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City of Federal Way
gacherzFnNv APPLICATION FOR BUILDING PERMIT •
PLEASE PRINT APPLICAT / ! '--Q/C
SITE LOCATION Address F. Oth AvP_So_ /Sn_ 100th S
Tenant(if known) Lot it Assessors ax x4OrjZ/04/-11(f
Federal_ Way Water & Sewer Dist. Military: PT 141 2Sth Ave. : 169
Building Owner Name Address
Federal Way Water §I Sewer District P.O. Box 4249 * 31 27-1st Ave. South
City Federal Way IState WA ZiP 98_063 [Phone 941-2288
Nature of Work Seismic Upgrades to Water Tanks
APPLICANT
Name(F.M,L)
Federal Way Water & Sewer District
Address
P.O. Box 4249 * 31627-1st Ave. South
City Federal Way State WA Zip 911O61
Contact Person Day Phone Other Phone Fax
Larry Julius /l 941-2288 839-9310
............................................. .................................. .. .
.. .............................................................. .................... .
BUILDING.CONTRACTOR
Company Name
To be determined at bid opening on 7/14/93 .
Address Information will be forwarded to the City.
City State Zip
Contact Person Phone Fax
Contractor's *(card must be presented) Expiration Date Verified 0 Yes 0 No
....... ..............................................................................
.... . . .............................................................................
ARCHITECT
Name
Kennedy/Jenks Consultants
Addres30 So. 336th
City Federal Way State WA Zip 9Rno
Contact Person Phone Fax
Keith Parker 874-0555 952-3435
LEGAL DESCRIPTION
Please Complete Reverse Side -
000492(Rev 4/93)
I'RUCTURE X l Existing Use Proposed Use
Water Tankssame
Permit includes: Building 0 Plumbing 0 Mechanical 0 Other
' Type of Work: 0 Residential 0 New 0 Remodel 0 Number of Units_ 0 Deck
0 Commercial 0 Addition 0 Garage 0 Shed 1 Other
Enter 1st Floor sq ft 2nd Floor sq ft 3rd Floor sq ft Existing Floor Area sq ft
Area Basement sq ft Decks sq ft Garage sq ft Proposed Total Area sq ft
Water Availability 0 Sewer Availability 0 On-Site Septic System Availability 0 Project Valuation 8.2250,000
Zoning Lot Size Existin BldgValuation $
PS 7 Milii-aryt J5 arrP g 1.650<.000.
20th Ave. : 1.39 acre
..................................................................................................................................................................................
LENDER .
Name Address
Not Applicable
' -
City State I Zip
........................................................................................
........................................................................................
MECHANICAL CONTRACTOR
Contractor Name Address
Not Applicable
City State Zip
Contact Phone Fax
License * Expiration Date Verified 0 Yes 0 No
PLUMBING CONTRACTOR
Contractor Name Address
Not Applicable
City State Zip
Contact Phone Fax
License x Expiration Date Verified 0 Yes 0 No
PLUMBING FIXTURE COUNT Mot A pp 1 i c ah 1 P
Water Closets Sinks Urinals Lawn Sprinklers
Bathtubs Dish Washers Drinking Fountains Other
Showers Electric Water Heaters Sumps
Lavatories Washing Machine Drains Total Fixture Count
MECHANICAL UNIT COUNT Nnt Applicable
Fuel Type (electric/other) Gas Dryer Air Handling < = 10,000 CFM 15-30 Tons
Length of Gas Piping Range Air Handling > = 10,000 CFM 30-50 Tons•
Furn <100K BTUs Gas Log Unit Heater 50+ Tons
Furn >100 BTUs Fans Miscellaneous Fuel tanks
Gas Hwt Hood Boilers Above Ground
•
Cony Burner Duct Work 0-3 Tons Underground
BBQ's Wood Stoves 3-15 Tons Total Unit Count
DISCLAIMER: I certify under penalty of perjury that the information furnished by me is true and correct to the best of my knowledge and further that I am authorized by the owner
of the above premises to perform the work for which permit application is made.I further agree to save harmless the City of Federal Way as to any claim(including costs,expenses,
and attorneys'fees incurred in investigation and defense of such claim),which may be made by any person,including the undersigned,and filed against the City of Federal Way.
but only where such claim arises out of the reliant f the City,including its officers and employees,upon the accuracy of the information supplied to the City as a part of this
application.
Owner/Agent: \,A Date: -1\ \c'\..3
.r
w Klt.� 7
Geotechnical Report
Tank Seismic Upgrade Design
Federal Way Water and Sewer District
Federal Way, Washington
S ! TET1' 199ITE
Kennedy/Jenks Consultants
Attn: Mr. Don Ballantyne
530 South 336th Street
Federal Way, Washington 98003
J U l 0 8 1993
MICA ii ft c":i
SHANNON&WILSSON, INC.
GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS
400 N. 34th St. • Suite 100
P.O. Box 300303
Seattle, Washington 98103
206.632 .8020
MEI
`H SHANNON FWILSON, INC. , „OTE sx
ANCHORAGE
SAINT LOUIS
April 22, 1993
Kennedy/Jenks Consultants
530 South 336th Street
Federal Way, Washington 98003
Attn: Mr. Don Ballantyne
RE: GEOTECHNICAL REPORT FOR TANK SEISMIC UPGRADE DESIGN
FEDERAL WAY WATER AND SEWER DISTRICT
This letter report presents the results of our recent subsurface explorations and geotechnical
studies for the planned seismic upgrade of three water tanks for the Federal Way Water and
Sewer District. Our work was authorized by your office by means of a signed consulting
agreement (#936015) which was executed on March 16, 1993. We have performed our work
in general accordance with this agreement, and our proposal dated January 7, 1993. This report
summarizes our subsurface explorations and provides design and construction recommendations
for spread footings as well as both tie-down type anchors and drilled pier anchors. Guidance
specifications are included for both types of anchors, which can be incorporated into the project
specifications.
SITE DESCRIPTION
The three subject tanks are at three different locations, as shown on the enclosed Vicinity Map,
Figure 1. The first tank, which will be referred to in this report as the "20th Avenue tank" is
located near the intersection of South 300th Street and 20th Avenue South. This fenced,
rectangular site is approximately 220 feet wide (east-west) and 290 feet long (north-south) as
shown on the Site and Exploration Plan, 20th Avenue Tank, Figure 2. The ground surface at
this site is relatively fiat with a gentle slope down to the west. It appears that the tank construc-
t lion required a 4-5 deep excavation at the eastern portion of the tank to create a level platform.
Total relief across the site is approximately 8 feet; elevations range form a high of about 514
feet at the east site boundary to 506 feet at the west boundary.
The second tank, referred to in this report as the "Military Road tank", is located near the
intersection of South 284th Street and Old Military Road. The fenced, roughly rectangular site
W-6467-01
400 NORTH 34TH STREET.SUITE 100
P.O.BOX 300303
SEATTLE,WASHINGTON 98103
206.632.8020 FAX 206.633.6777
Kennedy/Jenks Consultants SHANNON 6WILSON,INC.
-
Attn: Mr. Don Ballantyne
April 22, 1993
Page 2
is approximately 200 feet wide and 220 feet long as shown on the Site and Exploration Plan,
Military Road Tank, Figure 3. The ground surface topography at this site is relatively flat with
less than about 3 feet of total relief across the site.
The last tank, referred to herein as the "305th Street tank" is located near the intersection of
South 305th Street and 56th Avenue South. The 305th Street tank is located approximately 75
feet north of the recently constructed North End tank. As shown on Figure 4, the ground surface
at this site is relatively flat with a gentle slope down to the west. Total relief across the site is
approximately 19 feet; elevations range form a high of 509 feet at the southeast site corner to
490 feet at the northwest corner.
SUBSURFACE EXPLORATIONS
Subsurface conditions at all three sites were determined from either new or existing boring and
test pit data. A single boring was advanced at both the 20th Avenue and the Military Road tank
sites. The locations of these explorations (Borings B-1 and B-2) are shown on Figures 2 and
3, respectively, while logs of the explorations are shown on Figures 5 and 6. Subsurface
conditions at the 305th Street tank were inferred from existing boring data for the adjacent North
End Tank. The locations of these existing borings relative to the 305th Street and North End
tanks are shown on Figure 4. Logs of these existing explorations are presented in Appendix
A.
SUBSURFACE CONDITIONS
Our recent explorations at the 20th Avenue and Military tank sites and the existing data adjacent
to the 305th Street tank indicate that all these tanks are underlain by glacial till soils at a
relatively shallow depth. The upper 3 to 7 feet of materials at the tank sites may consist of fill
or weathered till, which is a gravelly, sandy silt with scattered cobbles. The underlying Till
is very dense, gravelly, silty sand to sandy, silty gravel with scattered cobbles and boulders.
Drilling in these materials was very difficult at the 20th Avenue and Military tank sites. Till
was encountered to the base of all borings, which terminated at depths of 40 to 47 feet beneath
the existing ground surface.
W-6467-01
Kennedy/Jenks Consultants SHANNON toWILSON.INC.
Attn: Mr. Don Ballantyne
— April 22, 1993
Page 3
Some groundwater seepage was encountered in the site explorations at the 305th Street tank at
the contact of the weathered till and the underlying dense Till (depth of 3 to 6 feet). While
groundwater was not encountered in the explorations at the 20th Avenue and the Military tank
sites, perched groundwater could similarly be expected at the till contact or in sand seams within
the till.
CONCLUSIONS AND RECOMMENDATIONS
seismic Evaluation
It is our understanding that the seismic renovation of the existing tanks will be conducted using
equivalent base shear procedures as outlined in the 1985 American Water Works Association's
(AWWA) Standard for Welded Steel Tanks for Water Storage or the 1991 Uniform Building
Code(UBC). Both procedures require information on the underlying soil condition to establish
a value for the Site Amplification Factor (S-factor) in the base shear equations. In both
procedures, it is recommended that a site amplification factor of 1.2 be used in the base shear
equations. The factor corresponds to the AWWA Soil Profile Type 'B'and the UBC Soil Profile
'S2'. This site amplification wold apply to all three tanks.
Alternatively, the seismic evaluation of all three tanks may be determined using the elastic
response spectrum that is presented in Shannon & Wilson's 1991 Geotechnical Report for the
North End Water Tank.
Foundation Rehabilitation
Based on the results of our 1991 and 1993 subsurface explorations, as well as our construction
monitoring services for the recently completed North End tank, the existing foundations for all
the tanks under evaluation in this study are bearing on very dense, competent, glacial till or till-
like material. For the seismic upgrade design, several options are available. The options which
we understand you are considering at this time are: drilled piers acting in both tension and
compression; and drilled vertical tie-down anchors in tension, together with spread footings for
compression loadings only. These options are discussed individually in more detail below.
Guidance specifications are included in Appendix B for the two drilled foundation options. These
Guidance specifications generally incorporate the recommendations of the following sections.
W-6467-01
Kennedy/Jenks Consultants SHANNON FiWILSON.INC.
Attn: Mr. Don Ballantyne
April 22, 1993
Page 4
We recommend that these Guidance specifications be integrated into the project drawings and/or
specifications where appropriate.
In our opinion, the drilled pier foundation alternative may be the most economically viable
solution because the number of drilled piers will be about one-half to two-thirds of the number
of anchor tie-downs and there should be a minor cost differential in unit installation costs
between the two systems.
Spread Footing&
In our opinion,existing or proposed ring wall footings bearing in the relatively undisturbed dense
silty sand/sandy gravel (glacial till) could be designed for 10 ksf maximum allowable bearing
pressure. This pressure may be increased by one-third for earthquake loading conditions. These
values are appropriate for a minimum footing width of 2 feet. Assuming compliance with the
recommendations in this report, settlements under transient loading conditions are estimated to
be less than 1/2-inch, with differential settlements (between adjacent footings or over a 20-foot
span of continuous footing) of approximately 1/4-inch, or less. These settlements are expected
to take place almost simultaneously with load application.
If adjacent individual footings are used,and are located at different elevations,it is recommended
that the horizontal distance between them be at least 1.5 times the elevation difference between
their bases. Where adjoining continuous footings are at different elevations, the upper footing
should be stepped down to the lower footing. All footings should bear at least 24 inches below
the lowest adjacent grade.
Lateral loads on the tank may be resisted by a combination of base friction and passive pressure
on the ring wall foundation. It is recommended that the base sliding resistance be determined
based upon a coefficient of friction of 0.45. Also, it is recommended that an equivalent fluid
weight of 600 pcf be used to determine passive resistance of the soil adjacent to the ring wall
foundation. The equivalent fluid weight includes a factor of safety of 1.5.
Foundation subgrades should be evaluated during construction to verify the presence of compe-
tent bearing soil, and to determine that all soft or loosened, disturbed soils have been removed.
This evaluation should be made by a foundation engineer, or his/her representative.
W-6467-01
Kennedy/Jenks Consultants SHANNON f WILSON.INC. -------
April 22, 1993
Page 5
Spread footings will not be sufficient to withstand vertical uplift loads of the order of magnitude
under consideration for this project. For this reason, they must be used in conjunction with an
element which can resist uplift, such as a vertical tie-down anchors or drilled piers.
Tie-down Anchors
We understand that tie-down anchors (similar to tie-backs for a shoring wall, but installed
vertically) are being considered to resist uplift loads. Tension loadings on these anchors are
anticipated at about 200 kips with an anchor spacing of about 3 to 4 feet. These anchors will
be integrally tied to the tank foundation though an enlargement of the existing ring wall.
The frictional resistance of an anchor is dependent on many factors including the Contractor's
method and care in installation. For planning and estimating purposes, tie-down anchors in a
12-inch diameter hole (or larger) using "open-hole" drilling techniques could be designed for
a frictional value of 2,500 pounds per square foot(psf). For pressure grouted anchors (nominal
4- to 6-inch-diameters), a design or allowable load transfer rate of 8000 pounds per linear foot
of anchor is recommended.
In our opinion, the installation of the tie-down anchors should be based upon a performance
specification, requiring the contractor to install anchors capable of achieving the design loads
with a factor of safety of 2 against failure. Thus, the actual length and type of anchor installed
at the site will be the responsibility of the foundation contractor.
Prior to installing production anchors at each site, 200 percent performance tests should be
accomplished for each anchor type and/or installation method that will be used to verify the
contractor design. At least two anchors should be performance tested at each site. The number
of tendons (or size of rod) in the selected anchors should be increased as required to provide
the necessary tendon capacity for the performance tests.
All production anchors should be proof-tested to 150 percent of their design capacity (1.50P,
where P is the design capacity). The anchors should be loaded incrementally, and each load
increment should be held until the deformation stabilizes (normally about one minute) and the
load and corresponding deformation should be recorded. After reaching 1.50P, the load should
be held for 10 minutes to record the anchor load and movement. Recommended load increments
are presented in Appendix B.
W-6467-01
Kennedy/Jenks Consultants SHANNON oWILSON,INC.
Attn:
—
April 22, 1993
Page 6
Anchors which do not satisfactorily achieve the proof or performance load should be assigned
an allowable load equal to one-half the failure load, and replaced with an additional anchor as
required. The installation and loading of all anchors should be observed and monitored by an
experienced geotechnical engineer on a full-time basis.
Recommendations regarding the installation, quality assurance, stressing and testing and accep-
tance of permanent tie-down anchors, are presented in the Guidance Specifications included with
this report as Appendix B. This specification should be incorporated into the design drawings
and/or the project specifications. Anchor holes should be drilled in a manner that will minimize
loss of ground and not endanger previously installed anchors or undermine existing foundations
or utilities. The Contractor should be prepared to drill through and install anchors in dense to
very dense soils containing gravel, cobbles and boulders. Drilling through boulders and cobbles
will be difficult and may necessitate drilling with a tri-cone bit, and/or coring barrel.
It is anticipated that unit installation costs for tie-down anchors may be on the order of$1,200
each.
Drilled Piers
Drilled piers are a particularly attractive option for this project because of their ability to take
both compression and uplift forces. Additionally, drilled piers may be the most cost effective
foundation type for the project. There are several reasons for this. First, due to their higher
load-carrying capacity, fewer piers would do the same job as a larger number of tie-down
anchors. This is based on the assumption that 400 kip drilled piers would be used as opposed
to 200 kip tie-down anchors. Another reason for drilled pier cost-effectiveness is that (unlike
tie-down anchors) load tests are not necessary. Finally, drilled piers are simpler to construct
and more common in this area, which will probably result in lower bids from a larger number
of foundation contractors.
Piers are typically constructed by drilling a hole with a short, single-flight auger. The auger
is connected to a kelly bar which is rotated and lowered in and out of the borehole with a truck-
or track-mounted drilling rig. When the hole has been advanced to the required penetration,
all loose and disturbed soil at the bottom should be removed with a minimum of 4 passes with
a clean-out bucket which has the same diameter as the drilled borehole. The Contractor should
W-6467-01
Kennedy/Ienks Consultants SHANNON OWILSON,INC.
Ann! Mr_ Don Ballantyne
April 22, 1993
Page 7
anticipate drilling (or coring) through cobbles and boulders. This should be made clear in the
project specifications.
After the pier has been cleaned, reinforcing and concrete are placed in the hole. Reinforcing
cages should have hole-centering guides. The concrete should have a slump of at least 6 inches
and be placed in the borehole through a tremie in order to prevent the free-falling concrete from
hitting the borehole walls and contaminating the concrete. Based on information from the
explorations it is our opinion that groundwater should be expected during drilled pier installations
at these sites, especially at the 305th Street site. Placement of concrete under water can be
tolerated, as long as it is placed from the bottom using a tremie pipe. Caving is not anticipated
to be a problem in the very dense native soils, but a temporary casing may be needed in the
upper 10 feet to minimize the potential undermining the existing tank foundations.
Drilled piers should be designed for a unit skin friction of 2.5 ksf, ignoring the upper 3 feet of
skin friction to account for loosening during construction, etc. This value of skin friction can
be used for tension and compression. A minimum diameter of 20 inches is recommended for
drilled piers, but a 24 inch diameter is preferred. We anticipate that drilled piers will need to
be on the order of 30 feet long based on our understanding of the design tension loads.
Compression capacities of drilled piers would be greater than tension, considering the available
end-bearing resistance. We recommend an allowable value of 25 ksf for end bearing, assuming
the hole is cleaned and constructed according to the recommendations herein. Based on these
loadings, pier deflections are estimated to be approximately 1/8 inch.
If drilled piers are designed for end-bearing resistance, we recommend that the Contractor be
required to demonstrate the adequacy of his drilling cleanout bucket to remove all loose and
disturbed soil at a depth of 6 to 8 feet in at least three selected drilled piers prior to advancing
to the design tip elevation. The bottom of the pier after each test should be evaluated by an
experienced geotechnical engineer who is lowered into the shaft. The purpose of the tests is
to mitigate hand-cleaning and inspection at the estimated pier tip elevation, assuming the same
procedures as observed during the test are followed and soil conditions are similar.
Guidance specifications for typical drilled pier installations are included for your use in Appendix
B. It is estimated that unit installation costs for drilled pier foundations may be on the order
of$1,500 each.
W-6467-01
Kennedy/Jenks Consultants SHANNON FaWILSON,INC.
Attn: Mr. Don Ballantyne
April 22, 1993
Page 8
Site Grading and Excavation
Based on our explorations, stripping depth to the very dense till will range between 0 and 5 feet,
but may be as deep as 7.5 feet in some locations at the 305th Street tank site. As groundwater
seepage was observed at the contact between the weathered and unweathered till,the occurrence
of groundwater and seepage into the excavation should be anticipated. While the unweathered
till is typically very dense in its undisturbed state, it is also moisture sensitive; therefore, control
of surface and ground water will be necessary to maintain the desirable dense nature of the till
subgrade and a firm subgrade on which to work. Control of water entering the excavation may
include the construction of ditches along the perimeter of the excavation to collect the water.
For safe working conditions and prevention of ground loss, excavation slopes should be the
responsibility of the Contractor since he/she will be at the job site to observe and control the
work. All current and applicable safety regulations regarding excavation slopes and shoring
should be followed.
Excavations can be accomplished with conventional excavating equipment, such as a dozer,
front-end loader, or backhoe. Ripping may facilitate excavation in the very dense unweathered
till soils. For planning purposes we recommend that temporary unsupported open cut slopes in
glacially consolidated soils be no steeper than 0.5(H):1(V). Where loose soil or seepage zones
are encountered, flatter slopes may be required. We recommend that all exposed cut slopes be
protected with a waterproof covering during periods of wet weather to reduce sloughing and
erosion.
Excavated material, (or stockpiles of construction materials or equipment), should not be placed
closer to the edge of any excavation than the depth of the excavation, unless excavation is shored
and such materials are accounted for as a surcharge load on the shoring system.
The Contractor should be responsible for the control of ground and surface water within the
contract limits. In this regard sloping, slope protection, ditching, sumps, dewatering, and other
measures should be employed as necessary to permit proper completion of the work. Final
grades should slope away from the tank and access roads to prevent ponding of water next to
these facilities.
W-6467-01
Kennedy/Jenks Consultants SHANNON&VVILSON,INC.
e --
Apri122, 1993
Page 9
Construction During Wet Weather
In the area of the subject sites, wet weather generally begins about mid-October and continues
through about May, although rainy periods may occur at any time of the year. Therefore, it
would be most advisable to schedule earthwork associated with footing and grade-beam
construction during the normal dry weather months June through mid-October. It is our opinion
that earthwork performed during the wet weather months will prove more costly.
It should also be noted that particularly during the wet weather months, groundwater levels
would be highest within the relatively loose soils which overlie the glacial till in some areas of
the subject sites. Such groundwater could seep into site excavations and would need to be
intercepted by drainage ditches, trench drains, or otherwise removed. The soils at the sites
generally contain sufficient silt and plastic fines to produce a cohesive, unstable mixture when
wet. Such soils are highly susceptible to changes in water content. It is our experience that
the presence of standing water upon the glacial till surface,along with construction activity, will
result in disturbance and softening of the till. This could lead to deeper excavations than
possibly anticipated.
The following recommendations are applicable if footings are to be constructed in wet weather
or in wet conditions:
a. Earthwork should be accomplished in small sections to minimize exposure to wet
weather. If there is to be traffic over the exposed footing subgrade, the subgrade
should be protected. A lean concrete pad,about 2 or 3 inches thick, should be placed
immediately following excavation, upon the undisturbed bearing soils for footings.
This should be done as needed to protect the foundation soils and act as a working
surface. An over-excavation may be needed to accommodate this concrete pad.
b. The ground surface in the construction area should be sloped and sealed with a
smooth-drum roller to promote the rapid runoff of precipitation, to prevent surface
water from flowing into excavations, and to prevent ponding of water;
c. Construction of footings should be observed on a full-time basis by a geotechnical
engineer, or his/her representative, experienced in wet weather earthwork to deter-
mine that all unsuitable materials are removed and suitable drainage is achieved;
d. Covering work areas with plastic and/or sloping, ditching,pumping from sumps and
other dewatering measures should be employed as necessary to permit proper
completion of the work.
W-6467-01
Kennedy/Jenks Consultants SHANNON&WILSON.INC�_.
April 22, 1993
Page 10
The above recommendations for wet weather earthwork should be incorporated into the contract
specifications for foundation construction.
LIMITATIONS
The analyses, conclusions, and recommendations presented in this report are based on the site
conditions as they presently exist and assume that the explorations are representativeof the
subsurface conditions throughout the site: i.e., the subsurface conditions everywhere are not
significantly different than those disclosed by the explorations. If, during construction,
subsurface conditions different from those encountered in the explorations are observed or appear
to be present, we should be advised at once so that we can review these conditions and reconsid-
er our recommendations where necessary. If there is a substantial lapse of time between the
submission of this report and the start of construction, or if conditions have changed due to
construction operations at or near the site, it is recommended that this report be reviewed to
determine the applicability of the conclusions and recommendations considering the changed
conditions and time lapse.
We recommend we be retained to review those portions of the plans and specifications which
pertain to foundations and earthwork to determine if they are consistent with our recommenda-
tions. We also recommend we be retained to monitor the geotechnical aspects of construction,
particularly, the preparation of footing subgrades and/or anchors and drilled piers. This
monitoring would allow us to verify the subsurface conditions as they are exposed during
construction and to determine that the work is accomplished in accordance with our recommen-
dations.
This letter report was prepared for the exclusive use of the Federal Way Water and Sewer
District and the Kennedy/Jenks design team for the seismic renovation of the three water tanks.
It should be made available to prospective contractors for information on factual data only and
not as a warranty of subsurface conditions, such as those interpreted from the boring and test
pit logs and discussions of subsurface conditions included in this report.
Unanticipated conditions are commonly encountered and cannot be fully determined by merely
taking soil samples or making explorations. Such unexpected conditions frequently require that
additional expenditures be made to achieve a properly constructed project. Some contingency
fund is recommended to accommodate such potential extra costs.
W-6467-01
Kennedy/Jenks Consultants SHANNON&WILSON.INC
Attn: Mr. Don Ballantyne
April 22, 1993
Page 11
Attached is an article entitled "Important Information about your Geotechnical Engineering
Report." Please read this carefully and if you have any questions, please call us. Please note
that our scope of services did not include any environmental assessment or evaluation regarding
the presence or absence of wetlands or hazardous or toxic materials in the soil, surface water,
groundwater, or air, on or below or around the site.
We thank you for the opportunity to work with you on this interesting project, and hope this
report is sufficient for your needs. Please call if you have any questions, or if we can be of
further assistance.
Sincerely,
SHANNON & WILSON, INC.
R' 11 b� � •,cam cat h7�,^ .�►
b
f/ere/I ifr) �,. fir= r; .,
� 24'ti�' � � '� 200b'9
*310NALON°\.. 0$2/93
EXPIRES J:2!g � 'EXPIRES t 1/10/9 11.
Michael G. Vitale, P.E. W. Paul Grant, P.E.
Principal Engineer Vice President
MGV:WPG/mgv
Enclosures: Figure 1, Vicinity Map
Figure 2, Site and Exploration Plan- 20th Avenue Tank
Figure 3, Site and Exploration Plan- Military Road Tank
Figure 4, Site and Exploration Plan-305th Street Tank
Figure 5, Log of Boring B-1 20th Avenue Tank
Figure 6, Log of Boring B-2 Military Road Tank
Important Information About Your Geotechnical Report
Appendix A, Subsurface Explorations at 305th Street Tank
Appendix B, Guidance Specifications for Tie-Down Anchors and Drilled Piers
W-6467-01
,
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I I I 1 Seismic Upgrade
Scale in Miles Federal Way,Washington
NOTE VICINITY MAP
Map adapted from USGS topographic map April 1993 W-6467-01
of Poverty Bay,WA quadrangle,dated 1961,
photorevised 1981. SHANNON&WILSON,INC.
FIG.7
Geaical and Environmental Consultants tri
: \ 1
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— ‘n to x cii
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0 40 80
1—i i—i I I
Scale in Feet Federal Way Water and Sewer District
Seismic Upgrade
LEGEND Federal Way,Washington
Boring Designation and
BA (SO Approximate Location SITE AND EXPLORATION PLAN
20TH AVENUE TANK
NOTE April 1993 W-6467-01
Drawing modified from plan provided by
Federal Way Water and Sewer District. SHANNON&WILSON,INC. FIG. 2
Geotechnical and Environmental Consultants
1
x x x x x x-Tx x x x x x x
I Fence 1
x x
I 1
x x
I 1
x
x
I B-2 S 1
x
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x TANK 1
1 x
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- — — m
%.
0 40 80
Scale in Feet
LEGEND Federal Way Water and Sewer District
B-2 sBoring Designation and Seismic Upgrade
Approximate Location Federal Way,Washington
SITE AND EXPLORATION PLAN
NOTE MILITARY ROAD TANK
Drawing modified from plan provided by April 1993 W-6467-01
Federal Way Water and Sewer District.
SHANNON&WILSON,INC. FIG. 3
Geaeeclnical and Erniro mental Consultants
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SOIL DESCRIPTION ilf a v _ Standard Penetration Resistance
.0 a E a . (140 lb.weight,30"drop)
E °
Surface Elevation: Approx.508 Feet to a LI 3 a 8 0 20 fpef 40 60
0 0
t
Very dense,gray-brown,silty,gravelly SAND
to silty,sandy GRAVEL with abundant
cobbles and boulders;moist(TILL) T 0)
11 65
0
c
2= 10 :- -- --.:...._ r: _._..__..50/3"A
I
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055J6"
z
4= 20 -., -....._:.._._:._.._..__.__._._._:.__....__ .- 60/5"A
5= 25 -------------1------------+ ------72/6".ttl
NOTE
Difficult drilling;particularly between 6= 30 ._._._.___..._ ___.___.:._._..__.___ -.72f6"
depths of 35 and 38 feet. Based on
drilling;abundant cobbles or boulders
to at least 12-inch diameter.
7= 35-.. -- - _ -:- . .._....._:_..-100/3"
Less cobbles below 38.5'
41.0 8I
BOTTOM OF BORING
COMPLETED 3-21-93
LEGEND 0 20 40 60
I 2"O.D.split / • %Water Content
p spoon sample / Impervious seal
II 3"O.D.thin-wall sample Q Water level Federal Way Water and Sewer District
• Sample not recovered I Piezometer tip Seismic Upgrade
Atterberg limits: P Sample pushed Federal Way,Washington
I--f 1—Liquid limit LOG OF BORING B-1
\\---Natural water content 20TH AVE TANK
Plastic limit April 1993 W-6467-01
The stratification lines represent the approx.boundaries
between soil types,and the transition may be gradual. SHANNON&WILSON,INC. I FIG. 5
Geotechrical and Environmental Consultants
SOIL DESCRIPTION it a v it Standard Penetration Resistance
. a S II. r' (140 lb.weight,30"drop)
— Surface Elevation: — _ 4 0 3 A 0 20 Blows per foot
40 60
Medium dense to dense,brown,silty,gravelly 0 0 •
•
•
SAND; moist
3 •
•
Very dense,gray-brown to gray below 30.6', c 5 ...:_______.__._____ ._._._....._..___..._____ •
_.______.__....._._._
silty,gravelly SAND to silty,sandy GRAVEL; 1 I 0 73
abundant cobbles and boulders;moist(TILL) •
c
3 •
2 S ° 10 : = --
-_... -- - - .- .---- _----- .--- - 50/3"
Z
N
0
3= a 15 -.---------....-----;-------—__.__.__._---- 100/3"
z
•
•
•
•
4= 20 ....... _ ...__.._.__._..}..................58/6"A
•
5= 25 - - ------- --- — - - - . 50/5".►
•
•
6= : :._..__..._..._._____._...__._........_:_...___50/2"
•
NOTE •
Difficult drilling;based on drilling
abundant cobbles or boulders to •
at least 12-inch diameter. •
40.5 8=
BOTTOM OF BORING •
COMPLETED 3-12-93 •
w_.__._._.._.....___-___ _...__..___._____._......._
•
•
LEGEND 0 20 40 60
• %Water Content
12"O.D.split spoon sample Impervious seal
I[ 3"O.D.thin-wall sample Q Water level Federal Way Water and Sewer District
* Sample not recovered I Piezometer tip Seismic Upgrade
Atterberg limits:
P Sample pushed Federal Way,Washington
I—• I---Liquid limit
LOG OF BORING B-2
\\--Natural water content MILITARY ROAD TANK
Plastic limit April 1993 W-6467-01
The stratification lines represent the approx.boundaries SHANNON WILSON,INC.
between soil types,and the transition may be gradual. � � I FIG. 6
W—ti461—U1
SHANNON & WILSON, INC. Attachment to Report Page 1 of 2
�"' Geotechnical and Environmental Consultants Dated: April 22 1993
To: Kennedv)Jenks Consultants
Attn• Mr_ nnn BaLln e
Important Information About Your Geotechnical Engineering/
Subsurface Waste Management (Remediation) Report
GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND PERSONS.
Consulting geotechnical engineers prepare reports to meet the specific needs of specific individuals. A report prepared for a civil
engineer may not be adequate for a construction contractor or even another civil engineer. Unless indicated otherwise,your consultant
prepared your report expressly for you and expressly for purposes you indicated. No one other than you should apply this report
for its intended purpose without first conferring with the consultant. No party should apply this report for any purpose other than
that originally contemplated without first conferring with the geotechnical engineer/geoscientist.
AN ENGINEERING REPORT IS BASED ON PROJECT-SPECIFIC FACTORS.
A geotechnical engineering/subsurface waste management (remediation)report is based on a subsurface exploration plan designed
to consider a unique set of project-specific factors. Depending on the project, these may include: the general nature of the structure
and property involved; its size and configuration; its historical use and practice; the location of the structure on the site and its
orientation;other improvements such as access roads,parking lots,and underground utilities;and the additional risk created by scope-
of-service limitations imposed by the client. To help avoid costly problems,have the consulting engineers)/scientist(s)evaluate how
any factors which change subsequent to the date of the report, may affect the recommendations. Unless your consulting geotechnical/
civil engineer and/or scientist indicates otherwise,your report should not be used: 1)when the nature of the proposed project is changed
(for example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of
an unrefrigerated one, or chemicals are discovered on or near the site);2)when the size, elevation,or configuration of the proposed
project is altered; 3)when the location or orientation of the proposed project is modified; 4)when there is a change of ownership;
or 5)for application to an adjacent site. Geotechnical/civil engineers and/or scientists cannot accept responsibility for problems which
may occur if they are not consulted after factors which were considered in the development of the report have changed.
SUBSURFACE CONDITIONS CAN CHANGE.
Subsurface conditions may be affected as a result of natural changes or human influence. Because a geotechnical/waste management
engineering report is based on conditions which existed at the time of subsurface exploration, construction decisions should not be
based on an engineering report whose adequacy may have been affected by time. Ask the geotechnical/waste management consultant
to advise if additional tests are desirable before construction starts. For example,groundwater conditions commonly vary seasonally.
Construction operations at or adjacent to the site and natural events such as floods,earthquakes, or groundwater fluctuations may also
affect subsurface conditions and, thus, the continuing adequacy of a geotechnical/waste management report. The geotechnical/civil
engineer and/or scientist should be kept apprised of any such events, and should be consulted to determine if additional tests are
necessary.
MOST GEOTECHNICAL RECOMMENDATIONS ARE PROFESSIONAL JUDGMENTS.
Site exploration and testing identifies actual surface and subsurface conditions only at those points where samples are taken. The data
were extrapolated by your consultant who then applied judgment to render an opinion about overall subsurface conditions. The actual
interface between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled
may differ from those predicted in your report. While nothing can be done to prevent such situations,you and your consultant can
work together to help minimize their impact. Retaining your consultant to observe subsurface construction operations can be particu-
larly beneficial in this respect.
A REPORT'S CONCLUSIONS ARE PRELIMINARY.
The conclusions contained in your geotechnical engineer's report are preliminary because they must be based on the assumption that
conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Because actual
Page 2 of 2
subsurface conditions can be discerned only during earthwork,you should retain your geotechnical engineer to observe actual conditions
and to finalize conclusions. Only the geotechnical engineer who prepared the report is fully familiar with the background information
needed to determine whether or not the report's recommendations based on those conclusions are valid and whether or not the
contractor is abiding by applicable recommendations. The geotechnical engineer who developed your report cannot assume
responsibility or liability for the adequacy of the report's recommendations if another party is retained to observe construction.
THE GEOTECHNICAL ENGINEERING/SUBSURFACE WASTE MANAGEMENT (REMEDIATION)REPORT IS
SUBJECT TO MISINTERPRETATION.
Costly problems can occur when other design professionals develop their plans based on misinterpretation of a geotechnical
engineering/subsurface management(remediation)report. To help avoid these problems,the geotechnical/civil engineer and/or scientist
should be retained to work with other project design professionals to explain relevant geotechnical,geological,hydrogeological and
waste management findings and to review the adequacy of their plans and specifications relative to these issues.
BORING LOGS AND/OR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE
ENGINEERING/WASTE MANAGEMENT REPORT.
Final boring logs developed by the geotechnical/civil engineer and/or scientist are based upon interpretation of field logs(assembled
by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only final boring logs and
data are customarily included in geotechnical engineering/waste management reports. These final logs should not, under any
circumstances, be redrawn for inclusion in architectural or other design drawings,because drafters may commit errors or omissions
in the transfer process.
To minimize the likelihood of boring log or monitoring well misinterpretation,contractors should be given ready access to the complete
geotechnical engineering/waste management report prepared or authorized for their use. If access is provided only to the report
prepared for you, you should advise contractors of the report's limitations, assuming that a contractor was not one of the specific
persons for whom the report was prepared and that developing construction cost estimates was not one of the specific purposes for
which it was prepared. While a contractor may gain important knowledge from a report prepared for another party, the contractor
should discuss the report with your consultant and perform the additional or alternative work believed necessary to obtain the data
specifically appropriate for construction cost estimating purposes. Some clients hold the mistaken impression that simply disclaiming
responsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available
information to contractors helps prevent costly construction problems and the adversarial attitudes which aggravate them to a
disproportionate scale.
READ RESPONSIBILITY CLAUSES CLOSELY.
Because geotechnical engineering/subsurface waste management(remediation)is based extensively on judgment and opinion,it is far
less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against geotechnical/
waste management consultants. To help prevent this problem,geotechnical/civil engineers and/or scientists have developed a number
of clauses for use in their contracts, reports and other documents. These responsibility clauses are not exculpatory clauses designed
to transfer the engineer's or scientist's liabilities to other parties;rather,they are definitive clauses which identify where the engineer's
or scientist's responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take
appropriate action. Some of these definitive clauses are likely to appear in your report,and you are encouraged to read them closely.
Your engineer/scientist will be pleased to give full and frank answers to your questions.
The preceding paragraphs are based on information provided by the
ASFE/Association of Engineering Firms Practicing in the Geosciences, Silver Spring, Maryland
1/93
SHANNON&WILSON.INC.
APPENDIX A
SUBSURFACE EXPLORATIONS AT 305TH STREET TANK
From
Shannon & Wilson, Inc.
"Geotechnical Report - Proposed North End Water Tank"
Federal Way Water and Sewer District
Federal Way, Washington
April 1991
1 ,
1
W-6467-01
SOIL DESCRIPTION it m -o ,_ it Standard Penetration Resistance
g o (140 lb.weight,30"drop)
Surface Elevation: Approx.499 Fmt________ 8 A ,C3 g ♦ flows t
er fort
0 20 40 60
0
Loose to medium dense, brown,gravelly,sandy
SILT;moist (TOPSOIL/WEATHERED TILL) •
4.0 •
S-12 5 ..._--:.:`-..... _ f.._. . -__- ----1--------50/3"
Very dense,gray,gravelly,silty SAND to silty,
sandy GRAVEL;moist(moist to wet between •
•
10 and 16') (TILL) •
. . . . 55/6"
0
c
S-41 •
•
0 20 •...--•- - :_........•_...._.....-..51/6"
•
S-5= 25 ..._..--•_------t _ - -- - _....... 50/3"
•
S-6- 30 __•...._.._.__.__ .----____-- 50/3
•
•
•
S-7= 35 •...____.____...._.....-.-..--_._____._ _-.____.__._.50/2"J
36.7 S-8= : • i 50/2" A
BOTTOM OF BORING
COMPLETED 4-1-91
•
•
1
LEGEND 0 20 40 60
• %Water Content
12"O.D.split spoon sample Impervious seal
lc 3"O.O.thin-wall sample Q Water level
Sample not recovered North End Water Tank
' p I Piezometer tip Federal Way Water&Sewer District
Atterberg limits: P Sample pushed Federal Way,Washington
I--•--1--Liquid limit
\\--Natural water content LOG OF BORING B-1
Plastic limit April 1991 W-5824-01
The stratification lines represent the approx.boundaries SHANNON St WILSON,INC.
between soil types,and the transition may be gradual. Geotechnical Consultants I FIG. A-1
SOIL DESCRIPTION u_ v I it Standard Penetration Resistance
. a o m . (140 lb.weight,30"drop)
Surface Elevation: Approx.504 Feet G c7 Blows per foot
0 20 40 60
0
Medium dense,brown,gravelly,silty SAND;
moist;scattered orange iron-oxide staining
(WEATHERED TILL)
I 7.5
Very dense,gray.gravelly,silty SAND to silty,
sandy GRAVEL; moist(moist to wet between S-22 10 1. ---__ .._:_______.._____r.._.___._..._.53/6" A
20 and 30') (TILL)
S-3= 0, y.._.__.__
15 _ . _ __ __-__._____...________.._:__..51/6" A
a
S-41 0 20 •. :____._._: :.�___ 50/3"
•
S-5= 25 -• - ..... 50/5"NA
S-62 30 .
:._.____.___........____.__.__... ..__._..___....:50/3"
1 S-7= 35 __:•.....__.._..__._.__...___._.___....:_.____.T_--- 50/3"-A
S-8= 40 ___•.._..--.--..__ ..___.__._._.__.____ ....._____......50/3"J
f
S-9= 45 ..-_.___..•__._...:_._ ..------.---_..---. _.__.____._50/4".4
46.5
BOTTOM OF BORING
COMPLETED 4-1-91
~ LEGEND 0 20 40 60
• %Water Content
12"O.D.split spoon sample Impervious seal
I[ 3'O.D.thin-wall sample .M Water level
Sample not recovered North End Water Tank
* p I Piezometer tip Federal Way Water&Sewer District
Atterberg limits: P Sample pushed Federal Way,Washington
I----S I--Liquid limit
\\---Natural water content LOG OF BORING B-2
Plastic limit April 1991 W-5824-01
The stratification lines represent the approx.boundaries SHANNON&WILSON,INC.
between soil types,and the transition may be gradual. Geotechnical Consultants FIG• A-2
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- ,
• APPENDIX B
GUIDANCE SPECIFICATIONS FOR TIE-DOWN ANCHORS AND DRILLED PIERS
W-6467-01
SHANNON 6WILSON.INC.
APPENDIX B
GUIDANCE SPECIFICATIONS FOR TIE-DOWN ANCHORS
1.0 WORD
A. Work includes the installation and stressing of permanent tie-down anchors in accor-
dance with the Drawings. The Contractor shall design and install tie-down anchors
capable of achieving the design loads shown on the project drawings with a minimum
factor of safety of 2 against failure.
B. Tie-down anchor testing and stressing will include a series of pre-production perfor-
mance tests and proof tests.
C. Permanent tie-down anchors shall not be ordered nor installed until the performance
tests are completed and evaluated by the Geotechnical Engineer.
D. The Contractor shall design the anchor reaction block for all anchor tests. Perfor-
mance test anchor reaction designs shall be submitted to the Engineer for review.
E. Proof tests will be conducted on all permanent tie-down anchors.
2.0 REFERENCES
A. Following standards are used as references:
1. Federal Highway Administration (FHWA):
a. RD-82-047, Tiebacks.
b. DP-68-1R, Permanent Ground Anchors.
2 Post-Tensioning Manual, Fourth Edition, 1985:
a. Recommended Practice for Grouting of Post-Tensioned Prestressed
Concrete
b. Recommendations for Prestressed Rock and Soil Anchors.
3.0 SUBMITTALS
A. The Contractor shall submit a detailed description for the construction procedure
proposed.
B. The Contractor shall submit drawings of the ground anchor tendon and the corrosion
protection system intended for permanent use. Include details of the following:
1. Spacers and their location.
2. Centralizers and their location.
3. Unbonded length corrosion protection system.
W-6467-01
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SHANNON 6WILSON.INC.
4. Anchor length corrosion protection system.
5. Anchorage details.
6. Anchorage corrosion protection system.
C. The Contractor shall submit the grout mix designs and the procedures for placing
grout during anchor installation.
D. The Contractor shall submit detailed plans for the method proposed to be followed
for tie-down anchor testing prior to the tests. Performance testing of anchors will
require Contractor's design of special jacking beams.
E. The Contractor shall submit calibration data for test jack, pressure gauge, and master
pressure gauge to be used. The calibration tests shall have been performed by an
independent testing laboratory, and tests shall have been performed within 60 calendar
days of the date submitted. Testing of ground anchors shall not commence until the
Geotechnical Engineer has reviewed the calibrations.
F. The Contractor shall submit for review and approval calibration data for the stroke
counter or means of measuring volumes on the grout pump.
4.0 OUALITY ASSURANCE
A. The contractor performing the work shall have a minimum of three years experience.
installing satisfactory permanent ground anchors. Prior to the beginning of construc-
tion, the Contractor shall submit a list containing at least five projects on which the
Contractor has installed permanent ground anchors.
B. Prior to the start of work, the Contractor shall submit a list identifying the Contrac-
tor's manager, drill operators, and on site supervisors who will be assigned to the
project. Drill operators and on site supervisors shall have a minimum of 1 year
experience installing permanent ground anchors with the Contractor's organization.
C. The Contractor shall assign a construction manager to supervise the work with at least
3 years of experience in the design and construction of permanently anchored retaining
walls.
D. The engineer reserves the right to reject potential foundation subcontractors based on
the lack of satisfactory project experience.
5.0 INSTALLATION
A. Rotary drilling or percussion drilling may be used. The anticipated presence of
cobbles and boulders would likely make hollow stem auger techniques or driven casing
difficult to impossible, and therefore these methods will not be allowed. Caving
W-6467-01
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SHANNON 6WILSON,INC
conditions are not anticipated. If used, casings for the anchor holes shall be removed.
Partially inserted tendons shall not be driven or forced into the hole.
B. A positive displacement grout pump shall be used. The pump shall be equipped with
a stroke counter and a pressure gauge to monitor grout pressures. The pressure gauge
shall be capable of measuring pressures of at least 150 psi or twice the actual grout
pressures used by the Contractor, whichever is greater. The grouting equipment shall
be sized to enable the grout to be pumped in one continuous operation. The mixer
shall be capable of continuously agitating the grout.
C. The grout shall be injected from the lowest point of the drill hole. The grout shall
be pumped through grout tubes, casing, or drill holes. The quantity of the grout and
the grout pressures shall be recorded.
6.0 TESTING AND STRESSING
A. The testing equipment shall consist of a dial gauge or vernier scale capable of measur-
ing 0.001 inch for measuring the ground anchor movement. The movement-measuring
device shall have a minimum travel equal to the theoretical elastic elongation of the
total anchor length plus 3 inches. The ram travel of the jack shall not be less than
the theoretical elastic elongation of the total anchor length at the maximum test load
plus 3 inches.
B. Performance Tests:
1. Two performance tests shall be performed at each tank location and for each
different proposed drilling/installation method prior to the installation of produc-
tion anchors to verify the design of the anchor system.
2. The drilling method, anchor diameter, and depth of anchorage for the perfor-
mance test anchors shall be identical as for production anchors, unless otherwise
directed.
3. The performance tests shall be made by incrementally loading the anchors in
accordance with the following schedule:
W-6467-01
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ti
SHANNON i WILSON.INC.
Uad #fold Time (Minutes)
AL 1
0.25DL 10
0.50DL 10
0.75DL 10
1.00DL 10
1.25DL 10
1.50DL 10
1.75DL 10
2.00DL 60
1.75DL 5
1.50DL 5
AL 1
Where : AL = Anchor Alignment LoadDL = Anchor Design Load
4. The load-hold period shall start as soon as the maximum test load is applied and
the anchor movement, with respect to a fixed reference, shall be measured and
recorded at 1, 2, 3, 4, 5, 6, and 10 minutes. If the anchor movement between
1 minute and 10 minutes exceeds 0.08 inch, the maximum test load shall be held
for additional 50 minutes. If the load-hold is extended, the anchor movement
shall be recorded at 15, 20, 25, 30, 45 and 60 minutes. If an anchor fails in
creep, retesting will not be allowed. Performance tests will be observed and
the results evaluated by the Geotechnical Engineer.
D. Proof Tests:
1. Proof tests shall be performed by incrementally loading the ground anchor in
accordance with the following schedule. The load shall be raised form one
increment to another immediately after a deflection reading.
2. Proof Test Schedule:
L
AL
0.25DL
0.50DL
0.75DL
1.00DL
1.25DL
1.50DL
AL
Where: AL = alignment load; DL = anchor design load
W-6467-01
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SHANNON&WILSON,INC
The maximum test load in a proof test shall be held for ten minutes. If the
anchor movement between one minute and ten minutes exceeds 0.08 inch, the
maximum test load shall be held for additional 50 minutes. If the load-hold
is extended, the anchor movements shall be recorded at 15, 20, 25, 30, 45,
and 60 minutes. If an anchor fails in creep, retesting will not be allowed.
E. Acceptance Criteria:
1. A performance or proof tested ground anchor is acceptable if the:
a. Ground anchor carries the maximum test load with a creep rate that does
not exceed 0.08 inch/log cycle of time and is a linear or decreasing creep
rate.
b. Total anchor movement at the maximum test load exceeds 80 percent of
the theoretical elastic elongation of the unbonded length.
2. Ground anchors which have a creep rate greater than 0.08 inch/log cycle of
time can be incorporated in the finished work at a load equal to one half its
failure load. The failure load is the load at which the anchor cannot maintain
a constant load without excessive movement after the load has been allowed
to stabilize for 10 minutes.
3. When a ground anchor fails, the Contractor shall modify the design, the
construction procedures, or both. These modifications may include, but are
not limited to,installing replacement ground anchors,modifying the installation
methods, increasing the anchor length, or changing the ground anchor type.
Any modification that requires changes to the structure shall have prior approv-
al.
W-6467-01
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SHANNON&WILSON.INC.
GUIDANCE SPECIFICATION FOR DRILLED PIERS
PART 1 - GENERAL
1.01 RELATED DOCUMENTS
A. Drawings and general provisions of contract.
1.02 WORK INCLUDED
A. Extent of concrete-filled drilled piers is shown on drawings, including locations and
dimensions, diameters of shafts, bottom elevations, top elevations, and reinforcing
steel. Drilled pier foundations shall be constructed in accordance with these specifi-
cations, and in conformance with details and dimensions on drawings.
B. Work of this section includes, but is not limited to the following:
1. Excavation.
2. Casings.
3. Reinforcement and concrete.
C. Authorized revisions to pier construction will be paid for in accordance with additive
or deductive unit prices indicated in bid form. Unit prices include reinforcing,
concrete, and other work in addition to drilling.
1.03 RELATED WORK
A. Section -Testing laboratory services, and monitoring by Geotechnical Engi-
neer.
B. Section - Excavation, fill, and compaction for structures.
1.04 SYSTEM DESCRIPTION
A. General: Following conditions, some of which are commented upon in referenced
geotechnical report will required special attention:
1. Upper Soils: which might contain local seepage and water-bearing zones.
2. Cobbles and Boulders: Cobbles and boulders are expected to be encountered
while drilling in the glacially consolidated soils.
3. Existing Adjacent Facilities: At locations where piers are adjacent to existing
structures or facilities, casings may be required in the upper 10 feet to prevent
ground loss. Installation of casings shall take place so that ground loss or
densification and resulting settlement does not damage existing structures,
pavements, or other facilities to remain. Related excavations shall be shored
W-6467-01
B-6
SHANNON&WILSON,INC` — —and braced as necessary to prevent damage to existing facilities. Contractor
shall bear full responsibility for damage to existing facilities.
1.05 QUALITY ASSURANCE
A. Codes and Standards: For all drilled piers, comply with provisions of American
Concrete Institute(ACI)"Standard Specification for the Construction of End Bearing
Drilled Piers" (ACI 336.1), and as herein specified.
1. Where provisions of above standard conflict with building regulations in effect
for this project,building regulations will govern,but only to establish minimum
requirements.
B. Installer Qualifications: Not less than three successfully completed contracts with
similar soil and groundwater conditions, shaft sizes, depths, and volumes of work
contained in this project. Submit satisfactory proof of compliance to Owner.
C. Safety: Perform drilled pier work in compliance with applicable requirements of
governing authorities having jurisdiction,including the applicable Rules and Regula-
tions of OSHA Part 1518, Safety and Health Regulations for Construction, Chapter
XIH of Title 29, Code of Federal Regulations and of OSHA Part 1910, Occupational
Safety and Health Standards, Chapter XVII of Title 29, Code of Federal Regula-
tions, and the Regulations of Washington Industrial Safety and Health Act.
D. Survey Work: Engage a registered surveyor to perform surveys, layouts, and
measurements for concrete pier work. Conduct layout work for each pier to lines
and levels required before excavation. Measure and report actual measurements of
each pier's horizontal axial location, shaft diameter, bottom and top elevations,
deviations from specified tolerances, and other data required, prior to placing
reinforcement and concrete.
1. Record and maintain information pertinent to each pier and cooperate with other
testing and inspection personnel to provide data for required reports.
E. Inspections and Tests:
1. Contractor's Duties:
a. Concrete Testing Service: Employ testing laboratory to perform material
evaluation tests and to design concrete mixes.
b. Certificates of material properties and compliance with specified require-
ments may be submitted in lieu of testing, when acceptable to Owner.
W-6467-01
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SHANNON 6VVILSON.INC
performed, unusual conditions, levelness of bottom, and seepage of water.
Record dates and times of starting excavation, completion of excavation,
monitoring, concrete inspection, testing, and placement of concrete. Include
record of concrete volume placed in relationship to calculated volume of hole.
4. Concrete Design Mix Reports, listing mixes required and their respective test
results.
a. Concrete Test Reports, recording pertinent information and certification of
compliance with project requirements.
1.07 JOB CONDITIONS
A. Site Information:
1. Results of soils study prepared for Owner are shown in "Geotechnical Report
for Tank Seismic Upgrade Design - Federal Way Water and Sewer District,"
dated April 22, 1993 by Shannon & Wilson, Inc. Report is available for
review at office of the Owner. The geotechnical report was prepared for the
exclusive use of the Owner and his agents to assist in design of the subject
facility. It is made available to bidders and Contractor for information on
factual data only, and not as a warranty of subsurface conditions, such as those
interpreted from the boring logs and generalized subsurface profiles presented,
and the discussions of subsurface conditions included in the report.
2. Data on indicated subsurface conditions are not intended as representations or
warranties of accuracy or continuity between soil borings. It is expressly
understood that Owner and his agents will not be responsible for interpretation
or conclusions drawn by Contractor from the soils study. Data are made
available for convenience of Contractor.
3. Additional test borings and other exploratory operations may be made by
Contractor at no additional cost to Owner.
PART 2 - PRODUCTS
2.01 CONCRETE AND RELATED MATERIALS
A. Portland Cement: ASTM C 150, Type I or Type II, as required.
B. Aggregates: ASTM C 33, and as herein specified.
1. Local aggregates not complying with ASTM C 33, but which have shown by
test or actual service to produce concrete of adequate strength and durability,
may be used when acceptable to Architect.
W-6467-01
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SHANNON&WILSON.INC.
2. Maximum Aggregate Size: Limit to one-third of spacing between reinforcing
bars.
C. Water: Clean, potable.
D. Air-Entraining Admixture: ASTM C 260.
E. Water-Reducing Admixture: ASTM C 494,Type A, containing no set-accelerating
or set-retarding compound, chlorides, fluorides, or nitrates.
2.02 CONCRETE MIX DESIGN
A. General: Use independent testing facility for preparing and reporting proposed mix
designs. Testing facility shall not be same as used for field quality control testing.
Design mix to produce concrete for piers with minimum 28-day compressive strength
of 5,000 psi.
1. Proportion mixes by either laboratory trial batch or field experience methods,
using materials to be employed on project for each class of concrete required,
complying with ACI 211.1.
2. Submit written reports to Owner of proposed mix for concrete at least 15 days
prior to start of work. Do not begin concrete production until mix design has
been reviewed and approved by Owner.
B. Adjustment to Concrete Mixes: Mix design and adjustments may be requested by
Contractor when characteristics of materials, job conditions, weather, test results,
or other circumstances warrant; at no additional cost to Owner and as accepted by
Owner. Laboratory test data for revised mix design and strength results must be
accepted by Owner before using in work.
C. Admixtures:
1. Use water-reducing admixtures in strict compliance with manufacturer's
directions. Admixtures to increase cement dispersion, or provide increased
workability for low-lump concrete, may be used at Contractor's option.
2. Use amounts of admixtures as recommended by manufacturer for climatic
conditions prevailing at time of placing concrete. Adjust quantities of admix-
tures as required to maintain quality control.
D. Slump Limits: Proportion and design mixes to result in concrete slump of at least
6 inches, preferably 7 to 9 inches for adequate flow properties.
W-6467-01
B-10
SHANNON&WILSON.INC.
2.03 CONCRETE MIXING
A. Ready-Mix Concrete: Comply with requirements of ASTM C 94, and as herein
specified.
1. Delete references for allowing additional water to be added to batch for material
with insufficient slump. Addition of water to batch will not be permitted.
2. During hot weather, or under conditions contributing to rapid setting of con-
crete, a shorter mixing time than specified in ASTM C 94 may be required.
3. When air temperature is between 85 degrees F and 90 degrees F,reduce mixing
and delivery from 1-1/2 hours to 75 minutes, and when air temperature is
above 90 degrees F reduce mixing and delivery time to 60 minutes.
PART 3 - EXECUTION
3.01 SITE CONDITIONS
A. Survey Information: The background survey information on the project drawings
is shown for clarity only. The locations of existing site features are shown in an
approximate way only. Contractor shall determine before commencing work the
exact location of all existing features which may be disrupted by new construction,
including existing underground utilities. Contractor shall be fully responsible for
any and all damages which might be caused by Contractor's failure to exactly locate
and/or preserve existing site features.
B. Existing Utility and Drainage Lines: Any existing underground lines shown on the
drawings are shown from best information available and shall be verified prior to
any excavation or grading work.
Known utilities have been shown only where their existence is known from record
drawings. Precise location of these lines, as well as careful reconnaissance of all
areas.for both above and below ground utilities as well as protection of same, shall
be the sole responsibility of the Contractor.
Existing utility lines to be retained and shown on the drawings, or the location of
which are made known to the Contractor prior to excavation, as well as all utility
lines uncovered during excavation operations, shall be protected from damage during
excavation, filling, and backfilling, and if damaged, shall be repaired by the Con-
tractor, at his expense, and in such a manner as may be directed by the Owner.
C. Water and Caving Conditions: Where caving conditions are encountered or where
excess water seeps into the drilled hole, no further drilling or other excavation will
W-6467-01
B-11
SHANNON MWILSON.INC -
be allowed until Contractor implements measures to prevent caving or water flow,
in order to maintain the design pier skin friction, and end-bearing capacity. Take
immediate action as required to protect existing facilities.
3.02 PIER EXCAVATION
A. General: Excavate holes for drilled piers at locations selected by Contractor, as
necessary to produce a sound, durable concrete foundation pier which is free of
defects. Drilled piers shall be excavated to the elevations shown on drawings, and
then deeper if authorized by Owner and required to achieve suitable soil capacities
as determined by Soils Engineer. Excavate holes for piers within 20 feet of adjacent
piers only after adjacent holes are filled with concrete and allowed to set for 72
hours minimum.
1. Design of piers is based on assumed skin friction and end-bearing capacities.
If the shaft area soils and/or end-bearing stratum are not capable of achieving
the required pier capacities, the foundation pier shall be revised as directed by
Owner. Authorized revisions, which include excavating below planned eleva-
tions, will be paid for in accordance with predetermined unit prices.
2. Provide straight-shaft bases of diameter and shape, and at the elevations
indicated.
3. If deeper pier excavations are required due to soil disturbance caused by
Contractor's excavation methods, the extra costs shall be borne by Contractor.
This includes unauthorized deeper pier excavations.
4. The equipment and methods used to construct the drilled piers shall be selected
by the Contractor. Two methods of installing drilled piers,among others which
may be used for the subsurface soil conditions at this site, are dry method and
casing method.
a. The dry method is applicable where seepage is insignificant and the hole
will not cave or slump during drilling.
b. The casing method is applicable where seepage or caving soil conditions
are encountered; casing is pushed,driven,or vibrated into an impermeable,
firm stratum below the seepage or caving soil. If heavy seepage or caving
conditions are encountered, bentonite slurry is used as required to stabilize
the hole prior to placing casing. (This method not anticipated.)
5. The Contractor is required to demonstrate the adequacy of his drilling cleanout
bucket to remove all loose and disturbed soil at a depth of 6 to 8 feet in at least
three selected drilled piers prior to advancing to the design tip elevation. The
W-6467-01
B-12
SHANNON MWILSON.INC
bottom of the pier after each test should be evaluated by an experienced
geotechnical engineer who is lowered into the shaft. The purpose of the tests
is to mitigate hand-cleaning and inspection at the estimated pier tip elevation,
assuming the same procedures as observed during the test are followed and soil
conditions are similar.
B. Tolerances: Drilled piers shall be installed so that the axis of the pier at the top of
the pier is no more than 3 inches from its plan location. Drilled piers shall be
within 1 percent of plumb for the total length of the pier. The top elevation of the
pier shall be not more than 1 inch above or 3 inches below the plan eleyation.
Diameter shall be no less than the plan dimension.
The bottom of any shaft or bell shall be essentially horizontal, not varying more than
1-inch in 48 inches in any direction.
C. Casings:
1. Temporary casing, when employed, shall be of metal and of ample strength to
withstand handling and driving stresses and the external pressure of the caving
soil and/or water, and shall be water-tight. When necessary, prepare the
bottom of the casing with cutting teeth to facilitate seating in the founding
stratum. Casing shall be smooth, and interior shall be clean. Inside diameter
of casing shall be not less than specified diameter of the drilled shaft. Length
of casing shall be sufficient to allow the construction of a good quality shaft.
2. Casing shall not be left in the ground except by permission of the Owner. No
extra compensation will be allowed for concrete required to fill an oversize
casing or oversize excavation.
D. Loss of Ground:
1. If there is danger of caving soil and if the top of the concrete for the drilled
pier is below the ground surface, Contractor shall set a temporary surface
casing with diameter larger than that of the drilled pier. Contractor shall take
such safety precautions as necessary with regard to the open hole.
2. Contractor shall have full responsibility for damage to structures or facilities
on this or adjacent sites, if loss of ground causes damage during or subsequent
to his construction.
E. Monitoring: Construction of each pier will be monitored on a full-time basis, and
observed for its full length before placing concrete, in order to check for compliance
with specification requirements.
W-6467-01
B-13
SHANNON&WILSON.INC.
1. Provide facilities as required to assist monitoring of excavations;cooperate with
monitoring personnel to expedite work.
2. Notify Owner and Geotechnical Engineer at least 48 hours prior to time
excavations will start.
3. Refer to Submittals, for items to be determined and reported by Contractor;
furnish this information also to the Geotechnical Engineer at the time each
drilled pier is constructed.
F. Depth of Bearing Strata: If indicated depth of pier excavation is reached without
developing required friction and/or bearing capacity, as determined by the Geotech-
nical Engineer, immediately suspend excavation operations and inform Owner.
Owner will determine requirements to be followed in each instance.
1. Where changes in indicated depth or dimensions are required,or additional soil
borings are required, proceed with such work when directed by Owner.
G. Excavated Material: Remove excavated material and dispose of it off-site.
H. Protection: Adequate measures shall be taken to prevent excavated soils, debris,
bentonite, slurry water, or other materials from getting into adjacent properties or
streets.
I. Contractor shall provide an adequate light source to observe the full length of the
drilled pier.
3.03 REINFORCING STEEL AND DOWELS
A. Before placing, clean reinforcing steel and dowels of loose rust, scale, dirt, grease,
and other material which could reduce or destroy bond.
B. Fabricate and erect reinforcing cages in shafts as one continuous unit using inner
ring rested. Place reinforcement accurately and symmetrically about axis of hole
and hold securely in position during concrete placement and withdrawal of casing.
C. Use templates to set anchor bolts, leveling plates, and other accessories furnished
under work of other sections. Provide blocking and holding devices to maintain
required position during concrete placement, within tolerance of plus or minus 1/4-
inch.
D. Protect exposed ends of dowels and anchor bolts from mechanical damage and
exposure to weather.
W 6467-01
B-14
SHANNON fi WILSON.INC.
3.04 CONCRETE PLACEMENT
A. General: Fill pier excavation with concrete immediately after being evaluated and
found to be suitable by Geotechnical Engineer. Use protection sheets (cut out to
receive concrete) over excavation openings, extending at least 12 inches beyond
edge.
1. Place concrete continuously and in a smooth flow without segregating the mixed
materials. Provide mechanical vibration for consolidation of at least top 10 feet
of each shaft.
2. Place concrete by means of a centering chute or tremie. Use chutes or tremies
for placing concrete where a drop of more than 25 feet is required, or use a
concrete pump. Concrete chute shall be a rigid steel pipe at least 10 inches in
diameter.
3. Stop concrete placement at cut-off elevation shown, screed level, and apply a
scoured, rough finish. Where cut-off elevation is above ground elevation, form
top section above grade and extend shaft to required elevation.
4. Placing Concrete in Casing and Pulling Casing:
a. If casing method of construction is employed, concrete shall be brought
above the level of the external fluid before casing is pulled. Top of casing
shall be at ground surface or above. Hydrostatic pressure in the concrete
column shall be greater at all times than the pressure in any column of fluid
trapped behind the casing(s), as necessary to ensure that the drilling slurry
will be expelled from the excavation as the casing is pulled.
b. Because the concrete column will slump as the casing is pulled, it will be
necessary in some cases to ensure that the concrete column is at the proper
height when the casing is extracted. Casing extraction shall be at a slow,
uniform rate, with the pull in line with the center of the pier.
c. These procedures are necessary to prevent slurry, groundwater, or debris
from falling into the excavation, and weakening the shaft, or from being
trapped and lowering the frictional capacity of the drilled pier.
B. Cold Weather Placing: Protect concrete work from physical damage or reduced
strength which could be caused by frost, freezing actions, or low temperatures, in
compliance with ACI 306 and as herein specified.
1. When air temperature has fallen to or is expected to fall below 40 degrees F,
uniformly heat water and aggregates before mixing to obtain a concrete mixture
W 6467-01
B-15
SHANNON 6WILSON.INC.
temperature of not less than 50 degrees F and not more than 80 degrees F at
point of placement.
2. Do not use frozen materials or materials containing ice or snow. Do not place
concrete on frozen subgrade or on subgrade containing frozen materials.
3. Do not use calcium chloride, salt, and other mineral containing anti-freeze
agents or chemical accelerators, unless otherwise accepted by Architect.
C. Hot Weather Placing: When hot weather conditions exist that wold seriously impair
quality and strength of concrete, place concrete in compliance with ACI 305 and
as herein specified.
1. Cool ingredients before mixing to maintain concrete temperature at time of
placement below 90 degrees F. Mixing water may be chilled, or chopped ice
may be used to control concrete temperature provided water equivalent of ice
is calculated to total amount of mixing water.
2. Place concrete immediately upon delivery. Keep exposed concrete surfaces,
and formed shaft extensions, moist by fog sprays, wet burlap, or other effective
means.
3. Do not use retarding admixtures without acceptance of Architect.
3.05 FIELD QUALITY CONTROL
A. Sampling and Testing During Construction: Owner provided quality control is
described in Section
END OF SECTION
W6467-01.11R/W6467-1kd/1kd
W-6467-01
B-16
93_ J6 /70 9
CITY OF FEDERAL WAY PERMIT NO.: SLD93-0750
33530 First Way South BUILDING INSPECTION - 661-4140 ISSUED: 08/02/93
Federal Way, WA 98003 BY: FLF
661-4000
:-.) . >OC' ii- St.
SITE ADDRESS: 20TH.AV S & S 300TH
PARCEL NO.: 0423.04-9169
PROJECT DESCRIPTION: SEISMIC UPGRADES TO EXISTING WATER STORAGE TANK
(NEAR THE INTERSECTION OF SO. 300TH ST & 20TH AVE SO. )
OWNER CONTRACTOR g _— LENDER -�
FEDERAL WAY WATER/SEWER DIST VENTURE CONST INC
31627 - 1ST AVE S P.O. BOX 878
P.O. BOX 4249 AUBURN WA 98071-0878
FEDERAL WAY WA 98063
941-2288 206-852-8080
VENTUC*365PB
BLD?:X MEC?: PLM?: FLR--EXIST--PROP--- DWELLING UNITS: 0 COMP PLAN.........:? FEES:
TYPE OF WORK:REP USE:PUB 1ST.: 0: 0:sf STORIES.....,..: 0 REQUIRED PARKING..: 0 SPRINKLERS?......:? FINAL PLAN CHECK...* $ 493.03
CENSUS CATEGORY •570 2ND.: 0: 0:sf HEIGHT • 0.00 ft HAZARD CLASS •7 BUILDING PERMIT...,* $ 758.50
OCCUPANCY GROUP 3RD.: 0: 0:sf VALUATION---------- REQUIRED SETBACKS FIRE FLOW • 0 gpi SBCC SURCHARGE.....* $ 4.50
:M2 :? :? :? OTHR: 0: 0:sf EXIST..$: 0 FRONT,.,....... 0.00 ft
TYPE OF CONSTRUCTION BSMT: 0: 0:sf PROP...$: 134000 SIDE • 0.00 ft WATER SERVICE..:?
:5N :? :? :? DECK: 0: 0:sf REARO.00:ft SEWER SERVICE..:?
OCCUPANT LOAD GAR.: 0: 0:sf RECEIVED.:07/08/93
0: 0: 0: 0: TOTL: 0: 0:sf IMPERV SURFACE: 0 sf SENSITIVE AREAS?.:?
FUEL TYPES.: FANS..........: 0 BOILERS/COMPRESSORS WATER CLOSETS......: 0 URINALS........: 0 TOTAL FEES $ 1256.03
GAS PIPING.: 0 ft HOOD..........: 0 0-3 HP • 0 C BATH TUBS • 0 DRINKING FOUNT.: 0
FURN<100K..: 0 DUCT WORK.....: 0 3-15 HP • 0 SHOWERS............: 0 SUMPS..........: 0
GAS HWT • 0 WOOD STOVES...: 0 15-30 HP • 0 LAVATORIES • 0 VAC BREAKERS...: 0
CONV BURNER: 0 FURN>100K.....: 0 30-50 HP....: 0 SINKS............... 0 DRAINS.......... 0
BBQ • 0 MISC..........: 0 5+ HP.......: 0 DISH WASHERS.......: 0 LAWN SPRINKLERS: 0
GAS DRYER..: 0 AIR HANDLING UNITS FUEL TANKS--------- ELEC WTR HEATERS...: 0 OTHER FIXTURES.: 0
RANGE • 0 <=10,000 CFM: 0 ABOVE GROUND: 0 LAUN WSHR OUTLTS.,.: 0
GAS LOGS...: 0 > 10,000 CFM: 0 UNDERGROUND.: 0 t _
ALL PERMITS EXPIRE 180 DAYS AFTER ISSUANCE IF NO WORK IS STARTED. RESIDENTIAL AND GRADING PERMITS EXPIRE ONE YEAR AFTER DATE OF ISSUANCE.
I CERTIFY THAT THE INFORMATION FURNISHED BY ME IS TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND THE APPLICABLE CITY OF FEDERAL WAY REQUIREMENTS WILL BE MET.
OWNER OR AGENTC \� DATE
bId_prmt 10/23/92
A vM
SET BACKS AND FOOTINGS O.K TO POUR FOUNDATION WALLS PLUMBING GROUNDWORK
DATE-......_. BY_.... — DATE BY ..... DATE _ _ _ BY
PLUMBING ROUGH IN WATER LINE O.K. ..._ MECHANICAL INSPECTION
DATE BY _ ...__.__ GAS PIPING O.K. DATE —... BY
O.K. TO ENCLOSE FRAMING INSULATION WALL BOARD AND FIRE WALL
DATE BY DATE .... . ... ._ BY DATE BY
FINAL O.K. TO OCCUPY
DCD PSD FD
DATE9 .-q_7 BY e
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