HomeMy WebLinkAboutEagle's Nest Duplex - Partial Excavation Observation.pdf H-P KU mAR5020 County Road 154
Glenwood Springs, CO 81601
Geotechnical Engineering I Engineering Geology Phone: (970)945-7988
Materials Testing I Environmental Fax: (970)945-8454
Email: hpkglenwood@kumarusa.com
Office Locations: Denver(HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs,Summit County, Colorado
November 15, 2018
Revised November 19, 2018
Solaris Redevelopment Corporation
Attn: Sharon Cohn
141 East Meadow Drive, Suite 211
Vail, Colorado 81657
sharon(a solarisvail.com
Project No. 18-7-43 3.A
Subject: Observation of Partial Excavation, Proposed Duplex Residence, Lot 2, Block 6,
Filing 7, Vail Village, 1012 Eagles Nest, Vail, Colorado
Dear Sharon:
As requested by Adam Ostmeyer, a representative of H-P/Kumar observed the excavation at the
subject site on November 9 and 13, 2018 to evaluate the soils exposed for foundation support.
The findings of our observations and recommendations are presented in this report. The services
are supplemental to our agreement for professional services to Solaris Redevelopment
Corporation dated June 22, 2018.
We previously conducted a subsoil study for design of foundations at the site and presented our
findings in a report dated August 7, 2018, Project No. 18-7-433. The proposed construction is
similar to that discussed in our previous report. Spread footings designed for an allowable soil
bearing pressure of 2,500 psf were recommended for foundation support. Only the Secondary
Unit and western portion of the Primary Unit of the duplex are being excavated at this time.
On November 9,the excavation was underway with primarily natural granular soils being
encountered near design footing bearing elevations. During our visit,we recommended any
existing fill be removed below footing areas. At the time of our November 13 site visit, the
foundation excavation for the Secondary Unit and western portion of the Primary Unit were
essentially complete, and had been cut in three levels from about 3Y2 to 11 feet below the
adjacent ground surface. The soils exposed in the bottom of the excavation consisted of
generally medium dense, silty to clayey sand and gravel with cobbles. The results of a gradation
analysis performed on a sample of the sand and gravel soils(minus 3 inch fraction) obtained
from the site are presented on Figure 1. No free water was encountered in the excavation and the
soils were slightly moist.
The soil conditions exposed in the excavation are consistent with those previously encountered
on the site and suitable for support of spread footings designed for the recommended allowable
Solaris Redevelopment Corporation
November 15,2018
Revised November 19, 2018
Page 2
bearing pressure of 2,500 psf. The bearing soils appear fairly uniform and structural fill below
the footing areas does not appear needed. Prior to the footing construction, all loose disturbed
soils should be removed to expose the undisturbed natural soils, and the subgrade compacted.
The bearing soils should be protected from frost and concrete should not be placed on frozen
soils. Other recommendations presented in our previous report which are applicable should also
be observed.
The recommendations submitted in this letter are based on our observation of the soils exposed
within the foundation excavation and the previous subsurface exploration at the site. Variations
in the subsurface conditions below the excavation could increase the risk of foundation
movement. We should be advised of any variations encountered in the excavation conditions for
possible changes to recommendations contained in this letter. We should observe the remainder
of the foundation excavation when completed to evaluate the soil bearing conditions in that area.
If you have any questions or need further assistance,please call our office.
Sincerely,
H-P KU R ow Heil1
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attachment Figure 1, dritldtest Results
cc: OCG: Design, Construct, Manage-Adam Ostmeyer(adam@ocgdesignmanage.com)
H-PMKUMAR
Project No. 18-7-433.A
HYDROMETER ANALYSIS SIEVE ANALYSIS
TIME READINGS U.S. STANDARD SERIES I CLEAR SQUARE OPENINGS
24 MRS 7 MRS
100 45 MIN _15 MIN 00/ON MAIM 4MIN 1 IN 8290 6190 860 610/.70 f 0 iq Ie 64 3/9 3/4' 1 1/2' _--S ' e'o
40 e
f
40 I I I eo
30 -- — -._ - I 1 — ---- 1 70
•
20 - -- - - -- - —1 1 ' _. _ _, ell
I I
to -- — 1 - -- I 90
— - - —- --_� 1 __ - — 1
o - —T-T-—rrr 1 --I—I r 1 r ! 1 1 1— 1--- 11-1 1 F TT- I--T-7 n 1 I ill _.-1---1 1 I 1_1 11 T I- 100
.001 .002 .005 .009 .019 .037 .075 .150 .300 I .600 1.18 12.36 4.75 9.3 19 38.1 76.2 127 200
2.0
DIAMETER OF PARTICLES IN MILLIMETERS 152
CLAY TO SILT SAND GRAVEL COBBLES
FINE MEDIUM COARSE FINE COARSE
GRAVEL 44 % SAND 45 % SILT AND CLAY 11 %
LIQUID LIMIT PLASTICITY INDEX
SAMPLE OF: Silty Sand and Gravel FROM: Bottom of Northern Portion of
Excavation, 11/9/18
E.
P
3.
These test results apply only to the
samples which were tested. The
F a testing report shall not be reproduced,
except In full, without the written
approval of Kumar & Associates, Inc.
?
accordancesiwithsASTMID4
erformed In
i 22, ASTM C136
2 and/or ASTM D1140.
•e 18-7-433.A1 H-P4= GRADATION TEST RESULTS Fig. 1