GEOTECHNICAL ENGINEERING - Tennessee

GEOTECHNICAL ENGINEERINGDIVISION OF MATERIALS AND TESTS

REVISED FOUNDATION REPORTRETAINING WALL 1

SR 115 WOODSON TO CHEROKEEPROJECT NO. 47026-1270-14

PIN 100241.03KNOX COUNTY

FILE NO. 4714517

PROJECT SITE

GES File No. 4714517 1

REVISED FOUNDATION REPORT RETAINING WALL 1

SR 115 WOODSON TO CHEROKEE PROJECT NO. 47026-1270-14

PIN NO. 100241.03 KNOX COUNTY

EXECUTIVE SUMMARY

This report presents the foundation conditions at the site of Retaining Wall 1. The

Fill Wall begins at station 136+30 (73’ left), continues parallel to SR 115 on the outside

of the proposed greenway and ends at station 146+00 (73’ left). Retaining Wall 1 is

proposed as a part of the SR 115 improvements by widening from 4-lane to 6-lane

including pedestrian and bicycle facilities, from Woodson Drive to Cherokee Trail

Interchange in Knox County.

After review of the plans, Retaining Wall 1 is proposed to be built during phase 3.

In addition to the plans, a review of geology and topography maps, and additional

provided information was performed, and, the acceptable wall types are as follows:

1. Mechanically Stabilized Earth (MSE) Wall – Segmental Precast

2. Mechanically Stabilized Earth (MSE) Wall – Modular Block

Drainage pipes and utilities are to be removed in order to construct Retaining

Wall 1.


REVISED FOUNDATION REPORT RETAINING WALL 1

SR 115 WOODSON TO CHEROKEE PROJECT NO. 47026-1270-14

PIN NO. 100241.03 KNOX COUNTY

INTRODUCTION

This report presents the foundation conditions at the site of Retaining Wall 1

proposed from station 136+30 (73’ left) to station 146+00 (73’ left) as part of the SR 115

improvements from Woodson Drive to Cherokee Trail Interchange in Knox County to

provide pedestrian and bicycle facilities, in addition to roadway widening. The proposed

fill wall is to allow for the addition of a greenway between the roadway and the river. The

height of the proposed fill wall ranges from approximately 8.5 feet to 14.0 feet.

GEOLOGY, SOILS AND SITE CONDITIONS

The project site is in an urban setting in Knoxville, Knox County. Based on local

geologic maps, the site is dominated by the Newala formation. The Newala is a

combination of the Kingsport formation and Mascot dolomite which consist of both

limestone and dolomite. The presence of sinkholes is common. Chert is abundant in

parts of the Newala formation.

The proposed retaining wall is located at the top of an embankment with the

Tennessee River at the toe of the slope on the south end of the wall.

SURFACE AND SUBSURFACE EXPLORATION

A subsurface exploration was conducted in order to evaluate the foundation

conditions at the proposed wall location. Eleven boreholes were advanced using hollow

stem soil augers advanced to refusal. Standard penetration testing was performed at


various depths for all eleven boreholes, in order to obtain spilt spoon samples and blow

counts. Following auger refusal, select boreholes were continued using rock coring

techniques before drilling was terminated. Soil encountered was visually classified, and

included sandy silt, and clays with varying amounts of sand and silt. Cobbles and

boulders (limestone, sandstone, and dolostone) were encountered at various depths.

Where encountered, auger refusal ranged from 5 feet below ground surface (fbgs) to

40.5 fbgs. See the boring logs in the Appendix for more information.

In addition to the drilling performed, a geophysical survey was performed along

the ground surface near proposed retaining wall. Multichannel Analysis of Surface

Waves (MASW), a seismic surface wave method, was utilized to assist in

characterization of the subsurface. The full geophysical survey is included in the

Appendix.

RECOMMENDATIONS AND DISCUSSION

Geotechnical recommendations provided in this report and on the Retaining Wall

Geometric Layout are based on information provided to the Geotechnical Engineering

Section at the time of the request to conduct the geotechnical investigation. The

Roadway and/or Structural Designer should review the report and drawings and

determine if pertinent information regarding the retaining wall construction, such as

available right-of-way, traffic sequencing or utility placement, remains valid. If any

design information that may affect the wall design or construction is altered after the

time of the geotechnical report, this information should be provided to the Geotechnical

Engineering Section for review.


The design and construction of the retaining walls for this project should be

governed by the Tennessee Department of Transportation Special Provision 624 (SP

624) regarding retaining walls and in accordance with the LRFD design procedures and

requirements as described in AASHTO LRFD Bridge Design Specifications, 2017 and

interims and Publication FHWA-NHI-10-024/FHWA GEC 011, Design and Construction

of Mechanically Stabilized Earth Walls and Reinforced Soil Slopes, November 2009 for

MSE walls.

The Retaining Wall 1 footing elevation must be embedded sufficiently to achieve

adequate bearing resistance and overall stability. See the “Retaining Wall (R1)

Geometric Layout Sheet 2 of 2,” Sheet Number R1A for required top of leveling pad

elevations. The coefficient of sliding friction and nominal bearing resistance, for the in-

situ condition, shall be as stated in the above Sheet R1A. The area in front of the wall

shall be graded to promote drainage away from the wall face. The full set of retaining

wall sheets for Retaining Wall 1 is included in the Appendix.

After review of the plans, geology and topography maps, surface and subsurface

exploration, and additional provided information Retaining Wall 1 is proposed to be built

during phase 3. The acceptable wall types are as follows:

1. Mechanically Stabilized Earth (MSE) Wall – Segmental Precast

2. Mechanically Stabilized Earth (MSE) Wall – Modular Block

Other Design Requirements

Construction of the retaining wall shall not be attempted until the Contractor has

approval of shop drawings and labor and material resources available to begin and

continue wall construction immediately after excavation and foundation preparation.


All temporary construction slopes shall be placed at a maximum of a 1:1 slope in

soil and shall not be left open without shoring for any longer than necessary. The

contractor building the wall shall ensure that these temporary back slopes are not and

do not become unstable. If slope is unstable, becomes unstable, is cut steeper than a

1:1 slope or is unacceptable for another reason, then temporary shoring shall be used.

Shoring shall be performed in accordance with applicable federal, state and local

guidelines. Any unusual soil conditions other than those assumed should be reported to

the Geotechnical Engineering Section.

The wall shall have a drainage gutter at the top designed to carry surface runoff

to either or both ends of walls. All wall construction/wall elements shall be within TDOT

Right-of-Way or easement. Fill should be placed in accordance with the compaction

criteria in Section 205 of the latest version of the TDOT Standard Specifications for

Road and Bridge Construction.

For the construction of the Retaining Wall 1, the contractor shall coordinate the

excavation of the storm drains to be removed, as well as the utilities to be relocated.


If there are any questions concerning this report, please contact the Geotechnical

Engineering Section for further information or clarification.

Frank Ponzio, P.E. Lori Fiorentino, P.E. Transportation Project Specialist Senior Civil Engineering Manager 1 May 19, 2020

05/20/2020

APPENDICES


APPENDICES Appendix 1: Retaining Wall 1 Sheets

Appendix 2: Retaining Wall 1 Boring Logs

Appendix 3: Retaining Wall 1 Geophysical Survey

APPENDICES

APPENDIX 1: RETAINING WALL 1 SHEETS

6

5

7

8

4

1A

1

2

3

2A

-GRID REINFORCEMENT

COEFFICIENT OF SLIDING FRICTION

LIMITING ECCENTRICITY

SELECT BACKFILL MATERIAL

UNCLASSIFIED SITE OR BORROW SOIL

SLIDING-STATIC

BEARING-STATIC

SLIDING-COMBINED STATIC+EARTHQUAKE

DESIGN LIFE

DESCRIPTION

REINFORCED BACKFILL

RETAINED BACKFILL-SELECT BACKFILL

-STRIP REINFORCEMENT

COMBINED STATIC/EARTHQUAKE

STATIC

-GRID REINFORCEMENT


STATIC

BEARING-COMBINED STATIC+EARTHQUAKE


-STRIP REINFORCEMENT

STATIC

***

0.75

1.20

0.85

0.90

0.90

34 TO MAX 40 o

120 POUNDS PER CUBIC FOOT

o

o

1.20

0.9

1.00

0.65

VARIES

0.65

1.0

NOT APPLICABLE

NOT APPLICABLE

NOT APPLICABLE

NOT APPLICABLE

NOT APPLICABLE

NOT APPLICABLE

NOT APPLICABLE

1.0

0.55

0.8

NOT APPLICABLE

NOT APPLICABLE

VARIES

0.55

0.8

1

7

7,8

5

3

3

7,8

4

4

1

1A

6

7

5

6

o34 TO MAX 40

o

***

34 TO MAX 40 o


o

o

VARIES

o34 TO MAX 40

o

NOT APPLICABLE

NOT APPLICABLE

NOT APPLICABLE

NOT APPLICABLE

NOT APPLICABLE

NOT APPLICABLE

***

34 TO MAX 40 oo

o

**

ACCEPTABLE WALL TYPES

SPECIFICATIONS IN THE TDOT STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION.

FAMILIAR WITH AS DESCRIBED IN SECTION 102.04 - EXAMINATION OF THE SITE, THE WORK, THE PLANS, AND THE

CONSIDERED AS ONE OF THOSE DOCUMENTS WHICH THE BIDDER/CONTRACTOR HAS EXAMINED AND MADE HIMSELF

OF TRANSPORTATION SPECIAL PROVISION 624 REGARDING RETAINING WALLS. THIS SPECIAL PROVISION SHALL BE

CONSTRUCTION OF RETAINING WALLS SHOWN IN THE PLANS SHALL BE GOVERNED BY THE TENNESSEE DEPARTMENT

UNLESS SPECIFICALLY STATED OTHERWISE IN THE CONTRACT PLANS, THE BIDDING FOR, THE DESIGN OF AND THE

RETAINING WALL DESIGN NOTES

EXCAVATION.

LABOR AND MATERIAL RESOURCES AVAILABLE TO BEGIN AND CONTINUE WALL CONSTRUCTION IMMEDIATELY AFTER

SUBMITTED WALL DESIGNS AND CALCULATIONS AND HAS BEEN ISSUED AN APPROVED SET OF WALL PLANS AND HAS

EXCAVATION FOR THE WALL AND/OR ITS FOOTING SHALL NOT BE ACCOMPLISHED UNTIL THE CONTRACTOR HAS

IN CONTRACT PRICE FOR THE RETAINING WALL AND NO CHANGE IN PROJECT SCHEDULE REQUIREMENTS WILL BE ALLOWED.

THE CONTRACTOR/WALL DESIGNER SHALL PROVIDE A WALL DESIGN FOR ONE OF THE APPROVED SYSTEMS AT NO CHANGE

RE-APPROVAL PROCESS DOES NOT MEET THE CONTRACTOR’S SCHEDULE OR IF THE MODIFIED SYSTEM IS NOT APPROVED,

ELEMENTS OF THE WALL. THIS SUBMITTAL DOES NOT GUARANTEE APPROVAL OF THE MODIFIED SYSTEM. IF THIS

SUBMITTED THE WALL SYSTEM FOR APPROVAL BY TDOT SUBMITS A REQUEST FOR RE-APPROVAL UTILIZING THE MODIFIED

SYSTEM CANNOT BE SUBMITTED FOR REVIEW AND APPROVAL UNTIL THE WALL SYSTEM DESIGNER WHO ORIGINALLY

FROM THE ORIGINALLY APPROVED SYSTEM, A WALL DESIGN AND SET OF PLANS AND CALCULATIONS FOR THIS WALL

SUBMITTED AND APPROVED BY TDOT, IF A MATERIAL AND/OR COMPONENT OF THE WALL SYSTEM HAVE BEEN MODIFIED

REINFORCEMENT CONNECTION DEVICES, SPECIFIC MANUFACTURER AND PROPERTIES OF GEOGRID) AS WAS ORIGINALLY

SHALL BE RESPONSIBLE FOR PROVIDING WALL DESIGNS INCORPORATING MATERIALS AND COMPONENTS (I.E.

FOR PROPRIETARY WALL SYSTEMS THAT HAVE BEEN APPROVED AS SHOWN IN QPL 38, THE WALL DESIGNER

PROVISION 624 AND AS REQUIRED HEREIN.

THE WALL DESIGNER SHALL PROVIDE RETAINING WALL PLANS, DETAILS AND CALCULATIONS AS REQUIRED BY SPECIAL

AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 2017 AND INTERIMS SHALL BE USED FOR NON-MSE WALLS,

SUBMIT DESIGN CALCULATIONS. LOAD FACTORS AND OTHER PERTINENT DESIGN REQUIREMENTS PROVIDED IN

PROVIDED FOR EACH PROJECT RETAINING WALL ON THE "RETAINING WALL DETAIL" SHEET(S) TO PREPARE AND

THE WALL DESIGNER SHALL UTILIZE THE GEOTECHNICAL PARAMETERS AND RESISTANCE FACTORS AS

VIEWS AND ANY CROSS-SECTIONAL DETAIL DRAWINGS.

FOUNDATION IMPROVEMENTS AS REQUIRED HEREIN ON THE WALL DESIGNER/CONTRACTOR’S WALL ELEVATION

INTERNAL AND EXTERNAL REQUIREMENTS. THE WALL DESIGNER/CONTRACTOR PLANS MUST INCLUDE ANY

REINFORCEMENT LENGTHS BEYOND THOSE MINIMUM REQUIRED LENGTHS, IF REQUIRED, TO MEET BOTH

UTILIZING THE DESIGN PARAMETERS PROVIDED. FOR MSE WALLS, THE WALL DESIGNER MUST ADJUST THE

CRITICAL WALL SECTION WHICH DEMONSTRATES THE REQUIRED CAPACITY TO DEMAND RATIO OF 1.0 IS MET

CAPACITY-GLOBAL STABILITY AND SETTLEMENT BEING THE EXCEPTIONS) SHALL BE PROVIDED FOR EACH

CALCULATIONS FOR BOTH INTERNAL AND EXTERNAL STABILITY (SLIDING, ECCENTRICITY, AND BEARING

SHALL BE EVALUATED.

MECHANICALLY STABILIZED EARTH WALLS AND REINFORCED SOIL SLOPES, NOVEMBER 2009 FOR MSE WALLS

IN TABLE 4-1 OF PUBLICATION FHWA-NHI-10-024/FHWA GEC 011, DESIGN AND CONSTRUCTION OF

FOR MSE WALLS, LOAD COMBINATIONS STRENGTH I, EXTREME EVENT I, AND EXTREME EVENT II AS GIVEN

FEBRUARY 2015, SHALL BE EVALUATED.

IN TABLE 5.2 OF PUBLICATION FHWA-NHI-14-007/FHWA GEC 007 SOIL NAIL WALLS REFERENCE MANUAL,

FOR SOIL NAIL WALLS, LOAD COMBINATIONS STRENGTH I, EXTREME EVENT I, AND SERVICE I AS GIVEN

IN AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 2017 AND INTERIMS.

LOAD COMBINATIONS STRENGTH I, EXTREME EVENT I, AND EXTREME EVENT II SHALL BE EVALUATED AS GIVEN

REGISTERED IN STATE OF TENNESSEE) OF THE WALLS, PLANS, AND CALCULATIONS "FOR INTERNAL STABILITY ONLY".

THE WALL DESIGNER PROVIDES CERTIFICATION (BY SIGNING AND STAMPING BY PROFESSIONAL ENGINEER

DESIGN MUST DEMONSTRATE COMPLIANCE WITH EXTERNAL STABILITY REQUIREMENTS AS DISCUSSED ABOVE,

REQUIREMENTS AND ASSUMING WALL FOUNDATION BEARING IMPROVEMENTS ARE MET. WHILE THE WALL DESIGNER’S

SETTLEMENT CRITERIA IS ACHIEVED WITH A WALL DESIGN MEETING OTHER MINIMUM EXTERNAL STABILITY

UNLESS OTHERWISE STATED, THE WALL DESIGNER CAN ASSUME THAT MINIMUM GLOBAL STABILITY AND

- PUBLICATION FHWA-NHI-14-007/FHWA GEC 007. SOIL NAIL WALLS REFERENCE MANUAL FEBRUARY 2015

- PUBLICATION FHWA-IF-99-015/FHWA GEC 004 GROUND ANCHORS AND ANCHORED SYSTEMS, JUNE 1999

EARTH WALLS AND REINFORCED SOIL SLOPES, NOVEMBER 2009 FOR MSE WALLS

- PUBLICATION FHWA-NHI-10-024/FHWA GEC 011, DESIGN AND CONSTRUCTION OF MECHANICALLY STABILIZED

ACCEPTABLE WALL TYPES

OTHER DESIGN REQUIREMENTS

FRICTION ANGLE FOR ANALYSIS EXCEED 40-DEGREES. INDEPENDENT TESTING MUST BE VERIFIED ANNUALLY.

CONTRACTOR SUBMITS INDEPENDENT TESTING AND IT IS VERIFIED BY TDOT. HOWEVER, IN NO CASE SHALL THE

REGARDING RETAINING WALLS. A HIGHER FRICTION ANGLE THAN 34 DEGREES CAN BE UTILIZED IF THE

SECTION F, PART 1. MATERIALS OF TENNESSEE DEPARTMENT OF TRANSPORTATION SPECIAL PROVISION 624

A MAXIMUM FRICTION ANGLE OF 34 DEGREES CAN BE ASSUMED FOR MATERIAL MEETING SPECIFICATIONS IN

2B

THE WALL FACE).

THE MODULAR BLOCK UNIT (THE HORIZONTAL DIMENSION OF THE BLOCK UNIT MEASURED PERPENDICULAR TO

Br AS MEASURED FROM THE FRONT FACE OF THE WALL IS THE LENGTH L AS DEFINED ABOVE PLUS THE WIDTH OF

TRANSVERSE MEMBER. FOR MODULAR BLOCKFACING UNITS, THE TOTAL LENGTH OF THE REINFORCEMENT,

THE SOIL REINFORCEMENT IS MEASURED FROM THE BACKFACE OF THE WALL FACING UNIT TO THE LAST FULL

FROM THE BACKFACE OF THE WALL FACING UNIT. IN CASE OF GRID TYPE REINFORCEMENTS THE LENGTH OF

INDICATED ON THE PLANS FOR THAT LOCATION. THE LENGTH OF THE SOIL REINFORCEMENT, L, IS MEASURED

THE TOP OF THE LEVELING PAD SHALL ALWAYS BE BELOW THE MINIMUM EMBEDMENT REFERENCE LINE AS

GRADE AT THE TOP OF THE WALL AND THE TOP OF LEVELING PAD OR BOTTOM OF FOOTING FOR NON-MSE WALLS.

H IS DESIGN HEIGHT OF THE WALL AND IS DEFINED AS THE DIFFERENCE IN ELEVATION BETWEEN THE FINISHED

LENGTHS MAY BE REQUIRED FOR GLOBAL STABILITY. THIS REQUIREMENT WILL BE SHOWN IN THE PLANS.

REQUIRED, TO MEET BOTH INTERNAL AND EXTERNAL STABILITY REQUIREMENTS. MINIMUM REINFORCEMENT

WALL DESIGNER MUST ADJUST THE REINFORCEMENT LENGTHS BEYOND THOSE MINIMUM REQUIRED LENGTHS, IF

ALL DESIGN SECTION REINFORCEMENT LENGTHS SHALL BE EQUAL.

THESE VALUES WILL BE PROVIDED IN TABLES 2 AND/OR 3

BE UNIFORM IN THICKNESS THROUGHOUT THE DESIGN SECTION.

NOR DOWELS WILL BE PERMITTED. FOR CAST-IN-PLACE CONCRETE CANTILEVER WALLS, THE FOOTING SHALL

BE CONSIDERED IN EVALUATION OF SLIDING RESISTANCE. NO SHEAR KEYS NOTPASSIVE RESISTANCE SHALL

RESISTANCE.

TENSILE FORCES IN REINFORCEMENT LAYERS, BUT SHALL BE NEGLECTED IN THE COMPUTATIONS FOR PULLOUT

LIVE LOAD DUE TO VEHICULAR TRAFFIC SHALL BE INCLUDED IN THE COMPUTATIONS TO DETERMINE THE MAXIMUM

IN ACCORDANCE WITH ARTICLE 6.8.3 OF AASHTO (2017) AND APPLY TO NET SECTION LESS SACRIFICIAL AREA.

APPLY TO GROSS CROSS-SECTION LESS SACRIFICIAL AREA. FOR SECTIONS WITH HOLES, REDUCE GROSS AREA

THE FACING MAT, USE THE RESISTANCE FACTOR FOR STRIP REINFORCEMENTS.

BLOCK. FOR GRID REINFORCEMENTS CONNECTED TO A FLEXIBLE FACING MAT OR WHICH ARE CONTINUOUS WITH

APPLIES TO GRID REINFORCEMENTS CONNECTED TO A RIGID FACING ELEMENT, E.G., A CONCRETE PANEL OR

REINFORCED SOIL ZONE FOR MSE WALLS UP TO FINISHED GRADE.

MINIMUM ZONE FORMED BY A 1:1 SLOPE FROM 2 FEET BEHIND THE BOTTOM OF BACK OF WALL FOOTING OR

WALLS. IN ORDER TO UTILIZE FOR SELECT BACKFILL DESIGN, SELECT BACKFILL MUST BE PLACED FOR A

MATERIALS OF TENNESSEE DEPARTMENT OF TRANSPORTATION SPECIAL PROVISION 624 REGARDING RETAINING

MATERIAL USED. SELECT BACKFILL IS DEFINED AS MATERIAL MEETING SPECIFICATIONS IN SECTION F, PART 1.

SELECT BACKFILL UNIT WEIGHT TO BE DETERMINED BY CONTRACTOR/DESIGNER DEPENDING ON ACTUAL BACKFILL

ol

NOTES FOR TABLE 1

NOTENO.

NOMINAL BEARING RESISTANCE

MINIMUM LENGTH OF SOIL REINFORCEMENT, L

PULLOUT RESISTANCE

UNIT WEIGHT

RESISTANCE FACTORS

DESIGN BASIS

S

S

TENSILE RESISTANCE OF GEOSYNTHETIC REINFORCEMENTS AND CONNECTORS

TABLE 1-DESIGN REQUIREMENTS AND PARAMETERS

TENSILE RESISTANCE OF METALLIC REINFORCEMENTS AND CONNECTORS

SEISMIC ACCELERATION COEFFICIENTS

EFFECTIVE (DRAINED) FRICTION ANGLE

As

D1

DS

1.0

SEE TABLE 2

L/4 (SOIL), 3L/8 (ROCK)

SEE TABLE 2

1.0

B/3 (SOIL), 9B/20 (ROCK)

SEE TABLE 3

SEE TABLE 3

CIP WALLS

SEE TABLE 3

SEE TABLE 3

0.8

0.8

B/3 (SOIL), 9B/20 (ROCK)

PRECAST GRAVITY WALLS


NOTE

2,2A,2B

75 YEARS

MSE WALLS

75 YEARS 75 YEARS

OR BORROW SOIL

RETAINED BACKFILL-UNCLASSIFIED SITE

AS SPECIFIED ON THE PLANS

GREATER OF 8-FT OR 0.7H OR

PRE-APPROVED IN QPL 38.

WALL DETAIL-GEOMETRIC LAYOUT" SHEET(S). ANY PROPRIETARY RETAINING WALL SYSTEM SHALL BE LISTED AS

THE RETAINING WALL(S) SHALL BE ONE OF THE WALL TYPE(S) AS LISTED ABOVE OR ON FORTHCOMING "RETAINING

INSERT THE REQUIREMENT IN THE "OTHER DESIGN REQUIREMENTS" NOTES.

DEFLECTION OF PILE SUPPORTED WALLS, MEASURED AT THE PILE HEAD, AND

TDOT STRUCTURES DIVISION SHALL DETERMINE THE ALLOWABLE LATERAL

DEFLECTION

TDOT STRUCTURES DIVISION.

ACCEPTABLE WALL TYPES. FASCIA REQUIREMENTS SHALL BE DETERMINED BY THE

ONLY. AESTHETIC REQUIREMENTS MAY NECESSITATE A REEVALUATION OF THE

THE ACCEPTABLE WALL TYPES LISTED ARE FOR GEOTECHNICAL RECOMMENDATIONS

WALL FASCIA REQUIREMENTS

VALUES ( As, SDS, AND SD1 ) FOR THE SITE.

STRUCTURES DIVISION WILL PROVIDE GROUND MOTION

WALL DESIGN IS TO INCLUDE EXTREME EVENT I STATE LOADS. THE TDOT

SEISMIC

REQUIREMENTS, AND INSERTS THE DEFLECTION VALUES (IF APPLICABLE).

VALUES, REVISES THE ACCEPTABLE WALL TYPES TO SATISFY THE FASCIA

THIS BOX IS TO BE REMOVED AFTER STRUCTURES DIVISION INSERTS SEISMIC

REQUIREMENTS

DESIGN NOTES &

GEOTECHNICAL

RETAINING WALL

VERSION 10/24/2019

SEE CORRESPONDING "RETAINING WALL GEOMETRIC LAYOUT" SHEET(S).

TABLE 2-FOUNDATION PARAMETERS AND REQUIREMENTS FOR MSE WALLS

IN TABLES 2 AND/OR 3 AND THE APPROPRIATE RESISTANCE FACTOR.

ALLOWABLE BEARING RESISTANCE, WHICH IS THE PRODUCT OF THE NOMINAL BEARING RESISTANCE SPECIFIED

FOR ALL LIMIT STATES, THE DESIGN LOADING FOR THE RETAINING WALL SYSTEM SHALL NOT EXCEED THE

SEE FORTHCOMING SHEETS

- AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 2017

DESCRIBED IN:

THIS WALL SHALL BE DESIGNED IN ACCORDANCE WITH LRFD DESIGN PROCEDURES AND REQUIREMENTS AS

SHALL BE USED FOR SOIL NAIL WALLS.

PUBLICATION FHWA-NHI-14-007/FHWA GEC 007 SOIL NAIL WALLS REFERENCE MANUAL, FEBRUARY 2015

STABILIZED EARTH WALLS AND REINFORCED SOIL SLOPES, NOVEMBER 2009 FOR MSE WALLS, AND

PUBLICATION FHWA-NHI-10-024/FHWA GEC 011, DESIGN AND CONSTRUCTION OF MECHANICALLY


OR SEMI-GRAVITY WALLS

TABLE 3-FOUNDATION PARAMETERS AND REQUIREMENTS FOR GRAVITY

(SHEET 1 OF 2)

NOTES & REQUIREMENTS

GEOTECHNICAL DESIGN

28 28 28

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DEPARTMENT OF TRANSPORTATION

STATE OF TENNESSEE

SN

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12/9/2019 10:3

2:2

4

AM

IS CUT STEEPER THAN PRESCRIBED

SHEET "OTHER DESIGN REQUIREMENTS".CONSTRUCTION SLOPES

SLOPE AS REQUIRED ON EACH RETAINING WALL’S GEOMETRIC LAYOUT

ENGINEER.

BE USED. ANY UNUSUAL SOIL CONDITIONS OTHER THAN THOSE ASSUMED SHOULD BE REPORTED TO THE PROJECT

OR IS UNACCEPTABLE FOR ANOTHER REASON, THEN TEMPORARY SHORING SHALL

TEMPORARY BACK SLOPES ARE NOT AND DO NOT BECOME UNSTABLE. IF SLOPE IS UNSTABLE, BECOMES UNSTABLE,

LONGER THAN ABSOLUTELY NECESSARY. THE CONTRACTOR BUILDING THE WALL SHALL ENSURE THAT THESE

SHALL NOT BE LEFT OPEN WITHOUT SHORING FOR ANY

SLOPES SHALL BE PLACED AT A MAXIMUM

FOLLOWING APPLICABLE REGULATORY REQUIREMENTS, AS A MINIMUM REQUIREMENT, ALL TEMPORARY CONSTRUCTION

APPLICABLE STATE AND LOCAL REGULATIONS REGARDING CONSTRUCTION SLOPES AND TRENCHES. IN ADDITION TO

THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAKING THE EXCAVATION IN ACCORDANCE WITH OSHA AND OTHER

NOTE REGARDING CONSTRUCTION SLOPES

UNDERCUTTING AND BACKFILLING DETAIL ON ACCOMPANYING SHEET.

FOR FOUNDATION IMPROVEMENT AND EXCAVATION ZONE DETAILS, SEE TYPICAL DETAIL FOR

NOT INTERFERE WITH THE RETAINING WALL INSTALLATION.

THE CONTRACTOR SHALL COORDINATE AND PERFORM ALL UTILITY RELOCATION SO THAT IT DOES

SHALL BE REQUIRED.

FOR DESIGN AND THE EFFECTIVE FRICTION ANGLE FOR UNCLASSIFIED SITE OR BORROW SITE

SHORING, THE EFFECTIVE FRICTION ANGLE FOR SELECT BACKFILL WILL NOT BE ALLOWABLE

IF A STEEPER THAN 1:1 BACKSLOPE IS REQUIRED BEHIND RETAINING WALL OR TEMPORARY

EASEMENT.

ALL CONSTRUCTION MUST STAY WITHIN TDOT ROW, SLOPE EASEMENT, AND CONSTRUCTION

ALL WALL ELEMENTS SHALL BE WITHIN TDOT ROW.

ANY SHIMMING PLATES MUST BE PERMANENT (NO ASPHALT SHIMS).

LAYER BEHIND THE WALL STEM WITH ADEQUATE DRAINAGE PROVIDED VIA WEEP HOLES.

IF A CONCRETE CANTILEVER WALL IS USED, THE WALL DESIGNER MUST PROVIDE FOR A DRAINAGE

INCIDENTAL TO THE COST OF THE WALL.

IN WALL DESIGNER/CONTRACTOR’S WALL DESIGN PLANS AND COSTS SHALL BE CONSIDERED

TO EITHER OR BOTH ENDS OF WALLS. DETAILS OF THIS DRAINAGE FEATURE SHALL BE PROVIDED

THE WALL SHALL HAVE A DRAINAGE GUTTER AT THE TOP DESIGNED TO CARRY SURFACE RUNOFF

FACE.

THE AREA IN FRONT OF THE WALL SHALL BE GRADED TO PROMOTE DRAINAGE AWAY FROM THE WALL

THE SQUARE FOOTAGE COST FOR THE RETAINING WALL.

PAYMENT FOR ALL TEMPORARY SHORING REQUIRED FOR WALL CONSTRUCTION SHALL BE INCLUDED IN

INCREASED TO SATISFY THE REQUIREMENTS.

SPECIFICATIONS, 2014 AND INTERIMS. ALTERNATIVELY, THE EMBEDMENT DEPTH MAY BE

SLOPE CONTINUED ABOVE THAT LEVEL. SEE ARTICLE 11.10.2.2, AASHTO LRFD BRIDGE DESIGN

BE PROVIDED IN FRONT OF WALLS FOUNDED ON SLOPES. THE BENCH MAY BE FORMED OR THE

FOR MSE WALLS, A MINIMUM HORIZONTAL BENCH 4 FEET WIDE AS MEASURED FROM THE FACE SHALL

l

b

µ

b

µ

****

**

NOTE

APPLY TO PRESUMPTIVE ULTIMATE UNIT BOND STRESSES FOR PRELIMINARY DESIGN ONLY

NO.

1

DESCRIPTION NOTE *

DESIGN LIFE

75 YEARS

3

2

NOTENO.

1

TIMES THE FACTORED LOAD ON THE ANCHOR.

APPLY WHERE PROOF TEST(S) ARE CONDUCTED ON EVERY PRODUCTION ANCHOR TO A LOAD OF 1.0 OR GREATER

APPLY TO PRESUMPTIVE ULTIMATE UNIT BOND STRESSES FOR PRELIMINARY DESIGN ONLY

STATIC ANALYSIS METHODS

RESISTANCE FACTORS OF A SINGLE DRIVEN PILE

0.40

0.25

0.35

HIGH STRENGTH STEEL (E.G., ASTM A722 BARS) 0.80

0.90

3

MILD STEEL, (E.G., ASTM A615 BARS)

TENSILE RESISTANCE OF ANCHOR TENDON

0.55

0.60

0.50

0.55

1.0

0.50

0.50

0.55

0.50

0.30

0.45

0.45

0.40

0.45

1.0

NOTE *

DESIGN LIFE

DESCRIPTION

1.0

0.50

0.70

2

3

COHESIVE SOILS

PULLOUT RESISTANCE OF ANCHORS

COHESIONLESS (GRANULAR) SOILS 1

WHERE PROOF TESTS ARE CONDUCTED

ROCK

CPT-METHOD (SCHMERTMANN)

SPT-METHOD (MEYERHOF)

END BEARING IN ROCK (CANADIAN GEOTECH SOCIETY)

ALL SOILS AND ROCK

LATERAL GEOTECHNICAL RESISTANCE OF A SINGLE PILE

NORDLUND/THURMAND METHOD (HANNIGAN ET AL, 2005

-METHOD (TOMLINSON, 1987; SKEMPTON, 1951)

-METHOD (ESRIG & KIRBY, 1997; SKEMPTON 1951)

-METHOD (VIJAYVERGIYA & FOCHT, 1972; SKEMPTON 1951)

CARTER AND KULHAWY (1988)

TIP RESISTANCE IN ROCK

TIP RESISTANCE IN SAND

SIDE RESISTANCE IN CLAY

TIP RESISTANCE IN CLAY

LATERAL GEOTECHNICAL RESISTANCE OF A SINGLE PILE/SHAFT

ALL MATERIALS

FLEXURAL CAPACITY OF VERTICAL ELEMENTS 0.90

PULLOUT RESISTANCE

As

0.65BASAL HEAVE: PERMANENT WALL, SHORT TERM

TENSILE RESISTANCE OF TENDON: GRADES 95/150

RESISTANCE FACTORS


SOIL NAIL WALLS

SD1

DSS

0.65

0.750.75

0.900.90

0.65

0.65

0.50

0.65

SEISMICSTATIC

PUNCHING SHEAR AT FACING INITIAL AND FINAL

FLEXURE RESISTANCE FACING INITIAL AND FINAL

0.75HEADED STUD IN TENSION: A325 STEEL BOLT

HEADED STUD IN TENSION: A307 STEEL BOLT

1

0.80

0.90

0.901.00

0.650.70

0.90

FOR HIGH STRENGTH STEEL, APPLY THE RESISTANCE FACTOR TO GUARANTEED ULTIMATE TENSILE STRENGTH.

APPLY TO MAXIMUM PROOF TEST FOR ANCHORS. FOR MILD STEEL, APPLY RESISTANCE FACTOR TO Fy.

BASAL HEAVE: PERMANENT WALL, LONG TERM

BH f

f BH

f PO

T f

f T

TENSILE RESISTANCE OF TENDON: GRADES 60/75

LATERAL SLIDING f LS

S

DS

As

D1

S


75 YEARS

1

1

SIDE BEARING RESISTANCE AND END BEARING: CLAY AND MIXED SOILS

SIDE BEARING RESISTANCE AND END BEARING: SAND

KULHAWY ET AL. (2005), BROWN ET AL. (2010)

-METHOD (BROWN ET AL., 2010)

SIDE RESISTANCE IN ROCK

TIP RESISTANCE IN COHESIVE INTERMEDIATE GEOMATERIALS (IGMs)

BROWN ET AL, (2010)

RESISTANCE FACTORS OF A SINGLE DRILLED PILE/SHAFT

CANADIAN GEOTECH. SOCIETY (1985), BROWN ET AL. (2010)

-METHOD (BROWN ET AL., 2010)

BROWN ET AL. (2010)

BROWN ET AL. (2010)

SIDE RESISTANCE IN SAND

SIDE RESISTANCE IN COHESIVE INTERMEDIATE GEOMATERIALS (IGMs)

TOTAL STRESS (BROWN ET AL., 2010)

0.65

EFFECTIVE (DRAINED) FRICTION ANGLE

OR BORROW SOIL

RETAINED BACKFILL-UNCLASSIFIED SITE

RETAINED BACKFILL-SELECT BACKFILL

UNIT WEIGHT

UNCLASSIFIED SITE OR BORROW SOIL

SELECT BACKFILL MATERIAL

PASSIVE RESISTANCE OF VERTICAL ELEMENTS 0.75

RESISTANCE FACTORS

SEE TABLE 4

SEE TABLE 4

SEE TABLE 4

SEE TABLE 4

ACCEPTABLE WALL TYPESACCEPTABLE WALL TYPES


INSERT THE REQUIREMENT IN THE "OTHER DESIGN REQUIREMENTS" NOTES.

DEFLECTION OF PILE SUPPORTED WALLS, MEASURED AT THE PILE HEAD, AND

TDOT STRUCTURES DIVISION SHALL DETERMINE THE ALLOWABLE LATERAL

DEFLECTION

TDOT STRUCTURES DIVISION.

ACCEPTABLE WALL TYPES. FASCIA REQUIREMENTS SHALL BE DETERMINED BY THE

ONLY. AESTHETIC REQUIREMENTS MAY NECESSITATE A REEVALUATION OF THE

THE ACCEPTABLE WALL TYPES LISTED ARE FOR GEOTECHNICAL RECOMMENDATIONS

WALL FASCIA REQUIREMENTS

VALUES ( As, SDS, AND SD1 ) FOR THE SITE.

STRUCTURES DIVISION WILL PROVIDE GROUND MOTION

WALL DESIGN IS TO INCLUDE EXTREME EVENT I STATE LOADS. THE TDOT

SEISMIC

REQUIREMENTS, AND INSERTS THE DEFLECTION VALUES (IF APPLICABLE).

VALUES, REVISES THE ACCEPTABLE WALL TYPES TO SATISFY THE FASCIA

THIS BOX IS TO BE REMOVED AFTER STRUCTURES DIVISION INSERTS SEISMIC

REQUIREMENTS

DESIGN NOTES &

GEOTECHNICAL

RETAINING WALL

VERSION 10/24/2019

SEE FORTHCOMING SHEETS

(SHEET 2 OF 2)

NOTES & REQUIREMENTS

GEOTECHNICAL DESIGN

(UNANCHORED)

PILE AND LAGGING WALLS

ANCHORED WALLS OR SOLDIER

TABLE 1B-DESIGN REQUIREMENTS AND PARAMETERS

NOTES FOR TABLE 1B

NOTES FOR TABLE 1A

TABLE 1A-DESIGN REQUIREMENTS AND PARAMETERS

SOLDIER PILE AND LAGGING WALL (UNANCHORED)

ANCHOR WALL OR


TABLE 4-FOUNDATION PARAMETERS AND REQUIREMENTS FOR

SOIL NAIL WALL


TABLE 5-FOUNDATION PARAMETERS AND REQUIREMENTS FOR

SEE PREVIOUS SHEET FOR ADDITIONAL NOTES.

RETAINING WALL DESIGN NOTES

COMPLETION OF THE PROOF TEST.

UNBONDED TEST LENGTH IN PROOF TEST NAILS SHALL BE GROUTED IMMEDIATELY AFTER THE

OF PROOF TEST NAIL FAILURE(S) SHALL BE AT NO ADDITIONAL COST. THE TEMPORARY

RESISTANCE. INSTALLATION AND TESTING OF ADDITIONAL PROOF TEST NAILS AS A RESULT

THAT ADJACENT PREVIOUSLY INSTALLED PRODUCTION NAILS HAVE SUFFICIENT NOMINAL PULLOUT

MAY REQUIRE THE INSTALLATION AND TESTING OF ADDITIONAL PROOF TEST NAILS TO VERIFY

OF THE CONTRACTOR’S INSTALLATION METHODS AND/OR SOIL CONDITIONS. THE ENGINEER

PROOF TEST RESULTS THAT ARE LOWER THAN THE DESIGN VALUES SHALL RESULT IN A REVIEW

DISCRETION OF THE ENGINEER.

WALLS REFERENCE MANUAL FEBRUARY 2015. PROOF TEST LOCATIONS SHALL BE CHOSEN AT THE

NAILS INSTALLED, IN ACCORDANCE WITH PUBLICATION FHWA-NHI-14-007/FHWA GEC 007 SOIL NAIL

PROOF TESTING SHALL BE PERFORMED ON A MINIMUM OF 5 PERCENT OF THE TOTAL PRODUCTION

SOILS.

ADEQUATE CAPACITY TO TRANSMIT ALL LOADS FROM THE FACING, INCLUDING SELF WEIGHT, TO THE

THE MECHANISM CONNECTING THE SOIL NAILS TO THE STRUCTURAL CONCRETE FACING SHALL HAVE

RESISTING ALL DESIGN LOADS EXERTED ON THE WALL COMPONENTS BY THE RETAINED MATERIAL.

THE SOIL NAIL WALL SHALL HAVE A PERMANENT STRUCTURAL CONCRETE WALL FACING CAPABLE OF

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R-STP/NH-115(29) RA2020CONST


STATE OF TENNESSEE

SN

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12/9/2019 10:3

1:38

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STATE OF TENNESSEE


SEALED BY

GEOTEXTILE FABRIC (TYPE IV)

ITEM NO. 740-10.04

ITEM NO. 740-10.04

B-RETAINING WALL BASE

D-UNDERCUT DEPTH

F.G.-FINISHED GRADE

T.O.W.-TOP OF WALL

B.O.W.-BOTTOM OF WALL

(IF GSR IS USED)

(IF GSR IS USED)

1:1

1:1

2’

D/2D/2L

CONCRETE LEVELING PAD

D

REQUIRED GEOMETRY OF

SELECT BACKFILL ZONE

TO UTILIZE EFFECTIVE

FRICTION ANGLE IN DESIGN

COST OF MOMENT SLAB, INCLUDING DESIGN

WILL BE PAID FOR IN THE COST OF THE

RETAINING WALL.

1:1

ZONE REQUIRED FOR FOUNDATION

IMPROVEMENT (IF REQUIRED)

F.G .@ B.O.W.

GABION SIZE ROCK

(4"-6")

1’

PAVEMENT PROFILE

MSE WALL

SEGMENTAL PRECAST)

MSE WALL - MODULAR BLOCK\SEGMENTAL PRECAST

(MODULAR BLOCK OR

IF UNCLASSIFED SITE OR BORROW SOIL


ITEM NO. 740-10.04 IS REQUIRED HERE

IS USED AS RETAINED BACKFILL,


GEOTEXTILE FABRIC TYPE IV

ITEM NO. 740-10.04


ITEM NO. 740-10.04

(IF GSR IS USED)

(IF GSR IS USED)

1:1

1:1

2’

D/2D/2

CONCRETE LEVELING PAD

D





1:1



F.G .@ B.O.W.

GABION SIZE ROCK

(4"-6")

1’

MSE WALL

SEGMENTAL PRECAST)

MSE WALL - MODULAR BLOCK\SEGMENTAL PRECAST

(MODULAR BLOCK OR

IF UNCLASSIFED SITE OR BORROW SOIL


ITEM NO. 740-10.04 IS REQUIRED HERE

IS USED AS RETAINED BACKFILL,



ITEM NO. 740-10.04


ITEM NO. 740-10.04GEOTEXTILE FABRIC TYPE IV

ITEM NO. 740-10.04

ITEM NO. 740-10.04


D-UNDERCUT DEPTH

F.G.-FINISHED GRADE

T.O.W.-TOP OF WALL

B.O.W.-BOTTOM OF WALL

F.G. @ T

.O.W. V

ARIES

LOWER LIMIT OF RETAINING WALL

PAY QTY. (TOP OF LEVELING PAD)

BACKFILL

REINFORCED

BACKFILL

RETAINED

2’ OF #57 STONE

DRAINAGE

IF REQUIRED

2’

2’

RETAINED

BACKFILL

REINFORCED

BACKFILL

BARRIER PAY QTY. (IF REQUIRED)

(SEE EST. QTY. BLOCK FOR ITEM NO.)

UPPER LIMIT OF RETAINING WALL

LOWER LIMIT OF RETAINING WALL

PAY QTY. (TOP OF LEVELING PAD)

2’ OF #57 STONE

F.G. @ T.O.W. (MAY VARY)

BARRIER REQUIRED

TYPICAL DETAILTYPICAL DETAIL

2’ DRAINAGE LAYER REQUIRED

IF UNCLASSIFIED SITE OR BORROW

SOIL IS USED

F.G. @ T.O.W. (MAY VARY)

1:1






D-UNDERCUT DEPTH

F.G.-FINISHED GRADE

T.O.W.-TOP OF WALL

B.O.W.-BOTTOM OF WALL F.G. @ B.O.W.


ITEM NO. 740-10.041:1

B

BOTTOM OF FOOTING EL.


ITEM NO. 740-10.04


ITEM NO. 740-10.04



2’ MIN.2’

D/2D/2

1:1

CIP CONCRETE CANTILEVER OR GRAVITY WALL

D

CIP CANTILEVER OR GRAVITY WALL

PAVEMENT PROFILE

DEEP FOUNDATION

RETAINED

BACKFILL

LOWER LIMIT OF RETAINING WALL PAY QTY.

UPPER LIMIT OF RETAINING WALL PAY QTY.

(SEE EST. QTY. BLOCK FOR ITEM NO.)

BARRIER PAY QTY (IF REQUIRED,

2’ DRAINAGE LAYER REQUIRED

IF UNCLASSIFIED SITE OR BORROW

SOIL IS USED

1:1






D-UNDERCUT DEPTH

F.G.-FINISHED GRADE

T.O.W.-TOP OF WALL

B.O.W.-BOTTOM OF WALL F.G. @ B.O.W.

B

BOTTOM OF FOOTING EL.


ITEM NO. 740-10.04


ITEM NO. 740-10.04



2’ MIN.2’

D/2D/2

1:1

CIP CONCRETE CANTILEVER OR GRAVITY WALL

D

CIP CANTILEVER OR GRAVITY WALL

RETAINED

BACKFILL


IF REQUIRED

DRAINAGE

F.G. @ T.O.W. VARIES

HEEL HEEL

BARRIER REQUIRED

TYPICAL DETAIL TYPICAL DETAIL

(IF REQUIRED)

1:1 GEOTEXTILE FABRIC (TYPE IV)

ITEM NO. 740-10.04

DEEP FOUNDATION

(IF REQUIRED)

LOWER LIMIT OF RETAINING WALL PAY QTY.

PAY QTY. (TOP OF UNIT)


(EXCLUDES ANY APPURTENANCES)

L

LENGTHS SHALL BE EQUALALL DESIGN SECTION REINFORCEMENT

LENGTHS SHALL BE EQUALALL DESIGN SECTION REINFORCEMENT

R-STP/NH-115(29)

VE

R. 10/05/2017

RB

TYPICAL DETAIL

RETAINING WALL

2020CONST

1" = 50’

SCALE:

PROPOSED LAYOUT

N

135

140

BEGIN WALL 1

73.00’ LT.

S.R. 115 STA. 136+30

END WALL 1

73.00’ LT.

S.R. 115 STA. 146+00

WALL 1

WALL 1

35

135

140

145

WALL 1

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NO.

R-STP/NH-115(29) R12020CONST.


STATE OF TENNESSEE

4/2

4/2

020 7:4

5:4

8 A

M

70.3’

24.5’

BOTTOM OF HOLE (BELOW LINE)

BORING LOCATION. DEPTH TO REFUSAL (ABOVE LINE),

BORING LOCATION WITH DEPTH TO REFUSAL

BORING LOCATION TERMINATION DEPTH (NO REFUSAL)

B-1

B-1

B-1

24.5’

24.5’

LEGEND

B-1

24.5’

B-2

29.0’

B-3

29.0’

25.3’

B-4

32.0’

B-5B-7

40.5’

40.0’

B-9

40.0’

B-10

37.0’

B-11

B-8

25.0’

5.0’

B-6

40.4’

21.4’

SHEET 1 OF 2

LAYOUT

GEOMETRIC

(R1)

RETAINING WALL

143+00.00

N/A 40.4’

N/A

N/A

40.5’

N/A

N/A

139+00.00

29.0’

32.0’

142+00.00

25.3’

140+50.00

145+50.00

146+00.00

25.0’

145+00.00

144+00.00

LT. 42.00’ 37.0’

40.0’

LT. 42.00’ 40.0’

LT. 42.00’

ELEVATION

ROCK

DEPTH

TOTAL

NO.

BORING STATION OFFSET

ELEVATION

GROUND

4

5

6

1

2

3

29.0’

137+50.00

137+00.00 LT. 65.00’

LT. 52.00’

LT. 43.00’

LT. 42.00’

LT. 63.00’

LT. 61.00’

LT. 61.00’

10

11

7

8

9

24.5’136+30.00

AND ROCK TYPES AT THE SPECIFIC BORING LOCATIONS.

BORING DEPICTIONS SHOWN ON FOUNDATION DATA SHEET INDICATE GENERAL SOIL

NOTE:

LT. 69.00’ 844.00 819.5

843.00 814.00

842.00 817.00

841.00 824.5

841.00 N/A

841.00

840.5 800.00

840.00

840.00

840.00

840.00

WALL 1

SHEET 2 OF 2

LAYOUT

GEOMETRIC

(R1)

RETAINING WALL

TABLE 2-FOUNDATION PARAMETERS AND REQUIREMENTS FOR MSE WALLS

FRICTION

OF SLIDING

COEFFICIENT

(psf)

RESISTANCE

NOMINAL BEARING

REQUIREMENT

BEARING CONDITION

(REINFORCED ZONE)

FOUNDATION

ACCEPTABLE WALL TYPESACCEPTABLE WALL TYPES

STATION LIMITS

136+30 TO 137+00 837.5 ON SOIL 0.35

137+00 TO 138+00 834.5 ON SOIL 0.35

138+00 TO 139+00 834.0 ON SOIL 0.35

139+00 TO 140+00 832.5 ON SOIL 0.35

140+00 TO 141+00 831.5 ON SOIL 0.35

141+00 TO 142+00 831.0 ON SOIL 0.35

142+00 TO 143+00 828.0 ON SOIL 0.35

143+00 TO 144+00 827.0 ON SOIL 0.35

144+00 TO 145+00 828.0 ON SOIL 0.35

145+00 TO 146+00 826.5 ON SOIL 0.35

MECHANICALLY STABILIZED EARTH (MSE) WALL - SEGMENTAL PRECAST

MECHANICALLY STABILIZED EARTH (MSE) WALL - MODULAR BLOCK

*PAD ELEVATION

TOP OF LEVELING

* TOP OF LEVELING PAD SHALL BE NO HIGHER THAN ELEVATION SHOWN.


134+00 135+00 136+00 137+00 138+00 139+00

V: 1" = 5’

H: 1" = 50’

SCALE:

PROFILE

144+00140+00 141+00 142+00 143+00 145+00 146+00 147+00810

815

820

825

830

835

840

845

850

855

WALL 1

TO

P

EL. 844.90

ST

A. 137

+50.00

c c

c

c

c

cc

cc c c c c c c c c

c cc c

TO

P

EL. 847.07

ST

A. 136

+30.00

TO

P

EL. 847.07

ST

A. 136

+50.00

TO

P

EL. 846.00

ST

A. 137

+00.00

TO

P

EL. 843.81

ST

A. 138

+00.00

TO

P

EL. 842.67

ST

A. 138

+50.00

TO

P

EL. 841.67

ST

A. 139

+00.00

TO

P

EL. 840.83

ST

A. 139

+50.00

TO

P

EL. 840.16

ST

A. 140

+00.00

TO

P

EL. 840.06

ST

A. 140

+50.00

TO

P

EL. 840.15

ST

A. 141

+00.00

TO

P

EL. 840.39

ST

A. 141

+50.00

TO

P

EL. 840.78

ST

A. 142

+00.00

TO

P

EL. 841.00

ST

A. 142

+50.00

TO

P

EL. 840.94

ST

A. 143

+00.00

TO

P

EL. 840.76

ST

A. 143

+50.00

TO

P

EL. 840.41

ST

A. 144

+00.00

TO

P

EL. 839.86

ST

A. 144

+50.00

TO

P

EL. 839.45

ST

A. 145

+00.00

TO

P

EL. 838.84

ST

A. 145

+50.00

TO

P

EL. 838.63

ST

A. 146

+00.00

c

c

c

c

cc

c

c

c

-1.437%

-1.4367%

-0.920%

EXISTING GROUND

EXISTING GROUND

FINISHED GRADE

0.820%

0.820%

EL. 843.79

CR

ES

T 144

+85.63

DESCRIPTION

ESTIMATED QUANTITIES FOR RETAINING WALL

ITEM NO.

QUANTITY

604-07.01

S.F.

(WALL NO. 1)

WALL

RETAINING

PLACED AT A MAXIMUM OF 1H:1V.

ALL TEMPORARY CONSTRUCTION SLOPES SHALL BE

EL. 838.71

OF

FS

ET -74.83

EL.840.41

OF

FS

ET -75.83

EX.

EO

P

EL.844.66

EX.

EO

P

EL.842.68

EX.

EO

P

EL.842.19

EX.

EO

P

EL.840.00

c FG EL. 843.66

-0.052

-0.052

-0.052

-0.052

-0.015

TYPICAL SECTION STATION 144+00.00

GREEN WAY

VARIES

GUIDANCE

LEVELING PAD ELEVATION

SEE TABLE 2 FOR TOP OF

10293.00

SEGMENTAL PRECAST)(MODULAR BLOCK OR

MSE WALL

LEVELING PAD

BACKFILLREINFORCED

BACKFILLRETAINED

SEE "TYPICAL DETAIL" SHEET RB FOR MSE WALL DETAILS

1:1

1:1

ELEVATION

LEVELING PAD

MAXIMUM TOP OF

TOP OF WALL

TOP OF WALL

ELEVATION

LEVELING PAD

MAXIMUM TOP OF

TEMP CONST. SLOPE

4500

4500

4500

4500

3500

4500

4500

4500

4500

4500

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NO.

R-STP/NH-115(29) R1A2020CONST.


STATE OF TENNESSEE

4/2

4/2

020 7:4

5:5

5 A

M

143+00.00

N/A 40.4’

N/A

N/A

40.5’

N/A

N/A

139+00.00

29.0’

32.0’

142+00.00

25.3’

140+50.00

145+50.00

146+00.00

25.0’

145+00.00

144+00.00

LT. 42.00’ 37.0’

40.0’

LT. 42.00’ 40.0’

LT. 42.00’

ELEVATION

ROCK

DEPTH

TOTAL

NO.

BORING STATION OFFSET

ELEVATION

GROUND

4

5

6

1

2

3

830

825

820

845

840

835 29.0’

137+50.00

137+00.00 LT. 65.00’

LT. 52.00’

LT. 43.00’

LT. 42.00’

LT. 63.00’

LT. 61.00’

LT. 61.00’

10

11

7

8

9

24.5’136+30.00

AND ROCK TYPES AT THE SPECIFIC BORING LOCATIONS.

BORING DEPICTIONS SHOWN ON FOUNDATION DATA SHEET INDICATE GENERAL SOIL

NOTE:

LEGEND

DOLOSTONE

B.T.= BORING TERMINATED

REF.= AUGER REFUSAL

WALL 1

815

810

805

800

830

825

820

845

840

835

815

810

805

800

REF.

REF.REF.

B.T.

B.T.

B.T.REF.

B.T.

B.T. B.T.

B.T.

SANDSTONE

VOID

CLAY

SANDY CLAY SILTY CLAY

COBBLES

BOULDERS AND

SANDY SILT LIMESTONE

BOULDER

DOLOSTONE

BOULDER

SANDSTONE

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NO.

R-STP/NH-115(29) R1B2020CONST.


STATE OF TENNESSEE

4/2

4/2

020 7:4

5:5

7 A

M

LT. 69.00’ 844.00 819.5

843.00 814.00

842.00 817.00

841.00 824.5

841.00 N/A

841.00

840.5 800.00

840.00

840.00

840.00

840.00

LT. 69’

136+30.00

B-1

LT. 65’

137+00.00

B-2

LT. 63’

137+50.00

B-3

LT. 61’

139+00.00

B-4

LT. 61’

140+50.00

B-5

LT. 52’

142+00.00

B-6

LT. 43’

143+00.00

B-7

LT. 42’

144+00.00

B-8

LT. 42’

145+00.00

B-9

LT. 42’

145+50.00

B-10

LT. 42’

146+00.00

B-11

AND BASESTONE

ASPHALT

AND DETAILS

SOIL PROFILES

(R1B)

RETAINING WALL

APPENDICES

APPENDIX 2: RETAINING WALL 1 BORING LOGS

2-4-6(10)

4-4-5(9)

3-5-6(11)

8-8-6(14)

3-3-4(7)

SS1

SS2

SS3

SS4

SS5

5to7.0

7.5to9.5

10to

12.0

15to

17.0

20to

22.0

840.5

834.0

829.0

827.0

826.0

819.5

3.5

10.0

15.0

17.0

18.0

24.5

Asphalt and Basestone

SILTY CLAY, orangish brown, moist, mediumto stiff, traces of chert

SILTY CLAY, orangish brown, moist, mediumto stiff, traces of chert and limestone

SILTY CLAY, brown, dry, sandy, stiff,limestone fragments

Boulders and Cobbles

SILTY CLAY, brown, moist, medium to stiff

Refusal on Sandstone

DATE 4/2/20NOTES

OFFSET 69' LT GROUND ELEV (ft) 844

LOGGED BY Pippin DRILL CREW CHIEF T. GilbertDRILLING METHOD

STATION 136+30 ROCK ELEV (ft) 819.5 BOTTOM ELEV (ft) 819.5

WATER LEVEL (ft)

DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

844.0

839.0

834.0

829.0

824.0

MATERIAL DESCRIPTION

MO

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PAGE 1 OF 1B-1

PROJECT NUMBER 47026-1270-14 PROJECT PIN NO. 100241.03GES FILE NUMBER 4714517

PROJECT DESCRIPTION SR 115: Woodson Drive to Cherokee Trail; Wall 1 COUNTY Knox

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2/2

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- E

:\PR

OJE

CT

S\K

NO

X\S

R 1

15 W

ALL

1 G

ES

4714

517

\BO

RIN

G L

OG

S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

3-5-7(12)

3-5-6(11)

3-4-6(10)

2-3-4(7)

3-3-3(6)

50

SS1

SS2

SS3

SS4

SS5

SS6

5to7.0

7.5to9.5

10to

12.0

15to

17.0

20to

22.0

25to

27.0

840.0

835.5

828.0

825.5

824.0

819.5

814.0

3.0

7.5

15.0

17.5

19.0

23.5

29.0

Asphalt and Basetone

SILTY CLAY, orangish brown, slghtly moist,stiff, chert fragments

SILTY CLAY, reddish brown, moist, stiff, chertfragments

SILTY CLAY, reddish brown, moist, medium,limestone fragments



Sandstone


Upon removal of augers, lead auger broke offin the ground. Likely a result of the augerswalking.Top of bedrock most likely near depth23.5'-25'

DATE 4/2/20NOTES



STATION 137+00 ROCK ELEV (ft) 814 BOTTOM ELEV (ft) 814

WATER LEVEL (ft)

DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

25.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

843.0

838.0

833.0

828.0

823.0

818.0


MO

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PAGE 1 OF 1B-2



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:\PR

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CT

S\K

NO

X\S

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15 W

ALL

1 G

ES

4714

517

\BO

RIN

G L

OG

S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

4-5-6(11)

4-5-6(11)

3-4-6(10)

2-2-2(4)

23-15-8(23)

3-10-18(28)

SS1

SS2

SS3

SS4

SS5

SS6

5to7.0

7.5to9.5

10to

12.0

15to

17.0

20to

22.0

25to

27.0

839.0

827.0

823.5

819.0

816.0

813.0

3.0

15.0

18.5

23.0

26.0

29.0


SILTY CLAY, orangish brown, moist, stiff,chert fragments

SILTY CLAY, reddish brown, very moist, soft


SANDY SILT, brown, wet, limestonefragments

LIMESTONE

Refusal on Limestone

DATE 4/2/20NOTES




WATER LEVEL (ft)

DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

25.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

842.0

837.0

832.0

827.0

822.0

817.0


MO

IST

UR

EC

ON

TE

NT

(%

)

PAGE 1 OF 1B-3



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2/2

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7:22

- E

:\PR

OJE

CT

S\K

NO

X\S

R 1

15 W

ALL

1 G

ES

4714

517

\BO

RIN

G L

OG

S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

2-4-5(9)

2-4-5(9)

4-5-7(12)

6-10-50(60)

95(68)

92(72)

SS1

SS2

SS3

SS4

NQ5

NQ6

5to7.0

7.5to9.5

10to

12.0

15to

17.0

16.5to

20.3

20.3to

25.3

837.5

833.5

831.0

825.2825.0824.5

818.7818.3

816.2815.7

3.5

7.5

10.0

15.816.016.5

22.322.7

24.825.3


CLAY, brown, slightly moist, medium, tracechert

CLAY, orangish brown, moist, medium, tracechert

SILTY CLAY, redish brown, slightly moist,very stiff

SANDY CLAY, brown, soft.soil had an oil smellSANDSTONESANDSTONE, light reddish gray, slightlyweathered, moderately fractured, thicklybedded

AIR FILLED VOIDLIMESTONE, gray with speckles of white,coarse grained, slightly weathered,moderately fractured, thickly beddedCLAY FILLED VOIDBorehole Terminated

DATE 4/1/20NOTES




WATER LEVEL (ft)

DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

25.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

841.0

836.0

831.0

826.0

821.0

816.0


MO

IST

UR

EC

ON

TE

NT

(%

)

PAGE 1 OF 1B-4



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ST

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T -

4/2

2/2

0 1

7:22

- E

:\PR

OJE

CT

S\K

NO

X\S

R 1

15 W

ALL

1 G

ES

4714

517

\BO

RIN

G L

OG

S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

3-3-6(9)

3-5-6(11)

2-2-3(5)

2-45-43(88)

3-3-5(8)

1-2-3(5)

3-7-9(16)

SS1

SS2

SS3

SS4

SS5

SS6

SS7

5to7.0

7.5to9.5

10to

12.0

15to

17.0

20to

22.0

25to

27.0

30to

32.0

837.5

832.0

825.5

821.0

813.5

809.0

3.5

9.0

15.5

20.0

27.5

32.0


SILTY CLAY, orangish brown, medium,slightly moist, rock fragments

SILTY CLAY, reddish brown, moist, soft tomedium


SANDY SILT, dark brown, very moist, soft

CLAY, brown, slightly moist, very stiff

Borehole Terminated

DATE 4/1/20NOTES



STATION 140+50 ROCK ELEV (ft) NA BOTTOM ELEV (ft) 809

WATER LEVEL (ft)

DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

25.0

30.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

841.0

836.0

831.0

826.0

821.0

816.0

811.0


MO

IST

UR

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ON

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NT

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)

PAGE 1 OF 1B-5



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T -

4/2

2/2

0 1

7:22

- E

:\PR

OJE

CT

S\K

NO

X\S

R 1

15 W

ALL

1 G

ES

4714

517

\BO

RIN

G L

OG

S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

3-6-11(17)

7-8-4(12)

4-41-11(52)

50

45(40)

32(32)

0(0)

SS1

SS2

SS3

SS4

NQ5

NQ6

NQ7

5to7.0

10to

12.0

15to

17.0

20to

22.0

21.4to

25.4

25.4to

30.4

30.4to

35.4

837.5

829.0

828.0

825.5

819.6819.4

818.4818.2817.7

813.5

3.5

12.0

13.0

15.5

21.421.6

22.622.823.3

27.5


SILTY CLAY, reddish brown, slightly moist,stiff




Auger refusal at 21.4'

CALCAREOUS SANDSTONE, light reddishgray, slightly weathered, moderately fracturedAir filled voidCALCAREOUS SANDSTONE, light reddishgray, slightly weathered, moderately fracturedAir filled voidCALCAREOUS SANDSTONE, light reddishgray, slightly weathered, moderately fracturedCLAY, brown

DATE 3/31/20NOTES



STATION 142+00 ROCK ELEV (ft) NA BOTTOM ELEV (ft) 800.6

WATER LEVEL (ft)

(Continued Next Page)

DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

841.0

836.0

831.0

826.0

821.0

816.0

811.0

806.0


MO

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)

PAGE 1 OF 2B-6



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2/2

0 1

7:22

- E

:\PR

OJE

CT

S\K

NO

X\S

R 1

15 W

ALL

1 G

ES

4714

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\BO

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S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

0(0)

NQ8

35.4to

40.4

800.640.4

CLAY, brown (continued)

Borehole Terminated

DE

PT

H(f

t)

35.0

40.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

806.0

801.0


MO

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)

PAGE 2 OF 2B-6



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2/2

0 1

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:\PR

OJE

CT

S\K

NO

X\S

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15 W

ALL

1 G

ES

4714

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\BO

RIN

G L

OG

S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

7-6-4(10)

11-8-10(18)

2-2-4(6)

4-6-9(15)

4-7-10(17)

4-6-7(13)

3-6-8(14)

SS1

SS2

SS3

SS4

SS5

SS6

SS7

0.5to2.5

7.5to9.5

10to

12.0

15to

17.0

20to

22.0

25to

27.0

30to

32.0

836.5

835.5

820.5

4.0

5.0

20.0


Boulders and Cobbles.

Attempted to core at 5'. Core barrel wouldnot advance. Upon removal, wood pieceswere noted on the end of the barrel.SILTY CLAY, brown, soft to medium, rockfragments

SS sample at 7.5' and 10': Recovered woodmaterial (possibly railroad tie) with oil andgrease smell

SILTY CLAY, brown, moist, stiff

DATE 3/31/20NOTES

OFFSET 43' LT GROUND ELEV (ft) 840.5



WATER LEVEL (ft)


DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

840.5

835.5

830.5

825.5

820.5

815.5

810.5

805.5


MO

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)

PAGE 1 OF 2B-7



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T -

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2/2

0 1

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:\PR

OJE

CT

S\K

NO

X\S

R 1

15 W

ALL

1 G

ES

4714

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\BO

RIN

G L

OG

S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

50SS8

40to

42.0

800.040.5

SILTY CLAY, brown, moist, stiff (continued)


DE

PT

H(f

t)

35.0

40.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

805.5

800.5


MO

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)

PAGE 2 OF 2B-7



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T -

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2/2

0 1

7:22

- E

:\PR

OJE

CT

S\K

NO

X\S

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15 W

ALL

1 G

ES

4714

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\BO

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S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

48-23-12(35)

36(22)

10(0)

0(0)

62(34)

SS1

NQ2

NQ3

NQ4

NQ5

2.5to4.5

5to

10.0

10to

15.0

15to

20.0

20to

25.0

836.5

835.0

832.0

830.0829.5

826.0

825.0

821.0

815.2815.0

3.5

5.0

8.0

10.010.5

14.0

15.0

19.0

24.825.0


SILTY CLAY, brown, moistAUger Refusal at 5.0'SANDSTONE BOULDER, light reddish gray

CLAY

SANDSTONE BOULDER, light reddish graySILTY CLAY

DOLOSTONE BOULDER, gray

CLAY

DOLOSTONE, light gray, slightly weathered,highly fractured

clay filled voidBorehole Terminated

DATE 3/31/20NOTES




WATER LEVEL (ft)

DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

25.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

840.0

835.0

830.0

825.0

820.0

815.0


MO

IST

UR

EC

ON

TE

NT

(%

)

PAGE 1 OF 1B-8



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ST

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T -

4/2

2/2

0 1

7:22

- E

:\PR

OJE

CT

S\K

NO

X\S

R 1

15 W

ALL

1 G

ES

4714

517

\BO

RIN

G L

OG

S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

7-7-4(11)

4-4-5(9)

4-6-7(13)

3-4-6(10)

3-5-6(11)

3-3-5(8)

3-3-4(7)

SS1

SS2

SS3

SS4

SS5

SS6

SS7

5to7.0

7.5to9.5

10to

12.0

15to

17.0

20to

22.0

25to

27.0

30to

32.0

836.5

830.0

815.0

808.0

3.5

10.0

25.0

32.0


SILTY CLAY, brown, slightly moist, medium



CLAY, brown, very moist to wet, medium tostiff

DATE 4/1/20NOTES




WATER LEVEL (ft)


DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

840.0

835.0

830.0

825.0

820.0

815.0

810.0

805.0


MO

IST

UR

EC

ON

TE

NT

(%

)

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S.G

PJ

ATTERBERGLIMITS

3-5-7(12)

SS8

35to

37.0803.0

800.0

37.0

40.0

CLAY, brown, very moist to wet, medium tostiff (continued)

CLAY, brown, moist, stiff

Borehole Terminated

DE

PT

H(f

t)

35.0

40.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

805.0

800.0


MO

IST

UR

EC

ON

TE

NT

(%

)

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PJ

ATTERBERGLIMITS

11-11-12(23)

3-3-2(5)

3-3-5(8)

4-4-6(10)

4-5-6(11)

3-4-6(10)

SS1

SS2

SS3

SS4

SS5

SS6

2.5to4.5

7.5to9.5

15to

17.0

20to

22.0

25to

27.0

30to

32.0

837.0

830.0

810.0

3.0

10.0

30.0


SANDY CLAY, brown, moist


CLAY, brown, wet, medium to stiff

DATE 3/31/20NOTES




WATER LEVEL (ft)


DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

840.0

835.0

830.0

825.0

820.0

815.0

810.0

805.0


MO

IST

UR

EC

ON

TE

NT

(%

)

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S\B

OR

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LOG

S.G

PJ

ATTERBERGLIMITS

3-4-5(9)

SS7

35to

37.0

800.040.0

CLAY, brown, wet, medium to stiff(continued)

Borehole Terminated

DE

PT

H(f

t)

35.0

40.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

805.0

800.0


MO

IST

UR

EC

ON

TE

NT

(%

)

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S.G

PJ

ATTERBERGLIMITS

25-7-4(11)

3-3-4(7)

3-3-4(7)

3-3-4(7)

3-5-8(13)

3-5-6(11)

4-5-8(13)

SS1

SS2

SS3

SS4

SS5

SS6

SS7

5to7.0

7.5to9.5

10to

12.0

15to

17.0

20to

22.0

25to

27.0

30to

32.0

835.0

820.0

805.0

5.0

20.0

35.0

Asphalt and Basetone Gravel


SILTY CLAY, brown, slightly moist, stiff

DATE 4/1/20NOTES




WATER LEVEL (ft)


DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

840.0

835.0

830.0

825.0

820.0

815.0

810.0

805.0


MO

IST

UR

EC

ON

TE

NT

(%

)

PAGE 1 OF 2B-11



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OR

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S.G

PJ

ATTERBERGLIMITS

3-4-4(8)

SS8

35to

37.0803.037.0

SANDY SILT, light brown, wet, medium

Borehole Terminated

DE

PT

H(f

t)

35.0 PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

805.0


MO

IST

UR

EC

ON

TE

NT

(%

)

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ATTERBERGLIMITS

APPENDICES

APPENDIX 3: RETAINING WALL 1 GEOPHYSICAL SURVEY

SAFETY QUALITY

INTEGRITY PARTNERSHIP OPPORTUNITY

RESPONSIVENESS

St. Louis, MO | Erlanger, KY | Memphis, TN | Overland Park, KS | Cincinnati, OH | Fairview Heights, IL Lexington, KY | Dayton, OH | Oxford, MS | Jonesboro, AR

GEOPHYSICAL SURVEY SR-115 ALCOA HIGHWAY

KNOX COUNTY, TENNESSEE TENNESSEE DEPARTMENT OF TRANSPORTATION (TDOT)

STATE PROJECT NO. 47026-1270-14 PIN 100241.03

Prepared for: TENNESSEE DEPARTMENT OF TRANSPORTATION

NASHVILLE, TENNESSEE

Prepared by: GEOTECHNOLOGY, INC. MEMPHIS, TENNESSEE

Date: APRIL 27, 2020

Geotechnology Project No.: J036038.02

3312 Winbrook Drive | Memphis, Tennessee 38116 (901) 353-1981 | Fax: (901) 353-2248 | geotechnology.com

April 27, 2020 Mr. Frank Ponzio, P.E. Tennessee Department of Transportation Geotechnical Engineering Section 6601 Centennial Boulevard Nashville, Tennessee 37243-0360 Re: Geophysical Survey

SR-115 Alcoa Highway Knox County, Tennessee

Geotechnology Project No. J036038.02 Dear Mr. Ponzio: Presented herein are the results of our geophysical survey performed at the referenced site. This report includes descriptions of the geophysical method, data collection and processing, and our interpretations. We appreciate the opportunity to work with you on this project. If you have any questions, please contact John Henson at (901) 353-1981. Very truly yours, GEOTECHNOLOGY, INC.

Joel C. Daniel, R.G.* John K. Henson, P.G. Geophysics Project Manager Senior Project Manager * registered in Missouri JCD/DWL/JKH:jcd Copies submitted: Client (email)

Geophysical Survey SR-115 Alcoa Highway | Knox County, Tennessee April 27, 2020 | Geotechnology Project No. J036038.02

i FROM THE GROUND UP

TABLE OF CONTENTS Page 1.0 INTRODUCTION ....................................................................................................... 1 1.1 Project and Site Description ........................................................................... 1 1.2 Scope of Work ............................................................................................... 1 2.0 MASW METHOD ....................................................................................................... 1 3.0 DATA ACQUISITION AND PROCESSING ............................................................... 2 4.0 INTERPRETATION .................................................................................................. 2

APPENDICES Figures .................................................................................................................... A Boring Logs ............................................................................................................. B Limitations of Report ................................................................................................. C

1 FROM THE GROUND UP

GEOPHYSICAL SURVEY SR-115 ALCOA HIGHWAY

KNOX COUNTY, TENNESSEE April 27, 2020 | Geotechnology Project No. J036038.02

1.0 INTRODUCTION 1.1 Project and Site Description The Tennessee Department of Transportation (TDOT) is widening portions of SR-115 Alcoa Highway in Knox County, Tennessee. Part of this effort involves construction of a “greenway” and a retaining wall along the north side of a proposed third lane of southbound SR-115. The site location is shown on Figure 1. According to construction field review plans provided by TDOT, the proposed retaining wall would extend from Station 136+30 to Station 146+00. TDOT requested that Geotechnology perform a geophysical survey to provide depths to bedrock along this portion of SR-115. 1.2 Scope of Work The objective of the geophysical survey was to explore subsurface conditions beneath the existing outside travel lane of southbound SR-115. The scope of work included collecting multi-channel analysis of surface wave (MASW) data along one linear transect located on SR-115, processing and interpreting the datasets, and preparing this report. The location of the geophysical survey line is shown on Figure 2. Limitations that apply to this report are included as Appendix B. 2.0 MASW METHOD

The MASW method is typically used to image velocity variations related to geologic layering, weathered zones and loose soil zones. The method involves shear waves which are recorded and presented in units of feet per second (ft/s). The method can also detect lower velocity materials beneath higher velocity materials, and resolve the thickness of these layers. MASW data are collected using a linear array of 24 geophones to record surface (Rayleigh) wave seismic energy produced by a weight drop impact source. Geophones can be planted into the ground surface, or attached to a land streamer and towed behind a vehicle. For each data collection point, a one-dimensional (1D) shear wave velocity profile is produced by analyzing phase velocities and frequencies of the recorded data. The single-point, 1D profile corresponds to the center of each geophone array. MASW surveying involves moving the geophone array along the survey line and collecting data points at regular intervals to produce multiple 1D shear wave velocity profiles. The individual 1D profiles are compiled together to produce a 2D shear wave velocity profile of subsurface conditions beneath the survey line.

Geophysical Survey SR-115 Alcoa Highway | Knox County, Tennessee April 27, 2020 | Geotechnology Project No. J036038.02.08


3.0 DATA ACQUISITION AND PROCESSING The MASW line was established on SR-115 as shown on Figure 2. MASW data were collected during the evening of April 1, 2020, using a seismic land streamer with 24, 4.5-Hz geophones mounted on a 5-foot spacing. The seismic source was a Propelled Energy Generator with a 40-kg weight drop (PEG-40) striking a steel plate placed on the road surface. The offset between the PEG-40 and the closest geophone was 25 feet. The land streamer was towed with a vehicle along the survey line while data recordings of weight drop impacts were performed at 20-foot intervals. Data were digitally recorded with a Geode seismograph manufactured by Geometrics, Ltd., and saved to a laptop computer for processing. Select positions along the survey line were recorded using a Trimble sub-meter dGPS system. The MASW data were processed and modeled using ParkSEIS software version 3.0 (Park Seismic, LLC) to produce a 2D model of subsurface shear wave velocity variation. The processing sequence included the following: encoding the field geometry, generating dispersion images, extracting dispersion curves, and mathematical inversion of the dispersion curves. One-dimensional shear wave velocity models were generated from the data collected every 20 feet along the survey line. These 1D models were combined within ParkSEIS, along with incorporating ground surface elevations, to produce the 2D model. The data were exported to Surfer Version 16 software to produce the final 2D model of shear wave velocity. Ground surface elevations at 20-foot intervals along the survey line were obtained based on information on construction field plans. 4.0 INTERPRETATION The MASW profile is presented on Figure 3. The geophysical data were interpreted by comparing the MASW data with geotechnical boring data collected within the same travel lane, as provided by TDOT. Our review of the boring data generally indicates the presence of clay-rich soils overlying limestone and some sandstone. The borings indicated several small gravel zones and small voids in bedrock; however, these features are generally too small in thickness to be detected by the MASW survey. In general, two types of materials were interpreted as follows:

• Overburden soils and weathered dolostone. Beneath the roadway asphalt, approximately 3 to 5 feet of “basestone” is present. The pavement section is underlain by clay-rich overburden soils with some small gravel zones. Shear wave velocities are generally 600 ft/s up to approximately 1,400 ft/s. As shown on Figure 3, there appears to be a ledge of weathered dolostone within the overburden soils, that was encountered by Boring B-8 (Sta. 144+00). Other notable features within the overburden soils include what appear to be two weathered sandstone zones (Borings B-4 and B-6), which could be boulders.

Geophysical Survey SR-115 Alcoa Highway | Knox County, Tennessee April 27, 2020 | Geotechnology Project No. J036038.02.08


• Limestone and sandstone bedrock. The boring data indicated sandstone and limestone were encountered in Boring B-3, limestone was encountered in Boring B-4, and sandstone was encountered in Boring B-2. In addition, Borings B-1 and B-7 were reported to have encountered auger refusal on sandstone, and rock coring was not performed at these two locations. Based on the depths at which bedrock was encountered, we have interpreted the top of bedrock to approximately correspond to the 1,400 ft/s shear wave velocity contour. The interpreted top of bedrock is shown on Figure 3. The slight variation of this interpreted interface from the observed depths to bedrock in the borings is not unusual since the MASW profile loses vertical resolution with increasing depth below the ground surface. The more notable deviation is observed at the location of Boring B-4, where the encountered weathered limestone appears to be approximately 8 feet above the interpreted bedrock surface. However, the degree of bedrock weathering could result in this material having a lower shear wave velocity than the more competent bedrock below. In general, the shear wave velocities of the limestone and sandstone bedrock range from approximately 1,400 ft/s for less competent bedrock, up to 2,800 ft/s for more competent bedrock. Two zones of higher weathering appear present in the bedrock from Sta. 135+80 to approximately Sta. 137+30, and at approximately Sta. 142+80. In addition, two possible fracture zones are apparent at approximately Sta. 140+80 and Sta. 145+00.


FROM THE GROUND UP

APPENDIX A - FIGURES

Figure 1 – Site Location and Topography Figure 2 – Aerial Photograph of Site and Geophysical Survey Location

Figure 3 – MASW Line

SITE

4,0002,000

SCALE IN FEET

0

N

NOTES

1. Plan adapted from a 7.5 minute U.S.G.S.

map for Knoxville, Tennessee quadrangle,

last revised in 2019.

Drawn By: WAH

Date: 4-21-20

Ck'd By: JCD

Date: 4-24-20

App'vd By: DWL

Date: 4-24-20

GEOTECHNOLOGY

INC

FROM THE GROUND UP

Geophysical Survey

SR-115, Alcoa Highway

Knox County, Tennessee

SITE LOCATION

AND TOPOGRAPHY

FIGURE 1

Project Number

J036038.02

S

R

-

1

1

5

(

A

L

C

O

A

H

I

G

H

W

A

Y

)

T

E

N

N

E

S

S

E

E

R

I

V

E

R

2001000

SCALE IN FEET

N

Drawn By: WAH

Date: 4-21-20

Ck'd By: JCD

Date: 4-24-20

App'vd By: DWL

Date: 4-24-20

GEOTECHNOLOGY

INC

FROM THE GROUND UP

Geophysical Survey



AERIAL PHOTOGRAPH OF SITE

AND MASW LINE LOCATION

FIGURE 2

Project Number

J036038.02

NOTES

1. Plan adapted from an June 13, 2019 aerial

photograph courtesy of Google Earth.

2. The MASW Line was located in the field

utilizing a sub-meter differential GPS device.

LEGEND

MASW Line

0' = Sta. 135+80

1,020' = Sta. 146+00

A.R.

Weathered

Dolostone

Weathered

Sandstone

Weathered

Limestone

Weathered

Sandstone

Weathered

Limestone

0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 950 1000

DISTANCE (Feet)

750

760

770

780

790

800

810

820

830

840

850

ELE

VA

TIO

N (F

eet)

750

760

770

780

790

800

810

820

830

840

850

ELE

VA

TIO

N (F

eet)

60

0

70

0

80

0

90

0

10

00

11

00

12

00

13

00

14

00

15

00

16

00

17

00

18

00

19

00

20

00

21

00

22

00

23

00

24

00

25

00

26

00

27

00

28

00

Shear Wave Velocity (ft/sec)

LEGEND

Interpreted Zone of Deeper Weathering

Interpreted Zone of Weathered Dolostone

Interpreted Top of Bedrock

Soil boring with termination depth Auger

refusal denoted as A.R.

Overburden Soils, Some

Isolated Weathered Rock

Sandstone and

Limestone Bedrock

More WeatheredLess Weathered

B-11

B-10

B-9

B-8B-7

A.R.

B-6B-5

Possible

Fracture

Zone

B-4

B-3B-2

A.R.

B-1

A.R.

Possible

Fracture

Zone

NORTHEAST

SOUTHWEST

14

6+

00

13

5+

80

14

5+

80

14

4+

80

14

3+

80

14

2+

80

14

1+

80

14

0+

80

13

9+

80

13

8+

80

13

7+

80

13

6+

80

Weathered Sandstone

Drawn By: WAH

Date: 4-21-20

Ck'd By: JCD

Date: 4-24-20

App'vd By: DWL

Date: 4-24-20

GEOTECHNOLOGY

INC

FROM THE GROUND UP

Geophysical Survey



MASW PROFILE

FIGURE 3

Project Number

J036038.02

SCALE IN FEET

Vertical 1" = 40'

Horizontal 1" = 80'

A.R.

JJ05678

Line


FROM THE GROUND UP

APPENDIX B – BORING LOGS

2-4-6(10)

4-4-5(9)

3-5-6(11)

8-8-6(14)

3-3-4(7)

SS1

SS2

SS3

SS4

SS5

5to7.0

7.5to9.5

10to

12.0

15to

17.0

20to

22.0

840.5

834.0

829.0

827.0

826.0

819.5

3.5

10.0

15.0

17.0

18.0

24.5


SILTY CLAY, orangish brown, moist, mediumto stiff, traces of chert

SILTY CLAY, orangish brown, moist, mediumto stiff, traces of chert and limestone

SILTY CLAY, brown, dry, sandy, stiff,limestone fragments




DATE 4/2/20NOTES




WATER LEVEL (ft)

DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

844.0

839.0

834.0

829.0

824.0


MO

IST

UR

EC

ON

TE

NT

(%

)

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ATTERBERGLIMITS

3-5-7(12)

3-5-6(11)

3-4-6(10)

2-3-4(7)

3-3-3(6)

50

SS1

SS2

SS3

SS4

SS5

SS6

5to7.0

7.5to9.5

10to

12.0

15to

17.0

20to

22.0

25to

27.0

840.0

835.5

828.0

825.5

824.0

819.5

814.0

3.0

7.5

15.0

17.5

19.0

23.5

29.0

Asphalt and Basetone

SILTY CLAY, orangish brown, slghtly moist,stiff, chert fragments

SILTY CLAY, reddish brown, moist, stiff, chertfragments




Sandstone


Upon removal of augers, lead auger broke offin the ground. Likely a result of the augerswalking.Top of bedrock most likely near depth23.5'-25'

DATE 4/2/20NOTES




WATER LEVEL (ft)

DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

25.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

843.0

838.0

833.0

828.0

823.0

818.0


MO

IST

UR

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ON

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NT

(%

)

PAGE 1 OF 1B-2



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G L

OG

S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

4-5-6(11)

4-5-6(11)

3-4-6(10)

2-2-2(4)

23-15-8(23)

3-10-18(28)

SS1

SS2

SS3

SS4

SS5

SS6

5to7.0

7.5to9.5

10to

12.0

15to

17.0

20to

22.0

25to

27.0

839.0

827.0

823.5

819.0

816.0

813.0

3.0

15.0

18.5

23.0

26.0

29.0


SILTY CLAY, orangish brown, moist, stiff,chert fragments

SILTY CLAY, reddish brown, very moist, soft


SANDY SILT, brown, wet, limestonefragments

LIMESTONE

Refusal on Limestone

DATE 4/2/20NOTES




WATER LEVEL (ft)

DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

25.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

842.0

837.0

832.0

827.0

822.0

817.0


MO

IST

UR

EC

ON

TE

NT

(%

)

PAGE 1 OF 1B-3



TD

OT

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RIN

G L

OG

V2

- G

INT

ST

D U

S L

AB

.GD

T -

4/2

2/2

0 1

7:22

- E

:\PR

OJE

CT

S\K

NO

X\S

R 1

15 W

ALL

1 G

ES

4714

517

\BO

RIN

G L

OG

S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

2-4-5(9)

2-4-5(9)

4-5-7(12)

6-10-50(60)

95(68)

92(72)

SS1

SS2

SS3

SS4

NQ5

NQ6

5to7.0

7.5to9.5

10to

12.0

15to

17.0

16.5to

20.3

20.3to

25.3

837.5

833.5

831.0

825.2825.0824.5

818.7818.3

816.2815.7

3.5

7.5

10.0

15.816.016.5

22.322.7

24.825.3


CLAY, brown, slightly moist, medium, tracechert

CLAY, orangish brown, moist, medium, tracechert

SILTY CLAY, redish brown, slightly moist,very stiff

SANDY CLAY, brown, soft.soil had an oil smellSANDSTONESANDSTONE, light reddish gray, slightlyweathered, moderately fractured, thicklybedded

AIR FILLED VOIDLIMESTONE, gray with speckles of white,coarse grained, slightly weathered,moderately fractured, thickly beddedCLAY FILLED VOIDBorehole Terminated

DATE 4/1/20NOTES




WATER LEVEL (ft)

DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

25.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

841.0

836.0

831.0

826.0

821.0

816.0


MO

IST

UR

EC

ON

TE

NT

(%

)

PAGE 1 OF 1B-4



TD

OT

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RIN

G L

OG

V2

- G

INT

ST

D U

S L

AB

.GD

T -

4/2

2/2

0 1

7:22

- E

:\PR

OJE

CT

S\K

NO

X\S

R 1

15 W

ALL

1 G

ES

4714

517

\BO

RIN

G L

OG

S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

3-3-6(9)

3-5-6(11)

2-2-3(5)

2-45-43(88)

3-3-5(8)

1-2-3(5)

3-7-9(16)

SS1

SS2

SS3

SS4

SS5

SS6

SS7

5to7.0

7.5to9.5

10to

12.0

15to

17.0

20to

22.0

25to

27.0

30to

32.0

837.5

832.0

825.5

821.0

813.5

809.0

3.5

9.0

15.5

20.0

27.5

32.0


SILTY CLAY, orangish brown, medium,slightly moist, rock fragments

SILTY CLAY, reddish brown, moist, soft tomedium


SANDY SILT, dark brown, very moist, soft

CLAY, brown, slightly moist, very stiff

Borehole Terminated

DATE 4/1/20NOTES




WATER LEVEL (ft)

DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

25.0

30.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

841.0

836.0

831.0

826.0

821.0

816.0

811.0


MO

IST

UR

EC

ON

TE

NT

(%

)

PAGE 1 OF 1B-5



TD

OT

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RIN

G L

OG

V2

- G

INT

ST

D U

S L

AB

.GD

T -

4/2

2/2

0 1

7:22

- E

:\PR

OJE

CT

S\K

NO

X\S

R 1

15 W

ALL

1 G

ES

4714

517

\BO

RIN

G L

OG

S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

3-6-11(17)

7-8-4(12)

4-41-11(52)

50

45(40)

32(32)

0(0)

SS1

SS2

SS3

SS4

NQ5

NQ6

NQ7

5to7.0

10to

12.0

15to

17.0

20to

22.0

21.4to

25.4

25.4to

30.4

30.4to

35.4

837.5

829.0

828.0

825.5

819.6819.4

818.4818.2817.7

813.5

3.5

12.0

13.0

15.5

21.421.6

22.622.823.3

27.5






Auger refusal at 21.4'

CALCAREOUS SANDSTONE, light reddishgray, slightly weathered, moderately fracturedAir filled voidCALCAREOUS SANDSTONE, light reddishgray, slightly weathered, moderately fracturedAir filled voidCALCAREOUS SANDSTONE, light reddishgray, slightly weathered, moderately fracturedCLAY, brown

DATE 3/31/20NOTES



STATION 142+00 ROCK ELEV (ft) NA BOTTOM ELEV (ft) 800.6

WATER LEVEL (ft)


DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

841.0

836.0

831.0

826.0

821.0

816.0

811.0

806.0


MO

IST

UR

EC

ON

TE

NT

(%

)

PAGE 1 OF 2B-6



TD

OT

BO

RIN

G L

OG

V2

- G

INT

ST

D U

S L

AB

.GD

T -

4/2

2/2

0 1

7:22

- E

:\PR

OJE

CT

S\K

NO

X\S

R 1

15 W

ALL

1 G

ES

4714

517

\BO

RIN

G L

OG

S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

0(0)

NQ8

35.4to

40.4

800.640.4

CLAY, brown (continued)

Borehole Terminated

DE

PT

H(f

t)

35.0

40.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

806.0

801.0


MO

IST

UR

EC

ON

TE

NT

(%

)

PAGE 2 OF 2B-6



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OT

BO

RIN

G L

OG

V2

- G

INT

ST

D U

S L

AB

.GD

T -

4/2

2/2

0 1

7:22

- E

:\PR

OJE

CT

S\K

NO

X\S

R 1

15 W

ALL

1 G

ES

4714

517

\BO

RIN

G L

OG

S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

7-6-4(10)

11-8-10(18)

2-2-4(6)

4-6-9(15)

4-7-10(17)

4-6-7(13)

3-6-8(14)

SS1

SS2

SS3

SS4

SS5

SS6

SS7

0.5to2.5

7.5to9.5

10to

12.0

15to

17.0

20to

22.0

25to

27.0

30to

32.0

836.5

835.5

820.5

4.0

5.0

20.0


Boulders and Cobbles.

Attempted to core at 5'. Core barrel wouldnot advance. Upon removal, wood pieceswere noted on the end of the barrel.SILTY CLAY, brown, soft to medium, rockfragments

SS sample at 7.5' and 10': Recovered woodmaterial (possibly railroad tie) with oil andgrease smell


DATE 3/31/20NOTES

OFFSET 43' LT GROUND ELEV (ft) 840.5



WATER LEVEL (ft)


DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

840.5

835.5

830.5

825.5

820.5

815.5

810.5

805.5


MO

IST

UR

EC

ON

TE

NT

(%

)

PAGE 1 OF 2B-7



TD

OT

BO

RIN

G L

OG

V2

- G

INT

ST

D U

S L

AB

.GD

T -

4/2

2/2

0 1

7:22

- E

:\PR

OJE

CT

S\K

NO

X\S

R 1

15 W

ALL

1 G

ES

4714

517

\BO

RIN

G L

OG

S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

50SS8

40to

42.0

800.040.5

SILTY CLAY, brown, moist, stiff (continued)


DE

PT

H(f

t)

35.0

40.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

805.5

800.5


MO

IST

UR

EC

ON

TE

NT

(%

)

PAGE 2 OF 2B-7



TD

OT

BO

RIN

G L

OG

V2

- G

INT

ST

D U

S L

AB

.GD

T -

4/2

2/2

0 1

7:22

- E

:\PR

OJE

CT

S\K

NO

X\S

R 1

15 W

ALL

1 G

ES

4714

517

\BO

RIN

G L

OG

S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

48-23-12(35)

36(22)

10(0)

0(0)

62(34)

SS1

NQ2

NQ3

NQ4

NQ5

2.5to4.5

5to

10.0

10to

15.0

15to

20.0

20to

25.0

836.5

835.0

832.0

830.0829.5

826.0

825.0

821.0

815.2815.0

3.5

5.0

8.0

10.010.5

14.0

15.0

19.0

24.825.0


SILTY CLAY, brown, moistAUger Refusal at 5.0'SANDSTONE BOULDER, light reddish gray

CLAY

SANDSTONE BOULDER, light reddish graySILTY CLAY

DOLOSTONE BOULDER, gray

CLAY

DOLOSTONE, light gray, slightly weathered,highly fractured

clay filled voidBorehole Terminated

DATE 3/31/20NOTES




WATER LEVEL (ft)

DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

25.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

840.0

835.0

830.0

825.0

820.0

815.0


MO

IST

UR

EC

ON

TE

NT

(%

)

PAGE 1 OF 1B-8



TD

OT

BO

RIN

G L

OG

V2

- G

INT

ST

D U

S L

AB

.GD

T -

4/2

2/2

0 1

7:22

- E

:\PR

OJE

CT

S\K

NO

X\S

R 1

15 W

ALL

1 G

ES

4714

517

\BO

RIN

G L

OG

S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

7-7-4(11)

4-4-5(9)

4-6-7(13)

3-4-6(10)

3-5-6(11)

3-3-5(8)

3-3-4(7)

SS1

SS2

SS3

SS4

SS5

SS6

SS7

5to7.0

7.5to9.5

10to

12.0

15to

17.0

20to

22.0

25to

27.0

30to

32.0

836.5

830.0

815.0

808.0

3.5

10.0

25.0

32.0





CLAY, brown, very moist to wet, medium tostiff

DATE 4/1/20NOTES




WATER LEVEL (ft)


DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

840.0

835.0

830.0

825.0

820.0

815.0

810.0

805.0


MO

IST

UR

EC

ON

TE

NT

(%

)

PAGE 1 OF 2B-9



TD

OT

BO

RIN

G L

OG

V2

- G

INT

ST

D U

S L

AB

.GD

T -

4/2

2/2

0 1

7:22

- E

:\PR

OJE

CT

S\K

NO

X\S

R 1

15 W

ALL

1 G

ES

4714

517

\BO

RIN

G L

OG

S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

3-5-7(12)

SS8

35to

37.0803.0

800.0

37.0

40.0

CLAY, brown, very moist to wet, medium tostiff (continued)


Borehole Terminated

DE

PT

H(f

t)

35.0

40.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

805.0

800.0


MO

IST

UR

EC

ON

TE

NT

(%

)

PAGE 2 OF 2B-9



TD

OT

BO

RIN

G L

OG

V2

- G

INT

ST

D U

S L

AB

.GD

T -

4/2

2/2

0 1

7:22

- E

:\PR

OJE

CT

S\K

NO

X\S

R 1

15 W

ALL

1 G

ES

4714

517

\BO

RIN

G L

OG

S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

11-11-12(23)

3-3-2(5)

3-3-5(8)

4-4-6(10)

4-5-6(11)

3-4-6(10)

SS1

SS2

SS3

SS4

SS5

SS6

2.5to4.5

7.5to9.5

15to

17.0

20to

22.0

25to

27.0

30to

32.0

837.0

830.0

810.0

3.0

10.0

30.0


SANDY CLAY, brown, moist


CLAY, brown, wet, medium to stiff

DATE 3/31/20NOTES




WATER LEVEL (ft)


DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

840.0

835.0

830.0

825.0

820.0

815.0

810.0

805.0


MO

IST

UR

EC

ON

TE

NT

(%

)

PAGE 1 OF 2B-10



TD

OT

BO

RIN

G L

OG

V2

- G

INT

ST

D U

S L

AB

.GD

T -

4/2

2/2

0 1

7:22

- E

:\PR

OJE

CT

S\K

NO

X\S

R 1

15 W

ALL

1 G

ES

4714

517

\BO

RIN

G L

OG

S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

3-4-5(9)

SS7

35to

37.0

800.040.0

CLAY, brown, wet, medium to stiff(continued)

Borehole Terminated

DE

PT

H(f

t)

35.0

40.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

805.0

800.0


MO

IST

UR

EC

ON

TE

NT

(%

)

PAGE 2 OF 2B-10



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OT

BO

RIN

G L

OG

V2

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ST

D U

S L

AB

.GD

T -

4/2

2/2

0 1

7:22

- E

:\PR

OJE

CT

S\K

NO

X\S

R 1

15 W

ALL

1 G

ES

4714

517

\BO

RIN

G L

OG

S\B

OR

ING

LOG

S.G

PJ

ATTERBERGLIMITS

25-7-4(11)

3-3-4(7)

3-3-4(7)

3-3-4(7)

3-5-8(13)

3-5-6(11)

4-5-8(13)

SS1

SS2

SS3

SS4

SS5

SS6

SS7

5to7.0

7.5to9.5

10to

12.0

15to

17.0

20to

22.0

25to

27.0

30to

32.0

835.0

820.0

805.0

5.0

20.0

35.0

Asphalt and Basetone Gravel


SILTY CLAY, brown, slightly moist, stiff

DATE 4/1/20NOTES




WATER LEVEL (ft)


DE

PT

H(f

t)

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

840.0

835.0

830.0

825.0

820.0

815.0

810.0

805.0


MO

IST

UR

EC

ON

TE

NT

(%

)

PAGE 1 OF 2B-11



TD

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G L

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- G

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S\K

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15 W

ALL

1 G

ES

4714

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ATTERBERGLIMITS

3-4-4(8)

SS8

35to

37.0803.037.0

SANDY SILT, light brown, wet, medium

Borehole Terminated

DE

PT

H(f

t)

35.0 PLA

ST

ICIT

YIN

DE

X

PLA

ST

ICLI

MIT

BLO

WC

OU

NT

S(N

VA

LUE

)

RE

CO

VE

RY

%(R

QD

)

SA

MP

LE T

YP

EN

UM

BE

R

SA

MP

LE D

EP

TH

LIQ

UID

LIM

IT

CLA

SS

IFIC

AT

ION

GR

AP

HIC

LOG

ELE

VA

TIO

N(f

t)

805.0


MO

IST

UR

EC

ON

TE

NT

(%

)

PAGE 2 OF 2B-11



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S\K

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ATTERBERGLIMITS


FROM THE GROUND UP

APPENDIX C – LIMITATIONS OF REPORT

GEOPHYSICAL SERVICES LIMITATIONS OF REPORT

1. This report was prepared for the exclusive use of the owner, architect, and engineer for

evaluating the project as it relates to the technical aspects discussed herein. It can be made available to prospective contractors for information on factual data only and not as a warranty of subsurface conditions included in this report. Unless other contractual agreements were made, the services described in this report were carried out in accordance with the Terms for Geotechnology's Services that were attached to the proposal.

2. Geotechnology endeavored to perform the survey in accordance with generally accepted

practices of other consultants undertaking similar studies at the same time and in the same geographical area. The findings and conclusions stated herein must be considered not as scientific certainties, but rather as professional opinions concerning the significance of the limited data gathered during the course of the survey. No warranty, express or implied, is made.

3. The geophysical analyses and conclusions contained in this report are based on the site

conditions, project layout, grid size, geophysical data, and interpretive procedures described herein and are for preliminary planning purposes only. Geotechnology can make no interpretation as to the presence of underground features at locations beyond the survey lines.

4. Geophysical exploration methods are non-intrusive, indirect, and potentially influenced by a

variety of natural or man-made conditions. The potential for interpreting the presence or absence of underground objects or voids is based on the recorded data as limited by site conditions and inherent resolution of the method used. While Geotechnology endeavors to provide likely geophysical interpretations based on the data available, interpretations of geophysical data are non-unique and may not represent actual conditions; hence, there will always be the potential of not observing a surface object or void or interpreting the presence of a subsurface object or void where one does not exist.

GEOTECHNICAL ENGINEERING - Tennessee

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