HomeMy WebLinkAboutTIMBERLINE FARMS PUD, DIAMOND SHAMROCK CORNERSTORE - PRELIMINARY - 42-89C - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTi
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Goodson & Associates, Inc.
Consulting Engineers
GEOTECHNICAL ENGINEERING STUDY
DIAMOND SHAMROCK CONVENIENCE
STORE AND SERVICE STATION
SOUTHEAST CORNER OF TIMBERLINE
ROAD AND MILESTONE DRIVE
FORT COLLINS, LARIMER COUNTY,
COLORADO
' JUNE 31 1994
I (62446.01)
GEOTECHNICAL ENGINEERING STUDY
DIAMOND SHAMROCK CONVENIENCE STORE
AND SERVICE STATION
SOUTHEAST CORNER OF TIMBERLINE ROAD
AND MILESTONE DRIVE
FORT COLLINS, LARIMER COUNTY, COLORADO
Prepared for
DIAMOND SHAMROCK
520 East 56th Avenue
Denver, Colorado 80216
a
GOODSON & ASSOCIATES, INC.
11949 West Colfax Avenue
Lakewood, Colorado 80215
(62446.01)
Prepared byDate O
Ir Michelle Richards, I.T. io�Q
Reviewed by�4 �om+,`'�0`J0.,0,,A0�1,. naFc0,60�.,p�u�9ai•. ; no !
p 26061 O.-Dale
David A. Field, P.E. VA.
TABLE OF CONTENTS
Page
Summary............................................. 1
Scope of Study ......................................... 2
Field Investigation ....................................... 2
Laboratory Testing ...................................... 3
Proposed Construction ................................... 3
Site Conditions ......................................... 4
Foundation Recommendations ............................. 4
Floor Slab Construction ................................... 7
Surface Grading ........................................ 8
Buried Tanks .......................................... 9
Cement.............................................. 9
Pavement Design ....................................... 9
Miscellaneous ......................................... 11
LIST OF TABLES AND FIGURES
Figure 1 - Site Plan
Figure 2 - Boring Logs
Figure 3 - Legend and Notes for Boring Logs
Figure 4 - Gradation Analysis
Figure 5 - Swell -Consolidation Test Results
Figure 6 - Design Nomograph for Rigid Pavement
Figure 7 - Design Nomograph for Flexible Pavement
Table 1 - Summary of Laboratory Test Results
SUMMARY
1) The subsurface conditions at the site are somewhat variable. Our borings
encountered 18 to 24 feet of slightly sandy to very sandy clays above a
firm to medium hard sandstone/claystone in Boring 1 and a clayey
gravelly sand in Boring 2. The maximum depth explored was 31 feet.
Groundwater was encountered in both borings at depths ranging from 20
to 24 feet at the time of drilling.
2) In our opinion, the structure should be founded on footings placed below
frost depth (30 inches) on the natural soil materials and/or properly
compacted structural fill. The footings would be designed using a
maximum allowable soil bearing pressure of 2,500 psf.
3) Floor slabs may be supported on -grade as discussed in the text of this
report.
4) Concrete and asphalt pavement designs are provided in the text of this
report.
5) A representative of our firm should observe the construction operations
discussed in this report.
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