HomeMy WebLinkAboutRecommendation of Foundation Design 02.07.2018H.PVKUMAR
Geotechnical Engineering I Engineering Geology
Materials Testing I Environmental
5020 Counly 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
Febnrary 7,2018
Wayne Rudd
0132 Park Avenue
Basalt, Colorado 81621
Wirvnerudd @ hotmail.com
Project No. 17-7-858
Subject:Recomrnendations fol Foundation Design, Proposed Commercial Buildings,
Northwest and East Areas, Cattle Creek Center, Garfield County, Colorado
Gentlemen:
As requested, we ate 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-engineered metal
structures similar to the existing 4 buildings located between the two current development areas.
The ground sutface is gently sloping across each ofthe proposed building areas and relatively
minor additional grading is expected for the current proposed development. The eastern
proposed bu.ilding shown on Figure lA is close to the existing fTll bench perimeter 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 -, - *
1007o of the maximum sfandard Proctol density and is up to about 8 feet deep. To our
knowledge, the cuilent site grades are 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 plessurc of 2,000 psf. We expect that settlement of structures
bearing on fill will be about 1 percent of the fill depth. Footings should be a minimum width of
1 8 inches for continuous walls and 2 feet for pads with a minimum depth of 3 feet for frost
protection whele needed. Loose disturbed soils in the footing aleas 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.
Wayne Rudd
February 7,2018
Page2
The rccommendations submitted in this lettel are based on oul'review of the fill soils tested for
compaction and subsurface exploration has not been pelfolmed to evaluate the subsurface
conditions within the loaded depth of foundation influence, Variations in the subsurface
conditions below the excavations could increase the risk of foundation movement. We should be
advised ofany vadations encountered in the excavation conditions for possible changes to
recommendations contained in this letter. Our services do not include determining the presence,
ptevention or possibility of mold ol other biological contaminants (MOBC) developing in the
future. If the client is concerned about MOBC, then a professional in this special field of
plactice should be consulted.
If you have any questions or need further assistance, please call our office.
Sincerely,
FI-PI I(UMAR
Steven L. Pawlak, P
Rev. by: DEH
SLPlksw
Attachments: Figures 1 and lA - Site Plans of Northwest and East Building Areas
t.ã453
H-PIKI.J]VIAR
Project No. 17-7-858
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17-7 -858 H.PryKU'MAR SIÏE PLAN - EAST BUILDING ARIA Fig. 1A
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TALLY CONSTRUgTION
145 NTY RD 225 Jobsite Address: 0062 COUNW ROAD 113
CARSONDALE, CO 81623RIFLE,81650-9400
Date:7lzt
Building Systems Job lD: 840931
Dear
This is to cert¡fy that a 68' wide, 200' long 21'front eave height and 18.17' back eave height single slope building as
fefere above and manufactured by Sentinel Building Systems of Albion, Nebraska is designed in accordance with the
loads:
Roof Dead Load:
Collateral Load:
Roof Live Load:
Rigid Frame Live Load:
Normal
3.3 psf
5,0 psf
20.0 psf
20.0 psf
1.00
518 (ss*Fa)
D
0
ll
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=L,20 Cs=1.00
Terrain Category: C
Wind Load: V: 115 mph Vasd: 89,08 mPh
Exposure C - Closed
lnternal Pressure Coefficient: + 0,18 / -0.18
Wind lmportance Factor: 1.00
Seism¡c lmportance Factor:
Seismic Design Category:
Assumed Site Class:
Seismic Coefficient:
Risk Category:
Ss=0,34 SL=0.08 SDS=0,35 5d1=0.13
SEISMIC ERACING SYSTEM: Structural Steel System Not
Specifically Detailed for 5eismic Resistance
SEISMIC DATA Cs R
lnterior Frame 0,12 3.00
Roof 0.12 3.00
Left Endwall 0.12 3.00
Right Endwall 0.t2 3.00
Front Sidewall 0.12 3.00
Back Sidewall 0,12 3.00
Longitudinal Base Shear (V): 32.a6 (k)
Transverse Ëase Shear (V): 33.52 {k}
Loads re applied in accordance with the IBC 15 building code. The certifying engineer does not certify that the building code
or specified are adequate or appropr¡atê for the intended use or location of this building' The buyer is responsible to
verify loads are in compliance w¡th the local regulatory author¡t¡es,
Design
Th¡s c€
install¡
Sentin
is in accordance w¡th the applicable section5 of the 2010 ANSI/AI5C 360'10 and the 201'2 AlSl 5100.
rt¡f¡cation is limited to the steel framework, the metal roof and the metal wall covering, and fasteners required for their
rtion, This cert¡f¡cat¡on specifically excludes an analysis of the foundation and parts supplied by anyone other than
:l Building Systems.
Sincerr :ly SfnUCfUFÀL Otìtly
OTHERS
23? Soutlt 4lh Street, PO. Box 348, Albíon, NE 68620
ROBERÎ V; IiIA}ICIA P.E,
T4,;g HOÉOW RIDGE DR.
HOUSïO}|, TX'77Û06
TF BOO 1p402.39b.5076 1 F402.398.6369 l sentinelbuildings.con 6lltr@lGl@usgro*thintl IAGGÊoWTHcolvt