HomeMy WebLinkAboutWEST DAY SUBDIVISION LOT 3 GORE CREEK PLACE SOILS & FOUNDATION REPORTf\orL\.8,
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SOILS AND FOUNDATION INVESTIGATION
PROPOSED LIONSHEAD REDEVELOPMENT
MARRIOTT PROPERTY AND WEST DAY LOT
VAIL, COLORADO
-Hqu$and
& Associates-
Ttfs dmmlbeen rfliev'ed bY:
Tp fr--s acceptedand app€ets to
com$y wlttt ttn requir€ments o|:wE
Bo(.ol?,
Koechlein Consulting Engineers, Inc.
Consulting Geotechnical Engineers
12364 W. Afameda Pkwy . Suite 115 . Lakewood, CO 80228-2845
LAKEWOOD AVON /SILVERTHORNE
(303) 989-1223 (970) 949-6009
(303) 989-0204 FAX (970) 949-9223 FAX
Koechlein Consulting Engineers, Inc.
Consulting Geotechnical Engineers
'12364W. Alameda Pkwy " Suite 115. Lakewood, CO 80228-2845
www.KCEDen\rer.colrl
LAKEWOOD
(303) 989-1223
(303)989-0204 FAX
AVON/SILVERTHORNE
(970) 949-6009
(970\ 949-9223 FAX
June 16.2003
Jack Hunn
Vail Resorts Development Company
P.O. Box 959
Avon. CO 81620-0959
Subiect: ProposedConstructionRevision
Proposed Commr:rcial/Residential Structures
Lionshead Redevelopment
Marriott Property and West Day Lot
Vail. Colorado
Job No. 02-057
As requested we have prepared this letter to acknowledge that the proposed redevelopment as presented in our report entitled
"Soils and Foundation Investigation, Proposed Lionshead Redevelopment, Marriott Properry and West Day Lot, Vail,
Colorado", dated July 8, 2002, Job No. 02-0j7 has changed.
In our aforermentioned report, we had anticipated excavations to an elevation of8105 would be required for construction of the
two commercialiresidential structures. Howeler, we understand that plans have changed and that excavations to an elevarion
of 8 l00 will be required for construction of the commercialiresidential structures. We should review the proposed changes to
verify that the recornmendations within our report are valid for the new development plans.
We appreciate the opportunity to provide this service. If we can be of further assistance, please contact our office.
KOECHLEIN CONSULTING ENGINEERS. ]NC.
(.../
Scott B. Myen, P.E.
Senior Engineer
Reviewed by:
iltl*V{,K'".h*-
Willian H. Koechleiu, P.E.
President
(-l copies sent)
cc: Ms. Tracl' Han - 42140 Ar chitechrre. Inc.
WJ
'"4j#fi,-$
KOECHLEIN CONSULTING ENGINEERS, INC.
CONSULTING GEOTECHNICAL AND MATERULS ENGINEERS
SOILS AND FOUNDATION INVESTIGATION
PROPOSED LIONSHEAD REDEVELOPMENT
MARRIOTT PROPERTY AND WEST DAY LOT
VAIL. COLORADO
Prepared for
Terry Winnick, V.P.
Vail Resorts Development Company
P.O. Box 959
Avon, CO 81620-0959
Job No. 02-057 July 8, 2002
DENVER: 12364 llest Alameda Prkny., Suite II5, Lakenmod, CO 80228 (303) 989-1223
AVO.V/SILVERTHORNE: (97 949-6009
July 8, 2002
Job No. 02-057
KO E CHLEIN CONS A LTI NG ENG INE E RS, I N C.
Con sul ti ng Geo tech n i cal E ngin eers
TABLE OF CONTENTS
SCOPE
EXECUTTVE SUMMARY
PROPOSED CONSTRUCTION
SITE CONDITIONS
PREVIOUS INVESTIGATION
INVESTIGATION
RADON
SUBSURFACE CONDITIONS
EXCAVATIONS
GROUND WATER
EXISTING FACILITIES
SHORING
DEWATERING
FOTINDATIONS
FLOOR SLABS
FOUNDATION DRAINAGE
LATERAL WALL LOADS
SUR-FACE DRAINAGE
COMPACTED FILL
LIMITATIONS
VICINITY MAP
LOCATIONS OF EXPLORATORY BORINGS
APPROXIMATE LOCATION AND DEPTH OF EXISTING FILL
LOGS OF EXPLORATORY BORINGS
LEGEND OF EXPLORATORY BORINGS
GRADATION TEST RESUI,TS
FOLNDATION EXCAVATION RECOMMENDATION
TYPICAL WALL DRAIN DETAIL
TYPICAL RETAINING WALL DRAIN DETAIL
SUMMARY OF LABORATORY TEST RESULTS
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Fig.2
Fig.3
Figs. 4 thru 12
Figs. 13 and 14
Figs. 15 thru 17
Fig. 18
Fig. l9
Fig. 20
Table I
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July 8, 2002
Job No. 02-057
KOECHLEIN CONSALTING ENGINEERS, INC.
Consulting G eo tech n ica I En gin eers
SCOPE
This report presents the results of a soils and foundation investigation for the
Marriott Property and West Day Lot for the proposed Lionshead redevelopment in Vail,
Colorado. The approximate site location is shown on the Vicinity Map, Fig. 1. The
purpose ofthis investigation was to evaluate the subsurface conditions at the site and to
provide geotechnical recommendations for the proposed construction.
This report includes descriptions of subsoil and ground water conditions
encountered in the exploratory borings, allowable soil bearing capacitv, recommended
foundation systems, and rec,ommended foundation design and construction criteria. This
report was prepared from data developed during the field investigation, our laboratory
testing, a previous investigation, and our experience with similar projects and subsurface
conditions in the area.
The recommendations presented in this report are based on the proposed
redevelopment as described in the PROPOSED CONSTRUCTION section of this report.
We should be contacted to review our recommendations when the final plans for the
redevelopment have been completed. A summary of our findings and conclusions is
presented below.
EXECUTIVE SUMMARY
1. Subsurface conditions encountered in the exploratory borings were
generally similar. The subsurface materials encountered in exploratory
July 8, 2002
Job No. 02-057
6.
2.
KOECHLEIN CONSULTING ENG]NEERS, INC.
Consullittg G eotec hn ica I Engineers
borings for this investigation (TH-l (02-057) thru TH-I5 (02-057))
consisted of asphalt and/or existing fill to yarying depths of 3.0 to 27.0
feet. The existing filI was characterized by a medium dense to very dense,
silty to aiayey, gravelly sand with cobbles and boulders. Wood, concrete,
and building rnaterials were also observed in the existing fill. Below the
existing fiIl tc, the maximum depth explored of 43.0 feet, the subsurf'ace
conditions consisted of dense to very dense, natural silty to clayey, sand
and gravel with cobbles and boulders.
The subsurface conditions encountered in our previous investigation (Job
No. 98-358) were sirnilar to those conditions encountered for this
investigation. The subsurface conditions encountered in exploratory
borings TH-l (98-358) and TH-2 (98-358) typically consisted of 6.0 to
i5.0 fbet of asphalt and/or existing filI underlain by a moist, dense to very
dense, r'ed to brown, silty sand and gravel with cobbles and boulders to the
maximum depth explored of 22.0 feet. The existing fill consisted of a
gravelly, silty to clayey sand with cobbles and boulders.
At the time of drilling, ground watef was encountered at various elevations
of EL. 8107.5 in exploratory boring TH-l (02-057), EL. 8109.1 in TH-S
(02-0s7), EL. 8107.7 in TH-9 (02-057), EL. 8108.2 in TH-10 (02-0s7),
EL. 8097.9 in TH-l I (02-057), EL. 8103.1 in TH-12 (02-057), EL. 8099.1
in TH-14 (02-t)57), and EL. 8098.5 in TH-15 (02-057).
No tiee ground water was encountered in either boring of our previous
investigation (Job No. 98-358) to the maxirnum depth explored of 22.0
f'eet.
Because the ground water level appears to be above the lower anticipated
below grade levels, we anticipate that temporary and permanent
dewatering will be necessary for construction of the proposed
development. Refer to the DEWATERING section of this repoft for
additional details.
We anticipate that existing fill and the natural sand and gravel will be
encountered at the proposed fbundation elevations. In our opinion the
naturai sand and gravel or new compacted structural fill will safely support
spread footing foundation systems for the proposed buildings with speciai
precautions. Refer to the FOUNDATIONS section of this report for
complete recornmendatior-rs.
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July 8, 2002
Job No. 02-057
KOECHLE IN CO NS U LTI NG E NG INE E RS, I NC.
Co n su ltin g Geolechnical Engin eers
'7. We anticipate that the soils at the potential floor slab elevations will
consist of either existing fill or the natural sand and gravel. In our
opinion, the existing fill will not safely support slab-on-grade floors.
However, it is our opinion that the natural sand and gravel will
satisfactorily support slab-on-grade floors. Refer to the FLOOR SLABS
section of this report for complete recommendations.
8. Due to the close proximity to existing structures and the anticipated depths
of excavation, it is our opinion that shoring will be required in order to
proceed with development of the subject site. Refer to the
EXCAVATIONS section of the report for additional details.
9. Based on the subsurface conditions encountered in the exploratory
borings, we anticipate t}rat heavy-duty excavation equipment will be
necessary to complete the required excavations.
10. Drainage around the structures should be designed and constructed to
provide for rapid removal of surface runoff and avoid concentration of
water adjacent to foundation walls.
PROPOSED CONSTRUCTION
A preliminary site plan was provided by Vail Resorts Development Company
prior to our field investigation. The preliminary site plan presented the locations of the
proposed structures and the existing structures. At the time of this investigation, the final
redeveiopment plan for the Marriott Property and west Day Lot has not been completed.
We understand that the redevelopment involves removing the existing parking garage and
repiacing it rvith a new tlvo to three story commercial/residential building that will
include two below grade levels for parking in the northwest portion of the site. ln
addition, a two to three story building with one below grade level for parking will be
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July 8, 2002
Job No. 02-057
KOECHLEIN CONSULTING ENGINEERS, INC.
Consulting Geotechnical E n gin eers
constructed in the west portion of the site. we anticipate that townhomes will be
constructed along the south portion of the site. We anticipate excavations of up to 20 feet
in depth (EL. 8105) may be required for construction of the two commercial/residential
structures. Excavations of up to 27 feet may be required for the townhomes in order to
remove the existing fill. The proposed commerciayresidential buildings will most likely
be of cast-in-place concrete and steel frame construction while the townhomes will most
iikely be of cast-in-place concrete and wood frame construction with walk out basements.
Maximum column and wall loads were assumed to be those normally associated with
medium to large commercial structures for the proposed commercialiresidential buildings
and light residential for the townhomes.
SITE CONDITIONS
The proposed development will be located in the Lionshead redeveiopinent on the
Marriott Property and West Day Lot in Vail, Colorado. The Marriott Property is located
at 715 West Lionshead Circle. It is bordered by West Lionshead Circle and the Marriott
Hotel to the north, the Antlers Condominiums to the east, Gore Creek to the south, and
the West Day Lot to the west. Currently, the northwest corner of the Marriott Property is
occupied by a three level parking garage, with one level above grade and two levels
below grade. The south half of the Marriott Property is landscaping with an abandoned
tennis court in the southeast comer of the site.
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Iuly 8,2002
Job No. 02-057
KOECHLEIN CONSALTING ENGINEERS, INC.
Consultittg G eote ch n ical Engineers
Site topography for the Marriott Property generally slopes downward to the south
to the south end ofthe parking garage then slopes upward to the south and west because
of an existing benn. From the top of the berm, the property slopes down steeply
southward toward Gore Creel<. The southeast corner of the Marriott Property, where the
tennis courts are located, is relatively flat. Access to the site is via an asphaifpaved
driveway that runs south frorn West Lionslread Circle between the Marriott I{otel and the
parking garage. At the tirne of this investigation, installation of an irrigation system was
in progress for the area south of the Maniott Hotel. Vegetation on the Marriott Property
consisted of grass and several pine trees.
The West Day Lot is a gravel and asphalt paved parking lot currently being used
as contractor storage and parking. It is bordered by West Lionshead Circle to the norlh,
the South Frontage to the northwest, Forest Road to the west, Gore Creek to the south and
the Marriott Property to the east. Access to the lot is frorn West Lionshead Cilcle. The
parking lot is relatively flat and south sloping but is bordered by an existing benn along
the northwest, west, and south edges of the lot. The east side of the lot is bordered by the
parking garage for the Marriott Hotel. From the crest of the berm the site slopes
downwad to the northwest, west, and south. Vegetation on the existing berm consists of
grass, weeds, and a f'ew aspen and pine trees.
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July 8, 2002
Job No. 02-057
KOECHLEIN CONSALTING ENGINEERS, INC.
Consulting Geotechnical Engineers
PREVIOUS TNVESTIGATION
A previous geotechnical investigation was perfonned for the West Day Lot prior
to the current investigation. The data and results ofthis previous investigation have been
reviewed and included in the preparation of this report. The following report was
reviewed and information from it used in compilation of this report.
l. Koechlein Consulting Engineers, Inc., Pr-eliminary Geotechnical
Investigation, Proposed Development, The West Lot, Vail, Colorado,
December 28. 1998. Job No. 98-358.
INVESTIGATION
Subsurface conditions for this site were investigated on May 30,2002 and June 3,
6,7, and 10 tlru 13,2002 by drilling fifteen exploratory borings (TH- l (02-057) thru TH-
15 (02-057) using either an ODEX downhole hammer drill rig or a percussion hammer
drill rig at the locations shown on the Locations of Exploratory Borings, Fig. 2. An
engineer from our office was on the site to supervise the drilling of the exploratory
borings and visually classifu and document the subsurface soils and ground water
conditions. Our engineer also obtained representative samples of the soils within the
exploratory borings to be examined in our laboratory. A description of the subsurface
soils observed in the exploratory borings for this investigation and from our previous
investigation (Job No. 98-358) is shown on the Logs of Exploratory Borings, Figs.4 thru
12; and on the Legend ofExploratory Borings, Figs. 13 and 14.
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July 8, 2002
Job No. 02-057
KOECHLEIN CONSALTING ENGINEERS, INC.
Co n sultin g G eotec h n i cal E n gin eers
Our laboratory investigation included visual classification of all samples and
testing of selected samples for natural moisture content and gradation anaiysis. Results
of the laboratory tests for this investigation and for our previous investigation (Job No.
98-358) are presented on the Logs of Exploratory Borings, Figs. 4 thru 12; on the
Gradation Test Results, Figs. 15 thru 17; and in the Summary of Laboratory Test Results,
Table I.
RADON
In recent years, radon gas has become a concern. Radon gas is a colorless,
odorless gas that is produced by the decay ofminerals in soil and rock. The potential for
radon gas in the subsurface strata of mountain terrain is likely. Due to the granular nature
of the natural soiis, it is our opinion that the risk for radon gas at this site is low.
However, since excavations for lower levels for the development are anticipated. we
suggest that the buildings be designed with ventiiation for below grade areas.
SUBSURFACE CONDITIONS
Subsurface conditions encountered in the exploratory borings were generally
similar. The subsurface materials encountered in exploratory borings for this
investigation (TH-1 (02-057) thru TH-15 (02-057)) consisted of existing fill to varying
depths of 4.0 to 27.0 feet. The existing fill was characterized by a brown to b1ack, dry to
July 8, 2002
Job No. 02-057
KOECHLEIN CONSULTING ENGINEERS, INC.
Consulting Geotechnical Engineers
moist, medium dense to very dense, silty to clayey, gavelly sand with scattered cobbles,
boulders, wood, concrete, and building materials. The approximate location and depth of
existing fill encountered throughout the site is shown in the Approximate Location and
Depth of Existing Fiil, Fig. 3. Below the existing fiIl, to the maximum depth explored of
43.0 feet, the subsurface conditions consisted of interbedded layers of brown, moist to
saturated, dense to very dense, silty to clayey sand, clean sands, sand and gravel with
cobbles and boulders, and sandy cobbles and boulders.
The subsurface conditions encountered in ow previous investigation (Job No. 98-
358) were similar to those conditions encountered for this investigation. The subsurface
conditions encountered in exploratory borings TH-l (98-358) and TH-2 (9S-35S)
typically consisted of 6.0 to 15.0 feet of asphalt and/or existing fill underlain by a moist
dense to very dense, red to brown, silty sand and gravel with cobbles and boulders to the
maximum depth explored ol 22.0 feet. The existing fill consisted of a gravelly, silty to
clayey sand with cobbles and boulders.
At the time of driiling, ground water was encountered at various eievations of EL.
8107.5 in exploratory boring TH-1 (02-057), EL. 8109.1 in TH-S (02-057), EL. 8107.7 in
TH-9 (02-057), EL. 8108.2 in TH-10 (02-0s7), EL. 8097.9 in TH-11 (02-0s7), EL.
8103.1 in TH-12 (02-057),E,L.8099.1 in TH-14 (02-057), and EL. 8098.5 in TH-15 (02-
057). No free ground '* ater was encountered in either boring of our previous
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July 8, 2002
Job No. 02-057
KOECHLEIN CONSULTING ENGINEERS, INC.
Consulting G e otec hn ic al En gineers
investigation (TH-l (98-358) and rH-2 (98-358)) to the maximum depth explored of 22.0
EXCAVATIONS
we anticipate that excavations of up to 20 feet (EL. 8105) may be required for
construction of the two commercial/residential buildings with below grade parking. In
addition, excavations up to 27 feet in depth may be necessary to remove the existing fiIl
beneath the proposed townhomes. The approxirnate location and depth of existing fill
encountered throughout the site is shown in the Approximate Location and Depth of
Existing Fill. Fig. 3. Because cobbles and boulders were encountered within the
exploratory borings, it is our opinion that healy-duty excavation equipment will be
necessary to complete the required excavations.
Due to the anticipated depths of excavarions and the proximity to existing
structures, we anticipate that shoring will be necessary for a portion of the excavations.
For areas of the excavatiorL requiring shoring, refer to the SHoRING section of this
report for additional details.
For areas of the excavation not requiring shoring, care needs to be exercised
during construction so that the excavation slopes rernain stable. In our opinion, the
existing moist, gravelly sand fil| and the moist, natural sand and gravel classifr as Type B
soils in accordance with oSFIA. wet or saturated sand and gravel will ciassifu as Type c
July 8, 2002
Job No. 02-057
KOECHLEIN CONS ALTING ENGINEERS, INC.
Consulting G eo te ch n ical Engineers
soils in accordance with OSHA regulations. OSHA regulations should be followed in
any excavations or cuts.
All e;<isting fill, foundations, and soft soiis beneath the proposed construction
should be removed and, if necessary, replaced with properly moisture conditioned and
compacted fill. Refer to the EXISTING FACILITIES section of this report for additional
details. All fill should be placed and compacted as recommended in the coMpACTED
FILL section ofthis report.
GROI.'ND WATER
At the time of drilling. ground water was encountered at various elevations of EL.
8107.5 in exploratory boring TH-l (02-057), EL. 8109.1 in TH-S (02-057),EL. Bt}l..7 in
TH-9 (42-057), EL. 8108.2 in TH-10 (02-057),8L.8097.9 in TH-lt (02-0s7), EL.
8103.1 in TH-12 (02-057),\aL.8099.1 in TH-14 (02-057), and EL. 8098.5 in TH-15 (02-
057). No free ground water was encountered in either boring of our previous
investigation (TH-1 (9s-358) and rH-2 (9s-358)) to rhe maximum depth explored of 22.0
feet.
Since we anticipate that the lowest level of the proposed commerciai/residential
buildings will be at elevation EL. 8105 and the shallowest ground water elevation in this
portion of the site was recorded to be EL. g10g.1 in TH-g (02-057), we anticipate that
ground water will be encountered during excavation for the lower portions of the
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July 8, 2002
Job No. 02-057
KOECHLEIN CONSALTING ENGINEERS, INC,
Consulting Geotechnical Engineers
proposed commercial/residential buildings. Based on our experience in the areq we
believe that ground rtater is traveling in more permeable layers or seams within the
existing soil matrix. There{bre, greater amounts of ground water could be encountered at
random locations within the excavation for the proposed development. Because ground
water will be encountered, temporary and permanent dewatering systems will be required
for the proposed redevelopment. Refer to the DEWATERING section of this report for
additional details.
Since we anticipate that the lowest levei of the proposed townhome buildings will
be at elevation EL. 8107, and the shallowest ground water elevation in this portion of the
site was recorded to be EL. 8099. I in TH-15 (02-057), we do not anticipate that ground
water will be encountered during excavation for the proposed townhome buildings.
However, our investigation was performed during a very dry time of the year. It is
possible that ground water may be encountered during wetter times of the year.
EXISTING F,\CILITIES
We anticipate that prior to construction of the redevelopment, the existing
structures and utilities will be removed. We recommend that existing foundations, slabs-
on-grade, utilities, and existing fill be completely removed and, if necessary, replaced
with properly moishre conditioned and compacted fill prior to construction of the new
faciiities. A representative from our office should obsewe the completed demolition and
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July 8, 2002
Job No. 02-057
KOE CHLE IN CO NS U LTI NG ENG I N E E RS, I NC.
Con sulting G e ote ch n ical Engineers
removal ofthe existing foundations, slabs-on-grade, utilities, and existing fill in order to
verifii that they have been completely rernoved.
Provided that the existing fill is free of deleterious material, the existing fill rnay
be used as skuctural fill for this project. Deleterious material includes wood, concrete,
building materials, topsoil, organics, etc. Al1 filI for this project should be moisture
treated and compacted as recommended in the COMPACTED FILL section of this report.
A representative from our office should observe the removal of the existing foundations,
slabs-on-grade, utilities, and existing fiIl, as weil as rhe placement and compaction of any
fill beneath the new facilities.
SHORING
Due to the depth of excavation and proximity of surrounding structures, property
lines and streets, it may not be possible to slope all ofthe excavation sides as required by
OSHA regulations. Therefore, a shoring system may be necessary. A typical shoring
system used fbr deep excavations includes piles (either driven or socketed in pre-drilled
holes) as soldier posts with lagging. However, due to the presence of cobbles and
boulders, driving or pre-drilling holes with conventional driliing equipment may not be
possible. An altemative to driven piles or socketed piles using conventional drilling
equipment as soldier posts could be multiple minipiles in conjunction with tie-backs,
which can be drilled through the cobbles and boulders. Minipiles are installed by drilling
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July 8,2002
Job No. 02-057
KOECHLEIN CONS ALTING ENGINEERS, INC.
Con su Itin g G eo tech n ica I E n gin eers
and advancing a casing intcr the ground to the desired depth. The hole is then fiiled with
grout as the casing is removed from the hole. Where ground water is encountered, it is
sometimes necessary to leave the casing in the ground to prevent water from entering the
hole. Multiple minipiles in conjunction with tie-backs could be used as soldier posts for a
soldier post and lagging shoring system.
An alternative shoring systeln that may also be considered for this site is a soil
nailed shoring system. Installation of a soil nailed shoring system will be influenced by
the presence of cobbles and boulders and by the presence of adjacent existing structures
and utilities. Properly bourrdaries may also limit how far the shoring system can extend
beyond the excavation and intrude into the adjacent property. Therefore, other methods.
such as interior bracing, may need to be evaluated.
The ability to complete the excavation within the site constraints and the need for
a shoring system including the type of system should be evaluated during the design
phase of the project. Based on the subsurface conditions encountered during this
investigation and our previous investigation, the shoring system may be designed using
the following engineering soil characteristics forthe natural sand and gravel: $' :35',y:
135 psf, c:0.
If soil nails are used as part of the shoring system, their pullout capacity wiil be
influenced by the existing soil conditions, method of hole advancement, hole diameter,
bonded length, grout fype, and grouting pressure. For preliminary design purposes, the
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July 8, 2002
Job No. 02-057
KO ECHLE I N CONS ULTING E NG IN EE RS, tNC
Co nsalting Geotechnica! Engin eers
soil nails may be designed using an ultimate unit resistance of 20 kpf assuming that the
soil nails a.re small diameter and are backfilled with low-pressure grout in the natural sand
and eravel.
DEWATEzuNG
At the time of drilling, gound water was encountered at an elevation of EL.
8109.i in exploratory borinlg TH-8 (02-057). Since we anticipate that the lowest level of
the proposed commercial/residential buildings wiit be at elevation EL. 8105 and the
shallowest ground water elevation in this portion of the site was recorded to be EL.
8109.1 in TH-8 (02-057), temporary and permanent dewatering systems will be necessary
for the proposed development. Based on our experience in the area, we believe that
ground water is travelling in several permeable layers or seams u'ithin the existing soil
matrix. Therefore, greater amounts of ground water could be encountered at random
locations within the excavation for the proposed development.
A ternporary dewatering systern for the proposed development could consist of
trenches within the excavation sloped down to a positive gravity discharge or to a sump
pit where the water can be removed by pumping and/or deep wells. During construction
the dewatering system should be reviewed and it may be necessary to adjust the pumping
in order to control the amount of ground water infiltrating into the excavation. The
feasibility of different temporary dewatering systems should be evaluated during the
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July 8, 2002
Job No. 02-057
KO ECHLE I N CO NS A LTI N G E NG I NE ERS, INC.
Consulting Geotechnical Engineers
design phase ofthe project. Once the final design ofthe proposed construction has been
selected, we should be contacted to discuss and to assist in the design of the temporary
dewatering system. Based on the assumed below grade elevation (EL" 8105) and
assumed pemeability of the soils, we estimate a flow of ground water into the excavation
may be 2 to 3 gpm per linear foot of excavation. This flow of ground water represenrs an
estimate and is subject to change based on the plan limits of the excavation and depth of
excavation.
Since vte anticipate that the lowest level of the proposed deveiopment will be at
EL. 8105, which will be approximately 5 feet below the shallowest ground water, we
recommend that a permanent dewatering system be designed for beneath the proposed
slab-on-grade concrete floor slab. The permanent dewatering system may consist of a
combination of underslab drains and foundation drains sloped to a positive gravify
discharge or to a sump pit where the water can be removed by pumping. A consideration
of the change in ground water flow for the time of year should be made in the design of
the permanent dewatering system. The pump capacity (if required) of the permanent
dewatering systern can be better determined during construction by monitoring the
requirements of the temporary dewatering system.
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July 8, 2002
Job No. 02-057
KOECHLEIN CONSALTING ENGINEERS, INC.
Consulting Geotechnica! En gin eers
FOLINDATIONS
The subsurface materiai at the potential foundation elevation for the proposed
commercialhesidential buildings consists of fill underlain by the natural sand and gravel
with cobbles and boulders. It is our opinion that the natural sand and gravel will safely
support a spread footing Foundation system for the proposed commercial/residential
buildings.
The subsurface material at the potential foundation elevation for the proposed
townhomes consists of existing fill and the natural sand and gravel with cobbles and
boulders. In our opinion, the existing fill will not safely support a spread footing
foundation system for the proposed townhomes. However, it is our opinion that the
natural sand and gravel or new compacted structural fill bearing on the natural sand and
gravel will support a spread footing foundation system for the townhomes.
A deep foundation system, such as drilled piers, driven piles or mini-piles,
supported by the natural sand and gravel could be used to support the proposed
townhomes. However, due to the presence of large cobbles and boulders, installation of
drilled piers or driven piles could be difficult. The installation of mini-piles will aiso be
influenced by the presence ofcobbles and boulders, however, mini-piles can generally be
instailed in these conditions. Due to the high cost of mini-piles and the difficulty in
installation of drilled piers or driven piles, we anticipate that the owner wili choose to
support the proposed townhomes on either the natural sand and gravel or new compacted
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July 8,2002
Job No. 02-057
KOECHLEIN CONSALTING ENGINEERS, TNC.
Co nsuIting Geotechnical E ngin eers
structural fili. If the owner would like to pursue the option of a deep foundation system,
we should be contacted to provide additional recommendations.
Ifthe owner chooses to support the proposed strucrures on spread footings, all of
the existing fill should be removed from beneath the footprint of the proposed structures.
If the elevation of the proposed foundations is above the elevation of the natural soils,
compacted structural fill will need to be placed in order to raise the excavation to the
elevation of the proposed foundations. We recommend that spread footing foundation
systems be designed and constructed to meet the following criteria:
l Footings should be supported by the undisturbed natural sand and gravel
or properly moisture conditioned and compacted fiil, as described below in
Items 2, 7,8,11,l2 and 13.
2. All existing fill must be removed frorr below proposed foundations. If
necessary, properly moisture treated and compacted structural fiIl may be
placed beneath the proposed foundations in order to raise the level of the
excavation alter removal of the existing fill. If structural fili is placed
beneath the proposed foundations, an equal depth of fill must be placed
below the entire foundation. The filI beneath the proposed footings should
extend beyond the proposed footing, as shown in the Foundation
Excavation Recommendation, Fig. 18. All structural filI placed beneath
foundations must be moistue treated and compacted as recommended in
the COMPA(ITED FILL section of this report. Placement of the fill must
be observed and tested on a full time basis by a representative from our
office.
3. We recommend wall and column footings be designed for a maximum
ailowable soil bearing pressure 6,000 psf for foundations constructed on
the natural sand and gravel and for 4,000 psf for foundations constructed
on new compacted structural fill.
4. Spread footings constructed on the natural soils or new compacted
structural fiIl may experience up to 0.5 inches of differential movement
17
6.
7.
9.
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July 8, 2002
Job No. 02-057
KOE CHLEIN CONS A LTI NG E NG I N E E RS, INC.
Consultin g Ge otech n ical Engineers
between foundation elements. Because the soils are granular in nature, we
anticipate that the majority of the differential settlernent will occur durine
construction.
5. wall footings and foundation walls should be designed to span a distance
of at least 10.0 feet in order to account for anomalies in the soil or
compacted fill.
8.
Foundation wall backfill should not be considered for support of load
bearing footings. Footings should be stepped and supported by
undisturbed nafural sand and gravel and should not be constructed on
foundation wall backfill. Foundation walls or grade beams should be
designed to span across an excavation backfill zone and should not be
constructed with footings within this zone.
Excavations for the strucfures within the development may encounter wet
and./or soft soils requiring excavation and removal. Soft soils may be
stabilized by either the removal and replacement with compacted granular
soil or by the placement of angular cobbles and boulders, which should be
compacted into the soft soils by heavy construction equipment until a non-
yielding subgrade is obtained.
Another option to stabilize soft soils would be to place a layer of geogrid
reinforcement at the bottom of the excavation prior to compaction of the
angular cobbles and boulders. The use of the geogrid reinforcement
typically will reduce the amount of cobbies and boulders required to
achieve a non-yielding surface.
The base of the exterior footings should be established at a minimum
depth below the exterior ground surface, as required by the local buiiding
code. We believe that the depth for frost protection in the local building
code in this area is 3.5 feet.
Column footings should have a minimum dimension of 24 inches square
and continuous wall footings should have a minimum width of 16 inches.
Footing widths may be greater to accommodate structural design loads.
We anticipate that cobbles and boulders will be encountered at the
foundation elevation. Removal of the cobbles and boulders may result in
depressions and rough bottoms in the excavation. The resultine
t 1.
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July 8. 2002
Job No. 02-057
KO ECHLE I N CONS ALTI N G E NGINE E RS, INC.
Consulting G eotech n i ca I Engineers
depressions can be backfilled with compacted backfill or lean concrete.
Refer to the COMPACTED FILL section of this report for backfill
requirements.
12 ' Pockets or leLyers of existing fiil may be encountered in the bottom of the
completed fuoting excavations. These materials should be removed to
expose the undisturbed sand and gravel. The foundations should be
constructed on the natural sand and gravel or new compacted structuralfiil. Refer to the COMPACTED FILL section of this report for backfill
requirements.
13. Fill should be placed and compacted as outlined in the coMpACTED
FILL section of this report. We recommend that a representative of our
office obsene and test the placernent and compaction of strucfural fill
used in foundation construction. It has been our experience that without
engineering quality control, poor construction techniques occur which
result in pool foundation performance.
14. We recommend that a representative of our office observe the compieted
foundation excavation. Variations from the conditions described in this
report, which were not indicated by our borings, can occur. The
representative can observe the excavation to evaluate the exposed
subsurface conditions.
FLOOR SLABS
The subsurface soils at the floor slab elevations for the commercial/residential
buildings consisted ofshallow fi1l underlain by the natural sand and gravel with cobbles
and boulders while the subsurface soils at the floor slab elevations for the townhomes
consisted ofvariable depths ofexisting fil1 over the natural sand and gravel with cobbles
and boulders. In our opinion, the existing fill will not safely support slab-on-grade floors.
However, it is our opinion that the natural sand and gravel wili support slab-on-grade
floors with a low risk of movement. We anticipate that slabs-on-grade constructed on the
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July 8, 2002
Job No. 02-057
KOE CHL E I N CONS ULTI NG E NG INE ERS, I N C.
Cottsulting Geotechnical E ngin ears
naturai soils may experience up to 0.25 inch of movement. We recommend the followine
precautions for the construction of slab-on-srade floors:
1. Slabs should be placed on the natural sand and gravel or new compacted
fill. All existing fill or soft soils beneath slabs-on-grade should be removed
prior to placement offill or construction ofslab-on-grade floors.
2. Slabs should be separated from exterior walls and interior bearing
members. Vertical movement of the slab should not be restricted.
3. Exterior slabs should be separated from the building. These slabs should
be reinforced to function as independent units. Movement of these slabs
should not be transmitted directly to the foundations or walls of the
structure.
4. Frequent control joints should be provided in all slabs to reduce problems
associated with shrinkaee.
5. Fill beneath slabs-on-grades may consist ofon-site soils free ofdeleterious
material or approved fiIl. Fill should be placed and compacted as
recommended in the COMPACTED FILL section of this report.
Placement and compaction of fill beneath slabs should be observed and
tested by a representative ofour office.
6. As part of the permanent dewatering system for below grade siabs-on-
grade constructed near the ground water elevations, we recommend. that an
underslab drain system be installed below interior slabs-on-grade. An
underslab drain systan should be designed by a professional engineer
familiar with permanent underslab drain systerns.
FOLINDATION DRAINAGE
Surface water tends to flow through relatively permeabie backfitl typically found
adjacent to foundations. The water that flows through the fill coilects on the surface of
relatively impermeable soils occurring at the foundation elevation. Both this surface
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July 8,2002
Job No. 02-057
KO ECHLE I N CONS ULTI NG E N G TN E E RS, INC.
Con sulti ng Geotechnicsl Engineers
water and possible ground water can cause wet or moist below grade conditions after
construction.
Because below grade areas will be constructed for both the commercial/residential
buildings and townhomes, we recommend the installation of a drain along the below
grade foundation walls. I'his drain will help reduce the risk of hydrostatic pressure
developing on foundation walls and of ground water infiltrating into the below grade
areas' The drain for townhome construction should consist of a 6-inch diameter
perforated pipe encased in fiee draining gravel and a manufactured wall drain. The drain
should be sloped so that water flows to a gravity outlet or to a sump where the water can
be removed by pumping. I{ecommended details for a typical foundation wall drain are
presented in the Typical Wall Drain Detail, Fig. 19.
LATERAL WALL LOADS
Walls will be planned that will be required to resist lateral earth pressures. Lateral
earth pressures depend on the fype of backfill and the height and type of wall. walls,
which are free to rotate sulficiently to mobilize the shength of the backfill, should be
designed to resist the "active" earth pressure condition. Walls that are restrained should
be designed to resist the "at rest" earth pressure condition. The following table presents
the lateral wail pressures that may be assurned for design.
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July 8, 2002
Job No. 02-057
KOECHLEIN CONSALTING ENGINEERS, INC,
Consulting Geotechnical Engineers
Backfill placed behind or adjacent to foundation walls and retaining walls should
be placed and compacted as recommended in the coMpACTED FILL section of this
report. Placement and compaction of the filI should be observed and tested by a
representative of our office.
Due to the topography of the site, retaining walls may be constructed as part of
redevelopment of the area. If retaining walls are constructed, a drain should be
constructed adjacent to the wall. The drain may consist of a manufactured drain system
and gravel. The gravel should have a maximum size of 1.5 inches and have a maximum
of 3 percent passing the No. 200 sieve. Washed concrete aggregate will be satisfactory
for the drainage layer. The manufactured drain should extend from the bottom of the
retaining wall to within 2 I'eet of subgrade elevation. The water can be drained by a
perforated pipe with collection of the water at the bottom of the wall leading to a positive
gravity outlet. A typical detail for a retaining wall drain is presented in the Typical
Retaining Wall Drain Detail. Fig. 20.
Earth Pressure Condition Equivalent Fluid Pressurel
//-^A\yvl.,
Active 35
At-rest 50
Passive 300
Notes:
l. Equivalent fluid pressures are for a horizontal backfill condition with no hydrostatic
pressures or live loads.
2. A coefficient of fi:iction of 0.5 may be used at the base of retaining wall or spread
footings to resist lateral wall loads.
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July 8,2002
Job No. 02-057
KOE CHL E I N CO NS ULTING E N GIN EE RS, I N C,
Consalting Geotechnical E n gin eers
SURFACE DRAINAGE
We recommend the following precautions be observed during construction and
maintained at all times after the facilities are completed.
1. Wetting or drying of the open foundation excavations should be
minimized during construction.
Al1 surface lvater should be directed away from the top and sides of the
excavations during construction.
The ground surface surrounding the exterior of the buildings should be
sloped to drain away in all directions. We recommend a slope of at least
12 inches in the first 10 feet.
Backfili, especially around foundation walls, must be placed and
compacted as recommended in the COMPACTED FILL section of this
report.
COMPACTED FiLL
Fill may consist of the narural sand and gravel, existing on-site gravelly sand fill
free of deleterious material, or approved imported fiIl. Deleterious material includes
building materials, trash, topsoil, organics, etc. The imported fiIl may consist of non-
expansive siltv or ciayey sands or gravels with up to 15 percent passing the No. 200 sieve
and a maximum plasticity index of 10. No gravel or cobbles larger than 6 inches should
be placed in fiil areas. Fill areas should be stripped of all vegetation and loose soils, and
then scarified, moisture treated, and compacted. Fiil should be placed in thin loose lifts;
2-
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4.
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July 8,2002
Job No. 02-057
KO E CH L E I N CO NS ULTI NG E N GINEE RS, I NC.
Co nsu Iting Geotechnical Engin eers
moisture treated, and compacted as shown in the following table. The recommended
compaction varies for the given use of the filI.
We recommend that a representative of our office observe and test the placement
and compaction of structural fill. Fill placed below foundations and slab-on-grade floors
is considered structural. It has been our experience that without engineering quality
control, poor construction techniques can occur which result in poor foundation and siab-
on-grade performance.
LIMITATIONS
Aithough the exploratory borings were located to obtain a reasonably accurate
determination of foundation conditions, variations in the subsurface conditions are always
possible. Any variations that exist beneath the site generally become evident during
Use of Fill
Recommended Compaction
Percentage ofthe
Standard Proctor
Maximum Dry
Density
(ASTM D-698)
Percentage ofthe
Modified Proctor
Maximum Dry
Density
(ASTM D-15s7)
Percentage ofthe
Optimum
Moisture Content
(ASTM D-698
or D-1557)r
Below Structure Foundations 98 95 -2 to +2
Below Slab-On-Grade Floors 95 90 -2 to +2
Utility Trench Backfill v)90 -2 to +2
B ackfi ll G.,lon-Structural)90 90 -2 to +2
Notes:
1. For clay soils the moisture content should be 0 to +2 percent of the optimum moisture content.
For granular soils the moisture content should be -2 to +2 of the optimum moisture content.
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July 8, 2002
Job No. 02-057
K OE CHL EIN CONS U LTI NG E NGI NE E RS, I NC.
Consulting Geotechnical Engineers
excavation for the removal of existing structures and excavation for the new strucfures. A
representative from our office shouid observe the completed excavations to confirm that
the soils are as indicated by the exploratory borings and to veriry our foundation and floor
recommendations. The placement and compaction of fill, as well as installation of
foundations, should also be observed andior tested. The design criteria and subsurface
data presented in this report are valid for 3 years frorr the date ofthis report.
If we can be of further assistance in discussing the contents of this report or in
anaiyses ofthe proposed project from a soils and foundation viewpoint, please call.
KOECHLEIN CONSULTING ENGINEERS. INC.
/;,1/w ftl&
Richard M. Wenzel III, E.I.'f.
Engineer
William N. Houlette, P-E.
Senior Engineer
(4 copies sent) .
25
KOECHLEIN CONSULNNG ENGTNEERS. INC.
Consulting Geotechnical Engineers
trl
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TH-1
rc2-O57)
APP.EL. 81 28.5
TH-2
(02-0571
APP.EL. 8132,2
50t4
657
37t
52 1
24t
807
144 |
597
126 |
106 T -
162 t
175 t
132 T
58r
66 I
84 T->
567
657
701
477
287
18 f
22t
197
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I JOB NO. O2-O57
LOGS OF EXPLORATORY BORTNGS
FIG. 4
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Consulting Geotechnical Engineers
TH-4
(02-057)
APP.E1.8133.7
TH-3
(o2-0s7)
APP.EL. 8123.6
72t
507
897
547
607
60r
62t
641
52t
967
97 1
113 T
78t
467
24t
88t
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LOGS OF EXPLORATORY BORINGS
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Consulting Geotechnical Engineers
TH-5
(02-o57)
APP.EL. 8125.2
TH-6
@2-0571
APP.EL. 8124,9
407
647
847
116 T
407
607
106 T
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92t
237
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76t
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LOGS OF EXPLORATORY BORINGS
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Consulting Geotechnical Engineers
TH-7
(02-os7)
APP.E1,8125,2
TH-8
(o2-o57\
APP.E1.8125.1
587
52 1
48t
44 1
967
72 1
547
657
84t
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150 t
347
357
347
204 | -:
352T -
JOB NO. O2-Os7
LOGS OF EXPLORATORY BORINGS
FIG. 7
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KOECHLEIN CONSULTING ENGINEERS. INC.
Consulting Geotechnical Engineers
TH-9
Q2-057)
APP.EL. 8131 .7
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46/12
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->
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TH-'l O
(o2-o57)
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LOGS OF EXPLORATORY BORINGS
FIG. 8
KOECHLEIN CONSULTING ENGINEERS, INC,
Consulting Geotechnical Engineers
n'l
m
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=
mm
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lo2-o571
APP.EL. 81 'l 6.9
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JOB NO. O2-Os7
LOGS OF EXPLORATORY BORINGS
FIG.9
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KOECHLEIN CONSULTTNG ENGINEERS, tNC.
Consulting Geotechnical Engineers
tn-t5
(o2-0571
,APP.E1.8132.7
47 112
TH-14
(02-057')
APP.E1.8126.141 t
32t
18 t
17J
17 1
68t
156 ?
103 T
82t
897
17t
19 I
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607
29 1
71 t
32 1
587
667
76t
132t_
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LOGS OF EXPLORATORY BORTNGS
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KOECHLEIN CONSULTING ENGINEERS, tNC.
Consulting Geotechnical Engineers
TH-1
(98-358)
APP.EL. 81 28
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LOGS OF EXPLORATORY BORINGS
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Consulting Geotechnical Engineers
TH-2
(98-358)
APP.EL.8125
50/6
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LOGS OF EXPLORATORY BORINGS
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KOECHLEIN CONSULTING ENGINEERS. INC.
Consulting Geotechnical Engineers
LEGEND:
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--:-
T
ASPHALT
FILL, Sand, Gravelly, Silty, Clayey, Cobbles, Boulders,
Wood, Concrete, Building materials, Dry to moist, Red, Brown,
Black. Tan.
SAND and GRAVEL, Silty, Clayey, Cobbles, Boulders, Dense to
very dense, Slightly moist to wet, Red to brown.
SAND, Silty, Very little gravel, Very moist to saturateo,
Very Dense, Brown"
COBBLES AND BOULDERS, Sandy, Gravelly, Slightly moist to wet,
Very dense, Brown.
TOPSOIL
WATER. Indicates depth of water encountered while drilling.
CAVING. Indicates depth of caving soils while drilling.
REFUSAL. Indicates practical drill rig refusal.
WATER. Indicates depth of water measured after drilling.
EOUIVALENT BLO\\r COUNT. Indicates equivalent standard
penetration blow count of 65 for 12 inches of penetration
calculated from continuous hammer blow of the
percussion hammer investigation rig,
SPLIT SPOON DRIVE SAMPLE. The svmbol 29/6 indicates that 29
blows of a 14O pound hammer falling 30 inches were required to
drive a 2.0 inch O.D. sampler 6 inches.
SLOTTED PVC PIPE. Indicates that a 2.O inch diameter slotted
pvc pipe was installed for water monitoring
BULK SAMPLE. Obtained from auger cuttings.
I JOS NO. O2-O57
LEGEND OF EXPLORATORY BORINGS
FtG. 1 3
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KOECHLEIN CONSULTING ENGINEERS. INC.
Consulting Geotechnical Engineers
LEGEND:
Notes:
1. Exploratory borings TH-1 (98-358) and TH-Z (98-3Sg) were drilled for ourprevious- investigation Job No. 98-358 on November 1 l, 1999 using a4-inch diameter continuous flight auger. Exploratory borings TH-1 -
thru TH-8 and Tl.1-13 thru TH-15 for this investigatiirn wer6 drilted onJune 10 thru 13, 2002 using a percussion hammer drill rig. Exploratory
lgrlqgt TH-g thru TH- l2tor this investigarion were drillei on illay 30,'
2OO2 and June 3, 6, and 7, 2OO2 using an ODEX downhole hammer drill rig.
2. Ground water was encountered at depths of 21 .O feet in TH-1, 1g.O feet
in TH-8, 24.0 feet in TH-9,21.b feet in TH-10, 19.0 feet in TH-1,1 .
'1 2.0 feet in TH-12, 27.Ofeer in TH-14, and 16.7 feet in TH-15 atinetime of drilling.
3. The Boring Logs are subject to the explanations, limitations, and
conclusions as contained in this report.
4. Laboratory Test Results:
WC - Indicates natural moisture (%)
-20O - Indicates percent passing the No. 2OO sieve (7o)
5. Approximate elevations for borings drilled for this investigation (TH- 1thru TH-15) were measured by Peak Land Surveying. Aplproximate
elevations for borings TH- 1 (98-358) arrd TH-2 tgg--3SSi were estimatedfrom the topographic map obtained from peak Land Surveying.
JOB NO. O2-O57
LEGEND OF EXPLORATORY BORINGS
FrG. 14
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KOECHLEIN CONSULTING ENGINEERS
SAND, GravellySample of
Source TH-1 (02-057) Sample No.
Sample of
Elev./Deoth 39.0 feet
GRAVEL 19 "/.
SILT & CLAY 4 %
PLASTICITY INDEX
LIQUD LIMIT
GRAVEL 37 % SAND 4I
SILT & CLAY 22 % LIQUID LIMIT
PLASTICITY INDEX
SAND. Gravellv. Silw
Source TH-6 (02-057) Sample No.Elev./Depth 19.0 feet
30-
m
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--{ooIz
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DIAMETER OF PARTICLE IN MM
0
10
20
30
40
50
60
70
80
90
100
Job No.02-057
GRADATION TEST RESULTS
FrG. l5
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KOECHLEIN CONSULTING ENGINEERS
Sample of SAND. Silrv GRAVEL O
Source TH-9 (02-057) Sampte No.Elev./Depth 36.0 feet SILT & CLAY 27 LIQUD LIMIT
PLASTICITY INDEX
Sample of SAND, Gravelly, Silry GRAVEL 33 % SAND
Source TH-14 (02-057) Samote No.Efev./Depth 29.0 feet SILT & CLAY 13 % LIQUID LIMIT
PLASTICITY INDEX
SANDv.
l:
20
30
40
50
60
70
80
90
10(
DIAMETER OF PARTICLE IN MM
0
10
20
30
40
50
60
70
m
mz
m{
2m
DIAMETER OF PARTICLE IN MM
Job No.02-057
GRADATION TEST RESULTS
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GRAVEL 39Sample of FILL. SAND, Gravellv, Silty
Source TH-l(98-358)__ Sampte No.Elev./Depth 4.0 feet
Sample of SAND and Gfu\VEL. Silty
Source TH-l(98-358) Sampte No.Elev./Deoth 9.0 feet
SILT&CLAY II
PLASTICITY INDEX
LIQUD LIMIT
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GRAVEL 45
SILT & CLAY 14
PLASTICITY INDEX
SAND 4I %
LIQUIO LIMIT %
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60
70
80
DIAMETER OF PARTICLE IN MM
0
10
20
3or
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90
100
DIAMETER OF PARTICLE IN MM
Job No.02-057
GRADATION TEST RESULTS
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KOECHLEIN CONSULTING ENGINEERS. INC.
Consulting Geotechnical Engineers
COMPACTED GRANULAR FILL
(SEE REPORT FOR
EXISTING
FILL
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FIRM NATURAL SOIL
EDGE OF EXCAVATION
(EXCAVATE AS PER
OSHA REGULATIONS)
JOB NO.02.057
FOUNDATION EXCAVATION RECOMMENDATION
FtG. t8
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KOECHLEIN CONSULTING ENGINEERS. INC.
Consulting Geotechnical Engineers
CLAYEY MCKF ILL
EOGE OF EXCAVATION
(EXCAVATE AS PeR
OSHA REGULATIOI\IS)
FILTER FABRIC
PERFORATED PIPT
ll,;
MANUFACTURED
WALL DRAIN
EELOW GRADE WALL
WATERPROOFING
PLASTIC SHEETING
MIN.
NOTES:
1. DRAIN SHOULD BE AT LEAST 12 INCHES BELOW TOP OF FOOTING
AT THE HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE
GRAVITY OUTLET OR TO A SUMP WHERE WATER cAN BE REIVIOVED BY
PUMPING.
2. EXCAVATIONS ADJACENT TO FOOTINGS SHOULD BE CUT AT A 1 TO1 (HORTZONTAL TO VERTTCAL) OR FLATTER StOpE FRO|/ THE EOTTOM
OF THE FOOTINGS UNLESS SHORING IS PROVIDED. EXCAVATIONS
ADJACENT TO FOOTINGS SHOULD NOT BE CUT VERTICALLY AND
SHOULD BE AVOIDED WHERE EVER POSSIBLE BY LOCATING THE
EXCAVATION AWAY FROM THE FOOTINC UNLESS SHORING IS PROVIDED.
3. THE DRATN SHOULD BE LAID ON A SLOPE RANGTNG BETWEEN 1/8
rNcH AND 1/4 |NCH DROP pER FOOT OF DRA|N.
4. GRAVEL SPECjFICAT|ONS: WASHED 1.5 INCH TO NO. 4 GRAVEL
WITH LESS THAN 3% PASSING THE NO. 2OO SIEVE.
5. THE BELOW GRADE CONCRETE FOUNDATION WALLS SHOULD BE
PROTECTED FROM MOISIURE INFILTRATION BY APPLYING A SPRAYED
ON MASTIC WATERPROOFING OR AN EQUIVALENT PROTECTION METHOD.
6. THE PERFORATED F'JPE SIZE SHOULD BE DETERMINED DURINGTHE PERIVIANENT DEWATERING SYSTEM DESIGN FOR THE
coMMERC|AL/RESIDENT|AL BUILDtNGS.
JOB NO.02-057
TYPICAL WALL DRAIN DETA.IL
FrG. 19
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CLAYEY BACKFILL
TERPROOFING
PERFORATEO PIPE
NOTES:
1. DRAIN SHOULD BE SLOPED DOWNWARD TO A POSITIVE GRAVITY
OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY
PUMPING.
2. THE DRATN SHOULD BE LA|D ON A SLOPE RANGING BETWEEN 1/8
rNcH AND 1/4 |NCH DROP pER FOOT OF DRA|N.
3. GRAVEL SPECIFICATIONS: WASHED 1.5 |NCH TO NO. 4 GRAVEL
WITH LESS THAN 3% PASSING THE NO. 2OO SIEVE.
4. THE BELOW CRADE CONCRETE FOUNDATION WALLS SHOULD BE
PROTECTED FROM MOISTURE INFILTRATION 8Y APPLYING A SPRAYED
ON MASTIC WATERPROOFING OR AN EQUIVALENT PROTECTION METHOD.
5. THE PERFORATED PIPE SIZE SHOULD BE DETERMINED DURING
THE PERMANENT DEWATERING SYSTEM DESIGN FOR THE
coMMERCTAL/REStDENT|AL BUTLDtNcS.
KOECHLEIN CONSULTING ENGINEERS, INC.
Consulting Geotechnical Engineers
JOB NO.02{57
TYPICAL RETAINING WALL DRAIN DETAIL
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