Valley hospital and those residential properties north of Broadway between
Pines and Sullivan.
III. EXISTING CONDITION - Levels of Service (per HCM)
Traffic counts were taken at Pines Road & the eastbound I-90 ramp terminals, during April,
' 1995 and at Pines Road & Mission in May, 1995. The characteristics of the existing traffic for
the AM and PM peak hour levels of service (LOS) are approximately equal, therefore both peak
hours were examined for this report.
A summary of the existing levels of service at the subject iritersections as calculated using the
1994 Highway Capacity Software is shown in the following table. The traffic volumes used for
this report are shown on the "Existing Conditions" figures which are attached.
'
,
Lawson Hotel'& Office Building Threshold Study
May 25, 1995
Page 3
Table 1- Existing Level of Service
1 . _ . _
_ EXISTING
SIGNALIZED
I1V'I'ERSECTION AM ~ PM
DELAY IAS I DELAY - ; LOS
- -
Pines Road & Mission Ave. ~ 25.8 D 26.6 D
~
Pines Road & EB I-90 Ramps 14.9 ~ B 21.9 C
I
The level of service at both intersections are within acceptable limits. At the intersection of
' Pines Road & Mission Avenue, the critical movements are the southbound left turn and the
westbound right turn. The intersection of Pines Road and the eastbound I-90 ramps may be
affected to varying degrees due to it's coordination with the neighboring intersecaons.
IV. BACKGROUND PROJECTS & TRAFFIC DISTRIBU770N
For this proposal, one project was identified for inclusion as a background project. This was
the retailloffice complex (currently under construction) proposed by .Iamie Wolfe on the
northwest corner of Pines & Mission. A second project, the R.A. Hanson mall was discussed,
however, as neither phase one or build out of this project will be on line in 1996, the horizon
year of this study, it was not included.
The Wolfe retaiUoffice complex has the following trip generation and distribution characteristics.
Table 2- Trip Generation - Wolfe Strip Mall
'
. . .
. .
AM Peak Hour PM Peak Hour . .
t : ,
1 t000 sq. Vol (g~ Uirectional V~ol (a Directianal
4.19 trips - bistributioa 15.14 Distribution
' per 1,000 trips per
sq. ft. 63% In 37% Out ~papp sq, 50% In 50% Out
9 38 24 14 IF 136 68 68
-
< Average Daily Trip Ends (AD'I) .
1,000 sq. Rate Total ADT ,
,
ft. . :
9 I 167.59 1,508
'
I.awson Hotel & Office Building Threshold Study
May 25, 1995
' Page 4
Table 3- Trip Generation - Wolfe Office Space
AM Peak Hour PM Peak I3ouc
1'000 sq.
Vol ~ 2.6 Directional Vol Directional :
.
t. trips per Distribution : 2.6$ trips Uistributioii
,
1,000 sq. _ per 1,000
ft. $9%a In _ 11% Out sq. ft. I7°lo Iu 83% .Qut
24 62 56 7 64 11 53
. :
Average Daily Trip Etids {AllT} . < . :
:
_ .
: :
: ` :
.1.,040 sq. R.ate Totai ADT
ft. ~
' .
24 19.72 473 Table 4- Trip Generation - Wolfe Re,staurant
AM Peak Hour - - .
PAl Peak :IIour : ,
I po sq ' Vol Cg~ Directional VoI Directional
~
ft. 14.81 trips Distributaon 1.2.92 Distribution
pec 1,000 _ - . trips per _
sq. ft. $1% In 49% Uut 1,000 sq, 56% tn 44°k Uut
.
11 5.5 L 84 42 40 11 71 40 31
Average : DaiiX Trip Ends (ADT) -
:
i,400 sq. Rate 1'otat ADT
5.5 177.87 978 .
In discussions with Jamie Wolfe, the following land uses were identified. The western-most
building on the site is a 9,000 sq. ft. building on each of two floors. The top ground-level floor •
will be retail, modelled using the Shopping Center (#820) land use category in the ITE Trip
Generation Manual, Sth Edition (TG11). The bottom floor will have 6,000 sq. ft. of leasable
'
1
Lawsbn Hotel & Office Building Threshold Study
May 25, 1995
' Page 5 .
area for office space, and 3,000 sq. ft. of storage area. The office space was modelled using
' the General Office Building (#710) land use category. The storage area is not expected to
generate any tnps.
, Along his northern perimeter, a three floor, 6,000 sq. ft. per floor office complex has been
approved. This was also modelled using the General Office Building (#710) land use category.
At the northwest corner of Mission and Pines and the southeast corner of the site, a restaurant
is proposed. This restaurant was modelled as a High-Turnover (Sit Down) Restaurant; land use
category #832.
1
Ninety-five percent of the traffic from these uses was expected to pass through the intersection
of Pines & Mission. From this intersection, the traffic was expected to distribute itself similarly
' to what the present distribution of traffic is depending upon the peak hour encountered.
Non site specific traffic growth was anticipated to be 3% per year over the next year above the
amount generated by the Wolfe officelretail complex.
I V. TRIP GEIITERATION
The ?')ip Generation Manual, Sth Edition by the Institute of Transportation Engineers has land
use category 710, General Office Building and land use category 312, Business Hotel which
accurately model the proposed land uses of the Lawson site. The trip generation characteristics
of these uses is shown on the following tables.
Table 5- Trip Geaeration - Business Hotel
1 -
A.M Peak Hour PM Peak Hour -
No. of
' Vo1 C~ 0.58 Directional. Vot a Directioual
occupied
Roozns trips per Distribtition - 0.62 trips Distribution
_ occupied per
' room 59% In 41 % 4ut . occu ied ~d% In 40qo 0ut
P
_ room
F-200 I 116 68 48 124 74 50
,
- : <
Avecage Daily. Trip Ends (AD7) :
Rooms Rate Total ADT :
200 7.67 1,534 ,
1
1
Lawson Hotel & Office Building Threshold Study
May 25, 1995
, Page 6
Tabte 6- Trip Gencration - General Office Building - Lawson site
' AM Peak Hour . : PM Peak Iiour
slq.
Vol 0:2.8 Dicectional Vol ~ Directional
' ft
trips per Distribution ~ 2.92 trips Uistribution
19000 sq. per 1,000
ft. 89°lo In 11% Out sq. ft. 17% Ili 83% Out
20 Sb ~ 54 6 58 10 48
Average llaily Trip Ends {AD'D . .
1,UQ4 r►q. Rate Tota[ ADT
. :
;
' 20 19.72 394
VI. TRIP DISTRIBU770N (simplified gravity madel) For this analysis, it was assumed that the traffic generated by the Lawson hotel/office complex
would ingress and egress from the site approximately 5% to/from the east and 95 % to/from the
west during both the AM and PM peak hours.
1
Vll. FUTURE CONDITION withJwithout PROJECT - Levoel of Service
1
The Lawson hoteUoffice site is expected to be completed within one year. Therefore, the
background traffic was compounded at the 3 9o growth rate as explained previously in this report. -
' Traffic from the Wolfe retaiUoffice site was added to the transportation system prior to the
traffic from the Lawson hoteUoffice site and is considered existing tiaffic.
t The levels of service expected for these intersections with the increases expected over the next
year are shown on the following table. Note that the levels of sernice at both intersections
remain within acceptable limits.
~
~
Lawson Hotel & Office Building Threshold Study
May 25, 1995
Page 7
Table 7- 1996 Levet of Service Without the Lawson hoteVoffice site
,
BtTII1D OUT YEAR BACKGKOUND TR.A:FFIC ,
AM : PM :
SIGNALIZED
_ . ,
IVTERSECTION DELAY LQS DELAY LOS
Pines Road & Mission Ave. 28.4 D 32.9 D
Pines Road & EB I-90 Ramps 15.8 C 26.4 D
The traffic volumes on which these level of service calculations are based are attached to this
report.
The traffic anticipated from the Lawson hoteUoffice site was added to the anticipated 1996
traffic, and the following table shows the anticipated levels of service for that situation.
Table 8- 1996 Level of Service - with the Lawson hoteUofCce site
_ _
BUILll OUT Y~.~AR fiRA~IC WITH
,
PROJECT
SIGNALIZED . . . .
. ANI PM
_ INTER.SECTION >
. _ _
!I . . DELAY LUS
DELAY IAS
Pines Road & Mission Ave. 31.0 D 38.1 D
1
Pines Road & EB I-90 Ramps 16.2 C 29.2 D
' Note that both intersections continue to function at acceptable levels of service with the addition
of both the Wolfe retail/office site and the Lawson hotel/office site.
' Ylll. CONCL USIONS
From the data collected for this threshold determinacion, we conclude that the development of
the Lawson hotel/office site will not significantly impaet either of the intersections analyzed.
The intersection of Mission & Pines will continue to function at it's present LOS of D, and the
intersection of Pines and the eastbound I-90 ramp terminals, although they will fall one level of
service during both the AM and PM peak hours, will continue to function at acceptable levels
of service which by Spokane County standards are LOS D or better for signalized intersections.
,
, Lawson Hotel & Office Building Threshold Study
May 25, 1995
Page 8
' M. PROPOSED MITIGATION
Based upon the traffic counts taken, the calculations performed and the analysis provided, this
development of the Lawson property daes not have any identifiable impacts to the intersections .
analyzed therefore no mitigation is required or recommended. 1
Should you have any questions iegarding this analysis, please do not hesitate to call at 458-6840.
Sincerely, .
Inland Pacific Engineering Co. ,
~ .
' Ann L. Winkler, P. E. encl.
,
cc.
. Greg Figg, WSDOT
John Pederson, County Planning
Bill Lawson, A& A Construction
Jamie Wolfe . 1
'
' . .
' .
°C m ~ IAanstield a
~ ~ o ~ PROJECT >
. Ave. ° ~ Sh°
N
llnCia Ave. Monlport+e LO N
a ,
lldwin Ave.
an Avt. Not& Aw.
Vatley ¢ ¢ ~ ~
sta Av~ Mission E 6 0 1 ~ Perk - + - c~ a btiselon Ave. p
ssbn Aw. m a btacyell Ave ~ Z
3 Yaswett Ave. 32 ,d M!»!on
irwen Av. ~ rweU Ave. S~S Ave. ~Slnto A~. ~ SIi to Ave. SI to Ave. 4~b
StMO Ave.
~ ; Q ' Sha~Ave. Boone Ave, °C ;har Ave. N
C Boor►t Akd Boone Ave- k d 8oone Ave. ~°C ac ~V
Oesmel Ave. ~
s ~ ~2 ~ ~
2 Deunel Aw. Oesmet Ave. I ~ Oeomet Ave. ac el
kD
mel ~ E m¢
Oe*n g ~ Cataldd Av4, ac ~~d
Gteldo Areo Av ¢
eIAellon Ci. m Catildo Ave. ° 1. ellon Ave Ave. ~ ¢ o ~ °C m u' Matlonve.
3 ~ d 27 ~0 ° • J ~ve~\
~ .a . ~ ~ c Broadwa.~Ave.
8roadw4,y Ave,
q ~ S rln tl
S ~ ~nQ~t S rln (letd Ave. Alkl Ave. ¢ ~
~ S rfleld Av~e ¢ v Ave. Atkl Ave. ~ ~ o° 9
c °Alk Ave. '0 p Alkl Ave. ~ Oliw Ava ~ E
a
Av~. « DIlw Ave , y „ Ollve A. ~ a
FVSHOY o
ValletwLr m ~ Vafle
Nl:on °C HI n
t NiKon $ M lx ~ Nixon Nlz ~ E ¢
M ~
at Av bSalr Ave.
WIn Avc e o~~ RIAve. µI ~ ve►~Ide Ave Win Ave. Rlven_ vt.
Filverslf e. ~ Rivonl. s Ave. ¢ ~ g o
~ Rlverd ie Ave.
~ Rlverstd* v V o ,~r ac ~ 1 et Ave. ~
~ o QOSI I It A'~'/'- 2nd Ave. 2nd Ave.
~ cr rdAv gffiC@~NAv~[lilt w JrdAve. 3rdAvo. d~ o r 2ndAverlyM
ac
~ JrE Avo. m ".,L-aj 3rt
b
ItA Ave. cr 4th Ave.
. C Q° d ~9 Sth Ave. a°c_ Stt~ Av ~ 'O A e SIh Ave. 51h 1
3 M ~ Sih _ ~,y t ~
Av~. m d 6U Ave. z
~ c°c ~ 6tt~Ave. ~ 6l Ave. 61h Ave. I ~ Slh CI alA Ave.
c ° 61l► Ave. ~
A c 1 Tth Ave. W. Ava. 0 71h Ave. ¢ 7 ve.
8th Ave ~ th Ave: c
a°c, cc °C b ° Sth v_a. Ar.
~ ~ . . ~ Y
~ 9th Av~. ¢~~9th Ave C oc OtAvs. ~ ~ 9thl4ve. ~ o°c ~ 9 Ave. 9th Ave
loth d a"c a`~c s~ ~ > 101~ Ave. e I at d 101h , ,ve. ~ 101h Av(
11th Ave. cc O 1114Ave. co m c £ -+1 M Ave. 11Ih A, e.
~ ~ A g ~ z
c c d ~ 3 ~
1?tA Av~. e ¢ a = 121~Ave. ~ o°c 3 a m 121 Ave. o~ Z
Ave. i 3lA Ave. ¢ ~ lh Ave. ' j
o " 13 ve. 1 ffrA-v
14 a~ v o 4 ilh Ave. 131h A . N 1 h 1
~ c~ •e v I o w
. ItA Aw. ¢°C a 14Ih Ave. ~ m m 141 Ave. ,
~ ¢ 141 Ave. q + c 1 tth Ave.
1Sth Ave. ° 151A Ave.
Ave. tSlh Ave. Z iSlh Ave. ~ ~lph Ave. iSth v
~ IstI Ave. 9
Ave. 16th Ave. m° 161h Ave. ~
~ r
.
" NOT TO SCALE
J
~ INLAND FIGURE i
PACIFIC ~wsON SDA TwAFFIC
ENQINEERINa VICI N ITY MAP
TRAFFIC IMPACT ANALYSIS
707 Mtest Tth ~ Suite 200 (509) 458-6840
~
Spokane, WA 99204 FAX: (509) 458-6844/ ` J \1
i~
► Z ~
- ~ a • ~ ' ~
•
~ ~ • '
. ~ ~
~ ~i • l~
~~y `~s s a ~ 1
~ m
. ~
4
\ W ~
%
~ ~ ~ ~ @~'
~ r
~ . ~ • ~ ~,~d
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~ ♦ gg ~ ~
~ B4fl4O
~
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t
~ r
r ~
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,
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1
t~~ ~p _ ~ - ' ,98'C~'z ~r ~ ■
~ ■ 0000
~
N S0A .~~~c
. ~ Qdog S~NId ~ ~~o
ooss, FjGURE MPpCT pSA.Y`•
-
.
' -
\
tNl-p`ND ' , SaE
ERING .
ENGdNE ~
rw 200 )(549) 458
S. ni~ I
\
~
~
EASTBOU N D RAM P
o ao
LO ao
168 cz:~'
0 .
402 =~7 ~
O
~
(D w W
Z
. Cl-
~ MISSION AVENUE
~ ~ N
r-3j'~
1o
~ 415
85 ~ 82 27 37
~
~
~ (D w
N C) N
C1t
i
NOT TO SCALE
J
I NLAND ~ /0 FIGURE 3
~
PAC~F~C 1995
LAWSON SDA TRAFFIC
ENalNEERINa EXIST. A.M. PEaK HOUR
707 w..t 7th ~ su~ 200 ~-se4o TRAF'F'IC IMPACT ANALYSIS
Sp°k°'". W" 99204 FAX: (s~)45e-w4,~j ~ TRAFFI C VO LU M ES ~ ~
;
~
EASTBOUND RAMP -
N
~ O
219 czp ,
0
793 ~ Q
~
N 4~- W
W Z
Q..
MISSION AVENUE -
~
~ N ~
~ v- M
~
135 czP t\-'3440 .
~
124==> 136
43 72
r
N ~ N
(Jt O) (11 '
NOT TO SCALE
. !
I NLAND FIGURE 4
PACIFIC 1995 LAWSON SDA TRAFFIC
ENGINEERING EXIST. P.M. PEAK HOUR
707 YUMt 7th • Suke 200 (509) 458-8848 ~~C IMPACT ANALYSIS
Spoicano. WA 99204 FA,c: (569) ise-w4t, ~ TRAFFIC VOLUMES J~ J
\
~
1
'
EASTBOUND RAMP
r
M
t O
~
'
• Q ~
0 c~
34 ~ . Q
~
CA rn V)
W
Z
. ~
~ MISSION AVENUE
oor-
r
~ -
~
o~ ~40 . 25~ G~8
0 ~ ~4
~
oocc,
i
NOT TO SCALE
~
~ I NLAND i~ FIGURE 5
PACIFIC PROJECT TRAFFIC LAWSON SDA TRAFFIC
ENQINEERING A.M. PEAK HOUR
TRAFFIC IMPACT ANALYSIS
707 s~ka~ w'ss zo~i° 200 F~) ~ W4+~ ` TRAFFI C VO LU M ES ~
~
~
~ EASTBO U N D RAM P
~
M O
0 ~
i
0 ~
23 ~ Q
. 0
~
w o L,J
Z
~
MISSION AVENUE
~
0 0 ~n
~ l
. 1
0 ~ I%= 63 .
r
,9 ~ c= 20
o ~ - ~,o
~
oo~.
~
NOT TO SCALE
~
1 ~ FlGURE 6
~ I NLAND
, PACIFIC PROJECT TRAFFIC LAWSON SDA TRAFFIC
ENGINEERING P.M. PEAK HOUR TRAFFIC IMPACT ANALYSIS
707 West 7th • Suite 200 (509) 458-8840
Spokane. WA 99204 FAX: (509) 458-sa,.4., ` TRAFFI C-VO LU M ES f
~
EASTBO U N D RAM P
~
~
~ r
tl~ ~
173 ~ .
0 ~
440 ~ Q
~
w
o~o Z
MISSION AVENUE
0 o om
~ ~ 0 ~ 0 N
r 138 c::P/ ~ 427 111=- 134
35 cz~N~ ~ 38
~ co w .
cn(0 w
NOT TO SCALE
J
~ I NLAND ~ ~ • FiGURE 7
PACtFIC BUILD OUT YEAR W/0 ~~4N SDA TRAFFIC ENQINEERING PROJECT A.M. PEAK HR
707 wat 7th • Suite 200 (509) 458-8840 TRAFFI C I M PACT f1NALYS I S
spokar►e, wA 99204 Fnac: (509) 458-W44,, ` TRAFFIC VO LU M ES J~ ~
~
~ ' .
~
EASTBO U N D RAM P
r
g1*
~
22s r
.
o ~
839 ~ Q
0
4' rn W
w ~ Z
r -
~
~ MISSION AVENUE
~
o cc ~
N I~
• N N)
. ~
203 453 .
r
187 <i= 189
65 ;r 74
~
~ ~ rn ...L ~
NOT TO SCALE
~
1~ I NLAND i l FlGURE 8
PACIFIC BUILD OUT YEAR W/0 ~WsoN soA T~~c
ENCINEERING PROJECT P.M. PEAK HR
TRAFFIC IMPACT ANALYSIS
707 Wsst 7th • Suke 200 (509) 458-8840 Spokane. WA 99204 FAx: (509) 45e-gs44 J` TRAFFI C VO LU M ES J~ ~
~ j
EASTBOUND RAMP
~
N
~
tn ~
173
0
474 ~ p
O
~ N (n
OD (D W
N Z
0..
r~ MISSION AVENUE
(Do~
~ . ~~M
138 C:~ ~ 467 .
136 142
35 42
~
~
~
co ~
c~ cD N
~ i
NOT TO SCALE
~
7 INLAND FIGURE 9
PACIFIC B U i LD 0 UT YEAR W/ LAWSON SDA TRAFFIC
ENQINEERING PROJECT A.M. PEAK HR
707 Weat 7th • Sufte 200 (509) 458-8840 TRAFFI C I M PACT ANALYS (S
spokane, wA 99204 Fn,X: (sos) 458-sa~~ ~ TRAFFIC VO LU M ES J~ ~
~
'
EASTBOUND RAMP
~ M
N
r- r-
2~ 0 ~j
862 ~ p
O
~
N (n
Q~i N W
~ Z
'
MISSION AVENUE ~
~ N N
N 't
~ ~ -
203 516
~ 206 <41~== 209
.65 ~ - ~ 84
'
. w co c.+
cn co o ~
~
NOT TO SCALE
. /
~ I NLAND FlGURE 10
PACIFIC B U I LD 0 UT YEAR W/ LAWSON SDA TRAFFIC
ENQINEERING PROJECT P.M. PEAK HR
707 wsst 7th • S~tRe 200 (509) 458-6840 TRAFFIC IMPACT ANALYSIS
spokane. WA 99204 FAX: (509) 458-6w
, TRAFFI C VO LU M ES J~ J
HCM: SIGNALIZED INTERSECTION SUM4IARY Version 2.4 05-25-1995 ;
Center For Microcomputers In Transportation ,
Streets: (E-W) MISSION AVE (N-S) PINES ROAD (SR 27)
' Analyst: ALW File Name: MISSAMEX.HC9
Area Type: Other 5-18-95 AM PEAK
Comment: EXISTING CONDITIONS
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes > 2 < > 2 1 1 2< 1 2<
Volumes 107 85 27 37 82 415 12 965 32 261 786 98
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left * NB Left *
ThrU * Thru *
Right * Right *
Peds * Peds *
WB Left * SB Left * *
Thru * Thru * *
Right * Right * *
Peds * Peds *
NB Right EB Right
SB Right WB Righ-t * *
Green 15.OA 21.OA Green 6.OA 15.OA 35.OA-
Yellow/AR 3.5 3.5 Yellow/AR 4.0 0.0 3.5
Cycle Length: 107 secs Phase combination order: #1 #2 #5 #6 #7
Intersection Performance 5ummary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB LTR 520 3570 0.510 0.146 27.8 D 27.8 D
WB LT 740 3668 0.194 0.202 22.8 C 18.9 C
R 691 1583 0.690 0.437 17.7 C
NB L 116 1770 0.120 0.066 30.3 D 37.1 D
' TR 1236 3707 0.974 0.333 37.2 D
SB L 366 1770 0.820 0.207. 35.6 D 18.7 C
TR 1737 3663 0.614 0.474 13.9 B
Intersection Delay = 25.9 sec/veh Intersection LOS = D
, Lost Time/Cycle, L= 9.0 sec Critical v/c(x) = 0.765
1
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 05-25-1995
Center For Microcomputers In Transportation
Streets: (E-W) EB I-90 RAMPS (N-S) PINE5 AVE
' Analyst: ALW File Name: EBAMEX.HC9
Area Type: Other 5-18-95 AM PEAK
Comment: EXISTING CONDITIONS
' Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
' No. Lanes 1 1 2< 1 2
Volumes 168 402 1091 193 88 501
Lane Width 12.0 12.0 12.0 12.0 12.0
RTOR Vols 200 0 0
Lost Time 3.00 3.00 3.00 3.00 3.00 3.00
Signal Operations ' Phase Combination 1 2 3 4 5 6 7 8
EB Left * . NB Left
Thru Thru * *
' Right * Right * *
Peds Peds *
WB Left SB Left *
Thru Thru *
Right Right
Peds Peds
NB Right EB Right * *
SB Right WB Right
Green 31.QA -Green 6.OA 15.OA 50.OA
Yellow/AR 5.0 Yellow/AR 4.0 0.0 5.0
Cycle Length: 116 secs Phase combination order: #1 #5 #6 #7
'
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB L 504 1770 0.377 0.284 22.7 C 15.9 C
' R 792 1583 0.288 0.500 11.0 B
NB TR 2103 3641 0.723 0.578 11.9 B 11.9 B
SB L 107 1770 0.927 0.060 64.8 F 20.9 C
T 1670 3725 0.355 0.448 13.6 B
' Intersection Delay = 14.9 sec/veh Intersection LOS = B
Lost Time/Cycle, L= 9.0 sec Critical v/c(x) = 0.630
'
' -
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 05-25-1995
' Center_For Microcomputers In Transportation
Streets: (E-W) MISSION AVE (N-S) PINES ROAD (SR 27)
Analyst: ALW File Name: MISSPMEX.HC9
' Area Type: Other 5-18-95 PM PEAK - Comment: EXISTING CONDITIONS
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes > 2 < > 2 1 I 2< 1 2<
Volumes 135 124 43 72 136 440 25 962 25 360 1224 150
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
' Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00
~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~-------------r~~~~~~~~~~~~~~~~~~~--
Signal Operations
Phase'Combination 1 2 3 4 5 6 7 8
EB Le f t * NB Le f t *
Thru * Thru *
Right * Right *
Peds * Peds *
WB Left * SB Left * *
Thru * Thru * *
Right * Right * *
Peds * Peds *
NB Right EB Right
' SB Right WB Right * *
Green 12.OA 21.OA Green 6.OA 18.OA 35.OA
Yellow/AR 3.5 6.0 Yellow/AR 4.0 0.0 3.5
Cycle Length: 109 secs P-hase combination order-: #1 #2 #5 #6 #7
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB LTR 409 3566 0.827 0.115 39.5 D 39-.5 D
' WB LT 806 3662 0.289 0.220 22.9 C 17.5 C
R 755 1583 0.622 0.477 14.8 B
NB L 114 1770 0.238 0.064 31.5 D 30.8 D
TR 1209 3711 0.917 0.326 30.8 D
' SB L 406 1770 0.948 0.229, 49.8 E 25.0 C
TR 1799 3665 0.857 0.491 18.9 C
Intersection Delay = 26.5 sec/veh Intersection LOS = D
' Lost Time/Cycle, L= 9.0 sec Critical v/c(x) = 0.752
- - ---r---- ~
'
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 05-25-1995
' Center For Microcomputers In Transportation
Streets: (E-W) EB I-90 RAMPS (N-S) PINES AVE
Analyst: ALW File Name: EBPMEX.HC9
Area Type: Other 5-18-95 PM PEAK Comment: EXISTING CONDITIONS
, Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1 2< 1 2 •
Volumes 219 793 1223 244 140 1172
Lane Width 12.0 12.0 12.0 12.0 12.0
RTOR Vols 100 0 0
Lost Time 3.00 3.00 3.00 3.00 3.00 3.00
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Le f t * NB Le f t
Thru Thru * *
Right * Right * *
Peds Peds *
WB Left SB Left *
Thru Thru *
Right Right
Peds Peds
NB Right EB Right * *
SB Right WB Right
Green 31.OA Green 10.0A 10.0A 50.OA
Yellow/AR 5.0 Yellow/AR 4.0 0.0 5.0
Cycle Length: 115 secs Phase combinat_on order: #1 #5 #6 #7
' -----------------------r~~~~~~-----.r-------------------.r---.~~~~~~~-----
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
' Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB L 508 1770 0.469 0.287 22.3 C 31.8 D
' R 785 1583 0.960 0.496 34.8 D
NB TR 1959 3633 0.855 0.539 16.1 C 16.1 C
SB L 169 1770 0.898 0.096 51.0 E 21.7 C
T 1684 3725 0.794 0.452 18.4 C
Intersection Delay = 21.9 sec/veh Intersection LOS = C
Lost Time/Cycle, L= 6.0 sec Critical v/c(x) = 0.881
-r .r
'
'
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 05-25-1995
Center For Microcomputers In Transportation ,
Streets: (E-W) MISSION AVE (N-S) PINES ROAD (SR 27)
Analyst: ALW File Name: MISSABO.HC9
Area Type: Other 5-23-95 AM PEAK
Comment: BUILD OUT WITHOUT PROJECT
- -
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes > 2 < > 2 1 1 2< 1 2<
Volumes 138 111 35 38 134 427 19 994 33 269 810 160
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00
Signal Operations I
Phase Combination 1 2 3 4 5 6 7 8
EB Left * NB Left *
Thru * Thru *
Right * Right *
Peds * Peds *
WB Left * SB Left * *
Thru * Thru * *
Right * Right * *
Peds. * Peds *
NB Right EB Right
SB Right WB Right * *
Green 15.OA 21.OA Green 6.OA 15.OA 35.OA
Yellow/AR 3.5 3.5 Yellow/AR 4.0 0.0 3.5
Cycle Length: 107 secs Phase combinat-on order: #1 #2 #5 #6 #7
,
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
' Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB LTR 520 3570 0.660 0.146 29.9 D 29.9 D
WB LT 744 3685 0.280 0.202 23.3 C 19.7 C
R 691 1583 0.710 0.437 18.2 C
NB L 116 1770 0.189 0.066 30.5 D 43.1 E
TR 1236 3708 1.003 0.333 43.3 E
SB L 366 1770 0.845 0.207. 37.6 D 19.6 C
TR 1723 3633 0.680 0.474 14.8 B
Intersection Delay = 28.4 sec/veh Intersection LOS = D
' Lost Time/Cycle, L= 9.0 sec Critical v/c(x) = 0_809`___________
1
HCM: SIGNALIZED INTERSECTION SU'NIlKARY Version 2.4 05-25-1995
Center For Microcomputers In Transportation
Streets: (E-W) EB I-90 RAMPS (N-S) PINES AVE
Analyst: ALW File Name: EBABO.HC9
' Area Type: Other 5-23-95 AM PEAK Comment: BUILDOUT WITHOUT PROJECT
~ Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1 2< 1 2
Volumes 173 440 1148 203 91 549
Lane Width 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0
Lost Time 3.00 3.00 3.00 3.00 3.00 3.00
Signal Operations Phase Combination 1 2 3 4 5 6 7 8
EB Left * NB Left
Thru Thru * *
Right * Right * *
Peds Peds *
WB Left SB Left *
Thru Thru *
Right ' Right
Peds Peds
NB Right EB Right * *
SB Right WB Right
Green 31.OA Green 6.OA 15.OA 50.OA
Yellow/AR 5.0 Yellow/AR 4.0 0.0 5.0
Cydle Length: 116 secs Phase combination order: #1 #5 #6 #7
' ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
Intersection Performance Summary
Lane Group: Adj Sat v/c q/C Approach:
Mvmts Cap Flow Ratio -Ratio Delay LOS Delay LOS
EB L 504 1770 0.387 0.284 21.8 C 16.8 C
R 792 1583 0.628 0.500 14.8 B
NB TR 2104 3642 0.761 0.578 12.5 B 12.5 B
SB L 107 1770 0.964 0.060 73.0 F 21.9 C
T 1670 3725 0.390 0.448 13.9 B
' Intersection Delay = 15.8 sec/veh Intersection LOS = C
Lost Time/Cycle, L= 9.0 sec Critical v/c(x) = 0.659
~~~~~~~~~~~~~~~~~~~~~~~---------r-.~--~~~~~~~~~~~~~~--------------------
'
'
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 05-25-1995
Center For Microcomputers In Transportation
Streets: (E-W) MISSION AVE (N-S) PINES ROAD (SR 27)
Analyst: ALW File Name: MISSPBO.HC9
' Area Type: Other 5-23-95 PM PEAK '
Comment: BUILD OUT WITHOUT PROJECT
' Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes > 2 < > 2 1 1 2< 1 2<
Volumes 203 187 65 74 189 453 35 991 26 371 1261 210
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00
Signal Operations
' Phase Combination 1 2 3 4 5 6 7 8 -
EB Le f t * N$ Le f t *
Thru * Thru *
Right * Riqht *
Peds * Peds *
WB Lefft * SB Left * *
Thru * Thru * *
Right * Right * *
Peds * Peds *
NB Right EB Right
' SB Right WB Right * *
Green 16.OA 21.OA Green 6.OA 18.OA 35.OA.
Yellow/AR 3.5 3.5 Yellow/AR 4.0 0.0 3.5
Cycle Length: 111 secs Phase combinat-on order: #1 #2 #5 #6 #7
'
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
' Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB LTR 533 3567 0.958 0.149 51.1 E 51.1 E
' WB LT 715 3674 0.413 0.195 25.4 D 20.5 C
R 709 1583 0.683 0.448 17.6 C
NB L 112 1770 0.330 0.063 32.6 D 36.0 D
TR 1192 3711 0.957 0.321 36.1 D
, SB L 400 1770 0.989 0.226. 59.3 E 31.3 D
TR 1765 3646 0.935 0.484 24.5 C
Intersection Delay = 32.9 sec/veh Intersection LOS = D
' Lost Time/Cycle, L= 9.0 sec Critical v/c(x) = 0.823
---------------------.~~~~~~~~~~~~~-------------------r~~---------------
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 05-25-1995
' Center For Microcomputers In Transportation
Streets: (E-W) EB I-90 RAMPS (N-S) PINES AVE
Analyst: ALW File Name: EBPBO.HC9
' Area Type: Other 5-23-95 PM PEAK
Comment: BUILDOUT WITHOUT PROJECT
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
' No. Lanes 1 1 2< 1 2
Volumes 226 839 1313 262 144 1240
Lane Width 12.0 12.0 12.0 12.0 12.0
RTOR Vols 100 0 0
' Lost Time 3.00 3.00 3.00 3.00 3.00 3.00
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left * NB Left
Thru Thru * *
Right * Right * *
Peds Peds *
WB Left ` . SB Left *
Thru Thru *
Right Right
Peds Peds
NB Right EB Right * *
SB Right WB Right
Green 31.OA Green 10.0A 10.0A 50.OA
Yellow/AR 5.0 Yellow/AR 4.0 0.0 5.0
Cycle Length: 115 secs Phase combinat-on order: #1 #5 #6 #7
'
Intersection PerforYnance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
-
EB L 508 1770 0.484 0.287 22.5 C 43.2 E
' R 785 1583 1.023 0.496 49.5 E
NB TR 1958 3632 0.918 0.539 18.6 C 18.6 C
SB L 169 1770 0.927 0.096 55.5 E 23.0 C
T 1684 3725 0.840 0.452 19.4 C
, Intersection Delay = 26.0 sec/veh Intersection LO5 = D
Lost Time/Cycle, L= 6.0 sec Critical v/c(x) = 0.936
'
'
HCM: SIGNALIZED INTERSECTION SUMKARY Version 2.4. 05-25-1995
' Center For Microcomputers In Transportation
Streets: (E-W) MISSION AVE (N-S) PINES ROAD (SR 27)
Analyst: ALW File Name: MISSABW.HC9
' Area Type: Other 5-23-95 AM PEAK
Comment: BUILD OUT WITH PROJECT
' Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes > 2 < > 2 1 1 2< 1 2<
Volumes 138 136 35 42 142 467 19 994 42 346 810 160
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
' Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00
----------------------------------------r ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
Signal Operations ' Phase Combination 1 2 3 4 5 6 7 8
EB Left * . NB Left *
Thru * Thru *
Right * Right *
Peds * Peds *
WB Left * SB Left * *
Thru * Thru * *
Right Right * *
Peds * . Peds *
NB Right EB Right
' SB Right WB Right * *
Green 15.OA 21.OA Green 6.OA 17.OA 40.OA
Yellow/AR 3.5 3.5 Yellow/AR 4.0 0.0 3.5
Cycle Length: 114 secs Phase combination order: #1 #2 #5 #6 #7
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Appraach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB LTR 489 3582 0.763 0.137 35.3 D 35.3 D
' WB LT 698 3684 0.318 0.189 25.7 D 23.6 C
R 676 1583 0.794 0.427 22.7 C
NB L 109 1770 0.202 0.062 32.8 D 33.2 D
TR 1321 3703 0.947 0.357 33.2 D
' SB L 374 1770 1.063 0.211. 84.8 F 31.7 D
TR 1841 3633 0.636 0.507 13.7 B
Intersection Delay = 31.0 sec/veh Intersection LOS = D
Lost Time/Cycle, L= 9.0 sec Critical v/c(x) = 0.848
1
HCM: SIGNALIZED INTERSECTION SUNIIMARY Version 2.4 05-25-1995
' Center For Microcomputers In Transportation
Streets: (E-W) EB I-90 RAMPS (N-S) PINES AVE
Analyst: ALW File Name: EBABW.HC9
' Area Type: Other 5-23-95 AM PEAK
Corament: BUILDOUT WITH PROJECT
' Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1 2< 1 2
Volumes 173 474 1182 209 91 592
Lane Width 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0
Lost Time 3.00 3.00 3.00 3.00 3.00 3.00
. Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left * NB Left
Thru Thru * *
Right * Right * *
Peds Peds *
WB Left SB Left *
Thru Thru *
Right Right
Peds Peds
NB Right EB Right * *
SB Right WB Right
Green 31.OA Green 6.OA 15.OA 50.OA-
YeZlow/AR 5.0 . Yellow/AR 4.0 0.0 5.0
Cycle Length: 116 secs Phase combinat--on order: #1 #5 #6 #7 ' --------r------rr-----.r-----r-r-----r~~~~~~~~~~~~~~~~~~~--------------s
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Qelay LOS Delay LOS
-.+r.r~~ r~~~~ ~
EB L 504 1770 0.387 0.284 21.8 C 17.4 C
' R 792 1583 0.676 0.500 15.8 C
NB TR 2103 3641 0.784 0.578 12.9 B 12.9 B
SB L 107 1770 0.964 0.060 73.0 F 21.6 C
T 1670 3725 0.420 0.448 14.1 B
t Intersection Delay = 16.2 sec/veh Intersection LOS = C
Lost Time/Cycle, L= 9.0 sec Critical v/c(x) = 0.673
1
'
HCM: SIGNALIZED INTERSECTION SUMMARY Ver-sion 2.4 05-25-1995
Center For Microcomputers In;Transportation
Streets: (E-W) MISSION AVE (N-S) PINES ROAD (SR 27)
Analyst: ALW File Name: MISSPBW.HC9
' Area Type: Other 5-23-95 PM PEAK
Comment: BUILD OUT WITH PROJECT
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes > 2 < > 2 1 1 2< 1 2<
Volumes 203 206 65 84 209 516 35 991 30 427 1261 210
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left * NB Left *
Thru * Thru *
Right * Right *
Peds * Peds *
WB Left * SB Left * *
Thru * Thru * *
Right * . Right
Peds * Peds *
NB Right EB Right
SB Right WB Right * *
Green 16.OA 21.OA Green 6.OA 25.OA 35.OA
Yellow/AR 3.5 3.5 ' Yellow/AR 4.0 0.0 3.5
Cycle Length: 118 secs Phase combination order: #1 #2 #5 #6 #7
-----^--.~~~~~--~~~~~~~~~~~~~~~~~~~------------------------------------r
Intersection Perforamance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
~~~--T~
EB LTR 502 3573 1.058 0.140 81.3 F 81.3 F
WB LT 672 3673 0.490 0.183 28.3 D 21.9 C
R 761 1583 0.724 0.481 18.1 C
NB L 105 1770 0.351 0.060 35.1 D 52.3 E
TR 1121 3709 1.023 0.302 52.8 E
, SB L 482 1770 0.946 0.272 47.4 E 25.9 D
TR 1877 3646 0.879 0.515 20.0 C
Intersection Delay = 38.1 sec/veh Intersection LOS = D
' Lost Time/Cycle, L= 9.0 sec Critical v/c(x) = 0.872
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 05-25-1995
Center For Microcomputers.In Transportation
Streets: (E-W) EB I-90 RAMPS (N-S) PiNES AVE
Analyst: ALW File Name: EBPBW.HC9
Area Type: Other 5-23-95 PM PEAK
Comment: BUILDOUT WITH PROJECT
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1 2< 1 2
Volumes 226 862 1366 272 144 1273
Lane Width 12.0 12.0 12.0 12.0 12.0
RTOR Vols 100 0" 0
Lost Time 3.00 3.00 3.00 3.00 3.00 3.00
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left * NB Left
Thru Thru * *
Right * Right * * Peds Peds *
WB Left SB Left *
Thru Thru *
Right Right
Peds Peds
NB Right EB Right * *
SB Right WB Right
Green 31.OA Green 10.0A 10.0A 50.OA
Yellow/AR 5.0 Yellow/AR 4.0 0.0 5.0
Cyclo Length: 115 secs Phase combinat_on order: #1 #5 #6 #7
--~.~~r~~~~~~~~~~w~~~~~~.n~~~~~...w.•------------
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB L 508 1770 0.484 0.287 22.5 C 51.1 E
R 785 1583 1.055 0.496 59.6 E
' NB TR 1959 3633 0.955 0.539 21.3 C 21.3 C
SB L 169 1770 0.927 0.096 55.5 E 23.6 C
T 1684 3725 0.863 0.452 20.1 C
Intersection Delay = 29.1 sec/vehIntersection LOS = D
Lost Time/Cycle, L= 6.0 sec Critical v/c(x) = 0.963
'
Cancele+ ENGINEER' S REVIEW SHEET
Daw Fucd
Dxtc As Built Pfans Rcctivccf
Dam Raad Ptam Approvai . Dk REZONE FILE # ZE--
' I ~ I i l f
1! New Roed Smndrds 5•15-45 Mylur
Companic►u Filc f!:
Hearing Date: H Time: H Number: Rclauxi File
DFSIGN Review Dacx: 07/0511995 DR Time: 02:15 Building Dcpc
Review Date: R Time: R Nvmber. VESiGN REVIEW # DRII:-113-9s
Date Received: 06/20/1995 Review 3'ype: Largc Lol I Htdr. Squarc Fecr.
Na. Lats: Nu. Actcs: 35.3
Project Name: RK-10 TO Utt-22 AP'I' 888 UNIT ttange-Township-Seccion: 44-25-10
Site Address: N SHANNON-E PINES-E HOUK PARCEL(S): (rrst 20)
Applicant Name: BII.L LAWSON & TED GUNNING Phone (509) 624-1170 45103.mas 45103.u210 45143,11244 4sI010'206
Phone 2# a 5103 .02N* 45103.0244
Appl icant Adciress: po Box 141701
SPOKANL WA 99214
Date Candidons Maited;
,
,
Fiocxl Zone: No Water Source: 5ewer Saurce: Schooi Disc: 356 Firc Dist: 1 Phone Uist:
8illing Name Owner: A& A CONST & DEV E-ngineer; JAMES GRIFFiS
Address: Owner Addrz.cs: PO BOX 141741 Company: DAVID EVANS & ASSOC iNC
SPUKANE WA 99214 Addms: 110 W CAT4LD0 AVE
SPOKANE WA 99101
Phnne: Owner Phone: (509) 6241 ITU Phone: (509) 327-8697
Fax: (5M) 327-3245
Signcd Name
BuitdinS # 456-2205 / Planning # 456-367 Cancatx: BILL MOSER
Date Submitted Descriptian Initials ~
- - ~
DATE TECHNIC 4LLY COMPLETE Rraffw- AnalYsis Required]
u710511995- DATE NOT TECHNICALLY COMPI.ETE
DATE PAY I'EFS RECEIVED
DATE PRIORITY FIF-E5 RECEIVED COPY TO ACCOUNTIIVG
FINAL pLAT FEES COMPLETED ANI) COPY TO ACCOUNT[NG
NOTICE TO PUBLIC /NOTICE TO PUBLIC # 1 3 4 6 COMPLETED - OR NEEDS TO BE SIGNED
in-Oui I1 In-Oin N2 tn-Out 03
DCSIGN DEVIATION UATES 1N-OUT
fo-0ut N4 in•Oin N5 ln-Uut A'a
LiOND QUAN1'ITIES FOR DRAINAGE ITEM CAI.CULATED
DATE nOND RECEIVED DOND AMOUNT RECEIVED
DATE BOND RL-I.F.ASF - DATE BOND REDUCED BOND BAI.ANCE
Hcpring Dxee Decision Apptoved Dcnicd Cfltuinuai Appcalcd BCC Approvcd Dcnicci
Appealed w Court Approved Dcnird Continucd F'uial Projrct Stams
i l STAMPED MYL.ARS TO PL•Rh4IT TECHNICIAN (5YL)
1 1 STAMPED 208 LOT PLANS TO SECRETARY (SANDY)
I
Page 1 of 1
a
OFFICE OF THE SPOKANE COUNTY ENGINEER
1026 W Broadway Ave, Spokane, WA 99260-0170 (509)456-3600 Fax 324-3478
.ZINEER' " UXTENg.IQN OF IZME
"ENQ
TO: Spokane County Planning Departmen ~
,
FROM: Division of Engineering & Roads
DATE: March 10, 1998 PROJECT: RR-10 TO UR-22 APT 888 UNIT
FILE ZE-0036-97 / DRZE-118-95)
Hearing Date:
Review Date: 03/17/1998 EOT D OF C
Sponsor/Applicant: LAWSON & GUNNING
Section Township Range: 10-25-44
Planner: LOUIS WEBSTER
Technical Review Date: (07/05/1995 @ 2:15)
The Spokane County Engineering Department has reviewed the above referenced
application. The following "Conditions of Approval" are submitted to the
Spokane County Planning Department for inclusion in the "Findings of Fact,
Conclusions and Order/Decision" should the request be approved.
The Spokane County Engineer has reviewed the application and no objection
to an extension of time.
CC: Applicant LAb7SON & GUNNING
Engineer/Surveyor JAMES GRZFFIS
Planner LOUIS WEBSTER
~ - r
~
~
<
S Y O K A N E T N -rl~
BUiLUING AND PLAN(hING • A U[V[SIUN UF THE PUBUC WORKS DEPARTME:NT
Jnmr--s L. MANsoN, C.B.O.. Dic.FCrna DFNNrs'vi. Sc:crrr. P.F:., [7ihrc-r(-)x
DATE: March 5, 1998
TO: Spokane County Division of Engineering; Pat Harper
Spokane County Division of Utilities; Jim Red
Spokane Regional Health District; Steve Holderby
Spokane County Parks, Recreation & Fair; Steve Horobiowski
Stormwater Utility; Brenda Sims
Development Engineering Services; Bill Hemmings
Department of Transportation; Keith Martin
Spokane Regional Transportation Council; Glenn Miles
Spokane Transit Authority; Christine Fueston
Boundary Review Board; Susan Winchell
Central Valley School District No. 356
Fire District No. 1 -
Consolidated Irrigation District - ~
~J
FROM: Louis Webster, AICP, Associate Planner ~ 1
RE: Time Estension for issuing a Determination of Completeness for ZE-36-97
Enclosed please find the request for an extension of the time frame for determining
technically complete status for the zone reclassification submitted by David Evans &
Associates in care of John Konen. Our records indicate the application was due to
expire April 17, 1998. Please review the time extension request and forward your
comments to me by March 17, 1995. If you }lave any questions, please contact me at
456-3675.
kc
Enc:losure(s)
c: Bill Lawson/Ted Gunning, 202 E. Trent Avenue, Suite 202, Spokane, WA. 99202
David Evans & Associates, c/o John Konen 110 W. Cataldo, Spokane, WA. 99201
File
1026 Wi;tii fihOAUW:A1 A\'I=NL'I: • tit'c~~:~,.i, ~`,~~}-iltil;'it)~ uu~hll
Pt j()~:r. (;UL~) -1a6 :'i6Ta • FAx: (504) 4564703
TnD: (509) 32-4-3166
_ ~
/
.
,j
DAVID EVANS AND ASSOCIATES,
February 13, 1998 Rlest tto Catntdo
Spokane, lVashtngton 99201
7e1: j09 327 8697
FaY: 509.327•7345
Mr. John Peterson
Spokane County, Dept. of Building and Planning
West 1026 Broadway
Spokane, Washington 99260
Subject: Extension of Revie`v Time
Lawson-Gunning Rezone Request
Shannon Avenue East of Pines Road
Dear John,
I have had the opportunit}, to meet with Bill Lawson and Ted Gunning regarding their rezone application to
UR-22 and B-3 for properties north of Shannon Avenue and east of Pines Road in the Spokane Valley. As
indicated by letter previously, we are still negotiatiilg with Inland Empire Paper Company with regard to a
suitable connection between Shannon Avenue and road systems within the Mirabeau Point project. I am
anticipating that some form of agreement will be completed before the end of February 1998; however, such
agreement may necessitate minor redesign of the submittal package which takes into account the new geometry of
the negotiated road connection. As of this date, Lawson and Gunning have provided Spokane Cotmty with a
traffic study anticipating usc of such a connection, a drainage report, and a fairly detailed site development plan
including application forms, environmental checklist and supplemental documents.
I am waiting for negotiations betNveen the Lawson-Gunning and Inland Empire Paper Company to be completed
' so that the 7one change proposal can proceed to a hearing. Because of tlle delay caused by these negotiations, I
hercin request a formal time eatension of the County review process per directions from Lawson and Gunning.
Sincerely,
DAVID EVANS AND ASSOCIATES, INC.
RECEIVED
John D. Konen SPOKANE COUNTY
~ Development Consultant
FEB 7 3 1998
DIVISiUN OF
cc: Mr. Ted Gunning, Mr. Bill Lawson BUILDING & PLANNING
BY:
LAWS0001 / C../
K1PETERS212.Itr
• , . . P , • , a • , d . • , ,~tirts~k
r SIrIAi.R 04
~
Kimball, Sandy
From: Hemmings, Bill
Sent: Monday, March 09, 1998 11:27 AM
To: Webster, Louis
Cc: Engelhard, Scott; Pederson, John; Harper, Pat; Kimball, Sandy; Franz, Dean
Subject: ZE-36-97 - Bill Lawson - Time Extension Request
3-9-98
I received the above referenced application on March 6, 1998.
I have no objection to a six month time extension.
OW ~
Page 1
/
~
~
PAGE 1 10:10:27 20 JUN 1995
Road# Road Names.......... MPost. Reference Descriptio Road Log Info..........
02961 MANSFIELD AV (START) 00.000 FANCHER RD & UNION ( U 19 PAVED 20
MANSFIELD AV 00.120 DICKEY ST (END) U 19 PAjIED 20
. MANSFIELD AV (END) 00.240 EASTERN RD & MANSFIE U 19 PAVED 20
02962 MANSFIELD AV (START) 00.000 BR.ADLEY RD U 19 LIGHT BITUM. 16
MANSFIELD AV 00.050 DORA ST (END) U 19 GRAVEL 20
00.110 COLEMAN RD U 19 GR.AVEL 20
MANSFIELD AV (END) 00.200 LILY RD U 19 GR.AVEL 20
02964 MANSFIELD AV (START) 00.000 WILBUR RD U 19 LIGHT BITUM. 18
NIANSFIELD AV 00.370 SR 27 (PINES) U 19 PA`IED 40
' 00.430 CHERRY ST (START) U 19 PAVED 40
MANS F I ELD AV ( END ) 00.550 HOUK AV ( END ) U 19 PAVED 40
02963 MANSFIELD AV & CT (S 00.000 WEST END TO BESSIE R U 19 PAVED 36
MANSFIELD AV & CT 00.030 BESSIE RD (END) U 19 PAVED 40
00.150 SARGENT RD U 19 PAVED 40
MAIVSFIELD AV & CT (E 00.260 MARGUERITE RD U 19 PAVED 40
02966 MANSFIELD AV (START) 00.000 EASTERN RD & MANSFIE U 19 GR.AVEL 30
MANSFIELD AV (END) 00.120 DOLLAR RD U 19 GR.AVEL 30
5 Records Processed
PAGE 1 10:05:17 20 JUN 1995
Road# Road Names.......... MPost. Reference Descriptio Road Log Info..........
04448 SHANNON AV (START) 00.000 LOCUST RD U 19 PAVED 40
SHANNON AV 00.120 FARR RD (END) U 19 PAVED 40
00.180 SUNDERLAND RD (END) U 19 PAVED 40
SHANNON AV (END) 00.250 WOODRUFF RD U 19 PAVED 40
04447 SHANNON AV (START) 00.000 ELLA RD U 19 LIGHT BITUM. 20
SHANNON AV (END) 00.090 ELTON RD U 19 LIGHT BITUM. 20
04449 SHANNON AV ( START ) 00.000 HOUK AV ( STAR.T ) R 09 GR.AVEL 18
SHANNON AV (END) 00.400 INDIANA AV
04624 SHANNON AV (START) 00.000 SARGENT RD U 19 PAVED 40
SHANNON AV (END) 00.050 DALE ST (START) U 19 PAVED 40
4 Records Processed
PAGE 1 10:07:18 20 JUN 1995
Road# Road Names.......... MPost. Reference Descriptio Road Log Info..........
01919 HOUK AV (START) 00.000 SHANNON AV (START) U 19 PAVED 40
HOUK AV (END) 00.110 MANSFIELD AV (END) U 19 PAVED 40
01898 HOUK CT (START) 00.000 SOUTH END OF ROAD U 19 PAVED 40
HOUK CT (END) 00.040 26TH AV U 19 PAVED 40
01830 HOUK RD (START) 00.000 VERCLER RD U 19 PAVED 40
HOUK RD 00.080 COLLINS RD (START) U 19 PAVED 40
HOUK RD (END) 00.220 SALTESE AV U 19 PAVED 40
01831 HOUK RD (START) 00.000 14TH AV (END) U 19 PAVED 30
HOUK RD 00.120 12TH AV U 19 GRAVEL 14
HOUK RD (END) 00.370 8TH AV U 19 PAVED 40
01835 HOUK RD (START) 00.000 SPR.AGUE AV U 19 LIGHT BITUM. 18
HOUK RD 00.050 RIVERSIDE AV (END) U 19 LIGHT BITUM. 18
HOUK RD (END) 00.120 MAIN AV U 19 LIGHT BITUM. 18
01879 HOUK RD (START) 00.000 SINTO AV (END) U 19 PAVED 40
HOUK RD 00.060 MAXWELL AV (END) U 19 PAVED 40
HOUK RD (END) 00.120 MISSION AV U 19 PAVED 40
01832 HOUK RD (START) 00.000 8TH AV U 19 PAVED 40
HOUK RD ( END ) 00.090 7TH AV ( START ) U 19 PAVED 40
01833 HOUK RD (START) 00.000 SOUTH END OF ROAD U 19 PAVED 40
HOUCK RD • 00.030 6TH AVE U 19 PAVED 40
HOUK RD (END) 00.120 4TH AV U 19 PAVED 40
01834 HOUK RD (START) 00.040 1ST AV (END) U 19 PAVED 30
HOUK RD (END) 00.080 SPRAGUE AV U 19 PAVED 30
01893 HOUK RD (START) 00.000 MISSION AV U 19 PAVED 35
00.100 NORTH END OF ROAD U 19 PAVED 35
01894 HOUK ST (START) 00.000 25TH AV (START) U 19 PAVED 40
HOUK ST (END) 00.070 24TH AV U 19 PAVED 40
11 Records Processed
July 5 1995; 2:15 p.m.: .
LAWSON/ GUNNING ZONE RECLASSIFICATION
Generally located north of and adjacent to Shannon Avenue approximately
1,100 feet east of Pines Road in Section 10, Township 25N., Range 44
EWM, Spokane County, Washington.
COMPREHENSIVE PLAN: Rural and within Priority Sewer Service Area (PSSA)
EXIST'IlVG/PROPOSED ZONIlVG: Rural Residenrial 10 (RR-10) to
Urban Residentia122 (UR-22)
PROJECT DESCRIP'IZON: Zone reclassification from Rural Residenrial
10 (RR-10) to Urban Residentia122 (UR-22), and a request for sewer
bonus density to develop 888 multiple family residences and those uses
allowed in the UR-22 zone.
PARCEL NUMBER(S): 45103.0205; .0210; .0245; .0206; .0208; .0244
SITE SIZE: Approximately 35.3 acres
APPLICANT(s): Bill Lawson 8i Ted Gunning
P.O. B ox 141701
Spokane, WA 99214
(509) 624-1170
AGENT: John Konen
W 110 Cataldo
Spokane, WA 99201
(509) 327-8697
ASSIGNED PLANNER: Bill Moser
Q
S P O K A lq' E .`x t C O U N T Y
~ 1'LANNING DEPARTMENT WALLIS D. HUBBARD, DIRECTOR
MEMORANDUM RECEIVED
J U K 2 0 1995*
TO.
.
Cat* Eagineeriqg
, y
Jim Red, Spokane County Utilities Department
Steve Holderby, Spokane County Health District
Wyn Birkenthal, Spokane County Parks & Recreation Department
Greg Figg Departrnent of Transportarion
Christine Fueston, Spokane Transit Authority
Susan Winchell, Boundary Review Board
Glen Miles, Spokane Regional Transportation Council
Central Valley School District
Fire Protecrion District No. 1
Consolidated Irrigation District #19
FROM: John W. Pederson, Senior Planner
DATE: June 16, 1995
RE: Zone Reclassification from Rural Residential 10 (RR-10) to
Urban Residential 22 (UR-22) and a request for sewer bonus
density
APPLICATInN AC(',EPTANrE AND DESIGN REVIEW MEETINCz
•lulv St 1995 AT 2:15 P.Mt
COUNTY PLANNINC CnNFERENCE RnOM. 2ND FLOOI&
Please review the above application and use the attached APPLICATION ACCEP'I'ANCE AND
DESIGN REVIEW MEETING FORM for your comments. The Planning Department encourages your presence at this meeting. The sponsor and representative have been
invited to also attend. If you can not attend, please forward your review comments on the
attached form to Bill Moser for the meeting. The attached APPLICATION ACCEPTANCE
AND DESIGN REVIEW FORMS will be given to the sponsor at the meeting and included in
the Planning Department file (so bring f hreg copies to the meeting). Thanks for your
cooperation. If you have any questions about the application, please contact Bill Moser
of the Planning Departinent at 456-2205.
c: Bill Lawson
Ron Hand
Ted Gunning
Attachments: Application Acceptance and Design Review Form, Project Design, Site Plan
WEST 1026 BROADWAY AVENUE • SPOKANE, WaswrNcroN 99260-0240 •(509) 456-2205
. .
,
► •
. '
, SPOKANE COUNTY PLANNING
ZONE RECLA.SSIFICA.TION A,PPLICATION ~
PART I
A. GENERAL INFORMATION:
NAME OF APPLICANT/REPRESENTATIVE: B i]_ 1 L a ws o n a n d--TR(9 C;i
MAILING ADDRESS: P• O. gox 141701
CITY: Spo k a n e STA"I'C: WA ZIP: 99214
PHONE: 3 2 7- 8 b 9 7 (work) (home)
IF APPLICANT IS NOT OWNER, INCLUDE WRITTEN OWNER AUTHQRIZATION
FOR APPLICANT TO SERVE AS REPRESENTATIVE.
aRdDOV heii4bNE: 6 2 4-117 0
LEGALOWNER'S NAME: A& A Construction
MAII.ING ADDRESS: P.O. Box 141701
CIT'Y: Spokane STATE: WA ZLP: 99 214
PROTECT/PROPOSAL SITE AREA (acres or sq. ft) 35.3 acres
A.DJACENT AREA OWNED OR CONTROLLED (acres or sq. ft.) No n e .
45103.0210, 45103.02
ASSESSOR PARCEL #S OF PROJECT/PROPOSAL 4 51 03_ 0205_ 491 01_ 0206, 4 51n~. 0 2 0 8,
ASSESSOR PARCEL #'S OF ADJACENT AREA OWNED OR CONTROLLED None
STREET ADDRESS OF PROPOS AL Not aq-,i cr nfa r~
EXISTIIVG ZONE CLASSIFICATION(S) (DATE ESTABLiSHED) R R-10 . 1942
EXISTITIGUSEOFPROPERTY Vacant except for 3 sinale familv dwellings
PROPOSEDZONING UR-22 plus sewer bonus
COMPREHENSIVE PLAN CA'IEGORY Rural
SCHOOL DISTRICT Centra.l Va.llev
FIRE DISTRICT E` D # 1
WATERPURVEYOR Consolidated Irriaation Dist_rict ##19
PROPOSED USE OF PROPERT'Y: •
Single family dwellings Duplexes Multifamily dwellings
Manufactured homes ( ) Business ( ) Indus[rial ( ) Mixed Use ( )
Other ( ) - Describe: LIST PREVIOUS PLANNING DEPARTMENT ACTIONS INVOLVING THIS PROPERTY:
Zone established 04-14-42 ~
B . LEGAL/ZONE RECLA,SSIF INFORMA,TI01~;,
LOCATION OF PROPOSAL: Norths ide of Shannon Avenue & ajanrox i ma tP 1 y 1/ 4 mi lE
East of Pines Road
SECTION 10 TOWNSHIP 24 RANGE 45
NAME OF PUBLIC ROAD(S) PROVIDING ACCESS: Shannon Avenue
WIDTH OF PROPERTY FRONTING ON PUBLIC ROAD: Approx ima t e lv 14 8 0'
1
ZO .E RECLASSIFICA7TON APPLICA'IION Page 2 of 4
DOES THE PROPOSAL HAVE ACCESS TO AN ARTERI/lL OR PLANNED ARTERIAL YES ~t ) NO
NAME(S) OF ARTERIAL ROADS a
LEGAL DESCRIPTION OF PROPERTY FOR EACH ZONE RECLASSIFICATION PROPOSED.
Lots 4, 5, 6, 7, 8, 9, and 10 of assessor' s.plat No-6__aG rE'rnrriorl in
BOO}C "P" Of Plats qage 14. SpOka11P- C:Qilnt_y _ Wachi nntnn hpi nrr a
portion of the Southwest oIIqliarfipr_ Spr-tiN1 T..nWn.shiP -)5-North,
Ranae 44 East Willamette MeriAj-dn. ,
EXISTDVG ZONE(S) R R-10 , 1'O PROPOSED ZONE(S) u.,R -99 ril u s s e we x
OR THE FOLLOWING DESCRIBED bonus
F
PROPERTY. (ATTACH LEGAL. DESCRIPTION STAMPED IIY LAND SURVEYOR OR PROYIDE
BELOW. _ See At-tached IF YOU DO NOT HOLD TTTLE TO THE PROPERTY, WIIAT IS YOUR IIVTEREST IN IT? _
P O X' tiQDof the zor1 E' ch angt- Cy._.flues1- a r p nw.p pd b.y t h e app1-i r a n t S
and others. Portions are held in option.
WHAT ARE THE CHANGED CONDITIONS OF THE AREA VVHICH YOU FEEL MAKE TIIIS
PROPOSALWARRAMED? An increase of comme_rc-ial_. off;c-p &-ap3rfimerlts
along Pines Road, the extension of sewer service to serve
.
WHAT IMPACT WII,L TI-iE PROPOSED ZONE RECLASSIFICATION HAVE ON THE ADJACENT
PROPERTIES? Propert ies to the Wes t are, zone UR- 2 2, #;he Jn i on Pac ~ f ic
Railroad, the future P.rice Mall and R. A. Hanson properties lie
s o u t h e Ttr,= qacant a7fd-t oM e n o r t h
will be huffered bv perimeter landscapina. The reclassific-ation
• will evaluate traffic options required to serve the area.
WHAT FACTORS SUPPORT THE ZONE RECLASSIFICATION? Sewer has been e.x tended to
the area making the intensive residential use of this proposaj
s sure.
The area alonq Pines Road-is.filling in with cammercial office. and
apartment uses. WHAT MEASURFS DO YOU PROPOSE TO MITIGATE YOUR PROPOSAL'S IMPACT ON
SURROUNDING LAND USE? Landsc:ape h>>ffe~r-q will ho i nsta 1 1f-d a~ r~E.j;Llired.
The apartment structures will be limited to 3 stories. Potential
i and-pacif"ic
Enqineerinq. Phasina of the oronosal_ wi1 1 1;mi fi im,nart- hy, Rt-retching
huilding out over several years.
_ ZIONF RECLASSIFICATivN APPLICA170N Page 3 of 4
. - ~ PA RT II
. THIS SECTION OF THE APPLICATTON WILL PROVIDE THE PLANNING DEPARTMENT STAFF WITH
WRITTEN VERLFICATION THAT TfiE APPLICANT HAS HAD PRELtMINARY CONSULTATTON WITH THE
AGENCIES IDEN1'IFIED. RESULTS OF THE PRELIMINARY CONSULTATTON SHALL BE INCORPORATED
IN THE PROPOSAL BEFORE FINAL SUBMITTAL TO THE PLANNTNG DEPARTMENT.
FIRE MARSHALL/FIRE DISTRICT
A. THIS PROPOSAL IS WITHIN FIRE PROTECTION DISTFtICT NO.
B. ADEQUATE A.RRANGEMENTS (HAVE) AVE-N0 BEEN MADE TO MEET OUR NEEDS
IN PROVIDWG FOR AN ADEQUATE WATER FACILI"ITES FOR FIRE
PROTECTION PURPOSES.
C. RECOMMENDED FIRE FLOW: OR UNABLE TO CALCULATE NOW
BECAUSE USE IS NOT DEFIMTIVE; A.ND WILL BE DETERMINED AT BUILDING PERMIT
APPLICATION TIME.
D . REQUIREMENTS INCLUDE:
~Ac.c~ , . 7-
FIRE DISTRICT GNATURE/I'ITLE DATE
WATER PURVEYOR
A. SATISFACTORY AR.RANGEMENTS FOR.W TIC WATER AND FIItE FLOW
REQUIREMENTS (HAVE) AVE NO ) BEEN MADE.
r /
B. REQUIREMENTS/COMMENTS: Nzxv ~loso~:t) cu.l, A-
f3t~~ ~orx-
. .~-D•~%~ il~~ _ - .
WATER DISTRICT SIGI~A E ~ DATE
COUNTY ENGINEER
A PRELIMINARY DISCUSSION HAS TAKEN PLACE AND GENERAL REQUIREMENTS FOR ROADS
AND DRAINAGE HAVE BEEN DISCUSSED WITH THE APPLICANT.
A. COMMENTS: ~ ~e~s- ~
CJ
. SIGNA EMTLE DATE
COUNTY UTILITIES
.
A PRELIMINARY DISCUSSION HAS TAKEN PLACE AND GENERAL REQUIREIv1ENTS FOR
SUBMITTAL OF THIS PROPOSAL (HAVE), (HAVE NOT) BEEN SATISFIED. THE DESIGNATED
WATER PURVEYOR FOR THIS SITE IS Cn,..s~ I•~p~I-~
A. COMMENTS: c s~N►~~ e-o . S~c-
~.A zu
S IGNATURE/TI?LE DATE
HEALTH DISTRICT
A PRELIMINARY DISCUSSION HAS TAKEN PL'AEE AND GENERAL REQUIREMENTS FOR
SUBMITTAL OF THIS PROPOSAL (HAVE) (HAVE NOT) BEEN SATISFIED.
A. COMMENTS:
S IGNATURE/1'ITLE DATE .
SEWER PURVEYOR
A PRELIMINARY DISCUSSION HAS TAKEN PLACE AND GENERAL REQUTREMENTS FOR THE
PROVISION UF PUBLIC SEWER A.RE UNDERSTOOD BY THE APPLICANT.
A. COMMENTS:
SIGNATURE/I'ITLE 15ATE
u .
. ~ ,
,2:ONE :ZECLASSIFICATION APPLICATION Page 4 of 4
`PA,RT III
SURVEYOR VERIFTCATION
~
I, THE UNDERSIGNED, A LICENSED LAND S E OR, HAVE COMPLETED 'I'KE INFORMATION
REQUESTED FOR THE ZONING MAP AND LEGAL DESCRIPTION.
I ~
SIGNED• DATE: Z u^JE,
ADD S: 'V•,. CST , ~ C 't'gwc3 PHONE: ~
~ 4*-~ • ZIP: Z O 1
PART ZV
(SIGNATURE OF PROPERTY OWNERS OR LETTER OF AU1HORLZATION)
I, THE UNDERSIGNED, SWEA.R OR AFFIRM UNDER PENALTY OF PERNRY THAT THF, ABOVE
RESPONSES ARE MADE TRUTHFULLY AND TO THF. BEST OF MY KNOWLEDGE. '
I FURTHER SWEAR OR AFFIRM THAT I AM THE OWNER OF RECORD OF THE AREA PROPOSED
FOR THE PREVIOUSLY IDENTIFIED LE1ND USE ACTION, OR, IF NOT THE OWNER, ATTACHED
HEREWITH IS WRIT'IEN PERMISSION FROM THE OWNER AUI'HORIZING MY ACTIONS ON HIS/HER
BEHALF.
NAME: mentDATE: 6 - 7- 9S
ADDRESS: ~ ?p.,? ? PHONE: 6 9 4 -1 1 7 0
i n ZIP: 9 9 ?fl 2
G~~G~ 6-7-95
SIGIIAT~JRE PLICANT OR REPRESENTATIVE DATE
STATE OF WASHIIVGTON )
) ss: .
COUNTY OF SPOKANE )
SIGNED AND SWORN OR AFFIRMED BEFORE ME ON THIS 7th DAY OF June
1 A 9 5 bM~ BY __Bi 11 Lawson
~
NOTA~RY Sr.,AL
'
- Notary Public in and for the State of Washington
, - Residing at: ~ -Spokane
My appointment expires: 11_ 1n_ ca R
PART V
(TO BE COMPLETED BY THE PLANNING DEPARTMENT)
DATE SUBMITTED: FILE ,
DATE ACCEP'I'ED: BY:
TOTAL FEES: RECEIPT
- ~ PERMIT CENTER PASSPORT
-
Date: Number:
Name Phone
Address .
Comments:
L 4 ~Cr /v 3 • Uo~- ~
CUSTOMER ROUTING • GOla G
• QCP g
. .
- -
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- ~..~~epartmen t:.:..-: . . . 1.. : . Pl; 1l. - . G ,r.:rrDepartment :
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.
:BUI~p; NNI- N
G~D:
T~ Addressing i Admin. Exception i Approach Permit
i Building Perrnit i Arterial Rd P1an Info , F7ood P1ain Permit
, Code Information = Binding Site P1an Info = Public/Private Roads
~ Commercial Review s Cert of F.xemption ~ Res. Bldg PeRnit Rev.
Conference ~ Comprehensive Plan = Site Drainage Info ~ -
: Energy Code Info = Cond. Use Permit : Subdivision Review
~ Fire Safety Review Nonoonforming Use i Utility Permit
= Manufactured Home , Pennit Review Rzone Change Review
Mechanical Permits Shorelines Info
Other Permits Short Pfat Info NO FF.E REQUIRED
-teviewe Twe out
~ Plumbing Permits ~ Subdivision Info 1 PC -
/
~~:=D
: Private Road Info : Terop. Use Permit UTTUTIES. .ipa
~ Residential Review i Variance Appl. ~ APA Payment
Sewer Permits Zone Check Cert. of Exemption
Zone Info ~ Subdivision Review
DLID/Sewer Info ~ ~ ~ ~
~
~
-\40ne Change Review
F ~ NO FEE REQUIRED NO FEE REQUIRED
Reviewer Time out Reviewer Tune out Reviewer Time out
I I I I
MAS'IMPASSPORI.CIR ?JIN4~
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PERMIT CENTER FEE S...iEDULE
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P07 ( =!a I Conditionsl Use Permits ~ Dependent Relative
POa ~ 1 =340 1 ~ Private Doa Kennel DSPARTAlE1VT COJIl11[B1VTS
PO! ~ I s62S I I All Ot6en a or < 10 Ac.
P10 =165 ~ Ea. Add'L 10 Aa rl_ANNIIVf3
Pii $33 Coaditional Use Permits - Reaewsl ~ Dependent Relative
P12 ~ I !541 ~ All Ot6ers
P13 ~ I !7S I Enviroomental Checrlist
P14 ~ I =6SIHome Profeuion Permit
P32 =215 ~Interpretatioa: ( WritteolAdminestrative
PiS !fS I Noacoaforminx Ststu: ~ Larxe/Smsli Animal: '
P16 t380 ~ ~All Others = or < 10 Ac.
P17 ~ ( =al l ~ F.a. Add'L 10 Ac.
P1E ~ 1 =33IPre-Coa(eronco Fee ~ Admin. F.uception
P1f ~ 1 =33I ~ Conditional Use
P20 ~ 1 $331 ~ Nonconformint Status
P21 ~ I f33 1 ~ Temporary Use Permit
P22 I I s33I ~ Variance
P24 I ( f24SlTemporary Use Permit ~
P25 ~ ( t870 I Vsriaoce - After Coostructioo ~ SO - $100.000
P26 I I S1.3001 I over s 100.000
P27 I I =S45I Variance - Before ConstrucUon ~
PZE ~ I =32S1 Zofle Review ~ Mininx
PZ! ( I =325I ~ Iodustriat
P30 ~ 1 =270 1 ~ Businexs
P31 ~ IS215 + ~ Multi-tamilv +
Each Aputment Unit
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E24 f75 ~EnvironmentalC6eclclist ~
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E11 s200 ~Preliminary Plats ~ Loag
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a
SPOKANE COUNTY PLANNING
ZONE RECLASSIFICA.TION A,PPLICA.'I'ION ~
PART I
A. CE.NERAL. INFORMATInN:
NAME OF APPLICANT/REPRESENTATI VE: B i 11 L a ws o n a no Tei rz, un n;-n-g
MAILING ADDRESS: P. O. Box 141701
CITY: Spo k a n e STATE: WA ZIP: 99214
PHOIVE: 3 2 7- 8 6 9 7 (work) (home)
IF APPLICANT IS NOT OWNER, INCLUDE WRITTEN OWNER AUTHORIZATION
FOR APPLYCANT TO SERVE AS REPRESENTATIVE.
LEGALOWNER'S NAME: A& A ConstructionaRdDOvhi%NE: 624-1170
MAII.ING ADDRESS: P.O. Box 141701
CITy; Spokane STATE: WA ZIP: 99 214
PROJECT/PROPOSAL SITE AREA (acres or sq. ft) 35.3 a c re s
ADJACENT AREA OWNED OR CONTROLLED (acres or sq. ft.) None ,
45103.0210, 45103.02•
ASSESSOR PARCEL #S OF PROJECT/PROFOSAL 4 510 n9 n_5_- 4 5 10 3 _ n2 0 6 0 a s i n3. 0 2 0 8,
ASSESSOR PARCEL #'S OF ADJACENT AREA OWNED OR CONTROLLED None
STREET ADDRESS OF PROPOS AL _Nr,, t a-g-gi n n iprl
EXISTIIVG ZONE CLASSIFICATION(S) (DATE ESTABLTSHED) R R-10 " 1 9 4
EXISTIlNG USE OF PROPERTY Vacant except for 3 sinqle familv dwellings
PROPOSEDZONING UF-22 plus sewer bonus
COMPREHENSIVE PLAN CATEGORY Rura 1
SCHOOL DISTRICT Central Vallev
FIRE DISTRICT F' D# 1
WATERPURVEYOR Consolidated Irriaation District #19 PROPOSED USE OF PROPERTY: •
Single family dwellings Duplexes Multifamily dwellings
Manufactured homes ( ) Business ( ) Industrial ( ) Mixed Use ( )
Other ( ) - Describe: '
LIST PREVIOUS PLANNING DEPARTMENT ACTIONS INVOLVING THIS PROPERTY:
Zone established 04-14-42""
B . LEGAL/ZONE RECLASSZFICATION INFORMATInN;
LOCATION OF PROPOSAL: Norths ide of Shannon Avenue & apnrnx i ma tfa1 v 1/ 4 mile
East of Pines Road
SECTION 10 TOWNSHIP ~ RANGE 40# -
.
NAME OF PUBLIC ROAD(S) PROVIDING ACCESS: Shannon Averm2
WIDTH OF PROPERTY FRONTING ON PUBLIC ROAD: Anbrox ima t e lv 14 8 0'
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~
• ' %ONE RECLASSIFICAZ 1 APPLICATION • Page 2 vf 4
DOES THE PROPOSAL HAVE ACCESS TO AN ARTERIAL OR PLANNED ARTER[AI. YES NO
NAME(S) OF ARTERIAL ROADS }
LEGAL DESCRIPTION OF PROPERTY FOR LACH ZONE RECLASSIFICATION PROPOSED.
Lots 4, 5, 6, 7, 8, 9, and 10 of assessor's plat No F as rp-r_nrripr3 ln
800k "P" Of Plats QdQf' 14 Spokanp C:QI~V _Wachi nni-nn hei nT_&
portion of the Soil hw _st nn q~a~rt-e-r _qPr-t-; on 1 n. North,
Panqe 44 East Willamette Meridi-an_ .
EXISTING ZONE(S) R R-10 ?'O PROPOSED ZONE(S) ug - p.1, u s s ew e]
FOR THE FOLLOWING DESCRIBED bonus
PROPERTY. (ATTACH LEGAL DESCRtPTION STAMPED IIY LAND SURVEYOR OR PROVIDE
BELOW. _ Sgg Attach±O IF YOU DO NOT HOLD TITLE TO THE PROPERTY, WHAT IS YOUR INTEREST IN IT? _
Por1-1 c7 Tl s O f t rl e Zo Il t- chr3n4r' 1" e.-a11 e q t- a rg- n w n e ri bv f- h ta a n p 1 i r a n t- S
and others. Portions are held in option.
WHAT ARE THE CHANGED CONDITIONS OF THE AREA M31CH YOU FEEL MAKE TIIIS
PROPOSAL WARRAN'IED? An increase of commerc-;al, of f i c-p &-aja-arfimpntS
along Pines Road, the extension of sewer service to serve
t-he~ a.ea a _ 4_i.. ,
.
WHAT IMPACT WII.L THE PROPOSED ZONE RECLASSIFICATION HAVE ON THE ADJACENT
PROPER'I'IES? Propert ies to the Wes t are( zone UR- 2 2, tbp [Tn i on_ E!a _ i f ic
Railroad, the future P_rice Mall and R. A. Hanson properties lie
southe ~ht d7i e n o t th
will be huffered bv perimeter landscanino. Th - r_classit.i _at- ' ~n
• will evaluate traffic options required to serve the area.
WHAT FACTORS SUPPORT THE ZONE RECLASSIFICATIONI Sewer has btlen e3itended to
the area making the intensive residential use of this proposal
v+ai7in--, sure.
The area alonq Pines Road•is.fillinq in with commercial affic~ and
apartment uses. WHAT MEASURES DO YOU PROPOSE TO MITIGATE YOUR PROPOSAL'S IMPACT ON
SURROUNDING LAND USE? Landscaj2e htjffP-rS w'111 hp installecl as rpniiired.
The apartment structures will be limited to 3 stories. Potential
z, acific
Enqineerinq. Phasinq of the oror)os,~il wi>> >;m; fi;mnar.t by stretchinq
building out over several years.
. .
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. 7()NE RECLASSIFICAT'IC IPPLICA1I0N , Page 3 of 4
PART IX
. THIS SECTION OF THE APPLICATION WILL PROVIDE THE PLANNING DEPARTMENT STAFF WITH
WRITIEN VERIFICATION THAT THE APPLICANT HAS HAD PRELIMINARY CONSULTATION WITH THE
AGENCIES IDEN"I'IFIED. RESULTS OF THE PRELIMINARY CONSULTATION SHALL BE INCOR.PORATED
IN THE PROPOSAL BEFORE FINAI, SUBMITTAL TO THE PLANNTNG DEPARTMENT.
FIRE MARSHALL/FIRE DISTRICT
A. THIS PROPOSAL IS WITHIN FIRE PROTECTION DISTI2ICT NO.
B. ADEQUATE ARRANGEMENTS (HAVE) AVE~ BEEN MADE TO NiEET OUR NEEDS
IN PROVIDTNG FOR AN ADEQUATE WATE ~ FACILI"TIES FOR FIRE
PROTEC7ION PURPOSES.
C. RECOMNiENDED FIRE FLOW: OR UNABLE TO CALCULATE NOW
BECAUSE USE IS NOT DEFINITIVE; AND WILL BE DETERMINED AT BUILDING PERMIT
A.PPLICATION TIME.
D . REQUIREMENTS INCLUDE:
~ J.&«,~ i
-
FIRE DISTRICT ` GNANREffITLE DATE
WATLR PURVEYOR
A. SATISFACTORY ARRANGEMENTS FO S~TIC.WATER AND FIRE FLOW
REQUIREMENTS (HAVE) AVF NO ) BEEN MADE.
. ,
B. REQUIREMENTS/COMMENTS:
f3A*?D
. ~ ~ .~P~ - Q•~ ~ ~ is~u~ .
WATER DISTRICT SIGN"A E X DATE
COUNTY ENGINEER
A PRELIMINARY DISCUSSION HAS TAKEN PLACE AND GENERAL REQUIREMENTS FOR ROADS
AND DRAINAGE HAVE BEEN DISCUSSED WITH THE APPLICANT.
A. COMMENTS: _ ~ c~~-°-•✓~
S IGNA E~I'ITLE DATE .
COUNTY UTILITIES
. ,
A PRELIMINA.RY DISCUSSION HAS TAKEN PLACE AND GENERAL REQUTREMENTS FOR
SUBMITTAL OF THIS PROPOSAL (HAVE) I (HAVE NOT) BEEN SATISFIED. THE DESIGNATED
WATER PURVEYOR FOR THIS SITE IS
/Coa~
A. C•MMENTS: A.oc s-rJ,c.-c
~ '~s . , .
~
~ SIGNAZURE/TI"T'LE DATE .
HEALTH DISTRICT
A PRELIMINARY DISCUSSION HAS TAKEN PLAEE RAI. REQUIREMENTS FOR
SUBMITTAL OF THIS PROPOSAL (HAVE) ~VE NOT BEEN SATISFIED.
A. COMMENTS: 4DA SIGNATUR~I'ITLE ,
SEWER PURVEYOR
A PRELIMINARY DISCUSSION HAS TAKEN PLACE AND GENERAL REQUIREMENTS FOR THE
PROVISION OF PUBLIC SEWER A.RE UNDERSTOOD BY THE APPLICANT.
A. COMMENTS:
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SIGNATURE/TITLE bATE _
-,rr•. •
ZONE :ZECLASSIFICATIG. SPLICATTON ' Page 4 of 4
PART III
SURVEYOR VERIFTCATION
. ~
I, THE UNDERSIGNED, A LICENSED LAND S E OR, HAVE COMPLETED THE INFORMATION
REQUESTED FOR THE ZONING MAP AND LEGAL DESCRIPTION.
.
,
SIGNED• DATE: 2 U"E 9 S
v A.DD S: '4•.. ~5'~ Cig L-vva PHOIVE: ~Z 7 '~G 2-7-
P 14~r , . zIP: 99ZO1
/
PART IV
(SIGNATURE OF PROPERTY OWNERS OR LETT'ER OF AUTHORIZATTON)
I, THE UNDERSIGNED, SWEAR OR AFFIIZM UNDER PENALTY OF PERJURY THAT THE ABOVE
RESPONSES ARE MADE TRUTHFULLY AND TO THE BEST OF MY KNOWLEDGE. '
I FURTHER SWEAR OR AFFIRM THAT I AM THE OWNER OF RECORD OF THE AREA PROPOSED
FOR THE PREVIOUSLY IDENTIFIED LAND USE ACTION, OR, IF NOT THE OWNER, ATTACHED
HEREWITH IS WRITTEN PERMISSION FROM THE OWNER AUTHORIZING MY ACTIONS ON HIS/HER
BEHALF.
NAME: Trei3t mentDATE: 6 =7 - cL5 ADDRESS: -.p 90.2 ? PHONE: 6?4-1170
S ZIP: 99.2p 9
~ ~L~6-7-95
SIGI'IA PLICANT OR REPRESENTATIVE DATE
STATE OF WASHIlVGTON )
. ) ss: .
COUNTY OF SPOK:ANE )
SIGNED AND SWORN OR AFFIRMED BEFORE ME ON THIS 7th DAY OF June
1 9 9 5 ,bPSt4;BY _ai11 Lawson
~
NO . ARY Sr.,AL
/
Notary Public in and for the State of Washington
Residing at: ~ -Spokane
My appointment expires: 7 1_ 1 n_ q t~
PART V
(TO BE COMPLETED BY THE PLANNING DEPARTMENT)
DATE SUBMITIED: FILE
DATE ACCEPTED: BY: ,
TOTAL FEES: RECEIPT ,
't
. ~ _
, • ^ F
24NE :ZECLASSIFICATT(- APPLIC/1TION Page 4 of 4
PART III ~
SURVLYOR VFRIFtCKr[oN
~
I, THE UNDERSIGNED, A LICENSED LAND S El R. HAVE COMPLLTL-D'TRE TNFORMAT70N
REQUESTED FOP, 'IHE ZONNG MAP AND .T LEGAL DESCRIPTION.
,
1 .
S IGNED• J' DATE:
V.J EST c i'g ~c~
A.DD S: PHONE: f-
~
~q k.~.-~ ~ , . Z~: ~ Zo 1
~.J /
PART IV
(SIGNATURE OF PROPERTY OWNERS OR LE7TER OF AUT'HORIZATION)
I, THE UNDERSIGNED, SWEAR OR AFFIRM UNDER PENALTY OF PERJURY THAT THE ABOVE
RESPONSES ARE MADE TRUTHF[JLLY AND TO THE BEST OF MY KNOtiVLEDGE. ' I FURTHER SWEAR OR AFFZRM THAT I AM THE OWNER OF RECORD OF THE AREA PROPOSED
FOR THE PREVIOUSLY IDENTIFIED LAND USE ACTION, OR, IF NOT THE OWNER, ATTACHED
HEREWITH IS WRITTEN PERMISSION FROM Tf-E OWNER AUTHORIZING MY ACTIONS ON H1S/HER
BEHALF.
rrAME: T_r- n Cs u N k) 1 V DATE: L, -1
ADDRESS: PTIONE: 9a~7 ' 7 C1 S D
fv F,,1.1)4_ q9 01& zLp: ~ 9 D /Cv .
~ .
SIGNATUR ~APPLICANT OR REP SENTATIVE DATE
.
STATE OF WASHINGTON )
, ) ss: .
COUNTY OF SPOKANE )
. ~ .
SIGNED AND SWORN OR AFFIRMED BEFORE ME ON THIS k~ - DAY OF
, 1994, BY Cb U A) k) / ~ lh
V
,
. )8A4Jt0
4- ~
NOTARY SEAL
5;15
Notary Public in and for e State of Washington
Residing at:
My appointment expires: g ^ ~ "~I ^ 9 ~D
PART V
(TO BE COMPLETED BY THE PLANNING DEPARTMENT)
DATE SUBMITCED: F1LE
DATE ACCEPTFD: BY:
TOTAL FEES: IZECEIPT ff: