03-105458 r' w
•City of Federal Way
Community Development Services Building - Commercial Permit #:03 - 105458 - 00 - CO
33530 1st Way S
Federal Way,WA 08003-6210
Ph:253.661.4000 Fax:253.661.4129 Inspection request line: 253.835.3050
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Project Name: HIGHLINE WATER DISTRICT MANSION HILL fee r Ivmt 7 fj cif ar Lr7hr Ia ieI4'
Project Address: 2649 S STAR LAKE RD Parcel Number:720480 0041
Project Description: TI-Seismic retrofit of Higline Water District reservoir; new concrete ring beam,and new drilled
shafts.
Owner Applicant Contractor Lender
HIGHLINE WATER DISTRICT ANDRE SIDLER 1 1+011K2. (A)C't✓Di s{• FEDERAL EMERGENCY MANAGE
23828 30TH AVE S 1411 FOURTH AVE BUILDING SUI' 2 3/ 5 FEMA
KENT WA SEATTLE WA 98101 �iin fR 915 b B Z SACRAMENTO CA
98032-2821
Includes:
Census category: 437-Comm #1 #2 #3 #4
Occupancy Group:
Construction Type: _
LOccupancy Load:
Floor Area(Sq.Ft.):
Census Category 437-Commercial alt/add Mechanical No
Number of Stories 1 Permit for Building Shell Only No
Plumbing No
CONDITIONS:
If,during the course of any clearing,grading,or construction,any sediment laden water runs off the site,the owner/builder
shall install temporary erosion/sedimentation control facilities approved by the City.These facilities must ensure that dirt
or sediment-laden water does not enter the public drainage system,adjacent properties,or public streets.The
owner/builder bears the responsibility to maintain the facilities in proper working order,replacing as necessary.The
facilities may be removed only after such time as construction is complete and the site is stabilized.See the 1998 King
County Surface Water Design Manual,Appendix D,for standards,details and locating the silt fencing.
PERMIT EXPIRES August 3,2004.
Permit issued on February 5,2004
I hereby certify that the above information is correct and that the construction on the above described property and
the occupancy and the use will be in accordance with the laws,rules and regulations of the State of Washington and
the City of Federal Way. l
Owner or agent: i�'` � Date: L/ /e)
POST THIS CARD ON THE FRONT OF BUILDING
CITY OF • • %
Federal Wa BUILDING DIVISION
Y INSPECTION RECORD
INSPECTION REQUEST PHONE#: 253-835-3050
PERMIT#: 03-105458-00-CO
OWNER'S NAME: HIGHLINE WATER DISTRICT
SITE ADDRESS: 2649 S STAR LAKE N
) Tem, £ro i o►..,. f Sccti Ate.J- Cocko I n KOO
() FOOTINGS/SETBACKS 5/5/0y f!� O FOUNDATION WALL Rt e a l lie
DO NOT POUR CONCRETE UNTIL THE ABOVE IS APPROVED 5/i 3,/0" thr(/
() DRAINAGE: Line () Connection
DO NOT POUR SLAB UNTIL THE ABOVE IS APPROVED
( ) UNDERFLOOR FRAMING
( ) ROUGH PLUMBING: DWV Water piping
( ) ROUGH MECHANICA.: Gas piping
( ) SHEATHING - -- — Ro,f '1oor— - -
() Si-1EARR WALLS--—--- -- - -- — -— ----
O EL-ECTRICAL RCIJ:2 -Irl - --- - ---Ditch Cover - --- - - --- -
-: T
I
L AB; VE MUST BE APPROVED PRIOR TO FRAMING INSPECTIOi
( ) FRAMINGL,'::',LT3TDPPING - —THE ABOVE MUST BE APPROVED PRIOR TO INSULATING OR SHEETRCCKIN ,
( ) INSULATION: Floors Walls Attic
THE ABOVE MUST BE APPROVED PRIOR TO APPLYING SHEETROCK
( ) WALLBOARD NAILING ( ) SUSPENDED CEILING
THE ABOVE MUST BE APPROVED PRIOR TO TAPING OR INSTALLING CEILING TILE
() ELECTRICAL FINAL
( ) PLANNING FINAL
() PUBLIC WORKS FINAL
() FIRE FINAL
THE ABOVE MUST BE APPROVED PRIO TO BUILDING DEPARTMENT FINAL
BUILDING FINAL f Z,
DO NOT OCCUPY THIS BUILDING UNTIL BUILDING FINAL IS APPROVED
INSPECTION LOG
DATE INSPECTOR OK CORRIREJ AREA AND TYPE OF INSPECTION
5/610 RL - 5 T&gL So v TN %i of Rmia.
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•, 4s.rDi liiiq/ CON RUCION PERMIT APPLICATION
CITY OFAmok• ,, RECEI��D APPLICATION NUMBER: 01- i_0 c Y 5-$- On
Way vYay APPLICATION NUMBER: - -
DEC 1 6 Z003 APPLICATION NUMBER: - -
**The ft�i1 tai g$IFjtllinhalfiation—Please print(in ink)or type**
I.III.DING DEPT. \1))v
Please note: Electrical,Fire Prevention systems and Engineering permits may require a separate application. J
• PROPERTY INFORMATION
SITE ADDRESS: 2649 S.Star Lake Rd.Federal Way,WA 98003 ASSESSOR'S TAX/PARCEL#: 7207800041
LEGAL DESCRIPTION OF SUBJECT PROPERTY(ATTACH SEPARATE DESCRIPTION IF LENGTHY):
The following description is as referenced from deed Rec. No.6280723.
That portion of the Southwest 1/4 of the Northeast 1/4 and of the Southeast 1/4 of the Northwest 1/4 of Section 33,Township 22 North,Range 4 East
W.M.,described as follows:
Beginning at the Center of said Section 33:
Thence North 26°28'20"West 300.00 Feet;
Thence North 52°16'20"East 280.00 Feet;
Thence South 26°28'20"East to a point North 52°16'20"East from the point of beginning;
Thence South 52°16'20"West 280.00 Feet to the point of beginning:
(Also known as the Southwesterly 280.00 Feet of Tract 7 of Redondo Heights,an unrecorded Plat):
Together with an easementfor ingress and egress and utilities over a strip of land 20 Feet in width. The Southeasterly and Northeasterly lines of which
are described as follows:
Beginning at the most Easterly corner of the hereinabove described Tract:
Thence North 52°16'20"East to the Southwesterly margin of Primary State Highway No. 1.As conveyed to the State of Washington by deed
recorded under Auditor's File No.4988797;
Thence Northwesterly,along said Southwesterly margin to a point on the Northwesterly margin of said Primary State Highway No. 1;
Thence North 53°13'East,along said Northwesterly margin 20 Feet. More or less,to the Southwesterly margin of Star Lake County Road and
the Terminus of said lines;
Situate in the County of King,State of Washington.
• PROJECT INFORMATION
TYPE OF PROJECT(This application): )(BUILDING ❑ PLUMBING ❑ MECHANICAL ❑ DEMOLITION
❑ ELECTRICAL ❑ ENGINEERING o FIRE PREVENTION SYSTEM
PROJECT DESCRIPTION(Provide detailed description): Seismic retrofit of Highline Water Districts 2.5 Million Gallon Star Lake Reservoir.
Retrofit to include new concrete ring beam,roughly 5'-0"wide by 9'-0"tall around the base of the standpipe and(36)new concrete drilled shafts.
PROJECT NAME: Highline Water District Mansion Hill&Star Lake Reservoir Seismic Retrofit
• PROJECT INFORMATION
PROPERTY OWNER: NAME: DAYTIME PHONE:
Highline Water District (206) 824-0375
MAILING ADDRESS(STREET ADDRESS;CITY,STATE,ZIP):
23828 30th Avenue South, Kent,WA 98032
CONTRACTOR: NAME: l _ DAYTIME PHONE:
To Be Determined /,� „ ittte 17 `5111)i Cl- ( ) -
MAILING ADDRESS(STREET ADD ;C , E,ZIP): EVENING PHONE:
000°L ( ) -
CITY OF FEDERAL WAY BUSINESS LICENSE NUMBER: I FAX NUMBER:
4 -
)
CONTRACTOR'S REGISTRATION NUMBER: / ) 4 �6 • PIRATI DATE:
(copy of card required) 1143
'd-m
/ /
APPLICANT: NAME: vi DAYTIME PHONE:
André 3. Sidler (206) 442-0680
MAILING ADDRESS(STREET ADDRESS;CITY,STATE,ZIP): EVENING PHONE:
1411 Fourth Ave Building, Suite 500, Seattle, WA 98101 (206) 624-8687
RELATIONSHIP TO PROJECT: FAX NUMBER:
❑ARCHITECT o TENANT o OTHER(DESCRIBE): Structural Engineer (206) 624-8268
E-MAIL ADDRESS:
asidler@absconsulting.com
CONTACT PERSON FOR THIS PROJECT: o PROPERTY OWNER (APPLICANT ❑ CONTRACTOR
y. •
• PROJECT INFORMATION
EXISTING USE: Water Reservoir EXISTING BUILDING ASSESSED/APPRAISED VALUATION $1,250,000.00
PROPOSED USE: Water Reservoir PROPOSED VALUATION FOR IMPROVEMENTS: $346,000.00
SPRINKLERED BUILDING? ❑YES VNO FIRE SUPPRESSION SYSTEM PROPOSED/REQUIRED: 0 YES XNO
WATER SERVICE PROVIDER: ❑ LAKEHAVEN (HIGHLINE o TACOMA o PRIVATE(WELL)
SEWER SERVICE PROVIDER: o LAKEHAVEN o HIGHLINE ❑ PRIVATE(SEPTIC)
**NEW RESIDENTIAL CONSTRUCTION ONLY**
NUMBER OF BEDROOMS: ESTIMATED SELLING PRICE: $
• PROJECT FLOOR AREAS
FLOOR EXISTING SQ.FT. PROPOSED SQ.FT. TOTAL
BASEMENT
FIRST
SECOND
THIRD
FOURTH
OTHER FLOORS(DESCRIBE) 3526 4738
Standpipe Base Area
DECK
GARAGE
HOW MANY FLOORS?
3526 4738 4738
TOTAL:
• FIXTURES
Indicate number of each type of fixture
MECHANICAL
AIR HANDLING EVAPORATIVE GAS LOG(S) REFRIG.SYSTEM(S)
UNIT(S) COOLER(S)
BBQ(S) FAN(S) HOOD(S) WOODSTOVE(S)
BOILER(S) FIREPLACE INSERT(S) RANGE(S) MISC.( )
COMPRESSOR(S) FURNACE(S)
DUCT(S) GAS PIPE OUTLET(S) HEAT SOURCE: o ELECTRIC o GAS
PLUMBING
BATHTUB(S) LAVATORY(S) URINAL(S) WATER HEATER(S)
DISHWASHER(S) RAIN WATER VACUUM BREAKER(S) o ELECTRIC o GAS
SYS.
DRINKING SHOWER(S) WASH MACHINE
FOUNTAIN(S) OUTLET
GAS PIPE OUTLET(S) SINK(S) WATER CLOSET(S) MISC.( )
INTERCEPTOR(S) SUMP(S)
• DISCLAIMER/SIGNATURE BLOCK
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 the permit application is made. I
further agree to hold harmless the City of Federal Way as to any claim(including costs,expenses,and attorneys'fees incurred in the
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 reliance of the city,including its officers and employees,upon the accuracy
of the information supplied to the city as a part of this application.
NAME/TITLE: DATE:
o PROPERTY OWNER ,APPLICANT ❑ CONTRACTOR
FOR OFFICE USE ONLY:
o NEW ❑ADDITION ❑ALTERATION o REPAIR ❑TENANT IMPROVEMENT
CENSUS CODE: LOT SIZE:
ZONING DESIGNATION : BUILDING SHELL ONLY? o YES o NO
COMP PLAN DESIGNATION BASIC PLAN? o YES ❑ NO
SECTION TOWNSHIP RANGE NEW ADDRESS REQUIRED? o YES ❑ NO
PLAITED LOT? o YES o NO CHANGE OF USE? ❑ YES o NO
�• •
•
COMMUNITY DEVELOPMENT SERVICES•33530 FIRST WAY SOUTH•PO BOX 9718•FEDERAL WAY,WA 98063-9718•253-661-4000•FAX:253-661-4129
www.cityoffederalway.com
Construction Permit Fee Calculation Sheet
*******PLEASE NOTE: ALL FEES MUST BE VERIFIED BY CITY STAFF PRIOR TO ACCEPTANCE OF PAYMENT.
CHECKS FOR INCORRECT AMOUNTS WILL NOT BE ACCEPTED!*******
Building,mechanical,and fire prevention system fees are based on the following schedule.
TABLE A
TOTAL VALUATION FEE FACTOR
(1)$1.00 to$500.00 (1)$30.00
(2)$501.00 to$2,000.00 (2)$30.00 for the first$500.00 plus$4.00 for each additional$100.00 or fraction thereof,to and including
$2,000.00
(3)$2,001.00 to$25,000.00
(3)$90.00 for the first$2,000.00 plus$18.00 for each additional$1,000.00 or fraction thereof,to and
including$25,000.00
(4)$25,001.00 to$50,000.00
(4)$504.00 for the first$25,000.00 plus$13.00 for each additional$1,000.00 or fraction thereof,to and
including$50,000.00
(5)$50,001.00 to$100,000.00
(5)$829.00 for the first$50,000.00 plus$9.00 for each additional$1,000.00 or fraction thereof,to and
including$100,000.00
(6)$100,001.00 to$500,000.00
(6)$1,279.00 for the first$100,000.00 plus$7.00 for each additional$1,000.00 or fraction thereof,to and
including$500,000.00
(7)$500,001.00 to$1,000,000.00
(7)$4,079.00 for the fist$500,000.00 plus$6.00 for each additional$1,000.00 or fraction thereof,to and
including$1,000,000.00
(8)$1,000,001.00 and up
(8)$7,079.00 for the first$1,000,000.00 plus$4.50 for each additional$1.000.00 or fraction thereof.
Bold number is the base fee for the specified increment
Italicized,underlined number is the fee per additional specified increment
PLUS: Add 65 percent of the base building permit fee for plan review fee.
Add 25 percent of the base mechanical permit fee for mechanical plan review fee.
Add 15 percent of the base building permit fee for Fire District#39 surcharge,commercial only.
Add$4.50 for WA State Building Code Council,plus$2.00 per unit for duplex&above.
**Electrical,plumbing,and mechanical fees are calculated separately**
■ BUILDING . -
PROPOSED VALUATION: $346,000.00
FEE FACTOR FROM TABLE A: Number: 6 (a)Base Fee: $1,279.00
(b)Additional Increment Fee: $1,722.00
Estimated Permit Fee: (1) $3,001.00
Estimated Plan Review Fee: (2) $1,950.65
Estimated FW Fire Department Surcharge: (3)
(COMMERCIAL ONLY)
• MECHANICAL
PROPOSED VALUATION:
FEE FACTOR FROM TABLE A: Number: (a)Base Fee:
(b)Additional Increment Fee:
Estimated Permit Fee: (4)
Estimated Plan Review Fee: (5)
• FIRE PREVENTION SYSTEM
PROPOSED VALUATION:
FEE FACTOR FROM TABLE A: Number: (a)Base Fee:
(b)Additional Increment Fee:
Estimated Permit Fee: (6)
Estimated Plan Review Fee: (7)
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Pan—Gra--
Geotechnical and Earthquake 8ngineering Consultants
3414 NE 55th Street Project No. Page No.
Seattle,WA 98105 02-089.200 1 of 6
Tel: (206)262-0370 Fax: (206)262-0374 Report No. Date/Day of Week
001 March 30,2004/Tuesday
Project Name Location or Address
Star Lake Standpipe Seismic Retrofit Federal Way,Washington
Owner's Representative Permit No. Weather
Highline Water District:Mike Tungsvik Cloudy;Cool;Occasional Showers
Subcontractor Contractor PanGEO Field Rep.
DMI Drilling TS Bailey Construction Tiffany E.Adams,P.E.
The PanGEO representative was on site between 7:45 am and 3:30 pm to observe the installation of drilled
shafts for the seismic retrofit of the Star Lake Standpipe. Shaft locations and designations used in this
report are shown on Figure 1. All depths in this field report are measured from the base of the new grade
beam, which is about 3 feet below the top of the existing ring wall. The following was noted:
General Information
1. The approximate locations for placement of the majority of the drilled shafts had been staked by TS
Bailey prior to arrival of the PanGEO representative.
2. A numbering system was created by the PanGEO representative to keep track of the shaft
installation. A second numbering system was painted on the ringwall by a DMI representative on
March 31, 2004. The shaft numbers reflected in this field report were changed to match the
numbers painted on the ringwall. The drilled shafts are identified as DS-1 through DS-36. A
drilled shaft just southwest of the chlorination line was selected as DS-1 and the numbering
increased in a clockwise manner around a plan view of the standpipe. An outline of the numbering
system is shown in Figure 1.
3. Site preparation was complete and ready for construction. Soil around the perimeter of the ring
wail footing had been excavated about 1.5 to 2 ft to gain access to the bottom of the grade beam
shown on the plans(3 ft below the top of the existing ring wall). The excavation was at least 4 ft
wide(Figure 2)
4. The shafts were drilled with a track-mounted SPIRADRILL turning a 24-inch diameter open flight
auger(Figure 3).
5. Occasional light rain showers occurred in the morning. Erosion control procedures were not
necessary around the standpipe since runoff was not observed.
6. Drill spoils were stockpiled and spread along the south and east sides of the tank. No material was
placed on the steep slope to the north of the tank, and no material was removed from the site during
construction of the shafts.
Shaft Construction
1. DMI Drilling completed construction of three of the thirty-six drilled shafts today. The shafts that
were drilled and poured today were DS-1,DS-3 and DS-5. A summary of the shaft lengths is
provided in Table 1. All shafts were installed to a depth in conformance with the plans. Drilled
shafts DS-2 and DS-4 were skipped to avoid communication between installations, since the shafts
in this area are spaced less than 6 ft on center,
2. The soil profiles in shafts DS-1, DS-2 and DS-3 were consistently composed of three soil layers.
(The following depths are referenced from the base of the : .•e beam) The u•per •ortion of the
Z0 39Gd 'ONI '030N11d 'LEOZ9Z90Z Iz :EZ b00Z/60/00
FIELD REPORT
shafts consisted of about 9 feet of moist to wet, brown, silty sand and gravel fill with occasional to
frequent cobbles. Below the fill layer, dense,moist, light-brown, gravelly silty sand/sandy silt
(glacial till) to a depth of about 18 ft below the grade beam. The bottom layer consisted of brown
silty sand (outwash sand).
3. Shafts DS-1 and DS-3 were drilled with open-hole methods since caving of the soils did not occur.
Temporary casing was necessary to complete shaft DS-5. The diameter and depth of casing is
listed in Table 1.
4. DMT drilled at the locations of shafts DS-7, DS-15, and DS-19 (to depths less than 8 ft below the
grade beam) and determined that the near surface soils would need to be cased at these locations.
Drilling to shallow depths at these locations was completed before additional casing arrived at the
site. DMT did not case and complete the installation of these shafts today.
5. Cleanout of the bottom of each shaft was performed with a final pass of the 24-inch open flight
auger. A bucket was not used to clean the bottom of the shafts since the shafts were designed to
carry loads in uplift rather than compression. The PanGEO representative sounded the bottom of
each shaft with a weighted tape and determined that the bottom surfaces of the shafts appear to be
firm. The shafts were generally dry at the time of drilling, although the stabilized groundwater
levels measured after an hour were about 28 to 28.5 ft below the bottom of the grade beam.
6. The PanGEO representative measured and observed the design of the nine steel reinforcement
cages delivered to the site today to verify that the configuration matched the Details drawing, Sheet
S3.0,provided by ABS Consulting. The steel reinforcement cages generally measured about 30.5
feet from tip to tail, and the spiral spacing was in general agreement with the plans. However, the
upper portion of the spiral reinforcement(at 5"o.c.)extended 18"into the embedment length for
the grade beam, and the tails were over 20"long and oriented parallel with one another(Figure 4),
rather than radially towards the center of the cage, as shown in the plans. I spoke with Dan
Symonds of ABS who confirmed that the additional spiral reinforcing and the orientation of the
tails were acceptable for his design. He also stated that it would be acceptable to trim the tails to a
minimum length of 1'4", and that the contractor could bend them upwards if needed to reduce the
effective diameter of the top of the cage. Since the hole for DS-5 had already been drilled using
30-inch casing, and the effective diameter for the top of the reinforcing cages with 1'4"horizontal
tails is approximately 32",Dan stated that one or 2 tails could be cut less than 1'4" for this shaft in
order to pull the casing, provided that extra steel was added to the grade beam in this location. One
of tails at the top of the reinforcing cage for DS-5 was cut 12"long (Figure 5). All other tails for
the reinforcing cages at DS-1,DS-3 and DS-5 were at least 1'4' long.
7. The concrete placement in all shafts was by free-fall methods since there was less than 6 inches of
standing water in the bottom of the shafts at the time of concrete placement. The PanGEO
representative observed the rise of the concrete in all shafts to ensure that concrete was flowing
freely from inside the steel reinforcement to the outer perimeters of the shafts.
8. Concrete was poured in each shaft to approximately 3-feet below the top of the ring wall footing,
which is the planned elevation for the bottom of grade beam.
9. A slump test performed on DS-1 was reported with 3-inch slump. The PanGEO representative did
not observe the slump test but did observe the concrete pour into DS-1. The concrete appeared to
pour smoothly into the shaft and was observed to flow freely from the inside of the steel
reinforcement to the outside perimeter of the drilled shaft.
FR 001 2004.03.30.doc Page 2 of 10 PanGEO, Inc.
60 39Cd 'ONI `039Nbd iL60Z9Z90Z 7:6T b00Z/60/b0
FIELD REPORT
Drilled Shaft Obstruction:
1. DMI drilled at the location of shaft DS-23 and found that a concrete surface extended about
halfway into the planned location of the shaft at a depth of approximately 8 ft below the grade
beam(this corresponds to the elevation of the footing for the existing ringwall). DMI indicated that
the concrete would need to be removed by coring or other methods before this shaft could be
installed in the staked location.
2. Dan Symonds from ABS Consulting indicated that moving the shaft away from the tank would
require major changes to the retrofit design and suggested that the concrete be removed in order to
allow the drilled shaft to be installed in the design location.
Perched Groundwater Table:
1. DMI drilled at the location of shafts DS-9 and DS-13 and found groundwater at approximately 8.5
ft below the grade beam. This groundwater appears to be a perched groundwater table, likely
sitting on top of the glacial till layer. The sandy gravel fill becomes mixed with frequent cobbles at
a depth of about 6 ft, and the glacial till contact appears to be deeper than 9 ft at the locations of
these shafts.
2. DMI set 42"casing in DS-9 to an approximate depth of 4ft to avoid caving of surface soils and then
drilled a 24"open hole to approximately 10 feet below the grade beam. Significant groundwater
was encountered at about 8.5, flooding the hole. Drilling at this location was abandoned to attempt
drilling at DS-13 in order to complete a fourth drilled shaft today and use the concrete that had
arrived on site at 2:00pm. The 42"casing was left in the ground.
3. DMT set 42" casing to an approximate depth of 4ft at DS-13 and then drilled a 24" open hole to
approximately 10 feet below the grade beam,where they again found groundwater. DMI attempted
to set a 36" casing to seal off the water flow, but the casing got caught on the top of the ringwall
footing and could not be advanced further than about 8 ft below the grade beam. The groundwater
level in DS-13 was at about 8.5ft below the grade beam. Drilling at this location was abandoned at
this location and the 42"and 36"casings were left in the ground.
Conclusion:
1. Three of the thirty-six drilled shafts were installed today in accordance with the plans and to depths
to be summarized in Table 1. The soil conditions encountered in each of the completed shafts were
consistent with the PanGEO Geotechnical Report(November 14, 2003)design parameters. In our
opinion, the shafts will be capable of providing the recommended resistance values stated in the
Geotechnical Report.
2. , A concrete obstruction, was found at the location of DS-23 that will need to be removed by coring
or other methods before the shaft can be installed in its planned location. Because the obstruction
occurs at the depth of the ringwall footing, it is possible that this footing extends further from the
wall face than the 10"shown on the original design drawings, and that this obstruction could be
encountered at other shaft locations around the tank.
3. A perched groundwater table was found at a depth of 8.5ft below the grade beam at the locations of
shafts DS-9 and DS-13.
FR 001 2004.03.30.doc Page 3 of IC, PanGEO, Inc.
b0 39V8 'ONI `039NCd iL£0Z9Z90Z TZ:£T 1700Z/60/b.0
FIELD REPORT
Table 1: Summary of Drilled Shaft Lengths _
Drilled Installation Length Below Casing Notes
Shaft Date New Grade Beam Diameter/Depth
Number (ft) (ft) _
DS-1 3/30/04 28,5 None
DS-3 3/30/04 28.5 None
DS-5 3/30/04 28.5 30" /�8' deep
Enclosures;
• Figure 1: Shaft location plan
• Figure 2: Site Conditions Prior to Drilling photo
• Figure 3: Track-mounted SPIRADRILL photo
• Figure 4: Steel Reinforcement Cage Tails photo
• Figure 5: Completed shafts(DS-5) photo
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Figure 1: Shaft Location Plan
FR 001 2004.03.30.doc Page 4 of$6 PanGEO, Inc.
50 30k/a 'ONI '039Ndd tLEOZ9Z90Z ZZ:EZ 1700Z/60/t'n
FIELD REPORT
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Figure 2: Site conditions at start of shaft installation
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Figure 3: Track mounted SP1RADRILL
FR 001 2004.03.30_doc Page 5 of$6 PaxtGEO, Inc.
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PanGE(3) ----
Geotechnical and Earthquake Engineering Consultants
3414 NE 55`"Street Project No. Page No.
Seattle, WA 98105 02-089.200 1 of 4
Tel: (206)262-0370 Fax:(206)262-0374 Report No. Date/Day of Week
002 March 31,2004/Wednesday
Project Name Location or Address
Star Lake Stand i e Seismic Retrofit Federal Wa ,Washin on
Owner's Representative Permit No. Weather
Highline Water District: Mike Tungsvik Partly Cloudy;Cool
Subcontractor Contractor PanGEO Field Rep.
DM1 Drilling TS Bailey Construction Tiffany E.Adams,P.E.
The PanGEO representative was on site between 7:30 am and 4:00 pm to observe the installation of drilled
shafts for the seismic retrofit of the Star Lake Standpipe. Shaft locations and designations used in this
report are shown on Figure 1. All depths in this field report are measured from the base of the new grade
beam, which is about 3 feet below the top of the existing ring wall. The following was noted:
General Information
1. The approximate locations for placement of all of the drilled shafts had been staked by TS Bailey.
2. The drilled shaft numbering system shown in Figure 1 was painted on the ringwall by a DMT
representative.
3. The shafts were drilled with a track-mounted SPIRADRILL or a track-mounted LoDrill. The
majority of the shaft were drilled with a 24-inch diameter open flight auger. A 24-inch core barell
was used to drill through the concrete obstruction at DS-24 and small boulders in the glacial till at I
DS-2 and DS-22.
4. Erosion control procedures were not necessary around the standpipe since runoff was not observed.
5. Drill spoils were stockpiled and spread along the south and east sides of the tank. No material was
placed on the steep slope to the north of the tank,and no material was removed from the site during
construction of the shafts.
Shaft Construction
1. DM1 Drilling completed construction of eleven of the thirty-six drilled shafts today. The shafts that
were drilled and poured today were DS-2, DS-4, DS-7, DS-22, DS-24, DS-26, DS-28, DS-30,DS-
32, DS-34 and DS-35. A summary of the shaft lengths is provided in Table 1. All shafts were
installed to a depth in conformance with the plans. Certain drilled shafts were skipped to avoid
communication between installations, since the shafts in this area are spaced less than 6 ft on
center.
2. The soil profiles in all of the shafts installed today were consistently composed of three soil layers.
(The following depths are referenced from the base of the grade beam) The upper portion of the
shafts consisted of about 9 feet of moist to wet, brown, silty sand and gravel fill with occasional to
frequent cobbles. Below the fill layer, dense, moist, light-brown, gravelly silty sand/sandy silt
(glacial till)to a depth of about 10 to 18 ft below the grade beam. The bottom layer consisted of
brown silty sand (outwash sand).
3. The shafts were drilled with open-hole methods when caving of the soils did not occur. Temporary
casing was necessary to complete the shafts that experienced caving of the surface soils. The
diameter and depth of casing, where used, is listed in Table 1.
4. Cleanout of the bottom of each shaft was performed with a final pass of the 24-inch open flight
60 39Vd 'ONI `039Ntod PLE0Z9Z90Z IZ:ET b00Z/60/b0
FIELD REPORT
auger. A bucket was not used to clean the bottom of the shafts since the shafts were designed to
carry loads in uplift rather than compression. The PanGEO representative sounded the bottom of
each shaft with a weighted tape and determined that the bottom surfaces of the shafts appear to be
firm. The shafts were generally dry at the time of drilling, although the stabilized groundwater
levels measured after an hour were about 28 to 29 ft below the bottom of the grade beam.
5. The concrete placement in all shafts was by free-fall methods since there was less than 6 inches of
standing water in the bottom of the shafts at the time of concrete placement. The PanGEO
representative observed the rise of the concrete in all shafts to ensure that concrete was flowing
freely from inside the steel reinforcement to the outer perimeters of the shafts.
6. Concrete was poured in each shaft to approximately 3-feet below the top of the ring wall footing,
which is the planned elevation for the bottom of grade beam.
7. No slump tests were performed on the concrete, but the PanGEO representative did observe the
concrete pour into each shaft. The concrete appeared to pour smoothly into the shaft and was
observed to flow freely from the inside of the steel reinforcement to the outside perimeter of the
drilled shaft. It was the general consensus of the contractor representative, the subcontractor
representative and the PanGEO representative that the concrete had the appearance of about a 5
inch slump mix.
Drilled Shaft Obstruction:
1. DMI encountered a concrete obstruction at shaft DS-36 at about 5ft below the base of the grade
beam. TS Bailey excavated a testpit to investigate this obstruction and found that it was an ecology
block,placed underneath the 90-degree bend for the rechlorination feed line. The edge of the
ecology block was found to extend 3 ft NE of the centerline of the rechlorination line,which
corresponds with the centerline of the planned location of DS-36. Dan Symonds from ABS stated
that moving the shaft 18"to the NE along the grade beam alignment would be acceptable,provided
that the decreased pile spacing did not reduce the shaft uplift capacity due to group effects. Paul
Grant from PanGEO stated that reducing the shaft spacing between DS-35 and DS-36 from 8.5' to
about 6' (3D) on center would not reduce the theoretical uplift capacity of the shafts. DS-36 was
not completed today in order to avoid potential communication between shafts. •
2. A concrete obstruction was encountered at shaft DS-24 at about 8ft below the grade beam. The
obstruction appears to have extended across the entire diameter of the shaft. DMI cored through
what appears to have been an approximately 20"unreinforced concrete slab, likely associated with
the footing for the existing ringwall. Total coring time to break through the slab was about 1.5
hours.
Perched Groundwater Table:
1. DMI set 36"casing in DS-15 to an approximate depth of 8.5ft to attempt to seal off the water flow.
The casing appears to have seated below the ringwall footing,but DMI was unsuccessful at cutting
off the groundwater. According to DMI personnel,the western portion of the casing appeared to be
keyed into glacial till, but the eastern portion of the casing was sitting on gravel and cobbles.
Groundwater was observed entering the footing from the east side of the casing(from the direction
of the tank). The groundwater level in DS-15 was at about 8.5ft below the grade beam. Drilling at
this location was abandoned at this location and 36" easingwas left in the ground.
FR 002 2004.03.31.doc Page 2 off PanGEO, Inc.
at 39Vd 'ONI `039Ntod tLE0Z9Z90Z IZ :EZ ba isoipo
FIELD REPORT
2. Throughout the day TS Bailey personnel attempted to dewater the open holes for DS-13 and DS-
15. The water level would reportedly stabilize at about 6 inches of drawdown, with little effect on
neighboring open holes(DS-9,DS-13,DS-15).
Conclusion:
1. Eleven of the thirty-six drilled shafts were installed today in general accordance with the plans and
to depths summarized in Table 1. The soil conditions encountered in each of the completed shafts
were consistent with the PanGEO Geotechnical Report(November 14, 2003) design parameters. In
our opinion, the shafts will be capable of providing the recommended resistance values stated in the
Geotechnical Report.
2. The concrete obstruction found at the location of DS-24 was removed by coring.
3. The location of DS-36 will be moved 1.5ft to the NE along the grade beam alignment in order to
avoid the rechlorination line's ecology block support.
4. A perched groundwater table was found at a depth of 8.5ft below the grade beam at the locations of
shaft DS-15. The groundwater in the open holes at shaft locations for DS-9 and DS-13 are always
measured at 8.5ft. TS Bailey was unable to lower the groundwater table by pumping in the holes at
DS-13 or DS-15.
• Table 1: Summary of Drilled Shaft Lengths
Drilled Installation Length Below Casing Notes
Shaft Date New Grade Beam Diameter/Depth
Number (ft) (ft)
DS-1 3/30/04 28.5 None
DS-2 3/31/04 29.0 None Core barrel for rock at 13'
DS-3 3/30/04 28.5 None
DS-4 3/31/04 29.0 None
DS-5 3/30/04 28.5 30"4/8' deep
DS-7 3/31/04 29 42"4)/4' deep Surface soils disturbed on 3/30
DS-22 3/31/04 29 36" ¢/7' deep Core barrel for rock at 13'
DS-24 3/31/04 29 36"i/7.5' deep Core barrel for obstruction at 8'
DS-26 3/31/04 28.5 None
DS-28 3/31/04 29.5 None _ ~
DS-30 3/31/04 29.0 None
DS-32 3/31/04 29.0 36" /7' dee
p
DS-34 3/31/04 29.5 None
DS-35 3/31/04 29.5
Enclosures:
• Figure 1: Shaft location plan
FR 002 2004.03.31.doc Page 3 of PanGEO, Inc.
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Geotechnical and Earthquake Engineering Consultants
3414 NE 55r°Street Project No. Page No.
Seattle, WA 98105 02-089.200 1 of 5
Tel: (206)262-0370 Fax: (206)262-0374 Report No. Date/Day of Week
003 April 1,2004/Thursday
Project Name Location or Address
Star Lake Standpipe Seismic Retrofit FederalWashin on
Owner's Representative Permit No. Weather
Ilighline Water District: Mike Tungsvik Partly Cloudy;Cool
Subcontractor Contractor PanGEO Field Rep.
DMI Drilling TS Bailey Construction Tiffany E.Adams,P.E.
The PanGEO representative was on site between 7:30 am and 7:45 pm to observe the installation of drilled
shafts for the seismic retrofit of the Star Lake Standpipe. Shaft locations and designations used in this
report are shown on Figure 1. All depths in this field report are measured from the base of the new grade
beam,which is about 3 feet below the top of the existing ring wall. The following was noted:
General Information
1. The shafts were drilled with a track-mounted SPIRADRILL or a track-mounted LoDrill. The
majority of the shafts were drilled with a 24-inch diameter open flight auger. A 30-inch core barrel
was used to drill through the concrete obstruction at DS-25 and a 24-inch core barrel was used to
drill through small boulders in the glacial till at DS-21 and DS-36.
2. Erosion control procedures were not necessary around the standpipe since runoff was not observed.
3. Drill spoils were stockpiled and spread along the south and east sides of the tank. No material was
placed on the steep slope to the north of the tank, and no material was removed from the site during
construction of the shafts.
Shaft Construction
1. DMI Drilling completed construction of eleven of the thirty-six drilled shafts today. The shafts that
were drilled and poured today were DS-6, DS-9, DS-17, DS-19, DS-21, DS-25, DS-27, DS-29, DS-
31, DS-33 and DS-36. A summary of the shaft lengths is provided in Table 1. All shafts were
installed to a depth in conformance with the plans. Certain drilled shafts were skipped to avoid
communication between installations.
2. DS-36 was installed 1.5' NE along the ringwall alignment from the location shown on the plans, in
order to avoid the buried ecology block under the rechlorination line,as discussed in Field Report
No. 2 (3/31/04).
3. The soil profiles in all of the shafts installed today were consistently composed of three soil layers.
(The following depths are referenced from the base of the grade beam) The upper portion of the
shafts consisted of about 9 feet of moist to wet,brown, silty sand and gravel fill with occasional to
frequent cobbles. In the location for shafts DS-9 through DS-15,this layer appears to extend to
depths of 10 to 12 ft, and the fill appears to extend underneath the ringwall footing. Below the fill
layer, dense,moist, light-brown, gravelly silty sand/sandy silt(glacial till)to a depth of about 10 to
18 ft below the grade beam. The bottom layer consisted of brown silty sand (outvvash sand);
4. The shafts were drilled with open-hole methods when caving of the soils did not occur. Temporary
casing was necessary to complete the shafts that experienced caving of the surface soils, and in the
hole for DS-9 to reduce the inflow of the perched groundwater into the hole. The diameter and
depth of casing, where used, is listed in Table 1.
VT 3EVd '3NI '039Ndd tLE0Z9Z90Z TZ:ET V00Z/60/00
FIELD REPORT
5. Cleanout of the bottom of each shaft was performed with a final pass of the 24-inch open flight
auger. A bucket was not used to clean the bottom of the shafts since the shafts were designed to
carry loads in uplift rather than compression. The PanGEO representative sounded the bottom of
each shaft with a weighted tape and determined that the bottom surfaces of the shafts appear to be
firm, The majority of the shafts were dry at the time of drilling, although the stabilized
groundwater levels measured after an hour were about 28 to 29 ft below the bottom of the grade
beam. The hole for shaft DS-9 had about 1.5 ft of water in the bottom of the hole after about an
hour, due to the inflow of the perched groundwater, This inflow was reduced by pumping of the
groundwater in DS-13 (see below), and the hole was dried up before pouring the concrete.
6. The concrete placement in all shafts was by free-fall methods since there was less than 6 inches of
standing water in the bottom of the shafts at the time of concrete placement. The PanGEO
representative observed the rise of the concrete in all shafts to ensure that concrete was flowing
freely from inside the steel reinforcement to the outer perimeters of the shafts.
7. Concrete was poured in each shaft to approximately 3-feet below the top of the ring wall footing,
which is the planned elevation for the bottom of grade beam.
8. No slump tests were performed on the concrete, but the PanGEO representative did observe the
concrete pour into each shaft. The concrete appeared to pour smoothly into the shaft and was
observed to flow freely from the inside of the steel reinforcement to the outside perimeter of the
drilled shaft. It was the general consensus of the contractor representative,the subcontractor
representative and the PanGEO representative that the concrete had the appearance of about a 5
inch slump mix.
Drilled Shaft Obstruction:
1. A concrete obstruction was encountered at shaft DS-25 at about 8ft below the grade beam. The
obstruction appears to have extended across half the shaft diameter. DMT cored through what
appears to have been an approximately 22"unreinforced concrete slab, likely associated with the
footing for the existing ringwall. Total coring time to break through the slab was about 1.5 hours.
2. A 24-inch core barrel was used to break up rocks encountered in the glacial till at 15 ft in DS-21
and 15.5 ft in DS-36. Total coring time for these rocks was about 45 minutes.
Drilled Shaft Wall Instability:
1. The north side of the shaft wall at DS-6 caved into the hole during concrete placement when the
concrete level was within about 5 ft of the base of the grade beam. An excavation was dug around
the shaft in order to clean the top of the concrete shaft. The shaft was cleaned to a depth of
approximately 6 ft below the base of the grade beam (the clean concrete surface was visible within
the 24-inch shaft diameter). DMI poured approximately 12-inches of concrete into the base of the
excavation around the shaft base and set a 36-inch casing over the exposed rebar cage before
backfilling the excavation and pouring the upper 5 feet of the shaft.
Perched Groundwater Table:
1. DMI set 36"casing in DS-11 to an approximate depth of 10ft to attempt to seal off the water flow,
The casing was not deep enough to cut off the inflow from the perched groundwater table. A 24-
inch open hole was then advanced to an ap.roximate de.th of 12-14 ft below the base of the grade
FR 003 2004.04.01.doc Page 2 of?3' PanGEO, Inc.
5T 39Vd 'ONI `039NVd iLE0Z9Z90Z TZ:ET b00Z/60/170
FIELD REPORT
beam, and appeared to have encountered glacial till at about 11 ft. A rock was encountered in the
till layer at about 14 ft depth, and the accumulated water in the bottom of the hole reduced recovery
on the augers such that the hole was not advancing. Drilling at this location was abandoned at this
location and 36"casing was left in the ground.
2. DMI attempted to drill a 24-inch open hole below the 42-inch casing that had previously been set in
DS-13. The hole was advanced to an approximate depth of 12-14 ft below the base of the grade
beam,and appeared to have encountered glacial till at about 12 ft. A rock was encountered in the
till layer at about 14 ft depth, and the accumulated water in the bottom of the hole reduced recovery
on the augers such that the hole was not advancing. Drilling at this location was abandoned.
3. TS Bailey personnel attempted to dewater the open holes for DS-11, DS-13 and DS-15 by placing
the pump in DS-13, which appeared to have the deepest glacial till contact. The water level in DS-
13 had lowered to the bottom of the hole within an hour. Within 4 hours, the water level in DS-15
had lowered to the bottom of the hole, and the water level in DS-11 had dropped to 10.5ft below
the base of the grade beam,which was within 12 inches of the hole bottom(it is possible that the
remaining water in DS-11 could have been trapped in the glacial till layer). Additionally, it was
noted that the flow of groundwater into the hole for shaft DS-9 was greatly reduced during the time
that the pump was operating in DS-13.
4. Based on the response observed when the pump was allowed to operate several hours in the hole
for DS-13, it appears that DMI may be able to install shafts DS-1 I though DS-15 (where perched
water has been encountered below a depth of 10 ft)by pumping water from a partially completed
hole with the pump set below the glacial till contact. DMI stated that they would prepare to drill
the shafts where perched water is encountered under constant head (adding water to maintain
constant pressure), in case they are unable to complete the holes using dewatering. They also
indicated that they would arrange to have a tremie set-up available to place the concrete if this
method is employed.
Conclusion:
1. Eleven of the thirty-six drilled shafts were installed today in general accordance with the plans and
to depths summarized in Table 1. The soil conditions encountered in each of the completed shafts
were generally consistent with the PanGEO Geotechnical Report(November 14, 2003)design
parameters. In our opinion,the shafts will be capable of providing the recommended resistance
values stated in the Geotechnical.Report.
2. The concrete obstruction found at the location of DS-25 was removed by coring.
3. The location of DS-36 was moved 1.5ft to the NE along the grade beam alignment in order to avoid
the rechlorination line's ecology block support.
4. A perched groundwater table was found at a depth of 8.5ft below the grade beam at the location of
shaft DS-11. The perched groundwater was lowered in the open holes at the shaft locations for DS-
9, DS-11, DS-13, and DS-15 by placing a pump below the glacial till contact in DS-13 and
pumping for several hours.
FR 003 2004.04.01.doc Page 3 of t$1' PanGEO, Inc.
9T 3EEVd 'ONI `039N0d PLE0Z9Z90Z TZ :ET b00Z/60/170 •
FIELD REPORT
Table 1: Summary of Drilled Shaft Lengths
Drilled Installation Length Below Casing Notes
Shaft Date New Grade Beam Diameter/Depth
Number (ft) (ft)
DS-1 3/30/04 28.5 None
DS-2 3/31/04 29.0 None Core barrel for rock at 13'
DS-3 3/30/04 , 28.5 None
DS-4 3/31/04 29.0 None
DS-5 3/30/04 28.5 30"4)/8' deep
DS-6 4/1/04 29.0 None Shaft wall caved in upper 5 ft
DS-7 3/31/04 29 42"4/4' deep Surface soils disturbed on 3/30
DS-9 4/1/04 29.0 36" 4/ 11' deep Perched groundwater
DS-17 _ 4/1/04 29.0 36" 4)/6.5' deep
DS-19 4/1/04 29.0 36" 4)/6.5' deep
DS-21 4/1/04 29.0 _ 36" 4)/6' deep _ Core barrel for rock at 15'
DS-22 3/31/04 29 36"4)/7' deep Core barrel for rock at 13'
DS-24 3/31/04 29 36" 4)/7.5' deep Core barrel for obstruction at 8'
DS-25 4/1/04 29.0 None Core barrel for obstruction at 8'
DS-26 3/31/04 28.5 None
DS-27 4/1/04 29.0 36"4/7.5' deep `
DS-28 3/31/04 29.5 None
DS-29 4/1/04 29.0 42" 4/3' deep
DS-30 3/31/04 29.0 None 1
DS-31 4/1/04 29.0 None
DS-32 3/31/04 29.0 36"4)/7' deep
DS-33 4/1/04 29.0 36" 4/6.5' deep
DS-34 3/31/04 29,5 None
DS-35 3/31/04 29.5
DS-36 4/1/04 29.0 None Core barrel for rock at 15.5'
Enclosures:
• Figure 1: Shaft location plan
FR 003 2004.04.01.doc Page 4 of 4"S PanGEO, Inc.
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PanGE®
Geotechnical&Earthquake Engineering Consultants
3414 NE 554'Street, Seattle,WA 98105
TEL:(206)262-0370 FAX: (206)262-0374
facsimile transmittal
To: City of Federal Way Fax: 253.661.4129
Mary Kate Martin
From: Tiffany Adams Date: April 9, 2004
Highline Water District
Pages: 20 (including cover)
Re: Star Lake Standpipe
Seismic Retrofit
❑ Urgent 0 For Review ❑ Please Comment ❑ Please Reply Cl Please Recycle
Field reports 4.6 for the drilled shaft installation at Star Lake Standpipe.
This completes PanGEO's field inspection of the drilled shaft installations.
TEA
0Z/t0 39C8 'ONI `039NVd t'LE0Z9Z90Z 66 :61 b0 2/60/b0
•
il
ThnGE®
t
Geotechnical and Earthquake Engineering Consultants
3414 NE 55th Street Project No. Page No.
Seattle,WA 98105 02-089.200 1 of 5
Tel:(206)262-0370 Fax:(206)262-0374 Report No. Date/Day of Week
004 April 2,2004/Friday
Project Name Location or Address
Star Lake Standpipe Seismic Retrofit Federal Way,Washington
Owner's Representative Permit No. Weather
Flighlline Water District:Mike Tungsvik _ Partly Cloud;65 deg
Subcontractor Contractor PanGEO Field Rep.
DMI Drilling TS Bailey Construction Tiffany E.Adams,P.E. •
The PanGEO representative was on site between 7:30 am and 6:15 pm to observe the installation of drilled
shafts for the seismic retrofit of the Star Lake Standpipe. Shaft locations and designations used in this
report are shown on Figure 1. All depths in this field report are measured from the base of the new grade
beam, which is about 3 feet below the top of the existing ring wall. The following was noted:
General Information
1. The shafts were drilled with a track-mounted SPIRADRILL or a track-mounted LoDrill. The
majority of the shafts were drilled with a 24-inch diameter open flight auger. A 30-inch core barrel
was used to drill through the concrete obstruction at DS-23 and through small boulders in the
glacial till at DS-11. A 24"bucket was also used at DS-11 to remove some of the suspended
material from the standing water.
2. Erosion control procedures were not necessary around the standpipe since runoff was not observed.
3. Drill spoils were stockpiled and spread along the south and east sides of the tank. No material was
placed on the steep slope to the north of the tank, and no material was removed from the site during
construction of the shafts.
Shaft Construction
1. DMI Drilling completed construction of five of the thirty-six drilled shafts today. The shafts that
were drilled and poured today were DS-11,DS-15, DS-18,DS-20, and DS-23. A summary of the
shaft lengths is provided in Table 1. All shafts were installed to a depth in conformance with the
plans. Certain drilled shafts were skipped to avoid communication between installations.
2. The soil profiles in all of the shafts installed today were consistently composed of three soil layers.
(The following depths are referenced from the base of the grade beam) The upper portion of the
shafts consisted of about 9 feet of moist to wet,brown, silty sand and gravel fill with occasional to
frequent cobbles. In the location for shafts DS-11 through DS-15,this layer appears to extend to
depths of 12 to 14 ft, and the fill appears to extend underneath the ringwall footing. Below the fill
layer, dense,moist, light-brown, gravelly silty sand/sandy silt (glacial till)to a depth of about 16 to
23 ft below the grade beam. The bottom layer consisted of brown silty sand (outwash sand).
3. Temporary casing was necessary to complete all of the shafts due to caving of the surface soils. In
the holes for DS-11 and DS-15, additional casing was needed to reduce the inflow of the-perched
groundwater into the hole, and minimize ground loss at the depth of groundwater inflow. The
diameter and depth of casing are listed in Table 1.
4. Cleanout of the bottom of each shaft was performed with a final pass of the 24-inch open flight
auger. A bucket was Tiot used to clean the bottom of the shafts since the shafts were designed to
carry loads in uplift rather than compression. The PanGEO representative sounded the bottom of
0Z/Z0 3EVJd 'ONI `039NVd bLE0Z9Z90Z 6E:EZ b00Z/60/t'0
FIELD REPORT
each shaft with a weighted tape and determined that the bottom surfaces of the shafts appear to be
firm. Shafts DS-18, DS-20 and DS-23 were dry at the time of drilling, although the stabilized
groundwater levels measured after an hour were about 28 to 29 ft below the bottom of the grade
beam. The hole for shaft DS-11 had about 14 ft of water in the bottom of the hole after about an
hour, due to the inflow of the perched groundwater. A 24"bucket was used to remove some of the
suspended material from the standing water in DS-11. The hole for DS-15 had about 2 ft of
groundwater after about 4 hours due to inflow of the perched groundwater. A 24"bucket was used
to clean out the bottom of the shaft for DS-11.
5. The concrete placement in shafts DS-18,DS-20 and DS-23 was by free-fall methods since there
was less than 6 inches of standing water in the bottom of the shafts at the time of concrete
placement. The PanGEO representative observed the rise of the concrete in all shafts to ensure that
concrete was flowing freely from inside the steel reinforcement to the outer perimeters of the
shafts.
6. The concrete placement in shafts DS-11 and DS-15 was by tremie since there was 14 ft of standing
water in the bottom of shaft DS-11 and 2 ft of standing water in the bottom of shaft DS-15 at the
time of concrete placement. The PanGEO representative observed the operation of the tremie
system to insure that the tremie was lowered to the bottom of the hole before pumping began and to
monitor the depth of the tremie relative to the top of the concrete during placement. The end of the
tremie was kept at least 2 ft below the top of the concrete during placement.
7. Concrete was poured in each shaft to approximately 3-feet below the top of the ring wall footing,
which is the planned elevation for the bottom of grade beam.
8. No slump tests were performed on the concrete,but the PanGEO representative did observe the
concrete pour into each shaft. The concrete appeared to pour smoothly into the shaft and was
observed to flow freely from the inside of the steel reinforcement to the outside perimeter of the
drilled shaft. It was the general consensus of the contractor representative,the subcontractor
representative and the PanGEO representative that the concrete had the appearance of about a 5
inch slump mix.
9. AMI requested that they be able to trim some of the reinforcement cage tails shorter than 16-inches
for shafts DS-11 and DS-15,where 30 inch casing was used to minimize ground loss due to inflow
of the perched groundwater and the reinforcement tails had to be turned out somewhat to lower the
tremie pipe through the center of the cages. Based on conversations with Dan Symonds of ABS,
the tails can be trimmed to a minimum horizontal length of 10"without having to embed additional
reinforcing steel in the shaft and grade beam. Tails trimmed between 10" and 16" long will require
additional steel to be placed in the grade beam, and tails trimmed to a minimum length of 16"will
meet the current design requirements. For DS-11 and DS-15, 2 of the reinforcement tails were cut
to a horizontal length of approximately 14". The remaining 6 tails were at least 16" long.
Drilled Shaft Obstruction:
1. A concrete obstruction was encountered at shaft DS-23 at about 8ft below the grade beam. The
obstruction appears to have extended across one-third the shaft diameter. DMI cored through what
appears to have been an approximately 18"unreinforced concrete slab, likely associated with the
footing for the existing ringwall. Total coring time to break through the slab was about 50 minutes.
2. A 24-inch core barrel was used to break u. rocks encountered in the glacial till at about 14 ft in DS-
FR 2 of S- PanGEO, Inc.
004 2004.04.02.doc g
0Z/E0 3910d 'DNI `03EENb"d PLEOZ9Z90Z 66 :61 P00Z/60/P0
:FIELD REPORT
11. Total coring time for these rocks was about 3 hours.
Conclusion:
1. Five of the thirty-six drilled shafts were installed today in general accordance with the plans and to
depths summarized in Table 1. The soil conditions encountered in each of the completed shafts
were generally consistent with the PanGEO Geotechnical Report(November 14, 2003)design
parameters. In our opinion,the shafts will be capable of providing the recommended resistance
values stated in the Geotechnical Report.
2. The concrete obstruction found at the location of DS-23 was removed by coring.
3. A perched groundwater table was found at a depth of 8.5ft below the grade beam at the location of
shafts DS-11 and DS-15. These shafts experienced inflow from the perched groundwater,which
resulted in minor sloughing of the sidewalls at depths of 12-14 ft below the bottom of the grade
beam. The shafts were cased to depths of 15 ft to minimize ground loss due to groundwater inflow.
The casing did not succeed in sealing off the groundwater and the inflow resulted in 2 to 14ft of
standing water in the bottom of the holes at the time of concrete placement. The concrete for these
holes was placed using a tremie.
FR 004 2004.04.02.doe Page 3 of S PanGEO, Inc.
OZ/b0 3EVd 'DNI `03ENicid tLE0Z9Z90Z 6E:CI b00Z/60/170
FIELD REPORT
Table 1: Summa of Drilled Shaft Lengths
Drilled Installation Length Below Casing Notes
Shaft Date New Grade Beam Diameter/Depth
Number (ft) (ft)
DS-1 3/30/04 28.5 None
DS-2 3/31/04 29.0 None Core barrel for rock at 13' (20 min)
DS-3 i 3/30/04 - 28.5 None
DS-4 3/31/04 29.0 None i
DS-5 3/30/04 28.5 30" 4/8' deep
DS-6 4/1/04 29.0 None Shaft wall caved in upper 5 ft
DS-7 3/31/04 29 42" 4)/4' deep Surface soils disturbed on 3/30
DS-9 4/1/04 29.0 36" 4)/ 11' deep Casing for Perched GWT
DS-11 412/04 29.0 36" 4/10' deep Core barrel for rock at 14' (3 hrs)
30" 4)/ 15' deep Casing for Perched GWT,Tremie
DS-15 4/2/04 29.0 36" 4/8.5' deep Casing for Perched GWT,Tremie
30" 4/13' deep
DS-17 4/1/04 - 29.0 36"4)/6.5' deep
DS-18 4/2/04 29.0 36" 4/6.5' deep
DS-19 4/1/04 29.0 36"4)/6.5' deep
DS-20 4/2/04 .. 29.0 36"4/7' dem i
DS-21 4/1/04 29.0 36"4)/6' deep_ Core barrel for rock at 15' X20 min)
DS-22 , 3/31/04 29 36"4)/7' deep Core barrel for rock at 13' (15 mire)
DS-23 4/2/04 29.0 36" 4/7' deems Core barrel for footing at 8' (50 min) l
DS-24 3/31/04 29 36" 4)/7.5' deep Core barrel for footing at 8' (90 min)
DS-25 4/1/04 29.0 None Core barrel for footing at 8'X1coo min)
DS-26 3/31/04 28.5 None
DS-27 4/1/04 29.0 36"4)/7.5' deep
DS-28 3/31/04 29.5 None
DS-29 4/1/0429.0 42" 4/3' deep
DS-30 3/31/04 _ 29.0 None
DS-31 4/1/04 29.0 None
DS-32 3/31/04 29.0 36" C/_7' deep
DS-33 4/1/04 29.0 36"4)/6.5' deep,.
DS-34 3/31/04 29.5 None -
DS-35 3/31/04 29.5 _
DS-36 4/1/04 29.0 None Core barrel for rock at 15.5'130 min)
Enclosures:
• Figure 1: Shaft location plan
FR 004 2004.04.02.doc Page 4 of 4 5" PanGEO, Inc.
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ThIIGE®
Geotechnical and Earthquake Engineering Consultants
3414 NE 55th Street Project No. Page No.
Seattle,WA 98105 02-089.200 1 of 5
Tel: (206)262-0370 Fax:(206)262-0374 Report No. Date/Day of Week
005 April 5,2004/Monday
Project Name Location or Address
Star Lake Standpipe Seismic Retrofit Federal Way,Washington
Owner's Representative Permit No. Weather
Highline Water District:Mike Tungsvik _ Sunny;65 deg
Subcontractor Contractor PanGEO Field Rep.
DMI Drilling TS Bailey Construction Tiffany E.Adams,P.E.
The PanGEO representative was on site between 7:30 am and 4:15 pm to observe the installation of drilled
shafts for the seismic retrofit of the Star Lake Standpipe, Shaft locations and designations used in this
report are shown on Figure 1. All depths in this field report are measured from the base of the new grade
beam, which is about 3 feet below the top of the existing ring wall. The following was noted:
General Information
1. The shafts were drilled with a track-mounted SPIRADRILL. The majority of the shafts were
drilled with a 24-inch diameter open flight auger. A 36-inch core barrel was used to drill through
the footing at DS-13 and a 34-inch core barrel was used to drill through small boulders in the
glacial till at DS-13. A 24"bucket was also used at DS-13 to remove some of the suspended
material from the standing water.
2. Erosion control procedures were not necessary around the standpipe since runoff was not observed.
3. Drill spoils were stockpiled and spread along the south and east sides of the tank. No material was
placed on the steep slope to the north of the tank, and no material was removed from the site during
construction of the shafts.
Shaft Construction
1. DMT Drilling completed construction of three of the thirty-six drilled shafts today. The shafts that
were drilled and poured today were DS-8,DS-13, and DS-16. A summary of the shaft lengths is
provided in Table 1. All shafts were installed to a depth in conformance with the plans. Certain
drilled shafts were skipped to avoid communication between installations.
2. The soil profiles in all of the shafts installed today were consistently composed of three soil layers.
(The following depths are referenced from the base of the grade beam) The upper portion of shafts
DS-8 and DS-16 consisted of about 9 feet of moist to wet,brown, silty sand and gravel fill with
occasional to frequent cobbles. In the location for shaft DS-13,this layer appears to extend to a
depth of 12 ft, and the fill appears to extend underneath the ringwall footing. Below the fill layer,
dense, moist,light-brown, gravelly silty sand/sandy silt(glacial till)to a depth of about 19 ft below
the grade beam. The bottom layer consisted of brown silty sand(outwash sand).
3. Temporary casing was necessary to complete all of the shafts due to caving of the surface soils. In
the hole for DS-13, additional casing was needed to reduce the inflow of the perched groundwater
into the hole and minimize ground loss at the depth of groundwater inflow. The diameter and
depth of casing are listed in Table 1.
4. Cleanout of the bottom of the shafts was performed with a final pass of the 24-inch open flight
auger. A bucket was not used to clean the bottom of the shafts since the shafts were designed to
c. loads in uplift rather than corn. ession, The PanGEO representative sounded the bottom of
ez/s0 39Vd 'DNI `039NVd lLE0Z9Z90Z 66 :6T t,00Z/60/170
FIELD REPORT
each shaft with a weighted tape and determined that the bottom surfaces of the shafts appear to be
firm. Shaft DS-8 and DS-16 were dry at the time of drilling, although the stabilized groundwater
levels measured after an hour were about 27.5 to 28.5 ft below the bottom of the grade beam. The
hole for shaft DS-8 had about 1.5 ft of water in the bottom of the hole after about an hour, due to
the inflow of the groundwater in the outwash sand. The hole for DS-13 had about 14 ft of
groundwater after about 2 hours due to inflow of the perched groundwater. A 24"bucket was used
to remove some of the suspended material from the standing water in DS-13.
5. The concrete placement in shaft DS-16 was by free-fall method since there was less than 6 inches
of standing water in the bottom of the shaft at the time of concrete placement. The PanGEO
representative observed the rise of the concrete in all shafts to ensure that concrete was flowing
freely from inside the steel reinforcement to the outer perimeters of the shafts.
6. The concrete placement in shafts DS-8 and DS-13 was by tremie since there was 1.5 ft of standing
water in the bottom of shaft DS-8 and 14 ft of standing water in the bottom of shaft DS-13 at the
time of concrete placement. The PanGEO representative observed the operation of the tremie
system to insure that the tremie was lowered to the bottom of the hole before pumping began and to
monitor the depth of the tremie relative to the top of the concrete during placement. The end of the
trernie was kept at least 2 ft below the top of the concrete for the majority of the shafts. In the
upper 4 ft of the concrete pour for shaft DS-13 the bottom of the tremie was observed to raise
above the 2 ft minimum depth below the top of the concrete but did not exhibit any behavior to
indicate that it rose above the surface of the concrete(the tremie pipe remained steady with
minimal restraint and did not exhibit excessive movement during the stroke of the pump).
7. Concrete was poured in each shaft to approximately 3-feet below the top of the ring wall footing,
which is the planned elevation for the bottom of grade beam.
8. A slump test performed on the concrete for shaft DS-16 showed a 4-inch slump. The PanGEO
representative observed the concrete pour into shaft D-16. The concrete appeared to pour smoothly
into the shaft and was observed to flow freely from the inside of the steel reinforcement to the
outside perimeter of the drilled shaft. It was the general consensus of the contractor representative,
the subcontractor representative and the PanGEO representative that the concrete for all fo the
shafts was about a 4-inch slump mix.
9. DMI vaned some of the reinforcement cage tails shorter than 16-inches for shafts DS-8 and DS-13,
where 30 inch casing was used to minimize ground loss due to inflow of the perched groundwater
and the reinforcement tails had to be turned out somewhat to lower the tremie pipe through the
center of the cages. For DS-8,2 of the reinforcement tails were cut to a horizontal length of
approximately 12". For DS-13,2 of the reinforcement tails were cut to a horizontal length of
approximately 14". The remaining 6 tails in each shaft were at least 16"long.
Drilled Shaft Obstruction:
1. A 36-inch core barrel was used to break through the footing at DS-13 in order to set 36-inch casing
to 11 ft below the grade beam. Total coring time for the footing was about 35 minutes. A 24-inch
core barrel was used to break up a rock encountered in the glacial till at about 16ft in DS-13.
Coring time for the rock was about 20 minutes.
Conclusion: _
FR 005 2004.04.05.doc Page 2 of/S PanGEO,Inc.
0Z/60 3DVd 'ONI `039Ndd t'LEOZ9Z90Z 6E :ET • 000Z/60/00
FIELD REPORT
1. Three of the thirty-six drilled shafts were installed today in general accordance with the plans and
to depths summarized in Table 1. The soil conditions encountered in each of the completed shafts
were generally consistent with the PanGEO Geotechnical Report(November 14, 2003) design
parameters. In our opinion,the shafts will be capable of providing the recommended resistance
values stated in the Geotechnical Report.
2. The footing at the location of DS-13 was cored to allow installation of 36-inch casing to a
maximum depth of about 11 ft below the grade beam.
3. A perched groundwater table was found at a depth of 8.5ft below the grade beam at the location of
shafts DS-13. This shaft experienced inflow from the perched groundwater, which resulted in
minor sloughing of the sidewall at depths of 12-13 ft below the bottom of the grade beam. The
shaft was cased to a depth of 14 ft to minimize ground loss due to groundwater inflow. The casing
did not succeed in sealing off the groundwater and the inflow resulted in 14ft of standing water in
the bottom of the hole at the time of concrete placement. The concrete for this hole was placed
using a tremie.
4. The concrete for shaft DS-8 was also placed using a tremie,as the standing water in the bottom of
the hole was about 1.5 ft deep at the time of concrete placement. The standing water appears to be
due to a slightly higher groundwater I the outwash sand (about 27.5 ft below the grade beam), as
well as to the slightly deeper tip elevation of the hole for DS-8 (about 29 ft below grade).
FR 005 2004.04.05.doc Page 3 of 7 PanGEO, Inc.
OZ/OT 39Cd 'ONI `039NCd tLEOZ9Z9OZ 6E:ET b00Z/60Ib0
FIELD REPORT
Table 1: Summa of Drilled Shaft Len: hs
Drilled Installation Length Below Casing Notes -
Shaft Date New Grade Beam Diameter/Depth
Number (ft) (ft)
DS-1 3/30/04 28.5 None
DS-2 3/31/04 29.0 None Core barrel for rock at 13' 20 min)
DS-3 3/30/04 28.5 None
DS-4 3/31/04 29.0 None
DS-5 3/30/04 28.5 30" 4)/8' dee.
DS-6 4/1/04 29.0 None Shaft wall caved in u. ier 5 ft
DS-7 3/31/04 29 42"4/4' deep Surface soils disturbed on 3/30
DS-8 4/5/04 29.25 36" 4/4.5' deep
DS-9 4/1/04 29.0 36"4)/ 11' dep Casing for Perched GWT
_
DS-11 4/2/04 29.0 36" 4)/ 10' deep Core barrel for rock at 14' (3 hrs)
30" 0 / 15' deep Casing for Perched GWT, Tremie
DS-13 4/5/04 29.0 42" 4/7' deep Core barrel for footing at 8' (35 min)
36" 4)111' deep Core barrel for rock at 16' (20 min)
30" ii / 14' dee, Casing for Perched GWT, Tremie
DS-15 4/2/04 29.0 36"4/8.5' deep Casing for Perched GWT, Tremie
30" 4/ 13' deep
DS-16 4/5/04 29.0 42" 0/4' deep
36" ,, /7' dee,
DS-17 4/1/04 29.0 36"4/6.5' deep
DS-18 4/2/04 29.0 36" 0 / 6.5' dee.
DS-19 4/1/04 29.0 36" 0 /6.5' deep
DS-20 4/2/04 29.0 36"4)/7' deep -
DS-21 4/1/04 29.0 36" 0 /6' d--' Core barrel for rock at 15' (20 min
DS-22 3/31/04 29 36"4)/7' deep Core barrel for rock at 13' (15 min)
DS-23 4/2/04 29.0 36"4)/7' deep Core barrel for footing at 8' (50 min
DS-24 3/31/04 29 36" 4)/7.5' deep Core barrel for footing at 8' (90 min)
-
DS-25 4/1/04 29.0 None Core barrel for footing at 8' (100 min
DS-26 3/31/04 28.5 None
DS-27 4/1/04 29.0 36" 0 /7.5' dee•
DS-28 3/31/04 29.5 None
DS-29 4/1/04 29.0 42" 9 /3' deep
DS-30 3/31/04 29.0 None
DS-31 4/1/04 29.0 None
DS-32 3/31/04 29.0 36" 0 /7' dee.
DS-33 4/1/04 29.0 36" 0 /6.5' deep �I
DS-34 3/31/04 29.5 None
DS-35 3/31/04 29.5
DS-36 4/1/04 29.0 None Core barrel for rock at 15.5' 30 min 1
FR 005 2004.04.05.doc Page 4 of 49,5 PanGEO, Inc.
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