HomeMy WebLinkAboutSubsoil StudyH-PVKUMAR 5020 County Road 154
Glenwood Springs, CO 81601
Phone: (970) 945-7988
Fax (970) 945-8454
Email: hpkglenwood@kumarusa.com
Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, Summit County, Colorado
February 7,2018
Wayne Rudd
0132 Park Avenue
Basalt, Colorado 81621
wavnenrdd @ hotmail.conl
Project No. 17-7-858
Subject:Recomrnendations for Foundation Design, Proposed Commercial Buildings,
Northwest and East Areas, Cattle Creek Center, Garfield County, Colorado
Gentlemen:
As requested, we are providing foundation design recommendations for support of the proposed
buildings at the subject site. Hepworth-Pawlak Geotechnical (now H-P/Kumar) previously
evaluated compaction of structural fill placed to establish design subgrade levels in the subject
development areas in mainly April and May of 2000 and presented the findings in daily reports
under Job No. 198 819.
Six buildings proposed at the locations shown on Figures 1 and 14, wili be pre-engineeted metal
structures similar to the existing 4 buildings located between the two current development arcas.
The ground surface is gently sloping across each ofthe proposed building areas and relatively
minor additional grading is expected for the current proposed development. The eastern
proposed building shown on Figure 1A is close to the existing fill bench pelimeter and adequate
setback from the adjacent downslope will be needed for foundation bearing and slope stability
considerations.
Review of the compaction testing records indicates the structural fill used to develop design
subgrade levels consisted of various mixturcs of clay, sand and gravel compacted to at least 95 or * - -
L0O7o of the maximum standard Proctor density and is up to about I feet deep. To our
knowledge, the curent site grades arc essentially the same as when the structural fill placement
was completed in May of 2000.
The compacted fill materials tested at the site should be suitable for support of spread footings
designed for an allowable bearing pressure of 2,000 psf. We expect that settlement of structures
bearing on fill will be about I percent of the fill depth. Footings should be a minimum width of
18 inches for continuous walls and 2 feet for pads with a minimum depth of 3 feú for frost
protection wherc needed. Loose disturbed soils in the footing areas should be removed or
compacted prior to footing construction. The bearing soils should be protected against frost and
concrete should not be placed on frozen soils. We should observe the completed footing
excavations for bearing conditions prior to placing concrete.
Geotechnical Engineering I Engineering Geology
Materials Testing I Environmental
'Wayne Rudd
February 7,2018
Page2
The tecommendations submitted in this letter are based on olll review of the fill soils tested for
compaction and subsurface exploration has not been perfolmed to evaluate the subsurface
conditions within the loaded depth of foundation influence. Varjations in the subsurface
conditions below the excavations could increase the risk of foundation movement. We should be
advised ofany variations encountered in the excavation conditions forpossible changes to
recommendations contained in this letter. Our services do not include determining the presence,
plevention or possibility of mold or other biological contaminants (MOBC) developing in the
future. If the client is concerned about MOBC, then a professional in this special field of
practice should be consulted.
If you have any questions or need further assistance, please call our office.
Sincercly,
FI-P+ KUMAR
Steven L. Pawlak, P
Rev. by: DEH
SLPlksw
Attachments: Figures 1 and 1A - Site Plans of Northwest and East Building Areas
t.5453
H.PùKUIVIAR
Project No. 17-7-858
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17-7-858 H-PryKUMAR SITE PLAN - EAST BUILD¡NG ARTA Fig. 1A
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,NTY RD 225
3 816s0-9400
Jobsite Address: 0062 COUNTY ROAD 113
CARBONDALE, CCI 81623
Seismic lmportance Factor: 1.00
Seismic Design Category: C
Assumed Site Class: D
Seismic Coefficient: 0.518 (Ss*Fa)
Risk Category: ll - Normal
5s=0.34 S1"=0.08 SD5=0.35Sd1=0,13
SElSMlC BRACING SYSTEM: Sffucturâl Steel System Nol
Specifically Detailed for Seismic Resistance
Dear
Loads
237 Soutlt 4t
TF 800.327.0
Date: 3/t712.t
Sentine Buildlng Systems Job lD: 840931
This s to certify that a 68'wide, 200' long 21'front eave height and 18.1?' back eave height single slope building as
above and manufactured by Sentinel Building Systems of Albion, Nebraska is designed in accordance wíth the
loads:
Roof Dead Load:
Collateral Load:
Roof Live Load:
Rigid Frame Live Load:
ROOF SNOW LOAD FACTORS
Ground Snow Load: 59.52 Psf
Flat Roof Snow Load: 50.00 Psf
Sloped Roof Snow Load (Ps): 50 Psf
l=1.00 Ce=1.00 Ct=1.20 Cs=1.00
Terrain Category: C
3.3 psf
5.0 psf
20.0 psf
20,0 psf
Wind Load: V: 115 mPh Vasd: 89'08 mPh
Exposure C - Closed
lnternal Pressure Coefficient: + 0,18 / -0.18
Wind lmportance Factor: 1'00
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hiStreer, PO. Box 348, Albiorr, NE 68620
7go I P402.395.5076 I F402.395'6369 | sentinelbuildings'com
SEISMIC DATA Cs
lnterior Frame 0.12
Roof 0.12
Left Endwall O.tz
Right Endwall 0.12
Front Sidewall 0.12
Back Sidewall 0.12
Longitudinal Base Shear (V):
Transverse Base Shear {V}:
R
3.00
3.00
3.00
3.00
3,00
3.00
32.46 (k)
33.s2 (k)
re applied in accordance with the IBC 15 building code. The certifying engineer does not certify that the building code
or specified are adequàte or appropr¡ate for the intended use or location of this building. The buyer is responsible to
verify loads are in compliance w¡th the local regulatorY authorities'
their
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