HomeMy WebLinkAboutAgenda Packet - 2014-08-04 (03)CITY OF LAKE OSWEGO
PLANNING DIVISION
PROPERTY OWNER/APPLICANT: FILE NO:
Goodall Knaus, LLC
TAX LOT REFERENCE:
LU 14-0031
STAFF:
Tax Lots 500, 502 and 503 of Debra Andreades
Tax Map 21E 04 BA
LOCATION:
12800 Goodall Road
COMP. PLAN DESCRIPTION:
R-7.5
ZONING DESIGNATION:
R-7.5
NEIGHBORHOOD ASSOCIATION:
Forest Highlands
I. APPLICANT'S REQUEST
DATE OF REPORT:
June 6, 2014
120 -DAY DECISION DATE:
September 24, 2014
HEARING DATE:
June 16, 2014
The applicant is requesting approval of a Master Plan' to accommodate serial partitions for a 16 -lot
single family residential development. The applicant is also requesting approval to remove 27 trees
to accommodate infrastructure construction under the Master Plan.
Approval of LU 14-0031, with conditions. The complete listing of recommended conditions is
provided on pages 19-26 of this report.
1 A Master Plan for serial partitions was authorized for the site by a Development Agreement approved on May 6,
2014, by the City Council (Ord., 2642; LU 14-0021), and effective May 7, 2014, pursuant to ORS 94.504 — 94.528. The
16- lot Master Plan was included as Exhibit B of the Development Agreement.
LU 14-0031
Page 1 of 27
IV
APPLICABLE REGULATIONS
A. City of Lake Oswego Community Development Code (Chapter LOC 50):
LOC 50.04.001.1
LOC 50.04.002.5
LOC 50.06.001.2-50.06.001.3
LOC 50.06.002
LOC 50.06.003.1
LOC 50.06.003.2
LOC 50.06.003.4
LOC 50.06.004.1
LOC 50.06.005
LOC 50.06.004.3
LOC 50.06.006.2
LOC 50.06.006.3
LOC 50.06.007.1
LOC 50.06.008.1-6
LOC 50.07.003.3
LOC 50.07.003.4
LOC 50.07.003.5
LOC 50.07.003.7
LOC 50.07.003.14
LOC 50.09.002.5
Dimensional Table for Residential Zones
Special Street Setback
Structure Design -Residential Zones
Parking
Access
On -Site Circulation - Driveways and Fire Access Roads
Local Street Connectivity
Landscaping, Screening and Buffering
Park and Open Space
Lighting Standard
Hillside Protection
Drainage Standards
Solar Access
Utility Standard
Public Notice/Opportunity for Public Comment
Hearings
Conditions on Development
Appeals
Minor Development Decision
Compliance with Approved Permit
B. City of Lake Oswego Streets and Sidewalks Code [LOC Chapter 421:
LOC 42.08.400-42.08.470 Streets and Sidewalks
LOC 42.03.130 Vision Clearance at Intersections
C. City of Lake Oswego Tree Code (LOC Chapter 55):
LOC 55.02.010 - 55.02.080 Tree Removal
LOC 55.02.084 Mitigation Requirements
LOC 55.08.020 Tree Protection Plan Required
LOC 55.08.030 Tree Protection Measures Required
D. Ordinance No 2642 and the approved Development Agreement - LU 14-0021 (Exhibit F-7 of this
report
E. City Charter, Section 40
FINDINGS
Background/Existing Conditions:
1. The site is approximately 7.35 acres in size (Exhibit E-1) and contains an existing structure
that will be remodeled and situated on the proposed Lot 9 upon completion of the serial
partitions (Exhibit F-2). There are mature evergreen trees along the perimeter of the site
and a cluster of mature deciduous trees adjacent to the existing house on the north portion
of the site.
LU 14-0031
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The site slopes down towards the south at between 12-20% and is located at the northeast
corner of Knaus Road and Goodall Road, both of which are classifed as neighborhood
collectors (Exhibit E-2).
3. The site is zoned R-7.5, as are the properties to the south across Knaus Road and the
southwest across Goodall Road (Exhibit E-2). Properties to the east and west are part of
unincorporated Clackamas County. Properties to the north are in the City of Portland
and/or Multnomah County. All surrounding properties are developed with single family
homes.
4. A minor partition request by the applicant to divide the site into three parcels, consistent
with the stated first phase of the proposed Master Plan, was approved in 2013 (LU 13-0044).
V. REVIEW AND APPROVAL PROCEDURES
A. Neighborhood Meeting
The applicant held a neighborhood meeting with the Forest Highlands Neighborhood on
March 26, 2014. The minutes of the meeting are included in this report as Exhibit F-8.
B. Public Notice to Surrounding Area
The City has provided adequate public notice and opportunity to comment on this
application pursuant to LOC 50.07.003. No comments were received prior to the
publication of this report.
C. Burden of Proof
Per LOC 50.07.003.1.b, the applicant for a development permit shall bear the burden of
proof that the application complies with all applicable review criteria or can be made to
comply with applicable criteria by imposition of conditions of approval. The applicant has
provided sufficient evidence to enable staff to evaluate the proposal. These documents are
listed as exhibits at the end this report.
VI MINOR DEVELOPMENT
A. Classification of Application
Section 5.2 of the Development Agreement (Exhibit F-7) states that the Master Plan
shall be reviewed as a minor development. This process is consistent with review of
partitions and subdivisions. See LOC 50.07.003.14.a.ii(9).
B. Criteria for Review of Application
Per LOC 50.07.003.14.d.ii, for any minor development application to be approved, it shall first
be established that the proposal complies with:
LU 14-0031
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1. The requirements of the zone in which it is located;
R-7.5 Dimensional Standards [LOC 50.04.001.11
The site is zoned R-7.5. Per Section 5.2 of the Development Agreement (Agreement), the
Master Plan must be found to be in compliance with the applicable Lake Oswego Code
provisions and requirements of the R-7.5 zone as they existed on May 7, 2014, the effective
date of the Agreement. Upon approval, these site development limitations will be locked in
and regulate future development in the project.
Maximum Density
This section is superseded by Section 2.2 of the Agreement (Exhibit F-7), which states that
the maximum density is 16 lots, and the development's density must be consistent with
Exhibit B of the Agreement. As Exhibit E-4 illustrates, the applicant is proposing 16 lots,
consistent with Exhibit B of the Agreement.
Minimum Density
This proposal is not subject to minimum density because the Master Plan authorizes a series
of partitions, and partitions are not subject to minimum density requirements of LOC
50.04.001. The Agreement authorizes development of the site at a maximum of 16 lots
developed in a series of minor partitions over a period of two years.
Lot Size, Lot Dimensions
Section 2.2 of the Agreement states that the development density must be consistent with
Exhibit B of the Development Agreement. Section 5.2 of the Agreement states that the
standards and criteria of the Code, as it existed on May 7, 2014; are applicable. The
minimum lot size requirement in the R-7.5 zone is 7,500 square feet, and the minimum lot
dimensional requirements are 50 feet for lot width at building line. As indicated on Exhibit
E-4, all of the propose lots are well above the minimum lot width requirement, as well as
the lot sizes which range from 11,340 square feet on Lot 11 to 26,729 square feet on Lot 9
where the existing house will remain and be remodeled. The lot sizes and dimensions
proposed are consistent with Exhibit B of the Agreement. This standard is met.
Setbacks Height Limits Lot Coverage, Floor Area
Per Section 2.3 of the Agreement, for any future development on individual lots, setbacks
will be those required in the R-7.5 zone that were in effect on May 7, 2014. The required
setbacks in the R-7.5 zone are as follows:
Front Yard:
25 feet
Rear Yard:
30 feet
Side Yard:
5 -foot minimum with a total combined width of 15 feet
Staff notes that the lot lines on Lots 15 and 16 that abut Knaus Road are considered the
front lot lines, and hence the front yards abut Knaus Road, no matter how the future
dwelling may be oriented.. Because both lots have frontage on the future internal street as
well, they are "through lots" and thus there is no "rear" yard, LOC 50.10.003.2 "Lot Line,
Rear" Definition. As illustrated on Exhibits E-4, all setbacks of the zone can be met.
LU 14-0031
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The height limit required by the underlying R-7.5 zone is 28 feet on flat lots, 32 feet on lots
with sloping topography, and 35 feet on sloped lots measured to the ridge of the roof. Staff
notes that height is measured from existing grade and if there are cuts, height is measured
from the cut grade; if there are fills, height is measured from the original natural grade per
LOC 50.10.003 - Height of Building. The applicant has submitted a preliminary grading plan
(Exhibit E-7) showing partial grading on the portion of the site where the new street will be
located. Compliance with building height on individual lots will be assured during building
permit review.
For future development on individual lots, the lot coverage limitation will be the maximum
allowed in the R-7.5 zone that was in effect on May 7, 2014. Lot coverage for the R-7.5 zone
is between 25 and 35% depending on the height of the structure. Compliance will be
assured during building permit review.
For future development on individual lots, the floor area (FA) limitations will be the
maximum allowed in the R-7.5 zone that was in effect on May 7, 2014. FA is dependent on
lot size. Compliance will be assured during building permit review. 2
R-7.5 Structure Design Standards FLOC 50.06.001.2)
These standards as they existed on May 7, 2014, including Garage Appearance and Location
standards, are applicable to future structures on individual lots. Compliance with these
standards will be assured during the building permit approval process. These standards are
also applicable to the existing dwelling that will remain on Lot 9 because the Master Plan
establishes a new lot upon which the house is to be sited, with new lot lines from which the
standards are measured. Compliance with these standards will be assured at the time of
issuance of building permits for each lot.
Special Street Setbacks [LOC 50.04.002.5]
The special street setback is to assure an adequate front yard setback is available in the
event of possible future street improvements, such as additional lanes, pedestrian and
bicycle facilities, transit facilities, drainage management improvements, lighting, and street
landscaping. All yards are measured from the special street setback line. Per Section 5.2 of
the Agreement, future development on the proposed lots must meet standards and criteria
of the Code on the effective date of the agreement. Knaus Road has a special street setback
of 30 feet measured from the center line of the road (as established pursuant to LOC
42.03.135).
Prior to the first partition of the site (LU 13-0044), the existing right -of way was 40 feet;
therefore, a 10 -foot special street setback applied to the Lots along Knaus Road. In
anticipation of future street improvements for this development, the applicant dedicated 11
feet along Knaus Road and 11 feet along the Goodall Road frontage because of the street
frontage improvements that would be required for this development. Therefore, no
additional special street setback will be required because the special street setback is
satisfied by this dedication.
z Staff is aware that the applicant is considering asking for additional floor area per lot, beyond what the R-7.5 zone
allows. However, that request is subject to review and approval by the City Council because it requires an amendment
to the approved Development Agreement.
LU 14-0031
Page 5 of 27
2. The Development Standards applicable to a Minor Development [LOC 50.061
Parking [LOC 50.06.0021
This standard requires that a single-family dwelling provide one off-street parking space. This
standard may be satisfied by garage parking for single-family residences. Exhibit E-4
illustrates that each lot has sufficient area to provide a dwelling including a garage that will
contain its required off-street parking. Compliance with this standard will be assured during
the building permitting review process. This standard is met.
Access/Access Lane (Flag Lots) [LOC 50.06.003.1]
This standard requires that every lot abut a public street for a width of at least 25 feet and
that the proposed point of access be adequate for the site based on the topography, traffic
volume generated by the development, and classification of the public street from which
the access is taken. It does not appear that any of the lots will need direct vehicular access
to Knaus or Goodall Roads, however, the proposed driveway locations are not shown on the
plans and access to Knaus or Goodall is not prohibited as long as they are constructed to city
standards. As part of the building permit application for each lot, a site plan will be required
showing the location of the proposed driveway approach for each lot to the internal street,
Highland Loop or to Knaus and Goodall Roads. This standard can be met.
On -Site Circulation — Driveways and Fire Access [LOC 50.06.003.2]
This standard contains the geometric design standards for proposed driveways that act as
fire department access roads, and other design features such as maximum permissible slope
and the width of driveway approaches. All driveway approaches shall be located and
designed so that the driver entering or exiting the driveway can see approaching traffic for a
sufficient distance to make a safe entrance or exit. The American Association of State and
Highway Transportation Officials (AASHTO) standards shall be used in determining
compliance with this standard. In addition, on corner lots the nearest edge of the proposed
driveway to the intersection shall be no closer than 30 feet when measured from the
projected curb of the street that is the most parallel to the alignment of the proposed
driveway.
This standard also regulates aspects of design related to emergency vehicle access. The new
internal street, Highland Loop, is over 10% grade. Public streets shall not exceed 10% grade
per the Fire code, however, the Fire Code does allow 15% grade if residential fire sprinklers
are installed in the future homes. This will be made a condition of approval. Staff notes
that a portion of the new road is on Tax Lot 501. The applicant states that the area of right-
of-way for this improvement and for the internal street, have already been created through
separate dedication deeds (Exhibit F-1), which are on file.
Finally, the Engineering staff states that for driveway approaches connecting to the new
internal street within the development the maximum width of a driveway approach,
measured where the edges of the driveway meet the right-of-way, shall be governed as
follows:
Single-family residential with garage door(s) facing the street: 12 feet per garage or
carport stall, or surface parking space, but not to exceed 30 feet.
Single-family residential with side -loading garage: 24 feet.
LU 14-0031
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For driveway approaches connecting to Goodall or Knaus Road, there are design guidelines
in the City Engineer's policy memorandum, Guidelines and Standards for New Streets and
Frontage Improvements in the Urbanizing Rural Fringe and Transition Neighborhoods,
effective February 1, 2005, describing that driveway approaches shall be asphalt and limited
to 16 feet width, irrespective of the number of garage doors facing the street.
The above will be conditions of approval. As conditioned, this standard is met.
Local Street Connectivity [LOC 50.06.003.4]
This standard applies to any development that results in the construction of a street to
ensure that the layout of the local street system does not create excessive travel lengths or
limit route choices, accomplished through an interconnected local street system and
accessways designed to meet the needs of pedestrians.
The site is subject to this standard because a new public street is being proposed. This
standard prohibits the construction of new closed-end local streets unless certain exception
criteria are met. As indicated on Exhibit E-4, there are no closed-end streets proposed. The
new street, Highland Loop, which is being dedicated by a separate deed, connects Knaus
and Goodall Roads. This standard is met.
Park and Open Space [LOC 50.06.0051
This standard requires at least 20% of the gross site area be preserved as open space or park
land in a subdivision. The site is approximately 7.35 acres and 20% of the site would be
64,033 square feet or 1.47 acres. As illustrated on Exhibit E-5, the applicant proposes to
designate 1.61 acres (70,525 square feet) of the site as open space in private open space
easements in the front and side yards of the lots along the perimeter of the site and along
the internal road frontage. This amounts to approximately 22% of the site, allowing areas
for driveways, with a net of 20% open space as required.
As a condition of approval, the final plats shall indicate the open space easements. The
applicant will also be required to record a Notice of Development Restriction with the
partition plats that puts the property owners on notice as follows:
"Private Open Space Easements on all lots shall be planted and maintained per the
approved Landscape Plan (Exhibit E-6) to provide a scenic and aesthetic appearance
of the open space."
To ensure that the scenic appearance is maintained, staff also recommends a condition of
approval to prohibit fencing within the open space easements. Maintenance of the open
space and landscaping, discussed below, will be the responsibility of the Homeowner's
Association through the recordation of an access easement and maintenance agreement.
This will also be made a condition of approval.
As conditioned, this standard is met.
LU 14-0031
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Landscaping [LOC 50.06.004.1]
This standard requires all partitions involving the creation of a street to provide street trees
at the proper spacing for the species, and requires screening and buffering to mitigate noise,
lighting or other impacts from adjacent transportation routes or dissimilar uses.
The applicant's Landscape Plan (Exhibit E-6) indicates Crimson King Maple and Zelkova as
street trees along Knaus Road and Zelkova and Bosque Elm along Goodall Road. Along the
internal street, the plan shows Pacific Sunset Maples and Chanticleer pears. The plan shows
the street trees located in the right-of-way. The screening and buffering of the new
development will be provided within the open space easements along the perimeter of the
site. The plan indicates a mixture of native trees and shrubs creating a lush setting along
Knaus and Goodall Roads. In addition, several mature trees along Knaus and Goodall Roads
will be preserved. Staff notes the Landscape Plan does not coincide with the Open Space
Plan (Exhibit E-5), which shows 40 feet of open space easement at the front of Lot 4 and
52.5 feet in front of Lots 2 and 3. Also, in front of Lots 11, 12, 13 and 14, the 25 feet of open
space easement is not reflected on the Landscape Plan. As a condition of approval, the final
landscape plan must coincide with the Open Space Plan. With regard to the plantings in the
open space easements along the internal street, the landscape plan indicates triangular
shaped areas that straddle two lots in eight areas and contain a total of 16 Laceleaf
Japanese maples which were originally located adjacent to the existing house on the site
and are being cultivated in a nursery, and will serve to visually unify the open space areas.
Staff also notes that there is a grading cut (3:1 slope) along Knaus Road in front of Lots 4, 5
and 15 as a result of the public sidewalk matching the grade of the driving surface. Although
the slope up to the subject site is steep, the alternative would be a 4-5 foot retaining wall
along the street. Staffs concern is the tree roots of mature evergreen trees that will be
preserved along Knaus Road in front of Lot 15. Although the grading is minimal as it
approaches the trees, the applicant will be required to have a certified arborist on site at
any time during excavation, trenching, grading, root pruning or other activity occurring
within the tree protection zone, to ensure proper protection of all trees to remain.
Per LOC 50.06.010.2, the applicant will be required to post a bond for 5% of the total
landscaping cost to ensure survival of all landscape material for one 12 -month growing
season from the date of installation. This will be made a condition of approval.
Maintenance of private open space shall be the common responsibility of the homeowners,
which may be exercised through a Homeowners Association. If not maintained in
accordance with this section, the City of Lake Oswego may enforce the maintenance
obligations against the association and lot owners as provided in the covenants. This will
also be made a condition of approval. This standard can be met.
Lighting [LOC 50.06.004.3]
This standard prescribes equipment and lighting specifications for public and private streets,
pathways, access ways, and parking lots. There is no existing street light at the intersection
of Goodall and Knaus Roads. Street lights are required at street intersections for collector
and local level roads. This development will create increased traffic, bike, and pedestrian
trips at the intersection of Goodall and Knaus Roads, thus requiring this intersection to have
a street light. The development will be required to install a street light at that intersection.
In addition, street lighting will be required for the new intersections where the internal
street connects to Goodall and Knaus Roads. As conditioned, this standard is met.
LU 14-0031
Page 8 of 27
Hillside Protection [50.06.006.2]
This standard applies to all development that includes hillsides or areas with erosion
potential and requires that development on undisturbed slopes exceeding 20% grade be
kept to a minimum. If the site contains areas over 20% slope, a slope analysis map is
required. The purpose of this standard is to maintain slope/soil stability on adjacent
properties and protect natural vegetation.
On land with undisturbed slopes in excess of 12%, cuts and fills shall be regulated such that
no more than 65% of area in undisturbed slopes of 20% to 50% shall be graded or stripped
of vegetation. In addition, land over 50% undisturbed slope shall be developed only where
density transfer is not feasible.
The applicant has submitted a slope analysis map (Exhibit E-8), which was also submitted and
reviewed during the first partition of the site (LU 13-0044). The majority of the site is in the
range of 0-20% with small areas of slope in the 20-50% range in the vicinity of the existing
home and at the far east of the site which also contains a very small area of 50% slope and
some areas associated with the drainage swales along Knaus Road. The applicant states that
these areas were previously disturbed by grading and terracing during development of the
existing home and driveway (Exhibit F-1), which resulted in artificially created slopes in the 20-
30% range. Undisturbed slopes are defined as those that:
Undisturbed Slopes: Slopes, or portions of slopes, that have not been previously
altered from the natural topography for slope stability, i.e., re-contoured, graded,
and/or terraced and the altered slope was either performed in accordance with or
subsequently approved by a licensed geotechnical engineer, registered civil
engineer experienced in soils engineering, or licensed engineering geologist.
Undisturbed slopes consist of natural topography, vegetation, and soils.
The topographic map of the site (Exhibit E-3) confirms that the natural topography is broken in
this area. The Geotechnical Report (Exhibit F-3) states that although no undocumented fill was
encountered in the test pits that were dug, it appears that fill was placed in this area. [Staff
notes that this prior analysis was done by the previous applicant for the site. The
Geotechnical report states that, in addition, undocumented fill was encountered and soils in
this area are stable. This report is part of the previous file, LU 07-0063]. Because the land in
slopes of 20-50% is defined as disturbed, LOC 50.05.006.2.d.4 does not apply. This standard is
met.
Drainage Standard for Major Developments, Partitions, Subdivisions, and Certain
Structures [LOC 50.06.006.3.b]
The determination of whether the drainage management measures comply with the
requirements of this standard is under the authority of the City Engineer. This standard
requires that new development shall be conducted in such a manner that alterations of
drainage patterns do not affect other properties. All drainage systems shall include
engineering design features to minimize pollutants such as oil, suspended solids, and
other objectionable material in stormwater runoff. Sufficient stormwater detention shall
also be provided.
The Engineering staff has made the following findings and recommends the following
conditions of approval:
LU 14-0031
Page 9 of 27
The applicant has submitted a storm drainage report dated May 2, 2014 (Exhibit F-2), and a
preliminary storm drain plan (Exhibit E-12). The proposed storm drainage facilities for
managing the storm runoff from the proposed development will consist of the following:
On-site
Stormwater runoff from the future impervious areas on each lot will be retained by
incorporating a rain garden for water quality treatment followed by a chamber system to
infiltrate the runoff. Each system will contain a flow control structure to release
emergency overflow into the public system.
For the new internal public street, roadside swales/planters will be constructed using a
Low Impact Development Approach (LIDA) design. The planters will be constructed
adjacent to the new public street, and a storm pipe conveyance system will route the
runoff to two individual chamber detention facilities on site.
The Engineering staff notes that the City will maintain the conveyance pipes and catch
basins that collect the runoff from the street; however, in this case, the swales/planters
along the public internal street and detention facilities will be required to be maintained by
the Homeowners Association (HOA). The applicant will be required to submit an Operations
and Maintenance plan for the private on-site detention and roadside swale/planters and
record a Declaration of Covenant for Operation and Maintenance of Surface Water
Management Facilities.
Off-site
Street improvements along Goodall and Knaus Roads will include drainage swales adjacent
to the street that will convey runoff into LIDA swales. The LIDA swales will be sized to treat
all new impervious areas from the street improvements. Storm conveyance pipes will be
required to collect runoff from the swales and direct the flow downstream into the existing
drainage system. The drainage swales along Goodall and Knaus Roads will also fall under
the maintenance responsibility of the HOA and shall be included in the Operations and
Maintenance plan.
Each future building permit application for the individual lots will be required to submit
design calculations and a final drainage report based on the contributing roof area and
impervious area of the proposed home on the lot. Alternative stormwater management
facilities such drywells can also be proposed, subject to review and approval by the City
Engineer. In addition, subsurface disposal systems are regulated under Department of
Environmental Quality (DEQ) Underground Injection Control (UIC) program, and the design
shall meet all applicable requirements if a UIC is installed for stormwater disposal.
Emergency overflow runoff shall be directed to an approved point of disposal. Each lot shall
have a stormwater lateral to connect the emergency overflows to the public conveyance
system located in the street.
The Engineering staff finds that the proposed drainage features are acceptable for
complying with the provisions of this standard. As conditioned, this standard is met.
Solar Access [LOC 50.06.007]
This standard requires that 80 percent of the lots resulting from a subdivision must comply
with the solar design standard. A minimum of 13 of the proposed lots must, therefore,
comply with one of three alternatives: (a) the Basic Requirement; (b) the Protected Solar
LU 14-0031
Page 10 of 27
Building Line Option; or (c) the Performance Option; or the applicant may show that a lot
qualifies for an exemption or adjustment to the design standard per LOC 50.04.004.1.
Basic Requirement:
A lot complies with the Basic Requirement if it has a north -south dimension of at least 90
feet and has a front lot line that is oriented within 30 degrees of a true east -west axis. As
shown on Exhibit E-4, this standard is met for all lots except Lots 1,2, 3, 6,7 and 10, because
they do not have a north south dimension of at least 90 feet and/or a front lot line within 30
degrees of a true east/west axis.
Protected Solar Building Line:
As an alternative, the applicant can show that three of these lots meet the Protected Solar
Building Line option, (because a minimum of 13 lots must meet one of the options). This
option requires that there be at least 70 feet between the middle of the north -south lot
dimension on the lot to the south and the Protected Solar Building Line on the lot; and at
least 45 feet between the protected solar building line and the north edge of the building
area of the lot.
As indicated on Exhibit E-4, Lots 3, 6 and 10 can meet the Protected Solar Building Line
option. This provides 13 solar lots or 80 %, in compliance with the standard. As a condition
of approval, these lots must be identified as solar lots in a "Notice of Development
Restriction" recorded with the partition plats. As conditioned, this standard can be met.
In addition, all single-family detached structures in any zone are required to meet the
Maximum Shade Point Height Standard [LOC 50.06.007.2.c], which minimizes shading on
adjacent lots to the north. Compliance will be assured during building permit review. This
standard is met.
Utilities [LOC 50.06.008]
The Engineering staff has reviewed the applicant's proposed utility plan and profiles
(Exhibits E-11 through E-14), and finds that utilities are available or can be made available,
as follows:
Sanitary Sewer: Sewer service for this development will be obtained by extending a public
sewer from an existing 8" line in Goodall Road, located approximately 220 feet south of Knaus
Road. This development will be required to bring public sanitary sewer up Goodall Road to
serve the development's northwest parcel (Lot 10 shown on Exhibit E-4), approximately 475
feet north of Knaus Road, and also up the new internal street to serve Lots 9-14. A public
sewer main will also be required up Knaus Road and the eastern leg of the new internal
street, in order to serve the remainder of the lots. Public sanitary sewers shall be located
within the public street, and service laterals shall be provided directly to a lot, without
crossing other lots with a private sewer easement. As conditioned, this standard is met.
[Note: Per LOC 50.06.008.3.d, design shall take into account the capacity and grade to allow
for desirable future extension beyond the development, and where required by the City
Manager, extend to the upstream property line to allow for such future extensions.
Engineering staff reviewed the upstream properties and finds that along Goodall Road, the
northern boundary of the subject site is the City's Urban Services Boundary and city sewer
would not be extended beyond this boundary line. For properties east of the subject site
along Knaus Road; 13081 and 12912 Knaus Road; the City of Lake Oswego Wastewater
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Master Plan, dated 2013, indicates sewer service will be obtained from a future sewer
extension coming from the east along Knaus Road, from an existing manhole located
approximately 330 feet east of the site].
Water and Hydrants: There is an existing 8" City water main located in Knaus Road. This
project will require an 8" public water extension be brought up to the new internal street
connection at Goodall Road, approximately 150 feet north of Knaus Road. An 8" public water
main extension will be required within the internal public street to loop the public system
between Goodall and Knaus Roads. A public extension will also be required up Goodall Road
from where the new internal street will connect to Goodall Road, to serve the development's
northwest parcel (Lot 10 shown on exhibit E-4).
[Note: Per LOC 50.06.008.3.4, design shall take into account the capacity and grade to allow
for desirable future extension beyond the development, and where required by the City
Manager, extend to the upstream property line to allow for such future extensions.
Engineering staff reviewed the upstream properties and finds that along Goodall Road, the
northern boundary of the subject site is the City's Urban Services Boundary and city water
would not be extended beyond this boundary line. There is an existing city water main
located along the entire Knaus Road frontage.]
A new fire hydrant(s) shall be installed on the internal street, as shown on Exhibit E-11, and
as approved by the Fire Marshal (Exhibit F-9). As conditioned, this standard is met.
Streets: Knaus and Goodall Roads are neighborhood collectors and are currently under the
jurisdiction of Clackamas County along the site frontage. Details regarding road jurisdiction
with Clackamas County are currently being reviewed between the county and the City of
Lake Oswego, and the road transfer documents are currently being reviewed by the county.
The northern approximate 150 lineal feet of the street frontage along Goodall Road is
currently outside of the City of Lake Oswego's Urban Services Boundary. See comments
below under LOC Chapter 42 for additional information regarding street improvements.
Sidewalks: Asphalt pathways exist across the street from the site along Knaus Road. There
are no existing sidewalks or pathways located along Goodall Road; however, there is an
existing sidewalk located along the south side of Adrian Court across from the northwest
corner of the site. An asphalt pathway also exists along the east side of Goodall Road south
of Knaus Road. See comments below under Streets and Sidewalks LOC Chapter 42.
Other utilities: It is the applicant's responsibility to ascertain the availability of electric, gas,
telecommunications and cable TV. All new utilities shall be installed underground.
Staff notes that it is not clear if franchise utilities will need to be located along the property
frontage on Knaus Road. If needed they must be underground and located in a public utility
easement.
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4. Any additional statutory, regulatory or Lake Oswego Code provisions which
may be applicable to the specific minor development application;
City of Lake Oswego Streets and Sidewalks Chanter [LOC Chapter 421
Vision Clearance [LOC 42.03.1301
This standard requires that no vegetation, fence or signage higher than 30 inches be located
within a "vision clearance triangle." The vision clearance triangles for a driveway are formed
by 10 -foot legs extending from the intersection of the driveway and the street travel lane.
No specific driveway approach locations are shown with the proposed development plans.
As a condition of approval, at the time of building permit review, the proposed driveway
approach location for each lot shall demonstrate compliance with this standard. As
conditioned, this standard is met.
With regard to the intersection of the new street with Knaus and Goodall Roads, the
applicant has provided a Traffic Impact Study, Exhibit F-5, which includes a site distance
analysis for these new intersections. The intersection of Highland Loop and Goodall Road
meets AASHTO site distance requirements. Site distance for the Knaus Road intersection
can be achieved by removing vegetation within the AASHTO site lines and constructed to
allow the driver to be at the level of the roadway when positioned 15 feet back from the
near side travel lane. Compliance will be assured during review of the construction
documents.
Street and Sidewalk Improvements [LOC 42.03.005 —.125]
This Chapter authorizes the City Engineer to make specific street and sidewalk
improvement recommendations after taking a variety of policy and site specific
factors into consideration .3 The City Engineer's comments are included for review of
the overall understanding of the project. The City Engineer's conditions of approval
are included, as they must be included in the decision, to find that the application will
comply with this article.
The Engineering staff has reviewed the development proposal and field conditions in the
context of the City's codes, improvement policies and Transportation System Plan (TSP), and
offers the following findings and conditions of approval.
The proposed development can be expected to contribute 10 vehicle trips to the City's street
system per lot per average weekday.° Additional pedestrian and bicycle trips can be
expected as well. The cumulative effect of new trips (all modes), imposes an additional
burden and concomitant concerns for preserving street capacity and public safety,
particularly for bicycles and pedestrians. Per LOC 50.07.003.5a.iii, conditions may be
imposed to alleviate a need for public services or facilities created or contributed to by the
3 T meet the review criteria for a minor development, the applicant must comply with "any additional... Lake Oswego
Code provisions which may be applicable to the specific minor development application, such as ... the Streets and
Sidewalks Ordinance." LOC 50.07.003.14.d. The determination of whether or not the application meets the
requirements of LOC Chapter 42, Streets and Sidewalks, is under the review authority of the City Manager or City
Engineer, the requirements of this Chapter are not under the review authority of a hearing body, other than to find
whether or not the City Engineer or City Manager has found that the application complies with LOC Chapter 42, or
whether conditions of approval are required for compliance with this Chapter.
Trip Generation (8" edition), Institute of Transportation Engineers
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proposed development. "Public services or facilities" include streets, sidewalks and
pathways.
The City has a governmental interest in assuring that new development does not
contribute to a degradation of adequate, safe and efficient public transportation
facilities. New development should mitigate the negative impacts (increased noise,
and the degradation of aesthetics, safety, system capacity, and bicycle and pedestrian
mobility) resulting from new development. The City has adopted a broad array of
policies, plans, regulations, and fees that have been designed to offset the adverse
impacts of development on the natural and built environment. In this regard, the
following regulations and standards reflect the governmental interest in preserving
the functionality and safety of the public infrastructure, and are particularly relevant
to this development proposal:
• LOC Chapter 42 requires frontage improvements to be constructed when property
is developed.
• LOC Chapter 42 directs the City Engineer to recommend to the decision making
authority the appropriate width of public rights of way, and the width and
character of the improvements contained therein.
• Where applicable, street frontage improvements, landscaping and pathway
improvements shall comply with the City Engineer's policy memorandum,
Guidelines and Standards for New Streets and Frontage Improvements in the
Urbanizing Rural Fringe and Transition Neighborhoods, effective February 1, 2005.
The implementation of the City's plans, policies, and regulations will offset to some degree
the negative impacts of development on the public infrastructure. LOC 50.07.003.5 allows
the reviewing authority to impose conditions of approval on a development permit when the
condition is reasonably related to alleviation of a need for public services or facilities created
or contributed to by the proposed development. In addition, the US Supreme Court has rule
(Dolan v. City of Tigard) that, in order to require mitigation, the local government must apply
a test of "rough proportionality" between the impacts of the proposed development and the
need for the mitigation to offset impacts from the development.
Goodall and Knaus Roads are designated as a "neighborhood collector" in the City's
functional classification system. The City's Comprehensive Plan identifies Goodall Road
south of Knaus Road as shared roadway bike route and in need of a pathway. Goodall Road
is a direct route to Boones Ferry north of the site, thus also being a shared roadway. The
Comprehensive Plan also identifies Knaus Road as a shared roadway. The existing pavement
width along these roads is substandard for this designation. A standard engineering design
of a shared lane is 14 feet wide. The existing pavement width varies along the site frontages
of these two roads, but in some areas the entire roadway width is approximately 18 -feet
wide, within a 40 -foot wide right-of-way. Goodall and Knaus Roads are also identified as a
proposed "Community Connector Trail/Pathway" route in the Lake Oswego Trails and
Pathways Master Plan.
The Engineering staff has conducted further review of the frontage improvement
requirements for this development. To alleviate to a degree a need for public services or
facilities created or contributed to by the proposed development, based on an increase of
13 additional lots at ultimate build -out, the development will be required to dedicate
sufficient right-of-way for required frontage improvements and construct half -street
improvements along the entire site frontage of Goodall and Knaus Roads. [Note: right -of -
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way dedication along Goodall and Knaus Roads was provided on the recorded partition plat
per the prior land approval under LU 13-0044].
The required half -street section along Goodall and Knaus Roads shall consist of 14 -feet of
pavement from the traveled centerline, a 3 -foot wide gravel shoulder, an 8 -foot wide
drainage Swale, a 6 -foot wide asphalt pathway at the back of the right-of-way, and a one -
foot level area between the back of the pathway and the right-of-way line. The existing
overhead utilities along Goodall Road shall be installed underground along the site frontage
and to ensure that it does not conflict with the landscaping in the open space easements
along the perimeter, utilities may be required to be located in the right-of-way.
Note: Street widening must follow the public notice and election requirements prescribed in
Section 40 of the City Charter. A permit for road construction will not be issued until the
Charter requirements have been met
Sufficient right-of-way dedication shall also be provided for the new internal public
street. The new public street shall be constructed to public standards and shall consist
of the following design elements:
• 55 -feet of dedicated right-of-way.
• 26 -feet roadway width (face -of -curb to face -of -curb).
• 5 -foot concrete sidewalk on one side of the street, located at the back of the right-
of-way. On the sidewalk side, the improvements behind the curb shall consist of a
3 -foot level strip adjacent to the back of the curb, 8 -foot wide drainage
swale/planter (or lawn where planters are not installed), one -foot wide level strip
between the back of the swale/planter and sidewalk, a 5 -foot sidewalk and one
foot level strip between the back of the sidewalk and right-of-way line.
• On the non -sidewalk side of the street, the street shall be signed "no -parking."
The improvements behind the curb shall consist of a one -foot level strip adjacent
to the back of the curb, 8 -foot wide drainage swale/planter (or lawn where
planters are not installed), and one -foot wide level strip between the back of the
swale/planter and right-of-way line.
• Standard concrete curb and gutter on both sides of the street.
• A 10 -foot public utility easement (or less if acceptable to the franchise utility companies)
along both sides of the street right-of-way for undergrounding the franchise utilities.
The applicant also has provided a traffic report (Exhibit F-5), which addresses the
capacity of the street system in the immediate area, including intersections that are
impacted by the proposed development. All studied intersections are found to
operate at acceptable levels of service.
As a condition of approval of the proposed development, the City will require the
following on-site and off-site construction of or improvements to public services or
facilities to alleviate impacts created or increased by the proposed development:
• Widen the pavement along the east side of Goodall Road and the north side of Knaus Road
along the entire site frontage to achieve a 14 -foot wide shared travel lane (measured from
the existing painted yellow centerline) and construct a minimum 3 -foot wide, compacted
crushed rock shoulder.
• Construct an 8 -foot wide drainage swale along the site frontage on Goodall and Knaus
Roads. A culvert shall be provided at any pedestrian crossings where the pathway will
LU 14-0031
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connect back to the edge of road, at any driveway approaches and at the new public
street intersections.
• Construct a 6 -foot wide asphalt pedestrian pathway behind the drainage swale along the
entire site frontage on Goodall and Knaus Roads, with a connection back to the edge of
the road at each end of the site.
Grant a 10- foot public utility easement (or less if acceptable to the franchise utility
companies) along the site frontage of Goodall Road for undergrounding the existing
overhead utilities or franchise utilities, if necessary.
Construct new internal public street serving the development to City standards as
described, above.
The Engineering staff notes that that final design elements related to the street design shall
be to the satisfaction of the City Engineer. As a condition of approval, adjustments to the
internal street profile and street grading design will be necessary in the final design, because
the centerline profile along the east leg of the internal street shall be adjusted to allow
surface run-off from the lots to drain to the curb. In addition, the eyebrow shall be designed
to accommodate city operation maintenance vehicles and be designed to City standards.
The City finds that the right-of-way dedication and public street improvements are therefore
directly related to alleviating the increased traffic, bike, and pedestrian trips that will be
created by this development.
The City finds that requiring the right-of-way dedication and public street improvements is
roughly proportional to the adverse impacts upon the public services and facilities created
by the development because:
• The development will generate 10 additional vehicle trips per additional lot per day
using Goodall and Knaus Roads and the adjacent local street system.
• The development will generate 10 vehicle trips per lot per day using the new internal
street serving the development.
• The additional site generated traffic creates an increased point of conflict between
pedestrian and bicycles using the adjacent street system. By providing right-of-way
dedication and public street improvements along the site frontage and through the
development, the public safety will be maintained.
• The new pathway along the site frontage and sidewalk along the new internal street
will result in a greater use of alternative modes of travel (pedestrian, bicycle, transit),
both today and in the future, as traffic congestion increases in the area. These
additional alternative mode travel trips will offset the additional vehicle trips
generated by the development.
• Similar right-of-way dedications and public street improvements have been required
for similar developments in the area, with the result being that such development
conditions for street improvements have mitigated the increased traffic (vehicle,
pedestrian bicycle) by preserving the functionality and public safety features of
the public street system.
In light of the above facts and Code requirements, staff finds that the development of this
site will place sufficient additional demand on the local streets to justify the right-of-way
dedication and street improvements at this time, and that the required dedication and
street improvement requirements are roughly proportional to the degree of impact
imposed by the new development, as described above, and consistent with the
improvements of similar developments of land along Goodall and Knaus Roads, as
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required by LOC 50.07.003.5 and the U.S. Supreme Court in the case of Dolan v. the City of
Tigard.
City of Lake Oswego Tree Chapter [LOC Chapter 551
This Code requires approval of a permit for removal of any tree in excess of 5 -inches in
diameter, subject to Type II criteria as listed in LOC 55.02.080(1-4), and prescribes
protection measures for trees to remain during construction. The tree removal plan (Exhibit
E-15) indicates 20 trees that are invasive species and will be applied for under a separate
permit. Compliance with LOC 55.02.080 is required for the removal of the other 27 trees
shown on the tree removal plan. Any trees proposed for removal will be granted tree
removal permits [LOC 55.02.035; 55.02.080], if they:
• Must be removed for development or landscaping purposes;
• Will not have a significant negative impact on erosion, soil stability, flow of
surface waters, protection of adjacent trees, or existing windbreaks;
• Will not have a significant negative impact on the character, aesthetics, or
property values of the neighborhood, except when alternatives to tree removal
have been considered and no reasonable alternative exists to allow the property
to used as permitted in the zone; and,
• The sole purpose is not for the purpose of providing or enhancing views.
Regarding the removal of these trees, staff finds that:
1. The removal is for development purposes allowed pursuant to the City Code;
The removal of the trees on the western and southern portion of the site is necessary for
development because they are located within the area of required public improvements
(construction of new streets and sidewalks), and grading. The trees proposed for removal on
the eastern portion of the site are vulnerable because they have been topped and these are
being removed for landscape purposes as indicated on the landscape plan (Exhibit E-6). This
criterion is met.
2. The removal will not have a significant negative impact on erosion, soil stability, flow of
surface waters, protection of adjacent trees, or existing windbreaks;
The removal of non-invasive trees on the southern portion of the site will not have a
significant negative impact on erosion, soil stability, or flow of surface waters because they
are in the right-of-way where there is little slope or are located in areas where the site will
be re -graded and developed with the internal street and stormwater facilities. Surface
water flow will be contained as part of the street and stormwater facility design. Their
removal does not have a significant negative impact on the protection of adjacent trees or
existing windbreaks, because except for the three large pines that will be preserved in a
cluster, all of the other trees in this area are being removed because they are invasive or for
grading and utility location purposes. The non-invasive trees proposed for removal on the
eastern portion of the site have been topped and are vulnerable. They would be more
vulnerable once the invasive trees in that area are removed. The large pine and oak that
will be preserved to the south of these trees will provide soil stability and windbreak.
On the western portion of the site, the largest trees are not proposed for removal. They
provide soil stability and windbreak and protect against erosion in this western portion of
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the site; removal of the non-invasive trees as a part of this application will not negatively
affect the existing soil stability and windbreak, nor promote erosion.
3. The removal will not have a significant negative impact on the character, aesthetics, or
property values of the neighborhood, except when alternatives to tree removal have
been considered and no reasonable alternative exists to allow the property to used as
permitted in the zone; and
The removal of 27 non-invasive trees will not have a negative impact on the
character, aesthetics, or property values of the neighborhood, because the trees on
the perimeter of the site are the dominant trees in the total streetscape of the
neighborhood and the trees being removed are not dominant trees. This criterion is
met.
4. The removal is not for the sole purpose of providing or enhancing views.
The trees requested for removal are not being removed for view enhancement; they are
being removed to construct public improvements and grading and landscaping to facilitate
the serial partitions permitted by the Development Agreement.
For the reasons outlined above, staff concludes that the removal of the 27 non-invasive
trees complies with the applicable criteria and may be approved. The applicant shall apply
for a verification tree removal permit for the 27 trees prior to approval of any construction
plans.
Mitigation
Any tree approved for removal under the Type II tree analysis shall be mitigated at a
minimum 1:1 ratio. Mitigation trees should have a minimum 2 -inch caliper diameter for
deciduous trees and a minimum 6-8 foot height (excluding leader) for evergreen trees.
Mitigation does not include street trees. The landscape plan (Exhibit E-6) indicates the
correct amount of mitigation trees in the Open space Easements and on the eastern portion
of the site.
Tree Protection
The Code requires tree protection measures when a tree protection zone or drip line of a
tree is within the construction zone, whether on or off-site [LOC 55.08.030(1)]. Exhibit E-15
shows the trees that will be preserved and must be protected during construction. The
protective fencing shall be placed at the tree protection zone, which is the zone required to
protect the critical root area necessary for the continued health of the trees. The applicant
should propose the tree protection zone for each tree, for review and approval by City staff,
on site. As required by LOC 55.08.030(7), no construction, excavation, root pruning or other
activity shall occur within the tree protection zone unless directed by an arborist present on
site and approved by the City.
A note should be placed on the construction documents that informs the site contractors
about the necessity of preventing damage to these trees, including bark and root zone, and
that no materials should be stored or compaction occur within the root zones of the adjacent
trees [LOC 55.08.030). The contractor shall be subject to fines, penalties and mitigation for
trees that are damaged or destroyed during construction. As a condition of approval, as
required by LOC 55.08.02 and 55.08.030, a tree protection plan shall be submitted with the
building permit plans for staff review and approval. Tree protection measures must be
LU 14-0031
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installed prior to issuance of any grading or building permits. Tree protection fencing consists
of 6 -foot high chain link fencing supported by 6 -foot high metal posts, placed a maximum of
ten feet apart.
5. Any applicable condition of approval imposed pursuant to an approved ODPS
or prior development permit affecting the subject property.
There are no conditions of approval of prior City development permits affecting the site.
The development is subject to the terms of the Agreement approved by LU 14-0021.
VIII. CONCLUSION
Based upon the materials submitted by the applicant and findings presented in this report, staff
concludes that LU 14-0031 can be made to comply with all applicable criteria by the imposition of
conditions.
IX. RECOMMENDED ACTION
Approval of LU 14-0031, subject to the following conditions:
A. Prior to Submittal of any Partition Application Subsequent to this Approval. the
Applicant/Owner Shall:
Note: As provided for in the Development Agreement, building permits may be obtained to
construct up to two single family dwellings per parcel (after the second (1014) partition is
approved) prior to recordation of the third (2015) partition plat, as a means to facilitate
construction in preparation for featuring the development as the 2015 Portland Homebuilder's
Association "Street of Dreams," that will take place in the summer of 2015. However, the
Development Agreement does not permit occupancy of any dwelling on these parcels until the
1015 partition plat is recorded and each dwelling is on its own lot.
1. Submit engineered construction plans for the public improvements along Goodall and
Knaus Roads for review and approval by Clackamas County. The plans shall be designed
to Clackamas County standards.
2. If prior to construction of the public improvements on Goodall and Knaus Roads, the
design, maintenance and permitting authority for these roads have been transferred to
the City of Lake Oswego, the applicant may request (as substantial conformance to the
county requirements for street improvements) to construct to the City of Lake Oswego
street standards, as provided below. In that event, the applicant shall submit
construction drawings for the public and site improvements for review and approval by
the City Engineer. Drawings shall conform to the City's most current design standards
and the drafting specifications. Receiving construction plan approval is not a pre-
requisite for recording the final plat. The plans shall include the following:
a. Design of the public street frontage improvements along Goodall and Knaus Roads
showing the following elements:
I. Widen the pavement along the east side of Goodall Road and north side of Knaus
Road along the entire site frontage to achieve a 14 -foot wide shared travel lane
(measured from the existing painted yellow centerline) and a minimum 3 -foot wide,
LU 14-0031
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compacted crushed rock shoulder.
ii. An 8 -foot wide drainage swale along the entire site frontage on Goodall and Knaus
Roads. Stormwater quality facilities can be incorporated into the swale design.
[Note: maintenance for water quality facilities shall be the responsibility of the
Homeowner's Association.]
iii. An 8 -foot wide drainage swale along the site frontage on Goodall and Knaus Roads
and a 6 -foot wide asphalt pedestrian pathway behind the drainage swale along the
site frontage on these roads. A culvert shall be provided at any pedestrian
crossings where the pathway will connect back to the edge of road, at any
driveway approaches and at the new public street intersections. The right-of-way
shall be located a minimum of one foot away from the back of the pathway.
iv. Undergrounding the existing overhead utilities along the entire site frontage along
Goodall Road. If new franchise utilities are needed along the site frontage of
Knaus Road, they shall be installed underground either in the right-of-way or
within a 10 -foot public utility easement (or less if accepted by the franchise
utilities) along the frontage of the site.
3. Dedicate sufficient right-of-way to accommodate the above described future half -street
improvements along Goodall and Knaus Roads, Condition A(2)(a). (Note: sufficient right-
of-way dedication appears to have been provided per LU 13-0044. If it is determined in
the final design of the street improvements that additional right-of-way is needed, the
applicant shall dedicate sufficient right-of-way so that all public street frontage
improvements are located entirely within the right-of-way to the satisfaction of the City
Engineer).
4. Grant a 10- foot public utility easement (or less if acceptable to the franchise utility
companies) along Goodall Road for undergrounding franchise utilities. If applicable (in the
case of utilities located on private property), grant a 10 -foot public utility easement (or
less if acceptable to the franchise utility companies) along the site frontage of Knaus Road
for undergrounding franchise utilities.
5. Submit engineered construction plans for the public utility improvements serving the
development for review and approval by the City Engineer. Drawings shall conform to the
road permitting authority's most current design standards and the drafting specifications.
Receiving construction plan approval is not a pre -requisite for recording the final plat. The
plans shall include the following:
a. Design to bring public sanitary sewer up Goodall Road to serve Lot 10 as shown on
Exhibit E-4, approximately 475 feet north of Knaus Road, and also up the new
internal street to serve Lots 9-14. Public sanitary sewers shall be located within the
public right of way, and service laterals shall be provided directly to a lot, without
crossing other lots with a private sewer easement.
b. Design to bring public sanitary sewer up Knaus Road and also up the new internal
street to serve the remainder of the lots.
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c. Design of an 8" public water main extension along Goodall Road up to the new
internal street connection at Goodall Road, approximately 150 feet north of Knaus
Road.
d. Design of an 8" public water main extension within the internal public street to loop
the public system between Goodall and Knaus Roads.
e. Design of a public water main extension up Goodall Road from where the new
internal street will connect to Goodall Road, to serve Lot 10 as shown on Exhibit E-4.
f. Design of public drainage facilities.
g. Design showing the location of the private water and sanitary services.
h. Design showing new fire hydrants as required by the Fire Marshal. Fire hydrants
shall be installed per City standards.
i. Design showing the new street light at the intersection of Goodall and Knaus Roads,
and the new intersections created by the internal street connecting to Goodall and
Knaus Roads.
j. Design of the new internal public street showing the following elements.
i. 55 -feet of dedicated right-of-way.
ii. 26 -foot roadway width (face -of -curb to face -of -curb).
iii. 5 -foot concrete sidewalk on one side of the street, located at the back of
the right-of-way. On the sidewalk side, the improvements behind the
curb shall consist of a 3 -foot level strip adjacent to the back of the curb,
an 8 -foot wide drainage swale/planter (or lawn where planters are not
installed), a 1 -foot wide level strip between the back of the swale/planter
and sidewalk, a 5 -foot sidewalk and a 1 -foot level strip between the back
of the walk and right-of-way line.
iv. On the non -sidewalk side of the street, the street shall be signed "no -
parking." The improvements behind the curb shall consist of a 1 -foot level
strip adjacent to the back of the curb, an 8 -foot wide drainage
swale/planter (or lawn where planters are not installed), and a 1 -foot
wide level strip between the back of the swale/planter and right-of-way
line.
v. Standard concrete curb and gutter on both sides of the street.
vi. Public 10 -foot public utility easement (or less if acceptable to the franchise utility
companies) along both sides of the right-of-way for undergrounding the franchise
utilities.
vii. Eyebrow design to the satisfaction of the City Engineer.
viii. Street centerline profiles and grading design.
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k. Adequate sight distance for the Knaus Road intersection with the new internal street
can be achieved by removing vegetation within the AASHTO sight lines and
constructed to allow the driver to be at the level of the roadway when positioned 15
feet back from the near side travel lane.
6. Submit a storm drainage report for all required storm improvements, prepared by a
registered engineer, for review and approval of the City Engineer.
Submit for the Engineering staff review the Declaration of Covenant for Operation and
Maintenance of Surface Water Management Facilities for the storm water facilities to be
maintained by the Homeowner's Association (HOA). The facilities to be maintained by the
HOA shall include the detention facilities serving the development, and the water quality
planters/swales along the internal street, and all swales and planters along Goodall and
Knaus Roads.
8. Submit a "Notice of Development Restrictions" to be recorded with the final plat for
both the 2014 and 2015 partition plats for review and approval by staff. Attached
exhibits shall be no larger than 8 %" x 11" and shall not contain lettering smaller than 10
point font. The Notice shall include the following information:
a. As provided for in the Development Agreement (LU 14-0021), all setbacks, height,
maximum lot coverage and floor area on individual lots shall be limited to those
required of the R-7.5 zone on May 7, 2014.
b. Private Open Space easements on all lots as shown in Exhibit "A", shall be planted
and maintained per the approved Landscape Plan to provide a scenic and aesthetic
appearance of the open space. No fencing is permitted along the front or side
property lines of all lots within the open space easements. Trees may be removed
only after they have been shown to be hazardous pursuant to LOC 55.02.042 (4) to
life or property by a certified arborist, and after a tree removal permit (including the
requirement for planting replacement trees) has been obtained from the City.
Improvements in this area, which are in keeping with the above purpose, including
public utilities and pedestrian pathways must be approved by the City of Lake
Oswego. No buildings or structures shall be allowed in these areas.
c. Lots 3-6 and Lots 8-16 are solar lots, subject to the requirements of LOC
50.06.007.2.c (protection from future shade). Development of structures or
planting of non-exempt vegetation on theses lots shall comply with the Solar
Balance Point provisions of the Solar Access Ordinance. These requirements shall be
binding upon the applicant and subsequent purchasers of these lots.
d. Lots 3, 6, and 10 are subject to the requirements of LOC 50.06.007 [Protected
Solar Building Line], as depicted on Exhibit "B". The Protected Solar Building
Line, if located closer to a property line than a required yard setback, shall not
supersede the required yard setback.
e. Based on the fact that Highland Loop is over 10% grade and the Fire Code states
that access roads shall not exceed 10% grade; the Code allows 15% grade if
residential fire sprinklers are installed in the future homes. The Building Official
may allow an alternative to the minimum requirements of the One -and Two -
Family Dwelling Specialty Code as authorized by ORS 455.610, which may
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include, but is not limited to, installation of an automatic fire sprinkler system,.
The owners or owners' representative shall offer an approved alternate method
for fire suppression, such as an NFPA 13-D residential fire sprinkler system, to
the satisfaction of the Fire Marshal and Building Official.
9. Submit CC&Rs of the homeowners association for review and approval of City staff that
address the following:
a. Operation and Maintenance of Surface Water Management Facilities for the storm
water facilities to be maintained by the HOA, including annual inspection and
maintenance. The facilities to be maintained by the HOA include the detention
facilities serving the development, the water quality planters/swales along the
internal street, and all swales and planters along Goodall and Knaus Roads.
b. The ownership, use and specific responsibilities for the maintenance of landscaping
in the open space easements on all lots. Lot owners shall be prohibited from making
any alteration in the landscaping of the open space easement on the owner's lot,
except with written approval of the HOA and the City of Lake Oswego.
c. Upon transfer of the homeowners' association from the developer to the
homeowners within the development, the City shall be notified of the name and
address of a contact person for the HOA.
d. Upon election of new officers for the HOA, the City shall be notified of the new
contact person.
e. The City's right to enforce the provisions of the CC&Rs required, above, including
the right to recover all expenses of enforcement, the right to lien the lots to secure
enforcement expenses, "non -waiver" of enforcement, non -amendment or
rescission of the provisions of the CC&Rs required, above, and indemnification to
the City for claims arising from the failure to properly design, locate, construct, or
maintain the open space easements or storm water facilities.
10. Provide a written agreement between the applicant and a certified arborist
demonstrating that the arborist will review the final site, utility, grading and
landscape plans to assure long term survival of the protected trees, and that
he/she will be present on site at any time excavation, trenching, grading, root
pruning or other activity occurring within the tree protection zone, to ensure
proper protection of all trees to remain.
11. Submit a final landscape plan that coincides with the Open Space Plan (Exhibit E -S)
to the satisfaction of staff. Provide a note on the final landscape plan requiring all
burlap or wire cages to be completely removed from root balls of all trees and
shrubs before they are planted.
12. Submit a monitoring and maintenance plan to maintain and monitor the mitigation trees
and plants in the open space easements.
13. Complete all public improvements or provide a financial guarantee to ensure their
construction per LOC 50.07.003.9 or the applicable county requirements. The financial
guarantee shall be based on an itemized engineer's estimate of the public
LU 14-0031
Page 23 of 27
improvements that is in turn based on plans that are far enough advanced to support
the estimate, to the satisfaction of the City Engineer.
14. Submit a preliminary title report or lot book report showing the status of title and any
liens and encumbrances.
15. Complete the public notice and election requirements prescribed in Section 40 of the
City Charter. The applicant/owner shall coordinate with City engineering staff to
complete this process. A permit for road construction will not be issued until the
Charter requirements have been met.
16. Record the CC&Rs, the Notice of Development Restrictions, the Landscape
Monitoring and Maintenance Plan, and the Declaration of Covenant for Operation
and Maintenance of Surface Water Management Facilities for the detention and
stormwater quality facilities serving the development.
B. Prior to the Issuance of any Grading or Building Permits to Construct any Structure on
any Lot the Applicant/Owner Shall:
1. Complete all public improvements as required by Conditions A(1) or A(2) and A(5) and
A(6), above, and submit certified "as -built" drawings, and receive a certificate of
completion and acceptance by the City.
2. Submit a stormwater disposal plan for each lot. Installation of a subsurface infiltration
facility or rain garden on the individual lots is an acceptable method for storm water
disposal. Stormwater disposal facilities shall meet minimum setbacks of five feet from
property lines and 10 feet from building foundations. Subsurface disposal systems (i.e.,
drywells, storm chamber systems or infiltration trenches) shall be engineered. Driveway
runoff cannot be directed to a subsurface infiltration disposal system without
Department of Environmental Quality (DEQ) approval. Any emergency overflow shall be
conveyed to an approved point of disposal.
3. Per LOC Chapter 52, apply for and obtain an approved erosion prevention and sediment
control permit issued through the City of Lake Oswego, and install and maintain all
BMPs as indicated in the permit. These measures shall remain in place as indicated
throughout the development period.
4. Provide post -construction stormwater management facility protection for the
stormwater quality swales in order to protect the facilities during home construction.
S. Demonstrate that driveway approaches comply with the "vision clearance
triangle" standards. No vegetation, fence, or signage higher than 30 inches will be
allowed within the area formed by 10 -foot legs extending from the intersection of
the driveway and the street travel lanes.
6. Driveway approaches along Goodall and Knaus Roads shall be asphalt and limited
to 16 feet wide, irrespective of the number of garage doors facing the street.
Culverts meeting City standards shall be located across the driveway approaches.
The size of the culvert shall be engineered to the satisfaction of the City Engineer,
but shall not be less than 10 inches in diameter.
LU 14-0031
Page 24 of 27
7. Driveway approaches along the internal public street shall conform to the following
criteria. The maximum width of a driveway approach, measured where the edges of the
driveway meet the right-of-way, shall be governed as follows:
a. Single-family residential with garage door(s) facing the street: 12 feet per garage or
carport stall, or surface parking space, but not to exceed 30 ft.
b. Single-family residential with side -loading garage: 24 feet
c. On corner lots where the adjacent streets are fully improved to their anticipated
ultimate width, the nearest edge of the proposed driveway to the intersection shall
be no closer than 30 feet when measured from the projected curb of the street that
is most parallel to the alignment of the proposed driveway.
Provide evidence from a traffic engineer that the driveway approaches are located and
designed so that the driver entering or exiting the driveway can see approaching traffic
for a sufficient distance to make a safe entrance and exit. American Association of State
Highway and Transportation Officials (AASHTO) standards shall be used in determining
compliance with this standard.
7. Pay all applicable System Development Charges pertaining to the development.
8. Apply for and obtain a verification tree removal permit for the 27 non-invasive trees.
The verification tree removal permit submittal shall include an 8%:° x 11" copy of the
tree removal plan and a mitigation plan showing 27 replacement trees (and associated
vegetation).
C. Prior to any Final Building Inspection or Occupancy of any Structure on any Lot, the
Applicant/Owner Shall:
1. Install all street trees and mitigation trees and landscaping in the open space
easement on the lot as required by Condition A(11), above, to the satisfaction of
staff.
2. Provide a one-year guarantee (one 12 -month growing season from the date of
installation) for all landscape materials, including mitigation planting, pursuant to
LOC 50.06.010.2. The guarantee shall consist of a security in the amount of 5% of
the total landscaping cost.
3. Provide certification from the engineer of record that the stormwater facility for
each lot was constructed according to the design and is functioning properly.
4. Complete all private utility services, including water, storm, sanitary and franchise
utilities.
Code Requirements:
1. Expiration of Development Permit: The development approved by this decision shall expire within five
years following the effective date of the Development Agreement approved by LU 14-0021.
LU 14-0031
Page 25 of 27
2. Tree Protection: Submit a tree protection plan and application as required by LOC 55.08.020 and
55.08.030 for review and approval by staff, including off-site trees that are within the construction zone.
The plan shall include:
a. The location of temporary tree protection fencing, consisting of a minimum 6 -foot high cyclone
fence secured by steel posts around the tree protection zone, or as recommended by the project
arborist and approved by the City.
b. A note stating that no fill or compaction shall occur within the critical root zones of any of the
trees, or that if fill or compaction is unavoidable, measures will be taken as recommended by a
certified arborist to reduce or mitigate the impact of the fill or compaction. The note shall also
inform contractors that the project arborist shall be on site and oversee all construction activities
within the tree protection zone.
C. A note that clearly informs all site contractors about the necessity of preventing damage to the
trees, including bark and root zone. The applicant and contractor(s) shall be subject to fines,
penalties and mitigation for trees that are damaged or destroyed during construction.
d. A sign shall be attached to the tree protection fencing which states that inside the fencing is a
tree protection zone, not to be disturbed unless prior written approval has been obtained from
the City Manager and project arborist.
Notes:
Goodall and Knaus Roads along the site frontage are under the design, maintenance, and permitting
authority of Clackamas County. As a condition of approval, the applicant is required to improve the
street to County standards. if the road authority jurisdiction for these roads is transferred from
Clackamas County to the City of Lake Oswego prior to construction of the street improvements, the
applicant may request approval from the City Engineer to construct the street improvements in
conformance with applicable city street standards. If approved by the City Engineer, that would be
considered to be in substantial conformance with the condition of approval.
2. The land use approval for this project does not imply approval of a particular design, product, material,
size, method of work, or layout of public infrastructure except where a condition of approval has been
devised to control a particular design element or material.
3. Development plans review, permit approval, and inspections by the City of Lake Oswego Planning and
Building Services Department are limited to compliance with the Lake Oswego Community Development
Code, and related code provisions. The applicants are advised to review plans for compliance with
applicable state and federal laws and regulations that could relate to the development, i.e., Americans
with Disabilities Act, Endangered Species Act. Staff may advise the applicants of issues regarding state
and federal laws that staff member believes would be helpful to the applicants, but any such advice or
comment is not a determination or interpretation of federal or state law or regulation.
EXHIBITS
A. Notice of Appeal:
(No current exhibits; reserved for hearing use)
B. Findings, Conclusions and Order:
(No current exhibits; reserved for hearing use)
LU 14-0031
Page 26 of 27
C. Minutes:
(No current exhibits; reserved for hearing use)
D. Staff Report:
(No current exhibits; reserved for hearing use
E. GRAPHICS/PLANS
E-1 Tax Map
E-2 Vicinity Map with Zoning
E-3 Existing Conditions (2 pages)
E-4 Master Plan
E-5 Open Space Plan
E-6 Landscape Plan (2 pages)
E-7 Grading Plan (2 pages)
E-8 Slope Analysis Plan
E-9 Street Improvement profiles and sections (6 pages)
E-10 Site Preparation/Demolition Plan (2 pages)
E-11 Composite Utility Plan (2 pages)
E-12 Storm Plan and Profiles (3 pages)
E-13 Sewer Plan and Profiles (4 pages)
E-14 Water Plan and Profiles (2 pages)
E-15 Tree Removal and Preservation (3 pages)
F. WRITTEN MATERIALS
F-1 Applicants Narrative
F-2 Drainage Report, prepared by 3JConsulting, Inc., dated May 2, 2014
F-3 Geotechnical Report, prepared by Geotech Solutions, Inc. dated August 31, 2006
F-4 Geotechnical Addendum, prepared by Geo Pacific Engineering, Inc., dated September 3, 2013
F-5 Traffic Impact Study, prepared by Lancaster Engineering, dated May 5, 2014
F-6 Arborist Report, prepared by Walter H, Knapp & Associates, LLC, dated may 2, 2014
F-7 Development Agreement dated May 7, 2014
F-8 Neighborhood Meeting Minutes held March 26, 2014
F-9 Memo from City of Lake Oswego Fire Marshal
G. LETTERS
Neither for nor Against: (G1-99)
None
Support: (G100-199)
None
Opposition: (G200+)
None
Date of Application Submittal: May 22, 2014
Date Application Determined to be Complete: May 27, 2014
State Mandated 120 -Day Rule: September 24, 2014
LU 14-0031
Page 27 of 27
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34
GENERAL INFORMATION
Property Owner and Applicant: Goodall Knaus, LLC.
5285 Meadows Road, Suite #171
Lake Oswego, OR 97035
Contact: Jesse Nemec
Phone: 503-730-8620
Email: jnemec@jtsmithco.com
Applicant's Representative: 3.1 Consulting, Inc
10445 SW Canyon Road
Beaverton, OR 97005
Contact: Andrew Tull
Phone: 503-545-1907
Email: andrew.tull@3j-consulting.com
SITE INFORMATION
Parcel Number: 21E04BA 00500, 21E04BA 00502 and 21E04BA 00503
Address: 12800 Goodall Road
Size: 7.35 acres
Neighborhood Association: Forest Highlands
Zoning Designation: R-7.5
Existing Use: Residential
Street Functional Goodall Road and SW Knaus Road are collectors.
Classifications:
Surrounding Zoning: South of the site is R-7.5 Properties adjacent to the property on the
north, east and west are outside the Lake Oswego City Limits but are
generally developed with single family residential homes.
THE HIGHLANDS I MASTER PLAN 1 3.1 CONSULTING, INC.
EXHIBIT E-1
LU 14-0031
35
TABLE OF CONTENTS
Appendixes........................................................................................................................................1
GENERALINFORMATION....................................................................................................................2
SITEINFORMATION............................................................................................................................2
INTRODUCTION.................................................................................................................................3
APPLICANT'S REQUEST...................................................................................................................3
SITE DESCRIPTION/SURROUNDING LAND USE.................................................................................3
SITEHISTORY.................................................................................................................................3
PROPOSAL.....................................................................................................................................3
DEVELOPMENTAGREEMENT..........................................................................................................4
PRIORACTIONS..............................................................................................................................4
APPLICABLECRITERIA.........................................................................................................................5
PUBLIC NOTICE OF APPLICATION AND APPLICANT's BURDEN OF PROOF..........................................5
CITY OF LAKE OSWEGO COMMUNITY DEVELOPMENT CODE [LOC CHAPTER Sol: ............................... 6
LOC 50.03 USE REGULATIONS AND CONDITIONS.............................................................................6
LOC 50.04 DIMENSIONAL STANDARDS...........................................................................................6
LOC50.06 DEVELOPMENT STANDARDS..........................................................................................9
LOC 50.07 REVIEW AND APPROVAL PROCEDURES........................................................................22
CITY OF LAKE OSWEGO STREETS AND SIDEWALKS CODE [LOC CHAPTER 42]: .................................. 23
LOC 42.03.005-42.04.210 STREET DESIGN STANDARDS, CONSTRUCTION PERMITS .........................23
CITY OF LAKE OSWEGO TREE CODE [LOC CHAPTER 551: .................................................................. 26
LOC55.02 TREE REMOVAL............................................................................................................26
SUMMARYAND CONCLUSION..........................................................................................................29
APPENDIXES
Appendix A —
Land Use Application
Appendix B—
Pre -Application Conference Notes
Appendix C—
Neighborhood Meeting Materials
Appendix D —
Technical Reports
Appendix E —
Preliminary Development Plans
36
INTRODUCTION
APPLICANT'S REQUEST
The Applicant seeks approval of a master plan application for a 7.35 acre site in the City of Lake Oswego.
This narrative has been prepared in order to describe the proposed master plan and to document
compliance with the applicable sections of Lake Oswego's Development Code.
SITE DESCRIPTION/SURROUNDING LAND USE
The subject site is 7.35 acres in size and is zoned R-7.5 (Low Density- 7,500 square feet area per unit). The
site is generally grassy with trees around the perimeter of the property and surrounding the home. The
site is not within the floodplain. The site has frontage on both Goodall Road and Knaus Road.
The site is zoned R-7.5, as are the properties to the south across Knaus Road and the southwest across
Goodall Road. Properties to the east and west are part of unincorporated Clackamas County. Properties
to the north are in the City of Portland and/or Multnomah County. All surrounding properties are
developed with single family homes with the exception of taxlot 501, which is vacant.
SITE HISTORY
This property was annexed to the City of Lake Oswego in 2005 via LU 05-008. In 2007 and 2008, a partition,
master plan and development agreement were approved for the property. The land use approvals were
never implemented.
In 2013, a minor land partition (LU 13-0044) was approved for dividing the site into three (3) parcels.
Subsequently, on April 24, 2013, a Development Agreement was submitted to the City of Lake Oswego
for signature detailing the final build -out of the site (16 single-family lots) and the policies and procedures
that will govern development of the site.
This development site has been designated as the site of the 2015 Portland Homebuilders' Association
"NW Natural Street of Dreams". The 16 lots proposed at final build -out will be developed with single-
family homes including cutting-edge technology, high quality building materials, and expert craftsmanship
techniques.
PROPOSAL
This is a proposal for approval of a Master Plan for a 7.05 acre site at the northeast corner of SW Goodall
Road and 5W Knaus Road. This Master Plan serves to identify the development of the site through three
partition applications (one submitted and approved in 2013 and two more to be submitted in each of the
two following years, 2014 and 2015) and one right-of-way dedication by legal document. The land use
submissions for the partitions will allow the three existing lots to be divided into three lots each, totaling
9 lots. The 9 lots created by the 2014 partitions will then be partitioned in 2015 to create the final 16 lot
plan.
THE HIGHLANDS I MASTER PLAN 13.1 CONSULTING, INC.
37
The purpose of the Master Plan is to obtain certainty for the City, the Developer and the adjacent property
owners of the full build -out of 16 single-family detached residential lots on this site. The Master Plan
includes such elements as street design (including access), landscaping and buffering, open space
provision and tree preservation and mitigation.
DEVELOPMENT AGREEMENT
A Development Agreement was submitted to the City of Lake Oswego on April 24, 2014 for review and
signature by the City. The Development Agreement identifies the development procedure of the site, the
use of the site for single-family detached residential homes and specific design criteria such as
architectural, illumination and parks and open space and infrastructure improvements. The City, the
Applicant, and the Forest Highlands Neighborhood Association of Lake Oswego have worked together to
create the development agreement forthe site and all parties are supportive of this plan, the agreement,
and the land division process.
Section 5 of the Development Agreement requires submittal of a Master Plan within 60 days of the
approval of the Development Agreement. This submittal is the proposed Master Plan for this site,
including: the approved partition in 2013 and the proposed partitions for calendar year 2014 and 2015; a
final plan showing development at build out, including required public infrastructure; and a development
schedule for review of building, grading and other permits.
PRIOR ACTIONS
The following land use actions precede this Master Plan application for this property:
LU 05-0008 Annexation of Property
LU 07-0063 Minor Land Partition (Expired)
LU 07-0089 Development Agreement (Expired)
LU 08-0019 Master Plan (Expired)
LU 13-0044 Minor Land Partition (Approved and Currently Applicable)
LU 14-0023 Property Line Adjustment (Pending)
LU 14-0024 Property Line Adjustment (Pending)
THE HIGHLANDS ( MASTER PLAN 13.1 CONSULTING, INC.
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APPLICABLE CRITERIA
The following sections of Lake Oswego's Municipal Code (LOC) have been extracted as they have been
deemed to be applicable to the proposal. The intent of providing code and detailed responses and
findings is to document, with absolute certainty, that the proposed development has satisfied the
approval criteria for master plan.
City of Lake Oswego Community Development Code [LOC Chapter SO]:
LOC 50.03.002.2
LOC 50.04.001.1
LOC 50.04.002.5
LOC 50.06.001.2-50.06.001.3
LOC 50.06.002
LOC 50,06.003.1
LOC 50.06.003.2
LOC 50.06.003.4
LOC 50.06.004.1
LOC 50.06.004.3
LOC 50.06.005
LOC 50.06.006.2
LOC 50.06.006.3
LOC 50.06.007.1
LOC 50.06.008.1-6
LOC 50.06.011
LOC 50.07.003.14
Residential Districts Use Table
Dimensional Table for Residential Zones
Special Street Setback
Structure Design -Residential Zones
Parking
Access
On -Site Circulation - Driveways and Fire Access Roads
Local Street Connectivity
Landscaping, Screening and Buffering
Lighting Standard
Park and Open Space Contributions
Hillside Protection
Drainage Standards
Solar Access
Utility Standard
Vision Clearance
Minor Development Decision
City of Lake Oswego Streets and Sidewalks Code [LOC Chapter 42]:
LOC 42.03.005-42.04.210 Street Design Standards, Construction Permits
LOC 42.08.400-42.08,470 Sidewalks
City of Lake Oswego Tree Code [LOC Chapter 55]:
LOC 55.02.035 Tree Removal in Conjunction with Major or Minor Development Permit
LOC 55.02.084 Mitigation Required
LOC 55.08.020 Tree Protection Plan Required
LOC 55.08.030 Tree Protection Measures Required
PUBLIC NOTICE OF APPLICATION AND APPLICANT'S BURDEN OF PROOF
Neighborhood Meeting:
Several neighborhood meetings have been held with the Forest Highlands Neighborhood Association and
adjoining neighborhood associations, and the owners/residents of property within 300 feet of the site.
The minutes of these meetings are included with this submittal.
THE HIGHLANDS j MASTER PLAN 13.1 CONSULTING, INC.
39
Public Notice to Surrounding Area:
The City will provide adequate public notice and opportunity to comment on this application, as required
by LOC 50.82.020.
Burden of Proof:
Per LOC 50.07,003.1.b, the applicant for a development permit shall bear the burden of proof that the
application complies with all applicable review criteria or can be made to comply with applicable criteria
through the imposition of conditions of approval. The Applicant has provided sufficient evidence to
enable staff to evaluate the proposal.
CITY OF LAKE OSWEGO COMMUNITY DEVELOPMENT CODE [LOC CHAPTER 501:
LOC 50.03 USE REGULATIONS AND CONDITIONS
2. USE TABLE
2. RESIDENTIAL USE TABLE- Identifies "single-family detached dwelling" as permitted (one per lot) in
the R-7 zone.
Applicant's This Master Plan application is for the development of single-family homes on individual
Finding: lots, a permitted use in the R-7 zone.
The requirements of this section have been satisfied.
LOC 50.04 DIMENSIONAL STANDARDS
1. RESIDENTIAL LOW DENSITY ZONES
TABLE 50.04.001-1: RESIDENTIAL LOW DENSITY ZONES DIMENSIUNS
Comments/
R-7.5 R-10 R-15
Additional
Standards
DENSITY
50.04.001.1.b
Minimum [1]
80% of max 80% of max 80% of max
Maximum (unitslacre)
[2] [2] [21
MIN. LOT DIMENSIONS [3]
50.04.001.1.c
Area (sq. ft.)
7,500 10,000 15,000
Except PD [3]
Width (ft.)
50 65 80
Depth (ft.)
— — —
MAX. FLOOR AREA
50.04.001.1.d
Base Calculation:
3,000 sq. ft.+ [(actual lot size–
Additional floor area allowance per residential
unit providing a garage (sq. ft.)
600 750 850
5,800 sq. ft.) x 0.19]
YARD SETBACKS
50.04.001.1.e
THE HIGHLANDS I MASTER PLAN 13.1 CONSULTING, INC.
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Primary Structure
Front (ft.)
25
25
25
Side Adjacent to Street (ft.)
Arterial/Collector
20
20
20
Local
15
15
15
Interior Side (ft. Height:5 18 ft.
Total 15, 5 min.
10
10
Height > 18 ft.
10
15
15
Rear (ft.)
30
30
30
Accessory Structure
Front (ft.)
25
25
25
Side Adjacent to Street (ft.)
Arterial/Collector
20
20
20
Local
15
15
15
TABLE 50.04.001-1: RESIDENTIAL LOW DENSITY ZONES DIMENSIONS (Continued)
R-7.5
R-10
R-15
Comments/
Additional
Standards
Height 518 ft.
Side
5
10
10
Rear
10
15
15
Height > 18 ft.
Side
10
15
15
Rear
15
15
15
MAX. LOT COVERAGE
50.04.001.1.f
MAX. BASE HEIGHT (FT.)
Primary Structure
[4]
[4]
[4]
50.04.001.1.9
Flat Lot
28
30
35
Lot with Sloping Topography
32 [5]
34151
35
Sloped Lot
35
35
35
Accessory Structure
Lesser of 24 ft.
or height of roof
form of primary
structure
Lesser of 24 ft.
or height of roof
form of primary
structure
Lesser of 24 ft.
or height of roof
form of primary
structure
50.04.001.1. g [ 6 ]
Additional Standards and
Modifications
50.04.001.1.b — g
THE HIGHLANDS I MASTER PLAN 13J CONSULTING, INC.
41
[1] For purposes of this section, the number of lots required shall be determined by dividing the net developable square
footage by the minimum lotsize perunit required in the underlying zone, and multiplying this number by 0.8. The result shall
be rounded up for any product with a fraction of 0.5 or greater and rounded down for any product with a fraction of less
than 0.5. The requirements of this section are subject to the exceptions contained in LOC 50.04.003.10, Exceptions to the
Minimum Density Requirement for All Zones.
[2] Net developable footage divided by the minimum lot area per unit and rounded down to the nearest whole number. The
actual density allowed on a site will be determined at the time of development review. Maximum density will be allowed to
the extent that facts presented to the hearing body showthat development at that density can occur within requirements set
forth in the Development Standards.
[3] Up to a 25% reduction in minimum required lot area for each dwelling unit shall be allowed to permit the
relocation of a designated historic landmark, when relocation has been approved by the designated hearing body.
[4] Base building height of single-family dwellings may be increased by one ft. for every five additional ft. in yard setback
on all sides.
[5] Maximum base height across the site shall be established by a flat plane measured at 28 ft. (R-7.5 zone) or 30 ft. (R-10
zone)
above the highest point of the natural grade within the building envelope, except that in no caseshall the base heightbe greater
than
32 ft. (R-7.5 zone) or 34 ft. (R-10 zone) above the natural grade. See Figure 50.04.001-A: Height Adjustment for
TABLE 50.04,001-2: RESIDENTIAL LOW DENSITY LOT COVERAGES
Height (ft.) of
primary structure
Maximum Lot Coverage
R-7.5
R-10
R-15
22 or less
35
35
35
>22 to 23
33
34
34
>23 to 24
30
32
33
>24 to 25
28
30
32
>25 to 26
25
28
30
>26 to 27
25
27
29
>27 to 28
25
25
28
>28 to 29
25
25
27
>29 to 30
25
25
25
>30 to 31
25
25
25
>31 to 32
25
25
25
TABLE 50.04.001-2: RESIDENTIAL LOW DENSITY LOT COVERAGES (Continued)
Height (ft.) of
primary structure
Maximum Lot Coverage
R-7.5
R-10
R-15
>32 to 33
25
25
25
>33 to 34
25
25
25
>34
25
25
25
Applicant's The sixteen lots proposed by this Master Plan, which will be reviewed via a series of major
Finding: partition applications, will all exceed the 7,500 square foot minimum size requirement.
The maximum density for the R-7.5 zone is 5 dwelling units per acre. The proposed
development will result in 16 parcels on a 7.05 acres or 2.23 dwelling units per acre.
This Master Plan application is preceded by one minor land partition approval (LU 13-
0044) and will be followed by two subsequent major land partitions (one in 2014 and one
THE HIGHLANDS I MASTER PLAN 13.1 CONSULTING, INC.
42
in 2015). This was done to satisfy the neighbors' concerns regarding density and housing
type and to provide larger lots for construction of the 2015 NW Natural Street of Dreams
homes. Partitions are not subject to the minimum density requirement. All lots greatly
exceed the minimum dimensional standards. Floor area, setback, height and lot coverage
standards will be met as reviewed during building permit submittal.
The requirements of this section have been satisfied.
50.04.002. SPECIAL STREET SETBACKS
1. PURPOSE
To assure an adequate front yard setback is available in the event of possible future street
improvements, such as additional lanes, pedestrian and bicycle facilities, transit facilities, drainage
management improvements, lighting, and street landscaping.
Applicant's Per Table 50.04.002-1, SW Knaus Road has a 30 -foot special street setback measured from
Finding: the centerline of the existing right-of-way. The existing right-of-way along the site's
southern frontage on SW Knaus Road is 40 feet total, 20 -feet from existing centerline.
The applicant proposed via the previous minor land partition (LU 13-0044) to dedicate 11
feet of right-of-way and widen SW Knaus Road from the centerline north. Full build -out
of the project will result in a 14 -foot wide pavement section from centerline, 3 -foot gravel
transition area, 8 -foot drainage Swale and 6 -foot asphalt path, for a total right-of-way of
31 feet from centerline. Therefore, the special setback will be within the future right-of-
way and no additional special setback is necessary on this property.
The requirements of this section have been satisfied.
LOC 50.06 DEVELOPMENT STANDARDS
50.06.001. BUILDING DESIGN
2. STRUCTURE DESIGN- RESIDENTIAL ZONES
b. Street Front Setback Plane
Except as set forth in LOC 50.06.001.2.d and for flag lots in the R-6 zone, the profile of a structure
that fronts on a street shall fit behind a plane that starts at the setback line (front yard or
side yard abutting a street) and extends upward to 20 ft. in height, then slopes toward the center
of the lot up to the maximum base height of the zone, as illustrated below in Figure 50.06.001-
A: Street Front and Street Side Setback Plane.
The slope of the street front setback plane is dependent upon whether it applies to a front yard
or side yard abutting a street, as follows:
L Front yard — 6:12 slope, or
ii. Side yard abutting a street — 12:12 slope.
c. Street Front Setback Plane Exceptions
L Roof Form
THE HIGHLANDS I MASTER PLAN 13.1 CONSULTING, INC.
43
Any individual roof form may penetrate the street front setback plane if it is less than one third
of the structure width, as illustrated in Figure 50.06.001-B: Exceptions to Street Front Setback
Plane. Two or more separate and distinct roof forms, such as dormers, may project into the
street front setback plane if they are less than one-half of the structure width.
ii. Projections
Any eaves, bay windows, chimneys and other decorative features, front porch, cornices, eaves,
gutters, belt courses, leaders, sills, pilasters, lintels, ornamental features, and other
architectural features, canopies, sunshades, chimneys, and flues that are allowed to project into
the front yard setback shall fit below the extension of the street front setback plane, as
illustratedin Figure .06.001-C.
e. Side Yard Setback Plane — Interior Yards
Except as set forth in subsection 2.e.ii of this section, the side profile of a structure shall fit behind a
plane that starts at the side property line and extends upward to 12 ft. and slopes toward the center of
the lot at a slope of 12:12 up to the maximum allowed height at the peak as illustrated in Figure
50.06.001-G: Side Yard Setback Plane.
i. Roof forms may penetrate into the side yard setback plane required under (e), above, as
follows:
(1) Any individual roof form may penetrate the side setback plane if it is less than one-
third of the structure length at 12 ft. in height. Two or more separate and distinct roof
forms such as dormers or gables may project into the side setback plane if they are less
than one-half of the structure length at 12 ft. in height.
(2) Building projections allowed under LOC 50.04.003.8, General Exceptions for Building
Projections, Decks, and Walkways and Pathways to Setbacks, may project up to two ft.
into the side yard setback plane. Chimneys are exempt from the setback plane
requirement.
ii. On steeply sloped lots that are upslope from the abutting street, no side yard plane
is required.
f. Side Yard Appearance and Screening
At least one of the following design treatments shall be applied along side yards or side elevations.
This section is applicable to both interior side yards and side yards that abut streets.
i. Treatment 1— Maximum Side Yard Plane
(1) When the side elevation of a primary structure is more than 500 sq. ft. in area in an
R-0, R-2, R-3, R-5, or R-6 zone ("Group 1") or more than 750 sq. ft. in area in an R-7.5, R-
10, or R-15 zone ("Group 2"), the elevation must be divided into distinct planes of 500
sq. ft. or less for Group for 750 sq. ft. or less for Group 2. For the purpose of this
standard, areas of side yard wall planes that are entirely separated from other wall
planes are those that result in a change in plane, such as a recessed or projecting section
of the structure that projects or recedes at least two ft. from the adjacent plane, for a
length of at least six ft.
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(2) Except in the R-0, R-2, R-3, and R-5 zones, the maximum side yard plane may be
increased by 10% on a side for every additional five ft. of side yard setback provided
beyond the minimum required by the zone, on the side property line.
ii. Treatment 2 — Side Yard Features
(1) The side elevation of a structure shall consist of two or more planes that are offset
by a minimum of 16 in. The wall planes shall be a minimum of four ft. in width, and shall
result in a change in a wail plane for one full story. Exception: Window bays may be
utilized to satisfy the requirement for offsets. Such windows shall extend a minimum of
12 in. outward from the main wall of a building and shall form a functional bay or alcove
in an interior room. Bay windows used to meet this requirement shall not be exempt
from setback requirements.
(2) Walls shall include a roof eave overhang of 16 in. or greater, and
(3) Windows and/or doors shall occupy a minimum of 15% of the side elevation facing
the street, and all windows shall have a window trim that is a minimum of four in. in
width.
iii. Treatment 3 — Screening
The applicant shall provide screening and buffering of the wall plane with a minimum of one
standard plant unit for every 50 linear ft. of side property line or fraction thereof. Planting shall
occur within an area that is defined by the length of the side elevation plus 20 ft. beyond the
width of the building at either end, and outward 20 ft. from the side elevation of the building,
towards the side lot line, as shown in Figure 50.06.001-H: Screening and Buffering.
Applicant's Per Section 2.4 of the Development Agreement (submitted to the City of Lake Oswego on
Finding: April 24, 2014), the Developer will prepare and record architectural covenants that govern
the exterior design of structures within the development. While this is not required by
the Code, it is required within the development agreement it will give the City and
neighboring property owners a guarantee that high-quality architectural features and
materials for all permanent structures will be used and that all walls of residences facing
public streets will incorporate windows. These architectural covenants will be in addition
to the requirements imposed with this Section, which will also be implemented
throughout the development.
The requirements of this section have been satisfied.
LOC 50.06.002 PARKING
2. STANDARDS FOR APPROVAL
a. Vehicle Parking
i. Required parking spaces shall be available for the parking of operable passenger vehicles of residents,
customers, patrons and employees and shall not be used for the storage of vehicles or materials or for
the loading and unloading or parking of vehicles used in conducting the business or use.
ii. Number of Required Parking Spaces
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TABLE 50.06.002-3: MINIMUM OFF-STREET PARKING SPACE REQUIREMENTS requires 1 space per
dwelling unit for single-family residential dwellings.
Applicant's A minimum of 1 space per each of the three dwelling units will be provided; however, the
Finding: homes will each have at least 2 off street parking spaces without including the garage.
The requirements of this section have been satisfied.
LOC 50.06.003 CIRCULATION AND CONNECTIVITY
1. ACCESS/ACCESS LANES (FLAG LATS)
c. Standards for Approval
L Every residentially zoned lot shall abut a street for the following minimum length:
Rowhouse- 17 feet
Flag Lot- LOC 50.07.007.2.c
All Other- 25 feet
ii. Access design shall be based on the following five criteria:
(1) Topography;
(2) Traffic volume to be generated by the development;
(3) Classification of the public street from which the access is taken (residential,
collector or arterial);
(4) Traffic volume presently carried by such street; and
(5) Projected traffic volumes.
iii. Direct permanent access from a development to an arterial street is prohibited where an
alternate access is either available or is expected to be available. A temporary access may be
allowed.
iv. Direct access from a development or a structure to a local residential street is required
unless such access is not available.
v. The City may require shared access with a neighboring site or an extension of residential
streets across adjacent properties to provide access to the development if necessary to
prevent adverse impacts on traffic flow.
vi. If no satisfactory access from a public street to a development is available, the City shall
require postponement of the development until such time as a satisfactory access becomes
available.
vii. Access lanes created by a partition or private streets created by a subdivision shall
contemporaneously provide an option of dedication to the City.
d. Standards for Access Lanes
Access lanes shall meet the following minimum standards:
i. Twenty -ft. wide easement.
ii. Access to two to four dwelling units — 12 ft. of pavement with a four ft. shoulder on each
side.
iii. Access to five to eight dwelling units -- 16 ft. of pavement with a two ft. shoulder on each
side.
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iv. When providing access for seven to eight dwelling units, the access lane shall be designed
to provide "on -lane" parking for a minimum of four standard vehicles or provide an "offlane"
parking area for a minimum of four standard vehicles.
e. Traffic Study
Determination of the location and configuration of an access shall be based on a traffic study, unless
otherwise approved by the City Manager.
f. Expenses Borne by Developer
The expense related to modification of an existing street to accommodate proposed access including all
traffic control devices and lighting shall be paid for by the developer.
g. Distance between Access and Nearest Intersection
Access from a major development to a collector or an arterial shall be not less than 100 ft. from the
nearest intersection of street centerlines.
Applicant's All 16 tots at final build -out will have direct access with greater than 25 -feet of frontage
Finding: on SW Goodall Road, SW Knaus Road or the new local internal street, Highland Loop. All
lots are proposed for single-family development and no row houses or flag lots are
proposed. Each driveway/access wH serve one dwelling unit.
The requirements of this section have been satisfied.
2. ON-SITE CIRCULATION — DRIVEWAYS AND FIRE ACCESS ROADS
b. Standards for Approval
i. Driveway Approaches—Locational Limitations and Restrictions
(1) On corner lots where the adjacent streets are fully improved to their anticipated ultimate width, the
nearest edge of a proposed driveway to the intersection shall be no closer than 30 ft. when measured
from the projected curb of the street that is the most parallel to the alignment of the proposed
driveway.
(2) On corner lots where the adjacent streets are not fully improved to their anticipated ulti- mate
width, the nearest edge of a proposed driveway to the intersection shall be no closer than 30 ft. when
measured from the lot corner, or if the corner is a radius, from the point of intersection of the tangents.
If right-of-way dedication is required as a condition of approval, the lot lines after dedication shall be
used as the basis for determining compliance with this standard.
(3) On lots with less than 75 ft. of continuous frontage on a single public street, only one driveway shall
be permitted along that frontage.
(4) All driveway approaches shall be located and designed so that the driver entering or exiting the
driveway can see approaching traffic for a sufficient distance to make a safe entrance and exit. American
Association of State Highway and Transportation Officials (AASHTO) standards shall be used in
determining compliance with this standard.
(5) The maximum width of a driveway approach, measured where the edges of the drive- way meet the
right-of-way, shall be governed as follows:
(a) Single-family residential with garage door(s) facing the street: 12 ft. per garage or carport stall, or
surface parking space, but not to exceed 30 ft.
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(b) Single-family residential with side -loading garage: 24 ft.
(c) All other uses: 24 ft. unless otherwise justified by the recommendations of a traffic study.
ii. Driveway Widths
Driveways shall conform to the minimum width requirements of LOC 15.06.610 (Oregon Fire
Code Adopted) and LOC 50.06.002, Parking.
iii. Driveway Grades
(1) The maximum grade of a driveway serving one single-family structure shall be 20%. If the grade
exceeds 15%, then the residence must be provided with alternative methods for fire suppression, i.e.,
sprinklering.
(2) The maximum grade of a driveway for all other uses shall be 15%.
(3) For all uses except residential structures of four units or less, there shall be a landing area where a
driveway used by multiple drivers meets the public street. The landing area shall be a minimum of 25
ft. long and shall have a maximum grade of 5%. The length and grade of the landing area described in
this subsection presupposes that the abutting street has been fully improved to its ultimate anticipated
width. If a driveway is pro- posed on a street that is not fully improved, and the development proposal
is anticipated to proceed prior to the improvement of the street, the City Engineer shall determine the
driveway and site grading so that this standard will not be compromised when the street is improved
in the future.
(4) Along the traveled way, grade breaks shall not exceed an algebraic difference of 9% unless
accomplished by the construction of a vertical curve complying with the City's Standard Details.
(5) The maximum cross -slope of a driveway shall be 5%, except for that portion of a drive- way which
must blend with an adjacent street grade that exceeds 5%. When blending is necessary, the length of
the blended section shall be limited to 30 ft.
iv. Fire Access Lanes
(1) All developments shall comply with the minimum requirements for fire access roads as stipulated
by the Fire Code and LOC Chapter 15.
(2) The paved improvement of fire lanes, their associated turnarounds and right-of-way dimensions
shall comply with the City's Standard Details.
(3) When a fire access road is required to be used as a primary or alternate access route for the provision
of emergency services to or through an abutting property, the fire lane shall be declared as such on a
legal instrument to be recorded against the title of the affected property(i es). A declaration on a plat or
on a recorded development plan may also be used to satisfy this standard.
Applicant's All sixteen lots at final build -out will have driveways that meet the driveway standards.
Finding: All driveways will meet the standard of a maximum driveway grade of 15% with a
maximum 5% cross slope. All driveway locations will provide safe and convenient access
to the lots, meeting all standards, City and AA5HTO. All Fire Department standards will
be met as shown on the attached plans.
The requirements of this section have been satisfied.
4. LOCAL STREET CONNECTIVITY
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b. Purpose and intent
The purpose of the connectivity standard is to ensure that:
L The layout of the local street system does not create excessive travel lengths or limit route choices.
This will be accomplished through an interconnected local street system to reduce travel distance,
promote the use of alternative modes of travel, provide for efficient provision of utility and emergency
services, provide for more even dispersal of traffic, and reduce air pollution and energy consumption;
ii. Streets, alleys and residential accessways shall be designed to meet the needs of pedestrians and
cyclists and encourage walking, bicycling and transit as transportation modes;
iii. Street and pedestrian and bicycle accessway design is responsive to topography and other natural
features and avoids or minimizes impacts to LOC 50.05.010, Sensitive Lands Overlay Districts; LOC
50.05.011, Flood Management Area; and steep slopes pursuant to LOC 50.06.006.2, Hillside Protection;
iv. Local circulation systems and land development patterns do not detract from the efficiency of the
adjacent collector or arterial streets;
v. The street and accessway circulation pattern contributes to connectivity to and from activity centers,
such as schools, commercial areas, parks, employment centers and other major trip generators;
vi. The Metro Urban Growth Management Functional Plan street connectivity requirements
(Metro Code 3.07.630) are met;
vii. Proposed development will be designed in a manner which will not preclude properties within the
vicinity that meet the definition of further developable, from meeting the requirements of this
standard; and
viii.To guide land owners and developers on desired street and bicycle and pedestrian accessway
connections to the existing transportation system that will improve local access to
schools, transit, shopping, and employment areas.
Applicant's Section 3.5 of the Development Agreement provides for the creation of the internal public
Finding: street via right-of-way dedication in a legal document separate from any of the plats. The
new local street will provide connectivity throughout the development, provide access to
the 16 lots and will meet all requirements of this section. The dedication of a small
amount of ROW shown on taxlot 501 will also be created as a part of the construction
activities associated with this site. The Right-of-way associated with this the roadway
improvement on taxlot 501 will be created through a separate dedication deed.
The requirements of this section have been satisfied.
LOC 50.06.004 SITE DESIGN
1. LANDSCAPING, SCREENING, AND BUFFERING
b. Standards for Approval
iv. All development abutting streets shall provide street trees at the proper spacing for the species.
Applicant's The Developer proposes to install a landscape buffer on the boundaries of the property
Finding: adjacent to SW Knaus Road and 5W Goodall Road in order to buffer the view of the
property from adjacent streets and homes. All trees will be spaced appropriately for the
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species. The details of this landscape buffer were provided as Exhibit C to the
Development Agreement, submitted to the City of Lake Oswego on April 24, 2014.
The requirements of this section have been satisfied.
3. LIGHTING STANDARDS
b. Standards for Approval
i. Public Pathways and Accessways
Low level lighting of less than 0.3 average foot-candles and with a maximum uniformity of
illuminating ratio not to exceed 20:1 shall be required in all zones, except the PF and PNA
zones, unless the applicant can show that no night use of such facilities is planned.
v. Street Lighting
(1) Street lighting installations shall achieve criterion values listed in Table 50.06.006.
Collector Streets in the R-7.5 Zone, Intersections only, Avg: Light Level 0.3 fc; Avg: Min.
Uniformity 4:1; Max:Min. Uniformity 20:1.
Applicant's All lighting will meet the lighting level standards provided in this section. Additionally,
Finding: although not required specifically by this Code, for the benefit of the neighboring property
owners, the Developer will ensure that the exterior illumination on residences is designed
and operated consistent with "dark sky" principles concerning shielding, orientation and
type of lamp. Lighting will be provided at street intersections only, along Goodall and
Knaus Roads.
The requirements of this section have been satisfied.
LOC 50.06.005 PARK AND OPEN SPACE CONTRIBUTIONS
3. STANDARDS FOR APPROVAL
a. Amount of Open Space Required
i. All developments, except as otherwise provided by this section, shall provide open space land
approved by the City in an aggregate amount equal to at least 20% of the gross land area of the
development.
iii. Subdivisions and major partitions on sites of greater than 75,000 sq. ft. in size shall provide open
space approved by the City in an aggregate amount equal to at least 20% of the gross land area of the
development.
b. Required Open Space— How Provided
Open space land in commercial, institutional, public use, industrial and office campus areas may be
provided as a combination of reserved land and landscaping. Where no RP or RC district resources or
public park land is located on the site, the open space requirement can be met by protecting
nondesignated natural resource areas and/or providing landscaping which meets the requirements of
the landscaping standard.
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Applicant's Section 3.4 of the Development Agreement identifies that Open Space shall be calculated
Finding: on gross acreage of the entire ownership of the site, and that each of the partitions may
have more or less than 20% open space, but the total open space at final build -out will be
20% of the 7.02 acre gross site size, or 1.41 acres of open space, This area is provided in
the front yard areas of each of the lots (and sides on corner lots), excluding driveway areas
for each lot. The overall open space plan provides a total of 1.61 acres of open space,
accounting for a 0.20 acre deduction for proposed driveways.
The open spaces within the front yards of each site will be creatively unified through the
planting of a series of dramatic Japanese Maples which were removed from one of the
landscape beds adjacent to the Shaw House. A total of 16 trees were removed by hand
from the property upon the Applicant's acquisition of the site. These trees have been
held in a nursery for the past several months and will be professionally transplanted to
each of the newly created lots. These amazing trees have been beautifully cultivated and
will provide dramatic color and foliage changes throughout each of the four seasons.
The requirements of this section have been satisfied.
LOC 50.06.006 GEOLOGIC HAZARDS AND DRAINAGE
2. HILLSIDE PROTECTION
a. Applicability
This section applies in areas identified as "Slide Area," "Slide Hazard," or parcels that have undisturbed
slopes in excess of 12%, and where:
L Minor and major development will involve proposed structures; or
ii. Ministerial construction of structures where the requirements of this article have not been
previously addressed.
Applicant's This site has not been identified as a "Slide Area" or a 'Slide Hazard". Additionally, the
Finding: site has several areas which are steeper than 12% however the majority of these areas
are associated with drainage swales along Goodall and Knaus and the building which
currently exists on site. All of the slopes in excess of 12% are considered to be disturbed.
The requirements of this section have been satisfied.
b. Drainage Standard for Major Developments, Partitions, Subdivisions, and Certain Structures
ii. Standards for Approval
(1) Inspection and Maintenance
All drainage management measures, whether located on private or public property, shall be accessible
at all times for City inspection. When these measures have been accepted by the City for maintenance,
access easements shall be provided at such a width to allow access by maintenance and inspection
equipment.
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Applicant's The proposed drainage facilities on the property will be provided with public easements
Finding: enabling the City to have a continuous right of access. Easements will consider the City's
requirements for access and maneuverability and will be identified on each plat as
applicable.
The requirements of this section have been satisfied.
(2) Stormwater Runoff Quality
All drainage systems shall include engineering design features to minimize pollutants such as oil,
suspended solids, and other objectionable material in stormwater runoff.
Applicant's In the approved minor land partition, the Applicant has identified and proposed a
Finding. stormwater management system that is described within a stormwater management
report and shown on submitted preliminary plans. The proposed stormwater system
includes a series of infiltration trenches which will allow for infiltration of stormwater
collected from new impervious surfaces. In accordance with the City's Surface Water
Management Manual, this site will be required to comply with state DEQ and City
requirements for water quality and detention.
The requirements of this section have been satisfied.
(3) Drainage Pattern Alteration
Development shall be conducted in such a manner that alterations of drainage patterns (streams,
ditches, swales, and surface runoff) do not adversely affect:
(a) Other properties;
(b) RC districts on adjacent property; or
(c) RP districts on adjacent property.
Applicant's The Applicant has proposed a stormwater management system which is described within
Finding: the stormwater management report and preliminary plans submitted with the previous
minor land partition. The proposed stormwater system includes a series of infiltration
trenches which will allow for infiltration of stormwater collected from new impervious
surfaces. The proposed trenches have been designed to be consistent with the City's
Surface Water Management Manual and the installation of the infiltration trenches will
ensure that neighboring properties are not adversely affected by the proposed
development.
The requirements of this section have been satisfied.
(4) Stormwater Detention
Sufficient stormwater detention shall be provided to maintain runoff rates at their natural undeveloped
levels for all anticipated intensities and durations of rainfall and provide necessary detention to
accomplish this requirement.
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Applicant's The City's Surface Water Management Manual requires Applicants to design for detention
Finding: of the 25 year storm event. The Applicant's proposed stormwater system includes a series
of infiltration trenches which will allow for detention of stormwater collected from newly
created impervious surfaces. The proposed trenches have been designed to be consistent
with the City's Surface Water Management Manual and will result in either infiltration of
detained stormwater run-off or the release of stormwater run-off at a rate which mimics
the pre -developed rates.
The requirements of this section have been satisfied.
(5) Required Stormwater Management Measures
The applicant shall provide sufficient stormwater management measures to meet the above
stormwater runoff requirements. The applicant shall provide designs of these measures taking into
account existing drainage patterns, soil properties (such as erodibility and permeability) and site
topography.
Applicant's The Applicant proposed a stormwater management system which is described within the
Finding: stormwater management report and preliminary plans submitted with the previously
approved minor land partition. The proposed stormwater system considers the existing
drainage patterns, soil properties, and site topography. The attached report provides a
detailed analysis of the existing conditions on site and the proposed design has been
based upon this analysis.
The requirements of this section have been satisfied.
iii. Standards for Construction
Applicant's All drainage and stormwater standards will be met as detailed in the stormwater and
Finding: drainage report submitted with the approved minor land partition and all subsequent
stormwater and drainage reports submitted with the two future partition applications.
The requirements of this section have been satisfied.
LOC 50.06-007 SOLAR ACCESS
1. SOLAR ACCESS FOR NEW DEVELOPMENT
d. Solar Design Standard
At least 80% of the lots in a development subject to this section shall comply with one or more of the
options in this section. In order to be included in the 80% requirement a lot must also comply with LOC
50.06.007.1.e.
L Basic Requirement
A lot complies with this section if it:
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(1) Has a north -south dimension of 90 ft. or more; and
(2) Has a front lot line that is oriented within 300 of a true east -west axis.
e. Protection from Future Shade
Structures and non-exempt vegetation must comply with the Solar Balance Point provisions, LOC
50.06.007.2, for existing lots if located on a lot that is subject to the solar design standard in
LOC 50.06.007.1.d, or if located on a lot south of and adjoining a lot that complies with the solar
design standard.
ii. Protected Solar Building Line Option
In the alternative, a lot complies with this section if a solar building line is used to protect solar
access as follows:
(1) A protected solar building line for the lot is designated on the plat, or documents
recorded with the plat; and
(2) The protected solar building line for the lot is oriented within 300 of a true east -
west axis; and
(3) There is at least 70 ft. between the protected solar building line on the lot to the
north and the middle of the north -south dimension of the lot to the south, measured
along a line perpendicular to the protected solar building line; and
(4) There is at least 45 ft. between the protected solar building line and the northern
edge of the buildable area of the lot, or habitable structures are situated so that at
least 80% of their south -facing wall will not be shaded by structures or non-exempt
vegetation.
Applicant's All of the lots within the proposed development comply with the solar access basic
Finding: requirement due to their orientation and size with the exception of lots 1, 2, 3, 6, and 7.
A protected solar building line has been established upon each of these lots by offsetting
a line aligned with the midpoint of the dimension of the lot to the south by 70 feet to the
north.
The requirements of this section have been satisfied.
LOC 50.06.008 UTILITIES
3. STANDARDS FOR APPROVAL
a. Utilities Required
The following utilities, whether on or off site, shall be provided to all development in the City of Lake
Oswego, in accordance with City Engineering Division's policies, design standards, technical
specifications and standard details:
i. Sanitary sewer systems;
ii. Water distribution systems;
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iii. Sidewalks and any special pedestrian ways and bicycle paths;
iv. Street name signs;
v. Traffic control signs and devices;
vi. Street lights, which shall be served from an underground source of power;
vii. Underground utility and service facilities, as required;
viii.Streets;
ix. Provision for underground T.V. cable.
The City Manager may require that utility designs be prepared by a registered engineer.
b. Easements or right-of-way for utilities and associated and related facilities shall be provided by the
property owner. Easements for anticipated future utilities or extensions may be required by the City
Manager.
c. Sanitary sewers shall be installed to serve the development and to connect the development to
existing mains.
d. Design shall take into account the capacity and grade to allow for desirable future extension beyond
the development, and where required by the City Manager, extended to the upstream
property line to allow for such future extension.
e. All sanitary sewers and appurtenant structures shall be designed and constructed in conformance
with City Engineering Division's policies, design standards, technical specifications and standard details,
and shall include, but not be limited to, such items as:
i. Pipe size and materials;
ii. Manholes;
iii. Cleanouts;
iv. Backfill requirements;
v. Service laterals.
f. All development shall be served by service lines, main water lines and fire hydrants which are
connected to City mains or the water mains of water districts which provide service within the City.
g. Design of water system improvements shall take into account provision for extension beyond the
development to adequately grid or loop the City system.
h. One water service line shall be provided to each lot in a development, or if the development does
not include lots, to each building in the development. Each structure with plumbing shall connect to
the water system. The system shall be designed to supply fire flow requirements of LOC Chapter 45.
Applicant's Sanitary sewer, water distribution, sidewaiks/pedestrian paths, underground utility
Finding: service and street improvements will be installed with this development pursuant to city
standards.
The requirements of this section have been satisfied.
50.06.011 VISION CLEARANCE
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Applicant's All vision clearance areas will be maintained throughout development of the site.
Finding:
The requirements of this section have been satisfied.
LOC 50.07 REVIEW AND APPROVAL PROCEDURES
LOC 50.07.003 REVIEW PROCEDURES
14. MINOR DEVELOPMENT DECISIONS
a. Minor Development Classification
i. A minor development is a development which requires a permit from the City that requires
a more discretionary level of review than a ministerial decision. "Minor development" is intended to
include decisions defined as "limited land use decisions" pursuant to ORS 197.015(12).
Applicant's Section 5.2 of the Development Agreement states that the Master Plan shall be reviewed
Finding: as a minor development as that term is utilized in the LOC. This is consistent with review
of partitions and subdivisions per LOC 50.79.020(2)(i).
The requirements of this section have been satisfied.
b. Application
Application for a minor development decision shall be made pursuant to LOC 50.07.003.1, Application.
Applicant's This application for Master Plan approval has been made pursuant to LOC 50.07.0031,
Finding: Application.
The requirements of this section have been satisfied.
c. Public Notice/Opportunity for Public Comment
i. Notice shall be provided pursuant to LOC 50.07.003.3, Public Notice/Opportunity for Public
Comment.
Applicant's The Applicant acknowledges that the City will provide public notice and an opportunity
Finding: for public comment prior to making a final decision on this Master Plan application.
The requirements of this section have been satisfied.
d. Review and Decision
1. Review by City Manager
Except for applications for a minor development in the R -DD zone, major adjustments in the
Lake Grove Village Center Overlay, and appeals of a decision of the City Manager
regarding a minor development application, minor development permit applications shall be
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reviewed and decided by the City Manager. In the alternative, the City Manager may refer a
minor development application directly to a hearing body for public hearing and decision
pursuant to LOC 50.07.003.4, Hearings.
Minor development in the R -DD zone and major adjustments in the Lake Grove Village Center
Overlay shall be reviewed by the Development Review Commission pursuant to LOC
50.07.003.4, Hearings.
Applicant's The Applicant acknowledges the City Manager or his or her designee as the review
Finding: authority for this minor development application in the R-7.5 zone.
The requirements of this section have been satisfied.
R. Review Criteria for Minor Developments
A minor development shall comply with:
(1) The requirements of the zone in which it is located;
(2) The development standards applicable to minor developments;
(3) Any additional statutory, regulatory or Lake Oswego Code provisions which may
be applicable to the specific minor development application, as provided for in this
Community Development Code (LOC Chapter 50), streets and sidewalks chapter (LOC
Chapter 42), and the tree cutting chapter (LOC Chapter 55); and
(4) Any applicable condition of approval imposed pursuant to an approved ODDS or
prior development permit affecting the subject property.
Applicant's This narrative demonstrates compliance with the R-7.5 zone, the development standards
Finding: applicable to minor developments, and all applicable statutory, regulatory and LOC
provisions. The Applicant acknowledges the applicability of all Conditions of Approval
from the previous minor land partition (LU 13-0044) to future development of this site.
The requirements of this section have been satisfied.
CITY OF LAKE OSWEGO STREETS AND SIDEWALKS CODE [LOC CHAPTER 421:
LOC 42.03.005-42.04.210 STREET DESIGN STANDARDS, CONSTRUCTION PERMITS
42.03.045 COLLECTOR STREETS; SPECIFIC STANDARDS.
1. The City Engineer shall determine the widths of collector streets after consideration of the following
criteria:
a. The number of required lanes asset forth in the Transportation System Plan.
b. The requirement for protected turning movements.
c. On -street parking requirements.
d. Sidewalk and bikeway requirements.
e. Requirements for placement of utilities.
THE HIGHLANDS I MASTER PLAN 13.1 CONSULTING, INC.
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f. Street lighting.
g. Management of drainage and slope impacts.
2. Collector streets adjacent to or through developed areas, as defined in LOC 55.02.020, shall be
designed and constructed to maximize retention of the character of the existing developed area, but
without sacrificing drainage control, vehicular and pedestrian safety, and parking as necessary.
Applicant's The Applicant has worked closely with the City Engineering Department to identify the
Finding: required dedication and improvements along SW Goodall and SW Knaus, both collectors.
These standards have been included in the street design plan for the development.
The requirements of this section have been satisfied.
42.03.050 LOCAL RESIDENTIAL STREETS; GENERAL STANDARDS
1. Local residential streets shall be designed and constructed with a minimum of paved roadway width
and other structural elements necessary to provide proper functioning of the street as a transportation
element. The City Council determines that it is in the public interest to depart from the existing street
patterns and that new local residential streets should not be required to conform to the plats of
subdivisions and maps of major partitions already approved for adjoining property. Such circumstances
shall be considered in the design of local residential streets so as to permit an orderly transition from
previous standards to the standards set forth in this Article.
2. Local residential streets shall be designed to provide a minimum of disruption to neighborhood
livability while providing adequate and safe circulation from residential lands to collector and arterial
streets.
3. Streets are often utilized for the collection and transmission of surface water. It is the policy of the
City that surface water shall be managed within the boundaries of a lot or parcel to the maximum extent
feasible by discharging it into the ground water basin or into an existing watercourse before utilizing
the street for such drainage. Drainage is not an assumed function of the street, but is an additional
function to be imposed upon a street only after it has been demonstrated that alternative management
methods for surface waters are not feasible.
4. Local residential streets will be designed with aesthetics of primary concern, subject only to
considerations of function and public safety. The design standards for local residential streets shall be
flexible so as to permit adaptation to the social and topographic features of particular neighborhoods
while providing for the safety of pedestrians and bicycle riders.
5. Sidewalks shall be provided on at least one side of all streets, unless deferred or waived pursuant
to LOC 42.08.400.
6. Portions of existing streets contiguous to, but not included in, any new development shall, as part
of the development and at the discretion of the City Engineer, be improved to any appropriate
standards of this Article.
Applicant's The local public street proposed with the development has been designed to implement
Finding: these requirements as shown on the Preliminary Plan.
THE HIGHLANDS I MASTER PLAN 13J CONSULTING, INC.
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The requirements of this section have been satisfied.
42.03.055 LOCAL RESIDENTIAL STREETS; SPECIFIC STANDARDS
I. The starting point for the design of local residential streets shall be two vehicular travel lanes, each
10 feet in width with a graveled shoulder three feet in width on each side. Increases in pavement width
may be approved where justified.
2. A design maximum speed of 25 mph shall be utilized in computing vertical and horizontal curvatures
of the paved surface.
3. To permit evaluation of proposed residential street designs, the City Engineer may require
developers to furnish information on soil conditions, topography, soil permeability, characteristics of
natural drainage courses, property ownerships, location and characteristics of adjoining streets, grading
plans, and landscaping plans.
4. Rights-of-way required for local residential streets may vary and shall be determined by the City
Engineer taking into account the following criteria:
a. The number and width of proposed travel lanes.
b. The number and width of on -street parking lanes.
c. Provision for sidewalks and bikeways.
d. Requirements for utility placement.
e. Street lighting.
f. Drainage and slope management.
g. Street trees.
S. In determining the necessity of using the street for drainage of surface waters, a storm of 10 -year
frequency shall be utilized to calculate the storm water runoff to be dealt with by the drainage system.
To the maximum extent feasible, such surface water shall be retained and disposed of on the property
on which it originates.
Applicant's The Master Plan includes a public street that bisects the site and provides access to most
Finding: of the lots in the development. This public local street will meet all of the requirements
set forth for a new local public street. The details of this new public street are included
as an Exhibit to the Development Agreement submitted to the City of Lake Oswego on
April 24, 2014.
The requirements of this section have been satisfied.
LOC 42.08.400-42.08.470 SIDEWALKS
Applicant's Per Article 42.08, 5 -foot sidewalks are required along all collectors in residential zones.
Finding: However, the City Engineer's comments at the pre -application meeting stated that a 6 -
foot asphalt path will be required along SW Knaus Road and that sidewalk improvements
have not been determined on Goodall Road, also a collector. The applicant proposes a 6 -
foot asphalt path on SW Knaus and is willing to agree to provide a 6 foot asphalt pathway
THE HIGHLANDS I MASTER PLAN 13J CONSULTING, INC.
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along Goodall Road, consistent with the standards identified within the City's "Guidelines
and Standards for New Streets and Frontage Improvements in the Urbanizing Rural Fringe
and Transition Neighborhoods" (effective February 1, 2005). The new local public street
will include sidewalks as required and shown on the included plans.
The requirements of this section have been satisfied,
CITY OF LAKE OSWEGO TREE CODE [LOC CHAPTER 55]:
LOC 55.02 TREE REMOVAL
LOC 55.02.035 TREE REMOVAL IN CONJUNCTION WITH MAJOR OR MINOR DEVELOPMENT PERMIT
1. If a Major or Minor Development Permit applied for pursuant to LOC 50.07.003.15 or 50.07.003_.14
respectively, would require or result in tree removal and/or a tree cutting permit as defined in this
Chapter, compliance with LOC 55.02.080 shall be a criterion of approval of such development permit.
Tree removals in conjunction with a Major or Minor Development Permit shall be considered in
conjunction with such permit and shall be subject to the application, notice, hearing and appeal
procedures applicable to the proposed Major or Minor Development pursuant to LOC 50.07,003.3.e,
50.07.003.7.a, 50.07.003.15.b, and 50.07.003.7. The required Notice for Major or Minor Developments
that would require or result in tree removals shall include a site plan indicating the location of any trees
proposed for removal on the subject site. The proposed trees shall also be flagged with yellow flagging
tape on site. Such flagging shall be maintained until a final decision on the proposal is rendered. The
remaining, notice, hearing and appeal procedures in LOC Chapter 55 shall not apply to tree removals
considered in conjunction with a Major or Minor Development request. Subsequent tree removals that
have not been reviewed through either Major or Minor Development procedures shall be reviewed as
provided in this Chapter.
2. Once a final decision has been rendered on the Major or Minor Development Permit, trees that
have been approved for removal as part of that decision shall be subject to the verification permit
process. Applications for verifications shall be made on the application forms as prescribed by the City
Manager and be accompanied by an application fee as established by resolution of the City Council. The
purpose of the verification process is to ensure that the trees approved for removal are properly
identified for removal in the field and that the trees that were not approved for removal are not
inadvertently removed. Removal of trees in violation of such land use approval will be considered a
violation of this Chapter. The criteria contained in LOC 55.02.080 shall not apply to verification
applications for tree cutting permits.
3. If a tree proposed to be removed has been specifically required to be preserved or protected as a
condition of approval of a land use action pursuant to the Lake Oswego Community Development Code,
the tree removal application shall be processed as a modification to that land use action and shall be
reviewed subject to the criteria of LOC 55.02.080 by the body responsible for reviewing such land use
actions. Such modification procedure shall not be required in cases of an emergency as provided in LOC
55.02.042(3), or when the tree is dead as provided in LOC 55.02.080(1) or is a hazard as provided in LOC
55.02.080(2).
JEWTHE HIGHLANDS I MASTER PLAN 13J CONSULTING, INC.
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Applicant's This Master Plan application includes a Tree Preservation Plan (Parts I and II) that
Finding: identifies trees for removal to accommodate street, utility and home construction.
Several overgrown and unshapely trees have been proposed in order to facilitate
opportunities for new landscaping within the proposed lots with healthy and more
attractive species. Several specimen oaks and other individual trees have been specifically
proposed for retention. No trees on the site have been specifically required to be
preserved or protected as a condition of approval of a land use action.
The requirements of this section have been satisfied.
55.02.084 Mitigation Required.
1. An applicant shall provide mitigation for any tree permitted for removal, with the exception of the
following:
a. Dead trees;
b. Hazard trees;
C. Trees that are 10 inches or less in diameter removed from developed single-family lot;
d. Invasive Tree Species, except as provided in subsection (2) of this section.
2. Mitigation for Invasive Tree Species removal is required when:
a. The removal is from a public right-of-way;
b. The removal is from a Resource Conservation or Resource Protection Overlay District; or
c. The tree was planted as part of a previously approved landscape or mitigation plan.
3. The mitigation requirement shall be satisfied as follows:
a. Replanting on Site. The applicant shall plant, for each tree removed:
L Invasive Tree Species Removal Permit: Removal from a public right-of-way or from an approved
landscape plan, either a minimum two-inch caliper deciduous tree or a six- to eight -foot -tall evergreen
tree for each tree removed. Removal from a Resource Conservation or Resource Protection Overlay
District, either a minimum one -half-inch caliper deciduous tree or a minimum two -foot -tall evergreen
tree.
ii. Other Tree Cutting Permits: Either a minimum two-inch caliper deciduous tree or a six- to eight -
foot -tall evergreen tree for each tree removed.
The tree shall be planted according to the specifications in the City Tree Planting and Maintenance
Guidelines as approved by the City Council.
b. Replanting off Site. If in the City's determination there is insufficient available space on the subject
property, the replanting required in subsection (1) of this section shall occur on other property in the
applicant's ownership or control within the City, in an open space tract that is part of the same
subdivision, or in a City owned or dedicated open space or park. Such mitigation planting is subject to
the approval of the authorized property owners. If planting on City owned or dedicated property, the
City may specify the species and size of the tree. Nothing in this section shall be construed as an
obligation of the City to allow trees to be planted on City owned or dedicated property.
THE HIGHLANDS J MASTER PLAN 13! CONSULTING, INC.
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c. Payment in Lieu of Planting. If in the City's determination no feasible alternative exists to plant the
required mitigation, the applicant shall pay into the tree fund an amount as established by resolution
of the City Council.
Applicant's The Applicant has submitted a tree plan showing the proposed tree retention areas and
Finding: the trees to be removed from the site. Based upon the requirements of this section, the
Applicant is required to mitigate for the removal of 26 trees on the site. There are 14
trees which are being removed from the property which do not require mitigation due to
their size (less than 10 inches), or their species (invasive).
The Applicant has provided a tree mitigation plan showing the planting of 26 new trees
on the property.
The requirements of this section have been satisfied.
55.08.020 Tree Protection Plan Required.
1. A Tree Protection Plan approved by the City Manager shall be required prior to conducting any
development activities including, but not limited to clearing, grading, excavation, or demolition work
on a property or site, which requires ministerial, minor, or major development approval.
2. In order to obtain approval of a Tree Protection Plan; an applicant shall submit a plan to the City,
which clearly depicts all trees to be preserved on the site. The plan must be drawn to scale and include
the following:
a. Location, species, and diameter of each tree on site and within 15 feet of the site;
b. Location of the drip line of each tree;
c. Location of existing and proposed roads, water, sanitary and storm sewer, irrigation, and other
utility lines/facilities and easements;
d. Location of dry wells and soakage trenches;
e. Location of proposed and existing structures;
f. Grade change or cut and fill during or after construction;
g. Existing and proposed impervious surfaces;
h. Identification of a contact person and/or arborist who will be responsible for implementing and
maintaining the approved tree protection plan; and
L Location and type of tree protection measures to be installed per LOC 55.08.030.
3. For minor or major development, the Tree Preservation Plan shall be prepared by an arborist and
shall include an inventory of all trees on site, their health or hazard condition, and recommendations
for treatment for each tree.
Applicant's A tree preservation plan (Parts I and II) has been submitted with this Master Plan
Finding: application. An arborist report has also been provided for the proposed development.
This tree preservation plan shows all of the elements required by this Section of the Code
and is applicable to the entire development site.
THE HIGHLANDS J MASTERPLAN 13J CONSULTING, INC.
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The requirements of this section have been satisfied.
55.08.030 Tree Protection Measures Required.
%. Except as otherwise determined by the City Manager, all required tree protection measures set
forth in this section shall be instituted prior to any development activities, including, but not limited to
clearing, grading, excavation or demolition work, and shall be removed only after completion of all
construction activity, including landscaping and irrigation installation.
2. Chain link fencing, a minimum of 6 feet tall with steel posts placed no farther than ten feet apart,
shall be installed at the edge of the tree protection zone or dripline, whichever is greater, and at the
boundary of any open space tracts or conservation easements that abut the parcel being developed.
3. The fencing shall be flush with the initial undisturbed grade.
4. Approved signs shall be attached to the chain link fencing stating that inside the fencing is a tree
protection zone, not to be disturbed unless prior approval has been obtained from the City Manager
and arborist for the project.
5. No construction activity shall occur within the tree protection zone, including, but not limited to
dumping or storage of materials such as building supplies, soil, waste items, or parked vehicles or
equipment.
6. The tree protection zone shall remain free of chemically injurious materials and liquids such as
paints, thinners, cleaning solutions, petroleum products, and concrete or dry wall excess, construction
debris, or run-off.
7. No excavation, trenching, grading, root pruning or other activity shall occur within the tree
protection zone unless directed by an arborist present on site and approved by the City Manager.
Applicant's The submittal includes a tree protection plan. All required tree protection measures will
Finding: be utilized. Appropriate permits will be obtained prior to any tree removal.
The requirements of this section have been satisfied.
SUMMARY AND CONCLUSION
Based upon the materials submitted herein, the Applicant respectfully requests approval from the City's
Planning Department of this application for Master Plan.
THE HIGHLANDS I MASTER PLAN 13.1 CONSULTING, INC.
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64
STORM DRAINAGE REPORT
THE (HIGHLANDS
DATE: May 2, 2014
CLIENT: J.T.Smith Companies
5285 Meadows Road, Suite 171
Lake Oswego, OR 97035
ENGINEERING CONTACT: Kathleen Freeman, PE
ENGINEERING FIRM: 3J Consulting, Inc
PROJECT No: 13139
5075 Griffith Drive, Suite 150
Beaverton, OR 97005
503-946-9365
ENGINEER'S CERTIFICATION
The technical information and data contained in this report was prepared under the direction and
supervision of the undersigned, whose seal as a professional engineer licensed to practice as such is
affixed below.
R5�
"f9� ✓4n g, � 4qq �PZ
F,
EXHIBIT F-2
LU 14-0031
65
TABLE OF CONTENTS
PURPOSESTATEMENT.................................................................................................................1
PROJECTOVERVIEW....................................................................................................................1
ProjectDescription.................................................................................................................................1
DrainageCharacteristics........................................................................................................................1
FloodMap................................................................................................................................................1
ImperviousArea Calculations...............................................................................................................2
EXISTING CONDITION DRAINAGE CHARACTERISTICS............................................................3
Uphill Drainage Characteristics.............................................................................................................3
On -Site Drainage Characteristics..........................................................................................................3
Downhill Drainage Characteristics........................................................................................................4
PROPOSED DRAINAGE CONVEYANCE SYSTEMS....................................................................4
On -Site Conveyance...............................................................................................................................4
Off -Site Public Street Conveyance. .................................................................................. .................... 4
SystemCapacities..................................................................................................................................4
System Performance -Conveyance SW Goodall and SW Knaus Roads.............................................5
UphillConveyance..................................................................................................................................5
DownhillConveyance.............................................................................................................................5
SURFACE WATER QUALITY FACILITIES....................................................................................5
WaterQuality Guidelines.......................................................................................................................5
WaterQuality Facility Sizing..................................................................................................................5
Water Quality Facility Maintenance and Operation.............................................................................8
STORM WATER DETENTION FACILITIES....................................................................................8
SUMMARY........................................... .................................................................................. ....... ...9
TECHNICALAPPENDIX.................................................................................................................1
REFERENCES.................................................................................................................................1
LIST OF TABLES
Table1 -- Existing Basin Areas..................................................................................................................2
Table 2 — Onsite Post -developed Public ROW Basin Areas...................................................................2
Table3 - Soil Characteristics.....................................................................................................................3
Table4 — Rain Gardens Sizes....................................................................................................................6
Table 5 — Impervious Area for Onsite Public R -O -W Draining to LIDA Swales....................................6
Table 6 — Impervious Area for Offsite Public R -O -W Draining to LIDA Swales....................................7
Table7 — Retention Sizing per Lot............................................................................................................8
Table 8 — Detention Volumes and Orifice Size for Onsite Public ROW.................................................9
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Storm Drainage Report
Pi.tP_POSF STATEMENT
The purpose of this report is to show that this proposed project followed the City of Lake
Oswego's Surface Water Management Design Workbook, revised in December 2003. This report
will do the following:
• Show compliance with all City of Lake Oswego drainage requirements and design
criteria.
• Provide factual data, field investigation reports, calculations, maps, drawings, cross-
sections, analysis, and other information needed to support and verify the findings and
conclusions of the drainage report.
• Describe and show all existing on-site drainage conditions.
• Describe and show all on-site and off-site adverse drainage impacts of proposed
development.
• Provide the conceptual drainage plan needed to mitigate the drainage impacts of the
development.
• Provide evidence (plans) that the proposed drainage system and facilities will meet
required design criteria; will fit on the site; and will avoid, if possible, and minimize
destruction or loss of natural resources.
• Provide design criteria needed to prepare construction plans and specifications.
PRO IECT OVERVIEW
Project Description
The site is located at 12800 Goodall Road in Lake Oswego on approximately 7.05 acres on tax
lot 2sle4ba 00500 (See Technical Appendix: Exhibits — Figures 1 and 2). Additionally, tax lot
2s1e4ba 00501 to the northeast of the property is being included as future development for this
project.
The project site currently contains a private residence with an asphalt driveway and concrete
parking area (See Technical Appendix: Drawings — Sheets 0100 & C101). The proposed project
(including the future development) will create eighteen buildable lots with public roads and
sidewalks and public street improvements to SW Goodall Road and SW Knaus Road (See
Technical Appendix: Exhibits — Post Developed Site Conditions).
Drainage Characteristics
According to the Lake Oswego Drainage Basin Map, the project site is located within the Tryon
Creek Basin in the Willamette River Watershed. Stormwater runoff from the western portion of the
site drains south to southwest towards SW Goodall Road and SW Knaus Road. The runoff enters
an existing drainage ditch that conveys water south via a 12 inch culvert under SW Knaus Road.
Runoff draining to SW Knaus Road is conveyed west towards the culvert through ditches, catch
basins and underground pipes. The culvert conveys runoff south along the east side of SW
Goodall Road to a tributary of Tryon Creek.
The eastern portion of the site drains to the south to a ditch along Knaus road where drainage is
conveyed through a culvert under Knaus road, approximately mid -site and flows south through
adjacent properties to a tributary of Tryon Creek.
Flood Map
The site and all adjacent properties are located within Zone X (un -shaded) per flood insurance
rate map (FIRM) community -panel number 41005C0012D. FEMA's definition of Zone X (un-
shaded) is an area of minimal flood hazard, usually depicted on firms as above the 500 -year flood
level (See Technical Appendix: Exhibits —FIRM Panel 12 of 1175).
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Storm Drainage Report
Impervious Area Calculations
Table 1 shows the current impervious and pervious areas for the property (See Technical
Appendix: Exhibits — Existing Site Conditions). The existing site is approximately 4.4%
impervious.
Existing Basin Area sq. ft. acres
West Basin
Impervious Area 15,289 0.35
Pervious (Grass in Good Condition) 304,692 2.55
Total Draining to West Conveyance 319,981 2.90
East Basin
Impervious Area 15,289 0.00
Pervious (Grass in Good Condition) 304,692 4.14
Northeast Basin (Future Development)
Impervious Area 15,289 0.00
Pervious (Grass in Good Condition) 304,692 1.00
Total Draining to East Conveyance 639,961 5.14
Table 1 — Existing Basin Areas
Each lot will be constructed to suit the buyers' desires; therefore, it is not known what the
proposed impervious areas will be per lot. The proposed lots will vary between with the largest at
26,730 sf and the smallest at 11,340 sf. Stormwater from the impervious areas will not leave a lot
unless the 50 year storm event is exceeded.
To determine the required detention volume for the onsite public right-of-way (ROW), the existing
area that the public ROW area encompasses was compared to the post -developed public ROW
area plus the pervious portions of the lots (an assumption of 25% per lot was made). Table 2
below reflects post -developed pervious and impervious areas draining to the proposed detention
facilities (See Technical Appendix: Exhibits — Onsite Post -Developed Public Right -of -Way).
Total Area for Onsite Public R -O -W Draining to Detention Facility
Table 2 — Onsite Post -developed Public ROW Basin Areas
68
21Page
Total Area
Impervious
Pervious
BASIN
Drains To
(ac)
Area(sf)
Area(sf)
Basins 1 & 2
0.235
0.152
0.083
SW Detention
West Basin
0 (impervious
(assumed 25%
2.665
area staying
1.999
5W Detention
impervious)
on each lot
Basins 3-9
0.599
0.447
0.152
SE Detention
East Basin
0 (impervious
(assumed 25%
4.541
area staying
3.406
SE Detention
impervious)
on each lot
Table 2 — Onsite Post -developed Public ROW Basin Areas
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The Highlands
Storm Drainage Report
EXISTING CONDITION DRAINAGE CFtAR.ACT—PISTILS
Uphill Drainage Characteristics
The properties to the north consist of single family homes, landscaping and driveways. According
to Portland maps.com, the soils on the uphill properties are moderately well drained (See
Technical Appendix: Exhibits — Figure 3). Therefore, it is assumed that stormwater runoff
infiltrates into the soil (See Technical Appendix: Exhibits — Figure 4). Runoff from the uphill
portion of SW Goodall Road sheet flows south into the existing drainage ditches along the road.
This area is approximately 3,050 square feet.
A small upstream basin (approximately 1,884 square feet) on SW Knaus Road consisting of
asphalt drains towards the site into roadside vegetated areas.
On -Site Drainage Characteristics
The western portion of the site drains southwest into the existing ditches in SW Goodall and SW
Knaus Road. The ditch conveys runoff to a 12 inch culvert crossing SW Knaus Road from SW
Goodall Road. Runoff from the eastern portion of the site flows to the existing ditch on the north
side of Knaus Road, which then is conveyed under SW Knaus Road through a culvert and then
south.
Site Geology
The soil types as classified by the United States Department of Agriculture Soil Survey of
Clackamas County are identified in Table 3 (See Technical Appendix: Exhibits — Hydrologic Soil
Group — Clackamas County Area, Oregon).
Soil Type Hydrologic Group
Cascade Silt Loam C
Cornelius Silt Loam C
Table 3 - Soil Characteristics
Group C soils have slow infiltration rates when thoroughly wet. They consist chiefly of soils having
a layer that impedes the downward movement of water or soils of moderately fine texture or fine
texture.
Curve Number
The major factors for determining the CN values are hydrologic soil group, cover type, treatment,
hydrologic condition, and antecedent runoff condition. The curve number represents runoff
potential from the ground. Tables 2-2a and 2-2c in the TR -55 manual were used to determine the
appropriate curve numbers (See Technical Appendix: Exhibits — Table 2-2a and 2-2c Runoff
Curve Numbers).
The existing conditions of the property have been categorized as Meadow (continuous grass and
protected from grazing but generally mowed for hay) with a corresponding curve number of 71.
The post -developed site was considered Open space in poor condition (<50% grass cover) with a
corresponding curve number of 98.
Geotechnical Report
A geotechnical report by Geotech Solutions was prepared for the previous submittal on the
property, dated August 31, 2006. The report recommends an infiltration rate of 0.7 cubic inches
per square inch (includes a factor of safety of 3) applied to the sides only of an infiltration facility.
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Storm Drainage Report
Downhill Drainage Characteristics
The two separate systems conveying runoff from the project site eventually join one unnamed
creek downstream of the project site (See Technical Appendix: Figure 5 — Downhill Drainage).
Runoff from the eastern portion of the project site draining to SW Knaus Road outfalls into a
drainage ditch on Tax lot 2S1E4ba 601. The property owners at that location have voiced
concerns about increasing the runoff to this ditch as they are in a low point and frequently are
flooded.
PR-OPOSED DRAI NAG ->r WNVEYANCE SYST-C—M5
On -Site Conveyance
Stormwater runoff from the future impervious areas on each lot will be 100% retained for all storm
events up to and including the 50 -year storm event. Each lot will incorporate a rain garden for
water quality treatment followed by a StormTech Chamber system to fully retain and infiltrate the
runoff. Each system will contain a flow control structure to release storm events beyond the 50 -
year event into the public system.
Two new public roads with sidewalks are proposed within the development. Roadside Low Impact
Development Approach (LIDA) swales will be constructed adjacent to the new public roads to
treat and infiltrate stormwater runoff from the new roads and sidewalks. The LIDA swales will
convey stormwater beyond the water quality event to two separate StormTech Chamber
detention facilities. The detention facilities have been sized to release stormwater during the 50 -
year storm event at or less than the existing 10 -year storm event for the site.
Off -Site Public Street Conveyance
Street improvements to SW Goodall Road and SW Knaus Road will include drainage ditches
flowing into LIDA swales. The LIDA swales have been sized to treat all new impervious area form
the street improvements. The capacity of each system was modeled using the software
XPSTORM and the 25 -year storm event. The following parameters were used to check the
capacity of the proposed systems on SW Goodall Road and SW Knaus Road:
• The Santa Barbara Unit Hydrograph with a Type 1A rainfall distribution and a total
precipitation depth of 3.80 inches.
• Time of Concentration: 5 minutes
• Impervious Curve Number: 98
• Drainage Ditches:
o Bottom width: 2'
o Side Slopes: 3H:1V
o Channel Slope: Varies
o Manning's coefficient: 0.04
• LIDA Swales:
o Bottom width: 2'
o Side Slopes: 3H: IV
o Channel Slope: Varies
o Manning's coefficient: 0.24
System Capacities
The proposed conveyance system was designed to convey and contain the peak runoff from a
25 -year design storm.
Maximum flow in a storm drainage pipe occurs at approximately 0.94do (Depth of flow section
(do) — depth of flow normal to the direction of flow). At 0.94do the section factor of uniform flow
has a maximum value which results in optimum flow for a section without surcharge conditions.
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Storm Drainage Report
System Performance -Conveyance SW Goodall and SW Knaus Roads
During a 25 -year storm event, the proposed conveyance systems will operate at or below 0.94do,
(See Technical Appendix: XPSTORM Modeling - Conveyance Data). There will be no out of
system flooding with at least 0.68 feet of freeboard for the conveyance system.
Uphill Conveyance
The drainage ditches that front the property on SW Goodall road will be improved to City
standards. Stormwater runoff from the area north of the site will continue to flow into drainage
ditches along SW Goodall Road. The new drainage ditch along SW Goodall Road has been sized
to convey the runoff from the 25 -year storm event upstream basin.
Downhill Conveyance
The proposed onsite stormwater facilities for each lot will release stormwater only for storm
events greater than the 50 -year event, which is greater than the current Lake Oswego
requirements of releasing the 50 -year post developed event to the existing 10 -year event. The
two proposed detention systems for the new onsite public streets and sidewalks will release the
50 -year storm event at less than the 10 -year existing storm event for the entire site. Therefore, it
is anticipated that the downstream conveyance system will not observe any impacts.
Sf&FRI CE WATERQ1AAL-ITY B.!CILITIES
Water Quality Guidelines
Water quality treatment for the proposed development was designed to meet the City of Lake
Oswego's Surface Water Management Design Workbook, dated December 2003. Additionally,
the proposed rain gardens and LIDA swales were designed following Clean Water Services
(CWS) Low Impact Development Approaches Handbook dated July 2009.
The City, as well as Clean Water Services, requires water quality facilities to remove 65 percent
of the phosphorous from 100 percent of the newly constructed impervious areas. Using CWS
LIDA Handbook for water quality treatment design, the facilities are presumed to remove 65
percent of the phosphorous from the newly constructed impervious areas.
The City provides an exemption to the treatment requirement when the net increase from a
proposed building is less than the equivalent of two single family dwellings, or 6,060 square feet.
However, the proposed development has provided a design for rain gardens on each lot
regardless of the exemption.
Water Quality Facility Sizing
Clean Water Services uses a sizing factor to design rain gardens and LIDA swales. The sizing
factor for both is 0.06 times the new impervious area.
Individual Lot: Rain Gardens
Each lot will be constructed to suit the buyers' desires; therefore, it is not known what the
proposed impervious areas will be per lot. Table 4 below shows a range of impervious areas and
the required rain garden based on the 0.06 sizing factor. Each rain garden will be constructed
with an overflow drain conveying stormwater to an underground retention facility (StormTech
Chamber).
51Page
71
The Highlands
Storm drainage Report
Impervious Area
Range Per Lot (sf)
Top Surface Area
Required for Rain
Garden s
3,000
180
4,000
240
5,000
300
6,000
360
7,000
420
8,000
480
9,000
540
10,000
600
11,000
660
12,000
720
Table 4 — Rain Gardens Sizes
Onsite Public Right -of -Way: LIDA Swales
The two public streets within the development will be constructed with LIDA swales to treat and
infiltrate runoff from the public right-of-way including streets and sidewalks. Sub -basins within this
area were delineated to size the swales according to the amount of impervious area draining to
them (See Technical Appendix: Exhibits — Onsite Post -Developed Public Right -of -Way).
The new street running west to east contains a high point approximately 250 feet east of SW
Goodall Road. Three sub -basins make up this area; however, the western most portion of the
area cannot be captured by the onsite LIDA swales. This area (Basin 10) will flow west into the
proposed LIDA swale on SW Knaus Road.
East of the high point including the new cul-de-sac and new north to south street will continue
draining to the south. Eight sub -basins make up this area; however, a portion of the southern part
of the new north/south street will not be captured by the onsite LIDA swales. This area (Basin 11)
will flow southwest into the LIDA swale proposed on SW Knaus Road.
Table 5 below shows the sub -basin areas, where each will drain to, the calculated surface area of
a LIDA swale and the proposed area provided.
BASIN
Impervious
Area(sf)
Impervious
Area(ac)
Drains To
'Area
Needed LIDA
Swale (sf)
Area Provided
LIDA Swale
(s€)
Surplus
Treatment
Area (0)
Basin 1
3,459
0.079
WQ #1
208
250
42
Basin 2
3,161
0.073
WQ #2
190
250
60
Basin 3
1,573
0.036
WQ #3
95
250
155
Basin 4
1,069
0.025
WQ #4
65
250
185
Basin 5
2,175
0.050
Wo #5
131
250
119
Basin 6
2,318
0.053
WQ #6
140
250
110
Basin 7
7,785
0.179
WQ #7
468
250
-218
Basin 8
1,952
0.045
WQ##8
118
250
132
Basin 9
2,594
0.060
WQ#9
156
250
94
Basin 10
2,513
0.058
OFF-WQ#2
151
NIA
-151
Basin 11
1,873
0.043
OFF-WQ#5
113
N/A
-113
Total Surplus of Treatment Area (sf) J 415
Used Clean Water Services sizing ratio of 0..06 from their Low Impact Development Approaches LIDA
Table 5 — Impervious Area for Onsite Public R -O -W Draining to LIDA Swales
61Page
72
The Highlands
Storm Drainage Report
As table 5 shows, the area needed using the sizing factor of 0.06 is less than the proposed area
provided. As the surplus treatment area column shows, the surplus of treatment area will be 415
square feet.
Offsite Public Right -of -Way: LIDA Swales
Both SW Goodall Road and SW Knaus Road improvements will include street widening,
sidewalks, conveyance ditches and LIDA swales.
Two LIDA swales (Off-WQ#2 and #3) will be constructed on SW Goodall Road to treat the runoff
from the new impervious area. Conveyance ditches will convey the runoff to the LIDA swales.
Sub -basins within this area were delineated to size the swales according to the amount of
impervious area draining to them (See Technical Appendix: Exhibits — Offsite Post -Developed
Public Right -of -Way). Due to grading constraints, the sub -basin (Off -6) that is at the intersection
of SW Goodall Road and SW Knaus Road will not be conveyed to a Swale.
Overflow drains will be installed in each Swale. The two swales on SW Goodall Road will be
hydraulically connected by a 12 inch pipe. The southernmost Swale will outfall into the Storm line
leaving the proposed StormTech Chamber in the southwest corner of the site.
SW Knaus Road contains a high point approximately 200 feet east of SW Goodall Road. One
sub -basin makes up the western portion of the road that will be treated with a LIDA Swale (Off-
WQ#3). The overflow drain in the Swale will convey flow to a new manhole proposed at the
intersection of the two roads. Two sub -basins make up the eastern portion of the road that will be
treated by two separate swales (Off-WQ#4 and #5). Each Swale will outfall into proposed storm
lines conveying runoff to a proposed manhole near the intersection of SW Knaus Road the
proposed street in the development.
Table 6 below shows the sub -basin areas, where each will drain to, the calculated surface area of
a LIDA Swale and the proposed area provided.
IArea Area
Impervious Impervious Needed for Provided Surplus
BASIN Area(sf) Area(ac) Drains To LIDA for LIDA Treatment
Swale(sf) Swale (sf) Area (sf)
OFF -1
4,387
0.101
OFF-WQ#1
264
562
298
OFF -2
7,658
0.176
OFF-WQ#2
460
570
110
OFF -3
3,645
0.084
OFF-WQ#3
219
562
343
OFF -4
6,221
0.143
OFF-WQ#4
374
525
151
OFF -5
4,730
0.109
OFF-WQ#5
284
647
363
2OFF-6
1,849
0.042
Offsite
111
0
-111
Total Surplus of Treatment Area (sf)l
1,155
1Used Clean Water Services sizing ratio of 0.06 from their Low Impact Development Approaches
(LIDA) Handbook dated July 2009.
2Area not captured by offsite LIDA Swale due to grading constraints. Area drains to SW Goodall Road .
Table 6 -- Impervious Area for Offsite Public R -O -W Draining to LIDA Swales
As table 6 shows, the area needed using the sizing factor of 0.06 is less than the proposed area
provided. As the surplus treatment area column shows, the surplus of treatment area will be
1,155 square feet.
7 1 P a g e
73
The Highlands
Storm Drainage Report
Water Quality Facility Maintenance and Operation
See the Technical Appendix for excerpts from Clean Water Services LIDA Handbook showing the
maintenance and operation guidelines for rain gardens and LIDA swales.
STC>P-M WATTERRETENT(o CILITIES
Individual Lot: Retention Sizing
As stated previously, each lot will be constructed to suit the buyers' desires; therefore, it is not
known what the proposed impervious area will be. StormTech Chambers have been sized in
XPSTORM for impervious areas ranging from 3,000 to 12,000 square feet. The following
parameters were used to size the proposed StormTech systems:
• 50 -year Storm event with a precipitation depth of 4.30 inches
• The Santa Barbara Unit Hydrograph with a Type 1A rainfall distribution
• Time of Concentration: 5 minutes
• Impervious Curve Number: 98
Table 7 below shows the required StormTech Chamber facilities and trench dimensions. These
have all been sized for zero release during the 50 -year storm event using a 6 -inch standpipe for
overflow.
Impervious
Area Range
for
sizing/lot (sf)
Quantity of
SC -310
StormTech
Chambers
Trench
Dimensions
(LXWXD)
Peak 50 -
Year
Outflow
(cfs)
3,000
4
10'X31'X2.83'
0.00
4,000
4
11'X31'X3.83'
0.00
5,000
5
10'X39'X3.83
0.00
6,000
6
11'X47'X3.83
0.00
7,000
7
13'X54'X3.83'
0.00
8,000
7
13'X54'X3.83'
0.00
9,000
8
14'X62'X3.83'
0.00
10,000
9
14'X70'X3.83'
0.00
11,000
10
14'X77'X3.83'
0.00
12,000
11
14'X85'X3.83'
0.00
Table 7 — Retention Sizing per Lot
Onsite Public Right -of -Way: Detention Sizing
The proposed onsite public ROW detention facilities have been sized using the City's Detention
Volume Worksheet (See Technical Appendix: Calculations — Detention Sizing for SW and SE
Detention) and the City's Surface Water Management Design Manual. A time of concentration
was calculated for the west and east basins and can be found in the Technical Appendix:
Calculations — Time of Concentration. The following design criterion was used to calculate the
runoff for the 10 -year existing and 50 -year post -developed runoff.-
Existing
unoff:
Existing Time of Concentration: West Basin = 20 minutes, East Basin = 16 minutes
• Existing Pervious Runoff Coefficient: 0.40 (Chart 10 - Lawns, Pasture and Meadows,
slope 5% to 10% and Type C soils)
8j Page
74
The Highlands
Storm Drainage Report
Rost -Developed Pervious Runoff Coefficient: 0.40 (Chart 10 - Lawns, Pasture and
Meadows, slope 5% to 10% and Type C soils)
Impervious area Runoff Coefficient: 0.90
Assumed pervious area of each lot was 75% of total area
Each facility was sized to release the 50 -year post -developed runoff to the existing 10 -year runoff.
As noted previously, the area for the 10 -year existing runoff used the area the onsite public ROW
encompasses, while the post -developed runoff used the onsite public ROW plus the pervious
area from the lots (assuming 25% impervious). Table 8 shows the required detention volume and
orifice sizing for each facility. Additionally, it shows that the release rate to the downstream storm
systems will decrease considerably after development.
Detention
Detention
Orifice
'post -Developed
2Existing Site 10
Decrease in
Facility
Volume
Size
50 -Year Release
Year Release
Release Rates to
(cf)
(inches)
Rate (cfs)
Rate (cfs)
Downstream (cfs)
SW Detention
1 2,219
1.62
1 0.12
1 1.88 1
1.76
SE Detention 1
4,301
2.76
1 0.34
1 2.90 12,56
ISee Detention Sizing for SW and SE Detention Calculations
`See Existing West and East Basin Runoff Calculations
Table 8 — Detention Volumes and Orifice Size for Onsite Public ROW
StormTech Chambers are being proposed for the detention facilities (See Technical Appendix:
Calculations — The Highlands West Basin and East Basin).
S WMM.4RY
The City requires proposed sites to release the post -developed 50 -year runoff at the existing 10 -
year runoff. The proposed storm system has been designed to release the post -developed 50 -
year runoff less than the existing 10 -year runoff. Therefore, the proposed system will exceed the
requirements of the City of Lake Oswego.
9 1 P a g e
75
The Highlands
Storm Drainage Report
TEC NCC,4LARpENDC
Exhibits
Figure 1 — Project Location
Figure 2 — Vicinity Map
Figure 3 — Uphill Property's Soil Classification
- Figure 4 — Uphill Properties
Figure 5 — Downhill Drainage
FIRM Panel 12 of 1175
- Hydrologic Soil Group -Clackamas County Area, Oregon
- Table 2-2a and 2-2c Runoff Curve Numbers
- Existing Site Conditions
- Onsite Post -Developed Public Right -of -Way
- Offsite Post -Developed Public Right -of -Way
- Post -Developed Site Conditions
Drawings
- Sheet C000 — Cover Sheet
Sheets C100 & C101 — Existing Conditions Plan
Sheets C200 & C201 — Grading and Erosion Control Plan
Sheets C300 & C301 — Composite Utility Plan
- Sheets C310 & C311 —Storm Drain Line `A' Plan & Profile
Sheet C312 - Storm Drain Line `B' Plan & Profile
Calculations
- Time of Concentration Calculation
- Existing West Basin Runoff
- Existing East and NE Basin Runoff
- Detention Sizing for SW Detention
- StormTech Facility Sizing: The Highlands -West Basin
- Detention Sizing for SE Detention
- StormTech Facility Sizing: The Highlands -East Basin
XPSTORM Modeling
XPSTORM Hydraulic Layout— SW Goodall and SW Knaus Road (2 Pages)
- XPSTORM Conveyance Data — SW Goodall and SW Knaus Road (1 Page)
Excerpts from Clean Water Services LIDA Handbook
- Infiltration Planter/Rain Garden (4 Pages)
- LIDA Swale (4 Pages)
Geotechnical Report
- Report of Geotechnical Engineering Services by Geotech Solutions, Inc, August 31, 2006
REFERENCES
1. City of Lake Oswego Surface Water Management Manual Issued December 2003
2. Clean Water Services Low Impact Design A roaches Handbook, July 2009
3. Portland maps. com
4. http://vyww41nultco.us/lu (Multnomah County GIS Website)
76
EXHIBITS
77
78
80
A
LU
O
Uphill Property's: Soil Classification
Infiltration and Soils
There are three Infiltration and Soil Maps to assist with determining the potential for onsite infiltration:
■ wetted Drainage Class
■ Hydrologic Soil Group
■ Sump Capacity Data by Quarter Section
The Wetted Drainage Class and Hydrologic Soil Group maps are based on soil classifications that
approximate saturation frequency and duration and also estimate runoff potential. The Sump Capacity Data
by Quarter Section map is based on sump infiltration data collected and compiled by the city of Portland.
3
a (Wetted brainag6 G v
Wetted Drainage Class
Long -122,69672 Lat 45.43332
5w,r-Cf4QLEWOOD
I 1 �
� ! I
I
1 i
0
300 FT
Erxessively drained
Soatvndtat excessively drained
Well drained
Moderately we0 draped
AL surnewrhat poorly drained
Poorly drained
Vei y poorly drained
Not Available
■
"Drainage class (natural)" refers to the frequency and duration of wet periods under conditions similar to those
under which the soil formed. Alterations of the water regime by human activities, either through drainage or
irrigation, are not a consideration unless they have significantly changed the morphology of the soil, seven
classes of natural soil drainage are recognized -excessively drained, somewhat excessively drained, well
drained, moderately well drained, somewhat poorly drained, poorly drained, and very poorly drained. These
classes are defined in the Soil Survey of Multnomah County, Oregon; 1983.
Source,. 2007 MRCS. Method for Compilation: All Components (Tie Break Lower).
Click these links for further mapping and description of the infiltration and soil at your site.
Hydrologic Soil GrouQ
Sump Capacity Data by Quarter section
Figure 3: Uphill Property's Soil Classification
Uphill Properties have Moderately well drained soils per Portlandmaps.com.
81
82
84
u
LL.
85
Hydrologic Soil Group—Clackamas County Area, Oregon
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Clackamas County Area, Oregon (OR610)
Map unit symbol
Map unit name
Rating
Acres in AOf
Percent of AOI
13C
Cascade silt loam, 8 to
15 percent slopes
C
0.9
11.8°k
23C
Comelius silt loam, a to
15 percent slopes
C
6.7
88.2%
Totals for Area of Interest
7.6
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (AID, BID, and CID). The groups are defined as follows:
Group A. Sails having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission,
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (AID, B/D, or CID), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
USDA Natural Resources web Soil Survey 812212013
Conservation Service National Cooperative Soil Survey Page 3 of 4
86
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89
Chapter 2
Estimating Runoff
Table 2-2a Runoff curve numbers for urian areas _V
Cover description
Cover type and hydrologic condition
Fully developed urban areas (vegetation established)
Technical Release 55
Urban Hydrology for Small Watersheds
Curve numbers for
-hydrologic soil group
Average percent
impervious area 2/ A B C D
Open space (lawns, parks, golf courses, cemeteries, etc.) a1:
Poor condition (grass cover < 50%) ..........................................
Fair condition (grass cover 50% to 75%) ..................................
Good condition (grass cover > 75%) .........................................
Impervious areas:
Paved parldng lots, roofs, driveways, etc.
(excluding right-of-way).............................................................
Streets and roads:
Paved; curbs and storm sewers (excluding
right-of-way) ............... ................................................ .................
Paved; open ditches (including right-of-way) ..........................
Gravel (including right -of -way) .................................................
Dirt (including right -of -way) ......................................................
Western desert urban areas:
Natural desert landscaping (pervious areas only) At .....................
Artificial desert landscaping (impervious weed barrier,
desert shrub with 1- to 2 -inch sand or gravel mulch
and basin borders)......................................................................
Urban districts:
Commercial and business..._......................_......................................
Industrial.............................................................................................
Residential districts by average lot size:
1/8 acre or less (town houses)..........................................................
114 acre................................................................................
................
113 acre ................................................................................................
U2acre...............................................................................................
1 acre...................................................................................................
2 acres .................................... ................. ........... ._. ............... ................
Developing urban areas
Newly graded areas
(pervious areas only, no vegetation):y
Idle lands (CN's are determined using cover types
similar to those in table 2-2c).
68 79 86 -<-- 89
49 69 79 84
39 61 74 80
98 98 98<-- 98
98
98
98
98
83
89
92
93
76
85
89
91
72
82
87
89
63
77
85
88
96
96
96
96
85 89
92
94
95
72 81
88
91
93
65 77
85
90
92
38 61
75
83
87
30 57
72
81
86
25 54
70
80
85
20 51
68
79
84
12 46
65
77
82
77 86 91 94
I Average runoff condition, and Ie = 0.2S.
2 The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: impervious areas are
directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent to open space in
good hydrologic condition. CN's for other combinations of conditions may be computed using figure 2-3 or 24.
3 CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space
cover type.
4 Composite CN's for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage
(CN = 98) and the pervious area CN. The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition.
s Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4
based on the degree of development (impervious area percentage) and the CN's for the newly graded pervious areas.
(216M-78-55, Second Ed., June 1986) ?-5
90
Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2c Runoff curve numbers for other agricultural lands I/
Cover description
Cover type
- -
Hydrologic
condition
A
Curve numbers for
hydrologic soil group
B C
D
Pasture, grassland, or range—continuous
Poor
68
79 86
89
forage for grazing. V
Fair
49
69 79
S4
Good
39
61 74
80
Meadow—continuous grass, protected from
—
30
58 71 <--
78
grazing and generally mowed for hay.
Brush—brush-weed-grass mixture with brush
Poor
48
67 77
83
the major element. T
Fair
35
56 70
77
Good
30 J/
48 65
73
Woods—grass combination (orchard
Poor
57
73 82
86
or tree farm). fy
Fair
43
65 76
82
Good
32
58 72
79
Woods. fy
Poor
45
66 77
83
Fair
36
60 73
79
Good
301/
55 70
77
0
Farmsteads—buildings, lanes, driveways, — 59 74 82 S
and surrounding lots.
i Average runoff condition, and I. = 0.28.
2 Poor: <501/6) ground cover or heavily grazed with no mulch.
Fair. • 50 to 75°x5 ground cover and not heavily grazed.
Good. > 75% ground cover and lightly or only occasionally grazed.
3 Poor. <50% ground cover.
Fair: 50 to 75% ground cover.
Good >75% ground cover.
4 Actual curve number is less than 30; use CN = 30 for runoff computations.
5 CN's shown were computed for areas with 50% woods and 50% grass (pasture) cover. Other combinations of conditions may be computed
from the CN's for woods and pasture.
a Poor: Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning.
Fair, • Woods are grazed but not burned, and some forest litter covers the soil.
Good: Woods are protected from grazing, and litter and brush adequately cover the soil.
(210-V1-TH-55, Second Ed., June 1986)
2-7
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109
0 Time of Concentration
PROJECT NO. 13139 1 BY KEF I DATE 5/2/2014
110
.� Existing West Basin Runoff
Runoff Calculations
(PROJECT NO. 13139 I BY KEF I DATE 5/1/2014 __..__--]
Before Development Conditions: 10 Year Storm Event
G A (ac)CA ac
0.4 2.55 1.02 Chart 19
0.9 0.35 0.32 Tc (min) I (in/hr) Q ..M ...
Total / Weig
111
3J` Existing East and NE Basin Runoff
SUBJECT The Highlands -Existing Runoff Calculations
PROJECT NO. 13139 1 BY KEF I DATE 5/1/2014
Before Development Conditions: 10 Year Storm Event
C A ac CA ac)
Pervious 0.4 5.14 2.06 Chart 19
Impervious 0 0 0.00 Tc (min) I (in/hr) Clouteow
Total 1 Welqhted 0.40 5.14 2.1 16 1.41 2.90 cfs
112
Detention Sizing for SW Detention
SUBJECT The Highlands: Detention Sizing for Onsite Public ROW
PROJECT NO. 13139 1 BY KEF DATE 5/1/2014
Before Development Conditions: 10 Year Storm Event
C I A ac CA ac
Pervious 0.4 0.235 0.09 Chart 19
Impervious 0 1 0 0,00 Tc (min) I (in/hr) QOutflOW
Total / Weighted 0.40 1 0.235 0.1 24 1.23 0.12 cfs
After Development Conditions
Max Depth @ orificel
2.83 ft
50 -Yr Post
hate
Cfs
C
A (ac)
CA (ac)
Single Orifice Size =
1.62 inches
Pervious
0.4
1.999
0.80
0.12
impervious
0
0.152
0.00
Tc (min) impervious area controlled on each lot; used imp from RDW
Total / Weighted 0.37
2.151
0.80
5 Assumed 25% impervious after subtracting public ROW
862
7
Time
Min.
CA
Acres
Rain
Intensity
In/hr
50 -Yr Post
hate
Cfs
50 -Yr Post
Volume
W
10 -Yr Existing
Rate
Cfs
Outflow
Volume
ft3
Required
Storage
ft3
5
0.8
3.43
2.7
823
0.12
35
788
6
0.8
3.14
2.5
904
0.12
42
862
7
0.8
2.91
2.3
977
0.12
49
929
8
0.8
2.72
2.2
1,044
0.12
55
988
9
0.8
2.56
2.0
1,105
0.12
62
1,043
10
0.8
2,42 1
1.9
1,161
0.12
69
1,092
11
0.8
2.30
1.8
1,214
0.12
76
1,137
12
0.8
2.20
1.8
1,267
0.12
83
1,183
13
0.8
2.11
1.7
1,316
0.12
90
1,226
14
0.8
2.02
1.6
1,357
0.12
97
1,260
15
0.8
1.94
1.6
1,396
0.12
104
1,292
16
0.8
1,86 1
1.5
1,428
0.12
111
1,317
17
18
0.8
0.8
1.79
1.73
1.4
1.4
1,460
1,494
0.12
0.12
118
125
1,342
1,369
19
0.8
1.67
1.3
1,522
0.12
132
1,390
20
0.8
1.61
1.3
1,545
0,12
139
1,406
21
0.8
1.56
1.2
1,572
0.12
146
1,426
22
0.8
1.52 1
1.2
1,604
0.12
153
1,452
23
0.8
1.48
1.2
1,633
0.12
160
1,474
24
0.8
1.44
1.2
1,658
0.12
166
1,492
25
0.8
1.40
1.1
1,679
0.12
173
1,506
26
0.8
1.36
1.1
1,696
0.12
180
1,516
27
0.8
1.33
1.1
1,723
0.12
187
1,536
28
0.8
1.30
1.0
1,746
0.12
194
1,552
29
0.8
1.27
1.0
1,767
0.12
201
1,566
30
0.8
1.24
1.0
1,785
0.12
208
1,577
35
0.8
1.13
0.9
1,897
0.12
243
1,655
40
0.8
1.04
0.8
1,996
0.12
277
1,718
45
0.8
0.97
0.8
2,094
0.12
312
1,782
50
0.8
0.91
0.7
2,183
0.12
347
1,836
60
0,8
0.81
0.6
2,332
0.12
416
1,915
90
0.8
0.64 1
0.5
2,763
0.12
624
2,139
120
0.8
0.53 1
0.4
3,051
0.12
832
2,219
3J'
Required Storage : 1 2,219 =
113
3J Detention Sizing for SE Detention
SUBJECT The Highlands: Detention Sizing for Onsite Public ROW
PROJECT NO. 13139 1 BY KEF I DATE 5/1/2014
Before Develooment Conditions: 10 Year Storm Event
Pervious 0.4 0.60 0.24 Chart 19
Impervious fl 0 1 0.00 Tc (min) I (in/hr) 4outnow
Total I Weightedl 0.40 1 0.599 1 0.2 16 9.41 0.34 cfs
After Development Conditions
Max Depth @ orificel
2.83 ft
50 -Yr Post
Rate
cfs
C
A (ac)
CA ac
Single Orifice Size =
2.76 inches
Pervious
0.43.41
6.1
1.36
0.34
Impervious
0.9
0.447
0.40
Te (min)
Impervious area controlled on each lot
Total / Weighted 0.46
3.85275
1.76
5 Assumed 25% impervious after subtracting public ROW
7
1.8
Time
Min.
CA
Acres
Rain
Intensity
inthr
50 -Yr Post
Rate
cfs
50 -Yr Post
Volume
fi3
10 -Yr Existing
Rate
cfs
Outflow
Volume
fi3
Required
Storage
ft3
5
1.8
3.43
6.1
1,816
0.34
101
1,714
6
1.8
3.14
5.5
1,995
0.34
122
1,873
7
1.8
2.91
5.1
2,157
0.34
142
2,015
8
1.8
2.72
4.8
2,304
0.34
162
2,142
9
1.8
2.56
4.5
2,439
0.34
182
2,257
10
1.8
2.42
4.3
2,562
0.34
203
2,359
11
1.8
2.30
4.1
2,679
0.34
223
2,456
12
1.8
2.20
3.9
2,795
0.34
243
2,552
13
1.8
2.11
3.7
2,904
0.34
264
2,641
14
1.8
2.02
3.6
2,994
0.34
284
2,710
15
1.8
1.94
3.4
3,081
0.34
304
2,777
16
1.8
1.86
3.3
3,151
0.34
324
2,827
17
1.8
1.79
3.2
31222
0.34
345
2,877
18
1.8
1.73
3.1
3,297
0.34
365
2,932
19
1.8
1.67
2.9
3,359
0.34
385
2,974
20
1.8
1.61
2.8
3,409
0.34
405
3,004
21
1.8
1.56
2.8
3,468
0.34
426
3,043
22
1.8
1.52
2.7
3,540
0.34
446
3,095
23
1.8
1.48
2.6
3,604
0.34
466
3,138
24
1.8
1.44
2.5
3,659
0.34
486
3,173
25
1.8
1.40
2.5
3,706
0.34
507
3,199
26
1.8
1.36
2.4
3,744
0.34
527
3,217
27
1.8
1.33
2.3
3,802
0.34
547
3,255
28
1.8
1.30
2.3
3,854
0.34
568
3,286
29
1.8
1.27
22
3,899
0.34
588
3,312
30
1.8
1.24
2.2
3,939
0.34
608
3,330
35
1.8
1.13
2.0
4,187
0.34
709
3,478
40
1.8
1.04
1.8
4,404
0.34
811
3,594
45
1.8
0.97
1.7
4,621
0.34
912
3,709
50
1.8
0.91
1.6
4,817
0.34
1,014
3,804
60
1.8
0.81
1.4
1 5,146
0.34
1,216
3,929
90
1.8
0.64
1.1
6,098
0.34 1
1,824
4,274
120
1.8
0.53
0.9
6,734
0.34 1
2,432
4,301
114
Required Storage= 1 4,301 ft
115
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121
122
EXCERPTS FROM CLEAN WATER
SERVICES LIDA HANDBOOK
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Infiltration Planter/Rain Garden
Overflow drain
Growing medium
en Structural wall
r
` Inlet
freeboard
6° ponding
depth T
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18" min.
depth ,
Drain rock
Subgrade
Description
Infiltration Planters (also known as rain gardens) are
landscaped reservoirs that collect, filter, and infiltrate
stormwater runoff, allowing pollutants to settle and
filter out as the water percolates through planter soil
and infiltrates into the ground. Infiltration planters
typically require less piping than flow-through planters
and a smaller facility size than traditional swales where
native soils allow for infiltration. Depending on the site,
infiltration planters can vary in shape and construction,
with or without walls to contain the facility, or formed as
a shallow, basin -like depression.
Application & limitations
Page 1 of 4
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areas &
impermeable
landscape
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permeable
soils
Infiltration planters should be integrated into the
overall site design and may help fulfill the landscaping
area requirement. Infiltration planters can be used to
manage stormwater flowing from all types of impervious
surfaces, from private property and within the public
right-of-way. Check with the local jurisdiction if proposing
to use infiltration planters in the public right-of-way.
The size, depth, and use of infiltration planters are
determined by the infiltration rates of the site's existing
soils.
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Beaumont Village Lofts. NE Portland
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Infiltration Planter/Rain Garden Page 2of4
Design Factors
Soil Suitability and Facility Sizing
The size and depth of the infiltration planter will depend
upon the infiltration rate of existing soils. A sizing factor
of 0.06 assumes the site infiltration rate is less than 2
in/hr.
For example, the size of an infiltration planter managing
1,500 square feet of total impervious area would be 90
square feet (1,500 x 0.06).
Size may be decreased if:
• Demonstrated infiltration rate is greater than 2 in/hr
using ASTM D3395-09 method; or
• Amended soil depth is increased
Geometry/Slopes
The shape may be circular, square, rectangular, etc. to
suit the site design requirements. Regardless of the
shape, a minimum planter width of 30 inches is needed
to achieve sufficient time for treatment and avoid short-
circuiting. Planters in a relatively flat landscaped open
area should not slope more than 0.5% in any direction.
Piping for Infiltration Planters
Follow Plumbing Code requirements for piping that
directs stormwater from impervious surfaces to planters.
Stormwater may flow directly from the public street
right-of-way or adjacent parking lot areas via curb
openings. For infiltration planters with walls, install
an overflow drain to allow not more than 6 inches of
water to pond. Infiltration planters with side slopes,
such as rain gardens, need an overflow drain to ensure
no more than 6 inches of water will pond. On private
property, follow Plumbing Code requirements for this
overflow drain and piping, and direct excess stormwater
to an approved disposal point as identified on permit
drawings. Check with local jurisdiction or use Clean
Water Services Design and Construction Standards for
additional information on piping material for use in the
public right-of-way.
Setbacks
Check with the local building department to confirm
site-specific requirements.
• Generally, a minimum setback of 10 feet from building
structures is recommended.
• Planters should not be located immediately upslope
of building structures.
Before site work begins, clearly mark infiltration planter
areas to avoid soil disturbance during construction. No
vehicular traffic should be allowed within 10 feet of
Low Impact Development Approaches Handbook
July 2009
126
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Design Factors
Soil Suitability and Facility Sizing
The size and depth of the infiltration planter will depend
upon the infiltration rate of existing soils. A sizing factor
of 0.06 assumes the site infiltration rate is less than 2
in/hr.
For example, the size of an infiltration planter managing
1,500 square feet of total impervious area would be 90
square feet (1,500 x 0.06).
Size may be decreased if:
• Demonstrated infiltration rate is greater than 2 in/hr
using ASTM D3395-09 method; or
• Amended soil depth is increased
Geometry/Slopes
The shape may be circular, square, rectangular, etc. to
suit the site design requirements. Regardless of the
shape, a minimum planter width of 30 inches is needed
to achieve sufficient time for treatment and avoid short-
circuiting. Planters in a relatively flat landscaped open
area should not slope more than 0.5% in any direction.
Piping for Infiltration Planters
Follow Plumbing Code requirements for piping that
directs stormwater from impervious surfaces to planters.
Stormwater may flow directly from the public street
right-of-way or adjacent parking lot areas via curb
openings. For infiltration planters with walls, install
an overflow drain to allow not more than 6 inches of
water to pond. Infiltration planters with side slopes,
such as rain gardens, need an overflow drain to ensure
no more than 6 inches of water will pond. On private
property, follow Plumbing Code requirements for this
overflow drain and piping, and direct excess stormwater
to an approved disposal point as identified on permit
drawings. Check with local jurisdiction or use Clean
Water Services Design and Construction Standards for
additional information on piping material for use in the
public right-of-way.
Setbacks
Check with the local building department to confirm
site-specific requirements.
• Generally, a minimum setback of 10 feet from building
structures is recommended.
• Planters should not be located immediately upslope
of building structures.
Before site work begins, clearly mark infiltration planter
areas to avoid soil disturbance during construction. No
vehicular traffic should be allowed within 10 feet of
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July 2009
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C:leanWater Services
Infiltration Planter/Rain Garden
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Page 3 of 4
Buckman Terrace Apartments. Portland
Design Factors (continued)
infiltration planter areas, except as necessary to
construct the facility. Consider construction of infiltration
planter areas before construction of other impervious
surfaces to avoid unnecessary traffic loads.
Soil Am ndmen M 1 h
Amended soils with appropriate compost and sand
provide numerous benefits: infiltration; detention;
retention; better plant establishment and growth;
reduced summer irrigation needs; reduced fertilizer
need; increased physical/chemical/microbial pollution
reduction; and, reduced erosion potential. Primary
treatment will occur in the top 18 inches of the
infiltration planter. Amended soil in the treatment area
is composed of equal parts of organic compost, gravelly
sand and topsoil. Compost is weed -free, decomposed,
non -woody plant material; animal waste is not allowed.
Check with the local jurisdiction or Clean Water Services
for Seal of Testing Approval Program (STA) Compost
provider.
To avoid erosion, use approved erosion control BMPs for
non-structural infiltration planters.
Vegetation
Planted vegetation helps to attenuate stormwater flows
and break down pollutants by interactions with bacteria,
fungi, and other organisms in the planter soil. Vegetation
also traps sediments, reduces erosion, and limits
the spread of weeds. Appropriate, carefully selected
plantings enhance the aesthetic and habitat value.
The entire water quality treatment area should be
planted appropriately for the soil conditions. Walled
infiltration run-on planters will be inundated periodically,
Therefore the entire planter should be planted with
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CleanVVate�`� Serveces
New Seasons, 20th and SE Division St., Portland
herbaceous rushes, sedges, perennials, ferns and
shrubs that are well-suited to wet -to -moist soil
conditions.
If the infiltration planter has side slopes (basin
without vertical walls), soil conditions will vary from
wet to relatively dry; several planting zones should be
considered.The flat bottom area will be moist -to -wet,
and the side slopes will vary from moist at the bottom
to relatively dry near the top where inundation rarely
occurs.The moisture gradient will depend upon the
designed maximum water depth, total depth of the
planter, and steepness of the side slopes. This moisture
gradient is a transition zone and should be planted
with species that tolerate occasional standing water,
and plants that prefer drier conditions toward the top
of the slope. Areas above the side slopes, immediately
adjacent to the basin, and above the designed
high water line will not be inundated and should be
planted with self-sustaining, low maintenance grasses,
perennials, and shrubs suitable for the local climate.
All vegetation should be planted densely and evenly to
ensure proper hydrological function of the infiltration
planter. Quantities per 100 square feet:
• 115 herbaceous plants, 1' on center spacing, Y2 -gal
container size; or
100 herbaceous plants, l' on center, and 4 shrubs,
1 -gal container size 2' on center.
Trees are optional; if used, minimum 2 gallon by 2 feet
tall.
Trees are allowed in infiltration planters and should be
selected by their adaptability to wet -to -moist conditions
and full size at maturity. An area twice the width of
tree rootball and the depth of the rootball plus 12"
(or total depth of 30", whichever is greater) should be
backfilled with amended soil for optimal growth, with no
sub -surface rock layer. For infiltration planters with side
slopes, trees should be placed along the side slopes of
the facility rather than at the bottom.
Low Impact Development Approaches Handbook
July 2009
29
127
30
Infiltration Planter/Rain Garden
Mississippi Commons, NE Portland
Maintenance
• Water -efficient irrigation should be applied for the first
two years after construction of the facility, particularly
during the dry summer months, while plantings
become established. Irrigation after these two years is
at the discretion of the owner.
• If public, the permittee is responsible for the maint-
enance of the infiltration planter for a minimum
of two years following construction and acceptance
of the facility. All publicly maintained facilities
not located in the public right-of-way must have a
public easement. If private, the property owner will be
responsible for ongoing maintenance per a
recorded maintenance agreement (see Appendix for
example maintenance agreement).
• Water should drain through the planter within 24 hours
after a major storm event.
• All planter components should be inspected for proper
operation quarterly, and within 24 hours of each major
storm event
• Remove nuisance or invasive plants such as weeds or
blackberry and ivy when discovered,
• Remove and replace damaged or dead plants.
• Provide insect and rodent control measures as
necessary.
• See Appendix for detailed maintenance checklist.
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Page 4 of 4
AR,;.
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law
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Fowler Middle School. Tigard
12th and Montgomery St., Portland
References
• Clean Water Services Design and Construction
Standards
• Green Development Practices for Stormwater Manage-
ment; City of Gresham, 2007.
• Stormwater Management Manual; City of Portland
Bureau of Environmental Services, 2008.
Low Impact development Approaches Handbook
128 July2009
C:Eeaz�Waie�`� Services
LIDA Swale
Description Application & Limitations
A LIDA Swale is a narrow, gently sloping landscaped
depression that collects and conveys stormwater runoff.
The densely planted LIDA swale filters stormwater as it
flows the length of the Swale and allows infiltration of
water into the ground.The LIDA swale discharges to a
storm sewer or other approved discharge point.
Compared to vegetated swales, LIDA swales may
be shorter and narrower, but require deeper levels
of amended soil and a subsurface drain rock layer
to compensate for the smaller size and to function
effectively.
C1canV�ater� Services
Page 1 of 4
parking
areas &
impermeable
landscape
impermeable
soils
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permeable
soils
A LIDA swale may help fulfill a site's landscaping
area requirement. LIDA swales are approved to treat
stormwater flowing from all types of impervious surfaces
including private property and the public right-of-way,
rooftops, parking lots, and streets. Check with the
local jurisdiction if proposing to use a LIDA Swale in the
public right-of-way.
Low Impact Development Approaches Handbook
July 2009
Boeckman Road, Wilsonville
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129
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130
LIDA Swale
7min, reeboard
6" max, ponding depth
im
Filter fabric
Design Factors
Page 2 of 4
1 1
1 _ 3H, 1V max.
side slopes
its_. ""! (4:1 without
side shelf)
18° lute matting
Growing medium
12 Drain rock
t 30 Mi.
impermeable
24"Min, liner
bottom
bottom Subgrade
Sizln
The size of the LIDA Swale will depend upon the
infiltration rate of existing soils. A sizing factor of 0.06
assumes the site infiltration rate is less than 2 in/hr,
For example, the size of a LIDA swale managing 1,500
square feet of total impervious area would be 90 square
feet (1,500 x 0,06).
Size may be decreased if:
• Demonstrated infiltration rate is greater than 2 in/hr
using ASTM D3395-09 method; or
• Amended soil depth is increased
Geometry/Slopes
A LIDA swale's slope end to end is at least 0.5% and
no more than 6%. For sites with steeper slopes, check
dams may be incorporated into the design. Side slopes
from the bottom to the top of the swale must be 3:1
or less. The minimum bottom width is 2 feet, and the
minimum depth is 1 foot.
Piping for LIDA Swales
If needed, stormwater may be directed from impervious
surfaces to LIDA swales by piping per plumbing code
requirements, or may flow directly into the LIDA swale
via curb openings. A LIDA swale has no underdrain.
An overflow drain allows no more 6 inches of water
depth to collect in the LIDA swale. On private property,
the overflow drain and piping must meet plumbing
code requirements and direct excess stormwater to
an approved disposal point. Check with the local
jurisdiction or use Clean Water Services Design and
Construction Standards for additional information on
piping material for use in the public right-of-way.
Setbacks
• Check with the local building department to confirm
site-specific requirements.
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Peoples Food Cooperative, 5E Portland
Low Impact Development Approaches Handbook Cea %h;rN Services
July 2009
LIDA Swale
Page 3 of 4
Ecotrust building, Portland
Design Factors (continued)
Soil Amendment/Mulch
Amended soils with appropriate compost serve
numerous benefits: infiltration; detention, retention;
better plant establishment and growth; reduced summer
irrigation needs; reduced fertilizer need; increased
physical/chemical/microbial pollution reduction; and
reduced erosion potential. Primary treatment will occur
in the top 18 inches of the LIDA Swale. Amended soil
in the treatment area is composed of imported soil,
mix of one part organic compost, one part gravelly
sand, and one part top soil. Compost is weed -free,
decomposed, non -woody plant material; animal waste
is not allowed. Reduce water velocities and potential
erosion by providing energy dissipaters such as river
rock at entrances to the swale. Check with the District or
local jurisdiction for Seal of Testing Approval Program (STA)
Compost provider.
To avoid erosion, use approved erosion control BMPs.
Ve etatian
The entire facility area including side slopes and
treatment areas are planted with vegetation appropriate
for the soil conditions. Planting conditions vary from wet
to relatively dry within the LIDA swale. The flat bottom
will be inundated frequently and should be planted
with species such as rushes, sedges, perennials, ferns,
and shrubs well-suited to wet -to -moist soil conditions.
The side slope moisture gradient varies from wet at the
bottom to relatively dry near the top where inundation
rarely occurs. The moisture gradient will vary depending
upon the designed water depth, the swale depth, and
side slope steepness. The transition zone from the
bottom of the LIDA swale to the designed high water
line or top of freeboard should be planted with sedges,
rushes, perennials, ferns, and shrubs that can tolerate
occasional standing water and wet -to -moist planting
conditions. The areas above the designed high water
CleanWdtcr Services
New Seasons, St= Division St, Portland
line and immediately adjacent to the LIDA swale will not
be regularly inundated and should be planted with self-
sustaining, low maintenance grasses, perennials, and
shrubs suitable for the local climate and site.
Native plants are encouraged, but appropriate, non-
invasive ornamentals are acceptable for aesthetic and
functional value. All vegetation should be densely and
evenly planted to ensure proper hydrological function of
the LIDA swale.
Quantities:
Bottom of LIDA swale (wet -to -moist zone, per 100 so
• 115 herbaceous plants, 1' on center spacing, lb -gal
container size; or
• 100 herbaceous plants, 1' on center, and 4 shrubs,
1 -gal container size, 2' on center
Side slopes and top of LIDA Swale (wet -to -moist
transition zone and dry zone)
• 1 tree per 300 sq. ft, minimum 2 -gal container size by
2 ft -tall and
• 10 shrubs (1 -gal) and 70 groundcovers (1/2 -gal) per
100 sf
Trees are allowed in LIDA swales, and may be required.
Trees should be selected by adaptability to wet -to -moist
conditions and size at maturity. An area twice the width
of the tree rootball and the depth of the rootball plus
12" (or total depth of 30°, whichever is greater) should
be backfilled with amended soil for optimal growth, with
no sub -surface rock layer. Place trees along the side
slopes rather than the bottom of the LIDA swale.
Low lrnpact Development Approaches Handbook
July 2009
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LIDA Swale
Page 4 of 4
Tualatin Hills Park at Portland Community College
Maintenance
• Water efficient irrigation should be applied for the first
two years after construction of the facility, particularly
during the dry summer months, while plantings
become established. Irrigation after two years is at the
discretion of the owner.
• If public, the permittee is responsible for the
maintenance of the UDA swale for a minimum of two
years following construction and acceptance of the
facility. All publicly maintained facilities not located in
the public right-of-way must have a public easement.
If private, the property owner is responsible for ongoing
maintenance per a recorded maintenance agreement
(see Appendix for example maintenance agreement).
• Inspect the facility at least twice annually, in spring and
fall.
• Evaluate landscaping and replant as necessary to
ensure a minimum of 80% survival rate of the required
vegetation and 90% facility coverage. Remove non-
native, invasive plant species when found in the facility,
• Remove garbage, landscaping debris and other
material that may impede water flow and clog the
system.
• Check inlet pipes and outlet structure for damage or
missing pieces. Inlet pipes and outlet structures should
be free of obstructions and heavy vegetation.
• Design swales so that they do not require mowing.
• See Appendix for detailed maintenance checklist.
References
• Clean Water Services Design and Construction
Standards
NE 5iskiyou Street, Portland
955th & Hart. Beaverton
38 Low Impact Development Approaches Handbook acanWab;rN' services
132 July 2009
GEOTECHNICAL REPORT
133
Goodall Road Subdivision
Lake Oswego, Oregon
August 31, 2006
G53 Project: renaissance-06-0I-gi
EXHIBIT F-3
LU 14-0031 175
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lenteEb
olufions incl
August 3 t, 2006
renaissance-06.01-gi
Renaissance Homes
16771 Boones Ferry Road
Lake Oswego, OR 97035
jshrope@renaissance-homes_com
Attention: Jeff Shrope
REPORT OF GEOTECHNICAL ENGINEERING SEAVICES
Goodall Road Subdivision - Lake Oswego
We appreciate the opportunity to present this Geotechnical Engineering Report for the subdivision
located at 12800 Goodall Road in Lake Oswego, Oregon. Preliminary plans provided by Planning
Resources indicate development will include 29 single family residential lots, public and private streets,
and a storm water detention/infiltration pond (located near the southeast corner of the property). We
understand that cuts and fills may be as high as 10 feet and may be supported by retaining wails. The
site is currently occupied by a single residence.
The attached Site Plan represents a change in the conceptual layout since completing our explorations.
The subsequent development includes only 28 lots and some reconfiguration of the proposed road.
alignments. The infiltration system is tentatively planned for the same location as above.
The purpose of our work was to evaluate relevant subsurface conditions and provide geotechnical
recommendations addressing site development Our specific scope of work included the following:
GEOTECHNICAL SERYWES
b Provide senior -level project management including management of field and subcontracted services,
report writing, analyses, and Invoicing.
v Review geologic maps and vicinity geotechnical information in our files as indicators of subsurface
conditions.
> Complete a site reconnaissance to observe surface features relevant to geotechnical issues, such as
topography, vegetation, presence and condition of springs, exposed soils, evidence of previous
grading, and an evaluation of slope stability.
9 Complete a "One -Cali" public utility notification.
a Explore subsurface conditions by excavating up to six test pits to depths of up to 10 feet using a
small track mounted excavator.
v Complete infiltration testing in one exploration completed in the area of the proposed infiltration
system.
Classify and sample the materials encountered and maintain a detailed.log.of the explorations.
Determine the moisture content of selected samples obtained from the explorations, and complete
soil classification testing as necessary.
> Provide recommendations for earthwork including seasonal material usage, use of granular working
pads, cut and fill slope inclinations, and fill preparation and compaction_
117
t 112 7" 5tree5 Oregon Cry, OR 97045
p503-657.3487 f503.722.9946
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August 31, 2006
rencissan"6-0i-gi
n Provide an Infiltration rate for the onsite soils for design of shallow storm water disposal systems_
n Provide qualitative recommendations for residential foundation suppor4 including suitable soils for
footing support, minimum embedments, and need for perimeter drainage.
Provide recommendations for pavement subgrade preparation including the need for stabilization
and/or geosynthetics, and recommended asphalt concrete pavement thicknesses for three traffic
levels provided by others.
D Provide a written report summarizing the results of our geotechnical evaluation.
SITE OBSERVATIONS AND CONDITIONS
Surface Conditions
The approximate 7.4 -acre parcel is located at the northeast corner of Goodall Road and SW Knaus
Road at 12800 Goodall Road in Lake Oswego, Oregon. The site Is bound by Goodall Road to the west,
Knaus Load to the south, and developed residential property on the north, and east. The site is
currently occupied by a single residence. The site slopes moderately down to the southwest, south, and
southeast from the highest elevation where the house is situated along the north central area of the
property. The site is covered predominantly with grass. Several trees and blackberry vines line the
perimeter of the property, most of which are depicted on the attached Site Plan.
Subsurface Conditions
General . We completed our explorations and infiltration testing on August 18, 7006 by excavating 6
test pits to depths of up to 10 feet below the existing ground surface (bgs) using a small track -mounted
excavator. Approximate exploration locations are shown on the attached Site Plan. In general,
subsurface conditions consist of silt with trace organics (topsoilitill zone) over stiff to very stiff brown
silt containing trace to some sand and trace clar. Approximately 4 feet of silt rill containing concrete
rubble, plastic pipe, and gravel was encountered in TP -5 at the edge of the existing western lawn area
Specific subsurface conditions observed at each test pit exploration are described in the attached Test
Pit logs.
Our explorations encountered a heavy root tone that was approxlmately 8 inches thick A topsoil zone
of 12 to 15 inches thick containing trace amounts of organics was encountered in several explorations.
Laboratory testing resulted in moisture contents ranged from 14 to 30 percent.
Groundwater - Groundwater seepage was not observed in our explorations.
Irrfiltration Testing - Open hole infiltration testing was completed in test pit TP- I at depths of 14 feet,
Test results Indicate that infiltration rates in the native silt is tow.
CONCLUSIONS AND RECOMMENDATIONS
General
Based on the results of our explorations and analyses, the site development is feasible following the
recommendations contained herein. The site soils consist of fine-grained slit which is easily disturbed
when wet. If utility, earthwork, and foundation construction are planned for all but the driest late
summer conditions, measures should be taken to minimize disturbance.
,217
1 i 12 71" Street Oregon City, OR 97045 p 503.657.3487 (Sa3.722.9946
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August 31, 2006
renaissance -06-01-0
Earthwork
Preparation - Prior to earthwork construction, the site should be prepared by completely removing
existing structures, foundations, utilities, debris, and any uncontrolled fill. Site preparation for
earthwork will also require removal of the root zone and topsoil from all pavement, building, and fill
areas, and a 5 -foot perimeter around those areas, Any excavation resulting from the aforementioned
preparation should be brought back to grade with structural fill. Disturbed surficial fill mixed with
debris was observed at the ground surface in the vicinity of the demolished structures and should be
removed.
The heavy root zone encountered in our exploratlon ranged in thickness from 6 to 10 inches. Thicker
stripping depths may be necessary in areas of tall grass, weeds, and brush. The thickness of the topsoil
observed in our explorations was approximately 12 inches. We should be contacted to evaluate site
preparation including removal of the existing undocumented fill and topsoil during earthwork
construction. The topsoil layer should be completely removed from building, road, and fill areas.
Root balls from trees may extend several feet and grubbing operations can cause considerable subgrade
disturbance. AH disturbed material should be removed to undisturbed subgrade and backfilled with
structural fill. In general, roots greater than one -inch in diameter should be removed.
The test pit excavations were backfilled using relatively minimal cornpactive effort and soft spots can be
expected at these locations. We recommend that these relatively uncompacted soils be removed from the
test pits locates within the proposed building and paved areas to a depth of 3.0 feet below finished subgrade.
The resulting excavation should be brought back to grade with structural fill. if located beneath a footing, the
uncompacted soils should be completely removed and replaced with structural fill.
Stabilization and Soft Areas - After stripping, we should be contacted to evaluate the exposed
subgrade. This evaluation can be done by proof rolling in dry conditions or probing during wet
conditions. Soft areas will require overexcavation and backfilling with well graded, angular crushed rock
compacted as structural fill. A geosynthetic may also be required. We recommend that a geosynthetic
used for stabilization consist of a woven geosynthetic with an AOS of 970 to # 140 sieve, and a minimum
puncture resistance of 120 pounds (such as an AMOCO 2019 or equivalent).
Working Blankets and Natal Roads- Construction equipment should not operate directly on the
subgrade when wet, as it is susceptible to disturbance and softening. Rock working blankets and haul
roads placed over a geosynthetic In a thickened advancing pad can be used to protect subgrades. We
recommend that sound, angular, pit run or crushed basalt with no more than 6 percent passing a 4200
sieve be used to construct haul roads and working blankets. Working blankets should be at least 12
inches thick, and haul roads at least 24 inches thick. Alternatively, the soils could be cement amended
to a depth of 12 Inches and covered with 4 Inches of crushed rock. Some repair of working blankets
and 'haul roads should be expected.
The above rock thicknesses are the minimum recommended. Subgrade protection is the responsibility
of the contractor and thicker sections may be required based on subgrade conditions and type and
frequency of construction equipment.
317
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p 503.657.3457 f 503.722.9946
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Slopes - All permanent and temporary cut slopes should be excavated with a smooth bucket excavator
with the surface repaired if disturbed. In addition, upslope surface runoff should be rerouted so that it
does not run down the face of the slopes. Equipment should not be allowed to induce vibration or
infiltrate water above the slopes, and no surcharges are alloyed within 20 feet of the slope crest
Permanent cut slopes up to 10 feet high can be inclined at 2H:IV In the medium stiff or better silt The
presence of slow seepage may require installing a pit run rock blanket or a suitably revegetated
reinforced erosion control blanket (such as North American Green SC 150 or equivalent). The
presence of faster seepage may require additional erosion control measures, such as additional dtalnage
elements, and/or flatter slopes, and we should be consulted Exposed soils which are soft or loose may
also require such measures,
fill slopes should be inclined no steeper than 2H:I V for slopes up to 10 feet high, and should be
benched into existing slopes that are steeper than 5H:1 V. The face of the fill slope should be cut bark
Into compacted materials with a smooth bucket excavator. If steeper fill slopes are desired, we should
be consulted m evaluate use of amended soils or grid reinforcement. Erosion control is critical to
maintaining fill slopes, and should be as described for cut slopes.
FIJI - The on-site soil, excluding topsoil, can be used for m uctural fill if properly moisture conditioned.
This will not be feasible during wet conditions. This can typically be accomplished In dry summer
conditions where the soils will require drying by scarification and frequent mixing in thin lifts. Once
moisture contents are within 3 percent of optimum, the material should be compacted to at least 92
percent relative to ASTM D-1557 (modified proctor) using a tamping foot type compactor. Fillshould
be placed in lifts no greater than 10 inches in loose thickness. In addition to meeting density
specifications, fill will also need to pass a proof roll using a loaded dump truck, water truck, or similar
size equipment. In wet conditions; fill should be imported granular soil with less than 6 percent fines,
such as clean crushed or pit run rock This material should be compacted to 95 percent relative to
ASTM D-1557.
Trenches - Utility trenches may encounter groundwater seepage and caving should be expected where
seepage Is present Shoring of utility trenches will be required for depths greater than 4 feet and/or
where groundwater seepage is present We recommend that the type and design of the shoring system be
the responsibility of the contractor, who is in the best position to choose a system that fits the overall plan of
operation.
Pipe bedding should be installed in accordance with the pipe manufacturers' recommendations if
groundwater is present in the base of the udlity trench excavation, we recommend overexcavating the trench
by 12 to 18 inches and placing trench stabilization material in the base Trench stabilization material should
consist of well -graded, crushed rock or crushed gravel with a maximum particle sde of 4 inches and free of
deleterious materials. The percent passing the U.S. Standard #200 Sieve shall be less than 5 percent by weight
when tested in accordance with ASTM C 117,
Trench backfill above the pipe zone should consist of well graded, angular crushed rock or sand fill with
no more than 7 percent passing a #200 sieve. Trench backfill should be compacted to 92 percent
relative to ASTM D-1557, and construction of hard surfaces, such as sidewalks or pavement, should not
occur within one week of backfilling.
417
1112 7' Street Oregon Gly, OR 97045 p503.657.3487 f503,722,9946
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August 31, 2006
Residential Foundations
renolssance-06-01-gi
The undisturbed native silt or properly installed structural fill are suitable for residential foundation
support Foundations must be embedded at least 18 inches below the lowest adjacent exterior grade.
For sloping lots, footings should be embedded such that the downslope edge of footings are located a
minimum of 10 from the face of the slope. The perimeter ground surface must be sloped to drain away
from the foundations. Cut or fill slopes on lots need to comply with the Slopes section of this report.
Perimeter foundation drains are required and should be constructed In accordance with the Ground
Moisture section of this report. If footing construction is to occur in wet conditions, a few inches of
crushed rock should be placed at the base of footings to reduce subgrade disturbance and softening
during construction.
Ground Moisture
General - The perimeter ground surface and hand-scaping must be sloped to drain away from all
structures. Gutters must be tight -lined to a suitable discharge and maintained as free-flowing. All crawl
spaces must be adequately ventilated and sloped to drain to a suitable discharge. .
Perimeter Foundation Drains - Perimeter foundation drains must be Installed around all exterior
foundations. The foundation drains should consist of a two -foot wide zone of drain rock encompassing
a 4 -Inch diameter perforated pipe, all enclosed with a non -woven filter fabric. The drain rock should
have no more than 2 percent passing a 4200 sieve and should extend to within one foot of the ground
surface. The geosynthetic should have an AOS of a #70 sieve, a minimum permittivity of 1.0 sec-}, and a
minimum puncture resistance of 80 pounds (such as an AMOCO 1551 or equivalent). One foot of low
permeability soil (such as the on-site silt) should be placed over the fabric at the top of the drain to
isolate the drain from surface runoff. Foundation drains must be routed to a suitable discharge.
Vapor Flaw Retardant - A continuous, impervious vapor flow retardant must be installed over the
ground surface in the crawl space of all residential structures constructed at the site. Vapor flow
retardants must be installed per the manufacturer's recommendations.
Pavement Design
The pavement subgrade should be prepared in accordance with the Earthwork recommendations
presented in this report. All pavement subgrades will need to pass a proofroll prior to paving. Soft
areas should be repaired by overexcavating the areas, installing a stabilization geosynthetic, and brought
to -grade with well graded angular crushed rock compacted as structural fill. For a stabilisation
geosynthetic we recommend a woven geosynthetic with an AOS of #70 to #100 slave, and a minimum
puncture resistance of 120 pounds (such as an AMOCO 3019 or equivalent).
We have developed pavement thickness at the site for 2, S, and 10 trucks per day (with a truck factor
0.6) and a 20 -year design life. These volumes can be revised if specific traffic data is available. Our
analyses are based on AASHTO methods and subgrade of structural fill or undisturbed medium stiff silt
or better, having a resilient modulus of 6,000 psi_ We have also assumed that pavement construction
w411 be completed during an extended period of dry weather. Construction during wet conditions will
likely require protection and stabilization of subgrades as recommended in the Stabilization and Sof;`
Ureas and Working Blankets and Haut Roads sections of this report. The results of our analyses
based on these parameters are provided in the following table.
sn
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Trucks I Day
ESAIL`s
Asphalt Concrete Crushed Rock ;
Inches inches
2
13,0 ! 7
3 6
5
32542
3 $
1
b5,084
3 9
The thicknesses listed in the table above are intended to the minimum acceptable. Crushed rock should
conform to ODOT base rock standards and have less than 6 percent passing the #200 sieve. Asphalt
concrete should be compacted in one lift to 91 percent of a Rice Density, or to 98 percent of the
maximum density from a test strip.
5torsmwater Infiltration
Testing for Design - Open -hole, falling -head Infiltration testing was completed at a depth of 10 feet
over an approximate 2.3 -ft by 2.5 fit area. Following saturation, the hole was filled with water to an
approximate 12 inches of head. The water level dropped approximately 1.5 inches over a 25 minute
period.
Design - Based on the results of our testing and analyses site infiltration rates are low. We recommend
using a design infiltration rate of 0.7 cubic inches per hour per square inch (this includes a reduction
factor of 3 applied to test results) applied on to the sides of the system to account for long term
siltation. The aforementioned depths are relative to existing (pre -construction) grades.
Confirmation Testing - As actual subsurface conditions and infiltratlort can vary widely, testing of
infiltration systems is required to confirm this preliminary estimate. Flexibility for adaptation of
Infiltration systems should be planned into the design and construction, with contingencies built into the
budgets and schedules. Infiltration systems need to be maintained free of debris and silt in order to
function properly.
(LIMITATIONS AND OBSERVATION DURING CONSTRUCTION
We have prepared this report for use by Renaissance Homes and the design and construction teams for
this project only. The information herein could be used for bidding or estimating purposes but should
not be construed as a warranty of subsurface conditions. We have made observations only at the
aforementioned locations and only to the stated depths. These observations do not reflect soil types,
strata thicknesses, water levels or seepage that may exist between observations. We should be
consulted to observe all foundation bearing surfaces, installation of structural fill, and subsurface
drainage. We should be consulted to review final design and specifications in order to see that our
recommendations are suitably followed. If any changes are made to the anticipated locations, loads,
configurations, or construction timing, our recommendations may not be applicable, and we should be
consulted. The preceding recommendations should be considered preliminary, as actual soil conditions
may vary. In order for our recommendations to be final, we must be retained to observe actual
subsurface conditions encountered. Our observations will allow us to interpret actual conditions and
adapt our recommendations if needed.
617
1112 7' 5tme, Oregon C* OR 97045 p503.657-3487 f501722.9946
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Augost 3 f, 2006
renaissance-06.01-gi
Within the limitations of scope, schedule and budget, our services have been executed in accordance
with the generaily accepted practices in this area at the time this report was prepared. No warranty,
expressed or impiied, is given.
-4 >
We appreciate the opportunity to work with you on this project and look forward to our continued
involvement Please call If you have questions.
Sincerely,
��—ji'. '
Ryan White, MS, PE
Senior Project Engineer
Don Rondema, MS, PE, GE
Principal
Attachments — Site Plan, Test Pit Logs, Moisture Contents.
cc,. Ken Sandblast, Pianning Resources, Inc., kens@prilanduse.com
Alex Hurley, AKS Engineering aiex@alts-eng.com
717
1112 7' Street Oregon City, OR 97043
4, .
p503.657.3487 f 503.722.9946
382
141
0 r n� SITE renaissance-D6.0
PLAN
142
383
' 1
Test Pit #De-9tbft Sofa Qescrip ion
Warotion were completed or August 18, 2006 using a Komatsu PC60 excom tor.
TP -i Location: Proposed Pond, Southeast corner.
Surface conditions: Low grass.
0.0 - 0.8 Soft, dark brown SILT with trace tine organics (topsoil); moist.
0.8 - 10.0 Stiff, gray and orange mottled, }gown SILT with trace to some fine sand; moist
9 - becomes red -brown with trace sand and trace clay.
10 - Open -hole, falling head, infiltration test
No seepage or caving observed.
TP -Z Location: Between Lot 10 and 17, Fast central.
Surface conditions: Low grass.
0.0-1,2 Sok, dark brown SILT wkh trace fine organics, friable structure (B -inch thick root
zone, 14 -inch cilizone); moist
1.2- 10.0 Stiff w very stiff, brown SILT with trace to some fine sand; moist.
9 - becomes red -brown with trace sand and trace clay.
No seepage or caving observed.
TP -3 Location.- Between Lot 5 and S, Northeast corner.
Surface conditions Low grass.
0.0- 1.5 Sok, dark brown SILT with trace fine organics, crurnbiy structure (8 -inch thick root
zone. 18-1nch tiilzone); moist
I -S - 10.0 Stiff to very stiff, brown SILT with trace to some fine sand; moist
9 - becomes red -brown with trace sand and trace clay.
No seepage or caving observed.
TP -4 Location: Between Lot 20 and 25, Wer central.
Surkee conditions: Low grass.
0.0- 1.5 Soh, dark brown SILT with trace fine organics, crurrbfy structure (84nch thick root
zone, IB -inch tillzone); moist
1.5- 10.0 very stiff to hard, brown SILT with trace to some fine sand; moist.
9 - becomes red -brown with trace sand and trace clay.
No seepage or caving observed.
RatechTEST PIAT LOGS
s o l u Y i> i n' 7 Incl r erWssance-06-01-gi
384
143
Test Pit # De th Sol) t7e5cr1p!Ljon
TP -5 Location: Between Lot 28.
Surface conditions: Low grass.
0.0-4.0 S;Jff, brown SILT FILL with occasional construction debris (plastic pipe, gravel, pec.
etc.); moist
4.0-5.0 Medium stiff, dark brown SILT with trace fine organics (original ground surface?);
moist
5.0- 10.0 very stiff to hard, brown SILT with trace to some fine sand; moist
9 - becomes red»brown with trace sand and trace clay.
No seepage or caving obsernd,
TP -6 Location: SW Loc 23, Southwest corner.
Surface conditions: Low grass.
0.0-1-0 Soft, dark brown SILT with trace Fine organics, crumhly structure (8 -inch thick root
zone, 12 -inch Uftzone); moist
1.0-8.0 very stiff no hard brown SILT with trace to some fine sand; moist_
9 - becornes red -brown with trace sand and trace clay.
No seepage or caving observed.
TEST PIT LOGS
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144
4*1
Test Pit
Depth, ft
Moisture Content
TP -1_
27%
-----Y--�--- - TP -1 _ T
1t! 0 `
10.0
_28% -- ----- - __..
_^2_14.0----
_M
w._..------------���-
-TP
7•0 J
_ ._.
260/0'
._ _._ —_
--- -.____ _ . .-�---
_
TPA _ _
r 10.0- ---- •_a...._
_ _ _._ 25% ----------
TP -5 _
_..._"261!0
fia tcb MOISTURE CONTENTS
Solutions I n C renaissance -06-01.91
386
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146
September 3, 2013
GeoPacific Project No. 13-3096
Jesse Nemec / John Wyland
J T. Smith Companies
5282 Meadows Road, Suite 171
Lake Oswego, Oregon 97035
Copy: Brian Feeney, 3J Consulting
Via e-mail with hard copies mailed
e4
e
Real -World Geotechnical Solutions
Investigation • Design • Construction Support
Subject: GEOTECHNICAL ENGINEERING REPORT AND RESULT OF INFILTRATION TESTING
HIGHLANDS PROPERTY
12800 SW GOODALL ROAD
LAKE OSWEGO, OREGON
This report presents the results of a geotechnical engineering study conducted by GeoPacific Engineering,
Inc. (GeoPacific) for the above referenced project (herein referred to as the "site"). The purpose of this study
was to evaluate subsurface conditions at the site and to provide geotechnical recommendations for site
grading, foundation design, and construction. This geotechnical study was performed in accordance with
GeoPacific Proposal No. P4575, dated July 18, 2013, and your subsequent authorization of our agreement
and General Conditions far Geotechnical Services.
SITE DESCRIPTION AND PROPOSED DEVELOPMENT
The site is approximately 7.35 acres in size and located northeast of the intersection of SW Goodall Road and
SW Knaus Road in the City of Lake Oswego, Clackamas County, Oregon (Figure 1). Topography is
predominantly gently to moderately sloping to the south with grades of about 5 to 20 percent. Some
localized steeper slopes are present adjacent to the house and driveway- Vegetation consists primarily of
short grasses with landscaping and sparse trees. The site currently includes one home.
It is our understanding that the proposed subdivision is to include approximately 20 lots for single family
homes, with associated streets, water quality facilities, and associated underground utilities. The preliminary
grading plan indicates cuts and fills will be on the order of up to 8 feet.
REGIONAL AND LOCAL GEOLOGIC SETTING
Regionally, the subject site lies within the Willamette Valley/Puget Sound lowland, a broad structural
depression situated between the Coast Range on the west and the Cascade Range on the east. A series of
discontinuous faults subdivide the Willamette Valley into a mosaic of fault -bounded, structural blocks (Yeats
et al., 1996). Uplifted structural blocks form bedrock highlands, while down -warped structural blocks form
sedimentary basins.
14835 SW 72"° Avenue
Portland, Oregon 97224
Tel (503) 598-8445
F
EXHIBIT F-4 147
iu 14-0031
September 3, 2013
GeoPacific Project No. 13-3096
The subject site is underlain by Quaternary age (last 1.6 million years) loess, a windblown silt deposit that
mantles older deposits, basalt bedrock, and elevated areas in the Portland region (Beeson et al., 1989; Madin,
1990). The loess generally consists of massive silt deposited following repeated catastrophic flooding events
in the Willamette Valley, the last of which occurred about 10,000 years ago. In localized areas, the loess
includes buried paleosols that developed between depositional events. Regionally, the total thickness of
loess ranges from 5 feet to greater than 100 feet.
Published regional geologic mapping indicates that the subject site is underlain by the Boring Lava lithologic
unit which consists of basaltic and basaltic andesite lava flows erupted from a series of local volcanic vents
during Plio-Pleistocene time (about 600,000 thousand to 2.6 million years ago) (Schlicker and Finlayson,
1979; Madin, 1990). Commonly these lava flows are interfingered with lenses and cones of volcanic ejecta
commonly known as cinders or scoria. The total thickness of the Boring Lava unit ranges from greater than
600 feet near vents to less than 50 feet on the outer margins.
At least three major source zones capable of generating damaging earthquakes are thought to exist in the
vicinity of the subject site. These include the Portland Hills Fault Zone, the Gales Greek Newberg -Mt.
Angel Structural Zone, and the Cascadia Subduction Zone.
Portland Hills Fault Zone
The Portland Hills Fault Zone is a series of NW -trending faults that include the central Portland Hills Fault, the
western Oatfield Fault, and the eastern East Bank Fault. These faults occur in a northwest -trending zone that
varies in width between 3.5 and 5.0 mules. The combined three faults vertically displace the Columbia River
Basalt by 1,130 feet and appear to control thickness changes in late Pleistocene (approx. 780,000 years)
sediment (Madin, 1990). The Portland Hills Fault occurs along the Willamette River at the base of the
Portland Hills, and is about 3 miles northeast of the site. The Oatfield Fault occurs along the western side of
the Portland Hills, and is about 1 mile northeast of the site. The Oatfield Fault is considered to be potentially
seismogenic (Wong, et al., 2000). Madin and Mabey (1996) indicate the Portland Hills Fault Zone has
experienced Late Quaternary (last 780,000 years) fault movement; however, movement has not been detected
in the last 20,000 years. The accuracy of the fault mapping is stated to be within 500 meters (Wong, et al.,
2000). No historical seismicity is correlated with the mapped portion of the Portland Hills Fault Zone, but in
1991 a M3.5 earthquake occurred on a NW -trending shear plane located 1.3 miles east of the fault (Yelin,
1992). Although there is no definitive evidence of recent activity, the Portland Hills Fault Zone is assumed to
be potentially active (Geomatrix Consultants, 1995).
Gales Creek-Newber -Mt. Angel Structural Zone
The Gales Creek -Newberg -Mt. Angel Structural Zone is a 50 -mile -long zone of discontinuous, NW -trending
faults that lies about 18 miles southwest of the subject site. These faults are recognized in the subsurface by
vertical separation of the Columbia River Basalt and offset seismic reflectors in the overlying basin sediment
(Yeats et al., 1996; Werner et al., 1992). A geologic reconnaissance and photogeologic analysis study
conducted for the Scoggins Dam site in the Tualatin Basin revealed no evidence of deformed geomorphic
surfaces along the structural zone (Unruh et al., 1994). No seismicity has been recorded on the Gales Creek or
Newberg Fault (the fault closest to the subject site); however, these faults are considered to be potentially
active because they may connect with the seismically active Mount Angel Fault and the rupture plane of the
1993 M5.6 Scotts Mills earthquake (Werner et al. 1992; Geomatrix Consultants, 1995).
Cascadia Subduction Zone
The Cascadia Subduction Zone is a 680 -mile -long zone of active tectonic convergence where oceanic crust
of the Juan de Fuca Plate is subducting beneath the North American continent at a rate of 4 cm per year
13 -3096 -Highlands Property GR 2 GEOPACEFic ENGINEERING, INC.
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September 3, 2013
GeoPacific Project No. 13-3096
(Goldfinger et al., 1996). A growing body of geologic evidence suggests that prehistoric subduction zone
earthquakes have occurred (Atwater, 1992; Carver, 1992; Peterson et al., 1993; Geomatrix Consultants,
1995). This evidence includes: (1) buried tidal marshes recording episodic, sudden subsidence along the
coast of northern California, Oregon, and Washington, (2) burial of subsided tidal marshes by tsunami wave
deposits, (3) paleoliquefaction features, and (4) geodetic uplift patterns on the Oregon coast. Radiocarbon
dates on buried tidal marshes indicate a recurrence interval for major subduction zone earthquakes of 250 to
650 years with the last event occurring 300 years ago (Atwater, 1992; Carver, 1992; Peterson et al., 1993;
Geomatrix Consultants, 1995). The inferred seismogenic portion of the plate interface lies roughly along the
Oregon Coast at depths of 20 and 40 kilometers below the ocean surface.
FIELD EXPLORATION
The site-specific exploration for this study was conducted on August 16, 2013 and consisted of exploratory
test pits. Ten test pits, designated TP -1 through TP -10, were excavated with a medium sized backhoe to
depths of approximately 3 to 10 feet, at approximate locations shown on Figure 2. It should be noted that
exploration locations were determined in the field by pacing or taping distances from apparent property
corners and other site features shown on the plans provided. As such, the locations of the explorations
should be considered approximate.
At the completion of the test pit logging, the test pits were backfilled with the excavated spoils and tamped
with the backhoe bucket. This backfill should not be expected to behave as compacted structural fill and some
minor settling of the ground surface may occur.
Explorations were conducted under the full-time observation of GeoPacific personnel. Soil samples were
classified in the field and representative portions were placed in relatively air -tight plastic bags. These soil
samples were then returned to the laboratory for further examination and laboratory testing. Pertinent
information including soil sample depths, stratigraphy, soil engineering characteristics, and groundwater
occurrence was recorded. Soils were classified in general accordance with the Unified Soil Classification
System.
Summary test pit logs are attached. The stratigraphic contacts shown on the individual logs represent the
approximate boundaries between soil types. The actual transitions may be more gradual. The soil and
groundwater conditions depicted are only for the specific dates and locations reported, and therefore, are not
necessarily representative of other locations and times.
SUBSURFACE CONDITIONS
The following discussion is a summary of subsurface conditions encountered in the test pit explorations. For
more detailed information regarding subsurface conditions at specific exploration locations, refer to the
attached test pit logs. Also, please note that subsurface conditions can vary between exploration locations, as
discussed in the Uncertainty and Limitations section below.
Soils
On-site soils are anticipated to consist of topsoil, loess, and residual soil as described below.
Undocumented Fill Undocumented fill was not encountered in our test pits; however, it is our
understanding that fill was placed to the west of the existing home (see Figure 2). The fill material was from
the excavation of the current home and is estimated to be approximately 1 foot in thickness. Other areas of
minor localized old fill zones may be present in the vicinity of the existing structures, driveway, or in other
areas beyond the test pit locations.
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Topsoil T In test pits TP -1 through TP -10, the ground surface was directly underlain by a topsoil horizon.
These soils generally consisted of brown, low to moderately organic silt (ML -OL) that extended to a depth of
about 6 to 9 inches below the ground surface.
Loess -- Underlying the topsoil horizon in test pits was windblown loess. These soils were typically stiff to
very stiff, light brown, silt (ML) with subtle to strong orange and gray mottling. In test pits TP -1 through
TP -6 and TP -10, the loess extended to a depth of 7.5 to 8.5 feet. Loess extended beyond the maximum depth
of exploration (9 feet) in test pits TP -7 through TP -9.
Residual Soil — Underlying the loess in test pits TP -7 through TP -9 was residual soil derived from in place
weathering of the underlying Boring Lava Formation. These soils were typically stiff to very stiff, light
reddish brown, clayey silt (ML) to silty CLAY (CL) with trace black staining. In test pits TP -7 through
TP -9, the residual soil extended beyond the maximum depth of exploration (10 feet).
Groundwater
During the field exploration, no groundwater or seepage was encountered to a depth of about 10 feet.
Perched groundwater conditions often occur over fine-grained native deposits such as those beneath the site,
particularly during the wet season. It is anticipated that groundwater conditions will vary depending on the
season, local subsurface conditions, changes in site utilization, and other factors.
INFILTRATION TESTING
Soil infiltration testing was performed using the open hole infiltration method in test pits TP -1 through TP -4.
Soil in borings was pre -saturated for a period of over 4 hours. The water level was measured to the nearest
tenth of an inch every half hour with reference to the ground surface. Table 1 presents the results of our
falling head infiltration tests.
Table 1. Summary of Infiltration Test Results
Boring
Depth
(feet)
Soil Type
Infiltration
Rate(in/hr)
Hydraulic Head
Range inches)
TP -1
9
SILT (ML)
0.5
15-17
TP -2
3
SILT (ML)
0.5
9-11
TP -3
7
SILT (ML)
1.4
9-13
TP -4
3
SILT (ML)
0.5
9-11
CONCLUSIONS AND RECOMMENDATIONS
Results of this study indicate that the proposed development is geotechnically feasible provided that the
recommendations of this report are incorporated in the design and construction phases of the project. The
following report sections present conclusions and recommendations regarding site preparation, engineered
fill, wet weather earthwork, structural foundations, footing drains, seismic design, excavating conditions and
trench backfill, pavement sections, and erosion control considerations. The recommendations of this report
assume that the structures will have raised floors and crawlspaces. If structures are planned with basements
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or concrete slab -on -grade floors, GeoPacific should be contacted for additional recommendations regarding
basement retaining wall design and drainage, concrete floor slabs and moisture protection, or other issues.
Site PrMra+don and Undocumented Fill Removal
Proposed areas to receive engineered fill should first be cleared of vegetation and any loose debris or
undocumented fill, and debris from clearing should be removed from the site. Fill is present to the west of
the existing home (see Figure 2), and may be present in other areas of the site as well. Organic -rich topsoil
should be stripped to the relatively inorganic native soils. We anticipate that the depth of stripping will be an
average of roughly 6 to 9 inches over most of the site. Deeper stripping will be needed in areas that have
abundant root balls (where dense trees are present), been tilled in the past, or areas of localized fill deposits,
etc. The final depth of stripping removal may vary depending on local subsurface conditions and the
contractor's methods, and should be determined on the basis of a site inspection after the initial stripping has
been performed.
Stripped organic soil should be stockpiled only in designated areas or removed from the site and stripping
operations should be observed and documented by GeoPacific. Any existing subsurface structures (tile
drains, old utility lines, septic leach fields, etc.) beneath structures and pavements should be removed and the
excavations backfilled with engineered fill.
During dry weather conditions, once stripping is approved, the area should be ripped or tilled to a depth of 12
inches, moisture conditioned, and compacted in-place prior to the placement of engineered fill or crushed
aggregate base for pavement. Exposed subgrade soils should be evaluated by GeoPacific. For large areas,
and during wet weather, this evaluation is normally performed by proof -rolling the exposed subgrade with a
fully loaded scraper or dump truck. For smaller areas where access is restricted, the subgrade should be
evaluated by probing the soil with a steel probe.
Soft/loose soils identified during subgrade preparation should be compacted to a firm and unyielding
condition or over -excavated and replaced with engineered fill, as described below. The depth of
overexcavation, if required, should be evaluated by GeoPacific at the time of construction.
Enzineered Fill
On-site native soils are anticipated to be suitable for use as engineered fill during dry weather, provided they
are adequately moisture conditioned prior to compacting. Imported fill material should be reviewed by the
geotechnical engineer prior to being imported to the site. Oversize material greater than 6 inches in size
should not be used within 3 feet of foundation footings, and material greater than 12 inches in diameter
should not be used in engineered fill.
Engineered fill should be compacted in horizontal lifts not exceeding 12 inches using heavy vibratory
compaction equipment. We recommend that engineered fill be compacted to at least 90% of the maximum
dry density determined by Modified Proctor (ASTM D1557) or equivalent. We anticipate that aeration of
native soil will be necessary for compaction operations.
Proper test frequency and earthwork documentation usually requires daily observation and testing during
stripping, rough grading, and placement of engineered fill. Field density testing should conform to ASTM
D2922 and D3017, or D 1556. Engineered fill should be periodically observed and tested by GeoPacific.
Typically, one density test is performed for at least every 2 vertical feet of fill placed or every 500 yd3,
whichever requires more testing. Because testing is performed on an on-call basis, we recommend that the
earthwork contractor be held contractually responsible for test scheduling and frequency.
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Wet Weather Earthwork
The on-site soils are moisture sensitive and may be difficult to handle or traverse with construction
equipment during periods of wet weather. Earthwork is typically most economical when performed under
dry weather conditions. Earthwork performed during the wet -weather season will probably require
expensive measures such as cement treatment or imported granular material to compact fill to the
recommended engineering specifications. If earthwork is to be performed or fill is to be placed in wet
weather or under wet conditions when soil moisture content is difficult to control, the following
recommendations should be incorporated into the contract specifications.
• Farthwork should be performed in small areas to minimize exposure to wet weather. Excavation or
the removal of unsuitable soils should be followed promptly by the placement and compaction of
clean engineered fill. The size and type of construction equipment used may have to be limited to
prevent soil disturbance. Under some circumstances, it may be necessary to excavate soils with a
backhoe to minimize subgrade disturbance caused by equipment traffic;
• The ground surface within the construction area should be graded to promote run-off of surface
water and to prevent the ponding of water,
• Material used as engineered fill should consist of clean, granular soil containing less than about 7
percent fines. The fines should be non -plastic. Alternatively, cement treatment of on-site soils may
be performed to facilitate wet weather placement;
• The ground surface within the construction area should be sealed by a smooth drum vibratory roller,
or equivalent, and under no circumstances should be left uncompacted and exposed to moisture.
Soils which become too wet for compaction should be removed and replaced with clean granular
materials;
• Excavation and placement of fill should be observed by the geotechnical engineer to verify that all
unsuitable materials are removed and suitable compaction and site drainage is achieved; and
• Bales of straw and/or geotextile silt fences should be strategically located to control erosion.
If cement or time treatment is used to facilitate wet weather construction, GeoPacific should be contacted to
provide additional recommendations and field monitoring.
Structural Foundations
Assuming our recommendations for site preparation are followed, native deposits and/or engineered fill soils
will be encountered at or near the foundation level of the proposed structures. Native soils underlying the
site are generally stiff to very stiff and should provide adequate support of the structural loads.
Shallow, conventional isolated or continuous spread footings may be used to support the proposed structures,
provided they are founded on competent native soils or compacted engineered fill placed directly upon the
competent native soils. We recommend a maximum allowable bearing pressure of 2,000 pounds per square
foot (psf) for designing the footings. The recommended maximum allowable bearing pressure may be
increased by 1/3 for short term transient conditions such as wind and seismic loading. Footings should be
embedded at least 12 inches below the lowest adjacent finished grade. Minimum footing widths should be
determined by the project engineer/architect in accordance with applicable design codes.
Assuming construction is accomplished as recommended herein, and for the foundation loads anticipated, we
estimate total settlement of spread foundations of less than about 1 inch and differential settlement between
two adjacent load-bearing components supported on competent soil of less than about '/a inch. We anticipate
that the majority of the estimated settlement will occur during construction as loads are applied.
13 -31396 -Highlands Property GEL 6 GEOPACIFIC ENGINEERING, INC.
152
September 3, 2013
GeoPacific Project No. 13-3096
Wind, earthquakes, and unbalanced earth loads will subject the proposed structure to lateral forces. Lateral
forces on a structure will be resisted by a combination of sliding resistance of its base or footing on the
underlying soil and passive earth pressure against the buried portions of the structure. For use in design, a
coefficient of friction of 0.45 may be assumed along the interface between the base of the footing and
subgrade soils with no factor of safety included. Passive earth pressure for buried portions of structures may
be calculated using an equivalent fluid weight of 330 pounds per cubic foot (pef), assuming footings are cast
against dense, natural soils or engineered fill. The recommended coefficient of friction and passive earth
pressure values do not include a safety factor. The upper 12 inches of soil should be neglected in passive
pressure computations unless it is protected by pavement or slabs on grade.
Footing excavations should be trimmed neat and the bottom of the excavation should be carefully prepared.
Loose, wet or otherwise softened soil should be removed from the footing excavation prior to placing
reinforcing steel bars.
The above foundation recommendations are for dry weather conditions. Due to the high moisture sensitivity
of on-site soils, construction during wet weather may require overexcavation of footings and backfill with
compacted, crushed aggregate.
Footing and Roof Drains
We understand that the proposed homes will be raised floor, and that no concrete slab -on -grade floors will be
used in living areas. Based on experience with standard local construction practices, perimeter footing drains
are not required for raised wood floors with crawlspaces. However, if perimeter footing drains are not
utilized, then positive exterior drainage away from the foundation, positive crawlspace drainage to an
adequate low -point drain exiting the foundation, visqueen covering the exposed ground in the crawlspace,
and crawlspace ventilation (foundation vents) become even more important. The homebuyers should be
informed and educated that some slow flowing water in the crawlspaces is considered normal and not
necessarily detrimental to the home given these other design elements incorporated into its construction.
Evaluation of the potential for mold to develop in crawl spaces is beyond our area of expertise.
If it is desired to reduce the potential for moist crawl spaces, footing drains may be installed. Where used,
the outside edge of all perimeter footings should be provided with a drainage system consisting of minimum
3 -inch diameter, perforated plastic pipe embedded in a minimum of 1 W per lineal foot of clean crushed
drain rock or 1'/z"- %" drain rock. The drain pipe and surrounding drain rock should be wrapped in non-
woven geotextile (Mirafi 140N, or approved equivalent) to minimize the potential for clogging and/or ground
loss due to piping. Water collected from the footing drains should be directed into the local storm drain
system or other suitable outlet. A minimum 0.5 percent fall should be maintained throughout the drain and
non -perforated pipe outlet. Down spouts and roof drains should not be connected to the foundation drains in
order to reduce the potential for clogging. The footing drains should include clean -outs to allow periodic
maintenance and inspection. Grades around the proposed structure should be sloped such that surface water
drains away from the building.
13 -3096 -Highlands Property GR 7 GEOPACIFIc ENGINEERING, INC.
153
September 3, 2013
GeoPacific Project No. 13-3096
Seismic Design
Structures should be designed to resist earthquake loading in accordance with the methodology described in
the 2006 International Residential Code (IRC) for One- and Two -Family Dwellings, with applicable Oregon
Structural Specialty Code (OSSC) revisions. We recommend Site Class D be used for design per the OSSC,
Table 1613.5.2. Design values determined for the site using the USGS (United States Geological Survey)
Earthquake Ground Motion Parameters utility are summarized in Table 2.
Table 2. Recommended Earthquake Ground Motion Parameters (2006 IRC)
Parameter
Value
_
Location (Lat, Lon ), degrees 45.432,-122.696
Ma ed Spectral Acceleration Values (MCE):
Short Period, Ss
0.96
1.0 Sec Period, S,
0.34
Soil Factors for Site Class D:
g,
1.11
F„
1.72
Residential Site Value = 213 x F,, x S,
0.72
Residential Seismic Design Category
Dl
Soil liquefaction is a phenomenon wherein saturated soil deposits temporarily Iose strength and behave as a
liquid in response to earthquake shaking. Soil liquefaction is generally limited to loose, granular soils
located below the water table. Following development, on-site soils will consist predominantly of
engineered fill or native fine-grained soils, which are not considered susceptible to liquefaction. Therefore, it
is our opinion that special design or construction measures are not required to mitigate the effects of
liquefaction.
Excavating Conditions and Utility Trenches
We anticipate that on-site soils can be excavated using conventional heavy equipment such as scrapers and
trackhoes to a depth of 12 feet. Maintenance of safe working conditions, including temporary excavation
stability, is the responsibility of the contractor. Actual slope inclinations at the time of construction should
be determined based on safety requirements and actual soil and groundwater conditions. All temporary cuts
in excess of 4 feet in height should be sloped in accordance with U.S. Occupational Safety and Heath
Administration (OSHA) regulations (29 CFR Part 1.926), or be shored. The existing native soils classify as
Type B Soil and temporary excavation side slope inclinations as steep as 1H:1 V may be assumed for
planning purposes. This cut slope inclination is applicable to excavations above the water table only.
Perched groundwater is likely to be encountered during wet weather season and should be anticipated in
excavations and utility trenches.
Vibrations created by traffic and construction equipment may cause some caving and raveling of excavation
walls. In such an event, lateral support for the excavation walls should be provided by the contractor to
prevent loss of ground support and possible distress to existing or previously constructed structural
improvements.
PVC pipe should be installed in accordance with the procedures specified in ASTM D2321. We recommend
that structural trench backfill be compacted to at least 90% of the maximum dry density obtained by
13 -3096 -Highlands Property GR 8 GaEQPACIFIc ENGINEERING, INC.
154
September 3, 2013
GeoPacific Project No. 13-3096
Modified Proctor (ASTM D1557) or equivalent. Initial backfill lift thicknesses for a 3/"-0 crushed aggregate
base may need to be as great as 4 feet to reduce the risk of flattening underlying flexible pipe. Subsequent
lift thickness should not exceed I foot. If imported granular fill material is used, then the lifts for large
vibrating plate -compaction equipment (e.g. hoe compactor attachments) may be up to 2 feet, provided that
proper compaction is being achieved and each lift is tested. Use of large vibrating compaction equipment
should be carefully monitored near existing structures and improvements due to the potential for vibration -
induced damage.
Adequate density testing should be performed during construction to verify that the recommended relative
compaction is achieved. Typically, at least one density test is taken for every 4 vertical feet of backfill on
each 200 -lineal -foot section of trench.
Pavement Sections — On -Site Residential Streets
Table 3 presents recommended minimum pavement section for on-site residential streets, under dry weather
construction conditions. A subgrade soil R -value of 15 was assumed for design purposes. The
recommended pavement sections were formulated using the Crushed Base Equivalent method and assuming
a Traffic Index of 4 for on-site streets_ The Traffic Index is generally appropriate for minor residential streets
and cul-de-sacs. The project engineer or architect should review the assumed traffic indices to evaluate their
suitability for this project. Changes in anticipated traffic levels will affect the corresponding pavement
section.
Table 3. Recommended Minimum Dry Weather Pavement Sections
Material Layer
Y
Minimum Thickness (inches)
Compaction Standard
Streets
92% of Rice Density (top lift)
Asphaltic Concrete (AC)
3
91 % of Rice Density (lower lifts)
AASHTO T-209
Crushed Aggregate Base
2
95% of Modified Proctor
3/"-0 (leveling course)
ASTM D1557
Crushed Aggregate Base
$
95% of Modified Proctor
11/2"-0
ASTM D1557
Recommended Subgrade
12
90% of Modified Proctor
or approved native
In new pavement areas, native soil subgrade in pavement areas should be ripped or tilled to a minimum depth
of 12 inches, moisture conditioned, and recompacted in-place to at least 90 percent of ASTM Di 557
(Modified Proctor) or equivalent. In order to verify subgrade strength, we recommend proof -rolling directly
on subgrade with a loaded dump truck during dry weather and on top of base course in wet weather. Soft
areas that pump, rut, or weave should be stabilized prior to paving. If pavement areas are to be constructed
during wet weather, GeoPacific should review subgrade at the time of construction so that condition specific
recommendations can be provided. Wet weather pavement construction is likely to require soil amendment
or geotextile fabric and an increase in base course thickness.
During placement of pavement section materials, density testing should be performed to verify compliance
with project specifications. Generally, one subgrade, one base course, and one AC compaction test is
performed for every 100 to 200 linear feet of paving.
13 -3096 -Highlands Property GR 9 GEoPACIFIC ENGINEERING, INC.
155
September 3, 2013
GeoPacifzc Project No. 13-3096
Erosion Control Considerations
During our field exploration program, we did not observe soil types that would be considered highly
susceptible to erosion. In our opinion, the primary concern regarding erosion potential will occur during
construction, in areas that have been stripped of vegetation. Erosion at the site during construction can be
minimized by implementing the project erosion control plan, which should include judicious use of straw
bales and silt fences. If used, these erosion control devices should be in place and remain in place throughout
site preparation and construction.
Erosion and sedimentation of exposed soils can also be mininvzed by quickly re -vegetating exposed areas of
soil, and by staging construction such that large areas of the project site are not denuded and exposed at the
same time. Areas of exposed soil requiring immediate and/or temporary protection against exposure should
be covered with either mulch or erosion control nettingfblankets. Areas of exposed soil requiring permanent
stabilization should be seeded with an approved grass seed mixture, or hydroseeded with an approved seed -
mulch -fertilizer mixture.
UNCERTAINTIES AND LIMITATIONS
We have prepared this report for the owner and their consultants for use in design of this project only. This
report should be provided in its entirety to prospective contractors for bidding and estimating purposes;
however, the conclusions and interpretations presented in this report should not be construed as a warranty of
the subsurface conditions. Experience has shown that soil and groundwater conditions can vary significantly
over small distances. If, during future site operations, subsurface conditions are encountered which vary
appreciably from those described herein, GeoPacifzc should be notified for review of the recommendations of
this report, and revision of such if necessary.
Sufficient geotechnical monitoring, testing and consultation should be provided during construction to
confirm that the conditions encountered are consistent with those indicated by explorations. The checklist
attached to this report outlines recommended geotechnical observations and testing for the project.
Recommendations for design changes will be provided should conditions revealed during construction differ
from those anticipated, and to verify that the geotechnical aspects of construction comply with the contract
plans and specifications.
Within the limitations of scope, schedule and budget, GeoPaeific executed these services in accordance with
generally accepted professional principles and practices in the field of geotechnical engineering at the time
the report was prepared. No warranty, expressed or implied, is made. The scope of our work did not include
environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous or
toxic substances in the soil, surface water, or groundwater at this site.
13 -3496 -Highlands Property GR 10 GEOPACIFIC ENGINEERING, INC.
156
September 3, 2013
GeoPacific Project No. 13-3096
We appreciate this opportunity to be of service.
Sincerely,
GEQPACIFIC ENGIN ERING, INC.
I4JY�
Beth K. Rapp, R.G.
Senior Geologist
Attachments: References
Figure 1 — Vicinity Map
Figure 2 — Site and Exploration Plan
Test Pit Logs (TP -1 through TP -10)
13 -3096 -Highlands, Property GR
EXPIRES: 06-30-201'
Scott L. Hardman, G.E., P.E.
Principal Geotechnical Engineer
I I GEOPACIFIC ENGINEERING, INC,
157
September 3, 2013
GeoPacific Project No. 13-3096
REFERENCES
Atwater, B.F., 1992, Geologic evidence for earthquakes during the past 2,000 years along the Copalis River, southern
coastal Washington: Journal of Geophysical Research, Vol. 97, p. 1901-1919.
Beeson, M.H., Tolan, T.L., and Madin, I.P., 1989, Geologic map of the Lake Oswego Quadrangle, Clackamas,
Multnomah, and Washington Counties, Oregon: Oregon Department of Geology and Mineral Industries Geological
Map Series GMS -59, scale 1:24,000_
Carver, G.A., 1992, Late Cenozoic tectonics of coastal northern California: American Association of Petroleum
Geologists-SEPM Field Trip Guidebook, May, 1992.
Geomatrix Consultants, 1995, Seismic Design Mapping, State of Oregon: unpublished report.
Goldfmger, C., Kulm, L.D., Yeats, R.S., Applegate, B, MacKay, M.E., and Cochrane, G.R., 1996, Active strike -slip
faulting and folding of the Cascadia Subduction-Zone plate boundary and forearc in central and northern Oregon: in
Assessing earthquake hazards and reducing risk in the Pacific Northwest, v. 1: U.S. Geological Survey
Professional Paper 1560, P. 223-256.
Madin, LP., 1990, Earthquake hazard geology maps of the Portland metropolitan area, Oregon: Oregon Department of
Geology and Mineral Industries Open -File Report 0-90-2, scale 1:24,000, 22 p.
Madin, I.P. and Mabey, M.A., 1996, Earthquake Hazard Maps for Oregon, Oregon: Oregon Department of Geology
and Mineral Industries GMS -100.
Peterson, C.D., Darioenzo, M.E., Burns, S.F., and Bums, W.K., 1993, Field trip guide to Cascadia paleoseismic
evidence along the northern California coast: evidence of subduction zone seismicity in the central Cascadia
margin: Oregon Geology, Vol. 55, p. 99-144.
Schlicker, H.G. and Finlayson, C.T., 1979, Geology and Geologic Hazards of northwestern Clackamas County, Oregon:
Oregon Department of Geology and Mineral Industries, Bulletin No. 99, 79 p., scale 1:24,000.
Unruh, J.R., Wong, l.G., Bott, J.D., Silva, W.J., and Lettis, WR., 1994, Seismotectonic evaluation: Scoggins Dam,
Tualatin Project, Northwest Oregon: unpublished report by William Lettis and Associates and Woodward Clyde
Federal Services, Oakland, CA, for U. S. Bureau of Reclamation, Denver CO (in Geomatrix Consultants, 1995).
Werner, K.S., Nabelck, J., Yeats, R.S., Malone, S., 1992, The Mount Angel fault: implications of seismic -reflection data
and the Woodburn, Oregon, earthquake sequence of August, 1990: Oregon Geology, v. 54, p. 112-117.
Wong, I. Silva, W., Bott, J., Wright, D., Thomas, P., Gregor, N., Li., S., Mabey, M., Sojourner, A_, and Wang, Y., 2000,
Earthquake Scenario and Probabilistic Ground Shaking Maps for the Portland, Oregon, Metropolitan Area; State of
Oregon Department of Geology and Mineral Industries; Interpretative Map Series IMS -16.
Yeats, R.S., Graven, E.P., Werner, K.S., Goldfnger, C., and Popowski T., 1996, Tectonics of the Willamette Valley,
Oregon: in Assessing earthquake hazards and reducing risk in the Pacific Northwest, Vol. 1: U.S. Geological
Survey Professional Paper 1560, P. 183-222, 5 plates, scale 1:100,000.
Yelin, T.S., 1992, An earthquake swarm in the north Portland Hills (Oregon). More speculations on the seismotectonics
of the Portland Basin. Geological Society of America, Programs with Abstracts, v. 24, no. 5, p. 92.
13 -3096 -Highlands Property GR 12 GEOPACIFIc ENGINEERING, INC.
158
9 Avic 14835 SW 72nd Avenue
Gepp Clfig Portland, Oregon 97224 VICINITY MAP
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Date: 8129113
Legend Approximate Scale 1 in = 2,000 ft Drawn by: EKR
Base map: U.S, Geological Survey 7.5 minute Topographic Map Series, lake Oswego, Oregon Quadrangle, 1961 (Photorevised 1984)
Project: Highlands Property Project No. 13-3096 FIGURE 1
Lake Oswego, Oregon
159
14835 5W 72nd Avenue SITE PLAN AND
r11B�r1�r Portland, Oregon 97224
„ Tel: (503) 598-8445 Pax: (503) 941-9281 EXPLORATION LOCATIONS
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Project: Highlands Property Project No. 13-3096 FIGURE 2
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Project: Highlands Property Project No. 13-3096 FIGURE 2
Lake Oswego, Oregon I L
160
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6eDP circ Portland, Oregon 97224 TEST PIT LOG
Tel: (503) 598-8445 Fax: (543) 941-9281
Project: Highlands Property Project No, 13-3096
Test Pit No. TP- 1
Lake Oswego, Oregon
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0.
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(Topsaij---------------------____—_---------
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4.5
Very stiff, SILT (ML), light brown, micaceous, trace roots throughout, strong
orange and gray mottling, trace black staining, moist (Loess)
3—
4.5
4
4.5
5-
6-
7-
8-
9
Test Pit Terminated at 9 Feet for Infiltration Testing.
10-
11 _
Note: No seepage or groundwater encountered.
12-
LEGEND o
Date Excavated: 8116113
5 Gel.
10D to uakal !
7
Logged By: B. Rapp
rA
Surface Elevation:
Bag Sample Bucket Sample Shelby Tube Sample seepage Water Boaring Zone Water Level at Abandonment
161
14635 SW 72nd Avenue TEST PIT LOG
Oregon 97224
aeiop � C Portland,
"ret: (503) 598-8445 Fax: (503) 941-9281
Project: Highlands Property
Project No. 13-3996
Test Pit No. TP -2
Lake Oswego, Oregon
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1
4.5
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orange and gray mottling, trace black staining, moist (Loess)
2 -
4.5
3
Test Pit Terminated at 3 Feet for Infiltration Testing.
4
Note: No seepage or groundwater encountered.
5
6
7
-
8-
9-
9-1911
10-
11-
12
LEGEND
Date Excavated: 8116f13
SGeI +i� ®
10D to tx�cel
7
Logged By: B. Rapp
060 /
Surface Elevation.-
levation:Bag
BagSample BucKet Sample Shelby Tube ssmple seepage Water Bearing Zona water Level at Abandonment
162
14835 SW 72nd Avenue
GaCifc Portland, Oregon 97224 TEST T PIT LOG
Tel: (503) 598-8445 Fax: (503) 941-9281
Project: Highlands Property
Project No. 13-3096
Test Pit No. TP -3
Lake Oswego, Oregon
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(Topsoil)
1
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4.5
Very stiff, clayey SILT (ML), light brown, micaceous, trace fine roots, strong
orange and gray mottling, trace black staining, moist (Loess)
3-
4.5
4—
4.5
--
5-
6-
6-
7--
7-
Test
Test Pit Terminated at 7 Feet For Infiltration Testing.
8-
9—
Note: No seepage or groundwater encountered.
10-
11
12
LEGEND a
Date Excavated: $116113
Uel , ® 7
Logged By: B. Rapp
.000
Surface Elevation:
Bag Sample Bvdcet Sample Shelby Tube Sample seepage Water Bearing Zone Water Level at Abandonment
163
doll 14835, 72nd Avenue TEST PIT LOG
Oregon 97224
Geopad C Portlandd,
Tel: (503) 598-8445 Fax: (503) 941-9281
Project: Highlands Property
Project No. 13-3096
Test Pit No. TP -4
Lake Oswego, Oregon
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(Topsoil)
—
3.5
Very stiff, clayey SILT (ML), light brown, micaceous, trace fine roots, strong
orange and gray mottling, trace black staining, moist (Loess)
2—
4.5
3 -
Test Pit Terminated at 3 Feet for Infiltration Testing.
4
Note: No seepage or groundwater encountered.
5-
-6--
6--
7-
7-
8-
89-10-
9-
10-
11
11
12-
LEGEND o
Date Excavated: 8116!13
100 to
t
Logged By: B. Rapp
Soo r
Surface Elevation:
Bag Sample Bucket Sample Shelby Tube Sample Seepage Water Bearing Zone Water Level at Abandonment
164
14835 SW 72nd Avenue
GeePacifji� Portland, Oregon 97224 TEST PIT LOG
Tel: (503) 598-8445 Fax: (503) 941-9281
Project: Highlands Property
Project No. 13-3096
Test Pit No. TP -5
Lake Oswego, Oregon
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(Topsoil)
------
1
4.5
--_-_-------------------------------
2
3.5
Very stiff, SILT (ML), Light brown, micaceous, trace fine roots, strong orange
and gray mottling, trace black staining, moist (Loess)
3—
4.5
4
4.5
5-
5-
6-
67--
7---
8-
8-
9-
9-
Test Pit Terminated at 8.5 Feet.
Test
10 -
Note: No seepage or groundwater encountered.
11
12 -
LEGEND o
Date Excavated: 8116113
s ty ® 777Logged
r t
By: B. Rapp
Surface Elevation:
Bag Sample Bucket Sample Shelby Tube Sample Seepage Watar Bearing Zone Water Level at Ahandorment
165
14835 5W 72nd Avenue
GOPact�e Portland, Oregon 97224 TEST PIT LOG
Tel: (503) 598-8445 Fax: (503) 941-9281
Project: Highlands Property
Project No, 13-3096
Test Pit No. TP -6
Lake Oswego, Oregon
v
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e
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LEGEND o
Date Excavated: 8116113
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Surface Elevation:
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14835 SW 72nd Avenue
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Geoplicuilc. Portland, Oregon 97224 TEST PIT LOG
Tel: (503) 598-8445 Fax: (503) 941-9281
Project: Highlands Property
Project No. 13-3096
Test Pit No. TP -7
Lake Oswego, Oregon
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10
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LEGEND
Date Excavated: 8M6!13
5 Gal.
note Buyer 7
Logged By: B. Rapp
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Surface Elevation:
Bag Sample Bucket Sample Shelby Tube Sample Seepage Water Bearing Zone Water Level all Abandonment
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14835 SW 72nd Avenue TEST PIT LOG
GG Pa ellMUM Portland, Oregon 97224
Tel: (503) 598-8445 Fax: (503) 941-9287
Project: Highlands Property Project No. 13-3096
Test Pit No. TP -8
Lake Oswego, Oregon
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11 _
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LEGEND
Date Excavated: 8116113
t
t06to ucket7
Logged 6y: B. Rapp
Surface Elevation:
Bag Sample Bucket Sample Shelby Tube Sample Seepage Water Bearing Zone Water Level at Abandonment
168
14835 SW 72nd Avenue
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6Bopoel 1c Portland, Oregon 97224 TEST PIT LOG
monrlm�� Tel: (503) 598-8445 Fax: (503) 941-9281
Project: Highlands Property
Project No. 13-3096
Test Pit No. TP -9
Lake Oswego, Oregon
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12 -
LEGEND o
Date Excavated: 8116113
ioa to r3t ` ® 7
t,
Logged By: B. Rapp
Surface Elevation:
Beg Sample Bucket Sample Shelby Tube Sample Seepage Water Bearing zone Water Level at Abandonment
169
14835 SW 72nd Avenue
Portland, Oregon 97224 TEST PIT LOG
6Repa C
Tel: (503) 598-8445 Fax: (503) 941-9281
Project: Highlands Property
Project No. 13-3096
Test Pit No. TP -10
Lake Oswego, Oregon
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Test Pit Terminated at 9 Feet.
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Note: No seepage or groundwater encountered.
11 —
12 -
LEGEND
Date Excavated' 8116113
oa
Logged By: B. Rapp
Surface Elevation:
Bag Sample Bucket Sample Shelby Tube Sample Seepage Water Bearing Zone Water Level at Abandonment
170
DATE:
May 5, 2014
PREPARED FOR:
Jesse Nemec
JT Smith Companies
PREPARED BY:
William Farley, El
Michael Ard, PE
HIGHLANDS VIEW
TRAFFIC IMPACT STUDY
LAKE OSWEGO, OREGON
ExplHE— s•: ��air �
LANCASTER
ENGINEEMNC:
421SW4EhAve.,Suite 4001 Pot Rand, 089764 1503248.0313 1 tanrasterenglnftNng.
EXHIBIT F-5
LU 14-0031
171
TABLE OF CONTENTS
ExecutiveSummary.............................. ................................................. ....................... .......... --- 3
Project Description
Introduction.................................................................................................................,......... 4
LocationDescription............................................................................................................ 4
PublicTransit...................................................................................................................... 5
TrafficCounts... ......................... ... -- ................................................................................... 6
Trip Generation & Distribution
TripGeneration..................................................................................................................... 9
TripDistribution................................................................................................................... 4
Safety Analysis
Sight Distance Analysis ............................
Crash Data Analysis ..................................
Warrant Analysis ......................................
.......................................... I.............. 11
...............................— 12
............................................................ 13
Operational Analysis
BackgroundTraffic............................................................................................................. 14
CapacityAnalysis............................................................................................................... 17
Conclusions ...................... 9
Appendix...................................................................................................................................... 20
Highlands View - Lake Oswego, OR
172
2
EXECUTIVE SUMMARY
1. A 16 -lot subdivision has been proposed for the property located at 12800 Goodall Road in Lake
Oswego, Oregon. The site is located on the northeast corner of the intersection of Knaus Road at
Goodall Road.
2. The subdivision of 16 residential lots will consist of single-family dwellings. These residences
are expected to generate 12 trips during the morning peak hour and 16 trips during the evening
peak hour.
3. Left -turn lane warrants were examined for the intersection of SW Boones Ferry Road at SW 19"'
Avenue and were found to be met under existing conditions. Due to low volumes on minor
streets, traffic signal warrants are not projected to be met at any time during development. No
mitigations in relation to the proposed development are recommended.
4. Sight distance was measured at the location of the western property access to Goodall Road and
found to meet both the intersection sight distance standards for the posted speed limit as well as
the stopping sight distance standards for the 85`s -percentile speeds observed for traffic approach-
ing the access from the north.
Sight distance for the southern property access to Knaus Road was measured assuming that the
vegetation along the property frontage will be cleared and that the access will be constructed to
allow the driver to be at an elevation snatching the roadway when positioned t5 feet back from
the traveled way. With these assumptions, it was found that sight distance would be sufficient to
meet both the intersection sight distance standards for the posted speed limit as well as stopping
sight distance standards for the 85`h -percentile speeds observed for traffic approach from either
direction.
6. A detailed review of the crash history at each of the study intersections shows no trends that are
indicative of safety issues that need to be addressed. No safety mitigations are recommended.
7. Each of the study area intersections are projected to operate within the performance standards set
by the City of Lake Oswego under 2016 traffic conditions, regardless of the additional trips from
the proposed development. No operational mitigations are recommended.
Highlands View - Lake Oswego, OR
173
PROJECT DESCRIPTION
INTRODUCTION
The property located at 12800 Goodall Road in Lake Oswego, Oregon, has been proposed for subdi-
vision. The proposed Highlands View will contain 16 lots developed with single-family dwellings.
This report looks at the traffic impacts of the proposed subdivision on the transportation system in
the vicinity of the site. The purpose of this report is to provide an analysis that addresses the impacts
on adjacent local residential streets as well as the operation of nearby study intersections to ensure
safe and efficient performance.
All supporting data and calculations are included in the appendix to this report.
LOCATION DESCRIPTION
The subject property is located on the northeast corner of Knaus Road at Goodall Road in Lake
Oswego, Oregon. The subdivision will take access from two locations: a western access to Goodall
Road and a southern access to Knaus Road. To identify any traffic impacts from the land division,
the following public intersections were selected for analysis:
+ SW Boones Ferry Road at SW 19'x' Avenue
• Country Club Road at Goodall Road
• SW Boones Ferry Road at Knaus Road
+ Knaus Road at Goodall Road
SW Boones ferry Road is under the jurisdiction of the City of Lake Oswego and is classified as a
Minor Arterial. It is generally a two-lane facility with a speed limit of 35 mph in the vicinity of the
site. There are intermittent curbs and sidewalks installed along both sides of the street. No on -street
parking areas or bike lanes are provided.
Country Club Road is under the jurisdiction of the City of Lake Oswego and is classified as a Major
Arterial. It is generally a five -lane facility with a posted speed limit of 30 mph. Curbs and sidewalks
are installed along the north side of the street and bike lines are provided on both sides. No on -street
parking areas are provided.
Knaus Road is under the jurisdiction of the City of Lake Oswego and is classified as a Neighborhood
Collector. It is a two-lane facility with a statutory residential speed limit of 25 mph. There are in-
termittent curbs and sidewalks in place along both sides of the street and speed bumps installed be-
tween Boones Ferry Road and Goodall Road. On -street parking is permitted where space is availa-
ble. No bike -lanes are provided.
Goodall Road is under the jurisdiction of the City of Lake Oswego and is classified as a Neighbor-
hood Collector south of Adrian Court. North of Adrian Court the street becomes SW 19'11 Avenue
Highlands View - Lake Oswego, OR 4
174
and is classified as a Local Street. It is a two-lane facility with a statutory residential speed limit of
25 mph. A speed bump is installed between SW Boones Ferry Road and Knaus Road for traffic
calming. No curbs, sidewalks, or bike lanes are provided in the vicinity of the subject property. On -
street parking is generally permitted, except where shoulders are insufficient to accommodate parked
vehicles.
The intersection of SW Boones Ferry Road at SW 19th Avenue is a four -legged intersection con-
trolled by a STOP sign on the north and southbound 19`' Avenue approaches. Just north of the inter-
section, SW 19'h Avenue forks into SW Clara Lane. Each approach at the intersection has a single
shared lane for all turning movements.
The intersection of Country Club Road at Goodall Road is a three-legged intersection controlled by a
STOP sign on the southbound Goodall Road approach. The eastbound approach on Country CIub
Road has a dedicated left -turn lane and two through lanes while the westbound approach has a
through lane and a shared through/right-turn lane. The southbound approach on Goodall Road has a
single shared lane for all turning movements.
The intersection of SW Boones Ferry Road at Knaus Road is a three-legged intersection controlled
by a STOP sign on the Knaus Road approach, The westbound approach on Knaus Road and the
northbound approach on Boones Ferry each have a single shared lane for all turning movements.
The southbound approach on Boones Ferry has a through lane and a dedicated left -turn lane.
The intersection of Knaus Road at Goodall Road is a four -legged intersection under four-way stop
control. Each approach has a single shared lane for each turning movement.
A vicinity map showing the project site and the study area intersections is shown in Figure 1 on page
seven.
PUBLIC TRANSIT
TriMet Bus Route 37, Lake Grove, provides bus service at Country Club Road at Goodall Road on
its route between Tualatin and Lake Oswego Transit Center. The bus line operates on weekdays
from 7:15 AM to 5:15 PM with typical headways of approximately 90 minutes. The bus route has
no weekend service.
TriMet Bus Route 38, Boones Ferry Rd, provides bus service near Boones Ferry Road at Knaus
Road and Boones Ferry Road at SW 19`s Avenue on its route between Tualatin and Portland City
Center. The bus line operates on weekdays between 6:15 AM and 9:00 AM during the morning peak
period and between 3:00 PM and 7:00 PM during the evening peak period. Typical headways for the
route run between 25 and 60 minutes. The bus route has no weekend service.
TriMet Bus Route 78, BeavertonlLake Oswego, provides bus service near Country Club Road at
Goodall Road on its route between Beaverton Transit Center and Lake Oswego Transit Center. The
bus Iine operates from 6:00 AM and 11:00 PM on weekdays with typical headways of approximately
30 minutes. On Saturdays, the bus operates from 6:00 AM to 9:00 PM with headways between 30
Highlands View - Lake Oswego, OR
175
and 70 minutes. On Sundays, the bus operates from 8:00 AM to 7:00 PM with headways between 60
and 90 minutes.
TRAFFIC COUNTS
Traffic counts were conducted at each of the study intersections on October 1", 2013, from 4:00 PM
to 6:00 PM and on October 2,d , 2013, from 7:00 AM to 9:00 AM. Data was used from the morning
peak and evening peak hour of each individual intersection.
Figure 2 on page eight shows the existing traffic volumes at each of the study intersections for both
the AM and PM peak hours.
Highlands View - Lake Oswego, OR
176
VICINITY MAP
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Existing Conditions
AM & PM Peak Hours
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8
TRIP GENERATION & DISTRIBUTION
TRIP GENERATION
To estimate the number of trips that will be generated by the proposed land division, trip rates from
TRIP GENERATION, Ninth Edition, published by the Institute of Transportation Engineers (ITE),
were used.
The development plan proposes the construction of 16 single-family dwellings. To estimate the trip
generation of the subject property, trip rates from land -use code 210, Single -Family Detached Hous-
ing, was used based on the number of dwelling units.
The trip generation calculations show that the proposed development will generate a total of 12 trips
during the morning peak hour with 3 trips entering and 9 trips exiting the site. During the evening
peak hour, the property is projected to generate a total of 16 trips with 10 entering and 6 exiting the
site. The following table offers a summary of the trip generation. Detailed trip generation calcula-
tions are included in the appendix to this report.
Tp Generation Summary
ITE size
Code
Proposed Development
Single -Family Detached Housing 210 16 units
TRIP DISTRIBUTION
Morning Peak Hour Evening Peak Hour Weekday
In Out Total In Out Total Total
12 10 6 16 152
It is projected that residents in the subdivision will travel west to SW Boones Ferry Road or south to
Country Club Road in order to reach destinations. Boones Ferry Road provides a route to either In-
terstate 5 if traveled south or to SW Terwilliger Boulevard to the north. Country Club Road provides
the route into downtown Lake Oswego.
The trip distribution for the Highlands View subdivision was derived using existing traffic pattern at
the study intersections. Using these patterns, it was projected that majority (45%) of site traffic will
arrive or depart to the southwest between Boones Ferry Road and Country Club Road in the direc-
tion of Interstate 5 while slightly less (30%) will travel to and from destinations from the north along
Boones Ferry. The remaining patrons (25%) will originate or terminate their trips in downtown Lake
Oswego to the east.
The trip distribution and assignment for the proposed development is shown in Figure 3 on page 10,
Highlands View - Lake Oswego, OR
179
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SITE TRIP DISTRIBUTION & ASSIGNMENT
Proposed Development Plan
AM & PM Peak Hours
180
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FIGURE
PAGE
10
SAFETY ANALYSIS
SIGHT DISTANCE ANALYSIS
Intersection sight distance requirements were taken from A POLICY ON GEOMETRIC DESIGN OF
HIGHWAYS AND STREETS, published in 2011 by the American Association of State Highway and
Transportation Officials (AASHTO). Sight distance requirements are based on an approaching driv-
er's eye height of 3.5 feet above the road and an eye height of 3.5 feet with the opposing driver's eye
15 feet behind the edge of the near -side travel lane.
Sight distance was measured at the western property access with Goodall Road and found to be 309
feet to the north, limited by a crest vertical curve, and found to be in excess of 342 feet to the south
beyond the STOP sign at the intersection with SW Knaus Road. Based on the posted 25 mph speed
limit on SW Goodall Road, a minimum of 280 feet of intersection sight distance (ISD) is required to
allow vehicles to turn onto Goodall Road without impeded the flow of through traffic.
In the interest of roadway safety, speeds of southbound through traffic along Goodall Road were
sampled to identify the normal travel speed to ensure safe stopping sight distance (SSD). The 85`h -
percentile speed of traffic traveling southbound over the crest vertical curve was found to be 26 mph.
Based on this speed, traffic would require a minimum of 183 feet of sight distance in order to stop
safely. Based on the available sight distance, travel speeds of up to 36 mph would be able safely
stop for traffic entering the roadway. These calculations conservatively assumes a 2.5 -second per-
ception reaction time, a comfortable 11.2 ft/sect rate of deceleration, and account for the approxi-
mately 9 percent downhill grade on the approach.
Sight distance for the western access to Goodall Road is adequate for both ISD standards as well as
SSD standards.
Due to the geography next to the roadway and vegetation within the right-of-way, sight distance for
the southern access with Knaus Road could only be measured at the edge of pavement. Adjustments
were made in the field under the assumption that the access would be built to allow the driver a clear
line of sight from 3.5 feet above the road edge when positioned 15 feet from behind the edge of the
near -side travel lane.
Sight distance from the proposed southern access was measured to be 377 feet to the east, limited by
a crest vertical curve, and measured to be 317 feet to the west, also limited by a crest vertical curve.
Based on the posted 25 mph speed limit on Knaus Road, a minimum of 280 feet is required to meet
ISD standards.
Speed data was also gathered at the proposed southern access. The 85th -percentile speed for east-
bound and westbound traffic on Knaus Road was found to be 28 mph. Based on this speed and the 9
percent downhill grade on the westbound approach, a minimum of 204 feet of stopping sight dis-
tance is required. Based on the available sight distance measured in the field, travel speeds up to 41
mph would be able to safely stop for traffic entering the roadway.
Highlands View - Lake Oswego, OR 11
181
For the eastbound approach, based on a 5 percent grade, it was calculated that traffic would require
191 feet to meet SSD standards. The available sight distance in this direction allows for traffic trav-
eling up to 39 mph to safely stop for vehicles entering the roadway.
Since sight lines are currently inadequate due to the vegetation and geography next to the roadway.
It is therefore recommended that vegetation be cleared and the driveway be constructed to allow the
driver to be at the level of the roadway when positioned 15 feet back from the near -side travel lane.
With these improvements, sufficient sight distance will be available in both directions to meet both
the TSD and SSD standards. No other sight distance mitigations are recommended.
CRASH DATA ANALYSIS
Using data obtained from the Oregon Department of Transportation's Crash Data System, a review
was performed for the most recent available five years of crash data (January 2008 -- December
2012) for each of the study intersections. A crash rate was calculated under the common assumption
that traffic counted during the PM peak period represents 10% of the average daily traffic (ADT) at
the intersection. Crash rates greater than 1.0 crash per million entering vehicles (CMEV) are gener-
ally indicative of a need for further investigation and possible mitigation.
The intersection of SW Boones Ferry Road at SW 19`h Avenue had a total of two reported crashes
during the analysis period giving a crash rate of 0.10 CMEV. Both crashes were rear -end type colli-
sions that resulted in property damage only (PDO).
There were a total of four reported crashes at the intersection of Country Club Road at Goodall Road
during the analysis period giving a crash rate of 0.11 CMEV. One crash involved leaving the road-
way and colliding with a fixed object, one crash involved a turning vehicle, one crash involved a ve-
hicle backing into the roadway, and one crash was a rear -end type collision. All four crashes only
resulted in property damage.
The intersection of SW Boones Ferry Road at Knaus Road had a total of four reported crashes during
the analysis period giving a crash rate of 0,1 S CMEV. Three crashes were rear -ends and one crash
was a side -swipe meeting collision. One crash resulted in property damage only, two crashes result-
ed in possible injury or complaint of pain (Injury -C), and one crash resulted in a non -incapacitating
injury (Injury -B).
The intersection of Knaus Road at Goodall Road had one reported crash during the analysis period
giving a crash rate of 0.21 CMEV. The crash was an angle -type collision and resulted in a non -
incapacitating injury.
Based on the detailed analysis, no significant safety concerns were identified and no safety mitiga-
tions are recommended.
Highlands View - Lake Oswego, OR
182
92
WARRANT ANALYSIS
Left -turn lane warrants and traffic signal warrants were examined for each of the applicable study
intersections.
A left -turn lane is primarily a safety consideration for the major street, removing left -turning vehicles
from the through traffic stream. The left -turn lane warrants were examined using the methodology
outlined in the NCHRI' Report #457, published by the Transportation Research Board in 2001. The
turn lane warrants are evaluated based on the number of advancing and opposing vehicles as well as
the number of turning vehicles, the travel speed, and the number of through travel lanes. The speed
used in the calculations was the posted speed limit for the major street.
The analysis shows that the high volume of existing traffic meets left -turn lane warrants for a south-
bound left -turn lane at the intersection of SW Boones Perry Road at SW 19'h Avenue. The proposed
16 -lot subdivision contributes a nonunal amount of traffic (Iess than 5%) to the left -turning move-
ment and an even more negligible amount of traffic in total (Iess than 0.5%) at this intersection.
Since the proposed development neither triggers the need for a left -turn lane nor substantially affects
the need for this improvement, a condition of approval requiring construction of the left -turn refuge
would not be proportional to the amount of traffic generated by the subdivision. Accordingly, no
mitigation is recommended in relation to the proposed development.
Due to the low volumes projected to use each of the site accesses, the low volumes along the major
streets, and the low approach speeds, left -turn lane warrants are not projected to be met along Knaus
or Goodall Road.
Low volumes were observed for the minor street approaches at each of the study intersections. By
examination, traffic signal warrants are not projected to be met under any of the analysis scenarios.
Signalization of any of the study area intersections is not recommended.
Highlands View - Lake Oswego, OR 13
183
OPERATIONAL ANALYSIS
BACKGROUND TRAFFIC
Prior to assigning the site trips to the study area intersections, existing volumes were adjusted to ac-
count for the anticipated growth in the area that occurs during the construction of the development.
Background traffic volumes were projected for year 2016 conditions, when the proposed develop-
ment is assumed to be completed and fully occupied.
To estimate the future traffic volumes, a compounded growth rate of 2.0 percent per year was used.
This growth rate was applied over the three-year period to the observed year 2013 traffic volumes in
order to determine the expected year 2016 background traffic volumes. These volumes are shown in
Figure 4 on page 15. The background traffic with the addition of site trips from the proposed devel-
opment is shown in Figure 5 on page 16.
Highlands View - Lake Oswego, OR
184
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CAPACITYANALYSIS
To determine the capacity and level of service at the study intersections, a capacity analysis was
conducted. The intersections were analyzed using the unsignalized intersection analysis methods in
the HIGHWAY CAPACITY MANUAL, published by the Transportation Research Board. Level of
service (LOS) can range from A, which indicates very little or no delay, to F, which indicates a high
degree of congestion and delay. The City of Lake Oswego requires a level of service E or better at
the study intersections,
To examine the impacts of the proposed subdivision, an analysis was made for the morning and
evening peak hours for existing conditions, year 2016 background traffic conditions, and year 2016
background plus site trips from the proposed development.
Currently, the intersection of SW Boones Ferry Road at SW 19`h Avenue operates at level of service
C during the AM peak hour and level of service B during the PM peak hour. Under 2016 traffic
conditions, the operation of the intersection is projected to remain unchanged during both peak
hours, regardless of the additional traffic from the proposed subdivision.
The intersection of Country Club Road at Knaus Road currently operates at level of service D during
the morning peak hour and level of service C during the evening peak hour. Under 2016 traffic con-
ditions, the intersection is projected to operate at level of service E during the morning peak hour and
level of service D during the evening peak hour, regardless of additional traffic from the proposed
development.
The intersection of SW Boones Ferry Road at Knaus Road is presently operating at level of service C
during both peak periods. In three years, the intersection is projected to continue operating at level
of service C under both analysis scenarios.
The intersection of Knaus Road at Goodall Road is currently operating at level of service A during
both peak periods. The operation of this intersection is projected to remain unchanged in three years
regardless of the additional trips from the proposed development.
Both site accesses are projected to operate at level of service A during both peak periods under 2016
traffic conditions.
Based on the operational analysis, all study intersections are projected to operate acceptably under all
analysis scenarios. No operation mitigations are recommended.
The results of the capacity analysis, along with the levels of service, delay, and We ratios are shown
in the table on the following page. Detailed calculations, as well as tables showing the relationships
between delay and level of service are included in the appendix to this report.
Highlands View - Lake Oswego, OR 17
187
CAPACITY ANALYSIS SUMMARY
AM
PM
LOS
Delay (s)
v l c
LOS
Delay (s)
v I c
SW Boones Ferry Rd at SW 19th Ave
Existing C
18
0.19
B
13
0.09
2016 Background C
19
0.21
B
14
0.10
2016 Background+ Site C
19
0.21
B
14
0.11
Country Club Rd at Goodall Rd
Existing D
34
0.41
C
25
0.34
2016 Background E
43
0.50
D
28
0.37
2016 Background + Site E
46
0.53
D
30
0.38
SW Boones Ferry Rd at Knaus Rd
Existing C
22
0.36
C
20
0.35
2016 Background C
24
0.38
C
22
0.37
2016 Background + Site C
25
0.38
C
22
0.37
Knaus Rd at Goodall Rd
Existing A
8
0.15
A
8
0.10
2016 Background A
8
0.16
A
8
0.11
2016 Background+ Site A
8
0.16
A
8
0.11
Goodall Rd at West Access
Existing -
-
-
-
-
2016 Background -
-
-
-
-
-
2016 Background + Site A
9
0.06
A
9
0.02
Knaus Rd at East Access
Existing -
-
-
-
-
-
2016 Background -
-
-
-
-
-
2016 Background+ Site A
9
0.08
A
9
0.03
Highlands View - Lake Oswego, OR
188
18
CONCLUSIONS
The traffic resulting from the proposed 16 -lot subdivision located at 12800 Goodall Road in Lake
Oswego, Oregon, will not cause any significant impact to the transportation network in the surround-
ing area.
The operational analysis of the study area show adequate capacity through year 2016 regardless of
additional trips resulting from the proposed development. No operational mitigations are recom-
mended.
A detailed observation of the crash history at the study intersections shows no trends that are indica-
tive of safety issues that need to be addressed. No safety mitigations are recommended.
Sight distance was measured at the location of the western property access to Goodall Road and
found to meet both the intersection sight distance standards for the posted speed limit as well as the
stopping sight distance standards for the 0' -percentile speeds observed for traffic approaching the
access from the north.
Sight distance for the southern property access to Knaus Road was measured assuming that the vege-
tation along the property frontage be cleared and that the access be constructed to allow the driver to
be at the level of the roadway when positioned 15 feet back from the traveled way. With these as-
sumptions, it was found that sight distance would be sufficient to meet both the intersection sight
distance standards for the posted speed limit as well as stopping sight distance standards for the W' -
percentile speeds observed for traffic approach from either direction.
Left -turn lane warrants found to be met under existing conditions for the intersection of SW Boones
Ferry Road at SW 19'b Avenue. Since the warrant is met before the addition of any site traffic, no
mitigations in relation to the proposed development are recommended. Traffic signal warrants are
not projected to be met for any study area intersection at any time during development. No mitiga-
tions are recommended.
Based on the detailed analysis, no mitigations are required or recommended for the proposed High-
lands View development.
Highlands View - Lake Oswego, OR 19
189
APPENDIX
Highlands View - Lake Oswego, OR
190
20
LEVEL OF SERVICE
Level of service is used to describe the quality of traffic flow. Levels of service A
to C are considered good, and rural roads are usually designed for level of service C.
Urban streets and signalized intersections are typically designed for Ievel of service D.
Level of service E is considered to be the limit of acceptable delay. For unsignalized
intersections, level of service E is generally considered acceptable. Here is a more
complete description of levels of service:
Level of service A: Very low delay at intersections, with all traffic signal cycles
clearing and no vehicles waiting through more than one signal cycle. On highways, low
volume and high speeds, with speeds not restricted by other vehicles.
Level of service B: Operating speeds beginning to be affected by other traffic;
short traffic delays at intersections. Higher average intersection delay than for level of
service A resulting from more vehicles stopping.
Level of service C: Operating speeds and maneuverability closely controlled by
other traffic; higher delays at intersections than for level of service B due to a significant
number of vehicles stopping. Not all signal cycles clear the waiting vehicles. This is the
recommended design standard for rural highways.
Level of service D: Tolerable operating speeds; long traffic delays occur at in-
tersections. The influence of congestion is noticeable. At traffic signals many vehicles
stop, and the proportion of vehicles not stopping declines. The number of signal cycle
failures, for which vehicles must wait through more than one signal cycle, are noticeable.
This is typically the design level for urban signalized intersections.
Level of service E: Restricted speeds, very long traffic delays at traffic signals, and
traffic volumes near capacity. Flow is unstable so that any interruption, no matter how
minor, will cause queues to form and service to deteriorate to Level of service F. Traffic
signal cycle failures are frequent occurrences. For unsignalized intersections, level of
service E or better is generally considered acceptable.
Level of service F: Extreme delays, resulting in long queues which may interfere
with other traffic movements. There may be stoppages of long duration, and speeds may
drop to zero. There may be frequent signal cycle failures. Level of service F will typically
result when vehicle arrival rates are greater than capacity. It is considered unacceptable by
most drivers.
191
LEVEL OF SERVICE CRITERIA
FOR SIGNALIZED INTERSECTIONS
FLEVEL
F
SERVICE
CONTROL DELAY
PER VEHICLE
(Seconds)
A
<10
B
10-20
C
20-35
D
35-55
E
55-80
F
>80
LEVEL OF SERVICE CRITERIA
FOR UNSIGNALIZED INTERSECTIONS
LEVEL
OF
SERVICE
CONTROL DELAY
PER VEHICLE
(Seconds)
A
X10
B
10-15
C
15-25
D
25-35
E
35-50
F
>50
192
Whereas, the Oregon Department of Transportation, has been requested to perform an
investigation pursuant to the provisions of ORS 810.180, has caused an engineering and
traffic investigation to be made for the section(s) of state highway, county highway, city
highway, or highway under the jurisdiction of a federal agency described below (highway
means public way); and
Whereas, the State Traffic Engineer has been authorized to act on behalf of the Oregon
Transportation Commission; and
Whereas, the data, facts, and information obtained in connection with said engineering
and traffic investigation are on file in the office of the Traffic Management Section of the
Oregon Department of Transportation in Salem, Oregon; and
Speed Zone Order
trate October 16, 2006 1 Order No J7778
Jurisdiction(s)
Clackamas Co. Washington Co.
Durham Lake Oswego
Portland Tualatin
Whereas, based upon said engineering and traffic investigation, the Traffic Engineer has found that the speed designated in ORS 811.105 or ORS 811.111 is greater
than is reasonable under the conditions found to exist upon the section(s) of highway for which a lesser speed is herein designated or that the speed designated in said
statute is less than is reasonable under the conditions found to exist upon the section(s) of highway for which a greater speed is herein designated; and
Whereas, the provisions of ORS 810.180 respecting notice and hearing have been complied with:
It is Therefore Ordered that the designated speed for the following section(s) of highway be as follows:
Name SIA! Boones Ferry Road 1 Boones Ferry Road l SW Lower Boones Ferry Road
LOCATION OF TERMINI
From
To
Desgaated Speed
(Miles Per Hourj
On 5W Boones Ferry Road
SW Terwilliger Boulevard
300 feet north of Monroe Parkway
40
n Boones Ferry Road
300 feet north of Monroe Parkway
Coun Club Road
35
Country Club Road
Kruse Way
40
Kruse Way
SW Washington Court
30
SW Washington Court
0,19 mile southwest of Willow Lane
35
N SW Lower Boones FenRo d
0.18 mile southwest of Willow Lane
SW Boones Ferry RoadlBeaverion-Tualatin Highway
35
School speed zones may be ,Darted within the limits cf this order as determined to be appropriate by the Road Authority, based on an anginearing investigation as per the provisions of ORS 811.111,
Subsedian 1{e) and ORS M.200.
This rescinds SZRP Order 937D of 10122J1993, SZRP Order 3035 of 612111978, SZRP Order 3036 of 6121/1978, SZRP Resolution 1470 of 511011967, SZRP Order 454D of
8!3111987 SZRP Order 8030 of 8131/1992
Be it further ordered that the roadway authority or authorities responsible for the above section(s) of highway install appropriate signs giving notice of the designated
speed(s) therefore as per ORS 810,180, Subsection 5(e).
Be it Farther ordered that signs installed pursuant to this order comply with The provisions of ORS 810.210 and 810.220.
Be R further ordered that any previous order made by the Department with respect to the designated speed for the above section(s) of highway which is in conflict
with the provisions of this order is hereby rescinded,
Be it further ordered that the Traffic Engineer of the Oregon Department of Transportation is hereby delegated the authority to sign this order for
and on behalf of the Department.
Ed Fischer, State Traffic Engineer
193
Order No. 12740
Count
city Lake Oswego
Date April 24, 1997
SPEED ZONE ORDER BY DELEGATED AUTHORITY
Whereas, the Oregon Department of Transportation, Traffic Engineer, as requested by Lake Oswego
pursuant to the provisions of ORS 810.180, has caused an engineering and traffic investigation to be made for the section(s) of state
highway, county highway, city highway, or highway under the jurisdiction of a federal agency described below (highway means public
way); and
Whereas, the data, facts, and information obtained in connection with said engineering and traffic investigation are on file in
the office of the Traffic Management Section of the Oregon Department of Transportation in Salem, Oregon; and
Whereas, based upon said engineering and traffic investigation, the Traffic Engineer has found that the speed designated in
ORS 811.105 or ORS 811.123 is greater than is reasonable under the conditions found to exist upon the section(s) of highway for
which a lesser speed is herein designated or that the speed designated in said statute is less than is reasonable under the conditions
found to exist upon the section(s) of highway for which a greater speed is herein designated; and
Whereas, the provisions of ORS 810.180 respecting notice and hearing have been complied with:
It is Therefore Ordered that the designated speed for the following section(s) of highway be as follows:
Name
Highway Number
COUNTRY CLUB ROAD AND "A" AVENUE
Route Number
r+i+r+rra*Ai+rrrrrrwr*r+*arr***A+rwrAww.air+ri*i*ni*arrrnAr.krwai�.**i**ii+rA**ar*r+*++anwr.ri**r+AAArw*ii**Ar+r+ir,rar*srrriw***ra+rr+**+wierr+A#ar+A*e
LOCATION OF TERMINI
From
To
Designated Speed
Miles Per !-four
Boones Ferry Road Iron Mountain Boulevard
401/
Iron Mountain Boulevard "A" Avenue
30
Ort "A" Avenue
Country Club Road Oswego Highway No. 3 (State Street)
30 11
1/ Except that in the following sections, the designated speed shall be 20 mph when children are
present as per provisions of Subsection 2.c, of ORS 811.105 or ORS 811.123:
From 500 feet west of Oswego High School access road to 500 feet east of Oswego High School
access road. And from 150 feet west of 8th Street to 150 feet east of 7th Street.
This rescinds SSCB Order No. 161D, dated March 27,1984, and SSCB Order No. 162D, dated
March 28, 1984.
ii*ii***f*a+a'l+Ytiif*�riiYOi**+kill*i*k*►**abaAaeb#Li*i*f***iiiNrtlHrai*i*iiA*ai*+/**ar A#t#atiiibaakYfdik /rN�YifI�6**+Fir*Aii�ri**kA**aKiri*aa-RA+ia*A######*Aiaa*aA.ia
Be it further ordered that the roadway authority or authorities responsible for the above section(s) of highway install
appropriate signs giving notice of the designated speed(s) therefore as per ORS 810.180, Subsection 8(e).
Be it further ordered that signs installed pursuant to this order comply with the provisions of ORS 810.210 and 810.220.
Be it further ordered that any previous order made by the Department with respect to the designated speed for the above
section(s) of highway which is in conflict with the provisions of this order is hereby rescinded.
Be it further ordered that the Traffic Engineer of the Oregon Department of Transportation is hereby delegated the authority
to sign this order for and on behalf of the Department.
Traffic Engineer
194
Total Vehicle Summary
� � r
Clay Camey
(503) 8332740
SW 19th Ave & Boones Ferry Rd
Wednesday, October 02, 2013
7:00 AM to 9:00 AM
5 -Minute Interval Summary
7: 00 AM to 9: 00 A M
In Out
0 0 9 4
0
,it 4 2 3
IL 41 i 4
HV 1.4%
0 PHF 0.85
N
Out 341 1 3 349 In
♦
524 n'F a 329
In 529 601 Out
4 S 17
HV 1.1% 2
PHF 0.85 h ♦ N m
B 0 74 o
Out In = s
23 82 a
Peak Hour Summary
7:25 AM to 8:25 AM
Interval
Start
Northbound
Northbound
SW 19th Ave
L T I R j Bikes L c T R I Bikes L T R Bikes L T 1 R Bikes Total
Eastbound
Southbound
SW 19th Ave
5 i
6
Eastbound
Boons Ferry Rd
Eastbauhd
Baones Ferry Rd
SW 19th Ave
Westbound
Boonas Ferry Rd
Westbound
Sonnex Ferry Rd
interval
Interval
Pedestrians
Crosswalk
Pedestrans
Crosswalk
Time
L
T R
Bikes
L
T
R
Bikes
L T
R
Bikes
L
T i
R
Bikes
Total
North
South
East
West
7:00 AM
0
1 8
0
1
0
0 1
0
0 29
0
0
2
20
0
D
61
1
0
D
❑
7:05 AM
-T10 AM
7:15 AM
7:20 AM
�0 0 �6
0 1 0 1 SI
0 0 1 5
0 p 3
0
0
0
0
0
0
0
0
0
0
0
0
0 0
a b
0! 0
n ❑
0 37
0 28
1 44
11 37
0
0
1
0
0
1
1
0
2
2
1
3
18
26 I
27
31
0
O
0
0
p
0
0
0
63
61
79
74
0
1
0'
0
0
1 1 1
0
0
4
0
0
1
0
0
0
0
7:25 AM
1
0 10
0
0
1
0
0
0 52
02
0
0
26
0
3
90
0
0
0
0
7:30 AM
0
0 7
0
1
p
0
0
0 47
0
0
2
11
0
0
68
D
1
0
0
7:35 AM
0 1
0 50
8
0
0
p
0
0 54 I
0 I
0
1
f 30 I
❑
0
90
0
! 1
0
1 0
7:40 AM
0
0 9
0
0
1
1 0 1
0
1 44 1
0 i
1
1
26-7-T-1
2
0
82
0
q
0
0
7:45 AM
2 i
0 5
0
0
0
2
0
0 49
0
0
0
29
0
0
87
0
0
0
0
7:50 AM
t I
B 6 1
0
1
1 0
0
0
0 45
1
B
2
20
0
0
76
0
0 1
0
1 0
_ 7:55 AM
1
0 5
0
1
0
0
0
0 50
0
1
1
36
1
0
95
0
0
0
0
B:DOAM
8:05 AM
1
0 1
0 3
0 6
0
0
0
0
0
0
1
B'
0
0
0 36
0 34
0
1
1
0
3
1
34
26
1
0
0
0
79
68
0
0
0
0
0
D
0
0-
8:10 AM
0
0 6
0
0
D
0
0
0 31
1
0
2
34
0
0
74
0
4
0
0
8:15 AM
2
0 7
0
0
0
0
0
0 41
0
0
2
27 i
1
0
80
0
0
0
0
8:20 AM
0
0 5
0
0
0
1
0
0 41
1
0
2
30
0
0
80
0
0
0
0
825 AM
0
0 5
0
B
0
0
0
1 44
0
0
4
31
0
2
85
0
0
0
0
8:30 AM
0
0 7
0
0
B
0
0
4 26
0
0
1
27
0
0
61
0
0
0
0
8:35 AM
6:40 AM
8:45 AM
0 v
0
2!
0 8
0 T
0 6
00
0
B
0
0
0
0
0
0
0
1
R
0
9
0 38
0 39
0 1 20
0
0
0
0
0
0
0
3
4
24
23
28 .
0
0
0
0
0
0
70
72
61
0
B
0
0
I 0
0
D
0
0
0
0
0
8:50 AM
0
0 5
0
1
0
1
0
0 35
0
0
2
29
0
0
73
0
0
0
0
8:55 AM
0
0 3
0
1
0
1 ❑
0
0 j 27
1 1
0
4
28
0
064
0
I 0
0
0
Total
Surve
10
1 142
0
6
2
6
0
3 928
6
5
45 1 641
3
5
1,793
2
3
1'
D
15 -Minute Interval Summary
7:00 AM to 9:00 AM
Interval
Star
Northbound
Northbound
SW 19th Ave
L T I R j Bikes L c T R I Bikes L T R Bikes L T 1 R Bikes Total
Eastbound
Southbound
SW 19il1 Ave
5 i
6
Movement
Eastbauhd
Baones Ferry Rd
SW 19th Ave
0
0
Westbound
Sonnex Ferry Rd
8aones Fe Rd
Interval
4
4
Pedestrans
Crosswalk
L T R ITotal
Time
L
T R
Bikes
L
T R
Bikes
L
T R
Sikes
L
T
R
Bikes
Total
_
North
South East
West
7; OO AM
91
19
0
1
0 0
0
0
94 0
1
6
64
0
0
185
2
1 0
0
7:15 AM
1
0 I 18 1
0
D
i 1 0
0
1
133 1 1
1
4
84 !
0
3
243
0
0 1
1 0-
7:30 AM
0
i 0 21
0
1
1 0
0
1
145 0
1
4
67 1
0
0
240
0
2 0
1 0
7:45 AM
8:00 AM
4
1
0 16
0 15
8
❑
2
0
D 2
0 1
0
0
0
0
144 1
101 2
1
1
3
6
85
94
1
1
0
0
258
221
❑
0
0 D
i 0 0
0
D
8:15 AM
2
0 1 17
0
0
0 1
0
1
126 1
0
8
i 88
1
2
245
0
0 0
0
8:30 AM
9
0 22
0
0
0 l7
0
0
103 0
0
4
74
0
0
203
0
0 0
0
6:45 AM
2
0 14
0
2
0 i 2
B
D
62 1
0
10
85
0
D
198
0
0 0
0
Survey
10
1 i 142
0
8
2 1 6
0
3
1 928 6
5 1
45
1 641 1
3
5
1.793
1 2
1 3 1 1
1 0
Peak Hour Summary
7:25 AM to 8:25 AM
By
Northbound
Southbound
L T I R j Bikes L c T R I Bikes L T R Bikes L T 1 R Bikes Total
Eastbound
Westbound
5 i
6
Movement
SW 191h Ave
SW 19th Ave
0
0
Boones Fe Rtl
8aones Fe Rd
Total
4
4
L I T I R Tolal
L T R ITotal
L
T R ToEaI
L 3 T 1 R Total
3 1
2 1
Volume
8 i 0 i 74 82
3 2 i 4 9
i
52A 4
17 329 3 349
969
%HV
0.0% m% 1.4% 1.2%
D.D% 0.0% ❑.6% 0.0%
0.0%
1529
1.1% O.D% 1.1%
0.0% 1 1.5% 1 0.0% 11.4%
1.2%
PHF
0.50 1 0,00 1 0.84 0.89
0.38 0.50 0.50 0.56
0.25
0.86 I n.50 10.86
0.71 ! 0.86 1 0.38 1085
0.94
Rolling Hour Summary
7:00 AM to 9:00 AM
Pedestrians
Crosswalk
North South I East West
❑ 1 2 1 0 ❑
Interval
Start
Time
Northbound Southbound Eastbound Westbound
SW 19th Ave SW 191h Ave Bonner Ferry Rd Boones Fe Rd Interval
Pedestrians
Crosswalk
L T I R j Bikes L c T R I Bikes L T R Bikes L T 1 R Bikes Total
North South East Wast
7'.00 AM
7.15 AM
5 i
6
1 74 I
0 70
0
0
4 2 f 2
3 2 3
0
0
2
2
516
l 523
2
4
4
4
17 I 300 1
17 330 1
1
2
3
3
928
962
2
0
3 1
2 1
0
D
7:30 AM7
0 69
0
3 1 4
0
2
516
4
3
21 334 1
3
2
964
0
2 0
0
7:45 AM
7
6 70
0
2 0 4
0
11
474
4
2
21 341 1
3
2
927
0
0 0
0
8:00 AM
5
0 68
0
2 0 q
0
1
412
4
1
28 341 .
2
2
867
0
! 0 0
0
195
Heavy Vehicle Summary
� � r
Clay Camey
(503) 833-2740
SW 19th Ave & Boones Ferry Rd
Wednesday, October 02, 2013
7:00 AM to 9:00 AM
Heavy Vehicle 5 -Minute Interval Summary
r.An Ann — n -nn AM
�o o
D Q Q
.j 4, 4
Out 5
G♦ it ♦5
1n fi `�i�' 0
0 � s
00 1
Out In
0 1
Peak Hour Summary
T25 AM to 8:25 A M
Interval
Northbound
SW 19th Ave
Northbound Southbound
SW 19th Ave SW 19th Ave
T - R T I R TT. 1a1
L
Southbound
SW 19th Ave
Total
Eastbound
Boones Fe Rd
Total
Boones
Weatbaund
Ferry Rd
0 i
Interval
start
Time
L i T R
Total
L
T
RiTWalTolal
L
T
R
Total
L I
T
R �! Total
Total
7:OD AM
0 0 0 0
0
0
0
0
0
t
0
1
0
1 i
0
1
2
7:p5 AM
7:15 AM
720 AM
0 0 0
0 0 i 0
0 I 0 0
0
0
0
0
0
0
4
0
0
0
0
0
O j a
I 0! 0
i 0 I 0
I 0 0
0
0
0
❑
1
1
0 I
0
0
0
0
0
1
1
0
0
❑
0
0
0
1
p
0 1
0711"
i
0
0
0
0
i
0
0
0
2
1
0
0
7:25 AM
0 0 i 0
0
0
0
0
0
0
1
0
1
0
0 i
0
0
1
7:30 AM
0 0 0
0
0
i 0
0
0
D
Q
0
0
0
1
0
t
1
7:35 AM
0 0 0
0
0
0
0 1
0
0
0
0
0
0
1
0
1
1
7:40 AM
0 0 0
Q
0
0
i 0 1
0
0
2 1
0
2
❑
0 r
0
0
2
7:45 AM
0 tl 0
0
0
0
0
0
0
0 i
0
0
❑ E
1 i
❑
1
t
0 i 0 1
1
0
0
0
0
0ffT
0
a—,
0
0
0
1
7:55 AM
".5
0 �0
0 0 I 0
4
❑
0
0
0
I 0
❑
I 0
0
0
00
00
0 i
0
0
2
0
2
2
8:10—Am
0 0 0
0
0
0
i 0
0
0
0
0
0
0
❑
0
0
0
8:15 AM
0 0 0
0
0
0
D
0
0
2
0
2
0
0
0
0
2
8:20 AM
0 0 0
0
0
0
0
0
0
1
0
1
0
0
0
D
1
8:25 AM
0:30 AMD
0 ❑ 0
D 0
0
0
a
0
0
D
0
0
0
a
0
o
0
0
0
0
0
0
0 1
0
0
0
0
8:35 AM
8'40 AM
&45 AM
0 0 I 0
0 0 I 0
2 0 0
0
0
2
0
0
0
0
! 0
0
I 0
I 0 f
0 1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0I
0 1
O J
0
0
0
0
0
0
0
0
0
0
2
1;50 AM
0 ❑ 0
0
0
❑
0
0
0
0
D
0
0 1
0
0
0
0
$:55 AM
0 ! D! 0
0
D
❑
0
0
0
i
4
1
1
0
0
1
2
Total
2 LU 1
3
0
4
0 {
❑
0
10
0
10
1
8 I
0
9
22
Heavy Vehicle 15 -Minute Interval Summary
.AA — — ..An AM
Interval
Start
Time
L
Northbound Southbound
SW 19th Ave SW 19th Ave
T - R T I R TT. 1a1
L
Eastbound
Boones Ferr, Rd
7 R
Total
Westbound
Bounes Fer Rd
LITS R
Total
interval
Total
TOO AM
0 i
0 � 0
0
0 0
0
0
0
3
0
3
0
1 2 1 D
2
5
715AM
0
0 0
0
0 1 0
D l
0
0
1
0 1
1
0
0 0
0
1
7:30 AM
0
0 0
0
0 0
0 i
0
0
2
0
2
0
1 2 0
2
4
7:45 AM
8:00 AM
0 I
a 1
0 1
0 0
1
0
❑ 0 i
0 0
0 i
0 I
0
0
D
0
0
0
0
0
0
0
0
0
1 I D
1 2 0
1
2
2
2
8:75 AM
0
0 0
0
0 0 i
Q
0
0
3
0
3
0
0 D
0
3
8;30 AM
0
0 i 0
0
6 0 i
0
0
0
Q
0
0
0
1 0
1
1
8:45 AM
2 i
0 0
i 2
0 i 0
0
0
0
i
Q i
10
Total
Surve
2
0 I 1
3
0 Q 4
0
0
a
10 1
0
10
1
8 1 0
9
22
Heavy Vehicle Peak Hour Summary
o•�G Ann
Heavy Vehicle Rolling Hour Summary
7•nn one to 9:00 AM
Interval
Northbound
Southbound Eastbound Westhound
Eastbound
By
SW 19th Ave
SW 19th Ave Boones Fe Rd Boones Fa Rd
Total
Approach
In k Out Total
In Out Total In Out Total In Out Total
Total
Volume
1 I 0 I 1
0 0 I 0 6 i 5 I 11 5 i 7 i2
12
PW
0.25
0.00 0.50 0.63
0.75
Heavy Vehicle Rolling Hour Summary
7•nn one to 9:00 AM
Interval
Northbound
Southbound
Eastbound
Westbound
Southbound
By
SW 19th Ave
SW 19th Ave
LT
Boones Fa Rd
Boones Fe Rd
Total
Movement
L I 7 R 1 Total
I R 1 Total
I L I T R I Total
L 1 T R Total
Volume
0 1 I 1
0 ! 0 0 D
0 6 0 I.
10,❑D 0.50
0.00 i D fi3 0.OD 0.63
12
0.75
PHF
Co
0.00 1 ,00 10,25 i 0.25
0.00 10.00 0.00 i 0.00
0.00 a.50 i
L 1
T R
Heavy Vehicle Rolling Hour Summary
7•nn one to 9:00 AM
Interval
Northbound
Southbound
Eastbound
Westbound
Start
SW 19th Ave
SW 19th Ave
Boo nes
Fe Rd
Boones FerryRd
Interval
Time
L 1
T R
Total
L
T R I Total
L
T
R
Total
L T R
Total
Total
7:00 AM
0 I
0 1
1
0
0 0 3
0
0
1 6
0
5
0 5 O I
5
12
7:15 AM
0
O I 1
1
0
0 0
0
0
3
0
3
0 5 0
5
9
7:30 AM
0
0 1
1
0
i 11 D
0
0
5
D
5
0 r 5 0
5
11
7;45 AM
0 1
0 1
1
0
0 0
0
0
3
4
3
0 F 4 0
4
8
8:00 AM
2
0 0
2
0
1 0
0
0
4
❑
4
1 3 E 0
4
10
196
Peak Hour Summary
Clay Camey
(503)833-2740
SW 19th
Ave & Boones Ferry Rd
7:25 AM to
8:25 AM
Wednesday, October 02, 2013
oy Bikes
y
0 ❑
❑
4 2 3
y v
Boones Ferry Rd
Peds 0
� 3
Bikes 3
341
E 329
349
v
17
1
o
a
�
a
rYr
S
o
a
li
529
524 4
601
Bikes 3
4
Peds 2
Boones Ferry Rd
R + 71
La
0 74
23
82
m
�
Bikes
w
�
0
3
y
Approach PHF
HV%
Volume
EB 0.86
1.1%
529
WB 0.85
1.4%
349
NB 0.89
1.2%
82
SB 0.56
0.0%
9
Intersection 0.94
1.2%
969
Count Period: 7:00 AM to 9:00 AM
197
Total Vehicle Summary
All Traffic Data
r•�a�iaioi is
Ser 1 Inc.
Clay Carney
(503) 833-2749
SW 19th Ave & Boones Ferry Rd
Tuesday, October 01, 2013
4:00 PM to 6:00 PM
5 -Minute Interval Summary
a° u In Out
o N 1 5
O O
_ u_ 1 D ❑
a4 ♦ 4 HV 0.8%
PHF 0 SO
2
Out 541 2 N 3
604 In
401 ♦ 0 /rF o 536
In 408 SSNr 439 Out
5 s5
HV 0.5%
+I
I t p ar
PHF o_9a &I �
4 0 38 o a
Out In i Y
70 42
Peak Hour Summary
4:55 PM to 5:55 PM
'Interval
Northbound
SW f9th Ave
Northbound
Eastbound
BooOes Fe Rd
Westbound
Boon Fe Rd
Southbound
Southbound
Approach
Eastbound
Eastbound
In Oul Total Bikes
Westbound
Interval
North Snuth West
Pedestrlana
Pedestrians
Start
Start
SW 19th Ave
SW 19th
Ave
SW 19th Ave
PHF
SW 191th Ave
Boones Fe
Rd
Boones Ferrp Rd
0.92
Boones Fe
Rd
65 i 536 3 1604
0.0% 1 0.9% i 0.0% 10.8%
Interval
Crosswalk
Crosswalk
1 0.00
Time
L
T
R
Bikes
L
L
-I-7R
L
Sikes
L
T
R
Bikes
Total
Nonh i5outh Fast
West
Time
4',00 PM
LT
0
R B
0 4
eslk
0
L
0
7!
0
R i
0
Bikes
0
0
21
0
1
1
34
0
0
60
0 D 0
0 0 a 1
0
0
4_05 PM
0
0 1 0
0
0
9 k
0�
0
17
1
0
3
40
_0
Q
62
1
�0 1 0
0
4'10 PM
0 !i
0 5
9
0
0
i
00 1
00
1
I 23
I
0
1
0
0
3
9
40 I
36
0
0
0
0
72
81
0 1
0 { 0 0 I
0
4:15 PM
0
0 1
0
0
I 0
0
0
1
i 33
16 147 i
0
0
285
0
0 1 0
0
0 I Q
0
4:20 PM
0
0 2
0
0
0 i
0 i
0
0
24
0
0
1
43
0
0
70
0
0
4:25 PM
0
-01 2
0
0
0
1
0
1
26
0
0
6
1 44
0
0
BO
0 i 0 0
0
4:30 PM
0
0 1 2
0
0
0
0
0
0
27
0
0
2
32
0
0
63
0 0 0
0
4:35 PM
0 I
0 2
0
0
0 1
0 1
0
1
28
❑
0
4
I 41 E
0
4:40 PM
0 1
0 2
0lu
0
0
0
0
27 i
0
0
2
40 i
0
0
71
0 0 i 0 i
D
4:45 PM
0
0 1 4
0
0
1 i
0
0
1 17
0
0
1
i 42 i
0 i
1
fib
0 i 0 0 i
0
4:50 PM
0
0 i 3
0
0 i
0
0
0
28
0
0
5
i 34
G
0
71
0 0 0
0
4:55 PM
1 i
0 6
0
0 1
0
0
0
35
0
1
4
i 4]
0
0
B7
0 0 0
0
5',00 PM
1
0 3
0
0
0
0
D
30
a
0
6
48 i
0
0
88
0 0 0
0
5:05 IRM
0
0 ° 2
0
0
0
0
0
41
1
0
4
52 1
0
Q
100
0 0 1 0
0
0
0 1
0
It
0
0
0
0
23
Q
P.
0
6
1 47
0
0
77
0 E 0 0
0
5:10 PM
4
0
0
0
1
39
1
4
i 39
0
0
89
9 i 2 0
Q
5:15 PM
2
0 k
0
0
0
0
f
29
2
0
4
47
1
0
87
0 0 0
0
5:20 PM
D
0 3
0
0
0
0
0
34
0
1
3
° 33
0
0
74
0 7 0
Q
5:25 PM
0
0 4
0
0
0
0
0
0
0
42
0
1
10
S2
0
0
107
0 0 0
0
5:30 PM
0
Q 3
0
0
0
1
0
0
33
0
0
S
�� 43
0
0
85
❑ ] D
0
5:35 PM
0
I
0 3
I
1
0
0
0
1 33
1
2
7
1 51 i
0 1
0
95
❑ 1 0 0
0
5:40 PM
0
0 3
0
0
0
0
0
0
0
0
32
0
0
4
! 39
0 !
0
76
2 0 0
0
5:45 PM
5:50PM
0
0 1
0 1
0 15
0
0
0
0
0
0
0
30
1
0
8
1 44
2
0
90
0 1 0 0
0
5:55 PM
1
1 1 1
0
0
4 1
D
0
D
28
0
1
5
1 40
0
1
77
0? 0 0
0
5 1
1 { 67
0
1
0
3
0
6
701
7
1 8
108
1 1,0021
3
2
1,904
2 4 1 0
i 0
STotalurva
15-Mimlte Interval Summary
Interval
Northbound
SW f9th Ave
Northbound
Eastbound
BooOes Fe Rd
Westbound
Boon Fe Rd
ToteI
Southbound
Approach
In Out Total Bikes
Eastbound
In Oul Total Bikes
Westbound
Interval
North Snuth West
Volume
%W0.0%
Pedestrians
3 1 5 6 1 0
0.0%
Start
604 1 439 11,0431 0
0.8%
SW 19th
Ave
T R 11.1
PHF
SW 191th Ave
0.25
0.9A
Boones Ferrp Rd
0.92
e
Baenes Ferry
Rd
65 i 536 3 1604
0.0% 1 0.9% i 0.0% 10.8%
Interval
PHF
Crosswalk
1 0.00
Time
L
T
R
Bikes
L
T RBi
Bikes
L
T R
Bikes
L T 1
R
Bikes
Total
North South East
West
PM
n
0 i
10
0
0
0 0
❑
1
61 1
1
7 ! 114
0
0
194
0
! 0 11
0
4'.15 PM
0
0
5
0
0
0 1
0
2
83 1
0
76 I 123
0
0
231
0
0
1 0 0
0 0
0
0
43OPM
0
0 i
6
0
0
0 0 i
0
1
82 0 i
0
e 113
0
0
210
0
E 4 ❑
0
4:45 PM ❑ 13 0 1 0 1 1 0 0 80 31 i ]1 117 1 ❑ 224
I
P4:00
5:00 PM
1 111
0 f
a
0
0
0 1 0
0
0
94 1
0
16 147 i
0
0
285
0
0 1 0
0
5:15 PM
2
0
71
0
0
0 0
0
2
102 2
2
11 119
1 i
0
250
0
i 3 11
0
5,30 PM
0
0
9
0
D
❑ 1
0�
0
108 1
3
22 3 146
0
0
287
0
1 1 0
0
5:45 PM
1 i
7
0
0
0 i 0
0
0
91 i
1
17 123
2
1
243
2
0 0
❑
Total
5 I
1
87
0
1
D 3 i
0
6
701 1 7
8
108 1,002 1
3
2
1,904
2
4 0
0
Surve
Peak Hour Summary
ca naa
B Y
Northbound
SW f9th Ave
Southbound
SW 19th Ave
Eastbound
BooOes Fe Rd
Westbound
Boon Fe Rd
ToteI
Pedestrians
Crosswalk
~East
Approach
In Out Total Bikes
In Ou[ Tota>es
In Oul Total Bikes
In Out Total Bikes
Interval
North Snuth West
Volume
%W0.0%
42 i 70 1 112 0
3 1 5 6 1 0
0.0%
408 1 541 1 949 1 6
0.5%
604 1 439 11,0431 0
0.8%
1,055
0.7%
2 4 0 6
T R 11.1
PHF
O.B4 I
0.25
0.9A
0.90
0.92
2
0.0%
Rolling Hour Summary
-Interval
start
Northbound
Northbound
SW 19th Ave
Southbound
Eastbound
Westbound
By
SW 79th Ave
Westbound
Boones Fe Rd
SW 19th Ave
Interval
Boones Fe Rd
Boones Fa Rd
Total
Movement
L 7 R ITotal
L
T R ITotat
L
T R 11.1
L I T I R lT2L3I
R
Volume
%HV
4 0 38 142
D.0% 0.0% 0.0% 0.0%
0
0.0%
1 0 1 1 if1
0.0% f 0.0% r0.0%
2
0.0%
401 5 i40$
0.5% i 0.0% 10.5%
65 i 536 3 1604
0.0% 1 0.9% i 0.0% 10.8%
1,055
0.7%
PHF
0.50 i 0.90 0.86 la -81
1 0.00
1 0.00 1 0.25 10.25
0.25
1 0.92 1 0.63 0.94
1 0,74 1 0.91 1 0.38 1090
0.92
Rolling Hour Summary
-Interval
start
Northbound
SW 19th Ave
Southbound
SW 19th Ave
Eastbound
Mores Fe Rd
Westbound
Boones Fe Rd
Interval
Pedestrians
Crosswalk
Time
L r
T I R
Bikes
L
T R
Bikes
L
T
R
Bikes
L T I
R I Bikes
Total
North South East
I West
4:00 PM
1 1
0 1 34
0
1
0 2
0
4
306
2
2
42 1 467 i
0
I
1
ass
0 1 0 0
1
0
4:15 PM
2
0 30
0
1
0 2
0
3
339
2
t
51 500
0
1
930
0 0 0
0
4:30 PM
4
0 36
0
1
i 0 1
i 0
3
i 358
3
3
46 496
1
7
949
0 i 3 0
0
4A5 PM
4
0 39
0
1
0 2
0
2
384 1
4
6
60 529
1
1
1 026
0 1 4 0
0
5:00 PM
4 1
1 i 33 1
0
0
0 1
! 0
2
1 395 1
5 1
6
66 535
3
1
1.045
2 1 4 1 0
! 0
198
Heavy Vehicle Summary
r
Clay Camey
(503)833-2740
SW 19th Ave & Boones Ferry Rd
Tuesday, October 09, 2093
4:00 PM to 6:00 PM
Heavy Vehicle 5 -Minute Interval Summary
4:00 PM to 6:00 PM
D
u�
a
Northbound
SW 19th Ave
a
a a
southbound
SW 19th Ave
4J
l 4
Eastbound
Boones Ferry Rd
0A
`0
Out 5
Interval
Time
L
T I R I
Tole]
In 2
T R
Total
L
T
R
�
t r►
T i R I
0
0 0
4tOD PM
Out
In
a
D
0
0
Peak Hour Summary
4:55 PM
to 5:55 PM
Interval
Start
L i
Northbound
SW 19th Ave
Southbound
Sw 19th Ave
L T R
Total
southbound
SW 19th Ave
Eastbound
Boones Ferry Rd
7 R
Total
Eastbound
Boones Ferry Rd
Total
Wastbound
Bdonas FerrRd�
4:00 PM
Interval
Time
L
T I R I
Tole]
L
T R
Total
L
T
R
Total
L 1
T i R I
Total
Total
4tOD PM
0
0 1 0 1
a
0
n 0
0
0
1
0
1
0
p 0
0
7
4:05 PM
-PM
0
0 1 0 1
0
0
0 0
0
0
0
0
0
0
0 9
0
0
4:10
4:15 PM
4'20 PM
0
0
0
1 0 p 1
a 0
0 I 0
0
0
0
0
0
n
01 0
0 0
00
0
0
0
0
0
0
1
0
0
0
0
0
1
0
0
0
0 I
a i
0 0
0 0
2 11
0
0
2
1
0
2
425 PM
0
0 0
0
0
0 0
0
0
0
0
0
D
0 0
0
0
4'30 PM
0
0 0
0
a
0 0
0
0
0
0
0
a
1 0
1
1
4:35 PM
D
a 0
0
0
0 0
n
0
1
a
1
a 1
o 0 1
0
1
4:40 PM
0
0 fl
0
0
0 1 0
a
0
0
0
0
0
1 0
1
1
4:45 PM
0
i 0 0
0
0
0 0 1
0
a
1
a
1
0
1 i 0
1
2
4'50 PM
0
0 0
0
0
0 0
0
0
0
0
a
0 i
0 0
0
0
4:555 PM
0
0 0
0
0 3
0 0
a
0
1
0
1
D
0 p
0
1
5:00 PM
5:05 PM
0
0
0 0
0 0
0
0
0;
0(
0 0
0 0
D
0
0
0
0
q
0
0
0
0
0
0 i
1 0
0 0
1
0
1
0
5:10 PM
0
0 0
0
0
0 0
0
0
a
D,
0
0 `
1 , 0
1
1
5115 PM
0
0 0
0
0
0 0
0
0
1
0
t
0
1 0
1
2
5:20 PM
0
p 0
0
0
0 0
0
0
0
0
0
0
0 0
0
0
5:25 PM
0
0 0
0
0
0 0
0
0
0
0
D
0
0 0
0
0
5:30 PM
0
0 0
0
0
0 0
0
0
0
0
0
0
2 0
2
2
5:35 PM
5:40 PM
5:45 PM
0
0
0
0 1 0
0 0
0 0
0
0
0
0
Q
0
0 0
0 0
0 0
0
0
0
0
a
0
0
0
0
p
0
0
0
0
0
0
p
0
0 0
0 0
0 0
0
0
0
a
0
0
5:50 PM
a
D 1 0
0
0
0 0
0
0
D
0
0
0
0 0
4
0
5:55 PM
0
0 0
0
0
a 0
n
0
0
a
p
0
1 0
1
1
Tata!
Survey0
Q 0
0
0
0 0
0
0
6
0
8
0
11 0
11
17
Heavy Vehicle 15 -Minute Interval Summary
4:00 PM to 6: 00 PM
Interval
Start
Time
L i
Northbound
SW 19th Ave _
T R Total
Southbound
Sw 19th Ave
L T R
Total
L
Eastbound
Boones Ferry Rd
7 R
Total
Westbound
Boones Ferry Rd
L T R
Total
Interval
Total
4:00 PM
a t
p 1 D 1 0
0 0 1 0
0
D
2
0
2
0 1 0
0
0
2
4:15 PM
0 1
0 1 0 0
0 0 1 0
0
0
0
0
0
0 1 2 i
a
2
2
4:30 PM
0 1
0�1 0 0
0 —O—L—O—L
0
0
1
0
1
D1 2 1
0
2
3
4:45 PM
5:00 PM
0
0
0 0 0
0 0 0
0 0 0
0 0 0
0
0
0
0
2
0
0
0
2
0
0 1
0 2 1
0
0
1
2
3
2
5:15 PM
0
D i 0 0
0 a 0
0
0
1
0
1
O i 1
0
1
2
5:30 PIM
0
0 0 a
0 0 0
0
0
0
0
0
0 1 2
0
2
2
5:45 PM
0 i
0 0 0
0 0 0
0
0
0
0
a
0 1
0
1
1
Total
Surve
0
0 0 p
0 0 0
0
0
6
0
6
0 11
0
11
17
Heavy Vehicle Peak Hour Summary
4.55P41 to 5:55 PM
By
Northbound
Southbound
Eastbound
Westbound
Westbound
Approach
SW 19th Ave
SW 19th Ave
Boones Fe Rd
Boones Ferr
y Rd
Total
Boones Ferry Rd
In Out Total
In Out Total
In Out Total
In
Out Total
I T I R I Total
volume
0 0 i 0
D 0 0
2 5 7
5 2 7
7
PHF
O.pl)
OOO
0.5q
0.63
0.58
By
Northbound
Southbound
Eastbound
Westbound
Movement
SW 19th Ave
SW 19th Ave
Boones Ferry Rd
Boones Ferry Rd
Total
SW 19th Ave
L T R Total
L 1 T 1 R 1 Total
L
I T I R I Total
L I T I R I Total
volume
0 i 0 0 0
O l a! 0 11
0
2 0 2
0 5 0 5
7
PHF
p.Op p.00 0.00 0.{10
0.00 0.00 hh 0,00 0.00
000
0.50 0.00 0.50
I
0.00 0.63 0.00 0.63
0.58
Heavy Vehicle Rolling Hour Summary
4:00 PM to 6:00 PM
Interval
Northbound
Bouthhound
Eastbound
Westbound
Start
SW 19th Ave
SW 19th Ave
Boones anyRd
Boones Ferry Rd
Interval
Time
L
T R
Total
L T R
Total
L
T R
Total
L T R
Total
Total
4:00 PM
0
0 I 0
0
4 0 I 0
0
0
5 0
5
0 5 0
5
TO
415PM
0
0 0
0
0 0 0
0
0
3 0
3
0 7 0
7
10
4:30 PM
0
0 0
0
0 O ()
0
0
4 0
4
0 1 6 p 1
a
10
4:45 PM
0
A 1 0
0
0 1 0 10 1
0
0
3 0
3
0 1 6 0
6
9
5:00 PM
p
0 0
0
tl 0 0
1)
0
1 0
1
0 1 6 0
6
7
199
Peak Hour Summary
,.--All Traffic
Data
clay Carney
(503)033-2740
SW 19th Ave & Boones Ferry
Rd
4:55 PM to 5:55 PM
Tuesday, October 01, 2013
Q
Z Bikes
0
1
0 0
�
y y
Boones Ferry Rd
Peds z
Bikes 0
K 3
541
E 536 604
N
65
x 71
c
N
9
°L
iF
S
oiv
b
d
a
406
401
439
Bikes 6
5 y
Peds 4
Boones Ferry Rd
4 0 36
70 4z
a
Q
Bikes
�
0
t"
Ca
Approach PHF
HV%
Volume
FB 0.94
0.5%
408
WB 0.90
0.8%
604
NB 0.81
0.0%
42
SB 0.25
0.0%
1
Intersection 0.92
0.7%
1,055
Count Period: 4:00 PM to 6:00 PM
200
Total Vehicle Summary
1 � r
Clay Carney
(503}833-2740
Goodall Rd & Country Club Rd
Wednesday, October 02, 2013
7:00 AM to 9:00 AM
5 -Minute Interval Summary
7:00 AM to 9:00 AM
A
In
Out
Southbound
Goodall Rd
a v
Mo
76
111
Pedestrians
Crosswalk
}
=
50
26
Interval
0.4
41
I Bikes I
HV 2.9%
i Bikes
L
R
P C.84
L
p
Bikes
53 1
R
Bikes
t 58
Out 950
South I East
I West
958 In
614 �
o n'F,
D
o ♦ g00
In 667
40
0
640 Out
z
T
s
r
FIV 2,2%
0
0
0
PHF 0.80
3 i
,t
0HF
0
34
0
66
00
0d7l
Out
In
= _
0
0
0
a
L7:Peak Hour Summary
15 AM
to 8:15 AM
lnterval
start
Northbound
Goodall Rd
Southbound
Goodall Rd
Eastbound
Count Club Rd
Westhound
CountryClub Rd
Eastbound
buntry Club Rd
Pedestrians
Crosswalk
Wasthound
Country
Club Rd_
Interval
Interval
76
Pedestrians
Crosswalk
I Bikes I
Time
i Bikes
L
R
Bikes
L
T
Bikes
I T I
R
Bikes
Total
North .
South I East
I West
7:00 AM
0
1
D
0
3
40
0
32
0
T
76
0
0 0
0
7:05 AM
0
2
3 i
0
0
34
0
66
4
0d7l
0
0
0 1 0
0
7:10 AM
7:15 AM
7:20 AM
I 0
i 0
i 0
0
0
3
2 1
5
6 I
0
0
0
1
2
7
40 1
40
40
0
0
D
58
81
82
9
9
13
0
0
00
198
148
0
0
0 0
0 D
D 0
0
9
D
7:25 AM
i 0
4
9
0
12
45
0
92
9
00
190 4
0
0 0
0
7:30 AM
0
6
13
0
2
52
1
75
4
C
354
0
0 0
0
7:35 AM
I 0
3
7
0
4
34
0
i 82 l
1
00
0
Total
Se ve
0 D
0
0
0
i 14
2
1,607 66
57
0
i 89 i
2
00
p 05M
0
4
3
0
5
59
D
1 97
4
00
D 0
D
7:50 AM
0
1
D
5
71
0
71
3
0
151
0:
a o
0
7S5 AM
0
1
1
1
0
1
BB
0
61
3
0
135
0
0 0
0
8:00 AM
8:05 AM
0
0
1
i
3
1
0
D
4
1
42
41
0
0
55
67
3
2
0
0
108
113
0
0
0 0
0 0
D
0
8:10 AM
0
2
1
D
6
65
1
48 1
5
D
127
0
0 0
0
8:15 AM
0
2
2
0
0
53 1
0
1 67 1
3
0
127
0
0 0
p
8:20 AM
0
1
2
p
2
52
0
76 1
1
0
134
0
0 0
0
825 AM
0
0
2
0
2
52
0
47
0
0
103
0
0 0
0
8:30 AM
0
2
1
0
1
52
0
46
1
0
1113
0
0 0
0
8:35 AM
8:40 AM
8:45 AM
0
0
I 0
0
5
3
I 0
1
2
0
0
0
2
2
4
53
57
58
0
0
0
57
70 {
64
0
4
2
0
0
0
112
139
133
0
D
0
p 0
D 0
0 0
0
0
D
8:50 AM
0
3
3
0
1
SS
0
L 65 1
10
128a
1
0 1 0
0
8:55 AM
D 1
2
1
0
2
69
0
{ 59 i
3
0
136
1 0
0 1 0
0
Total
Serve
i 0
47
69
0
73
1,229
2
1 1,607 3
86
1
3,111
0
0 0
0
15 -Minute Interval Summary
7:00 AM to 9:00 AM
Interval
Start
Northbound
Goodall Rd I
Southbound
Goodall Rd
Eastbound
Count Club Rd
Westhound
CountryClub Rd
Eastbound
untry Club Rd
Pedestrians
Crosswalk
Westbound
Coun Club Rd
North South East West
Interval
Pedestrians
Crosswalk
76
Time
I Bikes I
4
R I
Bikes
L
T i
Bikes
T R I
Bikes
Total
Noah South East
West
7:00 AM
I 1 0
3
i 5 1
0
4
114
p
1 156 1 13 1
1
295
4 1 0 1 0
0
7:15 AM
1 0
7
1 1 20 1
0
21
125 t
0
255 1 31
0
459
0 1 0 1 D
I 0
7:30 AM
1 0
9
1 21 1
0
10
143 1 t
1
246 1 7
0
436
0 0 fl
1 0
7:45 AM
8:00 AM
0
6
4
4
5
0
0
11
11
198
148
0
1
22g 10
170 i 10
0
0
-0
458
348
0 D C
0 0 0
0
0
8:15 AM
0
3
6
0
4
157
0
190 4
0
384
0 i 0 0
0
8:30 AM
0
7
2
0
5
162
0
173 5
0
354
0 i 0 0
0
8:45 AM
i 0
8
6
0
7
182
0
188 1 6
D
397
0 0 0
0
Total
Se ve
1 0
4769
0
73
1,229
2
1,607 66
1
3,111
0 0 0
0
Peak Hour Summary
7:15 AM to 8:15 AM
By
Approach
Northbound
Goodall Rd
In Out Tots Bikes
Southbound
Goodall Rd
Eastbound
Count Club Rd
Westhound
CountryClub Rd
Total
Pedestrians
Crosswalk
In Out Total Bikes In Out Total Bikes In but Total Bikes
North South East West
Volume
%HV
0 0 0 1 0
0.0% _
76
T11 187 0
3.9%
667 [ 950 :1,617 1 2
2.2%
958 i 640 1 1,598 i 0
2.9%
1,701
2.7%
1 4 L 0 1 0 I0
Blkes
PHF
0.00
L
C.45
0.80
0.84
0.89
25
26
By
Northbound
Southbound
Goadall Rd
Eastbound
CountryClub Rd
Westbound
Westhound
CountryClub Rd
lovemant
Goodall Rd
Pedestrians
Crosswalk
me
Bikes
L
Coun Club Rd
Coun Club Rd
Total
Blkes
I
Total
L
Noah South East
L
7 Total
1 T R Total
25
26
Volume
EE i
0
2653
MSouthboundEastbound
i 886 ` 61 I
L 900 58
fiT4 657
0 900 58958
1,701
%HV
NA 1 NA iNA
0.0%
3.8%
36
7.5%
1.8%NA 2.2%
NA 1 30% 3 17% 2.9%
2.7%
PHF
0
000
0.50
0
0,63
0.78 1
1 0.84 ! 0.47 X0.84
D.89
Rolling Hour Summary
7:00 AM to 9:00 AM
lntervat
stall
Northbound
Goodall Rd
Southbound
Goadall Rd
Eastbound
CountryClub Rd
Westhound
CountryClub Rd
Interval
Pedestrians
Crosswalk
me
Bikes
L
R I Bikas
L
T
Blkes
T R
Bikes
Total
Noah South East
West
7.00 AM
7:15 AM
0
0
25
26
i 50
1 50 1
0
0
46
53
583
614 1
1
2
i 886 ` 61 I
L 900 58
1
0
1,648
1,701
0 0 0!
0 i 0 C
0
I 0
7:30 AM
0
22
36
0
36
646
2
835 31
0
1 606
0 i 0 0
0
7:45 AM
0
20
17
D
31
66$
1
762 29
0
1 524
D 0 D
0
800 AMD
22
19
0
27
1 649 1
1 721 1 25 1
0
1,453
0. 0 0
1 0
201
Heavy Vehicle Summary
r
Clsy Camey
(503)833-2740
Goodall Rd & Country Club Rd
Wednesday, October 02, 2013
7: 00 AM to 9:00 AM
Heavy Vehicle 5 -Minute Interval Summary
n -nn Ran
n,
3 5
No
2 1
Southbound
41 4
Eastbound
ry
4 1
* 1
Out 29
tt ♦ If ✓;
♦27
In 15
Goodall Rd
S
GoodaN Rd
Coun Club Rd
CountryClub Rd
Out In
Coun Club Rd
0 6
bdervaE
Peak Hour Summary
7:15 AM to 8:15 AM
Inmrval Northbound
No
Southbound
Southbound
Total
Eastbound
I
Westbound
Volume
PHF
0 { 0 0
0.00
Start Goodall Rd
Goodall Rd
Goodall Rd
GoodaN Rd
Coun Club Rd
CountryClub Rd
CountryGl1) Rd
Coun Club Rd
Time
bdervaE
Time ,�T_—
Tutal
L
R Total
L
T
Tofa1
T R
Total
Total
7:00 AM 1
0
0
10 r 0
0
4 1
4
1 0
1
5
7:05 AM r r
0
0
0
0
0 0
1� U
C
0
3
5 I
3
5
2 1 1
3
9
710 AM—
7:: SAM
0
ll
I O I 0
I
0
1 I
1
3 0
3
4
7:20 AM I
0
0
0 r 0
2
r 2
4
1 0 E
1
5
7:25 AM
0
0I
1 0 1 0
2
1
3
r 3 0 r
3
6
7:30 AM r
0
1
r 0 1
0
2
2
5 r 0 r
5
8
7:35 AM I
0
0
0 0
4
1
1
5 I 0
-11
5
6
7:40 AM
0
0
1 r 1
0
1
1
0
1
3
7:45 AM i
0
0
1 s 1
0
r 1 r
1
r 1 0
i
3
7;50 AM
0
0
r 0 0
0
0
0
i 0 O r
0
0
7:55 AM r
0
0
0
0
r 00
0t 0
8
0
0
1
0
i
2 0
1 0
2
1
2
2
8:00 AM r r
8:05 AM r r
C
0
0 I 0
0
0
D
i
4 r 1
5
5
8:10 AM
0
0
I C 0
0
1 r
1
1 t 0
1
2
4
8:15 AM
0
1
0 1
0
3
3
0 0
0
8:20 AM
0
0
0 0
0
7 1
7
0 1 0 1
0
7
525 AM
0
0
0 0
0
2
2
t' ll I
1
3
8:30 AM r
0
0
0 0
1
3
4
1 u
1
5
__
8:35 AM
0
0
0 0
1
C
1
r 1 0
I
i
2
8:40 AM j
0
1
0 1
0
2 I
r
8:45 AM
0
1
1 1 2
2
0
2
0 0
0
4
8:50 AM
0
0
C I 0
0
4 r
A
t 1 0
1
5
8:55 AM I r
0
0
r 0 0
2
0
2
I 1 1
2
4
Tale' i
0
4
4 I 8
10
44
54
37 4
41
103
8uU
Heavy Vehicle 15 -Minute Interval Summary
n.nn A A
Intamal
No
Southbound
Westbound
Country Club Rd
Total
Eastbound
In I out r Total In Out Tatel
Westbound
Volume
PHF
0 { 0 0
0.00
Start
Goodall Rd
Goodall Rd
r 0 00 0.25 0-25 0.38 0.25
Coun Club Rd
Count Club Rd
CountryGl1) Rd
Coun Club Rd
Time
Interval
Time
_
--� - otal
L R
Total
L
T
Total
T r R
Total
Total
7:00 AM
r 0
0 1
1
0
12 1
12
1 4 r 2 1
6
19
7:15 AM
0
C 0
1 0
4
4 1
8
7 0
7
15
7:30 AM0
19
1 1
2
Yr
0
4
4
11 0
11
17
7:45 AM —�
C
0 1
1
0
1
1
3 0
3
5
8:00 AM
0
00
I 0
0
2
2
6 r 1
7
9
8:15 AM
0
1 I 0
1
0
12
12
t 1 C
1
14
8:30 AM
o 0
1 ll
1�
2
5
7
3 0
3
11
8:45 AM
�0
1 1
2
4
4
8
2 r 5 1
3 113
Total
0
4 t 4
I 8
10
44
54
37 4
41
iO3
Surve
Heavy Vehicle Peak Hour Summary
eR
By
Approach
Notthboutr
Goodall Rd
Southbound Eastbound
Goodall Rd Country Club Rd
Westbound
Country Club Rd
Total
- InI put r Total
In I out r Total In Out Tatel
In 1Out Total
Volume
PHF
0 { 0 0
0.00
3 it 5 j B 15 ` 29 1 44
1 0,38 0.42
28 I 12 r 40
0.54
46
0.58
Heavy Vehicle Rolling Hour Summary
7•nn AM to 9-nR AM
Interval
Northbound Southbound Eastbound Wesmound
Southbound
By
Goodall Rd Goodall Rd Country Club Rd Counlry Club Rd
Total
Movement
I Total I L I I R I Total I L I T I I Total I I T I RTotal
Volume
0 1 2 r 3 4 11 15 I 27 t 1 28
I 0.55 0.42 1 0.52 0.25 0.54
46
0.58
PHF
r 0 00 0.25 0-25 0.38 0.25
Coun Club Rd
Heavy Vehicle Rolling Hour Summary
7•nn AM to 9-nR AM
Interval
Northbound
Southbound
Eastbound
Westbound
Start
Goodal€ Rd
Goodall Rd
Coun Club Rd
CountryGl1) Rd
intervalt
Time
Total
L R I
Total
L
11 T I I
Total
I T i R I Total
Total
7:00 AM
0
i 3
21 11
2625
i 2 27
56
7:15 AM
0
1 2
3
4'
11
16
r 27 1 28
46
7:30 AM
0
2 r 2
4
0
19
19
r 21 1 r 22
45
7:45 AM
r r 0
2 1
3
2
20
22
r 13 1 14
39
8:00 AM
0
3 1
4
fi
23
29
12 2 14
47
202
Peak Hour Summary
s.
IRECIMEMENw—
Clay Camey
(503)833-2740
Goodall Rd & Country Club Rd
7:15 AM to 8:15 AM
Wednesday, October 02, 2013
C
'U Bikes
O
0
C7 76 111
50 26
� y
CounLrX Club Rd
Peds 0
R 58 Bikes 0
950
(+ 900 958
N
0 0
ry r
53
tll y
CL S a
667 614 3
640
Bikes 2
Peds 0
Country Club Rd
Bikes
0
Approach PHF HV%
Volume
EB 0.80 2.2%
667
WB 0.84 2.9%
958
NB 0.00 0.0%
0
5B 0.45 3.9%
76
Intersection 0.89 2.7%
1,701
Count Period: 7:00 AM to 9:170 AM
203
Total Vehicle Summary
Clay Camey
(6031633-2740
Goodall Rd & Country Club Rd
Tuesday, October 01, 2013
4:00 PM to 6:00 PM
5 -Minute interval Summary
m In Out
m o 44 49
m '
> u_ 28 16
= a 41 4 L► HV 2.5%
PHF 9.91
1
26 1 N ` 23
Out 846 811 In
1,135 —01 n' 6 0 4- 786
In 4,161 1,151 Out
z s r
Q
HV 1.2%
PHF 0.93 ♦ & o a
oa
Out In i =
0 0 a
Peak Hour Summery
4:20 PM to 5.20 PM
Interval ..,
Northbound
Southbound
Southbound
Westbound
PaslIbound
Eastbound
Coun Club Rd
Westbound
Interval
Country Club Rd
Pedestrians
Crosswalk
Pedestrians
Start
Time
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5'00 PM
5:15 PMI
530 PM
5:45 PM
start
Goudall Rd
BEI Bikes
0
0
0
0
0
6
4
0
Goodall Rd
T
259
285
276
256
301
278
258
266
Co'JiltryClub Rd
T R I Bikes
k 194 1 4 I 0
202 1 3 0
I 217 7 0
78 6 0
1 191 5 1
196 7 0
I i69 8 0
176 I 4 1 0
Country Club Rd�
Nodh I South East
0 1 0 0
9 0 0
0 0 0
Interval
0 0 0
1 I 0 0
Crosswalk
0 0 0
Q ❑ 0
1 0 0
_
Time
f-� – Bikes
L
R 18ike5
L
T
Sikes
T_ -1 R
&lkas
Total
North South East
West
4'00 PM
0
4
1 5 1 0
1
69
0
1 54 2
0
135
00
II I tl
19
32
1'
2 1_0
1
93
9
73 I 0
0
170
1
0 04:10
0
PM
0
1
I 1 1 0
2{
97
0
I 67 I 2
0
170
I 1
I 1
0 0
0
4:15 PM
❑
1
3 s 0
1
95
0
701
0
171
167
i
rl
0 0
0 0
0
0
4:20 PM
D
2
0 1 0
2
91
0
I 72 0
0
0 0
0
4:25 PM a 0 0 I 0 0 99 0 60 2 0 164
4:30 PM
0
2
! 6 I 0
2
99
0
74 I 4
0
187
0 D
0
4:35 PM
E I I 0
0
1 0
0
1 88
0
1 76 3
016
0 tl
6
4:40 PM
i 0
7
I 1 I 0
2
I 69 I
0
I 67 I 0
0
166
D
0 0
0
4;45 PM
0
0
1 0
1
85 1
0
63 1 0 1
0
150
0
0 1 0
I 0
4:56 PM
0
1
1 2 0
2
91
1
1 69 1 2
0
158
0 10
0
0
4:55 PM
I 0
0
2 I 0
4
t 80
❑
68 4
0
158
0
0 0
0
5:00 PM
0
0
17 0
7
I 105
0
6A ❑
0
183
0
0 0
1
5:05 PM
0
1
' 2 0
1
106 I
0
i 58 i 4
1
172
1
0,
0 0
9 0
0
D
5:10 PM
0
2
2 i 0
1
1 9G
1
69 1
0
165
0
0 0
0
5:15 PM 0 1 4 9 1 112 0 57 3 0 178
520 PM
0
4
1 0
0
75
G
62 1
0
143
0
0 9
0
5:25 PM
0
1
3 0
1
91
0
79 3
0
178
10
0
0 0
D 0
1 0
4
5:30 PM
0
3
9 0
0
76
0
44 ' 4
0
T28
0
❑ 0
0
5,35 PM 0 0 3 0 3 I 91 1 55 0 0 152
5;40 PM
5:45 PM
0
1
0 1 0
2
77
0
4Q7 1
0
128
1
0 0
0
5:50 PM
0
2
' 4 0
A
94 _
D
72 3
0
179
0 1
0 0
0
5:55 PM
I 1 0
1
' 4 0
5
95
I 0
` 57 i 0
0
162
0
0 0
0
To[a!
i 0
37
59 0
54
1 2,17.1
3
1 1,5381 42 1
1
3,909
2 I
0 4
I 1
Su
15 -Minute Interval Summary
T interval •'
Northbound
Goodall Rd
Southbound
Southbound
Goodall Rd
Westbound
Eastbound
Coun Club Rd
Westbound
Coun Club Rd
Interval
Country Club Rd
Pedestrians
Crosswalk
Total
Start
Time
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5'00 PM
5:15 PMI
530 PM
5:45 PM
I Bikes
I 0
I 0
I 0
0
I 0
❑
I Q
I 0
L R
6 1 6 1
3 3 [
9 6 I
1 5 (
3 1 11 I
6 B
5 8
4 I S I
BEI Bikes
0
0
0
0
0
6
4
0
L
4
fi
4
7
9
2
11
11
T
259
285
276
256
301
278
258
266
I Bikes
1 9
0
0
S
S
0
1
0
T R I Bikes
k 194 1 4 I 0
202 1 3 0
I 217 7 0
78 6 0
1 191 5 1
196 7 0
I i69 8 0
176 I 4 1 0
Total
475
502
521
466
520
499
457
469
Nodh I South East
0 1 0 0
9 0 0
0 0 0
West
0
0
❑
0 0 0
1 I 0 0
0
1
0 0 0
Q ❑ 0
1 0 0
0
0
❑
'Total
i 1)
37
1 59
0
54
12,179
3
11,538% 42 II 1
3;909
2
0 0
I 1
Surve
i
1
2
HOt 21
1
2009
1 0 0
4:30 PM
II I tl
19
32
Peak Hour Summary
Northbound
Southbound
Eastbound
Westbound
4:20 PM to 5:20 PM
Goodall Rd
Goodall Rd
Country Club Rd
Counlry Club Rd
Total
NoRhbound
Souttlbaund
Eastbound
L I T i ITOL31
Westbound
1 T 1 1
Pedestrians
By Goodall Rd
Goodall Rd
2fi 1,135 11,161
1
Club Rd
Coun Club Rd
Total
Crosswalk
Approach --In-- 1 Out Total bikes
Ir, Out ' Total
_Count
Bikes In out
Total Bikes
In Out Total Bikes
I ! lo.uu
North SOLA East West
Volume 0 I 0 i 0 0
44 1 49 93
0 1,1611 816
1,977' 2
811 1,15111,9621 1
2,016
1 0 0 7
Rolling Hour Summary
'Interval•
Start
Northbound
Southbound
Eastbound
Westbound
8y
Goodall Rd
Goodall Rd
Country Club Rd
Counlry Club Rd
Total
Movement
I Total
I L I I R Total
L I T i ITOL31
I. T I R ITOtal
1 T 1 1
Volume
io
i6 ! 28 144
2fi 1,135 11,161
1
788 I 23-
2,0111
%HV
1
NA NA I NA iG_0%
1
0.0% I NA 110.7%16.8%
0.0% 1.2% NA 1.2%
NA 2.3% 18.7% 2.5%
1.6%
PHF
I ! lo.uu
0.44 1 1 0.64 10,65
0.50 1 0.92 1 10.93
1 1 0.91 0.64 10.911
0.97
Rolling Hour Summary
'Interval•
Start
Northbound
Goodall Rd
Southbouhd
Goodell Rd
Eastbound
Untry Club Rd
Westbound
ountryCiub Rd
Interval
Pedestrians
Crosswalk
Time
Sikes
L
1 R c Bikes
L
1 T 1 1
Blkes
T R
Bikes
Total
North South East
West
4:00 PM
0
19
24 1 1
0
21 ' 1,076 1
1
1 804 1 20
E I
0
1,964
0 0 0
0
1
4:15 PM
€ 0
ifi
` 27
0
2fi
1.116
2
HOt 21
1
2009
1 0 0
4:30 PM
II I tl
19
32
0
22
1 111
2
797125
1
2,036
1 Q 0
1
4:45 PM
0
15
1 32
0
29
1 093
3
749 24
1
1,942
, o„s
1 0 O
9 'n n
I 1
I 1
204
Heavy Vehicle Summary
All Traffic
Data
Clay Carney
(503) 833-2740
Goodall Rd & Country Club Rd
Tuesday, October 01, 2013
4:00 PM to 6:00 PM
Heavy Vehicle 5 -Minute Interval Summary
4:00 PM to 6:00 PM
i3 2 i
3 0
41 : 4
0 " `2
Out 21
14 �
In 14
t
Out In
0 0
Peak Hour Summary
4:20 PM to 5:20 PM
Interval
start
Northbound
Goodall Rd
Southbound
Southbound
Goodall Rd
Westbound
Eastbound
Eastbound
ountry Club Rd
Goodall Rd
Westbound
ountry Club Rd
Interval
Interval
Time
E Total
1-
R
Total
L
T
Total
T I R
Total
Total
4:00 PM
0
0
0 1
0
0
1
1
E 1 E 0
1
2
4:05 PM
0
0
0
0
0
2 E
2
3 E 0
3
5
4:10 PM
4:15 PM
4:20 PM
0
( 0
0
0
0
0
0
0
0
0
0
0
D
0
0
0
3
1
Q
3
1
3 0 1
3 0
2 0
3
3
2
3
6
3
4:25 PM
0
0
D
0
0
0
0
2 D
2
2
4:30 PM
0
0
E i E
1
❑
1
1
E 1 i 0 i
1
3
4:35 PM
I 0
0
I 0
0
0
1 I
1
1 3 1 2
5
6
4:40 PM
0
D
i 0 1
0
0
1 2
2
1 0 E
1
3
4:45 PM
E D
0
1
1
0
5
I
5
1 1 1 0
1
7
4:50 PM
0
0
0
❑ 1
❑
i
1
2 1 0
2
3
4:55 PM
q
p
1
1
0
0
0
2 E 0
2
3
S:Oq PM
5:05 PM
❑
0
0
0
0
I 0 i
0
0
0
0
1
0
1
D
1 0
1 I 0 11
1
2
1
5:10 PM
0
0
0
0
0
1
1
1 0 1
1
2
5:15 PM
1 0
0
0
0
0
1
1
1 1 ❑ 1
1
2
5:20 PM
1 0
p
0
0
0
3
3
0 0 1
0
3
5:25 PM
I D
0
0
0
0
2 1
2
0 0
0
2
5:30 PM
0
0
0
0
0
0 111
0
0
D
5:35 PM
5:40 PM
345 PM
i 0
E I 0
1 0
D
0
0
0 1
0
1 0
0
0
0
0
0
D
0
1
D
0
1
0
10 0
E 0 1 0
0 1 0
0
0
❑
0
1
0
5:$0 PM
0
0
E 0
0
0
1
1
2 0
2
3
5:55 PM
} 0
D
E r 0 E
0
0
❑
q
0 0
0
0
Total
Survey
1 p
p
3
3
0
J 27
27
30 2
32
02
Heavy Vehicle 15 -Minute interval Summary
4:00 PM to 6:00 PM
Interval
Start
Northbound
Goodall Rd
Southbound
Southbound
Goodall Rd
Westbound
Eastbound
Eastbound
RdCoun
Goodall Rd
Weatbound
Club Rd
Interval
Time
Total
L
R
Total
_pountrKClub
L
T
Total
T RTotal
Total
4:00 PM
E 0
0
0
0
0
3 1 1
37
E 0 7
10
4:15 PM
1 0
0
0 1
0
0
4
4
1 7 1 0 7
11
4:30 PM
D
0
1
1
0
4
45
2 7
12
4:45 PM
5:00 PM
0
0
0
0
2
I 0 E
2
0
0
0
fi
2
6
2
5 0 5
E 3 I 0 3
13
5
5:15 PM
i D
0
0
0
0
6
6
1 0 1
7
5:30 PM0
I 0
❑
0
0
0 10
1
1
0 0 0
i6
5:45 PM
0
0
0
0
0
1
7
2 0 2Total
Survey
0
I I[�IH2
0
' 3
3
D
27
27
30 2 32
Heavy Vehicle Peak Hour Summary
4:20 PM to 5:20 PM
By
Northbound
Southbound
Eastbound
Westbound
Eastbound
Approach
Goodall Rd
Goodall Rd
CountrtClub Rd
Country Club Rd
Total
In I out Total
In Out Total
In Out Total
In f Out I Total
ounlry Club Rd
Volume
0 E 0 E 0
3 2 E 5
I
14 1 21 1 35
20 14 1 34
37
PHF
0.00
0.38
0.44
0.63
D.58
Heavy Vehicle Rolling Hour Summary
4:OQ PM to 6:00 PM
Interval
Northbound
Southbaund
Eastbound
Westbound
start
Goodall Rd
Goodall Rd
unbry Club Rd
ounlry Club Rd
Interval
Time
Total
L
R
Total
L T
Total
T R
Tolal
Total
4:00 PM
I 0
0
3
3
0 17
17
I 24 1 2
26
46
415 PM
E 0
0
3 1
3
0 1 16
16
1 20 1 2
22
41
4:30 PM
0
0
3
3
0 18
18
14 2
t 6
37
4:4$ PM
0
❑
E 2
2
0 15
15
E
0 0
9
26
S:OOPM
I 0
0
0
0
0 10
10
! 6 0
6
i6
205
Peak Hour Summary
Clay Camey
(503) 833-2740
Goodall Rd & Country Club Rd
4:20 PM to 5:20 PM
Tuesday, October 01, 2013
a
jo' Bikes
0 0
(3 44 49
28 16
Country Club Rd
Peds 1
Bikes 1
R z3
81$
u
f 788 [Bill
FVC o
N N
26 �
.o a
CIA S a
1167 1135
1151
Bikes 2
Peds 0
Country Club Rd
Bikes
0
Approach PHF HV%
Volume
EB 0.93 1.2%
1,161
WB 0.91 2.5%
811
NB 0.00 0.0%
0
so 0.65 6.8%
44
Intersection 0.97 1.8%
2,016
Count Period: 4:00 PM to 6:00 PM
206
Total Vehicle Summary
Clay Camey
(503)833-2740
Boones Ferry Rd & SW Knaus Rd
Wednesday, October 02, 2013
7: 00 AM to 9:00 AM
5 -Minute Interval Summary
7:00 AM to 9: 00 AM
�x m In
Out
Southbound
_w 0 440
562
Eastbound
SW Knaus Rd
u-
419 21
westbound
SW Knaus Rd
a
♦ 4
HV 2.9%
Pedestrians
Crosswalk
T
PHF 0.76
3
Sikes
1
N
32
Out 0
L 1
70 In
H✓<
Total
~
In 0
7:00 AM
37 Out
Z
S
�38
HV 0.0%
0
5 1
PHF 0.00 h
♦
f m
0
530 16
d o
Out
In
a i
457
546
a
Peak Hour Summary
7:10 AM
to 8:10 AM
Interval
Start
Northbound
Boones Fe Rd
Southbound
Eastbound
southbound
Boanes Fe Rd
Eastbound
SW Knaus Rd
Eastbound
SW Knaus Rd
Westbound
SW Knaus Rd
westbound
SW Knaus Rd
Interval
interval
Total
Pedestrians
Crosswalk
T
Time
T R
Sikes
L
T
Bikes
Bikes
L 1
1 R
Bikes
Total
North South East ,West
7:00 AM
7:00 AM
19 2 1
0
1
17
0
0
5 1
1
0
45
0
0 0
0
7:05 AM
25 0
0
1
23 _
0
0
3 1
4
0
56
0 E
0 0
0
7:10 AM
7:15 AM
7:20 AM
28 0
38 2
36 0
0
q
0
0
4
4
300
51
42
0
0
0
0
0
4
3
3
4
2
5
0
0
0
66
100
90
0
3
0
0 0
0 3
0 0
0
0
0
7:25 AM
1 51 3
0
2
1 44 1
0
0
1
1
0
102
0
0 0
0
7:30 AM
47 3
0
1
29
9
0
3
3
0
86
0
0 1 0 1
0
7:35 AM
5$ 1
0
0
19
0
{ 0
3 I
1 3 1
0
84
0 l
0 0 1
0
740 AM
37 1 1
0
1
39 1 1
0
1 0
4 1
1
0
B3
0
0 0
0
7:45 AM
55 0 1
0
2
31
0 1
1 1 10
1 1
2
0
91
0
0 0 I
0
7:50 AM
1 56 1 1
0 1
2
42 1
0 1
0
7
2
0
110
0
0 1 0 I
0
7:55 AM
56 0
0
4
31
0
0
2
4
0
97
0
0 0
0
8:00 AM
8:05 AM
33 3
35 1 2
1
0
1
0
35
26
0
0
0
0
3
4
5
0
0
0
80
67
0
O I
0 0
0 0
0
0
8:10 AM
26 1 1
0
5
29
0
0
0
1 2
0
63
0
0 0
0
8'15 M
41 1
0
2
36
O
0
1
2
0
83
0
0 0
0
&20 AM
40 0
0
0
35
1
0
2
4
0
82
0
0 0
p
8:25 AM
46 2
0
0
30
1
0
1
3
4
82
0
0 0
0
8:30 AM
23 1
0
2
33
1
0
1
3
0
63
0
0 0
0
8:35 AM
8:40 AM
8:45 AM
42 2
39 3
1 37 1
OT
0
0
0
1
0
31
19
44
0
0
0
0
0
0
4
3
5 4
0
I 1
5'-'-79
0
88
0
0
0 0
0 0
0
0
8:50 AM
34 1 4
0
2
32
0
r 0
3
4
0
79
0
0 0
0
8:55 AM
39 1 4
0
3
27
0
0
3
3
0
79
0
2 0
0
Total
Survey
941 1 37
1
38
778
3
, 0
fig
62
0
1,923
3
2 4
0
15 -Minute Interval Summary
7:00 AM to 8:00 AM
Interval
Start
Northbound
Boones Fs Rd
Southbound
Eastbound
Southbound
Boones Ferry Rd
Eastbound
SW Knaus Rd
Approach
Westbound
SW Knaus Rd
Boones Fe Rd
Interval
Pedestrians
crosswaik
Total
Time
T
R
Bika5
L
I T
1 Bikes
Bikes
L
I R I
Bikes
Total
_
North 1 South East
West
7:00 AM
72
2 t
0
2
70
0
1 0
12
1 9 1
0
167
0 1 0 0
0
T.15 AM
1 125
5 f
p
10 t 137 1
0
I 0
7
1 8 1
0
292
3 1 0 3
0
7:30 AM
142
50
3
2
87
0
0
10
7
0
253
0 0 0
0
7:45 AM
B:pO AM
167
94
1
6
0
1
8
6
ipq
90
0
0a
0
14
7
8 1
7
0
0
298
210
0 p 0
0 0 0
0
0
8:15 AM
127
3
0
2
1 102 1
1 2
0
4
1 9
0
247
0 0 0
0
030 AM
1 104
6
0
3
83
1
0
6
1 6
0
210
0 0 1
0
8:45 AM
1 710
9
0
6
103 1
0
0
11
8
0
246
0 1 2 0
0
Survet
941
37
1
36
776
3
1 0
69
62
0
1,923
3 2 4
0
Peak Hour Summary
7:10 AM to 8:10 AM
By
Northbound
Southbound
Eastbound
Westbound
Westbound
Approach
Boones Ferry Rd
Boones Fe Rd
SW Knaus Rd
SW Knaus Rd
Total
SW Knaus Rd
In 1 Out 1 Total I Bikes I
In I Out I Total Bikea
InI Out I Total I Blkes I
In I Out 1 Total IBikes
R ITDtal
Volume
546 E 457 1,003 j 1
440 # 562 f 1,0021 0
0 1 0 I0 0
70 1 37 107 0
11056
%HV
0.7%
1.6%
0.0%
2.1'%
1.2%
PHF
O.B1 1
0.75 1
0.00
076
0.89
By
Northbound
Southbound
Eastbound
Westbound
Eastbound
SW Knaus Rd
Movement
Boonas
Fogy Rd
tntervat
Boones Fe Rd
SW Knaus Rd
SW Knaus Rd
Total
L
I T
R ITDtal
I L
I T I ITotal
i 1 110191
L 1 1 R IT0131
Total
Volume
1 530
16 546
21
419 440
I
10
36 1 32 170
1,056
%HV
NA 0.8%
0.0% 0.7%
0.0%
1.7% NA 1-6%
NA 1. NA 10.6%
5.3% 1 NA 0-0% 2.9%
1.2%
PHF
0.79
0.57 0.81
0.53
0.76 1 0.75
{0.00
0.79 . 1 0.73 0..76
0.89
Rolling Hour Summary
7:00 AM to 9:00 AM
Pedestrians
Crosswalk _
North South East West
3 ❑ 3 0
Interval
Start
Northbound
Boones Ferry Rd
Southbound
Boones Ferry Rd
Eastbound
SW Knaus Rd
Westbound
SW Knaus Rd
tntervat
Pedestrians
Crosswalk
Time
I T R
Bikes
L
1 T
Bikes
Bikes
L
R
Bikes
Total
North I South East
West
7,0CFA-M
15 M
506 I f
1 528 I 17 !
0
22
25
418
0
1 0
34
1 30 16
1,053
3 0 3
0
7730 AM
530 15
1
18
383
2
0
31
1 31
0
1,008
0 0 0
1 0
7:45 AM
492 16
1
19
379 1
3
0
29
36
0
965
0 0 1
0
8:00 AM
435 24
1
16
378
3
0
30
1 30
0
913
0 2 1
0
207
Heavy Vehicle Summary
Clay Camey
(503) 833-2140
Boones Ferry Rd & SW Knaus Rd
Wednesday, October 02, 2013
7:00 AM to 9:00 AM
Heavy Vehicle 5 -Minute Interval Summary
- neo ..-, n•nn nen
7 4
Northbound
7 0
Southbound
4 L►
Eastbound
1
L 0
0
o e
In Out Tubal In Out I Total
In
In 0
z
2
r
titr+
Boons Far Rd
4 n
SW Knaus Rd
Out In
SW Knaus Rd
--
9 4
Interval
Peak Hour Summary
7:10 AM to 8:10 AM
Interval
Northbound
Eastbaund Westbound
Southbound
Southbound
Boones F Rr
Eastbound
Eastbound
SW Knaus Rd
Westbound
Westbound
SW Knaus Rd
In Out Tubal In Out I Total
Start
Boones Ferr�R�
T R
Boons Far Rd
L
SW Knaus Rd
Total
SW Knaus Rd
--
L
Interval
Time –
I T--T—R i Total
L
I T I
Total
7olaI
L
1 R
Total
Total
7-00 AM
1 0 1
0
0 1 t
0
0
0 t
0
D
1
7:05 AM
0 0 0
0
0
0
z 0
0
0
0
0
0
2
off
0 6
4
7:45 AM
6'.09 AM
t 1 0 !
1 1 0 i
1
1
0
0
1
1
7:15 AM
1 0 1 0 0
D
0 1
0
10
0
i 0
D
0
7:20 AM
I 1 0 1
0
1 ° v
1
0
0
0
n
2
T.25 AM0
0 0
0
1
1
0
0
4
0
1
7:30 AM
1 0 1
0
1
1
0
i
0
i
3
7:35 AM
Q I 0 0
20
I
D
I 0
1 I
0
1
1
7:40 AM
t 0 0 t 0
et
0 i t
0
t 0
0 i
0 t
0
0
7:45 AM
1 i 0 1
a1-1-40
n
0 t
t 0
0
7
7:50 AM
i 0 0 0
0
0 i
0
0
0
i 0
0
0
7:55 AM
i 0 0 0
❑
1
1
0
0 t
0
0
1
8:00 AM
0 0 0
0
n t
0
0
0
0
0
0
BIOS AM
1 0 1
0
1 I
1
i 0
0 i
0
0
2
8:10 AM
0 t 0 0
0
0
0
0
0
0
0
0
8:15 AM
3 0 3
0
0
0
0
0
0
0
3
8:2D AM
0 0 0
0
2
2
0
0
D
0
2
8:25 AM
1 9 1
D
1 7 1
1
0
0
0
0
2
830 AM
1 ❑ 1
0
0'
0 _
0
0
0
0
1
8:35 AM
0 2 2D
0
n
0
0
0
a
2
8:40 AM
i 0 0 I 0
0
0
D
; 0
O I
I 0
0
0
0:45 AM
I 0 0 0
0
1
1
0
0
0
0
1
8:50 AM
0 t D 0
D
0
0
0
0
0
0
D
8:55 AM
0 0 0
n
0
0
0
0
° 0
0
n
Total
10 t 2 12
0
11
51
1 0
2 l
0
2
25
Survey
Heavy Vehicle 15 -Minute Interval Summary
-A n e 6 -AA AM
laserval
Start
Northbound
Boones Fa Rd
Eastbaund Westbound
Eastbound
Southbound
Boones F Rr
Boones Ferry Rd Boones Ferry Rd
Eastbound
SW Knaus Rd
Total
Westbound
SW Knaus Rd
In Out Tubal In Out I Total
Interval
Time
T R
Total
L
t T
Total
Total
L
t R I
Total
Total
TQO AM
1 0
5
0
2
2
0
0
0
0
3
7:15 AM
I 1 0 1
1
0
1 2 1
2
0
0
1 0
0
3
T:30 AM
1 0
1
0
1
1
0
2
off
0 6
4
7:45 AM
6'.09 AM
t 1 0 !
1 1 0 i
1
1
0
0
1
1
1-
1
0
I 0
0
D
EE c 0
i i 0
0
0
2
2
8:15 AM
4 0
4
0
3
3
0
0
t 0
0
7
8:30 AM
8:45 AM
1 2
0 D t
3
0
0
0
0
1
0
t
0
0
0
0
1
1Tota
0
3
Su el
I 10 i 2
12
0
11 j
11
0
2
t 0
2
25
Heavy Vehicle Peak Hour Summary
Heavy Vehicle Rolling Hour Summary
7 -nn AM to 9:00 AM
Interval
Northbound Southbound
Eastbaund Westbound
Eastbound
By
Boones Ferry Rd Boones Ferry Rd
SW Knaus Rd SW KnaUs Rd
Total
Approach
In Out Tubal In Out I Total
In Out Total t Out t Total
Total
Volume
4 1 e l 13 7 4 11
0 1 0 1 0 1 0 1 2
t0.25
13
PHF
0.50 0.58
0.00
0.54
Heavy Vehicle Rolling Hour Summary
7 -nn AM to 9:00 AM
Interval
Northbound
Southbound
Eastbound
Westbound
Eastbound
By
Boones Ferry Rd
Boones Fe Rd
SW Knaus Rd
SW Knaus Rd
Total
Movemenf
T 1 R I Total
I L I T 1 1 Total
I Total
L R Total
SW Knaus Rd
Volume
PHF
I 4 D 4
0.50 I D.00 0.50
0 7 I Y
0.00 0-58 t 0.58
t 0
t 0.00
2 1 t O 1 2
D.25 j 0.00 0.25
13
9.54
Heavy Vehicle Rolling Hour Summary
7 -nn AM to 9:00 AM
Interval
Northbound
Southbound
Eastbound
Westbound
start
Scones Fe Rd
Boones Fe Rd
SW Knaus Rd
SW Knaus Rd
[marvel
Time
T R
Total
L T
Total
Tata,'
L
t R
Total
Total
7;00 AM
1 4 4
4
0 6 t
6
0
2
10
7'15AM
I
4 0
4
0 5
5
0
2
1
2
11
7 30 AM7
0
7
0 6
6
0
2
i t 0
2
15
7:45 AM
7 2
9
n 5
5
0
0
t 0
0
14
8:00 AM
6 1 2
8
0 5 !
5
D
0
1 1 0
0
13
208
Peak Hour Summary
All
D-ta
Clay Camey
(503)933-2740
Boones Ferry Rd & SW Knaus Rd
7:10 AM to 8:10 AM
Wednesday, October 02, 2013
y Bikes
�
0
L 440 562
C
O
O
CQ 419 21
4 y
Peds 3
R 32
Bikes 0
70
N
IC 38
�
FY F
M
w
IL S
w
4
37
Bikes 0
Perls 0
S W Knaus Rd
T
530 16
�
457 546
Bikes
1
p
O
ca
Approach PHF
HV%
Volume
EB 0.00
0.0%
0
WB 0.76
2.9%
70
NB 0.81
0.7%
546
SB 0.75
1.6%
440
Intersection 0.89
1.2%
1,056
Count Period: 7:00 AM
to 9:00 AM
209
Total Vehicle Summary
Clay Camey
(503)833-2740
Boones Ferry Rd & SW Knaus Rd
Tuesday, October 01, 2013
4:00 PM to 6:00 PM
5 -Minute Interval Summary
In Out
m m 633 541
> u- 583 50
z a *j + 4 I PHF 0.74
w4it
Lea;
Out 0In D 3
HV 0.0%
PHF 0.00
S11 51 F 6
Out In > _
606 562 a
Peak Hour Summary
4:35 PM to 5:35 PM
53 in
101 Out
=Interval ._
. Northbound
Eastbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
SW Knaus Rd
SW Knaus Rd
Pedestrians
Crosswalk
Movement
Start
Start
Boones Fe
Rd
Boones FerryRd
SW Knaus Rd
Boones Fs Rd
SW Knaus Rd
SW Knaus Rd
Interval
SW Knaus Rd
R
Crosswalk
interval
North South
Eases
West
Tlme
T i
R
Bikes
L
T i
Bikes
Bikes
L i
Time
4:00 PM
Bikes
Total
0 0
0
0
4:00 PM 1 30
4:05 PM 37
410 PM 23
2
0
0
1
0
0
4
3
3
42 1
ED
42
0
0
0
0
_ 00
O
3
2
1
1 4
3
1
0
0
0
85
95
77
D 0
0 0
0
0
0
0
4:15 PM
I
38
4
0
2
1 45
0
0
0 I
3
` 3
0
92
0 0
0
0
4:20 PM
36
3
0
2
46 i E
0
i 0
5 E
1 2
D
94
0 1 0
0 0
0
0 i
0
0
4:25 PM
47
7
0
5
41
0
0
7
i 2
0
109
0 0
0 L
0
4:30 PM 1 34 i 5 0 3 56 1 2 0 100 1
4:35 PM
34
6 1
0
3
57
0
Q
4
1 0
0
104
0 0
9F-1.01
2
4:40 PM
33
2
0
1
51
0
i 0
1
3
0
914:45Pt
962 78 1
0
93
1 1,157E 3
40
5
1
4
1 54 i
0
0
2
1 i 1
0
108
0 0
4:50 PM
41
7
0
2
48 i
0
0
1
2
0
101
0 0
0 i
0
47 1
5 0
0
4' -
0
0
5
0
102
0 0
11
v 0
5:00 PM
5:05 PM
39
1
0
4
48
D
0
1
j 4
0
97
0 0
0
0
5:70 PM
41
5
1
8
54
0
0
1
0
0
109
0 0
0
0
0
0
0
5:15 PM
56
2
0
4
45
0
0
1
1
5
0
0
109
97
0
0 0
0
0
5:20 PM
' 39 '
3
0
7
41
1
0
11
2
5
3
0
1030
i
D
1 40
5
2
6
44
0
0
0
1 3.
0
920
00
0
0
55
6
1
5
51
1
91
0 D
0
0
j 37
1
0
3
50
9i❑0
I
0 0
001
44
2
1
4
49
0
0
1
1
0
101
L�__
42 1
2
0
4
45 !
0
0
1
1
0
95
0 0
t1
11
49
3
0
fi51
0
0
1
1
D
711
0 D
D
0
0
1 34
4
D
4
51
0
0
4
1 1
0
98
0 1 0
0
962
78
8
93
1,1571 1
3
0
48
52
0
2,390
t 1 D
1 0 1
0
15 -Minute Interval Summary
Interval -Y
Northbound
Eastbound
Southbound
Eastbound
By
Westbound
Bpones Fe Rd
SW Knaus Rd
SW Knaus Rd
Pedestrians
Movement
Start
Boones erry Rd
ITotal
L! I R Total
Boones FerryRd
SW Knaus Rd
511 51 562
NA 1.2% 0.09!0 1.1%
SW Knaus Rd
i0
NA NA NA i0.0%
Interval
1,248
1.1%
Crosswalk
1 0.94 O.BO 0.94
0.66 0.90 . 10.93
I T R i
Bikea
L
T Bikes
Bikes
L
R
Bikes
Total
North South East
West
Time
4:00 PM
! 90 2 1
1 1
10
134 0
0
6
! 9
0
251
0
D 0
0
4:15 PM
1 121 I 8
0
9
138 0
0
12
1 7
0
295
tl
0 Q
D
4:30 PM
iD1 43
0
7
164 i 0
i 6
5
5
��
0
295
Q
1 i 0 Q
i 0
4:45 PM
927 16
2
12
147 1 1
0
8
6
0
316
1
D II 0
0
5'00 PM
127 I 11
1
12
i
147 i 0
0
2
1 c 9
0
308
0
0
0 i 0
0 0
0
0
5:15 PM
135 i 10 12
17
130 1
0
8
i 9
0
309
0
0 0
0
5:30 PM
136_1 9 i
2
12
11_50 �1 _
0
1
4
0
312
0
0 0
0
5:45 PM 125 1 9 0 14 i 147 0 i 0 fi i 3 0 304
Total
962 78 1
8
93
1 1,157E 3
I 0
48
I 52
0
2,390
1
i 0 D
LLJ
Surve
�
Peak Hour Summary
4:35 PM to 5:35 PM
B Northbol
By _ Boones Fe
__l
Approach In Out T
Volume 562 1 506 11,
%"V 1.1%
ound Eastbound �"�ound Pedestrians
'erry Rd SW Knaus Rd CalkTotal Bikes in Out To�ikes In North South EaWest
1,1741 3 0 1 0 1 0 1 Q 53 1 101 1 154 0 1,248 1' 0 --'4p 0
11 nn0c nON. 1 1.1%
Rolling Hour Summary
Interval
Start
Northbound
Southbound
Eastbound
Westbound
By
ep°nes Fe Rd
Bpones Fe Rd
SW Knaus Rd
SW Knaus Rd
Total
Movement
I 7 1 R Total
L T Total
ITotal
L! I R Total
Bikes
Volume
%HV
511 51 562
NA 1.2% 0.09!0 1.1%
5Q 1 5B3 1633
0.0% 1 1.4%, NA 11,3%
i0
NA NA NA i0.0%
23 E i 30 53
OD% i NA 0.0% 0.096
1,248
1.1%
PHF
1 0.94 O.BO 0.94
0.66 0.90 . 10.93
0.00
0,72 0.63 10.74
0-98
Rolling Hour Summary
Interval
Start
Y Northbound
Boones Ferry Rd
Southbound
Boones Ferry Rd
Eastbound
SW Knaus Rd
Westbound
SW Knaus Rd
Interval
Pedestrians
Crosswalk
T I R I
Bikes I
L
I T 1 1
Bikes
Bikes
L I
R
Bikes
Total
North i South i East
I West
Time
4:00 PM
i
1 39
439 I
3
3$
583 1
I
4
0
31 1
27
1
0
1,157
1 0 0
0
4:15 PM
476 4B
3
40
596
1
0
27 1
27
0
1,214
1 1 0 0
0
4:30 PM
490 50
5
48 i 588 i
2
0
23 f
29
0
1,228
1 0 0
D
4:45 PM
525 1 46
7
53
b74
3
0
19
28
0
1,245
1 Q 0
❑
5:00 PM
1 523 1 39 1
5
55
1 574 1
2
i jo
17
25
0
1,233
0 0 0
! 0
210
Heavy Vehicle Summary
All .
r
Clay Camey
(503) 833.2740
Boones Ferry Rd & SW Knaus Rd
Tuesday, October 01, 2013
4:00 PM to 6:00 PM
Heavy Vehicle 5 -Minute Interval Summary
4:00 PM to 6:00 PM
a s`
s p
L
Out 0 0
rF.
In ❑
z 5 ra
+1tr►
6 0
Out In
a 6
Peak Hour Summary
4:35 PM to 5:35 PM
Interval
Start
Time
Northbound
Boones Ferry Rd
7 R
Total
Eastbound
Southbound
Boones Fe Rd�
I T i I
Total
Eastbound
SW Kneus Rd
Tota!
L
Westbound
SW Knsus Rd
R
Total
Interval
Total
4:00 PM
00 1
0
a
0 1
0
0
0
0 I
a
0
405 PM
0 i 0
0
0
0 1
0
0
0
0
0
0
4:10 PM
4a5 PM
4:20 PM
0 0
0 1
0 0
0
1
0
0
0
0
0
1
2
0
1
2
0
0
0
0
a
0
! 1I0
j i 0
0
0
0
p
0
2
2
4:25 PM
0 0
0
0
1
1
0
1
r 0
1
2
4:30 PM
0 0
0
❑
1
t
0
0
0
0
1
4:35 PM
I 1 0
1
0
1 I
1
0
0
1 1 0
0
2
4t4p PM
0 I 0
o
0
i 1 1 1
1
1
0
I i 0
0
1
4:45 PM
2 i 0 1
2
0
1 1
t
1 1 0
0
i 1 0
0
3
4:50 PM
1 10
1
0
0
0
0
D
1 1 0
0
1
4:55 PM
1 p
1
0
t
i
0
0
0
0
2
5:00 PM
5:05 PM
0 a
1 a
0
1
❑
0
0
2
0
2
0
0
0
4
0
0
0
0
0
3
5:10 PM
0 0
0
0
0 .
0
0
0
0
0
0
5:15 PM
0 j 0
a
0
2 1
2
1 0
0
0
0
2
5:20 PM
0 0
0
0
0
0
a
0
0
0
0
5:25 PM
0 0
0
0
0
0
0
0
' 0
0
0
5:30 PM
0 0
0
0
0
0
0
0
0
0
0
5:35 PM
5:40 PM
5:45 PM
0 0
0' 0
O f 0
0
0
0
0
0
0
0
0 i
0 1
0
0
0
I 0
i
I 0
0
0
0
[ 0
0
0
0
0
5:50 PMS
0
1
0
0
0 1
0
0
0
1
5:55 PM
0 i
1
0
1 I
7
0
0
3 0
0
2
Totsl
Su e
7 2
a
0
14 '
14
0
1
0
1
24
Heavy Vehicle 15•Mfnufe Interval Summary
4:00 PM to 6:00 PM
Interval
start
Northbound
Boones Ferry Rd
Southbaund
Eastbound
Southbound
Boones Fe
Rd
Eastbound
SW Knaus Rd
Westbound
SW Knaus Rd
Boones Fe Rd
Interval
Time
7 R
Total
L
Ti
Tutal
Total
L R
Total
Total
4:00 PM
0 0
0
0
11I
0
0
0 0
0
0
4:15 PM
0 1
1
0
4
1 4
0
7 I 0
1
6
4;30 PM
1 0
1
0
3
3
0
0 0
0
4
4:45 PM
5:00 PM
4 0
1 0
4
1
0
0
2
2 i
2
2
0
0
0 a
0 0
0
D
6
3
5:15 PM
1 0 0
0
0
2
1 2
1 1 0
0 0
0
2
5:30 PM
0 0
0
0
00
0
0
0---
Q
0
5:45 PM
i S
2
0
1
i 1
0
0 0
0
3
T01a1
$31N8
! 7 I 2
I
9
0
14
14
0
1 0 1
1 1
24
Heavy Vehicle Peak Hour Summary
4:35 PM to 5:35 PM
By
Northbound
Southbaund
Eastbound
Westbound
Boones Ferry Rd
Approach
Boones Fe Rd
Boones Fe Rd
SW Knaus Rd
SW Knaus Rd
Total
1 1 R I Total
1
In OutI Total
In Out ' Total
In Oui Total
In Out Total
0 0 14
Volume
6, 8 1 14
8 6 14
0{ 0 0
0 0 0
14
PHF
0.38
0.50
0.00
0.00
0.58
By
Northbound
Southbound
Eastbound Westbound
Movement
Boones Ferry Rd
Boones Fe Rd
SW Knaus Rd SW Knaus Rd Total
Tntervai
I T I R 1 Total
L T I i Total
Total L
1 1 R I Total
1
Volume
6 0 6
0 8 i 8
0 0
0 0 14
Pa
1 0.35 Q.Qa 0.38
0.00 1 0.50 1 0.50
000 0.00
0.00 i 0.00 0.58
Heavy Vehicle Rolling Hour Summary
4:00 PM to 6:00 PM
Interval
Start
Northbound
Boones Ferry Rd
Southbound
Boones Ferry Rd
Eastbound
SW Knaus Rd
Westbound
SW Knaus Rd
Tntervai
Time
T R
Total
L T Total
Totat
L
R
T0ta1
Total
4:0❑ PM
4:15 PM
I 5 1
6 1
6
7
0 9 ' 9
0 71 11
u
0
1
1
0
1
16
4:30 PM
6 0
6
0 9 9
i
0
0
0
0
15
4:A5 PM
5 1 0
5
0 6 3 6
i 0
0
0
0
11
5:00 PM
1 2 11
3
0 1 5 1 5
0
0
0
0
8
211
Peak Hour Summary
' �-
Clay Carney
(503) 8332740
Boones
Ferry Rd & SW Knaus
Rd
4:35 PM to 5:35 PM
Tuesday, October 01, 2013
a
Bikes
LL 3
y
633 541
C
O
O
m
583 50
Peds 1
F 30
Bikes 0
53
0
N
1N F
o
N
li
s
a
101
Bikes 0
Peds 0
SIN Knaus Rd
T �
511 51
�
606 562
Bikes
y
6
p
O
C4
Approach PHF
HV%
Volume
EB 0.00
0.0%
0
WB 0.74
OA%
53
N13 0.94
1.1%
562
SB 0.93
1.3%
633
Intersection 0.98
1.1%
1,248
Count Period: 4:00 PM
to 6:00 PM
212
Total Vehicle Summary
1 Data
Clay Camey
(503) 633-2740
Goodall Rd & SW Knaus Rd
Wednesday, October 02, 2013
7: 00 AM to 9:00 AM
5 -Minute Interval Summary
7:00 AM to 9: 00 AM
m In Out
o m
0 33 73
0
= S 5 19 9
4 4 HV 1.0%
0 PHF 0.68
Out 52 32 o fYE 34 101 In
In 48 ~ 36 63 Out
16 � S 31
HV 0.0% 4) ; � -
PHF 0.71
a .
11 39 22 o
Out In = _
66 72 a
Peak Hour Summary
715 AM to 8:15 AM
Interval
start_
_
Northbound
_ Goodall Rd
'+
I
Westbound
SW Knaus Rd
Southbound
Goodall Rd
Pedestrians
Crosswalk
In Out Total Bikes !n OU1 Total Bikes In Out Total Bikes
Eastbound
SW Knaus Rd
Volume
%HV
72 66 138 ( 0
1.4%
Westbound
SW Knaus Rd
48 , S2 100 0
0.0%
Interval
254
❑.8%
Pedestrians
Crosswalk
L
Time
L
T
R I
Bikes
L
I T RBOtas
L
L
T
R
3ma
L
T R
Blkes
Total
North
South East
Wast
7:00 AM
1
3 1
1
0
0
1 0 1
0
0
1
0
0
0
3 9
0
19
0
0 0
q
7:05 AM
2
1 0
0
0
0
2 0 1
0
0
1
1
0
0
6 3
6
15
0
0 0
1 0
7:10AM
7:20 AM
2
0
1 1
1 6
0
2
0
0
0
0
2 0
3 1
6
0
0jI
0
0
f p
0
5
0
0
4
10
6 3
i 2 r 1
0
0
1s
30
0
0
0 ❑
0 p
0
0
7:25 AM
0
4
4
0
0
1 0
0
0
3
3
8
6
2 1 5
0
28
0
1 0
0
73 AAM=K:1:--5-
4
5
3
0
2
2 0
0
0
2
0
0
2
1 0
❑
21
0
0 0
0
7:35 AM
i
I 4
1
0
0
1 0 1
0 I
0
1
0 1
0
1
7 1 4 1
0
20
0
1 0 0
I 0
7:40 AM
1
1 0 1
2
0
1
1 1 1 1
0
0
2
0 1
0
2
1 8 10
9SurveV
19
0
1 3 p
1 0
7:45 AM
2
1 4 1
1
❑ 1
0
0 0
0
0
1
1 1
0
❑
1 3 1 1
0
13
0
1 1 0 1
0
7:50 AM
1
1 3
t 1
0
1
3 0
0
0
6
0
0
0
4 4 1
0
23
0
0 0
0
_ 7:55 AM
0
3
2
p
0
1 1
0
0
3
0
0
1
2 1
0
14
0
0 1
0
8:00 AM
BIOS AM
2
0
2
1 i
2
0
0
0
2
f
1 0
1 1
0
0
0
0
5
2
1
0
0
❑
3
Q
7 2
3 2
0
0
27
11
0
0
0 1
1 0 0
0
0
8:10AM
0
5
2
0
2
2 0
❑
0
7
2
0
0
0 1 5
0
25
0
0 ❑
❑
6:15 AM
3
0
0
0
2
0 0
0
0
3
0
0
0
f 4
p
13
0
3 0
0
8:20 AM
2
1 0 1
0 1
0
3
2 0
0
0
0
1
Q
0
15
0
0 0
0
B:25 AM
1
1
1
0
3
1 0
0
0
2
0
0
-115
1
1 5
0
15
0
0 0 1
0
8:30 AM
0
] 1
0
0
0
1 ❑
0
1
1
❑
0
1
1 6
0
12
6
0 3
0
8:35 AM
8:40 AM
8:45 AM
1
Il
0
2
3
1
0
1
0
0
0
0
0
2
1
0 [ 0
0 1 0 3
3 0
0
0
0
1
0
0
2
3
2
1
0
0
0
0
0
1
❑
0
1 5
3 1 3
7 5
0
0
p
14
15
19
3
0
0
0 3
1 0 0 1
0 0
1
0
0
8t50 AM
0
2
0
0
0
1 2 1 1 1
0
0
4
1
0
2
11-2 2 1,
0
16
❑
1 2 U
0
8:55 AM
0
2
0
0
2
1 1 0
0
0
5
2
0
4
4 2
0
22
p
2 0
0
T01a1
Surve
23
55 I
25 ,
0
22
34 6
0
2
56
22
0
45
74 1 84
0
448
9
1 13 8 1
1
15 -Minute Interval Summary
7: 00 AM to 9:00 AM
Interval
Start
_
Northbound
Goodall Rd
I
Westbound
SW Knaus Rd
Southbound
Goodall Rd
Pedestrians
Crosswalk
In Out Total Bikes !n OU1 Total Bikes In Out Total Bikes
Eastbound
SW Knaus Rd
Volume
%HV
72 66 138 ( 0
1.4%
Westbound
SW Knaus Rd
48 , S2 100 0
0.0%
Interval
254
❑.8%
Pedestrians
Crosswalk
L
Time
L 1
T I R
I Bites I
L
1T R
Bikes
L
T R
Bikes
L I
T 1 R 1 Bikes
Total
North 1 $path Eas[
West
7:00 AM
5 1
4 1 1
1 0
❑
5 0 1
0
0
2 1 1
0
4 r
15 r 15 1
0
52
p
1 0 1 0 1
0
7:15 AM
0
12 8
0
0
j 7 1 2!
0
0
3 1 12
0
22
8 7 1
0
81
0
1 2 1 0 1
6
7:30 AM
EL
6
0
3
4 1
0
0
5 0 1
0
5 1
9 1 12
0
60
0
3 1 0 1
0
7:45 AM
8:06 AM
3
2
10 4
8 4
0
0
1
5
4 1 1
4 1 I
0
O
0
0
10 1
14 1 3
0
0
1
3
9 6
10 9
0
0
50
63
0
0
1 1
0 1 r
0
0
8:15 AM
6
1 1 1
0
8
1 3 0
0
0
5 1
❑
2
5 12
0
44
0
1 3 i 0 1
0
8:30 AM
1
fi 1
0
2
1 0
0
2
B 1
0
2
S 14
0
41
9
0 fi
1
8:45 AM
0 1
5 0
0
3
6 1
❑
Q
11 8
0
6
13 1 9
0
57
1 0
Iq 0
0
Total
h23
55 1 25
0
22
34 8
0
2
56 22
I]
45 I
74 64
0
448
9SurveV
13 B
1
Peak Hour Summary
7:15 AM to 8:15 AM
B
By
Approach
Northbound
Goodall Rd
in Out Total Bikes
Southbound
Gnodall Rd
Eastbound
SW Knaus Rd
Westbound
SW Knaus Rd
Total
Pedestrians
Crosswalk
In Out Total Bikes !n OU1 Total Bikes In Out Total Bikes
North South East West
Volume
%HV
72 66 138 ( 0
1.4%
33 � 73 1 106 1 0
0.0%
48 , S2 100 0
0.0%
101 1 63 , 164 1 0
1.0%
254
❑.8%
q 6 1 2 1 0
L
PHF
0.64
0.83
0-71
6.68
0.78
T R
By
Northbound
Northbound
Goodall Rd
Southbound
Eastbound
Southbound
Goodall Rd
Westhound
Movement
Goodall Rd
Goodall Rd
SW Knaus Rd
--F
Intarval
SW Knaus Rd
Total
L
L T 1 R Total
L
T I R ITotal
L T R ITotal
L
1 T I R ITo[al
T R
Volume
11 39 f 22 72
1
9
19 5 i33
❑ 32 16 48
3]
36 34 X101
254
%HV
9.1% 0.0% 0.0% 1.486
0.0%
0.0% 10.0% 0.0%
0.0% 10.0% 0.0% 0.0%
0.0%
2.8% 0.0% 1.0%
0.896
PHF
0,46 1 0.65 1 0.61 0.64
0.45
O.SB 0.63 1U.83
I 0.00 L 0.57 1 0.33 10.71
0.35
1 1.69 1 0.65 jo.68 1
0.76
Rolling Hour Summary
7:00AM to 9:00 AM
Interval
Start
Northbound
Goodall Rd
Southbound
Goodall Rd
Eastbound
SW Knaus Rd
Westbound
SW Knaus Rd
Intarval
Pedestrians
Crosswalk
Time
L
T R
Bikes
L
T R
Bikes
L
T R
Bikes
L
T R
Bikes
Total
North South East
West
7:00 AM
7:15 AM
14 `
11 1
35 19
39 1 22
0
0
4
9
20 1 4
I 19 1 5
q
0
p
0
20 14
32 16
0
0
32 1
31 1
41 40
36 34
0
0
243
254
0 1 6 1
0 6 2
0
0
7:30 AM
17
28 15
0
f7
15 3
0
0
34 5
0
11
33 39
0
217
0 7 2
0
745 AM
12
25 10
0
16
12 2
0
2
35 6
0
8
29 41
0
196
9 4 8
1
8:00 AM
9
20 , 6
0
iB
14 2
1 0
2
36 1 6 1
0
13 1
33 1 44 1
0
205
9 1 7 1 7
1
213
Heavy Vehicle Summary
1.
Clay Camey
(503)833-2740
Goodall Rd & SW Knaus Rd
Wednesday, October 02, 2093
7:00 AM to 9:00 AM
Heavy Vehicle 5 -Minute Interval Summary
I AA
ui
0
Northbound
0
Eastbound
0
0
0
_ _ Goodall Rd
SW Knaus Rd
Eastbound
`►
In Out Total
❑1
t4
Out 2 irE
0 0 i 0
Start
i
In 0
p�
s
0,00
r0
4-1
t
0 0 0 6
0.00 0.60 i 0.00 0.00
ll 0
0.00 0.00
,
a
D
Time
Oil
T
m
Total#�O�ai
0
R
Total
L
Peak Hour Summary
7:45 AM
to
a:15 AM
Interval
Northbound
Northbound
Eastbound
Westbound
By
Southbound
_ _ Goodall Rd
SW Knaus Rd
Eastbound
Approach
In Out Total
In Out Total In Ou otel !h Out Total
Westbound
1 a' 1
0 0 i 0
Start
1 ii 0 1 2
Goodall Rd
i
0.25
0,00
Goodall Rd
0,25 0.25
SW Knaus Rd
0 0 0 6
0.00 0.60 i 0.00 0.00
ll 0
0.00 0.00
SW Knaus Rd
0
0.06
Interval
Time
L I
T
R
Total#�O�ai
Total
R
Total
L
T
R
Total
L i
T
R
Total
Total
7:00 AM
l]
0
0
0
1
0
0
0
0
6
0
0 1
0
0
0
0
T:45 AM
0
0
0
0
0
a
O
0
0
6
0
0
0
0
0
0
7:10 AM
0
0
0
I 0
0
0
0
0
0
0
0
2 t
0
0
2
2
7:1 SAM
I
0 i
0 �i
0
I�I 0
0
0 1 0
0
0
0
0
0
0
0
0
0
0
7:20 AM
0
0
0
3 0
0
0 0
0
0
0
0 fl
❑
0 i
0
0
0
0
7:25 AM
0
0
11
0
0
0 D
0
0
0
0
0
0
0
0
0
0
730 AM
1
0
0
7
0
0 i 0
0
0
0
0
0
0
0 1
0
0
1
7:35 AM
0 1
a
0
0
I
I 0 1 0 1
0
0
0
0
0
0 1
1 I
0
1
1
T40 AM
n i
0
0
0
0
0 i 0 i
0
D
0
0
0
0 1
0
0
0
0
7:45 AM
6
0 i
0
0
0
0 0
0
0
0
0
0
0 1
0 1
a
0
D
7:50 AM
0 1
0
0
0
0
O i D
0
0
0
0
0
0
a
0
0
0
7:55 AM
0
0
0
0
0
0 0
0
0
0
0
0
0
0
0
0
8:00 AM
0
a
0
0
0
0 i 0
0
0
0
0
0
0 1
D
0
0
0
0
0
8:05AM
0 i
0
0
0
0
0 0
0
0
0
0
0
0
6
8:10 AM
0
0
0
0
0
0 0
0
0
0
a
0
0
0
6
0
❑
8:1SAM
0
0
0
0
0
0 0
0
0
D
0
0
8:20 AM
0
0
D
0
0
a 0
0
0
0
0
0
0
0
0
0
0
8:25 AM
0
0
0
0
1
0 0
1
0
0
D
0
0
0
0
0
1
8:30 AM
a
0
0
0
0
D' 0
a
0
0
0
0
0
0
D
0
0
8:35 AM
0
0 I
00
0
0 0
00
2
a
2
1
I 0 I
0
1 1
3
8:40 AM
0
0
❑
0
0
0 i 0
0
0
0
O
0
0
0 `
0
Ij 0
0
BA5 AM
0
4
0
0
0
0 1 0
0
0
0
0
0
0
0
0
0
0
8:50 AM
0
0 1
0
0
0
0 0
0
0
0
0
0
0
0
D
0
0
&55AM
0
0
0
0
1
0 0'
1
0
0
0
0
0
° 0
0
0
i
1
0
0
1
2
0 0
2
0
2
0
2
3
1 1
0
4
9
STotal
we
Heavy Vehicle 15 -Minute Interval Summary
7 -nn AM rn 9•nn AM
Heavy Vehicle Peak Hour Summary
•^
Northbound
Southbound
Eastbound
Westbound
By
Goodall Rd
_ _ Goodall Rd
SW Knaus Rd
SW Knaus Rd Total
Approach
In Out Total
In Out Total In Ou otel !h Out Total
Volume
1 a' 1
0 0 i 0
0 i 2' 2
1 ii 0 1 2
PHF
i
0.25
0,00
0.00
0,25 0.25
Heavy Vehicle Rolling Hour Summary
7:00AM /n 9:M! eta
Interval
Northbound
Southbound
Eastbound
Southbound
Westbound
9y
Goodall Rd
Goodall Rd
SW Knaus Rd
SW Knaus Rd
Total
Movement
L I T I R ITotal
L T I R i Total
L I T
I
Total
L I T i R Total
SW Knaus Rd
Volume
PHF
1 I 0 0 i
0.25 i p.00 0.00 0.25
0 0 0 6
0.00 0.60 i 0.00 0.00
ll 0
0.00 0.00
0
0.00
0
0.06
0 3 i 0 1
0.60 � 0.251 0.00 0.26
2
0.25
Heavy Vehicle Rolling Hour Summary
7:00AM /n 9:M! eta
Interval
-
Northbound
Southbound
Eastbound
Westbound
Start
Goodall Rd
Goodall Rd
SW Knaus Rd
SW Knaus Rd
Interval
Time
L
Ti R
I Total
L TI R
I Total
L
T R
Tota!
L T R
Total
Total
7:00 AM
1
0 01
0 0 1 0
0
0
0 I O
0
2 I 1 0
3
4
7:15 AM
1
0 0
1
0 0 0
t 0
0
0 01
0
0 1 1 0
1
2
7'.30 AM
1
0 0
1
1 0 0
1 1
0
0 0
0
01 0
'
1
3
745 AM
0
0 1 0
0
1 0 0
1
0
2 D
2
1 0 ❑
1
4
S:OO AM
0
01 0
0 1
2 0 0
2
0
2 0
2
1 0 � 0
1
5
214
Peak Hour Summary
441"My
Ift.
Clay Camey
(893) 833-2740
Goodall Rd & SW Knaus Rd
7:15 AM to
8:15 AM
Wednesday, October 02, 2013
Cr
O Bikes
O 0
O
Q) 33
73
5 19 9
is y v
SW Knaus Rd
Peds 0
R 34 Bikes 0
52
F 36 101
N
19 31
�
�N
J!
a
F
N
y
i
0
s
48
32
63
Bikes 0
16 y
Peds 6
SWKnausRd
K
11 39 22
66
72
Bikes
m
0
p
Q
C7
Approach PHF
HV%
Volume
EB 0.71
0.0%
48
WB 0.68
1.0%
101
NIS 0.64
1.4%
72
SB 0.83
0.0%
33
Intersection 0.78
0.8%
254
Count Period: 7:00 AM to 9:00 AM
215
Total Vehicle Summary
p—
AllTrafficData
M JK AMD
Clay Carney
(503)533-2740
Goodall Rd & SUV Knaus Rd
Tuesday, October 01, 2013
4:00 PM to 6:00 PM
15 -Minute interval Summary
4.00 PM to 6:OO PM
* o In Out
o 67 40
a�
_ = 5 24 38
4 HV 0.0%
PHF 0.72
0
fi 1 v` 13
Out 46 52 In
67 ♦ r N' £ a 4-29
In 86 125 Out
13� y. r10
HV 0.69 t F a n
PHF 0.69 of v
12 21 20 0 0
Out In M =
47 53 a
Peak Hour Summary
4;55 PM to 5:55 PM
Peak Hour Summary
4:55 PM to 5:55 PM
Southbound Eastbound Westbound Pedestrians
By Godall Rd Goodall Rd SW Knaus Rd SW Knaus Rd Total Crosswalk
Appmach�.Noorlhbound
Total Bikes In Oul Total Bikes in Out Total Bikes In Out Total Bikesinn n R7 40 107 0 86 46 132 0 52 125 177 0 258 0 1 0 0 1
ByGoodall Rd
Movement
Rolling Hour Summary
e.nn pM to 6:OO PM
SW Knaus Rd I SW Knaus Rd I Total
216
Pedestrians
Crasawalk
North I South I East West
0 0 0 0
0 0 0 1
0 0 0 1
0 0 0 1
0 1 0 9 1
Heavy Vehicle Summary
All Traffic Data
� �s7Yi0 i0110
Clay Carney
(503) 633-2740
Ser�iceo Tnc
Goodall Rd & SW Knaus Rd
Tuesday, October 01, 2013
4:00 PM to 6:00 PM
Heavy Vehicle 15 -Minute interval Summary
4:00 PM to 6:00 PM
Si 1
0
al
0 0
0
+ l
Lb.
*
0 ✓ t� `0
Out 0
0"'i 0
F_
In 0
L
Westbound
SW Knaus Rd
Out I Total
t
t�
0 0
0
Out
In
0
0
Peak Hour Summary
4:55 PM to
5:55 PM
Interval
Start
Northbound
Northbound
Goodall Rd
Eastbound
Westbound
Southbound
Goodall Rd
Goodall Rd
Goodall Rd
Eastbound
SW Knaus Rd
SW Knaus Rd Total
L
Westbound
SW Knaus Rd
Out I Total
Interval
Time
L
T R
Total
L
T R
Total
L
T I R I
Total
L
I T I R I
Total
Total
4:00 PM
0
1 0 0
0
0
0 0
0
0
0 0
0
0
1 2 1 0
2 1
2
4:15 PM
0
1 0 0
0
0
0 0
0
0
1 0
1
0
0 0
0
1
4:30 PM
0
0 0
0
0
0 0
D
0
0 0
0
0
0 0
0
0
4:45 PM
0
0 0
0
Q
0 0
0
0
0 0
0
0
0 0
0
0
5:00 PM
0
0 0
0
0
0 0
0
0
0 0
0
0
0 0
0
0
5:15 PM
0
0 0
0
0
0 0
0
0
0 0
0
0
0 0
0
0
5:30 PM
0
0 0
0
0
0 0
0
0
0 0
0
0
0 0
0
0
5:45 PM
0
0 0
0
0
0 0
0
0
0 -a-0
-6-0
4
0 1
0
Total
Surve
0
0 p
p
0
0 D
0
0
1 0
1
0
2 0
2
3
Heavy Vehicle Peak Hour Summary
4:55 PM to 5:55 PM
By
Northbound
Southbound
Eastbound
Westbound
Approach
Goodall Rd
Goodall Rd
SW Knaus Rd
SW Knaus Rd Total
L
In
Out I Total
I In
I Out I Total
In
Out
Lgtal
In
Out
Total
Volume
0
0 0
0
D 0
01
0
1 0
0
0
0 0
PHF
0.00
0.00
0.00
0.00 0.60
By
Northbound
Southbound
Eastbound
Westbound
Movement
Goodall Rd
Goodall Rd
SW Knaus Rd
SW Knaus Rd Total
L
T R Total
L T I R Totes
L I T R Total
1 L T R Total
Volume 0
0 1 0 1 0
0 11Ip
0 0 0 D
0 0 0 0 0
PHF 0.00
0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 1 0.00 0.00
1 0.00 1 O.Oo 0.00 0.00 0.00
Heavy Vehicle Rolling Hour Summary
4:00 PM to 6:00 PM
Interval
Northbound
Southbound
Eastbound
Westbound
Start
Goodall Rd
Goodall Rd
SW Knaus Rd
SW Knaus Rd
Interval
Time
L
I T I R
I Total I
L
T I R I
Total
L
I T I R
I Total
L
I T I R I
Total
Total
4:00 PM
0
0 0
1 0
0
0 0 1
0H:,I
1
0
2 D
2
3
4:15 PM
0
p 0
0
0
0 0
0
1
p
0 0
0
1
4:30 PM
0
0 0
0
0
0 0
0
0
0
0 0
0
0
4:45 PM
0
0 0
0
0
0 D
Q
D
0
0 0
0
0
5:00 PM
0
0 0
0
0
0 0
0
D
0
D 0
0
0
217
Peak Hour Summary
Clay Camey
(503)833-2740
Goodall Rd & SW Knaus Rd
4:55 PM to 5:55 PM
Tuesday, October 01, 2013
a Bikes
D 0
V' 67 40
5 24 38
� � y
SW Knaus Rd Peds 0
Bikes 0
R 13
F46] E 29 52
N 1C 10
o
N �
d
6 s a
7� a
F8-6
67 125
13 y
Bikes 0
Peds 0 SIN Knaus Rd
R + 71
12 21 20
4T 53 �
Bikes �p
0 a
0
0
Approach PHF HV% Volume
EB 0.69 0.0% 86
WB 0.72 0.0% 52
NB 0.74 0.0% 53
SB 0.80 0.0% 67
Intersection 0.87 0.0% 258
Count Period: 4:00 PM to 6:00 PM
218
kalu.tfwwLl
Hiivvss
'J.,'r
219
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I
8 N011dO - NV�d iM_9 G
•
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!
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219
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•
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I
y
9#
II
ti._v do
' r
r
D t;.Q_4_�=
i f•;i .Sw�
25
g
2 f 33
10
219
TRIP GENERATION CALCULATIONS
Land Use: Single -Family Detached Housing
Land Use Code: 210
Variable: Dwelling Units
Variable Value: 16
AM PEAK HOUR
Trip Rate: 0.75
k1y a pI:i
Trip Rate: 9.52
Source: TRIP GENERATION, Ninth Edition
220
PM PEAK HOUR
Trip Rate: 1.00
SATURDAY
Trip Rate: 9.91
Highlands View
Knaus at South Access
WB Speeds
EB Speeds
25
29
34
19
16
24
25
23
27
25
25
21
26
28
23
26
21
23
32
32
23
22
25
23
21
25
25
26
27
22
28
27
25
35
29
24
25
24
22
21
26
26
Goodall at West Access
SB Speeds
24
22
26
20
20
16
21
20
25
20
23
21
27
19
19
24
27
23
23
34
221
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227
Left -Turn Lane Warrant Analysis
Project:
13101- Karsyn Summit
Intersection:
Boones Ferry Rd at SW 14th Ave
Date:
1/21/2014
Scenario:
2013 Existing Conditions AM Peak
2 -lane roadway (English)
INPUT
Variable
Value
85'h percentile speed, mph:
35
Percent of left -turns in advancing volume (VA %_
5%
Advancing volume NA), veh/h:
349
,10pposing volume (VO), veh/h:
528
OUTPUT
Variable Value
Limiting advancing volume (VA), veh/h: 475
Guidance for determining the need for a major -road left -turn bay:
Left -turn treatment NOT warranted.
CALIBRATION CONSTANTS
Variable Value
Average time for making left -turn, s: 3.0
Critical headway, s: 5.0
Average time for left -turn vehicle to clear the advancing lane, s: 1.9
228
800
t
7
700
T._ Left -turn treatment
warranted.
0
600
--
e
E
400
- -
300
- --
200
Left -turn
- - -
treatment not
p100
warranted.
—
CL
CL
0
O
0
100
200 300 400 500 600 700
Advancing Volume (VA), veh/h
CALIBRATION CONSTANTS
Variable Value
Average time for making left -turn, s: 3.0
Critical headway, s: 5.0
Average time for left -turn vehicle to clear the advancing lane, s: 1.9
228
Left -Turn Lane Warrant Analysis i4F�p
Project: 13101 - Karsyn Summit
Intersection: Boones Ferry Rd at SW 19th Ave
Date: 1/21/2014
Scenario: 2013 Existing Conditions PM Peak
2 -lane roadway (English)
INPUT
Variable Value
85` percentile speed, mph: -
Percent of left -turns in advancing volume (VA), %: 1
Advancing volume (VA), veh/h:
,,Opposing volume (VO), veh/h:
R JTPUT
Variable Value
Limiting advancing volume (VA), veh/h: 1 375
Guidance for determining the need for a major -road left -turn bay:
Left -turn treatment warranted.
s
800
4)
700
__ent _.
__..Left -turn treatm
7
warranted.
o
600
-
500
0
E
400
0
300
200--
=
treatment not
p100
warranted.
- - -
CL
CL
0
0
0 100
200 300 400 500 600 700
Advancing Volume (VA), veh/h
rAl IRRATIntJ fY1N4ZTAK1TC
Variable Value
Average time for making left -turn, s: 3.0
Critical headway, s: 5.0
Average time for left -turn vehicle to clear the advancing lane, s: 1.9
229
HCM Unsignalized Intersection Capacity Analysis Karsyn Summit
1: SW Boones Ferry Rd & SW 19th Ave 2013 Existing Conditions - AM Peak Period
-1, --1. '~ 4- 4\ t/0 '► 1 4/
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
*14
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Volume (veh/h)
1
524
4
17
329 3
8
0
74
3
2
4
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
Hourly flow rate (vph)
1
557
4
18
350 3
9
0
79
3
2
4
Pedestrians
2
Lane Width (ft)
12.0
Walking Speed (ft/s)
4,0
Percent Blockage
0
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
355
562
955
953
560
1030
954
354
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
355
562
955
953
560
1030
954
354
IC, single (s)
4.1
4.1
7.1
6.5
6.2
7.1
6.5
6.2
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4,0
3.3
3.5
4.0
3.3
p0 queue free %
100
98
96
100
85
98
99
99
cM capacity (veh/h)
1207
1015
233
255
530
178
255
691
Direction, Lane #
EB 1
WB 1
NB 1
S61
Volume Total
563
371
87
10
Volume Left
1
18
9
3
Volume Right
4
3
79
4
cSH
1207
1015
471
295
Volume to Capacity
0.00
0.02
0.19
0.03
Queue Length 95th (ft)
0
1
17
3
Control Delay (s)
0.0
0.6
14.4
17.6
Lane LOS
A
A
B
C
Approach Delay (s)
0.0
0.6
14.4
17.6
Approach LOS
B
C
Intersection Summary
Average Delay
1.6
Intersection Capacity Utilization
42.6%
ICU Level of Service
A
Analysis Period (min)
15
Lancaster Engineering - WRF Synchro 6 Light Report
1/21/2014 Page 1
230
HCM Unsignalized Intersection Capacity Analysis
Karsyn Summit
2: Country Club Road & Goodall Road
2013 Existing Conditions - AM Peak Period
■---
--a
Movement
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
11
tt
0
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Volume (veh/h)
53
614
900
58
26
50
Peak Hour Factor
0.89
0.89
0.89
0.89
0.89
0.89
Hourly flow rate (vph)
60
690
1011
65
29
56
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
1076
1508
538
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1076
1508
538
tC, single (s)
4.1
6.9
7.0
IC, 2 stage (s)
tF (s)
2.2
3.5
3.3
p0 queue free %
91
71
88
cM capacity (veh/h)
643
99
482
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
SB 1
Volume Total
60
345
345
674
402
85
Volume Left
60
0
0
0
0
29
Volume Right
0
0
0
0
65
56
cSH
643
1700
1700
1700
1700
208
Volume to Capacity
0.09
0.20
0.20
0.40
0.24
0.41
Queue Length 95th (ft)
8
0
0
0
0
47
Control Delay (s)
11.2
0.0
0.0
0.0
0.0
33.9
Lane LOS
B
D
Approach Delay (s)
0.9
0.0
33.9
Approach LOS
D
Intersection Summary
Average Delay
1.9
Intersection Capacity Utilization
44.6%
ICU Level of Service A
Analysis Period (min)
15
Lancaster Engineering - WRF Synchro 6 Light Report
1/21/2014 Page 2
231
HCM Unsignalized Intersection Capacity Analysis Karsyn Summit
3: Knaus Road & SW Boones Ferry Road 2013 Existing Conditions - AM Peak Period
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Y
NB 1
%
I
+
Sign Control
Stop
24
Free
Volume Left
Free
Grade
0%
0
0%
36
0%
Volume (veh/h)
38
32
530
16 21
419
Peak Hour Factor
0.89
0.89
0.89
0.89 0.89
0.89
Hourly flow rate (vph)
43
36
596
18 24
471
Pedestrians
3
8.8
3
Lane LOS
C
Lane Width (ft)
12.0
12.0
21.8
0.0
Walking Speed (ft/s)
4.0
Approach LOS
4.0
Percent Blockage
0
0
Right turn flare (veh)
1.6
Intersection Capacity Utilization
Median type
None
39.6%
ICU Level of Service A
Analysis Period (min)
Median storage veh)
15
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
1128
607
616
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1128
607
616
tC, single (s)
6.4
6.2
4.1
tC, 2 stage (s)
tF (s)
3.5
3.3
2.2
p0 queue free %
80
93
98
cM capacity (veh/h)
218
493
961
Direction, Lane #
WB 1
NB 1
SB 1
SB 2
Volume Total
79
613
24
471
Volume Left
43
0
24
0
Volume Right
36
18
0
0
cSH
293
1700
961
1700
Volume to Capacity
0.27
0.36
0.02
0.28
Queue Length 95th (ft)
27
0
2
0
Control Delay (s)
21.8
0.0
8.8
0.0
Lane LOS
C
A
Approach Delay (s)
21.8
0.0
0.4
Approach LOS
C
Intersection Summary
Average Delay
1.6
Intersection Capacity Utilization
39.6%
ICU Level of Service A
Analysis Period (min)
15
Lancaster Engineering - WRF Synchro 6 Light Report
1/21/2014 Page 3
232
HCM Unsignalized Intersection Capacity Analysis Karsyn Summit
4: Knaus Road & Goodall Road 2013 Existing Conditions - AM Peak Period
',- t /00.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
chi
car
Sign Control
Stop
Stop
Stop
Stop
Volume (vph)
0
32
16
31
36 34 11
39
22 9
19 5
Peak Hour Factor
0.78
0.78
0.78
0.78
0.78 0.78 0.78
0.78
0.78 0.78
0.78 0.78
Hourly flow rate (vph)
0
41
21
40
46 44 14
50
28 12
24 6
Direction, Lane #
EB 1
WB 1
NB 1
SB 1
Volume Total (vph)
62
129
92
42
Volume Left (vph)
0
40
14
12
Volume Right (vph)
21
44
28
6
Hadj (s)
-0.18
-0.12
-0.14
-0.02
Departure Headway (s)
4.2
4.1
4.2
4.4
Degree Utilization, x
0.07
0.15
0.11
0.05
Capacity (vehlh)
829
828
808
767
Control Delay (s)
7.5
7.9
7.7
7.6
Approach Delay (s)
7.5
7.9
7.7
7.6
Approach LOS
A
A
A
A
Intersection Summary
Delay
7.7
HCM Level of Service
A
Intersection Capacity Utilization
24.6%
ICU Level of Service
A
Analysis Period (min)
15
Lancaster Engineering - WRF Synchro 6 Light Report
1/21/2014 Page 4
233
HCM Unsignalized Intersection Capacity Analysis Karsyn Summit
1: SW Boones Ferry Rd & SW 19th Ave 2013 Existing Conditions - PM Peak Period
--I. 4--- 4N I /,. 1 t
Movement EBL BBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
4,
4),
4
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Volume (veh/h)
2
401
5
65
536
3 4
0
38
0
0
1
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92 0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
2
436
5
71
583
3 4
0
41
0
0
1
Pedestrians
2
4
Lane Width (ft)
12.0
12.0
Walking Speed (ft/s)
4.0
4.0
Percent Blockage
0
0
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
590
443
1172
1176
441
1214
1177
588
vC1, stage 1 cont vol
vC2, stage 2 conf vol
vCu, unblocked vol
590
443
1172
1176
441
1214
1177
588
tC, single (s)
4.1
4.1
7.1
6.5
6.2
7.1
6.5
6.2
tC, 2 stage (s)
IF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
100
94
97
100
93
100
100
100
cM capacity (veh/h)
987
1120
160
179
618
140
178
509
Direction, Lane #
EB 1
WB 1
NB 1
SB 1
Volume Total
443
657
46
1
Volume Left
2
71
4
0
Volume Right
5
3
41
1
cSH
987
1120
486
509
Volume to Capacity
0.00
0.06
0.09
0.00
Queue Length 95th (ft)
0
5
8
0
Control Delay (s)
0.1
1.6
13.2
12.1
Lane LOS
A
A
B
B
Approach Delay (s)
0.1
1.6
13.2
12.1
Approach LOS
B
B
Intersection Summary
Average Delay 1.5
Intersection Capacity Utilization 69.7% ICU Level of Service C
Analysis Period (min) 15
Lancaster Engineering - WRF Synchro 6 Light Report
1/21/2014 Page 1
234
HCM Unsignalized Intersection Capacity Analysis
Karsyn Summit
2: Country Club Road & Goodall Road
2013 Existing Conditions - PM Peak Period
�
4---
4,
4/
—0,
Movement
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
tt
0
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Volume (vehlh)
26
1135
788
23
16
28
Peak Hour Factor
0.97
0.97
0.97
0.97
0.97
0.97
Hourly flow rate (vph)
27
1170
812
24
16
29
Pedestrians
1
Lane Width (ft)
12.0
Walking Speed (ft/s)
4.0
Percent Blockage
0
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
836
1463
419
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
836
1463
419
tC, single (s)
4.1
6.9
7.0
tC, 2 stage (s)
tF (s)
2.2
3.6
3.4
p0 queue free %
97
85
95
cM capacity (vehlh)
800
110
569
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
SB 1
Volume Total
27
585
585
542
295
45
Volume Left
27
0
0
0
0
16
Volume Right
0
0
0
0
24
29
cSH
800
1700
1700
1700
1700
226
Volume to Capacity
0.03
0.34
0.34
0.32
0.17
0.20
Queue Length 95th (ft)
3
0
0
0
0
18
Control Delay (s)
9.7
0.0
0.0
0.0
0.0
24.9
Lane LOS
A
C
Approach Delay (s)
0.2
OA
24.9
Approach LOS
C
Intersection Summary
Average Delay
0.7
Intersection Capacity Utilization
41.7%
ICU Level of Service A
Analysis Period (min)
15
Lancaster Engineering - WRF Synchro 6 Light Report
1/21/2014 Page 2
235
HCM Unsignalized Intersection Capacity Analysis Karsyn Summit
3. Knaus Road & SW Boones Ferry Road 2013 Existing Conditions - PM Peak Period
Lancaster Engineering - WRF Synchro 6 Light Report
1/21/2014 Page 3
236
'r
t-
I
Movement
WBL
WBR
NBT
NBR
SBL
SBT
Lane Configurations
Y
T+
I
+
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Volume (veh/h)
23
30
511
51
50
583
Peak Hour Factor
0.98
0.98
0.98
0.98
0.98
0.98
Hourly flow rate (vph)
23
31
521
52
51
595
Pedestrians
1
Lane Width (ft)
12.0
Walking Speed (ft/s)
4.0
Percent Blockage
0
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
1245
547
573
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1245
547
573
tC, single (s)
6.4
62
4.1
tC, 2 stage (s)
tF (s)
3.5
3.3
2.2
p0 queue free %
87
94
95
cM capacity (veh/h)
183
538
1004
Direction, Lane #
WB 1
NB 1
SB 1
SB 2
Volume Total
54
573
51
595
Volume Left
23
0
51
0
Volume Right
31
52
0
0
cSH
292
1700
1004
1700
Volume to Capacity
0.19
0.34
0.05
0.35
Queue Length 95th (ft)
17
0
4
0
Control Delay (s)
20.1
0.0
8.8
0.0
Lane LOS
C
A
Approach Delay (s)
20.1
0.0
0.7
Approach LOS
C
Intersection Summary
Average Delay
1.2
Intersection Capacity Utilization
46.7%
ICU Level
of Service A
Analysis Period (min)
15
Lancaster Engineering - WRF Synchro 6 Light Report
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236
HCM Unsignalized Intersection Capacity Analysis Karsyn Summit
4: Knaus Road & Goodall Road 2013 Existing Conditions - PM Peak Period
Lancaster Engineering - WRF Synchro 6 Light Report
1/21/2014 Page 4
237
--*
-,*
1-
.--
t
i
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4
4
Sign Control
Stop
Stop
Stop
Stop
Volume (vph)
5
69
13
10
29
11
11
19
21
40
24
5
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
Hourly flow rate (vph)
5
72
14
10
30
11
11
20
22
42
25
5
Direction, Lane #
EB 1
WB 1
NB 1
SB 1
Volume Total (vph)
91
52
53
72
Volume Left (vph)
5
10
11
42
Volume Right (vph)
14
11
22
5
Hadj (s)
-0.06
-0.07
-0.19
0.09
Departure Headway (s)
4.2
4.2
4.1
4.4
Degree Utilization, x
0.10
0.06
0.06
0.09
Capacity (veh/h)
833
825
835
785
Control Delay (s)
7.7
7.5
7.4
7.8
Approach Delay (s)
7.7
7.5
7.4
7.8
Approach LOS
A
A
A
A
Intersection Summary
Delay
7.6
NCM Level of Service
A
Intersection Capacity Utilization
21.3%
ICU Level of Service
A
Analysis Period (min)
15
Lancaster Engineering - WRF Synchro 6 Light Report
1/21/2014 Page 4
237
HCM Unsignalized Intersection Capacity Analysis Karsyn Summit
1: SW Boones Ferry Rd & SW 19th Ave 2016 Background Conditions - AM Peak Period
--* -• --* .- '\ t /" \► 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NSR SBL SBT SBR
Lane Configurations
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Volume (veh/h)
1
556
4
18
349
3 8
0
79
3
2
4
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
Hourly flow rate (vph)
1
591
4
19
371
3 9
0
84
3
2
4
Pedestrians
2
Lane Width (ft)
12.0
Walking Speed (ft/s)
4.0
Percent Blockage
0
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
376
596
1012
1011
594
1093
1011
375
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
376
596
1012
1011
594
1093
1011
375
tC, single (s)
4.1
4.1
7.1
6.5
6.2
7.1
6.5
6.2
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
100
98
96
100
83
98
99
99
cM capacity (veh/h)
1186
986
212
235
507
158
235
673
Direction, Lane #
EB 1
WB 1
NB 1
SB 1
Voiume Total
597
394
93
10
Volume Left
1
19
9
3
Volume Right
4
3
84
4
cSH
1186
986
450
269
Volume to Capacity
0.00
0.02
0.21
0.04
Queue Length 95th (ft)
0
1
19
3
Control Delay (s)
0.0
0.6
15.1
18.9
Lane LOS
A
A
C
C
Approach Delay (s)
0.0
0.6
15.1
18.9
Approach LOS
C
C
Intersection Summa
Average Delay
1.7
Intersection Capacity Utilization
44.8%
ICU Level
of Service
A
Analysis Period (min)
15
Lancaster Engineering - WRF Synchro 6 Light Report
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238
HCM Unsignalized Intersection Capacity Analysis Karsyn Summit
2: Country Club Road & Goodall Road 2016 Background Conditions - AM Peak Period
Lancaster Engineering - WRF Synchro 6 Light Report
1/21/2014 Page 2
239
}
-4--
--►
Movement
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
tt
+11�
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Volume (veh/h)
56
652
955
62
28
53
Peak Hour Factor
0.89
0.89
0.89
0.89
0.89
0.89
Hourly flow rate (vph)
63
733
1073
70
31
60
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
1143
1600
571
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1143
1600
571
tC, single (s)
4.1
6.9
7.0
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
p0 queue free %
90
63
87
cM capacity (vehlh)
607
85
459
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
SB 1
Volume Total
63
366
366
715
427
91
Volume Left
63
0
0
0
0
31
Volume Right
0
0
0
0
70
60
cSH
607
1700
1700
1700
1700
182
Volume to Capacity
0.10
0.22
0.22
0.42
0.25
0.50
Queue Length 95th (ft)
9
0
0
0
0
62
Control Delay (s)
11.6
0.0
0.0
0.0
0.0
43.0
Lane LOS
B
E
Approach Delay (s)
0.9
0.0
43.0
Approach LOS
E
Intersection Summary
Average Delay
2.3
Intersection Capacity Utilization
46.5%
ICU Level of Service A
Analysis Period (min)
15
Lancaster Engineering - WRF Synchro 6 Light Report
1/21/2014 Page 2
239
HCM Unsignalized Intersection Capacity Analysis Karsyn Summit
3: Knaus Road & SW Boones Ferry Road 1I2016 Background Conditions - AM Peak Period
k- t /,` t
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Y
NB 1
T
SB 2
+
Sign Control
Stop
25
Free
Volume Left
Free
Grade
0%
0
0%
38
0%
Volume (veh/h)
40
34
562
17 22
445
Peak Hour Factor
0.89
0.89
0.89
0.89 0.89
0.89
Hourly flow rate (vph)
45
38
631
19 25
500
Pedestrians
3
9.0
3
Lane LOS
C
Lane Width (ft)
12.0
12.0
24.2
0.0
Walking Speed (ft/s)
4.0
Approach LOS
4.0
Percent Blockage
0
0
Right turn flare (veh)
1.8
Intersection Capacity Utilization
Median type
None
41.6%
ICU Level of Service A
Analysis Period (min)
Median storage veh)
15
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
1196
644
654
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1196
644
654
tC, single (s)
6.4
6.2
4.1
tC, 2 stage (s)
tF (s)
3.5
3.3
2.2
p0 queue free %
77
92
97
cM capacity (veh/h)
198
470
931
Direction, Lane #
WB 1
NB 1
SB 1
SB 2
Volume Total
83
651
25
500
Volume Left
45
0
25
0
Volume Right
38
19
0
0
cSH
270
1700
931
1700
Volume to Capacity
0.31
0.38
0.03
0.29
Queue Length 95th (ft)
32
0
2
0
Control Delay (s)
24.2
0.0
9.0
0.0
Lane LOS
C
A
Approach Delay (s)
24.2
0.0
0.4
Approach LOS
C
Intersection Summary
Average Delay
1.8
Intersection Capacity Utilization
41.6%
ICU Level of Service A
Analysis Period (min)
15
Lancaster Engineering - WRF
1/21/2014
240
Synchro 6 Light Report
Page 3
HCM Unsignalized Intersection Capacity Analysis
65
137
97
45
Karsyn Summit
4: Knaus Road & Goodall Road
42
15
13
2016 Background Conditions - AM Peak Period
22
46
29
6
4---
-0.18
-0.12
t
/M`
t
4.2
--*
4.3
4.4
Degree Utilization, x
0.08
0.16
0.12
0.06
Capacity (vehlh)
Movement
EBL EBT
EBR
WBL
WBT
WBR
NBL
NST
NBR
SBL SBT SBR
Lane Configurations
+T*
7.8
7.7
Approach LOS
A
A
A
A
Intersection Summa
Sign Control
Stop
Stop
Stop
Stop
Volume (vph)
0 34
17
33
38
36
12
41
23
10 20 5
Peak Hour Factor
0.78 0.78
0.78
0.78
0.78
0.78
0.78
0.78
0.78
0.78 0.78 0.78
Hourly flow rate (vph)
0 44
22
42
49
46
15
53
29
13 26 6
Direction. Lane #
EB 1 WB 1
NB 1
SB 1
Volume Total (vph)
65
137
97
45
Volume Left (vph)
0
42
15
13
Volume Right (vph)
22
46
29
6
Hadj (s)
-0.18
-0.12
-0.13
-0.01
Departure Headway (s)
4.2
4.2
4.3
4.4
Degree Utilization, x
0.08
0.16
0.12
0.06
Capacity (vehlh)
822
832
800
758
Control Delay (s)
7.5
8.0
7.8
7.7
Approach Delay (s)
7.5
8.0
7.8
7.7
Approach LOS
A
A
A
A
Intersection Summa
Delay
7.8
HCM Level of Service
A
Intersection Capacity Utilization
25.1%
ICU Level of Service A
Analysis Period (min)
15
Lancaster Engineering - WRF Synchro 6 Light Report
1/21/2014 Page 4
241
HCM Unsignalized Intersection Capacity Analysis
Karsyn Summit
1: SW Boones Ferry
Rd & SW 19th Ave
2016 Background Conditions - PM Peak Period
Median storage veh)
Movement
EBL EBT EBR WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT SBR
Lane Configurations
pX, platoon unblocked
4
Sign Control
Free
Free
Stop
vC, conflicting volume
Stop
Grade
0%
0%
1243
1248
0%
1288
1249
0%
Volume (veh/h)
2 426 5 69
569
3
4
0
40
0
0 1
Peak Hour Factor
0.92 0.92 0.92 0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92 0.92
Hourly flow rate (vph)
2 463 5 75
618
3
4
0
43
0
0 1
Pedestrians
1248
468
1288
1249
2
tC, single (s)
4.1
4
Lane Width (ft)
4.1
7.1
6.5
6.2
12.0
6.5
6.2
12.0
Walking Speed (ft/s)
4.0
4.0
Percent Blockage
tF (s)
2.2
0
3.5
4.0
0
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
626
470
1243
1248
468
1288
1249
624
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
626
470
1243
1248
468
1288
1249
624
tC, single (s)
4.1
4.1
7.1
6.5
6.2
7.1
6.5
6.2
IC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
100
93
97
100
93
100
100
100
cM capacity (veh/h)
957
1095
143
161
596
123
161
486
Direction, Lane #
EB 1
W B 1
NB 1
SB 1
Volume Total
471
697
48
1
Volume Left
2
75
4
0
Volume Right
5
3
43
1
cSH
957
1095
463
486
Volume to Capacity
0.00
0.07
0.10
0.00
Queue Length 95th (ft)
0
6
9
0
Control Delay (s)
0.1
1.7
13.7
12.4
Lane LOS
A
A
B
B
Approach Delay (s)
0.1
1.7
13.7
12.4
Approach LOS
B
B
Intersection Summa
Average Delay
1.6
Intersection Capacity Utilization
73.1%
ICU Level
of Service
D
Analysis Period (min)
15
Lancaster Engineering - WRF Synchro 6 Light Report
1/21/2014 Page 1
242
HCM Unsignalized Intersection Capacity Analysis Karsyn Summit
2: Country Club Road & Goodall Road 2016 Background Conditions - PM Peak Period
nirpntinn i anA 4 EB 1 EB 2 EB 3 WB 1 WB 2 SBI
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
29 621 621 575 312 48
29 0 0 0 0 18
0 0 0 0 25 31
766 1700 1700 1700 1700 202
0.04 0.37 0.37 0.34 0.18 0.24
3 0 0 0 0 23
9.9 0.0 0.0 0.0 0.0 28.4
A D
0.2 OA 28.4
D
Intersection Summary
Average Delay 0.8
Intersection Capacity Utilization 43.6% ICU Level of Service A
Analysis Period (min) 15
Lancaster Engineering - WRF Synchro 6 Light Report
1/21/2014 Page 2
243
\►
4/
_10,
,.
Movement
ESL
EBT
W BT
W BR
SBL
SBR
Lane Configurations
tt
tT
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Volume (veh/h)
28
1204
836
24
17
30
Peak Hour Factor
0.97
0.97
0.97
0.97
0.97
0.97
Hourly flow rate (vph)
29
1241
862
25
18
31
Pedestrians
1
Lane Width (ft)
12.0
Walking Speed (ft/s)
4.0
Percent Blockage
0
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
887
1553
444
vC1, stage 1 conf vol
vC2, stage 2 cont vol
vCu, unblocked vol
887
1553
444
tC, single (s)
4.1
6.9
7.0
tC, 2 stage (s)
tF (s)
2.2
3.6
3.4
p0 queue free %
96
82
94
cM capacity (veh/h)
766
95
547
nirpntinn i anA 4 EB 1 EB 2 EB 3 WB 1 WB 2 SBI
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
29 621 621 575 312 48
29 0 0 0 0 18
0 0 0 0 25 31
766 1700 1700 1700 1700 202
0.04 0.37 0.37 0.34 0.18 0.24
3 0 0 0 0 23
9.9 0.0 0.0 0.0 0.0 28.4
A D
0.2 OA 28.4
D
Intersection Summary
Average Delay 0.8
Intersection Capacity Utilization 43.6% ICU Level of Service A
Analysis Period (min) 15
Lancaster Engineering - WRF Synchro 6 Light Report
1/21/2014 Page 2
243
HCM Unsignalized Intersection Capacity Analysis Karsyn Summit
3: Knaus Road & SW Boones Ferry Road 2016 Background Conditions - PM Peak Period
'r 4- T 4
Movement
WBL
WBR
NBT
NBR
SBL
SBT
Lane Configurations
Y
T+
I
+
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Volume (veh/h)
24
32
542
54
53
619
Peak Hour Factor
0.98
0.98
0.98
0.98
0.98
0.98
Hourly flow rate (vph)
24
33
553
55
54
632
Pedestrians
1
Lane Width (ft)
12.0
Walking Speed (ft/s)
4.0
Percent Blockage
0
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
1321
581
608
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1321
581
608
tC, single (s)
6.4
6.2
4.1
tC, 2 stage (s)
tF (s)
3.5
3.3
22
p0 queue free %
85
94
94
cM capacity (veh/h)
164
516
975
Direction, Lane #
WB 1
NB 1
SB 1
S82
Volume Total
57
608
54
632
Volume Left
24
0
54
0
Volume Right
33
55
0
0
cSH
268
1700
975
1700
Volume to Capacity
0.21
0.36
0.06
0.37
Queue Length 95th (ft)
20
0
4
0
Control Delay (s)
22.0
0.0
8.9
0.0
Lane LOS
C
A
Approach Delay (s)
22.0
0.0
0.7
Approach LOS
C
Intersection Summary
Average Delay
1.3
Intersection Capacity Utilization
48.5%
ICU
Level
of Service A
Analysis Period (min)
15
Lancaster Engineering - WRF Synchro 6 Light Report
1/21/2014 Page 3
244
HCM Unsignalized Intersection Capacity Analysis
Karsyn Summit
4: Knaus Road & Goodall Road
2016 Background Conditions - PM Peak Period
*--
t
\*' t41
--p.
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBA
SBL SBT SBR
Lane Configurations
4.).
Sign Control
Stop
Stop
Stop
Stop
Volume (vph)
5
73
14
11
31
12
12
20
22
42 25 5
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96 0.96 0.96
Hourly flow rate (vph)
5
76
15
11
32
12
12
21
23
44 26 5
Direction, Lane #
EB 1
WB 1
NB 1
SB 1
Volume Total (vph)
96
56
56
75
Volume Left (vph)
5
11
13
44
Volume Right (vph)
15
13
23
5
Hadj (s)
-0.06
-0.08
-0.18
0.09
Departure Headway (s)
4.2
4.2
4.1
4.4
Degree Utilization, x
0.11
0.07
0.06
0.09
Capacity (veh/h)
829
819
828
788
Control Delay (s)
7.7
7.5
7.4
7.8
Approach Delay (s)
7.7
7.5
7.4
7.8
Approach LOS
A
A
A
A
Intersection Summary
Delay
7.6
NCM Level of Service
A
Intersection Capacity Utilization
22.2%
ICU Level of Service
A
Analysis Period (min)
15
Lancaster Engineering - WRF Synchro 6 Light Report
1/21/2014 Page 4
245
246
HCM Unsignalized Intersection Capacity Analysis Karsyn Summit
1: SW Boones Ferry Rd & SW 19th Ave 2016 Background plus Site - AM Peak Period
--+ , 4% t
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
*T+
+T+
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Volume (veh/h)
1
556
4
19
349
3 8
0
82
3
2
4
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
Hourly flow rate (vph)
1
591
4
20
371
3 9
0
87
3
2
4
Pedestrians
2
Lane Width (ft)
12.0
Walking Speed (ft/s)
4.0
Percent Blockage
0
Flight turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
376
596
1014
1013
594
1098
1013
375
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
376
596
1014
1013
594
1098
1013
375
tC, single (s)
4.1
4.1
7.1
6.5
6.2
7.1
6.5
6.2
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
100
98
96
100
83
98
99
99
cM capacity (veh/h)
1186
986
211
234
507
155
234
673
Direction, Lane #
EB 1
WB t
NB t
SB 1
Volume Total
597
395
96
10
Volume Left
1
20
9
3
Volume Right
4
3
87
4
cSH
1186
986
451
266
Volume to Capacity
0.00
0.02
0.21
0.04
Queue Length 95th (ft)
0
2
20
3
Control Delay (s)
0.0
0.7
15.1
19.0
Lane LOS
A
A
C
C
Approach Delay (s)
0.0
0.7
15.1
19.0
Approach LOS
C
C
Intersection Summary
Average Delay
1.7
Intersection Capacity Utilization
45.8%
ICU
Level
of Service
A
Analysis Period (min)
15
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HCM Unsignalized Intersection Capacity Analysis
Karsyn Summit
2: Country Club Road & Goodall Road
2016 Background plus Site - AM Peak Period
-*—
k,
W
--,.
Movement
EBL
BBT
WBT
WBR
SBL
SBR
Lane Configurations
11
it
+T
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Volume (veh/h)
57
652
955
62
30
55
Peak Hour Factor
0.89
0.89
0.89
0.89
0.89
0.89
Hourly flow rate (vph)
64
733
1073
70
34
62
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
1143
1602
571
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1143
1602
571
tC, single (s)
4.1
6.9
7.0
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
p0 queue free %
89
60
87
cM capacity (veh/h)
607
85
459
Direction, Lane #
ES 1
EB 2
EB 3
WB 1
W62
SB 1
Volume Total
64
366
366
715
427
96
Volume Left
64
0
0
0
0
34
Volume Right
0
0
0
0
70
62
cSH
607
1700
1700
1700
1700
179
Volume to Capacity
0.11
0.22
0.22
0.42
0.25
0.53
Queue Length 95th (ft)
9
0
0
0
0
68
Control Delay (s)
11.6
0.0
0.0
0.0
0.0
46.0
Lane LOS
B
E
Approach Delay (s)
0.9
0.0
46.0
Approach LOS
E
Intersection Summary
Average Delay
2.5
Intersection Capacity Utilization
46.7%
ICU Level of Service A
Analysis Period (min)
15
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HCM Unsignalized Intersection Capacity Analysis Karsyn Summit
3: Knaus Road & SW Boones Ferr Road 2016 Background plus Site - AM Peak Period
'e,
Movement
WBL
WBR
NBT
NBR
SBL
SBT
Lane Configurations
Y
T+
Vii
t
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Volume (veh/h)
42
34
562
18
22
445
Peak Hour Factor
0.89
0.89
0.89
0.89
0.89
0.89
Hourly flow rate (vph)
47
38
631
20
25
500
Pedestrians
3
3
Lane Width (ft)
12.0
12.0
Walking Speed (ftls)
4.0
4.0
Percent Blockage
0
0
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
1197
645
655
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1197
645
655
tC, single (s)
6.4
6.2
4.1
tC, 2 stage (s)
tF (s)
3.5
3.3
2.2
p0 queue free %
76
92
97
cM capacity (vehlh)
198
470
930
Direction, Lane #
WB 1
NB 1
SB 1
SB 2
Volume Total
85
652
25
500
Volume Left
47
0
25
0
Volume Right
38
20
0
0
cSH
267
1700
930
1700
Volume to Capacity
0.32
0.38
0.03
0.29
Queue Length 95th (ft)
33
0
2
0
Control Delay (s)
24.7
0.0
9.0
0.0
Lane LOS
C
A
Approach Delay (s)
24.7
0.0
0.4
Approach LOS
C
Intersection Summary
Average Delay
1.8
Intersection Capacity Utilization
41.8%
ICU
Level of Service A
Analysis Period (min)
15
Lancaster Engineering - WRF Synchro 6 Light Report
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HCM Unsignalized Intersection Capacity Analysis
Karsyn Summit
4: Knaus Road & Goodall Road
2016 Background plus Site - AM Peak Period
Movement
EBL
EBT
EBR
WBL
WBT
WBR NBL
NBT
NBR
SSL
SBT SBR
Lane Configurations
4
4
Sign Control
Stop
Stop
Stop
Stop
Volume (vph)
0
35
17
35
39
36 12
42
23
10
22 6
Peak Hour Factor
0.78
0.78
0.78
0.78
0.78
0.78 0.78
0.78
0.78
0.78
0.78 0.78
Hourly flow rate (vph)
0
45
22
45
50
46 15
54
29
13
28 8
Direction, Lane #
ES 1
WS 1
NB 1
SB 1
Volume Total (vph)
67
141
99
49
Volume Left (vph)
0
45
15
13
Volume Right (vph)
22
46
29
8
Hadj (s)
-0.18
-0.12
-0.13
-0.03
Departure Headway (s)
4.2
4.2
4.3
4.4
Degree Utilization, x
0.08
0.16
0.12
0.06
Capacity (veh/h)
816
827
795
757
Control Delay (s)
7.6
8.0
7.9
7.7
Approach Delay (s)
7.6
8.0
7.9
7.7
Approach LOS
A
A
A
A
Intersection Summary
Delay
7.8
HCM Level of Service
A
Intersection Capacity Utilization
25.4%
ICU Level of Service
A
Analysis Period (min)
15
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HCM Unsignalized Intersection Capacity Analysis Karsyn Summit
5: West Site Access & Goodall Road 2016 Background plus Site - AM Peak Period
'I -
Movement
Movement
WBL
WBR
NST
NBR SBL
SBT
Lane Configurations
Y
T
4
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Volume (veh/h)
3
3
77
1 1
35
Peak Hour Factor
0.78
0.78
0.78
0.78 0.78
0.78
Hourly flow rate (vph)
4
4
99
1 1
45
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
147
99
100
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
147
99
100
tC, single (s)
6.4
6.2
4.1
tC, 2 stage (s)
tF (s)
3.5
3.3
2.2
p0 queue free %
100
100
100
cM capacity (veh/h)
847
959
1499
Direction, Lane #
WB 1
NB i
SBI
Volume Total
8
100
46
Volume Left
4
0
1
Volume Right
4
1
0
cS H
900
1700
1499
Volume to Capacity
0.01
0.06
0.00
Queue Length 95th (ft)
1
0
0
Control Delay (s)
9.0
0.0
0.2
Lane LOS
A
A
Approach Delay (s)
9.0
0.0
0.2
Approach LOS
A
Intersection Summary
Average Delay
0.5
Intersection Capacity Utilization
14.1%
ICU Level
of Service A
Analysis Period (min)
15
Lancaster Engineering - WRF Synchro 6 Light Report
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251
HCM Unsignalized Intersection Capacity Analysis Karsyn Summit
6: Knaus Road & East Site Access 2016 Background plus Site - AM Peak Period
--0. -*-' 4-,
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
87
4
T.)
Volume Left
1
Sign Control
0
Free
Free
Stop
4
Grade
1453
0%
0%
0%
0.00
Volume (vehlh)
1
67
107
0 0
3
Peak Hour Factor
0.78
0.78
0.78
0.78 0.78
0.78
Hourly flow rate (vph)
1
86
137
0 0
4
Pedestrians
A
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
137
226
137
vC1, stage 1 conf vol
vC2, stage 2 coni vol
vCu, unblocked vol
137
226
137
tC, single (s)
4.1
6.4
6.2
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
p0 queue free %
100
100
100
cM capacity (veh/h)
1453
764
914
Direction. Lane #
EB 1
WB 1
SBI
Volume Total
87
137
4
Volume Left
1
0
0
Volume Right
0
0
4
cSH
1453
1700
914
Volume to Capacity
0.00
0.08
0.00
Queue Length 95th (ft)
0
0
0
Control Delay (s)
0.1
0.0
9,0
Lane LOS
A
A
Approach Delay (s)
0.1
0.0
9.0
Approach LOS
A
Intersection Summary
Average Delay 0.2
Intersection Capacity Utilization 15.6% ICU Level of Service A
Analysis Period (min) 15
Lancaster Engineering - WRF Synchro 6 Light Report
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HCM Unsignalized Intersection Capacity Analysis Karsyn Summit
1: SW Boones Ferry Rd & SW 19th Ave 2016 Background plus Site - PM Peak Period
--* --p. 'e- 4--- 4N T
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NSL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
1
cSH
957
1095
465
486
Volume to Capacity
0.00
0.07
0.11
0.00
Queue Length 95th (ft)
Sign Control
6
Free
0
Control Delay (s)
Free
1.8
13.7
Stop
Lane LOS
A
Stop
B
Grade
Approach Delay (s)
0%
1.8
13.7
0%
Approach LOS
0%
B
B
0%
Volume (veh/h)
2
426
5
72
569
3
4
0
42
0
0
1
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
2
463
5
78
618
3
4
0
46
0
0
1
Pedestrians
2
4
Lane Width (ft)
12.0
12.0
Walking Speed (ft/s)
4.0
4.0
Percent Blockage
0
0
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
626
470
1250
1254
468
1296
1255
624
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
626
470
1250
1254
468
1296
1255
624
tC, single (s)
4.1
4.1
7.1
6.5
6.2
7.1
6.5
6.2
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
100
93
97
100
92
100
100
100
cM capacity (veh/h)
957
1095
141
159
596
121
159
486
Direction, Lane #
EB 1
WB 1
NB 1
SB 1
Volume Total
471
700
50
1
Volume Left
2
78
4
0
Volume Right
5
3
46
1
cSH
957
1095
465
486
Volume to Capacity
0.00
0.07
0.11
0.00
Queue Length 95th (ft)
0
6
9
0
Control Delay (s)
0.1
1.8
13.7
12.4
Lane LOS
A
A
B
B
Approach Delay (s)
0.1
1.8
13.7
12.4
Approach LOS
B
B
Intersection Summary
Average Delay
1.6
Intersection Capacity Utilization
73.4%
ICU Level of Service D
Analysis Period (min)
15
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HCM Unsignalized Intersection Capacity Analysis Karsyn Summit
2: Country Club Road & Goodall Road 2016 Background plus Site - PM Peak Period
Movement
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
+"fir"
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Volume (veh/h)
30
1204
836
26
18
32
Peak Hour Factor
0.97
0.94
0.97
0.97
0.97
0.97
Hourly flow rate (vph)
31
1281
862
27
19
33
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
889
1578
444
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
889
1578
444
tC, single (s)
4.1
6.9
7.0
tC, 2 stage (s)
tF (s)
2.2
3.6
3.4
p0 queue free %
96
80
94
cM capacity (veh/h)
764
91
548
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
SB 1
Volume Total
31
640
640
575
314
52
Volume Left
31
0
0
0
0
19
Volume Right
0
0
0
0
27
33
cSH
764
1700
1700
1700
1700
196
Volume to Capacity
0.04
0.38
0.38
0.34
0.18
0.26
Queue Length 95th (ft)
3
0
0
0
0
25
Control Delay (s)
9.9
0.0
0.0
0.0
0.0
29.8
Lane LOS
A
D
Approach Delay (s)
0.2
0.0
29.8
Approach LOS
D
Intersection Summary
Average Delay
0.8
Intersection Capacity Utilization
43.3%
ICU Level of Service A
Analysis Period (min)
15
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HCM Unsignalized Intersection Capacity Analysis Karsyn Summit
3: Knaus Road & SW Boones Ferry Road 2016 Background plus Site - PM Peak Period
Movement
WBL
WBR
t
NBT
NBR
SBL
SBT
Lane Configurations
Y
632
T*
26
Vii
t
Sign Control
Stop
33
Free
0
0
Free
Grade
0%
973
0%
Volume to Capacity
0.22
0%
Volume (veh/h)
25
32
542
56
53
619
Peak Hour Factor
0.98
0.98
0.98
0.98
0.98
0.98
Hourly flow rate (vph)
26
33
553
57
54
632
Pedestrians
Approach LOS
C
Intersection Summary
Lane Width (ft)
Average Delay
Walking Speed (ft/s)
Intersection Capacity Utilization
48.6%
ICU Level of Service A
Percent Blockage
15
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
1321
582
610
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1321
582
610
tC, single (s)
6.4
6.2
4.1
tC, 2 stage (s)
tF (s)
3.5
3.3
2.2
p0 queue free %
84
94
94
cM capacity (veh/h)
164
515
973
Direction, Lane #
WB 1
NB 1
SB 1
SB 2
Volume Total
58
610
54
632
Volume Left
26
0
54
0
Volume Right
33
57
0
0
GSH
266
1700
973
1700
Volume to Capacity
0.22
0.36
0.06
0.37
Queue Length 95th (ft)
20
0
4
0
Control Delay (s)
22.3
0.0
8.9
0.0
Lane LOS
C
A
Approach Delay (s)
22.3
0.0
0.7
Approach LOS
C
Intersection Summary
Average Delay
1.3
Intersection Capacity Utilization
48.6%
ICU Level of Service A
Analysis Period (min)
15
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HCM Unsignalized Intersection Capacity Analysis
Karsyn Summit
4: Knaus Road & Goodall Road
2016 Background plus Site - PM Peak Period
-*--k
4\t
\D. t
---*
--0
Movement
EBL
EBT
EBR
WBL
WBT
WSR NBL
NBT
NBR
SBL SBT SBR
Lane Configurations
4
4
Sign Control
Stop
Stop
Stop
Stop
Volume (vph)
6
74
14
12
32
12 12
22
24
42 27 5
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96 0.96
0.96
0.96
0.96 0.96 0.96
Hourly flow rate (vph)
6
77
15
12
33
12 12
23
25
44 28 5
Direction, Lane #
EB 1
WB 1
NB 1
SB 1
Volume Total (vph)
98
58
60
77
Volume Left (vph)
6
13
13
44
Volume Right (vph)
15
13
25
5
Hadj (s)
-0.06
-0.07
-0.19
0.09
Departure Headway (s)
4.2
4.2
4.1
4.4
Degree Utilization, x
0.11
0.07
0.07
0.09
Capacity (veh/h)
823
814
826
785
Control Delay (s)
7.7
7.5
7.4
7.8
Approach Delay (s)
7.7
7.5
7.4
7.8
Approach LOS
A
A
A
A
Intersection Summary
Delay
7.7
HCM Level of Service
A
Intersection Capacity Utilization
22.7%
ICU Level
of Service
A
Analysis Period (min)
15
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HCM Unsignaiized Intersection Capacity Analysis Karsyn Summit
5., West Site Access & Goodall Road 2016 Background plus Site - PM Peak Period
Movement WBL WBR NST NBR SBL SBT
Lane Configurations
Y
NS 1
TI)
Volume Total
4
Sign Control
Stop
Volume Left
Free
0
Free
Grade
0%
3
0%
cSH
0%
Volume (veh/h)
2
2
37
3 3
72
Peak Hour Factor
0.96
0.96
0.96
0.96 0.96
0.96
Hourly flow rate (vph)
2
2
39
3 3
75
Pedestrians
8.8
0.0
0.3
Approach LOS
A
Lane Width (ft)
Intersection Summa
Walking Speed (ft/s)
0.5
Intersection Capacity Utilization
Percent Blockage
16.2% ICU Level of Service A
Analysis Period (min)
15
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
121
40
42
vC1, stage 1 cont vol
vC2, stage 2 conf vol
vCu, unblocked vol
121
40
42
tC, single (s)
6.4
6.2
4.1
tC, 2 stage (s)
tF (s)
3.5
3.3
2.2
p0 queue free %
100
100
100
cM capacity (veh/h)
875
1034
1574
Direction, Lane 4
WB 1
NS 1
SB 1
Volume Total
4
42
78
Volume Left
2
0
3
Volume Right
2
3
0
cSH
948
1700
1574
Volume to Capacity
0.00
0.02
0.00
Queue Length 95th (ft)
0
0
0
Control Delay (s)
8.8
0.0
0.3
Lane LOS
A
A
Approach Delay (s)
8.8
0.0
0.3
Approach LOS
A
Intersection Summa
Average Delay
0.5
Intersection Capacity Utilization
16.2% ICU Level of Service A
Analysis Period (min)
15
Lancaster Engineering - WRF Synchro 6 Light Report
4/30/2014 Page 5
257
HCM Unsignalized Intersection Capacity Analysis
Karsyn Summit
6: Knaus Road & East Site Access
2016 Background plus Site - PM Peak Period
Movement
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Volume (veh/h)
3
137
54
1
0
2
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
Hourly flow rate (vph)
3
143
56
1
0
2
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
57
206
57
vC1, stage 1 conf vol
vC2, stage 2 cont vol
vCu, unblocked vol
57
206
57
tC, single (s)
4.1
6.4
6.2
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
p0 queue free %
100
100
100
cM capacity (veh/h)
1554
783
1012
Direction, Lane #
EB 1
WB 1
SB 1
Volume Total
146
57
2
Volume Left
3
0
0
Volume Right
0
1
2
cSH
1554
1700
1012
Volume to Capacity
0.00
0.03
0.00
Queue Length 95th (ft)
0
0
0
Control Delay (s)
0.2
0.0
8.6
Lane LOS
A
A
Approach Delay (s)
0.2
0.0
8.6
Approach LOS
A
Intersection Summary
Average Delay
02
Intersection Capacity Utilization
19.6%
ICU Level of Service A
Analysis Period (min)
15
Lancaster Engineering - WRF Synchro 6 Light Report
4/30/2014 Page 6
258
MEMORANDUM
DATE: May 20, 2014
TO: J. T. Smith Companies
THRU: 3J Consulting, inc.
FROM: Walter H. Knapp
SUBJECT: The Highlands - Arborist Report
This arborist report for The Highlands site at 12800 Goodall Road in Lake Oswego is based on
site visits on September 9 and 12, 2013 by Certified Arborists Walt Knapp (PN -0497A) and
Todd Prager (WE -6723A). All trees were inventoried to determine their species, size, and
condition. The report summarizes the findings from the two site visits, designates trees to be
retained or removed, and includes tree protection recommendations as required by Article 55.08
of the Lake Oswego Code.
General Description. The 7.35 acre Highlands site is located at the northeast corner of the
intersection of Goodall and Knaus Roads in Lake Oswego. The property slopes upward from
Goodall and Knaus Roads towards the north central portion of the site where there is an existing
house, driveway, and sports court. The trees surrounding the house are primarily small diameter,
ornamental and fruit trees. To the south of the house is an open field, with trees along the
perimeter creating a buffer from Goodall Road, Knaus Road, and the residences directly east of
the site. The trees along the perimeter are primarily medium to large diameter evergreens
interspersed with some deciduous and invasive trees. Finally, there are large diameter cedars
framing the driveway entrance at Goodall Road and one to the southwest of the existing house.
Tree Inventory. A total of 102 trees measuring five inches in diameter and larger were
inventoried. Seventeen species were represented, with shore pine (Pinus contorta var. contorta)
on the perimeter of the property the most common. Table 1 provides a summary of the trees by
species. Complete tree -by -tree data are shown in the tree inventory.
Table 1. Summary of Trees by Species — The Highlands
Common Name
Botanical Name
Species Comments
Number
of Trees
Norway ma le
Acer latanoides
Invasive
9
blue atlas cedar
Cedrus atlantica
Ornamental, Specimen
3
deodar cedar
Cedrus deodara
Ornamental, Specimen
l
flowering dogwood
Cornus,Jlorida
Ornamental, Diseased
9
English hawthorn
Cratae us monogyna
Invasive
4
Washington hawthorn
Cratae us phaenqpyrum
Native
3
Oregon ash
Fraxinus lati olia
Native
1
saucer magnolia
Magnolia x soulan eana
Ornamental
10
domestic apple
Malus domestica
Edible
3
crabapple
Malus sp.
Ornamental
6
spruce
Picea SP.
Ornamental
1
Common Name
Botanical Name
Species Comments
Number
of Trees
shore pine
Pinus contorta var. contorta
Coastal Native, Buffer
22
ponderosa pine
Pinus ponderosa
Oregon Native
9
wild plum
Prunus americana
Ornamental
6
bird cherry
Prunus aviurn
Invasive
7
cherry
Prunus s .
Ornamental
5
red oak
Quercus rubra
Ornamental, Specimen
3
Total 102
cs?
LJL rn
H o
M v
X
LLJ J
Tree Preservation and Removal. A total of 55 trees are planned for retention under the current
proposal, and 47 will be removed (table 2). No trees growing in the vicinity of the existing house
are currently planned for removal except for invasive species. Many of the larger specimens,
most notably a high-quality red oak (Quercus rubra), 5 ponderosa pines (Pinus ponderosa), and
3 cedars (Cedrus atlantica and Cedrus deodara), will be protected and retained. Reasons for tree
removal include invasive species (20), location within a right-of-way (6), road construction and
site grading (10), storm drains (2), home construction (3), and landscape enhancement (6). A
summary of tree removal by removal category is included in Appendix A.
Landscape Enhancement. The large shore pines on the cast side of the property are mature,
estimated to be in excess of half a century in age. Although they are in fair to good condition
presently, they have not been maintained by pruning to reduce the incidence of large lateral
limbs subject to breakage in storms. Corrective pruning at this point is not feasible, due to large
limb size and slow mature growth, making large branch failure more likely. Furthermore, the
trees are directly exposed to the south, the direction of major storm winds, as well as on a
downslope, which tends to accelerate wind velocity. Although none of these trees are considered
high risk at the present time, replacement with low -growing species will reduce risk of failure, be
more consistent with residential landscape design, and enhance the openness of the site. Note
that in this area, the few remaining native Washington hawthorn trees will be retained, but the
invasive tree species, which are inconsistent with site development objectives and enhancement
of the landscape, will be removed.
Tree Protection Recommendations. The following tree protection requirements as listed in
Articles 55.08.030 and 55.08.040 of the Lake Oswego Code will apply to all trees planned for
retention:
1. Except as otherwise determined by the City Manager, all required tree protection
measures set forth in this section shall be instituted prior to any development activities,
including, but not limited to clearing, grading, excavation or demolition work, and shall
be removed only after completion of all construction activity, including landscaping and
irrigation installation.
2. Chain link fencing, a minimum of 6 feet tall with steel posts placed no farther than ten
feet apart, shall be installed at the edge of the tree protection zone or dripline, whichever
is greater, and at the boundary of any open space tracts or conservation easements that
abut the parcel being developed.
3. The fencing shall be flush with the initial undisturbed grade.
4. Approved signs shall be attached to the chain link fencing stating that inside the fencing
is a tree protection zone, not to be disturbed unless prior approval has been obtained from
the City Manager and arborist for the project.
5. No construction activity shall occur within the tree protection zone, including, but not
limited to dumping or storage of materials such as building supplies, soil, waste items, or
parked vehicles or equipment.
6. The tree protection zone shall remain free of chemically injurious materials and liquids
such as paints, thinners, cleaning solutions, petroleum products, and concrete or dry wall
excess, construction debris, or run-off.
7615 SW Dunsmuir Lune, Beaverton, OR 9 700 7
Phone. (503) 646-4349 Fax: (503) 747-4863
260
7. No excavation, trenching, grading, root pruning or other activity shall occur within the
tree protection zone unless directed by an arborist present on site and approved by the
City Manager.
8. Inspection. The applicant shall not proceed with any construction activity, except
installation of erosion control measures, until the City has inspected and approved the
installation of the required tree protection measures and a building and/or grading permit
has been issued by the City.
Summary. The Highlands development in Lake Oswego will retain and protect 55 of the 102
inventoried trees on the site, and 47 will be removed. Most of the trees being retained surround
the existing house; however, on the broader site, many of the larger, high quality specimens will
be retained. Protection requirements will adhere to Articles 55,08.030 and 55.08.040 of the Lake
Oswego Code.
•
Walter H. Knapp
Certified Forester, SAF 406
Certified .Arborist, ISA PN -04974
ISA Tree Risk Assessment Qualified
Enclosures:
Appendix A. Summary of tree removal by removal category
Appendix B. Tree Inventory — The Highlands
7615 SW Dunsnruir Lane, Beaverton, OR 97007
Phone. (503) 646-4349 Fax. (503) 747-4863
261
262
APPENDIX A. Summary of Tree Removal by Removal Catego
TREES TO BE REMOVED
Invasive Species
Tree #
Species
DBH
Reason for Removal
Mitigation
2116
English hawthorn
10
Invasive
0
2225
Norway maple
16
Invasive
0
2226
Norway maple
24
Invasive
0
2743
English hawthorn
6x2
Invasive
0
2746
Norway maple
8
Invasive
0
2751
Norway maple
12
Invasive
0
2756
English hawthorn
8
Invasive
0
2757
Norway maple
8
Invasive
0
2761
Norway maple
7
Invasive
0
2762
Norway maple
8
Invasive
0
2763
bird cherry
8
Invasive
0
2764
bird cherry
8
Invasive
0
2794
bird cherry
10
Invasive
0
2795
bird cherry
15
Invasive
0
2832
bird cherry
20
Invasive
0
2834
Norway maple
8
Invasive
0
2836
Norway maple
16x2
Invasive
0
2840
English hawthorn
10
Invasive
0
2866
bird cherry
24
Invasive
0
2867
bird cherry
24
Invasive
0
Located in Right of Way
Tree #
Species
DBH
Reason for Removal
Mitigation
2117
domestic apple
12
Right -of -Way
0
2540
shore pine
15
Right -of -Way
0
2541
ponderosa pine
30
Right -of -Way
0
2741
shore pine
18
Right -of -Way
0
2744
Oregon ash
18
Right -of -Way
0
2745
1 shore pine
18
1 Right -of -Way
0
On -Site Trees
Species
DBH
Reason for Removal
Mitigation
shore pine
24
Home constructionshore
pine
30
Home constructionshore
ff
pine
30
Home constructionshore
pine
24
Landscape enhancementshore
pine
24
Landscape enhancement
1
2765
shore pine
20
Landscape enhancement
1
2766
shore pine
30
Landscape enhancement
1
2787
shore pine
24
Landscape enhancement
1
278$
J shore pine
12
Landscape enhancement
1
2424
ponderosa pine
24
Roads/Grading
1
2425
ponderosa pine
18
Roads/Grading
1
2549
shore pine
24
Roads/Grading
1
2550
shore pine
30
Roads/Grading
1
2562
blue atlas cedar
48
Roads/Grading
1
2742
spruce
18
Roads/Grading
1
2747
red oak
6
Roads/Grading
1
2748
red oak
36
1 Roads/Grading
1
2749
shore pine
24
RoadslGrading
1
2750
shore pine
24
Roads/Grading
1
2545
ponderosa pine
30
Storm drain
1
2546
ponderosa pine
24
Storm drain
1
263
Walter H. Knapp & Associates, LLC
1334 The Highlands - Tree Removal Table.xisx
264
Page 1 of 1
TREES TO BE REMOVED
Invasive Species
Tree #
Species
DBH
Reason for Removal
Mitigation
2116
English hawthorn
10
Invasive
0
2225
Norway maple
16
Invasive
0
2226
Norway maple
24
Invasive
0
2743
English hawthorn
6x2
Invasive
0
2746
Norway maple
8
Invasive
0
2751
Norway maple
12
Invasive
0
2756
English hawthorn
8
Invasive
0
2757
Norway maple
8
invasive
0
2761
Norway maple
7
Invasive
0
2762
Norway maple
8
Invasive
0
2763
bird cherry
8
Invasive
0
2764
bird cherry
8
Invasive
0
2794
bird cherry
10
Invasive
0
2795
bird cherry
15
Invasive
0
2832
bird cherry
20
Invasive
0
2834
Norway maple
8
Invasive
0
2836
Norwav maple
16x2
Invasive
0
2840
En lish hawthorn
I0
Invasive
0
2866
1 bird cherry
24
Invasive
0
2867
Jbird cherry
1 4
Invasive
0
Located in Right of Way
Tree #
Species
DBH
Reason for Removal
Miti ation
2117
domestic apple
12
Right -of -Way
0
2540
shore pine
15
Right -of -Way
0
2541
ponderosa pine
30
Right -of -Way
0
2741
shore pine
IS
Ri ht-of-Wa
0
2744
Oregon ash
18
Right -of -Way
0
2745
1 shore pine
18
Right -of -Way
0
On -Site Trees
Tree #
Species
DBH
Reason for Removal
Miti ation
2759
shore pine
24
Home construction
1
2760
shore pine
30
Home construction
1
2769
shore 12ine
30
Home construction
l
2755
shore pine
24
Land sca a enhancement
1
2758
shore Rine
24
Landscape enhancement
I
2765
shore pme
20
Landscape enhancement
I
2766
shore pine
30
Landscape enhancement
1
2787
shore pme
24
Landscape enhancement
1
2788
shore pme
12
Landscape enhancement
1
2424
ponderosa pine
24
Roads/Gradin
1
25
onderosa ine
18
Roads/Gradin
49
r
shore ine
24
Roads/Gradin
50
shore ine
30
Roads/Gradin
62
blue atlas cedar
48
Roads/Gradingl
2742
spruce
18
Roads/GradingI
red oak
6
Roads/GradingI
red oak
30
Roads/GradingI
shore ine
24
Roads/GradingI
L2545
shore pine
24
Roads/Grading]
onderosa ine
30
Storm drainponderosa
pine
1 24
Storm drain
I
264
Page 1 of 1
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Ater recording return to: I This space rc..wrved for recorder's use.
Michael C. Robinson
Perkins Coie 1.1.1'
1120 NW Couch St
"Tenth Floor
Portland, OR 97209
DEVELOPMENT AGREEMENT
between
City of Lake Oswego, Oregon, and Goodall Knaus, LLC
This Development Agreement ("Agreement") is made and entered into this 7 day
of_, 2014 by and betrveen the CITY OF LAKE OSWEGO, a municipal
corporationgof the State of Oregon ("City"), and GOODALL KNAUS, LLC, an Oregon
limited liability company ("Developer") pursuant to ORS 94.504 to 94.528. The City and
Developer may be referred to jointly in this Agreement as the "Parties" and individually as
a "Party."
RECITALS
A. Developer is the legal owner of approximately 7.35 acres of real property in
the City located at the northeast corner of SW Knaus Road and SW Goodall Road and
described in Exhibit A attached hereto ("Property").
B. Developer intends to develop the Property with up to 16 single-family
residential dwelling units.
C. Development of the Property with lb single-family residential dwelling
units will generate approximately 160average daily trips, with approximately 10% of
those trips occurring during the PM peak hour.
D. Developer will manage the Property, as developed, to maintain
pre -development stormwater discharge conditions and consistent with City stormwater
regulations.
37891-0N7tLWAL2753784& 12
EXHIBIT F-7
LU 14-0031
269
E. The Property is located within the boundaries of the Forest IIighlands
Neighborhood Association CTI -INA"), a recognized neighborhood association pursuant to
the Lake Oswego Comprehensive Plan. following significant consultation with FHNA,
Developer has determined that the best and only method for developing the Property in
compliance with the Lake Oswego Code ("LOC") is to develop the property through a
series of major and minor partitions governed by a master plan ("Master Plan").
F. In order to provide certainty for the Developer and FHNA regarding the
proposed development, and to ensure the construction and orderly provision of adequate
public facilities to the development, Developer and City desire to enter into this
Agreement.
AGREEMENT
In consideration of the mutual promises and performance obligations of each Party
set out in this Agreement, the City and Developer hereby agree to the following terms and
conditions, including the five (5) exhibits, attached hereto and incorporated as referenced
herein.
Effective Date and 'Perm of Agreement.
This Agreement shall be effective upon the later of (1) adoption of an ordinance by
the City approving this Agreement pursuant to ORS 94.508 and (2) execution of this
Agreement by both Parties. As used herein "adoption of an ordinance by the City," means
the date upon which the ordinance becomes effective. The Agreement shall continue in
effect for a period of five (5) years after its effective date, unless it is terminated in
accordance with Section 10 of this Agreement.
2. Description of Development Authorized and Required by this Development
Agreement.
2.1 Permitted Use. The permitted uses are single -'family residential use and
accessory uses associated with single-family residential use.
2.2 Density. The ultimate maximum density will be 16 single-family
residential dwelling units, each on a separate parcel, developed in a series of three
partitions over three years. The first of these partitions occurred in 2013, and the two
remaining partitions are scheduled to be applied for and recorded in 2014 and 2015,
respectively. Development will be consistent with the preliminary plan attached as Exhibit
B ("Preliminary Plan").
2.3 height and Size of Structures. The maximum structure height will be
determined pursuant to the LOC standards and criteria applicable to the R-7.5 zoning
district as they exist on the effective date of this Agreement. The maximum size of
structures shall be determined pursuant to the LOC standards for setback, lot coverage, and
floor area ratio applicable to the 0,-7.5 zoning district, as these standards exist on the
cffec-tive date of this Agreement.
37M-0047/1.fiGA1.27337W.12
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2
2.4 Architectural Style of Structures. The Developer will prepare and record
architectural covenants that govern the exterior design of structures within the
development. These covenants are neither required by the City as part of this Development
Agreement nor will be enforceable by the City, but nevertheless the Developer represents
to the City, for the benefit of FHNA, that the Developer will require use of high-quality
architectural features and materials for all permanent structures and will require that all
walls of residences facing public streets incorporate windows. The covenants relating to
exterior design of structures must comply with all applicable city code requirements, e.g.
LOC 50.06.001.2. These covenants will run with the land and bind future builders and
owners. Any modification of the covenants shall not eliminate the necessity for
compliance with all applicable city code requirements.
2.5 Landscape Buffers. Developer will design and install a landscape buffer
on the boundaries of the Property, as illustrated in Exhibit C, adjacent to Knaus Road and
Goodall Road in order to buffer the view of the Property from adjacent streets and homes.
Pursuant to LOC 50.06.004.2.c.i, a "bad neighbor" fencing will not be installed on the
boundaries.
2.6 Exterior Illumination on Residences. Although not required by the City
as part of this Development Agreement nor enforceable by the City, nevertheless the
Developer represents for the benefit of FHNA that exterior ill«mination on residences shall
be designed and operated consistent with "dark sky" principles concerning shielding,
orientation, and type of lamp.
3. infrastructure Improvements and Dedications.
The Developer will be responsible, at Developer's expense, for constructing all of
the required public infrastructure and services as set forth in the Master Plan ibr the
development, further described in Section 5, below. Developer:
3.1 Shall complete all such public improvements prior to the recording of the
final plat for the second partition; or
3.2 May record the final plat prior to completion of the required public
improvements pursuant to LOC 50.07.003.9, provided that the Developer posts a bond,
letter of credit or other security acceptable to the City sufficient to fulfill the obligation to
construct the public improvements prior to the issuance of any building permits for any
residences on the site, as set forth in the Master Plan. The amount of the bond shall be
120% of the estimated cost of constructing the public improvements as determined by
Developer's engineer, subject to review and approval by the City engineer.
Except as otherwise provided in this Agreement, Developer will dedicate the public
rights-of-way and easements as required by the Master Plan on the final plat for the first
partition.
City acknowledges that, subject to Developer's provision of public infrastructure
and services in accordance with this Section 3, Developer will have met the requirement of
LOC 50.07.003.5 to alleviate the need for public services and sidewalks created or
3
37891 44711.1iGA1.27537M).12
271
contributed to by the proposed development for the Knaus Road and Goodall Road
rights-of-way. Additional off-site public improvements, if any, will be addressed in the
Master Plan as referenced in Section 3.6.
3.3 Streets within the development shall be developed consistent with the City
Engineer's Policy Memorandum entitled "Guidelines and Standards for New Streets and
Frontage Improvements in the Urbanizing Rural Fringe and Transition Neighborhoods"
(effective February 1, 2005).
3.3.1 Pathways shall be designed to match pathways existing on the
effective date of this Agreement on the south side of Knaus Road in the vicinity of the
Property.
3.3.2 New street lights shall be: (a) located only at street intersections
pursuant to LOC 50.06,004.3.b.v; (b) limited to a total of three (3) within the development;
(c) Providence style lamp on visco pole using LED lights, and (d) designed and operated
consistent with LOC 50.06.004.3.b.v. No "cobra" light fixtures shall be used on said street
lights.
3.4 Open Space To Be Calculated on Gross Acreage of Entire Ownership.
LOC 50.06.005.1.a requires Major Partitions (defined as a partition that includes the
creation of a street) with more than 75,000 square feet of area provide twenty percent
(20%) open space. Because Developer has applied for and recorded one partition plat and
will apply for approval of two more Major Partitions as described in Section 2.3 above, the
twenty percent (24%) landscaping requirement shall be calculated on the entire 7.35 acre
development site; each of the three Major Partitions that are the subject of this Agreement
may have more or less than twenty percent (20%) open space, PROVIDED the total open
space provided in the three (3) Major Partitions equals at least twenty percent (20%) of the
gross acreage of the entire 7.35 -acre development site. A copy of the open space plan for
the Property demonstrating compliance with this requirement is set forth in Exhibit C.
3.5 Creation of Public Right -of -Way by Separate Instrument. Developer
proposes to dedicate, and the City agrees to accept, a deed attached as Exhibit D providing
for the dedication in favor of the public that certain real property described in Exhibit D for
the purpose of a public street, prior to the recording of a Major Partition Plat. The
dedication of the property legally described in Exhibit D conforms to the location of the
public street shown in the Preliminary Plan depicted in Exhibit B to be achieved through a
Type I property line adjustment. Even though the street is being dedicated prior to the
Master Plan approval for partitions that will use the street for access, rather than as a
condition of approval of the creation of the Master Plan, the partitions shall still be
considered to be "major" partitions for purposes of compliance with applicable code
provisions.
3.6 Master Plan. The Developer shall submit a Master Plan application for
approval by the City.
37891-[N1A71LEGAL27537845.12
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4
4. Fees and Charges.
The fee charged for the review of the Master Plan shall equal the City's fee for the
review of subdivision, as of the date of the application for the Master Plan. The fees
charged for the review of each partition application shall equal the City's fee for a lot line
adjustment as of the date of each partition application.
5. Schedule and Procedure for Compliance Review.
5.1 Within 60 days after approval of this Agreement, Developer shall submit a
Master Pian for the serial partitions to the City for approval. The Master Pian shall be
consistent with the Preliminary Plan and shall consist of
5.1.1 Pians showing the approved partition for 2013 and the proposed
partitions for calendar years 2014 and 2015.
5.1.2 A final plan showing development at build out, including required
public infrastructure.
5.1.3 A development schedule, including a schedule for review of
building, grading and other permits.
5.2 City shall review the proposed Master Plan as a "minor development" as
that term is utilized in the LOC. The Master Plan shall demonstrate compliance with
applicable criteria and standards as set forth in the City Code as of the effective date of this
Agreement. Developer acknowledges that the FI INA's unequivocal support of the
Agreement will not prevent meaningful participation by the FHNA during the Master Plan
process,
5.3 Notwithstanding Section 3.5 of this Agreement, following approval of the
Master Plan, subsequent partitions shall be reviewed as ministerial developments pursuant
to the LOC. The sole criterion for approval of subsequent partitions is demonstration of
compliance with the approved Master Plan.
5.4 following approval of the Master flan, the City shall review any proposed
amendments to the Master Plan as a minor development pursuant to the LOC.
Modifications of the development schedule shall not be considered a modification of the
Master Plan. Developer will send written notice of any modifications to the development
schedule to the City Planning and Building Services Director and to the Chair of the
F1 INA.
5.5 Construction of the development shall commence no later than December
31, 2014 and shall be completed no later than December 31, 2016.
6. Early Construction Permits Authorized.
6.1 Developer and the City acknowledge that the development site has been
designated as the site of the 2015 Portland Ilomebuilders' Association "NW Natural Street
37891-004M.FGAI.27537846.12
273
of Dreams." In order to have participating homes ready by the commencement of the event
in August 2015, Developer desires that it and associated contractors and builders be
allowed to commence construction of single family dwellings belbre recording of all
partition plats. Subject to all other City requirements, Developer and associated
contractors and builders may apply for and receive permits for construction of not more
than two (2) single family dwellings on a parcel, PROVIDED that the City shall not grant
an occupancy permit for permanent or temporary occupancy for more than one (1) single
family dwelling per parcel until such time as each respective Major Partition Plat is
recorded and each single fancily dwelling is situated on its own partition plat -approved
parcel. Developer shall execute and record a notice of occupancy prohibition until the
parcel upon which the residence is located is created in a recorded partition plat so that
there is only one occupied house upon each parcel; a termination of such notice shall be
recorded with the approval of the City prior to issuance of an occupancy permit. Developer
shall not apply for early building permits until the Property contains nine (9) lots of record,
as reflected in the phasing plan in Exhibit L. In consideration for the allowance of early
construction and to assure that each dwelling is on a lot of record by January 1, 2016,
Developer shall file a complete and executed partition application or applications into an
escrow account with instructions that the application or applications may be submitted and
processed for approval and recorded by the City ifa final partition plat is not recorded by
January 1, 2016 that results in a dwelling not being on its own lot of record. Developer
shall, prior to issuance of an early building permit for a second house on a parcel, submit an
irrevocable letter of credit in favor of the City for the costs of processing and recording the
partition, in such amount as determined by the City Manager.
7. Continuing Effect of Agreement.
7.1 In the ease of any change in regional policy or federal or state law or other
change in circumstance which renders compliance with this Agreement impossible or
unlawful, the Parties will attempt to give effect to the remainder of this Agreement, but
only if such effect does not prejudice the substantial rights of either Party under this
Agreement. If the substantial rights of either Party are prejudiced by giving effect to the
remainder of this Agreement, then the Parties shall negotiate in good faith to revise this
Agreement to give effect to its original intent. If, because of change in policy, law or
circumstance, this Agreement fails of its essential purpose (vesting of allowed uses and
limitations on development conditions and fees and charges) then the Parties shall be
placed into their original position to the extent practical. It is the intent of this Agreement
to vest development rights and conditions, including but not limited to the permitted uses,
density and intensity of uses, infrastructure improvements and fees and charges as set forth
in this Agreement, notwithstanding any change in local ordinance or policy.
7.2 The Property is within the City limits of the City of Lake Oswego, so the
requirements of ORS 94.504(2)(L) are not applicable to this Agreement.
8. Assignability of Agreement.
This Agreement shall bc; not be assigned by the Developer, in whole or in part,
absent the written approval of the City, which shall not be unreasonably withheld.
37891-0047/1.r- iA1,27S37¢446.12
274
M
9. Default; Remedy.
9.1 Delaull/C:ure. The following shall constitute defaults on the part of a
Party:
9.1.1 A breach of a material provision. of this Agreement, whether by
action or inaction of a Party which continues and is not remedied within sixty (60) days
after the other Party has given notice specifying the breach; provided that if the
non -breaching Party determines that such breach cannot with clue diligence be cured within
a period of sixty (60) days, the non- breaching Party may allow the breaching Party a
longer period of time to cure the breach, and in such event the breach shall not constitute a
default so long as the breaching Party diligently proceeds to affect a cure and the cure is
accomplished within the longer period oftime granted by the non -breaching Party; or
9.1.2 Any assignment by a Party for the benefit of creditors, or
adjudication as a bankrupt, or appointment of a receiver, trustee or creditor's committee
over a Party.
9.2 Remedies. Each Party shall have all available remedies at law or in equity
to recover damages and compel the performance of the other Party pursuant to this
Agreement. The rights and remedies afforded under this Agreement are not exclusive and
shall he in addition to and cumulative with any and all rights otherwise available at law or
in equity. The exercise by either Party of any one or more of such remedies shall not
preclude the exercise by it, at the same or different time, of any other such remedy for the
same default or breach or of any of its remedies for any other default or breach by the other
Party, including, without limitation, the right to compel specific performance.
10. Amendment or Termination of Agreement.
This Agreement may only be amended or terminated by the mutual consent of the
Parties or their successors in interest pursuant to URS 94.522.
11. Miscellaneouus IProvisious.
11.1 Notice. A notice or communication under this Agreement by either Party
shall be in writing and shall be dispatched by registered or certified trail, postage prepaid,
return receipt requested, or delivered by either personal delivery or nationally -recognized
overnight courier (such as UPS or Federal Express) or by facsimile transmission, and
as follows:
11.1.1 In the case of a notice or communication to Developer, addressed
Goodall Knaus, LLC
ATTN: Jesse Nemec
5285 SW Meadows Rd
Ste 171
Lake Oswego, Oregon 97035
37891-0047n.FGA[ 27537846.12
275
With copy to: Michael C. Robinson
Perkins Coic LLP
1120 NW Couch St
Tenth Floor
Portland, Oregon 97209
follows:
11-1.2 In the case of a notice or communication to City, addressed as
City of Lake Oswego
ATTN:Scot Siegel, Director of Planning and Building Services
380 A Avenue
P.O. Box 369
Lake Oswego, Oregon 97034
With copy to: David D. Powell, City Attorney
380 A Avenue
P.O. Box 369
Lake Oswego, Oregon 97034
or addressed in such other way in respect to a Party as that Party may, from time to time;
designate in writing dispatched as provided in this section.
11.1.3 In the case of notice or communication to the HHNA, addressed to
the Chair of the FI -INA at the name and address on file with the City Planning Department.
11.2 Headings. Any titles of the sections of this Agreement are inserted for
convenience of reference only and shall be disregarded in construing or interpreting any of
its provisions.
11.3 Counterparts. In the event this Agreement is executed in two (2) or more
counterparts, each counterpart shall be deemed to be an original, and such counterparts
shall constitute one and the same instrument.
11.4 Waivers. No waiver made by either Party with respect to the performance,
or manner or time thereof, of any obligation of the other Party or any condition inuring to
its benefit under this Agreement shall be considered a waiver of any other rights of the
Party making the waiver. No waiver by City or Developer of any provision of this
Agreement or any breach thereof shall be of any force or effect unless in writing; and no
such waiver shall be construed to be a continuing waiver.
11.5 Attorneys' Fees. In the event of suit, action, arbitration, or other
proceeding of any nature whatsoever, including, without limitation, any proceeding under
U.S. Bankruptcy Code, is instituted to interpret or enforce any provision of this Agreement,
or with respect to any dispute relating to this Agreement, including, without limitation, any
action in which a declaration of right,-, is sought or an action for rescission, the prevailing
Party shall be entitled to recover from the losing Party its reasonable attorneys', paralegals',
378914M14VLEUAI,27537846.12
276
accountants', and other experts' fees and all other fees, costs, and expenses actually
incurred and reasonably necessary in connection therewith, as determined by the judge or
arbitrator at trial or arbitration, as the case may be, or on any appeal or review, in addition
to all other amounts provided by law. This provision shall cover costs and attorneys' fees
related to or with respect to proceedings in Federal Bankruptcy Courts, including those
related to issues unique to bankruptcy law. in the event the prevailing party is represented
by "in-house" counsel, the prevailing party shall nevertheless be entitled to recover
reasonable attorney fees based upon the reasonable time incurred and the attorney fee rates
and charges reasonably and generally accepted in the metropolitan Portland, Oregon, area
for the type of legal services perfonned,
11.6 Time of the Essence. Time is of the essence under this Agreement.
11.7 Choice of Law. This Agreement shall be interpreted under the laws of the
State of Oregon.
11.8 Calculation of Time. All periods of time referred to herein shall include
Saturdays, Sundays, and legal holidays in the State of Oregon, except that if the last day of
any period falls on any Saturday, Sunday, or legal holiday in the State of Oregon, the
period shall be extended to include the next day which is not a Saturday, Sunday, or such a
holiday.
11.9 Construction. In construing this Agreement, singular pronouns shall be
taken to mean and include the plural and the masculine pronoun shall be taken to mean and
include the feminine and the neuter, as the context may require.
11.10 Severability. Consistent with Section 7 above, if any clause, sentence or
any other portion of the terms and conditions of this Agreement becomes illegal, null or
void for any reason, the remaining portions will remain in full force and effect to the fullest
extent permitted by law.
11.11 Place of Enforcement. Any action or suit to enforce or construe any
provision of this Agreement by any Party shall be brought in the Circuit Court of the State
of Oregon for Clackamas County, or the United States District Court for the District of
Oregon.
11.12 Good Faith and Reasonableness. The Parties intend that the obligations
of good faith and fair dealing apply to this Agreement generally and that no negative
inferences be drawn by the absence of an explicit obligation to he reasonable in any portion
of this Agreement. The obligation to be reasonable shall only be negated if arbitrariness is
clearly and explicitly permitted as to the specific item in question, such as in the case of a
Party being given "sole discretion" or being allowed to make a decision in its "sole
judgment."
11.13 Condition of City Obligations. All City obligations pursuant to this
Agreement which require the expenditure of funds are contingent upon future
appropriations by the City as part of the local budget process. Nothing in this Agreement
implies an obligation on the City to appropriate any such monies.
9
37891-004711.1;GAL27537M.12
277
11.14 Cooperation in the Event of Legal Challenge. In the event ofany legal
action instituted by a third party or other governmental entity or official challenging the
validity of any provision of this Agreement, the Parties agree to cooperate in defending
such action.
11.15 Enforced Delay, Extension of Times of Performance. In addition to the
specific provisions of this Agreement, performance by any Party shall not be in default
where delay or default is due to war; insurrection, strikes, riots, floods, drought,
earthquakes, tires, casualties, acts of God, governmental restrictions imposed or mandated
by governmental entities other than the City, enactment of conflicting state or federal laws
or regulations, new or supplementary environmental regulation, litigation or similar bases
for excused performance which is not within reasonable control of the Party to be excused;
provided, however, that the Parties agree to proceed in accordance with Section 7 in the
event of the occurrence of any of the foregoing events also described in Section 7.
11.16 Other Necessary Acts. Each Party shall execute and deliver to the ether all
such further instruments and documents and take such additional acts (which, in the case of
the City, shall require adopting necessary ordinances and resolutions) as may be
reasonably necessary to carry out this Agreement in order to provide and secure to the other
Parties the full and complete enjoyment of rights and privileges hereunder.
11.17 Entire Agreement. This Agreement constitutes the entire agreement
between the Parties as to the subject matter covered by this Agreement.
11.18 Interpretation of Agreement. This Agreement is the result of arm's
length negotiations between the Parties and shall not be construed against any Party by
reason of its preparation of this Agreement.
1119 Capacity to Execute; Mutual Representations. The Parties each warrant
and represent to the other that this Agreement constitutes a legal, valid, and binding
obligation of that Party. Without limiting the generality of the foregoing, each Party
represents that its governing authority has authorized the execution, delivery, and
performance of this Agreement by it. The individuals executing this Agreement warrant
that they have full authority to execute this Agreement on behalf of the entity for wham
they purport to be acting. Each Party represents to the other that neither the execution and
delivery of this Agreement, nor performance of the obligations under this Agreement will
conflict with, result in a breach of, or constitute a default under, any other agreement to
which it is a party or by which it is bound.
11.20 Recording. City shall cause this Agreement to be recorded pursuant to
ORS 94.528.
11.21 Form of Agreement; Exhibits. This Agreement consists of 1 I pages and
five exhibits. The exhibits are identified as follows: Exhibit A (legal Description of
Property), Exhibit B (Preliminary Plan); Exhibit C (Buffering and Open Space Plan);
Exhibit D (Deed and legal Description for Public Right -of -Way); and Exhibit E (Phasing
Plan).
37891-W471L FUA 1.27537 840.12
278
10
Executed as of the day and year first above written.
GOOIIDALL KNAUS, LLC,
an Oregon limited liability company
By: VCJT, LLC,
an Oregon limited liability company,
Mana
By:
Prit A�C-Jeffsqb. Smith
STATE OF OREGON )
ss.
County of U vvsag )
The foregoing instrument was acknowledged before me this I%y of A/;,, v
2014, by Jeffery 1). Smith as Member -Representative of the Manager of Goodallr. �s,
LLC, an Oregon limited liability company, on behalf of said company.
gMCHINST0f 1
WWPtlMJC_0NWW
commo maAlm Notary P ti far Ore on
lIA11C01 ON-014t71PI MOl 98,11t? My Commis ' n Expires: /Q -;13-d0)_7
CITY OF LADE OSWEGO
jL ,
By: 4_4 -,y Ai,
Kent Studebaker, Mayor
STATE OF OREGON )
) Ss.
County of k,0" k&4kr )
The foregoing instrument was acknowledged before me this '7 f' day of
L,Qt 20' 4, by (Cent Studebaker as Mayor of the City of Lake Oswego, Oregon, duly
authors d by the City Council to execute this agreement on behalf said city,
ll
3789 1-(11)4711. F.GA 1.27537846.12
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MOFFICIAL SEAT.
CORTNEY A MAD€ U"
NOTAAY PUBLIC - OREGON
COMMISSION NCL 457271
I CON@MiS BION EXPIRES MARCID 30, 2015
37891-M71LEGA1.27S37846, a 2
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N tart' clic for Oregon
MY onimission Expires:_ /Lt4-..,.L $o �Lo 1S
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EXHIBIT "A"
LEGAL DESCRHITION OF PROPFRTY
Parcel 1 of Partition Plat 2005-121, Clackamas County, Oregon,
13
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Name of €3r:current for Recording: Dedicatiosi
Dedicator: Goodall Knaus LLC, an Oregon limited
liability rono3any
5295 Sw Meadewa Itd, Lake Oswego OR, 97034
00,6catpw City of Lake Oswegn, f O Rax 369, Lake
Oswego, Oregon 97034
Consideration: $Nona
tax 5latenient to be mailed to: No change,
Statutory Recordation Authnr4; 0115205.130(3).
r Rc rc,rtii r&lieµMT,g: City of Lake Oswego,
Attn: City Recorder, P.Q. Box 369, take Oswego, OR
97034
(For County Rernrding Use Ocily) -
DEDICATION
Dedicator. Goodall Knaus LLC, an Oregon Rmted liability company
Dedicatee: City of Lake Oswego
1. Dedication and Purpose. The above named Dedicator does hereby dedicate to the
Dedicatee, pursuant to ORS 92.175(1)(c), for the use of the general public forever that
certain real property located In the Cityof Lake Oswepo, State of Oregon that is more
par0cular€y bounded and described below, for the following purposes; Public Street
7. Description of € edicated Area. The real property which Is the subject of this Uedication
Is located in the County of Clackamas, State of Oregon, and more particular#y describHd
as follows;
"Sae Fxhib€t A attached."
3. Nature of Dedictrtinn. The designation of the City of Lake Oswego as the.; DNdicatca is
for the benefit of the recording officer of the county in which the dedicated land is
located. It is acknowledged by Dedicator and Dedic itee that this Instrument is not to
be cosistrued as conveying any title, Interost, or ownership directly to the Dediratne as
grantee, but that Dedicatee is named solely in the nature of a governm@ntai
representative of the general public. This instrument Is a dedication to the public
generally, not to any 4pecifir granter, Including to a municipality. Sea Carter Y. City of
Portland ,4 Or. 339, 347 [1873), This dedication dors .act create a separate parcel, as
this dedication is in the nature of a public easement. See KurtSQ_uthern Pac._Co_. 80
Or. 213, 155 P. 3367 [1916); Helb2rlLv Tres glci, 67 Or. 425, 136 P. 334 (1913); `ahArkey
v, Ciiy_o1 PS?r land, 58 Or. 353, 362, 106 P. 331.1 14 P, 933 (19.11). The aporopriate
hip s Dedication
EXHIBIT I)
285
governmental entity may exercise jurisdiction over tine dedicated arca, Inrit:Jing the
rights and proroduees for vaeatiun of the dedication, pursuant to ORS 27I.M) -
171.230 and Spar <sor Orrgon statutes. Upon change of governmertnt iu*lcrlirtlott due
to ani) exatloll, witiulh'awal, or otlief wise, transfer of jurisdiction over tits dedicated area
shall ocirw as a matter of law and no cornveyonco or flm-d by Dedlcntoe is nera»sbry.
4. Cori shirratloll. MIA; Dedira=tion Is given to comply with a conditlnn of land usta opproval,
wiMout receipt of any r110rietary Cnnslderatiora.
RViltnsentatlon of Title J Request for Subordination, Dedicator warren" to the
Vedicatee thtat Dedicator is the fee title owner of the ronl property upon which this
dedicate is gi •joted, free and clear of all taxes, liens and encurnbranres, excevt ds
follows, in which event If specifically listed the holders of the Urns or Pnr tmbranc'r.s are
hereby requested to subordinate to this Dedication, for the benefit of the Dedicator's
adjacent and underlying real oroperty: M&T Batik
b. Construction. In construing this dedication and where the context so require, the
singular Includes the plural and all grammatical changes sh,;i be irnpiied to niakr, 011.
provisions horeof apply equally to corporations and to Individuals.
IN WITNLS5 WI ti fttCrr, the undersived Dedicator have hereunto executed this Drdicat'an on
the date stated below the (respective) Dedicator's signature.
286
De&,imt Namrn Vt%rgeIwlnte Capital Fund XVII, LP, A DelawareR Ilmiherl piItnnrshtp, II'+
nianagjPr
Name of 5igirar: Sran R[ik�crtS -•--�-
Office/r le of Signor: Scott Roberts as Manager Of VCJT LLC , an Oregon Limited Liability
Cornptsny Sole Member of VCFGPXVII, LLC, an Oregon Iftnited liability cnmpany, general pnrWor
of Vergepcainte Capital Fund XVII, LP a Delaware limited partnership, matnagrr of Goodall
Knrttts, LLC.
State of Oregon j
j ss.
County of Clackamas j
on this _ day of . 2014, before me the undersigned Notary
Public, perwally nppaarrd Scott Roberts as Manager of VCJT LLC , an Oregon Limited Liability
Company So'e Member of VCFGPXVII, LLQ an Oregonlimited liability company, general part mer
of Vergepointe Capital Fund XVII, LP a Delaware limited partnership, manager of Goodai'
Knrnis, LLC.
WITNESS my hand and nfPcial seal
Notary S nature
Notary Seal (Do not glare seal over any portion
of text or signature)
Notary name:
I'.we i Detfr.i#ion
287
Nall ie of ±ignur: maw CW Vance
Office/Title; of Signor; Manager of VOT, LLC an Oregon limited liability company, sole me:ntber
Of VCFGP XVII, LLC on Oregon IImite:d 1fability company, general partner of Verr . of to Capitol
Fuad XVII, LP a Delaware limited partnership. manager of Goodall Knaus', LLC
State of Oregon }
) 55.
Covnty of LlaClcar•im )
On this day of _2014, before me the undersigned Notary
Public, personally appeared Mathew Vance as Manager of VCJT. LLC an Oregon limited 1fIbilty,
company, sole men-txrr of VCFGP XVII, LLC an Oregon limited liability company , general
partner of Vermointe capital runs XVII, LP a Delaware limited partnership, manager of
Good,11 Knous, LIC
WiTNFSS my hand and official seal
Notary Signature
Notmy Seal IDo not place seal over any rortlon
of text or signature)
Notary nime-,
F,gzv •1 - Llydieation
288
Name of Signor: Jeffrey anriili
Offlce/Titir of Signor; Managr'r of VC1T, i,t,C an OfPgon limited liability company, sola member
of VCFGP XVII LLC, an Omenn lirnited liability company, general partner of VwCepolnte Capital
Fund XV1l, LP, a Delaware tlmited partnership, manager of Goodall Knaus, I.I.C.
State of Oregon }
J ss.
County cif Clackamas 1
On this day of ...., _ 2014 . before me the undctrsignecl Notary
Public, personaliy appeared Jeffrey Sin it It, Manager of VCJT, LLC on Oregon limited liability
company, sale member of VCFGP XVII LLC, an Oregon limited liability rompany, genwal paitner
of vergepointe Capital Fund XVII, LP, a Delaware lirnited partnership, manager of Goodall
Knaus, LLC.
WITNESS my hand and official seal
Notary Signature
Notary Seal (Do not place seal over any portion
of text or signature)
Notary name:
Page a _ DMitatiun
289
C$}WNTTO DFDIC010N
M & T Bank undersigred(s) hold an interest, Her, or encumbrance in the above described real cemnseel JR913l'law, t
property, and at, he -.pe-.4 ijincance and rmuiest o+ Dedicator, do hereby consents to 0 e D -w• Iru t+M&ad- ns sncwr
granting of this Dedication, and agrees Shat if the underlying interest. lien, or encumbrance is
foreclosed, this dedtcatlon shall not be foreclosed.
-----
i:rlt t -N;,, e: P k T Tania
6y:
Namv (if Signal-
Office/Title of Signor:
State of Gregor: }
C0VTrty of Ci8r:k2lMaS }
On this day of _ _ _ , 20:4 before me the "dersigned Notary
Public, aersonatly appeared.
M & T Bank.
WITNESS my hand and nffirial seal
Notary Signature
Notary Seal {Do not place seal aver any portion
of text or signature}
Notary name:
i+a•n•<^, Ffair2tirti�i
290
This document is accepted pursuant to authority and approved for recording.
City of Lako Oswego, Oregon
-wD L L,uellby, Ch Manager
[�-y. i- Dedication
291
Statf, of Orpson
f SS -
County of Gack;imas
On this____ day of .r__ , before me the under3ignad Notary
Public, personally appeared Scott t.axenby,
C, personally known to me
Ll proved ro mo nn the haslenf vatlslactory evidence
To be the perwn wlio r xeruted the within instrument as City Masi Iger or on behalf of the
entity therein nan:cd, purwant to au portly, and ,tcknowIcdpr d tome the execution hereof,
WITNESS my hand and official srnl
Notary Signature
Notary Seal (Do not place seal over any portion
of text or signature)
Natsry name:
i'.• ,, - DediLatian
292
N
E � i
-- -- - avow Tivaoc Ms
rAIRBIT E
293
294
S)0,
Civil Engineering
Water Resources
Land Use Planning
Meeting Minutes — Goodall Road — Lake Oswego
Date:
March 26, 2014
Meeting No:
Neighborhood Meeting
Project:
Goodall Road
3J No.:
13139
Location:
West End Building — Lake Oswego
Presenters
Company
Andrew Tull
3J Consuiting
Jeff Smith
JT Smith Companies
Jesse Nemec
JT Smith Companies
Mike Robinson
Perkins Cole
In preparation for the submission of a land use application for the partitioning of the subject property, the
applicant conducted a neighborhood meeting with the Forest Highlands neighborhood association.
The meeting began with a presentation by Jeff Smith. The project team addressed key points that were
discussed in previous meetings. A description of the development, the road access, and the proposed
lots was provided for the process of a serial partition. A presentation about how storm water would be
addressed was then given by Jesse Nemec. The general timeframe for the land use and construction
process was described. An overview of the Street of Dreams process was given, as the site will be the
2015 selection.
Following the introduction of the project, neighbors and attendees openly asked questions of the project
team. The following is a record of the questions and the project teams' responses.
item
Question
..
1
How frequent will concerts be shown during
The Applicant explained that there is no set
the Street of Dreams?
schedule for events but once a week would be
a rough estimate.
2
During the construction phase will vehicles
All construction vehicles under JT Smith's
be allowed to park on neighboring streets?
control will remain on site while the roads and
utilities are being put in. The Applicant will
monitor all other builders and require that their
vendors do not park on neighboring streets.
3
Where will the green space be in the
Conservation easements will be established
development?
along the rear side of some of the lots, as well
as along the perimeter of the development.
4
Will the trees on the site be saved?
The Applicant will try to save any of the trees
that are healthy and not impeding access on
the site. The Japanese Maples have already
been removed and are in a nursery.
5
How will the site be accessed during the
The visitors will be bused into the site from
Street of Dreams?
another location. The only parking on the site
will be for staff associated with the event.
6
How long will the Street of Dreams run? I
The event runs from the end of July into
3J Consulting, Inc. EXHIBIT F-8
10445 SW Canyon Road, Suite 245 Beaverton, OR 97005 LU 14-0031
295
August 27, 2013
NEIGHBORHOOD MEETING MINUTES
Page 2
The meeting concluded at 7:00pm.
296
August, about 4 weeks in total.
7
Will any traffic lights be installed?
Traffic lights have to be warranted by the City,
The Applicant is willing to implement agreed
upon traffic calming measures, as allowed by
the City.
8
What will be the price range of the houses
The houses are expected to start around 1.5
in the development?
Million.
9
Who be building the lots that will not be a
The Applicant will likely build 2-3 houses within
part of the Street of Dreams?
the entire development. Other builders will be
selected to build the other lots. This
encourages diversity in the neighborhood.
10
How large will the houses be?
In Lake Oswego building footprint is regulated
by the Floor to Area ratio which will regulate
the houses in this neighborhood to be within
the 4,000-5,200 SF range.
11
Where will the street lights be installed?
The Applicant anticipates there will be three
street lights installed, one at each of the
intersections along the perimeter of the site.
12
How will drainage be handled on the site?
Detention ponds are no longer being proposed.
The roadside ditches required by the City will
be modified to accommodate bioswales which
will then direct the water into underground
mechanical tanks which will miter the water
back at a controlled rate.
13
What are the lot sizes?
The lots range from 12,000-22,000 SF.
14
How will lighting be handled within the
Lighting in the development will be controlled
development?
through CC&R's
15
Will there be sidewalks within the
There will be an asphalt pathway along the
development and along the perimeter?
perimeter of the development, and a sidewalk
along one side of the street on the interior of
the development.
16
Will there be any tree planting or mitigation?
An attempt will be made to retain existing trees
while also enhancing the perimeter of the
development with additional deciduous and
ever reen trees.
17
How will the house profiles be seen from
Landscaping will primarily buffer the area
Goodall and Knaus Road?
between the houses and the exterior streets
but an attempt will be made to ensure that the
profile of the houses will be appealing from all
views.
The meeting concluded at 7:00pm.
296
Lake Oswego Fire Department Case File/Permit No.
300 B AVE - P.O. Box 369 LU 14-0031
Lake Oswego, OR 97034
503-635-0275
Date: June 5, 2014
To: Debra Andreades, Senior Planner
From: Gert Zoutendijk/Fire Marshal
Email: gzoutendijk@ci.oswego.or.us Phone: 503-699-7454
Fire Department - Pian Review Comments
I have received the information for the project summarized below and completed a review of the submittal
on 0610512014. A summary of the review has been provided. Please feel free to contact me directly if
you have any questions, comments or concerns regarding this information.
Case File/Permit No.: LU 14-0031
Project Location: 12800 Goodall Road
Scope of Project: Minor and major land partitions
FIRE DEPARTMENT ACCESS
D103.2 Grade
Fire apparatus access roads shall not exceed 10 percent in grade. When fire sprinklers are installed, a
maximum grade of 15% may be allowed.
Highland Loop has a grade over 10% which is over the grade allowed per the fire code. Applicant could try
to get the street below 10% or could provide an alternate method such as residential fire sprinklers
throughout all homes.
503.3 Fire Lane Marking
Where required by the fire code official, approved signs or other approved notices or markings that include
the words NO PARKING FIRE LANE shall be provided for fire apparatus access roads to identify such
roads or prohibit the obstruction thereof. The means by which fire lanes are designated shall be maintained
in a clean and legible condition at all times and be replaced or repaired when necessary to provide
adequate visibility.
D103.6 Parking Signs and Requirements
D103.6 Signs. Where required by the fire code official, fire apparatus access roads shall be marked with
permanent NO PARKING - FIRE LANE signs complying with Figure D103.6. Signs shall have a minimum
dimension of 12 inches (305 mm) wide by 18 inches (457 mm) high and have red letters on a white
reflective background. Signs shall be posted on one or both sides of the fire apparatus road as required by
Section D103.6.1 or D103.6.2.
D103.6.1 Roads 20 to 26 feet in width. Fire apparatus access roads 20 to 26 feet wide (6096 to 7925 mm)
shall be posted on both sides as a fire lane.
D103.6.2 Roads more than 26 feet in width. Fire apparatus access roads more than 26 feet wide (7925
mm) to 32 feet wide (9754 mm) shall be posted on one side of the road as a fire lane,
EXHIBIT F-9
LU 14-0031
297
Lake Oswego Fire Department - Plan Review Comments Case File/Permit No. LU 14-0031
WATER FLOW FOR FIRE PROTECTION
WS -0003 Hydrant Location Approved
Hydrant location with distance and size of the structure is approved._
WS -0007 Fire Flow Approved
Fire flow for fire protection is adequate.
GENERAL COMMENTS
G-0002 Alternate Method
For any deficiencies in access or water supply applicant could propose an alternate method in accordance
with the provisions of ORS 455.610(5) in the form of fire sprinklers as approved by the Fire Marshal.
Page 2 of 2
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