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PERMIT
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LETTER OF SPECIAL BILLING
STUB SERVICE AGREEMENT
PRECON NOTES
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PRECON ATTENDEES
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DRAINAGE REPORT
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MEMO - WATER BREAKDOWN
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BILLS OF SALE
COST DATA INVENTORY
EASEMENT(S)
COPY OF AS -BUILT
GEOTECHNICAL ENGINEERING STUDY
PROPOSED SEATTLE
PACKAGING WAREHOUSE
34TH AVENUE SOUTHWEST
AT SPRINGBROOK CREEK
RENTON, WASHINGTON
E-6955
INTRODUCTION
General
This report presents the results of the geotechnical engineering study completed by Earth
Consultants, Inc. (ECI) for the proposed Pacific Rim Supply Warehouse located at Southwest
39th Street and Raymond Avenue Southwest in Renton Washington. The general location
of the site is shown on the Vicinity Map, Plate 1. The purpose of this study was to explore
NO the subsurface conditions at the site and develop geotechnical recommendations for the
proposed site based on the conditions encountered. At the time our study was performed,
the building location, and our exploratory location were approximately as shown on the Boring
Location Plan, Plate 2.
J
0' Project Description
We understand it is planned to develop the site with a slab -on -grade "tilt -up" concrete
structure with dock -high fill. The remainder of the site will consist of asphalt pavement areas
and landscaping. At the time this report was written, specific structural design information
was not available. However, based on our experience with similar projects, we would
anticipate the following structural loads:
• Wall Loads - 3 to 4 kips per lineal foot
• Column Loads - 75 to 125 kips
• Slab Loads - 250 pounds per square foot
If any of the above design criteria are incorrect or change, we should be consulted to review
the recommendations contained in this report. In any case, ECI should be retained to perform
a general review of the final design.
Earth Consultants, Inc.
GEOTECHNICAL ENGINEERING STUDY
Adventure 95 E-6955
August 30, 1995 Page 2
SITE CONDITIONS
Surface
The subject site is located in the Orillia Business Park at the intersection of Southwest 39th
Street and Raymond Avenue Southwest in Renton, Washington (see Plate 1, Vicinity Map).
The irregular shaped property ranges between approximately six hundred twenty-five (625)
feet and nine hundred fifty (950) feet in the east -west direction. In the north -south direction,
the property extends between approximately two hundred (200) feet and three hundred
seventy-five (375) feet. The site is bordered on the south by an existing warehouse, and on
the north and east by Southwest 39th Street and Raymond Avenue Southwest, respectively.
Springbrook Creek is located to the west. of the site. The majority of the site is currently
paved and is functioning as a parking area. The majority of the site topography is relatively
flat.
Subsurface
The site was explored by drilling one boring at the approximate location shown on Plate 2.
In evaluating the subsurface conditions, a previously drilled borehole by another firm was also
reviewed. Please refer to the Boring Log, Plate A2. for a more detailed description of the
conditions encountered at the location explored. A description of the field exploration
methods is included in Appendix A. The following is a generalized description of the subsur-
face conditions encountered.
Fill
It appears that the existing pavement is immediately underlain by approximately five feet of
fill. This soil unit was generally classified as medium dense, poorly graded sand with silt, and
silty sand with gravel (Unified Classifications SP-SM- and SM). In the upper portions of the
existing fill we encountered two inch to three inch cobbles. This soil unit may be suitable for
support of foundation elements, slab -on -grade floors and pavements, provided the fill is
prepared in accordance. with the recommendations discussed in the "Site Preparation and
Genera/ Earthwork" section of this report.
Native
Our exploration indicates the fill is generally underlain by approximately five feet of loose
organic silt and clayey silt. Below this deposit, at approximately ten feet below the existing
surface, loose to medium dense, water bearing poorly graded sand and silty sand were
encountered to the depths explored.
Earth Consultants, Inc.
GEOTECHNICAL ENGINEERING STUDY
Adventure 95 E-6955
August 30, 1995 Page 3
Groundwater
Groundwater was observed in the sand and silty sand encountered at approximately ten feet
below existing grade. However, the groundwater level is not static; therefore, one may
expect fluctuations in the level depending on the season, amount of rainfall, surface water
runoff, and other factors. Generally, the water level is higher and seepage rate is greater in
the wetter winter months (typically October through May).
Laboratory Testing
Laboratory tests were conducted on several representative soil samples to verify or modify
the field soil classification and to evaluate the general physical properties and engineering
characteristics of the soil encountered. Moisture content tests were performed on all samples.
The results of laboratory tests performed on specific samples are provided in Appendix B, or
at the appropriate sample depth on the boring log. It is important to note that these test
results may not accurately represent the overall in -situ soil conditions. Our geotechnical
recommendations are based on our interpretation of these test results and their use in guiding
our engineering judgement. ECI cannot be responsible for the interpretation of these data by
others.
In accordance with our Standard Fee Schedule and General Conditions, the soil samples for
this project will be discarded after a period of fifteen days following completion of this report
unless we are otherwise directed in writing.
DISCUSSION AND RECOMMENDATIONS
General
Based on the results of our study, it is our opinion that the proposed development can be
constructed generally as planned provided the recommendations contained in this report are
incorporated into the final -design. The critical geotechnical aspects of the planned
development are primarily associated with foundation support and reducing post construction
settlements. To reduce post construction settlements a successful preload program should
be completed. The purpose of the preload program is to induce the primary settlement of the
underlying compressib.le soil, and reduce the amount of post -construction settlement. We
estimate post construction total and differential settlements, after completion of the preload
program, could be on the order of one and one-half inches and one inch, respectively. If this
amount of settlement is not acceptable, a surcharge program should be considered.
Recommendations for a surcharge will be provided upon request.
After completion of a successful preload program, the proposed structure may be supported
by conventional spread and continuous footings bearing on at least two feet of structural fill.
Recommendations for a preload program, and preparation and compaction of the existing fill,
are presented in the following sections of this report.
a,f Earth Consultants, Inc.
GEOTECHNICAL ENGINEERING STUDY
Adventure 95 E-6955
August 30, 1995 Page 4
This report has been prepared for specific application to this project only and in a manner
consistent with that level' of care and skill ordinarily exercised by other members of the
profession currently practicing under similar conditions in this area for the exclusive use of
Seattle Packaging and their representatives. No warranty, expressed or implied, is made.
This report, in its entirety, should be included in the project contract documents for the
information of the contractor.
Site Preparation and General Earthwork
The building areas should Cie stripped of existing pavement. Other areas of existing pavement
may be left in place for use in the proposed development. However, the thickness of the
existing pavement section may need to be evaluated where heavy truck traffic is anticipated.
Areas intended for development outside the existing pavement area should be stripped of all
organic matter or any other deleterious material. Stripped materials should not be mixed with
any materials to be used as structural fill.
Existing utility pipes to bEl abandoned should be plugged or removed so that they do not
provide a conduit for water and cause soil saturation and stability problems. To reduce the
potential for differential settlement, the existing storm water line should be abandoned and
removed in areas where the pipe will be less than two feet from the bottom of foundation
elements.
The footing and slab foundation soil should be prepared in accordance with the requirements
of structural fill, defined later in this section. For foundations bearing on competent existing
fill, the upper one foot of fill should be removed, the lower one foot compacted in place, and
the upper one foot replaced in accordance with structural fill requirements. Laboratory tests
indicate the moisture content of the existing fill is at or near its optimum moisture content,
indicating the existing fill is currently in a compactible condition. These circumstances,
however, may be different at the time of site preparation. Due to the presence of some silt
in the existing fill, the soil may degrade if exposed to excessive moisture. Compaction and
grading will be difficult if the soil moisture increases significantly above its optimum condition.
If areas of the existing fill are exposed to moisture and cannot be adequately compacted, then
the unsuitable soil should be removed and replaced with a compactible structural fill. The
unsuitable soil should be removed to a depth at which competent soil is encountered.
Typically, overexcavation depths of twelve (12) to eighteen (18) inches are required; however,
an ECI representative should observe the overexcavation to evaluate the competence of the
overexcavated surface. During dry weather, any non -organic compactible soil can be used
to replace the overexcavated soil. Fill for use during wet weather should consist of a fairly
well graded granular material having a maximum size of three inches and no more than five
percent fines passing the No. 200 sieve based on the minus 3/4-inch fraction.
Earth Consultants, Inc.
GEOTECHNICAL ENGINEERING STUDY
Adventure 95
August 30, 1995
E-6955
Page 5
Structural fill is defined as any compacted fill placed under buildings, roadways, slabs,
pavements, or any other load -bearing areas. Structural fill under floor slabs and footings
should be placed in horizontal lifts not exceeding twelve (12) inches in loose thickness and
compacted to a minimum of 90 percent of its laboratory maximum dry density, except for the
top twelve 0 2) inches which should be compacted to 95 percent. The maximum dry density
should be determined in accordance with ASTM Test Designation D-1557-78 (Modified
Proctor). The fill materials should be placed at or near the optimum moisture content. Fill
under. pavements and walks should also be placed in horizontal lifts and compacted to 90
percent of maximum density except for the top twelve (12) inches which should be
compacted to 95 percent of maximum density.
Preload Program
We estimate settlements induced by the proposed dock -high fill will range between
approximately two inches and four inches. To help reduce post -construction settlements, we
recommend the building area be subjected to a preload program. The dock -high fill should
be placed to the finish floor elevation, and extend.a minimum of five feet beyond the building
footprint. The side slopes of the fill should not be inclined steeper than 1:1
(Horizontal:Vertical). We estimate primary settlements induced by the preload will be
complete in two to four weeks after the dock -high fill is placed. The actual surcharge time
period will be dependent upon the rate and amount of settlement measured in the field.
After completion of a successful preload program, we estimate post -construction differential
settlements will be approximately one inch. If differential settlements of this magnitude
cannot be tolerated, or if a shorter time period to induce settlements is required, additional fill
should be placed on the prE.-load fill as a surcharge. Specific recommendations for a surcharge
program will be provided upon request.
In order to verify the magnitude of settlement, a monitoring program should be performed.
The monitoring program should include installing settlement monitors on the existing site
subgrade before any fill is placed, monitoring them through completion -of fill placement, and
continuing until settlements cease or are considered within the buildings tolerable limits. More
specific details of this program are presented below:
• Settlement markers should be placed on the native subgrade of the building pad
before fill is placed. At least four settlement markers should be installed within the
building footprint. ECI can supply and install these markers. (A typical detail is
provided on Plate 3.).
• A baseline reading is obtained on each marker and is referenced to a temporary
benchmark located on a feature that will be unaffected by the fill -induced
settlements.
• The fills are then placed. Settlement readings are taken at relatively short intervals
during this process, since this phase generates relatively large and rapid settlement.
Earth Consultants, Inc.
GFOTECHNICAL ENGINEERING STUDY
Adventure 95
August 30, 1995
E-6955
Page 6
• Once the fill operation is complete, readings are obtained on a periodic basis,
typically weekly, until the settlement ceases or the remaining anticipated
settlements are judged by the geotechnical engineer to be within the tolerable
range.
• Each set of settlement readings are plotted graphically against time to determine
the magnitude and rate of settlement, and are matched against the predicted
magnitudes and rates to verify the accuracy of earlier estimates and to make any
appropriate modifications.
ECI should be retained to acquire the settlement readings. If you prefer to use a surveyor to
collect these readings, measurements should be provided to us as quickly after their
acquisition as possible for plotting and interpretation. This will help avoid any
misinterpretation or misunderstanding regarding the success of the preload program.
In order to ensure the accuracy of the settlement readings, the settlement monitors must be
maintained. In our experience, earthwork equipment (dozers and trucks) often demolish
markers at a very high rate. This adds to the project costs in that they need to be replaced
and it makes the information obtained less reliable. To avoid this, the project specifications
should include a requirement that the earthwork contractor is required to immediately replace
any damaged settlement marker and have the settlement readings re -obtained at his own cost.
This requirement makes the earthwork contractor more conscious of the importance of the
monitoring program and will aid in maintaining the integrity of the program.
Foundations
Assuming compliance with the recommendations outlined in the "Preload Program" and "Site
Preparation and General Earthwork" sections of this report, it is our opinion the proposed
building can be supported on a conventional spread and continuous footing foundation bearing
on existing competent fill or newly placed structural fill. Exterior foundations elements should
be placed a minimum depth of eighteen (18) inches below final exterior grade. Interior spread
foundations can be placed at a minimum depth of twelve (12) inches below the top of slab,
except in unheated areas, where interior foundation elements should be founded at a minimum
depth of eighteen (18) inches.
With foundation support obtained as described, for design, an allowable soil bearing capacity
of two thousand five hundred (2,500) can be used. Continuous and individual spread footings
should have minimum widths of eighteen (18) and twenty-four (24) inches, respectively.
Loading of this magnitude would be provided with theoretical factor -of -safety in excess of
three against actual shear failure. With structural loading as expected, total settlement in the
range of one and one-half inches is anticipated with differential movement of about one inch.
Most of the anticipated settlements should occur during construction as dead loads are
applied. This is after successful completion of the preload program. For short-term dynamic
loading conditions, a one-third increase in the above allowable bearing capacities can be used.
Earth Consuttants, Inc.
GEOTECHNICAL ENGINEERING STUDY
Adventure 95
August 30, 1995
E-6955
Page 7
v
The horizontal loads can be resisted by friction between the base of the foundation and the
supporting soil and by passive soil pressure acting on the face of the buried portion of the
foundation. For the latter, the foundation must be poured "neat" against the competent
existing fill soils or backfilled with structural fill. For frictional capacity, a coefficient of 0.40
can be used. For passive earth pressure, the available resistance can be computed using an
equivalent fluid pressure of three hundred (300) pcf. These lateral resistance values are
allowable values, a factor -of -safety of 1.5 has been included. As movement of the foundation
element is required to mobilize full passive resistance, the passive resistance should be
neglected if such movement is not acceptable.
All footing excavations should be observed by a representative of ECI, prior to placing forms
or rebar, to verify that conditions are as anticipated in this report.
Dock -High Retaining Walls,
Dock -high retaining walls will be constructed along portions of the perimeter of the building.
They should be designed to resist lateral earth pressures imposed by an equivalent fluid with
a unit weight of thirty-five (35) pcf if they are allowed to rotate 0.002 times the height of the
wall. If walls are prevented from rotating, we recommend that they be designed to resist
lateral loads of fifty (50) pcf. These values are based on horizontal backfill and that
surcharges due to hydrostatic pressures, traffic, structural loads or other surcharge loads will
not act on the wall. If such surcharges are to apply, they should be added to the above
design lateral pressure.
Slab -on -Grade Floors
Slab -on -grade floors may be supported on existing or recompacted competent fill, or on new
structural fill. Any disturbed subgrade soil must either be recompacted or replaced with
structural fill. Slab -on -grade floors should be designed..by the structural engineer based on the
anticipated loading and the subgrade support characteristics. A modulus of vertical subgrade
reaction of three hundred (300) pounds per cubic inch (pci) may be used for design.
The slab should be provided with a minimum of four inches of free -draining sand or gravel.
In areas where slab moisture is undesirable, a vapor barrier such as a 6-mil plastic membrane
■ may be placed beneath the slab. Two inches of damp sand may be placed over the membrane
for protection during construction and to aid in curing of the concrete.
Seismic Design Considerations
The Puget Lowland is classified as a Seismic Zone 3 by the Uniform Building Code (UBC). The
largest earthquakes in the Puget Lowland are widespread and have been subcrustal events,
ranging in depth from thirty (30) to fifty-five (55) miles. Such deep events have exhibited no
surface faulting.
,µ
Earth Consultants. Inc.
GE,OTECHNICAL ENGINEERING STUDY
G. Adventure 95 E-6955
August 30, 1995 Page 8
Structures are subject to damage from earthquakes due to direct and indirect action. Direct
action is represented by shaking. Indirect action is represented by foundation soil failures and
is typified by ground failure or liquefaction.
The UBC Earthquake regulations contain a static force procedure and a dynamic force
procedure for design base shear calculations. Based on the encountered soil conditions, it is
our opinion that a site coefficient of S3 = 1.5 should be used for the static force procedure
as outlined in Section 1628 of the 1994 UBC. For the dynamic force procedure outlined in
section 1929 of the 1994 UBC, the curve for soft to medium clay and sand (Soil Type 3)
should be used for Figure 16-3, Normalized Response Spectra Shapes.
Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time
during an earthquake. Groundshaking of sufficient duration results in the loss of grain to grain
contact and rapid increase in pore water pressure, causing the soil to behave as a fluid. To
have a potential for liquefaction, a soil must be cohesionless with a grain size distribution of
a specified range (generally sands and silt); it must be loose to medium dense; it must be
below the groundwater table; and it must be subject to sufficient magnitude and duration of
groundshaking. The effects of liquefaction may be large total and/or differential settlement
for structures founded in the liquefying soils.
It is our opinion the potential for widespread liquefaction over the site during a seismic event
is low. Isolated areas may be subject to liquefaction, however, the effect on the planned
building is anticipated to be minimal provided the recommendations contained in this report
are followed. We estimate liquefaction induced settlement would be in the range of the post
constructed settlements discussed earlier.
aExcavations and Slopes
The following information is provided solely as a service to our client. Under no
circumstances should this information be interpreted to mean that ECI is assuming
responsibility for construction site safety or the Contractor's activities; such responsibility is
not being implied and should not be inferred.
In no case should excavation slopes be greater than the limits specified in local, state and
Federal safety regulations. Based on the information obtained from our field exploration and
laboratory testing, the site soils expected to be encountered in the upper six feet of the
existing fill would be classified as Type B by OSHA, and as such, temporary cuts greater than
four feet in height should Cie sloped at an inclination no steeper than 1 H:1 V. Excavations in
the lower native deposits should be sloped at an inclination no steeper than 1.5H:1 V, meeting
the requirements for a Type C soil. If slopes of these inclinations, or flatter, cannot be
constructed, temporary shoring may be necessary. This shoring will help protect against slope
or excavation collapse, and will provide protection to workmen in the excavation. If
temporary shoring is required, we will be available to provide shoring design criteria, if
requested.
Earth Consultants, Inc.
GEOTECHNICAL ENGINEERING STUDY
Adventure 95 E-6955
August 30, 1995 Page 9
All permanent cut and fill slopes should be inclined no steeper than 2H:1 V. All cut slopes
should be observed by ECI during excavation to verify that conditions are as anticipated.
Supplementary recommendations can then be developed, if needed, to improve stability,
including flattening of slopes or installation of surface or subsurface drains. In any case,
water should not be allowed to flow uncontrolled over the top of any slopes.
All permanently -exposed slopes should be seeded with an appropriate species of vegetation
to reduce erosion and improve stability of the surficial layer of soil.
Site Drainage
The site must be graded such that surface water is directed off the site. Water must not be
allowed to stand in any area where buildings, slabs or pavements are to be constructed.
During construction, loose surfaces should be sealed at night by compacting the surface to
reduce the potential for moisture infiltration into the soils. Final site grades must allow for
drainage away from the building foundations. The ground should be sloped at a gradient of
three percent for a distance of at least ten feet away from the buildings, except in paved
areas, which can be sloped at a gradient of one percent.
Perimeter footing drains should be installed around portions of the proposed warehouse not
supported on dock high fill and having tile or carpet finishes that can be damaged by water
infiltration. The footing drain should be installed at or just below the invert of the footing,
with a gradient sufficient to initiate flow. A typical detail is provided on Plate 3. Under no
circumstances should roof downspout drain lines be connected to the footing drain system.
All roof downspouts must be separately tightlined to discharge. Cleanouts should be installed
at strategic locations to allow for periodic maintenance of the footing drain and downspout
tightline systems.
Utility Support and Backfill
Based on the soil conditions encountered, utilities located in the upper four feet of the existing
fill should be supported adE:quately by the fill. However, moderate to heavy seepage may be
encountered in utility trenches deeper than approximately five feet below the existing surface
elevation. In the event that utilities are located deeper in the upper portions of the native
soils, remedial measures may be necessary in order to provide adequate support for utilities.
This can be accomplished by overexcavating the unsuitable soil and replacing it with a suitable
pipe bedding material.
Earth Consultants, Inc.
GEOTECHNICAL ENGINEERING STUDY
Adventure 95 E-6955
August 30, 1995 Page 10
Utility trench backfill is a major concern in reducing the potential for settlement along utility
alignments, particularly in pavement areas. It is important that each section of utility line be
adequately supported in the bedding material. The material should be hand tamped to ensure
support is provided around the pipe haunches. Fill should be carefully placed and hand
tamped to about twelve inches above the crown of the pipe before any heavy compaction
equipment is brought into use. The remainder of the trench backfill should be placed in lifts
having a loose thickness of less than twelve inches. A typical trench backfill section and
compaction requirements for load supporting and non -load supporting areas is presented on
Plate 4.
Pavement Areas
The adequacy of site pavements is related in part to the condition of the underlying subgrade.
To provide a properly prepared subgrade for pavements, the subgrade should be treated and
prepared as described in the "Site Preparation and General Earthwork" section of this report.
This means at least the top twelve (12) inches of the subgrade should be compacted to 95
percent of the maximum dry density (per ASTM D-1557-78). It is possible that some localized
areas of soft, wet or unstable subgrade may still exist after this process. Therefore, a greater
thickness of structural fill or crushed rock may be needed to stabilize these localized areas.
The following pavement section for lightly -loaded areas can be used:
• Two inches of asphalt concrete (AC) over four inches of crushed rock base (CRB)
material, or
• Two inches of AC over three inches of asphalt treated base (ATB) material.
Heavier truck -traffic areas will require thicker sections depending upon site usage, pavement
life and site traffic. As a general rule, the following sections can be considered for truck -
traffic areas:
• Three inches of AC over six inches of CRB, or
• Three inches of AC over four inches of ATB.
These pavement thicknesses may be modified based on anticipated traffic loads and
frequency.
Asphalt concrete (AC), asphalt treated base (ATB), and crushed rock base (CRB) materials
should conform to WSDOT specifications. All rock base should be compacted to at least 95
percent of the ASTM D-1557-78 laboratory test standard.
Earth Consultants, Inc.
GEOTECHNICAL ENGINEERING STUDY
s Adventure 95 E-6955
August 30, 1995 Page 11
LIMITATIONS
Our recommendations and conclusions are based on the site materials observed, selective
laboratory testing and engineering analyses, the design information provided to us by the you,
and our experience and engineering judgement. The conclusions and recommendations are
professional opinions derived in a manner consistent with that level of care and skill ordinarily
exercised by other members of the profession currently practicing under similar conditions in
this area. No warranty is expressed or implied.
The recommendations submitted in this report are based upon the data obtained from the
borings. Soil and groundwater conditions between borings may vary from those encountered.
The nature and extent of variations between our exploratory locations may not become
evident until construction. If variations do appear, ECI should be requested to reevaluate the
recommendations of this report and to modify or verify them in writing prior to proceeding
with the construction.
Additional Services
® As the engineer of record, ECI should be retained to perform a general review of the final
design and specifications to verify that the earthwork and foundation recommendations have
been properly interpreted and implemented in the design and in the construction
specifications.
ECI should also be retained to provide geotechnical services during construction. This is to
observe compliance with the design concepts, specifications or recommendations and to allow
design changes in the event subsurface conditions differ from those anticipated prior to the
start of construction. We do not accept responsibility for the performance of the foundation
or earthwork unless we are retained to review the construction drawings and specifications,
and to provide construction observation and testing services.
Earth Consultants, Inc.
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Reference:
dhv� King County / Map 41
By Thomas Brothers Maps
Dated 1990
Vicinity Map
Earth Consultants Inc. Pacific Rim Supply
Ge°`°d"'icaIF,gtrweem Geol I ogtsm &ErMra`""""IlS6r"fism Renton, Washington
Proi. No. 6997 Drwn. GLS Date Aug. '95 Checked RC Date 8/24/95 Plate 1
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ECI Boring, Proj. No.
E-6997, Aug. 1995
SS1 -o- Approximate Location of
Soil Sample by Dames & Moore
MW-1 -o- Approximate Location of
Monitor Well by Dames & Moore
S.W. 39th STREET
W
Z
W
Railroad Tracks Q
Not -To -Scale
Z
O
a
Earth Consultants Inc. Boring Location Plan
Pacific Rim _Supply
G"ochn ml Englnmm Gedogs s En lmnmenrA sc k niksts
Renton, Washington
koPrj. No. 6997 Drwn. GLS Date Aug. '95 Checked RC Date 8/24/95 Plate 2
****************************************************************
City of Renton WA
Receipt
****************************************************************
Receipt Number: R9600540 Amount: 12,968.87
02/08/96 09:47
Payment Method: CHECK Notation: #6775PACRIMBLDG
Init: TB
------------------------------------------------------
Permit: C950250 Type: ENG ENG Construction Per
Parcel No: 125381-0050
Site Address: 825 SW 39TH ST
Location: SW 39TH ST & RAYMOND AV
Total Fees:
14,638.12
This Payment 12,968.87 Total ALL Pmts:
14,638.12
Balance:
.00
****************************************************************
Account Code Description
Amount
000.343.20.00.0000 Public Works Inspection
15.00
401.343.90.00.0003 Stormwater Insp Approval
1,042.88
421.388.10.00.0020 Spec Util Connect Sewer
11,059.62
401.343.90.00.0002 Sewer Inspection Approvl
62.12
401.322.10.00.0015 Sewer Permit
100.00
401.343.90.00.0001 Water Inspection Approvl
549.25
401.388.10.00.0013 Misc Water Installation
40.00
401.322.10.00.0020 Storm Water Permits
-----------------------------------------------------
100.00
****************************************************************
City of Renton WA
Receipt
Receipt Number: R9505400 Amount: 1,669.25
11/03/95 11:00
Payment Method: CHECK Notation: #25911MUELLER
----------------------------------------------------------------
Init: TB
Permit: C950250 Type: ENG ENG Construction Per
Location: SW 39TH ST & RAYMOND AV
Total Fees:
1,669.25
This Payment 1,669.25 Total ALL Pmts:
1,669.25
Balance:
.00
Account Code Description
Amount
000.343.20.00.0000 Public Works Inspection
15.00
401.343.90.00.0003 Stormwater Insp Approval
1,042.88
401.343.90.00.0002 Sewer Inspection Approvl
62.12
401.343.90.00.0001 Water Inspection Approvl
----------------------------------------------------------------
549.25
W 0 -P+ F --) � q ("
FC
m' 'OF PE
WON
EIVED
V D 3 ISIG3-
BUILDING DIVISION
C'TY OF RENTON
E' C E I V E
u 3 �95
STORMWATER DRAINAGE
FOR
PAC -RIM BUILDING SUPPLY, INC.
OFFICE/WAREHOUSE FACILITY
RENTON, WASHINGTON
Prepared for.
SEPTEMBER 25, 1995
Lance Mueller & Associates Architects
130 Lakeside
Seattle, WA 98122 CITY OF RENTON
vpE C E I V ED
OCT 1 1 1Q35 Engineering
e Plariming
BUILDING DIVISION Surveying
Penhallegon Associates Consulting Engineers; Inc.
WJ tES 8/30/ yG 1
750 SIXTH STREET KIRKLAND, WA 98033 (206) 827-2014
King County Building and Land Development Division
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
ProjectOwner _ Pac-Rim Building Supply, In
Address
Phone -
ProjectEngineer Pete G. Lymberis, P.E.
Company Penhallegon Associates. Inc.
Address Phone 750 6th Street South -
Kirkland, WA 98033
rwu�T AS%M@ ■A AqP■,
Page 1 of 2
Project Name Office/Warehouse Facility_.-_
Location
Township 23N
Range 5E
Section _ 25
Project Size AC 0.96±
Upstream Drainage Basin Size AC 0.0
[] Subdivision
(�
DOF/G HPA
Shoreline Management
Short Subdivision
0
COE 404
O
Rockery
®. Grading
E-
DOE Dam Safety
Structural Vaults
F] Commercial
FEMA Floodplain
Other
0 Other
COE Wetlands
HPA
Community
Green River Valley -.
Drainage Basin
Green River Drainage Basin _-
F-1 River
[=1 Stream
ED Critical Stream Reach
Depressions/Swales
(� Lake
E::] Steep Slopes __—
E::] Lakeside/Erosion Hazard
0
Floodplain
Wetlands
Seeps/Springs
0
High Groundwater Table
[]
Groundwater Recharge
L
Other
j Soil Type Slopes Erosion Potential Erosive Velocities
NSA - -- -- 0-2% - - -- -- --� ---
Note Existinn site is'asphalt parking lot with no -_exposed soi
Additional Sheets Attatched
King County Building and Land Development Division
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
REFERENCE
Ch. 4 - Downstream Analysis
Additional Sheets Attatched
LIMITATION/SITE CONSTRAINT
MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION
Sedimentation Facilities
Stabilized Construction Entrance
Perimeter Runoff Control
Clearing and Grading Restrictions
Cover Practices
Construction Sequence
Other
Page 2 of 2
MINIMUM ESC REQUIREMENTS
FOLLOWING CONSTRUCTION
0 Stabilize Exposed Surface
0 Remove and Restore Temporary ESC Facilities
Clean and Remove All Silt and Debris
0 Ensure Operation of Permanent Facilities
Flag Limits of NGPES
a Other
0 Grass Lined Channel
0
Tank
Infiltration
Method of Analysis
® Pipe System
0
Vault
0
Depression
0 Open Channel
0
Energy Dissapator
E]
Flow Dispersal
Compensation/Mitigation
of Eliminated Site Storage
=1 Dry Pond
0
Wetland
0
Waiver
0 Wet Pond
0
Stream
0
Regional Detention
Brief Description of System Operation
Runoff collected and detained through
existing and
proposed catch basins,
pipes, and existing
surface oond;nQ_
Facility Related Site Limitations
E]
Additional Sheets Attatched
Reference Facility
Lin -nation
PART. 11.:.5TRUCTUHAL: AN
;;(May re.— Ire'special strudu
PlaceCast in Vault
Retaining Wall
'• •
Structural on -• Slope
PORT 1A -'SIGNATURE OF P
F�] Drainage Easement
a Other E] Access Easement
[� Native Growth Protection Easement
(] Tract
Other
1 or a civil engineer under my supervision have visited the site. Actual
site conditions as observed were incorporated into this worksheet and the
—attatchments. To the best of my knowledge the information provided
here is accurate.
Pac-Rim Office Supply, Inc.
New Office/Warehouse Facility
Drainage Report .
September 25, 1996
Pace Job# 95589
Project Description:
■ The site of the proposed Pac-Rim office/warehouse facility is approximately 3.25 acres in size and
is located in the southwest corner at the intersection of S.W. 39th Stree and Raymond Avenue in
Renton Washington. The site is currently a parking lot and was constricted by the Boeing
Company in late 1985. The site is flat with typical parking stalls and planters associated with
parking lots. The north side of the site is bordered by S.W. 39th ' Street and Raymond Avenue on the east. The west and south side of the site is bordered by the Burlington Northern right-of-way.
Access to the site is from the north and. east from S.W. 39th Street and Raymond Avenue
respectively.
' Prior to the development of the site, the building pad will be preloaded o the proposed finish
floor elevation of 22.00. Prior to preloading the building, a new stormm ater conveyance and
' detention system will be installed and the old one removed. The new st rm system will be
required since the proposed building will be placed in the existing park ng lot over the existing
storm system and will destroy the existing surface ponding detention sy item along with the pipes
' below grade.
' Proposed development of the site consists of an 18,000 square foot ware iouse facility and a two
story, 2,500 square foot attached office building in the northeast corner of the existing parking
lot. Minor grading will occur to achieve a smooth transition from the new budding to the existing
asphalt. Most will be fine grading with asphalt and no major earthwork will be required for the
' construction of the site except as stated for the preload.
a Site Drainage Features:
Currently site runoff is controlled by the onsite storm and detention. sys em. The existing system
consists of 12" and 15" diameter storm drain pipes and catch basins for, the conveyance of
stormwater runoff. Detention for the site is contained in the same existing catch basins, storm
pipes, and also provided by surface ponding. A plan of the original storm system design has been
attached to this report for reference.
Due to the location of the proposed building, a portion of the existing pipe storm system, four
catch basins, and the flow control structure must be removed and relocated. Also, a portion of
the surface ponding volume will also be eliminated. In order to provide an equal amount of
detention volume that is being removed, a pipe detention system is proposed for this project. All
volume lost due to the placement of the building will be replaced with pipes and storm structures
for the proposed storm detention system. The control structure has also been relocated, however,
the flow characteristics of the orifice and the elevation of the overflow have not been altered to
recreate the similar hydraulic conditions that currently exist. The majority of the required
detention volume will be provided by 36" diameter CMP pipe and 54" diameter catch basins.
Pac-Rim Office Supply, Inc.
' New Office/Warehouse Facility
Drainage Report
September 25, 1996
Pace Job# 95589
Core and Special Requirements:
Core Requirement #1: Discharge at the Natural Location -
_ This project will discharge stormwater runoff in the same storm
system as the existing system, and thereby satisfies this core
requirement.
Core Requirement #2: Off -Site Analysis -
The proposed new impervious surface for this project is less than
5,000 square feet and therefore is exempt from this core
requirement.
Core Requirement #3: Runoff Control -
' The proposed new impervious surface for this project is less than
5,000 square feet and therefore is exempt from this core
requirement. This project has an existing detention system that will
' be modified and is discussed within this report.
Core Requirement #4: Conveyance System -
The existing conveyance system will be modified and is discussed
later in this report.
Core Requirement #5: Erosion/Sedimentation Control Plan -
See sheet Cl for the project erosion control plan. This project does
not propose major earthwork excavation or fill except for the
building preload. Erosion control for this project will mostly
consist of perimeter control. Sedimentation ponds, swales, etc. will
not be required for this project.
Special Requirements:
' There are no Special Requirements that are applicable to this project.
KJ
Pac-Rim Office Supply, Inc.
' New Office/Warehouse Facility
Drainage Report
September 25, 1996
Pace Job# 95589
Conveyance and Detention System Modifications Calculations:
As previously stated in this report, the existing conveyance and detention system for this site will
be modified. Attached as part of this report are the original design plans and calculations for this
' project's existing storm system basin. All referrence toexisting catch basins in this report will be
per the original design plans.
The intent of the proposed storm detention system is to replace all storage volume removed
without increasing the allowable. release rate of the site and maintaining the maximum parking lot
ponding elevation of 17.70.
According to the original design plans, existing catch basins #14, 15, 20, 21 and the control
structure (CB#16) will be removed. Also, 322 lineal feet of 15" CMP and 89 lineal feet of 12"
CMP will be removed. Following is a table that summarizes the total volume of detention that
will be removed.
Item
Volume per Original
Lot Design
Calculations
(cu. ft.)
Surface Ponding Volume
Per Original Design
Calculations
(cu. ft.)
Total
Volume
(cu. ft.)
Catch Basin # 14
11.6
68
79.6
Catch Basin # 15
11.6
668
679.6
Catch Basin # 20
11.6
776
787.6
Catch Basin # 21
11.6
473
484.6
Catch Basin # 16
(Control Structure)
71
71
322 LF of 15" CMP
396
396
89 LF of 12" CMP
70
70
Total 2568.4 cu.ft
' On the following page is a summary of the proposed storm detention system and a summary of
volumes of the proposed structures and storm drain pipes.
m m m m r m m m m m m m m m m m= m m
PENHAI.LEGON ASSOCIATES CONSULTING ENGINEERS, INC.
9/23/95
STORAGE REQUIRED:
2568.4 cu ft
STORAGE PROVIDED:
2584.1 cu ft
NET DIFFERENCE:
15.7 cu ft
DEPTH FROM OVERFLOW MANHOLE DIAMETER(in)
AREA(sq ft)
VOLUME(cu ft)
TO INVERT(ft)
CB #1
6.85
54.00
15.90
108.94
CB#2
6.27
60.00
19.63
123.11
CB#3
5.98
54.00
15.90
95.11
CB#4
5.37
54.00
15.90
85.41
CB#5
3.50
Type I
5.80
20.30
Subtotal 432.87
LENGTH OF PIPE (ft)
PIPE DIAMETER(in)
AREA(sq ft)
VOLUME(cu ft)
cb-cb
1-2 117
36
7.07
827.02
2-3 58
36
7.07
409.98
3-4 122
36
7.07
862.37
2-5 66
12
0.79
51.84
Subtotal 2,151.21
TOTAL VOLUME: 2,584.08 cu ft
DETSTORGMS
CORRUGATED METAL PIPE AND PIPE -ARCH
'
DETENTION AND RECHARGE SYSTEMS
. MAXIMUM VOLUMES (CUBIC FEET PER LINEAR FOOT)
' ROUND PIPE PIPE ARCH PIPE ARCH
(CMP and (CMP Sizes) (Sttictorai Plate Pipe Sizes)
Structural Plate Pipe Sizes) (1/2" Deep Corrugation) VdumA MIn. Cove
Diameter Volume Min. Cover Shape* Volume Mtn. Corer Shape*
(Inches) (Ft-3/Ft.) Height (Inches) (FL3/FL) Heigh (Feet4nedt") (FL3/FL) Heigh
' 12 .76 17 x 13 1.1 1 8-Inch Corder Radius (Ro)
15 1.22 21 x 15 1.0 6-t x 4-7 22
18 1.76 24 x 18
21 2.40 28 x 20 2.9 &9 x 4A 24
'
33 x 24 4.5 x 4-11 28 24 .x 5- 29
4
30 ,9 7-0 7-0 42 x 29 8.6 12" 7-3x S+3 31
38 7.0 49 x 33 . 8.9 7-0 x 5-5 33
42 9.6 57 x 38 11.6 7-11 x 5-7 36
64 x 43 14.7 8.2 x 5-9 38
,5544 159 tr 71x47 18.1 8.7 x 5.11. 41
e 43
60 23;j 83 x 57 26.0 9-140 x 8-3 446 18°
72 28.2 - %:ri 9.6 x 6-5 49
78 33.1 9-9 x 6-7 52
a4
3a.41a3 x 6-9 5S
90 44.1 t0-8 x 8-11 58
96 50.2 (1- Deep Corrugation) 10.11 x 74 61
igg 58.7 115 x 73 64
68
108 M•6
114 7o.e Shape* Volume Min. Cover 11-i x 77-7
5
' 128 20 88.5 18' [Onches) (Ft.3/Ft.) Height 12-.6 x i-11 78
132 95.0 ` 12-8 x 8.1 82
38 103.8 i+ 60 x 48 , 5.6 j 12.10 x 8.4 85
' 11 66 x 51 19.3 135 x 8-6 89
1 1 73 x 5S 23 2 13 11 x 8-7 83
156 132 12' 144 x 8 9 97 40
162 143 81 x 59 4 14.3 x 8-11 101
163 153 244 7 87 95 x 63 67 37. 14.10 x 9-1 105
174 165 103 x 71 42.4 1 15.4 x 93 109
' ISO 178 I 112 x 75 48.0 18' 1" x 9.5 114
186 188 1 117 x 79 54• 1 S 8 x 9-7 118
a 192 201 28 x iS10 x 910 122
25
1 213 _ 137 x 87 07.4 24' xt I
30'
221004 2227 142 x 91 74.5 1 10-7 x 10-1 131
i
210 254 31-Inch Comer Radius (Ro)
222 268 •Pipe Arch shape dlmenslons shown
are for Span and Rise respectively. 13 3 x 04 196
'+ 40 3� 14-0 x 9 8 106
14-5 x 9.10 10a 115 24
MINIMUM pERMISSAeL.E SPACING FOR MULTIPLE INSTALLATIONS '
PIPE PIPE -ARC
H 155--141 x 100--4 124
15.7 x 10.8 129
�ETER 1 x
N x
I" x 11-0 143
' 17-0 x 11-2 148
17-2 X 114 163
SPACI __ 17-5x 11-6 158
17-11 x 114 163
DIAMETER
SPACING
PIPE -ARCH SPAN
SPACING
166--7 x 12-0
174
,><r
184 x 12-2
1" x 12-4
1" x 12.6
170
185
191
UUpp to 24'
24- to 7r
1 r
1/2 Ula. of Pipe
Up to 38'
3w to 108'
1 r
1/3 span Of Pipe -Arch
72* and larger
38•
108' to 189'
3W
194 x 12-8
190
i9-11 x 12-10
202
Spacings shown provide room for proper backfill tamping to enable the structure to develop 20.7 x 1310 21�4
adequate side supporL
I
' Page 5 -
Pac-Rim Office Supply, Inc.
New Office/Warehouse Facility
Drainage Report
September 25, 1996
Pace Job# 95589
Size Orifice -
According to the original design report of the existing parking lot, the maximum allowable
release rate for this project's tributary basin is 0.34CFS. Since allowable outflow is less
than 1CFS only one orifice will be required.
Orifice Equation = Q=Ca(2gH)^.5
Qallowable — 0.34CFS
H = 17.70(Prop. overflow elev.) - 10.85(Prop. inv. elev. @ control manhole). = 6.85feet
C = 0.62
g = 32.2ft/s^2
a = Area of orifice - to be determined
Qallowable = 0.34CFS = 0.62a(2*32.2*6.85)^0.5
Solving for a = 0.02611square feet = 3.76 square inches.
d = Diameter of orifice = (4*a/n)^0.5 = (4*3.76/n)^.5
d = 2.188 inches = 2 3/16"
Use sharp edged -shop drilled orifice with 2 3/16" diameter.
Temporary Erosion/Sedimentation Control:
All erosion/sedimentation control facilities can be seen on sheet C1. Perimeter control and
interim CB protection will be the only erosion control required for this project. No other
calculations or facilities are required or provided for this project.
5
Pac-Rim Office Supply, Inc.
' New Office/Warehouse Facility
Drainage Report
September 25, 1996
' Pace Job# 95589
EXISTING PARKING LOT DESIGN
CALCULATIONS
Note: The attached calculations are only the relevant portion of the total calculations for the existing
parking lot. This project only proposes to modify a small portion of the overall parking area.
The drainage basin that this project lies within was termed Basin "B" of Parcel No. 2. The
attached calculations only show values for this project's portion of the existing site.
I
. I
COMPUTATION SHEET JOB NO. =� "off" �� DATE /y LZd SHEET_ OF
ESM inC. JOB NAME Al: lz _
A CIVIL ENGINEERING. LAND SURVEY, AND PROJECT MANAGEMENT COMP. BY �� CHK. BY
CONSULTING FIRM
451 Southwest 10th Street Suite 106 Renton, Washington 98055 CONTENTS F*A-
(206)228-5628
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451 Southwest loth Street Suite 106 Renton, Washington 98055 CONTENTS
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451 Southwest 10th Street Suite 106 Renton. Washington 98055 CONTENTS 1rLF IN A
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451 Southwest 10th Street Suite 106 Renton, Washington 98055 CONTENTS
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DEPARTMENT OF FISHERIES
IYDRAULIC PROJECT
APPROVAL
R.C.W. 75.20.100
[41 August 28 198-6_-
(ApphcaN Should ref-, In thle date. ill All cm—ponde.ce)
PAGE 1 OF -- 1_ _ _ PAGES
DEPARTMENT OF FISHERIES
General Admin. Bldg.
Olympia, Washington 98504
(206) 753-6650
L LA51 NAME FIRST
1°�e Rainier Fund, Incorporated
I11 CONTACT PHONE(S)
°I 643-1010
1 2 3 4
- -- --- ----- - --
Ii9I STREET On RURAL ROUTE
IZ400 S.E. 38th Street
L27 17
191 WRIA
CITY -_ . ----
- STATE ---------
ZIP
A B c o B-08.0283
Bellevue
Washington
98006
WATER
TRIBUTARY TO
_
_
�12�
nnamed Tributary
May Creek
G F
WQUARTER SECTION TOWNSHIP
,3 Eirn
RANGE (E-W)
COUNTY
11
LJ
TYPE OF PROJECT
32 24N
5E
King
Storm
Drain System
151 THIS PROJECT MAY BEGIN I61 AND RF COMPLETED BY Except as
TIME LIMITATIONS: Immediately November 1, 1987 noted in
Provision
THIS APPROVAL IS TO BE AVAILABLE ON THE JOB SITE AT ALL TIMES AND ITS PROVISIONS FOLLOWED BY THE PERMIT -
TEE AND OPERATOR PERFORMING THE WORK.
The person(s) to whom this approval is issued may be held liable for any loss or damage to fish life or habitat which results from
failure to comply with the provisions of this approval.
Failure to comply with the provisions of this approval is a gross misdemeanor, possibly punishable by fine and/or imprisonment.
The Department reserves the right, subject to the holders opportunity to a hearing to contest agency actions as provided by the Ad-
ministrative Procedure Act, chapter 34.04 RCW, to make additional restrictions or conditions or revoke the approval when new informa-
tion shows such action is necessary by the department for the protection of fish life.
This department cannot be held liable for any property damage which might occur as a result of this project, except where damages
are proximately caused by actions of the department.
This approval pertains only to the provisions of the Fisheries and Game Codes. Additional authorization from other public agencies
may be necessary for this project.
1. Work involving the stream along Lake Washington Boulevard shall not occur during the
months of November and December 1986 or January and February 1987.
2. All open storm water conveyance systems shall be constructed as shown on plans11May
Creek Officellon Pan Abode Site, dated December 1985.
3. All open storm water conveyance systems shall be planted with vegetation that will
provide a filtering mechanism.
4. Every effort shall be exercised throughout all phases of this project to insure that
silt laden water does not enter the flowing stream.
SEPA: DNS, City of Renton, January 1986.
Regional Habitat Manager: Joe Robel, telephone - 753-2980.
Location: Between SR 405 and Lake Washington Blvd. north of May Creek.
cc: Johns, Patrol
Buchanan
Robel
1^
DEPARTMENT OF FISHERIES//.L �� `jC�` �' (� �.c DIRECTOR
FIS. HAB. MGMT 001-(Rev 2 84) 3
ESM, INC.
451 S.W. loth St., #106
RENTON, WA 98055
Phone 228.5628
To City of Renton
200 Mill Ave. So.
Renton, WA
HAND CARRIED
L[EUTEL_ JCF MUSENUQIL
DATE JOB NO.
1230-01-850
ATTENTION
Don Monohan
RE:
S.W.-3qth St. Parking Lot
WE ARE SENDING YOU p Attached ❑ Under separate cover via the following items:
❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Copy of letter ❑ Change order k-1. Original Wars
COPIES
DATE
NO.
DESCRIPTION
IOLZU86
4
Sheets 1-4 of 14 SW 39th Street Parking Lot.
THESE ARE TRANSMITTED as checked below:
El"For approval
❑
Approved as submitted
❑ Resubmit copies for approval
- ❑
For your use
❑
Approved as noted
❑ Submit copies for distribution
❑
As requested
❑
Returned for corrections
❑ Return corrected prints
❑
For review and comment
❑
❑
FOR BIDS DUE
19
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