HomeMy WebLinkAboutLot 1 Geotechnical Investigation Update Monday October 12, 1998 12:04 -- From '909-555 5555� -- Page 2
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�: i N C O R P q R A T E D
September 11, 199$
Van Daele Development Carparation Rpt_ No_: 586�-a
2900 Adams Street, Suite G25 File No.: 5-9119
Riverside, Califomia 92504
Attention_ Steve iGng
Subject: Portofino Apartments, l.ot 1 of�Trar.�No� "�233D�l.; �R�an �eho Califamia Road.
Terneccaia, California; Geotechnic�l Update Repa�t
GenUemen. �
We have oornpleted our review of previous geotechnicai r+eports �nd our site reconnaissance to
�, prov�de this g�technica{ update report. Tha purpose of our review and reconnaissanos vras to
evaluate �e pres�nt site cond�ions and the site prepa�a4on as c#ssc.tibed in the ea�er reports,
and ta provide recommendaGons for additi�onal site preparadan and the design and canstructi�n �f
buitding faotings and slabs.
PR�JECT DESCRIP7I�N
Present ptans anticipate the c�ristruCtion of 18 two-story apartment buildings. Wood frame
c:onstruction inoorpora6ng slab-on-grade floors is planned. In addition, two reaeational buildings
with �ssociated swimming pools and spas wia be ca�structed. Other improvernents will include
tennls courts and �sphalt ooncxete pavEd d�ve and parki�g areas. The site had been previously
graded to acaommodate a then-�opased apartment development. Building loc�tipns and
footprints presently proposed generally oonfixm tn the onginal pEans. The footprints of four af the \
�partment buildings, however, h�ve beer► shifted or extended from the original bcations. In
addition, the twe presenUy planned recreatidn fwildings are in nEw locations aruf/or exhibit a
� significantly different footprint fiom the original p(2�ns. The presently praposed development is
G�OTECHNiCAL EN�IN��flS � T�STING AHD IN$P�CT�4N
2257 South Lilac Ave, Sloomjngton. CA 92316-29U3
Bloomington (E09} 877-1324 R�ve�si4a (808} 783-19i0 FAx (8p8) ST7•5210
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Van QaeJe Develaprnent Ccxporafion Rpt. Nd.: 5864a
'�: September 11, 18�8 Fife Na.: 5-9119
Page 2
iUusUated in E�ure 1 with th'�s r�port. Buddu�g numbers have been arbitrarity assigned far the
purposes of this report oply.
RE1lIEW OF PR�OUS GEQTEGHNICAL REPORTS
We hav�e reviewed p�� geot�echnical erygineerng reports p�epared for this sei�, induding:
1- GEOtechnical Investiga#ian. Proposed Mul6-Unit Projec:t, Lot 26, Tract 3334, Owen
Geotechnical, Pnoject No. 748.1.�, March 7, 1988
2 "R" Value Test Resutt�/Preplanning Pavement Section. Owwen Co�suitants. Project
No. 748.1.1 � February 7, 19$9
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3_ Updated S� Investig2t�o�, Proposed Apartment De�reiopment, Trad No. 23304,
Nort'.al Engineering, Project No. 2443-90, �ebruary 1. 199d
4. Proposed Cri6 Wal) Consttucfior�. NorCal Engir►eering, Project No. 2443-90, March
2fi. 1990
5. Inspection and Testing of Grading Qperatians, Cribwall Backfill, NorCal Engineering,
P�oje�t No. 244�90. May 7, 199q
6_ Inspection a� Testing of Grading Operations, Building Pads, and Rough Subgrade,
NorCal Engineering. Project No. 2d43-90, May 14, 199Q
. 7. lnspecti�n �nd Te.sGng of Grading Operations, Retaining Wall Backfill, Notth E�ge of
Property, Nat'.al Engineering, Projed No. 2443-90, pecember 21, 199U
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Van Daele pevelopment Corporation Rpt No.: S864a
i� September 11. 1998 File No.: S-9119
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8. tnspectior► and Testing of Grading OperaGons. Fr1al Report for Crrbwall Sadcfill.
N�CaI Engine�e.�ing, Projecc:t Na. 2443-90. �ebruary 1a.19J1
9. Evaluatiron oF Properties A�djacent to Cnb Retaining Wall. NorCal Engir�ering� Project
No. 2�3-90, JunB 20, 19$1
10. Inspection arrd Testmg of Grad,ng Operations, Building Pads (2) Only. lV�rCal
Engir�ee�ng, project Na. 2443-90. July 11, 1991
11. Crib Retainirx,� WaU at Proposed Apartment Developme�t, NorCaE Engit�eering.
Rroject Na_ 2443-90, J�ly 29. 1991
!'` 12. Updat+e Geotechnical Asse.ssmerd, Proposed Ranchn-Valencia ApaRment De�el�p-
ment. NorCal Et�ginee�ing� Projed No. fi889-97, August 13, 1997
The preliminary geotechnical 'trlvestlgadori (Reference 1} a�ticjp$ted the construrtion of 2, 3 and 4
multi-unit residentia) buildings, with footing loads "expected to be less than 3400 pounds per
square foot' 1'f�e invesGgation induded the drilling of 10 exploratory tesi borings to depths
rangit�g ftom 8 tu 25 feek Eight of the bo��gs a�e rlesdibed as having been drille�d with a 4-inch
diameter hand-held auger. The 2 shaliow bonngs are descxibed as being driiled with a"Beave�'
drill rig. The fiekf eXplaraGon e[�oountered artifiaa) fiU in the southeast and southwest portions
of the properiy to esdmated depths of 2 to 3 f�t. The natur'al saits �re described as silty sands
with va�i�ble day content, and were noted to be "locaEly parous and patentially compressibfe.'
Althaugh the aUuvial sflils are described as exhibiting a"Iqv+!' patential for expansion, the results
of the expansion index tests presented ;n ihe repoR a�e oansistent with "very lov�' expansion
potential c!a_ssific�tion. Site preparation recommendations inciuded the removal and
recompaction uf 2rtiflcial fill and the alluvi�l sails that were aonsidered IQ be paterlti�lly
compressiale. Subexcav�tion depths ranging from 2 feet to 6 feet below the otiginal ground
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Van Daele Develapment Carporatian Rpt Na.: 5864-a
"� Septembe� 11. 19g8 Fd� No.: 5�9119
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surfaoe wers sstimat�. Recommendations were also presented for design of foundations artd
oonuete siabs-or�-grdde.
Further in�estigation af the soil canditiar� ur�derfying ttus sita was provided in the updated soils
in�estigation (Reference 3). Site development plans had been changed ta ;ndude only 2-stary
apartment buildings and assaciated �recxeational fac�ities. TFte fietd invesqgation induded 5
"subsw�Faaa exptoraqons" to depths of 4 to 10 fee� and encountered sands #o the maxim�m
depths penetr�ted. The upper foot of sou was descri6ed as exhibiting law density, whereas Ehe
deeper sods were dassif'�ed as dense_ Expar�sion index tesdng determir�ed tltat the soils exhibited
very low expansion pot,ential. Site preparation �ecorrunendations inGuded the rEC�ompaction of
"kaw densit�' sail prior tn plaoement oP fill. Recommendatians were also p�ovided for design of
foundations� retaining wall struCtures. and support qf concrete slabs-on-grade.
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Tt�e oonsirudi� of soldier pile temporary shoring is descri�ed in Reference 4. Inadequate soldier
pile embedment is rtoted and concem expressed with respect to support for the tentporary cut to
accommodate the crib wa![ construdion_
Campaction testing was perfonred in the crib wall back�ll by NorCa! Engineering, as described in
Referenoe 5. The removal and reoon�pactian of "low density" soii within #he foundation arEa is
described, and the tesults of fhe cpm�action testing are presented. The report condudes, "Fdt
soils placed were com�cted to � minimum af 90 percent of the laboratory standard...'.
Th� grading �f ihe site was geotechnicaQy monitot+ed hy NorCaf Engineenng (Reference 6). 1'he
reports states, 'The existing law density soils we� remo�ed to competent natural ground ___"_ 1The
resulls of rela4ve campaction testing, tagether with expansion index testing, are presented in the
repoR. Recommendations provided for foundation design and suppatt of conCrete sl�bs-on-
gr�de. The soil is des�ribed as exhibi6ryg very low expansion potential, and cortdudes that the "fill
soifs pl�r.ed wer� compacted to a minimum of 90 percent �f tl�e I�boratory standard___".
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The backfiU pbced behind the retaining wall along the r�th pnoperty line was evaluated in
F�eference 7. Compa�ian tests were perfoRned. The report alsQ condudes that. "FII soils plaoed
were c�mpaded to a minimum of 90 peroent of Irie Eaboratory standard.. ',
The badcfill piaced in the fina! extension of !he cnb wall at the site was described in Refc�r'ence 8_
Cor�RacGon tests were pe�o�med in the badcfll. indicating 90 perc�nt relative compacti�on.
In June of 1991. an inspection of the completed cnb watl and of the rear ya�d improv�m�is af fots
atong the east side of the crih waU was conduct�d by NorC�l Engineering {Referenc� 9). Small
cradcs were noted in concrete flatw�ork in the r�ear yards at 2 residences, with hwizontal and
verlical displacements_ Erosion channels were noted a[ong the top of thQ crsb waA, togetl�er with
large voids within the crib wall ceUs. Reoorrunendations included the construc6or� of a oonaete
�� ci�ainage ditc:h alang the tap of the cxib wall. ar� the filiing of fhe voids within the exib walls with
soi� cement The mstaiYation of slope indinameters was also r�oom►r�ended to monitor °la#eral
displacements ort badcfill mate�als near the east pr�perty line.'
Ecosion sub.sequent to the complebon af site gradirrg Clamaged 2 bu�ding pads at the subject site.
The �pair of the erosion damage is descxibed in Refer�nce 10. The report condudes that, "FII
soils placed were compacted to a minimum of 90 percent of the (aboratory standard...'.
Additiona[ evaivation and recommer�dations relative to erpsion adj�oeni to and within the crib wall
along the east property line is presented in F2efererioe 11. The report notes that, "1t does not
appear that any undue settlement in the crib wall o� badcfill soils has occurred." The
recomrrfer►d�ti� of the 6adcfill of the voids in the crib wall ceils was again presented, together
wiih a drainage device to be co�strt,cted at the top of the pib wall to prevent further erosion.
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Van Daele pevelopment +Corporatian ' Rpf. Na.: 5664a
��` Septembet 11.1998 F!e No.: 5-919 9
Page 6
SITE CONDITIONS
A site reconnaissance was performed by a�Presenta4ve of this firm on August 26, 1998. Our
rec4ru�aissance corifim�ed triat the site itad been graded to the approximate cosifiguration
� illustrated an the aiginal gradirg plans (Grading Plan. Clud Valenaa. Tract Na. 23304. Ridc
Engineering. Lat�st R�vision Octobcr 5, f 9S0). The �orig Carryon Wash channel appeared ta be _
c�mplete. as did the bRdge strud�ue crossing the charx�el in the midci(e of trie property. Concrete
slabs and footings have been constructed for what appeared ta be 2 ur�its of B�adng 13
immedi�tety west of ihe proposed southerly Recxeation Building 2. FQOqngs t►ave been
excavated for the remai�der of Budding 13 ar�d (or 8uildmg 14, located immediatety to the east.
Erasan has exposed much of the footing as several bcations. Erosion has alsa extensn+ery
- damaged the footing expvations !nr the buildings to Ule west Dense vege4pon� induding brush
� and cattails, were noted throughout the site. Debris stioc:kpiles exisi in the narthwesterly. centrai,
and sdutheasteriy pcx4an of the properly. A paved drainage dttch north of ti�e northeast comer of
the property has been br+eac�ed, and an erosional gupy up to 8 feet ir� depth extends inW the site
through Build"u�g 7 and RECreadon Su�ding 1. Drainage from what appears to pe imgation wa#er
from ofi site has created a saturated sail oo�dition extending through the Recreaqon Building 1,
and into Building 6lorated immediatery south.
71ie erosio�r at the top and within the crib wail noted by NorCal �ngineering is evidenk. Mir�or
irreguEanties i� the cnb elements were noted. suggesting small amounts af faundation sut�sidertce
and/or wali �otation.
CONCLUSIONS AND RECQMMENDATIONS
8ased on ou� site reconnaissance and the review of previous geotechnic�l reports� it i� ax
judgment that the geotechnical engineering work performed to dat,e generally conforms to the
,,� standards vf practice of the geate�nicai engineering prortession. Ti7e �onclusions rear#�ed in
th� repats remain generally valid. Site erosion. weathering, dumping of debris, and cha�g+es in
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Van Daele Development Corparation Rp� No.: 58fi4-a
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Rroposed building lncatians and/ar cordiguratians r+equire additional recommendations 2�t this ti�1'�e.
Compansan of the building locations �ustrated on the present grading plan with those sh�wn
on the ongina! grading plan su9gest that 8uildings 10 and 16 will extEr�d approximatety 10 feet
furtt�er to the southeast than antiapated in Ihe original site grading. Fu�ther, Building 15 wiA
extencl 80 feet La the southeask We also note that the saulheast exterior building wall of Building
9 will extend 10 feet furfher to U�e southeasf, and the northeast wall of this building will extend
approximatdy 10 feet to the northeast beyand that originaily antici{�ated. Rec.reation Building 2 is
to be constructed in an area and at a aa�figuratian not acc�ommodat�ed by the origina! ptans.
�naily. the southeriy half a� the RecreaSon 6uilding 1 exter�ds over an area not origirt�lly
designated as a building area. To assure competeat and ur�orm suppart for �e new �uildirg
footings, tl�e areas not previa,sly prepared for bu�lding construction shauld now be p�epa�ed by
the removal af existing t�l in these areas. and the appropriate preparation of the uncferiying natural
�`: soils.
FbUNpA710N DESIGN
For the proposed 2�tcuy apartment buildings presenby planned, we condude that adequate
support will be �ovided by co�tinuous and spread foo6ngs, placed at least 18 inches deep below
the lowesk final adjaceat grade, at least 12 inches in width, and designed for a maximum safe sai!
bearing pressu�e of 20dD pounds per squace foot for dead pius tive loads. A 1/3 increase in the
soil bearing pressure is allowable for wind and seismic bads. As required by the Uniform Building
Cade, continuous faotings should be reinforced with at le�st 2 No. 4 bars, one near the top and
atie near trie bottom. Additiona! r+einfarcing steet may be reguired by structural design. Foopngs
shauld bear enti�ely ot7 campacted fill or firm undisturbed naturaf soil. Footings should not �e
allowed to span from cut tu fid conditions. For footings thus designed and cQnsuucted, we
anticip�te a maximum total settlement of less than 1 inch with a differential settlement slope of
less than 1 _$50.
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Va� Daele Development Corporatian Rpt No.: 88G4-a
�' Septembet' i 1. 9 99B File No.: 5-9119
Page 8 .
LATERAI_ LOADING
Unbraoed retaining s�es supporting horizontal ba .ckfills should be desig�ed for a minimum
equivalent fluid pressu�e of 30 pcwnds per sq�ate foot per toot of depth_ Resistar�ce to Iat�aE
loads wiil be provided by basal fic�ion art� passive earth pressure_ B�sal friction may be
computed as 0.5 times #t�e normal iiead bad. Passive earth pressure may be oansidered to
develap at a rate of 250 pounds per square faot per foot of depth. Resist�nce from basat frictiort
and passnre earth pressure rnay he c�mbined directly wiihou# reduction.
CRB WALL REPAIR
We r+eaomme�d that the voids within the c� waU �tls be badcfilled with soil cement aansis6ng of
��: on-site saii mixed with csment added at a rate of 5 percent by dry weight of sail. The soil cement
should be plaoed in 8 inch or t�.ss lifts, moistened to near op6mum moisture oontent, and
campacted to a relative compaction of at least 90 percent (ASTM D � 557). A cor�crete paved
dr�ir�ge ditch shaukl be constructed alang the top of the crib wall t4 prevent further erosion. We
also neComrru�nd the mstallation of 2 slope indinomelers at the east edge of the Crib w'ail. The
inclinometers should be 'initialized" at this tirr�. No further readings would be needed unless and
un41 concem arises regarding possible lateral movemen# ar ratation of the crib wail.
SI�RS-QN-GRADE
In light of the very low expar►sial potential obtained in the exp�nsion index testing presented
both in the Qwen Ceotechnipl report (Reference 1) and in the grading monitnring report
(Referena� S), buiEcling slabs should be at least 3_5 inches in tMickness. We find no g�otechnical
conditions th�t would require reinforcement of the slabs. Where moisture sensiti�e coverings are
and�ted, we recomme�d the slab be provided with � vapor parrier r.4nsisting of 9 � mif
� visqueen. Two inches of dean sand over the visqueen will promote uniform setting anci curing of
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Ihe concrete. The slabs wiN r+ecerve adequate support from the c��npacted suWgrade soils without
the use of a gtavei base.
SlTE PREPARATION
The ground sw�face throughout the site sttiouid be stripped of vegetabon and unsuitaWe debris,
and the strippings hau�ed from the site. Erosion guilys greater than 12 �nchss in d�pth sliould pe
deaned of loose sail and shaped ta p�ide access for oompar#ion equipment The loo�e and
saturated soil in the vianily d Building 6 and I�ecxeati�on B�ilding 1 shouk! alsra be removed.
The existin� sails within all bu�ding areas and for a clistance of at least 5 feei beyand the building
Hmits shauld be subex�vated to a depth of at least 12 inches b�low the existing ground surface.
� (n addition. #he existing fill within #wse porcions of Buildings 9, 10, 1 S and 16, and �rie 2 recreation
buifdings, that extend beyw�d ihe aneas originatty anticipated for buikiing construcdon, should be
removed to expose the underlying natural soils (SEe Endasure 1). 7rie natural sa7s sxpQSed 'm
the extendEd buiEding areas should be further subexcavated to removQ IQOSe and compressible
soil remaining F�om the origi�al site grading. Data from Reference 2 se�ggests that the depth of
loose and compressible r�atural soils underlying the fiU wouid be 8pproximately 24 inches_ Loose
and o�mpressible soil remaining irt the subexcavated surfaoes st�ould be fu�ther removed tn
expose t�mpetEnt natural sod or fi�Uy compacted fill. For tl�e purposes of this evaluafiqn,
oampetent natr�ral soil would be defined as undisturbed. nate,ral soil exrtibiting a relative
aompac�ian of at �east 85 peroent {ASTM D 1557). The approved subexcavated surfaces shouid
be scanfied to a depth af at le�st 8 inches, moistened to a near optimurn moistute content. and
cpmpaded ta a relati�e campac;tion of least 90 peroent (ASTM O'! 557)_
The dr►-site soils should pro�ide adequate qua�ity fill material, provided they are cleaned of
significant depris and organic mattef_ lmpo�t filI should be granular, non-expansive (expansinrt
� index les� than 2Q� soii, free from signi�cant organic matter, deleteriouS debrls, and rodcs y�eater
' � than 8 inches in maximum dimensi�. Fi11 should be placed in 8 inch or less lifts, �ach lift
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Vari Daele Devel�pmerrt CarpQr�tion Rpt Na.: 58fi4-a
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Page 10
mastened to near op�mum mast�ue cantent and campac�d to a relative compadion of at least
90 percent {ASTM p 1557).
Cut and t�l sk�pes shouEd be consbvcted no steeper than 2 horizontal to 1 vertical. Fit slopes
should be avefilled ac�d then cut back to expose fully compacted frlL A suitahle altemative
wou�d be to oompact the fili slope as the fil is brought up in Gfts. and then to densify the fll fac�
by tradc rolling ta produce a fuqy c�mpacted. erasio� resistant su�face.
PAVEMENT �ESfGN
Preiiminary sampling and "R" value testing was performed by Owen Consultants. For the
preliminary 'R" value obtained, we recommend trie fdllowi�g pavement sections-
�
Assumed Traf�ic Asphait Concrete Aggregate Base
Locatiore Index Th ic�Cness �Inches} Thickness (
Pa�lcing sta�ls for 4.5 2.5 4.0
passen9er cars
Dnve areas 5.5 3.0 4_0
Specific specific�tions for aggregate hase �re fnduded on Endosure 2 Oesign rec��rurendatians
assume that uWity trench badcfiil in the upper 6 inches of the subgrade soil wip be comp��ted to a
refative c�mpaction of at least 90 percent (ASTM D t557}. The aggregate base should be
campacted to a relative oompaction of at least 85 percent {ASTM D 1557). Further evaluation af
lhe subgrade soils shouid be perfomied during site grading. Additional recommendations may be
needed at that time.
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Cd SN TRUC7I�N aBSERVA71dNS
All site grading. including the �eparatian oi the suk�exca�ated surfaces and th� natural sails,
should be monitored by a representative of the Geotedinic�l Engineer. No fill shoutd be plat�ed
on any surface r�t apprnved by qie Geot�chnical Engineer.
The c�ndusions and r�omrnendatior�s presented in thes tepo�t are based un the fieJd and
laboratory data presEnted in the refe�enced reports and our recent site reconnaissance. Should
conditio�s be sncountered during construction that appear to differ from those described, we
should be notified immediatelyr in orde� that apprapriate recomrnendations might be prep�red.
We appreciate this opportunity to be of service. Should the� be questions please feel free to
�'. Cont�ct �is office.
Respectfuqy submitted, Q POf�$S/p
JOHN R. BYERLY INC. � �� �. gy �� �y
, �'� `�G�
�
w No. GEODg179 ,-�
°� �xp. pate s-ao-a, �
* �
John R_ 8yerly. Geotechnic�l Enginee� ` �•4p���CH N � �Q,���
OF CAL1F
JRB-mh
Enclosures: (1) Site Plan
{2) Aggregate Base Speaficadons
Capies: {3) Ctient
.�
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SUGC�$'�p SPECIFlCAT[ONS FdR CLQSS II BkS�
Sieve Size Percent Finer '1'han
1 Inch 1 UO
'/, Inch 90 � i40
Na•4 35-BO
N�. 30 10 - 30
No_ 2Q4 2 - 9
�
'. � Sand �quivalent (Minimum) 25
'R' Value (minimum) at 300 psi 78
Exudatinn
r
�n�lasure 2
Rpt. No.: �864-a
File NQ_: S-9119
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