New GEOTECHNICAL ENGINEERING · 2018. 8. 9. · GEOTECHNICAL ENGINEERING MacArthur Associated...
Transcript of New GEOTECHNICAL ENGINEERING · 2018. 8. 9. · GEOTECHNICAL ENGINEERING MacArthur Associated...
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
l (
l
GEOTECHNICAL ENGINEERING
MacArthur Associated Consultants, LLC 2420 Springer Drive, Suite 120 Norman, OK 73069
Attn: Mr. Gregory L. Fitter, Ph.D., P.E.
Re: Subsurface Exploration & Geotechnical Engineering Report Proposed Three-Span Bridge on US-59 over Big Brushy Creek State Job No. 29563(04) Le Flore County, Oklahoma HGE Project No. MAC-13-01
Dear Mr. Fitter:
March 15, 2014
The Subsurface Exploration & Geotechnical Engineering Report has been completed for the proposed three-span bridge widening on US-59 over Big Brushy Creek in Le Flore County, Oklahoma. Our scope of services and fee schedule were agreed via email correspondence.
The purpose of the attached report is to provide a summary of the field investigation methods used and to provide recommendations for the design and construction of foundations. Logs of the borings and test results are provided in the appendices of this report.
Mr. Fitter, please do not hesitate to contact HGE at (405) 942-4090 should you have questions regarding this report.
Respectfully:
Mark H. Hinderliter, P.E. Oklahoma No. 21327
Certificate of Authorization No. 5528, Expires 30-June-2015
P:\HGE\Reports\2014 Geo\March\MAC-13-01
Copies: Client (3 + pdf & Invoice)
4071NW3Ro STREET• OKLAHOMA CITY, OKLAHOMA 73107 • 405.942.4090 • 405.942.4057 FAX· WWW.HINDERLITERGEO.COM
PROUDLY SERVING OKLAHOMA, TEXAS & MISSOURI
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(.
(
(
.~ ]j NDERLITER r-FeoTECHNICAL ENGINEERING
MacArthur Associated Consultants, LLC 2420 Springer Drive, Suite 120 Norman, OK 73069
Attn: Mr. Gregory L. Fitter, Ph.D., P.E.
Re: Subsurface Exploration & Geotechnical Engineering Report Proposed Three-Span Bridge on US-59 over Big Brushy Creek State Job No. 29563(04) Le Flore County, Oklahoma HGE Project No. MAC-13-01
Dear Mr. Fitter:
March 15, 2014
The Subsurface Exploration & Geotechnical Engineering Report has been completed for the proposed three-span bridge widening on US-59 over Big Brushy Creek in Le Flore County, Oklahoma. Our scope of services and fee schedule were agreed via email correspondence.
The purpose of the attached report is to provide a summary of the field investigation methods used and to provide recommendations for the design and construction of foundations. Logs of the borings and test results are provided in the appendices of this report.
Mr. Fitter, please do not hesitate to contact HGE at (405) 942-4090 should you have questions regarding this report.
Respectfully:
Mark H. Hinderliter, P.E. Oklahoma No. 21327
Certificate of Authorization No. 5528, Expires 30-June-2015
P:\HGE\Reports\2014 Geo\March\MAC-13-01
Coples: Client (3 + pdf & Invoice)
nae-t:l-011ran111'118
4071 NW 3Ro STREET •OKLAHOMA CITY, OKLAHOMA 73107 • 405.942.4090 • 405.942.4057 FAX • WWW.HINDERLITERGEO.COM
PROUDLY SERVING OKLAHOMA, TEXAS & MISSOURI
State Job No. 29563(04) Le Flore County, Oklahoma
TABLE OF CONTENTS
15 March 2014 HGE Project: MAC-13-01
1.0 Executive Summary ........ ... ..... .............. .. ............................................................... 1
2.0 Project Description ............. ............... ................... ...... ....... ....................... .. .. .. ....... 2
3.0 Site Exploration ......... ....... .. ............ .... ................... .... ..... ................ ..... .................. 2 3.1 Boring Layout & Elevations ................................................. ....................... 2 3.2 Subsurface Investigation ... .......... ......... .... .... ..... ....................... ........ ... ..... .. 2
4. 0 Laboratory Evaluation ........ .......... ......... ................... ................. ................. ........ .... 4 4.1 In-Situ Moisture Content .............. .. ............................................................. 4 4.2 Liquid & Plastic Limits ............. .............................. .. ... .. .... .... ... .. ... ... ........... 4 4.3 Sieve Analysis ...... ... .............. ........................... ... ........................ ...... ... ...... 5
5.0 Findings & Recommendations ......... .. .. .. .. ........ .... .... .... .......... ......... ..... ..... ..... .. ...... 6 5.1 Site Conditions ....... ......... ........ .... ......... .. ... .......... ........... ................ ........ .... 6 5.2 Subsurface Geology & Conditions .............................. ..... ........... ... ... .......... 6 5.3 Groundwater Conditions ...... .. ......... ............................ ................... .. .......... 7 5.4 Driven Pile Foundations ....... ...................... ..... .... ..................... ..... .... ........ . 7 5.5 Drilled Shaft Foundations ........................ ................................................... 8
6.0 Concluding Remarks ............. ..... ... .......................... ... .. ......................................... 9
Appendix A Boring Location Diagram Subsurface Fence Diagram Boring Logs
Appendix B Grain Size Distribution Results
Appendix C General Notes on Soil Classification Plasticity Classification - General Examples Granular Material Classification - General Examples
4071 NW 3Ro STREET• OKLAHOMA CITY, OKLAHOMA 73107 • 405.942.4090 • 405.942.4057 FAX• WWW.HINDERLITERGEO.COM PROUDLY SERVING OKLAHOMA, TEXAS & MISSOURI
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
( nae-13-01...,00
State Job No. 29563(04) Le Flore County, Oklahoma
1.0 EXECUTIVE SUMMARY
15 March 2014 HGE Project: MAC-13-01
The subsurface exploration is complete for the proposed three-span bridge widening project on US-
59 over Big Brushy Creek in Le Flore County, Oklahoma near the Town of Page. The project is
referred to as State Job No. 29563(04).
It is understood the project will include widening the existing bridge approximately 7 feet on each
side and resurfacing the deck. Based on the General Plan & Elevation sheet provided to us, the
abutments will be supported on driven piles while the interior columns will be supported on drilled
shafts.
Exploration of the subsurface materials at the project site consisted of four soil test borings. The
borings were advanced as close as practical to the existing piers and abutments. However, a water
well drilling rig was used to advance casing through the cobbled overburden soils. Water well
drilling rigs are quite large and heavy; some offsets were necessary due to embankment slopes and
soft ground. Borings were advanced approximately 20 feet to 30 feet below the top of the
sedimentary rock. Samples obtained from the borings were returned to the laboratory for further
evaluation and laboratory testing. Groundwater levels were estimated while drilling or sampling at
the abutment locations.
In general, the borings encountered gravel, cobble and boulder sized particles interbedded with
mixtures of sand, silt and clay. These overburden materials tended to be very dense. At depths of
approximately 11 feet to 12 feet, the subsurface materials transitioned to hard, very dense, cobbly
weathered sandstone and/or cobbly weathered shale. Gray, weathered shale was encountered at
depths ranging from approximately 11 feet to 25 feet. The weathered shale was bedded at an angle
resulting in poor recovery and RQD's. The weathered shale persisted to the boring termination
depths of approximately 33 feet to 55 feet. Site geology appears best described as the Stanley Unit
(PMs) and appears to cross the Honess Fault.
Based on the subsurface conditions encountered at the time of our investigation, driven pile
foundations can be used to support the proposed abutments and drilled shafts can be used to
support the interior bents. Specific geotechnical recommendations concerning foundations are
presented subsequently in this report.
4071 NW 3Ro STREET • OKLAHOMA CITY, OKLAHOMA 73107 • 405.942.4090 • 405.942.4057 FAX • WWW.HINDERLITERGEO.COM PROUDLY SERVING OKLAHOMA, TEXAS & MISSOURI
1
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
State Job No. 29563(04) Le Flore County, Oklahoma
~-JNDERLITER GEOTECHNICAL ENGINEERING
2.0 PROJECT DESCRIPTION
15 March 2014 HGE Project: MAC-13-01
The proposed bridge widening project is located on US-59 over Big Brushy Creek in Le Flore
County, Oklahoma near the Town of Page. The project is referred to as State Job No. 29563(04).
It is understood the existing bridge will be widened approximately 7 feet on each side and that the
existing deck will be resurfaced. We understand abutments are to be supported on driven piles and
interior bents will be supported on drilled shafts.
3.0 SITE EXPLORATION
3.1 Boring Layout & Elevations
Four borings were included in the subsurface exploration for the proposed bridge; one as close as
practical to the location of each existing abutment and pier line. The approximate locations of the
borings are displayed on the boring location diagram included in Appendix A of this report. Borings
were located using a measuring wheel. Due to existing embankment slopes and soft ground, the
borings were offset to relatively flat places that were accessible to the water well drill rig used to
advance casing through the overburden cobbly soils.
Elevations at the boring locations were determined using a common surveyor's level and grade rod.
Elevations were referenced to the cut "X" in the wing wall at Station 894+97.38 at 17.93 feet right.
The benchmark had a reported elevation of 917.48. Based on this benchmark, ground surface
elevations at the boring locations ranged from approximately 910 feet to 914 feet.
Boring locations and elevations should be considered only roughly accurate and not survey quality.
3.2 Subsurface Investigation
A four-wheel drive, rotary drill rig outfitted with hollow-stem augers was used to advance the
boreholes to auger refusal. A water well drilling rig was used to hammer drill through the cobbly
overburden soils to, or near to, bedrock. The water well rig then set steel casing, generally to depths
of about 13 feet. Afterward, the rotary drill rig returned to advance the boring into bedrock using
rotary drilling and/or coring. A bulldozer was used to assist the drill rigs with site access.
Representative soil and rock samples of less than cobble size were obtained down to the auger
refusal depth using the split-barrel sampling procedure generally as detailed in ASTM D 1586. This
method is commonly referred to as the Standard Penetration Test (SPT). The split-barrel sampling
4071NW3Ro STREET• OKU\HOMA CITY, OKU\HOMA 73107 • 405.942.4090 • 405.942.4057 FAX • WWW.HINDERLITERGEO.COM PROUDLY SERVING OKLAHOMA, TEXAS & MISSOURI
2
(
(
(
(
(
(
(
(
(
(
(
State Job No. 29563(04) Le Flore County, Oklahoma
--. - J1NDERLITER GEOTECHNICAL ENGINEERING
15 March 2014 HGE Project: MAC-13-01
process requires a split-barrel (two-piece) sampling tube be used to obtain soil samples. A two-inch
outside diameter sampling tube is hammered into the bottom of the boring with a 140-pound weight
falling 30 inches. The number of blows required to drive the sampling tube the last 12 inches, or
less, of an 18-inch sampling interval is recorded as the SPT resistance value, N. The in-situ relative
density of granular soils, consistency of cohesive soils, and the hardness of weathered bedrock can
be estimated from the N value. The N values recorded for each test are displayed on the attached
boring logs adjacent to their relative sampling depths.
Bedrock was cored within borings B-1 , B-2 and B-3 using an NQ size, double-walled core barrel.
Within boring B-2, rotary drilling methods were used after the boring experienced excessive caving
while coring. Within boring B-2 and B-4, a Texas Department of Transportation (TxDOT) cone
penetrometer was used to evaluate the sedimentary rock proposed to be the bearing strata. The
TxDOT cone penetrometer test is a standard test developed by the Texas Department of
Transportation to determine the strength and hardness of foundation materials in bridge foundation
exploration work. The test is performed by attaching a 3-inch diameter penetrometer cone to the
drill pipe and lowering it to the bottom of the borehole. The cone is seated and driven with a 140
pound drive hammer falling 30 inches. The penetration after 50 hammer blows into the bearing
( material is measured to the nearest 1/16th-inch. The process is repeated for another 50 blows.
The total penetration for 100 blows is used to determine the strength of the bearing materials.
( An automatic drive hammer was used to advance the split-barrel sampler and the cone
penetrometer. A greater mechanical efficiency is achieved using an automatic drive hammer when
compared to a conventional safety drive hammer operated with a cathead and rope. The effect of
this higher efficiency on the N values has been considered in our interpretation and analysis of the
{ subsurface information provided with this report.
(
(
(
(
(
(_
(
(
The drill crew prepared field boring logs as part of the drilling operations. The samples were
packaged in plastic bags to reduce moisture loss, labeled for identification and transported to our
laboratory for further evaluation. Rock core was stored in waxed, cardboard boxes. Appendix A of
this report contains the final boring logs that represent modifications based on the engineer's
observations.
The borings were backfilled or grouted per OWRB requirements after the drilling operations were
completed. Groundwater level measurements obtained prior to rotary drilling or coring are included
in Section 5.3 of this report.
4071 NW 3RD STREET· OKLAHOMA CITY, OKLAHOMA 73107 • 405.942.4090 • 405.942.4057 FAX · WWW.HINDERLITERGEO.COM PROUDLY SERVING OKLAHOMA, TEXAS & MISSOURI
3
(
(
(
(
(
(
(
(
(
(
(
(
(
(
{
(
(
(
(
(
(
(
(
(
(
(
State Job No. 29563(04) Le Flore County, Oklahoma
4.0 LABORATORY EVALUATION
15 March 2014 HGE Project: MAC-13-01
As part of the geotechnical investigation, soil and rock samples obtained from the borings were
evaluated for in-situ moisture content. Where enough recovery was obtained, representative
samples were classified according to the Unified Soil Classification System (USCS). These tests
help the engineer determine the soils engineering properties. Classification tests included Liquid
and Plastic limit (commonly referred to as Atterberg limits) tests and Washed Sieve Analysis tests.
The engineer reviewed all soil descriptions and made modifications based on the materials plasticity,
texture, and color along with the laboratory test results.
Rock core samples were measured for percentage of recovery per 5-foot run of core, and Rock
Quality (RQD). Due to the poor RQD results of the rock core, unconfined compressive strength was
estimated rather than determined directly.
The laboratory test results and an estimated group symbol from the Unified Soil Classification
System, percentage of core recovery and RQD are provided next to their representative sample
locations in the appropriate column of the boring logs. The following sections provide brief
information about the tests performed.
4.1 In-Situ Moisture Content
The in-situ moisture content of soil and rock samples was determined in the laboratory in general
accordance with specification AASHTO T 265. The results of these tests have been provided in the
appropriate column of the boring logs. Used appropriately with the SPT N-values, these results give
indication of subsurface features such as groundwater levels and material consistency.
The moisture content is expressed as a percentage and is the ratio of the weight of water in a given
amount of soil to the weight of solid particles. This ratio is obtained by weighing a sample of the soil
and oven drying until all of the moisture has evaporated. Once a stable dry weight is obtained it is
recorded and used for calculations.
4.2 Liquid & Plastic Limits
The liquid Limit (LL) and Plastic Limit (Pl) of selected soil samples were determined in the
laboratory in general accordance with AASHTO T 89 and T 90. The results of these tests have been
provided in the appropriate column of the boring logs and on the laboratory report sheets located in
4071 NW 3Ro STREET • OKLAHOMA CITY, OKLAHOMA 73107 • 405.942.4090 • 405.942.4057 FAX· WWW.HINDERLITERGEO.COM PROUDLY SERVING OKLAHOMA, TEXAS & MISSOURI
4
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
State Job No. 29563(04) Le Flore County, Oklahoma GEOTECHNICAL ENGINEERING
15 March 2014 HGE Project: MAC-13-01
Appendix B. The Plasticity Index (Pl) is the difference between the Liquid Limit and the Plastic Limit
(Pl= LL - PL). There is a correlation between these limits and experimental shrink I swell data.
The Liquid Limit (LL) of a soil is the water content at which the soil passes from a liquid state to a
plastic state and is essentially a flow test. The determination of the LL in the laboratory involves the
incremental addition of water to a soil sample comprised of material that passes a No. 40 Standard
Sieve until a uniform mass of semi-liquid consistency is achieved. This sample is placed in a brass
cup where the soil is divided into two pieces with a grooving tool. The cup is lifted a required height
and dropped a number of times to close the gap between the split sample. If the two sides of the
sample come in contact before the required number of drops, then the sample is dried and the
procedure is repeated. If the two sides of the sample do not come in contact before the required
number of drops, then the sample is moistened and the procedure is repeated. After the sample has
undergone the required number of drops needed to close the gap and is verified to within two blows,
the sample is oven-dried to determine the moisture content. The moisture content is normalized to
25 drops and is considered the Liquid Limit.
The Plastic Limit (PL) of a soil is the water content at which the soil passes from a plastic state to a
semi-solid state and is, in many ways, a toughness test. The determination of the PL in the
laboratory involves the incremental removal of water from a hydrated soil sample until a uniform
mass of semi-stiff consistency is achieved. This sample is hand rolled into a 1 /8-inch diameter
thread. After the sample has reached the moisture content at which it crumbles at a 1/8-inch
diameter, it is oven-dried to determine the moisture content. This moisture content is the Plastic
Limit.
4.3 Sieve Analysis Test
The amount of material passing the 3/4", 1/2", 3/8", No. 4, No. 10, No. 40 and No. 200 U.S. Standard
Sieves was determined in the laboratory in general accordance with AASHTO T 11 and T 88.
Determination of the material grading, combined with the LL, PL and Pl provide the information
needed to classify the soil according to the Unified Soil Classification System (USCS). The resultant
percentage of material passing each sieve has been provided in the appropriate column of the
boring logs and on th_e laboratory report sheets located in Appendix B.
A U.S. Standard Sieve is a weave of wire with specified gaps between the cross weave. The sieve
number, such as those referred to above, designates the number of openings per inch. In the case
of larger sieves such as a 1/2-inch or 3/8-inch sieve, the size refers to the aperture opening.
Typically, soil samples are washed over a No. 200 U.S. Standard Sieve prior to grading over larger
sieves to prevent clogging. The percentage of material passing through the No. 200 sieve
4071NW3Ro STREET• OKLAHOMA CITY, OKLAHOMA 73107 • 405.942.4090 • 405.942.4057 FAX • WWW.HINDERLITERGEO.COM PROUDLY SERVING OKLAHOMA, TEXAS & MISSOURI
5
(
(
(
(
(
(
(
(
(
(
(
(
State Job No. 29563(04) Le Flore County, Oklahoma
~. ~-r;iNDERLITER GEOTECHNICAL ENGINEERING
15 March 2014 HGE Project: MAC-13-01
determines whether a soil is made of mostly coarse or fine-grained particles. The amount of coarse
or fined-grained particles in a soil along with the LL and Pl determine whether a soil is classified as a
gravel, sand, clay, or silt. The amount passing any sieve expressed as a percentage is the ratio of
the accumulated mass retained on the sieve divided by the total sample weight and multiplied by
100. This percent retained is subtracted from 100 to determine the percent passing.
5.0 FINDINGS & RECOMMENDATIONS
5.1 Site Conditions
US-59 near the Town of Page, Oklahoma was open to traffic at the time of this investigation.
Frequent truck traffic uses the roadway and because the bridge is at the bottom of a valley, traffic
speeds are relatively high. At the time of our investigation, the existing bridge had an excessively
worn and patched concrete deck and a low concrete traffic rail with a steel rail extending above.
( The bridge was supported by steel beams, concrete piers and concrete abutments. Big Brushy
Creek split into two separate channels at the bridge location. Boulders and cobbles were easily
visible along the creek channel. Drill rig access around the site was assisted by use of a bulldozer
due to areas of shallow, soft soil.
(
(
(
(
(
(
(
(_
(
mao-13-01-1
5.2 Subsurface Conditions
Based on published information 1, the dominant geologic features appear to be the Stanley Unit
(PMs). Further, the project site crosses a fault line referred to as the Honess Fault. The Stanley
Unit is predominantly composed of shale, but sandstone makes up about 25 percent of the total
thickness, while siltstone occurs in subordinate amounts. The shales are typically thin-bedded,
laminated, dark gray to green-gray and weathers to olive-green and tan. Topographically, the Stanly
Unit is known as the "great valley maker" of the Ouachitas.
In general, the borings encountered gravel, cobble and boulder sized particles interbedded with
mixtures of sand, silt and clay. These overburden materials tended to be very dense. At depths of
approximately 11 feet to 12 feet, the subsurface materials transitioned to hard, very dense, cobbly
weathered sandstone and/or cobbly weathered shale. Gray, weathered shale was encountered at
depths ranging from approximately 11 feet to 25 feet. The weathered shale was bedded at an angle
resulting in poor recovery and RQD's. The weathered shale persisted to the boring termination
depths of approximately 33 feet to 55 feet.
1 1966; Engineering Classification of Geologic Materials, Division 2; Research & Development Division, Oklahoma Department of Transportatjon
4071 NW 3Ro STREET• OKLAHOMA CITY, OKLAHOMA 73107 • 405.942.4090 • 405.942.4057 FAX• WWW.HINDERLITERGEO.COM PROUDLY SERVING OKLAHOMA, TEXAS & MISSOURI
6
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
State Job No. 29563(04) Le Flore County, Oklahoma
- - J1NDERLITER I GEOTECHNICAL ENGINEERING 15 March 2014
HGE Project: MAC-13-01
A graphic log of each boring is included in Appendix A of this report. Every attempt is made to
accurately reflect the depths of material change; however, stratification boundaries should be
considered approximate. Specific recommendations concerning the design of driven pile
foundations are included in Section 5.4 of this report. Recommendations concerning drilled shaft
foundations are found in Section 5.5.
5.3 Groundwater Conditions
The groundwater levels were estimated within the borings while auger drilling. Once rotary or core
drilling methods were conducted, no further water levels were obtained due to the injection of drilling
fluid into the borings. However, given the amount of boulder, cobble and gravel sized soils,
groundwater can be assumed to generally be at the creek flow line. The borings were plugged per
OWRB requirements immediately after completion.
Groundwater was observed within boring B-1 at a depth of approximately 7-1/2 feet below the
existing ground surface and within boring 8-3 at approximately 6-1/2 feet bgs. To obtain more
accurate groundwater level information, long-term observations in a well or piezometer that is sealed
from the influence of surface water would be needed. Groundwater level fluctuations and I or
perched water conditions may occur due to seasonal variations in the amount of rainfall and other
factors such as drainage characteristics. The possibility of groundwater level fluctuations should be
considered during the preparation of construction plans.
5.4 Driven Pile Foundations
Dense, very hard, gravelly cobbles were encountered from the ground surface to bedrock at the
boring locations. Difficulty driving piles through this material should be anticipated. To prevent kick
out or bending of the piles during driving operations, it is expected that pilot holes and casings will
be required through the overlying cobbles down to weathered shale. We do not expect that pilot
holes can be advanced using auger techniques but will require hammer drilling methods. Once
casings are set and cleared, piles can be driven into bedrock.
The weathered sandstone and weathered shale encountered within the borings is bedded at an
angle along a fault line resulting in relatively poor RQD values; the average being approximately 14.
However, the bedrock is hard and discontinuities appear densely spaced; the bedrock is expected to
provide relatively high pile-driving stresses. Therefore, the use of low displacement piles such as
steel H-piles is appropriate. Driven piles will develop their capacity from a combination of end
bearing and side resistance in the weathered sandstone and/or weathered shale. An allowable load
capacity of 50 tons can be used for HP1 Ox42 driven piles while 70 tons can be used for HP12x53
4071 NW 3Ro STREET• OKLAHOMA CITY, OKLAHOMA 73107 • 405.942.4090 • 405.942.4057 FAX• WWW.HINDERLITERGEO.COM PROUDLY SERVING OKLAHOMA. TEXAS & MISSOURI
7
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
State Job No. 29563(04) Le Flore County, Oklahoma GEOTECHNICAL ENGINEERING
15 March 2014 HGE Project: MAC-13-01
piles. The table included on the next page provides estimates of the required penetrations for
HP1 Ox42 and HP12x53 piles to carry the allowable load. End bearing has been calculated using a
safety factor of 3 and side resistance has a safety factor of 2. However, all piles should be driven
until satisfactory resistance is developed in accordance with an appropriate formula or wave
equation analysis.
Boring No. Surface Pile Type Allowable Estimated Estimated
Elevation (ft) Design Top of Rock Penetration
Capacity (ton) Elevation (ft) into rock (ft)
HP10x42 50 3 8-1 910 893
HP12x53 70 3
HP10x42 50 3 8-4 912 900
HP12x53 70 3
Piles should be appropriately spaced using a minimum center-to-center distance of 3 times the
maximum pile cross-section dimension. Long term settlement of driven pile foundations, designed
and constructed as recommended, is expected to be negligible.
5.5 Drilled Shaft Foundations
Similar difficulties to driving pile foundations are expected when advancing drilled shafts. The
overburden gravelly cobbles are densely arranged and very hard. We do not expect that casings for
the drilled shafts can be placed using auger techniques. It is expected that hammer drilling methods
will be required to set casings for the drilled shafts.
Drilled shafts should extend through the cobbly overburden soils and penetrate the weathered
sandstone and/or weathered shale. The table included in this section provides allowable design
criteria for drilled piers at increasing penetrations into the rock. The net allowable bearing pressure
has been calculated using an LRFD resistance factor of 0.55 and the allowable side resistance has
an LRFD resistance factor of 0.55. The allowable side resistance value should not be used until the
pier has penetrated the weathered shale at least one pier diameter or 4 feet, whichever is greater.
(see Table on next page)
4071 NW 3Ro STREET • OKLAHOMA CITY, OKLAHOMA 73107 • 405.942.4090 • 405.942.4057 FAX• WWW.HINDERLITERGEO.COM PROUDLY SERVING OKLAHOMA, TEXAS & MISSOURI
8
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
( mao-13-01~
State Job No. 29563(04) Le Flore County, Oklahoma GEOTECHNICAL ENGINEERING
Boring No. Surface Estimated Bearing
Elevation (ft) Top of Elevation (ft)
Competent
Rock
Elevation (ft)
8-02 911 886 886 - 882
Below 882
8-03 914 889 889 - 885
Below 885
15 March 2014 HGE Project: MAC-13-01
Net Allowable Allowable
End Bearing Side
Pressure (tsf) Resistance
(tsf)
28.5 n/a
28.5 1.9
28.5 n/a
28.5 1.9
Temporary casing will be required to construct the drilled shafts. A sufficient head of concrete
having a slump of at least 6 inches should be maintained in the casing while it is being pulled to
prevent the infiltration of soil and water into the shaft. Concrete should be directed down the center
of the shaft using a concrete pump. At no time should concrete be allowed to free-fall into water or
slough but should be pumped from the bottom of the shaft. If concrete is placed into a dry shaft, the
bottom of the shaft should be sufficiently clean of loose materials and water deeper than 2 inches.
Estimated long-term settlement is expected to be less than %-inch for piers constructed as
recommended.
6.0 CONCLUDING REMARKS
Recommendations provided in this report are based on information from discrete borings (generally
4 to 8 inches in diameter) and, in some cases, from an engineer's general surficial observations. All
site conditions cannot be detailed based on a limited number of borings and increasing the number
of borings so that all site conditions can be defined is generally not practical. Variations in site
conditions between boring locations should be expected and, on occasion, revised
recommendations will be required. Hinderliter Geotechnical Engineering (HGE) should be retained
to review final plans and specifications so that comments can be provided regarding the
implementation of recommendations provided in this report. HGE should also be retained to provide
monitoring of site construction.
This report provides recommendations concerning site construction and, while it may or may not
provide limited analysis of soil corrosiveness and I or contaminant content, is not an Environmental
Site Assessment (ESA). If the Owner is concerned about environmental and I or biological
assessment, a separate study specifically focused on environmental issues should be undertaken.
4071 NW JRD STREET • OKLAHOMA CITY, OKLAHOMA 73107 • 405.942.4090 • 405.942.4057 FAX· WWW.HINDERLITERGEO.COM PROUDLY SERVING OKLAHOMA. TEXAS & MISSOURI
9
(
(
(
(
(
(
(
(
(
(
(
(
{
(
(
(
(
(
(
(
(
(
( mac-ll-Oliq><:<I
State Job No. 29563(04) Le Flore County, Oklahoma
15 March 2014 HGE Project: MAC-13-01
This report has been prepared specifically for the referenced project and for the exclusive use of our
Client. Third-party reliance may be granted upon specific written request of the Client. This report
has been prepared using locally specific and generally accepted geotechnical engineering practices
based on structural information provided by the Client and information gained from the site. No
warranties are implied or granted regarding site recommendations not specifically discussed in this
report.
4071 NW JRD STREET• OKLAHOMA CITY, OKLAHOMA 73107 • 405.942.4090 • 405.942.4057 FAX· WWW.HINDERLITERGEO.COM PROUDLY SERVING OKLAHOMA, TEXAS & MISSOURI
10
(
(
(
(
(
(
(
(
(
(
(
(
{
{
(
(
(
(
(
(
(
(
(
(
(
(
(
(
( -1~1~
State Job No. 29563(04) Le Flore County, Oklahoma GEOTECHNICAL ENGINEERING
APPENDIX A
BORING LOCATION DIAGRAM
SUBSURFACE FENCE DIAGRAM
BORING LOGS
15 March 2014 HGE Project: MAC-13-01
4071 NW 3Ro STREET • OKLAHOMA CITY, OKLAHOMA 73107 • 405.942.4090 • 405.942.4057 FAX• WWW.HINDERLITERGEO.COM PROUDLY SERVING OKLAHOMA, TEXAS & MISSOURI
8 ~
Q
~ ~
6 ~ ~ ~'\ B-3 f.. • 4 (/:'
B-1 CZ. ~ • 1
2 ~
EXISTING BRIDGE
BM: CUT")(" IN WINGWAL
-2 T. STA. 894+97.38, 17.93' RT
ELEV. 917.48
B-2
• B-4
•
a ESTIMATED SCALE §·t-.,,.,-»rn.,--~-,,,,.,,""'~~<>l"r,,..,,....-~,,,.~,'='.,--~""<>7"1"1':"'"7'i~~<>l""'7m-~~<rr.-A'>i.,--~-,,.,.,r;m-,-~-arr,rz,,..--~~CITA<>1~~-o,..-,,:?t1'~~"7,.-,,.,17'~---I
9 Hinderliter Geotechnical Engineering, LLC ~ 4071 NW 3rd Street Project: State Job No. 29563(04) i!i _,L,J;r-'£ Oklahoma City, OK 73107 ~ -r~ Telephone: (405) 942-4090 Location: US 59 over Big Brushy Creek; Le Flore County ~ Fax: (405) 9142-4057 Number: MAC-13-01 ooi...~--~~~·~~~~~~~--~~------~..i.~--~~~------~------------..i.----------~--~----------------------.....a
0 20 40 60 80 100 120 140 160 180
915. B-3: .. 915
B-4 B-2
B-1 22 910 . 910
_y: 50/2 18/6 50/3
21 905. 4L 905
_y: 41
900 50/15 58.::46.7 /0.6 50/0.1 900
28.20 895 12,0 50/1.8 . 895
~
a; ~ 75 8.3
i:: 890. /0,3 50/0c1 890 0 25 10 ~ 71.711.7 >
"' 885 10.4 50/0.3 885 iii 81.738.3
41.710 880 /RB 5010.4 10,5 5010c3 · 880
875 /0,&50/0.3 875 65 26.7
870. 10,5 50/0.5 870
~
:;; 865 865 :;; 31.70
;: q N
~ 860 860
0: q 0 20 40 80 100 120 ~BSURFAeE FENCE1lSIAGRAM 'i Hinderliter Geotechnical Engineering, LLC M
~-~HGE 4071 NW 3rd Street Project: State Job No. 29563(04) Oklahoma City, OK 73107
Location: US 59 at Big Brushy Creek; Le Flore County '-' Telephone: (405) 942-4090 z w Fax: (405) 942-4057 ~ Number: MAC-13-01 m
"
'l z i5 <( (!)
g
LOG OF BORING B-1 SHEET 1 of 1 CLIENT: MacArthur Associated Consultants
Hinderliter Geotechnical Engineering, LLC PROJECT: State Job No. 29563(04) 4071 NW 3rd Street
-HGE Oklahoma City, OK 73107 LOCATION: US 59 at Big Brushy Creek; Le Flore Count
Telephone: (405) 942-4090 NUMBER: MAC-13-01 Fax: (405) 942-4057
DATE(S) DRILLED: 1/13/14
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Augers & SPT sampling in cobbly overburden. Casing set with
LIMITS hammer drill. Coring below casing. ~
~ t. ~ t. GROUNDWATER INFORMATION: I- Iii w z w
~ ~ Groundwater encountered at approximately 7-1/2 feet while w !:: Cl
~ a; I- ;;; drilling z !:: " ~ ~~ iii iii UJ
-' l;:li: 0 " ::; iii
~ 0 ~ 0 " ::; 0 Sl ... ... "' ~ _o w Cl
~ I- 0)0 d d d d
" UJ ~~~ "' Zoo
~ w ::> 5 UJ z z z z
:i: -' Iii a :5 We UJ ozo ';fl. Cz UJ UJ "' SURFACE ELEVATION: 910 I- a. ::; a. a. :0 ::> ::> ::> 6 a. " a:10...1~0 i5
,. ::> z z z z w (,\ z~~~a! " LL PL Pl O'.O
" " " " DESCRIPTION OF STRATUM UJ Cl Cl a.
I• 11 "
Vegetation Cover
''" N = 21 8 NP NP NP 61 52 43 24 SIL TY GRAVEL with SAND and COBBLES
5 . brown and gray medium dense to dense
\e -N = 41 18 22 16 6 56 50 42 21
~~ 10 N=50/1.5 34 20 - 11 14 100 99 88 80 GRAVELLY LEAN CLAY with SAND (CL), brown, hard
" COBBL Y SANDSTONE and SHALE -15 R = 28.3 brown and gray
RQD=O I WEATHERED SHALE
20 - R= 75 gray - RQD = 8.3 moderately hard to hard
• massive in diagonal bed
- high jointing R = 71.7 - 25
" RQD= 11.7
-
30 R=41.7
" RQD = 10 .
-
" - Bottom of boring approximately 33 feet 35
- N - STANDARD PENETRATION TEST RESISTANCE REMARKS: P - POCKET PENETROMETER RESISTANCE Approximate Boring Location: T-TXDOT CONE PENETRATION RESISTANCE 893+43 @ 28' LT R - ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION
LOG OF BORING B-2 SHEET 1 of 1 CLIENT: MacArthur Associated Consultants
Hinderliter Geotechnical Engineering, LLC PROJECT: State Job No. 29563(04) 4071 NW 3rd Street
-HGE Oklahoma City, OK 73107 LOCATION: US 59 at Big Brushy Creek; Le Flore Count''
Telephone: (405) 942-4090 NUMBER: MAC-13-01 Fax: (405) 942-4057
DATE(Sl DRILLED: 1/14/14
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Augers & SPT sampling in cobbly overburden. Casing set with
LIMITS hammer drill. Coring below casing. c c c ~ GROUNDWATER INFORMATION: I- [;) e:. UJ z
~ UJ iY No groundwater encountered prior to coring w !::
c w a; I- ;; a; z !:: " ~s iii "'
-' li:li: 0 " ::; ~ iii \2 0 ~ 0 " ::; 0
~ ... ...
"' ~ _a w c
~ ~~ d d d d " iil (l')!,QCI) er: 5 z z z z ~ ~~~ ?;'!.
::l w"' :c -' I- g :) c@ "' "' "' "' SURFACE ELEVATION: 911 5 h: c. ...JQg .. "' c. c. ::l ::l ::l ::l
" tn1-m*Cl i5 >- ::l z z z z w Cf; zn:i:..:o:~ cr:o
"' c " LL PL Pl cc. " " " " DESCRIPTION OF STRATUM
" . Vegetation Cover
I . N = 1816 5 NP NP NP 53 43 37 16 SILTY GRAVEL with SAND and COBBLES 5 5013 brown
- very dense
,, 10
R = 58.3 WEATHERED COBBL Y SANDSTONE f-- RQD= brownish-gray • ..
15 46.7 I \thick bedded, high to very high jointing I
- WEATHERED SHALE R =40 gray RQD = 10
20 - hard partially cobbled
..
R = 46.7 massive - high to very high jointing RQD = ..
. 25 11.7
-...
30 -i.. T = 5010.8
5010.4 .
.
....
. 35 T = 50/0.6
. "' 5010.3
.
40 -T = 5010.5
~ 5010.5 I Bottom of boring approximately 42 feet
45
' - N - STANDARD PENETRATION TEST RESISTANCE REMARKS: P- POCKET PENETROMETER RESISTANCE Approximate Boring Location: T -TXDOT CONE PENETRATION RESISTANCE 893+61 @ 32' RT R - ROCK CORE RECOVERY RQD - ROCK QUALITY DESIGNATION
LOG OF BORING B-3 SHEET 1 of 1
Hinderliter Geotechnical Engineering, LLC
--HGE 4071 NW 3rd Street Oklahoma City, OK 73107 Telephone: (405) 942-4090 Fax: (405) 942-4057
FIELD DATA LABORATORY DATA ATTERBERG
LIMITS c c c c ~ 1'l c w w w >
!:: a
~ iii iii !!! I- .. z !:: " Ui Ui "' 0 " ::J 5 >- t;; Ui 0 _, t ~ 0 0
0 to " ::J " c5 ., ., "' m [ w D F
~ 0 0 0 0
" ffl 00 IQ Cl) "' ~00 >- ~~~ cf.
:J 1i '.l z z z z
"' J: _, I-
WQ
"' "' "' "' _, I- "- .J03 .. ~ ::J "- "-Oz :J :J :J :J
i5 "- " m1-ct1<f.Cl >- :J z z ~ z w ~ zo.:i=.:0:£ " LL PL Pl
«o ;; ;; ;; "' a D<L
.
CLIENT: MacArthur Associated Consultants
PROJECT: State Job No. 29563(04)
LOCATION: US 59 at Big Brushy Creek; Le Flore Count
NUMBER: MAC-13-01
DATEISl DRILLED: 1/14/14 DRILLING METHOD(S): Augers & SPT sampling in cobbly overburden. Casing set with hammer drill. Coring below casing.
GROUNDWATER INFORMATION: Groundwater encountered at approximately 6-1/2 feet while drilllng
SURFACE ELEVATION: 914 DESCRIPTION OF STRATUM
Vegetation Cover e
N = 22 10 NP NP NP 64 61 57 26 SILTY SAND with GRAVEL and COBBLES (SM) 5
e
e 10 (
(
e (
' i< 15 (
;;;
- 20
( -1-; --' J: 25 ~~~~ -
~-0::_~ 1-:_~--~:_,
- 35
~~- 55
~ -
-
~ N = 41 ~
R= 25 ROD= 10
R = 81.7 ROD= 38.3
R = 51.7 RQD=O
R= 65 ROD= 26.7
R = 68.3 ROD= 8.3
R = 31.7 RQD=O
9
~ N ·STANDARD PENETRATION TEST RESISTANCE
"i P ·POCKET PENETROMETER RESISTANCE
T • TXDOT CONE PENETRATION RESISTANCE ~ R. ROCK CORE RECOVERY ~ ROD· ROCK QUALITY DESIGNATION
brown medium dense to very dense
SANDY, CLAYEY GRAVEL with COBBLES brown very dense
WEATHERED SHALE gray hard with soft clay seams massive bedding medium to very high jointing
Bottom of borinn annroximatelv 55 feet REMARKS: Approximate Boring Location: 894+69 @ 42' LT
LOG OF BORING B-4 SHEET 1 of 1
CLIENT: MacArthur Associated Consultants Hinderliter Geotechnical Engineering, LLC PROJECT: State Job No. 29563(04)
-HGE 4071 NW 3rd Street LOCATION: US 59 at Big Brushy Creek; Le Flore Count Oklahoma City, OK 73107
Telephone: (405) 942-4090 NUMBER: MAC-13-01 Fax: (405) 942-4057
DATEIS\ DRILLED: 1/14/14
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Augers & SPT sampling in cobbly overburden. Casing set with
LIMITS hammer drill. Tx Cone below casing.
l ~ ~ ~ GROUNDWATER INFORMATION: !z [;) c w
!!! 0
~ ~ ~ iii. No groundwater encountered prior to coring
~ ;:: !!! z t: iii "' 0 f ~I;; iii "' 0 .... t: t: () ~ ::J S? 0 0 0 u u -" .. .. N
"' [ _o w 0 F F ~&2 d d d d "' "' "'"'"' 0: 5 "' "' z z z z >- w
~~~ * :J :5 :5 w"' "' F: .... >- g o§l "' "' "' "' SURFACE ELEVATION: 912 .... a. ...JQ...1 .. "' a. a. :J :J :J :J
i5 a. "' tn~m~C i5 >- :J z z z z w (Ji zn:i:.:n:~ "' LL PL Pl «o ;;; ;;; ;;; ;;; DESCRIPTION OF STRATUM "' 0 oa.
- Vegetation Cover
N = 5012 5 CLAYEY GRAVEL with COBBLES 5 brown
very dense
10 -
~~:::-:__-: T = 50/0.6 WEATHERED SHALE
- .. - 50/0.1
.. 15 gray
--- moderately hard to hard with some soft clay seams ----
~ T = 50/2.0 ~r o~c-o:-_r . 50/1.8 - --
t::-=c.:: 20 · ... ..... ,. r
···-···
~ T = 50/0.3 50/0.1
~'f-- 25 ------ -
~f---~ T=50/0.4
50/0.3 ~
----- r 30 ..
~f- T = 50/0.5 50/0.3
Bottom of boring approximately 33 feet 35
- N - STANDARD PENETRATION TEST RESISTANCE REMARKS: P- POCKET PENETROMETER RESISTANCE Approximate Boring Location: T • TXDOT CONE PENETRATION RESISTANCE 895+03 @ 30' RT R - ROCK CORE RECOVERY RQD ·ROCK QUALITY DESIGNATION
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
{
(
(
( ( noo-IJ.01 nipo<t
State Job No. 29563(04) Le Flore County, Oklahoma
APPENDIX B
GRAIN SIZE DISTRBUTION RES UL TS
15 March 2014 HGE Project: MAC-13-01
4071NW3Ro STREET• OKLAHOMA CITY, OKLAHOMA 73107 • 405.942.4090 • 405.942.4057 FAX• WWW.HINDERLITERGEO.COM PROUDLY SERVING OKLAHOMA, TEXAS & MISSOURI
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 3/4 1123 8 3 6 810 14 1s 20 30 40 so 60 100 140 200
100 I ,, I I r~ I I II
95
90 ) '---
85
1\ - -
80 '"'~
\
75 o I~
70 ~~ --~ ... - .. _,_ '--&
I ~'° "I- Q;;:J
I~ 60
' c-_ ·-
IS: " ~
'>- 55 "' \
"' K"' "' "' " \ ~ 50 ----::::: \
--ii'. \
!z 45 " '------ ' \ w "' ~ 40
~ \ w
"' a_ 35
\ \\ \ 30 . \\ 25
\ 20
.
15
10 - . -· - .
5 .
0 100 10 1 0.1 0,01 0.001
GRAIN SIZE IN MILLIMETERS
COBBLES I GRAVEL I SAND
·--1 SILT OR CLAY I coarse I fine I coarse medium fine
Specimen Identification Classification LL PL Pl Cc Cu ·-• B-1 3.5 SIL TY GRAVEL with SAND(GM) NP NP NP Ill B-1 8.5 SIL TY, CLAYEY GRJl.VEL with SAND(GC-GM) 22 16 6
" B-1 9.5 LEAN CLAY with SAND(CL) 34 20 14
* B-2 3.5 SIL TY GRAVEL with SAND(GM) NP NP NP 0 B-3 3.5 SIL TY SAND with GRAVEL(SM) NP NP NP
Specimen Identification 0100 060 030 010 %Gravel %Sand %Silt I %Clay
• B-1 3.5 25.4 4.216 0.129 38.8 37.4 23.9
IZI B-1 8.5 19 5.984 0.159 34.6 35.3 20.9
" B-1 9.5 9.5 0.2 20.2 79.7
,* B-2 3.5 25.4 5.919 0.241 47.1 36.9 16.0
·0 B-3 3.5 25.4 1.343 0.094 36.2 37.9 25.9
Hinderliter Geotechnical Engineering, LLC GRAIN SIZE DISTRIBUTION RESULTS
-HGE 4071 NW 3rd Street Project: State Job No. 29563(04) Oklahoma City, OK 73107 Telephone: (405) 942-4090 Location: US 59 over Big Brushy Creek; Le Flore County
Fax: (405) 942-4057 Number: MAC-13-01
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
State Job No. 29563(04) Le Flore County, Oklahoma
APPENDIXC
15 March 2014 HGE Project: MAC-13-01
GENERAL NOTES ON SOIL CLASSIFICATION
PLASTICITY CLASSIFICATION - GENERAL EXAMPLES
GRANULAR MATERIAL CLASSIFICATION - GENERAL EXAMPLES
4071 NW 3Ro STREET • OKLAHOMA CITY, OKLAHOMA 73107 • 405.942.4090 • 405.942.4057 FAX• WWW.HINDERLITERGEO.COM PROUDLY SERVING OKLAHOMA, TEXAS & MISSOURI
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
-=-I --=t;1NDERLITER .1. ..l..GEOTECH NICAL ENGINEERING
GENERAL NOTES ON SOIL CLASSIFICATION
Hinderliter Geotechnical Engineering classifies soils in accordance with the Unified Soil Classification System (USCS). In some cases, the AASHTO Classification System is also used.
The following charts provide graphic representations of how USCS soil classifications are derived. Materials with more than 50 percent passing the No. 200 U.S. Sieve (aperture opening = 0.075 mm) are considered to be fine-grained soils (silts or clays). Materials with less than 50 percent passing the No. 200 sieve are considered to be coarse-grained soils (sands, gravels, etc.)
The following sheet, Plasticity Classification - General Examples, depicts a Plasticity Chart which plots soil Liquid Limit vs. Plasticity Index and is used to classify fine-grained soils. The circled letters located on the chart are the uses classification acronyms for the soils that plot in that general area. Additionally, there are example specimen test results recorded on the table located below the chart with associated icons located in the appropriate region of the Plasticity Chart.
Coarse-grained soils are classified by the USCS System by plotting the Grain Size In Millimeters vs. Percent Finer by Weight as depicted on the sheet Granular Material Classification - General Examples. Depending on the grain size, the materials are classified as cobbles, gravel, sand, or silt I clay. Additional identifiers are included in the tables below the chart which define whether the materials are well-graded or poorly-graded.
Most naturally-occuring materials have some portion of fine-grained and coarse-grained materials. Modifiers are used to describe the relative percentage of minor-occurring materials in the following fashion:
Fine-Grained Soil Modifiers Coarse-Grained Soil Modifiers Modifier Percentage of Orv Weight Modifier Percentage of Orv Weight Trace < 15 Trace < 5 With 15 - 29 With 5-12 Sandy, Gravelly, etc. > 30 Silty, Clayey, etc. > 12
The consistency of fine-grained soils and the relative density of coarse-grained soils is generally included on the boring logs as part of the material description. Consistency and relative density are generally defined as follows:
Fine-Grained Soils Coarse-Grained Soils Unconfined
Standard Penetration Standard Penetration Compressive Consistency
Test, N, blows I foot Test, N, blows I foot Relative Density
Strength, Qu, psf < 500 Very Soft <2 0-3 Very Loose
500 -1000 Soft 2 - 4 4-9 Loose 1000 - 2000 Medium 5-7 10 - 29 Medium Dense 2000 - 4000 Stiff 8 - 15 30-49 Dense 4000 - 8000 Very Stiff 16 - 30 50+ Verv Dense
8000+ Hard 30+
T GE Hinderliter Geotechnical Engineering, LLC General Notes on Soil Classification - 4071 NW 3rd Street USCS Example Materials Oklahoma City, OK 73107 Telephone: (405) 942-4090 Fax: (405) 942-4057
(
(
(
(
(
(
(
(
(
{
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
60
,/ ,
@ @) 50 v p
L 0 / A s 40
/ T I / c I 30 T
/ y 0
I N 20
,/
D / E x y
10 v CL-ML /':, / @ @
Qi> ()
20 40 60 80 100
LIQUID LIMIT
Specimen Identification LL PL Pl Fines Classification
• A 1.0 NP NP NP 2 WELL-GRADED SAND(SW)
III A 2.0 NP NP NP 3 POORLY GRADED SAND(SP)
.;. A 3.0 NP NP NP 45 SIL TY SAND(SM)
* A 4.0 30 13 17 40 CLAVEY SAND(SC)
0 A 5.0 65 22 43 98 FAT CLAY(CH)
OA 6.0 65 40 25 95 ELASTIC SIL T(MH)
O A 7.0 35 22 13 92 LEAN CLAY(CL)
!':> A 8.0 15 9 6 91 SILTY CLAY(CL-ML)
® A 9.0 15 12 3 95 SILT(ML)
. :: r Hinderliter Geotechnical Engineering, LLC LIQUID & PLASTIC LIMITS RESULTS --c 4071 NW 3rd Street Project: USCS Example Materials ~' Oklahoma City, OK 73107
Location: E Telephone: (405) 942-4090 ~ Fax: (405) 942-4057 Number:
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
(
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 3/4 1/2318 3 6 810 14 16 20 30 40 50 60 100 140 200
100 I II I I II !I I I~ I I
f\ r-.i
95
I"\ ~ .\ I\
90 I\
~ I\ 1
85 !\
: \ r
\ ~ f\ 80
\ I\ \ ~
75 I\
I\ \ 1\ :
70 - -: ; .
1\ \ 5: 65
\ \
\ \ \\ S2 60 w \ \ \\ ~ >- 55 - \ \ \ Ill : 0:: ~ 50 \ u::: : \ I- 45
\ z \ w ~ 40 \ \ w a.
35 \ \ 30 : ' \ 25 ~ \ I\ 20 I
I\ . 15 ""
~"" 10 "'
'""' :
5 ' 0
:
100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
COBBLES i GRAVEL I SAND SILT OR CLAY
coarse fine I coarse 1 medium I fine
Specimen Identification Classification LL PL Pl Cc Cu
• A 1.0 WELL-GRADED SAND(SW) NP NP NP 1.31 10.90
III A 2.0 POORLY GRADED SAND(SP) NP NP NP 0.77 3.65
... A 3.0 SIL TY SAND(SM) NP NP NP
* A 4.0 CLAVEY SAND(SC) 30 13 17
0 A 5.0 FAT CLAY(CH) 65 22 43
Specimen Identification 0100 060 030 010 %Gravel %Sand %Silt I %Clay
• A 1.0 4.75 2.378 0.825 0.218 o.o 98.0 2.0
III A 2.0 4.75 0.328 0.151 0.09 0.0 97.0 3.0
... A 3.0 2 0.123 0.0 55.0 45.0
* A 4.0 2 0.162 0.0 60.0 40.0
0 A 5.0 2 0.0 2.0 98.0
. - Hinderliter Geotechnical Engineering, LLC GRAIN SIZE DISTRIBUTION RESULTS
I
-~G 4011NW3rd street Project: USCS Example Materials r-. r' Oklahoma City, OK 73107 --=e Telephone: (405) 942-4090 Location: ~ Fax: (405) 942-4057 Number:
MacArthur Associated Consultants, LLC 2420 Springer Drive, Suite 120 Norman, OK 73069
Attn: Mr. Gregory L. Fitter, Ph.D., P.E.
March 25, 2014
Re: Addendum I - Subsurface Exploration & Geotechnical Engineering Report Proposed Three-Span Bridge on US-59 over Big Brushy Creek State Job No. 29563(04) Le Flore County, Oklahoma HGE Project No. MAC-13-01
Dear Mr. Fitter:
We understand the abutments of the bridge referenced above will be supported on drilled shaft foundations rather than driven piles. This letter provides design bearing values for borings B-1 and B-4 located adjacent to the existing abutment locations. This letter should be attached to, and considered a part of, Section 5.5 of the geotechnical report for this site, dated March 15, 2014.
Difficulties advancing drilled shafts should be anticipated. The overburden gravelly cobbles are densely arranged and very hard. We do not expect that casings for the drilled shafts can be placed using auger techniques. It is expected that hammer drilling methods will be required to set casings for the drilled shafts.
Drilled shafts should extend through the cobbly overburden soils and penetrate the weathered sandstone and/or weathered shale. The table included in this section provides allowable design criteria for drilled piers at increasing penetrations into the rock. The net allowable bearing pressure has been calculated using an LRFD resistance factor of 0.55 and the allowable side resistance has an LRFD resistance factor of 0.55. The allowable side resistance value should not be used until the pier has penetrated the weathered shale at least one pier diameter or 4 feet, whichever is greater.
Boring No. Surface Estimated Bearing Net Allowable Allowable Elevation (ft) Top of Elevation (fl) End Bearing Side
Competent Pressure (tsf) Resistance Rock (tsf) Elevation (ft)
893 - 889 28.5 n/a B-01 910 893
Below 889 28.5 1.9
900- 896 28.5 n/a B-04 912 900
Below896 28.5 1.9
4071 NW 3Ro STREET· OKLAHOMA CITY, OKLAHOMA 73107 • 405.942.4090 • 405.942.4057 FAX• WWW.HINDERLITERGEO.COM
PROUDLY SERVING OKLAHOMA, TEXAS & MISSOURI
mao.13-01 add<mdum i
GEOTECHNICAL ENGINEERING
Temporary casing will be required to construct the drilled shafts. A sufficient head of concrete having a slump of at least 6 inches should be maintained in the casing while it is being pulled to prevent the infiltration of soil and water into the shaft. Concrete should be directed down the center of the shaft using a concrete pump. At no time should concrete be allowed to free-fall into water or slough but should be pumped from the bottom of the shaft. If concrete is placed into a dry shaft, the bottom of the shaft should be sufficiently clean of loose materials and water deeper than 2 inches.
Estimated long-term settlement is expected to be less than Y:i-inch for piers constructed as recommended.
Mr. Fitter, please do not hesitate to contact HGE at (405) 942-4090 should you have questions regarding this report.
Respectfully:
Mark H. Hinderliter, P.E. Oklahoma No. 21327
Certificate of Authorization No. 5528, Expires 30-June-2015
P:\HGE\Reports\2014 Geo\March\MAC-13-01 Addendum I
Copies: Client (pdf)
4071 NW 3Ro STREET • OKLAHOMA CITY, OKLAHOMA 73107 • 405.942.4090 • 405.942.4057 FAX • WWW.HINDERLITERGEO.COM
PROUDLY SERVING OKLAHOMA, TEXAS & MISSOURI