HomeMy WebLinkAboutPermit 4559 - Radovich - Fort Dent Office - Grade / FillCITY OF TUKWILA
Building Division
6200 Southcenter Boulevard
Tukwila, Washington 98188
(206) 433 -1845
BUILDING PERMIT
Work to be done GRADE & FILL
Site Address 6720 Southcenter Blvd
Building Use Office
Property Owner John C. Radovirh
Address 2000 124th Avenue NF
Contractor ,lnhn C. Radnvirh
Address
FOR BUILDING PERMIT ONLY
PERMIT # 6/537
Control # 85 -367
Suite # Tenant Fort Dent Office
Assessors Account # 295490 - 0455 -03
Phone # 454 -6060
Zip gR005
Phone #
B -103
roved for Issuance
Bellevue
Zip
S Ft.
Sq.
Office
Storage/
Warehouse
Retail
Other
Occ.
Load
1st F1.
2nd Fl.
3rd F1.
Total
Fire Protection: L( Sprinklers L[ Detectors
Zoning Type of Construction
Special Conditions Subgrade preparation including drainage,
Fees
sq. ft. @
sq. ft. @
sq. ft. @
sq. ft. @
1st F1. $
2nd F1. $
other $
other $
Total Valuation of Construction $
Bldg. Permit Fee
Plan Check Fee
Demolition
Surcharges
Other
Other
TOTAL
Receipt # c!$11 f $ 162 00
Receipt #q tjt $ 30. 0
Receipt # $
Receipt # $
Receipt # $
Receipt # $
$ 192.00
1 1 ' I • II • 1 1 . / 1 $ 11
excavation, compaction.
11111N-l/• /1
1 1
and
1/
and be accomplished under the direct supervision of the soils engineer of record. Copies o
FOR SIGN PERMIT ONLY rapnrtc will ha provided to Tukwila RuildinQ rapt_
[� Permanent Temporary
[[ Single Face L Double Face E: Wall Mounted ❑ Free Standing Q Other
Building face Setbacks: Front Side Side Rear
Square Footage of each sign face
Special Conditions
Total square footage of sign
IRIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR
ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED.
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES
GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO
VIOLATE OR CA EL THE PROV,ISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION.
c4,..Signed
Date �� _
LICENSED CONTRACTORS DECLARATION
I hereby affirm that 1 am licensed under provisions of the Business and Professions Code, and my license is in full force and effect.
Contractor (signature) Date
OWNER- BUILDER DECLARATION
( ) 1, as owner of the property, or my employees, with wages as their sole compensation, will do the work, and the structure is not intended or
offered for sale.
( ) I, as owner of the property, am exclusively contracting with licensed contractor's to construct the project.
Owner (signature) Date
CITY OF TUKWILA
Building Division
6200 Southcenter Boulevard
Tukwila, Washington 98188
(206) 433 -1845
BUILDING PERMIT
-?PERMIT # `/ � 4
Control # R5_ ?c37
Work to be done GRADE & FILL
Site Address 116720 Southcenter Blvd Suite # Tenant Fort Dent Office
Building Use Office Assessors Account # 295490- 0455 -03
Property Owner John C Rado+,ich Phone # 454 - -6060
Contractor 2000 124th Avenue NF R -103 Rpl1nvne Zip (m005
Address John C. Radnvich 1 Phonies
FOR BUILDING PERMIT ONLY
ApNroved for Issuance by: /,N��'s0
Sq.
S Ft.
Office
Storage/
Warehouse
Retail
Other
Occ.
Load
1st F
;.
2nd F
3rd F1.
Total
Fire Protection: [[ Sprinklers [[ Detectors
Zoning Type of Construction
Special Conditions Subgrade preparation including drainage,,
, Zip
Fees
sq. ft. @ 1st F1. $
sq. ft. @ 2nd F1. $
sq. ft. @ other $
sq. ft. @ other $
Total Valuation of Construction $
Bldg. Permit Fee Receipt #4150/ $ 162 00
Plan Check Fee Receipt #(6/46( $ 30,00
Demolition Receipt # $
Surcharges Receipt # $
Other Receipt # $
Other Receipt # $
TOTAL
$ 192.00
-s
. i
excavation, compaction, and
- 1 1 -IS. 1/
a-
and be accomplished under the direct supervision of the soils engineer of record. Copies o
FOR SIGN PERMIT ONLY rnpnri-s will hr, prnv i dprl to Tukwila Rii i 1 di ng flpni' .
[] Permanent [l Temporary
[[ Single Face [[ Double Face El Wall Mounted [l Free Standing [[ Other
Building face Setbacks: Front Side Side Rear
Square Footage of each sign face Total square footage of sign
Special Conditions
THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR
ABANDONED FUR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK 1S COMMENCED.
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES
GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DUES NOT PRESUME TO GIVE AUTHORITY TO
VIOLATE OR CA CEL THE PROVSIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION.
(c_Signed <::.: �i- �i.s r Date
G,J7 LICENSED CONTRACTORS DECLARATION
I hereby affirm that I am licensed under provisions of the Business and Professions Code, and my license is in full force and effect.
Contractor (signature) Date
OWNER- BUILDER DECLARATION
( ) 1, as owner of the property, or my employees, with wages as their sole compensation, will do the work, and the structure is not intended or
offered for sale.
( ) I, as owner of the property, am exclusively contracting with licensed contractor's to construct the project.
Owner (signature)
Date
CITY OF TUKWILA
.Building Division
6200 Southcenter Boulevard
Tukwila, Washington 98188
(206) 433 -1849
Type of Inspection R y)C1
Site Address 76o?Rd t 1W141, 4
Requestor
Special Instructions
INSPEC4,)N RECORD
PERMIT # u�9
Date
Date Wanted a.m. ^ p.m.
Project Cf
Phone #
Inspection Results /Comments:
Inspector l(i'rit-12
Date c% %/%/
c
City of Tukwila
6200 Southcenter Boulevard
Tukwila Washington 98188
(206) 433-1800
Gary L. VanDusen, Mayor
MEMORANDUM
TO: Duane Griffin, Building Official
FROM: Phil Fraser, Senior Engineer j2
DATE: 12/10/86
SUBJECT: Radovich Fill Permit (Phase I) - Plan Sheet 2 of 3 (Job # 4146.31)
Dated 12/10/86
Public Works Dept. has reviewed and approved this fill permit limited to
the described fill and temporary erosion detail. This fill shall be provided
uunder the direction of the soils engineer and with the support of the civil
engineer knowledgeable of the permit requirements for DOE and the Dept. of
Fisheries. The plans do not state that King County Datum is used; however,
it is assumed this to be the case. A Licensed Land Surveyor shall certify that
King County. Datum is used in the interpretation and construction of these plans
and also that a recognized King County Reference Point has been used as a take .
off for the survey of this constructed fill.
to
SrV( %cif
I )c L arl ix'nt
cat IYY)k)gy
FLOOD CONTROL ZONE PERMIT
PERMIT NO. 1- 5929 -2
Permission k granted under provisions of Chapter 86.16 RCW, this 4 day of November granted 86
John C. Radovich
(Name of applicant)
2000 124th N.E., B -103, Bellevue, WA 98005
(Address)
to construct and maintain
a two -story office building
(Description of works)
for the period 19 to 19 or
in
perpetuity
ink Section 24 Township 23N.
N., Range 4E. W.M. and /or
in Section , Township N., Range . W.M.
on Green River located within the Green River
(Name of stream or flood plain affected) (Flood Zone)
Flood Control Zone No 2 , Said works, structures, or improvements must be in accordance with the
Application No. 1- 5929 -2 and plans attached thereto ..n file with the Department of Ecology, which are
incorporated by reference as terms of this permit.
The work herein authorized shall commence on or after the 4 day of NOVeltber 19 86
and shall be completed on or before the 4 day of Novenber 19 87 or before such dates as may be
specified by. any extensions granted.
This permit is subject to the conditions printed on the reverse hereof and the acceptance by the permittee.
cc: King County Surface Water Mgmt.
City of Tukwila
ECY 060.6
Rev. 11/79
RECEIVED
(CITY OF TUKW(LA
DEC - 8 1986
BUILDING DgPT1,
Regional Man ger
DEPARTMEN OF ECOLOGY
TIIIS PERMIT IS SUBJECT TO T. • FOLLOWING CONDITIONS:
1. This permit is granted under authority of Chapter 159, Session Laws of 1935, (Chapter 86.16 RCW)
2. No property rights are granted herein, nor does this permit absolve permittee from liability for any damage which may
be suffered to life or to property, public or private, by reason of works, structures and improvements authorized hereunder.
3. This permit does not obviate the necessity of obtaining other permits required by federal, state, or local law.
4. The permittee shall remove, at his own expense, all falseworks, structures and materials incident to the construction of
the work herein authorized. Works and structures erected under permit covering a specific period of time shall be
removed by the permittee at his own expense upon the expiration of said period or at the expiration of any ex-
tension of time which may be granted.
5. Sliuuld permittee fail to remove, at the proper time, materials, works and structures referred to under paragraph 4,
the director reserves the right to have it done at the expense of the permittee.
6. Any alteration of plans for works and structures made subsequent to the filing of an application or the issuance of
permit shall be subject to approval by the director.
7. The director shall be notified by the permittee of the completion of works under this permit in order that he may
make final inspection and give final approval.
8. RCW 86.16.100 provides that the exercise by the state regulatory powers shall not imply or create any liability for
any damages against the state, and the action taken by the department herein shall not imply or create any liability
for any damages against the state.
9. When necessary to provide for the proper maintenance or operation of the works, structures, or improvements as
authorized herein, the department may issue supplementary orders providing for such.
10. This permit is subject to further special conditions as follows :
11. This permit is accepted subject to provisions of law' and regulations and conditions herein prescribed,
November 5, 1986
Moira Carr Bradshaw
Planning Department
City of Tukwila
6200 Southcenter Blvd.
Tukwila, WA 98188
•
Subject: Fill and Excavation Detail - Fort Dent Office Building
Dear Moira:
Section B.1.e of the environmental checklist requests specific
information regarding filling and grading. We were unable to answer
this question when the application was submitted as part of the
Shoreline One Permit and BAR review in May. We now have more detail and
offer the following information.
B. Environmental Elements:
1. Earth
e. Describe the purpose, type and approximate quantities of any
filling or grading proposed. Indicate source of fill.
As per King County Flood Zone Control Permit lo. 2 -1622, we will
be excavating approximately 800 cubic yards of material from the
bank of the Green River. This material will be disposed of off -
site.
Other excavation includes approximately 5500 cubic yards of
material. A four -foot cut on the soathern half of the building
area is required to attain a suitable building site. The remain-
der is general on -site grading.
Filling of the site includes 1600 cubic yards of structural fill
below the footings and slab and 300 cubic yards of fill material
throughout the paved areas. The fill for the paved areas will
only be used if during site grading, adequate compaction of
existing soils cannot be achieved and removal of these unsuit-
able soils becomes necessary. Any new fills will be taken from
on -site excavation materials.
20011n�,.R Development Corp.
0 -124th Ave. N.E. B -103 Bellevue, WA 99005 (206) 454 -6060
1986
PLANNING DEP1 �-
Lastly, Earth Consultants has recommended the placement of
approximately 2200 cubic yards of surcharge fill in the build -
ing.area. This fill is required to induce settlement and will
remain in place for approximately four weeks, then.vill be
removed off -site.
I. trust I have answered the above question in enough detail. If you
have any questions, please call.
Cordially,
•
Katie Greif:
Development Manager
CITY OF TUKWILA
CENTRAL PERMIT SYSTEM - Utility Plan Review Routing Form
CONTROL NUMBER O S ;,,3& 7
TO: ❑ PWD Admin. ❑Sewer Dept. ['water Dept. ❑Street Dept. ❑Other
n D❑ Fire Dept. ,P1g Dept. ❑ Rec. Dept.
❑Police Dept. ❑Other
PROJECT Fr)/ /3,?_41l 0!---(-7(6 A
ADDRESS '' &KAI 1 UOt
DATE TRANSMITTED
C.P.S. STAFF COORDINATOR
- -xv i REQUESTED BY /> •, 3f -8(,0
/. ,i/ _ VIA CPS TECH
PLEASE REVIEW THE ATTACHED PROJECT PLANS AND RESPOND- WITH APPROPRIATE COMMENTS IN THE SPACE
BELOW. INDICATE CRUCIAL CONCERNS BY CHECKING THE BOX NEXT TO THE LINE(S) ON WHICH THAT CONCERN
IS NOTED:
❑
❑ s
0
PLAN REVIEWER DATE
(PLEASE RETURN THIS FORM WITH PLANS TO THE CPS TECH)
EXG6 -VA—T nN nTr
a.u4Ni/7--/r
5-„S-DC) Gu y.o
op Goa V.t)
GM L/ A 'l oti 6=a h F /:
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---4- ; T' P C T f.J 1619 C... I L L
RECEIVED.
CITY OF TUKWILA
U' OV 04 1986
aUILDJNG Dart
STEPAN & ASSOCIATES, Inc.
33505 13th Place South
Federal Way, WA 98003
927.7850 / 88.2.4771
Project Job No
Subject • Comp. Dote
Sheet. _of Chkd Ooh
Earth
Consultants Inc.
Geotechnical Engineering and Geology
John C. Radovich
2000 -124th NE, #B -103
Bellevue, Washington 98005
Attention: Ms. Katie Greif
Gentlemen:
June 13, 1986 E -3007
111 eaC0Jf,D
TTT; 1985
ciTy OF TiJ,wviLA,
PLANNING DEPT.
We are pleased to submit herewith our report entitled "Geotech-
nical Engineering Study, Fort Dent Office Building, Tukwila,
Washington." This report presents the results of our field
exploration, laboratory tests, and engineering analysis. The
purpose and scope of our study was outlined in our proposal dated
May 13, 1986. ECI is currently preparing recommendations for
erosion protection along the Green River. Recommendations
regarding the Green River erosion protection will be submitted to
you under separate cover. In preparing this report, we have
reviewed boring logs and test pits drilled on this site, and a
report prepared for an adjacent site.
The results of our study indicate that the site is underlain
by loose fine- grained fills overlying loose alluvial soils. These
soils are moderately compressible. It is recommended that the
building fills be placed and allowed to remain until settlements
have stabilized. This should take about three weeks to stabilize.
Post - construction total settlements should be on the order of one
to two inches, with differential settlements of about one inch.
If this magnitude of settlement cannot be tolerated, then the
northern portion of the building receiving fills should be
surcharged with a two foot thick surcharge. The proposed
structure may be supported on conventional shallow spread and /or
continuous footings bearing on structural fill. The existing site
soils are fine - grained and moisture sensitive. If grading
activities are conducted during wet weather, site developments
costs will be higher due to delays during heavy rains, the need to
import clean pit -run for structural fills, and difficulty in
access for equipment.
1805 136th Place N.E., Suite 101, Bellevue, Washington 98005 / Bellevue (206) 643 - 3780 /Seattle (206) 464 -1584
John C. Radovich
June 13, 1986
E -3007
Page 2
This report has been prepared for specific application to this
project in accordance with generally accepted geotechnical
engineering practices for the exclusive use of JC Radovich
Development Corporation and their representatives. No other
warranty, expressed or implied, is made. We recommend that this
report, in its entirety, be included in the project contract
documents for the information of the contractor. The following
sections of this report describe our study and contain
recommendations regarding foundation design criteria, earthwork
considerations, and site drainage.
PROJECT DESCRIPTION
At the time our study was performed, the site and proposed
building locations were as shown schematically on the Exploration
Location Plan, Plate 2.
Based on our discussions with you, your architect and
structural engineer, we understand that the project involves the
construction of a two -story office building with slabs -on- grade.
We anticipate maximum interior column loads will be on the order
of 125 kips, dead plus live, with perimeter column loads of 70
kips. Cuts and fills on the order of five feet will be required
to prepare the site for construction. Provisions for storing
stormwater beneath the structure in vaults may also be included in
the final building layout. At this time the final building
configuration and details have not been determined.
We should be consulted to review the recommendations contained
in this report once final plans have been developed. In any case,
it is recommended that Earth Consultants, Inc. provide a general
review of the final design prior to the start of of construction.
SITE CONDITIONS
Surface
As shown on the attached vicinity map, the site is located at
the eastern end of Southcenter Boulevard in Tukwila, Washington.
Existing site conditions are presented on Plate 2, Exploration
Location Plan. Generally the site is bordered on the east by the
Fort Dent Access Road, on the north by the Green River, on the
west by undeveloped land and on the south by Southcenter
Boulevard.
The site slopes from the southwest to the northeast with
overall relief on the order of ten feet. The site is covered by
grasses and native brush.
Earth Consultants, Inc.
John C. Radovich
June 13, 1986
E -3007
Page 3
The Green River channel is immediately north of the northern
property line. The river banks have inclinations on the order of
a 2:1 (Horizontal:Vertical) to 1:1 (H:V) with local areas steeper
than a 1:1 (H:V). The river "bed" beneath the water surface
appears to be lined with quarry rock varying in size from fifty
(50) to four hundred (400) pounds.
The river banks are covered by a non - continuous cover of six
(6) to twelve (12) inch quarry spalls that have been overgrown
with grasses and berry vines. A local area of erosion is
occurring beneath the discharge of a storm drain adjacent to the
northeast corner of the site. A portion of the bank along the
north center of the site appears to have slumped due to local
undercutting of the river bank.
Subsurface
The site was explored by excavating ten test pits and hand
excavating a series of hand auger holes at the locations shown on
Plate 2. Please refer to the test pit logs, Plates 4 through 10,
for a detailed description of the conditions encountered at each
location explored. A description of the field exploration methods
and laboratory testing program is included in this report
following the Discussion and Recommendations section. The follow-
ing is a generalized description of the subsurface conditions
encountered.
Our test pits encountered relatively uniform subsurface
conditions beneath the site. Generally, the site is underlain by
loose silts to the full depth explored by our test pits. The
upper six to ten feet of these soils may be fills that were placed
in an uncontrolled manner.
Borings done in this site by others extended to thirty four
(34) feet below grade. These borings encountered loose to medium
dense alluvial soils to the depths explored. No highly organic or
other highly compressible soils were encountered or noted in the
previous explorations or our subsurface explorations on the site.
A previous report for this site by Dames and Moore indicated
that the fills were placed in the early 1970's.
Groundwater
The groundwater seepage levels observed while excavating are
shown on the test pit logs. The seepage encountered in our test
pits reflects local perched water tables. Previous borings by Mr.
James Eaton notes groundwater was encountered from eighteen (18)
to twenty four (24) feet below existing grade. The groundwater
seepage level is not static, thus one may expect fluctuations in
the level depending on the amount of rainfall, the level of the
Earth Consultants, Inc.
John C. Radovich
June 13, 1986
E -3007
Page 4
Green River, surface water runoff, and other factors. Generally
the water level is higher in the wetter winter months.
DISCUSSION AND RECOMMENDATIONS
General
The primary geotechnical aspect of this project are the loose
fills and allvuial soils that underlie the site. These soils have
low to moderate compressibility characteristics and cannot support
the structure in their present state without undergoing excessive
differential settlements.
Current plans call for the southern portion of the building to
be on a four foot cut and the northern half of the building to be
on four feet of new fills. The new fills will cause settlements
within the underlying alluvial soils. In addition, the cut
portion of the building has effectively been surcharged through
the weight of the fills that will be removed. Thus there exists a
potential for excessive differential settlements between the north
and south half of the site. We estimate this differential
settlement could be on the order of two inches or more and occur
over a relatively short distance, possibly between two column
footings that span the cut -fill line.
To reduce this potential for excessive differential
settlements, ECI recommends that you surcharge the northern half
of the building.
To improve the bearing characteristics, we recommend that all
footings be placed on at least two feet of structural fill.
The following sections present our recommendations in more
detail.
Foundations
The proposed structure may be supported on conventional conti-
nuous and spread footings bearing on at least two feet of
structural fill. Overexcavation of soil below the footing may be
required depending on final site grades, this will be required in
cut areas an din shallow fills. Fill placed under footings should
extend outwards from the edge of the footings at least a distance
equal to the depth of the fill beneath the footings. Exterior
footings should be bottomed at a minimum depth of twelve (12)
inches below the lowest adjacent outside finish grade. Interior
footings may be at a depth of twelve (12) inches below the top of
the slab. Footings bearing on structural fill may be designed for
a bearing pressure of twenty five hundred (2500) psf. Continuous
and individual spread footings should have minimum widths of
Earth Consultants, Inc.
John C. Radovich
June 13, 1986
E -3007
Page 5
twelve (12) and eighteen (18) inches, respectively. A one -third
increase in the above bearing pressures may be used when consider-
ing short term wind or seismic loads.
Lateral loads due to wind or seismic forces may be resisted by
friction between the foundations and the supporting compacted fill
subgrade or by passive earth pressure on the foundations. For the
latter, the foundations must be poured "neat" against the existing
soil or backfilled with a compacted fill meeting the requirements
of structural fill. A coefficient of friction of 0.35 may be used
between the structural foundation concrete and the supporting
subgrade. The passive resistance of undisturbed natural soils or
structural fill may be taken as equal to the pressure of a fluid
having a density of two hundred fifty (250) pounds per cubic foot
(pcf).
We recommend that drains be placed around all perimeter foot-
ings. The drains should be constructed with a four inch diameter
perforated pipe bedded and covered with free draining gravel. The
drains should have a positive gradient towards suitable discharge
facilities. The footing drainage system should not be tied into
the roof drainage system until the drains are tightlined well away
from the building. The footing excavation should be backfilled
with granular soil except for the top foot which should be
backfilled with a relatively impermeable soil such as silt, clay
or topsoil. Alternatively, the surface can be sealed with asphalt
or concrete pavements.
Surcharge Program
As indicated earlier in this report, if the anticipated
settlements cannot be tolerated, we recommend that the building
area be pre - loaded with a minimum of three feet of surcharge fill.
The purpose of the surcharge fill is to induce as much settlement
in the fill portion of the building area as possible prior to
construction. This fill is in addition to any structural fill
materials required to achieve design finish grades; thus, the top
of the surcharge should be three feet above finish grade and
should extend a minimum of five feet beyond the building perimeter
or exterior footing line. If future expansion is anticipated, the
surcharge should extend at least fifteen (15) feet in the
direction of the future addition. The extra surcharge area is to
reduce the possibility of differential settlement from future
building or surcharge loads. Also, no fill for landscaping
purposes should be placed near the building since any additional
fill could induce further settlement. The side slopes of the
surcharge fill should be inclined no steeper than 1:1 (H:V). The
surcharge slope at the cut /fill line should be sloped at a 3:1
(H:V) into the cut portion of the building. We estimate that the
surcharge fill will need to remain in place approximately three to
Earth Consultants, Inc,
John C. Radovich
June 13, 1986
E -3007
Page 6
four weeks to permit primary settlements to be completed, after
which, building construction may be started.
Before placing the surcharge fill, structural fill should be
placed six inches above finish grade to allow for anticipated
settlement. Depending on site grades, it may be necessary to
overexcavate soil to provide the required thickness of structural
fill below footings and slabs. Alternatively, footing excavations
can be done after removal of the surcharge fill.
The surcharge fill does not have to meet any specific
requirements except that it should have a minimum in -place total
density of one hundred twenty (120) pcf. However, if the
surcharge fill is to be used later as fill on another part of the
site, we recommend it meet the requirements for structural fill,
i.e., contain no organics and be compactible. Structural fill to
be placed in wet weather should contain no more than 5 percent
fines passing the No. 200 sieve.
Prior to placement of the surcharge fill, we recommend
installation of at least four settlement markers within the
surcharge area. These markers should be protected from
disturbance by construction equipment. In addition, these markers
should be surveyed by ECI personnel or a licensed surveyor daily
during fill and surcharge placement and at intervals of 2, 4, 8,
16 (so forth) days after completion of the surcharge fill
placement. The initial reading should show the natural ground
elevation, and readings taken during surcharge placement should
show the surcharge fill thickness. The settlement readings should
be evaluated by ECI. The surcharge may be removed when the
required settlement has been reached. The exposed subgrade should
be proofrolled and any unstable pockets should be overexcavated
and replaced by structural fill.
Slab -on -Grade Floors
Slab -on -grade floors may be supported on existing recompacted
fill soils or on at least one foot of structural fill. Greater
thickness may be required to stabilize soft or pumping areas. The
slab should be provided with a minimum of four inches of free
draining sand or gravel. We also recommend that a vapor barrier
such as a 6 mil plastic membrane be placed beneath the slab to
reduce water vapor transmission through the slab and the resultant
moisture accumulation. Two inches of sand may be placed over the
membrane for protection during construction and to aid in curing
of the concrete.
Retaining and Foundation Walls
Retaining and foundation walls should be designed to resist
lateral earth pressures imposed by the soils retained by these
Earth Consultants, Inc,
John C. Radovich
June 13, 1986
E -3007
Page 7
structures. Walls that are designed to yield an amount equal to
at least 0.002 times the wall height can be designed to resist the
lateral earth pressure imposed by an equivalent fluid with a unit
weight of thirty five (35) pcf. If walls are to be restrained at
the top from free movement, a uniform force of fifty (50) psf
should be added to the equivalent fluid pressure force. For
calculating the base resistance to sliding, we recommend using a
passive pressure equivalent to that exerted by a fluid having a
density of two hundred fifty (250) pcf and a coefficient of
friction of 0.35.
It is assumed that hydrostatic pressures do not act behind the
walls nor that either surcharge slopes or loads will be placed
above the walls. If surcharges are to be applied they should be
added to the above lateral pressures.
Retaining and foundation walls should be backfilled with
compacted free- draining soils with no organics. The soil should
contain no more than 5 percent silt or clay and no particles
greater than four inches in diameter. The percentage of particles
passing the No. 4 sieve should be between 25 and 70 percent.
Alternatively, a geotextile product such as Miradrain may be used.
We recommend the use of footing drains at the base of all
perimeter footings. The footing drains should be surrounded by at
least six inches of one inch minus washed rock, and provided with
a positive gradient towards suitable discharge facilities. The
pipe invert should be at least as low as the bottom of the
footing. For retaining walls, other than basement walls, weep-
holes can be used. The weepholes should be as low as possible to
maintain drainage behind the walls. When weepholes are provided,
all backfill within eighteen (18) inches of the weephole should
consist of one inch minus washed rock.
Site Drainage
Groundwater was encountered in our test pits at depths ranging
from two to five feet. However, it has been our experience that
groundwater levels change significantly due to changes in rainfall
amounts, surface drainage or other factors. If seepage is
encountered in the excavation, the water should be drained away
from the site by use of drainage ditches, perforated pipe or
French drains, or by pumping from sumps interconnected by shallow
connector trenches at the bottom of the excavation.
We suggest that appropriate locations of subsurface drains, if
needed, be established during grading operations by a represen-
tative of Earth Consultants, Inc., at which time the seepage
areas, if present, may be more clearly defined.
The excavation and site should be graded so that surface water
is directed off the site and away from the tops of slopes. Water
Earth Consultants, Inc,
John C. Radovich
June 13, 1986
E -3007
Page 8
should not be allowed to stand in any area where buildings, slabs,
or pavements are to be constructed. During construction, loose
surfaces should be sealed at night by compacting the surface soils
to reduce the infiltration of rain into the soils. Final site
grades should allow for drainage away from the building founda-
tions. We suggest that the ground be sloped 3 percent for a
distance of at least ten feet away from the buildings except in
areas that are to be paved.
Pavement Areas
All parking and roadway areas may be supported on existing
site soils provided these soils can be compacted to 95 percent
density and are stable at the time of construction. Structural
fill and /or fabric may be needed to stabilize soft, wet or
unstable areas. In most instances twelve (12) inches of granular
fill will stabilize the subgrade except for very soft areas where
additional fill may be required. The upper twelve (12) inches of
pavement subgrade should be compacted to at least 95 percent of
the maximum density. Below this level a compactive effort of 90
percent would be adequate. The pavement section for lightly
loaded traffic and parking areas should consist of two inches of
asphalt' concrete (AC) over four inches of crushed rock base (CRB)
or three inches of asphalt treated base (ATB). Heavier loaded
areas would require thicker sections. We will be pleased to
assist you in developing appropriate pavement sections or
specifications for heavy traffic zones, if needed.
Site Preparation and General Earthwork
The building and pavement areas should be stripped and cleared
of all existing utilities, surface vegetation, all organic matter
and any other deleterious material. It is anticipated that a
stripping depth of six (6) to eighteen (18) inches will be
required. In parking areas where more than two feet of fill are
to be placed, the existing vegetation may be trimmed down to grade
and the root mats and sod may be left in place. Stripped and
mowed materials should be removed from the site or stockpiled for
later use in landscaping, if desired. The stripped materials
should not be mixed with any materials to be used as structural
fill. Structural fill is defined as any fill placed under build-
ings, roadways, slabs, pavements, or any other load bearing areas.
Following the stripping and /or mowing operation, the ground
surface where structural fill, foundations, or slabs are to be
placed should be proofrolled. All proofrolling should be
performed under the observation of a representative of Earth
Consultants, Inc. Soil in any loose or soft areas should be
removed and replaced with structural fill to a depth that will
provide a stable base beneath the general structural fill.
Earth Consultants, inc.
John C. Radovich
June 13, 1986
E -3007
Page 9
Structural fill under floor slabs and footings should be
placed in horizontal lifts and compacted to a minimum 95 percent
of the maximum dry density in accordance with ASTM Test Designa-
tion D- 1557 -78 (Modified Proctor). The fill materials should be
placed at or near the optimum moisture content. Fill under
pavements and walks should also be placed in horizontal lifts and
compacted to 90 percent of maximum density except for the top
twelve (12) inches which should be compacted to 95 percent of
maximum density.
On -site fine-grained soils at the time of our exploration were
over the optimum moisture content and may not be used as
structural fill in its present condition. Obtaining adequate
compaction and grading will be difficult if the soil moisture is
above the optimum moisture content. Ideally, structural fill
which is to be placed in wet weather should consist of a granular
material with a maximum size of three inches and no more than 5
percent fines passing the No. 200 sieve. During dry weather, any
compactible granular non - organic soil can be used as structural
fill.
FIELD EXPLORATION AND LABORATORY TESTING
Our field exploration was performed on May 13, 1986. The
subsurface conditions were explored by excavating ten test pits to
a maximum depth of sixteen and one -half (16.5) feet below the
existing surface at the approximate locations shown on Plate 2.
The locations of the test pits were approximately determined
by taping from assumed property corners. Elevations of test pits
were approximately determined by interpolation between plan
contours. The locations and elevations of the test pits should be
considered accurate only to the degree implied by the method used.
The field exploration was continuously monitored by a senior
soils technician from our firm who classified the soils
encountered, maintained a log of each test pit, obtained
representative bulk soil samples and observed pertinent site
features. Soils were classified visually in the field according
to the Unified Soil Classification System which is presented on
Plate 3, Legend. The consistency of the so :.1 was estimated based
on the effort required to excavate the soil, the stability of the
trench walls and other factors. Logs of the individual test pits
are presented on Plates 4 through 10, Test Pit Logs. The final
logs represent our interpretations of the field logs and the
results of the laboratory examination and test of field samples.
The stratification lines on the logs represent the approximate
boundary between soil types. In actuality, the transition may be
gradual.
Earth Consultants, Inc,
John C. Radovich
June 13, 1986
E -3007
Page 10
Representative soil samples were placed in closed containers
and returned to our laboratory for further examination and test-
ing. Moisture determinations were performed on all samples.
Results of moisture determinations, together with classifications,
are shown on the test pit logs included in this report. The
results of six sieve and hydrometer analyses are illustrated on
Plates 11 and 12, Grain Size Analyses.
LIMITATIONS
Our recommendations and conclusions are based on the site
materials observed, selective laboratory testing and engineering
analyses. The conclusions and recommendations are professional
opinions derived in accordance with current standards of practice.
No warranty is expressed or implied.
The recommendations submitted in this report are based upon
the data obtained from the previous borings and ECI's test pits.
Soil and groundwater conditions between borings and test pits may
vary from those encountered by the borings and test pits. The
nature and extent of variations between borings and test pits may
not become evident until construction. If variations then appear,
Earth Consultants, Inc. should be allowed to reevaluate the recom-
mendations of this report prior to proceeding with the
construction.
Additional Services
It is recommended that Earth Consultants, Inc. provide a
general review of the final design and specifications to verify
that the earthwork and foundation recommendations have been
properly interpreted and implemented in the design and in the con-
struction specifications.
It is also recommended that Earth Consultants, Inc. be
retained to provide geotechnical services during construction.
This is to observe compliance with the design concepts, specifica-
tions or recommendations and to allow design changes in the event
subsurface conditions differ from those anticipated prior to the
start of construction.
Earth Consultants, Inc.
John C. Radovich
June 13, 1986
E -300.7
Page 11
following table and plates are attached and complete this
CRL /RSL /tm
Table A
Plate 1
Plate 2
Plate 3
Plates 4 through 10
Plate 11 and 12
of Q, S. LEA i EART
Q2 44.
IIs k, 00 A S N. //ii
�0 k
k,
...r obert S. Levinson, P. E. iv
0 9 14691 Pres ident
F
'ONAL•
Hand Auger Lots
Vicinity Map
`Exploration Location Plan
Legend
Test'Pit Logs,
Grain Size Analysis
_:1=tr_._77._
SULTANTS, INC.
( :)
John C. Radovich E -3007
June 13, 1986
TABLE A
HAND AUGER HOLES
HA -1
HA- 2
HA -3
HA -4
HA -5
HA -6
HA -7
Descri�t.ion
spalls at one foot
spalls at one foot
spalls at one foot
sand at zero to two feet
sand at zero to two feet
sand at zero to two feet
sand at zero to two feet
Note: All hand auger holes were .limited to a total of two feet in
depth during preliminary field work. Additional hand auger holes
are being excavated along the river bank.
Earth Consultants, Inc.
to
R; A
• `11
f �
SIT_F_
oso
5 IrEn10n vILL.GE
LL r}h
II1H
. n
S 1 1140
dO.
.1NSlN y1
T 221
Reference :
King County / Mop 41
By Thomas Brothers Maps
Dated 1986
Earth
Consultants Inc.
GEOTECHNICAL ENGINEERING & GEOLOGY
Vicinity Map
R. Dent Office Building
Tukwila, Washington
ProJ. No. 3007
Date June '86 Plate 1
10 _ -A-HA-4
��— HA_5___«
20
2s
=MO WO
GREEN
--
i
R /iV - R
Apperent lump in River Bank
HA-T
- - -gir HA- 6 - - -- 1 --
•
Ei
_—__ -4-
-1
Existing Storm
Drain '• j
/
•
GREEN
• e..6. --
i
R /'V"R
Appoenti
— —ittk HA-6
urnp in River Sank Erosion from Storm
• �— Discharge_
HA-2
Existing Storm
Drain
TP-4
+ A. NA_3._.�
30
e
Approximate Scale
0 20 40 80ft,
0 ®TP-3
z
w
0
• HA-1
SOUTHCENTER
.1
LEGEND
Approximate Test Pit
Location
Approximate Hand Auger
Location
Approximate Location of
Boring by Others
Approximate Location of
Test Pit by Others
Proposed Building
References :
Sheet 1 of 2
Topographic Survey
By PAC- TECH Engineering, Inc.
Dated 1/29/86
Site Plan
By Mithun Bowman Emrich Group P.S.
Dated 5/21/86
Earth
Consultants Inc.
GEOTECHNICAL ENGINEERING & GEOLOGY
Exploration Location Plan
Ft. Dent Office Building
Tukwila, Washington
Proj. No. 3007 : Date June '86
Plate
MAJOR DIVISIONS
GRAPH
SYMBOL
o 0•.. • ••..:SGW
' '•'•' °•.....•'•
•
I LETTER
SYMBOL
gw
TYPICAL DESCRIPTION
Coarse
Grained
Sods
More Than
50 %. Material
Larger Than
No. 200 Sieve
Size
Gravel
And
Gravelly
Soils
More
50% Coarse
Fraction
Retained On
No 4 Sieve
Clean Gravels
(little or no fines)
WeII- Graded Gravels, Gravel Sand
Mixtures, Little Or No Fines
:• ::e::6: .
0 • • r •
.. • •
GP %
gp
Poorly • Graded Gravels, Gravel-
Sand Mixtures, Little Or No Frnes
Gravels With
Fines( appreciable
amount of lines)
. 0 M
GMT/
gm
Silty Gravels, Gravel- Sand -
Silt Mixtures
Ysjl
j /
'w�' .
GC
gc
Clayey Gravels, Gravel • Sand -
Clay Mixtures
Sand
And
Sandy
Soils
More Than
50% Coarse
Fraction
Passing No 4
Sieve�''
Clean Sand
1little or no fines)
e e 00O° °o• .
•
• °o• a °•o °O
SW�/
SW
Well- Graded Sands. Gravelly
Sands, Little Or No Fines
e-1"`;• •
•
.,:;
,.!.'•II•.r..'
1;1, ^. I; i :�;{ '
; , .I,," • • 1' •'
SP
Sp
Poorly•Graded Sands, Gravelly
Sands, Little Or No Fines
Sands With
Fines (appreciable
amount of Imes)
SM Sm
Silty Sands, Sand - Silt Mixtures
��,/�
SC ���
SC
�.
Clayey Sands, Sand • Clay Mixtures
Fine
Grained
Soils
More Than
50 %< Material
No. 200 Than
No. 200 Sieve
Size
Silts Liquid Limit
And Less Than 50
Clays
111111111MM
�A
ill l III l
I
ML
ry .' Roc, lihk .S
Clnyey Inorganic Fine Sills Sands; 8 Ve Clayey Fine Sts Sandsi w Sgt Plasticity Flourilty-
CL •
CI
Inorganic Clays O) Low To Medium Plasticity -~
Gravelly Clays, Sandy Clays, Silty Clays. Lean
OL
= '�oI
Organic Silts And Organic
Silty Clays 01 Low Plasticity
Sills
And Great Limit
(;lays Greater Than 50
t1
11 ZZeo I.rir
�.��rIrrr
•,'
/ ,'OH
MH -
� mh
Inorganic Sills, Micaceous Or Diatomaceous Fine
Sand Or Silly Sods
CH --
/� ch
Inorganic Clays O1 High
Plasticity, Fat Clays
Oh
Organic Clays Of Medium To High
Plasticity, Organic Sills
Highly Organic Sods
'=% ^'. —
,•
PT /
pt
Peat. Humus, Swamp Sods
With High Organic Contents
Topsoil
,,,
Humus And Duff Layer
Fill
•••••• •• • •
•
Highly Variable Constituents
The Discussion In The Text 01 This Report Is Necessary For A Proper Understanding
01 The Nature 01 The Material Presented In The Attached Logs
Notes :
Dual symbols are used to indicate borderline soil classification. Upper
case letter symbols designate sample classifications based upon lab-
oratory testing; lower case letter symbols designate classifications not
verified by laboratory testing.
1
31
P
$Z WATER LEVEL (DATE)
WATER OBSERVATION WELL
2'0.D. SPLIT SPOON SAMPLER
2.4" I.D. RING SAMPLER OR
SHELBY TUBE SAMPLER
SAMPLER PUSHED
SAMPLE NOT RECOVERED
C TORVANE READING, tsf
qu PENETROMETER READING, tsf
W MOISTURE, percent of dry weight
pcf DRY DENSITY. pounds per cubic ft.
LL LIQUID LIMIT, percent
PI PLASTIC INDEX
Earth
Consultants Inc.
GEOTECHNICAL ENGINEERING & GEOLOGY
LEGEND
Proj. No. 3007 1 Date June' 86 °late 3
Depth
(ft.)
0
10
15
Loyd By SIB
Date 5/13/86
USCS
TEST P1T
Soil Description
EIev. ----__
W
(96)
ml
Gray SILT with roots, moist, loose
ml
Gray SILT with trace of gravel, dry, dense
ml
Gray SILT, moist to wet, loose to medium dense
Brown SILT, moist, loose to medium dense, non —
plastic
17
11
26
37
Test pit terminated at 16.5 feet below existing grade. Slight
groundwater seepage encountered at 2 to 3 feet during excavation.
1
GEOTECHNICAL ENGINEERING A GEOLOGY
TEST PIT LOGS
FT. DENT OFFICE BUILDING
TUKWILA, WASHINGTON
Proj. No. 3007 !Date ,Tune' 86 [i.t. 4
Depth
(ft)
0-
Loyd ay RWB
Date 5`1'VR6
USCS
TEST PIT NO. .2..
Soil Description
10 --
15
ml
Brownish SILT, moist to wet, loose
(caving of test pit walls)
Gray SILT with occasional gravel, dry to moist, l.7
medium dense
ml
Brown SILT, moist, loose to medium dense, non-
elastic
34
Test pit terminated at 13.5 feet below existing grade. Slight
groundwater seepage encountered from upper 5 feet during excavation.
OVA
GEOTECHNICAL ENGINEERING & GEOLOGY
TEST PIT LOGS
FT. DENT. OFFICE BUILDING
TUKWILA, WASHINGTON
Proj. No. 3007 : Date June' 86 Piste 5
Depth
(ft,)
0
10
15
Low By RWB
Date 5/13/86
USCS
ml
ml
TEST PIT NO...... _
Soil Description
Gray SILT, moist, loose
sm
ml
Brownish SILT with oxidation stains, moist,
loose
Brownish silty fine SAND to sandy SILT, moist,
loose to medium dense
21
16
14
Test pit terminated at 14 feet below existing grade. No ground-
water seepage encountered during excavation.
GEOTECHNICAL ENGINEERING 6 GEOLOGY
TEST PIT LOGS
FT. DENT OFFICE BUILDING
TUKWILA, WASHINGTON
Proj. No. 3007 Date June' 86 Platy 6
Logged By RWB
Date 5/13/86
TEST PIT NO....
Depth
(ft.) USCS Soil Description
0
(8" topsoil)
ml Gray SILT with roots, moist, loose, non - plastic
10
16
ml
Becomes brownish SILT, moist to wet, loose
sin
Brownish silty fine SAND, moist, loose to medium
dense
Becoming more sandy
25
45
17
Test pit terminated at 14 feet below existing grade. No ground-
water seepage encountered during excavation.
GEOTECHNICAL ENGINEERING 4 GEOLOGY
TEST PIT LOGS
FT. DENT OFFICE BUILDING
TUKWILA, WASHINGTON
Proj. No. 3007 I Date June' 86 I Plata 7
1
E a�
Logged By RWB
Date
Depth
(ft.)
0
,I)
5
10
15
5
10
5/11/A6
USCS
PIT NO._.5_
Soil Description
Elev.
W
(%)
ml
Gray SILT, moist, loose
Gray - brownish, sandy SILT, moist, medium dense
20
15
Test pit terminated at 13 feet below existing grade. No ground-
water seepage encountered during excavation.
Logged By RWB s_
Data, 5/13/86 TEST PIT NO. E Iev.
..�.
15
1
* 1.1
I,i
ml
Brownish SILT, moist, loose
ml
Brownish sandy SILT, dry to moist, dense
Gray clayey SILT, moist, stiff, medium plasticity
16
13
24
Test pit terminated at 13 feet below existing grade. Slight
groundwater seepage encountered at 3 to 4 feet during excavation.
Earth
Ct►sl�u t>ls Inc.
GEOTECHNICAL ENGINEERING & GEOLOGY
TEST PIT LOGS
FT. DENT OFFICE BUILDING
TUKWILA, WASHINGTON
Proj. No. 3007 Date June' 86 Plate 8
Lowed By RWB
Date 5/13/86
Depth
(ft.) USCS
0
TEST PIT
Soil Description
ml Brownish SILT, moist, loose
10 --
15
m].
Gray SILT with trace of sand and gravel, moist
to wet, medium dense
(test pit walls caved)
sm
Brown -tan gravelly SAND with some silt, mixed
with gray SILT; moist, medium dense
18
8
Test pit terminated at 13 feet below existing grade. No ground-
water seepage encountered during excavation.
Logged By RWB
Data 5/13/86
TEST PIT
E lev.
ml
Brownish SILT, moist, loose
Gray SILT, slightly clayey, dry, stiff to very
stiff, low to medium plasticity
10 --
15
ml
Gray SILT with fine sand, trace of gravel and
some organics, wet, medium dense
18
17
Test pit terminated at 11.5 feet below existing grade. Moderate
groundwater seepage encountered at 2 feet during excavation.
GEOTECHNICAL ENGINEERING & GEOLOGY
TEST PIT LOGS
FT. DENT OFFICE BUILDING
TUKWILA, WASHINGTON
Proj. No. 3007 I Date June' 86 Plate 9
1
1
Depth
(ft.)
0
10
15
Lo By RWB
Ogee 5/11/86
USCS
ml
TEST PIT
Soil Description
Brownish SILT, wet, loose
EIev. —
W
(96)
Gray SILT, slightly clayey, soft to medium stiff,
low plasticity
20
19
m1
Gray SILT, moist, loose to medium dense, non -
plastic
22
Test pit terminated at 13 feet below existing grade. No ground-
water seepage encountered during excavation.
Logged By RWB
Date ___5/ 13/86
0
.� ml
5—
10
15
m1
TEST PIT NiO. la.
Brownish tan sandy SILT, moist, loose
MOO IMO INIM MIN• =NO
Grayish with lighter spots SILT with trace of
sand, wet, loose, non - plastic
EIev.
20
24
Test pit terminated at 12 feet below existing grade. No ground-
water seepage encountered during excavation.
GEOTECHNICAL ENGINEERING & GEOLOGY
TEST PIT LOGS
FT. DENT OFFICE BUILDING
TUKWILA, WASHINGTON
Proj. No. 3007 ; Date June' 86 ' Plate 10
Zoo'
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PERCENT COARSER BY WEIGHT
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Earth
Consultants Yilc.
GEOTECHNICAL. ENGINEERING & GEOLOGY
GRAIN SIZE ANALYSES
FT. DENT OFFICE BUILDING
TUKWILA, WASHINGTON
Proj, No. 3007 ( Date June' 86 Plate 1 1
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Consultants Inc.
GEOTECHNICAL ENGINEERING & GEOLOGY
GRAIN SIZE ANALYSES
FT. DENT OFFICE BUILDING
TUKWILA, WASHINGTON
Proj, No. 3007 Date June' 86 i Plate 12
. *w///.ww —w ■• • - wr.n.+s 41,141.110 • 71,1•110 SMINIOND111....
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Consultants Inc.
GEOTECHNICAL ENGINEERING & GEOLOGY
GRAIN SIZE ANALYSES
FT. DENT OFFICE BUILDING
TUKWILA, WASHINGTON
Proj, No. 3007 Date June' 86 i Plate 12
. *w///.ww —w ■• • - wr.n.+s 41,141.110 • 71,1•110 SMINIOND111....
,,''��
Site
Project
Valuation
Property
Applicant
Architect
Contractdr
Hauling
Describe
-. - CITY l of TUKWILA GRADING /FILL
� Building Division
• , 6200 Southcenter Boulevard
+ `4• Tu 611 Mashington 98188
(206) 433 -18hi PERMIT APPLICATION
Address 6720 Southcenter Boulevard
/EXCAVATION
CONTROL# }r' (AP
Suite# Floor#
Name /Tenant
of Grading
Owner
Fort Dent Office Building
Assessors Account# 295490 - 0455 -03
John C. Radovich Phone 454 -6060
Address 2000 124th Avenue NE, B -103, Bellevue, WA Zip 98005
same as above Phone 454 -6060
Address Zip
/Engineer
Address 2000
Mithun— Bowman — Emerich Group Phone 454 -3344
112th Avenue NE, Bellevue, WA Zip 98004
John C. Radovich License# RADOVJC141JH Phone 454 -6060
Address 2000 124th Avenue , B -103, Bellevue, WA Zip 98005
Co. undecided Phone
Address Zip
the purpose and extent of fill, excavation
or grading Proposed Office Building
Cut (c.u.) 5500 Fill (c.u.) 300
I
CORRECT
Applicant
Contact
*Contractor — Subject to change
Two (2) sets of grading /fill /excavation plans must
be submitted which meet the application
Code. A soils engineering report and
($100.00 Fee) to the Planning Depart-
yards or more.
/excavation of cubic yards or more.
map, and permit fee of $25.00 are required.
requirements of Section 7006(d), 1985 Uniform Building
engineering geology report may also be required.
An Environmental Checklist is required to be submitted
ment for any
A Hauling permit
grading /fill /excavation 500 cubic
is required for any grading /fill
certificate of insurance, route
A $2,000 bond,
HEREBY CERTIFY THAT I
AND THAT I HAVE
/Authorized Agent
Person (please print)
HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND
THE PROPERTY OWNER' AUT ORIZATION TO DO THIS ORK.
(signature) - (:)-Al i .i— Date /1- .3-- 4.-
(print name) ohn C. Radovich
John Radovich or Katie Greif Phone 454 -6060
FEES: Grading
Permit Fee
Fee
OFFICE USE ONLY
(000/322.100) $ I(p2 Q Receipt# Date Paid
Excavation
TYK.
Plan Check
Other
(000/345.830) .10,0ro Receipt# Date Paid
( ) Receipt# Date Paid
Ordinance #1341:
NGDATE
TOTAL (OWES: $ I CI,2 , 0) )
❑ Bond Required: $ 1 41 2 ,0 Cert. of Ins. Amount $
IN
DATE OUT
COMMENTS
BLDG \,),, 3
1d/optco
£pprove, or ssuance ram
PLNG v"
(
'p\ tlk
Approved (Initials)
SEPA Checklist require
: ❑ Yes ❑ No SEPA Determination /140.5
SEPA File# 7 eco
xtier
PWD \,\p'��
,�,'>) -k)'∎
Approved (Initials) Wit':
Hauling Permit Require: 'Yes ❑ No
99389
SITE
REVISIONS
•
1
A B
SEE SHT 3 af!
40g
1
1
4
a.
GREEN R/VER
pal BVJ /LP /Alfr' PARK /A16r D/MEWS /ONS -"
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NOe F/
s
4
8
'0
4.
a
10
- - -I2
It 4
VICINITY MAP
LEGEND:
5r. MH
/WM s26.5
/. E. = 12.2, 24"
/.E.= 11.5, 27"
/ NEW /.E.•20.41, 15 "5.
3O
EA /5
88.00
er-wer6--4-
26.40
GD
x28.60
i i Y M ■
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i i ■ ■
i • ■ ■ i ■
O
TOP OF CURB ELEV,
FLOWL /NE ELEV
= TOP OF PAVEMENT ELEV.
= SPOT ELEV.
= F/RC- HYDRANT
9• :TATS ✓ti.p s
H 4'7- 6LOa<
£ WNSp0uT
28 6-0
28 -cu
1
F /RST FLOOR
F.F. = 29.0
25. /6
60 - E^1
31
r, HTL /NE : orH DO 517707-5
AND FOUND ' /ON DRA 5 ro
romm SYS Al.
2700
•
r, ijr C, Q/W //VE
SEE GENERAL NOTES-
SHEET 3 of 3
3Z
•
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YAuLr, city
TUKW/ 67-DS
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CITY Or TUUKWILA
APPROVED
DEC 1 11966
AS NO1EU
iiiir ANNA bivi5}ON-
1
1
1
28.00
80
30•30'
27.90
27.40
28.60
27.70
28.00
31. 3o
29.80
PILE COPY
royals are
that the p'an Chec%'� apP approval of
tan• om;s,ions and app'
to °tors and vio%atit i of anY
�S
no; authorize the receipt
.e or ordinance. 0.7 a'rn.
w/
iMps
FIzONT-
proved plans acknowledged. Y .. " 2�.. .. ......................
.. .... .... .
ate........ '. /••• �.
perm', No...... ¢£A• 0.25 x2
o.""icRAM1 -- SPACE'
«N /FOf 1LY. use o.3"
CsALv(et4a4i'Ge o�'u)
Sous
1
1
1
0.75 ".. reips # '&f-OEo
TO 75' pzamze a(
MAX. 3" . PAC /'./4
ENGINEERING • PLANNING • SURVEYING
33505 13TH PLACE SO., SUITE 8,
FEDERAL WAY, WASHINGTON 98003
TELEPHONE: TACOMA 927 -7850
SEATTLE 682 -4771
i
33
32
31
04.62
5. al, 47.1,3414".
39.20
/5°67
sa
Ex''`'1
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Gs
SOUTHCENTER BLVD.
RECEIVE
rrYofTuK
T 20 1986
BUPA DEW
PLAN 1-11f1/.
ALL $TEEL pARRA .44151 210
4,4144 f ASpH. CDA7230 • z
�go4)2i.
DEBRIS BARRIER DETAIL
( TRASH RACK )
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1
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MTS
PERMIT REVIEW ONLY
SHEET
OF
JOB NO.
41461.31
L
99389
wog fit. ». IMO -7 25:5 Far p.A6•1Z=
7,9 t 24. 0 _
a A NAG at1?M 1�:
21
25
2
P FO/? 4TiI, *TAND"Por 1 OI'4Q,c 264/ EZ.m s Z5.Q ''
/1
TEMPORARY SEDIMENTATION POND
G4TGw
13•43 /A/
000
„AO'
fit•
1
TEMPORARY GRAVEL CaN$TRL/CrioN � EW n O
N.%s.
NOTE :
4
/00 Y'E1i R FLOOD El.EV = 21• 9.
NO WORK BELOW 6LE V 24.0
FOR PRELOAD 0F• 8IIIL.D /N!f-.
v
l
•
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1
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CONSTRUCTION SEQUENC
1. CLEAR AND GRUB TO CLEARING LIMITS, `PROVIDE POSITIVE,ONAINAHE TO SEDINENTAt'
TION PONDS. USE FILTER FENCE 114 CONJUNCTION WITH ANY NATIVE VEGETATION
AROU,NO : ThE PER I METER. OF THE PROJECT •
2. CONSTRUCT AS REQUIRED SEDIMENTATION,PONDS. INCLUDING OUTLET STRUCTURES TO
INSURE THAT SILT FREE WATER LEAVE THE SITE. -
3• CONTINUE TO PROVIDE POSITIVE DRAINAGE" TO SEDIMENTATION.POKDS THROUGH ANY
OF THE GRADING AND CONSTRUCTION PROCESS. • 4. USE. "ABSORSANT" AND PROPER DISPOSAL PRACTICES AR ANY FUEL OR OIL LEAKS
FROM EQUIPMENT DURING CONSTRUCTION.
5. . AS PERMANENT STORM FACILITIES AND CATCH BASINS ARE COMPLETED, CONSTRUCT '
TEMPORARY FILTER FENCE SEDIMENT FILTERS AROUND EACH CATCH BASIN.
6. MAINTAIN AND CLEAN SEDIMENTATION FACILITIES THROUGHOUT CONSTRUCTION, AS
INDICATED BY ANY BUILD -UPS, THOROUGHLY CLEAN THE STORM SYSTEM AT THE
COMPLETION OF CONSTRUCTION.
/(I
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APPROVED
DEC 111986
NJiEU
13111 L DIN = nIVIFinm
EROSION /SEDIMENTATION CONTROI..NOTES
.
1. ALL LIMITS Of CLEARING AND AREAS OF •VEGETATION PRESERVATION AS PRESCRIBED
ON THE PLAN SHALL it CLEARLY FLAGGED IN THE FIELD AND OBSERVED DURINGr
CONSTRUCTION.
2. ALL REQUIRED SEDIMENTATION/EROSION CONTROL FACILITIES MUST BE CONSTRUCTED .'
AND THHAT�SEDIMENT LADEMLWATTER DOES NOT ENTER THERNAt RAAL�DRAINAGE
SYSTEM. ALL EROSION AND SEDIMENT FACILITIES SHALL BE MAINTAINED IN A
SATISFACTORY CONDITION UNTIL SUCH TIME TWAT CLEARINS AND/OR CONSTRUCTION
IS CONFUTED AI POTENTIAL FOR ORBITS. EROSION HAS PA.SSEO. THE ..
IMPLEMENTATION, MAINTENANCE, REPLACEMENT ANO ADDITIONS TO
EROSION /SEDIMENTATION CONTROL MIENS SHALL YE THE RESPONSIBILITY OF THE
PERMITTEE.
3. THt'EROSION AND SFOIMENTA'ION CONTROL SYSTEMS DEPICTED ON•THIS DRAWING APE
INTENDED TO ttE MININAIK REQUIREMENTS TO "MEET ANTICIPATED SITE CONDITIONS,'
AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL: CONOIT!ONS DICTATE,
THE PERMITTEE SHOULD ANTICIPATE TWAT MORE EROSION AND SEDIMENTATION
COMM FACILITIES WILL BE p%CESSARY To INSURE COMPLETE SILTATION CONTROL
ON THE PROPOSED SITE DURING THE COURSE OF CONSTRUCTION, IT SHALL OE THE
OBLIGATION Amp REsPONSIBMATT OF THE PiUNITTEE,TO ADDRESS ANY NEW.
CONDITIONS THAT .'KV Bt CREATED MY HIS ACTIVITIES 'AND TO PROVIDE AOD!T1ONAL,
FACILITIES, OVER AND ABOVE MINIMUM REQUIREMENT;` A5 WAY•.BE NEEDED T4
PROTECT Amapa FROPERTIhS AND, WATEL: QUAL21Y:6F Tiff RECEIYIN¢ DRAINAGE
SYSTEM.
4, APPROVAL 9tr'.TNIS PLAN IS roil EN OSIOMISEDIMENTATION CONTROL ONLY.' 1T DOES.
IIOT CONSTITU1 P11 APPMVA OF STGMi OLiA1NA I OESIPN1 S1IEt '10R .LOCATION OF
PIPES, RESTRICT':?Q5, CWANI(Ei3 O R IEZON FjACYL1TIES.:
5. iN ANY AREA WHICH HAS BEE1! STRIPPEO Of UEft1AMIOl1 AND WERE NO FORT 'WR
WOK IS ANTIC RATED FOR K PERIOD OF-30 DAYS OR' Nelq, ALL DIVINED AREAS
511MUST BE IM�TELY STMU.IZED WITM I+ ,CHINO tARASS .PLANTING Oil OTHER
0W EROS CONTROL TIIEATNENT APRICASL1 TO THE 7Tt Y i
QUESTION. GRASS SEED1Ip A LONE {IIII et.ACCEPTAKE 0NI.Y> TNG' ?LON tt3'
f APRIL THRU SEATENDEO LiMCLUSlVE. 3E.E011MM NAY PROMO, HOWEVER WHENEVER,.
iT Is IN TmEANIENEGt0FAXMB PEN4ITTEE, BUT Nussi $E t.1:OMENtOP WITH .
MULCii I NG. NETT C
OR ins TtEATIEMT APNOVED et Klee CQUM%Y SURFACE
WATp weeEMtOUTSDEt1i.SPtCIF UD TIIe PERIU•
. cc* ALL EROSION/SEOIKENTATION CO MIOCbi PODS IMERE. THE OEAQ S MAKE' G(PTH
EXCEEDS SIN Sr A HENCE A ;AIIN1NUN OF. 3. FEET NIA, 010:01110.
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ENGINEERING • PLANNING • SURVEYING • t-e pan • 33505 13TH PLACE SO., SUITE 8,'
FEDERAL WAY, WASHINGTON 98003
TELEPHONE: TACOMA 927 =7850
LAssocIates SEATTLE 682 -4771
1
11
99389
.41
C'675
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6,04sSC/zETE
R/M = 27.6o --�
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t' crroonv cuss y'
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EXTRUDED CURB
N. T. S
PANSION JOINTS
CEMENT
CONCRETE GUTTEf
DET�Q
2" A.C. CLASS 8 pAV/,V& (CON0`. -1Cr ''
2" Ce4's,/ED LFVF:t. /M6 co/./25o ( )
(MIN) CLASS 8 p/T Qu/V 6,ZAVGL C N )
f- --- /2. "o1AM.Ft.Ip
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UNIT $
UNIT T
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2 -10
CEMENT
CONCRETE CIRM
CONSTRUCTION AT CURBS.
SECTION 0-0
p-• STAND AR METAL
FRAME t ORATE FOR
CATCH SA51N
MAX. PIPE SIZE
AT SECTION A-A • 1• "j
AT SECTION • -• ale"
( MAX. PIPE SIZE MAY •E
LatiTEo •Y PIPE
CONFIGURATIi N )
59' Cs
N
01/(q2 Plow = 25.0
/2" O/G /a/ATa72
sEpARA7'o/
/2" cMP
STORM WATER CONTROL M H
Y. 54
GENERAL NOTES: .
•
1. ALL CONSTRUCTION SHALL CONFORM TO THE CITY OF TUKWILA
DEPARTMENT OF PUBLIC WORKS REQUIREMENTS AND THE LATEST
EDITION OF APWA STANDARDS 6 SPECIFICATIONS.
2. LOCATIONS SHOWN OF EXISTING UTILITIES ARE APPROXIMATE.
IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY
LOCATIONS AND DEPTHS TO AVOID DAMAGING EXISTING
UTILITIES. .
3. CONTRACTOR SHALL. BE RESPONSIBLE FOR OBTAINING NECESSARY
CONSTRUCTION PERMITS.
4. BENCHMARK: N.C.S. NON., D-4081, DISC ON SOUTH FACE OF
THE SOUTH OF 6 CONCRETE SUPPORS. PIERS `ON CENTERLINE OF
UNDERPASS OF INTERSECTION OF HIGHWAY 405 - HIGHWAY 181
x9.734.
5. ALL TRENCHES SHALL BE COMPACTED TO 95% OF MAXIMUM DRY
DENSITY PER ASTM TEST D -1557.
6. DUCTILE IRON PIPE SHALL BE CLASS 50.
7. FILL AREAS SHALL BE SCARIFIED AND COMPACTED IN 6" LIFTS
TO 95% OF MAXIMUM DRY DENSITY PER ASTM TEST D -1557.
•
8. EXTRUDED CURBS SHALL BE KING'COUNTY STANDARD DRAWING
00. 9.
9. ALL PAVED AREAS SHALL BE TESTED FOR CORRECT NATEP
RUNOFF BY FLOODING 114 ORDER TO PROVE ADEQUATE SLOPING
AND SHAPING OF PAVEMENT.
•
10. CATCH BASINS TYPE I AND TYPE II REFER TO APWA STANDARDS
AND SPECIFICATIONS.
11. ALL ROOF DRAINS SHALL BE CONNECTED TO THE STORM DRAIN
SYSTEM.
12. STORM SEWER PIPE SHALL BE AS NOTED WITH APWA CLASS "C"
BEDDING MINIMUM.
A. 8" SHALL BE ALUMINUM, HELICAL 18 GA. WITH "1 -1 /2 "X
1/4" CORRUGATIONS.
B. 12" 4 18" SHALL BE ALUMINUM, HELICAL 16 GA. WITH
• 2 -1/4 "X1/2" CORRUGATIONS.
ALL STORM PIPE SHALL HAVE RECORRUGATED ENDS AND RUBBER
GASKET CONNECTIONS.
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WASHINGTON 96003
FEDERAL WAY,
TELEPHONE: TACOMA 927 -7850
SEATTLE 682 -4771
1
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CROSS SECTIONS - GREEN RIVER TO BUILDING
NO1 POR DETAILS OF REINFORCEMENTS
AN, IRSTALLAT14N1 SEE A PNI: A STO. SPE-
CIPICATIONS SECTION 49
3/ '
/3'
2o`
f/AJ. FL R. = 2 9.O
00 PIOT SCALE
3o_
•
4
zs
F" /2E' LANE - sir : -N /S
27
J
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SECTION A -A
C.B. TYPE •1
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ELEV. _ 2/.7
9
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SECTION A-A
/
/3'
20'
<o
0
0
-.4
FRAME AND GRATE .
E.
$GtoN SECTION.
' Id1N11T 1'
UNIT • r Ia-
f /N. FL 2. = 29.0
%2E 2...4)V6.7
// 2.4,
SECTION B-.B
TOP SLA•
CITY Of TUKWILA
r r r1
DEC 1.11986
1
MJ nvICL
66ILOING DIVISI TN
PRECAr QIIANHOLE SEC -
TION. SEE EEC. 0A 2.00 M
'- ?- tjTLET Pre.
PRECAST MANHOLE SASE
SECTION. WEE SPEC 0 S 2.09 A
MAW. PIPE 21 I.D.
(MAx. MPE SItn MAY •E LIwTTO
BY PIPE CONFIGU1IATIONI
00 MOT SCALE
C•Bir . TYPE
4515
trr OF TUKWILA
OCI 2001986
MUM, t`
SHEET
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4t No.18 f`.«•' "..
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10B NO.
41461.20