Report -0000(
r J GENERAL CONTRACTORS 8 CONSTRUCTION MANAGERS
1
Mi
3330 E Louise Drive,Ste 300,Meridian,Idaho 83642
Phone(208)362-3040 FAX(208)362-3113
ENOINEEREO STRUCTURES IMO. www.esiconstruction.com
OR Contractors License CCB#77160
LETTER OF TRANSMITTAL D038-37
Date:7/26/2013 Page 1 of 1
TO: PACLAND Project: WAL-MART#5935 TIGARD,OR
606 Columbia Street NW, Suite 106 7600 SW DARTMOUTH STREET
Olympia,WA 98501 TIGARD,OR 97223
ATTN: Jared VerHey ESI Job Number: D038-
Phone: (360)786-9500 Fax: (360)786-5267 Architect Project No. 10053
Email: jverhey @pacland.com
Item Description Copies Status Remarks
02360-01 Ground Improvement 1 For Your
_ Desi r n-Desi•n,QA/QC Plan Approval
Notes
>. KEViEweD 0 jtejei-TeL
C.1 FURNISH WITH ❑ NO PART
NOTED REVI51ONS SUPAARTAIS
❑ REVISE AND 0 NOT REQUIRED
RESUBMIT FOR REVIEW
Comments made on the shop drawings daring this review do not
relieve Contractor from compliance with requirements of Contract
Documents.This review it only for general conformance with the
design concept and general compliance with the information given
in the Contract Document. It does not include review of
quantities.dimensions.weight(or gauges.fabrication processes.
construction methods.coordination with the work of the trades.
or construction safety precautions,all of which are the sole
responsibility of the IraetOr
I'ACI,AND Portia C �1/?//,8 Date /l
Y
For Your (CC: Signature
Approved As
Action Needed Dena Maxwell
Delivery Method Project Coordinator
Ship#: denamaxwell@esioonstruction.com
"Experience... Service ... Integrity"
LICENSES:AK,AZ,AR,CA,CO,ID,IN,IA,KS,KY,LA,MN,MO,MT,NE,NV,NM,ND,OK,OR,SD,TX,UT,WA,WI,WY
CA#696242 NV#24265B AZ ROC 132139 OR CCB#77160 NM 488125 AK#27938 ID RCE-3108
July 31, 2013 llerracon
PACLAND
6400 SE Lake Road, Suite 200
Portland, Oregon 97222
Attn: Mr. Shawn Nguy, PE
Re: 02360 Specification Submittal—Ground Improvement Design Review 3
Walmart Store #5935-00
Tigard, Oregon
Terracon Project No. 82131014
Dear Mr. Nguy:
As requested, we have reviewed the documents Advanced Geosolutions, Inc. (AGI) submitted
to Engineered Structures, Inc. (ESI) for the submittal titled, "Ground Improvement Design and
Construction, Rev 2" dated July 26, 2013, with respect to the requirements stated in the
specification section 02360 Ground Improvement Design and Construction of the Project
Manual.
Based on our review, it is our opinion that the ground improvement design meets the ground
improvement project specifications. We recommend approving the design and providing
approval to proceed.
Sincerely,
Terracon Consultants, Inc.
r_
lr
Eric J. Li P- , GE Kristopher T. Hauck, PE
Geotechnical Department Manager Office Manager
Terracon Consultants, Inc 4103 SE International Way,#300 Portland Oregon 97222
P [503] 659 3281 F (503]659 1287 terracon.com
Geotechnical • Environmental • Construction Materials • Far ilities
Advanced Geosolutions, Inc.
13 Orchard Rd.,Suite 105 05,
Lake Forest, CA 92630 5,,,ctu.«.�..
P (310) 796-9000 F (310) 796-9001 oq:,": °'°"°'o
rap
July 26, 2013 Our Ref: 714177
Mr. Jeffrey Diehl Engineered Structures, Inc.
3330 East Louise Drive, Suite 300
Meridian, ID 83642
RE: Ground Improvement Design and Construction, Rev 2
Specification Section 02360
Submittal 001
Wal-Mart#5935
Tigard, Oregon
Dear Jeffrey:
This submittal incorporates comments received from Pacland/Terracon, per email
communication sent by ESI. In accordance with specification requirements, Advanced
Geosolutions, Inc. (AGI) is pleased to submit this design, quality assurance and quality control
(QA/QC) plan, and installation procedures of Ground Improvement at the above referenced
project.
Concepts, calculations, means and methods in this design are deemed intellectual property of
AGI, and shall remain confidential to Engineered Structures, Inc. (ESI), its design consultants
working on this project, Owner's Engineer, and Building and Safety official tasked with review
and approval of this project. AGI's design, and any other related information, shall not be made
available to another party without the expressed written consent of AGI.
AGI has performed this evaluation in a manner consistent with the standard of practice
exercised by members of the geotechnical engineering community practicing in this field. We
appreciate the opportunity to be of service. Please contact the undersigned if you have any
questions regarding this submittal or require additional information.
Sincerely,
Advanced Geosolutions, Inc. (AGI)
_SPED PROF-4;s,
4451 � N�F9/mot
80300PE r
•
gN/VAN6p'
Juan I. Baez, Ph.D., P.E. EXPIRES: 1 A' ' Raul Verduzco, P.E., LEED AP
Oregon License No 80300PE Design-Build Staff Engineer
Chief Engineer
Ground Improvement Design and Construction July 26,2013
Submittal 001,Rev 2
Wal-Mart#5935-Tigard.Oregon
1. INTRODUCTION
The proposed Walmart project will consists of two Retail Pads (12,000 SF) and a main store
pad covering approximately 138,000 SF. The main retail pad is planned with a finished floor
elevation (FFE) of+180FT, whereas the Retail 1 FFE is panned at +176FT and Retail 2 FFE at
+186.5 FT. Current site grade elevations are in the +172 to +185FT range. Consequently, Fills
are required to reach FFE for the areas in question. The site is subject to potential seismically
induced liquefaction. Ground Improvements are designed to meet performance specifications in
accordance with Section 3.1.
A geotechnical report"Final Geotechnical Engineering Report Proposed Walmart Store#5935-
00, Tigard, Oregon" dated March 5, 2013 was prepared for the project by Terracon Consultants,
Inc. Two issues have been identified in the Terracon report: 1) consolidation of the underlying
compressible soils which will result in estimated static settlements in the order of 3 to 7 inches
because of the additional loading from the fills and site grading operations required to achieve a
finished floor elevation of 180.00 feet, and 2) liquefaction induced total and differential
settlements across the building pad and outlot pads of the underlying sand and non-plastic silt
soils. Ground improvement is recommended to improve the stiffness or density of the in-situ
soils to provide the minimum required design and performance parameters provided below in
accordance with Specification Section 02360 as well as to limit liquefaction related settlements
for the proposed building footprint and building structural elements.
AGI has selected a combination of ground improvement techniques to address the two issues
described in the Terracon report. In areas where liquefaction induced settlement are lower than
the maximum calculated limit of 4 inches we will use the preload (by others) and wick drains to
accelerate anticipated consolidation, to within allowable 1 inch limits, over a period of 5-10
weeks following the complete installation of the preload. Foundation footings will be supported
on Stone Columns (Aggregate Piers), and areas of the site where liquefaction induced
settlements exceed 4 inches will be treated with Stone Columns as well.
2. METHOD STATEMENT
This submittal addresses the installation of wick drains and stone columns to achieve the
performance criteria specified in Section 02360— Ground Improvement Design and
Construction, Part 3.1. The planned ground improvement layout consisting of stone columns
and wick drains for the main building and outlot buildings is shown in Appendix A. Stone
columns, also referred to as vibro-replacement columns, is a ground improvement technique
that uses purposed-built specialty vibroflots to reinforce and/or densify native soils. A typical
stone column consist of a crushed rock column with a diameter ranging from 2 to 3 feet; all
other things being equal, the diameter is a function of the stiffness of the confining soil; smaller
diameter columns are produced in stiffer confining soils. Wick Drains are artificial vertical
drainage paths consisting of a central plastic core, which functions as a free-draining water
channel, surrounded by a thin geotextile filter jacket. A typical wick drain is approximately 4
inches wide, 1/8 inch thick, and comes in rolls up to 1,000 feet in length.
To better define the limits of work assigned to the wick drain or stone column treatments AGI
has undertaken an extensive CPT program consisting of an additional 27 explorations (AGI-1
thru AGI-27). The CPTs were performed at nominal 80ftx80ft spacings, 1 CPT per 6,400SF,
which is in excess of the post-CPT area frequency (10,000SF) required by the specifications in
A G I
Ground Improvement Design and Construction July 26,2013
Submittal 001,Rev 2
Wal-Mart#5935-Tigard,Oregon
order to evaluate work after treatments. The locations of the AGI CPT supplemental exploration,
as well as locations of Borings and CPTs performed by Terracon, are shown in the attached
Appendix B.
Based on the geotechnical information available to date, we anticipate that pre-augering of the
top 7ft may be required at some locations. This will assist with vibroflot and wick drain
installation unit penetration to the design depth.
The installation process of stone columns consists of imparting energy by means of vibrations
that are generated close to the tip of the vibroflot and are produced by rotating eccentric weights
mounted on a shaft. An electric motor rotates the eccentric weights at high speed. The vibroflot
is suspended from follower tubes which are used to lower the vibroflot to the design depth. To
install a stone column, the vibroflot and follower tube arrangement is suspended from a crane or
excavator. The vibroflot is lowered into the ground under the action of its own weight, vibrations
and air jetting. Upon reaching the design depth the vibroflot is raised to allow stone to be
expelled at the tip of the vibroflot. The height the vibroflot is raised varies between 2ft and 4ft
and is a function of the soil conditions. In some instances it may be necessary to raise the
vibroflot greater than 4ft to clear a stone blockage. Once a blockage has been removed, the
operator will resume using 2ft to 4ft lift heights. Cohesionless soils are densified and reinforced
by the construction of the stone column, while cohesive soils are reinforced by the installation of
the column. At this site, there appears to be few cases of clean granular soil that would densify
due to vibratory effects. Usual practice indicates that soils with fines content in excess of 15-
20% cannot be densified under the vibratory action of the vibroflot equipment. For liquefaction
mitigation, the stone columns are installed on a grid pattern which is designed to reduce
deformations to the design levels. For foundation support the columns are grouped under each
footing and are sized and spaced to reduce expected settlements to design levels. Because of
the silty and/or clayey condition of the site soils, improvements will be achieved as a result of
replacement and/or displacement of part of the ground with the stiffer stone column. The design
criteria calls for liquefaction settlement to be reduced to less than 4-inches and long-term static
settlement to be reduced to less that 1-inch in accordance with the specifications.
For the wick drain installation, AGI will be supported by the technical assistance and equipment
resources of Menard, USA and its affiliated company U.S. Wicks (largest wick drain contractor
in the country). The installation process of wick drains consist of a bottom drive static-vibratory
wick drain installation unit connected to a mast through which the wick drain material, encased
in a rectangular steel mandrel, is statically forced (constant load or constant rate method) into
the soil. If stiff/dense layers are encountered, vibration can be induced to aid penetration. The
wick drain installation unit will be mounted to either a CAT 330 hydraulic excavator or similar.
Wick drains were developed primarily to speed up the consolidation of cohesive soils. They are
normally installed on a regular grid pattern ranging from 3-feet to 6-feet on center depending on
ground conditions. The drains accept water from the consolidating ground in the radial direction
and transport it the vertical direction with as little hydraulic resistance as possible. In addition to
their initial application, wick drains have proven to be very beneficial in aiding the vibratory
densification of mixed soils. Traditionally soils that contain high fines have shown only limited
densification improvement immediately after the installation of stone columns, with the full
improvement not measurable for many weeks after the installation is complete. However, by
installing wick drains before the stone columns, the effectiveness of the stone columns can be
increased considerably, and the results of the improvement can be verified in a much shorter
period of time.
SAG I
Ground Improvement Design and Construction July 26,2013
Submittal 001,Rev 2
Wal-Mart#5935-Tigard,Oregon
Following the completion of the ground improvement installation, the upper soils will become
loose and "fluffed". In accordance with the specifications, the GC is to re-instate the disturbed
depth (upper 1 to 2 feet of the profile) in accordance with the specification requirements for
Engineered Fill.
3. EQUIPMENT
Stone Column Equipment
The equipment required for the installation of the stone columns consists of a down-hole electric
vibroflot, which will be suspended from a 120 ton crawler crane or, at AGI's discretion, CAT 365
or equivalent, an electric generator to supply power to the vibroflot, a front end loader (or high
reach loader)to supply crushed stone to the vibroflot, an air compressor to push gravel through
the follower tube, and a small excavator mounted drill for pre-drilling approximately top 7ft, if
necessary. Figure 1 and Figure 2 depict the essential equipment components and setup of the
stone column system mounted on a crane and mounted on an excavator, respectively.
At AGI's discretion, a down-hole electric vibrator with the following specifications will be used:
Crane Mounted Vibrator Excavator Mounted Vibrator
Model V-330 V-23
Motor size 130kW 130kW
Eccentric Force 230kN 240 kN
Voltage 480V 440V
Frequency 60Hz 60Hz
Freely Suspended Amperage 50-100Amps 75-85 Amps
Max Amperage —100 Amps over freely — 85 Amps over freely
suspended amperage (up to 2 suspended amperage (up to
seconds) 2 seconds)
Weight* 2.7 tons 2.3 tons
Length* 11 ft 11 ft
Diameter* 1.4ft 1.16ft(w/o wear parts)
Amplitude 0.8— 1.0 inch 0.8 -1.0 inch
*The weight,above exclude the extension(follower)tubes required to reach a particular depth.
The vibroflot is fitted with a follower tube to reach the design depth of nominal 25 feet below
existing grade. Follower tubes are marked with lines at 1ft increments and with numbers at 5ft
increments. The vibroflot is controlled by the crane or excavator operator from the cab of the
crane or excavator where the operator can view the power(amps) being used by the vibroflot at
all times. A second amp meter located outside the crane or excavator is readily viewable by the
inspector at all times during the stone column construction process. The vibrator will be
powered by a 200-400kW diesel powered mobile generator. An air compressor (900 to 1,600
CFM) will be used to pressurize the follower tube and push the gravel to the tip of the vibroflot.
A front end loader (2 to 4 yard capacity) will be used to supply rock material from the on-site
stockpile to the actual stone column location. An excavator mounted drill will be used to
MAGI
Ground Improvement Design and Construction July 26,2013
Submittal 001,Rev 2
Wal-Mart#5935-Tigard,Oregon
perform pre-drilling at each stone column location to an approximate depth of 7 feet below
working grade.
: •
Q
�f
¢z Im1
+peen.cb.nib.lJ
=_-. uInI■II■■I�
obe
Figure 1.Typical AGI Crane Mounted Bottom Feed Vibro-Replacement(Stone Column)Equipment.
AGI
Ground Improvement Design and Construction July 26,2013
Submittal 001,Rev 2
Wal-Mart#5935—Tigard,Oregon
Base or carrier unit
Hanger coupling
Hopper unit
� -
f ' /
° Closing
,r ` ti;,f
1 '>> ' mechanism
A i I "'ir-1'/� Transition tank
L ` it Upper silo tube
r liPm*
Lower silo tube
i ERR ,
111 II 1111111 f) 3- Vibroflot
r -- -I' -
Figure 2.Typical AGI Excavator Mounted Bottom Feed Vibro-Replacement(Stone Column)Equipment.
Wick Drain Equipment
Installation of the vertical wick drains will be accomplished by using a bottom drive static-
vibratory wick drain installation unit. The unit consists of a mast through which the wick drain
material, encased in a rectangular steel mandrel, is statically forced (constant load or constant
rate method) into the soil. If stiff/dense layers are encountered, vibration can be induced to aid
penetration. The wick drain installation unit will be mounted to either a CAT 330 hydraulic
excavator or similar. Carriers of this size will enable it to achieve its full pushing force.
MAGI
Ground Improvement Design and Construction July 26.2013
Submittal 001,Rev 2
Wal-Mart 415935-Tigard,Oregon
The mandrel is rectangular in section, measuring 5 inches by 2 inches, with rounded corners to
ease penetration. The pushing mechanism is a pair of sprockets that grab washers that are
welded on to the two wider outside faces of the mandrel. The washers are spaced
approximately 5.5 inches on center along the mandrel. The outside and inside diameters of the
washers are 3-3/16 inches and 2.0 inches, respectively. The washer thickness is 1/2 inch. The
wick drain installation unit is rated at 25 tons static down force, and 1,100 inch-pound eccentric
moment. The mandrel length will be setup with a length of approximately 48 feet, capable of
installing drains to a maximum depth of approximately 40 feet, depending on ground conditions.
The vertical wick drain material to be installed will be Colbond CX1000, manufactured by
Colbond, Inc. The technical data sheet for this material has been included with our previous
submittal for the wick drain areas.
t ,n: -4� ' ' a, i• .C:-•ice.. 4174.—. ��+ /III , "- 1 -
■•
• isi .• ,.._ , F
_ ;,..t
f it
'''‘ ■ A
.,..
.. . , ,__ imp 4-1.
..... _
Figure 3.Typical Mandrel(left)and Typical AGI Excavator Mounted Wick Drain Installation Equipment(right).
4. DESIGN BASIS AND IMPROVEMENT PROGRAM
AGI has performed their analysis based on information obtained from the geotechnical report
prepared by Terracon Consultants, Inc. Our design indicates that installation wick drains to a
depth of 20 feet and limited area of stone columns to a depth of 25 feet BGS, would satisfy the
specification requirements to reduce hazards related to the following issues:
• Bearing Capacity
• Long-Term Static Settlement
• Liquefaction Induced Settlement
Parameters for the design are as follows:
• Allowable Bearing Pressure: 3,000 psf
• Building Foundations Allowable Long Term Total Static Settlement: 5 1 inch.
• Building Foundations Allowable Long Term Differential Settlement
Over 40 feet: <_ 0.53 inch
• Slab Allowable Long Term Total Static Settlement: <_ 1 inch
• Slab Allowable Long Term Differential Settlement Over 40 feet: <_ 0.96 inch
• Allowable Liquefaction Settlement: 5 4 inches
• Allowable liquefaction Differential Settlement over 40ft: 5 2 inches
• Design Ground Water Depth: 3 feet
• Design earthquake magnitude: Mw 6.8
A G I
•
Ground Improvement Design and Construction July 26,2013
Submittal 001,Rev 2
Wal-Mart#5935—Tigard,Oregon
• Design peak ground acceleration: 0.27g
Building Foundation Static Settlement Improvement
Static settlement improvement calculations for building foundations areas are based on the pre-
improvement settlement based on the in-situ soil information and the consolidation test results
performed on representative samples of the fine-grained soils encountered at the site and
provided in Terracon's report. The amount of settlement improvement is a function of the value
of anticipated settlement in the absence of any improvements. In accordance with the
standards of practice, the improvement in settlement reduction will depend on the portion of the
soil replaced (area replacement ratio) by the improved ground, as well as the material properties
of the ground improvement product.
The improving effect of stone columns on static settlement under building foundations was
analyzed in general accordance with the method proposed by Priebe (1995), which determines
an improvement factor based on area replacement ration and the friction angle of the backfill
material. Our static settlement analysis with pre- and post-stone columns under the building
foundations is included in Appendix C of this submittal, which indicates that a stone column
program with an area replacement ratio (Ar) ranging from 28% to 39%, depending of footing
type, is adequate to meet the intended settlement performance criteria. Note that this analysis
is conservative in the since it neglects any additional consolidation settlement that will occur
during the surcharge program.
Slab Static Settlement Improvement
Static settlement improvement calculations for slab areas are based on the pre-improvement
settlement based on the in-situ soil information and the consolidation test results performed on
representative samples of the fine-grained soils encountered at the site and provided in
Terracon's report. The amount of settlement improvement is a function of the value of
anticipated settlement in the absence of any improvements based on the anticipated surcharge
load program. In accordance with the standards of practice, the improvement in settlement
reduction will depend on the horizontal coefficient of consolidation of the in-situ soils, as shown
on the table below, and the wick drain spacing that will accelerate the consolidation settlement
during the surcharge program. Note that results from in-situ dissipation tests via CPTs,
performed by AGI prior to bid, indicate that horizontal coefficients of consolidation are higher
than those measured from lab testing. Nonetheless, for design a value of Ch = 35m^2/yr has
been assumed.
Summary of Coefficient of Consol Calcs:
Coefficient of Consol
Test Depth Cv Ch Ch Ch
LL (ft) (ft^2lday) (ft^2lday) (cm^2/sec) (m^2Iyr)
B-1.S-4 29 7.5 0.35 1 33.9
B-3. S-5 10 0.4 1.1 37.3
B-101, S-8 31 0.5 1.35 45.8
B-102, S-9 55 35 0.15 0.4 13.6
AGI-02 16 1 3154
AGI-02 20 1 3154
A G I
Ground Improvement Design and Construction July 26,2013
Submittal 001,Rev 2
Wal-Mart#5935-Tigard,Oregon
The improving effect of wick drains on static settlement under the slab areas was analyzed in
general accordance with methods proposed by Barron (1948). Based on a 2 foot surcharge
above FFE that is to be maintained for a minimum of 5 weeks our calculations, included in
Appendix D, show that a 20 foot deep wick drain program with 6 foot triangular spacing in areas
where up to 5 feet of fill are required to achieve FFE and with 5 foot triangular spacing in areas
where more than 5 feet of fill are required to achieve FFE would be adequate to meet the
intended static settlement criteria under the slab areas. However, given that the Ground
Improvement program is likely to be completed ahead of the 10 week schedule allowed for in
the scope of work between AGI and the GC, AGI reserves the right to extend the preload
program beyond the indicated 5 weeks in the event that it becomes necessary without incurring
penalties for delay so long as the overall program of ground improvement installations and
preload duration are within the allowed 15 week program.
Geotechnical Bearing Capacity Improvement
The bearing capacity of the improved in-situ soil has been determined based on long
established bearing capacity equations utilizing the composite shear strength parameters of the
stone column reinforced soils. The composite shear strength of the stone column reinforced
soils is computed using the conventional method of calculating the weighted average of the
shear strength components of the stone column element and the matrix soil materials (FHWA
1999) based on an area replacement ratio (Ar). Our bearing capacity analysis, included in
Appendix E, shows that the area replacement ratio provided for each footing type is adequate to
meet the allowable bearing pressure of 3,000 psf under the building foundation areas.
Liquefaction Settlement Improvement
Liquefaction analyses were undertaken in general accordance with procedures outlined by Youd
and Idriss NCEER 1997 and Idriss and Boulanger 2008. While procedures from these 2
standards of practice publications are well established for liquefaction evaluations in sands and
silty sands, they are not well established in conjunction with the use of high fine content silty
sand, sandy silts, or silts, which are the conditions at the Sherwood Walmart site. There are 2
primary issues of concern and subject of debate: 1) potential for liquefaction of silt soils, and 2)
compressibility (volumetric strain)calculations for silt soils. This is because fines corrections for
silt content alone do not necessarily capture the compressibility characteristics of a silt or sandy
silt. In practical terms, we know from decades of years of experience with vibratory ground
improvement techniques that soils containing in excess of 20% simply do not reconstitute
(undergo significant volume compressibility change) as well as clean soils, and in fact, little void
ratio changes are effectively introduced in spite of significant vibratory strain energy imparted to
the soil. As noted by professor Ray Seed et.al., (2003) "It appears likely that, as
vibrodensification works by essentially liquefying and densifying the soils, the limits of"treatable"
soil types is at least somewhat coincident with the types of soil that are "liquefiable", an thus in
need of treatment." Therefore, evaluation of liquefaction potential of silt soils and its
consequences (settlement) need to be viewed in an overall context of various methods,
parameters, and empirical experience.
For this site, it is our opinion that a reasonable approach to evaluating liquefaction and
mitigation uses the following procedure:
MAGI
Ground Improvement Design and Construction Jul■26.2013
Submittal 001,Rev 2
Wal-Mart#5935-Tigard,Oregon
a. Evaluate side-by-side CPT and SPT soundings, along with available laboratory
data on fines content, moisture, and Atterberg Limits to test potential for
liquefaction:
• Definition of potentially liquefiable soils per Idriss and Boulanger, 2008 based on
laboratory tests and shear wave velocity
• Associated CPT calculated Soil Behavior Type, Ic, Index. Use correlated Ic"flag"
to define liquefiable vs. non-liquefiable soils.
• Available shear wave velocity test data and potential for liquefaction per Andrus
and Stokoe 2000 (also cited in Idriss and Boulanger, 2008).
b. Calculate liquefaction settlement by 4 procedures: Idriss and Boulanger 2008
(largely based on Ishihara and Yoshimine 1992); Tokimatsu and Seed
1984/1987; Zhang et al (2002)and NCEER (Robertson 1997,1998). Note the
commercially available computer software CLiq V1.7 has capability to calculate 3
of the 4 procedures (other than Tokimatsu and Seed). Use an average of the 4
methods.
c. Knowing that fines content generally exceed 20% fines, estimate improvement by
calculations of reduction in shear stresses redistribution within the soil matrix per
Baez, 1995 and a reduction in settlement based vertical stress using area
replacement ratio. Implementing a stone column program that will introduce a
replacement/displacement ratio greater than the estimated non-treated
volumetric strain. On this basis, evaluate total and differential seismic settlements
following installed stone column quantities.
d. Evaluate post improvement CPTs within areas treated by stone columns. Note
areas not treated by stone columns have already been tested with the AGI-series
CPTs. These will be submitted with the post-improvement CPTs as part of the
as-built information package.
Based on the above procedure the following are our findings:
a. There are 5 cases of"side-by-side" CPTs-SPTs at the site, namely:
CPT Number Corresponding
Boring Number
CPT-01 B-101
AGI-06 B-1
AGI-19 B-5, WB-7
AGI-21 B-3
AGI-22 MW-1, PW-1
For each case, the following laboratory and corresponding Ic value are available.
Note that the laboratory data for each sample is meant to be representative for an 18" interval
that constitutes and SPT value. Therefore the Ic is an average value for the corresponding 18"
at the same depth as the SPT sample.
SAG I
Ground Improvement Design and Construction July 26,2013
Submittal 001,Rev 2
Wal-Mart#5935-Tigard,Oregon
Pair: CPT-01 and B-101
Liquefiable(Idriss
and Boulanger,
Depth Fines Ic(Ave 18") LL PI 2008)
ft
3.0
5.0
7.5
11.0
16.0
21.0
26.0
31.0 95 2.35 NP NP Yes
32.5
36.0
41.0
Pair: CPT(AGI-06)and B-1
Liquefiable(Idriss
and Boulanger,
Depth Fines Ic(Ave 18") LL PI 2008)
ft
3.0
5.0
7.5
10.0 87 2.61 29 9 No
15.0
20.0
25.0
Pair: CPT(AGI-19)and WB-7
Liquefiable(Idriss
and Boulanger,
Depth Fines Ic(Ave 18") LL PI 2008)
Depth Content FS
ft
3.0
5.0 2.68 35 13 No
7.5
10.0
15.0
20.0
25.0
SAG I
Ground Improvement Design and Construction July 26,2013
Submittal 001,Rev 2
Wal-Mart#5935-Tigard,Oregon
Pair: CPT(AGI-21)and B-3
Liquefiable(Idriss
and Boulanger,
Depth Fines Ic(Ave 18") LL PI 2008)
ft
3.0 2.57 33 9 No
5.0
7.5
10.0
15.0
20.0
Pair: CPT(AGI-22)and MW-1, PW-1
Liquefiable(Idriss
and Boulanger,
Depth Fines Ic(Ave 18") LL PI 2008)
ft
3.0
5.0 88.8 2.82 45 22 No
7.5
10.0 80.2 2.58 NP NP Yes?
15.0
20.0
The above data set indicates that an Ic of 2.6, or greater, would not include potentially
liquefiable soils. Therefore, the data indicates that the usual divider Ic of 2.6 applies to this site.
The context of liquefaction potential for the silt soils is complemented by evaluating the
corrected shear wave velocity and comparing to the liquefaction vs. non-liquefaction data base
by Andrus and Stokoe 2000 (Idriss and Boulanger 2008). Seismic shear wave velocity
measurements are available for CPTs 01 and 02 as shown in the Figure below.
A G I
Ground Improvement Design and Construction July 26,2013
Submittal 001,Rev 2
Wal-Mart#5935-Tigard,Oregon
Shear Wow Velocity,Vs(m/sec)
100 150 200 250 300 350
0
0g10•
—o—CAr-01, ur Vet
20 �Cpt-02.Measasu Vi Val
—Req Val
30
ao
50
60
For ease of reference, the Andrus and Stokoe 2000 (Idriss and Boulanger 2008) data set for
liquefaction vs. non-liquefaction case histories is reproduced below.
06
AntLu.and Stokoe 12000) •
Uncemented Holocene soils.
Average V0,&a,,,values. •
•
MSF&r,by Idnss(19991
• 35 20<5 Fmes
CRR curves are for • Content 1%)
• M=75.n',w=1 atm. I
U 04 ` • •• a.I t
• t I
O • •
•G 0
.�..
• iv •
r
t* '..F.� o
0 2 — - Fines • • ■
U L NL Content •■a ■/7
■ <5% •a a "- /
• 4. 6-34% elk. i /
• ?35% !3 • u
L.-liquefaction -
NL=nonitq �n�r
9
0 .!!
0 100 200 300
Corrected shear wave velocity. Vc, (m/s)
The data base indicates that there are no cases involving liquefaction when silty sands (fines
>35%) exceed a corrected shear wave velocity (Vs1) of 180m/sec. Shear wave velocity, Vs1,
values at the Tigard site indicate that in all measured cases, the corrected shear wave velocity
exceeds 180 m/sec below a depth of 25-30ft bgs. Accounting for some transitional material, on
gAGI
Ground Improvement Design and Construction July 26,2013
Submittal 001,Rev 2
Wal-Mart#5935-Tigard,Oregon
the basis of shear wave velocity measurements, we considered liquefaction potential below 35ft
to be low and not contributing to significant liquefaction settlements.
b. AGI performed 27 CPT exploration soundings throughout the areas of concern.
PDF output files as well as data files are included in Appendix F. Following a
calibration for soil that may be deemed potentially non-liquefiable based on
laboratory tests data and supplemental shear wave velocity test data, each of the
pre-improvement CPTs was evaluated using the commercially available software
program CLiq V1.7 (latest version). Four seismic settlement methods were used
and given the nature of soils (silts and highly silty sands) it was deemed
appropriate to use an average of the 4 methods to evaluate compliance against
specifications. For brevity, we are submitting attached under Appendix F, the Cliq
output files for the NCEER Robertson (1997. 1998) method. Calculation of
liquefaction settlement for each of the CPTs, using the 4 methods mentioned,
with an lc "flag" at 2.60 and a limited depth of 35 ft, indicates that pre-
improvement settlements are primarily in the 1-3.5 inch range, with the exception
of the area surrounding CPT AGI-17 (See Appendix F).
c. The above calculations indicate that the area on, and around, CPT AGI-17
exceed allowable seismic settlement requirements while remaining areas are
within compliance. Installation of stone columns ground improvement is therefore
tailored to mitigating the area surrounding AGI-17. Reduction in liquefaction
settlements by means introduction of the stone column at 10ft regular squared
grid using a nominal 3ft diameter column provides a coverage of 7.1%. Using
Baez, 1995 methods the shears tress redistribution with a stress concentration of
2.7 would effectively reduce the cyclic stress within the soil to a factor, Kg, of
0.78, or 22% reduction. The liquefaction analyses are then repeated with a lower
pga to account for the presence of the stone columns. Reduction of seismic
settlement follows similar principles as that for static stress distribution, that is to
say, as the ground liquefies and pore pressure begin to dissipate distribution of
the vertical load will be concentrated in the columns because they are stiffer than
the surrounding ground. To that end, improvements can be approximated by
following Priebe 1995 and 1976 guidelines. Reduction of seismic settlement of
silt soils using reinforcement has been demonstrated via centrifuge test (Adalier
et al 2003). For the given area replacement ratio, the seismic improvement factor
is calculated at 1.4. AGI-17 also indicates the presence of slightly cleaner sands
where some changes in tip resistance might be expected. Therefore, after shear
stress distribution, partial improvement, and vertical settlement reinforcement we
calculate with a stone column to a 25 ft depth, the post-improvement liquefaction
settlement estimates at AGI-17 is on the order 3.62 inches (average of 4
settlement methods). As previously noted, the boundaries of the Stone Column
treatment area is shown in the attached shop drawing (Appendix A).
Our evaluation of differential settlements including the partial stone column area
and non-stone columns areas indicate that differential settlements would be
within allowable 2inch in 40ft. In particular around the areas of treatment and no-
treatment the following differential settlements are calculated:
SAG I
Ground Improvement Design and Construction July 26.2013
Submittal 001,Rev 2
Wal-Mart#5935-Tigard.Oregon
AGI-17 Post 3.62 in
Differential Settlement Estimates: _
Differential Diff over
From To Distance Settl(in) 40'
AGI-17 AGI-12 113 2.55 0.90
AGI-17 CPT-1 68 0.27 0.16
AGI-17 AGI-13 113 2.05 0.72
AGI-17 AGI-16 80 1.60 0.80
AGI-17 AGI-18 80 1.72 0.86
AGI-17 AGI-21 113 0.32 0.11
AGI-17 AGI-22 80 1.77 0.89
The procedure evaluates the estimated liquefaction settlement within non-stone
column areas and compares it to the estimated settlement within stone column
areas, or alternatively within non-stone column areas only. For areas other than
those surrounding AGI-17 the Tables included in Appendix F illustrate the
calculation of differential settlement elsewhere. This includes transition areas
between stone columns and non-stone columns.
As indicated in the matrix of calculations, in all cases the differential settlement
would meet the allowable seismic settlement of 2 inches or less over 40ft.
Regarding differential static settlement between areas of footings supported on
stone columns and slab areas in non-stone columns, the slab settlement will be
controlled by the preload program with total remaining settlement at less than 1
inch. As noted in our static settlement analysis included in Appendix C of this
submittal, the post improvement static settlement for footing locations would be
less than 1-inch. Therefore, even at the extreme cases the differential
settlements would be within the allowable 0.96 inches over 40ft.
In our opinion, no single seismic settlement method is robust enough or has
enough verified track record in silt soils, to stand out as a preferred method with
the most reliability. As such, AGI has utilized a statistical basis consisting of the
average of 4 seismic settlement calculation methods. In comparison to the other
3 methods, the Idriss and Boulanger method appears as an outlier with none of
the other methods indicating that the total settlement exceeds 4 inches. As such,
we believe the probability of exceeding is low and an averaging basis is an
adequate for evaluation of settlements.
d. With the exception of a few cleaner layers at AGI-17, given that the majority of
soils have fines contents in excess of 20%, together with a design basis that
relies on area replacement ratios and depth of improvement, it is our opinion that
the CPTs are unlikely to show significant changes in tip resistance. Nonetheless,
the required CPTs will be conducted and evaluated for measured changes and
review against design assumptions within the area treated with Stone Columns.
Other areas not receiving stone column installation will not be altered and thus
the extensive supplemental AGI CPT program performed prior to installations will
serve as the verification testing program required by the specifications.
A G I
Ground Improvement Design and Construction July 26,2013
Submittal 001,Rev 2
Wal-Mart#5935—Tigard,Oregon
5. QUALITY ASSURANCE AND QUALITY CONTROL
Stone Columns
Quality control is performed to ensure the stone columns are built according to the plans and
specifications. As part of our quality control procedures we will monitor and record the following
information for every column:
• Footing location and stone column number
• Pre-augered depth
• Unusual soil conditions
• Stone column depth
• Tip and top elevation of stone columns
• Average lift thickness
• Average energy usage
• Volume of aggregate used in each stone column
• Average column diameter
• Any unusual conditions encountered
• Rig number and operator
Average diameter of the column is calculated based on the stone volume utilized for the
construction for that column. The volume of rock used is measured based on the design
capacity of the loader bucket. Stone backfill to be used in the stone columns shall consist of
hard, durable, clean, crushed rock or concrete. Specifications for the stone column backfill
material are included in Appendix G.
The depth of the column is measured using the markings on the side of the vibroflot follower
tube. All this information will be compiled on a log sheet for each stone column. These log
sheets will be reviewed by AGI's project manager on a daily basis and submitted to the owner's
representative by the end of the following day after construction of the column. Acceptance of
the stone column work will be based on the results of Cone Penetration Tests (CPT'S)which
will be performed approximately one week after the stone columns have been installed. Seismic
settlement analysis of the CPT data will be performed based on the procedures described
herein.
Wick Drains
The wick drain quality control will be completed by monitoring the settlements attained during
the 5 weeks of the surcharge program by installing settlement plates and surveying them twice
a week. The surcharge program consists of a 2-foot fill placed above FFE for a minimum of 5
weeks. In a similar manner to the quality control for stone columns, we will record the following
information for every wick drain:
• Wick drain number
• Pre-augered depth
• Unusual soil conditions
• Wick drain depth
• Rig number and operator
AGI
Ground Improvement Design and Construction July 26,2013
Submittal 001,Rev 2
Wal-Mart#5935-Tigard,Oregon
Included in Appendix H are AGI contractor qualifications for stone columns and wick drain
projects completed in the past five years as well as resumes for the project's Senior Project
Manager, Project Manager and the Superintendent.
6. CONCLUDING REMARKS
This ground improvement design is submitted to address the geotechnical concerns regarding
the construction of the proposed main building pad and the outlot building pads. The design
uses vibro-stone column at all spread footing locations and in a limited area within the main
building pad that showed excessive liquefaction settlement after an extensive investigation with
27 CPTs. Other areas requiring static settlement improvement are being address by means of
wick drains and a preload program. Stone columns will be installed in the top 20 feet under
building footings to reduce static settlement, and increase the bearing capacity of the in-situ
soils. In the limited area within the main building subject to excessive liquefaction settlement the
stone columns would be installed to a 25ft depth. Wick Drains will be installed in the top 20 feet
under building slab areas to reduce the static settlement anticipated due to the placement of fill
required to achieve FFE. The combination of ground improvement technologies has been
designed to meet the project geotechnical acceptance criteria at the proposed main building pad
and the outlot building pads. This ground improvement design is based on pre-improvement
settlement estimates determined by soil parameters provided by Terracon in their geotechnical
report.
The layout of our ground improvement program is presented in AGI's drawing No 714177-01
included in Appendix A. The layout consists of nominal 3 ft diameter stone columns on a typical
spacing of 10ft center to center square grid pattern under the areas required to reduce the
seismic settlement to less than 4 inches. Stone columns consisting of 3ft diameter columns will
also be installed under the building foundations to achieve the require area replacement needed
to satisfy the design requirements. The wick drain layout consist of a typical spacing of 6ft
center to center triangular grid pattern in areas where up to 5 feet of fill are required to meet the
FFE and a typical spacing of 5ft center to center triangular grid pattern in areas where more
than 5 feet of fill are required to achieve FFE. Areas where stone columns are installed will be
re-tested with a CPT program in accordance with the specifications. Following the completion of
the ground improvement installation, the upper soils will become loose and "fluffed". In
accordance with the specifications, the GC is to re-instate the disturbed depth (upper 1 to 2 feet
of the profile) in accordance with the specification requirements for Engineered Fill.
The conclusions and recommendations presented in this design are based on the geotechnical
characterization and soil parameters recommended by Terracon (geotechnical engineers of
record), as well as load requirements indicated in the project drawings and the Specifications
Section 02360. This design was conducted in a manner consistent with the level of care and
skill ordinarily exercised by members of the geotechnical engineering profession currently
practicing under similar conditions and in the same locality. No warranty is made or implied.
AGI
Ground Improvement Design and Construction July 26,2013
Submittal 001,Rev 2
Wal-Mart#5935-Tigard,Oregon
We appreciate your interest in our services. Please contact the undersigned with any questions
regarding this document.
Sincerely,
A?,ED PROFFSs
�' NEF iG,
cr �80300PE9 y�
•-1 er.
qN IVAN el"
Juan I. Baez, Ph.D., P.E. Raul Verduzco, P.E., LEED AP
Oregon License No 80300PE Design-Build Staff Engineer
Chief Engineer
AGI
Ground Improvement Design and Construction July 26,2013
Submittal 001,Rev 2
Wal-Mart#5935—Tigard,Oregon
REFERENCES:
Baez J.I. and G.R. Martin (1993) "Advances in the Design of Vibro Systems for the
Improvement of Liquefaction Resistance," Symposium of Ground Improvement, Vancouver
Geotechnical Society,Vancouver,B.C.
Baez J.I. (1995) "A Design Model for the Reduction of Soil Liquefaction by Vibro-Stone
Columns,"Ph.D.Dissertation,University of Southern California.
Barron, R.A. (1948), "Consolidation of Fine-Grained Soils by Drain Wells," Trans ASCE,
113, 718-742. Reprinted in A History of Progress, Vol. 1,pp. 324-348,2003 (ASCE: Reston,
VA).
Federal Highway Administration (1999) "Ground Improvement Technical Summaries,
Volume II" Demonstration Project 116.Publication No.FHWA-SA-98086.
Priebe, H.J. (1995) "The design of Vibro Replacement," Ground Engineering, London,
December, 1995.
Tokimatsu, K., and H.B. Seed (1984) "Simplified Procedures for the Evaluation of
Settlements in Clean Sands," Report No. UCB/GT-84/16, Earthquake Engineering Research
Center,University of California,Berkeley.
Youd, T.L and I.M. Idriss (1997) "Proceedings of the NCEER Workshop on Evaluation of
Liquefaction Resistance of Soils,"NCEER Technical Publication 97-0022.
MAGI
Ground improvement Design and Construction July 26,2013
Submittal 001,Rev 2
Wal-Mart#5935-Tigard,Oregon
APPENDIX A
AGI
•
REVISIONS
•
REV I DESORPTION I DATE I MYRDNED
...............
...................
.........................
.........................................................................
.........................................................................
.................................................................................
e•�•••e•e a••e•o•o•e•e
0
• • • • - - • ' - - - O .R
.':�0::. :. .:'.'?.'.':.'.'..':.'D.::.':.::.':.'D.'.'.'::..b".V':SS:.O'.4'.V'.V':BSD'.'A..'..:.,.•......•'.' WIN
:::' ':':'::............................................ Z RETAIL BUILDING 1
i::::.::.:.: ::.:.: :.:..:'''''':': :....:.:.::::::: ;' :':.:.:;::::::::::::: : SCALE I•.20'-O. \I
•. .....................................................................................•a•.;• •a •.;;,a••••• v..•v-4•.. ..v v:d4.. - -••-•"RiPP.•-•o vvrrvvvr rvrJVD•
•. • .
c O
.. ...... .... ....... . ... ................ . ..
•.A... ..•••n••••p6••••p...•0.•..•.A.•p6••p• _
NORTH ••q•.•6•.•.•.••.•.•.•.•.•.•.•.•.•.•••••••••••••.
OMAIN STORE PAD
1 ;.o..... ........... .......:.
SCYL 1 .30-O.
AO NOTES. I>
• BAY RAP IS DRANK FILE 00545 TO BE RROTALLE BY E4 M ARE 3.TN A
• •051 DAMNS THE S A COLUMNS TO B[NSTA)LSE TN ACCORDANCE RTH AO'•ON THE NIL-LOAD M GROUND AND SUBMITTAL DATED 0 j=6,1013.
• ••66••66••. . .• • • 6666••
PLATY BY OTHERS A ON D LY T'ASIVE ITIL SETTLEMENT PRE-LOAD A AS SHORN q R A 010 LOAD IN qRO-LAD IS EITASCPUN D TT1.E THE L TES SHA PlETES SHALL BB DOERS..ON BY K DIS BA IIY 1NIE ELC '
ORATES 10 T ESi(WR 10 A AYSY EBE WB THE E ETT MENT L NPLETE. IS REACHED ONCE TIM PRE-LOAD IS ESTABLISHED SETTLEMENT PLATES SHALL BE SURVEYED.BY OTHERS. ON K DAILY BASS PR1 TI.E FIRST
TIC• IMO TOES(WRY TWO DAYS T VANES UNTIL CENTEME 11 IS LACEDE E
• THE•4/154 ESTIMATED TOTAL SEEKS PAST VARIES q ID M 1391 02 TILL PLACED REPINED TO AND REACH THE RESEED NADIR ELEVATION AND AHE AOOTTANAL
RR D ED TO O FOR A. LYSSCOTE THE OV_L PRIOR TO REMOVAL.OVNiAOED FM
[AL A E DRAT A 5 REEKS PAST ERE LOADE ID T OT RSI A 000554 4 T E POOL AND 01[ lot 0(TNL PLATES SURKO 11 MT0 SHALL H LL1 BR AT E AO TA SF(2 ALT AD)AP•ROVA•101 0AYSI TO
• PAL IC DRAIN AREAS SHALL BE MAROADED(BY OTHERS),AS UNTIL SE 04 OI PROJECT RUNS O D NET PPTOVAL P FROM AGO.IME CE A D SHALL K Or LEAST 1b PY(2 n MN)rq A ANNUM DURATION q 5 WEEKS
PAST ME HORIZONTAL ROLM
STR T1 REEK AID 011 EVERYV010(0 ROW AS O IIMOL THEIDRASN S 050 00TE 100 THE OUND•AD OR OLO NI[ N AND TO
• D.B STOP qA/LAID OUT NET OTHER ROW AS SHOWN ON M[DRAWINGS WO NAKED TO THE WOUND ANO/q COVERED NTH SANG TO YWRC M PLACE ALL VERTICAL NCR DRAINS TO RE CONNECTED r0 STRIP NORTH
MAIM IN NA E C MA/OR STAPLING THE MM TOGETHER AS T SHOWN
INSTALLATION M TON MERMG R NTT_N5215
• AOUwNC MC TN THE WON RI THE GROUND NESTS FOR SCARLEDTgL ENE UPPER SODS 00 N SPE LOOSE AY ANO SECTION 0"NUNED" M WRFR T TO 1 ES SHALL ERE NNICDE PUCK Y FURBED ED ONO OSE RE-COMPACTED IN O RETAIL BUILDING 2
•RE-ESTMKE RO ERE SRECMHA AA RE Y THEOTH[q CNE GEED 1 AT C OCCONRONCC SIBL SFORIOCAOq 011001.10.EHC y0RANS P00/ BE P TORT D OI I SIRE DISTURBED D.ONO LOOSE SORT TO
RE-ESTABLISH HIE TTII[RIIM SUBMOM•BY THE 01w[RS. NE 155 AND OR ICE HORIZONTAL IS RESPONSIBLE W 0 FOR PROTECTION CALL BE IA NE 0LT REPORTED TE GRANS AN D/011 GENERAL NER L CON TR C$TRIP MANS WRMG M[R[-[STOpUSITY[MT Of SCALt T•.p'-0'
THE OWEN/SUERTICAL DAMAGE TO THE KERnOA RCN DRAINS AND/OR THE HORIZONTAL STRR DRAINS SHAD BE INOEOITLY REPORTED TO AO. THE GENERAL CDNTRACTOR 5 RCSPONOBLE FOR TIRE RESTORATION AND
REPAIR Of ALL VERTICAL Mq MANS AND/OR HORIZONTAL STRIP DRAINS DAMAGED WRING TIRE RE-EST■BLISHMENT OF THE ON'[Nw SUBMAOE•
LENGENDS
O STONE COLUMNS FOR BUILDING POUNDATIONS,20 ALT DEEP OP
O STONE COLUMNS TOR UoUEEACnq YTICADON,TO ALT SPACING RECTANGULAR PATTERN,25 ALT DEEP M
▪ RICK DRAM,5 ET SPACING TRMNGUW PATTERN.10 ALT DEEP TYR
O PROPOM. *AMP ADV ANGlD Dan REV
❑CM REMCR AND COMMENT ENGINEERED STRUCTURES.INC.
NCR DRAIN,6 FT SPACING TRIANGULAR PATTERN,10 FT DEEP TYP. ' �l I 6FOSOlYCIONS Inc.01/ZE/YOi] 0
_ •SAW TOR WAR N& TIRE: 'TO 1000000 ROOD.PLATE 106 DRC NO
HONIORK STRIP DRAM,MP. ' ❑RFSIIB 0[q APPRO/A GROUND IMPROVEMENT PLAN LAKE FOREST CALIFORNIA NM TTA1)T.O-01
0 551E TOR c■AwADI.TNN P 11101 OO6.RD00 •0101 T664001
OLMS fNS
REV I DESCWn00 I WtE -7-0°
7:J'.' :.'J!.l1.:,____ ••••••••••••••• ::5:• «.«.w^7..........04.1,1.4.#4,04,
7 ?M •NNNNNb^ab.^aN^. a^a^.A MN".'.'.J". g .'J 111.'.'.: ::.'.'.:O.'l.'.:�:.'.'.'':.'.::'
ar i■r ///IIIIIIIe'MSS
//I//I//II%/////
r III/////MIDI///
i
IMMIMMMM/%rM M
I/III
/ I/III//I WD
II//m.
i ��
1
:KW,:glIgiitil sii6altatarimmizz7r762;24:524gt
1
"i""":43Z.:45:4k*a*E4641M&A,43iii::433imt
NDRM
O
RETAIL B-UD ILDING 1 !
2
EO
�♦
srxc,•
\I
.f::_47;72:53%3:44:164:74taammtrmscrarmtevigy
.:kt::"*jigftA:';:::L:;:flrkkgtgSkqtft:rg=iGzi:e::_::.:::::6:;fg:tv;:1 rr
a.
... -----
a i a.
iii!
iii a
O MAIN STORE PAD .:i
iii u
/ ..
AO NOBS
. .0 MAO R 1.lOtf Ott T ID P00-L D 401!!II Cl ON Llti.SDIi NDIIIN
SEE AOpnpµwp DRUM•xD nRE-low NOBS aN AO DR•IND NO O RETAIL BUILDING 2
SCUL,..SD'-0•
IENQRO0
Q NKx dMN.5 n SNKND,RRND,K•R 007TC0,3o rt DEEP m.
Q RKic OIMN.2 n:::T.710(0RAR ponop•ED rt DEEP m.
NONZpRK SDRP .
` '1;1 E011 IRMEP Uq CONNDD SNP ENGN000(0 STRUCTURES INC. AG I ADVANCID D•/ -
5UBIM Epl MN,NDAI GEOSOIO,lON3 M. Or/36/30,3 0
� D.�NO.
•," ❑ CC""""
d-NICK pEUN LAVOUT PUIiF Si.0 F(3ME t,•,»-a-Ol 3
or
E
REVISIONS
REV I DESCRIPTION I DATE I APPROVED
0 4 p®® p ® o Q o 0 o Q
------ ' I ✓�
a 1 I B -- i�Fq
t •
all } F _ L .11-mat- ti• -"1 e, yy p m m m o 0 0 o m m
_ .tr_ ZS' Arca: tbd air lae II A
riTtr 0 Ai AA
avilloasta
ti,4 P i - J I
I
' • ' 0
�..
.�
!A 1
mamm nmmm +a
m. w . , o NDREN.. az T . fitly m..a +eP l
— ��1 O RETAIL BUILDING 1 Ik
R"s:. ..�:�5 Z t BCE I•.20'-D \/
W 3 ' p A a 204ey v s a _ i, � R fm P:: o- ;wr m w3N !m mA a� ..x...� i .1..
. . a .awlesn a 1 . _O rte. 7, Rirw,
r EVAAggle■tt , ; 0
r WEIN
-,:r.
�O
I I i
I I I ( ',, I IM
o o v v m v v m o yyn„ 1 !` i ." t.
o e a 0 0 o ` b o o
/
NORTH a l --. ..`21� 'i -- .144,
O MAIN STORE PAD _ 1N / I , d,
I' 1 • / 01 3 v
T. II --- "'`il1k ;m
r 1,,, 1 ' 'k. II,
I y: 1 ^E .,0..,•._$,,; j .'14 0 9
ACT NOTES:
• BASE MAP FOR THE MAN STORE PAD IS FOUNDATION PLAN DRIVING 51 NORM
• BAST:MAP FOR THE RETAIL BUILDING PADS 1 AND 2 IS FOUNDATON RAN DRAPING 52.01
• SEE ADDITIONAL NOTES w Itl DRAPING NO)14177-tl-DI O RETAIL BUILDING 2
SCNE r ro'_D.
Era
LENGENDS:
O STONE COLUMNS FOR BUILDING FOUNDATIONS.20 FT DEEP TYP.
O STONE COLUMNS FOR LIQUEFACTION MITGATON.10 FT SPACING RECTANGULAR PATTERN.25 FT DEEP TIP.
��
. DPAOPOYL PENT: AGE DALE REV
ENGINEERED S7RUCNRES.INC. EV_ ADVANCED
��I D FOR RENEW AND CONEM GEOSOlUT1OMS Ine.D)/2B/10/J 0
- i.'� �SDBMR FOR APPRD.A RILE. TS ORCHARDROAO.SUITE IOB DWG NO.
_-fir ORESUBMIT FOR APPROVA p_STONE COLUMN LAYOUT LAKE FOREST.CMSORNIAY2RDo
D ISSUE FOR CONSTRUCTION P(JTOIT79.001 EA000 F(J10)TO001 714177-GI-DS