geotechnical engineering · 2017. 1. 26. · 3 27’ 4 27’ 5 27’ scale: 1"=50’sta.169+50 to...

GEOTECHNICAL ENGINEERING DIVISION OF MATERIALS AND TESTS

GEOTECHNICAL REPORT

US-441 / SR-71

FROM US-411 (SR35/SR-338)

TO MACON LANE

STATE PROJECT NO. 78008-0244-14

PIN NO. 104959.01

SEVIER COUNTY

FILE NO. 7809312

N

PROJECT SITE

1

File No. 7809312

GEOTECHNICAL REPORT US-441/STATE ROUTE 71 FROM

US-411 (SR 35/ SR358) TO MACON LANE SEVIER COUNTY

PROJECT NO. 78008-0244-14 PIN NO. 104959.01

Executive Summary

Summarized in the report are the results from visiting the site, reviewing

the proposed plans, drilling, and CBR/Bulk testing for the redesign of State Route

71 (Chapman Hwy.) from US 411 (SR 35/SR358) to Macon Lane in Sevier

County. The project consists of widening the existing roadway and realigning the

intersection for safety. It is recommended that all cut and fill slopes be placed at

no steeper than a 2:1 ratio. It is also recommended that riprap be placed in the

existing ditch along Macon Lane from approximately Station 17+00± to Station

21+00±, refer to the report for details.

2

File No. 7809312

GEOTECHNICAL REPORT US-441/STATE ROUTE 71 FROM US-411

(SR 35/ SR 358) TO MACON LANE SEVIER COUNTY

PROJECT NO. 78008-0244-14 PIN NO. 104959.01

Introduction

The following report contains the site investigation for State Route 71

(Chapman Hwy./US 441) from US 411 (SR 35/ SR 358) to Macon Lane in Sevier

County. The proposed safety project is designed to add a middle turn lane and

to improve the intersections with the adjoining roads. The investigation

performed consisted of visiting the site, reviewing the proposed plans, auger

drilling and CBR/Bulk testing.

Geology, Soils and Site Conditions

The site is located in the Valley and Ridge Physiographic Province. The

underlying geology consists of bedrock from four different groups/formations.

The northernmost formation (the beginning of the project) is the Nolichucky

Shale, which consists of pastel-colored flakey clay shale and gray commonly

oolitic shaley limestone lenses. The next formation is the Copper Ridge

Dolomite, which consists of a coarse, dark-gray, knotty dolomite with gray,

medium-grained, well-bedded dolomite and abundant chert. The project then

crosses into the Maynardville Limestone. The Maynardville Limestone is thick

bedded, bluish-gray, ribboned silt and dolomite, nodular limestone and a light

gray, fine-grained, laminated to thin-bedded non-cherty dolomite. The final

formation the projects crosses is the Well Creeks Formation which consists of

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File No. 7809312

gray limestone and dolomite, with angular chert blocks and fragments and minor

shole, mottled red and green, calcareous.

Surface and Subsurface Exploration

Visual inspection along the greater portion of the project was

accomplished except along intervals where the landscape is heavily covered in

vegetation. Auger drilling in areas of cut sections that were accessible was

completed. Some cut sections were in accessible or utilities were located in the

area. The drilling indicated that the cut sections will be in soil material throughout

the project. Refer to the boring logs, soils sheets and typical cross-section at

Station 176+00 for details.

Recommendations and Discussion

SR 71 – Chapman Hwy

The alignment of SR 71 (stations increasing north to south) alternates

between cut and fill sections right and left of centerline, with the centerline

elevation basically unchanged except between approximately Station 174+00 to

Station 182+50. The maximum cut depth is approximately 23 feet and the

maximum fill height is approximately 17 feet.

A retaining wall is proposed right of centerline from approximately Station

177+00± to Station 181+50± to minimize the encroachment of the cut slope on to

a private residence. The cross sections produced as part of the Preliminary Field

Review Plans indicate that the proposed Right-Of-Way is to be located 10 feet

right of the wall face. As a general rule for standard or conventional cut walls,

the ROW should be located at a minimum a distance equal to the wall height (H)

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File No. 7809312

from the wall face – see attached typical section at Station 177+50. It should be

noted that for a 20 foot-high wall, an additional 10 feet of ROW is recommended

to construct standard Cast-in-Place Semi-Cantilever, Mechanically Stabilized

Earth (MSE), or Soil Nail walls.

For constructability purposes, a construction easement beyond the ROW

limit is also needed to construct the standard walls without temporary shoring, if

no existing permanent structures are present. The construction of a soil nail wall

requires an easement to the end of the nails, which are expected to range in

length from 0.7H to 1.0H, depending on the soil conditions and the horizontal and

vertical spacing of the nails.

If the ROW is not adjusted, three wall types may be used if the Right of

Way is located 10 feet beyond the face of a 20 foot-high cut wall:

Pile and lagging wall Piling framed wall Reverse L-shaped semi-cantilever wall in conjunction with sheet piling

An anchored wall may be considered if a permanent underground easement

were obtained that extended 35 feet from the wall face. Conventional

Mechanically Stabilized Earth (MSE) or cast-in-place semi-cantilever walls are

not feasible with the currently proposed ROW limitation – see the typical cross

section at Station 177+50. It should be noted that the cost to construct an

anchored, pile and lagging, or piling framed wall is expected to range between

100 to 120 dollars per square foot of exposed wall face. It is estimated that a

450 foot-long pile and lagging, piling framed, or anchored wall with an average

height of 18 feet would cost approximately $890,000 dollars to construct. It is

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File No. 7809312

recommended that the cost of obtaining the additional ROW required to construct

conventional retaining walls be determined. A conventional MSE or cast-in-place

semi gravity wall is expected to have a lower unit cost, including the expense of

excavating and backfilling the zone behind the wall, than the specialty walls,.

It should also be noted that additional engineering will be required to

design and incorporate a wall into the construction plans, as the roadway

designer will develop the retaining wall conceptual drawing, and a more detailed

geotechnical investigation of the proposed wall site will be required. These tasks

are considered part of the structures-related activities, and the completed wall

drawing is to be included with the Final Construction Plans

Macon Lane

Macon Lane is to be widened with small cuts right of centerline and fills

left of centerline. It is recommended when filling the existing ditch left of

centerline, from Station 17+00± to Station 21+00±, that the ditch be constructed

during dry conditions, or to place geotextile and 2 feet of Type B rip-rap in the

bottom of the existing ditch to allow the excess water to drain out. This is to be

done if a drainage pipe is not placed in the existing ditch. Refer to the typical

cross-section at Station 19+00.

It is recommended that no slopes be steeper than 2:1. It is also

recommended that a note be added to the plans to advise the contractor about

following TDOT Standard Specifications For Road and Bridge Construction

STATE OF TENNESSEE DEPARTMENT OF TRANSPORTATION

GEOTECHNICAL ENGINEERING

BORING LOG Project Reference Number 7809312 Region I Project Number 78008-1244-14 County Sevier Location US – 441/SR 71 from US 411 (SR 35/SR338) to Macon Lane Data Started 5-14-13 Date Completed 5-14-13 Geologist/Soils Engineer McDowell Drill Crew Chief Plemons

Station Hole Location Depth Sample Description No. Reference C/L No.

173+00 1 65’ Rt. 0 CLAY ● topsoil (0’-1’) ● reddish orangish, slightly moist, firm, stiff @ 4’ (1’-17’) 17 Terminated 174+00 2 100’ Rt. 0 CLAY ● topsoil (0’-1’) ● reddish orange with light chert, slightly moist, firm, stiff @ 9’ (1’-27’) 27 Terminated 175+00 3 80’ Rt. 0 1 CLAY ● topsoil (0’-1’) ● reddish orange with light chert, slightly moist, firm, stiff @ 7’ (1’-27’) 27 Terminated 176+00 4 50’ Rt. 0 CLAY ● topsoil (0’-1’) ● reddish orange with light rock fragments (chert & sandstone), slightly moist, firm, stiff @ 15’ (1’-27’) 27 Terminated 177+00 5 50’ Rt. 0 CBR #1 CLAY ● topsoil (0’-1’) ● reddish orange with light chert, slightly moist, firm, stiff @ 17’ (1’-27’) 27 Terminated

SR 71/US 4

41

SR 71/US 441

FO

RD

HIL

L L

AN

E

SH

AD

Y L

AN

E

c

PC

169+

67.3

1

170

175180

S 4

3%

%d 3

8’

59" W

S 1

8%

%d 3

2’ 5

9" W

50

PC 50+82.29

PT 51+80.86

POT 52+17.77

c

c

c

A

c

S 4

7%

%d 3

3’

15" W

S 2

0%

%d 4

6’ 5

3" W

POT 60+00.00

PC 60+47.79

PT 61+52.92

POT 61+88.03

c

c

c

A

c

60

PROP. CONST. ESMT.

PROP. CONST. ESMT.PROP. SLOPE ESMT.

PROP. SLOPE ESMT.

PRES. R.O.W.

PRES. R.O.W.SR 71/US 441 STA. 171+75.00 =SHADY LANE STA. 52+17.77N 569539.6717E 2629469.4517SR 71/US 441 STA. 173+60.00 =FORD HILL LANE STA. 61+88.03N 569477.4176E 2629643.6502

PROP. R.O.W.

C

CU

RB

CU

RB

ASP

11’ A

SP

26’ A

SP

N

CONST.

TE

NN

ES

SE

E D

.O.T

.

DE

SIG

N D

IV

IS

IO

N

S

NA

P P

T

FIL

E N

O.

S

NA

P P

T

TYPE YEAR PROJECT NO.SHEET

NO.

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STATE OF TENNESSEE

DEPARTMENT OF TRANSPORTATION

SEALED BY

MA

TC

H L

IN

E S

TA

. 169+

50 M

AT

CH

L

IN

E S

TA

. 182+

50

117’

327’

427’

527’

SCALE: 1"=50’STA.169+50 TO STA.182+50SEVIER COUNTYSOILS

227’

SAMPLE

NO.DESCRIPTION DENSITY

MOISTURE

OPTIMUM MOISTURE

RANGE

IN-SITU

MOISTURELL PL

CLASS

AASHTO

CLASS

USCS

1 75 37 MH

HOLE SAMPLE DEPTH

NO NO

1

-

1

2

-

-

1

-

1

1

-

INDICATES LOCATION WHERE SAMPLE WAS TAKEN AND LAB TEST PERFORMED.

ALL OTHER SAMPLE NUMBER LABELS IN CATE AN APPARENT SIMILARITY

BASED ON VISUAL IDENTIFICATION IN THE FIELD.

DI

CLAY - reddish orange with light chert 85.5 25.8-37.9 N/A A-7-5(45)30.0

NO.DESCRIPTION DENSITY

MOISTURE

OPTIMUM MOISTURE

RANGE

IN-SITU

MOISTURELL PL

CLASS

AASHTO

CLASS

USCS

1 50 29 CHCLAY - reddish orange with light chert 93.8 20.0-28.5 N/A A-7-6(23)23.5

CBR

5

CBR

0-1.0

1.0-17.0

0-1.0

1.0-27

3

4

5

0-1.0

1.0-27

0-1.0

1.0-27

0-1.0

1.0-27.0CBR 1

TE

NN

ES

SE

E D

.O.T

.

DE

SIG

N D

IV

IS

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N

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NA

P P

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FIL

E N

O.

S

NA

P P

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NO.

8/2

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STATE OF TENNESSEE

DEPARTMENT OF TRANSPORTATION

SEALED BY

EXISTING GROUND

FINISHED GRADE

1130

1135

1140

1145

1150

1155

1160

1165

1170

1175

1180

1185

1190

1195

1130

1135

1140

1145

1150

1155

1160

1165

1170

1175

1180

1185

1190

1195

VPC 173+10.11EL. 1175.17

c

VPI 178+17.61EL. 1205.96

c

6.07

% -5.97%

c

c

SR71 171+75.00 =SHADY LANE 52+17.77ELEV. 1166.97SR71 173+60.00 =FORD HILL LANE 61+88.03ELEV. 1178.05

170+00 171+00 172+00 173+00 174+00 175+00 176+00 177+00 178+00 179+00 180+00 181+00 182+00

1200

1205

1210

1215

5(50’RT)4(50’RT)

3(80’RT)

2(100’RT)

1200

1205

1210

1205

A. SOIL MATERIAL

SOIL MATERIAL IS MATERIAL THAT IS PREDOMINANTLY MADE UP OF NATURALLY

OCCURRING MINERAL PARTICLES WHICH ARE FAIRLY READILY SEPARATED INTO

RELATIVELY SMALL PIECES, AND IN WHICH THE MASS MAY CONTAIN AIR, OR

ORGANIC MATERIALS. THIS MATERIAL MAY CONTAIN ROCK PIECES IN THE FORM

OF DISCONNECTED SLABS, LENSES, OR BOULDERS OF LESS THAN APPROXIMATELY

0.5 CUBIC YARDS. THE N SOIL GROUPS CONSIST OF CLAY, SILT, SAND,

GRAVEL, COBBLES, BOULDERS (LESS THAN 0.5 CUBIC YARD VOLUME) OR A

COMBINATION OF ANY OF THE CONSTITUENTS. FOR CONSTRUCTION PURPOSES,

THIS MATERIAL WOULD TYPICALLY BE CONSIDERED TO BE EXCAVATABLE BY

CONVENTIONAL EXCAVATION MACHINERY SUCH AS PANS, TRACK HOES, OR FRONT

END EXCAVATORS/LOADERS. THIS MATERIAL WOULD HAVE A SHRINK FACTOR AS

GIVEN IN THE SHRINK FACTORS SHOWN IN SECTION 2-145.10 OF THE DESIGN

GUIDELINES OR AS RECOMMENDED BY THE GEOTECHNICAL ENGINEERING SECTION

OF THE MATERIALS AND TESTS DIVISION

4-203.02

.

MAI

SCALE: 1"=50’STA.169+50 TO STA.182+50SEVIER COUNTYSOILS

CLAY A. SOIL MATERIAL

TOPSOIL A. SOIL MATERIAL

1(65’RT)

NOTE: SHRINK FACTOR OF 5 PERCENT RECOMMENDED BY

THE GEOTECHNICAL ENGINEERING SECTION

00 1023040506070 10 20 30 40 50 60 70 80 90 100 1 0 1 0 1 0 1 0 1 01 2 3 4 580901001 01 01 01 01 0 12345

STATE ROUTE 71

SEVIER COUNTY

0

1

1

1

1

118

1190

200

1210

220

230

240

F

G E

L. 1187.7

8

OF

FS

ET

98.5

6

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.1215.7

0

OF

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-5

2.7

0

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A. SOIL MATERIAL















4-203.02

.

MAI

TYPICAL SECTION REPRESENTATIVE OF

STATIO

0

1

1

1

1

118

1190

200

1210

220

230

240

CLA

TOP SOI

TE

NN

ES

SE

E D

.O.T

.

DE

SIG

N D

IV

IS

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E N

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P P

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NO.

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SEALED BY

L A. SOIL MATERIAL

Y A. SOIL MATERIAL

N 170+50 TO STATION 177+00



00 1023040506070 10 20 30 40 50 60 70 80 90 100 1 0 1 0 1 0 1 0 1 01 2 3 4 580901001 01 01 01 01 0 12345

STATE ROUTE 71

SEVIER COUNTY

0

1

1

1

1

118

1190

200

1210

220

230

240

OF

FS

ET

-37.5

0

EL

.11

90

.87

PR

OP

. R

.O.W

.O

FF

SE

T 5

6.0

0

PR

ES

. R

.O.W

.O

FF

SE

T 3

9.4

2

RETAINING WALL

2:1

EL

.12

08

.14

OF

FS

ET

53.8

7

EL

.12

10

.57

3:1

OF

FS

ET

-52.6

9

EL

.11

94

.86

PR

ES

. R

.O.W

.O

FF

SE

T -

88

.47

0

1

1

1

1

118

1190

200

1210

220

230

240

OF

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ET

37.5

0

EL

.11

89

.61

F

G E

L. 1190.3

9

1:1

TE

MP

OR

AR

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OPE

CLAY (A. SOIL MATERIAL)

TOP (A. SOIL MATERIAL) SOIL

A. SOIL MATERIAL















4-203.02

.

MAI

TE

NN

ES

SE

E D

.O.T

.

DE

SIG

N D

IV

IS

IO

N

S

NA

P P

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FIL

E N

O.

S

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P P

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NO.

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SEALED BY

+ .000177 5

WALL HEIGHT


APPROXIMATE STATION 177+00 TO STATION 181+50

EASEMENT NECESSARY FOR CONSTRUCTION OF STANDARD

(CAST-IN-PLACE SEMI-CANTILEVER OR MSE)

RETAINING WALLS

WITHOUT SHORING

PROPOSED R.O.W. FOR CONSTRUCTION OF RETAINING WALL

IF USING SHEET PILES, OR FOR SOIL NAIL WALL



+ .0000

00 1023040506070 10 20 30 40 50 60 70 80 90 100 1 0 1 0 1 0 1 0 1 01 2 3 4 580901001 01 01 01 01 0 12345

SEVIER COUNTY

1

1040

1050

1060

1070

080

OF

FS

ET

29.7

0

EL

.10

60

.07

2:1

PR

ES

. R

.O.W

.O

FF

SE

T 2

6.2

3

PR

OP

. R

.O.W

.O

FF

SE

T 3

0.0

0

F

G E

L. 1058.1

4

OF

FS

ET

-51.4

8

EL

.10

58

.67

19

MACON LANE

5’

5’

2’ RIP-RAP

GEOTEXTILE FABRIC TYPE IV (ITEM NO. 740-10.04)


STATION 17+00 TO STATION 21+00

1

1040

1050

1060

1070

080

TE

NN

ES

SE

E D

.O.T

.

DE

SIG

N D

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SEALED BY

geotechnical engineering · 2017. 1. 26. · 3 27’ 4 27’ 5 27’ scale: 1"=50’sta.169+50 to...

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