HomeMy WebLinkAboutSoils Report 06.22.2012GRAND JUNCTION
LINCOLN DeVORE, Inc.
GEOTECHNICAL ENGINEERS - GEOLOGISTS
1441 Motor Street
Grand Junction, CO 81505
June 22, 2012
WPX Energy Rocky Mountain LLC
c/o D&.1 Gardner Excavating
134 Gardner Ln.
Parachute, CO 81635
Tel: (970) 242-8968
Fax: (970) 242-1561
gj1dem@earthlink.net
Re: Open Excavation Observation; Shop Building, Rulison Evaporation Facility, Rulison, CO
Gentlemen:
As requested, Grand Junction Lincoln DeVore personnel completed a foundation excavation evaluation at the
above -referenced site on 6-12-2012. The purpose of this observation and evaluation was to determine the type
and condition of the soils on the site and to relate their engineering characteristics to foundation reactions of
the proposed structure. This letter contains general recommendations for construction of a small commercial
shop foundation, but it is not a foundation design and may not be used as such. Our conclusions and
recommendations for this site arc presented below.
Conclusions: The foundation pads for this small, 20'x40' steel -framed shop building was found to be
placed on man-made fill soils. These man-made fill soils were reportedly placed in the latter part of 2011 and
have been in place for approximately 6 months. These soils were probed, and a relatively undisturbed
specimen was taken for laboratory testing. It was determined these man-made fill soils have an allowable
bearing capacity of 2,200 psf. Our observations on this site indicate that the pad foundation type to support
the structural steel frames will probably be adequate. Our observations of the site revealed the fill slopes
appear to be in good condition, and no areas of instability or potential instability were observed. The
recommendations contained in this report, including site drainage, are considered important.
Soil Classification: Soil Type No. I was classified as a sandy lean clay (CL) under the Unified
Classification System. These soils are man-made fill, apparently constructed for this particular building pad.
The building pad excavations were probed to determine soil consistency, and a sample was obtained from the
northeast exterior foundation pad. These soils were found to have an in-place soil density of 102.1 pcf. The
moisture content was found to be 14.5%, at a depth of 628 inches below the excavation. This soil is plastic
and may be somewhat sensitive to changes in moisture content. As this soil is found in a relatively dry
condition, it may undergo very slight expansion with the entry of small amounts of moisture, but it will undergo
slight collapse/long-term consolidation upon the addition of larger amounts of moisture or if over -loaded. One
dimensional consolidation tests using the consolidation apparatus ASTM D-2435 were performed on relatively
undisturbed samples of the soil. Upon test saturation, a very slight collapse of 0.26% was measured, with
1.83% consolidation occurring at an applied load of2,050 ps£ Upon further test loading, 4.17% consolidation
WPX Energy Rocky Mountain LLC
Open Excavation Observation; Shop Building, Rulison Evaporation Facility; Rulison, CO
June 22, 2012 Page 2
occurred at an applied load of 4,100 psf. The maximum allowable bearing capacity for this man-made fill soil
was found to be 2,200 psf, with 500 psf minimum dead load pressure required.
Man-made Fill: This site is on man-made fill with the thickness of fill, which was placed for this
building pad, ranging from virtually no new fill in the west and northwest portion of the building pad to
approximately 3 feet of fill below the northeast corner, which was tested for consolidation properties, to
approximately 6-8 feet of fill beneath the southeast comer of the structure. The exposed fill in the excavation
and on the slopes was probed and found to be stiff. The fill had the appearances of being compacted in a moist
condition but did appear to be compacted on the "dry side" of the optimum moisture, ASTM D-698. The in-
place soil density obtained from the northeast foundation pad excavation was 102.1 pcf This is approximately
90% to 92% of Standard Proctor density for similar soils, derived from the afuvial/colluvial soils in this area.
Soil Moisture Conditions: The soils in the excavation at foundation level were found to be damp to
moist. No free water was noted in the excavation.
Foundation Type Recommended: Grand Junction Lincoln DeVore would typically recommend that a
steel -framed structure in this area be underlain by a perimeter concrete grade beam, and pads placed beneath
the steel frame bearing points. Such a foundation system would typically incorporate pads of a minimum of
24"x24" wide to account for the building loads and to provide some amount of up -lift resistance due to wind
loads in this area. The excavated pads on this site were somewhat excess of the 24" minimum pad size that
we would typically recommend; but but to the potential of adverse wind loading on this site, the larger pads
are probably appropriate.
Reinforcing: The foundation shall be reinforced as shown on the foundation design. No changes shall
be made to this placement of reinforcing without written approval of the design engineer or architect
If a site-specific foundation design has not been accomplished for this site, it may be appropriate to use the
reinforcing schedule from the relevant table(s) provided by the building manufacturer.
Floor Slabs: Non-structural floor slabs on grade, if any, should be positively separated from all
structural portions of this building and allowed to float freely. Frequent scoring (control joints) of the slabs
should be provided to allow for possible shrinkage cracking of the slab. These control joints should be placed
to provide maximum slab areas of approximately 200 to 360 square feet. Any man-made fill placed below floor
slabs on grade should be compacted to a minimum of 90% of its maximum modified proctor dry density
(ASTM D-1557). These soils should be placed at a moisture content conducive to the required compaction
(usually proctor optimum moisture content ± 2%).
Drainage and Grading: Adequate site drainage should be provided in the foundation area, both during
and after construction, to prevent the ponding of water and the wetting or saturation of the subsurface soils.
We recommend that the ground surface around the structure be graded so that surface water will be carried
quickly away from the building. The minimum gradient within 10 fcct of the building will depend on surface
WPX Energy Rocky Mountain LLC
Open Excavation Observation; Shop Building; Rulison Evaporation Facility; Rulison, CO
June 22, 2012 Page 3
landscaping. We recommend that paved areas maintain a minimum gradient of 2% and that landscaped areas
maintain a minimum gradient of S%. It is further recommended that roof drain downspouts be carried at least
5 feet beyond all backfilled areas and discharge a minimum 10 feet away from the structure. Proper discharge
of roof drain downspouts may require the use of subsurface piping in some areas. Under no
circumstances should a "dry well discharge" be used on this site unless specifically sited by a geotechnical
engineer. Planters, if any, should be constructed so that moisture is not allowed to seep into foundation areas
or beneath slabs or pavements.
The existing drainage on the site must either be maintained carefully or improved. We recommend that water
be drained away from structures as rapidly as possible and not be allowed to stand or pond within 15 fent of
the building or foundation. We recommend that water removed from one building not be directed onto the
backfill areas of adjacent buildings.
Provided that all recommendations found herein pertaining to site surface drainage, grading, and soil
compaction are closely followed, a perimeter foundation drain would not be required.
Backfill: To reduce settlement and aid in keeping water from reaching beneath this building, all
backfill around this building should be mechanically compacted to a minimum of 90% of its maximum
modified proctor dry density (ASTM D-1557). The only exception to this would be the components of the
perimeter foundation drain, if any. All backfill should be composed of the native soils and should not be placed
by soaking, jetting or puddling. All backfill placed in utility trenches around this structure or below foundation
walls should be mechanically compacted to a minimum of 90% of its maximum modified proctor dry density
(ASTM D-1557). These soils should be placed at a moisture content conducive to the required compaction
(usually proctor optimum content ± 2%).
Cement Type: Type II, Type I-II, or Type II -V cement is recommended for all concrete in contact with
the soils on this site. Calcium chloride should not be added to a Type II, Type I-II, or Type II -V cement under
any circumstances.
Remarks: We recommend that the bottom of all foundation components rest a minimum of 3 feet
below finished grade or as required by the local building codes. Foundation components must not be placed
on frozen soils.
Limitations: This report is issued with the understanding that it is the responsibility of the owner or
his representative to ensure that the information and recommendations contained herein are brought to the
attention of the architect and engineer for the project and are incorporated into the plans. In addition, it is his
responsibility to ensure that the necessary steps are taken to see that the contractor and his subcontractors carry
out these recommendations during construction. The findings of this report are valid as of the present date.
However, changes in the conditions of a property can occur with the passage of time, whether they be due to
natural processes or the works of man on this or adjacent properties. In addition, changes in acceptable or
appropriate standards may occur or may result from legislation or the broadening of engineering knowledge.
Accordingly, the findings of this report may be invalid, wholly or partially, by changes outside our control.
Therefore, this report is subject to review and should not be relied upon after a period of three years.
WPX Energy Rocky Mountain LLC
Open Excavation Observation; Shop Building; Rulison Evaporation Facility; Rulison, CO
June 22, 2012 Page 4
The recommendations of this report pertain only to the site investigated and are based on the assumption that
the soil conditions do not deviate from those described in this report. If any variations or undesirable
conditions are encountered during construction, or if the proposed construction will differ from that planned
on the day of this report, Grand Junction Lincoln DeVore should be notified so that supplemental
recommendations can be provided, if appropriate.
Grand Junction Lincoln DeVore makes no warranty, either expressed or implied, as to the findings,
recommendations, specifications, or professional advice except that they were prepared in accordance with
generally accepted professional engineering practices in the field of geotechnical engineering.
Respectfully submitted,
GRAND JUNCTION
LINCOLN DeVORE, INC.
0 :°0• .
so uvicii
is d:zzwizi,
p' 30590 N 1.1
by: Edward M. Morris, P.E.
Principal Engineer
Digitally signed by Edward M. Morris, P.E.
GJLD Job No. 94512-G1 Edward M. Morris P.E. DN: cn=Edward M. Monis, P.E., o=Grand Junction Lincoln-
DeVore, Inc., ou, email=gjldem@earihlink.net. c=US
Date: 2012.06.22 09:08:11 -06'00'
Soil Sample: SANDY LEAN CLAY (CL) Si)tstone/Mudstone Fragments Sample No.: I (Typical)
Geologic Origin: MAN-MADE FILL - From Local Alluvial/Colluvial Soil Test by: GS
Natural Water Content (w): 14.5% Building Pad.: NE Depth: 6"
In -Place Density (pcf): 102.1 Soil Sp ific Gravity (Gs): 2.67 Estimated
10
COBBLE to GRAVEL
80
D
I SAND
! SILT to CLAY
I
125
75
50
37,5
25
19.
12.5 9
5 4.75
2
0.85
0.425
0.15
0.07'
0.02
0.005
50
30
20
10
0
Sieve
5"
3"
2"
1-112"
1"
3,4"
1/2"
3/8"
#4
#10
#20
#40
#100
#200
(mm)
125
75
50
37.5
25
19
12.5
9.5
4.75
2
0.85
0.425
0.15
0.075
0.02
0.005
article Graig Size {mm}
% Passing
100
99
94
90
85
82
72.1
58
40
Maximum
Size Allowed
By Sampler
2-1/2"
Effective size
Cu
Cc
Plastic Limit (PL)
Liquid Limit (LL)
Plasticity Index (PI)
Skempton's Activity
Shrinkage Limit (SL)
Shrinkage Ratio
18
38
20
0.3
DIRECT SHEAR: CD
Peak
Shear Angle: deg.
Tan Shear.
Cohesion: psf
MOISTURE / DENSITY RELATIONSHIP:
D-698 A D 4718 - 0% Rock Correction
pc pcf
ASTM Method:
Max. Dry Density :
Optimum Moisture :
HVEEM-CARMANY:
'R' Value @ 300 psi:
Displacement 300 psi:
Expansion @ 300 psi:
mm
Res.
FHA Soil Swell:
Swell
psf
psf Remolded Sample
ALLOWABLE BEARING (net):
Standard Penetration (SPT):
Unconfined Compression (qu):
COLLAPSE @ Wetting:
CONSOLIDATION:
CONSOLIDATION:
SULFATE SALTS:
PERMEABILITY:
K (20 C): Remolded
2200 psf by Consolidometer
psf by Penetrometer
psf
0.26%
1.83%
4.17%
2000+
1025 psf
2050 psf
4100 psf
ppm
cm/sec Cat ocf
SOIL ANALYSIS and SUMMARY
1
GRAND JUNCTION
LINCOLN - DeVORE, Inc.
Geotechnical Consultants
Grand Junction, Colorado
SHOP BUILDING - 20'x 40'
_ Rulison Evaporation Facility, Rulison, CO.
WPX c/o D & J Gardner Excay.
Battlement Mesa, Colorado
Date
6-21-2012
Job No.
94512 -GJ
Drawn
EMM
0
0.
0 0.
O 0.
J
tl 0
0.
J-1 0.5
W 0
-0.5
-1
Oz -1-2
Q -2.5
-3
p -3.5
CO
ZO -4.5
U -5
-5.5
W -6
C) -6.5
ID -7
0- -7.5
100
SL SOIL COLLAPSE
or
65
63
—��•uu11�
.—rara•taa
SI. Mill 4NLI.PY'iit
11111.11M11111111MME
--
107.9
of o.2G%
WHEN SATURATRO
... ._
�._iommo.....■
°f0.21s9'
1111/i111
18.8%
RATED
mmu
CONSOLIDATION (%)
-0-
altl.�
.��i!SAL
IIiIIIIMM
r.r�-
SAMPLE
UNLOAD/RELOAD
61SAAIPLE
'
SATURATION (%)
59%
_ 92%
92%
111111111‘11
-
I
III
UNLOAD/RELOAD
11
IINIIMINNII
!
!
•••M
®�
IIIII
yawn
M/WMUNI'
TEST LOAD
•iiuii
t
WIN
_- SAMPLE--.I�
REBOUND
'
iiiiI
59
57
55
�
■
U�v11iL�L__
uuu
al—
MI
:ft=
�
.
111111
■\�11I
SAMPL 1
REBOUND I••I
UII,I--.►Nisi
Ii`i1■`g'II
531111__
■iu1ui__
lifirI
i
�
.■VIII
100 1000
APPLIED TEST LOAD - psf
The Consolidation Test (ASTM 0-2435, History)
Was Run By Subjecting The Soli Specimen To A
'Seating' Load To Remove Slack From The Apparatus
And To Provide An Accurate Point Of Beginning.
The Test Begins With The Specimen At Approximate
Natural Moisture Content . The Porous Stones Are
Dry to Slightly Moist To Approximate the Specimen Condition
For The Initial Test Loads, Prior To Sample Inundation,
The Sample Is Loaded To Approximate Overburden
Pressure, Unloaded And Reloaded The Sample Is Then
Inundated With Water, Any Swell Or Collapse Is
Allowed To Occur And The Loading is Continued.
After The Maximum Teat Load, The Soil Specimen
Is Unloaded To Measure Rebound And My
10000 Swelling Potential Atter Consolidation.
1000
APPLIED TEST LOAD - psf
LOAD SUMMARY
110
1025
0.26
0.00
1.12
6.85
8200
psf SEATING LOAD
psf SAMPLE SATURATED
% SOIL COLLAPSE
% SOIL EXPANSION / SWELL D-4546 B
% SAMPLE REBOUND @ UNLOAD
% MAXIMUM CONSOLIDATION
psf MAXIMUM TEST LOAD
2200 psf Max. BEARING CAPACITY@ 2% Canso/
SOILS EXHIBITED SLIGHT SWEL.UNG
10000 DURING THE UNLOAD/RELOAD PHASE.
RELOAD SWELL PRESSURE of 1200 psf.
FHA SWELL PRESSURE estimated 500 psf.
INITIAL
MAXIMUM
LOAD
SI. Mill 4NLI.PY'iit
11111.11M11111111MME
--
107.9
of o.2G%
WHEN SATURATRO
... ._
SOIL MOISTURE (%)
14.5%
18.8%
19.5%
CONSOLIDATION (%)
-0-
6.85%
5.73%
VOID RATIO (e)
SAMPLE
UNLOAD/RELOAD
1— =
'
SATURATION (%)
59%
_ 92%
92%
i i
-
I
I
!
!
®�
—
al=
M/WMUNI'
TEST LOAD
t
WIN
_- SAMPLE--.I�
REBOUND
INI
al—
1000
APPLIED TEST LOAD - psf
LOAD SUMMARY
110
1025
0.26
0.00
1.12
6.85
8200
psf SEATING LOAD
psf SAMPLE SATURATED
% SOIL COLLAPSE
% SOIL EXPANSION / SWELL D-4546 B
% SAMPLE REBOUND @ UNLOAD
% MAXIMUM CONSOLIDATION
psf MAXIMUM TEST LOAD
2200 psf Max. BEARING CAPACITY@ 2% Canso/
SOILS EXHIBITED SLIGHT SWEL.UNG
10000 DURING THE UNLOAD/RELOAD PHASE.
RELOAD SWELL PRESSURE of 1200 psf.
FHA SWELL PRESSURE estimated 500 psf.
V
SOIL #:I
SOIL TYPE : CL
TEST HOLE #: NE Pad
SAMPLE Gs: 2.67
DIAMETER (in.): 2.5
AREA (inches): 4.9087
SAMPLE Gs WAS ESTIMATED
SOIL CONSOLIDATION ASTM D-2435
1
GRAND JUNCTION
LINCOLN - DeVORE, Inc.
Geotechnical Consultants
Grand Junction, Colorado
SHOP BUILDING - 20'x 40'
Rulison Evaporation Facility, Rulison, CO.
WPX do D & J Gardner Excay.
Battlement Mesa, Colorado
Date
6-21-2012
Job No.
94512 -GJ
Drawn
EMM
INITIAL
MAXIMUM
LOAD
V FINAL
LOAD
SOIL DENSITY (pci)
102.1
107.9
106.7
SOIL MOISTURE (%)
14.5%
18.8%
19.5%
CONSOLIDATION (%)
-0-
6.85%
5.73%
VOID RATIO (e)
0.656
0.544
0.562
SATURATION (%)
59%
_ 92%
92%
V
SOIL #:I
SOIL TYPE : CL
TEST HOLE #: NE Pad
SAMPLE Gs: 2.67
DIAMETER (in.): 2.5
AREA (inches): 4.9087
SAMPLE Gs WAS ESTIMATED
SOIL CONSOLIDATION ASTM D-2435
1
GRAND JUNCTION
LINCOLN - DeVORE, Inc.
Geotechnical Consultants
Grand Junction, Colorado
SHOP BUILDING - 20'x 40'
Rulison Evaporation Facility, Rulison, CO.
WPX do D & J Gardner Excay.
Battlement Mesa, Colorado
Date
6-21-2012
Job No.
94512 -GJ
Drawn
EMM