HomeMy WebLinkAboutHEART OF THE ROCKIES - Filed SEPD-SURFACE EXPLORATION/PAVEMENT DESIGN REPORT -SUPPLEMENTAL SUBSURFACE INVESTIGATION
FOR A PROPOSED RESIDENTIAL SUBDIVISION AT THEINTERSECTIONOFCO. RD. 34 &
CO. RD. 13 (S . LEMAY AVE. )
LARIMER COUNTY, COLORADO
J;
1
Prepared For:
M. S . P. Companies
650 S . Cherry St. , Suite 1050
Denver, Colorado 80220
Date: January 22 , 1984 ,;: "
Project No. -2908-01-01-01 ~
Revised September 1 , 1J88
Project No. 3986-DE6H- 15-158 / ''
CONSULTING ENGINEERS
LANDMARK LABORATORIES T.TD.
2300 West Eisenhower Boulevard
Loveland, Colorado 80537
1 1
t
Landularli
LABORATORIES LTD.
September 1 , 1988
Project No. 3986-DE6H-15-158
Mr. G. R. McIntire •
M. S.P. Companies
650 S. Cherry Street
Denver, Colorado 80222
t.
Dear Mr. McIntire: y
Enclosed is the soils report for your proposed Brittany
Knolls residential subdivision at Trilby Rd. and Lemay
Ft. Collins , Colorado. This report has" been reviewed
revised to reflect the altered building intent, from the _-•
understandings which prevailed when the report was first.--: -- •
prepared in January of 1984 .
If you have any questions , please do not hesitate to call.
Sincerely,
Land'. . Laborator ' td.
Wwt
sW‘f$
David Shupe h L4PE. 914 59\'>
4Ir 'O
DB S/e j rA`
s
54-14i 0 f '0'` r
Enclosure
2300 West Eisenhower Blvd.
Lave:And, Colut ado 80531
SOILS & MATERIALS TESTING LABORATORY MANUFACTURFD HOUSING DESIGN CONSULTANTS '
1rr'ATFR i WASTE WATT.R LABORATORY DI.SIG.N APF'ROtAL PRIMARY INSFFCTI_)N AGI.NCY
TABLE OF CONTENTS
Page
Letter of Transmittal i
Table of Contents ii
Scope 1
Field Investigation 1
Subsurface Soil Conditions 2
Foundation Recommendaticns 3
Overlot Grading 5
Floor Slabs 6
Drainage and Groundwater 6
Pavement Design 7
Landscaping and Drainage 8
General Information 8
Consolidation - Swell Tests 10 - 14
Summary of Test Results Table 1
Legend of Soils Symbols Plate 1
Test Hole Locations Plate 2
Drill Logs Plate 3
Permeability Test Plate 4
Suggested Specifications for Placement
of Compacted Earth Fills and/or
Backfills Appendix A
SCOPE
The following report presents the results and recommenda-
tions of a subsurface soils investigation performed on a
parcel near the Northwest intersection of County Road 34 and
County Road 13 , in Fort Collins , Larimer County, Colorado.
The purpose of this investigation was to obtain the techni-
cal information and soils property data necessary for the
design and construction of foundations for the proposed
structures and pavement design. The conclusions and recom-
mendations presented in this report are based upon analysis
of field and laboratory data and experience with similar
soils in the general vicinity.
FIELD INVESTIGATION
The field investigation consisted of seventeen (17) borings
at selected locations on the site . The borings were ad-
vanced with a 4 inch diameter continuous-flight power auger.
All borings were continued to a depth sufficient to identify
critical soil conditions.
Complete logs of the boring operation are shown on the
attached plates and include visual classifications of each
soil, location of soil changes , standard penetration test
results , and water table measurement.
As the boring operation advanced, an index of soils relative
density and consistency was obtained by use of the standard
penetration test, ASTM Standard Test D-1586 . The penetra-
tion test result listed on the log is the number of blows
required to drive the 2 inch split-spoon sampler one foot
1
into undisturbed soil by a 140-pound hammer dropped 30
inches .
Undisturbed samples for use in the laboratory were taken in
thin wall samplers (Shelby) , pushed hydraulically into the
soil. All samples were sealed in the field and preserved at
natural moisture content until time of test.
SUBSURFACE SOIL CONDITIONS
The site was formerly a pasture with rolling terrain,
sloping generally to the East. There is a seasonal wet area
just South of a former oxidation pond where it was not
possible to enter at the time of the testing. Generally,
there is from 0 . 5 to 1 . 0 of top soil , underlain by silty and
sandy clay which varies in depth from a feet to 20 feet, the
maximum depth of testing. The silty clay was found to be
dry to moist, firm to hard with high shear strength. The
silty clay has moderate to high swelling characteristics
over most of the site . In the Southeast corner there is
hard clay and weathered claystone that consolidates when
wetted. Throughout the site there are deposits of claystone
interbedded with sandstone varying from 4 to 9 feet from the
surface. The claystone/sandstone exhibits moderate swelling
characteristics . There was no water encountered , with the
exception of TH 14 with water at 11 feet. This is at the
low seasonal wet area mentioned above . At the proposed
general location for a drainage structure crossing of South
Lemay Ave. a test hole was made to determine depth to
bedrock. The hole was advanced to 20 feet. There was no
bedrock or water encountered.
2
FOUNDATION RECOMMENDATIONS
The selection of the foundation type for a given situation
and structure is governed by two basic considerations .
First, the foundation must be designed so as to be safe
against shear failure in the underlying soils; and second,
differential settlement or other vertical movement of the
foundation must be control] ed at a reasonable level .
Two basic controls are available to us in selecting the
foundation type and allowable loads . These are the standard
penetration test and consolidation-swell testing. The
ultimate bearing capacity of the foundation soil depends
upon the size and shape of the foundation element, the depth
below the surface, and the physical characteristics of the
supporting soil.
Since the development proposed is a si• gle-family subdivi-
sion, it is assumed that there will b' various levels of
foundations required, for both crawl- space and basement
structures . The supplemental information submitted herein
indicates a foundation system more complex than was origi-
nally recommended. The upper silty clay soils generally are
moderately expansive except at TH 4 where it is highly
expansive , and at TH 18 where it is fill. The clay soils
exhibit a bearing value in the range of 2000 p. s . f. to 4000
p. s . f. depending on the silt and moisture content . The fill
is higher in bearing but is also more highly swelling. The
weathered claystone is expansive and has a bearing value of
10 , 000 p. s . f. The hard bedrock has a bearing value in the
range of 18 , 000 to 20 , 000 p. s . f.
The following are the recommendations for each soil type:
I . We recommend that structures bearing in the upper silty
clay soils be founded on balanced continuous spread foot-
ings . The footings should be 4 feet above the weathered
3
The only positive solution to a floor system in the expan-
sive soils is a structural floor system with a void beneath
it. However, the cost of this type of system may be prohib-
itive. Knowing some risk is involved and taking precautions
to prevent wetting of subsoils , slabs may be constructed
free floating" , isolated from all bearing members , rein-
forced with wire mesh, and jointed frequently. Both gravel
and vapor barriers should be eliminated from beneath such
slabs. Interior partitions should be designed to allow for
some movement in the slab.
Backfill around the outside perimeter of the structures
should be compacted at optimum moisture , or above, to at
least 90% of Standard Proctor density as determined by ASTM
Standard Test D698 .
In the course of preparing this repor' ., it is necessary to
interpolate between test borings; ho.ever, since soil condi-
tions have been known to change radically within short
distances and because of the considerable variations in soil
types in this area , we recommend that a soils engineer
inspect all excavations prior to placing concrete . The soil
is high in sulfates . Type II cement is recommended for all
concrete exposed to in-situ or native soil conditions .
OVERLOT•GRADING
The weathered claystone and bedrock occur throughout the
site at different elevations . Generally, it is 4 ft. from
the surface at the higher ground in the center of the site .
At TH 3A, 6A, and 10A the claystone extended to 30 feet from
the surface. This material is rippable and may require
heavier dirt moving equipment than normally used for site
grading. If a D-9 bulldozer is required, the cost for
moving this material will be 8 - 10 times the cost of moving
5
bedrock and should be designed for a maximum bearing
pressure of 2 , 500 p. s . f . and a minimum dead load of 1 , 000
p. s. f.
II . Foundations located within 4 feet of weathered bedrock
should be a grade beam and piers type , with piers extending
a minimum of 3 feet into weathered bedrock. The piers
should be designed for a maximum end bearing value of 10 , 000
p. s . f. , maximum side shear in bedrock of 1 , 000 p. s . f . , and a
minimum dead load of 5 , 000 p. s . f. All piers should contain
a nominal amount of reinforcing steel. Foundations located
in the high fill area near TH 18 should be designed in the
same manner, due to the swelling potential of the fill
soils.
III . Foundations bearing in the clayston'./sandstone bedrock
should be narrow continuous footings or pads and grade beams
designed for a maximum bearing pressur' of 25 , 000 p. s . f. and
a minimum dead load pressure of 5 , 000 p. s . f.
It is important .that all grade beams in recommendation II
have a 4-inch minimum void between the bottom of the grade
beam and the soil below. Every precaution should be taken
to prevent wetting of the subsoils and percolation of water
down along the foundation elements . We feel that a perime-
ter drain is essential in areas where the grade beam or
foundation penetrates the weathered claystone or sandstone
bedrock. It could flow into the gravel bedding beneath the
sewer pipe , into a sump with an automatic pump or could
day-light" on the hillside . Finished grades should be
sloped away from the structure on all sides to give positive
drainage. A minimum of 6 inches fall in t.:ie first 10 feet
is recommended. Sprinkling systems should not be installed
within 10 feet of the structure . Downspouts are recommended
and should be arranged to carry drainage from the roof at
least 5 feet beyond foundation walls .
regular soil. The claystone must not be used for fill under
buildings. It can be used elsewhere. The shrinkage factor
for the claystone and the sandy clay is on the order of 25%
to 28% when placed in accordance with ASTM D698-78 procedure
as outlined in Appendix A.
Utility trenches in sandy clay soils should be excavated on
slopes no greater than 1 : 1 . The claystone may be excavated
on vertical slopes .
Because of the expansive nature of the weathered claystone,
fill should be compacted two percent wet of optimum moisture
to at least 95% of maximum proctor density ASTM D698-78.
Cut and fill slopes should be designed for grades no steeper
than 3 : 1 .
The pH of the soil is 8 (mecKum alkali which is non-corro-
sive and no utility pipe protection is required. The soil
is high in sulfates; Type II cement is recommended.
FLOOR SLABS
Slabs should be constructed "free floating, " isolated from
all bearings members, reinforced with wire mesh, and jointed
frequently. Slabs on grade should be placed directly on
impervious soil in order to prevent water from migrating
under the slab.
DRAINAGE AND GROUNDWATER
Groundwater was found at 11 . 0 feet from the surface at
TH-14 . Water was not found at any other test hole. TH-14
is at a low point on the property and is near an abandoned
sewage lagoon. A Permeability Test was made on soil from 4
6
ft. to 6 ft. deep at this location. The results indicate
that the soil at this level would be ideal for use as a
detention basin liner. The soil has a very low permeability
rate , i.e . , an average rate of 1 . 5 x 10-
5
inches per year.
A plat is shown on Figure s . Additional engineering data
concerning detention basin design can be furnished if de-
sired but is beyond the scope of this report.
PAVEMENT DESIGN
Based on current standard procedure in the City of Ft.
Collins , we have obtained 18k EDLA values for various types
of streets within the subdivision for use in design. In
general, these will be in the range of 5 to 10 . However, in
the first phase of development , Edgew ,re has been assigned a
value of 15 . The design subgrade R-"alue for the subdivi-
sion has been determined to be 5 . Based on these values , we
make the following pavement design recommendations :
1 . Culs-de-sac and residential streets with DTN=5
3" asphaltic concrete
7-1/2" aggregate base course
2. Local residential streets with DTN = 10
3" asphaltic concrete
9" aggregate base course
3 . Local residential street (Edgeware St. ) with DTN = 15
3" asphaltic concrete
10" aggregate base course
The above recommendations are equal in strength to the
recommendations made in our letter of August 24 , 1984 , but
now reflect the City ' s minimum asphaltic concrete thickness
requirement of 3" .
7
LANDSCAPING AND DRAINAGE
Every precaution should be taken to prevent wetting of the
subsoils and percolation of water down along the foundation
elements . Finished grades should be sloped away from struc-
tures on all sides to give positive drainage. A minimum of
6 inches fall in the first 10 feet is recommended.
Sprinkling systems should not be installed within 10 feet of
structures . Downspouts are recommended and should be ar-
ranged to carry roof drainage at least 5 feet beyond
the foundation walls.
Backfill around the outside perimeter of structures should
be compacted at optimum moisture, or ar3ve, to at least 90
percent of Standard Proctor Density as determined by ASTM
Standard Test D-698 .
GENERAL INFORMATION
The data presented herein were collected to help develop
designs and cost estimates for this project. Professional
judgments on design alternatives and criteria are presented
in this report. These are based on evaluation of technical
information gathered, partly on our understanding of the
characteristics of the single family dwellings proposed, and
partly on our experience with subsurface conditions in the
area . We do not guarantee the performance of the project in
any respect, only that our engineering work and judgments
rendered meet the standard of care of our profession.
The test holes drilled were placed to obtain a reasonably
accurate picture of subsurface conditions for design purpos-
es . Variations from the conditions portrayed frequently
S
occur. These variations are sometimes sufficient to neces-
sitate modifications in design.
We recommend that construction be continuously observed by a
qualified soils technician trained and experienced in the
field to take advantage of all opportunities to recognize
different conditions and minimize the risk of having some
undetected condition which might affect the performance of
the foundation elements .
9
CONSOLIDATION-SWELL TESTS
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Project No. 2908-01 -01 -01
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LA SOP ATOP IEEl LTD. Project No. 2908-01 -01-01
DATE: 9/7/88
JOB NO: 3986-DEbH-15-158
BORING LOG NO - • is (Lot 38 B1. 1)
PROJECT: MSP - Brittany Knolls
UNCONFINED SHEAR tonsfftL
SOIL
W 12 I 2 4 8 16
W CESCRIPTION D W 9 PENETRATION blows/fit
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Very Rard Drilling
15- "
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CATE: 9/7/88
JOB NO: 3986-DE6H-15-158 BORING LOG NO - 19 (Lot 33, Bi.
PROJECT: MSP - Brittany Knolls
T T ,
UNC,ONFIN})ED SHEAR t
Ill ID
SOIL 2 I 2 4 8
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plate no, :3
DATE: 9/7/88
JOB NO: 3986-DE6H-15-158 BORING LOG NO — 20 (Lot 4 , 91. 5)
PROJECT: MSP - Brittany Knolls
UNCONFINED SHEAR tonsAtL
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W DESCRIPTION D w D 5 PENETRATION blows/ft
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APPENDIX 'A'
Suggested Specifications for Placement of Compacted Earth
Fills and/or Backfills.
GENERAL
A Soils engineer shall be the owner' s representative to
supervise and control all compacted fill and/or compacted
backfill placed on the project. The soils engineer shall
approve all earth materials prior to their use, the methods
of placing, and the degree of compaction obtained. A cer-
tificate of approval from the soils engineer will be re-
quired prior to the owner' s final acceptance of the filling
operations.
MATERIALS
S
The soils used for compacted fill beneath interior floor
slabs and backfill around foundation walls shall be non-
swelling for the depth shown on the drawings . No material
shall be placed in the fill having a maximum dimension of
six inches or greater. All materials used in either com-
pacted fill or compacted backfill shall be on-site materials
or shall be subject to the approval of the soils engineer.
PREPARATION OF SUBGRADE
All topsoil and vegetation shall be removed to a depth
satisfactory to the soils engineer before beginning pre-
paration of the subgrade. The subgrade surface of the area
1
MOISTURE CONTROL
The fill material in each layer, while being compacted , shall be nearly as
practical contain tne amount of moisture required for optimum compaction;
and the moisture shall be uniform tnroughout the fill . The contractor may
be required to add necessary moisture to tne backfill material in the
excavation if, in tie onir.ion of the soils engineer, it is not possible to
obtain uniform moisture content by adding water on the fill surface. If,
in the opinion of the soils encineer, the material proposed for use in the
compacted fill is too we: to permit adequate compaction, it shall be dried in
an acceptable manner prior to placement and compaction.
CC .HP C ; I0N
When an acceptable , unifor7 moisture content is obtained, each layer shall
be compacted by method acceptable to the soils engineer and as specified
in the foregoing report as determined by the Standard Proctor Test (ASTM
C69E) . Compaction shall be performed by rolling with approved tamping rollers ,
pneumatic tired rollers , three-wheel power rollers , or other approved equip-
ment well suited to the soil being compacted. If a sheepsfoot roller is
used , it shall be provided with clearer bars so attached as to prevent the
acc'umulation of material between the tamper feet. The rollers should be so
designed that the effective weight can be increased.
M o I S T U . E - 9 _ N S I T Y DETERMINATI 0 rl
Samples of representative fill materials to be placed shall be furnished by the
contractor to the soils engineer for determination of maximum density and
optimum moisture for these :materials . jests for this determination will
be made using methods conforming to requirements of ASTM 0 698. Copies of the
results of these tests will be furnished to the contractor. These test
results shall be tne basis of control for compaction effort.
0 _ ?i S ; Y c
e dens : .! anu layer of compacted fill will be
cetermine: by tne soils e!1;ineer in accorc_nce '.,' :n ;.S{M 01556 , 02167 or :z:: .
Any material found to net comply with the minimum specified density shall be
recompacted until the r_cuired density is obtained. The results of all
density tests will be furnisred to both the owner and the contractor by
the soils engineer.
2of2
COMPACTION
When an acceptable , uniform moisture content is obtained,
each layer shall be compacted by a method acceptable to the
soils engineer and as specified in the foregoing report as
determined by the Standard Proctor Test (ASTM 698) . Com-
paction shall be performed by rolling with approved tamping
rollers , pneumatic tired rollers , three-wheel rollers , or
other approved equipment well suited to the soil being
compacted. If a sheepsfoot roller is used, it shall be
provided with cleaner bars so attached as to prevent the
accumulation of material between the tamper feet. The
rollers should be so designed that the effective weight can
be increased.
MOISTURE DENSITY DETERMINATION
Samples of representative fill materials to be placed shall
be furnished by the contractor to the soils engineer for
determination of maximum density and optimum moisture for
these materials . Tests for this determination will be made
using methods conforming to requirements of ASTM D 698 .
Copies of the results of these tests will be furnished to
the contractor. These test results shall be the basis of
control for compaction effort.
DENSITY TESTS
The density and moisture content of each layer of compacted
fill will be determined by the soils engineer in accordance
with ASTM D1556 , D2167 or D2922 . Any material found to not
comply with the minimum specified density shall be recom-
pacted until the required density is obtained. The results
of all density tests will be furnished to both the owner and
and the contractor by the soils engineer.
4
to be filled shall be scarified to a minimum depth of six
inches, moistened as necessary, and compacted in a manner
specified below for the subsequent layers of fill. Fill
shall not be placed on frozen or muddy ground.
PLACING FILL
No sod, brush, frozen material or other deleterious or un-
suitable material shall be placed in the fill. Distribution
of material in the fill shall be such as to preclude the
formation of lenses of material differing from the surround-
ing material. The materials shall be delivered to and
spread on the fill surface in such a manner as will result
in a uniformly compacted fill. Prior to compacting, each
layer shall have a maximum thickness of eight inches; and
its upper surface shall be approximately horizontal.
MOISTURE
1
CONTROL
The fill material in each layer, while being compacted,
shall as nearly as practical contain the amount of moisture
required for optimum compaction; and the moisture shall be
uniform throughout the fill. The contractor may be required
to add necessary moisture to the backfill material in the f
excavation if, in the opinion of the soils engineer, it is
not possible to obtain uniform moisture content by adding
water on the fill surface. If, in the opinion of the soils
engineer, the material proposed for use in the compacted
fill is too wet to permit adequate compaction, it shall be
dried in an acceptable manner prior to placement and compac-
tion.
i
I -----'---'• ---PERt•tEABILITY.. . - -- - --
i----
SAt'1PLE:. TH-14 FROM 4 FT. TO 6 FT. I I
TYPE TEST: FALLING HEAD • 1 _ ._ - .
DENSITY,: __108.5 __PSF_@ _100%.MAXIMUM DRY.. DENSITY ..__——__--_—.__ ._
1
I PERMEABILITY: i .5 x 10
5
IN./YR. i
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