0.41

Transcription

0.41

Appendix E
Preliminary Geotechnical Analysis
GILES
CNGINEERING ASSOCIATES. INC.
October 22. 2008
The Festival Companies
9841 Airport Boulevard, Suita 700
los Angeles, CA 90045
Attention:
Mr. Bryce C. Ross
Acquisitions Director
Preliminary Geolechrllcal Engineering
Baldwin Hills Crenshaw Plaza
E~ploralion
and Analysis
Crenshaw Boulevard arid M.l. King, Jr. Boulevard
Los Angeles. California
Project No. 2G-{)809001
Oear Mr. Ross
In accordance wllh your request and authoriZalPon. a Preliminary Geoled!nic81 Engmeenng ExploratIOn
and Analysis report has been prepared for the aoove·referenced project. Preliminary conclusions and
recommendations developed from I~ exploration and analysis ale discussed in lhe accompanying
report.
Spe~ficdesrgn
and construction parameters are not provided in thiS report, but will be provided
later in lhe Comprehensive Geotechnical Report.
We appreclale lhe opportunity to be of service on this project. If we may be 01 additional assistance.
should geotechnical related problems occur. please do not hesitate to call at anytime .
Sincerely.
'=""GINEERING ASSOCIAlES. INC.
r Gatus. P E.
Assistant Regionalllo'.anager
RCE 70687
4;:Q;~ =-::,
Terry l. Giles. G.E.
President and CEO
G.E. No. 342
DistributIOn
The Festival Companies
Alln : rw. Bryan Ross (4 US Mail, email: [email protected])
Ms. Joy O'Brien (email: [email protected])
TABLE OF CONTENTS
RELIMINARY GEOTECHNICAL ENGINEERING EXPLORATION AND ANALYSIS
BALOWIN HILLS CRENSHAW PlAZA
3650 MARTIN LUTHER KING BOULEVARO
LOS ANGELES . CALIFORNIA
PROJECT NO. 2G-0809001
Description
1 0 EXECUTIVE SUMMARY OUTLINE .......................................................................1-2
2.0 SCOPE OF SERViCES ............................................................................................. 3..
3.0 SITE AND PROJECT DESCRIPTION ....................................................................... 3.
3. 1 Site Description .........................................................................................................3 ..
3.2 Proposed Projecl Descriplion ............................................... .................................. .3-4
4.0 GEOLOGy......... .........................................................
. ............ ........................4. ..
4.1 Regional and Local Geologic Setllng ........................................... ......................... ~_5
4.2 Geolog ic Materials .................................... ................................................................. 5 ..
4.3 Groundwater .... .. ................... ................................................................................. .5,,6
4.4 Faulls
.............................................................. ....... ........................................... .6 .•
5.0 LABORATORY TESTING ......................................................................................... .0..
5.1 Faulling and Seismicity...................... ................................... ......... ............................ 9..
S.2 liquefaction and Related Hazards .......... ...................
. ... ...... ...... ............... 9· 10
5.3 Landslide Hazards ......... ,.............................................. , _.......................................10
5.4 Tsunam is. Inundation. Seiches . and Flood ing......
..................................... 10
5.5 Methane Gas ...................................................................
.. ............................ 10
60
6.1
6.2
7.0
SUBSURFACE EXPLORATION ........................................................................... 10
Subsurface E~ploration ............ ............. ..............................................................10-11
Subsurface Conditions ................ ,.................. ,........................................... .........1.1-12
LABORATORY TESTING ,.......................................................................................12
B.O PRELIMINARY CONCLUSIONS AND RECQM'.1ENOATIONS ............................... ,3 4
B.l Seismic Design Consklerations ................... .............. ,.. ,.. .... .. .... ... ....................... 14-15
B.2 Prelimmary Site Development Recommendations..............
.. .... l6-11
B.3 Prehmlnary Cons!l\Jction Considerations .............................................................11-18
8.4 Preliminary Foundation Recommendations .. ..................................... ...............18_19
8.5 Preliminary Floor Slab Recommendalions ..... ...........................................................19
8.6 Preliminary Retaining Walls and Walls Below-Grade ........ .. ...... .......................... 20-21
8.7 Preliminary New Pavement RecommendaUons .................................................. .21-22
Appendices:
Append i~
A:
B:
Appendix C:
Append ix O'
Appendi~
Figures (34 ), Test Boring Logs (8) and liquefaction Analysis (2)
Field Procedures
Laboratory Testing and Soil Classification
General Information (Modified Gukleline SpeCIfications) and Important
Information About Your Gootechnleal Report
OOiles Engineenng Associates. Inc. 2006
PRELIMINARY GEOTECHNICAL ENGINEERING EXPLORATION AND ANALYSIS
BALDWIN HILLS CRENSHAW PLAZA
3650 MARTIN LUTHER KING BOULEVARD
LOS ANGELES, CALIFORNIA
PROJEC T NO. 2G-0809001
1.0 EXECUTIVE SUMMARY OUTLINE
The execullve summary is provided solely for tile purpose of esllmallng Ihe feasibility and cost of tile
proposed developmenl and 001 for actual design and construction The executive summary omits a
number of delails. anyone of which could be crucial 10 the pt"oper application of this repM.
Subsurface Con dition s
o
Slle Class deslQnaltOn "0" is recommended for seismIC design comt6efabOns based upon our
subsurface explora\JOfl. Use of Special tesllng might reduce the soil class 10 "C'
o
FiU and posSIble fiU materials were encounlered during our subsurface e~tion 10 depths of
approlOlTlille!y 3 10 13 feel below existmg grade and were considered to haYe been placed during
!he development of the I!X!Sting mal! The fills and possible fills gerKIralfy consisted of intertayered
sandy clay. sandy slit. clayey sand and Silly sarod. The sandy r~ls (dayey sand and sitty sand )
conSisted of moist. fUlTlto dense. in relallVe denslly of silly fine to coa~ sand. and clayey firKIto
medium sand. The finer fills (sill and day) consisted of mOist, stiff to very sllff. in comparative
consistency of sandy silt and sandy d ay. These malen als are believed 10 have been ' cerllfied"
when placed based on our research of prior geotechnical reports for tilis property.
• Nallve solis encountered underneatil lhe fil l and possible fill generally consisted of moist to wei,
firm lu vtlry den5e in relative density of sandy materialS (Silty sand, sand Wltf\ silt. sand and clayey
sand). and sUff to hard in comparauve consistency of finer materials (clay and silt). The dense to
very dense s.anc:ly andlor gravely soils were encountered within our borings at depths of
approxltTlate!y 25 to 35 feet below exishllg ground sucfaces.
• Groundwater was encountered during our subsurface lnvesllgabon at depths of approxmatefy 25
to 60 feet below existing gracles. The shallower perched groundwater level (25 leet) was
encountered in Test Boring 34, whiCh is located at the northerty portlon of !he site, while the
deeper groundwater levels (60 feet) were encountefed in Test Borings 13 and 32 located along
the middle portIOn of the SIIe. No perched or s tab, waler was encountered in our test bonngs
located along the southern por1lOO of the site up to maXImum depth explored (80 leel)
Sito Development
• Proposed site development will indude ranovalion of the existing mall along Wi th razing exis~ng
structures and consln.JC~on of new struclures as depicted on Scheme 4A prepared by Moody·
NcYn. Inc of Columbus Ohio and Rlos Clementi Hale Studios of Los Angeles, California. The
razed structures will consist of both parktng decks and retail building; and. the new structures v.ill
consiSt 01 a h'9h-rise level hotel (24 level); rrud·nse offICI!: mul~·level retail: J.story. mld-nse and
high-rise houslrtg and multi·level parking both above and below-gracle
• Based on our reYlE!W of the seismic l\azard evaluahon report for thl HoIywood quadrangle
(COMG. t999). the northerly half portiOn of \he subject $lle lies WIthin a 6M"iIfllIled Uqvefadron
Hazard Zone. However. the potenllallor liquefaclJon and the assocrated hazards at the site is
considered r"nImmal based on !.he result 01 our hquefaCbOfl analysis. Whrch was pet10rmed on the
subsurface exploration to-date
C{3EP G1LES ENGINEERING ASSOCIATES, INC.
Preliminary Geotechnical Englneenng Exploration and Analysts
Los AI1geles, Callfomia
ProjeC! No 2G.Q809001
p.,.,
Building f ou ndation
• Lightly and moderately loaded structures may be supported by conventional spread looting
found allons Suitable bearing sOils are expected to be available at reasonably shallow deptlls.
• Heavily loaded structures may be supported by II mat foundation or deep foundations conslstmg 01
stralQht shaft drilled piers or auger cast piles deSigned for a modtltate 10 relatively hl9h allowable
bearing capacity and skin frictIOn. The bearing capacity and skin fflCOOn 5IgniflCafl\ty inaease at a
depth 01 about 20 to 30 feet below the ground surfiilce. Drilled pier underreiilms or bells iilre not
consider&d feasible due to caving sOil
Building Floo r Sliilb
• Floor sliilb may be deSigned iilS conventional slab<lnilrade or posHensioned slab. Some portions
of the subsoilS are expansll/il and. therefore. requlI'e additional rein/orang or posHensioomg
• Ground supported slabs should be underlain by a typical 4 to fHneh thick granular base supported
on a property prepared subgrade.
• A vapor bamer is recommended In moisture consideration areas.
Retaining Walls
• BelOWijrade walls should be designed as retaining walls capable of resisting !he lateral soil
pressure. Restrained walls must be designed for at·rest conditionS.
• The lateral pressure will be a funCbOn of the baddil materials. On-site material may be used for
backfill; however, seled more granular materials wiH result in a Iower-laleral pressure
• The badlfill shoutd be driillned to allow the walls to be designed lor drained conditions iilnd will be
less prone 10 dampness.
Pavement
A typICal pavement secbon mlQhl conSist of:
• AsphaltIC Concrete: 3 inches In automobile paflung stalls. 3 inches in thickness in automobile
dnve lanes, 4 Indies thicJo: in heavy dllly traffic areas.
• Crushed Aggregate Base Course 6 inches m automobile parking stalls. 8 inches In iilutcmoblle
dnve lanes and 10 inches thicJo: in n.eiilVY duty traffic areas.
• Portland Cement Concrete: 6 inches In thickness in high stress areas such as loading docks.
entrances and eXits. heavy traffic tum and park areas iilnd in trash enclosure loading zones WIth
\he piilvement underlain by crushed aggregate base~.
COI'lS\nlction Consideration
Ettreme caU\lons should be eX&fClsed to ensure exisllng foundations. structures. roadways arld
utili lies to rem all' are not undermined or affected dUring grading and construdion. SpeCial deSigns
and construction tedlniques maybe required depending on location 01 existing an d new loundabons
Some shoring is expected in excavations along exis ting structures and roads.
~GILES
ENGINEERING ASSOCIATES. INC.
Preliminary Geotechnical EoglOeeriog Exploration and Analysis
BaldWin Hills Crenshaw Plaza
los Angeles. California
Project No. 2G-0809001
Page 3
2.0 SCOPE OF SERVICES
ThiS report provides the results of the Preliminary Geotflchnical Engineering ExploratiOn and AnalySIS
that Giles Engineering Associates. Inc. ("Giles? conducted reg arding the p!"oposed development. The
scope of our service was narrow and limited. as directed by our client and was performed in order to
provide Information to assist 11'1 detflrrmning the feasibility of the project.
Pre~minary geotechrucal.related recommendations 10( design and conStrvctlOll of the foundabon and
ground-beanng floor slab for the proposed buiklngs and parklf"lg structures are proVIded in this report
fOf the purpose 01 eStllTlabng the feasibility and cost of the proposed development. not fOf actual
design and cxmstrvClJon. PrelliTlinary geotechnical-related reoommendatlOl'ls are also provided lor the
proposed parking lot and loading dock pavements. General site preparatlOl"'l recommenc1ations are
also given: however. those reoommendatlOfls are only preliminary since the means and methods of
site pl"eparation will depend on factors that were unknown when this report was prepared Those
factot'S indude limited subsuriace exploration, weather before and dunllQ construction. subsurface
conditions that are exposed dunn.g construction, and finalized details Of the proposed development.
Environmental services were beyond the scope of services for this project.
3,0 SITES AND PROJECT DESCRIPTION
3.1
Site Description
BaklWln H ills Crenshaw Plaza (BHCP ) is located at 3650 Martin luther King Boulevard In the City of
Los Angeles. California (Fig~e 1). The site encompasses approXimately 40 acres that 1$ bounded to
the OOI1h by 39"' Street. on the east by Crenshaw Boulevard. on the south by Stocker Street, on the
southwest by Santa Rosalia Dove. and on the wesl by Martton Avenue. Mar1ln luthef King Boulevard
(MlKB) traverses east to west along the OOI1hem one-third of the sil8. This majof mall is currently
occupied by major department stores like Wal-Mart, Sears, and Macy's. by a CInema. and over 100
stores. restaurants, and servtce center5 Inside the mall. Several detached restaurants. banks and
stores are located adjacent 10 Stodler Street. Santa Rosalia Dri~e and Marlton Avenue .
3.2
Proposed Prolect Desc ri ption
Proposed site development will include renovallOn of the existing mall along With razing eiislJng
structures and constructioo of new structures as depicted on Scheme 4A prepared by Moody·Notan.
loc. of Cotumoos. Ohio and RiO's Clementi Hale StOOIOS of los Angeles. Californla (Figure 21. The
razed struclurll5 will consist 01 both parking decks and relai! buildings; and, the new structures will
consist of a htgh·nse level hotel: IT>>d-nse offICe; multl-levet rela~; 3-story. mid.rise and higlwrse
houSing and multJ-levet parktng both above and belowograde The fotlowW'lg are the proposed IT\3jOf
renovation planned for the sUbfed SIte
•
Albertsons Supermarket and Bank of Amenca building located along the northerly portion of
the mall will be demolished and replaced with a new muced-use retaiVresidential building and
hotel/reSidential building Below grade parking (3-level) and above gra6e parking (2-level) are
~GILES
ENGINEERtNG ASSOCIATES, INC.
Preliminary Geotechnical Engineering E)(ploration and Analysis
BaldWIn Hills Crenshaw Plaza
Los Angeles. Califomia
Projecl No. 2G-080900 1
Page 4
•
•
•
proposed WIthin each of these new areas wilt1in the northern parcel. The hOlel/housing tower
will be 24 levels aoove the hotel podium and the residential towers will be 10 levels aoove the
podium.
Maey's building located to lt1e north of MLKB will remain.
Sears building and adjacent auto center located on Ihe south parcel will remain .
Mall structures on the southern parcel including Wal-Mart and the clnemas will be razed along
with banks and restaurants located around the perimeter of the property. New conslNction
witt consist of a new Target, Wal-Mart. CInemaS, fitness center, mi)(ed-use retail/office building
and reSidential buildings. Three parking structures will be added which will include a
combination of below-grade and aoove-grade parking.
The proposed new buildings and parking stnJclures are planned to be supported by load bearing
columns
Cotumn maximum combined live and dead loads are understood to range from
approKimately 132to 5,175 kips. The lower column load 01132 kips is for a Single-story bu ilding with
no basement. and tM: higher column load of 5.175 kips is for hotel and parking betow grade structures
wIth an approximate 24 noor levels.
New below-grade and above-grade parking 101 that inCludes parking stalls and drive lanes will be
constructed within the mall area. The Iraffic loading on the proposed parking lots is understood 10
predominately consist 01 aulomoblles WIth some heavy truCkS resulting lrom aellvery and trash
removal. Preliminary standard duty pavement areas shall be designed to handle an Equivalent
Smgle/A;<le Loading lESAL) of 50,000 and heavy duty pavement areas such as drive lanes and the
loading dock areas sha ll be deSigned to handle an ESAL of 185.000, for a 2o-year design period.
4.0 GEOLOGY
4.1
Regional and Loc al Geologic Setti ng
The subject site is appro)(imately si)( miles southwest of downtown Los Angeles in the district of
BaldWIn Hills. Baldwin Hills is located within the Los Angeles Basin and is found In the northern
portIons of the Peninsular Ranges Province. ThiS range e ~lends from Baja California Into the Los
Angeles Basin and then weslerly to the offshore Islands Including Santa Cruz and San Nicolas
islands The northern and northeast boulldary abuts to the Transverse Ranges Province which
contams the Santa Monica Mountains. San Gabriel Mountains, and San Bernardino Mountains. The
COlorado-SOnoran Desert Province borders this range to the east (Harden, 1998). The Peninsular
Ranges are characterized by a northwest grain caused primarily from faultiflQ. San JaCInto and
Elsinore are two active major faults that cause right-lateral displacement. These fault zones are
comple)( with numerous smaller faults toward the southeast (Sharp, 1994)
Puente-Repetto Hills dIVides the Los Angeles Basin into two distinct geomorphologic features. The
northern ooe-third is compnsed of valleys namely San Gabriel and San Bernardino. while the
southern two-thirds consisl of a gentle sloping coastal plain. Faults also define the baslfl by dividing
the area 1010 four blod<.s, with the central blod<. bound to the northeast by the Whittier fault and the
~GILES ENGINEER1NG ASSOCIATES, INC.
Preliminary Geotechnical Engineering Exploration and Analysis
Baldwm Hills Crenshaw Plaza
Los Angeles, California
Project No. 2G-Q809oo1
Page 5
southwest by Ihe Newport-Inglewood fault These blocks behave independently aM some or all have
rotated over the last million ye ars (Sharp. 1994).
The dominant structural fealUre of the Los Angeles Basin is a large syncline with the axis extending
northwest from Santa Ana to Beverly Hills. These fe atures were created with subsidence of the Los
Angeles Basin about 15 million years ago during the Miocene period and the extrusion of volcanic
material and continued throvghoutthe Pliocene and Pleistocene with the targest deposits of sediment
reaching 31.000 feet (Sharp. 1994).
The present-day Los Angeles Basin is characterized as a coastal pla;n with occasional hills and
mesas. The area of the subject site contains depositional materials of alluvium underlain by
Pleistocene sedimentary beds. At depth. these materials are underlain by Pllocene sandstone.
siltstone, shale and cong lomerate. The floor of the basin consists 01 volcanic material comprised of
faUlted igneous and metamorphic rocks (Sharp. 1994).
4.2
Geologic Materials
Review of published geologic maps indicates that the subject site is underlain by alluvial floodplains,
and alluvial Ian deposits. Old QUaternary depOSits exist beneath the southern portion of the s~e Wlth
materials consiSting oltayers 01 fine to coarse dayey sand and sandy day. with traces of sitt. The
northern half of tl1e project contains yoonger Qua ternary sed iments that have sand. sill. and clay
matenals (CDMG. 1998). These native materials were overlain with artificia l fills to existing grades
thaI have been made dunng urbanization. These soil profiles were confirmed during the subs urface
exploration conducted by our fi rm .
As shown on the exploration logs included in Appendix A. our subsurface investigation revealed
eXisting fill materials. 3 to 11 leet in thickness, were encountered in Ihe exploratory borings. Deeper
fill soils may be encountered between the borings or elsewhere within the site. The existing fi ll
consists of firm to very dense. silty and clayey fine to coarse sands wi th gravel. and stiff to hard.
sandy silts and sandy clays. The fill is underlain by nallve soils that consist of loose to very dense
silty sands and line to coarse sands with gravel. and medium s@ toh ardsaMysilts. sa ndy clays. and
clays. Soils vary from dry to wet. with moisture content typically dependent on grain size aM local
prOXimity to the water table .
4. 3
Groundwater
Groundwater, staliC or perched, was encountered in some of our borings (mostly located aloog the
northern portion of the site ) at depths of approxima te ly 25 to 60 feet beklw existing ground surfaces.
The shallower perched groundwater level (25 feet) was encountered in Test Soring No. 34 whid1 is
located at the northerly portion of the site. while Ihe deeper groundwater ~vels (60 feet) were
encountered in Test Borings No. 13 and 32 located along the middle portion of the site. No perched or
static water was encountered in our lest borings located along the southern portion of the site up to
maximum depth e~plored (80 feat).The historical highest groundwater deplh for the subject S,\e is
~GILES ENGINEERING ASSOCIATES. INC.
Prelunnary Geotechnical Engineering EJoCpIorabon and Analysis
BaldWIn Hills Crenshaw Plaza
PrOjed No. 2G-0809001
Page 6
approximately 10 feet below the surface based on our reVIew 01 the pertinent California Division of
Mir.es and Geology SeismiC (CDMG) Hazard Zone report for tne Hollywood Quadrangle
Fluctuations of the groundwater lable, localized zones of perched water, ami rise In soil mcisture
cootent shoutd be anticipated during and after the rainy season lrogation of landscape areas on or
adJaeenl10 the sile can also caused nuctualions of local or shallow perched groundwater level
4.4
Fau lts
The Southern California area has many faults which may be categonzed Into active. potentiaUyaCIM!,
and InactIVe faults These fault groups were organized and classified by the California GeologICal
Sutvey to determine geologic hazards An actiVe fault is a fault that has been aClive dunng \he
Holocene (last 11,000 years). A potentially active fault is a fault that has offset geologic units from \he
Quanemary Period (lastl .S miUiofl years). InacllVe faults have not moved 111 the last 1.6 million years
(lacopl.I996).
The San Andreas system is a comp~~ set of northwest trending faults that dominate Southern
California The major faults that are associated Wllh the San Andreas system are the Newport·
Inglewood, Eisinora, and San Jacinto. These active faults have been known 10 rupture the surface
over time In addition. numerous we$t trendmg tlIvllrSIl (ault~ hayt! tleen active. wtllcll aDut against
the SOl.Jthem portion of the Transver$8 Range province. Several actIVe reverse fault zones include \he
San Gabriel. San Fernando, Hollywood, Santa Monica, and Elysian Pail< faulls (Hardeo. 1998).
Blind Thrust Faults
Another category of faull is known as thnJslfaulls or blind faults. These faulls are hidden miles below
the earth·s surface and thelf movemenl is defined as dip-slip faulting . Drp-slrp faults are charaClenzed
by a vertical slip along angled fault planes which are nol ver1lca1 but are more like steep ramps.
Several examples of these faults indude the 1971 Mw 7.1 San Fernando and 1994 Mw 6.7 Northridge
earthquakes wilh shallow fault planes and a steep dip. Too 1987 Mw 61 Whltuer Narrows
earthquake occurred on blind thrusl faults with a dip of about 25 degrees and caused secondary
slumping and ground cracks (laoopi. 1995).
Nearby Seismic Sources
Based on our reVl!lw of the literature. no acllve fal,lllS are known 10 prOjed dtrec\ly through the subject
p.-opetty However. the site does lie within the 3 km of the Newport·lnglewood fault as determrned by
geologIC maps and Nterature. In aOdrlron, the subjed site IS found to be Wlthin 60 km of n~
actrve fault zones that are capable of generalrng strong 9round moIIon. The names and Iocauons of
these faults can be found below 111 Table 1
~GILES
ENGINEERING ASSOCIATES, INC.
Preliminary Geotechmcal Englneenng E~ploralion and Analysis
Los Angeles, Califorma
Project No 2G-0809001
Page 7
Tab le 1
Si gnifi c ant Nearby Seis mi c Sources
faun Namo
Appro •. Distance
From 5Il10
Newport-Inglewood Fault
Based on our reVIeW of geotechnical maps and literature in reference to faul~ng, the onshore segment
of the Newport Inglewood rault is tna dosest known fauh to the subject site. It is located approlUlTlately
2.9 kilometers southwesl from \he subject site TI'Ie Newpon-Inglewood fauh zone is a complex
S1n.Jcture With nght-laleral displacement that heads in iii northwesterly direction and marked by a
senes of mesas and Mis from Newport Bay 10 Beverly Hills. The zone produces a vertical
displacement In the underlying material of nearly 4,000 feet. The fault zone In the overtylng
$edimentary roc;ks consists Of shorl parallel overlapping segments with displacements decreasing
upwards With an offset In the youngest beds of only 200 \0 300 feet. This zone has iii history of
Intermittent activity with the Long Beach earthquake of 1933 verifying ilS e~lStence (Sharp, 1994).
The most notable earthQuake along thiS fault was a magnrtude 6.2 With Ina epicenter offshore, three
miles southwest of NewpOrt Beach in 1933 (Iacopi, 1996).
~GILES
Prelimmary Geolechnical Engineenng E~ploration and Analysis
Project No. 20-0609001
Page 8
Two addltionalfaulls thai are considered 10 be sl!ilniflCant seismic sources and are located in relative
dose proximly 10 Ihe subject site are Ihe Hollywood and Sanla Monica faults .
Ho!1ywood Faun
The Hollywood faulllS Iocaled approXimately 10.2 kiiometefS from lhe subject site and 8~lend5 east
nonheastfO( a dlslance of 14 km through Beverly Hills, West Hollywood, and Hollywood 10 the Los
Angeles RIV8f and Interstale 5. It is truncated on the west by lhe West Beyerty Hills Lll'Ieamenl (Dolan
el al , 2oooa ). The Hollywood fault Is a lefl-Iateral. reverse fault thai separates the Los An!ileles basin
and Ihe Santa Monica mountail'ls (Catchil'19s et al , 2001). This fault Is COfIsidered active as II rul'lS
close 10 the Santa Monica Mountains and is most pronounced near the base of a south-facing aUvvial
apron In West HoIywood (Dolan et ai, 1997). Its most recent surface ruplure occurred dunng the
Holocene With \he interval between map surface ruptures of approXimately 1,600 years. The
probable magnitudes fot 11'115 fau" range from Mw 5.8 - 6.5, bul covId be larger if rupture i5
simUltaneous With an adjacenl fault.
Santa Monica Fault
The Santa MQn;ca laun i:> Iociotw I<ppn;IlUrTl(lte!y 103 klJometefS from the subject site and elClenc;!s
easl frorn the coastline in PacifIC Pall5ades \hrwgtI Santa Monica and West Los Angeles and merges
With the Hollywood fault (Dolan 8\ aI., 2OOOa), The Santa Monica fault i5 a reV81Se left-dip fault.
consists of one ot more strands, and is approlOffi8tely 40 km long. lis surface illustrations include
offset strattgraphy. fault-produced phYSiographic features, and groundwater impediments with the
Late Qualemary alluvial deposits, Pleistocene and Holocene movemenl is evident toeally along some
fault segments, and especially eastward to its Inlersection with the Newpon Inglewood fault zone
(CatchingS et al" 2(01). This fault is (X)(Isidered to be active and the mosl recent surface rupture was
dunng the Late Quaternary period Within the lime between surface ruptures unknown. ThIS faull has
the capability of produaog magnitudes ranging from Mw 6.0 - 7 0 dependIng on whether the fau"
ruptures an al once
H'SIQrical Seismis;itv
The subject site lies Within the highly seismic region 01 Southern California that has experienced a
number of earthquakes that have produced strong ground shaking over time. The most stgniflC3nt
hl5tonc seISmIC events in reference to the subject site are listed in Table 2. The informatlOO fot each
earthquake incfudes the date, magnItude, and dIStance and direction from the epicenter
GILES ENGINEERING ASSQCIATES. INC.
Prelimin ary Geotectmical Engineering Exploration and Analysis
Los Angeles, Ca lifomia
Project No. 2G-0809OO1
Page 9
Tabl e 2
Significant Historic Earthquakes
Earthquake
Oate of
Moment
Events
Earthquake
MagnltudelMwj
Ol.tanett to
EplunlOt (km)
to
Eplcente,
DI,-c~on
5.0 GEOLOGIC ANO SEISMIC HAZARDS
5.1
Faulting and Seismicity
The sile does nollie within the boundanes of an "Earthquake Fault Zone" as defined by the State of
Calil omia in the Alquist-Priolo Earthquake Faull Zoning Act. Based on avaitable geologic data. actIVe
or polentially active faults with the potenti al for surface fault rupture are not known to be located
directly beneath or projecting toward the site. Therefore, the potential for surface rupture due to fa ult
plane displacement al the site is considered low.
The dosest known active or polenltally active fault to the site is the Newport-Inglewood fault zone.
which is approKimately 2.9 kilometers from the Site. The Santa Morlica·Hol!ywood faull is located
approximately 10.2 kilometers to the site. The subject site is not considered 10 be at a particularly
greater level of seismiC risk compared 10 other areilS In the regkm.
5.2
liquefaction and Related HazardS
Our review 01 Ihe published SeismiC Hazard Evaluation Report for the Hollywood Quadrangle (within
which the subject site Is located) indicates thai the northern site lies Wlthln a designated Liquefaction
Hazard Zone (Figure 3),
~GILES
Pl'ellmmary Geotechmcal Engu'leenng ExpIoratlOl'l and Analysts
BaldwIn HIlls Crenshaw Plaza
los Angeles , california
PrOject No. 2G-Q809001
Page 10
General types of groond failures that might occur as a consequence of severe ground shaking
typically Inctude tandsliding. ground subsidence. ground lurching and shallow ground rupture The
probabillly of occurrence of each Iype of ground failure depends on the severity 01 lhe earthquake,
d,stance from faults. lopography. subsoils and groundwater conditions. in additIon 10 other faelers
Bued on ou r subsurface exploration and evaluation of the site, all of the above mentioned
effects of seismic activity are conside red unlikely at the site and not significant to the
proposed development.
S.3
landslide Hazards
01Jl' reVIeW 01 the published SeIsmic Hazard EvaluabOn Report for the Hollywood Quadrangle (WIthin
whICh lhe SUbject SIte IS located) indlcales thatlile site does no! lie WithIn the designated Landslide
Hazard Zone Since the su bject slle Is generally level and not located near unslable slope.
mitigation of landslide hazards is not necessary fo r the site.
5.4
Tsunamis, Inundation. Seiches, and Flooding
The slle is notiocated near a large body 01 waler thaI COlJld have an adverse affeClto the site in lhe
event of earmqua~e·lnduced failures or selenes (wave osalta~ons in an enclosed or semi-endosed
body of waler). Therefore. flooding at the site due 10 a seismically Induc:ed selc:he or dam break
Is c:onsldered unlikely at the subJec:t site.
The Slle
1$ not located in a coastal area. Therefore, tsunamiS (seismic: sea waves) are not
co nsidered a signifICant hazard at the site.
5.5
Methane Gas
The Slle is nOI located WIthIn an area deslgnaled by the City of los Angeles as a Methane Zone.
Therefore, the effec:t of subterranean methane gls on the subject site Is considered unlikely
and not sig nific ant to the proposed development.
6.0 SUBSURFACE EXPLORATION
6.1
Subsurface Exploration
Our wbsutface exploration was performed by representa\lves of this fll'l'Tl and conSISted of the ~Ing
01 e.ght test borings to depths of approximalely 81 5 feel below elOs\lng groond elevabOnS. A geotogist
and geotechnical engIneer were on'SlII for the majority of !he driltmg operation 10 dasslly SOIls and
coordlnale sampling and driling aClIVI\les The approximate test boring Ioc:atlDr'lS arl shcr.vrl In the
Test Bonng Locallon Plan (Figure 4). The Test Boring location Plan and Test Soong Logs (Records
of Subsurface Explorauon) are endosed in Appendi~ A. Field and laboratory lest procedures and
results arl Inclosed in Appendix B and C, respectIvely , The terms and symbols used on the Test
Bonng logs are defined on the General NOles in Appendix D.
~GILES
ENGINEERING ASSOCIATES, INC
Prelimmary Geolecnr»cal Engoneemg Expiora\Joo and Analysis
Baldwin Hijls Crenshaw Plaza
Los Angeles. califorma
PrOted No. 20-0809001
Page I I
Our subsurface exploralion included Ihe collecllon of relatively undislurbed samples of subsurface soil
matenals for classification ar.d laboratory testlr.g purposes. Bulk samples COr.Slsted of composite soil
matenals obtained al selected depth Ir.terva ls Irom the borir'lg. Relalively ur.disturbed samples were
collected usmg a 3-ir.ch ootside-diarneter. modified Califomia split·spoon soil sampler (CS) hned wilh
I·inch high brass rir'lgs. The sampler was dnven with successive 3Q..inch drops of a hydraulically
operated. 14()..pound automatiC tnp Nimmer. Blow counts lOt each S·W drivll'lg lr'ICI'ement were
reOOlded on the exploration togs. The central portions of the dnven core samples were plaoecl In
sealed contall'lers and transported to our laboratory for lestlO!l.
Where deemed appropnale, standard split·spoon teslS (55), also called Standard Penetration Tesl
(SF'T). were also performed al selected depth intervals in accordance With the Amel"lClln Society lor
Tesling Malenals (ASTM) Siandard Procedure D 1586. This method consiSts 01 mechanically driving
an unbned standard split·barre! sampler 18 inches inlo lhe soil With successive 3()..inch drops of the
140·pound aulomahc lop hammer, Blow counis lor each 6·inch driving increment were recorded on
the exploration logs. The number of blows requited to drive the standard spht·spoon sampler lor the
lasl 12 of the 18 inches was iden~ fied as the uncorrected standard penetration resiSlar.ce (N).
Disturbed soil samples from the ur.lirted staMard split·spoon samplers were placed In glass Jars and
transported 10 our laboratory fO( lestlng.
6.2
Subs urfac e Cond"tion s
The subsurface condllions as subsequenUy oescribed have been SImplified somewhat lor ease of
report interpl'etallOn. A more detailed de5crlPlIOn of !he subsurface condibons 81 the lest boring
IocallOl'ls is prOVIded by the logs 01 the test borings enclosed in Appendix B of thiS report.
F'avemefl1
Existing pavement (encountered within all of our test borings) consisled of approximately 3 to
4 inch thick asphaltic concrete with approximately 6 to 8 inch thick aggregate base.
Fill and possible fill malerials were encountered during oor subsurface exploratJon to depths of
approxImately 3 to 13 leet below existl~ grade and are conSidered to have been placed during the
development of the elUsling mall and. therefore. have been in place lor approXImately more than 20
years. These materials generally consisted of intertayered sandy day. sandy sitt. clayey sand and
silty sand The sandy fills (clayey sand and silty sand ) consisted oIlTIOIst, firm to dense in rela\rie
density of siJty fine to coarse sand and clayey fine to medium sand. The riner fills (s~t and clay)
consisled 01 mens!. sllfllO very sllff in compara\rie consistency of sandy silt and sandy clay
Na~ve soils encounlered undemeath the fill and possible fill generally conSISted of ITIOISt to weI. f.m
to vefY dense in relative denSIty of sandy malenals (silty sand. sand With Sltt, sand and clayey sand).
and stilf 10 hard in comparative consistency of finer malenals (clay and sill). The dense 10 very dense
~GILES
Preliminary Geotechnical Engmeering
Los Angeles. California
Page 12
Explora~on
and Analysis
sandy andlor gravely soils were encountered within our borings at depths of apprOKimately 25 to 35
feet below existing ground surfaces
7.0
LABORATORY TESTING
Several laboratory tests were performed on selected samples considered representaUve of those
encountered in order to evaluate the engineering prope rties of onsite soils underlying the site. No
cI1emical analyses for environmental consideration have been conducted on the soils obtained during
our subsurface exploration. However. no detectable levels of volati le vapors were detected in the
collected soil samples using a photoionization detector (PID) and no visual observed signs of
contamination. The following are brief descnption of our laboratory test results.
In Situ Moisture and Density
Tests were performed on select samples from the test borings to determine the subsoils dry density
and natural moisture contents. The results of these tests are induded in the Test Boring Logs
endosed in Appendi K A.
Grain Size Analyses
Grain size anatyses were performed on selected samples from various depths in order to assist in soil
ctassification and to aid in liquefaction analysis. These tests were performed in accordance with Test
Method ASTM 0 422-98. The results of these lests are graphically presented as Figures 5 to 21.
Append i~ A.
Atterberg Limits
The Atterberg limits (liquid limit. plastic limit and plasticity index) were determined for representative
samples of onsile soi ls in accordance with Test Me thod ASTM 0 4318-00 \0 verify soil dassificalions
and to aid in the liquefaction analyses. The results of the Atterberg Limits are induded on the Test
Boring Logs and figures endosed as Figure 22 In Appendix A.
E~pansive
Potential
To eva luate Ihe expansive potential of the ons ite soils encountered within the proposed build ing
addition. a composite sample collected from Test Boring Nos. 13 (1 to 5 feet) and 43 (11 to 15 feet)
was subjected to Expansive Index (EI) testing. The res ult of our expansion index (EI) testing indicates
that ensite soil samples have medium expansion potentoal. EI of 67 and 60 for Test Borings No. 13
and 43. respectively. which Is also noted on the Test Berong Logs.
Consolidafon
ConSOlidation tests were performed on representative samples in order to determine the magnitude of
volume decrease when subjected to different vertical pressures. The consolidation tests performed
Preliminary Geotechmcal Engmeenng
los Angeles, California
Page' 3
E~pIorahon
and Analysis
indicated that these samples were slightly compressible when subjected to anbClpated stallC loads
The results of tesbng are shown as Figures 2310 32 in Appendi)( A.
Direct Shear
The angle of Internal fnction and coheSIOn. were determined for relallVely undisturbed soil samples.
These tests were perfOO11ed In general accordance with Test Method No. ASTM D 3080-98. Three
specimens were prepared for eadl test. The test specimens were artificially saturated, and then
sheared under various normal loads at a maximum conslant rate of strain of 0_01 Inches per minute.
Results are graphically presented as Figures 33 and 34 in AppendIX A.
Soluble: Sulfate Analnis and SoIl Conys!y!ty
RepresentatIVe sample of the oear surface soils which may contact shallow buned ttlitibes and
structural concrete was performed In-house to delenmne the corrosion polenllal fOf buried feMOUs
metal condUits and the concentrationS present of water Soluble sulfate which CO\iIcl result in chemical
attack of cement. The foiloWlng table presents the results of our laboratory testing.
The chloride content of near-surface and moderate deplh Soils was determined lor a selected sample
In accordance With Cahfornia Test Method No 422. The resulls of Ihls test Indicated that on-sile soils
have Low exposure to chloride (127 10 181 ppm). The results of limited in-house testing of soil pH
and reSistivity were determined in accordance wilh Cahfofnl.il test Method No. 643 and indicated that
on-Me soils are stighUy alkaline WlIh respect to pH (7.74 to 8.81) and SOIl resistivity was found 10 be
low (4.730 to 5.100 ohm-cm).
These test results have been evaluated in aa:;ordance with criteria established by the Cast Iron Pipe
Research AsSOCIalIOO as well as the Ductile Iron Pipe Research Association. The test results on a
near surface and moderate depth bl.llk sample from the site indicate that on-site soils have a low
corrosive concem when in contact. WIth ferrous matenals.
Corrosivlty testing also ineluded determination of the concentrations of water-soluble sulfates present
the tested soil samp~s Our laboratory test data Indicated that the tested soils contain less than
010 percent of water soluble sulfates. Based on Section 1904.3 of the 2007 CalifornIa Budchng Code
(CBe). concrete that may be exposed to sulfate containing soils shall comply with the PfOYlSO'lS of
ACI 316-05, SectiOn 4 3. Therefore. aCCOfdlng to Table 4.3. I of the ACI 318-05, a negligible eJq)OSure
to sulfate can be expected for concrete placed In contact WlIIl onslte soils No speciat sulfate resistant
cement IS requlfed in contact With the tested onsne soils
In
~GllES ENGINEERING ASSOCIATES. INC.
Prem.nary GeoIechnical Engmeenng ExplorallOl1 and Analysis
Baktwln Hills Crenshaw Plaza
los Angeles, California
Prtlject No 2G-Q809O()1
Page 14
8.0
PREliMINARY CONCLUSIONS AND RECOMMENDATIONS
It Is oor opinion from a geotechnical point of view that the subject property Is generally
considered soltable for the proposed construction provided oor recommendations are
Incorporated Into the design c riteria and project detail.
Condltoom II11jXIS8d by the proposed development have beerI evaluated on \he baSIS of the assumed
floor elevalJOn. structural informa\JOO proV1ded and engmeerlng characten$llCS 01 the sub$IJrface
malenal$ enaruntE!fed donng oor subsurface investiga\Jon and their antiCIpated behaVlOl' both donng
and arter construC\lOn , Preliminary condoSlOl1s and recommendations presented for Ihe de5lQn of
bllIIdll1g loundallOl1s and building floor slab. along With s~e preparation reconvneodallons and
conSIru<:1IOI1 consideratlOl1s are dl$CU5Sed in the following sections 01 thiS report .
Effect
of Proposed Grad'ng 00 Adjacerll Properties
The proposed construction 15 located severa l hundred feet Irom adjoining properties. Therefore. it is
our opinion lhat the proposed grading and cons truction will not adversely affect the stability of
adjomlng properoes provided thai grading and construction are performed in accordance with the
lecommendatlons presented nereln However. proposed deveklpment Will be constructed near
eXls\Jng onslle structures that will remam and adjacent roads and underground utilities. Extreme
cautions should be exercised to emure existing foondatlOl1; adjacent roadways and underground
utilil!eS are I'IOt undemuned or affected Special Oesigns and construction techniques may be reQl.IIf'ed
dependong on location of eXisting and roew foundallon, ad}ilceOl roadways and onderground wlilleS.
8.1
Seismic Design Considerations
Faultlng/Se,smic Design Parameters
Research 01 available maps published by the Calil ornia Geological Survey (CGS) Indicates thai the
subject site is not klcated Wi thin an Alquist-Priolo Earthquake Fault Zone. The potent<al lor fault
rupture through the site is. therefore. considered to be low. The site may however be subject to
strong groundshakmg dunng se,smic actiVity. The proposed structure should be desogned in
accordance with the current verslOl1 of \he Califomia Building Code (CBC) and applicable local codes.
Based upon the encountered subsurface soils and les~ ng performed to date. a SHe Class 0 is
recommen6ed for design. However. through the use of speaalize(l sheat wave velocity tesling. it may
be possible 10 change the Site Class to C.
Accord'ng 10 the maps of known aCIWe fault near-source zones (ICBO, 1998) 10 be u&ed WIth \he
2007 CBC, \he Newport-Inglewood (LA Bas,n) faul! is \he dosest known actwe laoll and is; located
approXimately 2.9 kilometers (1.8 miles) to the site. with an anticipated maXImum moment magnitude
(Mw) ofS.9
~GILES
Preliminary GeoIedWllcal Engineering Exploration and Analysis
Los Angeles, california
Page 15
A computer program developed by the United Sta tes Geological Survey (USGS) called Earthquake
Ground MotlO!1 Parameters Version 5.07 was used to provide ground motion parameters for the
subject site. Based on the latitude, longitude and site class, seismic design parameters and spectral
response for both short periods and I-second periods are calculated , This program Is based on
USGS researd1 and publications and In cooperation with the CaHfornia Geological Survey for the
evaluatIOn 01 California faulbng and selsmicity_
As prell>O\.lsly Indicated, With special shear wave velodty tesbng of the subsoils and considenng the
relatively high Strength or the ma}ority of the subsoils, it may be possible to change the Site Class to
C
Liguefa~
LiquefactIOn IS the loss of strength In generally coheslooless, saturated soils when the pore-water
pressure Il'Iduted m the soil by a seismiC event becomes equal to or eKceeds the overburden
pressure, The primary factors which inl1uence the potenbal for liquefaction include groundwater table
elevallon, soil type and gram size charaC1erisloC$. and rela~ve density of the soil. Initial confwung
pressure, and Intensity and duration of grOlmd shaking. The depth below ground surlace in whld1 the
occurrence of liquefaction may Impact de~elopment and Slruclures supported on shallow foundations
Is typically considered to be 50 feet Llquefaclion potential is greater In saturaled, loose, poorly
graded rlne sands With a mean (d",) grain sile in the range of 0.075 10 0.2 mm (Seed and Idriss,
1971 ), Clayey (cohes1ve) soils or soils 1'II\1ch possess clay particles (d<0,OO5mm) in eKcess of 15
percent (Seed and Idriss) are generatly not considered to be 5uscep~bIe to t;quefacbon, nor are those
soils which are above the static grourldwater table
According to the SeISmiC Hazard Zon!» map for the Hollywood Quadnongle. published by the
CallfOfT\la OIVlSlOfl of Mines arid Geology (COMG). the northern half portion of the Site IS located
Wlthm an area that has been designated by the State Geologist as a -moe of reqUlfed inveShgationdue 10 the polenhal for earthquake-induced liquefaction (Figure 3),
~G1LES
ENGINEERING ASSOCIATES,INC.
Prelimltlary Geolechrl!cal Englneemg ExpioratlOO and Analysis
Baldwin H~ls Crenshaw Plaza
Project No. 20-0809001
Page 16
Therefore, a site liquefaction evaluation consistent with the guidelines contained In CDMG Special
Publication 117 has been performed as par1 of the current investigation. A historic high water level of
10 leel was adopted for liquefaction analysis
Our slle-speciflC probabilistic seismic: hazard analySIS was performed using the computer program
FRI$KSP (VersIOn 4.0), originally developed by the United States Geological Societ~ (USGS), and
laler adapted by Thomas F. Blake (2000). FRISKSP esllmaleslhe probabiMy of experiencing various
ground acceleratIOnS 'Mthifl the ~e over a peood of lime and the probability of exceeding el(j)Bded
ground accelera\lons 'Mth., the lilelllne of the proposed structures from all significant earthquakes
'Mthin a SpecifIC radiUS of search. For the ptHI!nt case, a search radius of 62 miles (100 kilometers)
was selected In evaluating ~quefa<:tlOf1 poIenbal. the California Divisioo of Mines and Geology and
the Uniform Building Code adopted the standard of using a peak ground acceleratlOl'l that has a 10
percent probability of being exceeded in 50 years (wtllch is roughly eqUiValent to the deSign I,fe of an
average reslClenbal development). The ground-mobon with a recurrence Interval of about 475 years IS
used The estimated magnitud&-welQhled peak ground acceleration at the sile was deteffi1ined to be
0.39 9 A magnitude weightlOg WIth respect \0 a Magn~ude 7.5 earthquake was performed USing a
magnitl.lde·weighting fador recommended by Idriss.
Liquefaction analysis was performed using the computer program UQuefypro (version 5) deveklped by
C,villech Softw<'lre. The progr<'lm i~ ba~ on \he ""0,,1 l..u.III puuli=tiuns uf u~ NCEER Workshop
and SP117 Implementation. The lIquerlable layers at the location of Test Borings No. 34 and 43,
which are located 'Mthln the -zone of reqUITed investigation", are presented graphICally J1 Plates-I and
2 of Appendul; A., The computer outputS are also Muded.
In order to esllmate lhe amount of posl-earthquake seWement. melhods proposed by Toklmatsu and
Seed (1987) were used for the settlement calcula~ons. Based on our analysis and under the ClJlTlOt
Site c:onditlOOs. we estimate that the maximum total liquefaction-induced ground settlements at the
SIte would be approximately 0.29 10 1,23 inch during the design leve! earthquake, The maximum
differential settlement resulung from liquefaction is therefore esllmated to be the difference between
the totalseWement in Borings No. 34 and 43 or 0 94 inches across a distance of 600 feet.
8.2
Preliminary Site Development Re commendations
The follOWing recommendations for site development have been based upon the proVIded floor
eleva1ions and assumed or pfOVlded parkIng 101 grades, lhe conditions encountered al the lest boring
toca\Jorls and the lime of year in which the elqlloration was perfooned. Preliminary comparauve cost
conslCleratJon esllmates for Site development should be based on the planned lime frame and weather
condltlOl'lS antiopaled during actual oonslrucllOl'l
Sue Cleanno
Cleanng operations should include the removal of an eXisung structural features such as building
foundatIons and nocr slabs, asphaltic concrete pavement. and concrete walkways 'Millin the area of
the proposed new buildingS, parking structures and site improvements. Existing pavement 'Mthln
~GILES
ENGINEERING A.SSOCIATES. INC.
Preliminary Geotechnical Engineering
PrOject No. 2G·OB09001
Page 17
E)(plora ~on
and Analysis
areas 01 proposed devetopment shook! be removed or processed to a maKimum 3·inch size and
stockpiled lor use as compacted fill or slabillzing material for the new buildings and parking structures.
Processed asphalt may be used as nil. sub·base course material, Of subgrade stabilization material
beyond the building perimeters. Due to the moisture sensitivity of the on·Slte soils, the pavement is
recommended to remain in·place as long as possible to help protect the subgrade from construction
traffic.
8.3
Pretiminary Construction Co nsiderations
Reuse of On·SIIe Soil
On·site material encountered in the bonngs may be reused as structural compacted fill within the
proposed building area and parking structures
Construc1ion Dewatering
Perched groundwater was encountered at apprOKimate depth of 25 feet within our Tesl Boring No. 34
located atong the nortt1ern portion 01 the site. and al deeper depths of about 59 10 60 feet dunng our
subsurface investigation. TherefOl'e. Ihe sile may be suscepti ble to ltie development of shallow
percht:Od w"te' wnditluns t:Osp..clally along the northem portion of th" sit". tn the event that shallow
perched water is encountered in shaHow e)(cavations. filter sump pumps placed within pits in the
bottoms 01 e)(cavations are expected to be a feasible method of construction dewatering.
The lowermost portion 01 the e)(cavaHon lor the basement located along the northerly porlien of the
site (norlh 01 MLKB) will extend below the perched groundwater cond ition, approximately 25 feet
below existing grade. This groundwater may cause an unstable condition wilhin the bottom and lower
ponions of the sidewalls of the subterranean area along the northerly portion of the sile. If perched
waler condiUon is encountered during shoring operation. a dewatering system should be installed
prior 10 the subterranean area being e)(cavated below the groundwater level. Based on the
requirements of the Cily 01 Los Angeles lor the construction of basements or el<cavations near
property lines. a submerged dewatering system is required instead of wells to aVOid damage from de·
watering under adjoining properties. The dewatering design shOUld take into consideration the
potential for subSidence within the adjacent properties and on·site structures as a result 01 the
dewatering process.
Soil E)(cavation
Some slope stabi lity problems maybe encountered in steep. unbraced e)(cavatlons considering the
nature of the subsoits. A1t excavations must be performed in accordance with CAL·OSHA
requirements. which is the responsibility of the contractor.
Extreme caution should be exercised with any excavation that extends into the loundation Influence
zone of existing foundations. Slot excavation techniques or shoring may be necessary depending on
Preliminary Geotechn ical Engineering Explora tion and Analysis
PrOject No. 2G-0809001
Page 18
location and elevation of excavations with respect to existing foundations to ensure against
undermining or removal of lateral support.
Based on our field eKploration program. the majority of the earthwor1( can be performed with
conventional construction equipment; however, some excavation difficulties may 00 encountered due
10 very dense onsite materials and possible cobb~s and boulders.
Shoring
Shoring will 00 required for deep excavation. There are several shoring techniques available for the
proposed deep excavation (Le. soldier pile and laggifl9 wall with or without he-backs, sheet-pile wall
With or w'thoutlie-backs )
8.4
Preliminary Foundation Recommendations
The proposed development may be designed for shallow spread footings or deep foundallon systems
depending on the anticipated column and wail loads and their relative economics. Due to the
prox,mity of the proposed new columns to the eXIsting bUi ldlfl9S to remain, it is our opinion that deep
foundations consisting of driven piles is not prudent due 10 the potential lor damage to the existing
structures. In C&ge, driven pile3 ere conaidorcd In tho foundation design. we wi ll provide geotechnicol
design parameters on a separate ietter
The allowable ooanng capacity and skin friction indicated for both shallow and deep foundations in the
follOWing sections may be significantly increased with special field testing. such as pressuremeter
tests. which are planned 10 be performed as part of the comprehensive Geotechnical Efl9ineering
Exploration and AnalYSIS .
EXlsbng fill and possible fi ll was encountere d to vari(lble depth at the boring locations as indicated by
Ihe follOWing table :
The eXIsting l ill and possible fill appears to be competent and does not conl<lin foreign ma!erials, such
as buildmg or construction debris. The City of Los Angeles does no! allow new building construdlon
C{?:if:GILES ENGINEERING ASSOCIATES, INC.
Preliminary Geotechnical Engineering EKploration and Analysis
Los ArlQeles, Calijomia
Page 19
foundations or floor SlabS to be supported by existing fill that was not "certified" for propose
compactions during placement. Our rese arch of previous geotechnical reports and grading
opera~ons appears to Indicate the majority of tne existing fill in probable shaHow foundation areas was
"certified" and. therefore. can be used for fleW foundation and floor slab support. Areas where the
existing fil l can not be demonstrated to have been "certified" during placement. specialized testing
would be requirEKl along with a special variance obtained from the City \0 allow rts use to support fleW
foundalions and fioor Slabs. The cily approval is typical ly difficult 10 obtain. Existing fill that can not
be "certifiEKl" or speaal Cuy approval for reuse obtained. will neEKl to either be removed and replaced
with structural fill that is "certified" or the foundaUon and flOOf support extended through the existing fill
and founded in the underlying native soils.
Shallow Spread Footings
Based on the limited borings. field testing and laboratory testing performed, foundations supported
wltnin sUitable native soH and lor certified fill continuous from su itable natIVe soil may be designed lor
an allowable soil·bearing pressure in the range of 3.500 to 8.000 pounds per square loot (psI) for
isolated square spread footings and contlnuoos wall strip footings depending on the size of the
foundaUon and the characteristics of tne actual supporting materials With resulting tolerab~ post
construction total alld differential seWements. The maximum bearing value applies to combined dead
and sustaifled live loads and may be increase by one"tnird for short te rm wind and seismic loading.
Lateral load resistallce will be developed by a combination of friction acting at the base of foulldations
and slabs and tne passive earth pressure developed by foo\lngs below grade. Passive pressure and
friction may be used in combination, without reduc~on, in determining the total resistance to lateral
loads. A one-thlll:l Increase in the passive pressure value may be used for short duration wind or
seismic loads
Mal FoundaUon
Both lightl y and heavily load ed areas of the proposed project could be supported by a mat foundation.
Based on the subsurface information availab le and the projected planned structure loads. the mat
supported within suitable bearing native soil and/or certifi ed fi ll continuous from suitable nahve soil
may be designed fOf an allowable beanng capacity in the range of 2.500 to 5,000 psf with resulting
favorable total and differential settlements, and a respective modules of subgrade reaCllOn of 70 to
150 pounds per cubiC inch (pel) The modules of subgrade reaction does not need to be reduced for
size
Drilled Piers
Heavily loaded portions of the proposed development might 00 most economically supported by
drilled piers. Consklenng the generally granular or rmn-coheslve nature of !he majority of the
subsoils. under reams Of bells are not considered feasible due to caving and. therefore. straight shaft
pier would be required. Based on subsurface conditions encountered, the allowable beanng capacilY
of drilled piers is estimated to range from 7.500 to 15.000 psf with a skin friction factor rangir.g from
350 10 630 psflfeet within the upper 20 to 30 feet of the e ~lstlr.g ground surface. and Ihe bearing
~G1LES
ENGINEERING ASSOCIATES. tNC.
Prelwrunary Geotechnical Engmeenng ExpioratlOl'l and Analysis
BaIdWWl HIlls Crenshaw Plaza
Los Angeles. Catlforrua
PrOject No 2G-0B09001
Page 20
capaCity and skin friction increaSl1'I9 to a range of 25.000 to 35.000 psI and 650 to 900 psI/feet,
respectively. WIt!1 Increasil'lQ depth below about 20 10 30 feet and resu1til'l9 In tolerable total and
differential selllements. Up lift res istance WOuld be about 75% at the skin lric~On .
Auger Cast Plies
Deep loundatJons lor heavily loaded areas ml9ht also be economically supported by auger cast piles.
Based on the sub5urface condiliOrlS erlCOUlltered, auger cast piles could be deSigned for about the
same 10 slightly rugher (1 10 to 120%) of the skin IricIIOO recommended for the drilled piers, and for the
allowable beanng capaCIty about the same 10 slightly less (85 to 100%) of the beMng capaCIty
recolTVTl8nded for drilled piers. Resulting total and differential settlement would also be Within
tolerable limits
8.5
Preliminary Floor Slab Rec ommendations
The grOl.lnd floor 01 the proposed buildings and pa rlo:.lng structures may be deslQned and constructed
as a conventional slab-on-grade Of posHenSlOned slab supponed on a properly prepared subgrade
conslSbng of suitable supponmg nallve soils and/or "certified' fill continuous from a suitable native soil
subgrade Soil of Ihe sutlgrade soils are expensive and, therefore, the slab-on-grade slab resting on
e~panslve sools shook! be d8$ignvd In ;aeo»rc;anee With Section '805.8.2 of th. CSC 2007 ;Inc ;lleo in
accordance With Wire Reinforcement Institute (WRI) pub!icatioo.
The slab is typicaDy reconvnended to be uncIerialn by a 4 to 6-inch thick layer of granular malerial. A
ffilnlfTlUm IO-mil synthetic sheet should be placed below !he floor slab \0 serve as a vapor retarder
where reqUired \0 proleCI moisture sensl!rVe floor coverings (I.e. 1iIe, or carpet. etc.). For deslQn of the
slab lhickoess, the subsoils erocountered at a shililow depth., the test bonngs are conSIdered \0 have
a modulus 01 subgrade reaction In the range of 100 to 300 pci where properly prepared With resulting
tolerable post conslruction lotal and dIfferential settlements.
8.6
Preliminary Retaining Willis and Walts Below-Grade
The project includes walls below-grade for retail areas. inventory storage and the subterranean
parking levels and may also Include shallow retaining wal ls supporl ing soil malerials such as the ramp
areas accessing the below-grade parll.,ng These waU are anticipated to range from appro~imately 10
to 30 feet in height. Prelimlnal)' design lateral earth pressure, backfill criteria, and drainage
recommendations for walls below grade are presented below.
StaliC Laleral Earth pressures
WaUs beIow-grade should be desogned 10 185151 the applicable lateral earth pressur85. On-sile soil
matenals may be used as backfill behind letalnlng walls If these malerials are used as backfill. an
actIVe eanh pressures equivalent nuid pressure" \he range of 35 to 50 pounds per cubiC foot (pd) IS
esbmated for preliminary deSign of cantilevered walls retaining a level backfill depending on actual
matenals retained. Active earth pressures should only be used for walls that are allowed to move wit!1
Pre/llTllnary Geotechnical Erogmeenng Exploration and Analysis
BaldWin Hills Crenshaw Plaza
Los Angeles. Califorrua
PrOject No 2G-0809001
Page 21
~me and are therefore not connec!ed 10 or in contact With the structure For walls that are restrained,
at·rest earth pressures are estimated In the range 0 160 to 80 pcf (equlvatent fluid pressures), for level
backfill depending on the actual materials retained . The above values are for retaining walls that have
been supplied With a proper sulldraln system. All walls should be designed to support any adjacent
structural surcharge loads imposed by other nearby walls or foolings in addition to the above
recommended actIVe and aHest earth pressures. The below-grade waUs of the structure will be fi~ed
against rotatJon and. therefore. should be designed lor the at-rest O)Ildition
Where suffiCIent area eXists behind the proposed walls. Imported free-<lralning materials may be used
for wall backfill to reduce the lateral earth pl"essures by about 10 10 15 pel prOVIded these graoular
bad<fill malenals extend behind the walls to a I"TIIOImum horizontal distance equal 10 one-hall the wall
height.
Seismic Lateral Earth PreSSlires
According to City of Los Angeles Public WOri\:s Department. retaining walls in which the retained
height is greater than 12 feet should be designed for seismic active pressure and must be added to
the static lateral pressure distribulion for the design of the walls. In determining the additional
pressure that could resutl from seismic force. an accetera\lon equal 10 50 percent of the site grOJnd
i:I~I"'"'tlOl1 Wa5 used in o-ur a~lysr5 A :seiSmiC pressure In the range of 1510 20 pet Is estlmaled f()(
th,s Slle.
Wall Backfin
Backf.' behtnd shallow retamtog walls or walls below grade should cortSISI of aPpl"opriate matenals
depending on the matena!s used and $hOtJ1d be properly compacted. Walls below grade thaI are nol
free 10 deflect should be properly bfaced poor to placement and compactIOn of backfill.
Below-grade wall bad<fitl should be dralfled 10 reduce the laleral earth pressure and help control wall
dampness. AI1 appropriate drainage system should. therefore. be incorporated in the wall design
along the base olll1e wall or founda~on.
8.7
Preliminary New Pavement Recommendations
Subgrades
The subgrade in areas of new pavemenl eonstrucbon afe elq)eeled to range from e~lsbng fill that
extublt a medIum e.q>ansion potent;al 10 grallular oa!JYe soil. The anticipaled subgrade soils are
claSSified as a falf subgrade matenal will1 estimated R-Yalues ranging from 10 10 20 when prope1fy
pt"epared based on the Unified Soil Classification System deSl9oatlOll of SM 10 SC Iv! R-value of 10
has been estimated for preliminary pavement desogn.
~GILES
Preliminary Geotechnical Engineering Exploration and Analysis
Los Angeles , Calijornia
Project No 2G·0809001
Page 22
Asphalt Pavements
The following table presents a typical pavement sed ion for a new flexible pavement structure
consisting of asphaltic concrete over a granular base for the encountered subsoils, anticipated trame
loading and proper subgrade preparation.
""I.rI~l.
H. . ~y DUly Alea.
"
,
,
,
,
•
,
'"
Portland Concrete Pavements
Portland Cement Concrete pavements are recommended in areas where trame Is concentrated such
as the entrance/exit aprons as well as areas subjected to heavy loads such as the trash enclosure
loading zone, the approach ramp withm the truck wells of the loading docks, al sharp corners and
wt1ere heavy trucks might be parked, Portland Cement Concrete pavements in high stress areas
should typically be at least 6 inches thick and contain NO. 4 bars at lo.inch on.center spacings each
way With a properly prepared subgrade.
~GILES
ENGtNEERING ASSOCIATES, INC.
APPENDIX
A
FIGURES AND TEST BO RI NG LOGS
The Boring \...o(:ation Plan contained herein was prepared based upon information
supplied by Giles ' clieDi. or others. along with Giles' field measurements and observatioTIS.
The diagram is presented for con~ptua[ purposes only and is iDiended 10 assist the reader
in repon interpretation.
The Test Boring Logs and related infonnation eoclO$ed herein depict the subsurface
(SOIl and water) condilions encountered at the spec ific boring locations on the dale Ihat Ihe
eltplOrdlion was perfonned . Subsurface conditioTIS may differ between boring local ions and
within areas of Ihe sile Utal were 001 ".' plored " 'ith ICSI borings. The subsurface conditions
may also change al Ihe boring local ions over the passage of time .
GILES ENGINEERING ASSOCIATES . INC .
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..,-li_fy $Olh
APPENDIX
B
FIGLD PROCEDURES
The field operations were conducted in general accordance with the procedu res
recommended by the American SocIety for Testlllg and Materials (ASTM) designation D
420 entitled "SW\dard Guide for Samphng Soil and Rock " andlor other relevam
specifICations. Soil samples were preserved and uansponed 10 GtI~J' laborallll")' In general
accordance with the procedures recommended by ASTM destg~11OII D 4220 enutled
"Sl.<I.I1lbnl 1"nIcticC' for PreKn'mg and Tnmporllng Soli Samp,". - Broef <lescnpt..,n~ of the
sampling. lestmg and foeld procedures commonly performed by GIlts are provided herem.
GtLES ENGINEERING ASSocv.TIS. INC
GENERAL FIELD PROCEpURES
Tesl Soring Elevations
The ground surface elevations reported on tile Tesl Boring Logs are referenced to
tile assumed benchmark shown on the Boring Location Plan (f igure I), Unless otherwise
noted. the elevations were determin~-d with a eonvenlional hand -level and are accurale to
within about I fool.
WI Soong! lICjujons
The test borings were located on-sile based on the e:J!!sung site features andlor
apparent property lines. Dimensions Illustrating the approllilTlllle boring locations are
reported on tnc Boring Location Plan ( f igure I).
Waler 1.&\'(1 Measurement
Thc water levels reported on the: Tesl Boring Logs represent the depth of "free"
water encountered dunng drillmg andlor after the drilling tools were removed fTOm the
borehole Water levcls measured WlthID a granular (sand and gravel) soil profile are
typically indicative of Ihe water table elcvation . It IS usually nOI possible 10 accuratcly
i"emify Ihe Wiler !lIbte elevallon wllhln cohesIve (clayey) SOilS. SIDce the rale of seepage
is slow. 1lle water table elevauon wllhm cohesive soils must therefore be determined over
a period of time with groundwater observation wells.
II IIlU$t be recognized that the water table lTIlIy l1uctuate seasonaUy and dunng perIOds
of heavy precipitation. DependiTII on thl: subsurface conditions. waler lTIlIy also become
perched abo\'e the water table , espedally during wet periods.
Borellole IlackfilliOg Procedyres
Each borehole was backfilled upon complttioTl of tile field opcrallo!l:l. If potential
comamina!ion was eocoumered. aTidlor if requirl-d by stale or local regulations, boreholes
were backfilled with an "impervious" material (such as bemoni!e slurry). BQrings that
pcTletrau:d pa\"emeDlS. sidewalks . etc. were "capped" with Portland CemeDl concrete.
asphaltie concrete. or a similar surface material. It must. however, be rc:cogn~ tlla! the:
backfill maieriallTlllY setlle, and the surface cap may subside, o\'er a period of time . further
backfilhng and/or re-surfacing b)' GIlt's' Client or lhe property owner may be required .
GI LES ENGTNEERJNQ ASSOCIATES. tNC
FIELD SAMpliNG AND TESTING PROCEDIJRES
Aum Sampling (AU)
Soil samples arc removed from Ihe auger flights as an auger is willHlrawn above the
ground surface. Such samples are used to determine general soil types and identify
approximate soil slratific;uions. Auger samples are highly disturbed and are therefore not
typically used for geotechnical SlTength testing.
Spljt-BarreJ SampJjow (55) - (ASIM D·1586)
A split-barrel sampler with a 2-inch outside diameter is driven into the subsoil with
a 140-pound hammer. free-falling a vertical distance of 30 inches. The surrunation of
hammer-blows required to drive the sampler the final 12 inclles of an IS -inCh sample
interval is defined as the "Standard Penetration Resistaoce" or oN_value" The N-value is
representative of the soils' resistance to penetration_ The N-value is therefore an index of
the relative density of granular soils and the comparative consistency of cohesive soils. A
soil sample is 1;ollected from each SPT intervaL
Shelby Tube Sampling <SII - (ASIM 0 -1587)
A relatively undisturbed soil sample is 1;ollected by hydraulically advancing a thinwaned Shelby Tube sampler imo a soil mass. SlIelby Tubes have a sharp cuning edge and
are conunonly 2 to 5 inches in di3mefer. Unless otherwise noted. Giles uses 3-inch-dianlCter
tubes.
A relatively large volume of soil is collected with a shovel or other manuallyoperated tool. The sample is typically transported to Giles' materials laboratory in a sealed
hag or bucket.
Dynamic Cone Penetration lest fPC> - (ASIM SIP 399)
Thi s test is condUCted by driving a 1.5-i nch-diameter cone into the subsoil using a
15-pound steel ring (hammer). free-falling a vertical distance of 20 inches _ The number of
hammer-blows required to drive the cone 1'Ii ioches is an indication of the soi1 strength and
density. and is defined as "N." The Dynamk Cone Penetration test is commonly cooouCled
in hand auger borings. test pits and within excavated trenches _
- Cominued -
GILES ENGlNEERtNG ASSOCli\TIlS. INC.
Rios- Lined 8aml Sampling - CASTM P 3550l
10 this procedure, a ring-lined barrel sampler is used to collect soil samples for classification
and laboratory testing. This me!hod pro~ides samples that fit directly ioto laboratory test
iIL'lIrumenlS wi!hout additional hand ling/disturbance,
Sampling and Testjng ProudureJj
The field testing and sampling operations were condUCted io general accordance wi!h the
procedures rewmmended by the American Society for Testing and Materials (ASTM) anUlor other
relevant specifications. Results of the field testing {i,e. N-vaJues} are reponed 00 !he Test Boring
Logs. E)[planations of the terms and symbols shown on the logs are provided on tbe appendb
enclosure emitlo:! "General Notes.'
GILES ENGINEERING ASSOClATES, INC.
APPENDIX
C
LABORATORY T ESTING AN D CLASSIFICATION
The laboralOry testing was conducted uRder the supervision of a geotechnical
engineer in general accordance with the procedures reconunended by the American Society
for Testing and Materials (AST M) arKIfor other relevalll spa:ifications. Brief descriptions
of labor:uory lests commonly perfonncd by Gil ..s are providl-d herein.
GII.ES ENGINEERING ASSOC1i\TES . INC .
I.ABORATORY TESTING AND C I,ASSIB CATION
Photoionizatioo Detector {PJPI
In this procedure, soil samples are "scanned" in Gil~5' analytical laboratory using a
PhOloionUation Detector (PID), The instrument is equipped with an 11,7 eV lamp calibrated
to a Benzene Standard and is capable of <k:tecting a minute ooncentratiOD of cenain Volatile
Organic Compound (VOC) vapors. such as those commonly associated with petroleum
products IlIKI some solvents.
ResUlts of 1m: PID analysis ar~ e)(presscd in HNu
(manufacturer's) units ratller than actual concentration.
Moisture COntan
(w)
(AS'f M
P 2216)
Moisture oooteD! is defmed as the ratio of tile weight of water contained within a soil
sample to the weight of the dry solids within the sample. Moisture content is expressed as
a percentage.
Uncnnfined Cnmprc;ssiv: SlrenKtIl (qu) (ASTM P 2166)
An allialload is applied at a uniform rale 10 a cylindrical soil sample. The unconfined
compressive strengtll is tile lTl3llimum stress obtained or the Stress when 15% axial strain is
reachc<.l, whichever 0<,:<:11" fi~t,
Calibrated I3netrometer Resistance
(gp)
The small. cylindrical tip of a band-held penetrometer is pressed into a soil sample to
a prescribed depth to measure 1m: soils capacity to resist penclration, This lest is used to
evaluate uncoofmed compressive strength.
Vane-Shm Sireogih (qs)
The blades of a vane are insened intO 1m: fial surface of a soil sample and the vane is
TOtaled uotil failure occurs. The maximum shear resistance measured immediately prior to
failure is taken as tile vane-shear streogtll.
Loss-Gn- lgnitioQ (ASIM D 2974- Melhod C)
The Loss-on-ignition (L.O,I.) test is used 10 determine the organic CODlen! of a soil
I;IlD1plc. This procedure is <:(Inducted by heating a dry soil sample to 44O ' C in order 10 bum·
off or "ash" organic matter present within the sample, The L.O.I. value is the ralio of the
weight lost due to ignition compared 10 the initial weight of the dry sample. L.O,1. is
e)(pressed as a percentage,
GILES ENGU'EERING ASSOCIATES. U'c.
Panicle Size OisJrjbutiou (ASTM 0421 P 422 and P 1140)
This test is performed !O determine t11e distribution of specifie particle sizes
(diameters) wit11in a soil sample. The distribution of coarse-grained soil particles (saod and
gravel) is determined from a ' sieve analysis.' which is conducted by passing the sample
through a series of nested sieves. The distribution of fine-grained soil panicles (silt and cl ay)
is determined from a "hydrometer analysis.' which is based on the sedimentation of panicles
suspended in water.
Consolidation Test (ASTM P 2435)
In this procedure. a series of cumulative venicaJ loads are applied to a small , lateTally
confined soil sample. During each load ioeremem, venical compression (consolidation) of
the sample is measured over a period of time . Results of Ihis test are used to estimate
senlemem and tmlt rate of settlemem.
CllIlisification of Samples
Each soil sample was visually-manually classified. based on texture and plasticity, in
general accordance with the Unified Soil Classification System (ASTM 0 -2488 -75). The
classifications are reponed on the Test Boring Logs.
Laborato[),
Teslin~
The laboratory lesting operations were conducted io general accordance with the
procedures recommended by the American Society for Testing and Materials (AST M) and/or
other relevant spec ifications. Results of the laboratory tests are provided on the Test Boring
Logs or other appendix ellClosull:s. Explanation of the terms and symbols used on the logs
is provided on !he appendix enclosure ent itled "General Notes.'
GILES ENGrNEERING ASSOCIATES, INC.
California
Bearjn~
Ratjo (CBR) Test ASTM 0-1833
The CBR lest is used for evalUalion of a soil subgrade for pavement design. The test
consists of measuring the force required for a 3-squBre-inch cylindrical piston \0 penetrate 0.1
or 0.2 inches intO a compacted soil sample. The result is expressed as a percent of force
required to penetrate a standard compacted crushed stone.
Unless a CBR test has been specifically requested by the client or heavy traffic loads are
expected, the CBR is estimated from published charts, based on soil classification and strength
characteristics. A typical correlation chart;s indicated below .
~
I
I
*
I
I
I
,
I
-
,
,
, I
GILES ENGINEERlNG ASSOCIATIlS. INC.
I
'
APPENDIX
D
GENERAL INFORMATION
GILES ENG INEERING ASSOCIATES. INC .
GENERAl. COMMENTS
The soil samples obtained during the subsurface exploration will be retained for a
period of thirty days. JfltO instructions arc: received. they will be disposed of at that time.
This report has been prepared exclusively for the client in orot!" to aid in the
evaluati on of this property and to assist the architects and engineers in the design and
preparation of the project plans and specifications. Copies of this report may be provided
10 contractor(s). wnh contract docwnenlS. to disclose infonnation relative to this project.
The report. Ilowcvt!". has IIOt been prepared to serve as the plans and specifications for actual
construction without the appropriate interpretation by the project architect, stroctural
engineer. and/or ci\il engineer. Reproduetion and distribution of this report must be
authorized by the client and Giles.
This report has been based on assumed conditions/characteristics of the proposed
development where s~ific infonnat ion wa.~ nnt available It is recommend...! that the
architect. civil engineer and stroeturaJ engineer along with any other design professionals
involved in tlus project carefully review these assumptions to CI1SUrl: they are consistent with
the actual planned development. When discrepancies exist. they should be brought to OUT
anention to ensure they do oot affect the conclusions and recommendations provided herein.
The project plans and specifications may also be submitted w Giles for review to ensure that
the geotechnical related conclusions and recommendatioos provided herein have been
correctly interpreted.
The analysis of this site was based on a subsoil profile intapolated from a limited
subsurface exploration. If the acrnal conditions encountered during construction vary from
those indicated by the borings, Giles must be contacted immediately to dctennine if the
conditions alter the recommendations contained herc:io.
The cooclusions and recommendations presented in this report have been
promulgated in accordance with gene:a.lly accepted professional engineering practicc::s in the
field of geotechnical engioeering. No other wilITanty is either expressed or implied.
GILES ENGINEERING ASSOCIATES, INC.
CUIDE SPECm CAnONS FOR SUaCRADE .v m PREPARATION
FOR FILL. FOUNDAnON, FLOOR S LAB AND PAVEMENT SUPPORT;
AND SElLCI10N,PlA CEMENT AND COMPACI10N OF fllLSOlL'l
US INC l'ofODIJl£D PROCTOR PROCEDURES
eo.._lIO" """"""",.d IeSWIi 01 ~ ODd pwIr:s fix fill. bmdo"... , Boor sIIb ODd po.-cmml, ODd IiII
pi"
. ODd" , .",;"", sbalI be porfortrIod Ior ................... milsmguxcr 0Ddf0r Iw '"+"
1M"",
..
2
All·' , •• j liD, Up.Jes. on:! pwIr:s obaIl be (I) IIIIdorlau! lor lU>1IbIe b=v!g IIIIlcnal, (b) he 01.0 cqooac fn:I=. or DIIa
cIekIenco.aIlDIIcnaI, mel (el """'"Cd, IeSI<d -.d "I'PfO'o'"d by quaWi<d ~ pa_1 'epit5i1lWii ................... ..as
........ "'.,....., 01 OlIbgIaies Ifto:r JlnPP"'1 ~, orpnic or...t..r .-..toblc ...-w. obaIloonatt 01(1) ~
10 cIeua d. wei, )'1ddin& seils or 0Ibtr unsublc IIII!cnaIJ IhII must be I!IIdercut, (b) ~ lOp 6 10 8 ....:hea. (e) IiIOISE\n
eondil><XliDB 1M IIIiIs as reqwrcd. and (4) ~ 10 ..",. mwmum ""SIN density ~ for ......1.. 1IlItCnIl indicotaI
WIlIer hem S. Nace: Compoo:b<ln req..... OiI'IOIN for po_I oubgrode are lusher lhan 0Ihcr II'UI. Weltbor a n d _
tqwpma>l moy danage eompoet.ed filllllrl'_ ODd rcworlw!8 ond rele<luli m.oy be ~...ry for proper perfonnance.
3
In <MftXCI, '1lIOO ODd fill ItCU, 1M
fill _ CXImd (IJ IIIWIImUIIII roacll1crll do_ beyQ>d IM-'orod&< 01
!be I'ounocIAtooa 01 btaru>g arode or p o _ .. oubvldc WId dooowu !O ""YI'f'oc:ICd IiJllUbgIdc .... ",'n_a> 0»0: I (~) oIopc.
(b) I bit oIxMoblm!& pw:Io 0Ibdt 1M ~ ..,j (e) 10 Boor ..t....,s. iDswIe 1M buiJcIm&. Fill obaIl be p\.ocD;l nI c. 'I, ,..,
.... S(H).IM*,," or _
be SIqIp<d or bcnc:btd II noqwed 10 n...... If oac spoe<f>eoJly "","0. '" by quoIi6od pu ....... IDler
dx dire<:toooo 0/ ... ~ .......... miIs!lO>plO<f
4
Thoa . , . d£ll-..lsoball beheo/dd<",,-. orP*'. or &.-. .......... sholI_ no d
.1.lhItmayre.sult III dx
II'III:nII ta.c d &0.1II .~. nllIhoII be..... ....... ~ ""lb. I!WaIINm loquod !.=II (A.S1M D-42J) ODd I'\astic:IIy
&dox (ASTh1 0-424)01 30 -.I I S. ~'o'dy. """IpCICI1io:aIly....,.;!..J ro-t 10 1M"" \ow cxpIIUI"" prq>CfUCS IIIi1 opp<Md
by All ................. lOlls cngu><ICI' Tho lOp 12 !DdIos 01 comp.oot«IfiIl $bouId b.a"" • _ _ ) .no:b porIlClo d:i _ _ ""'" 011
wwlcrM _ .. oc,ed fill • IIWWIIIIIII 6 .no:b c b _ IIIIIea ~ ~ by .......... """"'" ooils ""I"'""" AD!iJI
~ IIIUII be ....,.;! ODd 1JIIIItI"<d ... the ........ 01 .. cxpenenc:e41Oils onzu-r prior !O pi"""",,",,!. Ifdx fill III 10 prtMCIo
_,&ott ~bled>--.SlIC$, ,t must be cllSSlfied ... cleo:! GW. GP. SW or $I' per UIlIlKd Soils CLusifi..uon Sr-om
..,...,..oe''''
(ASTM 0.2(87).
S
For - . J fiU depths I_lhan 20 fcel, \he "...SI1)' oClhc IIrUC1UrII c:ompocItd IiJI and ICInfICd IIIbIfl'le ODd '"""" sholl DOl
be _ _ \10 peroo:n! of lhc moxlmlllll..,. oIcnsil)' .. <IoncntWxd by Ioblifxd """"'" (Asn..i Dol 551) ",,,10 !be ~ <Ii"'"
lOp 1211'1Chos 011"""". ~ wt.::h obalI hrooe • ..........., 1&''';10 oIaull)' 0I9S paoono oC
oIaul!),. or S """""""
b.at>cr Ihoa 1II!dorIyID~ stnx:NrII fill IIIIICnIb ....'bore \he IlrUCtlnlIill dqId> ISIJW.Cr 111m 20 I'ec!.. \he parII<II! .......... 20 feCI
"""*I .,'" 1 _ a-pIaco< do:I:al)'o/95 peroo:n! d
Qoy~. or 5 , . . - hlp !bon \he lOp 20 feet. ~""
.sIs1bol.l1lOt ''11or I!'IO:n d>aa •110*) ~ _ _ ODd JrViI'bt .. ~ puur>l6'om 1M opWPUm ",ben plocaI """
""'"P"'ed or ,
"1_ 'ed. !mIcs:s opoaficoUy l.......... ottMkdftoppfO\'ed ~ dx seils mplWl' oIacrvmi !be pi...,....,. """
compactIOn ~'''' seils ""II!""""'" 10 hlsb cxpIfIAOII polentIoIs tpl>-LS) 1Io:Iul4.~. be plICIfd..
j"""
_.....tpnorlO_II.~1 po:n:oenI JIIOQIIn _tml .txMopl"""'" moosnn_1O IuJut 1iII\n~ Fill obaIl
be pIIDI!d . . . . . ",'Ifh ........... '" 100:80: dwi-nt:so dl ..,..,.. for fu"ndo""M""" 10 mdICI kor
$labs ood po\laDCOlS" <mIess
.,ar...Jly ~..o b)' the soils...,."....1IIan;! !DIO -........... !be!)pe 0/ DIIImIIs ODd <O!IalpK\IOII equ>pmml t.em, ......d.
The compocIiOlI <qJIpIl'I<I>I should ........ o/lUItoblo iIWICboIIIc&I eqwpme1ll.,....r.wly <la!p>Cd ror _I ooompac:I ..... S,1I1dovtn
or 1IfIllI.. 1rId;.., veiUc:1es Me !)l'lCIlly oaclWlAblo: for """'POCbCCl
malC!mlI'Il.,.
""..-..un
II
•
:
n-
6
ExcoVlbi;f!. 5li.ni. ~ ~ prep...uor> sholl be pcrfurmc4 '" I......".,. ODd """I""""" llw WIll prov><Lc <IrIlnoge 01 on umcs
trod pr'Opa'<>JaIroL d ~ PRcp.!Ol>Ofl. tpnnp. ..,j ~....-- ~ sholl be pumped or drol1>ecL 10 pm~"k 1 .... tobIt
~ pIo!;form. Spnng. or "'...... -P"I\II' ~ <bv\&""""~ CODItrUClIOn mUll be coiled 10 !be ....u engu>o<r's
- . 0 . . """"""~Ly fur pooI<Sible ~ procooobc ""._ or mclUSlClfl ol ... uncItrthuIl)'Ila!l.
7
~ £II odjoo:r:nIlO 1IN:tlnI6II1hau1c1 I)JIICIIlybe pLomd '" umscn 10 pI'I>"Ide
BockIlU oIoa& wills _
be pI-.I ODd ~ WId! an
I1IIbobr!otd Lala'ol ptaSlftS do "'" devdop Tho 1)1'" olfill fI\IIaW ploood
odJltCDllO belo"'1IfIdc w olls (u. b.
• ""1Ils ODd ............ ",-.os) _
1M: propoe:rI)' rar.ed ord ~ lor ... """",,.........J
~s apnea ..,II! _wknuon lOr dx ........ _..m ",!be ,.011 daop'.
8
\VhoereYa. III !be "P"""" olll!!l: lOlls ~ or dx 0........ , ikp ..........''a.lIIlIIISlIble ooado""" II bema"'~""'" by
ClIIt1nI or IillIfl8. !be work should oac proooccL lIIIO IhII ora until on oppop iIIC fO"ICCl!Ncol cxpIonooa ODd onalyso, Iw boa.
paformod ond.\he ~. plan
Iffouncj rooc:QSM)'
IOa'dIft_""
"",oed.
Laten!""""""
,
,
CIlARACfERlliTICS ...,.... 1) RAH ," ,CS OFUNU1ED SO IL loV:'1"I::M CU.$l:S .·OR SOIL CONSTRUC1 101"
V.l .....
MI'. Dry
Subc;no6r
o.. oull1
\\'bnoN ..
C...,praolbiUly
\.1 .........
VaJ ..... lbH
C..... I'""lio ..
SI...d.nI
Drll" ,," .Itd
( ...bn .........
.:.p....Io..
Pormnbilil)
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CH~
CUn«ermico
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....n.""c, rn",c,-_________________________________________________________
UNIFtED SOil CLASSIFICATI ON SYSTEM (ASTM 0 .UBn
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GII-ES ENGINEERWG ASSOCiATES. INC.
,-
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GENERAL NOTES
SAMPLE IDENTIFICATION
AU .....Jeo art vm.aliy classifotd ID general accord.ulce WIlli the Un,fotd Soil Cla$s,flCltt<>tl System (ASTM 0.2481_75 or 0.2488-75)
DESCRIPTIVE TERM ~ BY DRY WEIGIIT)
True:
Lmlc:
Some:
ADdlAdJecuv.
1.10%
11 .20%
21-35%
PARTICLE SIZE (DIAMET/:"R)
8 III and larger
Boulden:
CobbJeo:
1 III 10 8 111
Gra~.I,
coanc - % 10 3 in
J6·SO%
fine _ No, 4 (4.76 mm)
(Q
Y. in
coarse - NO.4 (4.76 mm) 10 NO. 10 (2.0 mm)
medIUm - No, 10(2.0 mm) 10 No, 40 (0.42 mm)
r"", - No. 40(0.42 mm) 10 NO. 200 (0.074 mm)
No, 200 (0.074 mm) and <l1\&lIe, (Non·pIO$uc)
No, 200 (0.074 mm) Ind small ... (1'I&$bC)
S,II:
Clay:
SOIL PROP/:"RTY SYMBOlS
"',
!.t:
I'L
!'L
COO
'",.
w
DRlLUNGANDSAMPL INGSYMBOLS
SS
ST,
Dry DeMny (1"'0
Llqu,d L,mi',1"'m:n,
Ploslic Luni!, pert..."
Plomclly Il>dt-x (L ..... PL)
Loss on IgmlIDn, perteDI
Specific Gravny
Coeffic,enl of Permeab,hl)"
MOlSNre comen~ percent
Calibrated PcnelrOmcI<r
CS
DC:
AU:
N
Ne:
No
l" 0.0. Cohfom .. RUl8 Sampl ...
[)ynamJc Cone Penclf<>mClC11"'r ASTM
Spec..1T.cI"""oj Public1ol;"n No, 399
Auger Samplt
DB:
DWnond Bn
CD
Carb,de Bil
Wash S/lmp!e
WS,
Romance, ISf
Vane_Sheat Suroglh, ISf
Uncoofin<d Comprcs<lve Sl!<"tIglh, !Sf
Spill.Spoon
Sllelby Tube :J" 0.0 (u«!>' wbcre noled)
RB
OS.
Rock-Roller Bn
Bulk Sample
No!.,
Deplh Interval. for sampl"" !hov."I\ on Reco,d of
Sill'" Cone P.o<'1IOmcl., Res"tonc.
SubswflCO Explorabon are nol ",rue'bVe of umple
m:o~ery, bul JIOSUlan wllne samphnK ,nm"'ed
Correl.lod 10 Uncoafincd Compress"'e Suenglll,lSf
Resul .. of v.por anal)'ill conducted an represcDl&U~e
sampl., llhhz,n&' PhoIO'Onl7.'lion DeI.,;,o, calib ... otd to.
bor"",,~. __ dud. 11 ..... 111 .xp,_;" HNU· un'" (BDL-Below Deleell"" I..lmllS)
P~Dco-aUcm Re~l$taoc~ pe' 6 ,nch II!I'fV~J. Or f.xlicm tbr~f, for a $W!dard 2 tnch 0.0 (1* Inch 1.0.)sphl ,pootl sampler
rlm'en WIlli I 140 pound """,gbl free.falllDg.lO ioobrt.. Performed ut g...,,,,,,1 OCCgn\ance wllh Stondafd PC1I<'1IlInon TOI
Specificanon. (ASl"M 0-1586), N in blgws per fOOl equals .um of N VII!ues whete pI'" 1'80 " ,ho ..."
Pcnennon Resinance pet 11', inches ofDynlmjc Cone PCllCtrornc!Cf Approxtlna!ely equ",alcnllo SWldard I'<:nelnlhM T... ,
N_ Va!"" II! blows per fOOl.
Pcnctraoon RcstsW>Cc per 6 inch m!efVl~ or £racoon tbtreof. for Callfonna Rtng Sampltr &w..., WIlli. 140 pound welghl f«<ef.ll"" 30 ,nches per ASTM 0 ·)S50, 1'01 equlVlI.nllo Standmt P.... traUon Test N-Value.
SOIL STRENGTH CHAIlAC1£RISTICS
COJlt:SII '£ ICLA
~£ l)
SOILS
,.'O'y·COII£SIV£ IGIIANULAI/J SO/IS
UNOONFIN~[)
CO~IPAR,\ T JV£
C O~ S ISTI~<; C Y
Very Soft
"'.
Bl OWS PE;II
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.,
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Mednun SIIIT
StilT
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V.... Shff
111-30
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OO.\ IPRf-SSIVE
STIIKNGTII (TSF)
RELATIV£
DKNSITY
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0.51).1.00
100-200
2.00-4.00
OU;IIEEo.'
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t:XrANS1" £ P<:H£NTlAl.
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GILES ENGINEERING ASSOCIATES, INC.
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BLOWS P£R
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Important Intormadon About Your
Subsum problems are iI principal cause 01 cons/ruction delays. cost overruns, claims, and disputes.
The following information Is provided 10 help you manage your tists.
--
• *"*". ~ b2b:ift, (JlIIUKJn. Of ~ d hi
• ~ d h dI$9l.-n. II'
Iteof doerU. A."......0 '1)1"",''<1 Wit c:G'I1Ial b I eM eng;.
fI!IIII may ...,. kfiI lie IlIIJIs 01. ~ w.a:b or M'I nfI!r
~ IfIQIIINI IIIIi:aIM MCf1 ",*",iiClI i!l'QII'I!tI'flg ~ is . . . . fICI'I
gIdIICtwIicII q,.,.1I!Q reoon is ~ ~ soItIylor h di!Jt No
c:ne excep )'Cl! shJuId rely \WI)'IlI gtdaJ.iLlIqinllermg rIIJOtI VIi~
~tSltcn*TlIl\lvoim hi ~oicaI~ .m;,pr~1Id i AncJIJjIlfll
As I general ,... ~ iI*Im )0.1 oetJIICh IIQIIIf9i'ItII!I oIlWOp!Ij
d .. ¢
~ mro- ores---¥d reoues..
,,,14 01 hi! ~
Gt«td'rlt:.rf ~ GEm w::ap/ ~ r¥ bItiIiIy Irx (¥OOIttm
Ih¥ (UlI M:aISl! Ih!it ~ d:I nd~~etpf"'r. Ii lIII01
- nd,.." }QI-sIn.iId ~ h
~lIEfend~
...... ""-
reponlDr ¥II' pI.I'pOSe tlf lIfillCl
tIIOIPI .. .,.. QlogIo'IIIy "".lopIi/ei1
,
G«oIo!t.hoal ...... ' IXIi'ISiileI: a I'l.IltoeI: f1 onu.llfoted-$ll8d!ol: 110;.
lin ~ esIIDIo!twI;I lie srope 011 Wl'!' Typio;;II a10rs ~ !he
~,nI
pr(lflQ~.
IIlIIIInlCe CDidtllwll can DIIIII8
Seno:u pIttoI!mI 11M oo;:omd Iira:lse hI!B rflIrIog on I gdIiCh oaI
. . . .II1II IIIlOfI cId ,.. mill ~ ... 00 I'd II!lI, on ~ IliC\iIIIe ~
00 I'd ... SiIIIc:IId IIeI.u only
0:I0I01', 00Ib
•
rlSk 11.........18. lIf_ozs.1hl1IftiaI
AgedId,UIlVOlBPjI Jlf!IM is Dad (WI alI'OIl(q hi ensIId ¥
Ire !me hi SllJ:tfw§ ~bllWld Do ntI!eIy (1')' ga.etwd~
A'W~wI'OIe~Jl'IJ1hM_'" by h~oI
Irnr. b¥ II1iIH!IoIdI! IM:III!. !lid! ill tDI'ISIIuCICIII (WI (II adjaoenIlO lie SlIt.
or b¥ AaQI MIlS, uti. bds....." III ~ IDa.IJOftS. ~arIiId "~.dI..,. bIIoII ~ hi It!IXWI
10 IIIWnwe I ~ is ~ reIiaoIe. A/I'iIO lII'I:UII 01 ~ IIstII;I Of
nysis m,Mj IIMR: /RI.jOI ~
Most Geeteclli«11 FIIdi.... Art ProIln_1i
iIIIlJ1I O! trill SIr~ io'MJMicI. its Site, nI conIigo.Qtoon; IhllociIlon 01
0pi"11
1h15Ii\iill.l'e on h $Ole; nI oIher pIamed or tldSlIng 1i!l1 iIIl:orO¥ell'6'U.
~ IS EmS rc0ad5. paMog leis. ~ .roergrro:oc! o,tijibes, Llnlm toe
\jtIMiJ.oaI qllll!lei".no wW:Io!Id !he Wl'!' specdically in:IicaIes ~
tnnSl. <10 'lOt Illy on I geoIiIChool ~ong rapon NI w.lS
Srte ~ion iOnFes sWsuIln anliTlons ~ IIIhlSe ~ YII1lfe
$l.05I.lIa !!SIS in a:wD.ded (II' ~ ale 1D:l. Geoid ....... engt.""'" 1 _ field ~ IabotaIory ~ II'Id
hOI proi!ssioniII
ilD.Jreo;t 10
ccn:tI iIXU SUbSu1acI ~ ~ h
sa AIbI ~ an:IobIn$ ~.--$(JI'Il!III!I .yLtI)
~ II'Ole nflCb! 1\ 'flU ftIXII'\. AIicanng rt gddIlIQI ~
lIII:l*,. ' ...... ')'01.1 reoon 10 prOVICIa IXfI5IU:2lOR ~ ~ Ill!
IIOSI ~ IIIIiIhod III """"10 fit nsb ......... VlllllIII"'~
• 1IlI11feon;11Dr)'OO.
• rd~nywtrlll!d.
• ncJIlIf'PQI kII lie s;oec:ik SIR ~ or
• COl,"; bIbt II'O)I'Id IIfOIII:I chlngIs _
I!IIdi!
"'* ..
I1'1III_
WDluIS.
Typal !Nriges hi; cao .odele reIiIbify 01 ~ ~ gddIlQI
IlIII)ItI!IIlIIIQ IIIlOfII'd.llllIIISi! ill! aII!d:
• . . ~ COl h 1If0l)llWll $II'II:I1R.1S _
1'1 ~ to;rn,
DIfkonG gnge 10 ~ oIIU ~ or .1I1I111Q1'1 RllISlnlilpiwl
10 I
~onouse.
.eoooerllild
ARa.II'sRlel II
tetlolaArtNft~
()()...,. ~ \1'1 tie CI:I'Q~ iiWiii.01IIU .. ondu:II:I;I in 'flU
~ rIDie I!!W"~ ltend 6taI. t.:ause QIIlOIediIlClll qi-
""'" dMIqIlhem IJlI"OPlIIy tom ~ n CIIIII'IOIl ~
~ (3) mil! 1hIiI1«XII1" ... ~1oro only Irf obsI!Jwlg «2IaI
subsur1ace ccnfm rml9:l ibtr"IJ ro:.stru:Iion. TIle geo/8dItJIaII
6npIfIIJef IfIJo tbe/ctJ«l )'tV repon carrot ~ mspon5Ibildy I)(
IQbiIily /I)( /fe repon~ (~ ~ hi ~ IkJes not perlorm
CIIfIStILdioo ol1st!v.1IlOIl.
have led 10 di~, dams. iI1C ~ To ~ redrce Ihe n5k
01 su:h ooIco'res, o;e:KedI1ical eoglflle(S CIlI'Il'OO!!Iy irdtOe a VOfieIy cI
e>pIarIa!ctY ~ in IheiI r!JiO(lS. Son'dilres labeIer:!'rmitalicns'
rrany d ttese prOYisions iOOicaie \OIIlete oeor«:fmical enginM' f!SII(II'$bililes begU1 ill! end, 10 teo 00IerS re:ogI1ile Ltlerr 0\10I'I rtSflIlIlSibililies
and risks, iIe«J Ihest fIlavisions cJfMJy. Ask ~ V(U geaoctri:al
eogirleel stwkI respr:n:llully anllrrtl)'.
Geoeovi'Glimeatal CoRc&r'lll Are Not Coverall
TlIl ~prret tedlnl(fJeS, ill! persomel used Ie perform aQf't'81I1IOO~study (frfler sqUficanUy hOl11Iilose
Do Not fteIitaw ItIe EII"18r'l Logs
GeoIecIm:;aI en;ners pr~ IiIaI toil1!l iIII ~~ logs based ~
ItoeiI inIer~ d foekl kJgs illllallorJIOo1' _ TO preYel1 i!fi0lS or
CWTIissions, ~ logs II'dUded in I \II'Ili'dV1Q1qi/ll!l'll1!l ~ $hOllkl
flM11bl redIMJ u indusioo in irdUII:dI.IaIor ether desql ~nos.
Only p/'(III)grap'UC 01 elecIroo.:: ~Ion is ~. lid rf!C(}{JI1Ilf!
IfIrII st!fJiIId/Jrv logs Ilqm /fe repon (3l e/tVaIe flS/£
GIve C8ilb'a:1Ul"11 ConipIeta Repart JIId
Guldillce
So:mi awofIrS iIII tlesigl1 prolessiorlals II1ISQkenIy belieYe tI"rf ~ make
WItJ£t/)S liallie lor ~ !I.IhUfa:t rmlibCl1S tIy Il'niIIn;l wr.r«
Itoty ~ for bid p<~, To ..... p ~ oostIy lI'obiIrm. giYt 00f>~ iI'e ~ gaAtd.U1 qioeai/lJ ~ IJdpreIiJ:e ~ ~ I
cIeirIy '//linen Ie!!er d !r.r9rollal. n Ih<llIeIIa idVlSI! ~ Ih3lIhe
rl:llllll_ na pre(l;'l'Eid lor pr.rposes d biG delelQ;A lej iI1C lila Ihe
repcrt's a::an:y is ImiIIII; I:!"IXlI3}e Ih!m 10 tool!:! Uh Ihe QIDl'dnicaI
prepw:llTle I~ (11I1IldesI1ee ITay be relJ,lired) iIII/OIlO
r::ord.£I additiooal study to or:tvrJ h s;e::i!Ic!)1leS d inIormaIlon ItJey
rml 01 ~. A~ wilelerrr;e ClI1I11so be 'IaIuitIIe. & Sl6t'COttIaCI!n Me ~ Iitr!lIO per10rm miooal SIutt. Only b'JetI mioIf you
be ill 1 posibOn 10 OM! cortradOlS lTle best ~ avaii;I)Ie to YOU.
while r~ ItBn 1;1 ~ least shin sure oj Ihe ~ resjXllSibil~ies
SIe!TIM!i Iron'I ~ COIlI~ions.
enomeer...oo
used to perform a !PXf;dItr.:al
51ud)' forllial r!i3SCtL I ~I eogoneering ~ does na usually
rew Ill)' geoenYirorrnerul iinOOlQS. an:Iusiorrs, 01 teCIlIIlTI!fIda
e.g ,11m Ihe Iikelillcod oj enc:tU1Iel'll1!l oo;Ie!gra.n:l ~ tncs 01
r~ COIlIaml'lalC. /.iJaIOOpatttJ ~ fIlob/ffrf; II.M! I«J
to runetOllS flIO/«1Ia/h.1e$. ~ you tIM na yet ottairll!!l )tu r;rwn groenwOOTe:'Ul ifilorrnabor\ ask your \JllOIIl(:tr'Ii COIlSlIitlft!or risk ~
agernn~. Do IlQ( I(J/y (WI" tlMJOIlleOOl fflPM ~ /I)(
_...
ObtaIn ProIessloRII Alsimla To Deal with Mold
Diwo'se SIr.!lejl!eS can bIi aptJIllid O:.mg Iliildlr'lg oesigrI, OOI'ISlrOClillll,
operation, iI'Id rnall'fe!Wl:e to IIevenl SlQII/fiC:d ¥I'QJI'IlS oj rnoI(I ~0111
!II!JW111g IJI1 irdoor ~, To bIi~, all su:h strUil!eS shI:W! bIi
deY!sI'Jj lor ttoe ~ ~cllI1I)Id preyeRton, ~ irm I WI!prehenwe plan, in! exea.ted WI'" dilroent ~ by I pIO/essiorIaI
mokI ~Ion ~1Iart Beo:::<IM II!Sl a small ~ 01 W3IeI' ~
mooSlure can lead to Ihe ~Cip'1'et 01 SMre meld inestfillOS, I fRIll\"
btl 01 ,..,.d plMI1iOon w¥eg. focus on kIepIng buikling SlIIbaoI: dr}'
~Ie gr~. wale! inliltral:1OIl. am sunila' is1;ues may ~ been
iIIXIessa1 zs part oIlf1! oeotectru;aIql1ll'!eling study MIM ~ndinos
i!re W1Ye)'f'JI ill b'l1S r!!pOII.lh! gooIedriI:IIlf1Oirwr ill dlarge d ltJis
profld is na a llllid prewnlion ~ nona of Ih' urmfl ,.,.
flNfll'" in tl1fmmion with tfJ, g,alachn/&ai ,ngineff's Jtully
1R'fI' dnign,d fJf tonduc/.d far /h. purpflSl/ of mold pfl'~n"
lion. Proptf /mpl,m,lIl11ion of /hi rttfHfIt'Mndl/l1JllS totroe"d
in flrls ~{HH1 will 001 al itu" "" SlIme/lilt 10 Pfl'Vff/I mold from
growing in "on Ih' Slnlrntfl' imfOwed.
ReId Respollllbllll, Provbionl Closely
Safe dier:ts. QeSIgn prolesslonib. OVId r;:(I1IIal(lrS 00 na rtrognile th3I
~1C31 engumtng is Iar less em 11m ~ !OIII!m'Ul\l disci·
(IIires. ThIs I;,D:. d uiderSiaridil1!l has aeated Iffl3Iis!M: exoeuat>(Wl$lI\1rI
8611 Col.sville ~oarlISullr! GHIi, SiIYer $p!"'!I, f<10 2091D
~. lO1~21JJ
ha,mllo- 101/S89·2Il11
.. rr~l ~~
~2IIH..,ASfl.1Iw:
_ _ .."
_
•
" __ " ' _ " ' ' ' ' ' ' _
........zfe.O!g
R_"'''_'' otOf _______
ASIf'r
____ ''''''''_._''''_''' _ _ _ '''ASif.'''''''''''
__ Oot_otASff_ ...... _"'. • ........ _"'.,
_.. _ .... -
~'_'"
_ot~_"'
_ _ .. _ _
..... _
... _ _ _ .. ASff _ _ .. _ _ .. _ _~.,
_ . . . I .....

0.41

Transcription

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