new geotechnical engineering · 2018. 8. 9. · geotechnical engineering macarthur associated...

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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)

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PROUDLY SERVING OKLAHOMA, TEXAS & MISSOURI

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.~ ]j NDERLITER r-FeoTECHNICAL ENGINEERING



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.


Respectfully:



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


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

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1.0 EXECUTIVE SUMMARY


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.

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~-JNDERLITER GEOTECHNICAL ENGINEERING

2.0 PROJECT DESCRIPTION


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

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--. - J1NDERLITER GEOTECHNICAL ENGINEERING


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.

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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.

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4.0 LABORATORY EVALUATION


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

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State Job No. 29563(04) Le Flore County, Oklahoma GEOTECHNICAL ENGINEERING


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

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~. ~-r;iNDERLITER GEOTECHNICAL ENGINEERING


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.

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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

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- - 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

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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)

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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


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

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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

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APPENDIX A

BORING LOCATION DIAGRAM

SUBSURFACE FENCE DIAGRAM

BORING LOGS



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

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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''


DATE(Sl DRILLED: 1/14/14



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 (

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;;;

- 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


DATEIS\ DRILLED: 1/14/14



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

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APPENDIX B

GRAIN SIZE DISTRBUTION RES UL TS


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

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APPENDIXC


GENERAL NOTES ON SOIL CLASSIFICATION

PLASTICITY CLASSIFICATION - GENERAL EXAMPLES

GRANULAR MATERIAL CLASSIFICATION - GENERAL EXAMPLES


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-=-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

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60

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@ @) 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:

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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:



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


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.


Respectfully:



P:\HGE\Reports\2014 Geo\March\MAC-13-01 Addendum I

Copies: Client (pdf)

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