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' KA No. 122-06026
Page Na. 3
' SITG LOCATION AND SITE DESCRIPTION
The site is irregular in shape and encompasses approximately 19.96t acres. The site is ]ocated on the
' southwest comer of Route 79 azid Apis Road in the unincorporated Temecula azea of die County of
Riverside, Califomia (see Vicinity Map, Figure 1). Presently, the existing Wal-Mart store is open For
business. Ttie site is predominately surrounded by residential and commercial developments.
' The majority of the site is relatively leve] with no major changes in grade. Tbe elevation of the building
pad is appro7:imately 1,065 feet above mean sea level.
' SITE INVESTIGATION
' GCOLOGIC SETTING
The site is located within the Penntsular Range Geomorphic Province, an area characterized by active
' northeast trending strike slip faults, including the San Jacinto to ttie northwest, and the Elsinore to the
southwest. Locally, the subject site is within the upland area just east of the Temecula Valley and is
primarily underlain by shallow relatively sofr sedimentary Uedrock of the Pauba formation. Drainage
' from flie site flows souihwestwards into Murrieta Creek. The project site is situated be[ween the Santa
Rosa Mountains and the San Jacinto Mountains to the east; and Santa Ana Mountains to tlie west and
soudi.
' The neaz-surface deposits iu flie vicinity of the subject site are indicaied to be comprised of recent
alluvium consisting of unconsolidated sands, silt, and clays derived from erosion of local mountain
ranges. Deposits encountered on tl�e subject site during expbratory drilling are discussed in detail in [his
' report.
The site is located in a seisuvcally active area of' Soufliem California. The nearest significant active fault
' is [he Elsinore-Temecula Fault zone (Type B fault), which is approximatety 29 kilometers away. The
nearest Type A fault is the Elsinore-Julian Fault zone, which is approaimately 13.8 kilometers away.
The area in consideration shows no mapped faults on-site according to maps prepared by the Califomia
' Division of Mines and Geology (now kuown as the Califomia Geologic Survey) and published by the
Intemational Conference of Ruilding Officials (ICBO). No evidence of surface faulting was observed on
, [he propeRy during our reconnaissance. The site is located within a Seismic Zone 4.
FIELD AND LA60RATORY INYES'PIGATIONS
' Subsurface soil conditions were explored by drilling eight (S) soils borin�s and two (2) CPT borings to
depti�s ranging from approxunately 20 to b0 feet Uelow exisdng site grade. In addition, four (4) shallow
borings were drilled witl�ui the parking and drive areas fot documentation of the pavement sections. The
' approzimate borin� locations are show� on [he Site Plan, F ceure 2. These approximate boring locations
were estimated in the field bnsed on pacino and measuring Gom flie limits of existing site features.
During drilling operations penetration tests were performed at regular intervals to evaluate tl�c soil
' consistency and [o obtain infonnation regarding the engineering properties of flie subsurface soils. Soi1
samples were retained for IaUoratory testing. The soils encountered were wntinuously examined and
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Rrazan & Associates, Inc.
Offices Serving The N�estem Uni�ed Stales f
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' KA No.122-06026
Page No. 4
' visually classified in accordance wifl� the Unified Soil Classification System. A more detailed
description of flie field investigation is presented in Appendix A.
' Laboratory tests were performed on selected soil samples m evaluate their physical chazacteristics and
engineering properties. The laboratory-testing program was formulated with emphasis on the evaluation
of natura] in-situ moisture and density, gradation, shear strength, consolidation and expansion polential,
, R-value, maximum dry density, resistivity, pH value, sulfate and chloride contents of the materials
encountered. Details of the laboratory-testing program are discussed in Appendix A. Tlie results of the
laboratory tests are presented on tl�e borings logs or on tl�e [est reports, which are also included in
' Appendix A. This infonnation, along with the field oUservations, was used to prepaze the final boring
logsin Appendix A.
' SOIL PROFILE AND SUBSURrACE CONDITIONS
Based on our findings, tl�e suUsurFace conditions encouutered appear typical of those found in the
geologic region of che site. The subsurFace soils encountered at the site generally wnsisted of alluvial
, silty sand and sand wit6 thin layers of sandy silt and silty clay. FIll materials may be present onsite
between our exploratory borehole locations since the site was previously graded. Verification of the
exteut of fill should be deternvned during site grading. Fill soils wluch have not been properly
' compacted and certified should be excavated and recompacted.
Below the fiIl soils, alluvial silty sand and sand were encountered. Pield and ]aboratory tests suggest tliat
, these soils are modera[ely strong and slightly compressible. Pene[ration resistance, measured by the
number of blows required to drive a Modified Califomia sampler or a Standard Penetration Test (SP'f)
sampler, ranged from 4 to 70 blows per foot. Dry densities ranged from 120.8 to 124.3 pcf.
' Representative soil samples consolidated approxnnately 0.8 to 1.1 percent wider a 2-ksf load when
saturated. Representative soil samples had angles of internal fric[ion of 33 to 35 degrees. Representative
near-surface soil samples had Expansion Indices of 8 to 18. A representative soi] sample had a maximum
' dry density of 131.5 pcf and an R-V alue of 34.
Tl�e above is a general description of soi] conditions encountered at the site in the Uorings drilled for this
' investigatioa Por a more detailed description of the soi] conditions encountered, please ref'er to the
boring logs in Appendix A.
' GROUNDN'ATER
Test boring ]ocatione were cl�eeked fqr the nrAsenc: of groundwater durinQ and iimnediately following
' the drilling operations. Grow�dwater was encountered at a deptl� of 30 feet below existing grade during
this time of investieation.
' It should 6e recognized that water table e]evation migUt flucYUate with time. The depth to groundwater '
can be expected to fluctuate both seasonally and fronl year to year. Fluctuations in the ��roundwater level
may occur due to vaziations in precipitation, irrigation practices at flie site and in the surrounding areas,
, climatic conditions, flow in adjace�t or nearby canals, pumping from wells and possiUly as the resull of
other factors tl�at were not evident at the lime of our investigation. Therefore, water ]evel observations at
the time of our field investigation may vary from those encou�tered durin, the construction phase of the
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Krazan S Assuciates, [na i
O�ces Serving The Westem United Stales (
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' KA No. 122-060?6
Page No. 11
' TCMP02ARY EXCAVATION STABIWTY
All excavations should comply with die curreut requirements of Occupational Safety and Healtl�
Aduuiustration (OSHA). Al] cuts greater than 2 feet in depth should be sloped or shored. Temporary
' excavations should be sloped at 1:1 (horizontal to vertical) or flatter, up to a maximum depth of 6 feet
and at P/:1 (horizontal to vertical) to a maximum depth of 10 feet. Heavy construcfion equipment,
building materials, excavated soil, and vehicular trafFic should not be allowed within five feet of the top
' (edge) of the excavation.
Where sloped excavations are not feasible due to site constraints, the excavations may require shoring.
t The design of the shoring system is normally the responsibility of the contractor or sl�oring designer, and
therefore, is outside flie scope of this report. However, the logs of borings presented with flus report may
be used for factual da[a such as soil types encountered at tl�e location of each particular boring uid at the
' indicated depths. Interpolation between [he exploratory borings is at the user's own risk. Design work
for sl�oring system sl�ould Ue performed by an engineer with expertise in shoring systems. The design of
the temporary stioring should take into account latera] pressures exerted by the adjacent soil, and, where
' anticipated, surcl�arge ]oads due [o adjacent buildings and any construction equipment or traffic expected
to operate alongside the excavation.
' Slope heigl�t, slope inclina[ion, or excavation depth should in no case exceed those specified in local,
state, or federal safety re�ulation, (e.g: OSIIA) standards for excavations, 29 CFR part 1926, or
Assessor's regu]ations. Wl�ere disturbed soi] or uncontrolled fills are present, tlie contractor should Ue
' prepared to install shorino or flatten the excavation slopes.
Tlie excavation/shoring recommendations provided herein are based on soil characteristics derived £rom
t the test borings within the area. Variations in soil conditions wIll likely Ue encountered during the
excavations. Krazan & Associates, Inc. should be afforded the opportunity to provide field review to
evaluate tl�e actua] conditions and account for fieid condition variations, not otl�erwise anticipated in the
preparation of this recommendation.
' UTILITY TRENCH LOCATION, CONSTRUCTION AND BACKFILL
' To maintain the desired support for new foundations, new utility [renches sl�ould be located sucli tBat tl�e
base of the trench excavation is located above an imaginary plane having an inclination of 1.0 horizontal
to 1.0 vertical, extending downward from tl�e bottom edge of the adjacent footing. Utility trenches
' should be excavated according to accepted engineering practices following OSHA standards by a
contractor experienced in such work. The responsiUility for the safety of open trenches should be borne
by the contracto:. Traffi: and vibration adjacent to trench walls should be kept to a muumum; cyciic
' wetting and dryine of excavation side slopes should be avoided. Dependin� upon the location nnd deptl�
of some utitity trenches, o•ouudwater flow iuto open excavations could be experienced, especially during
or shortly following periods of precipitation.
' For purposes of this section of the report, Uac�ll is defined as materia] placed in a trench starting one
foot aUove tl�e pipe; bedding and shadivg (also refe�red to as initia] bac�ll) is all materfal placed in a
' trench Uelow [he backfill. With the exeeption of specific requirements of the local uTility companies or
building department, pipe bedding and shading should consist of clean medium-grained sand. Tlie sand
should be placed in a damp state and should be compacted by mechanical means prior to the placement
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I{razan S Associates, Inc. I
O�ces Serving The Wes�crn Unifed Sta[es
I2?060?6.Uoc i
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' . KA No. 122-D6026
Page No. 14
' Standard Sieve Size %Passing
No. 4 S5 — 100
' No. 8 75 — 95
No. 16 55 — 75
No. 50 25 — 45
No. 200 6 — 12
' EXTERIOR FLATWORK
' Exterior slabs should Ue cast free of the adjacent building foundation in order to act independenfly of the
wails and foundation system in all areas except doorways leading into the building. Tlus may Ue
accomplished by using a strip of a%z-inch tluck asphalt impregnated felt divider material between the
' slab edges and the adjacent stmcture. Wl�ere floating slabs-on-grade are not des'ued due to the need for
vertical control such as at doorways, dowel bars may be considered. Tliere is a potentia] drawback to the
use of dowel 6ars for slabs; there is a potential that a crack may develop para]lel to the edge of tl�e slab
' aUout two [o four feet 6ack of the edge. Exterior finish grades sliould have a minimum slope �adient of
1 to 1% percent away from the buildings to preclude ponding of water adjacent to the structures.
' Frequent construction or control joints should be provided in all concrete slabs where cracl:ing is
objectionable. Joint spacing should not exceed 30 times the slab thiclmess. Control joints, whether
scored or saw-cut should be no less than one-fourth of the slab thiclmess. Continuous reinforcing or
dowels at tlie construction and contro] joints will also aid in reducing uneven slab up1i8.
' Gxterior flatwork will be subjected to edge effects due to the fluctuation in the moisture content of the
subgrade soils along the outer edges o£flie slab. Deepened edge sections (also referred to as down mrned
' curbs) and controlled irrigation of landscaped azeas adjacent to tlie flatwork will aid in reducing tt�e
potential for the shrinkage and swelling of tlie underling soifs. By deepenin� the edge section of concrete
flatwork a minimum of 12 incl�es below [he subd ade soils, tl�ere is less potential for soil moisture change
' below at least the perimeter of the slabs. By maintaining the soil moisture content, the resulting soi]
displacement or shrink/swell cycles wil] also be reduced.
' RETAINING WALLS
For retaining walls with level ground surface behind the walls, we recoinmend that retaining walts
' capable of deflecting a minimwn of 0.1 perce�t of its heigh[ at the top be designed using an equivalent
fluid active pressure of 35 pounds per squaze foot per foot of depth. Walls that are incapaUle of this
deflection or walls that are fully coostrained against deflectioi� may be designed for an equiv_alent fluid
, at-rest pressure of �5 pounds per square foot per foot per depth. This is anticipated to apply to the
loadine dock wa11s. A passive lateral pressure of 350 pounds per square foot may be used to calculate
sliding resistance. If walls are to be constructed above descending slopes, our office should be contacted
to discuss further reduction in allowsUle passive pressures for resistance of lateral iorces, and for overall '
, retaining wall Foundation design.
The surcharge eFfect from ]oads adjacent to tlie walls should be included in the wall design. The
' surcharge load for walls capable of detlecting (cantilever walls), we recorrmiend applying a uniform
surcharpe pressure e�ual to one-third of the appiied load over the full hei�ht of tlie wa11. R�liere wa]ls are
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Krazau & Associntes, Inc.
Offices Serving The Western United Stotes
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' KA No. 122-06026
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' restrained the surcharge load sl�ould be based on one-half of [he applied load above the wall, also
distributed over [he £ull heiglit of the wall. For o[her surcharges, such as from adjacent founda[ions, point
loads or line loads, Krazan & Associates should be consulted.
� Expansive soils should not be used for bac�ll against walls. The zone af non-expansive bacl:fil]
material sliould extend from the bottom of each retaining wall laterally back a distance equal to the
' I�eight oP the wall, to a maxin�um of £�ve (5) feet.
The active and at-rest earth pressures do not include hydrostatic pressures. To reduce the build-up of
, hydrostatic pressures, drainage should be provided beluod the retaining walls. Wall drain sUould consist
of a minunum 12-inch wide zone of drainage material, such as'/<-i�ch Uy'h-inch drain rock wrapped in a
non-woven polypropylene geo[extile filter fabric such as Mirafi 140N or equivalent. Altematively,
' drainage may be provided by the placement of a conunercially produced composite drainage blanket,
such as Miradrain, extending continuously up from the base of tl�e wall. The drainage materia] sl�ould
extend from the base of the wall to finished subgrade in paved areas and [o witlun about 12 inches below
' the top of the wall in landscape areas. In landscape areas the top 12 inches should be backfilled with
compacted native soil. A 4-inch minimum diameter, perforated, Schedule 40 PVC drain pipe should be
placed witl� lioles facing down in tlte lower portion of the wal] drainage material, surrounded with drain
rock wrapped in filter faUric. A solid drninpipe ]eading to a suitable discharge point should provide
t drainage outlet. As an alternative, weep holes may be used to provide drainage. If weep holes are used,
the weep holes should be 3 inches in diameter and spaced about 8 feet on centers. The backside of tlie
weep i�oles should be covered with a corrosion-resistant mesh to prevent loss of backfill and/or drainage
t material.
PAVGMGNT DESICN
' Wa]-MaA requirements for pavemen[ design are as follow: "Paving shall be design usina the `AASHTO
Guide for Design of Pavement Structures 1993'..." "In a state wl�ere the highway department has
' developed a unique, state-approved metl�od oP pavement design, that unique mefliod wil] be accepted
only for a project in that state." Based on the established standard prac[ice of designing flexible
pavements in accordance with State of Califomia Department of Transportation (Caltrans) for projects
, within Califomia, we have developed pavement sec[ious in accordance witl� tl�e procedure presented in
Caltrans Standard Test Method 301. This pavement design procedure is based on the volume of traffic
(Traffic Index) and the soiJ resis[ance "R" value (R-value). The AASHTO procedure was used to
' evaluate rigid pavement section requirements.
Ir. accordanc� witl� R'al-Mad Stores, Inc, criteria, we understand that concrete and asphalt concrete
' pavement should be designed for Standard Duty and Heaw Duty traffic loading Uased on equivalent 1 S
l:ip ax]e loads of 109,500 (ESAL) and 335,800 (�SAL) respectively, and a design life of 20 years.
t Caltrans provides a conversion equatio� to convert ESAL to TI. The equation, wluch is based on a mix
of traffic, is: TI = 9�(�SAL/10 Based on tlus equation, the Traffic Indexes that correspond ro the
Standard Duty and Heavy Duty traffic loadin�s are 7.0 and 8.0 respectively. Tl�e Civil �ngineer sl�ould
' consult with Wal-Mar[ to confinn the truck count prior to assigning the Traffic ]ndex and selectine the
pavement sections for incorporation into tl�e project plans.
' I{razan 6: Assvcia[es, 3uc. :e
Offices Serving The Westem Uniced Seares
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' KA No. 122-06026
Page No. 16
, Asphalt Concrete (Fle�ble) Pavements
The design traffic loading and the wrresponding Traffic Indexes are conservative with respect to areas
' that will only services automobite, SW and light truck traffic. Although not specifically addressed in
the Wal-Mart document "Geotecluucal Investigation SpeciFications and Repo� Requirements," witl� tl�e
vast parking areas and the amount of impor[ required to construct ]ayered pavement sections
incotporating aggregate base, a Light Duty pavement may be appropriate for consideration in automobile
, parking areas. Based on ow experience with pavement design for retail centers, we recommend a
minimum Traffic Lidex of 5.5 for desi� of pavements for automobile parking lots and drive lanes.
' Based on a review of the boring logs and the R-value data presented above, fl�e near surface soii of tlie
site consists oF mostly silty sand with various amount of clay. Therefore, an R-value of 34 is considered
' to be representative for the pavement. If site grading exposes soil other than that assumed, we should
perform additiona] tests to wnfirm or revise the recouunended pavement sections for actua] field
conditions. Various alternative pavement sections based on the Caltrans Flexible Pavement Design
' Method are presented below:
ASPIIALT CONCRETE (TEXISLE) PAVEMENTS
' (R-value = 34 or greater)
Traffic / Pavement Traftic Asphalt Class 2 Campacted
DesignaHon Indes Concrete Aggregate Base Subgrade
' (inches) (inches) (inches) (inches)
LiGHT DUTV 5.5 3.0 6.0 12.0
' STANDnxn DUTY 7.0 4.0 8.5 12.0
HEAVY DUTY S.O 45 lO.O 72.0
' We recommend tl�at the subgrade soil 6e prepared as discussed in this report. Tlie compacted subgrade
sliould be non-yielding when proof-rolled witl� a loaded ten-wheel truck, such as a water tmek �r dump
' truck, prior to pavement construction. Subgrade pteparation should extend a minimum of 2 feet laterally
Ueyond [he edge of pavement or back of curbs. Pavement areas should be sloped and drainage gradients
maintained to carry all surface water off the site. A cross slope of 2 percent is recommended in asphalt
' conerete pavement areas [o provide good surface drainage and to reduce the potential for water to
penetrate into the pavement structure.
' Un]ess otherwise required by local jurisdictions, paving materials should comply with tUe materials
specificatiions presented in the Caltrans Standazd Specifications Sectioa Class 2 ag�egate should
comply with [he materials requirements for Class Z base fou�d in Section 26. '
' The mineral ugp egate s6a11 be Type B, %-iuch or '/-inch maximum, medium gradina, for flie
wearing course and '/-inch maximum, medium grading for the base cotu•se, and shall conform to the
requirements set forth in Section 39 of the Standard Specifications. The asphalt concrete materials '
, should compfy with and Ue placed in accordance witU tl�e specifications presented in Section 39 of the
' Krazan & Associates, Inc.
OfFiccs Serving rhe Westem Unired States
12206026.doo `
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' � KA No. 122-06026
Page Na. 17
, Caltrans Standard Specifications, latest edition. Asphalt concrete should be compacted to a minimum of
96 percent of the maximum laboratory compacted (lmeading compactor) unit weight.
' ASTM Test procedures and should be used to assess the percent relative compaction of soils, aggregate
base and asphalt concre[e. Aggregate base and suUUase, and tlie upper ]2 inches of subgrade should be
compacted to at least 95 percent based on the Modified Proctor maximum compacted unit weight
' obtained in accordance with ASTM tesf inethod D1557-00. Compacted aggregate base should also be
staUle and unyielding when proof-rolled with a loaded ten-whee( water truck or dump truck
Pordand Cement Concrete (Rigid) Pavement
' A four-inch layer of compacted Class 2 aggregate base should be placed over the prepared subgrade prior
to placement of the conerete. With the addition of the aggregate base material, we recommend that a
' combined modulus of subgrade/base reaction value of ] 50 pounds per cubic inch Ue used in design where
the rigid pavement is to be designed by a Structural Engineer.
' Rigid pavement design procedures have been developed by various agencies, including AASHTO and the
Portland Cement Association (PCA). We have evaluated the required pavement sections based on the
procedure presented in "AASHTO Guide for Design of Pavement Structures 1993" traffic volumes and
' [he design peramelers presented in WaI-Mart document "Geotechnica! hivestigataon Speeifications Ari�!
Repa7 Requirenients. "
, RIGID PAV�MENT
Traffic/Pavement Portland Cement Class 2 Aggregate Compacted
Designation Concrete (inches) Base (inches) Subgrade (inches)
' Stundard Duty 5.5 4.0 12.0
Heavy Duty 6.5 4.0 12.0
' Please note that tl�e concrete modulus of rupture is based on flexural streneth, not compressive strength,
and should be specified accordingly. A flexural strength of 550 psi should Ue specified accordingty. Ow
' experience is that tl�e compressive strength will have to Ue on the order of 3,800 to 4,500 psi may be
required to actueve tl�e requ'ued flexural strength. Prior to tf�e construction of any rigid pavement, we
recommend that concrete mix tvstories witli flexural strength data be obtained &om flie proposed
' supplier. In the absence of flexura] strength history, we recommend that laboratory trail batching and
testing be performed to allow for confirmation that the proposed concrete mix is capaUle of producing the
required t9exura] siren`rtfi.
, The concrete pavements should Ue designed wilh both longitudinal and transverse join[s. The saw-cut or
foaned joints should extend to a minimum depth on one-£ourth of the pavement tivckness plus % inch. '
' Joint spacing should not exceed 15 feet. Steel reinforcement of all rid d pavements is recommended to
keep fl�e joints tight and Lo cootrol temperamre cracldng.
' Keyed joints are recommended at aI] construction joints to transfer loads across the joints. Joints sliould �
Ue reinforced with a nunimum of 'h incl� diameter by 43-inch long defonned reinforcing steel placed at
mid-slab deptl� on 18-inch center-to-center spacing to keep the joiuts tighl for load transfer. The joints
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ICrazan S Associa[es,lnc.
O�ces Serving 71te WeStem United S[ates
f22060?6.dac
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' Scnln ➢nte� �
PROPOSED WAL-MART EXPANSION 1.2a,oao �.aN zao�
TEMECULA, CA Orom n n�o��a b " %� , � '� i
RM C.T � � � � i
' ProJect Na F� No. SITE DEVELOPMENT ENGIlVEERS j
� � 122-0602b I Offices Serving the Westem United States I
i
,
' �
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'
t x a�s�on Index �°es�
' ASTIIfl D- 4829/ UBC Std. 18-2
' Project Number : 122-06026
Project Name : Waimart - Temecula
' Date :12/22/06
Sample location/ Depth : B-2 @ 0-3'
' Sample Number : 1
Soil Classification :(SM), Silty Sand w/ Trace Clay
1
' Trial # 1 2 3
Wei ht of Soil & Mold, ms 609.6
Wei ht of Mold, ms 185.0
' Wei ht of Soil, ms 424.6
Wet Densi , Lbs/cu.ft. 128.1
' Wei ht of Moisture Sam le et , ms 30�.0
Wei ht of Moisture Sam le D, ms 278.g
Moisture Content, % 7.g
' D Densit , Lbs/cu.ft. 119.0
S ecific Gravit of Soii 2.7
' Degree of Saturation, % 49.2
' Time Inital 30 min 1 hr 6hrs 12 hrs 24 hrs
Dial Readin -- — — -- -- 0.008
'
' — Expansio� Potential Table
Expansion Index meas��ea 8 Exp. Index Potential �xp.
Expansion Index 50 = 7.7 0- 20 Very Low '
t 21 - 50 Low
51 - 90 Medium
' Exg�aa�sion Go�dex = 8 91 - 130 High
>130 Ve Hi h
1 i
i
Kraza� `�es�ang �.�bora�o� I
�
' Laboratorv Compac�ioa� Curve
' AS'�'M - D1557, D698
Project Number : 122-06026
' Project Name : Walmart - Temecula
Date : �z/�/pg
Sample location ; g-2 @ p-3�
' Sample/Curve Number : 1
Soil Classrfication :(SM), Silty Sand w/ Trace Clay
Test Method : 1557 A
' 1 2 3
Wei ht of Moist S ecimen & Mold, gm 4005.7 4098.5 4079.9
Wei ht of Com action Mold, m 1945.0 1945.0 1945:0
' Wei ht of Moist S ecimen, m 2060.7 2153.5 2134.9
Volume of mold, cu. ft. 0.0333 0.0333 0.0333
Wet Density, Ibs/cu.ft. 136.4 142.6 141.3
' Wei ht of Wet Moisture) Sam le, gm 200.0 200.0 200.D
Weight of D Moisture) Sam le, gm 187.8 184.5 '181.D
Moisture Content, °� 6.5% 8.4°� 10.5°,U
' D Density, Ibs/cu.ft. 128.'I 131.5 127.9
' iso Maximum Dry Density: 139.5 Ibs/cu.ft
ta5
_ Optimum Moisture Content: 8.5 %
, iao __,_ __—
135 — —
' � 730
�
u _
, a 125
�
c 120
a
G
' 0 715 _ --
1t0 —
' — — ' � I
105
.�
100 — Ti=
' � 95 . —{"—; —�—� .
0% 5% 10% 15% 20% 25% � �'.
' Moisiure Contcv�t, %of Dry Weight '��,.
'
� Krazan Testang Labora�ory
�
I �
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'
' Appendix B
Page B. I
' APP�NDIX B
' EARTHWORK SP�CIFICATIONS
GENERAL
, When the text of the report conflicts witU the general specifications ii� this appendix, the
recommendations in the report have precedence.
' SCOPE OF WORK: These specifications and applicable plans pertain to and include all earthwork
associa[ed with the site rough grading, including, Uut not limited to, the fumislung of all labor, tools and
equipment necessary for site clearing and gubbing stripping, preparation of foundation materials for
receiving fill, excava[ion, processing, placement and compac[ion of fill and backfill materials [o the
, lines and grades shown on the project gading plans and disposal of excess materials.
PERFOR117ANCE: The Contractor shall be responsible For tl�e satisfacrory completion of all
' earthworks in accordance with [he project plans and specifications. 117is work shall be inspected and
tested by a representa[ive of Krazan and Associates, Incorporated, l�ereinafrer referred to as the
Geotechnical Engineer and/or Testing Agency. Attainment of design grades, wl�en achieved, shall be
' cer[ified by [he project Civil Engineer. Both the Geotechnical Engineer and the Civil Engineer are the
Owner's representatives. If the Contractor should fail to meet [l�e technical or design requirements
emUodied in this document and on the applicable plans, he shal] make the necessary adjustments until
, all work is deemed satisfactory as determined by both the Geotechnical Engineer and the Civil
Engineer. No deviation from these specifications shall be made except upon written approval of the
Geotechnica] Engineer, Civil Engineer, or project Arehitect.
' No eartl�work shall be perfonned without the pl�ysical presence or approval of flte Geotechnical
Engineer. The Contractor shall notify the Geotechnical �ngineer at least 2 working days prior to the
' commencement of any aspect of the site ear[hwork.
The Contractor agrees that he shall assume sole and complete responsibility for job site conditions
' during the course of construction of this project, including safety of all persons and property; U�at tlus
requirement shall apply continuously and not Ue limited to normal working hours; and tl�at the
Contractor shall defend, indemnify and hold the Owner and the Engineers harmless from any and all
' liabili[y, real or alleged, in connection with the performance of work on this project, except for liability
arising from the sole negligence of the Owner or the En�ineers.
TECI�VICAL 1tEQUII2EIVIGNTS! All wmpac[ed materials shall be densified to the minimum
, relative compaction of 95 percent. Soil moisture content requitements presented in the Geotechnical
Engineer's reporf shall also be complied wi[h. The maxunum laboratory compacted dry unit weight of
each soil placed as fill shall be deteanined in accordance with ASTM test method D1557-00 (Modified
' Proctor). The optimum moisture content shall also be detemuned i� accordaz�ce with this test method.
"1'he terms "relative compaction° and "compaction" are defined as the in-place dry densiTy of flie
compacted soil divided by the laboratory compacted maximum dry density as deternuned by ASTM
' Test Method D1557-00, expressed as a percenta�e as specified in the tecluucal portion of the
Geotechnica] Engineer's report. Tl�e ]ocation and frequency of field density tests shall be as determined
' Krazan & Associates,lnc.
. Offices Serving The Westem L'nited S[a[es
' 12206U26.doc �
�
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' Appendix B
Page B. 2
' Uy the Geotechnical Engineer. The results of these tests and compliance witli these specificarions sliall
be tl�e Uasis upon which the Geotecluucal Engineer wil] judge satisfactory completion of work.
' SOILS AND FOUNDATION CONDIT'IONS: The Contractor is presumed to liave visited the site
and to have familiarized himself wi[h existing site conditions and the contents of [he data presented in
the Geotechnical Engineering Investigatiou report.
' The Contractor shall make lus own interpretation of Uie data contained in the Geotecluucal Engineering
Investigation report and [he Contractor shall not be relieved of liability under the Contract for any loss
sustained as a result of any variance between conditions indicated by or deduced from said report and
' the actual conditions encountered during the progress of the work.
DUST CONTROL: Tl�e work includes dust control as required for the alleviation or prevention of any
' dust nuisance on or about Uie site or the borrow area, or off-site if caused by the Contrac[or's operation
either during ttie performance of the earthwork or resulting from the conditions in which tlie Contractor
leaves the site. Tl�e Contractor shall assume all liability, including court costs of codefendants, for all
' claims related to dust or wind-blown materials attributable to his work.
SITE PREPARATION
' Site preparation shall consist of site clearing and grubbing, over-excavation of tl�e building pad azeas,
preparation of fow�dation materials for receiving fill, consuvction of engineered fill including the
placement of non-expansive fill where recommended Uy the Geotechnical Engineer.
' CL�ARING Al�� GRUBBING: The Contractor sl�all accept the site in tlus present condition and
shall demolish and/or remove from the area of designated project earthwork all structures, both surface
' and subsurface, trees, brush, roots, debris, organic matter and ali otUer matter determined by the
Geotechnical Engineer to Ue deleterious. Site stripping to reinove orgazric materials and organic-laden
soils in landscaped areas shall extend to a minimum depth of 2 inches or until a11 organic-laden soil with
organic matter in excess of 3 percent of the soils by volume are removed. Such materials shal] Uecome
' the property of the Con[ractor and shall be removed from the site.
Tree root systems in proposed building areas should be remnved to a minimum depth of 3 feet and to
, such an extent that would pennit remova( of all roots greater tl�an I inch in dianie[ec Tree roots
remaved in parking areas may be limited to the upper l Y� feet of Uie ground surface. Backfill of tree
root excavation should not be permitted until all exposed surfaces have been inspected and the
' Geotechnical Engineer is presen[ for the proper control of bac�ll placement and compaction. Burning
in areas that are to receive fill materials sl�all not be pernutted.
Excavations required to achieve design grades, depressions, soft or pliant areas, or areas disturbed by
' demolition activities eatending below planned finished subgrade levels should be excavated down to
firm, undisturbed soil and bactcfilled with engineered fi11. The resulting excavations should be backfilled
with engineered fill.
'
' EXCAVATION: Followinp clearing and gruhbing operations, the Wa]-Mart building pad area shal] be
over-excavated to a depth of at least four feet below existing grades or three feet below flie planned
foundation bottom levels, whichever is deeper, and the remaining azeas of the Uuilding azid adjoining
, !
s
IU�azau S Associates, t¢c. i
Offices Servin� 71te Wes[cm Unired S�ates !
' I220fi026.dnc j
I
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'
' APPENDIX D
GGOTECHMCAL INVESTIGATION FACT SI3�ET
' PROJECT LOCATION: Proposed Wa1-Mart Expansion, 32225 Route 79, Temecula, California
' Engineer: Clarence Jiang Phone No.: (909) 974-4400
Geotecluucal Engineering Co.: Krazan and Associates Inc. Report Date: March 8, 2007
' Groundwater Depth: 30 feet Fill Soils Chazacteristics: Silty Sand/Sand
Date Groundwater Measured: December, 2006 Maximum Liquid Lunit: N/A
' Topsoi]/Stripping Deptli: 2— 4 inches Maximum Plasticity Index: N/A
Undercut: 6 feet minimum (see report) Specified Compaction: 95 percent (ASTM
D1557-00)
' Standazd Proctor Results: N/A Moisture Content Range: -2°/a to +2%
, Recommended Compaction Control Tests:
1 Test for Each 2.000 Sq. Ft, each Lift (bldg, area)
t 1 Test for Each 2 500 Sc�. Ft. eaeh Lift (parking area)
Structural Fill Maxunum Lift Thiclmess 6 inches
(Measured loose)
' Subgrade Design R-Value = 34 �
' COMPONENT ASPI IALT CONCRETE
Standard Heavy Standard Heavy
Stabilized Subgrade (if applicable) 12" 12" 12" 12"
' Base Material: Caltrans Class 2 8.5" 10.0" 4.0" 4.0"
Aggregate Base
' Asphalt Base Course
Leveling Binder Cqurse
t Surface Comse 4.0" 4.S' S.5" 6.5"
' NOTE: This information shall not be used separately from tlie geotecluucal report.
'
, Krazan ti. Associates, Inc.
O�ces Sci��ing The 14'estern Unired S�ntes
' 122060?6.dor
_. __ _ _ __ _ __
'
'
FOLiNDATION DESIGN CRITERIA
' PROJECT LOCATION: Pronosed Wal-Mart �xpansioa 32225 Route 79. Temecula, California
' �ngineer. Glazence 7ian� Phone No.: 19091 974-44D0
Geotechnical Engineering Co.: Krazan and Associates. Inc.Report Datr. Mazch 8 2007
1 Roundatiou type: Sl�allow Foundation (wall and column soread footinel
' Allowablc bearing pressure: 2,800 psf
Factor of Safety: 3.0
' Minimum footing embedment: T�cterior. 18 inches Interior: I S inches
' Minimum footing dimensions: Individual: 24 inches ConHnuous: 15 inches
Frost depth: None
t Maximum foundaGon settlements: Total: '/, inch (staticl
Differential: '/ inch in 40 fr alone ueruneter walls (staticl
'/ incli between adiacent co]umns (staticl
' Slab Potential Vertical Rise: '/< inch
Capillary break (optional): 4 nicl�es of Coarse Ae eeate + 2 inches of Fine A�eeate
' Subgrade reaction modulus: 150 psi/in Method oUtained: Portland Cement Association
' Acfive Equivalent I'luid Pressures 55 ucf
P�ssive Equivulent Fluid Pressures 350 ncf
' Perimeter Drains (describe): Building: Not Applicable
Retaining Walls: One-foot wide filter fabric wranoed erave] wit1�
' oerforated drain pipe
Cement Type: No Specific Requirement
, Retaining Walt: At-rest pressure: 55 ocf
Coefficient of fricfion: 0.45
COMMENTS:
' NOTE: This information shall not be used separately from the geotecluiical report.
,
' Krazan & Associates, Inc.
O pres Serniug TGe {Pes�ern Uni�ed Smtes
' I?2060?6.doc