HomeMy WebLinkAbout20021244.tiff . !,\N‘High Plains Engineering Th
N. y tiwc, 735 Denver Avenue • Fort Lupton CO 80621
Phone 303-857-9280 • Fax 303-857-9238
•
SUBSURFACE INVESTIGATION AND FOUNDATION
RECOMMENDATIONS
Prepared For:
Mr. Ron Coburn
5700 Logan Street
Denver, CO 80216
Job Site Located At:
A part of the North '/2 of the Northeast % of the Northwest %
Section 31, TIN, R66W of the 6th P. M.
Weld County, CO
October 11, 2001
JOB # 01-1286
,2e(47
Scott D. Busker, PE 356'1! 35689
.0%^/d //-0 gel
EXHIBIT
1 21
2002-1244
PURPOSE:
This report reflects a soil and foundation investigation from soil borings to
determine the subsurface soil identification, and to determine the physical
characteristics of the soil for a suitable foundation design. The foundation is
to support a commercial concrete batch plant and steel building.
LOCATION AND SITE CONDITIONS:
This report represents the results of the data obtained during the subsoil
investigation for the proposed commercial structure located on a part of the
N %2 of the NE '/ of the NW '/ of Section 31, T1N, R66W of the 6th P. M.,
Weld County, CO. (see site map)
The site is presently a vacant lot. The site is reasonably level with slopes of
1% to the Northwest. The lot appears to be well drained with no erosion
evident.
The depths of foundation construction are anticipated to range from two (2)
to four (4) feet below grades that existed at the time of this investigation. It
is anticipated that final grades may be adjusted to accommodate drainage
and construction depths. It is recommended that we review the final grading
plan to determine if any revisions to the recommendations presented in this
report are necessary.
SUBSOIL CONDITIONS:
Five, four inch diameter holes were drilled to a depth of fifteen feet at the
building site on September 11, 2001, as shown on the attached site map.
Samples of the soil were taken at two-foot intervals. These samples were
analyzed in the field and laboratory to determine the characteristics of the
soil for identification and foundation design. In general, the soil profiles in
test holes #1 through #5 remained fairly consistent with the following
description; from 1-3 feet Sandy Silt (SM), from 3 feet to 9 feet Well Graded
Gravel (GW) and from 9 to 15 feet, Silty Gravel (GM). Please refer to the
included soil profile sheets for exact findings. The Standard Penetration
Test similar to ASTM D1586 showed 15 blows for 12-inch penetration, at a
depth of 4 feet and 20 blows for a 12-inch penetration at a depth of 9 feet.
Free water was encountered in all holes during the drilling operation at a
depth of 11 feet.
One-dimensional swell/consolidation tests were performed on selected
samples to evaluate the expansive, compressive and collapsing nature of the
soils and/or bedrock strata. These tests indicated a consolidation of 0.5% at
a depth of 4 feet, and a consolidation of 0.3% at a depth of 9 feet. Hole #4
indicated a swell potential of 0.1% at a depth of nine feet due to an
anomalous small vein of Clayey Gravel (GC). The soils in this report were
classified using the American Society of Testing Materials (ASTM)
procedures.
Groundwater:
Groundwater levels were recorded at the time of our field investigation; free
water was encountered in both test holes at a depth of 11 feet. The
groundwater can be expected to fluctuate throughout the year depending on
variations in precipitation, surface irrigation, and runoff on the site. We
recommend that the bottom of the basement or crawlspace excavations be
maintained at least 3 feet above the free groundwater level.
The ground water levels recorded represent the free, static water levels after
equalization of hydrostatic pressures in the test hole borings. It is possible that the
groundwater levels recorded in the test hole borings may not be present at those
levels in the excavations. Flow rates, seepage paths, hydrostatic pressures, seasonal
groundwater fluctuations, water quality and other factors were not determined in
this investigation. A program, which may include special well construction, test
procedures, long-term monitoring program and analysis would be necessary to
determine these factors.
FOUNDATIONS RECOMMENDATIONS:
The Well Graded Gravel (GW) material has a bearing strength of 3000 psf
and an equivalent liquid pressure of 30 psf. We recommend the use of a
continuous spread footing, due to the low swell-consolidation potential of
the analyzed soils.
All loose and disturbed soil shall be removed before placing of the concrete
for the foundation. The bottom of the foundation shall be a minimum of
three feet below final grade for frost protection and below any organic
material.
SLAB ON GRADE CONSTRUCTION:
1. Where slabs-on-grade are chosen and the owners are willing to accept
the risks associated with slab movement, the following
recommendations should be followed:
a.) The slabs should be isolated from all structural components and
utilities which penetrate the slab. Isolation may be achieved with
'/2 inch isolation material or by sleeving.
b.) Eliminate under slab plumbing where feasible. Where such
plumbing is unavoidable, it should be pressure tested during
construction to minimize leaks, which would result in wetting of
the sub soils.
c.) Place the slab directly on the undisturbed natural soils, or well
compacted fill soil. Slabs should be reinforced with wire mesh or
fibermesh to help control crack separation.
d.) To avoid settlement and distortion of exterior slabs due to
improper compaction, we recommend that concrete slabs should be
doweled to the foundation wall. The slab should be reinforced as
necessary for the span involved.
2. Provide frequent scoring of the slabs to provide joints for controlled
cracking of the slab. Control joints should placed to provide
approximate slab areas of 150 square feet. The depth of sawed
control joints should be '/4 of the slab thickness.
3. A minimum void or clear space of 1'/2 inches should be provided at or
near the bottom of all non-bearing partitions. In finished room areas,
all drywall and paneling should be stopped approximately 1'/2 inches
above the top of the slab. This will allow some space for upward
movement of the slab before pressures are applied to the wall and
upper levels of the structure. The builder should provide a %2 inch
space at the bottom of all doorjambs to allow for limited movement of
e•-
the floor slab. The owner is hereby notified that it is their
responsibility to maintain these void spaces.
4. Proper drainage away from the foundation walls should be provided.
A minimum slope of 12 inches in the first 10 feet out from the
building is recommended. Roof downspouts and sill cocks should
discharge into long concrete splash blocks (5 feet long) or into metal
gutter extensions to deposit runoff water beyond the limits of the
backfill soil near the foundation walls. The foundation and retaining
walls should be well cured, damp proofed, and well braced prior to
backfilling.
5. Steel reinforcement will be required in the footings and foundation
wall. This will give the walls beam strength to span or bridge over
any loose or soft pockets of soil not found in our exploratory holes or
that may develop during construction. This should also help prevent
any differential movement of the foundation system.
CONSTRUCTION DETAILS:
In any soil investigation, it is necessary to assume that the subsurface soil
conditions do not vary greatly from the conditions encountered in the field
and laboratory testing. The accompanying design is presented using best
professional judgment based on the limits of the extent of testing
commissioned by the client. Our experience has been that at times, soil
conditions do change and variations do occur. These may become first
apparent at the time of excavation for the foundation system.
If soils conditions are encountered which appear different from the test
borings as presented in this report, it is recommended that this office be
called to inspect the open excavation prior to placing the footings. This
inspection is not part of the report.
The foundation and retaining walls should be well cured and well
braced prior to backfilling.
rDISCLAIMER
THE PARTIES SPECIFICALLY AGREE THAT HIGH PLAINS
ENGINEERING, INC. HAS NOT BEEN RETAINED NOR WILL THEY
RENDER AN OPINION CONCERNING ANY ENVIRONMENTAL
ISSUES, HAZARDOUS WASTE OR ANY OTHER KNOWN OR
UNKNOWN CONDITIONS THAT MAY BE PRESENT ON SITE.
D 0
WELL GRADED GRAVEL(GW) WELL GRADED GRAVEL ,yl,,..
1 1
2 SANDY CLAY(SC) 2
SANDY CLAY(SC)
3 3
Blowcou rite 18/12-- ' /
Blowcounts 20/12— // / 44,0
� 4
/j '2/
5 i�/ 5
6 WELL GRADED GRAVEL(GM *5' 6 WELL GRADED GRAVEL v'
7 %/5 7
Blowcounts 15/12 — 8 Blowcounts 16/12 --- j g
5/' //1
r�OI�I
10 I s0 10
WATER 11 WATER i' .i�ir. 11
Icy ll.
12 SILTY GRAVEL(GM) i 12 SILTY GRAVEL(GM)
13 3
�I a 1
14 I�`tI 14
'I.�
15 1 s': 15
SOIL PROFILE SOIL PROFILE
HOLE #1 HOLE #2
0 0 ,
WELL GRADED GRAVEL(GW) WELL GRADED GRAVEL(GW)
/ 1 1
2 SANDY CLAY(SC) 2
SANDY CLAY(SC)
)
4 3 I 3
///
Blowcount5 21/12 — //%%
///% 4 5lowcounte 15/12— // 4
/%//
�///J5 5
///d
/l 6 WELL GRADED GRAVEL(GW) / 6 WELL GRADED GRAVEL(GW)
////
^1
%// 7 7
///1
/
Sloweounts 14/12 — //% 8 5lowcount515/12 — / 8
///� 9 9
/j%/ 10 10
WATER % 11 WATER 11
12 SILTY GRAVEL(GM) 12 SILTY GRAVEL(GM)
13 13
14 14
1 15 15
SOIL PROFILE SOIL PROFILE
HOLE #3 HOLE #5
}
j D
1 SANDY CLAY(SC)
2
3
}
Bfowcounts 17/12 — 4
5
WELL GRADED GRAVEL (GW)
g
7
Blowcounts 14/12 — , 8
9 CLAYEY GRAVEL (GC)
10
WATER 11
12
WELL GRADED GRAVEL(GW)
13
14
15
SOIL PROFILE
HOLE #4
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