HomeMy WebLinkAboutPermit MI99-0203 - US WEST WIRELESS - BOW LAKE - MONOPOLE AND ANTENNASMI99 -0203
18700 Orillia Rd. S.
US West Wireless-
Bow Lake
City of Tukwila (• (206) 431 -3670
Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188
MISCELLANEOUS PERMIT
WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES,
APPLICANT IS PROCEEDING AT THEIR OWN RISK.
Parcel No:
Address:
Suite No:
Location:
Category:
Type:
Zoning:
Const Type:
Gas /Elec.:
Units:
Setbacks:
Water:
Wetlands:
352304 -9037
18700 ORILLIA RD Si
OTHR
MISCPERM
TVS
000
North:
HIGHLINE
Contractor License No:
Permit No:
Status:
Issued:
Expires:
Occupancy:
UBC:
Fire Protection:
.0 South: .0 East: .0 West:
Sewer: SEPTIC
Slopes: Y Streams:
MI99 -0203
ISSUED
01/18/2000
07/16/2000
.0
OCCUPANT US WEST WIRELESS -BOW LAKE Phone:
18700 ORILLIA ROAD S, TUKWILA, WA 98188
OWNER KING COUNTY
REAL PROPERTY DIVISION, 500.KING CO ADMIN BLDG, SEATTLE WA 98104
CONTACT CATHERINE TOLOSA Phone: 425 - 652 -2132
450 110 AV NE, #209, BELLEVUE WA 98004
*** * *•Ak•k*kk *k *•k*•***** sir******************* k******• k***** * * ** ** ** * ** *********•k ** ***k** -
Permit Description:
INSTALLATION OF 60' MONOPOLE & 2 ANTENNAS. ADDITIO
NAL EQUIPMENT TO BE INSTALLED AT BOTTOM OF POLE.
******• k*************• k************************* k****** * * ** ** * * ** *** * * *****k* * ** *** * *4
Construction Valuation: $ 50,000.00
PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr:
Curb Cut/Access/Sidewalk/CSS: N
Fire Loop Hydrant:. N No: Size(in): .00
Flood Control Zone: N
Hauling: N Start Time: End Time:
Land Altering: N Cut: Fill:
Landscape Irrigation: N
Moving Oversized Load: N Start Time: End Time:
Sanitary Side Sewer: N No:
Sewer Main Extension: N Private: Public:
.Storm Drainage: N
Street Use: N
Water Main Extension: N Private: Public:
**********• k****************************************** * * * *** ** * * * * ** * * ****** *** ** ***A
TOTAL DEVELOPMENT PERMIT FEES: $ 952.84
k**************** ** ** * * * *** * * * ** *k *** * ***k* *k *1f ****• k** ***** *****k * ** ***•k* * * ** *** * **4
Permit Center Authorized Signature:!
Date _LAL10i
I hereby certify that I have read and examined this permit and know the same
to be true and correct. All provisions of law and ordinances governing this
work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or
cancel the provision of any other state or local laws regulating construction
or the performance of work. I am authorized to sign for and obtain this
development ermit. _
C
Signature:
Print Name: Oa-1 �I1 the Tp /()
-r6acot-
Date: i/010
This permit shall become null and void if the work is not commenced within
180 days from the date of issuance, or if the work is suspended or abandoned
for a period of 180 days from the last inspection.
CITY OF TUKWILA
Address: 18700 ORILLIA RD 5
Tenant:
Type: MISCPERM
Parcel #: 352304-9037
Permit No: MI99-0203
Status: ISSUED
Applied: 11/09/1999
Issued: 01/18/2000
l*Ak*Akk*k*****.AAAA*WAA*A*k**111(kk*VAllik**ki*****kk**4.*kk**kA*4,AiA*14kit*A*A*
Permit Conditions:
1.. No changes will be made to the plans unless approved by the
Engineer and the Tukwila Building Division.
2. All permits, inspection records, and approved plans shall be
available at the job site prior to the start of any con-
struction. These ,documents are to be maintained and avail-
able until final inspection approval is granted.
3. Electrical permits shall be obtained through the Washington
State Division, of Labor and. Industries and all electrical
work will be inspected by that agency (248-6630).
4. Plumbing permits shall be obtained through the Seattle-King
County Department of Public Health. Plumbing will be
inspected by that agency, including all gas piping
(296-4722).
5. All mechanical work shall be under separate permit issued by
the City of Tukwila.
6. All construction to be done in conformance with approved
plans and requirements of the Uniform Building Code (1997
Edition) as amended, Uniform Mechanical Code (1997 Edition),
and Washington State Energy Code (1997 Edition).
7. Validity of Permit. The issuance of a permit or approval of
•plans, specifications, and computations shall not be con-
strued to be a permit for, or an approval of any violation
of any of the provisions of the building code or of any
other ordinance of the jurisdiction. No permit presuming to
give authority to violate or cancel the provisions of this
code shall be valid.
3. When special inspection is required either the owner,
architect or engineer shall notify the Tukwila Building
Division of appointment of the inspection agencies prior to
the first 'building inspection. Copies of all sPecial
inspection reports shall be submitted to the Building
Division in a timely manner. Reports shall contain address,
project name, permit number and type of inspection being
performed.
9. The special inspector shall submit a final signed report
stating whether the work requiring special inspection was,
to the best of the inspector's knowledge, in conformance
with approved plans and specifications and the applicable
workmanship provisions of the UBC.
10. All structural concrete shall be special inspected (UBC -
Sec. 306(a)1).
CITY OF T( :WILA
Permit Center
6300 Southcenter Boulevard, Suite 100
Tukwila, WA 98188
(206) 431 -3670
Project Number:
Permit Number:
STA! I US! ONI Y
MI�i9- 0-o3
Miscellaneous Permit Application
Application and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or facsimile.
Project Name /Tenant:
US WIC W \ e I.- 5wt,) L _A T�av► s
SAO( 0 V
Valu of Construction:
4.60 000
Site Address : City State /Ziy_:
2-100 U ri i l is Rc' - S S. 1TUKw>< lc� wFt cl�l$�
Tax Parcel Number:
3� 2 3U4 G 03_
Property Owner:
k kki\C CouV -t
o
Phone: ( )
1-0b 2e1b•' -w
Street Address:
"So( Ki Vg Coonf N (\ ckim vd 1dc,‘ sot Sw i oLt
Fax fl: ( )
Contractor:
Phone: (
Street Address:
City State/Zip:
Fax #: ( )
Architect:
4%.pC, PcircV Iec+ I Prgi-neer
0 Standby
Phone: ( )
4125 630- X651
Street Address; (� St S u
�4b.Z0 20o LEI
Cit St to /Zip:
o �i$�
Fax #: ( )
Phone: ( )
Engineer:
Street Address:
.. , City State /Zip:
Fax #: (
Contact Person: CCathe7rlV1e1 Tole
Phone: ( ) 25 Z(32
4' G'2_
Street Address: City State /Zi
��D i10�" ���, f� Z0�� gellevu U
Fax #: ( )
42� 1Is-1 - 6510 .
MISCELLANEOUS PERMIT REVIEW AND APPROVAL REQUESTED: (TO BE FILLED OUT BY APPLICANT)
Description of work to be done (please be specific):
\ ns n11ck soh 'f hO monopol-e v\ 1h 2. aniennCAS i \iup rev-4
;) be lixceIfd at bsr build1'in
�f � I
Will there be storage of flammable /combustible hazardous material in the building? ❑ yes P no
Attach list of materials and stora e location on separate 8 1/2 X 11 aper indicating quantities & Material Safety Data Sheets
❑ Above Ground Tanks Antennas /Satellite Dishes Bulkhead /Docks ❑ Commercial Reroof
❑ Demolition ❑ Fence ❑ Manufactured I- lousing - Replacement only
❑ Parking Lots ❑ Retaining Walls ❑ Temporary Facilities ❑ Tree Cutting
APPLICANT REQUEST FOR MISCELLANEOUS PUBLIC WORKS PERMITS
❑ Channelization /Striping
❑ Flood Control Zone
❑ Landscape Irrigation
❑ Storm Drainage
❑ Water Meter /Exempt #
❑ Water Meter /Perrnanent 11
❑ Water Meter Temp #
❑ Miscellaneous
❑ Curb cut/Access /Sidewalk
❑ Land Altering: 0 Cut_ cubic yards
❑ Sanitary Side Sewer 11:
❑ Street Use ❑ Water Main Extension
Size(s):
Size(s):
❑ Fire Loop /Hydrant (main to vault) #:
O Fill_ cubic yards 0 `sq. ft.grading/clearing
❑ Sewer Main Extension 0 Private 0 Public
0 Private 0 Public
O Deduct 0 Water Only
Size(s):
Size(s): Est. quantity: gal Schedule:
❑ Moving Oversized Load /Hauling
MONTHLY SERVICE BILLINGS TO:
I' atiorj.cepte
�i
Date a
Name:
Applic
o
Phone:
Address:
City /Sta e /Zip:
0 Water
0 Sewer
0 Metro
0 Standby
WATER METER DEPOSIT /REFUND BILLING:
Name:
Phone:
Address:
City /Sta e/Zip:
Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to
possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The
building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined
in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once.
Date a
I' atiorj.cepte
�i
Date a
mint ntpir
Applic
o
ken by: (initials)
i
ALL MISCELLANEOUS PL/l IT APPLICATIONS MUST BT SUBMIT
WITH TIII IOLlOWING:
> ALL DRAWINGS SHAL!BE A LEGIBLE SCALE AND NEATLY DRAWN
• BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED
> ARCHITECTURAL DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED ARCHITECT
D STRUCTURAL CALCULATIONS AND DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED
STRUCTURAL ENGINEER
D CIVIUSITE PLAN DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED CIVIL ENGINEER (P.E.)
Current copy of Washington State Department of Labor and Industries Valid Contractor's License. If not
available at the time of application, a copy of this license will be required before the permit is issued, unless the
homeowner will be the builder OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ".
Building,Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor
licensed by the State of Washington, a notarized letter from the, property owner authorizing the agent to submit this
permit application and obtain the permit will be required as part of this submittal.
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING OWNS OR AUTHORIZED AGENT:
SUBMI[ API'I I(ATION AND RIQUIRTI) ( III( KI ISIS IOR
Above Ground Tanks /Water Tanks - Supported directly upon grade
exceeding 5,000 gallons and a ratio of height to diameter or width which
exceeds 2:1
PFRMI1 RIVIFW
Submit checklist No: M -9
Signature: C/ - jl
Antennas /Satellite Dishes
Submit checklist No: M -1
Date: it (Q J qpi
Bulkhead /Dock
Submit checklist No: M -10
Phone: (42)
Commercial Reroof
Submit checklist No: M -6
0
Demolition
Submit checklist No: M -3
0
Fences - Over 6.feet in Height
Submit checklist No: M -9
0
Land Altering/Grading/Preloads ,.
Submit checklist No: M -2
0
Miscellaneous Public Works Permits
Submit checklist No: H -9
Manufactured Housing (RED INSIGNIA ONLY)
Submit checklist No: M -5
O
Moving Oversized Load /Hauling ∎=" ... ,
Submit checklist No: M -5
0
Parking Lots ., 1' ,
Submit checklist No: M -4
a
Retaining Walls - Over 4 feet in height
Submit. checklist No: M -1
n
Temporary Facilities
Submit checklist No: M -7
O
Tree Cutting
Submit checklist No: M -2
Current copy of Washington State Department of Labor and Industries Valid Contractor's License. If not
available at the time of application, a copy of this license will be required before the permit is issued, unless the
homeowner will be the builder OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ".
Building,Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor
licensed by the State of Washington, a notarized letter from the, property owner authorizing the agent to submit this
permit application and obtain the permit will be required as part of this submittal.
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING OWNS OR AUTHORIZED AGENT:
Signature: C/ - jl
Date: it (Q J qpi
Print name: Co+ heR 11j-e� To 1 osc�,
Phone: (42)
6 52_ Zia?,
Fax #: (4�� q5 i- 6310
Address: 4 n 110+14 /�, ,.A N_ .0
z/,9
,City /Sate9it
9/9/99
ndscpna.doc
,+++*+�+++*+++++^+kh++ “..4AN++»+^AA*A+++++*a+*-A*+++a*A*+*
CllY or [UKNILA. NA T~ l�hNGNIT
�^+A+A++A+��+*a+A+�+*V:x+�*+*A*J+�**+*+*A***+*h++A**+A*+*+A
1P.ANSMIT Numb.wr: R9800220 Amount: 9.52.84 01/18/00 11:46
,Payment Method: CH[CX :Nottitinn: US N[ST NIK[IESS Jnit: NFR '
Permit Nor. MI99".0203 Type: MISCoEVN NISCEiLANEUnSP�HMIT
Purcel No: 352304-9W.17-
8itp Ad0reos: 18700 UKIL}IA RD S
Tot.;,{.Feps:� 952.84
` Povmmht 952.84 Tutar ALL Pmtsx 95�.O4
Hillance: -O0 ,
v+*+**++AA+*.A++++a++*+a+*+^it«*+++*a**k+***+**+***+**11*o*A34
hcrount Code
000/322.100
000/345.830
000/386.904
Deycription
8UI|0IN8 - NONKE8
PLAN CHECK - NONUEA
S7A\E 8UI|'DING SURCHARGE:.
Amounh.'
574./5�
373^59
`�4.�O
•
INSPECTION NO.
INSPECTION RECORD
Retain a copy with permit
f
PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670
Projec w Lc txe _us s
Type,6 l ctio •
Addressr� .
1$ O(16 KL •S
11.0
Date called:
o3jN-( o
Special instructions:
Date wane I (���� p.m.
Requester;.,
Phone: h 06.....4 (3_ is34
Approved per applicable codes. Corrections required prior to approval.
COMMENTS: / ee 7-Me
hd
D
El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid
at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
[Receipt No: 1 Date:
1
INSPECTION RECORD
Retain a copy with permit
IN PEC ION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd, #100, Tukwila, WA 98188
PERMIT NO.
(206)431-3670
Project: tal .
-
• ...., ,
. a. •
..e of Inspe•A ion: _
.1/11,k i !.. l! • /0
4ciress: -
\
a4
Date ca ed:
,._ ,00
2cif, 1
pea instruction s
itxtx- cw„ nod n
Date want
4-- 00
Requeste
Pho&61 'c(5 ...talc7.45
EApproved per applicable codes. El Corrections required prior to approval.
COMMENTS:
Inspector:
CrE •
El $47.00 REINSPECTIO EE REQUIRED. Prior to inspection, fee must be paid
at 6300 Southcenter B d., Suite 100. Call to schedule reinspection.
Date: 27/4......0.0
0
X
1
SUMMIT MANUFACTUNG, LLC
225 KIWANIS BOULEVARD, WEST HAZL ..N, PA 18201
PHONE: (888) 847.6537 E-MAIL: SUMMITCAa@EPIX.NET
FAX: (888) 460-6885 WWW.SUMMITMFGLLC.COM
60' -O'
57' -6'
53' -0'
47. -6'
35. -0'
16.500' ACROSS FLATS
0
0
T/FQN iH
3/16' X 27.75' (Fy =65)
(EST WT = 1.073 KIPS)
— SPLICE LENGTH
MIN = 29.70'
-- DESIGN = 33.00"
MAX = 36.30'
azPAUL J. FORD AND COMPANY
"TRUCTURAL ENGINEERS
..i0 East Broad Street, Suite 500, Columbus, Ohio 43215
(614) 221 -6679 Fax: (614) 221 -0166 www,PJFweb,com
A N T E N N A L I S T
J O B D A T A
page 1
of 2
Job No. 29299 -682
Design
Dote n No. SUMMR JOB #5999
Rev. No. Rev. Dote
By
RKT
Chk'd By KJS
Pole
60 -FT MONOPOLE
Site
SEA270 BOW LAKE TRANSFER STATION: TUKWILA, WA
Owner
U. S. WEST
Ref. No.
MPH
Design
90 MPH /78 MPH + 1/2' RADIAL ICE
ACCORDING TO TIA /EIA -222 -F 1996
A N T E N N A L I S T
POLE SPECIFICATIONS
Pole Shope
Type:
LOAD CASES
CASE
1
90
MPH
WITH
NO ICE
DESIGN WIND
CASE
2
78
MPH
WITH
1/2" RADIAL ICE
REDUCED WIND WITH ICE
CASE
3
50
MPH
WITH
NO ICE
OPERATIONAL WIND
A N T E N N A L I S T
POLE SPECIFICATIONS
Pole Shope
Type:
18 -SIDED POLYGON
TOP
57.50
57.50
56.00
53.00
53.00
52.00
47.50
47.50
5/8" LIGHTNING ROD
(2) EMS RR33- 20 -XX_P
(3) 12 -FT "T ARMS r.•'•..•�::- ',:j...T ci.� •,; ;
(3) US WEST REMOTE UNIT �,.�,.. ,,f 11;,,`r';
(3) EMS RR33- 20 -XX_P _ -,', ; -'.,- .,,. -.,� r''',6'�r3y'
TRI -ARM SUPPORT ASSEMBLY - r+ f'�n
3 US WEST REMOTE UNIT i 4,1 '' '
8 ALLGON 7131.20 SECTOR
3 12 -FT 'T' ARMS , i 1 " H �;+
Taper:
0.200083 I N /FT
21.4
Shaft
Steel:
ASTM A607 GRADE 65
0.1875
0.2500
Base PL
Steel:
ASTM A572 GRADE 50 (50
KS()
Anchor
Bolts:
2 1/4"0 x 8' -O" LONG
#18J ASTM A615 GRADE 75
A N T E N N A L I S T
No.
Elev.
Descriotion
-
1 -2
-
3 -5
6 -8
-
9-11
12 -19
-
TOP
57.50
57.50
56.00
53.00
53.00
52.00
47.50
47.50
5/8" LIGHTNING ROD
(2) EMS RR33- 20 -XX_P
(3) 12 -FT "T ARMS r.•'•..•�::- ',:j...T ci.� •,; ;
(3) US WEST REMOTE UNIT �,.�,.. ,,f 11;,,`r';
(3) EMS RR33- 20 -XX_P _ -,', ; -'.,- .,,. -.,� r''',6'�r3y'
TRI -ARM SUPPORT ASSEMBLY - r+ f'�n
3 US WEST REMOTE UNIT i 4,1 '' '
8 ALLGON 7131.20 SECTOR
3 12 -FT 'T' ARMS , i 1 " H �;+
Rotation
(sway)
(degrees)
STEP BOLTS FULL HEIGHT.
ANTENNA FEED LINES RUN INSIDE OF POL
Tass0.0•000.02.04.40200•10•00rodourr
1/4' X 35.00' (Fy =65)
(REST WT = 2.304 KIPS)
GLE0
NOV 1 9 1999
REID MIDDLETON
1/ -3 -e
BASER 2 1/4" X 33.000' SQUARE c..
El tRcLt::3 t4..1
W /(4) 2.25'i ANCHOR BOLTS ON 34.000' B.C. WITH MIN. 7' -0'
EMBEDMENT INTO PIER (W /NUTS & TEMPLATE PLATE 0 BOT.)
28.130' ACROSS FLATS
BASE REACTIONS FOR USE
IN FOUNDATION DESIGN
Nov 0 6 1999
.•• a./1 A 1I 1,
MOMENT =
SHEAR =
AXIAL =
575 ft -kips
12 kips
8 kips
90 MPH WIND
50 MPH WIND
Elevation
Lateral
Deflection
(Inches)
Rotation
(sway)
(degrees)
Lateral
Deflection
(Inches)
Rotation
(sway)
(degrees)
TOP
21.4
2.740
6.6
0.846
0.1875
0.2500
3300
16.500
21.127
22.052
28.130
NO
E: DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES
BASER 2 1/4" X 33.000' SQUARE c..
El tRcLt::3 t4..1
W /(4) 2.25'i ANCHOR BOLTS ON 34.000' B.C. WITH MIN. 7' -0'
EMBEDMENT INTO PIER (W /NUTS & TEMPLATE PLATE 0 BOT.)
28.130' ACROSS FLATS
BASE REACTIONS FOR USE
IN FOUNDATION DESIGN
Nov 0 6 1999
.•• a./1 A 1I 1,
MOMENT =
SHEAR =
AXIAL =
575 ft -kips
12 kips
8 kips
S H A F T S E C T I O N D A T A
p
•ft
ion
Section
Length
feet)
Plate
Thickness
in.)
Lap
S ce
(in li.)
Diameter Across Flats
(inches)
® To•
® Bottom
wo
27.75
35.00
0.1875
0.2500
3300
16.500
21.127
22.052
28.130
NO
E: DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES
BASER 2 1/4" X 33.000' SQUARE c..
El tRcLt::3 t4..1
W /(4) 2.25'i ANCHOR BOLTS ON 34.000' B.C. WITH MIN. 7' -0'
EMBEDMENT INTO PIER (W /NUTS & TEMPLATE PLATE 0 BOT.)
28.130' ACROSS FLATS
BASE REACTIONS FOR USE
IN FOUNDATION DESIGN
Nov 0 6 1999
.•• a./1 A 1I 1,
MOMENT =
SHEAR =
AXIAL =
575 ft -kips
12 kips
8 kips
SUMMIT MANuFACTu::3, LLC
225 KIWANIS BOULEVARD, WEST HAZLETON, PA 18201
PHONE: (BBB) 847.6537 E-MAIL: SUMMITCA@EPIX.NET
FAX: (888) 460.6885 WWW.SUMMITMFGLLC.COM
VOLE & FOUNDATION
ANCHOR
BOLTS
HEAVY HEX
LEVELING NUT
W/ WASHER
POLE SHAFT
& BASE PL.
DOUBLE HEAVY
HEX NUT W/
WASHER
3" GAP
(NO GROUT)
6" MINIMUM CAISSON LENGTH
2" CLR
12" PROJECTION
FIN GRADE
I I
11
TEMPLATE S
AND NUT
4" CLR
(12) — #5
TIES
6" C/C
REM /J5
TIES
18" C/C
13' -6 ' \/ W.T.
-J
U
5' -0 "o
_ SHAFT
2' —O"
MIN LAP
(16) — #9
VERT REINF
FULL HEIGHT
al^'\UL J. FORD AND COMPANY
;.TRUCTURAL ENGINEERS
250 East Broad Street, Suite 500, Columbus, Ohio 43215
(614) 221 -6679 Fax: (614) 221 -0166 www.PJFweb,com
J O B D A T A
Page 2 of 2 Job No. 29299 -682
By RKT Design No. SUMMR JOB #5558
Ch' 'd By Date 1 1 —03 -1999
KJS Rev. No. Rev. Date -
Pole 60 —FT MONOPOLE
Site SEA270 BOW LAKE TRANSFER STATION: TUKWILA, WA
Owner U. S. WEST
Ref. No.
Design 90 MPH /78 MPH + 1/2" RADIAL ICE
ACCORDING TO TIA /EIA -222 —F 1996
THERE ARE TWO NOTCHES ON THE ANCHOR BOLT TEMPLATES
LOCATED 180' APART. THE CONTRACTOR SHALL POSITION
THE ANCHOR BOLTS AND TEMPLATES IN THE FOUNDATION PER
THE SUMMIT MANUFACTURING ANCHOR BOLT TEMPLATE
DRAWING.
NOTES:
1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT
28 DAYS. CONCRETE SHALL BE AIR ENTRAINED (6±1.5%). CONCRETE SHALL HAVE A
MAXIMUM WATER /CEMENT RATIO OF 0.4. ALL CONCRETE WORK SHALL BE IN
ACCORDANCE WITH 'THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE',
ACI 318, LATEST EDITION. FOUNDATION INSTALLATION SHALL BE IN ACCORDANCE WITH
ACI 336, 'STANDARD SPECIFICATIONS FOR THE CONSTRUCTION OF DRILLED PIERS',
LATEST EDITION.
2. REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A -615
(GRADE 60) EXCEPT THAT CAISSON TIES MAY BE ASTM A -615 (GRADE 40). ALL
REINFORCING DETAILS SHALL CONFORM TO 'MANUAL OF STANDARD PRACTICE FOR
DETAILING REINFORCED CONCRETE STRUCTURES', ACI 315, LATEST EDITION, UNLESS
DETAILED OTHERWISE ON THIS DRAWING,
3. SEE PAGE 1 FOR ANCHOR BOLT QUANTITY, SIZE, LENGTH, AND BOLT CIRCLE.
4. TOTAL CONCRETE = 12.7 CUBIC YARDS.
5. FOUNDATION DESIGN IS BASED UPON GEOTECHNICAL EXPLORATION REPORT
PREPARED BY: ZIPPER ZEMAN ASSOCIATES, INC
REPORT NO.: J -477
DATED: 09 -15 -1999
6. CONTRACTOR SHALL READ THE GEOTECHNICAL REPORT AND CONSULT THE
GEOTECHNICAL ENGINEER AS NECESSARY PRIOR TO CONSTRUCTION.
7. GEOTECHNICAL REPORT INDICATES GROUNDWATER WAS ENCOUNTERED AT 13' -6'
BELOW GRADE.
8. THE FOUNDATION WAS DESIGNED USING THE FOLLOWING SERVICE LOADS:
MOMENT: 575 FT -KIPS
SHEAR: 12 KIPS
AXIAL: 8 KIPS
9. GEOTECHNICAL REPORT RECOMMENDS THAT' THE .CAISSON.00NTRACLOR•'QE•!��
PREPARED TO CASE THE HOLE IF NECESSARY; „�:1 ;.; ' %�`�
�+ ') 1.!
i )
NOTE GEOTECHNICAL
REPORT INDICATES THAT
UNDERGROUND UTILITIES
ARE LOCATED IN THE
VICINITY OF THE
PROPOSED MONOPOLE
LOCATION.
•
- 2•-x/9
CAISSO\ (DRILLED PIERS FOU\DATIO\
PJF_Pole (tm) - Monopolb Design Program
Windows Version 1.28.0100 Wed Nov 3, 1999 - 9:22:36 am
(c) 1993 to 1998 PAUL J. FORD AND COMPANY, Columbus, Ohio
Job No • 29299 -682 Design No: Summit Job #5558 Engineer : RRT
Description : 60 -Ft Monopole - SEA270 Bow Lake Transfer Station: Tukwila, WA
Design • 90 mph /78 mph + 1/2" Radial Ice
Owner U. S. West Client: Summit Manufacturing, LLC
Status • Engineering Final Design Revision: Rev. Date :
S U M M A R Y O F A N A L Y S I S R E S U L T S
Pole Height • 60.00 ft
Top Diameter • 16.500 in
Bottom Diameter • 28.130 in
Pole Shape 18 -Sided Polygon
Splice Joint Type...: Taper shaft - Slip Joint Splice
Shaft Taper • 0.200083 (in /ft)
Shaft Steel Weight..: 3.376 kips
POLE SHAFT PROPERTIES:
Shaft Section
Section Length
Number (ft)
Wall
Thickness
[t]
(in)
Steel Top
Yield Diameter
[Fy] [Dt]
(ksi) (in)
Bottom Slip
Diameter Joint
[Db] Overlap
(in) (in)
1.
2.
27.750
35.000
0.18750
0.25000
65
65
16.500
21.127
22.052 33.00
28.130
POLE SHAFT SECTION MAXIMUM FORCES AND MOMENTS:
Shaft Wind Wind Radial Sect.
Section Load Speed Ice Elev.
Number No. (mph) (in) (ft)
At Base of Section I Max. Ratio
Axial Horiz. Bending Actual/
Load Shear Moment Allowable
(kips) (kips) (ft -kips) [Ftot /Fb]
1.
2.
1 90.0
1 90.0
0.00 35.00
0.00 0.00
5.074 8.964
7.321 10.560
150.062
494.356
0.5325
0.7578
» MAXIMUM BASE REACTIONS :
7.321 10.560
494.356 «
POLE DEFLECTION AND ROTATION AT TOP AND AT HIGHEST MICROWAVE DISH ELEVATION:
Wind Wind Radial
Load Speed Ice
No. (mph) (in) Location
Elev
(ft)
Max. Allowable
Deflection Rotation Rotation Limit
(in) (deg) (deg)
1. 90.0 0.00
2. 77.9 0.50
3. 50.0 0.00
Top 60.00
Top 60.00
Top 60.00
21.448
17.746
6.617
2.740
2.272
0.846
Page 1
PJF_Pole (tm) - Monopole Design Program
Windows Version 1.28.0100 Wed Nov 3, 1999 - 9:22:36 am
(c) 1993 to 1998 PAUL J. FORD AND COMPANY, Columbus, Ohio
Job No •
Description :
Design •
Owner •
Status •
29299 -682 Design No: Summit Job #5558 Engineer : RKT
60 -Ft Monopole - SEA270 Bow Lake Transfer Station: Tukwila, WA
90 mph /78 mph + 1/2" Radial Ice
U. S. West Client: Summit Manufacturing, LLC
Engineering Final Design Revision: Rev. Date :
Pole Height : 60 ft
Pole Shape : 18 -Sided Polygon
Pole Type : Taper shaft - Slip Joint Splice
Pole Taper : 0.200083 (in /ft)
INPUT TUBE PROPERTIES:
Tube
Sect
No.
1.
2.
Top /
Splice
Elev
(ft)
60.00
35.00
Bot
Tube
Elev
(ft)
Wall
Tube Thick
Length [t]
(ft) (in)
Steel
[Fy]
(ksi)
Top.
Di am
[Dt]
(in)
Bot
Diam
[Db]
(in)
32.25
0.00
27.750
35.000
0.18750
0.25000
65 16.500 22.052
65 21.127 28.130
Slip
Joint
Overlap
(in)
33.00
TUBE SECTION PROPERTIES:
Tube
Sect
No.
Section
Weight
(kips)
Elev
Location (ft)
Diam.
Across
Flats
(in)
Wall
Thick
[t] (Wit]
(in) Ratio
Diam/
Thick
(D/t]
Ratio
Area Ix
(inA2) (in "4)
1 1.073
2 2.304
@Top
@Splice
@Bot
@Top
@Bot
60.0
35.0
32.3
16.500
21.502
22.052
0.1875 13.75
18.46
18.97
88.00
114.68
117.61
35.0 21.127 0.2500 13.14 84.51
0.0 28.130 18.08 112.52
9.71 326.3
12.68 727.9
13.01 785.7
16.57 912.0
22.12 2171.9
Total Shaft Steel Weight = 3.376 kips
C�.
Page 2
PJF_Pole (tm) - Monopole Design Program
Windows Version 1.28.0100 Wed Nov 3, 1999 - 9:22:36 am
(c) 1993 to 1998 PAUL J. FORD AND COMPANY, Columbus, Ohio
Job No •
Description :
Design •
Owner •
Statue •
29299 -682 Design No: Summit Job #5558 Engineer : RKT
60 -Ft Monopole - SEA270 Bow Lake Transfer Station: Tukwila, WA
90 mph /78 mph + 1/2" Radial Ice
U. S. West Client: Summit Manufacturing, LLC
Engineering Final Design Revision: Rev. Date :
Segment Properties:
Tube
Segmt
No.
Segment
Feature
Location
Segment
Elev.
(ft)
Diam. Wall
Across Thick
Flats [t]
(in) (in)
[Wit]
Ratio
( @ Max Segment = 10 ft )
Di am/
Thick
[D /t] Area Ix
Ratio (inA2) (in"4)
1. top 60.000
2. <arm [1] > 57.500
3. <arm [2] > 57.500
4. <arm [3] > 57.500
5. <arm (43> 56.000
6. <arm [5] > 53.000
7. <arm [6] > 53.000
8. <arm [7]> 52.000
9. 50.000
10. <arm [8] > 47.500
11. <arm [9]> 47.500
12. 40.000
13. top sec(2) 35.000
14. bot sec(1) 32.250
15. 30.000
16. 20.000
17. 10.000
18. base 0.000
16.500
17.000
17.000
17.000
17.300
17.901
17.901
18.101
18.501
19.001
19.001
20.502
21.502
21.677
22.128
24.128
26.129
28.130
0.18750
0.18750
0.18750
0.18750
0.18750
0.18750
0.18750
0.18750
0.18750
0.18750
0.18750
0.18750
0.18750
0.25000
0.25000
0.25000
0.25000
0.25000
13.75
14.22
14.22
14.22
14.51
15.07
15.07
15.26
15.64
16.11
16.11
17.52
18.46
13.53
13.84
15.25
16.67
18.08
88.00
90.67
90.67
90.67
92.27
95.47
95.47
96.54
98.67
101.34
101.34
109.34
114.68
86.71
88.51
96.51
104.52
112.52
9.71 326.3
10.01 357.2
10.01 357.2
10.01 357.2
10.18 376.7
10.54 417.7
10.54 417.7
10.66 432.1
10.90 461.7
11.20 500.5
11.20 500.5
12.09 630.1
12.68 727.9
17.00 986.0
17.36 1049.5
18.95 1364.5
20.53 1737.0
22.12 2171.9
Total Number of Antennae / Arms = 9
Page 3
PJF_Pole (tm) - Monopole Design Program
Windows Version 1.28.0100 Wed Nov 3, 1999 - 9:22:36 am
(c) 1993 to 1998 PAUL J. FORD AND COMPANY, Columbus, Ohio
Job No • 29299 -682 Design No: Summit Job #5558 Engineer : RKT
Description : 60 -Ft Monopole - SEA270 Bow Lake Transfer Station: Tukwila, WA
Design • 90 mph /78 mph + 1/2" Radial Ice
Owner U. S. West Client: Summit Manufacturing, LLC
Status • Engineering Final Design Revision: Rev. Date :
ANTENNA AND ARM PROPERTIES AND LOAD DATA:
LOAD CASE 1: BASIC WIND VELOCITY = 90.00 mph
Arm Load Antenna Antenna
Ant Mount. Applic. Arm Ice Area Force Antenna
Arm Elev. Elev. Length Load [CaAa] [gzGhCaAa] Weight
No. (ft) (ft) (ft) Case (sf) (lbs) (lbs)
[1] 57.500 61.500 0.0000 No Ice: 0.50 20.93 108.00
Description: 5/8" Lightning Rod
[ Gh ] [ Kz ]
1.69 1.195
No Ice:
[ qz ]
(psf)
24.773
[qz] [Gh]
(psf)
41.866
[2] 57.500 57.500 2.0000 No Ice: 30.00 1232.07 1310.00
Description: (3) 12 -Ft "T" Arms
[ Gh ] [ Kz ]
1.69 1.172
No Ice:
[ qz ] [qz] [Gh]
(psf) (psf)
24.301 41.069
[3] 57.500 57.500 0.0000 No Ice: 14.00
Description: (2) EMS RR33- 20 -XX_P
[ Gh ] [ Kz ]
1.69 1.172
No Ice:
[ qz ]
(psf)
24.301
574.96 54.00
[qz] [Gh]
(psf)
41.069
[4] 56.000 56.000 0.0000 No Ice: 15.69
Description: (3) US West Remote Unit
[ Gh ] ( Kz ]
1.69 1.163
No Ice:
[ qz ]
(psf)
24.118
639.52 339.00
[qz] [Gh]
(psf)
40.760
[5] 53.000 53.000 0.0000 No Ice: 21.00
Description: (3) EMS RR33- 20 -XX_P
[ Gh ] [ Kz ]
1.69 1.145
No Ice:
842.60 81.00
[ qz ] (qz] [Gh]
(psf) (psf)
23.742 40.124
[6] 53.000 53.000 2.0000 No Ice: 15.00
Description: Tri -Arm Support Assembly
[ Gh ] [ Kz ]
1.69 1.145
No Ice:
601.86 290.00
[ qz ] [qz] [Gh]
(psf) (psf)
23.742 40.124
[7] 52.000 52.000 0.0000 No Ice: 15.69
Description: (3) US West Remote Unit
[ Gh ] [ Kz ]
1.69 1.139
No Ice:
626.12 339.00
[ qz ] [qz] [Gh]
(psf) (psf)
23.613 39.906
[8] 47.500 47.500 2.0000 No Ice: 30.00 1166.61 1310.00
Description: (3) 12 -Ft "T" Arms
[ Gh ] [ Kz ]
1.69 1.110
No Ice:
[ qz ] [qz] [GM
(psf) (psf)
23.010 38.887
[9] 47.500 47.500 0.0000 No Ica: 57.09 2220.07 127.20
Description: (8) Allgon 7131.20 Sector
r 1 rR71 rr_hi
L .. kin J ...._.-C ..nz. . .
1.69 1.110
No Ice:
23.010 38.887
C,.. Page 4
PJF_Pole (tm) - Monopole Design Program
Windows Version 1.28.0100 Wed Nov 3, 1999 - 9:22:36 am
(c) 1993 to 1998 PAUL J. FORD AND COMPANY, Columbus, Ohio
Job No • 29299 -682 Design No: Summit Job #5558 Engineer : RKT
Description : 60 -Ft Monopole - SEA270 Bow Lake Transfer Station: Tukwila, WA
Design • 90 mph /78 mph + 1/2" Radial Ice
Owner • U. S. West Client: Summit Manufacturing, LLC
Status • Engineering Final Design Revision: Rev. Date :
POLE SHAFT LOADS:
LOAD CASE 1: BASIC WIND VELOCITY = 90.00 mph
Design Loads per TIA /EIA -222 -F Standard; Gust Factor Gh = 1.69
Pole DL Overload Factor = 1
Per TIA /ETA Table 1: Note 3: For all cross sectional shapes,
Force Coefficient [Cf] need not exceed 1.2
for any value of C. (Where C=sqrt(Kz)*V*D.)
Top of Veloc Pole Projected Area Segment Shaft
Segment Expos Press Veloc Force Shaft Segment Wind Segment
Elev. Coeff [qz] Coeff Coeff [Ae] [Cf Ae] Force Weight
(ft) [Kz] (psf) [C] [Cf] (sf) (sf) (lbs) (lbs)
60.000 1.186 24.60 134.78 0.650 1.383 0.899 37.38 33.24
57.500 1.172 24.30 138.03 0.650 2.106 1.369 56.55 50.61
57.500 1.172 24.30 138.03 0.650 0.000 0.000 0.00 0.00
57.500 1.172 24.30 138.03 0.650 0.710 0.462 18.96 17.07
56.000 1.163 24.12 139.93 0.650 2.883 1.874 76.58 69.31
53.000 1.145 23.74 143.66 0.650 2.950 1.918 77.55 70.93
53.000 1.145 23.74 143.66 0.650 1.500 0.975 39.12 36.07
52.000 1.139 23.61 144.87 0.650 1.517 0.986 39.34 36.48
50.000 1.126 23.35 147.24 0.650 3.083 2.004 79.31 74.17
47.500 1.110 23.01 150.12 0.650 2.356 1.532 59.97 56.69
47.500 1.110 23.01 150.12 0.650 0.794 0.516 20.06 19.10
40.000 1.057 21.91 158.05 0.650 13.268 8.624 326.83 319.37
35.000 1.017 21.09 162.63 0.650 8.819 5.732 207.49 332.62
32.250 1.000 20.74 162.58 0.650 3.588 2.332 82.07 114.90
30.000 1.000 20.74 165.96 0.650 5.507 3.579 125.44 176.40
20.000 1.000 20.74 180.96 0.650 19.440 12.636 442.81 623.11
10.000 1.000 20.74 195.97 0.650 21.107 13.720 480.79 677.13
1.000 1.000 20.74 209.47 0.650 20.422 13.274 465.19 655.61
1
Summation TOTAL = 2635.48 3362.79
( END LOAD CASE 1 - POLE SHAFT LOADS )
Page 5
PJF_Pole (tm) - Monopole Design Program
Windows Version 1.28.0100 Wed Nov 3, 1999 - 9:22:36 am
(c) 1993 to 1998 PAUL J. FORD AND COMPANY, Columbus, Ohio
Job No •
Description :
Design •
Owner •
Status
29299 -682 Design No: Summit Job #5558 Engineer : RKT
60 -Ft Monopole - SEA270 Bow Lake Transfer Station: Tukwila, WA
90 mph /78 mph + 1/2" Radial Ice
U. S. West Client: Summit Manufacturing, LLC
Engineering Final Design Revision: Rev. Date :
POLE SHAFT SEGMENTS -- AXIAL AND SHEAR FORCES:
LOAD CASE 1:
Tube
Segment
No.
BASIC WIND VELOCITY = 90.00 mph
Segment
Elevation
(ft)
Axial
Load
(kips)
Cumulative
Axial
Load
(kips)
Horiz.
Shear
(kips)
Cumulative
Horiz.
Shear
(kips)
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
Base
60.000
57.500
57.500
57.500
56.000
53.000
53.000
52.000
50.000
47.500
47.500
40.000
35.000
32.250
30.000
20.000
10.000
1.000
0.033
0.159
1.310
0.071
0.408
0.152
0.326
0.375
0.074
1.367
0.146
0.319
0.333
0.115
0.176
0.623
0.677
0.656
0.033
0.192
1.502
1.573
1.981
2.133
2.459
2.835
2.909
4.276
4.422
4.741
5.074
5.189
5.365
5.988
6.665
7.321
0.037
0.077
1.232
0.594
0.716
0.920
0.641
0.665
0.079
1.227
2.240
0.327
0.207
0.082
0.125
0.443
0.481
0.465
0.037
0.115
1.347
1.941
2.657
3.577
4.218
4.884
4.963
6.189
8.430
8.756
8.964
9.046
9.171
9.614
10.095
10.560
0.000 7.321 10.560
END LOAD CASE 1 AXIAL AND SHEAR FORCE )
C
Page 6
PJF_Pole (tm) - Monopole Design Program
Windows Version 1.28.0100 Wed Nov 3, 1999 - 9:22:36 am
(c) 1993 to 1998 PAUL J. FORD AND COMPANY, Columbus, Ohio
Job No
Description
Design
Owner
Status
• 29299 -682 Design No: Summit Job #5558 Engineer : RKT
: 60 -Ft Monopole - SEA270 Bow Lake Transfer Station: Tukwila, WA
• 90 mph /78 mph + 1/2" Radial Ice
• U. S. West Client: Summit Manufacturing, LLC
• Engineering Final Design Revision: Rev. Date :
POLE SHAFT SEGMENTS -- MOMENTS and DEFLECTIONS:
LOAD CASE 1: BASIC WIND VELOCITY = 90.00 mph
Segmnt From
Elev Ant/
(ft) Arm
MOMENTS (ft -kips)
From From
Shaft P -Delta
Wind Effects
] [ -- DEFLECTIONS (inch) ]
No Total W/ Total
Total P -Delta P -Delta Rotation
Moment Effects Effects (deg)
60.00 0.031
57.50 0.084
57.50 0.084
57.50 0.084
56.00 2.826
53.00 10.228
53.00 10.228
52.00 14.140
50.00 23.216
47.50 34.561
47.50 34.561
40.00 93.997
35.00 133.621
32.25 155.414
30.00 173.244
20.00 252.492
10.00 331.739
0.00 410.987
0.000
0.159
0.159
0.159
0.367
1.052
1.052
1.358
2.088
3.220
3.220
8.144
12.718
15.670
18.318
32.746
51.773
75.779
0.000
0.003
0.003
0.039
0.191
0.382
0.484
0.600
0.869
1.074
1.173
2.780
3.724
4.090
4.617
6.153
7.202
7.590
0.031
0.246
0.246
0.282
3.384
11.662
11.763
16.098
26.174
38.856
38.954
104.922
150.062
175.174
196.179
291.391
390.715
494.356
21.011
20.168
20.168
19.887
18.765
17.643
17.085
16.528
15.421
14.598
14.328
10.184
7.885
7.042
5.861
2.644
0.666
0.000
( END LOAD CASE 1 MOMENTS AND DEFLECTIONS )
21.448 2.740
20.587 2.740
20.587 2.740
20.300 2.740
19.152 2.737
18.005 2.721
17.435 2.721
16.865 2.712
15.734 2.685
14.892 2.637
14.616 2.637
10.382 2.369
8.035 2.102
7.174 1.963
5.970 1.846
2.691 1.272
0.677 0.645
0.000 0.000
Page 7
PJF_Pole (tm) - Monopole Design Program
Windows Version 1.28.0100 Wed Nov 3, 1999 - 9:22:36 am
(c) 1993 to 1998 PAUL J. FORD AND COMPANY, Columbus, Ohio
Job No • 29299 -682 Design No: Summit Job #5558 Engineer : RKT
Description : 60 -Ft Monopole - SEA270 Bow Lake Transfer Station: Tukwila, WA
Design • 90 mph /78 mph + 1/2" Radial Ice
Owner U. S. West Client: Summit Manufacturing, LLC
Status • Engineering Final Design Revision: Rev. Date :
POLE SHAFT SEGMENTS -- ACTUAL VS. ALLOWABLE STRESSES:
LOAD CASE
Note: Per
1: BASIC WIND VELOCITY = 90.00 mph
TIA /EIA Sec. 3.1.1.1: Allow a 1/3 stress increase for poles under
700 feet in height. The allowable stresses
shown include the factor of 1.333
( ACTUAL STRESSES
Segmnt Bending Axial Torsion Shear
Elev (fb] (fa] (ft] (fv]
(ft) (ksi) (ksi) (ksi) (ksi)
- - -]
Combined
(Ftot]
(ksi)
Allow.
Stress
(Flo]
(ksi)
Actual/
Allowable
(Ftot /Fb]
Ratio
60.00 0.010 0.003 0.000 0.008
57.50 0.071 0.019 0.002 0.023
57.50 0.071 0.150 0.349 0.269
57.50 0.082 0.157 0.406 0.387
56.00 0.947 0.195 0.455 0.521
53.00 3.045 0.202 0.504 0.677
53.00 3.071 0.233 0.657 0.798
52.00 4.109 0.266 0.701 0.914
50.00 6.390 0.267 0.671 0.909
47.50 8.987 0.382 0.898 1.103
47.50 9.009 0.395 1.096 1.502
40.00 20.799 0.392 0.940 1.445
35.00 27.009 0.400 0.854 1.410
32.25 23.464 0.305 0.634 1.062
30.00 25.201 0.309 0.608 1.054
20.00 31.392 0.316 0.510 1.012
10.00 35.808 0.325 0.434 0.981
0.00 39.010 0.331 0.374 0.952
( END LOAD
0.019
0.100
1.093
1.395
2.039
3.838
4.156
5.193
7.198
9.989
10.425
21.590
27.688
23.949
25.672
31.818
36.215
39.408
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
CASE 1 ACTUAL VS. ALLOWABLE STRESSES )
0.0004
0.0019
0.0210
0.0268
0.0392
0.0738
0.0799
0.0999
0.1384
0.1921
0.2005
0.4152
0.5325
0.4606
0.4937
0.6119
0.6964
0.7578
Page 8
PJF_Pole (tm) - Monopole Design Program
Windows Version 1.28.0100 Wed Nov 3, 1999 - 9:22:36 am
(c) 1993 to 1998 PAUL J. FORD AND COMPANY, Columbus, Ohio
Job No • 29299 -682 Design No: Summit Job #5558 Engineer : RKT
Description : 60 -Ft Monopole - SEA270 Bow Lake Transfer Station: Tukwila, WA
Design • 90 mph /78 mph + 1/2" Radial Ice
Owner • U. S. West Client: Summit Manufacturing, LLC
Status • Engineering Final Design Revision: Rev. Date :
ANTENNA AND ARM PROPERTIES AND LOAD DATA:
LOAD CASE 2: WIND VELOCITY = 77.94 mph + 0.50 inches Radial Ice.
Arm Load Antenna Antenna
Ant Mount. Applic. Arm Ice Area Force Antenna
Arm Elev. Elev. Length Load [CaAa] [gzGhCaAa] Weight
No. (ft) (ft) (ft) Case (a£) (lbs) (lbs)
[1] 57.500 61.500 0.0000 W/ Ice: 1.50 47.10 144.00
Description: 5/8" Lightning Rod
[ Gh ] [ Kz ]
1.69 1.195
W/ Ice:
[ qz ]
(psf)
18.579
[qz] [Gh]
(psf)
31.399
[2] 57.500 57.500 2.0000 W/ Ice: 33.00 1016.45 1441.00
Description: (3) 12 -Ft "T" Arms
[ qz ]
[ Gh ] [ Kz ] (paf)
1.69 1.172 W/ Ice: 18.226
[qz] [Gh]
(psf)
30.802
[3] 57.500 57.500 0.0000 W/ Ice: 15.42
Description: (2) EMS RR33- 20 -XX_P
[ Gh ] [ Kz ]
1.69 1.172
W/ Ice:
474.96 141.54
[ qz ] [qz] [Gh]
(psf) (psf)
18.226 30.802
[4] 56.000 56.000 0.0000 W/ Ice: 17.16
Description: (3) US West Remote Unit
[ Gh ] ( Kz
1.69 1.163
W/ Ice:
[ qz ]
(psf)
18.089
524.58 445.50
[qz] [Gh]
(paf)
30.570
[5] 53.000 53.000 0.0000 W/ Ice: 23.13
Description: (3) EMS RR33 -20 -XX P
[ qz ]
[ Gh ] [ Kz ] (psf)
1.69 1.145 W/ Ice: 17.806
696.05 212.31
[qz] [Gh]
(psf)
30.093
[6] 53.000 53.000 2.0000 W/ Ice: 17.00
Description: Tri -Arm Support Assembly
[ Gh ] [ Kz ]
1.69 1.145
W/ Ice:
[ qz ]
(psf)
17.806
511.58 319.00
[qz] [Gh]
(psf)
30.093
[7] 52.000 52.000 0.0000 W/ Ice: 17.16
Description: (3) US West Remote Unit
[ Gh ] [ Kz ]
1.69 1.139
W/ Ice:
[ qz ]
(paf)
17.710
513.59 445.50
[qz] [Gh]
(psf)
29.929
[8] 47.500 47.500 2.0000 W/ Ice: 33.00
Description: (3) 12 -Ft "T" Arms
962.46 1441.00
( qz ] [qz] [Gh]
C Gh ] [ Kz ] (psf) (psf)
1.69 1.110 W/ Ice; 17.258 29.165
[9] 47.500 47.500 0.0000 W/ Ice: 61.43 1791.63 546.00
Description: (8) Allgon 7131.20 Sector
r ... 1
L.. L7n ...J_._...1_.Xz.J...
1.69 1.110
W/ Ice:
17.258 29.165
( ( Page 9
PJF_Pole (tm) - Monopole Design Program
Windows Version 1.28.0100 Wed Nov 3, 1999 - 9:22:36 am
(c) 1993 to 1998 PAUL J. FORD AND COMPANY, Columbus, Ohio
Job No • 29299 -682 Design No: Summit Job #5558 Engineer : RKT
Description : 60 -Ft Monopole - SEA270 Bow Lake Transfer Station: Tukwila, WA
Design • 90 mph /78 mph + 1/2" Radial Ice
Owner • U. S. West Client: Summit Manufacturing, LLC
Status Engineering Final Design Revision: Rev. Date :
POLE SHAFT LOADS:
LOAD CASE 2: WIND VELOCITY = 77.94 mph with 0.50 inches Radial Ice.
Design Loads per TIA /EIA -222 -F Standard; Gust Factor Gh = 1.69
Pole DL Overload Factor = 1
Per TIA /EIA Table 1: Note 3: For all cross sectional shapes,
Force Coefficient (Cf] need not exceed 1.2
for any value of C. (Where C =sgrt(Kz) *V *D.)
Top of Veloc Pole Projected Area Segment Shaft
Segment Expos Press Veloc Force Shaft Segment Wind Segment
Elev. Coeff (qz] Coeff Coeff (Ae] [Cf Ae] Force Weight
(ft) (Kz] (paf) [C] (Cf] (sf) (sf) (lbs) (lbs)
60.000 1.186 18.45 116.73 0.650 1.467 0.953 29.72 43.79
57.500 1.172 18.23 119.54 0.650 2.231 1.450 44.93 66.67
57.500 1.172 18.23 119.54 0.650 0.000 0.000 0.00 0.00
57.500 1.172 18.23 119.54 0.650 0.752 0.489 15.06 22.49
56.000 1.163 18.09 121.19 0.650 3.050 1.983 60.76 91.28
53.000 1.145 17.81 124.41 0.650 3.117 2.026 61.45 93.39
53.000 1.145 17.81 124.41 0.650 1.583 1.029 30.97 47.49
52.000 1.139 17.71 125.46 0.650 1.600 1.040 31.13 48.02
50.000 1.126 17.51 127.52 0.650 3.250 2.113 62.70 97.62
47.500 1.110 17.26 130.01 0.650 2.481 1.613 47.37 74.60
47.500 1.110 17.26 130.01 0.650 0.835 0.543 15.84 25.13
40.000 1.057 16.43 136.87 0.650 13.934 9.057 257.44 420.09
35.000 1.017 15.82 140.84 0.650 9.235 6.003 162.97 437.28
32.250 1.000 15.55 140.80 0.650 3.755 2.440 64.42 142.09
30.000 1.000 15.55 143.72 0.650 5.757 3.742 98.35 218.11
20.000 1.000 15.55 156.72 0.650 20.273 13.178 346.35 770.16
10.000 1.000 15.55 169.71 0.650 21.941 14.261 374.83 836.53
1.000 1.000 15.55 181.41 0.650 21.172 13.762 361.70 809.63
Summation TOTAL = 2065.99 4244.37
( END LOAD CASE 2 -- POLE SHAFT LOADS )
Page 10
PJF_Pole (tm) - Monopole Design Program
Windows Version 1.28.0100 Wed Nov 3, 1999 - 9:22:36 am
(c) 1993 to 1998 PAUL J. FORD AND COMPANY, Columbus, Ohio
Job No • 29299 -682 Design No: Summit Job #5558 Engineer : RKT
Description : 60 -Ft Monopole - SEA270 Bow Lake Transfer Station: Tukwila, WA
Design • 90 mph /78 mph + 1/2" Radial Ice
Owner U. S. West Client: Summit Manufacturing, LLC
Status Engineering Final Design Revision: Rev. Date :
POLE SHAFT SEGMENTS -- AXIAL AND SHEAR FORCES:
LOAD CASE 2: WIND VELOCITY = 77.94 mph with 0.50 inches Radial Ice.
Tube Segment
Segment Elevation
No. (ft)
Axial
Load
(kips)
Cumulative
Axial
Load
(kips)
Horiz.
Shear
(kips)
Cumulative
Horiz.
Shear
(kips)
1. 60.000
2. 57.500
3. 57.500
4. 57.500
5. 56.000
6. 53.000
7. 53.000
8. 52.000
9. 50.000
10. 47.500
11. 47.500
12. 40.000
13. 35.000
14. 32.250
15. 30.000
16. 20.000
17. 10.000
18. 1.000
Base 0.000
0.044
0.211
1.441
0.164
0.537
0.306
0.366
0.494
0.098
1.516
0.571
0.420
0.437
0.142
0.218
0.770
0.837
0.810
0.044
0.254
1.695
1.859
2.396
2.702
3.068
3.562
3.660
5.175
5.746
6.166
6.604
6.746
6.964
7.734
8.571
9.380
0.030
0.092
1.016
0.490
0.585
0.757
0.543
0.545
0.063
1.010
1.807
0.257
0.163
0.064
0.098
0.346
0.375
0.362
0.030
0.122
1.138
1.628
2.214
2.971
3.514
4.058
4.121
5.131
•6.938
7.196
7.359
7.423
7.521
7.868
8.243
8.604
9.380 8.604
( END LOAD CASE 2 -- AXIAL AND SHEAR FORCE )
Page 11
PJF_Pole (tm) - Monopole Design Program
Windows Version 1.28.0100 Wed Nov 3, 1999 - 9:22:36 am
(c) 1993 to 1998 PAUL J. FORD AND COMPANY, Columbus, Ohio
Job No •
Description :
Design •
Owner •
Status •
29299 -682 Design No: Summit Job #5558 Engineer : RKT
60 -Ft Monopole - SEA270 Bow Lake Transfer Station: Tukwila, WA
90 mph /78 mph + 1/2" Radial Ice
U. S. West Client: Summit Manufacturing, LLC
Engineering Final Design Revision: Rev. Date :
POLE SHAFT SEGMENTS -- MOMENTS and DEFLECTIONS:
LOAD CASE 2:
WIND VELOCITY = 77.94 mph with 0.50 inches Radial Ice.
[
Segmnt From
Elev Ant/
(ft) Arm
MOMENTS (ft -kips)
From From
Shaft P -Delta
Wind Effects
] [ -- DEFLECTIONS (inch) 3
No Total W/ Total
Total P -Delta P -Delta Rotation
Moment Effects Effects (deg)
60.00 0.071
57.50 0.188
57.50 0.188
57.50 0.188
56.00 2.496
53.00 8.685
53.00 8.685
52.00 11.956
50.00 19.525
47.50 28.986
47.50 28.986
40.00 78.023
35.00 110.715
32.25 128.696
30.00 143.407
20.00 208.791
10.00 274.175
0.00 339.559
0.000
0.127
0.127
0.127
0.292
0.835
0.835
1.078
1.657
2.554
2.554
6.451
10.064
12.394
14.483
25.849
40.806
59.641
0.000
0.003
0.003
0.037
0.186
0.378
0.484
0.605
0.885
1.099
1.198
2.928
3.943
4.337
4.903
6.547
7.663
8.074
0.071
0.319
0.319
0.352
2.974
9.899
10.005
13.639
22.067
32.639
32.737
87.402
124.722
145.427
162.793
241.187
322.645
407.273
17.282
16.588
16.588
16.357
15.432
14.508
14.048
13.590
12.678
12.001
11.778
8.368
6.477
5.784
4.813
2.170
0.547
0.000
( END LOAD CASE 2 -- MOMENTS AND DEFLECTIONS )
17.746 2.272
17.032 2.271
17.032 2.271
16.794 2.271
15.842 2.270
14.892 2.256
14.419 2.256
13.947 2.248
13.010 2.225
12.313 2.185
12.084 2.185
8.578 1.961
6.637 1.739
5.925 1.623
4.929 1.526
2.220 1.050
0.558 0.532
0.000 0.000
Page 12
PJF_Pole (tm) - Monopole Design Program
Windows Version 1.28.0100 Wed Nov 3, 1999 - 9:22:36 am
(c) 1993 to 1998 PAUL J. FORD AND COMPANY, Columbus, Ohio
Job No •
Description :
Design •
Owner •
Status •
29299 -682 Design No: Summit Job #5558 Engineer : RKT
60 -Ft Monopole - SEA270 Bow Lake Transfer Station: Tukwila, WA
90 mph /78 mph + 1/2" Radial Ice
U. S. West Client: Summit Manufacturing, LLC
Engineering Final Design Revision: Rev. Date :
POLE SHAFT SEGMENTS -- ACTUAL VS. ALLOWABLE STRESSES:
LOAD CASE
Note: Per
Segmnt
Elev
(ft)
2: WIND VELOCITY = 77.94 mph with 0.50 inches Radial Ice.
TIA /EIA Sec. 3.1.1.1: Allow a 1/3 stress increase for poles under
700 feet in height. The allowable stresses
shown include the factor of 1.333
Bending
[fb]
(ksi)
ACTUAL STRESSES
Axial Torsion Shear
(fa] [ft] [fv]
(ksi) (ksi) (ksi)
Combined
[Ftot]
(ksi)
Allow. Actual/
Stress Allowable
[Fb] [Ftot /Fb]
(ksi) Ratio
60.00 0.022 0.005 0.000 0.006
57.50 0.092 0.025 0.005 0.024
57.50 0.092 0.169 0.291 0.227
57.50 0.102 0.186 0.338 0.325
56.00 0.832 0.235 0.378 0.434
53.00 2.584 0.256 0.419 0.562
53.00 2.612 0.291 0.549 0.665
52.00 3.481 0.334 0.584 0.760
50.00 5.388 0.336 0.559 0.754
47.50 7.549 0.462 0.746 0.914
47.50 7.572 0.513 0.906 1.236
40.00 17.326 0.510 0.777 1.188
35.00 22.448 0.521 0.706 1.158
32.25 19.479 0.397 0.524 0.871
30.00 20.912 0.401 0.502 0.864
20.00 25.984 0.408 0.422 0.829
10.00 29.569 0.417 0.359 0.801
0.00 32.138 0.424 0.309 0.776
0.028
0.128
0.935
1.184
1.765
3.310
3.584
4.469
6.159
8.512
8.896
18.158
23.194
20.022
21.444
26.481
30.054
32.617
( END LOAD CASE 2 ACTUAL VS. ALLOWABLE STRESSES
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
52.00
)
0.0005
0.0025
0.0180
0.0228
0.0339
0.0637
0.0689
0.0860
0.1184
0.1637
0.1711.
0.3492
0.4460
0.3850
0.4124
0.5092
0.5780
0.6272
PJF_Pole (tm) - Monopole Design Program
Windows Version 1.28.0100 Wed Nov 3, 1999 - 9:22:36 am
(c) 1993 to 1998 PAUL J. FORD AND COMPANY, Columbus, Ohio
Job No • 29299 -682 Design No: Summit Job #5558 Engineer : RKT
Description : 60 -Ft Monopole - SEA270 Bow Lake Transfer Station: Tukwila, WA
Design • 90 mph /78 mph + 1/2" Radial Ice
Owner • U. S. West Client: Summit Manufacturing, LLC
Status • Engineering Final Design Revision: Rev. Date :
M O N O P O L E B A S E P L A T E D E S I G N D E T A I L S
Shaft Shape
Base Dia, DF
PT- to -PT, DP •
Min Bolt Circle .:
18 Sided Polygon
28.130 Inches
28.564 Inches
35.130 Inches
Stress Increase ...: 1.333 Factor
Base Plate Shape ..: Square
Use Bolt Circle ...: 34.000 Inches
Base Reactions
Moment
Axial Load
DESIGN
494.356 Ft -Kips
7.321 Kips
USER
494.356 Ft -Kips
7.321 Kips
Anchor Bolt Details
Number of Bolts
Bolt Diameter
Bolt Type
Y- Distance
Mom. of Inertia
Bolt Tension, T
Allowable Tension
Bolt Compression,
C .
DESIGN USER
4
2.250 Inches
#18J ASTM A615
0
617.06 InA4
168.87 Kips
194.81 Kips
170.70 Kips
4
2.250 Inches
#18J ASTM A615
0
578.00 InA4
174.48 Kips
194.81 Kips
176.31 Kips
Base Plate Details
Plate Moment, MPL
Bend Plane, W
Plate Thickness, t
Plate Width
Plate Steel
Gross Weight
Net Weight
Allowable Stress
Actual Stress
Act. /Allow Ratio
DESIGN
597.44 In -Kips
15.49 Inches
2.152 Inches
30.841 Inches
ASTM A572 GRADE 50 (50
580.50 Lbs
433.10 Lbs
49.99 Ksi
49.99 Ksi
1.00
USER
517.47 In -Kips
18.54 Inches
2.250 Inches
33.000 Inches
KSI) ASTM A572 GRADE 50 (50 KSI)
694.90 Lbs
540.80 Lbs
49.99 Ksi
33.08 Ksi
0.66
B A S E
P L A T E R E S I G N
S U M M A R Y
USE FOLLOWING SPECIFICATIONS:
Plate Thickness
Plate Width /Diameter :
Plate Weight
2.250 Inches
33.000 Inches (Square)
0.695 Kips
Number of Bolts ..: 4
Bolt Circle • 34.00 Inches
Bolt Diameter 2.25 Inches
Bolt Type #18J ASTM A615
PJF_Pole (tm) - Monopole Design Program
Windows Version 1.28.0100 Wed Nov 3, 1999 - 9:55:40 am
(c) 1993 to 1998 PAUL J. FORD AND COMPANY, Columbus, Ohio
Job No 29299 -682 Design No: Summit Job #5558 Engineer : RKT
Description : 60 -Ft Monopole - SEA270 Bow Lake Transfer Station: Tukwila, WA
Design • 90 mph /78 mph + 1/2" Radial Ice
Owner • U. S. West Client: Summit Manufacturing, LLC
Status • Engineering Final Design Revision: Rev. Date :
S U M M A R Y O F C U R R E N T
C A I S S O N
D E S I G N
Diameter. (ft)
Min. Depth (ft)
Depth Used (ft) .
Rebar Area (in''2)
Rebar Used
Water at (ft)
5.00 Compression (kips):
.... 16.50 Horizontal (kips)
... 17.00 Uplift (kips)
.: 16.00 Moment (Ft -kips) .:
• (16) #9 Full Cohesion (ft) :
13.50 Rock at (ft)
8.00 Friction S.F 2.00
12.00 Lateral S.F 2.00
0.00 Concrete S.F 1.30
575.0 Concrete F'c (psi) : 3000.0
15.00 Steel Cover (in) ..: 4.00
0.00
SOIL PROFILE .
Soil Layer
Layer Thickness
(ft)
1 5.00
2 8.50
3 16.50
Unit
Weight
(pcf)
110.00
110.00
47.60
Ult. Skin Allowable Friction Passive Cohesion
Friction Bearing Angle- Phi Coeff.- KP (c)
(psf) (psf) (deg) (psf)
0.00 0.00 0.00 1.000 0.00
520.00 0.00 32.00 3.255 0.00
1400.00 13600.00 32.00 3.255 0.00
LATERAL / MOMENT CAPACITY (CHECK) :
Caisson Diameter (ft)
Height Above Grade (ft)
Depth Below Grade (ft)
Concrete Volume (CY)
Applied Moment From Loads (Working), Mwork(Ft -kip):
Resisting Moment From Soil (Ult), Mult(Ft -kip)
Moment S.F. (Mult / Mwork)
Applied Horizontal Load (Working), Hwork (Kips) ..:
Horizontal Soil Resistance (Ultimate), Hult (Kips):
Horizontal S.F. (Hult / Hwork)
Center of Rotation (from grade) (ft)
Inflection Point (Max Design Moment Location (ft)
Maximum Factored Design Moment for Reinf. (Ft -kip):
Area Steel Required From Loads (inA2)
ACI Minimum Steel (0.5 %) (in"2)
Area Reinf. Steel Provided (in"2)
Min Design
5.00
0.50
16.50
12.36
728.60
1505.84
2.07
12.00
28.02
2.34
12.30
6.00
1003.64
8.40
14.14
16.00
Actual Design
5.00
0.50
17.00
12.73
732.20
1665.78
2.28
12.00
28.11
2.34
12.60
6.00
1003.64
8.40
14.14
16.00
UPLIFT CAPACITY CHECK :
Actual Uplift on Caisson (Kips)
Allowable Uplift Capacity (Kips)
0.00
107.76
COMPRESSION CAPACITY CHECK :
Actual Compression on Caisson (Kips)
Total Compression (Includes Concrete Wt.) (Kips)
Allowable Compression Capacity (Kips)
8.00
25.67
334.74
0.00
114.43
8.00
26.16
340.23
CAISSON DESIGN:
USE: 5.00 ft Diameter X 17.50 ft Long (Concrete Volume = 12.73 CY)
Reinf: (16) #9 Vert, w /Closed Ties: (12) #5 @6.0 ", remaining ties 12)18.0" (ASTM A615)
Zipper Zeman Associates Inc.
Geotechnical and Environmental Consulting
Odelia Pacific Corporation
450 — 110`h Avenue N.E., Room 209
Bellevue, Washington 98004
Attention: Mr. Rich Shoji
Subject:
sa L
J -477
15 September 1999
Subsurface Exploration and Geotechnical Engineering Evaluation
Proposed US WEST Wireless SEA 270 Cell Site Tower
18700 Orillia Road South
Tukwila, Washington
Dear Mr. Shoji:
•
Zipper Zeman Associates, Inc. ( ZA) ' is pleased to submit this report providing the
results of our Subswface Exploration and Geotechnical Engineering Evaluation conducted for
the above referenced project. The purpose of this evaluation was to interpret general surface and
subsurface site conditions, from which we could determine the feasibility of the project with
respect to geotechnical concerns and formulate recommendations regarding site preparation,
tower foundations, equipment building foundations, structural fill and other considerations. The
scope of services completed for this study included a site surface reconnaissance, subsurface
exploration, geotechnical engineering analyses, and preparation of this report. Sampling and
testing for the presence of contamination was beyond the scope of this evaluation. This report
has been prepared in accordance with generally accepted geotechnical engineering practices for
the exclusive use of US WEST Wireless, Odelia Pacific, and their agents, for specific application
to this project and site location.
SITE AND PROJECT DESCRIPTION
The site is located at 18700 Orillia Road in Tukwila, Washington. The proposed new
monopole site is located within the King County Bow Lake solid waste transfer station property.
The proposed monopole will be constructed along the western margin of the property, upslope of
the transfer station's west exit driveway. The layout of the proposed project site and adjacent
site features are shown on the attached Figure 1, the Site and Exploration Plan.
We understand that the proposed project will include the construction of anew 45 -foot
tall monopole and placement of a prefabricated ground cabinet equipment shel `on'' a o idieta
slab. It does not appear that any significant grading or earthwork will be necessary to affect the
installation due to the relatively level nature of the site. NOV 1 .) 1999
It should be emphasized that the conclusions and recommendatio> .1):,. 4iiiks
report are based on our understanding of the currently currentlyritiNtel as derived from
1.4 ancvek. h2 t�y'06�...1999
Nf?IU �j g 1�1q�
s
i3
Proposed SEA 270 Tower 1 -477
18700 Orillia Road 15 September 1999
Tukwila, Washington Page 2
information provided to us by Odelia Pacific Corporation in a 1 July 1999 transmittal. If any
changes are made in the project as compared to the project description contained herein, we
should be allowed to review such changes and modify our report recommendations as needed.
FIELD EXPLORATION
We explored surface and subsurface conditions at the project site on 31 August 1999.
Our surface evaluation consisted of a visual reconnaissance, and our subsurface exploration
consisted of advancing one hollow -stem auger soil boring to a depth of approximately 30 feet
below existing grades. This boring is designated as B -1 on Figure 1, the Site and Exploration
Plan.
The location and depth of our exploration was selected based upon site access, the
proposed monopole location, and the geologic conditions. We determined the location of our
exploration using a site plan provided to us by Odelia Pacific Corporation, Inc. and by measuring
from existing site features with a hand held measuring tape. As such, the exploration location
shown on Figure 1 should be considered accurate only to the degree implied by our measuring
methods. The ground surface elevation at the boring location shown on Figure 1 was determined
relative to topographic information provided on Sheet A -1, 22 April 1999, prepared by KDC
Architects - Engineers, P.C.
It should be emphasized that our exploration revealed subsurface conditions only at a
discrete location on the project site and that actual conditions could vary at other locations.
Furthermore, the nature and extent of any such variations will not become evident until
construction activities have begun. If significant variations are observed at that time, we may
need to modify our conclusions and recommendations to reflect actual conditions.
Exploratory Methods
Our soil boring was advanced with 41/4-inch I.D. continuous -flight hollow -stem auger,
using a track- mounted drill rig operated by an independent firm working under subcontract to
ZZA. An experienced engineering geologist from our firm continuously observed the boring,
logged the subsurface conditions, obtained representative soil samples, and transported the
samples to our laboratory for further classification and possible testing, as deemed necessary.
Throughout the drilling operation, soil samples were obtained from our borings at 5 -foot
depth intervals by means of the Standard Penetration Test procedure (ASTM: D- 1586). This test
and sampling method consists of driving a standard 2 -inch (outside diameter) split - barrel sampler
a distance of 18 inches into the soil with a 140 -pound hammer free - falling a distance of 30
inches. The number of blows required to drive the sampler through each of three 6 -inch
penetration intervals is counted, and the total number of blows struck during the final 12 inches
is considered the Standard Penetration Resistance, or "blow count ". If a total of 50 blows is
struck within one 6 -inch interval, the driving is ceased and the blow count is recorded as 50
blows for the actual number of inches of penetration. The resulting Standard Penetration
Resistance values (N- values) provide a measure of the relative density of granular soils and the
relative consistency of cohesive soils.
Proposed SEA 270 Tower J -477
18700 Orillia Road 15 September 1999
Tukwila, Washington Page 3
Samples recovered from the exploration location were visually classified in the field
during the exploration program. Representative portions of the samples were carefully packaged
in moisture tight containers and transported to our laboratory where the field classifications were
verified or modified as required. Visual classification was generally done in accordance with the
Unified Soil Classification system. Visual soil classification includes evaluation of color,
relative moisture content, soil type based upon grain size, and accessory soil types included in
the sample. Soil classifications are presented on the exploration log enclosed with this report.
Moisture content determinations were performed on representative samples obtained
from the exploration in order to aid in identification and correlation of soil types. The
determinations were made in general accordance with the test procedures described in ASTM:
D -2216. The results are shown on the exploration log enclosed with this report. A grain size
analysis was performed on a sample in general accordance with ASTM: D -422. The results of
the grain size analysis were used in the classification of soils, and are attached at the end of this
report.
The attached boring log describes the various types of soils encountered in the boring,
based primarily on visual interpretations made in the field and supported by our subsequent
laboratory testing of selected samples. Our log also indicates the approximate depth of the
contacts between different soil types, although these contacts may be gradational or undulating.
Where a change in soil type occurred between sampling intervals, we inferred the depth of
contact. In addition, our log indicates the Standard Penetration Resistance at each sample
location, and any laboratory tests performed on the soil samples. Depth to groundwater is also
indicated on the boring log, where applicable. Groundwater depth is typically estimated from the
moisture content of soil samples, the wetted height of the drilling rods, and/or the groundwater
level measured in the boring after the auger has been extracted.
SITE CONDITIONS
The following sections describe our observations, measurements, and interpretations
regarding surface, soil, groundwater and seismic conditions at the project site. An interpretive
log of our exploration is attached at the end of this report.
Surface Conditions
The site comprises an existing solid waste transfer station owned and operated by King
County. The overall facility slopes downward from the southwest to the northeast. The
proposed monopole location is along the far western property boundary, on a relatively level area
above the site's western exit driveway. The area is mantled with grass and blackberry bushes.
Neither standing nor flowing water were observed on site during our field exploration. The site
is bordered by a chain link fence to the west, a grassy slope extending down to the east, a brush -
covered area to the north, and a fence to the south.
Proposed SEA 270 Tower J-477
18700 Orillia Road 15 September 1999
Tukwila, Washington Page 4
Utility Locate Service markings on site indicate the potential presence of underground
power and telephone cables in close proximity to the monopole location. An underground utility
vault and wooden pole also occupied the site. The proposed facility location and pertinent
surface features are shown on Figure 1.
Subsurface Conditions
According to information presented in the Preliminary Geologic Map of Seattle and
Vicinity, Washington (U.S.G.S. Map I -354, 1962), the project site is underlain by "Younger
Gravel ", a recessional outwash -type granular soil deposited during the Vashon Stade of the
Fraser Glaciation. The outwash is described as chiefly sand and fine gravel, and commonly
overlies the Vashon lodgement glacial till. The outwash soils are normally consolidated and may
be on the order of 100 feet deep.
Boring 13-1 disclosed soils consistent with the published map data. Boring B -1 was
drilled at the project site on 31 August 1999. The location of this boring is shown on Figure 1,
relative to existing site features. The boring was advanced approximately 14 feet south of the
proposed monopole location due to conflicts with underground utilities. The subsurface soil
profile as observed in our boring included approximately 5 feet of loose to medium dense,
damp, brown, silty sand fill material. The fill contained some gravel, scattered cobbles, and
pieces of black plastic. The fill was underlain by medium dense to dense, moist to saturated
(below approximately 14 feet), brown, gravelly sand and silty sand. These soils extended to the
boring's 30 -foot termination depth.
Groundwater Conditions
At the time of our evaluation, groundwater was observed in our boring at a depth of
approximately 13.5 feet below grade. Groundwater conditions should be expected to fluctuate
due to changes in season, precipitation patterns, site utilization, on -site or off -site irrigation
activities, and other on- and off -site factors. It should be noted that a perched groundwater
condition could develop when a soil of relatively low permeability impedes the downward and
lateral migration of groundwater. A perched condition can also develop at a fill /native soil
interface.
Seismic Conditions
According the Seismic Zone Map of the United States contained in the 1997 Uniform
Building Code, the project site lies within Seismic Risk Zone 3. The medium dense to dense
sands encountered to the boring's termination depth of 30 feet meet the soil profile type SD as
defined by Table 16 -J of the 1997 Uniform Building Code. This designation reflects a stiff soil
profile characterized by Standard Penetration Test (SPT) values in the range of 15 to 50, a shear
wave velocity in the range of 600 to 1,200 feet per second, and an undrained shear strength
ranging from 1,000 to 2,000 pounds per square foot.
Proposed SEA 270 Tower J -477
18700 Orillia Road 15 September 1999
Tukwila, Washington Page 5
CONCLUSIONS AND RECOMMENDATIONS
Current development plans call for construction of a 45 -foot tall communications
monopole and placement of an equipment ground cabinet placed on a concrete slab. The
proposed construction is considered feasible from a geotechnical perspective, given the
conditions disclosed in our field exploration. Our specific recommendations concerning site
preparation, the equipment shelter foundation, and tower foundation are presented in the
following sections.
Site Preparation
Site preparation will likely involve only minor stripping and grubbing, possibly some
minor grading, and preparation of subgrades. The following comments and recommendations
apply to site preparation.
Clearing and Grubbing
Site preparation should include stripping, grubbing, and removal of all surficial
vegetation, topsoil, root masses, and deleterious debris from the tower and ground shelter
foundation and fill areas. We recommend that the stripped materials be wasted off site or used
for landscaping purposes. We anticipate that stripping depths of about 3 inches will be necessary
across the site, although areas of deeper organic -rich surficial deposits, or deleterious debris, may
be encountered. If filling is required for preparation of the site, fill material should be placed and
compacted according to the recommendations presented in the Structural Fill section of this
report.
Wet Conditions
The near- surface site soils consist primarily of silty sand, and are considered to be
moderately sensitive to moisture due to their relatively high sand content. However, the
contractor should exercise care when working during wet weather, as site soils could become
disturbed in the presence of excess moisture. A working surface of quarry spalls crushed
concrete, or clean pit -run may become necessary if work is performed during wet weather.
Frozen Subgrades
If earthwork takes place during freezing conditions, we recommend that all exposed
subgrades be allowed to thaw and be recompacted prior to placing subsequent lifts of structural
fill, or foundation components.
Structural Fill
It appears that minor filling may be required to produce a flat compound. The following
comments, recommendations, and conclusions regarding the use of structural fill are provided for
1 design and construction purposes.
Proposed SEA 270 Tower J -477
18700 Orillia Road 15 September 1999
Tukwila, Washington Page 6
Materials
Structural fill includes any fill materials placed under foundations, concrete slabs,
pavements, driveways, and other permanent structures. Typical materials used for structural fill
include clean, well - graded sand and gravel (pit -run), clean sand, crushed rock, crushed recycled
concrete, and various soil mixtures of silt, sand, and gravel. In our opinion, on -site granular soils
are suitable for structural fill applications, provided the moisture content of the soil is within a
few percent of optimum at the time of compaction.
Soils used for structural fill should not contain individual particles greater than about 6
inches in diameter and should be free of organics, debris, and other deleterious materials. Given
these prerequisites, the suitability of soils used for structural fill depends primarily on the grain -
size distribution and moisture content of the soils when they are placed.
As the "fines" content (passing the U.S. No. 200 Sieve) increase, soils become more
sensitive to small changes in moisture content. Soils containing more than about 5 percent fines
by weight cannot be consistently compacted to a firm, unyielding condition when the moisture
content is more than about 2 percentage points above optimum. The use of "clean" soil, or
"select" fill is necessary for fill placement during wet - weather site work. Clean soils are defined
as granular soils that have a fines content of less than 5 percent (by weight), based on the soil
fraction passing the U.S. No. 4 Sieve, with at least 40 percent retained above the No. 4 Sieve.
The existing, near - surface silty sand fill material encountered at the site appears to be suitable for
reuse as structural fill provided the moisture content of these soils can be maintained with ±2
percent of the optimum moisture content as determined by ASTM test method D -1557.
Structural fill materials should be placed in horizontal lifts not exceeding 8 inches of
loose thickness, and each lift should be thoroughly compacted with a mechanical compactor.
Using the modified Proctor maximum dry density (ASTM:D -1557) as a standard, we
recommend that structural fill used for various on -site applications be compacted to the
, following minimum densities:
()
,Y
i
Fill Application
Foundation or slab subgrade
Gravel drive /parking subgrade (if required)
Minimum Compaction
90 percent
90 percent
Regardless of location or material type, all structural fill should be placed over firm,
unyielding subgrades. We recommend that a ZZA representative be allowed to observe all
subgrades before placement begins, and to perform a series of in -place density tests during
structural fill placement. In this way, the adequacy of soil compaction efforts may be evaluated
as earthwork progresses, to minimize construction delays,
Tower Foundation Recommendations - General
Soils disclosed by boring B -1 included approximately 5 feet of surficial fill material over
medium dense to dense sand, Support for the proposed 45 -foot monopole within the soils
Proposed SEA 270 Tower J-477
18700 Orillia Road 15 September 1999
Tukwila, Washington Page 7
disclosed by boring B -1 is feasible from the geotechnical perspective, in our opinion. Presented
below are our recommendations for a drilled pier foundation. Recommendations for other
foundation types could be made available at the request of US West or Odelia Pacific
Corporation.
Drilled Pier Foundation Recommendations
A drilled pier foundation deriving support from the medium dense to dense sand soils is
feasible from the geotechnical perspective. The following recommendations and comments are
provided for purposes of drilled pier foundation design and construction.
Compressive Capacities
We recommend that the drilled pier penetrate at least 5 feet below the ground surface.
For vertical compressive soil bearing values, we recommend using the unit end bearing
capacities presented in Table 1 below. The embedment depth refers to the depth of penetration
below the ground surface. We assume that adequate pier embedment for end - bearing capacity,
uplift, and horizontal resistance can generally be obtained within the limits of the soils disclosed
by boring B -1. The allowable end bearing capacities, presented in Table 1, include a safety
factor of 2.0 or more.
Frictional Capacities
For frictional resistance along the shafts of drilled piers, acting both downward and in
uplift, we recommend using the allowable skin friction values listed in Table 2. We recommend
that frictional resistance be neglected in the uppermost 5 feet below the ground surface. The
allowable skin friction values presented include a safety factor of at least 2.0.
Table 1
Allowable End Bearing Capacities
Depth (feet)
Allowable Bearing Capacity (tsf)
Limiting Point Resistance (tsf)
Allowable Skin Friction Capacities
5 — 25
2 D/B
10
Allowable Skin Friction (tsf)
25 -30
4D /B
18
Notes:
D = embedment depth (in feet) into dense soils greater than 5 feet below existing grades.
B = pier diameter (feet)
Frictional Capacities
For frictional resistance along the shafts of drilled piers, acting both downward and in
uplift, we recommend using the allowable skin friction values listed in Table 2. We recommend
that frictional resistance be neglected in the uppermost 5 feet below the ground surface. The
allowable skin friction values presented include a safety factor of at least 2.0.
Table 2
Allowable Skin Friction Capacities
Depth (feet)
Allowable Skin Friction (tsf)
5 — 25
0.13
25 -30
0.35
Proposed SEA 270 Tower J -477
18700 Orillia Road 15 September 1999
Tukwila, Washington Page 8
Lateral Capacities
For design against lateral forces on the drilled piers, two methods are typically used. The
parameter used to select the appropriate design method is the length to pier stiffness factor ratio
L /T, where L is the pier length in inches, and T is the relative stiffness factor. The relative
stiffness factor (T) should be computed by:
T = (EI /nh)112
Where: E = modulus of elasticity (psi)
I = moment of inertia (in4)
nh = constant of horizontal subgrade reaction (pci)
The factors E and I are governed by the internal material strength characteristics of the
pier. Representative values of nh for the soil observed this site are presented subsequently. Piers
with a L/T ratio of less than 2 may be assumed to be relatively rigid and acting as a pole. The
passive pressure approach may be used for this condition. For piers with a L/T ratio greater than
2, the modulus of subgrade reaction method is typically used. Both of these methods are
discussed below.
Passive Pressure Method
The passive pressure approach is conservative by neglecting the redistribution of vertical
stress and shear forces that develop near the bottom of the pier and contribute to resisting lateral
loads. We recommend using the allowable passive earth pressures (expressed as equivalent fluid
unit weights) listed in Table 3 below.
The allowable passive earth pressures presented in Table 3 may be assumed to be acting
over an area measuring 2 pier diameters in width by a maximum of 8 pier diameters in depth,
neglecting the uppermost 2 feet of embedment below the ground surface. According to the
NAVFAC Design Manual 7.2, a lateral deflection equal to about 0.002 times the pier length
would be required to mobilize the full allowable passive pressure presented above. Higher
deflections would mobilize higher passive pressures. When developing the passive pressures
listed in Table, we have assumed a safety factor of at least 1.5, which is commonly applied to
transient or seismic loading conditions.
Table 3
Allowable Passive Earth Pressures
Depth (feet)
Allowable Passive Earth Pressure (pct)
2 -5
100
5-13
250
13 -30
•
125
The allowable passive earth pressures presented in Table 3 may be assumed to be acting
over an area measuring 2 pier diameters in width by a maximum of 8 pier diameters in depth,
neglecting the uppermost 2 feet of embedment below the ground surface. According to the
NAVFAC Design Manual 7.2, a lateral deflection equal to about 0.002 times the pier length
would be required to mobilize the full allowable passive pressure presented above. Higher
deflections would mobilize higher passive pressures. When developing the passive pressures
listed in Table, we have assumed a safety factor of at least 1.5, which is commonly applied to
transient or seismic loading conditions.
-�r
3
Proposed SEA 270 Tower
18700 Orillia Road
Tukwila, Washington
Modulus of Subgrade Reaction Method
J-477
15 September 1999
Page 9
Using this method, the pier is designed to resist lateral loads based on acceptable lateral
deflection limits. For sandy soils, the coefficient of horizontal subgrade reaction (Kh) is
considered directly proportional to the depth along the pier. The expression for Kh is Kh = nhx,
where x is the depth below the ground surface in inches. We recommend using values for the
constant or horizontal subgrade reaction (nh) for the various soil layers presented in Table 4
below.
Table 4
Constant of Horizontal Subgrade Reaction (nh)
Depth (feet)
nh (pci)
2 -5
5 -13
13 -30
20
70
60
Presented below is a summary of additional soil characteristics that may benefit the
project structural engineer when developing p -y curves for drilled pier foundations.
Table 5
Additional Soil Characteristics
0 (phi)
5 - 30 feet: 32 dejrees
K (modulus)
2 — 5 feet: 20 lbs /in3
5 — 13 feet: 701bs /in3
13 — 30 feet: 601bs /in3
Unit weight
0 — 13 feet: 110 lbs /ft3
14 — 30 feet: 47 lbs /ft3
Construction Considerations
Given the soil conditions encountered, we anticipate that it would likely be difficult to
drill the foundation pier below the water table without casing. We recommend that the
contractor be prepared to utilize casing in the event that pier sidewall sloughing occurs. The
drilling contractor should be prepared to clean out the bottom of the boring if loose soil is
observed or suspected. We recommend that the drilling contractor have a cleanout bucket on site
to remove loose soils and/or mud from the bottom of the boring. The contractor should also be
prepared to deal with the presence of cobbles, boulders, or other obstructions over the drilled
depth interval. We recommend that the foundation concrete be tremied from the bottom of the
hole to displace accumulated water and reduce the risk of contaminating or segregating the
concrete mix. The Drilled Shaft Manual published by the Federal Highway Administration
recommends that concrete be placed by tremie methods if more than 3 inches of water has
accumulated in the excavation.
•r�
''A
3
1
j
Proposed SEA 270 Tower
18700 Orillia Road
Tukwila, Washington
Equipment Cabinet Foundation Slab Considerations
J-477
15 September 1999
Page 10
We understand that a small ground equipment cabinet supported by a small pre -cast or
cast -in -place concrete slab will supplement the tower. As such, the anticipated soil bearing
pressure would be relatively low. The existing surficial fill soils disclosed by boring B -1 would
be adequate for support of the concrete slab, in our opinion. If frost penetration is a
consideration, a foundation embedment depth of 18 inches is typical for the project area.
We recommend that the ground shelter slab be supported on a minimum 4 -inch thickness
of crushed rock surfacing (3/4 -inch to 1.5 -inch aggregate size) placed above a non - organic,
undisturbed subgrade. All slab subgrades should be proofrolled under the observation of a ZZA
representative to verify that the subgrade is firm and non - yielding. The subgrade should be
compacted to at least 90 percent of the modified Proctor maximum dry density (ASTM: D -1557)
to a depth of at least 12 inches below the slab subgrade.
Provided that the slab subgrade soils are prepared as recommended, and the soil moisture
conditions are controlled or accounted for in the preparation of firm and non - yielding bearing
surfaces, it is our opinion that the slab will experience less than 1 inch and 0.75 inches of total
and differential settlement, respectively.
CLOSURE
The conclusions and recommendations presented in this report are based, in part, on the
exploration that we performed for this study. If variations in subsurface conditions are
discovered during earthwork, we may need to modify this report. Because the future
performance and integrity of the tower foundation will depend largely on proper initial site
preparation and construction procedures, monitoring by experienced geotechnical personnel
should be considered an integral part of the construction process. We are available to provide
geotechnical engineering services during the earthwork and foundation construction phases of
the project, if so requested. If variations in the subgrade conditions are observed at that time, we
would be able to provide additional geotechnical recommendations, thus minimizing delays as
the project develops. We are also available to review preliminary plans and specifications before
construction begins.
3
Proposed SEA 270 Tower
18700 Orillia Road
Tukwila, Washington
J-477
15 September 1999
Page 11
We appreciate the opportunity to be of service on this project. Should you have any
questions regarding this report or any aspects of the project, please do not hesitate to call.
Respectfully submitted,
Zipper Zeman Associates, Inc.
David C. Williams
Associate
Thomas A. Jones, P. E.
Associate
Enclosures: Figure 1, Site and Exploration Plan
Boring Log B -1
Grain -size Distribution Plot
lupines 4 i 7 l0l
.<J
' PROPOSED 45 TO
55 -FOOT TALL MONOPOLE
3
/—EQUIPMENDT // /
RACK / \
j
u)
N
/
0
GRASS
ASPHALT
Legend
B-1 BORING NUMBER AND
S APPROXIMATE LOCATION
ASPHALT
N
J
0
USWEST - SEA270A Cell Site
Tukwila, Washington
40
80
SCALE IN FEET
SOURCE: Site Plan prepored from a drawing provided by USWEST,.
J-477
September, 1999
PROJECT: US West SEA 270 Cell Site JOB NO. J-477 BORING B -1
PAGE 1 OF 2
Location: 18700 Orillia Road South, Tukwila, WA Approximate Elevation: 278 feet
[ Depth (ft)
Soil Description
n. a
E H Standard
y
Sample
Number
Ground
Water
A
0 10
Penetration Resistance
Blows per foot
20 30 40
Q
Other
50
N
=
y
z
c
y
1-
Loose to medium dense, damp, brown, silty SAND with
some gravel, scattered cobbles, and pieces of black
plastic (Fill)
S -1
S -2
S -3
S4
S-5
.
.
•
.
4
• Ai
•
4 •
.
•
6
27
30
20
25
GSA
5
Medium dense, moist, brown, gravelly SAND with some
silt
Medium dense to dense, wet to saturated (below 13.5
feet), brown, silty SAND with trace gravel
..._
10
—
..� --
—
ATD
..�
15
=
20
_
»..
—
25
Explanation
I2 -inch O.D. split spoon sample
it3 -inch I.D Shelby tube sample
® No Recovery
V Groundwater level at time of drilling
Monitoring Well Key
Clean Sand
g3 Cuttings
229 Bentonite
r Grout
B Screened Casing
o 10
Plastic Limit
20 30 40
Moisture Content
Natural
50
Liquid Limit
I
•
ATD or date of measurement
I Zipper Zeman Associates, Inc. 1
BORING LOG
-'i
PROJECT: US West SEA 270 Cell Site
JOB NO. J-477
BORING B -1
PAGE 2 OF 2
Location: 18700 Orillia road South, Tukwila, Washington Approximate Elevation:
278 feet
Depth (ft) I
Soil Description
a,
E >
co I-
rn
Sample
Number
Ground
Water
Standard
0 10
Penetration Resistance
Blows per foot
20 30 40
Other
50
co
>
z
Testing
Dense, wet to saturated, brown, silty SAND with trace
gravel
S-6
•
• •
•
•
•
42
30
Total depth = 30 feet
Completed 31 August 1999
7
35
40
45
50
E3
®
V
Explanation
2 -inch O.D. split spoon sample
-inch I.D Shelby tube sample
No Recovery
Groundwater level at time of drilling
Monitoring Well Key
• Clean Sand
2a Cuttings
MI Bentonite
MI Grout
8 Screened Casing
o
10
Plastic Limit
20 30 40
Moisture Content
Natural
50
Liquid Limit
I
•
ATD or date of measurement
I Zipper Zeman Associates, Inc.
1
BORING LOG
n1
1
10
9
3
2
1
GRAIN SIZE DISTRIBUTION ASTM D422
1
SIZE OF
36'
OPENING
12'
IN
6'
INCHES
3' 1
1/2' 3/4'
3/8'
Silt
U.S.
4
STANDARD
10 20
40
SIEVE
60
SIZE
100
200
HYDROMETER
I
I
1
I
1--
1
1-
-
1
L-
1
_
1
I'
1000.00 100.00 10.00 1.00 0.10
GRAIN SIZE IN MILLIMETERS
0.01
0.00
BOULDERS
COBBLES
Coarse
Fine
Coarse
Medium
Fine
Silt
Clay
GRAVEL
SAND
FINE GRAINED
Exploration
Sample 1 Depth (feet)
Moisture ( %)
Fines ( %)
Description
B -1
S -3
10 -11,5
23
21.2
silty SAND w /trace
gravel
ZIPPER ZEMAN ASSOCIATES, INC
rn11►un*1 wu11 1-..,. ,,a. u.... ,...1
PROJECT NO: J.477
DATE OF TESTING: 9/1/99
PROJECT NAME:
SEA 270 Coll Site
03/10/2000 12:38
OAGRA
INGINUi IMG GLOBAL SOLUTIONS
4258203909
March 7, 2000
0-91M-13328-N
c
U S WEST Wireless
450 —110`" Avenue NE, Room 209
Bellevue, Washington 98004
Attention:
Subject:
Mr. Jack Dittmar
KEN SARI
Final Summary of Special Inspections
U S WEST — SEA 270A
18700 Orillia Road
Tukwila, Washington
Building Permit No. MI99 -0203
�f
PAGE 02
AGRA Garth &
EnvksnosntaI. Inc.
11330 Na 122nd Way
&As 100
KMlMnd, Washington
USA •0344118
7M
(425) i20.4101
fox (425) 021 -3e14
Dear Mr, Dittmar:
AGRA Earth & Environmental, Inc. (AGRA) respectfully submits this final summary of special
Inspection services for the referenced project. Our services were performed as requested and
scheduled by Wren Construction, Daily Field Reports of our inspection were prepared at the time
our services were provided. Our Daly Field Reports, which are attached, form the basis for this
final summary letter.
AGRA performed special inspection services for reinforced concrete for the drilled pier. We
observed that the reinforcing steel, anchor bolts, and placement of concrete conformed with the
approved plans and specifications. All concrete samples collected during construction met or
exceeded the specified 28 -day compressive strength requirements.
AGRA performed inspection of the bolting for the tower base anchor bolts. The bolts were In .
accordance with the approved plans for the size, quantity, and tightness.
$:IWONOPPOCWG PrgKliPSu1N117000011211 U S VMS Wi ss SEA 2TOA. vd
03/10/2000 12:38
1
U S West Wireless
March 7, 2000
4259203909
PAGE 03
0.91M- 133213-N
Page 2
In our opinion, the work which was inspected and referenced above was performed in general
conformance with the approved plans. If you have questions or require additional information,
please call at your convenience.
Sincerely,
K want (Ken) S. Sahi, P.E.
Associate
KSS /jdp
Attachments: Daily Field Report Nos. 1 — 2
Compression Test Results (1)
EXVIRE9 1? it /
CC; Wren Construction Attn: Dan Nagy
Fax No.: 425 - 339.2055
3,1WOROPROV00 ONC1113.Md111 7 0 0 0111 7yz0 U 3 WEST Vomieu\$EA ?70A.wp0
'; tNiiN11R1Ai ilii410{VVONf_
January 7, 2000
Ciz of Tukwila
Steven M. Mullet, Mayor
Department of Community Development Steve Lancaster, Director
Catherine Tolosa
450 — 110th Avenue Ne, #209
Bellevue, WA 98004
RE: CORRECTION LETTER #1
Development Permit Application Number MI99 -0203
US West Wireless
18700 Orillia Road S
Dear Ms. Tolosa:
This letter is to inform you of corrections that must be addressed before your development permit can be
approved. All correction requests from each department must be addressed at the same time and
reflected on your drawings. I have enclosed comments from the Planning Division. At this time, the
Building Division, Fire Department, and Public Works Department have no comments regarding your
application for permit.
The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate
revision block. If your revision does not require revised plans but requires additional reports or
other documentation, please submit four (4) copies of each document.
In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have
enclosed one for your convenience. Corrections /revisions must be made in person and will not be
accepted through the mail or by a messenger service.
If you have any questions, please contact me at (206)431 -3672.
Sincerely,
Am-
Brenda Holt
Permit Coordinator
encl
xc: File No. MI99 -0203
Reid iddleton
January 4, 2000
File No. 26 -99- 005- 022 -02
Mr. Duane Griffin
City of Tukwila
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
Subject: Building Permit Plan Review - Final Submittal
US West Wireless Bow Lake Transfer Station (MI99 -0203)
Dear Mr. Griffin:
We reviewed the proposed project for compliance with the structural provisions of the
1997 Edition of the Uniform Building Code as amended and adopted by the City of
Tukwila. The applicant has responded successfully to our comments.
Enclosed are the drawings, structural calculations, geotechnical report, and
correspondence from the engineer for your records. If you have any questions or require
any additional clarification, please call.
Sincerely,
Reid Middleton, Inc.
Da id B. S anson, P.E., S.E.
Dir ctor, Structural Engineering Group
bjr\26se \planrevw\ ukwila\99VO22r2.doc\bbh
Enclosure
cc: Kenneth D. Camp, KDC Architect/Engineer
Catherine Tolosa
Biao Huang, E.I.T.
Plan Review Engineer
Engineers
Planners
Surveyors
Washington
Oregon
Alaska
Reid Middleton, Inc.
728134th Street SW..
Suite 200
Everett, WA 98204
Ph:' 425 741 =3800
Fax: 425 741.3900
it
- IJD[
I. i.� PACIFIC CORPORATION
January 3, 2000
David B. Swanson
Biao Huang
Reid Middleton, Inc
728 134th Street SW
Suite 200
Everett, WA 98204
Subject: Building Permit Plan Review- First Submittal
US West Wireless Bow Lake Transfer Station (MI99 -0203)
File No. 26- 99- 005- 022 -01
Dear David Swanson and Biao Huang,
This letter is in response to the November 29, 1999 letter requesting additional information for
review of the building permit. Enclosed are the following:
1. Two full size copies of revised structural drawings (D -1 and D -2 sheets) and one copy of
supplemental calculations
2. Details of the caisson foundation called out on calculation page 2. This is found on the
updated D -2 sheet of the site plans
3. The concrete strength, reinforcing steel grade and the foundation design service load are called
out on the updated D -2 sheets.
4. Also included is a letter dated December 13, from our Geotechnical consultants regarding the
inconsistencies in the heights of the monopole in their report, and what is indicated on the
drawings.
If you have any questions or comments please contact me at 425 -652 -2132.
Sincerely,
Certit4 Teth6fA-
Catherine Tolosa
On behalf of US West Wireless
US West Wireless Project
450 - 110th Avenue NE Room 209, Bellevue, WA 98004
JAN 3 ""t
RFJD MMtn!), F•,
J
Zipper Zeman Associates, Inc.
Geotechnical and Environmental Consulting
Odelia Pacific Corporation
450 — 110th Avenue N.E., Room 209
Bellevue, Washington 98004
Attention: Mr. Rich Shoji
J -477
13 December 199
•
nitS
Subject: Addendum to Geotechnical Engineering Report
Proposed US WEST Wireless SEA 270 Cell Site Tower
18700 Orillia Road South
Mount Vernon, Washington
Dear Mr. Shoji:
EDE OUE
JAN 3 2000
REID MIDDLETON
This letter supplements the 15 September 1999 Subsurface Exploration and Geotechnical
Engineering Evaluation report (J -477) prepared by Zipper Zeman Associates, Inc. The report
presents recommendations regarding the US West Wireless cellular communications facility
proposed for construction at the above - mentioned address.
The report references construction of a 45 -foot tall monopole. From our recent
discussion with you, we understand that the current design reflects a 60 -foot tall monopole. The
structure has not been moved from the location referenced in the geotechnical report. The
conclusions and recommendations presented in the 15 September 1999 geotechnical report are
appropriate for design and construction of the proposed 60 -foot tall monopole without the need
for additional investigation or analysis, in our opinion.
We appreciate the opportunity to be of service on this project. Should you have any
questions regarding this letter, please do not hesitate to call.
Respectfully submitted,
Zipper Zeman Associates, Inc.
C Cl] Lc2-0
David C. Williams
Associate
ifrfi`(j�,••r-
Thomas A. Jones, P. E.
Associate
Reid iddleton
November 29, 1999
File No. 26 -99- 005- 022 -01
Mr. Duane Griffin
City of Tukwila
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
RECEIVED
f\! ;,r 3 0 1999
V t OPMFNT
Subject: Building Permit Plan Review - First Submittal
US West Wireless Bow Lake Transfer Statiotj (M199,,;= 0203),
Dear Mr. Griffin:
We reviewed the proposed project for compliance with the structural provisions of the
1997 Edition of the Uniform Building Code as amended and adopted by the City of
Tukwila. The following comments should be addressed by the permit applicant. A copy
of this letter was forwarded to the project contact for your convenience.
1. The following list of comments should be responded to in itemized letter form.
The permit applicant should have the Engineer of Record respond and resubmit
two copies of revised structural drawings and one copy of supplemental
calculations. All information should be submitted directly to Reid
Middleton, Inc.
2. Details of the caisson foundation called out on calculation page 2 should be
shown on the structural drawings. In addition, the bolt size for the equipment
cabinet mount should called out in the drawings.
3. Concrete strength, reinforcing steel grade, and the foundation design service load
should be called out on the drawings.
Corrections and comments made during the review process do not relieve the project
applicant or designer from compliance with code requirements, conditions of approval,
and permit requirements; nor is the designer relieved of responsibility for a complete
design in accordance with the laws of the state of Washington. This plan review check is
for general compliance with the Uniform Building Code as it relates to the project.
If you have any questions or require any additional clarification, please call.
Sincerely,
Reid Middleton, Inc.
avid B. Swanson, P.E., S.E.
Director, Structural Engineering Group
bjr \26seplanrevw\tukwila\99\t022r 1.doc\bbh
cc: Kenneth D. Camp, KDC Architect/Engineer
Catherine Tolosa
Biao Huang, E.I.T.
Plan Review Engineer
Engineers
Planners
Surveyors
Washington
Oregon
Alaska
Reid Middleton, Inc.
728 134th Street SW
Suite 200
Everett, WA 98204
Ph: 425 741.3800
Fax 425 741.3900
l a:
City of Tukwila
(ttEY1+'kSl,•,Yl'f1rY f.'!!. x,pra r,,a.1y1 V:T!t:S�A1
John W. Rants, Mayor
Department of Community Development Steve Lancaster, Director
PRELIMINARY REVIEW COMMENTS
FILE: MI 99 -0203
APPLICANT: US West Wireless
ADDRESS: 18700 Orillia Rd S.
DATE: November 19, 1999
The Department of Community Development, Planning Division, has completed its review of the
application materials you submitted on November 9, 1999. The following comments and / or
corrections must be addressed before we can recommend approval of your permit:
1. The September 15, 1999 Geotechnical Report by Zipper Zeman Associates calls for a 45
foot monopole, while the Planning Commission approved a 60 foot monopole. Please
revise the geotechical report to address requirements for a 60 foot monopole or revise
your plans to construct a 45 foot monopole to support the Geotechnical Report.
Please be aware that you will probably receive comments and/or corrections from other City
departments as well. When you re- submit your corrected plans for further review, your re-
submittaI must respond to the comments of all City departments concurrently. You will know
when you have received the comments from all departments involved in the review and approval
of your project when you receive a "Correction Letter" from the City's Permit Coordinator. The
Permit Center cannot accept your re- submittal until after you have received a Correction
Letter reflecting all departmental comments and correction.
In the meantime, if you have any questions regarding the Planning Division comments and
corrections, please contact Michael Jenkins at (206) 431 -3670. If you have any other questions
regarding the status of your permit application, please contact the Permit Center at (206) 431-
3670.
cc: Permit Center
Reviewing Departments
C
City of Tukwila
John W. Rants, Mayor
Department of Community Development Steve Lancaster, Director
November 17, 1999
Dave Swanson, P.E.
Reid Middleton
728 - 134th Street SW, Suite 200
Everett, WA 98204
RE: Structural Review
US West Wireless — Bow Lake (M199 -0203)
Dear Mr. Swanson:
Please review the enclosed plans and documents for structural compliance with the 1997 Uniform
Building Code.
If you should have any questions, please feel free to contact me at (206)431 -3672.
Brenda Holt,
Permit Coordinator
encl
xc: Permit File No. MI99 -0203
PACIFIC! CORPORATION
November 8, 1999
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard
Tukwila, WA 98188
To Whom It May Concern:
h
On behalf of US WEST Wireless L.L.C., I hereby submit the attached Miscellaneous Permit
application for the US West proposal for a monopole at the Bow Lake Transfer Station. The cost
of this proposal is $50,000
Approval of these application would allow US West Wireless to develop a new monopole at the
this location thus providing needed coverage for the area.
Please find the following materials needed for the application:
Miscellaneous Permit Application
Full size site plans (4)
Reduced site plan (1)
Soils reports (4)
Structural report (4)
Please feel free to contact me at (425) 652 -2132 if you have any questions.
Sincerely,
IVA
Catherine Tolosa
On behalf of US West Wireless L.L.C.
US West Wireless Project
450 - 110t Avenue NE Room 209, Bellevue, WA 98004
PACIFIC CORPORATION
18700 Orillia Rd., S
ADDRESS OF SUBJECT PROPERTY
Tukwila, WA, 98178
CITY, STATE, ZIP
I, /,/u.:"(e( f � � �'Y , hereby certify that I am the representative of the county
property which is the subject of an application for the City of Tukwila. I further certify that I am
authorized to allow Odelia Pacific Corporation, on behalf of U.S. WEST Wireless, L.L.C. to apply for
and to submit applications and obtain approval for the items contained within the attached Conditional
Use Permit application.
Odelia Pacific Corporation, on behalf of U.S. WEST Wireless, L.L.C. is the "applicant" for this permit
and shall remain the applicant for the duration of the permit or-approval unless subsequent written
certification is provided.
I certify that the foregoing is true and correct.
Signed: ! /4-�f
King County Representative DATE SIGNED
.4 «46
US WEST PROJECT 450 11014 Ave NE Bellevue, WA 98004 (425) 451 -6555 FAX (425) `451= 6310
PERMIT COORD COPY
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: MI99 -0203 DATE: 1 -11 -2000
PROJECT NAME: US WEST WIRELESS
Original Plan Submittal Response to Incomplete Letter#
XX Response to Correction Letter # 1 Revision # _ After Permit Is Issued
DEPARTMENTS:
Building Division
Public Works
Fire Prevention
Structural
Plannin`bivision
)43-00
Permit Coordinator
■
DETERMINATI N OF COMPLETENESS: (Tues., Thurs.)
Complete
Comments:
Incomplete ri
DUE DATE: 1 -13 -2000
Not Applicable
TUES /THURS ROUTI :
Please Route Structural Review Required
n
No further Review Required
C
REVIEWER'S INITIALS: DATE:
APPROVALS OI CORRECTIONS: (ten days) DUE DATE 2 -10 -2000
Approved
Approved with Conditions ri Not Approved (attach comments) ri
REVIEWER'S INITIALS: DATE:
CORRECTION DETERMINATION: DUE DATE
Approved n Approved with Conditions n Not Approved (attach comments) El
REVIEWER'S INITIALS: DATE:
\PRROUTE.DOC
sion
PERMIT COORD COPY
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: MI99 -0203 DATE: 11 -9 -99
PROJECT NAME: US WEST WIRELESS BOW LAKE
XX Original Plan Submittal Response to Incomplete Letter #
Response to Correction Letter #
Revision # , After Permit Is Issued
DEPARTMENTS:
Building Division ®,
AwG I2 -V -4
Public Works ,
1��YYi 1444.. II-11
rev Prevention
tion -qcf
Structural
kP I-t4- two gip
Pjannjng Division
11--M A
Permit Coordinator
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete
Incomplete n
DUE DATE: 11 -16 -99
Not Applicable n
Comments:
TUES /THURS ROUTI G:
Please Route Structural Review Required
1-7( No further Revi
REVIEWER'S INITIALS:
DAT
i
w Required
n
APPROVALS OR CORRECTIONS: (ten days)
Approved ri Approved with Conditions Not Approved attach comments)
e/OVVeL 4 1 WA/LW ► —z )
REVIEWER'S INITIALS: DA :
E DATE 12-14 -99
CORRECTION DETERMINATION:
Approved
DUE DATE
Approved with Conditions ri Not Approved (attach comments) C
REVIEWER'S INITIALS: DATE:
\PRROUTE.000
City of Tukwila
Department of Community Development - Permit Center
6300 Southcenter Blvd, Suite 100
Tukwila, WA 98188
(206)431 -3670
p, r. 314ti- 'c ^ ;tj:,+,..;•�`,a}en,,:'';S.'� 'Y,,:a'f,'f.,
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted
through the mail, fax, etc.
Date: JO mActet - 10 , jOOo
Plan Check/Permit Number: MI99 -0203
❑ Response to Incomplete Letter #
® Response to Correction Letter # 1
❑ Revision # after Permit is Issued
Project Name: US WEST WIRELESS
Project Address: 18700 Orillia Road South
Contact Person: Catherine Tolosa Phone Number:
Summary of Revision: LeAkeg doted, De(',viy)b cp. morn ,pp-er
Zemau■ errorx, . lnC, reriing -H +5 --Rat }r,tk monopole) Cr-lhe
oe kechn(cc (e(ao * , end 'in corKde xilS LAI* -ht 60 fvo-t monoett
ran -�rre drawu'gs
CITY OF TUKWILA
JAN 1 0 2000
PONT CiNTER
Sheet Number(s):
"Cloud" or highlight all areas of revision including date of revision
Received at the City of Tukwila Permit Center by: C35-1 t 1
N — Entered in Sierra on f--1 D ^ 2.606
Jan -18 -00 03:40pm From -US WEST r ^QLESS LLC
$4254516310
Ms
1):1-1,1. Am' Uurla. 1'MA...e
T -433 P.02/02 F-922
DI-1'ART'11iNT OF LABOR AT ) 1NI ?uSTK11:S
REGISTERED AS PROVIDED SY LAW AS
CONST CONT GENERAL
- :, REGIST .. *;3 war.: DATE
CCOI.;.. AMERII'210CG'05 /01/2000
EFFECTIVE :OATS= _;:.112/07/1979
AMERICAN LINE BUILDERS INC
246 TUCANNON RD
DAYTON WA 99328
rie S ; l►qc► WN7 r
1
F.2' us: iglu 10971
C.
Demo Ana Dianiar Cauf►catc
REGISTERED AS PROVIDED BY LAW AS
CONST • CONT GENERAL
REGIS?. it EXP. DATE
CCO1 AKRRZI•210CG 05/01/2000
$Fner.IVE DATE 02/07/1979
AMERICAN. LINE BUILDERS INC.
246 TUCANNON RD
DAYTON WA 9932
Sigm
lssu y D NA OF LABOR AND WGUSZRIES
_ r
Please Remove
And Sign
Identification
Card Before
Placing In
Billfold
I certify that this to a copy of the original licease,.fANBIfl*210CG,
which expires oe 5/1 /2000.
D.J. F •ae, Vice President
Aserican Line Builders, Iac.
111111/s414,
Not ry Public in and for the Stets of Ma �' 'PS%
•. AR•
- tTamer 's
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