HomeMy WebLinkAboutAs Graded Report of Rough Grading Mall Core Building Pad (1/15/99) Leighton and Associates
GEOTECHNICAL CONSULTANTS " '
JANP2 6 199g
TRANSMITTAL
To: Forest City Development California, Inc. Date: January 15, 1999
26489 Ynez Road, Suite C-262
Temecula, California 92591-4655 Project No. 11971000-010
Attention: Mr. Guy Barcelona
Transmitted: The Following: For:
X Herewith _ Draft Report Your Use
Via Courier X Final Report X As Requested
Client Pick Up _ Extra Report
Fed Ex _ Proposal
Other
Subject: As-Graded Report of Rough Grading Mall Core Building Pad The Temecula Mall
Temecula - California
LEIGHTON AND ASSOCIATES, INC.
By: Robert F. Riha
Copies to: t5jjMg essWi.
(2) Forest City Development; Attention: Mr. Steve Schafenacker
41769 ENTERPRISE CIRCLE N . , SUITE 102
TEMECULA, CA 92590-5626
(909) 676-0023 • FAX (909) 676-5123
&L
Leighton and Associates
GEOTECHNICAL CONSULTANTS
AS-GRADED REPORT OF ROUGH GRADING
MALL CORE BUILDING PAD
' THE TEMECULA MALL
TEMECULA, CALIFORNIA
' January 15, 1999
' Project No. 1 1 97 1000-0 10
' Prepared For:
' FOREST CITY DEVELOPMENT CALIFORNIA, INC.
26489 Ynez Road, Suite C-262
Temecula, California 92591-4655
41769 ENTERPRISE CIRCLE N . ,- SUITE 102
TEMECULA , CA 92590-5626
' (909) 676-0023 • FAX (909) 676-5123
' __
f Ao.o�me,
Leighton and Associates
GEOTECHNICAL CONSULTANTS January 15, 1999
Project No. 1 1 97 1000-0 1 0
' To: Forest City Development California, Inc.
' 26489 Ynez Road, Suite C-262
Temecula, California 92591-4655
' Attention: Mr. Guy Barcelona
' Subject: As-Graded Report of Rough Grading, Mall Core Building Pad, The Temecula Mall,
Temecula, California
' Introduction
In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has been
' performing field density testing, laboratory testing and geotechnical observation during rough-grading
operations for the subject development. The Temecula Mall property is located south of Winchester Road
and east of Ynez Road in the City of Temecula (see Figure 1, Site Location Map). This as-graded report
' summarizes our observations and field and laboratory test results for rough grading of Mall Core building
pad as generally depicted on the reference grading plan prepared by Robert Bein, William Frost and
Associates, Inc., (RBF). This report contains a summary of our geotechnical observations, field and
laboratory tests results, foundation and slab design recommendations for the Mall Core building as well as
recommendations for future development. It is understood that Leighton will not be providing services
during the building construction such as observation/testing of utility trench backfill and slab subgrade
moisture content testing. Leighton has provided observation of foundation excavations.
' List of Accompanying Figures Plate and Appendices
Figure 1 - Site Location Map
Figure 2 - _Retaining Wall Drainage Detail
Plate I - As-Graded Geotechnical and Density Test Location Map
Appendix A - References
Appendix B - Summary of Field Density Tests
Appendix C - Laboratory Test Results
41769 ENTERPRISE CIRCLE N . , SUITE 102
TEMECULA, CA 92590-5626
' (909 ) 676-0023 • FAX (909) 676-5123
11971000-010
' Grading Operations
Rough grading commenced September, 1998, and is generally complete as depicted on the referenced
grading plans (RBF, 1998) as of the date of this report. The grading operations were performed by
American Contracting Inc. under the observation and testing of Leighton. Our field technician and
' geologist were onsite on a full-time and as-needed basis, respectively during grading operations.
Rough-grading operations included the removal of potentially compressible. soils per the
recommendations of the project geotechnical report (Leighton, 1997), the preparation of areas to
receive fill and placement of fill. Fill soils placed within the building pad areas were derived from
onsite sources.
' Site Preparation and Removals
Removals of unsuitable and potentially compressible soil, including undocumented fill, topsoil and near
' surface alluvium were made during grading to the limits depicted on the accompanying As-Graded
Geotechnical and Density Test Location Map (Plate 1). Removal of the unsuitable and potentially
compressible soil was made in accordance with the recommendations of the project geotechnical report
' (Leighton, 1997) and field recommendations made during grading. The approved removal bottom
elevation was determined by hand level techniques based on the contractor's grade stake elevations.
The removal limits were confirmed by the project Land Surveyor. The approximate removal bottom
' elevations are depicted on the accompanying As-Graded Geotechnical and Density Test Map (Plate 1).
The removal areas exposing competent materials (after proof rolling with heavy construction equipment)
' were scarified, moisture-conditioned, as needed, to obtain a near-optimum moisture content and compacted
to a minimum 95 percent relative compaction as determined by ASTM Test Method D1557-91.
Fill Placement
' After processing the areas to receive fill, native soils were generally spread in 6- to 10-inch lifts,
moisture conditioned as needed to achieve a near-optimum moisture content, and compacted to at least
95 percent of the maximum dry density in accordance with ASTM Test Method D1557-91.
Compaction was achieved by use of heavy-duty construction equipment. Areas of fill in which field
density tests indicated less than desired, the soils exhibited non-uniformity, and/or showed an
inadequate or excessive moisture content, were reworked, recompacted, and retested until the required
relative compaction and the desired moisture content was achieved.
Field Density Testing
Field density and moisture content testing was performed using the Nuclear-Gauge Method (ASTM
Test Methods D2922-96 and D3017-96, respectively). The approximate test locations are shown on
the As-Graded Geotechnical and Density Test Location Map (Plate 1). The results of the field density
tests for the Mall Core pad area are summarized in Appendix B.
004
zM
' 11971000-010
' Laboratory Testing
Laboratory maximum dry density, expansion potential and sulfate content tests of representative onsite
soils were performed in general accordance with ASTM Test Method D1557-91 and UBC Test Method
18-2, respectively. The laboratory test results and a description of the laboratory test procedures are
presented in Appendix C.
' Eneineerine Geology
' The geologic units encountered during site grading are generally similar to those described in the
project geotechnical investigation report (Leighton, 1997). The limits of the geologic units mapped
during rough grading are indicated on the As-Graded Geotechnical and Field Density Test Location
Map (Plate_1) and are described as follows:
Compacted Fill Soils (Map Symbol - Af)
Fill soils placed and compacted under the observation and testing of Leighton. Fill soils consist of
' light brown to gray brown, silty, fine sand to fine to medium grained sand with some local clayey
sand derived from onsite Pauba bedrock excavation.
Alluvium (Map Symbol - Oal)
' Alluvium deposits :were encountered throughout the entire graded portion of the site, as -
anticipated. These materials generally consisted of gray brown to dark brown to medium gray, dry-
to moist, loose to medium dense, silty sand to poorly graded fine to medium grained sand to
locally clayey sand/sandy clay. The upper 4 to 23 feet of the near surface alluvium was removed
in the graded areas depicted on plate 1 as recommended.
' Ground Water
' Ground water was not encountered during removals of surficial soils as anticipated. The existing relatively deep
ground-water condition should not be a constraint to building construction or performance(Leighton, 1997).
' Faultine
Based on our geologic observations during site grading, no faulting or indications:of faulting were
observed during this phase of grading.
' Finish Grade Soils
The Mall Core building site was constructed with fill soils consisting of granular native and import
' soils with a low expansion potential. Representative sample of the soil was obtained for expansion
3 �1C
' 11971000-010
testing during grading. Expansion test was performed on the sample and the result is presented in
Appendix C. Based on our testing, the subject site has an overall low potential for expansion
(EI=47), and a negligible sulfate attack potential (soluble sulfate < 150 ppm).
Foundation and Slab Design
' It is our understanding that the proposed buildings will utilize a combination of continuous perimeter
footings and conventional interior isolated-spread footings for building support. The following table
summarizes our foundation design parameters.
' MALL STRUCTURES
Foundation Design Parameters
Isolated (Column) Continuous Footings
Footings
Minimum Width - 24 inches 18 inches
Minimum Depth - 18 inches 18 inches
Allowable Bearing Capacity - 4000 psf 4000 psf
Minimum Reinforcement - No. 5 Bars @ 24" O.C. both ways I One No. 5 Bar Top and Bottom
' An increase in allowable capacity bearing for added depth and width of footing is not recommended
due to the need to limit differential settlement.
All reinforcement should be in accordance with the structural engineer's requirements. Interior column
footings should be structurally isolated from floor slabs. The structure should also be designed for the
anticipated settlement.
All slabs should have a minimum thickness of 4 inches and be reinforced at slab midheight with 6x6-10/10
welded-wire mesh or, preferably No. 3 rebars at 18 inches on center (each way). Additional reinforcement
' and/or concrete thickness to accommodate specific loading conditions or anticipated settlement should be
evaluated by the structural engineer based on a modulus of subgrade reaction of 300 lb/in2/in and the
anticipated settlements outlined in the following section. We emphasize that it is the responsibility of the
' contractor to ensure that the slab reinforcement is placed at midheight of the slab. Slabs should be underlain
by a 2-inch layer of clean sand (S.E. greater than 30) to aid in concrete curing, which is underlain by a 6-mil
(or heavier) moisture barrier, which is, in turn, underlain by a 2-inch layer of clean sand to act as a capillary
break. An alternate may consist of a flinch layer of clean sand (S.E. greater than 30) over a 10-mil
moisture barrier placed on subgrade soils free of materials capable of puncturing the moisture barrier. All
penetrations and laps in the moisture barrier should be appropriately sealed. A structural engineer should
' design the spacing of crack-control joints. Our experience indicates that use of reinforcement in slabs and
foundations will generally reduce the potential for drying and shrinkage cracking. However, some cracking
should be expected as the concrete cures. Minor cracking is considered normal; however, it is often
' aggravated by a high cement ratio, high concrete temperature at the time of placement, small nominal
aggregate size and rapid moisture lose due to hot, dry, and/or windy weather conditions during placement
and curing. Cracking due to temperature and moisture fluctuations can also be expected. The use of low
slump concrete (not exceeding 4 inches at the time of placement) can reduce the potential for shrinkage
' cracking.
Ofti
- 4 -
0- _
' 1 197 1 000-010
Moisture barriers can retard, but not eliminate moisture vapor movement from the underlying soils up
through the slab. We recommend that the floor covering installer test the moisture vapor flux rate prior to
attempting application of the flooring. 'Breathable" floor coverings should be considered if the vapor flux
rates are high. A slip-sheet should be used if crack sensitive floor coverings are planned.
Moisture Conditioning
The slab subgrade soils with Low expansion potential should be thoroughly moistened prior to sand
and moisture barrier placement as -previously recommended in the project geotechnical investigation
report (Leighton, 1997a). The soils should be moistened to at least 2 percent above optimum moisture
content to a minimum depth of 12 inches below slab subgrade. We understand that this will be
verified by the replacing geotechnical consultant for Mall Core structure.
Anticipated Settlement
Settlement of unremoved alluvial material and properly compacted fill soils can occur upon application
of structural loads (elastic settlement), the majority of which typically occurs during and slightly after
' construction and upon saturation due to water infiltration (hydroconsolidation settlement) which may
occur over a period of many years.
The recommended allowable-bearing capacity is generally based on maximum differential (elastic)
settlement of 'h inch, which will occur upon application of structural loads. Actual settlement can be
estimated on the basis that settlement is roughly proportional to the net contact bearing pressure.
' It should be recognized that compacted fills and competent alluvium materials typically increase in -
moisture and settle (due to hydroconsolidation) during their lifetime. This occurs over a period of
years even when adequate drainage is provided.
We recommend that structures be designed for a total settlement of 1 inch and differential settlement of
'h inch in a horizontal distance of 30 feet (angular distortion of 1/720). Foundation and slab design
should be in accordance with the minimum recommendations herein and consider the provided
settlement values.
' Lateral Earth Pressures and Resistance
' Embedded structural walls or cantilever retaining walls should be designed for lateral earth pressures
exerted on them. The magnitude of these pressures depends on the amount of deformation that the
wall can yield under load. If the wall can yield enough to mobilize the full shear strength of the soil, it
' can be designed for "active" pressure. If the wall cannot yield under the applied load, the shear
strength of the soil cannot be mobilized and earth pressure will be higher. Such walls should be
designed for "at rest" conditions. If a structure moves toward the soils, the resulting resistance
' developed by the soil is the "passive" resistance.
For design purposes, the recommended equivalent fluid pressure for each case for walls founded above
' the static ground water table and backfilled with very low to low expansion potential soils is provided
t11971000-010
below. Determination of which condition, active or at-rest is appropriate for design will depend on the
flexibility of the wall. The effect of any surcharge (dead of live load) should be added to the following
lateral earth pressures. Based on our investigation and recent testing of the soils currently stockpile on
Lots D and J, the sandier onsite and import soils may provide low expansive potential backfill
material. All backfill soils should have an expansion potential of less than 50 (per UBC 181-I-B). The
passive pressures provided below assume that the setback recommendations in Section 5.7 of the
' referenced report (Leighton, 1997) are adhered to.
Equivalent Fluid Weight (pcf)
' Condition Level 2:1 Slope
- Active 35 55
' At-Rest 55 65
350
' Passive Maximum of 3 ksD 200
The lateral earth pressures should be increased to reflect the increment of additional pressure caused by
' the design earthquake. Accordingly, an increment of lateral pressure equal to 16.4 Hz, where H is the
height of the wall, should be applied at a distance of 0.611 above the toe of the wall. Under the
combined effects of static and earthquake loads on the wall a factor of safety between 1.1 and 1.2 is
acceptable when evaluating the stability (sliding, overturning) of the wall (NAVFAC DM 7.2). All
retaining wall structures should be provided with appropriate drainage and waterproofing. Typical
drainage design is illustrated in Figure 2. As an alternative, an approved drainage board system
installed in accordance with the manufacturer's recommendations may be used. All drains should be
provided with an appropriate outlet.
Wall backfill should be compacted by mechanical methods to at least 90 percent relative compaction
(based on ASTM Test Method D1557-96). Surcharges from adjacent structures, traffic, forklifts or
other loads adjacent to retaining walls should be considered in the design.
Wall footing designs should be in accordance with the previous foundation design recommendations
and reinforced in accordance with structural considerations. Soil resistance developed against lateral
structural movement can be obtained from the passive pressure value provided above. Further, for
' sliding resistance, a friction coefficient of 0.35 may be used at the concrete and soil interface. These
values may be increased by one-third when considering loads of short duration including wind or
seismic loads. The total resistance may be taken as the sum of the frictional and passive resistance
provided that the passive portion does not exceed two-thirds of the total resistance.
' Conclusion
The subject site has been graded in general accordance with the recommendations of the project
' geotechnical report (Leighton, 1997) and our field recommendations. The subject site is considered
suitable for the intended commercial development provided the recommendations contained herein are
implemented during building construction and future site development.
11971000-010
' Work Remainine
All future earthwork operations, including the following should be observed and/or tested by the
geotechnical consultant of record:
Site preparation prior to any additional fillplacement.
' . Compaction of fill during fine-grading operations.
Foundation excavation.
Slab subgrade moisture content.
' . Utility trench backfill compaction.
Retaining wall drain placement and backfill compaction.
Pavement subgrade placement and compaction.
' Placement and compaction of aggregate base material.
Leighton and Associates, Inc., has not been retained to observe and test site utility trench backfill, slab
subgrade presaturation testing and moisture barrier placement for the Mall Core building area.
Therefore, the replacing Geotechnical Consultant of record assumes the responsibility for the
' performance of the site structure related to these items.
If you have any questions regarding our report or to request additional copies, please contact this
' office. We appreciate this opportunity to be of service.
QPOFESS/p,�,,
' Respectfully submitted, Q``SQS��P'y
No.2382 m
LEIGHTON AND ASSOCIATES, M
' 03 I ^ r EXP.6-30-02
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CERTIFIED ENGINEER OF CAI\F�
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' Robert F. Riha, CEG 1921 (Exo.: 9 LCGIS7 anjay Govil, Ph.D., PE, GE 2382
Senior Project Geologist/Office Q ? Senior Project Engineer
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BASE MAP: Thomas Bros.GeoFinder for — - -
Window , Riverside County, 1995, Page 958 - 0 2000 4000
APPROXIMATE SCALE IN FEET
SITE PROJECT'NO. -
Promenade Vall In Temecula 971 0 00-01 0 i
Temecula, Calijornfa LOCATION ' -
DATE
MAP 1-15-99 FIGURE No. 1
SOIL BACKFILL, COMPACTED TO
90 PERCENT RELATIVE COMPACTION*
' RETAINING WALL
0 6' MIN. o = FILTER FABRIC ENVELOPE
' WALL WATERPROOFING I OVERLAP.
PEA ARCHITECT'S ° ° o ° --- (MIRAFI 140N OR APPROVED
SPECIFICATIONS EQUIVALENT) **
0
- 1' MIN. 3/4'-1.1/2' CLEAN GRAVEL
FINISH GRADE I o
4' (MIN.) DIAMETER PERFORATED
• o - PVC PIPE (SCHEDULE 40 OR
EQUIVALENT) WITH PERFORATIONS
ORIENTED D
° OWN A9 DEPICTED
a O MINIMUM I PERCENT GRADIENT
TO SUITABLE OUTLET
' WALL FOOTING III IL_ °
- - =i11=1C In tl 3' MIN.
NOT TO SCALE COMPETENT BEDROCK OR MA
TERIAL
TERIAL
AS EVALUATED BY THE GEOTECHNICAL
SPEC:F':CATIONS OR CALTRANS CONSULTANT
CLASS 2 PERMEABLE MATERIAL
' U.S. Standard *BASED ON ASTM 01557 -
Sieve Size e PaSSinr)
1 � 100 **IF CALTRANS CLASS 2 PERMEABLE MATERIAL
(SEE GRADATION TO LEFT) IS USED IN PLACE OF
- 313" 40-I00 3/4'-1-1/2' GRAVEL, FILTER FABRIC MAY BE
No. 4 25-10 - DELETED. CALTRANS CLASS 2 PERMEABLE
No. 8 18-33 MATERIAL SHOULD BE COMPACTED TO 90
,No. 30 PERCENT RELATIVE COMPACTION *
-15
No. 50 0-7 NOTE:COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN
No. 200 0-3 OR J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR
Sana Equivaient>75 CLASS 2.INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE
WITH MANUFACTURERS SPECIFICATIONS.
Project No. 11971000-010
RETAINING WALL Scale
DRAINAGE DETAIL Engr./Geol. SG/RFR
Drafted By
Date 1-15-99 Figure N N
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' APPENDIX A 11971000-010
' References
' Robert Bein William Frost and Associates, 1997, Temecula Regional Mall, Mass 40-Scale, Sheets 2
and 3 of 6, dated July 1, 1997, revised August 26, 1997.
' 1998, Promenade Mall in Temecula, Parcel Map No. 28530, Rough Grading
Exhibit, Mall Core, Sheet 1 of 1, dated November 11, 1998.
' Leighton and Associates, Inc., 1997a, Preliminary Geotechnical Investigation, Proposed Temecula
Regional Center, South and East of Winchester and Ynez Roads, Temecula,
California, dated April 9, 1997, Project No. 11971000-001.
1997b, Amended Preliminary Geotechnical Recommendations for Remedial
Removals, Proposed Temecula Regional Center, Promenade Mall, South and
t East of Winchester and Ynez Roads, Temecula, California, dated August 22,
1997, Project No. 11971000-003.
1997c, As-Graded Report of Rough Grading, The Temecula Mall-Phase I, Southeast
of Winchester and Ynez Roads, Temecula, California, dated December 5,
1997, Project No. 11971000-003.
' Al �
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' APPENDIX B 11971000-010
Explanation of Summary of Field Density Tests
' Test No. Test of Test No. Test of
Prefix Test of Abbreviations Prefix Test of Abbreviations
(none) GRADING
' Natural Ground NO (SG) SUBGRADE
Original Ground OG (AB) AGGREGATE BASE
Existing Fill EF (CB) PROCESSED BASE
' Compacted Fill CF (PH) ASPHALT CONCRETE
Slope Face SF (AC)
Finish Oriole FG -
(S) SEWER Curb
'
(SD) STORM DRAIN G. (AD) AREA DRAIN Gutter C,
(W) DOMESTIC WATER Curb and Gutter XG
Cross Gutter
(RC) RECLAIMED WATER T S
(SB) SUBDRAIN - Street
Sidewalk SW
(G) GAS D
(E) ELECTRICAL Driveway
Driveway Approach DA
(T) TELEPHONE
'
(J) JOINT UTILITY Electing Lot PL Electric Box Pad gg
(I) IRRIGATION
Bedding Material B
Shading Sand S
' Main Ball M
Lateral Backfill L
Crossing X
Manhole MH
' Hydrant Lateral HL
Catch Basin CB
Riser R
Invert I
Check Valve CV
Meter Box MB
Junction Box JB
(RW) RETAINING WALL 4(mfNTERIOR
ESATURATION
- (CW) CRIB WALL
(LW) LOFFELL WALL Moisture Content M
(SF) STRUCT FOOTING
' Footing Bottom F TRENCH
Backfill B
Wall Cell C Plumbing P
Electrical g
- N represents nuclear gauge testa that were performed in general accordance with most recent version of ASTM Test Methods D2922 and
D3017
S represents sand cone tests that were performed in general accordance with most recent version of ASTM Test Method D1556
I5A represents first retest of Test No. 15
' 15B represents second retest of Test No. 15
"0" in Test Elevation Column represents lest was taken at the ground surface(e.g.finish grade or subgrade)
' "-1" in Test Elevation Column represents taken 1-foot below the ground surface
' Sao ®
01/18/99
SUMMARY OF FIELD DENSITY TESTS
PROJECT NUMBER: 11-971000-10
NAME: MALL PHASE-]I
TEST TEST TEST TEST ------------ LOCATION -------------- TEST SOIL DRY DENSITY(pcf) MOISTURE(%) RELM REMARKS
NUMBER METH DATE OF ELEV(ft) TYPE FIELD MAX FIELD OPT COMP
--------- ---- -------- ---- ------------------------------------ ---------- ---- ----------- ------ ----- ----------
MC 812 N 09/02/98 OG MALL CORE PAD REMOVAL BOTTOM 1052.0 21 112.4 126.0 6.8 11.2 89 RT ON 812A
MC 812A N 09/02/98 OG MALL CORE PAD REMOVAL BOTTOM 1053.0 21 119.3 126.0 11.7 11.2 95 RT OF 812
MC 813 N 09/02/98 OG MALL CORE PAD REMOVAL BOTTOM 1053.0 21 114.0 126.0 8.5 11.2 90 RT ON 813A
MC 813A N 09/02/98 OG MALL CORE PAD REMOVAL BOTTOM 1052.0 21 120.5 126.0. 12.3 11.2 96 RT OF 813
MC 814 N 09/02/98 OG MALL CORE PAD REMOVAL BOTTOM 1054.0 21 122.0 126.0 12.1 11.2 97
MC 815 N 09/02/98 OG MALL CORE REMOVAL BOTTOM 1054.0 21 119.3 126.0 12.3 11.2 95
MC 817 N 09/02/98 OG FUTURE MALL ANCHOR REMOVAL BOTTOM 1053.0 3 118.6 125.0 11.7 11.0 95
MC 819 N 09/02/98 OG MALL CORE REMOVAL BOTTOM 1044.0 21 123.4 126.0 12.2 11.2 98
MC 820 N 09/03/98 OG JC PENNEY PAD REMOVAL BOTTOM 1052.0 21 119.9 126.0 12.7 11.2 95
MC 825 N 09/04/98 CF MALL CORE 1055.0 22 118.3 124.5 11.7 12.5 95
MC 826 N 09/04/98 CF MALL CORE 1056.0 22 120.1 124.5 12.6 12.5 96
MC 827 N 09/04/98 CF JC PENNEY PAD 1054.0 22 117.9 124.5 13.0 12.5 95
MC 828 N 09/04/98 CF MALL CORE 1046.0 22 118.6 124.5 11.9 12.5 95
MC 829 S 09/04/98 CF MALL CORE 1055.0 22 119.4 124.5 12.4 12.5 96
MC 830 N 09/04/98 CF MALL CORE 1054.0 22 120.4 124.5 12.5 12.5 97
MC 831 N 09/08/98 CF MALL CORE 1057.0 22 118.2 124.5 12.9 12.5 95
MC 832 N 09/08/98 CF MALL CORE 1049.0 22 114.0 124.5 11.9 12.5 92 RT ON 832A
MC 832A N 09/08/98 CF MALL CORE 1049.0 22 118.1 124.5 12.0 12.5 95 RT OF 832
MC 833 N 09/08/98 CF MALL CORE 1056.0 22 119.3 124.5 13.0 12.5 96
MC 834 N 09/08/98 CF MALL CORE PAD 1051.0 22 117.7 124.5 11.7 12.5 95
MC 835 N 09/08/98 CF MALL CORE PAD 1056.0 22 119.2 124.5 12.4 12.5 96
MC 838 N 09/09/98 CF MALL CORE PAD 1056.0 22 119.5 124.5 13.2 12.5 96
MC 839 N 09/09/98 CF MALL CORE PAD 1057.0 22 118.1 124.5 12.7 12.5 95
MC 840 S 09/09/98 CF MALL CORE PAD 1057.0 22 118.8 124.5 13.4 12.5 95
MC 841 N 09/09/98 CF MALL CORE PAD 1057.0 22 117.8 124.5 11.8 12.5 95
MC 842 N 09/09/98 CF MALL CORE PAD 1058.0 22 119.0 124.5 12.0 12.5 96
MC 845 N 09/10/98 CF MALL CORE PAD 1058.0 22 117.8 124.5 13.0 12.5 95
MC 848 N 09/10/98 CF MALL CORE PAD 1057.0 22 120.0 124.5 13.1 12.5 96
MC 849 S 09/10/98 CF MALL CORE PAD 1058.0 22 118.0 124.5 12.9 12.5 95
MC 851 N 09/10/98 CF MALL CORE PAD 1057.0 22 118.2 124.5 13.8 12.5 95
MC 852 N 09/10/98 CF MALL CORE PAD 1058.0 22 117.9 124.5 12.4 12.5 95
MC 853 N 09/11/98 CF JC PENNEY PAD 1059.0 22 117.7 124.5 12.7 12.5 95
MC 854 N 09/11/98 CF MALL CORE PAD 1059.0 22 118.9 124.5 13.2 12.5 96
MC 855 N 09/11/98 CF MALL CORE PAD 1060.0 22 117.9 124.5 12.1 12.5 95
MC 857 N 09/11/98 CF MALL CORE PAD 1058.0 22 118.2 124.5 13.6 12.5 95
MC 858 N 09/11/98 CF MALL CORE PAD 1060.0 22 118.5 124.5 13.0 12.5 95
MC 859 N 09/11/98 CF MALL CORE PAD 1056.0 23 121.6 127.5 10.9 11.5 95
MC 860 N 09/11/98 CF MALL CORE PAD 1060.0 23 122.9 127.5 11.3 11.5 96
MC 862 N 09/12/98 CF MALL CORE PAD 1059.0 23 120.9 127.5 11.1 11.5 95
MC 863 N 09/12/98 CF MALL CORE PAD 1060.0 22 118.3 124.5 12.3 12.5 95
MC 864 N 09/12/98 CF MALL CORE PAD 1060.0 22 118.6 124.5 12.0 12.5 95
MC 865 N 09/12/98 CF MALL CORE PAD 1061.0 22 120.0 124.5 12.3 12.5 96
MC 866 N 09/12/98 CF MALL CORE PAD 1059.0 23 121.6 127.5 11.3 11.5 95
MC 867 N 09/12/98 CF MALL CORE PAD 1060.0 23 121.9 127.5 12.1 11.5 96
MC 868 N 09/12/98 CF MALL CORE PAD 1061.0 22 118.2 124.5 13.0 12.5 95
MC 869 N 09/14/98 CF MALL CORE PAD 1061.0 22 117.9 124.5 13.2 12.5 95
MC 870 N 09/14/98 CF MALL CORE PAD 1062.0 22 118.1 124.5 12.4 12.5 95
01/18/99 Page No. 2
SUMMARY OF FIELD DENSITY TESTS
PROJECT NUMBER: 11-971000-10
NAME: MALL PHASE-II
TEST TEST TEST TEST ------------ LOCATION -------------- TEST, SOIL DRY DENSITY(pcf) MOISTURE(%) REL(%) REMARKS
NUMBER METH DATE OF I ELEV(ft) TYPE FIELD .MAX FIELD OPT COMP
--------- ---- -------- ---- ------------------------------------ "'------ ---- ----------- ----------- ----- ""------
MC 871 N 09/14/98 CF FUTURE ANCHOR PAD 1058.0 22 119.2 124.5 12.1 12.5 96
MC 872 S 09/14/98 CF MALL CORE PAD 1061:0 23 120.7 127.5 13.2 11.5 95
MC 873 N 09/14/98 CF FUTURE RETAIL PAD 1058.0 22 118.3 124.5 12.0 12.5 95
MC 874 N 09/14/98 CF MALL CORE PAD 1061.0 22 118.6 124.5 12.2 12.5 95
MC 877 S 09/15/98 CF MALL CORE PAD 1038.0 23 120.3 127.5 12.2 11.5 94 90% REO'D
MC 878 N 09/15/98 CF MALL CORE PAD 1038.0 23 117.8 127.5 12.6 11.5 92 90% RED'D
MC 879 N 09/15/98 CF MALL CORE PAD 1040.0 23 117.5 127.5 11.9 11.5 92 RT ON 879A
MC 879A N 09/15/98 CF MALL CORE PAD 1040.0 23 120.9 127.5 12.0 11.5 95 RT OF 879
MC 880 N 09/15/98 CF MALL CORE PAD 1040.0 23 121.3 127.5 12.3 11.5 95
MC 904 N 09/18/98 FG MALL CORE PAD 0.0 22 113.3 124.5 8.8 12.5 91 FILL REMVD
MC 905 N 09/18/98 FG MALL CORE 0.0 22 112.0 124.5 7.9 12.5 90 FILL REVMD
MC 906 N 09/18/98 FG MALL CORE 0.0 22 114.2 124.5 9.2 12.5 92 FILL REVMD
MC 907 S 09/18/98 FG MALL CORE 0.0 22 113.1 124.5 8.1 12.5 91 FILL REVMD
MC 908 N 09/10/98 CF MALL CORE(DEEP OX) 1040.0 22 118.1 124.5 11.8 12.5 95
MC 909 N 09/19/98 CF MALL CORE(DEEP OX) 1040.0 22 117.7 124.5 13.4 12.5 95
MC 910 N 09/19/98 CF MALL CORE(DEEP OX) 1041.0 '26 117.2 122.5 13.2 13.0 96
MC 911 N 09/19/98 CF MALL CORE(DEEP OX) 1042.0 26 116.2 122.5 12.7 13.0 95
MC 912 N 09/19/98 CF MALL CORE(DEEP OX) 1042.0 22 117.8 124.5 11.6 12.5 95
MC 914 N 09/21/98 FG MALL CORE 0.0 28 119.7 124.5 7.0 9.5 96
MC 915 N 09/21/98 FG MALL CORE 0.0 28 119.0 124.5 7.1 9.5 96
MC 916 N 09/21/98 FG MALL CORE 0.0 25 118.4 125.0 6.4 11.0 95
MC 917 N 09/21/98 FG MALL CORE 0.0 28 114.4 124.5 7.1 9.5 92 RT ON 917A
MC 917A N 09/21/98 FG MALL CORE 0.0 28 118.9 124.5 8.0 9.5 96 RT OF 917
MC 918 N 09/21/98 FG MALL CORE 0.0 28 113.1 124.5 8.2 9.5 91 RT ON 918A
MC 918A N 09/21/98 FG MALL CORE 0.0 28 118.9 124.5 8.4 9.5 96 RT OF 918
MC 920 N 09/21/98 FG MALL CORE 0.0 25 116.0 125.0 10.0 11.0 93 RT ON 920A
MC 920A N 09/21/98 FG MALL CORE 0.0 25 118.4 125.0 10.1 11.0 95 RT OF 920
MC 921 N 09/21/98 FG MALL CORE 0.0 25 118.3 125.0 9.2 11.0 95
MC 922 N 09/21/98 FG MALL CORE 0.0 28 117.9 124.5 9.7 9.5 95
MC 923 N 09/21/98 FG MALL CORE 0.0 28 118.5 124.5 8.3 9.5 95
MC 924 N 09/21/98 FG MALL CORE 0.0 28 120.3 124.5 9.0 9.5 97
MC 931 N 09/21/98 CF MALL CORE(DEEP OX) 1044.0 26 116.3 122.5 14.2 13.0 95
MC 938 N 09/22/98 CF MALL CORE(DEEP OX) 1046.0 22 116.2 124.5 11.5 12.5 93 RT ON 938A
MC 938A N 09/22/98 CF MALL CORE(DEEP OX) 1046.0 22 119.8 124.5 12.4 12.5 96 RT OF 938
MC 939 N 09/22/98 CF SEARS (DEEP OX) 1046.0 29 111.6 116.5 15.0 13.5 96
MC 943 N 09/22/98 CF FUTURE RETAIL PAD 1059.0 28 113.1 124.5 9.7 9.5 91 RT ON 943A
MC 943A N 09/22/98 CF FUTURE RETAIL PAD 1059.0 28 118.2 124.5 9.3 9.5 95 RT OF 943
MC 953 N 09/23/98 CF FUTURE ANCHOR PAD 1058.0 26 116.9 122.5 14.4 13.0 95
MC 955 N 09/23/98 CF FUTURE RETAIL PAD 1060.0 28 118.7 124.5 10.6 9.5 95
MC 957 N 09/23/98 CF MALL CORE 1048.0 26 117.0 122.5 12.4 13.0 96
MC 958 N 09/23/98 CF SEARS PAD 1049.0 28 119.0 124.5 9.1 9.5 96
MC 960 N 09/23/98 CF FUTURE ANCHOR PAD 1060.0 26 116.6 122.5 12.0 13.0 95
MC 962 N 09/24/98 OG FUTURE PAD WEST OF CINEMA '1056.0 21 119.8 126.0 10.7 11.2 95
MC 972 N 09/25/98 FG FUTURE ANCHOR PAD 0.0 22 113.2 124.5 13.9 12.5 91 RT ON 979A
MC 972A N 09/25/98 FG FUTURE ANCHOR PAD 0.0 22 117.9 124.5 13.6 12.5 95 RT OF 979
MC 974 N 09/25/98 CF MALL CORE PAD 1049.0 24 120.8 126.5 12.0 11.5 95
MC 975 N 09/25/98 CF SEARS PAD 1050.0 29 113.4 116.5 13.1 13.5 97
01/18/99 Page No. 3
SUMMARY OF FIELD DENSITY TESTS
PROJECT NUMBER: 11-971000-10
NAME: MALL PHASE-11
TEST TEST TEST "--"'---- (pcf) MOISTURE(%) REL(%) REMARKS
NUMBER METH DATE TOFT LOCATION ----------'- ELEV(ft) TYPE DR FIELD MAXFIELD OPT COMP
_________ ____ ________ ____, ------------------------------------ ---------- _--- ------------ ----------- ----- __---___--
MC 978 N 09/25/98 CF MALL CORE PAD 1051.0 29 110.6 116.5 15'.1 13.5 95
MC 987 N 09/28/98 CF SEARS PAD 1052.0 26 116.0 122.5 12.8 13.0 95
MC 988 N 09/28/98 CF MALL CORE PAD 1052.0 26 116.3 122.5 12.1 13.0 95
MC 989 N 09/28/98 CF MALL CORE PAD 1052.0 28 118.9 124.5 10.3 9.5 96
MC 999 N 09/29/98 CF MALL CORE PAD 1053.0 26 118.0 122.5 13.8 13.0 96
MC 1019 N 09/30/98 CF FUTURE RETAIL PAD 1053.0 28 113.9 124.5 11.9 9.5 91 90% REWD
MC 1024 N 09/30/98 CF FUTURE RETAIL PAD 1058.0 26 112.3 122.5 18.4 13.0 92 RT ON 1024
MC 1024A N 10/01/98 CF FUTURE RETAIL PAD 1058.0 26 117.4 122.5 14.2 13.0 96 RT OF 1024
MC 1037 N 10/02/98 CF FUTURE RETAIL PAD 1059.0 28 118.8 124.5 9.7 9.5 95
MC 1041 N 10/02/98 CF FUTURE ANCHOR PAD 1055.0 28 119.6 124.5 10.2 9.5 96
MC 1045 N 10/05/98 CF FUTURE PAD SW OF FOUNTAIN 1058.0 26 116.9 122.5 14.2 13.0 95
MC 1046 N 10/05/98 CF FUTURE PAD SW OF FOUNTAIN 1057.0 22 119.2 124.5 13.8 12.5 96
MC 1052 N 10/06/98 CF FUTURE PAD N OF FOUNTAIN 1058.0 29 110.4 116.5 13.1 13.5 95
MC 1054 N 10/06/98 CF MALL CORE PAD 1054.0 26 119.0 122.5 12.8 13.0 97
MC 1056 N 10/06/98 CF MALL CORE PAD 1057.0 25 120.1 125.0 -12.0 11.0 96
MC 1057 N 10/06/98 CF FUTURE PAD N OF FOUNTAIN 1056.0 25 118.9 125.0 10.2 11.0 95
MC 1070 N 10/07/98 CF FUTURE PAD SE OF FOUNTAIN 1060.0 22 118.7 124.5 13.4 12.5 95
MC 1071 N 10/07/98 CF MALL CORE PAD 1060.0 24 121.3 126.5 11.8 11.5 96
MC 1072 N 10/07/98 CF MALL CORE PAD 1061.0 28 118.0 124.5 11.2 9.5 95
MC 1073 N 10/07/98 CF FUTURE PAD N OF FOUNTAIN 1058.0 28 120.4 124.5 9.8 9.5 97
MC 1075 N 10/07/98 CF FUTURE PAD SE OF FOUNTAIN 1058.0 25 120.8 125.0 11.5 11.0 97
MC 1076 N 10/07/98 CF MALL CORE PAD 1061.0 28 118.6 124.5 9.6 9.5 95
MC 1077 N 10/07/98 CF MALL CORE PAD 1060.0 28 119.9 124.5 9.4 9.5 96
MC 1078 N 10/07/98 CF FUTURE PAD N OF FOUNTAIN 1059.0 24 122.6 126.5 10.9 11.5 97
MC 1079 N 10/07/98 CF MALL CORE PAD 1061.0 25 119.0 125.0 12.1 11.0 95
MC 1080 N 10/07/98 CF MALL CORE PAD 1059.0 22 119.2 124.5 12.5 12.5 96
MC 1081 N 10/07/98 CF MALL CORE PAD 1061.0 28 118.1 124.5 10.7 9.5 95
MC 1083 N 10/07/98 CF FOUNTAIN AREA 1058.0 28 118.7 124.5 10.9 9.5 95
MC 1084 N 10/07/98 CF MALL CORE 1059.0 28 118.1 124.5 10.8 9.5 95
MC 1086 N 10/07/98 CF FUTURE PAD SE OF FOUNTAIN 1061.0 28 118.0 124.5 10.4 9.5 95
MC 1087 N 10/07/98 CF FOUNTAIN AREA 1060.0 25 121.3 125.0 10.7 11.0 97
MC 1088 N 10/07/98 CF FUTURE PAD N OF FOUNTAIN 1061.0 24 121.1 126.5 11.3 11.5 96
MC 1089 N 10/08/98 CF FUTURE PAD N OF FOUNTAIN 1061.0 28 118.6 124.5 10.5 9.5 95
MC 1103 N 10/08/98 CF NORTH UPPER PRKING 1064.0 6 116.3 126.5 9.9 10.5 92 90% REOlD
MC 1107 N 10/08/98 FG FUTURE PAD SE OF FOUNTAIN 0.0 25 119.8 125.0 10.4 11.0 96
MC 1108 N 10/08/98 FG FUTURE PAD SE OF FOUNTAIN 0.0 28 118.0 124.5 9.3 9.5 95
MC 1109 N 10/08/98 FG FUTURE PAD N OF FOUNTAIN 0.0 28 118.6 124.5 10.5 9.5 95
MC 1110 N 10/08/98 FG FUTURE PAD N OF FOUNTAIN 0.0 24 120.5 126.5 12.3 11.5 95
MC 1111 N 10/08/98 FG MALL CORE PAD 0.0 24 122.9 126.5 12.0 11.5 97
MC 1112 N 10/08/98 FG MALL CORE PAD 0.0 25 121.2 125.0 10.6 11.0 97
MC 1113 N 10/08/98 FG MALL CORE PAD 0.0 28 118.4 124.5 9.1 9.5 95
MC 1114 N 10/08/98 FG MALL CORE PAD 0.0 24 121.4 126.5 12.3 11.5 96
MC 1115 N 10/08/98 FG MALL CORE PAD 0.0 28 119.2 124.5 10.2 9.5 96
MC 1119 N 10/09/98 CF NORTH UPPER PRKING 1067.0 4 113.9 124.5 13.4 11.0 91 90% REW D
11971000-010
APPENDIX C
Laboratory Testing Procedures and Test Results
Maximum Density Testing The maximum dry density and optimum moisture content of typical
materials were determined in accordance with ASTM Test Method D1557. The results of these tests
are presented in the table below:
Optimum Maximum
Sample Location Sample Description Moisture Dry Density
Content (%) (pcf)
1 Brown, silty SAND/SILT 12.5 121.0
' 2 Brown, silty SAND 10.5�d 126.5
3 Light brown-white, fine to medium, silty SAND I1:0 125.0
' 4 Light brown, fine to medium, silty SAND 11.0 124.5
5 Dark brown, clayey, fine SAND 13.5 119.5
6 Brown, slightly clayey, silty SAND 10.5 126.5
' 7 Olive gray, clay to plastic SILT 24.0 99.4
8 Medium dark-brown, clayey, silty SAND 9.0 131.5
9 Olive tan, silty, tine SAND 10.0 129.5
10 Olive gray-brown, silty, fine to medium SAND 8.0 133.5
' 11 Light to medium brown, silty SAND 12.5 121.0
12 Light to medium brown, coarse SAND 9.0 132.0
13 Olive tan, clayey SAND 12.0 122.5
' 14 Light brown, silty SAND 9.5 126.0
15 Olive tan, silty, fine SAND 12.5 118.0
16 Dark brown, sandy SILT 10.0 128.0
17 Dark brown, sandy SILT 11.0 125.0
18 Olive tan, silty, clayey SAND 10.0 130.0
19 Red-brown, clayey SAND 8.5 131.5
20 Brown, fine, silty SAND 11.2 124.0
21 Medium brown, silty, fine SAND 12.5 126.0
22 Red-brown to light brown, silty, fine SAND 12.5 124.5
23 Medium dark-brown, clayey SAND 11.5 127.5
' 24 Olive tan, silty, fine SAND 11.5 126.5
25 Medium brown, silty, fine SAND 11.0 125.0
' 26 Olive-brown, silty, fine SILT 13.0 132.5
27 Olive-brown, silty, fine to medium SAND 9.0 131.0
28 Olive-brown, silty, fine SAND 9.5 124.5
29 Olive-brown, sandy SILT with some clay 13.5 116.5
C-1
' 11971000-010
Laboratory Testing. Procedures (Cont'd.)
' Expansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion
Index Test, U.B.C. Standard No. 29-2. Specimens are molded under a given compactive energy to
' approximately the optimum moisture content and approximately 50 percent saturation or approximately
90 percent relative compaction. The prepared 1-inch thick by 4-inch diameter specimens are loaded to
an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is
reached. The results of these tests are presented in the table below:
Compacted Sulfate
' Sample Sample Description Dry Expansion Expansion Content
Location Density Index Potential PPM
c
Mall Red-brown to olive-brown, silty SAND; 115.2 47 Low < 150
Core trace of clay
t C-2