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GEOTECHNICAL REPORT
Ace Aviation
289 East Perimeter Road
� Renton, Washington
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Project No. T-S827
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Prepared for:
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� Ace Aviation, Inc.
Renton, Washington
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CITY OF RENTON
I RECEIVED
' � APR 0 4 2013 February 1 , 2�13
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� BUILDING DIVISION
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DESIGN '
ADDENDUM . � TERRA ASSOCIATES, Inc.
Consultants in Geotechnical Engineering,Geology
and
Environmental Earth Sciences
To: David Freeman Date: 4-2-13
Snodgrass Freeman Associates Project Number: T-6827
From: Ted Schepper,PE Project Name: Ace Aviation
Subject: Foundations and Slab Support Renton,Washington
Ref Terra Geotechaical Report 2-1-13
David:
As we understand the new building that will be constructed for the Ace Aviation facility will only be the northern
289 building. The existing concrete slab will be left in place and new foundations cut through the slab.
Maximum column loading as indicated by the structural engineer will be 150 kips with bearing wall loads in the
one kip per foot range.
In the referenced report we had estimated potential differential foundation settlements approaching 2 'i2 inches
could be possible. We had recommended application of a surcharge program to pre-consolidate compressible sc�il
layers to mitigate and reduce this potential total and difTerential settlement to one inch and one half inch
respectively. Our analysis of the settlement potential was driven primarily by shallow compressible soils
indicated at exploration location CPT-1 from a depth of about two to eight feet. With building construction
limited to the 289 building, soil conditions represented by exploration locations CPT-2 and CPT-3 would govern
the analysis. Shallow soft compressible soils were not indicated at these locations. Re-analysis of potential
footing settlements based on CPT-2 and CPT-3 data using structural loading as indicated above and an allowable
bearing capacity of 2,000 pounds per square foot (ps� indicates total settlement of '/� inch with differential
settlement of less than '/, inch. Therefore surcharging to mitigate potential foundation settlements would not be
necessary.
Preparation of foundation subgrade should still be completed in accordance�vith recommendations outlined in our
referenced report. As „�e understand the buildings new floor slab will be cast directly over the existing slab that
has been in place since the 1940's. As we understand observations and field survey of the slab notes no
discemible slab movements. In this case slab subgrade preparation as recommended in our report would not
apply.
Except as amended herein, all other recommendations outlined in the attached report remain valid for project
design and construction.
OR� J� S
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Cc: Mr. Kun Bos���cll. Acc A�iation. Inc. L� . � � ' J �-
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� TERRA ASSOCIATES, Inc.
C�>n�ultants in Geotechnical En�;ineerin�, Geology
and
Environmental Earth Sciences
February 1,20l 3
Project No. T-6827
Mr.Kurt Boswell
� Ace Aviation,Inc.
289 East Perimeter Road
, Renton,Washington 98057
Subject: Geotechnical Report
Ace Aviation
289 East Perimeter Road
� Renton,Washington
Dear Mr. Boswell:
As requested, we have conducted a geotechnical engineering study for the subject projecl. The attached report
presents our findings and recommendations for the geotechnical aspects of project design and construction.
Cone penetration tests (CPTs) indicate initial soils to depths of one to two feet consist of moderate to well
compacted silty sand fill. Underlying these surface fills, highly variable interbedded alluvial soils composed of
silts, clay, silty clay, and silty sand layers are indicated to depths ranging from l 1 to 20 feet. At this depth, CPTs
� show very dense silty sand, sand and gravel to the termination of the CPTs. CPTs w-ere terminated where the tip
� hit refusal. In general, where fine grained sediments (silt and clay soils) are indicated, correlated N� values
indicate consistencies in the soft to stiff range. Where cohesionless (sand and gravel) sediments are indicated,
� correlated N� values indicate relative densities in the dense to very dense range. The static groundwater level
was indicated at a depth of about nine and one-half feet below current site elevations.
In our opinion, the medium dense and soft alluvial soils will be capable of supporting moderate building loads
using spread footing foundations provided the owner is will to accept some risk of potential differentia(
settlement. If the risk is not acceptable, the application of a surcharge program to pre-consoJidate the
compressible soils to limit post construction settlements to tolerable Icvels would be advisable.
' ' ���vti Kc����1, 5uile• l l)I , hirl.l<�nd. Washin�;ton 9H(13-3
Ph�m�� i-3'; 7i,>1_ _.._ � I . �-, „ „ � , , ,
Mr. Kurt Boswell
February 1, 2013
As noted earlier, the upper ten feet of soil in CPT-1 is characterized as clay on the CPT log, however, based on
our recent experience with CPT data,this soil layer could possibly be an organic peat or silt. The depth to the top
of the layer is relatively shallow less than three feet from the current surface grade. Before tinal design and
construction occurs in this southem area of the site, we recommend additional subsurface exploration in the form
of shallow test pits or borings be completed to verify if the layer is or is not organic in nature. If organic in
inature estimated settlements discussed in this report could be double the predicted amounts. This amount of
; settlement could structurally impair the building.
i
Detailed geotechnical eneineering recommendations regarding these issues along v��ith other geotechnical design
and construction considerations are summarized in the attached report.
We trust this information is sufficient for your current needs. If you have any questions or require additional
infornlation,please call.
Sincerely yours,
1'ERRA ASSOCIATES,INC.
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Carolyn S. a �2� �. C'
Proje E ' ���H ti�
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Project No. "t�-(,K2?
Pagc No. ii
TABLE OF CONTENTS
PaQe No.
I.0 Project Description......................................................................................................... i
2.0 Scope of Work................................................................................................................ 1
3.0 Site Conditions...............................................................................................................2
3.1 Surface...............................................................................................................2
32 Soils...................................................................................................................2
3.3 Groundwater....................................................................•-�---............................2
3.4 Seismic Considerations.....................................................................................3
4.0 Discussion and Recommendations.................................................................................4
4.1 General ..............................................................................................................4
4.2 Site Preparation and Grading............................................................................5
4.3 Excavation.........................................................................................................7
4.4 Foundations.......................................................................................................?
4.5 Slab-on-Grade Construction.............................................................................. 8
5.0 Additional Services ........................................................................................................ 8
6.0 Limitations...................................................................................................................... 8
Figures
Vicinityh9ap.......................................................................................................................Fi�_ure 1
Exploration Location Plan..................................................................................................Figure 2
Settlement Marker Detail....................................................................................................Figure 3
�'�PPcndix I
Cone Penetration Test Data...........................................................................................rlppendix A
Geotechnicai Report
Ace Aviation
289 East Perimeter Road
Renton, Washington
1.0 PROJECT DESCRIPTION
The project will consist of redeveloping the site with a 35-foot tall single-story office building/maintenance
hanger, a three-story storage shed and associated utilities and access paving. The new building/maintenance
hanger will be constructed on the approximate existing building footprint with the new building footprint
extending further to the south. The storage shed will be constructed off the southwest corner of the proposed
building. '
We expect the buildings �cill have perimeter wall loads ranging from 3 to 6 kips per foot with incerior columns
carrying 120 to 350 kips. Uniform distribution of loading on the slab-on-grade floors is not expected to exceed
125 pounds per square foot(ps fl.
The recommendations in the following sections of this report are based on our understanding of the design
features outlined above. We should review design drawings as they become available to verify that our
recununcndations ha�e heen properly interpreted and to supplemenl them, if required.
2.0 �COPE ()F ��'(�RK
Our work �i�as completcd in accurdaii�e ���ith <�ur proposal dated October 3, ?01�. Oii Janu��t1• 16, ?(113.
Northwest Cone, under subcontract w�i�h Terra Associates, [nc., perfonned 3 cone penetration tests (CPTs) to
depths of 20 to 24 feet belo�i� existing surface grades(refusal). Using the results of the field study,we perfonned
analyses to develop geotechnical en!�ineerin��rer�mmendatic�ns ii,r prc�ject d�si�n and rnnstructicm. Sperifirall�.
this report addresses the following:
• Soil and groundwater conditi��n�
• Seismic Site Class per 2009 lnternatinnal Buildinz C'udc(It3C)
• Sitc preparation and gradin�
• Foundation,
• Sl��h-����-��ra�lr flu�,r,
� . February 1,2013
Project No.T-6827
3.0 SITE CONDITIONS
3.1 Surface
The project site is an irregular shaped parcel located at 289 East Perimeter Road in Renton, Washington. "The
parcel is a part of the Renton Municipal Airport. The approximate location of the site is shown on Figure 1.
The property is currently occupied by a 21,000 square-foot maintenance and office building and associated
pavement,parking, and a little]andscaping. Site topography is generally flat with no obvious sloping.
3.2 Soits
Results of the cone penetration tests(CPTs) indicate initial soils to depths of one to two feet consist of moderate
to well compacted silty sand fiil. Underlying these surface fills, highly variable interbedded alluvial soils
composed of silts, clay, silty clay,and silty sand]ayers are indicated to depths ranging from I 1 to?0 feet. At this
depth, CPTs show ��ery dense silty sand, sand and gravel to the termination of the CPTs. CPTs were terminated
���here the tip hit refusaL In general, where fine grained sediments (silt and clay soils) are indicated, correlated
'�I,,,; values indicate consistencies in the soft to stiff range. Vb'here cohesionless (sand and gravel) sediments are
indicated, correlated N�,values indicate relative densities in the dense to very dense range.
�1'e�vould note that ihe upper ]0 feet of soil in CPT-1 is characterized as clay on the CPT log,however,based on
our recent experience with CPT data,this soil layer could possibly be an organic peat or silt. The depth to the top
of the layer is relatively shallow less than three feet from the current surface grade. Before final design and
construetion occurs in this southern area of the site, we reconunend additional subsurface exploration in the form
shallow test pits or borings be completed to verify if the layer is or is not organic in nature. If organic in nature,
estimated settlements discussed in later sections of this report could be double the predicted amounts.
i�he preceding discussion is intended as a general re��ie��� of the s�il c�nditions indicated at the site. For a more
��>mE�lcic�1c:,cri��ti�m. ��I�asr r�t�rr t��tl�c ('P�I Lu��s :�ttachr�l in .��pprndiz :A.
�'1'r rc�ir���c�j tl�r G���,I��Li�� .tl���� r�) !Ir�� R���u�,n l)�r<��/ruirLl.. l��iit� C'r,�rnti'. fi�,�,�hin�l�,n. h�� I).ft. Alullincau�
(1�)G�). 7 he map classili�s thc on-site soil� as Artificial I�ill (afin) with Allu��ium (t�ac) mapped on either sidc.
`I�his mapped description is consistent with the upper soils indicated by the CPT results with the alluvium
consistent with the native soiis indicated at depth.
3.3 Groundwater
We evaluated ground���ater conditions at ihe site by perfonning a pore water dissipation test. A dissipation test
was perti�rmed at C}'T-2 at 18.5 feet belo�� current sit� grades. A pressure transducer mountcd behind the tip of
the cone measures tl�e pore water pressurc as the cone is advanced. Dissipation testing consists o1't�nninating ,
cone ad��ancement and allowing the pore ��•ater pressure to stabilize. Once stabilized, ihe pressure reading
rcpresents ihc head of water abovc ihe cone tip. "I'he results of the dissipation testing are included �vith ihe C'P"f
Logs attached in Appendix A.
Page No. ?
, February 1,2013
Project No. T-6827
Dissipation testing indicaied the static groundwater table was at a depth of about nine and one-half feet.
Considering the time of year our study took place, in our opinion, the static groundwater level indicated likely
represents the near seasonal high level that could be expected at the site.
3.4 Seismic Considerations
Based on the soil conditions encountered and the local geology,per Section 16 of the 2009 International Building
Code (IBC) for seismic conditions, site class "D" should be used in design of the structure. Based on this site
ctass, in accordance with the 2009 IBC,the following parameters should be used in computing seismic forces:
Seismic Design Parameters(IBC 2009)
S ectral res onse acceleration( Short Period), S,,,s 1.436
Spectral res onse acceleration(1 —Second Period), S�„ 0.741
Five ercent dam ed .2 second eriod, S��s 0.957
Five ercent dam ed 1.0 second riod, S„� 0.494
Values determined using the United States Geological Survey (USGS) Ground Motio�i Parameter Calculator
accessed on January 26,2013 at the web site littp://earthquake.usgs.�ov/researclvhazmapsldesign/index.php.
Soil Liquejartinn
Liquefaction is a phenomenon �vhere ttiere is a reduction or complete loss of�soil strengtti due to an increase in I
pore �ti•ater pressure induced by vibrations from a seismic event. Liquefaction mainly affects geologically recent
deposits of tine-grained sands that are belo��• the groundwater table. Soils of this nature derive their strength
fmm intergranular friction. "I'he generated w�ater pressure or pore pressure essentially separates the soil grains
and eliminates this intergranular friction;thus,eliminating the soil's strength.
As described earlier, the soils indicated at the site by the CPT data a�nsist of highly variable interbedded layers
of fine grained sediments (silts and clays) and cohesioniess layers composed of' silty sand, sandy silt, and
relati��cly clean sand and gravel. The consistency of the fine grained sediments indicate that they would exhibit
sufficient undrained strength to oftset shear stresses imposed during an earthquake and �vould resist the
liquefaction phenomenon. The indicatcd relative density of the coarser alluvial sediments also indicates that
these layers have likely liquefied during past seismic events. thus increasing their relative densily and making
them more resistant to liyuelaction during luture events.
Vl%e completed a liquefaction analysis using procedures outlined by Seed and Idriss. "I�he analysis was completed
using a �round acceleration of .32g, which represents acceleration that could be ex�ected for an earthquake
having a 10 percenl probability ot�occurring in 50 years (return period of once per 500 ycars). 'I�lie s��il profile
analyred was CP"1�-l. "I'he results of tlu anal�si, in�iicatr that thc all�nial s��il> ��ith 1,,,, �alur� ��f �(1 ancl lc;s
�.�uuld lii�u�l� un�i�r tliis :����•rlrr��tiun.
1',�� ti��. ?
, February 1,2013
Project No.T-6827
Most of the layers that the analysis indicates could liquefy are fine-grained sediments. As noted earlier, these
soils would not be subject to liquefaction because of the cohesive component of their shear strength. The
remaining layers generally consist of inedium dense to dense silty sand and sand. The impact to the site should
these layers liquefy will be in the form of surface subsidence or settlement the estimated total for which is one-
inch and less. In our opinion,the liquefaction hazard and associated risks for site impacts are low.
4.0 DISCUSSION AND RECOMMENDATIONS
4.1 General
Based on our study, in our opinion, development of the site as proposed is feasible from a geotechnical
engineering standpoint. The primary geotechnical concern at the site is the presence of compressible soil strata
susceptible to consolidation under the planned building loads. Provided the owner is willing to accept some risk
of potential settlement the building can be support on conventional spread footing foundations. However, if tl�c
predicted settlement is too high, the building pad can be surcharged to reduce the potential settlement. Thc
amount of predicted settlement is between one and two and one-half inciies and based on the soil conditioti>
indicated by the CPT data. This settlement would likely be differential in nature. The amount of predicte�'
settlement would likely not cause structural damage, but damage in the form of cosmetic cracks in the buildin.
finished �ti•alls and possibly mis-aligned doors and window openings.
As noted earlier, the upper 10 feet of soil in CPT-1 i� characterized as clay on the CPT log, ho�cever, based on
uur recent experience with CPT data,this soil]ayer could possibly be an organic peat or silt. The depth to the top
of the layer is relatively shallow less than three feet f'rom the current surface grade. Before final design and
I+ construction occurs in this southem area of the site, we recommend additional subsurface exploration in the form
oC shallo�v test pits or borings be completed to verify if the layer is or is not organic in nature. If organic in
nature, estimated settlements discussed in this repart cauld be double the predicted amounts. This amount <�1�
settlement could structurally impair the buildin��.
The sc>ils observed at the site eontain a signiticant amenint ��t� tinr, and �rill be �it�iicult tc� c��mpact ;is structural
fill �ahen too wet. "I'he ability to use native soil from site excavations as structural tilf will depcnd on its moistur�
content and the prevailing weather conditions at the time of construction. If grading activities w�ill take plare
during winter, the owner should be prepared to import clean granular material for use as structural fill and
backfill. Alternati�el�. ;tahilirin�� thr nu�i�turc in thr nati�< sc�il ��ith c�ment kiln �lust (C'Kf)). cemrnt. c�r limr
ean be considerrci.
I)�tailed recottun�n�iati��n, r�Ltir�lin�� ihrsr i,surs an�l ��th�r ���•�,t«hniral �lr;i��n ��,�i�i�l�ratiuns arc ��r�,��id���i ;n
the f��llo�ving sections. [hrs�• r��<,mmc:n�latic,n, ,h�,ul�3 hr inrur�x�rur�l int�, th� fin,il �Ic.i�,n �ira��in;�s an�l
��,n;t�urli�,n ;�,rciiirati�,i;�.
I':i�� \�,. �
, February 1,2013
Project No.T-6827
4.2 Site Preparation and Gradin�
To prepare the site for construction, all vegetation, organic surface soils, asphalt, and other deleterious material
should be stripped and removed from the site. Demolition of existing structure should include removal of
existinb foundations, floor slabs, and other buried utilities. Abandoned utility pipes that fall outside of new
building areas can be lefi in place provided they are sealed to prevent intrusion of groundwater seepage and soil.
Given current site conditions,we expect minimal stripping�vill be required to remove the vegetation.
Once demolition and stripping operations are complete, cut and fill operations can be initiated to establish
desired building grades. Prior to placing fill,all exposed bearing surfaces should be observed by a representative
of Terra Associates to verify soil conditions are as expected and suitable for support of new fill or building
elements. Our representative may request a proofroll using heavy rubber-tired equipment to detennine if any
isolated soft and yielding areas are present. If excessively yielding areas are observed, and they cannot be
stabilized in place by compaction, the affected soils should be excavated and removed to finn bearing and grade
restored with new structural fill. If the depth of excavation to remo��e unstable soils is excessive, the use of
geotextile fabrics, such as Mirafi SOOX, or an equivalent fabric, can be used in conjunction with clean granular
structural fill. Our experience has shown that, in generai, a minimum of 18 inches of a clean, granular structural
fill place and compaeted over the geotextile fabric should establish a stable bearing surface.
We recommend supporiing conventional spread foating foundations on a minimum of two feet of granular
structural till that replaces the native alluvial soils. "The granular structural fill should meet requirements for«-et '
weather structural fill as described below. The structural fill should extend a minimum of one-foot laterallv from
the edges of the continuous wall or isolated column footing. ,
� �I
I The ability to use native soil tiom site excavations as structural till will depend on its moisture content and the
prevailing weather c�nditions at the time of construction. If wet soils are encountered,the contractor���ill need to
dry the soils by aeration during dry weather conditions. If grading activities are planned during the wet winter
mon[hs, or if they are initiated during the summer and extend into f'all and winter, the owner should be prepared
to import ���et �veather structural till. For this purpose, �ve recommend importing a granular soil that meets !he
folloa�ine grading requirements:
U.S. Sieve Size Percent Passing
6 inches 100
No.4 7� maximum
No. 2O0 �� 5 rnaximum*
* I3a�ed c�n the �%4-inch t�action.
Prior to use, 'I�erra Associates, Inc. should examine and test all materials imported to the site for use as siructural
titl.
Struclural til( shauld be placcd in unilonn loose layers not exceeding 12 inches and compacted to a minimum ot
95 percent of the sc�il's maximum dry density, a, detern�ined b� An}erican Societ� for �I�esling and Materials
(AS"�M)'1'est Uesignation D-698 (Standard Proctor). l�he moisture cc�ntent of the soil at the time of compaction
should be within two percent of its optimum, as determined by this AS"I'VI standard. In nonstructural areas, the
degree of compacti�n can he reduced to 90 perccnt.
f'age Nc,. 5
. , February 1, 2013
Project No.T-6827
Surcharge Option
If the building cannot tolerate the predicted settlement or the owner does not want to accept some risk, settlement
can be mitigated by use of a surcharge program. The surcharge program consists of placing fill material over the
building footprint to pre-consolidate the compressible soils. The amount and rate of setilement is monitored and
once primary settlements have occurred the surcharge is removed and building construction can commence.
If used, the first step will be to estab(ish suitable foundation bearing for the spread footing foundations. During
site grading and preparation, at all building foundations,the foundation grade must be overexcavated a minimum
depth of two feet below the footings with grade then restored «�ith structural fill. Material used to restore the
grade must consist of wet weather granular structural fill, as outlined in the preceding section or crushed rock
such as railroad or shoulder ballast meeting the 2010 Washington State Department of Transportation (VdSDOT)
specifications. Overexcavation and replacement with granular structural fill should extend a minimum lateral
distance of two feet beyond the edge of the footings.
Following preparation of the foundation subgrade, �ve recommend placing a minimum of four feet of fill above
the finished floor grade in the building area. The surchargc fil] does not need to meet any special requirement�
other than having a minimum in place unit weight of 120 pounds per cubic foot (pc fl. However, it may b�
advisable to use a good quality fill that can be used to raise grades in other portions of the site, such as parkin`�
and driveway areas, if necessary. The surcharge fill should extend a minimwn of five feet beyond the edge of th� �
perimeter building fo�tings.
We estimate that total settlement under the surcharge fill will be in the range of one to three inches. It is
estimated that 90 percent of the consolidati<�n settlem�nt ��ill �ceur in about 4 tc� 6 �t�eeks follo��ing tiill
application of the surcharge.
To verify the amount of settlrment a�id the time rate o1�mo`�cment. the surcliarge prograiii shuuld be monitored by
installing settlen�ent markers. 7'he settlement markers should be instalted on the existing grade prior to placin��
any surcharge fill. Once installed,elevations of boih the fill hcight and marker should be taken daily until the fu]1
height of the surcharge is in place. Once fully surcharged, readings should continue weekly until the anticipated
settlements have occuned. Monitoring data should be forwarded to us within t«�u da}�s ai�tcr it i� c,btain�d ti�r
review and comment. A typical settlement marking detail is shown on Figure 3.
It is critical that the grading contractor recognize the importance cif the settic;n�rnt marker installaticros. :111
efforts must be made to protect the markers fTom da►nage during fill placemcnt. It is difficult, if not impossibl�,
to evaluate the pro�ress of the preload program if the markers are damaged or destroyed b}� c�nstn�cti��n
equipment. 11�the markers are impacted, it may he necessary to install neu� markers and exte:n�i the sur�iiar�in��
time period in order to ensure that setilcments have ceased and building construction can begin.
Following the successful completion of tize surcharge prograin, �k�ith foundatic�ns supported on a minimu►n c�t tu c�
teet of granular structural fill and dimensioned as recommended in Section 4.4 of this report, you shc�uld expc�t
maximum total and differential post-construction settlement of about one-inch and one-half i�ich, respecti��el�.
Floor slab settl�ments of Icss than c+ne-tiiurth inch are estimated fc�r arcas suhjected tc� a uniti�nn slah l��adin�; �,1
12� pounds��r syuare t�i,t 1 E�:fl.
!'.��s� '���. h
. February 1,2013
Project No.T-6827
4.3 Excavation
All excavations at the site associated with confined spaces, such as utility trenches, must be completed in
accordance .vith local, state, and federal requirements. Based on regulations outlined in the Washington
Industrial Safety and Health Act (W'ISHA), the native soils would be classified as Type C soils. Temporary
excavation side slopes in Type C soils can be laid back at a minimum slope inclination of 1.5:1
(Horizontal:Vertical). If there is insufficient room to complete the excavations in this manner, using temporary
shoring to support the excavations may need to be considered. A properly designed and installed shoring trench
box can be used to support utility trench excavation sidewalls.
Based on conditions we obsen�ed, groundwater will be encountered within excavations extending depths of nine
feet below existing surface grades. For exca��ation depihs that extend two feet below the groundwater table,
dewatering using conventional sump pumps along with collector trenches should be capable of maintaining a
relatively dry excavation and would not be expected to impact the stability of the excavation when completed, as
described above. For deeper excavating, dewatering by well point or deep pumped wells will be required to
maintain a dry and stable excavation. "The de�raterin� s�-ste►n should be desi�ned and implemented by an
experienced dewatering well contractor. �
This information is provided solely for the benefit of the o���ner and other design consultants, and should not h�
construed to imply that Teira Associates, Inc. assumes responsibility for job site safety. It is understood that j��L
site safety is the sole responsibility of the project contractor.
4.4 Foundations
In our opinion, the building can be supported on conventional spread footing foundations. If the owner is nc�t
willing to accept some risk with respect to buildine settlement. thrn u�e mc�mmcnd usinL the surchar��c program
outlined in Section 4.2 prior to foundation construction.
In our opinion, tl�e buildings may be supported on cou�c�itie>nal spr�ad ii�otin�� foun�lations bcarin,� c�n �i
minimum of two feet of structural fill,as recommended in Section 4.2 of this report. Foundations exposed to tlle
weather should bear at a minimum depth of 1.� feet below adjacent grades fbr frost prc�tection. Interior
foundations can be supported at any convenient d�E,t}i hcic,�� the flc���r slah. �,rcnidcd immediate sup�c,r-t is
obtained on a minimum of t�vo feet of structural till.
We recommend designing foundations for a net allo��abl� hcarin�� ca�ricity u1?,UU(1 ps1�. I�c�r �h��rt-t��:n lua�ls,
such as wind and seismic, a one-third increase in this allowable capacity can be used. F�llowing successful
completion of ihe surcharge pmgram with the expected building loads and this beanng str�„ .�j��,li�c1. ir e��;�rai.
total and differentiai settlements should not exceed one-inch and one-half inch, respectivel�.
f�or dcsignin�; 1�>undations to resist lateral loads. a base iric:tion coefficient of 0.35 can bc; useci. Yassi��e c:�utli
pressures acting on the sides of the f<�otings can also be considered. We rccommetid calculating tliis latcr��l
resistance using an eyuivalent tluid n�ei�lu of 300 pcf. We do not recommend including the upper 12 inches ri
soil in this computation because it can be affected h�� ���eath�r ur distunc�d h�• f�uture graciinz �cti��ity. This valu�
assumes the round�Uion will hc backGllyd with �tru�tur.�l ;;!L .:, �i�•,�rih�ei �:� S�•,ti��n a.� uf thi, ;�•E,�.nt I h��
�altic, rc�u�niu�ndr�1 ir,clu�lr ti ��it�t�� factur ui 1.�.
I'a��c \��. �
February 1, 2013 '
Project No.T-6827
4.5 Stab-on-Grade Construction
Slab-on-grade floors may be supported on subgrades prepared as recommended in Section 4.2 of this repon.
Immediately below the floor slabs, we recommend placing a four-inch thick capillary break layer of clean, free-
draining, coarse sand or fine gravel that has less than three percent passing the No. 200 sieve. This material will
reduce the potential for up�vard capillary movement of water through the underlying soi] and subsequent wetting
of the floor slabs.
The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor
transmissi�n. Where moisture by vapor transmission is undesirable, such as covered floor areas, a cortunon
practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a
iayer of clean sand or tine gravel to protect it from damage during construction, and aid in uniform curing of the
concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to
pouring the slab, it will be ineffective in assisting uniform curing of the slab, and can actualty serve as a water
supply for moisture transmission through tlie slab and affecting floor coverings. Therefore, in our opinion,
covering the membrane with a layer of sand or gravel shauld be avoided if floor slab construction occurs during
the �vet winter months and the layer cannot be effectively drained. We reco�runend floor designers and
contractors refer to the 2003 American Concrete Institute(ACI) Manual of Concrete Practice, Part 3, 302.1 R-96,
for further information regarding vapor barrier installation below slab-on-grade floors.
5.0 ADDI'I'IONAL SER�'[CES
Terra Associates, Inc. should review the final design drawings and specifications in order to verify that earthwork
and foundation recommendations have been properly interpreted and implemented in project design. V4'e should
also provide geotechnical services during construction to observe compliance with our design concepts,
specitications, and recommendations. This will allo«� for design changes if subsurface conditions differ from
those anticipated prior to the Start ofconstruction. '
6.0 I,IMITATIONS
We prepared this report in accordance with generally acceptcd geotechnical engineering practices. No other
warranty, expressed or implied, is made. This report is the copyrighted property of Terra Associates, Inc. and is '
intended for specifie application to the Ace Aviatic�n projcct. 'fhis report is for the exclusi��e use of Ace �
Aviation, lnc. and their authorized representatives. �
�1'he analyscs and recomm�ndatiuns pres��lted in this report are based on data �btained fTom the CP'fs perf��rmed I
on the site. Variations in soil conditions can occur, the nature and extent of'whicl� may not become evident until II
construction. If variations appc;ar evident, 7�erra Associates, [nc sh��uld hc requ�stc�i t�� re�valuatc thc �
recc�m�t�rn��ation� in this rcEu�rt l�ri«r t��prc�c�cding���ith cun;tnicti��n.
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REFERENCE:KING, SNOHOMISH 8 PIERCE COUNTIES, STREET GUIDE, THOM�AS GU DE��2008T NOT,TO�SCALE
� Terra VICINITY MAP
ACE AVIATION
Associates It1C. RENTON, WASHINGTON
Consultants in Geotechnical�ngineenng
Geology and Pro No.T-6827 Date FEB 2013 Fi ure 1
Enwronmen!ai Earth Saences ) 9
t vw�
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NOTE: �
THi6 SI I t:PI AN iF,SCHFMATIC.ALL IOCATIONS AND LEGEND:
�IMENSIONS ARE APPRO%IMATE IT IS INTENOED FOR ✓� `>J� Terra EXPLORATION LOCATION PLAN
REFERENGE ONLV AND SNOUID NOT BE USED FOR �APPROXIM�TE CONE PENETNOMF.IEN iLS1 LO(:A7iON ACE AVIATION
DFSIGN OR CONSTRUf.TION PURPOSES. '
REFERENCE: ..,j � ASSOCIateS) IIIC. RENTON,WASHINGTON
Consuit�nis n Gootechn cal E qinnH�iny
Si rt r>i na i�i�c�v�oi i;i�r nr.F n�nnT�oN � �' _��y��n� _, Proj No��-6R?7 Date�EB'L013 �iqure 2
STEEL ROD
PROTECTNE SLEEVE
� HEIGHT VARIES . . . '
SURCHARGE (SEE NOTES} � SURCHARGE �
OR FILL � OR FILL . '
`i.. �, i./. i\�../i< i./�. /i, i,/i./\i\/., i,. �,./i
NOT TO SCALE
NOTES:
1. BASE CONSISTS OF 3/4"THICK, 2'x2' PLYWOOD WITH CENTER DRILLED 5/8" DIAMETER HOLE.
i 2. BEDDING MATERIAL, IF RECIUIRED, SHOULD CONSIST OF CLEAN COARSE SAND.
I 3. MARKER ROD IS 1J2" DIAMETER STEEL ROD THREADED AT BOTH ENDS.
4. MARKER ROD IS ATTACHED TO BASE BY NUT AND WASHER ON EACH SIDE OF BASE.
5. PROTECTIVE SLEEVE SURROUNDING MARKER ROD SHOULD CONSIST OF 2" DIAMETER
PLASTIC TUBING. SLEEVE IS NOT ATTACHED TO ROD OR BASE.
6. ADDITIONAL SECTIONS OF STEEL ROD CAN BE CONNECTED WITH THREADED COUPLINGS.
7. ADDITIONAL SECTIONS OF PLASTIC PROTECTIVE SLEEVE CAN BE CONNEGTED WITH PRESS-FIT
PLASTIC COUPLINGS.
8. STEEL MARKER ROD SHOULD EXTEND AT LEAST 6"ABOVE TOP OF PLASTIC PROTECTIVE SLEEVE.
9. PLASTIC PROTECTIVE SLEEVE SHOULD EXTEND AT LEAST 1"ABOVE TOP OF FILL SURFACE.
� Terra SETTLEMENT MARKER DETAIL
ACE AVIATION
�� Associates, It1C. RENTON, WASHINGTON
Consuitants in Geotechnicat Eng,neenng
Geology and Pro No.T-6827 Date FEB 2013 Fi ure 3 '
Environmental Earth Sciences 1� g
APPENDIX A
CPT DATA
Ace Aviation
Renton,Washington
Northwest Cone Exploration under subcontract with Tema Associates, Inc. advanced three electric cone
penetration tests (CPTs) at locations selected by Terra Associates, Inc., which are shown on Figure 2. The CPTs
were advanced to deptbs of 26 feet below the surface before hitting refusal. The CPTs were carried out by
Northwest Cone using an integrated electronic cone. The CPT is an instrumented approximately 1 '/z-inch
diameter cone that is pushed into the ground at a constant rate. During advancement, continuous measurements
are made of the resistance to penetration of the cone and the friction of tl�e outer surface of a sleeve. The cone is
also equipped with a porous filter and a pressure transducer for measuring groundwater or pore water pressure
generated. Measurements of tip and sleeve frictional resistance, pore pressure, and interpreted soil conditions are
summarized in graphical form on the attached CPT Logs.
�
� I
I
i
i
I
['r<,jcct 'I-t,`+?�
. � Terra Associates
' Operator: Gerdes CPT DateTme: 1/16/2013 10:46:25 AM
Sounding: CPT-01 Location: Rento�Municipal Airport
Cone Used: DDG1238 Job Number: T-6827
Tip Resistance Fnction Ratio Pore Pressure Sai Behavior Type• SPT N'
oc TSF FsfQc(%) Pw PSI Zone:UBC-1983 60%Nammer
0 450 0 6 -20 20 0 12 0 70
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. • Terra Associates
� Operator: Gerdes CPTDat�me: 1/16/201311:43:30AM
Sounding: CPT-02 Location: Renton Municipal AirpoR
Cone Used: DDG1238 Job Number. T-6827
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, Operator Gerdes CPT DateRme: 1/16l2013 11:43:30 AM
Sounding: CPT-02 Location: Renton Municipal AirpoR
Cone Used: DDG1238 Job Number: T-6827
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� Terra Associates
, ' Operator: Gerdes CPT DateTme: 1/16/2013 12:38:30 PM
Sounding: CPT-3 Location: Renton Municipal Airport
Cone Used DDG1238 Job Number T-6827
Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N' I
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