Report OFFICE COPY
Carlson G e o to c h n is a l Main Office Salem Office Bend Office
P.O. Box 23814 4060 Hudson Ave., NE P.O. Box 7918
A Division of Carlson Testing, Inc. Tigard, Oregon 97281 Salem, OR 97301 Bend, OR 97708
Geotechnical Consulting Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155
' Construction Inspection and Related Tests FAX (503) 670 -9147 FAX (503) 589 -1309 FAX (541) 330 -9163
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•
RECEIVED
JUL 18
CITY OF TIGARD
BUILDING DIVISION
Report of
Geotechnical Engineering Services
Tigard Auto Lube
13565 SW Pacific Highway
Tigard, Oregon
CGT Project: G0302069
Prepared for
CC I ' �� N r
Mr. Tim Horst
DDHK Ventures . 0 6 9 ° 0 1 9
9790 SW Nimbus Avenue
Portland, Oregon 97008 RE CEMD CCI
March 14, 2003
JUL 3 0 2003 1 0 0 1
:lair Company, Inc. By
•
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`Carlson Geotechnical Office 1 Salem Office BendONlce
P.O. Box 2 4060 Hudson Ave., NE P.O. Box 7918
A Division of Carlson Testing, Inc. Tigard, Oregon 97281 Salem, OR 97301 Bend, OR 97708
Geotechnical Consulting Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330-9155
I Construction Inspection and Related Tests FAX (503) 670 -9147 FAX (503) 589 -1309 FAX (541) 330.9163
.March 14, 2003
Mr. Tim Horst
DDHK Ventures
9790 SW Nimbus Avenue
Beaverton, Oregon 97008
Report of Geotechnical Engineering Services
Tigard Auto Lube
13565 SW Pacific Highway
1 Tigard, Oregon
CGT Project G0302069
f
INTRODUCTION
t
s Carlson Geotechnical (CGT) is pleased to present the results of our geotechnical investigation
for the proposed Tigard Auto Lube to be located at 13565 Southwest Pacific Highway in Tigard,
Oregon. The site location is shown on Figure 1. We have performed this investigation in
general accordance with our Proposal Number P02677 dated January 30, 2003. The purpose
of our work was to explore subsurface conditions at the site in order to provide geotechnical
engineering recommendations for design and construction of the proposed development. Our
scope of work was as follows:
• Advance three borings to depths of up to 26.5 feet below the ground surface (bgs).
.2
• Advance one cone penetrometer probe (CPT) to a depth of 41 feet bgs.
• Classify the materials encountered in the explorations in general accordance with
the American Society of Testing Materials (ASTM) D -2488 Visual - Manual
Method.
• Complete Standard Penetration Testing (SPT) of the subsurface soils in
conjunction with the borings, in general accordance with ASTM D -1586.
• Obtain representative soil samples at select depths in the explorations for
laboratory testing.
• Complete moisture content determinations on representative soil samples obtained
from the explorations.
• Complete grain size analyses on representative samples obtained from, the
explorations.
• Provide recommendations for site preparation, grading and drainage, stripping
depths, fill type for imported materials, compaction criteria, cut and fill slope criteria,
procedures for use of on -site soils, and wet weather earthwork procedures.
• Provide recommendations for design and construction of shallow spread
foundations, including allowable design bearing pressure, lateral capacities, and
•
• minimum footing depth and width.
Tigard Auto Lube
Tigard, Oregon
March 14, 2003
• Estimate settlement of footings and floor slabs for the design loading.
• Evaluate liquefaction potential at the site using data obtained from the cone.
• Provide geotechnical engineering recommendations for the design and
construction of concrete floor slabs, including anticipated value for subgrade
modulus and recommendations for a capillary break and vapor barrier.
• Recommend design criteria for retaining walls, including lateral earth pressures,
backfill, compaction, and drainage.
1 • Provide recommendations for construction of asphalt pavements for on -site access
roads and parking areas, including base course and asphalt paving thickness, as
required.
• Provide recommendations for subsurface drainage of foundations, slabs, and
pavements.
• • Provide recommendations for the Uniform Building Code (UBC) site coefficient
•
and seismic zone.
• Provide a report summarizing the results of our investigation.
PROJECT INFORMATION AND SITE DESCRIPTION
Project Information
Development will include demolishing an existing structure and constructing a 4600 square -foot
auto lube facility. The maximum column, wall and floor slab loads will be 10 kips, 2 kips per
linear foot, and 150 pounds per square foot (psf), respectively. Cuts and fill will be on the order
of 10 feet and 3 feet.
•
Site Description
Regional Geology
The site is located in the Willamette Valley geologic province in Tigard, Oregon. The Willamette
Valley was formed when the volcanic rocks of the Oregon Coast Range, originally formed as
submarine islands, were added onto the North American Continent. The addition of the volcanic
rocks to the North American continent caused inland downwarping, forming a depression in
which various types of marine sedimentary rocks accumulated. Approximately 15 million years
ago, these marine sediments were, in turn, covered by Columbia River Basalts that flowed down
• the Columbia River Gorge and Willamette Valley, as far south as Salem, Oregon. Later uplift
and tilting of these Columbia River Basalts, the Oregon Coast Range, and the western Cascade
Range formed the trough -like character of the Willamette Valley that we observe today. During
this same - time period, local volcanic activity produced the Boring Lavas through several
• localized vents including Mt. Sylvania, Mt. Scott, and Mt. Tabor. Catastrophic floods later
Carlson Geotechnical Page 2 of 11
Tigard Auto Lube
• Tigard, Oregon
March 14, 2003
washed into the Willamette Valley approximately 12,000 to 15,000 years ago and deposited
fine- to coarse - grained sedimentary assemblages mapped throughout the area.
•
Site Geology
The available mapping (Madin, 1990') indicates that the site is underlain by approximately
• 30 feet of fine- grained Pleistocene flood deposits that are in turn underlain by gravels of the
Troutdale Formation and the Sandy River Mudstones. The mapping also indicates that the
1 depth to the basement rocks of the area, the Columbia River Basalts, is approximately 150 feet.
A southwest - northeast trending fault is mapped approximately 800 feet south of the site, and
several others are located within a couple of miles of the site. The locations of these faults are
inferred based on offset of a single contact surface (likely the Columbia River Basalt); however,
the Pleistocene flood deposits do not appear to have been affected by this faulting episode.
Site Surface Conditions
•
• The site is bordered by existing development to the north, south, and west, and by Pacific
Highway to the east. At the time of our explorations, the site was relatively level and occupied
• by an existing building with associated pavements and utilities.
Site Subsurface Conditions
Field Exploration
We drilled three borings on February 12, 2003, to depths of up to 26.5 feet bgs. We also
advance one cone penetrometer probe (CPT) on March 6, 2002 to 41 feet bgs. The
approximate boring and CPT locations are shown on. Figure 2. A member of our geotechnical
staff logged the borings, collected samples, and performed in -situ testing and sampling. Logs
• for the borings are presented in the attached Figures 3 through 5. Our laboratory staff visually
examined and classified all samples in general accordance with the Unified Soil Classification
System.
Subsurface Materials
• Our subsurface explorations encountered up to three inches of asphalt at the surface that was
underlain by dense gravel fill (base aggregate) that extended to between 3.5 and 12 inches bgs.
Below the gravel fill, we encountered medium stiff to stiff silt with varying amounts of sand and
•
gravel that extended to approximately 10.0 feet bgs. Beneath the silt, we encountered very
loose to medium dense sand with silt that extended to the full depths of our borings..
Madin, 1990. Earthquake Hazard Geology Maps of the Portland Metropolitan Area, Oregon. Ian P. Madin.
Oregon Department of Geology and Mineral Industries Open File Report 0 -90 -2.
Carlson Geotechnical Page 3 of 11
Tigard Auto Lube
Tigard, Oregon
March 14, 2003
We encountered ground water in the borings at approximately 10 feet bgs. Boring logs obtained
from the Oregon Department of Water Resources indicate that ground water levels in the area
range between 4 and greater than 30 feet bgs. We anticipate that ground water levels will
fluctuate due to seasonal variations in precipitation, changes in site utilization, or other factors.
Additionally, the upper 10 feet of the site soils are conducive to the formation of perched ground
water.
LIQUEFACTION ANALYSIS
We performed liquefaction analyses for the site soils based on data obtained from the cone
penetrometer probe. These analyses indicate that total liquefaction at the site during a design
level earthquake will likely be less than 2 inches.
CONCLUSIONS
Based on the results of our explorations and analyses, it is our opinion that the proposed
structures with the assumed building loads can be supported on shallow spread footings bearing
on the medium stiff to stiff silt or medium dense gravel fill. Excavations extending into the loose
sands below the water table may require installation of pumps or wells to maintain dry working
conditions. Additionally, caving should be expected for excavations extending into this material.
These excavations may require shoring.
Settlement due to liquefaction of the site sands during a design level earthquake will likely not
exceed two inches. This settlement will occur primarily below depths of ten feet below existing
grades, and will likely be masked by the overlying soils.
RECOMMENDATIONS
Site Preparation
Because the site is covered with asphalt concrete and includes an existing structure, site
preparation will generally consist of demolishing /remodeling the existing structure, and removing
existing base aggregate and paving. The base aggregate may be stockpiled for later use as
structural fill. The asphalt may be processed and re -used as structural fill provided the material
is processed, placed, and compacted in general accordance with the recommendations given in
the structural fill section of this report.
If additional stripping of organic topsoil is necessary within the existing landscaped areas, the
root zone should be removed from proposed building and pavement locations and for a 5 -foot-
margin around such areas. Stripped organic material should be transported off site for disposal
Carlson Geotechnical Page 4 of 11
• Tigard Auto Lube
Tigard, Oregon
March 14, 2003
or stockpiled for use in landscaped areas. A representative from CGT should provide
recommendations for actual stripping depths based on observations during site preparation.
A representative from CGT should observe the site subgrades prior to construction to identify
areas of excessive yielding. If areas of excessive yielding are identified, the material should be
excavated and replaced with compacted materials as recommended for structural fill. Areas that
appear too soft and wet to support proof rolling equipment should be prepared in accordance
with recommendations for wet weather construction given in the following section.
Silt fences, hay bales, buffer zones of natural growth, sedimentation ponds, and granular haul
roads should be used, as required, to reduce sediment transport during construction to
acceptable levels. Measures to reduce erosion should be implemented in accordance with
Oregon Administrative Rules 340 -41 -006 and 340 -41 -455 and Washington County regulations
regarding erosion control.
Wet Weather Considerations
The site soils contain silt and may be susceptible to disturbance during wet weather.
Trafficability of the site soils may be difficult and significant damage to subgrade soils could
occur if earthwork is undertaken without proper precautions at times when the exposed soils are
more than a few percentage points above optimum moisture content.
For construction that occurs during the wet season, the site preparation activities may need to
be accomplished using track - mounted equipment, loading removed material into trucks
supported on granular haul roads or other methods to limit soil disturbance. The subgrade
should be evaluated during excavation by a qualified geotechnical engineer by probing rather
than proof rolling. Soils that have been disturbed during site preparation activities, or soft or
loose areas identified during probing, should be removed and replaced with structural fill.
Haul roads subjected to repeated heavy construction traffic will require a minimum of 18 inches
of imported granular material. Twelve inches of imported granular material should be sufficient
for light staging areas. The imported granular material should consist of crushed rock that is
well - graded between coarse and fine, contains no unsuitable materials or particles larger than
4 inches, and has less than 5 percent by weight passing the U.S. Standard No. 200 Sieve. The
imported granular material should be placed in one lift over the prepared, undisturbed subgrade
and compacted using a smooth -drum, nonvibratory roller.
We recommend that a geotextile be placed as a barrier between the subgrade and imported fill
in areas of repeated construction traffic. The geotextile should have a minimum Mullen burst
strength of 250 pounds per square inch (psi) for puncture resistance and an apparent opening
size (AOS) between the U.S. No. 70 and No. 100 Sieves.
Carlson Geotechnical Page 5 of 11
Tigard Auto Lube
Tigard, Oregon
March 14, 2003
Structural Fill
On -site Soils
Use of the on -site silts as structural fill may be problematic because silt is sensitive to small
changes in moisture content and is difficult, if not impossible, to adequately compact during wet
weather. Moisture conditioning (drying) should be expected in order to achieve adequate
compaction. When used as structural fill, the on -site silt should be placed in lifts with a
maximum thickness of 8 inches and compacted to not less than 92 percent of the maximum dry
density, as determined by ASTM D -1557.
The on -site gravel fill may be used as structural fill. If used as structural fill, it should be moisture
conditioned and placed in lifts with a maximum thickness of 12 inches and compacted to a
minimum of 95 percent of the maximum dry density, as determined by ASTM D -1557.
The existing asphalt may be processed and used as structural fill. The recycled asphalt should
have a maximum particle size of 4 inches, be fairly well - graded between fine and coarse particle
sizes and be mixed with on -site soils at a maximum ratio of 1:1; i.e., the amount of asphalt in the
mixture should not exceed the amount of on -site soil. When used as structural fill, the recycled
asphalt should be placed in lifts with a maximum uncompacted thickness of 12 inches and
compacted to not less than 95 percent of the maximum dry density as determined by ASTM D-
1557.
If the on -site materials cannot be properly moisture conditioned, we recommend using imported
granular material for structural fill.
Imported Granular Material
Imported granular structural fill should consist of angular pit or quarry run rock, crushed rock, or
crushed gravel and sand that is fairly well - graded between coarse and fine particle sizes. The fill
should contain no organic matter or other deleterious materials, have a maximum particle size of
3 inches, and have less than 5 percent passing the U.S. No. 200 Sieve. The percentage of fines
can be increased to 12 percent of the material passing the U.S. No. 200 Sieve, if placed during dry
•
weather and provided the fill material is moisture - conditioned, as necessary, for proper
compaction. The material should be placed in lifts with a maximum uncompacted thickness of
12 inches and be compacted to not less than 95 percent of the maximum dry density, as
determined by ASTM D -1557. During the wet season, or when wet subgrade conditions exist, the
initial lift thickness should be increased to 24 inches and should be compacted by rolling with a
smooth -drum, nonvibratory roller.
Carlson Geotechnical Page 6 of 11
Tigard Auto Lube
Tigard, Oregon
March 14, 2003
• Shallow Foundations
We recommend that spread footings be founded on the medium dense gravel fill, the medium stiff
• to stiff native silt, or on structural fill that is properly installed during construction. We recommend
that all spread footings have a minimum width of 24 inches, and the base of the footings be
founded at least 24 inches below the lowest adjacent grade. Continuous wall footings should have
• a minimum width of 18 inches and be founded a minimum of 18 inches below the lowest adjacent
A grade. Excavations near foundation footings should not extend within a 1 H:1 V plane projected
from the bottom of the footings.
Bearing Pressure and Settlement
Footings founded as recommended should be proportioned for a maximum allowable soil bearing
pressure of 2,500 pounds per square foot (psf). This bearing pressure is a net bearing pressure
and applies to the total of dead and long -term live loads, and may be increased by 1/3 when
considering seismic or wind loads.
For the recommended design bearing pressures, total settlement of footings is anticipated to be
less than 1 inch. Differential settlements should not exceed %cinch.
Lateral Capacity
We recommend using a passive pressure of 250 pounds per cubic foot for design (pcf), for
footings confined by the medium dense gravel fill, the medium stiff to stiff native silt, or on structural
fill. In order to develop these capacities, concrete must be poured neat in. excavations, the
adjacent grade must be level, and the static ground water must remain below the base of the
footing throughout the year. To maintain ground water below the base of footings, foundation
drains should be installed around all foundations. Adjacent floor slabs, pavements, or the upper
12- inch -depth of adjacent, unpaved areas should not be considered when calculating passive
resistance.
z
A coefficient of friction equal to 0.32 may be used when calculating resistance to sliding.
Retaining Structures
For walls not restrained from rotation, we recommend using an equivalent fluid pressure of
33 pcf for design. We recommend using an equivalent fluid pressure of 55 pcf for design of
walls restrained from rotation. When computing resistance to lateral loads, we recommend
using a base friction coefficient of 0.32. Footings for the retaining walls should be designed for a
maximum bearing pressure of 2,500 psf, in accordance with the recommendations given for
shallow spread footings.
Carlson Geotechnical Page 7 of 11
Tigard Auto Lube
Tigard, Oregon
March 14, 2003
Wall drains should include perforated drainpipe wrapped in a non -woven geotextile filter
installed behind the walls at the base. Walls should be backfilled with imported granular
material, as described in the "Structural Fill" section of this report.
The above design recommendations are based on the assumptions that: (1) the walls consist of
conventional cantilevered retaining walls or embedded building walls, (2) the walls are less than
10 feet in height, (3) the backfill is level and drained and consists of imported granular materials,
and (4) no surcharges are imposed behind the wall. Reevaluation of our recommendations will
be required if the retaining wall design criteria for the project vary from these assumptions
Floor Slabs
Satisfactory subgrade support for building floor slabs supporting up to 300 psf areal loading can
be obtained from a minimum 1 -foot thickness of structural fill when prepared in accordance with
the recommendations presented in the "Site Preparation" section of this report. A minimum
6- inch -thick layer of crushed rock should be placed over the prepared subgrade to assist as a
capillary break. A subgrade modulus of 175 pounds per cubic inch can be used for the design
of the floor slab. Floor slabs constructed as recommended will likely settle less than %cinch.
We recommend that slabs be jointed around columns and walls to permit slabs and foundations
to settle differentially.
Pavements
We recommend a pavement section of 3.0 inches of asphalt- concrete over 8.0 inches of
aggregate base be used in paved areas that will be exposed to passenger car traffic only.
Asphalt concrete should conform to Section 00745 of the Standard Specifications for Highway
. Construction, Oregon State Highway Division, 1996 Edition, for light -duty asphalt concrete. The
design of the recommended pavement sections is based on an assumed California Bearing
Ratio (CBR) of 3 for the subgrade soils. Our recommendations are also based on the
assumption that construction will be completed during an extended period of dry weather.
Aggregate base should conform to Section 02630 of the same specifications mentioned above
for asphalt concrete. Place aggregate base in one lift and compact to not less than 95 percent
of the maximum dry density, as determined by ASTM D -1557.
Drainage Considerations
We recommend that foundation drains be placed around all foundations. Foundation drains
should consist of a perforated pipe wrapped in a non -woven geo- fabric and placed at the base
elevation of the footings. The drain should be covered with a minimum of 1 foot of drain rock.
We recommend that subsurface drains be connected to a tightline leading to the storm drain.
Pavement surfaces and open space areas should be sloped such that the surface water runoff
•
Carlson Geotechnical Page 8 of 11
Tigard Auto Lube
Tigard, Oregon
March 14, 2003
is collected and routed to suitable discharge points. We recommend that the ground and paved
surfaces adjacent to the buildings be sloped to drain away from the buildings.
Utility Trenches
Utility Trench Excavation
Based on our observations, trench cuts may need to be shored to maintain safe working
conditions within those excavations. We anticipate that trench cuts will require dewatering to
• maintain dry working conditions within the excavations.
Pumping from sumps located within the trench will likely be effective in removing water resulting
from seepage; however, cuts extending into the sand layer may require the installation of wells
for adequate dewatering. If ground water is present at the base of utility excavations, we
recommend placing trench stabilization material at the base of the excavation consisting of
1 foot of well - graded gravel, crushed gravel, or crushed rock with a minimum particle size of
4 inches and less than 5 percent passing the U.S. Standard No. 4 Sieve. The material should
be free of organic matter and other deleterious material and should be placed in one lift and
compacted until well- keyed.
• While we have described certain approaches to the trench excavation, it is the contractor's
responsibility to select the excavation and dewatering methods, to monitor the trench
excavations for safety, and to provide any shoring required to protect personnel and adjacent
improvements. All trench excavations should be in accordance with applicable OSHA and state
regulations.
Trench Backfill Material
Trench backfill for the utility pipe base and pipe zone should consist of well - graded granular
material containing no organic material or other deleterious material, have a maximum particle
size of 3 /4-inch, and have less than 8 percent passing the U.S. Standard No. 200 Sieve.
Backfill for the pipe base and within the pipe zone should be placed in maximum 12- inch -thick
lifts and compacted to not less than 90 percent of the maximum dry density, as determined by
ASTM D -1557 or as recommended by the pipe manufacturer. Backfill above the pipe zone
should be placed in maximum 12- inch -thick lifts and compacted to not less than 92 percent of
the maximum dry density, as determined by ASTM D -1557. Trench backfill located within 2 feet
of finish subgrade elevation should be placed in maximum 12- inch -thick lifts and compacted to
not less than 95 percent of the maximum dry density, as determined by ASTM D -1557.
•
Carlson Geotechnical Page 9 of 11
Tigard Auto Lube
Tigard, Oregon
March 14, 2003
Permanent Slopes
Permanent slopes should not exceed 2H:1 V. Adjacent on -site and off -site structure and
surfacing should be located at least 5 feet from the top of slopes. Footings constructed within
slopes should have a minimum of 5 feet between the face of the slope and the outer edge of the
footing.
Seismic Design
The site is located in Zone 3 of the 1997 Uniform Building Code. Based on our understanding of
the subsurface conditions, the UBC soil profile that best characterizes the site is "S We
recommend using a seismic coefficient of C = 0.36 and C, = 0.54 for site conditions
corresponding to the amplification of an SD soil profile.
OBSERVATION OF CONSTRUCTION
Satisfactory pavement and earthwork performance depends to a large degree on the quality of
construction. Sufficient observation of the contractor's activities is a key part of determining that
the work is completed in accordance with the construction drawings and specifications.
Subsurface conditions observed during construction should be compared with those
encountered during subsurface explorations, and recognition of changed conditions often
requires experience. We recommend that qualified personnel visit the site with sufficient
frequency to detect whether subsurface conditions change significantly from those observed to
date and anticipated in this report.
We recommend that site stripping, rough grading, foundation and pavement subgrades, and
placement of engineered fill are observed by the project geotechnical engineer or their
representative. Because observation is typically performed on an on -call basis, we recommend
that the earthwork contractor be held contractually responsible for scheduling observation.
LIMITATIONS
We have prepared this report for use by the owner /developer and other members of the design
and construction team for the proposed development. The opinions and recommendations
contained within this report are not intended to be, nor should they be construed as a warranty
of subsurface conditions, but are forwarded to assist in the planning and design process.
We have made observations based on our explorations that indicate the soil conditions at only
those specific locations and only to the depths penetrated. These observations do not
necessarily reflect soil types, strata thickness, or water level variations that may exist between
explorations. If subsurface conditions vary from those encountered in our site exploration, CGT
Carlson Geotechnical Page 10 of 11
•
Tigard Auto Lube
Tigard, Oregon
March 14, 2003
should be alerted to the change in conditions so that we may provide additional geotechnical
recommendations, if necessary. Observation by experienced geotechnical personnel should be
considered an integral part of the construction process.
The owner /developer is responsible for insuring that the project designers and contractors
implement our recommendations. When the design has been finalized, we recommend that the
design and specifications be reviewed by our firm to see that our recommendations have been
interpreted and implemented as intended. If design changes are made, we request that we be
retained to review our conclusions and recommendations and to provide a written- modification
or verification.
The scope of our services does not include services related to construction safety precautions,
and our recommendations are not intended to direct the contractor's methods, techniques,
sequences, or procedures, except as specifically described in our report for consideration in
design.
Within the limitations of scope, schedule, and budget, our services have been executed in
accordance with the generally accepted practices in this area at the time this report was
prepared. No warranty or other conditions express or implied, should be understood.
•
We appreciate the opportunity to serve as your geotechnical consultant on this project. Please
contact us if you have any questions.
Sincerely,
CARLSON GEOTECHNICAL
Bri- C. Ranney, G.I.T. G 1 N
Geo echnical Staff . Izoi 4 415648� `
•
• i?E )r,
• " �P \ a a`
J- -nne M. Ni- er, P.E.
Pri cipal Geo echnical Engineer
EXPIRES: 12•.3(•0 f I
ppendix: igures 1 through 6
Doc ID: P: \GEOTECH \Projects\2003 Projects \Tigard Auto Lube \Geo Report.doc
Carlson Geotechnical Page 11 of 11
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435 NE Hancock 200 S. 201h Avenue
Portland, OR 97212 P WA 99301
FAX (503) 2> 4664 FAX (509 543-2015 p
s SAME B NEW 2' d
H XPRESSO LUBE I XPRESSO LUBE
P 3 BAY STORE L 3 BAY STORE
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REFERENCE # EXPIRES SLSP TERMS WH FREIGHT SHIP VIA
3 BAY STORE 02/20/03 D !ET 10TH , 01 ,BILLED INSTALLED
1UOTED BY: QUOTED T
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ITEM DESCRIPTION WEB UM PRICE UM EXTENSION
LUBE OIL STORAGE TANKS
* * * * * * * * * * * * * * * * * * * * * * * * * * * * **
WB1000DW TANK, 1000 GALLON DOUBLE WALL 1 EA 2464.76 EA 2464.76
UL -142 LABELED STORAGE TANK.
48 "H X 48 "W X 120 "L /1961 LBS.
REQUIRED TANK FITTINGS.
PAINTED RED ENAMEL.
PRODUCT: USED OIL.
'500DW TANK, 500 GALLON DOUBLE WALL 1 EA 1507.13 EA 1507.13
UL -142 LABELED STORAGE TANK.
48 "H X 36 "W X 83 "L/1018 LBS.
REQUIRED TANK FITTINGS.
PAINTED RED ENAMEL.
PRODUCT: 5W -30 LUBE OIL.
WB1500DW TANK, 1500 GALLON DOUBLE WALL 1 EA 3657.14 EA 3657.14
UL -142 LABELED STORAGE TANK
48 "H X 72 "W X 120 "L /3250 LBS.
REQUIRED TANK FITTINGS.
PAINTED RED ENAMEL.
PRODUCT: 10W -30 LUBE OIL.
WB250DW TANK, 250 GALLON DOUBLE WALL 3 EA 807.77 EA 2423.31
UL -142 LABELED STORAGE TANK.
48 "H X 36 "W X 48 "L/570 LBS.
REQUIRED TANK FITTINGS.
PAINTED RED ENAMEL.
PRODUCTS: ATF, ANTI— FREEZE,
AND 15W -40 LUBE OIL.
WB120DW TANK, 120 GALLON DOUBLE WALL 2 EA 638.77 EA 1277.54
UL -142 LABELED STORAGE TANK_
MERCHANDISE MISC. TAX FREIGHT TOTAL
f MAN: ' CONTINUED
ACCEPTED FOR PURCHASE SIGNATURE: DATE:
HE TERMS AND CONDITIONS AS SET FORTH ON THE REVERSE SIDE HEREOF SHALL APPLY TO THIS SALE. FAX (503) 288.966
10/27/2003 07:20 FAX 503 248 9263 VLMK ENGINEERS 0022/032
QUOTE NO. REPRINT
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PORTLAND TRI -CME9 DATE
435 NE Hancock 200 S. 20t1 Avenue
aline,: OR 9721 Pasc WA 99301 01/21/03
FAX ((509) 543 2015
s SAME B NEW
1 XPRESSO LUBE L XPRESSO LUBE
P 3 BAY STORE L 3 BAY STORE
a TIGARD, OR o TIGARD, OR .
REFERENCE # EXPIRES SLSP TERMS WH FREIGHT SHIP VIA
QUOTED BY: QUOTED TO:
POE T T M umm.
ITEM DESCRIPTION DERE UM PRICE UM EXTENSION
36 "H X 26 "W X 38 "L/333 LBS.
PAINTED RED ENAMEL.
PRODUCTS: 10W -40 AND 5W -20
LUBE OILS.
CARGO FACTORY SHIPPING /HANDLING 1 EA 350.00 EA 350.00
FOR STORAGE TANKS.
TANK FITTINGS
* * * * * * * * * * * * * * * * * * * * * * * * * * * * **
..d2440- O100AV VENT, EMERGENCY 4" 8oz. F.NPT. 14 EA 55.25 EA 773.50
MR2440- 0200AV VENT, EMERGENCY 6" 8oz. F.NPT 2 EA 80.58 EA 161.16
MR155- 0500AV VENT, 2" TEE /ALUMINUM 8 EA 12.58 EA 100.64
PS2X6 NIPPLE, 2" X 6" BLACK 8 EA 7.00 EA 56.00
CS20000417 GAUGE, SCULLY GOLDEN 36" 8 EA 75.00 EA 600.00
KRK2 -44" GAUGE, LEAK 2 "X44" AT -A- GLANCE 6 EA 34.67 EA 208.02
KRK2 -36" GAUGE, LEAK 2 "X36" AT -A- GLANCE 2 EA 34.67 EA 69.34
MR179M- O100AC FILL CAP, 2" ALUMINUM BODY /CAP 7 EA 7.57 EA 52.99
MR184- 04001E BUSHING, DOUBLE TAP 2"Xl"Xl" 1 EA 4.00 EA 4.00
MR184- 06001E BUSHING, DBL. TAP 2 "X1.5 "X1.5" 1 EA 4.00 EA 4.00
PTC15E- 1000515 1 -1/2" ADAPTER ALUMINUM 1 EA 6.95 EA 6.95
PTC15V- 1001115 1 -1/2" DUST CAP 1 EA 9.97 EA 9.97
CAP /ADAPTER FOR E -VAC HOOK -UP
ON USED OIL TANK. I
USED OIL DRAINS /E -VAC SYSTEM
* * * * * * * ** * * * * * *** * * * * * * * * *** **
DIE203 -30 ROLLING DRAIN PAN, 30" WIDE 3 EA 431.80 EA 1295.40
MR691B- 05001V BALL VALVE, 1" LOCKABLE 3 EA 15.65 EA 46.95
GR -148 KIT, E -VAC 1" PUMP W /WAND 1 EA 744.80 EA 744.80
MERCHANDISE MISC. TAX FREIGHT TOTAL
4 MAN:
CONTINUED
• ACCEPTED FOR PURCHASE SIGNATURE: DATE:
SHE TERMS AND CONDITIONS AS SET FORTH ON THE REVERSE SIDE HEREOF SHALL APPLY TO THIS SALE. FAX (503) 288 -9664
•
10/27/2003 07:21 FAX 503 248 9263 VLMK ENGINEERS 0023/032
QUOTE NO. REPRINT
N(MO(n 015065
tt?SCo = 9 P EI = PAGE
EQUIPMENT co. """�°° 3
PORTLAND TRI- CITIES DATE 01/21/03
435 NE Hancock 200 S. 20th Avenue
Portland 5 2
28 O 2 2 58712 Pasco, ( WA
) 544-2018
FAX ( 503 ) 88.9664 FAX (509) 543.2015
•
s SAME B NEW
H XPRESSO LUBE 1
L XPRESSO LUBE
P 3 BAY STORE L 3 BAY STORE
T TIGARD, OR r TIGARD, OR
0 0
REFERENCE # EXPIRES SLSP TERMS WH FREIGHT SHIP VIA
.. • : MIIIIPIMIIIIIIIIIIMIL-' _ E s
DUOTED BY: QUOTED TO:
ROR TTM HORST
ITEM DESCRIPTION oROEReo1 UM PRICE UM EXTENSION
PREVACHOSE HOSE, 1/2 "X10' W /QUICK COUPLER 2 EA 17.67 EA 35.34
GR223 -696 KIT, SUCTION WAND 2 EA 87.15 EA 174.30
PRCPST5 PLUG, 3/8" FNPT 3 EA 6.00 EA 18.00
GR220 -969 VALVE, AIR CONTROL EVACUATION 2 EA 163.20 EA 326.40
LUBE OIL PUMPS /FITTINGS
* * * * * ** * * * * * * * * * * * * * * * * * * * * * **
GR203 -876 PUMP, 5:1 FIREBALL UNIVERSAL 6 EA 593.60 EA 3561.60
1184- 060018 BUSHING, DBL. TAP 2 "X1.5 "X1.5" 6 EA 4.00 EA 24.00
_1100R1AT -8 HOSE, 1/2" 1 WIRE (2,000 PSI) 18 FT 1.70 FT 30.60
DYHY08 -08MP HOSE COUPLING 1/2 "X1 /2" MPT 12 EA 3.37 EA 40.44
(QTY.6 1/2 "X3' PUMP HOSE)
MR691- 03001V BALL VALVE, 1/2" FULL PORT 6 EA 6.42 EA 38.52
GR109 -075 REGULATOR, AIR 3/8 "FNPT 300PSI 6 EA 43.21 EA 259.26
_GR224 -040 VALVE, AIR RUNAWAY 3/4" 6 EA 189.13 EA 1134.78
, LZBME -BUAD SWIVEL ADAPTER 1/2" 90" 6 EA 5.17 EA 31.02
LZ6ME -6UAD SWIVEL ADAPTER 3/8" 90 6 EA 3.83 EA 22.98
GREASE SYSTEM
* * * * * * * *** * * * * * * * * * * *** * * * * * **
GR225 -014 PUMP, PKG.,50:1 FIREBALL,1 /4DM 1 EA 672.00 EA 672.00
GR224 -872 GREASE GUN ASSY, 1/4" 30 "WHIP 3 EA 164.85 EA 494.55
GR202 -869 VALVE, NEEDLE 1/2" HI -PRES 4 EA 69.30 EA 277.20
GR109 -075 REGULATOR, AIR 3/8 "FNPT 300PSI 1 EA 43.21 EA 43.21
WINDSHIELD WASHER FLUID SYSTEM
* * * * * * * ** * * * * * * * * * * * ** ***** * **
GR241 -906 PUMP, DOUBLE DIAPHRAGM 1:1 1 EA 359.55 EA 359.55
GR224 -835 KIT, WALL MOUNT BRACKET 11 EA 31.48 EA 31.48
MERCHANDISE MISC. TAX FREIGHT TOTAL
_V MAN:
CONTINUED
ACCEPTED FOR PURCHASE SIGNATURE:
DATE:
rHE TERMS AND CONDITIONS AS SET FORTH ON THE REVERSE SIDE HEREOF SHALL APPLY TO THIS SALE. FAX (503) 268 - 966'`.
10/27/2003 07:22 FAX 503 248 9263 VLbMK ENGINEERS Q024/032
QUOTE NO. REPRINT
ascot t MEMBER 015065
BQUIP1VlENT CO. s' ^•• �^ 'PE1 - PAGE
' uum_[ 4
PORTLAND TRI.CITIES DATE
435 NE Hancock 200 S. 20in Avenue
Portla L� OR 97212 P WA 99301 01/21/03
FAX () 255-9664 FAX (509) 543 2015
•
s SAME a NEW
1 XPRESSO LUBE L XPRESSO LUBE
P 3 BAY STORE L 3 BAY STORE
T TIGARD, OR o T OR
0
REFERENCE # EXPIRES SLSP TERMS WH FREIGHT SHIP VIA
3 RAY TORT 02/20/03 1) NET 70TH 01 _BILLED INSTALLED
QUOTED BY: QUOTED TO:
ROB
TIM HORST
ITEM DESCRIPTION mum UM PRICE UM EXTENSION _
GR109 -075 REGULATOR, AIR 3/8 "FNPT 300PSI 1 EA 43.21 EA 43.21
GYFS3 /4" HOSE, BULK FLEXSTEEL /1 BRAID 3 FT 2.28 FT 6.84
DXH5751 COUPLING, 3/4 "X 1- 9/64" 4 EA 7.60 EA 30.40
(2 HOSES -3/4 "X18 "MXM)
MR184- 030018 BUSHING, DBL. TAP 2 "X.75 "X.75" 1 EA 4.00 EA 4.00
WT511 HYDROMINDER, #511 W.W.FLUID 1 EA 103.47 EA 103.47
MR691B- 04001V BALL VALVE, 3/4" LOCKABLE 1 EA 9.56 EA 9.56
7GAL BUCKET, 7 GALLON 14 "SQUARE 1 EA 75.00 EA 75.00
G05 GEAR OIL SYSTEM
* * * * * * * * * * * * * * * * * * * * * * * * * * * * **
GR225 -094 PUMP SYSTEM, 5:1 FIREBALL 1 /4D 1 EA 644.00 EA 644.00
GR109 -075 REGULATOR, AIR 3/8 "FNPT 300PSI 1 EA 43.21 EA 43.21
MR691- 03001V BALL VALVE, 1/2" FULL PORT 4 EA 6.42 EA 25.68
GR237 -893 KIT, THERMAL RELIEF 900 PSI 1 EA 76.65 EA 76.65
GR224 -040 VALVE, AIR RUNAWAY 3/4" 1 EA 189.13 EA 189.13
GR239 -824 METER, IM5 IN -LINE ELECTRONIC 3 EA 244.30 EA 732.90
SYNCHROMESH PUMP SYSTEM
***:+ * * *** * * ** ** * * * *** * * ** ** * **
NS321W /M HAND PUMP,W /PINT METER 1 EA 191.45 EA 191.45
5 GALLON DRUM /4' HOSE W /SPOUT
DISPENSE CONSOLE /VALVES /HOSES
* *'* * * * * * ** ** *** ** *:k:: ** * ** tit ***
DIE101 -112 LUBE CONSOLE, 11 POSITION /RED 2 EA 848.20 EA 1696.40
(26 "W X 10 "D FLOOR OPENING).
GR238 -462 DISPENSE VALVE, EM5 - FLEXIBLE 12 EA 272.16 EA 3265.92
MERCHANDISE MISC. TAX FREIGHT TOTAL
1 MAN:
CONTINUED
ACCEPTED FOR PURCHASE SIGNATURE: DATE:
•
HE TERMS AND CONDITIONS AS SET FORTH ON THE REVERSE SIDE HEREOF SHALL APPLY TO THIS SALE. FAX (503) 288 -9664
10/27/2003 07:23 FAX 503 248 9263 VLMK ENGINEERS 0025/032
QUOTE NO. REPRINT
Me M"c n 015065
S ENT C . !PEI? PAGE 5
B liU1PMBNT CO.
npl tq i"iv �Y•`
PORTLAND TRI- CITIES DATE 01/21/03
435 NE Hancock 200 S. 20th Avenue
(6 82 28 58712 4 Pasco. ( 543 99301
FAX (503) 28 X6 FAX (509) 543 -2015
s SAME B NEW
H XPRESSO LURE L XPRESSO LUBE
P 3 BAY STORE L 3 BAY STORE
T TIGARD, OR T TIGARD, OR
REFERENCE # EXPIRES SLSP TERMS WH FREIGHT SHIP VIA
QUOTED BY: QUOTED TO:
ROB TTM H1lPRT
ITEM DESCRIPTION oRDERE UM PRICE UM EXTENSION
GR180 -685 FAUCET, WATER 1/4" F.NPT INLET 4 EA 17.71 EA 70.84
DY100R1AT -8 HOSE, 1/2" 1 WIRE (2,000 PSI) 216 FT 1.70 FT 367.20
DYHY08 -08MP HOSE COUPLING 1/2 "X1 /2" MPT 24 EA 3.37 EA 80.88
(QTY.12 1/2 "X16' MXM HOSES).
MR691- 03001V BALL VALVE, 1/2" FULL PORT 16 EA 6.42 EA 102.72
DRRB8 BALL STOP, RUBBER 1/2" HOSE 4 EA 6.15 EA 24.60
AIR COMPRESSOR /FILTER SYSTEM
* * * * * * * * * * * * * * * * * * * * * * * * * * * * **
...MC318VLE COMPRESSOR, 7.5HP 80 GAL /VERT. 1 EA 2033.20 EA 2033.20
208/230V SINGLE PHASE.
MAGNETIC STARTER, LOW OIL
SWITCH, AUTOMATIC TANK DRAIN,
AIMCVP -7844 VIBRATION ISOLATORS SET OF 4 1 EA 8.50 EA 8.50
HMFSMM18X1 FLEX CONNECT., 1 "M X 1 "M X 18" 1 EA 58.67 EA 58.67
MR691B- 05001V BALL VALVE, 1" LOCKABLE 1 EA 13.30 EA 13.30
AST1 "X3 /4 "GBR BELL, 1 "X3/4" GALV. REDUCER 1 EA 1.60 EA 1.60
CH8928 -M COALESCING FILTER, 1" AIRLINE 1 EA 188.21 EA 188.21
METAL BOWL W /SIGHT GLASS.
•
OPTIONAL AUTO DRAIN ASSEMBLY
SUFFIX - "D ". ADD $66.59.
COOLANT SYSTEM
* * *k * * ***** * ** * * * *** ** * * * * * ***
GR241 -906 PUMP, DOUBLE DIAPHRAGM 1:1 1 EA 359.55 EA 359.55
GR224 -835 KIT, WALL MOUNT BRACKET 1 EA 31.28 EA 31.28
GR109 -075 REGULATOR, AIR 3/8 "FNPT 300PSI 1 EA 43.21 EA 43.21
MR184- 03001E BUSHING, DBL. TAP 2 "X.75 "X.75" 1 EA 4.00 EA 4.00
GYFS3 /4" HOSE, BULK FLEXSTEEL /1 BRAID 3 FT 2.28 FT 6.84
DXH5751 COUPLING, 3/4 "X 1- 9/64" 4 EA 7.60 EA 30.40
MERCHANDISE MISC. TAX FREIGHT TOTAL
.i MAN:
CONTINUED
•
• ACCEPTED FOR PURCHASE SIGNATURE: DATE:
HE TERMS AND CONDITIONS AS SET FORTH ON THE REVERSE SIDE HEREOF SHALL APPLY TO THIS SALE. FAX (503) 288 -9664
10/27/2003 07:24 FAX 503 248 9263 VLMK ENGINEERS tJ 026/032
QUOTE NO. REPRINT
MQMOFf 015065
k.,Weasicott .M..� PE PAGE 6
E QUIPMENT CO.
(W I%IO'W IPA'
PORTLAND TRI- CITIES DATE
435 NE Hancock 200 S. 20th Avenue 01/21/03
{ ) � 8 -966
8 R 97212 Pasco, WA 99301
FAX (503) 284 FAX (509 543 2015
s SAME 8 NEW
H XPRESSO LUBE L XPRESSO LUBE
P 3 BAY STORE 1 3 BAY STORE
T TIGARD, OR T TIGARD, OR
0 0
REFERENCE # EXPIRES SLSP TERMS WH FREIGHT SHIP VIA
1 RAV STORK 02/20/03 D NRT 10TH 01 BILLED XN TALLED
QUOTED BY: QUOTED TO:
ROR TIM HORST
ITEM DESCRIPTION 3RDERED UM PRICE UM EXTENSION
(2 HOSES 3/4 "X18" MXM).
MR691B- 04001V BALL VALVE, 3/4" LOCKABLE 1 EA 9.56 EA 9.56
CRUSHMASTER FILTER CRUSHER -
******************************
CRUSHMASTER -1 FILTER CRUSHER, AIR OPERATED 1 EA 1500.00 EA 1500.00
* ACCEPTS UP TO 9 "H FILTERS
* 11 -20 SECOND CYCLE TIME
* 100- 180PSI AIR REQUIREMENT
* 68 "H X 14 "W X 18 "D
* TUBE STYLE STAND INCLUDED
OPTIONAL OBERG 115V FILTER
CRUSHER: $1965.00 PLUS FREIGHT
UNILUBE EQUIPMENT /ACCESSORIES
* * * * * * * * * * * * * * * * * ** * * * * * * * * * **
DIC5000 —S COMPUTER WORK STATION, RED 4 EA 379.81 EA 1519.24
23 "W X 28 "D X 48 "H
DIE467 TOOL BOARD, GALV STEEL /NO TOOL 3 EA 329.00 EA 987.00
LEXAN ACRYLIC COVER
DIE302 OIL FILTER RACK, 3 TRAYS /135CT 3 EA 299.70 EA 899.10
DIE110 —S STEP STOOL, ALUMINUM 11 "HIGH 3 EA 144.50 EA 433.50
CATWALKS
* * * * * * * * * * * ** * * * * * * * * * * * * * * * **
MERCHANDISE MISC. TAX FREIGHT TOTAL
•MAN:
CONTINUED
•
ACCEPTED FOR PURCHASE SIGNATURE: DATE:
HE TERMS AND CONDITIONS AS SET FORTH ON THE REVERSE SIDE HEREOF SHALL APPLY TO THIS SALE. FAX (503) 288 -9664
10/27/2003 07:25 FAX 503 248 9263 VLMK ENGINEERS (1027 /032
QUOTE NO. REPRINT
MC 015065
CSC® '_ E I ° PAGE
60YIPM6NT CO.
�.....b
4(YM 1a9? 1I Mme' 7
PORTLAND TRI•CITIES DATE
d3S NE Hancock 2 01/21/03
Q0 . 9930;
Portland ((5 2
11 OR - 258 -98712 64 FA x ( 509 513 -2016
FAX (503) 06 (509) 543 -2015
s SAME B NEW
H XPRESSO LUBE XPRESSO LUBE
P 3 BAY STORE L 3 BAY STORE
a TIGARD, OR T TIGARD, OR
REFERENCE # EXPIRES SLSP TERMS WH FREIGHT SHIP VIA
I RAY STORK .02/20/03 D NET 10TH . 01 BILLED INSTALLED
QUOTED BY: QUOTED TO:
ROR TIM HORST
ITEM DESCRIPTION 3RDEREO UM PRICE UM EXTENSION
DIE903 -DP CATWALK W /DRIP PAN, 16'LX40 "W 3 EA 1953.00 EA 5859.00
ADJUSTABLE HEIGHT. GALVANIZED
STEEL. SECURED TO FLOOR AND
CEILING. NON -SLIP GRIP STRUT
AND STAIR RISERS. PAINTED RED.
DRIP PAN AND BUCKET INCLUDED.
PITBULL PIT COVERS
* * * * * * * * * * * * * * * * * * * * * * * * * * * * **
_ €W940001 -2 -3 PIT -BULL PIT COVERS 34 "X16'PIT 1 EA 2779.18 EA 2779.18
3 COMPLETE UNITS W /HARDWARE,
"NO STEP" LABELS,AND CONTAINER
FLO- DYNAMICS EXCHANGE MACHINES
* * * * * * * * * * * * * * * * * * * * * * * * * * * * **
TS430 ATF EXCHANGE MACHINE, 12V 1 EA 3775.00 EA 3775.00
40 QUART RESERVOIR.
OPTIONAL TS460- $3875.00
SUPER -FLUSH COOLANT EXCHANGER, 5 GALLONS 1 EA 3195.00 EA 3195.00
VACUUM /AIR OPERATED
ACCU -TURN TIRE EQUIPMENT
* * * * * * * * * * * * * * * * * * * * * * * * * * * * **
AT3602HP TIRE CHANGER, 1HP 120VAC /20AMP 1 EA 5096.25 EA 5096.25
* 5600LB BEAD BREAKER POWER
* UP TO 40 "TIRE DIA /15 "W RIM
* 30 "W X 50 "D X 75 "H /509LBS.
AT1200 TIRE BALANCER, 110V /60H 1 EA 2763.75 EA 2763.75
* PAX TIRE MODE
MERCHANDISE MISC. TAX FREIGHT TOTAL
.MAN:
CONTINUED
•
" ACCEPTED FOR PURCHASE SIGNATURE: DATE:
THE TERMS AND CONDITIONS AS SET FORTH ON THE REVERSE SIDE HEREOF SHALL APPLY TO THIS SALE. FAX (503) 288 - 9664
10/27/2003 07:26 FAX 503 248 9263 VLMK ENGINEERS IJ028/032
QUOTE NO. REPRINT
(Illgascott M E M O I R 015065
EQUIPMENT CO. "`^'� � �,; PAGE
Nowamwud
PORT' qND TRI CRIES DATE
a35 NE Flan 200 S. 20th Avenue
Portland, 8 2 Z 7 Pasco, WA 99301 01/21/03
As ( 503 ) 288 -9664 FAX (509) 543 2015
8
H XPRESSO LUBE XPRESSO
P 3 BAY STORE i 3 BAY STORE
o TIGARD, OR T TIGARD, OR
0
REFERENCE # EXPIRES SLSP TERMS WH FREIGHT SHIP VIA
3 RAV RTARR 07 /7A /0 fl ■IRT 1nPH n1 , RTLLF,D _INSTALL,ED
QUOTED BY: QUOTED TO:
ROR TTM HORST
ITEM DESCRIPTION • RDEREO� PRICE UM EXTENSION
* 6 SECOND BALANCING CYCLE
* FOOT ACTIVATED SPINDLE LOCK
FLOOR -MOUNT AUTOMOTIVE LIFT
* * * * * * * * * * * * * * * * * * * * * * * * * * * * **
P -6F LIFT, 6000LB FLUSH MOUNT 1 EA 2295.00 EA 2295.00
OPEN CENTER DESIGN.
115V /60Hz /1PH OVER HYDRAULIC.
POWER UNIT STAND. FOB JOBSITE.
MANUFACTURER: BEND -PAK.
CARGO FACTORY SHIPPING /HANDLING 1 EA 574.00 EA 574.00
* * * * * * ** *INSTALLATION * * * * * * * **
DY100R2AT -6 HOSE, 3/8" 2 WIRE (4,000 PSI) 24 FT 1.78 FT 42.72
DYHY06 -06MP HOSE COUPLING 3/8 "X3 /8" MPT 4 EA 2.92 EA 11.68
LZBME -8UAD SWIVEL ADAPTER 1/2" 90 4 EA 5.17. EA 20.68
LZ4ME-4UAD SWIVEL ADAPTER 1/4" 6 EA 2.77 EA 16.62
LZ6ME -6UAD SWIVEL ADAPTER 3/8" 90"
•
4 EA 4.12 EA 16.48
LZ8M -8UAD ADAPTER, MALE SWIVEL 1/2" 14 EA 2.90 EA 40.60
AST1 /2 "CP COPPER PIPE, 1/2" TYPE L 240 FT .71 FT 170.40
AST1 "CP COPPER PIPE, 1" TYPE L 80 FT 1.56 FT 124.80
AST1 -5/8 "STRUT STRUT, A- 1200 -HS -EC 1 -5/8" 60 FT 2.56 FT 153.60
AST7 /8 "STRUT STRUT, B- 1200 -HS -EC 7/8" 20 FT 1.95 FT 39.00
LZ100 -10 -8 CONNECTOR, 1 /2 "M X 5/8" TUBE 30 EA 5.32 EA 159.60
LZ300 -10 UNION, 5/8" TUBE /TUBE 15 EA 10.20 EA 153.00
LZ5 /8 ".065 TUBING, 20' LENGTH - HYDRAULIC 20 EA 22.00 EA 440.00
LZ700- 10 -10 -10 TEE, UNION 5/8" ALL TUBE 10 EA 18.80 EA 188.00
FITTINGS /P PIPE, FITTINGS & ACCESSORIES 1 EA 701.12 EA 701.12
MERCHANDISE MISC. TAX FREIGHT TOTAL
ii MAN:
CONTINUED
•
• ACCEPTED FOR PURCHASE SIGNATURE: DATE:
HE TERMS AND CONDITIONS AS SET FORTH ON THE REVERSE SIDE HEREOF SHALL APPLY TO THIS SALE. FAX (503) 288-9664
10/27/2003 07:26 FAX 503 248 9263 VLbIR ENGINEERS 1029/032
QUOTE NO. REPRINT
(*eascott M c M O t n 015065
EQUIPMENT CO.
� _��, PAGE
k or tpr'4I'U W 9
POR TRI -CRIES DATE
435 NE H neo 200 S.20U►Avenue 01/21/03
P o it 3'L82 58712 P asco, T WA 99301
FAX (503) 288 -9664 FAX (509) 543 2015
$ SAME a NEW
H XPRESSO LUBE I XPRESSO LUBE
P 3 BAY STORE L 3 BAY STORE
T TIGARD, OR T TIGARD, OR
0
REFERENCE # EXPIRES SLSP TERMS WH FREIGHT SHIP VIA
e ;
M11111111 I�f+�iE�11i� - . r . LL
QUOTED BY: ROB QUOTED TO: TTM HORST
ITEM DESCRIPTION 0RDEREUM PRICE UM EXTENSION
LZ5 /8 ".083 TUBING, 20' LENGTH — HYDRAULIC 5 EA 36.80 EA 184.00
AST3.25 "CHANNEL STRUT, H1200HS 20 3.25 "DEEP 20 FT 5.08 FT 101.60
INSTALLATION LABOR CHARGE 1 EA 6300.00 EA 6300.00
SCOPE OF WORK:
* MOUNT AIR COMPRESSOR TO
FLOOR WITH VIBRATION
ISOLATORS AND CONCRETE ANCHORS
* RUN AIRLINE AS DETAILED IN
BLUEPRINTS IN 1/2" COPPER PIPE
RUN NOT TO EXCEED 160'
* INSTALL PRODUCT LINES FOR
ATF, (3) MOTOR OILS, GEAR OIL
AND GREASE FROM THEIR
RESPECTIVE BARRELS OR TANKS
AS DETAILED ON BLUE PRINTS.
PRODUCT LINES WILL BE OF
.065 WALL X 5/8 O.D. STEEL
TUBING. TOTAL LENGTH OF TUBING
NOT TO EXCEED 180'. (GREASE IS
.085 WALL NOT TO EXCEED 60')
* INSTALL BAY NET SAFETY
COVER SYSTEM.
* INSTALL CENTRAL WASTE OIL
AND GEAR OIL SYSTEM WITH A
OVERFILL VALVE ON THE WASTE
OIL TANK. INSTALL OIL DRAIN
PANS FOR EACH BAY.
* RUN WINDSHIELD WASHER
FLUID, AIR LINE & ANTI— FREEZE
IN 1/2" COPPER PIPE
AS DETAILED IN BLUEPRINTS.
RUNS NOT TO EXCEED 40'.
* INSTALL AT360HP TIRE CHANGER
MERCHANDISE MISC. TAX FREIGHT TOTAL
3; :MAN:
CONTINUED
ACCEPTED FOR PURCHASE SIGNATURE: DATE:
THE TERMS AND CONDITIONS AS SET FORTH ON THE REVERSE SIDE HEREOF SHALL APPLY TO THIS SALE. FAX (503) 288 -966'
10/27/2003 07:27 FAX 503 248 9263 VLMK ENGINEERS IJ030/032
QUOTE NO. REPRINT
(*eascott M(MD(A
PAGE 015065
E�IJIPM CO.
�,�, �_ =
4 ximpu 1O
IWSJ
PORTLAND TALC TIES DATE
435 NE Han 200 S. 20th Avenue
Port land oR 972 2 Pasco, WA 99301 01/21/03
F `� 82'2587 509 543.2018
( ) 288.9664 FAX (509) 543 -2015
s SAME a NEW
H XPRESSO LUBE L XPRESSO LUBE
P 3 BAY STORE L 3 BAY STORE
o TIGARD, OR r TIGARD, OR
REFERENCE # EXPIRES SLSP TERMS WH FREIGHT SHIP VIA
RAY STARR 02/70/03 D NET 10TH 01 BILLED INSTALLED
QUOTED BY: QUOTED TO:
ROA TTM HORST
ITEM DESCRIPTION ORDERED UM PRICE UM EXTENSION
UNIT WILL BE BOLTED TO THE
FLOOR AND A 1" COPPER AIRLINE
WILL BE INSTALLED TO OPERATE
THE INFLATOR.
* MOUNT AT1200 WHEEL BLANCER
TO FLOOR WITH CONCRETE ANCHORS
* INSTALL PIT LIFT ON 3rd BAY
MOUNT REMOTE POWER UNIT ON
WALL. RUN FLUID LINES FROM
LIFT TO POWER UNIT.
NOTES:
1) GENERAL IS RESPONSIBLE
TO OFFLOAD AND SET TANKS AND
CATWALKS IN BASEMENT PRIOR TO
UPPER FLOOR BEING POURED.
2) GENERAL WILL BE RESPONSIBLE
FOR RUNNING WATER LINE UPTO
CONSOLE AREA.
3) GENERAL TO INSTALL BLOCK -
OUTS IN CONCRETE FOR LUBE
CONSOLE AND PIT LIFT.
4) GENERAL RESPONSIBLE FOR
ALL PERMITS.
5) GENERAL RESPONSIBLE FOR
ELECTRICAL ON PIT LIFT, TIRE
BALANCER AND TIRE CHANGER.
6) OWNER RESPONSIBLE FOR
MAKING FINAL CONNECTION TO
THE AIR COMPRESSOR.
MERCHANDISE MISC. TAX FREIGHT TOTAL
3, MAN: ` ! 74501.13 .00 .00 .00 74501.13
QUOTE VALID 30 DAYS, FOB FACTORY UNLESS SPECIFIED
' ACCEPTED FOR PURCHASE SIGNATURE: DATE:
THE TERMS AND CONDITIONS AS SET FORTH ON THE REVERSE SIDE HEREOF SHALL APPLY TO THIS SALE. FAX (503) 288 -966-
10/27/2003 07:18 FAX 503 248 9263 VLMK ENGINEERS 0019/032
8.
J i fi Fire Marshal's Offices
Tualatin Valley North Division • 14480 SW Jenkins Rd., Beaverton. OR 97005 e PH (503) 3564700 • Fax (503) 644 -2214
Fire & Rescue South Division - 7401 SW Washo CL, Ste. 101, Tualatin. OR 97062 a PH (503) 612 -7000 • Fax (503) 612-7003
Building Survey Report
FMZ • (to be filled out by TVF &R) Code Edition:
Name of Facility: Q u l c. L` t- V
Name of Building: •
Address: 13 s(o$ SW ?/ [[ FV . Wk'
Owner: b / D li\ v t � V 1 S Telephone No. (' 03) `1� ADZ
Architect: V V °V1c e 1 %( btg e Telephone No. (5 3) 222 - 441 S3
Architect Address: 31 S W Ie•--E(4-•f AV E• PG{L -j-( Ni 4 _01 7 - 972,31
ITEM COMM DESCRIPTION
I. Occupancy Type 6 4 5 - 3 Use o f Ft c,,E 4 Capacity
2. Construction Type Tt'I' A-VP 1,Aj13 E Year Built zo 3
3. Area (Sq. Ft.) Total 3) c .f. Largest Floor 24,1,..g1 Basement 1,3 4
4. Stories Na. I Height 3 01 tl High Rise ❑Y (N
5 a. Exterior Wall Construction ( I V / We 0 S P S (s TV C,G o
b. Opening Protection O V,//Cvl- NIP Q,PO (`E (T`(6s )
6. Interior Nall Construction 5 ru-D 5 . cs p
`T (G•.()
7. Floor Construction ir-E
8. Roof Construction PLC w oo P I '- V - rl ( D I mit- •
9. Attic Draft Stops No. 1 0 1 �
IOa. Occ. Sep. Wall Construction No. I —
b. Opening_ Protection ` -1r ' C F ~ � s 1- -t! t 1 tie)
I la. Area Sep. Wall Construction No. I J
h. Opening Protection ` � /' /A (e5
I2a. Smoke Barrier Wall Construction No. l �
b. Opening Protection
1311. (Corridor Wall Construction t \ f • -f /SYvD 5 4 . r _`[ ? . g 0 - )
b. Opening Protections 4 ! k / l ` li i Y
14a. CorridorCeilin2 Construction C L 1 , pc LL - P (s r> s 4 G ' y t ) - f2 h tS •)
b. Opening Protection ( r T f f�
I5a. Shafts N. type
b. Opening Protection N/
10/27/2003 07:19 FAX 503 248 9263 VLffi( ENGINEERS 0020/032
bullaing burvev rceport
FMZ : — (to be filled out by TVF &R)
Name of Facility: J -I �V�C
ITEM COWL DESCRIPTION
I 6a. Stair Enclosure No. �f
b. Opening Protection� /A
17. Stairs No. 1 tAA E
l3. Ramps No. T'
19. Interior Finish Class Room 11 Corridor Exit Enclosure
20. Exits No. 2 Total Width toe
21. Exit Hardware Type ?AI) Vl✓ tyti (p �E
22a. Exit Signs/Illumination Al- - T DOJ
b. Emergency Lighting {7 E b 51,v-cr.
23. Auto Sprinkler Coverage C A r /A
24. Standpipe Class/Locations 1 `►� r /�(
25. Fire Alarm Type /Coverage ' `F / / 4
26. Heating, Ventilation & Air Conditioning Type / 7
Fuel w .r o,, L ¥ CM.S
27. Electrical Installation �S
28. Stage /Plattitmt N / ,'T
29. Hazardous Are
gASEUol T (LUSE oiL Et31
30. Other
Comments.
Alternate Materials & Methods
FVF&R Use Only
Inspected I3v': I Date I No. Attaehmcnu
Reviewed By: I bate
Updated
06/02/04 WED 13:15 FAX 503 670 9147 CARLSON TESTING a 001
C arlson Geotechnical Main P.O Box 23814 60 Hudson Ave., NE P.O. Box
A Division of Carlson Testing, Inc. Tigard, Oregon 97281 Salem, OR 97301 Bend, OR 9T/08
Geotechnleal Consulting Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155
Construction Inspection and Related Tests FAX (503) 670-9147 FAX (503) 589 -1309 FAX (541) 330-9163
June 2, 2004
Mr. Tim Horst
DDHK Ventures
9790 SW Nimbus Avenue
Beaverton, Oregon 97008
•
Geotechnical Letter of Compliance
Tigard Quick Lube
13565 SW Pacific Highway
Tigard, Oregon
Building Permit Number: BUP2003 -00435
Site Permit Number: SIT2003 -00022
CGT Project: G0302069.a
Carlson Geotechnical (CGT) has performed geotechnical observations for the following items at
the above - referenced site. Our observations were completed on an on -call, part -time basis
during the months of January, February, and March of 2004. Copies of our field reports have
been forwarded to you, and are also available in our office.
• Grease Pit Floor Slab Bearing Surfaces: Based on our field observations, the
subgrade soils for the grease pit were prepared in general accordance with our
• recommendations.
• Retaining Wall Subgrade: Based on our field observations, the subgrade soils for the
retaining wall located on the northern property line were prepared in general accordance
with our recommendations.
• Parking Area Subgrade: Based on our field observations, the subgrade soils for the
parking are located to the north of the building were prepared in general accordance with
our recommendations.
• Waiting Room Floor Slab Base Aggregate: Based on our density testing, the floor slab
base aggregate for the waiting room was compacted in general accordance with our
recommendations.
06/02/04 WED 13:16 FAX 503 670 9147 CARLSON TESTING tjj002
Tigard Quick Lube
Tigard, Oregon
G0302069.A
June 2, 2004
Based on our observations, as documented in our field reports, and to the best or our
knowledge, within our scope of work, the above geotechnical observations were completed in
general accordance with the recommendations contained in our Report of Geotechnical
Services dated March 14, 2003. We were not requested to perform observations other than
those noted.
Sincerely,
CARLSON GEOTECHNICAL
il
`.,
P -.. .,., EGA N +fir v .
. 17 1 �� i +%
•
'170142,4:,..:___---7 $:1 2.31.ry
Brian C. Ranney, G.I.T. Jeanne M. Niemer, P.E.
Geotechnical Project Manager Principal Geotechnical Engineer
Carlson Geotechnical G0001520:041900
In Office Salem Office Bend Office
. . Box 23814 4060 Hudson Ave., NE P.O. Box 7918
Carlson Testing Inc• Phon 684 -3460
FAX (503) 684 -0954 Phone (503) 5-1252
FAX (503) 589 -1309 Phone (541) 330-9155
FAX (541) 330-9163
Special Inspection
FINAL SUMMARY LETTER
May 28, 2004
T0404867
City of Tigard
13125 SW Hall Blvd.,
Tigard, OR 97223 -8199
Attn: Building Department
Re: Quick Lube
13565 SW Pacific Hwy- Tigard, OR
Permit No.: BUP2003-00435 •
Dear Sir or Madam:
This is to certify that in accordance with Section 1701 of the Uniform Building Code, Title 24, we have
performed special inspection of the following item(s) per our inspection reports only:
Reinforced Concrete
Structural Masonry
Structural Steel- Fabrication & Erection, includes verification of weld procedures & certifications
Adhesive Anchors
Expansion Anchors
All inspections and tests were performed and reported according to the requirements of Project Documents
and, to the best of our knowledge, the work was in conformance with the approved plans and
specifications, approved change orders and applicable workmanship provisions of the State Building Code
and Standards, as well as the structural engineer's design changes, approvals and verbal instructions.
Our reports pertain to the material tested /inspected only. Information contained herein is not to be
reproduced, except in full, without prior authorization from this office.
If there are any further questions regarding this matter, please do not hesitate to contact this office.
Respectfully submitted,
CARLSON TESTING, INC.
Andy M. Ewing
President
AME/ks
cc: DDHK Ventures- Tim Horst
VLMK- Havlin Kemp
GHC Builders Inc- Matt Magee