Earthwork Manual I.pdf

MANUAL OF PROCEDURES FOR

E A R T H W O R K C O N S T R U C T I O N VOLUME I JANUARY 1998

An Equal Opportunity Employer

VOLUME I

FOREWORD The purpose of this manual is to provide construction

The entire Earthwork manual is not part of the con-

personnel with information necessary to control the

tract with the Contractor. The information contained in

work so that the earthwork items of highway construc-

the manual does not replace, supersede or modify any

tion will be performed in accordance with requirements

specification, plan or proposal provision of the contract.

of the contract. This manual is available to construc-

But the field testing portion of the manual is part of the

tion personnel as a source of ready reference, and it is

contract in accordance with 203.02.

the duty of field personnel to become familiar with the contents. Included is condensed background information on soil properties, soil identification and classification, and laboratory test for soil. It is intended that this background information will help construction personnel un-

In the interest of brevity, some detailed information which is available elsewhere is not included in this manual. This manual should not be considered a complete textbook on soils, engineering or earthwork. This manual is divided into two volumes. Both are to be used for Earthwork Construction.

derstand soil terms used in the specifications and in these detailed instructions.

i

STATE OF OHIO DEPARTMENT OF TRANSPORTATION

INTRODUCTION

Earthwork consists of roadway excavations (cuts) and

project. Consider, for example, a highway project where

roadway embankments (fills) for highways and

95 percent of the earthwork was performed in accor-

associated items of work. Earthwork includes all types type s of

dance with the specifications. But 5 percent was

materials excavated and placed in embankment,

nonspecification and low stability material which oc-

including soil, granular material, rock, shale, and

curred in many small areas distributed throughout the

random material. Associated items of work considered

project. Pavement roughness and distress developed in

to be in the broad range of earthwork include clearing

these areas during service under traffic loading. Such a

and grubbing, removal of trees and stumps, scalping,

project probably would be evaluated by the traveling

removal of structures and obstructions, channel

public as a “rough job” or a “poorly constructed”

excavation, preparation of foundations for embankment,

project. No notice or credit would be given to the 95

disposal of excavated material, borrow, preparation of

percent of the work which was constructed properly.

subgrade, proof rolling, subbase, and temporary water

The entire project might be discredited and considered poor

pollution, soil erosion and siltation control. If pavement

because of a relative small proportion of poor earthwork

is to remain smooth and stable during years of service

construction.

under traffic, the earthwork on which it is built must be

The foregoing assumed example is intended to il-

stable and must furnish uniform support. Where

lustrate the need for consistent compliance with

roughness, settlements and other distress develop in

earthwork specifications in all areas, both large and

pavement during service under traffic, the cause often is

small, throughout the length of the project, and through-

a deficiency in the stability of earthwork which supports

out the time from the beginning to the end of earthwork

the pavement.

construction.

Uniformity of earthwork is necessary and important to obtain high stability and long term performance at all locations throughout the length and width of the


ii

METRICATION

This version of the manual has been converted to metric units. All tables, forms, graphs, curves and tests are in dull units. The metric units are first and the English units are in parenthesis, i.e., metric (English). All forms ending with

yd³ x 0.76455 = m³

volume

a M are metric. (For example, C-88M is the metric compaction form and C-88 is the English form.) Weight measurements can be measured to the nearest 0.1 of a kilogram. Normally rounded to nearest whole kilogram on the compaction forms. For higher accuracy record to nearest 0.1 of a kilogram. The following are some of the conversions used in this manual. psi x 6.89476 = kPa pressure in² x 645.2 = mm²

Area

rounded

lbs x 0.4536 = kg

Weight

rounded

lbs x 4.44822 = N

Force

rounded

lbs x 453 453.6 .6 = gra gram ms

Weigh eightt

ft x 0.3048 = m

Length

ft² x (0.3048)² = m²

A re a

iii

psi x 0.00689476 = MPa pressure


VOLUME I TABLE OF CONTENTS Section Page

Old Section*

Forward ................ ........................ ................ ................ ................ ................ ................ ................ ................ ................ ................ .............. ...... i ................ ........................ ........ 1

........................ ................ ................ ................. ................. ................ ................ ................ ................ .............. ...... ii ................. ........................ ....... 2 Introduction ................ ......................... ................ ................ ................ ................ ................. ................. ................ ................ ............. ..... iii ........ Metrication .................

Chapter 1.0 Index ................ ........................ ................ ................ ................ ............... ............... ................ ................ ........... ... 1-1 ............... ................... .... new 1 .0

........................ ................ ................ ................ ................. ................. ............ .... 1-3 ................ ........................ ........ 3 General So Soils In Information ................ 1.1 Soil and and Soil Properti Properties es ................ ........................ ................ ................ ................ ................ ................. ............ ... 1-3 ................ ........................ ........ 3 1.2 Classificati Classification on of Soils Soils and Soil-Aggr Soil-Aggregate egate Mixtures Mixtures ................. ...................... ..... 1-10 ................. ........................ ....... 4 1.3 Crude Soil Identifica Identification tion Techniqu Techniques es Used in the Field ................ .................. .. 1-15 ................ ................... ... new 1.4 Engineering Engineering Properties Properties of Soils ................ ........................ ................ ................ ................ ............... ....... 1-16 ................ ................... ... new

........................ ................ ................ ................ ................ ................ ................ ................ .......... .. 2-1 ................ ................... ... new Chapter 2.0 Index ................ 2.0 2.0

Gene Ge nera rall Ear Earth thw work ork Con Consstruc tructi tion on ................ ........................ ................ ................ ................ ................ ........ 2-3 ........

2.1 Removal of Trees and Stumps ................ ........................ ................ ................ ................. ................. .......... .. 2-3 ................ ........................ ........ 6 2.2 Temporary Water Pollution, Soil Erosion and Siltation Siltation Control Control ................ ........................ ................. ................. ................ ................ ................. ................. .......... .. 2-5 ................. ....................... ........ 9 2.3 Borrow and Waste Waste Areas ................. ......................... ................. ................. ................ ................. ............... ...... 2-10 ................ ...................... ...... 15 2.4 Elasticit Elasticity y and Deformati Deformation on of Soils.................... Soils............................ ................ ................ ............. ..... 2-13 ................ ................... ... 11.3 2.5 Foundatio Foundation n for Embankmen Embankments ts........ ................ ................ ................ ................. ................. ................ .......... 2-15 ................ ........................ ........ 7 2.6 Proof Rolling Subgrade ................ ........................ ................ ................ ................ ................ ................ ........... ... 2-17 ................ ...................... ...... 13 2.7 Drainage Drainage ................ ......................... ................. ................ ................ ................ ................ ................. ................. ................ .......... 2-21 ................ ...................... ...... 10


iv

Manual of Procedures for Earthwork Construction - VOLUME I Section Page

Old Section*

....................... ............... ................ ................ ................ ................ ................ ................ ........... ... 3-1 ................ ................... ... new Chapter 3.0 Index ................ 3.0 3.0

........................ ................ ................. ................. ................ ............. ..... 3-2 ................ ................ 11, 20 Moi Moistur sturee Contr ontrol ol and and Tes Testing ting ................ 3.1 Moisture Moisture Control of Soil Embankments Embankments During During Construction Construction .......... .......... 3-2 ................ ................... ... 11.2 3.2 Tests for Moisture Moisture ................ ........................ ................. ................. ................ ................ ................ ................ ............. ..... 3-2 ................. ...................... ..... 20 3.3 Nuclear Nuclear Gauge Test for Moisture Moisture ................ ........................ ................ ................ ................ .............. ...... 3-3 ................ ................... ... 20.8 3.4 Oven-Dryi Oven-Drying ng Method Method ............... ........................ ................. ................ ................ ................ ................ ................ .......... 3-5 ................ ................... ... 20.2 3.5 Open-Pan Open-Pan Drying Drying Method Method ................ ........................ ................ ................ ................ ................ ................ .......... .. 3-6 ................ ................... ... 20.4 3.6 Alcohol-Bu Alcohol-Burnin rning g Drying Drying Method Method ................ ........................ ................ ................ ................ .............. ...... 3-6 ................ ................... ... 20.5 3.7 Gasoline-B Gasoline-Burnin urning g Drying Drying Method Method ................ ........................ ................ ................ ................. ............. .... 3-7 ................. ................... .. 20.6 3.8 MoistureMoisture-Dens Density ity Curve Method Method ................ ........................ ................ ................ ................ ............... ....... 3-7 ............... ................... .... 20.3

....................... ............... ................ ................ ................ ................ ................ ................ ........... ... 4-1 ................ ................... ... new Chapter 4.0 Index ................ 4 .0

Compaction of So Soils ................ ........................ ................ ................ ................ ................ ................ ................ ............... ....... 4-2 ........

4.1 Compactio Compaction n ................ ........................ ................ ................ ................. ................. ................ ................ ................ ............... ....... 4-2 ................ ...................... ...... 14 4.2 MoistureMoisture-Dens Density ity Relations Relationship hip ................. ......................... ................ ................ ................ ................ .......... 4-3 ................ ................... ... 3.13 4.3 Variations Variations of the Moisture-De Moisture-Densit nsity y Relations Relationship hip ................ ........................ .............. ...... 4-5 ................ ................... ... new 4.4 Test for Moisture-Density Relations and Penetration Resistance Resistance of Soils Soils ................ ........................ ................ ................. ................. ................ ................ .................4-7 .........4-7 ................ ...................... ...... 21 4.5 Using the Ohio Typical Typical Curves ................ ........................ ................ ................ ................ ................ .......... 4-9 ................ ................... ... 21.4

....................... ............... ................ ................ ................ ................ ................ ................ ........... ... 5-1 ................ ................... ... new Chapter 5.0 Index ................ 5.0 5.0

Compact action Testing of of Soi Soills ................ ........................ ................. ................. ................ ................ ................ ........ 5-2 ................. ...................... ..... 23

5.1 Equipmen Equipmentt ................ ........................ ................ ................ ................ ................ ................ ................ ................ ................ .......... .. 5-2 ................ ................... ... 23.2 5.2 Preparation Preparation of Test Site ................ ........................ ................ ................. ................. ................ ................ ............ .... 5-2 ............... ................... .... 23.3

....................... ................ ................ ................ ................ ................ ................ ................ ........... ... 6-1 ................ ................... ... new Chapter 6.0 Index ............... 6.0

Comp Compact actio ion n Test Testin ing g of of Soi Soill Usi Using ng a Nuc Nucle lear ar Gauge Gauge ................ ........................ ........... ... 6-2 ............. ............. 23.4.3.1 23.4.3.1

6.1 Density Density Test ................ ........................ ................ ................. ................. ................ ................. ................. ................ ............. ..... 6-3 ............. ............. 23.4.3.1 23.4.3.1 6.2 Selecting Selecting a Typical Typical Curve Curve Using the Nuclear Nuclear Gauge Gauge Results Results ........... ........... 6-5 ................ ................ 23.6.3 23.6.3

v


Table of Contents - Volume I and Volume II

VOLUME II TABLE OF CONTENTS Section Page

Old Section*

Chapter 7.0 Index ................ ........................ ................ ................ ................ ............... ............... ................ ................ ........... ... 7-1 ............... ................... .... new 7.0 7.0

Comp Compact actio ion n Tes Testi ting ng of of Soi Soill Usi Using ng the the Sand Sand Cone Cone Meth Method od ................ ................ 7-2 ................ ................ 23.4.1 23.4.1

7.1 Procedure Procedure Using Using the the Sand-Con Sand-Conee Method Method ................. ......................... ................ ................ ........ 7-2 ................ ................ 23.4.1 23.4.1 7.2 One Point Proctor Proctor Test ................. ......................... ................ ................ ................ ................ ................ ............. ..... 7-4 ................ ................... ... 23.5 7.3 Penetratio Penetration n Resistance Resistance Determination Determination ................. ......................... ................ ................ ............. ..... 7-5 ................ ................ 23.5.1 23.5.1 7.4 Selection Selection of Moisture-D Moisture-Densi ensity ty Curve ................ ........................ ................ ................ ............... ....... 7-6 ............... ................... .... 23.6 7.5 Calculatio Calculation n of Compactio Compaction n ................. ......................... ................ ................ ................ ................ ............ .... 7-10 ................ ................... ... 23.7 7.6 Check for for Specificat Specification ion Compacti Compaction on Requirem Requirements ents ................ ...................... ...... 7-11 ................ .................. 23.11 7.7 Check for Specificati Specification on Moisture Moisture Requirements............ Requirements.................... ................ ........ 7-12 ................ .................. 23.12 7.8 Check Using Using Zero Air Voids Voids Formula Formula ............... ........................ ................. ................ ............ .... 7-13 ................ ................... ... 23.9 7.9 Check Using Zero Air Air Voids Voids Curve Curve ................ ........................ ................ ................ ............... ....... 7-14 ................. ................. 23.10 7.10 Precautions Precautions to Prevent Prevent Errors Errors ................ ........................ ................. ................. ................ ............... ....... 7-15 ................ ................... ... 23.8

........................ ................ ................ ................ ............... ............... ................ ................ ........... ... 8-1 ............... ................... .... new Chapter 8.0 Index ................ 8.0 8.0

Comp Compact actio ion n Test Testin ing g of Soi Soill Usin Using g the the Cyli Cylind nder er Den Densi sity ty Tes Testt ............ ............ 8-2 ................ ................ 23.4.4 23.4.4

8.1 Descripti Description on ................. ......................... ................. ................. ................ ................ ................. ................. ................ .............. ...... 8-2 ............. ............. 23.4.4.1 23.4.4.1 8.2 Condition Condition of Use ................ ........................ ................ ................ ................. ................. ................ ................ ............... ....... 8-2 ............. ............. 23.4.4.2 23.4.4.2 8.3 Equipmen Equipmentt ................ ........................ ................ ................ ................ ................ ................ ................ ................ ................ .......... .. 8-2 ............. ............. 23.4.4.3 23.4.4.3 8.4 Determini Determining ng Wet Density Density ............... ........................ ................. ................ ................ ................ ................ .......... .. 8-3 ............. ............. 23.4.4.4 23.4.4.4 8.5 Determining Determining Percent Compaction Compaction Procedure Procedure ................ ......................... ................. ........... ... 8-5 ............. ............. 23.4.4.5 23.4.4.5 8.6 Procedure for Multiple Multiple Density Tests ................ ........................ ................ ................ ................ ........ 8-5 ............. ............. 23.4.4.7 23.4.4.7


vi

Manual of Procedures for Earthwork Construction - VOLUME I Section Page

Old Section*

Chapter 9.0 Index ................ ....................... ............... ................ ................ ................ ................ ................ ................ ........... ... 9-1 ................ ................... ... new 9.0 9.0

Comp Compac acti tion on Tes Testi ting ng for for Gra Granu nula larr Mat Mater eria ials ls ................. ......................... ................ ............. ..... 9-2 ................ ...................... ...... 24

9.1 General General Explanati Explanation on ................ ........................ ................ ................ ................ ................ ................ ................ .......... .. 9-2 ................. ................... .. 24.1 9.2 Equipmen Equipmentt for Compactio Compaction n Testing............. Testing..................... ................ ................ ................ .............. ...... 9-3 ................. ................... .. 24.2 9.3 Granular Granular MoistureMoisture-Densi Density ty Curve Determination Determination ................. .......................... ............ ... 9-4 ................. ...................... ..... 22 9.4 Density Determination of Granular Material Using a Troxler Troxler Nuclear Nuclear Gauge on Form Form C-135 B-M B-M (C-135B) (C-135B) ................ ................ 9-6 ................. ................... .. new 9.5 Density Determination of Granular Material Using Using the Sand-Cone Sand-Cone on Form Form C-90M (C-90) (C-90) ................ ........................ .............. ...... 9-7 ................ ................ 24.3.1 24.3.1 9.6 Compaction Control Using the Test Section Method for Granular Granular Materials Materials,, Subbases and and Aggregate Aggregate Bases ................. ...................... ..... 9-9 ................. ...................... ..... 17

....................... ................ ................ ................ ................ ................ ................ ............... ....... 10-1 ................ ................... ... new Chapter 10.0 Index ............... 10.0

Earthwo Earthwork rk Inspec Inspectio tions, ns, Tests, Tests, Report Reports, s, Control Controls, s, and Calculations ................ ........................ ................ ................ ................. ................. ................ ................ ................ ............. ..... 10-2 .............. .............. 5, 8, 18

10.1 Inspection Inspection and Tests Tests ................ ........................ ................ ................ ................. ................. ................ .............. ...... 10-2 ................ ........................ ........ 5 10.2 Construction Construction Controls Controls and Final Earthwork Earthwork Reports.................... Reports...................... 10-3 ................ ........................ ........ 3 10.3 Earthwork Earthwork Quantity Quantity Calculatio Calculations ns ................ ........................ ................ ................ ................ .......... .. 10-6 ................ ...................... ...... 18 10.4 Check List for Earthwork Earthwork Calculations Calculations ................ ........................ ................ ................ .......... 10-8 ................ ...................... ...... 19

1 1. 0

Documentation .................... ....................... ....................... ................... 11-1

1 2 .0

Blank Forms ...................... ...................... ..................... ...................... .. 12-1

vii


Table of Contents - Volume I and Volume II List of Figures Figure Page

Old Section*

1-1 1-1 1-2 1-2 1-3 1-3

Waterr Effe Wate Effect ctss on Soil Soilss ..... ........ ..... ..... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ..... 1-9 1-9 ..... ....... ..... ...... ...... ..... new new Clas Classi sifi fica cati tion on of Soils Soils ..... ........ ..... ..... ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ... 1-13 1-13 ..... ........ ..... ..... ...... ......4...4-1 1 Grap Graphi hica call Dete Determ rmin inat atio ion n of Grou Group p Inde Index x ..... ........ ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... ..... .. 1-14 1-14 ..... ....... ..... ...... ..... ..... ....4-2 .4-2

2-1 2-1 2-2 2-2

Swam Swamp p Trea Treatm tmen entt ..... ....... ..... ...... ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ..... 2-16 2-16 ...... ......... ..... ..... ...... .....7-1 ..7-1 Load Load and and Tire Tire Pres Pressu sure ress for for Proo Prooff Roll Rollin ing g ..... ........ ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ... 2-20 2-20 ...... ........ ..... ...... ......13 ...13-1 -1

3-1M 3-1M 3-1 3-1

C-88 C-88M M Repo Report rt on Compa Compact ctio ion n ..... ........ ..... ..... ...... ...... ..... ..... ...... ...... ..... ..... ...... ...... ..... ..... ...... ...... ..... ..... ...... ...... ..... .... 3-8 3-8 ...... ........ ..... ...... ...... ... new new C-88 C-88 Repo Report rt on Comp Compac acti tion on ...... ......... ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ...... ..... ..... ...... ..... .... .. 3-9 3-9 ..... ....... ..... ...... ...... ....20.20-1 1

4-1 4-1 4-2 4-2 4-3 4-3 4-4 4-4 4-5M 4-5M 4-5 4-5 4-6 4-6 4-7M 4-7M 4-7 4-7

Effe Effect ctss of Comp Compac acti tion on on Soil Soilss ..... ....... ..... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ..... ..... ..... .. 4-10 4-10 ..... ........ ..... ..... ...... ..... new new Temp Temper erat atur uree Effe Effect ctss on Soil Soil ..... ........ ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ..... 4-11 4-11 ..... ........ ...... ..... ..... ..... new new Coar Coarse se Aggr Aggreg egat atee Effe Effect ctss on Soil Soilss ..... ........ ...... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ..... 4-12 4-12 ..... ........ ..... ..... ...... ..... new new Work Work Shee Sheett for for a Mois Moistu ture re-D -Den ensi sity ty Test.... Test...... ..... ...... ..... ..... ...... ...... ..... ..... ...... ...... ..... ..... ...... ...... ..... .... .. 4-13 4-13 ..... ........ ...... ...... ......21 ...21-1 -1 Mois Moistu ture re-D -Den ensi sity ty and Pene Penetr trat atio ion n Resi Resist stan ance ce Curves... Curves...... ..... ..... ...... ...... ...... ...... ..... ..... ..... 4-14 4-14 ..... ........ ...... ...... ......21 ...21-2 -2 Mois Moistu ture re-D -Den ensi sity ty and and Pene Penetr trat atio ion n Resi Resist stan ance ce Curv Curves... es...... ...... ...... ..... ..... ...... ...... ...... ..... .... 4-15 4-15 ..... ........ ...... ...... ..... ...21-2 .21-2 Loos Loosee and Comp Compac acte ted d Lift Liftss for the the Proc Procto torr Test Test .... ...... .... .... .... .... .... .... .... .... .... .... .... .... .... .... .... .... 4-16... 4-16..... .... .... .... .... .... .... .. new new Ohio Ohio Typi Typica call Dens Densit ity y Curv Curvee ..... ........ ...... ...... ...... ..... ..... ...... ...... ...... ..... ..... ...... ...... ..... ..... ...... ...... ...... ..... ..... ...... ...... ..... 4-17 4-17 ...... ......... ..... ..... ...... ... new new Ohio Ohio Typi Typica call Dens Densit ity y Curv Curvee ..... ........ ..... ..... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ..... 4-18 4-18 ...... ........ ..... ...... ..... .... new new

6-1 6-1 6-2 6-2 6-3 6-3 6-4 6-4 6-5 6-5 6-6M

Nucl Nuclea earr Gaug Gaugee Dire Direct ct and and Back Backsc scat atte terr Posi Positi tion.... on....... ..... ..... ...... ...... ..... ..... ...... ...... ..... ..... ...... ...... ... 6-6 6-6 ..... ....... ..... ...... ...... ..... new new Nucl Nuclea earr Gauge Gauge at the the Stan Standa dard rd Coun Countt Posit Positio ion n .... ...... .... .... .... .... .... .... .... .... .... .... .... .... .... .... .... .... .... .... 6-7 6-7 .... ...... .... .... .... .... .... .... new new 3440 3440 Keyp Keypad ad Layo Layout.... ut....... ..... ..... ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ... 6-8 6-8 ..... ....... ..... ...... ..... .... .. new new Scap Scaper er Plat Platee Tool Toolss and and Use Use ...... ......... ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ... 6-9 6-9 ..... ........ ...... ..... ..... ..... new new Posi Positi tion onss of the the Nucl Nuclea earr Gaug Gaugee ..... ....... ..... ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ...... ..... .... .. 6-10 6-10 ..... ........ ...... ..... ..... ..... new new Example of of CC-135 BB-M Nu Nuclear Ga Gauge Compactio Compaction n Form ................ ........................ ................ ................. ................. ................ ................ ................ ............... ....... 6-11 ................ .................. new Example of C-135 B Nuclear Gauge Compactio Compaction n Form ................ ........................ ................ ................. ................. ................ ................ ................ ............... ....... 6-12 ................ .................. new

6-6

7-1M 7-1M 7-1 7-1 7-2M 7-2 7-2 7-3 7-3 7-4M 7-4M 7-4 7-4 7-5 7-5M 7-5 7-6 7-6 7-7M 7-7M 7-7 7-7

C-88 C-88M M Exam Exampl plee of of San Sandd-Co Cone ne Test Test Usin Using g Dryi Drying ng Meth Method od ..... ........ ...... ...... ...... ..... .. 7-16 7-16 ..... ........ ...... ...... ...... ... new new C-88 C-88 Exam Exampl plee of of Sand Sand-C -Con onee Test Test Usin Using g Dry Dryin ing g Met Metho hod d .... ...... .... .... .... .... .... .... .... .... .... 7-17... 7-17..... .... .... .... .... .... .... .. new new C-88M Example of Sa Sand-Cone Te Test Us Using Penetratio Penetration n Resistance Resistance ................. ......................... ................ ................. ................. ................. ................. .............. ...... 7-18 ................ .................. 23-1 C-88 C-88 Exa Examp mple le of of Sand Sand Con Conee Test Test Usi Using ng Pen Penet etra rati tion on Res Resis ista tanc nce... e..... .... .... .... .... 7-19... 7-19..... .... .... .... .... .... ....23 ..23-1 -1 Circ Circul ular ar Slide Slide Rule.... Rule....... ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ... 7-20 7-20 ...... ........ ..... ...... ....23.23-10 10 Plotte Plotted d Ohio Ohio Typica Typicall Densit Density y Curves Curves ....... .......... ....... ....... ....... ........ ....... ....... ....... ....... ....... ....... ....... ....... ...... 7-21 7-21 ........ ............ ........ ...... 23-9 23-9 Plot Plotte ted d Ohio Ohio Typi Typica call Dens Densit ity y Curv Curves es ..... ........ ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ... 7-22 7-22 ..... ........ ...... ..... ..... ....23-9 .23-9 C-88 C-88M M Ex Exampl amplee of of San Sand d Co Cone Test est wi with More ore tha than n 10% passing passing 19 mm (3/4") (3/4") Sieve ................ ........................ ................ ................ ................ ................ ........ 7-23 ............... ................. .. new C-88 Example of Sand Cone Test with More than 10% passing passing 19 mm (3/4") (3/4") Sieve ................ ........................ ................ ................ ................ ................ ........ 7-24 ............... ................. .. new Sand Sand Cone Cone Appa Appara ratu tus.... s....... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ..... .... .. 7-25 7-25 ..... ........ ...... ...... ..... ...23-2 .23-2 Zero Zero Air Voids Voids Curve Curve ....... ........... ....... ....... ........ ....... ....... ........ ....... ....... ........ ....... ....... ....... ....... ........ ....... ....... ........ ....... ..... .. 7-26 7-26 ........ ............ .......23-1 ...23-12 2 Zero Zero Air Air Voi Voids ds Curv Curvee ..... ........ ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... ...... ..... .. 7-27 7-27 ...... ......... ..... ..... ....23-1 .23-12 2


viii

Manual of Procedures for Earthwork Construction - VOLUME I List of Figures (continued) Figure Page 8-1 8-1 8-2M -2M 8-2

9-1M 9-1M 9-1 9-1 9-2M -2M 9-2 9-3M 9-3M 9-3 9-3

10-1M 10-1M 10-1 10-1 10-2M 10-2M 10-2 10-2 10-3 10-3 10-4 10-4

ix

Old Section*

Cyli Cylind nder er Dens Densit ity y Appar Apparat atus... us..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... .....8-6 ..8-6 ...... ........ ..... ...... ..... ....23..23-7 7 Exam xample ple of C-8 C-89M Comp Compac acti tion on Test Test Usin Using g the Cylinder Cylinder Density Density Method Method ................ ........................ ................. ................. ................ ................ ................. ............ ...8-7 8-7 ................. ................... 23-8 Example of C-89 Compaction Test Using the Cylinder Cylinder Density Density Method Method ............... ........................ ................. ................ ................ ................ ................. ............ ... 8-8 ................ .................. .. 23-8 Mois Moistu ture re-D -Den ensi sity ty Curve Curve for for Gran Granul ular ar Mate Materi rial al ..... ........ ...... ...... ..... ..... ...... ...... ..... ..... ...... ...... .....9-1 ..9-12 2 ..... ........ ..... ..... ...... .....22..22-2 2 Mois Moistu ture re-D -Den ensi sity ty Curv Curvee for for Gran Granul ular ar Mate Materi rial al ..... ....... ..... ...... ...... ..... ..... ...... ..... ..... ...... ..... ..... ....9-13 .9-13 ..... ....... ..... ...... ...... .....22..22-2 2 Exam xample ple of of C-9 C-90M 0M Densi ensity ty Dete Determ rmiinati nation on Using sing the Sand Cone Method Method ................ ........................ ................. ................. ................ ................ ................. ...............9-14 ......9-14 ................ .................. .. 22-1 Example of C-90 Density Determination Using the Sand Cone Method Method ................ ........................ ................. ................. ................ ................ ................. .............. ..... 9-15 ................ .................. .. 22-1 Exam Exampl plee of of C-1 C-135 35BB-M M Nuc Nucle lear ar Gaug Gaugee Com Compa pact ctio ion n For Form m ...... ........ ..... ...... ...... ..... .... 9-16 9-16 ..... ........ ...... ..... ..... ..... .. new new Exam Exampl plee of C-1 C-135 35B B Nucl Nuclea earr Gaug Gaugee Comp Compac acti tion on For Form m .... ...... .... .... .... .... .... .... .... .... .... ...9-1 .9-17 7 .... ...... .... .... .... .... .... .... .. new new

End Area Area Dete Determi rminat nation ion (Metho (Method d 1) ........ ............ ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ ...... .. 10-9 10-9 ........ ............ ........ ......18-1 ..18-1 End End Area Area Deter Determi mina nati tion on (Met (Metho hod d 1) ...... ........ ..... ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... ..... ..... ...... ..... .....10 ...10-9 -9 ...... ........ ..... ...... ..... ....18..18-1 1 End Area Area Dete Determi rminat nation ion (Metho (Method d 2) 2) ........ ............ ........ ........ ........ ....... ....... ........ ........ ....... ....... ........ ......10-10 ..10-10 ........ ............ ........ ......18-2 ..18-2 End End Area Area Deter Determi mina nati tion on (Met (Metho hod d 2) ..... ....... ..... ...... ...... ..... ..... ...... ...... ..... ..... ...... ..... ..... ...... ...... ..... ..... ....10-1 .10-10 0 ..... ........ ...... ...... ..... ....18..18-2 2 Cubi Cubicc Yard Yardss for for the the Sum Sum of of End End Area Areass ..... ....... ..... ...... ..... ..... ...... ...... ..... ..... ...... ...... ..... ..... ...... ..... .....10 ...10-1 -11 1 ..... ........ ...... ..... ..... .....18..18-3 3 Exam Exampl plee of of Pro Proce cedu dure ress for for Dete Determ rmin inin inig ig Corr Correc ecte ted d Arc Arc Leng Length thss Between Between Centroids Centroids ................ ........................ ................ ................ ................. ................. ................ ................ ...........10-12 ...10-12 ................. ................... 18-4


INDEX Chapter 1.0 General Soils Information

Section/Figure Page

Old Section

1.1 Soil Soil and Soil Soil Prope Properti rties es ................ ........................ ................ ................ ................. ................. ................ ................ ................ ............. ..... 1-3 ................ ........................ ........ 3

Soil..................... Soil.............................. ................. ................ ................ ................ ................ ................. ................. ................ ................ ................ ........... ... 1-3 ............... ..................... ...... 3.1 Soil Sizes ................. ......................... ................ ................ ................ ................ ................. ................. ................ ................ ................ .............. ...... 1-3 ................. ..................... .... 3.2 Texture exture ................ ........................ ................. ................. ................ ................. ................. ................ ................. ................. ................ ................. ......... 1-4 ................. ..................... .... 3.3 Soil Component Componentss ................ ........................ ................ ................ ................ ................ ................. ................. ................ ................ ........... ... 1-4 ................. ................... 3.3.1 Major Component Componentss ................ ........................ ................ ................ ................ ................ ................. ................. ................ ................ ........ 1-4 ................ .................. .. 3.3.1 Secondary Secondary Components Components ................ ........................ ................ ................. ................. ................ ................ ................ ................ .......... 1-4 ................ .................. .. 3.3.1 Internal Internal Friction Friction ................ ........................ ................ ................. ................. ................ ................ ................ ................ ................. ............. .... 1-4 ................. ..................... .... 3.4 Cohesion Cohesion ................ ........................ ................ ................. ................. ................ ................ ................. ................. ................ ................ ............... ....... 1-5 ............... ..................... ...... 3.5 Internal Internal Friction Friction and Cohesion Cohesion ................ ........................ ................. ................. ................ ................ ................. .............. ..... 1-5 ................ ..................... ..... 3.6 Capillarit Capillarity y ................. ......................... ................ ................ ................. ................. ................ ................. ................. ................ ................ ............ .... 1-5 ............... ..................... ...... 3.7 Compressi Compressibili bility ty and Elasticity.......... Elasticity.................. ................ ................ ................ ................. ................. ................ ............. ..... 1-6 ................ ..................... ..... 3.8 Permeabili Permeability ty........ ................ ................. ................. ................ ................ ................ ................ ................ ................ ................ ................ ........... ... 1-6 ................. ..................... .... 3.9 Plastic Plastic Limit Limit ............... ....................... ................. ................. ................ ................ ................ ................ ................ ................ ................ ........... ... 1-7 ................ ................... ... 3.10 Liquid Liquid Limit Limit ................ ........................ ................ ................ ................ ................ ................. ................. ................ ................ ................ .......... .. 1-7 ................ ................... ... 3.11 3.11 Plastic Plastic Index ................. ......................... ................ ................ ................ ................. ................. ................ ................ ................ ................ .......... 1-7 ................ ................... ... 3.12 Figure Figure 1-1 Water Water Effects Effects on Soils ................ ........................ ................ ................ ................ ................ ................. ................ ....... 1-9 ................ ................... ... new 1.2 Classifica Classification tion of Soils Soils and Soil-Aggr Soil-Aggregate egate Mixtures Mixtures ................ ........................ ................ ............. ..... 1-10 ................ ........................ ........ 4

Classifica Classification tion Procedures Procedures ................ ........................ ................ ................ ................ ................. ................. ................ ............ .... 1-10 ................ ..................... ..... 4.1 Group Index....... Index ............... ................ ................. ................. ................ ................ ................ ................ ................ ................ ................ .......... .. 1-10 ................ ..................... ..... 4.2 Examples Examples ................ ....................... ............... ................ ................ ................ ................ ................ ................ ................ ................ ............... ....... 1-10 ................. ................... 4.2.1 Graphical Graphical Method Method ................ ........................ ................ ................. ................. ................ ................ ................. ................. ............... ....... 1-11 1-11 ................ .................. .. 4.2.2 Descriptio Description n of Classifica Classification tion Groups Groups ................. ......................... ................. ................. ................ ................ .......... 1-11 1-11 ................ ..................... ..... 4.2 Figure Figure 1-2 Classifica Classification tion of Soils................... Soils........................... ................ ................ ................ ................ ................ ............ .... 1-13 ................ .................... .... 4 -1 Figure Figure 1-3 Graphical Graphical Determinat Determination ion of Group Group Index ............... ....................... ................ ................ .......... 1-14 ................ ..................... ..... 4-2


1-1

Manual of Procedures for Earthwork Construction - VOLUME I Section/Figure Page

Old Section

....................... ............... ......... 1-15 ................ ................... ... new 1.3 Crude Soil Soil Identificati Identification on Techni Techniques ques Used Used in the Field Field ............... Granular Granular Soils....................... Soils............................... ................ ................. ................. ................ ................ ................ ................ ............... ....... 1-15 ................ ................... ... new Fine Grained Grained Soils (Silts and Clays) ................ ........................ ................ ................ ................ ................ ............ .... 1-15 ................ ................... ... new 1.4 Enginee Engineerin ring g Properti Properties es of Soils Soils ................ ........................ ................ ............... ............... ................ ................ ................ ........ 1-16 ................ ................... ... new

Properties Properties of Granular Granular Soils ............... ....................... ................ ................ ................ ................ ................ ............... .......... ... 1-16 ................ ................... ... new Properties Properties of Fine Grained Grained Soils ................ ........................ ................ ................ ................ ............... ............... ........... ... 1-16 ................ ................... ... new Properties Properties of Silt ................ ........................ ................ ................ ................ ............... ............... ................ ................ ................ ............ .... 1-16 ................. ................... .. new Properties Properties of Clay as They Relate Relate to Silt ................ ........................ ................ ................ ................ ............. ..... 1-16 ................ ................... ... new Moisture Moisture Effects Effects on Soils ................. ......................... ................ ................ ................ ................ ................. ................. ........... ... 1-16 ................ ................... ... new Estimati Estimating ng Optimum Optimum Moisture Moisture ................ ........................ ................ ................ ................ ................ ................ ............. ..... 1-17 ................ ................... ... new

1-2


1.0 General Soils Information

1.1 Soil and Soil Properties

Soil Sizes

Each term used in soil work has specific meaning and

By naming and defining of sizes of the soil particles, all soil tests are placed on a common ground for

application. Each soil test has specific meaning and application and indicates certain soil properties. Care in using correct terminology will prevent confusion and misunderstanding.

Soil Soil is defined as follows by specifications: “All earth materials, organic or inorganic which have resulted for natural processes such as weathering, decay, and chemical action in which more than 35 percent by weight of the grains or particles will pass a 0.075 mm or 75 mm (200) sieve. Soils have properties that influence their behavior and value. The properties of soil will vary with its gradation (composition), its moisture content, its vertical position in relation to the surface of the ground, and its geographical location. The more common properties encountered and used in highway work are defined and discussed in this manual. Most soils originally were solid rock. Time and climate have broken the rock into progressively smaller particles. This can be shown in the laboratory by taking two or three pieces of gravel or stone and pulverizing them. First, sand-size particles can be made, then siltsize particles and finally clay-size particles. However, as nature reduces rock into finer particles, chemical changes also take place; therefore, clay produced by nature over a period of many years will vary from claysize material produced in a short time in a laboratory.


comparison. The amount of soil retained or passing each e ach sieve is one of the major tools used in judging, analyzing and classifying a soil. The quantities of each are determined by a laboratory analysis that separates the soil into groups of particle sizes. The standard methods of test prescribed by AASHTO T 88 and ASTM D 422 have been used widely in highway engineering and are used by the Department. Depa rtment. These methods of test cover the quantitative determination of the distribution of particle sizes larger than 0.074 mm retained on the 75 mm (200) sieve is determined by sieving, while the distribution of particle sizes size s smaller than 0.074 mm is determined by a sedimentation process, using a hydrometer to secure the necessary data. Definition of sizes used by the Department are the same as established by AASHTO T 88, with the exception of the definition of clay, and are as follows: Boulders: larger than 203 mm (8 inches) Cobbles: 75-203 mm (3 to 8 inches) Gravel: passing 75 mm (3 inch) and retained on 2mm (No. 10) sieve Sand: passing 2 mm (No. 10) sieve and retained retain ed on 75mm (200) sieve A. Coarse Coarse Sand Sand:: passin passing g 2 mm (No. (No. 10) 10) sieve and retained on 425m m (No. 40) sieve B. Fine Fine San Sand: d: pas passi sing ng 425 425m m (No. 40) sieve and retained on 75m m (200) sieve Silt: 0.074 mm to 0.005 mm Clay: smaller than 0.0005 mm

1-3

Manual of Procedures for Earthwork Construction - VOLUME I Texture

Examples of the texture descriptions for materials

The amount of each soil type (i.e. boulders, cobbles . . . silt and clay) contained in a soil mixture will determine its texture or feel. Classification of soils by texture must not be confused with classification of soils for engineering purposes. Sometimes they are similar but at other times they may be different. The amount of each soil type in the soil sample is determined by labo-

with components indicated, as determined by test results, are as follows: A. Sand 30%, 30%, silt silt 55%, 55%, clay clay 15% - sandy sandy silt silt with a little clay. B. Sand Sand 8%, 8%, silt silt 55%, 55%, clay clay 37% 37% - silt silt and and clay with a trace of sand. C. Gravel Gravel 2%, 2%, sand sand 12%, 12%, silt 42%, clay 38%

ratory tests. These test results then are compared with

- silt and clay with a little sand, trace of

the definitions of texture in use to determine the texture

gravel.

name.

D. Gravel Gravel 20%, 20%, sand sand 68%, 68%, silt silt 12% -

With laboratory experience in testing and classify-

gravelly sand with a little silt.

ing the texture of soil after its sieve size is determined, it is possible to make approximations of texture by the feel of moist soil when rubbed and ribboned between the thumb and index finger.

Internal Friction Internal friction is defined as the resistance to sliding within the soil mass. Gravel and sand impart impart high

The texture of soil is given to tell as much as pos-

internal friction and the internal friction of a soil in-

sible about a soil in a few words. With texture given,

creases with sand and gravel content. For a sand, the

approximations and estimates estimate s can be made of many prop-

internal friction is dependent on the gradation, density

erties of a soil, such as bearing value, water-holding ca-

and shape of the soil particle, and is relatively indepen-

pacity, pacity, probability to frost-heave, permeability, permeability, etc.

dent of the moisture content. Clay has low internal fiction, which varies with the moisture content. A power-

Soil Components It is the practice of the Department to describe soil components and texture of a soil as follows: Major Components. Major components are de-

dry, dry, pulverized clay has a much higher internal friction than the same soil saturated with moisture, since each soil particle can slide on adjoining soil particles much more easily after it is lubricated with water.

scribed as gravel, sandy gravel, gravelly sand, sand, sa nd, silty

Various laboratory tests have been devised to mea-

sand, clayey sand, sandy silt, silt, clayey silt, silty clay

sure internal friction. It is defined as the angle whose

or clay. To To classify as a major ma jor component, component , more than 35

tangent is the ratio between the resistance offered to

percent of the total sample is required. Where Whe re two words

sliding along any plane in the soil and the component

are used to describe the major component, the second

of the applied force acting normal to that plane. Values Values

word describes the greater quantity. quantity. Examples: In silty

are given in degrees. Internal friction values range from

sand, sand predominates; in sandy silt, silt predominates.

0 degree for clay just below the liquid limit to as high

Secondary Components. Descriptions of secondary

as 34 degrees or more for a dry sand. A very stiff clay

components are preceded by the term listed below, in

may have a value of 12 degrees. de grees. The governing governing test should should

accordance with the percent of total sample indicated:

be based on the most unfavorable moisture conditions that

Term

Percent of Total Sample

will prevail when the soil is in service. This “angle of

Trace

0-10

internal friction” is not the same as the natural angle

Little

10-20

of repose or degree of slope on the soil in fills.

Some

20-35

And

30-35

1-4


Chapter 1.0 General Soils Information Cohesion

with a small amount of silt to fill voids and a small

Cohesion is defined as the mutual attraction of par-

amount of clay to give cohesion, illustrates a soil of high

ticles due to molecular forces and the presence of wa-

bearing value produced by high internal friction due to

ter. The cohesive force in a soil will vary vary with its mois-

sand and gravel and high cohesion due to clay. Clay il-

ture content. Cohesion is very high in clay but of little

lustrates a soil of low bearing value because, when clay

or no significance in silt and sand. Power-dry, pulver-

is wet, internal friction if negligible since no coarse

ized clay will have low cohesion. However, as the mois-

grains are present and cohesion is low since it has been

ture content is increased, the cohesion is increased un-

destroyed by moisture. The same clay, air-dry, air-dry, will have

til the plastic limit is reached. Then the addition of more

high bearing value due to high cohesion brought about

moisture will reduce the cohesion. By partially over-

by the removal of moisture.

drying wet clay, most free water is removed and the remaining moisture will hold the clay particles together so firmly and give the soil such high cohesion that a hammer may be required to break the particles apart. These conditions are illustrated, respectively, respe ctively, by the dry dirt road in summer that dusts easily but carries large loads; the muddy, slippery road of spring and fall; and the hard-baked surface of a road immediately after af ter summer rains. Various laboratory tests have been devised to measure cohesion. Results are usually given in kPa (kilopascals), psf (pounds per square foot) of cross section and may vary from 0 psf in dry sand or wet silt to 96 kPa (2,000 psf) in very stiff clays. Very soft clays may have a value of 10 kPa (200 psf). The governing test should be based on the most unfavorable moisture condition that will prevail during service.

Capillarity Capillarity is defined as the action by which a liquid (water) rises in a channel above the horizontal plane of the supply of free water. The number and size of the channels in a soil determine its capillarity. c apillarity. This soil property is measured as the distance moisture will rise above the water table by this action, and will range from 0 in some sand and gravel to as high as 9 meters (30 feet) or more in some clay soils. However, it often requires a long period of time for water to rise the maximum possible distance in clay soils because the channels are very small and frequently interrupted, and the frictional resistance to water is great in the tiny pores. Moisture in silt soils may be raised by capillarity only 1 meter (4 feet) or so. The capillary pores are larger than for clay, a larger quantity of water is raised in a few days rather than over a long long period. Silts are considered to have “high capillarity” by Highway Engineers because

Internal Friction and Cohesion The stability and hence the structural properties of soil are determined to a large extent by the combined effects of internal friction friction and cohesion. In most soils these combine to make up the shearing resistance. The

of this rapid rise rise of water. water. The capillary rise in gravels and coarse sands varies from zero to a maximum of a few centimeters (inches). Complete saturation of the soil seldom occurs at the upper limits of rise of capillary moisture.

combined effects are influenced by other basic factors

Capillarity of a soil and the elevation of the water

such as capillary properties, elasticity and compress-

table under the pavement determine whether the

ibility. ibility. All these factors and the site on which the soil is

subgrade will become saturated in this manner. Whether

located determine the moisture content that will pre-

or not the subgrade become saturated from capillary

vail in the soil in service. They also govern the load-

action (or from condensation, seepage, etc.) determines

carrying capacity of a soil, which is the primary concern.

the bearing value of the soil to a considerable extent.

The clay-gravel road made up largely of gravel and sand,

Subgrade saturation by capillarity also determines


1-5

Manual of Procedures for Earthwork Construction - VOLUME I whether frostheave and similar occurrences in subgrade

1.

will create a problem requiring treatment for satisfactory

The permeability of a soil varies with such factors as void ratio, particle size and distribution, structure and degree of saturation. Obviously, the permeability of a particular soil will vary with the degree of compaction since this influences the size of the soil pores. A particular soil loosely packed will be more permeable then the same soil tightly packed. Nature produces these same differences by freezing action in the surface in winter, loosening a soil; and by repeated wetting and drying in the summer, consolidating the soil, in connection with shrinkage forces that may be present. The coefficient of permeability, k , is used to determine the quantity of water that will seep see p through a given cross section of soil in a given time and distance under a known head of water, by use of the formula.

performance in service.

Compressibility and Elasticity Compressibility and elasticity are the properties of a soil that cause it to compress under load or compaction effort, and to rebound or remain compressed after compaction. Most soils are compressible. Silty Soils of the A-5 group are the most elastic of Ohio soils, and make poor subgrades for pavements. Fortunately A-5 soils are limited in occurrence in Ohio. The A-7 soils in Ohio are moderately elastic, but do not present special problems in embankment or subgrade. A-4 soils are elastic under some moisture conditions, and sometimes present problems of stability during construction, but provide adequate support for pavements where good design and construction practices have been followed. Details of these soil classifications are given in Section 1.2. When a measurement of the amount of elasticity of a soil is required, it is determined by special tests that simulate moisture changes and loading conditions anticipated in the field. See Moisture Control of Soil Embankments During Construction in Chapter 3 for further explanation on elasticity.

Permeability Permeability, a property of soil that allows it to transmit water, is defined as the rate at which water is transmitted by soils. It depends on the size and number of soil pores and the difference in height of water at the

where Q = quan quanti tity ty of of wat water er,, in in cub cubic ic cent centim imet eter ers; s; k = coeffici coefficient ent of perme permeabil ability ity,, in centi centimemeters per second; H = hydr hydros osta tati ticc hea head, d, in cent centiimete meters rs;; L = thic thickn knes esss of of soi soil, l, in cent centim imet eter ers, s, thro throug ugh h which flow of water is detemined under hydrostatic head H; A = c ro ro ss ss se se ct ct io io na na l a re re a of of ma ma te te ri ri al al , i n square centimeters; t = time, in seconds.

point where it enters the soil and the point where it emerges. It is determined by tests on a representative

Tile can drain very porous soils, such as sands that

sample of soil and expressed as the coefficient of per-

have a k , in centimeters per second, of 1.0 to 10-3 (.001).

meability, and it equals the velocity of water-flow in

Silty and clayey sand soils have a k of about 10-3 (.001)

centimeters per second under a hydraulic gradient of 1.

to 10-7 (.0000001). Highly cohesive clays have a k of

A hydraulic gradient of 1 exists when the pressure head

less than 10-8 (.00000001). It is difficult, if not impos-

(or height of water) on the specimen in centimeters di-

sible, to reduce the water content of soils by tile drains

vided by the depth of the specimen in centimeters equals

when the permeability coefficient is less than about 10 -3 (.001).

1-6


Chapter 1.0 General Soils Information Generally speaking, for earth dams the U.S. Bureau of

Since the cohesion of soil retards flow, this test is

Reclamation classifies soil with k values about 10 -4

an index of cohesion. Cohesion has been largely over-

(.0001) as pervious and soil with k below 10-6 (.000001)

come at the liquid limit. Sandy soils have low low liquid limits of the order of 20.

as impervious.

In these soils the test is of little significance in judging

Plastic Limit

load-carrying capacity.

The plastic limit (P.L.) of soils is the moisture con-

Silts and clays have significant liquid limits that

tent at which a soil changes from a semisolid to a plas-

may run as high as 80 or 100. Most clays in Ohio have

tic state. This condition is said to prevail when the soil

liquid limits between 40 and 60.

contains just enough moisture that it can be rolled into 3.18 mm (1/8 inch) diameter threads without breaking.

High liquid limits indicate soils of high clay content and low load-carrying capacity.

The test, ASTM D 424 or AASHTO T 90, is conducted

Liquid limit can be used to illustrate the interpreta-

by trial and error, err or, starting with a soil sufficiently moist

tion of moisture content as a percentage of the oven-

to roll into threads 3.18 mm (1/8 inch) in diameter. The

dry weight of the soil. When a soil has a liquid limit of

moisture content of the soil is reduced by alternate ma-

100 (100 percent) the weight of contained moisture

nipulation and rolling until the thread crumbles.

equals the weight of dry soil or, by weight, the soil at

The plastic limit is governed by clay content. Some

the liquid limit limit is half water and half soil. (Example:

silt and sand soils that cannot be rolled into 3.18 mm

wc = 50/50 x 100) = 100.) 100.) A liquid limit of 50 shows

(1/8 inch) threads at any moisture content. They have

that the soil at the liquid limit is two-thirds soil and

no plastic limit and are termed non-plastic. The test is of

one-third water. water. (Example: wc = 33/66 33/66 x 100 = 50.)

no value in judging the relative r elative load-carrying capacity of

Plasticity Index

nonplastic soils. A very important change in load-carrying capacity

The plasticity index (P.I.) is defined as the numeri-

of soils occurs at the plastic limit. Load-carrying capac-

cal difference between liquid limit and plastic limit. The

ity increases very rapidly as the moisture content is de-

details of calculations are included in ASTM D 424 and

creased below the plastic limit. On the other hand, load-

AASHTO T 90. The plasticity index gives the range in

carrying decreases very rapidly as the moisture content

moisture contents at which a soil is in a plastic condi-

is increased above the plastic limit.

tion. A small plasticity index, such as 5, shows that a small change in moisture content will change the soil

Liquid Limit

from a semisolid to a liquid condition. Such a soil is

The liquid limit (L.L.) is the moisture content at

very sensitive to moisture unless the silt and clay con-

which a soil passes from a plastic to a liquid state. The

tent combined is less than 20 percent. A large plasticity

test, ASTM D 423 or AASHTO T 89, is made by deter-

index, such as 20, shows that considerable water can be

mining, for a number of moisture contents, the number

added to the soil before it changes from a semisolid to a

of blows of the standard cup needed to bring the bottom

liquid.

of the groove into contact for a distance of above 12.70

When the liquid or plastic limit cannot be deter-

mm (0.5 inch). These data points are then plotted and

mined or when the plastic limit is equal to or higher

the moisture content at which the plotted line (called

than the liquid limit, the plasticity index is considered

flow curve) crosses the 25-blow line is the liquid limit.

to be nonplastic (N.P.).


1-7

Manual of Procedures for Earthwork Construction - VOLUME I The moisture conditions at the plastic limit and liquid limit, and the plasticity index, often are called the “Atterburg limits” (After Atterburg, the originator of the t he test procedures).

1-8


Chapter 1.0 General Soils Information

Figure 1-1. Water Effects on Soils


1-9

Manual of Procedures for Earthwork Construction - VOLUME I 1.2 Classification of Soils and Soil-Aggregate Mixtures

index, that is, the lower the group index, the higher the supporting value of the soil as a subgrade material. mater ial. Thus a group index of 0 indicates a “good” subgrade mate-

Many varieties of soils having widely different physi-

rial, and a group index of 20 indicates a “very poor”

cal characteristics are encountered throughout the State

subgrade material. The group index is calculated from

in the design and construction of highways. To simplify

the following formula:

dealing with the soils encountered, the Department uses a classification system which is based on the AASHTO

Group Index = 0.2a + 0.005ac + 0.01 bd in which: a

=

system of classification, with some modifications. The

mm (No. 200) sieve greater than 35 percent

classification system used in Ohio is described in this

and not exceeding 75 percent, expressed as

section. The Ohio classification system, which is a modification of AASHTO, utilizes a procedure for classifying

a positive whole number (1 to 40). b

=

That That port ortion ion of of per perce cent ntag agee pas passsing ing 0.0 0.07 75 mm (No. 200) sieve greater than 15 percent

soils into seven major groups, with several subgroups,

and not exceeding 55 percent, expressed as

based on laboratory determination of particle size dis-

a positive whole number (1 to 40).

tribution, liquid limit and plasticity index. Evaluation of soils within each group is made by means of a Group

That That port ortion ion of of per perce cent ntag agee pas passsing ing 0.0 0.07 75

c

=

That That port ortion ion of of th the num numer eriical cal liq liqui uid d lim limiit

Index, which is a value calculated from an empirical

greater than 40 and not exceeding 60,

formula. The group classification, including group in-

expressed as a positive whole number (1 to

dex, is useful in determining the relative quality of the

20).

soil material for use in earthwork structures, particularly

d

=

That That port portio ion n of the the nume numeri rica call plas plasti tici city ty index greater than 10 and not exceeding

embankments, subgrades and subbases.

30, expressed as a positive whole number

Classification Procedures

(1 to 20).

With required test data available, proceed from left

Examples

to right in Figure 1-2 and the correct group will be found by process of elimination. The first group from the left

The following are examples of calculation of the

into which the test data will fit is the correct classification.

group index: 1. Assume Assume that that an A-6 A-6 mater material ial 65 65 percent percent pass passing ing

Group Index

0.075 mm (No. 200) sieve, liquid limit of 32

The AASHTO classification provides a means of

and plasticity index of 13. The calculation is as

evaluating soils within a group as well as between betw een groups, referred to as the group index system. The system has been included in the Ohio classification chart without modification. Group indexes range from 0 to 20 and are computed by an empirical formula weighted to take into account the influence of variations in percentage percentag e of coarse material, liquid limit and plasticity plastic ity index. Assuming good drainage and thorough compaction, the suitability of soils as subgrade materials is inversely related to the group

1-10

follows: a

=

65 - 35 = 30

b

=

55 - 15 = 40 (55 (55 subs substi titu tute ted d for for 65, 65, as crit critiical range is 15 to 55)

c

=

zero, si since li liquid li limit is is be below 40 40

d

=

13 - 10 = 3

Group index = (.2 x 30) + (.005 x 30 x 0) + (.01 x 40 x 3) = 7 (Recorded to nearest whole number).


Chapter 1.0 General Soils Information 2. Assume that an A-7 material has 54 percent

5. Subgro Subgroup up A-3a A-3a inclu includes des mixt mixture uress of coarse coarse and and

passing 0.075 mm (No. 200) sieve, liquid limit

fine sand with limited amounts of silt of low

of 62 and plasticity index of 33. The calcula

plasticity.

tion is as follows:

6. Group Group A-2. A-2. This This group group incl include udess a wide vari variety ety

a

=

54 - 35 = 19

of “granular” materials which are borderline

b

=

54 - 15 = 39

between the materials falling in Groups A-1

c

=

60 - 40 40 = 20 (60 (60 is is sub subst stit itut uted ed for for 62 62, as as

and A-3 and the silt-clay materials of Groups

critical range is 40 to 60)

A-4, A-5, A-6 and A7. It includes all materials

30 - 10 10 = 20 (30 (30 is is sub subst stit itut uted ed for for 33 33, as as

containing 35 percent or less passing the 75 m m

critical range is 10 to 30)

(No. 200) sieve which cannot be classified as

d

=

Group Index = (.2 x 19) + (.005 x 19 x 20) + (.01

A-1, A-3 or A-3a, due to fines content or

x 39 x 20) = 14.

plasticity or both, in excess of the limitations for those groups.

Graphical Method Charts for graphical determination of group index are shown in Figure 1-3.

7. Subgro Subgroups ups A-2A-2-4 4 and A-2A-2-5 5 includ includee variou variouss granular materials containing 35 percent or less passing the 75m m (No. 200) sieve and with a minus 425m m (No. 40) portion having the

Description of Classification Groups

characteristics of the A-4 and A-5 groups.

1. Group A-1. The typica typicall material material of this this group group is

These groups include such materials as gravel

a well-graded mixture of stone fragments of

and coarse sand with silt contents of plasticity

gravel, coarse sand, fine sand and a nonplastic or feebly plastic soil binder. However, this group includes also stone fragments, gravel, coarse sand, etc., without soil binder. 2. Subgro Subgroup up A-1a A-1a inclu includes des thos thosee materi materials als consisting predominantly of stone fragments or gravel, either with or without a well-graded soil binder. 3. Subgro Subgroup up A-1b A-1b inclu includes des thos thosee materi materials als consisting predominantly predominantly of coarse sand either with or without a well-graded soil binder. 4. Group A-3. The typica typicall material material of this this group group is fine beach sand without silty or clay fines or with a very small amount of nonplastic silt. The group includes also stream-deposited mixtures of poorly-graded fine sand and limited amounts of coarse sand and and gravel. These soils soils are sometimes difficult to compact similar to the A-4 group. The fineness of the material material and the silt fines make stabilization stabilization difficult. difficult. See the group A-4 group for further explanation.


indexes in excess of the limitations of Group A1, and fine sand with nonplastic silt content in excess of the the limitations limitations of Group Group A-3. A-3. A-2-5 soils are unsuitable embankment material under 203.08 because of its low weight, high optimum moisture, high L.L. and low P.I. and its propensity to sloughing in service. 8. Subgro Subgroups ups A-2A-2-6 6 and A-2-7 A-2-7 includ includee materia materials ls similar to those described under Subgroups A2-4 and A-2-5 except that the fine portion contains plastic clay having the characteristics of the A-6 or A-7 group. group. The approximate combined effects of plasticity indexes in excess of 10 and percentages passing the 75 mm (No. 200) sieve in excess of 15 is reflected by group index values of 0 to 4. 9. Group Group A-4. A-4. The The typica typicall materi material al of of this this group is a nonplastic or moderately plastic silty soil usually having 75 percent or more passing 75mm (No. 200) sieve. The group includes also

1-11

Manual of Procedures for Earthwork Construction - VOLUME I mixtures fine silty soil and up to 64 percent of

soil and up to 64 percent of sand and gravel

sand and gravel retained on 75mm (No. 200)

retained on the 75 mm (No. 200) sieve.

sieve. The group index values range from 1 to 8,

Materials of this group usually have high

with increasing percentages of coarse material

volume changes between wet and dry states.

being reflected by decreasing group index

The group index values range from 1 to 16, with

values. The A-4 group soils are usually very

increasing values indicating the combined

difficult to compact and stabilize. stabilize. Minimizing

effect of increasing plasticity indexes and

the water content to obtain the required density

decreasing percentages of coarse material.

and stability usually works. works. It is not unusual

13. Subgroup A-6a contains contains material material with plasticity plasticity

nor is it a change in condition to have difficulty

index of 15 or less, and subgroup A-6b contains

in stabilizing stabilizing or compacting compacting these soils. This

material with a minimum plasticity index of 16.

condition should have been expected for this

14. Group A-7. The The typical material material of this group is

type material.

similar to that described under Group A-6,

10. Subgroup Subgroup A-4a A-4a contains contains less than 50 percent percent

except that it has the high liquid limits

silt sizes, while subgroup A-4b contains more

characteristics of the A-5 group and may be

than 50 percent silt sizes. sizes. A-4b is only allowed allowed

elastic as well as subject to high volume

1.0m (3.0 feet) below subgrade elevation

change. The range of group index values is 1 to

because of frost heave potential.

20, with increasing values indicating the

11. Group A-5. A-5. The typical typical material material of this this group is is

combined effect of increasing liquid limits and

similar to that described under Group A-4,

plasticity indexes and decreasing percentages

except that it may be highly elastic as indicated

of coarse material.

by the high liquid limit The group index values

15. Subgroup A-7-5 A-7-5 includes those materials materials with with

range from 1 to 12, with increasing values

moderate plasticity indexes in relation to liquid

indicating the combined effect of increasing

limit and which may be highly elastic as well as

liquid limits and decreasing percentages of

subject to considerable considerable volume volume change. This

coarse material. material.

soil is unsuitable by 203.08 because of its

This soil is unsuitable by

203.08 for use as embankment material because of its elasticity.

elasticity. 16. Subgroup Subgroup A-7-6 includes includes those those materials materials with

12. Group A-6. The typical material of this group group is

high plasticity indexes in relation to liquid limit

a plastic clay soil usually having 75 percent or

and which are subject to extremely high volume

more passing the 0.075 mm (No. 200) sieve.

change.

The group includes also mixtures of fine clayey

1-12


Chapter 1.0 General Soils Information

Figure 1-2. Classification of Soils STATE OF OHIO DEPARTMENT OF TRANSPORTATION

1-13

Manual of Procedures for Earthwork Construction - VOLUME I

Figure 1-3. Graphical Determination of Group Index 1-14


Chapter 1.0 General Soils Information 1.3 Crude Soil Identification Techniques Used in the Field

size diameter (about (about half the diameter of a pencil). See the plastic limit test earlier in this chapter for further information. The thread may be easier and may be rolled

It is sometimes necessary to make field decisions based

into smaller sizes as the clay content increases. You may

on very little if any laboratory soils information or it

not be able to roll a silt material into a 6mm (1/4 inch)

may be necessary to verify the plan soil borings

tread no matter what the moisture content.

accuracy in the the field. In these two two cases above above and

When clay is dry, it forms hard pieces that cannot

certainly others it is important to have a basic

be broken by hand pressure. Place an irregular piece of

understanding of how to crudely identify soils in the

dry soil between the index finger and the thumb. Try to

field. The following is some, but certainly not not all, of the

break the material. If the material is difficult difficult or imposimpos-

methods that can be used to identify soils in the field.

sible to break, the material is probably probably a clay. A silt or

Granular Soils

sandy material will generally easily break with this hand

Granular soils are easily identified by their particle size in the field. field. A sample may be taken taken inside and spread on a table to dry. dry. A rough estimate of the matematerial retained or passing each sieve may be obtained by examining the material when dry. dry. The finer material cannot be separated and can only be distinguished between one another by a settling settling technique. This can be accomplished by using a hydrometer or by performing a crude settling test. This technique technique is beyond the scope of this manual.

Fine Grained Soils (Clays and Silts)

pressure. Clay fines are generally greasy, soapy and, sticky. A clay dries slowly. A silt will dry faster than a clay. When performing these hand techniques you can observe the soil residue found on your hands for further information. If the soil on your hands is difficult difficult to remove and the hands need rubbed briskly together to remove the soil, the material material is probably a clay. A silt material is generally easily removed from the hands when rubbed together. A silt material will react to vibration or shaking. Place a small amount of pliable pliable soil in your hand. Hold the material in one hand and drop that hand on the other

It is more important and harder to distinguish between

hand or a hard surface. Water will form on the surface surface

a clay and a silt material in the field. field. Clays and silts should

of a silt material. materia l. You can also put the soil in a bowl bowl and

be treated and used differently in the field because their

tap it on a table table to get the same same result. A clay will not

difference in engineering and compaction properties. See

react to this test.

the properties of soils in next section.

The above crude identification techniques should

A clay material can be easily rolled into a tread at

not replace classification by the laboratory but only as

moisture contents at, near or above the plastic limit of the

a supplement. supplement. Send a sample sample to the the laboratory for

material. Clays may often be rolled into into 3mm (1/8 inch)

classification as soon as possible for verification.


1-15

Manual of Procedures for Earthwork Construction - VOLUME I 1.4 Engineering Properties of Soils The following are general statements regarding to the Engineering properties of soils that should be taken into consideration when dealing with problems in the field. Properties of Granular Soils

1. Good Good foundat foundation ion and and emban embankme kment nt mater material ial.. 2. Not fros frostt susce suscepti ptible ble if if free free draini draining. ng. 3. Erodibl Erodiblee materia materiall on side side slopes slopes of of an emban embankme kment. nt. 4. Identi Identifie fied d by by the the partic particle le size. size. 5. Easily Easily compac compacted ted when when well well grad graded. ed. Properties of Fine Grained soils

1. Ofte Often n hav havee low low stre streng ngth ths. s. 2. Plas Plasti ticc and com compr pres essi sibl ble. e. 3. Lose Lose part of thei theirr shear shear strengt strength h upon upon wettin wetting g or by disturbance. 4. Prac Practi tica call lly y impe imperv rvio ious us.. 5. Slopes Slopes are pron pronee to slides slides (especi (especiall ally y cut cut slopes slopes). ). Properties of Silt

1. High capillary capillary action action and and frost frost susceptib susceptibility ility.. 2. No cohes cohesion ion and and non-p non-plas lastic tic when when a pure pure silt silt.. (Some soils that are classified as silts but have a small amount of clay.) 3. High Highly ly erod erodib ible le.. 4. Diff Diffic icul ultt to to com compa pact ct.. 5. Releas Releasee water water read readily ily when when vibra vibrated ted.. 6. Acts Acts like like an extrem extremely ely fine fine sand sand when compact compacted ed in the field.

Moisture Effects on Soils Granular soils are less effected effecte d by the moisture content than clays and silts. Granular materials have have larger voids and and are fairly fairly free draining. draining. Granular materials materials have relatively relatively larger particles as compared to silts a nd clays. They are (granular) by weight, weight, heavy in comparison to the films of moisture which surround them. Water content has a large effect on the physical properties of fine grained grained soils. The Atterberg limits limits are used to describe the effect of varying water contents on the consistency of fine grained soils. See Figure 1-1. The PI is used to classify soils. PI=LL-PL.........Liquid limits and plastic limit are the water content at the condition of the tests. (See Section 1.1) The following is a brief description of the characteristics of soils in the physical states. Liquid Soil State Characteristics Highly saturated state. Flows under its own weight. No or very little friction between the particles. Plastic Soil State Characteristic Soil can be remolded into various shapes like modeling clay. Semi-Solid Soil State Characteristics No longer pliable. Sample will crumble when rolled. Brittle Solid Soil State Characteristic Soil ceases to change volume due to the loss of water. No real engineering application.

Properties of Clay as They Relate to Silt

1. Better Better load load carr carryin ying g qual qualiti ities. es. 2. Less Less per perme meab able le tha than n silt silt.. 3. Easier Easier to to compact compact than silt. Any soil soil is easier easier to compact than silt. 4. More More volu volume me change change potent potential ial.. 5. Plasti Plasticc or or putt putty-l y-like ike proper property. ty. 6. Clays Clays are weaker weaker when when compacted compacted wet of optim optimum. um.

Liquid Limit - State between the plastic solid and the liquid state. - At liquid liquid limit limit of 100 100 the the soil contains contains equal weights of soil and water. - Wc Wc=W =Ww/ w/Ws Ws=5 =50/ 0/50 50.. - At 50, 50, the the soil soil is 2/3 2/3 soil soil and and 1/3 1/3 water.......Wc=33/66. - High liquid liquid limit limit indicates indicates soils soils of high high clay clay content and low load carrying capacity.

1-16


Chapter 1.0 General Soils Information Plastic Limit - State between semi-solid and the

material falls apart when you release your hands, the

plastic solid.

material is probably probably dry of optimum. If the material

- The soil soil conditio condition n when when it conta contains ins just just

stays together, the material may be at or above opti-

enough moisture to be rolled into an 1/8 inch

mum. Spit on the material. material. If the spit beads up, up, the

diameter thread without breaking. Just starts

material is probably above above optimum. If the spit slowly

to break up.

sinks in, the material is probably at optimum.

- Gove Governe rned d by by the the clay clay cont content ent.. - Greater Greater the the clay clay content content the highe higherr the plasticity, Pl(LL-PL) and cohesiveness. - Load carrying carrying capacity capacity increas increases es rapidl rapidly y as the moisture content decreases below the

The above should only be used as an estimate and should not replace compaction testing. This estimate is different for each type type of soil (clay, (clay, silt granular). These methods are used only as a guess of the t he material’s optimum moisture only.

plastic limit.

Estimating Optimum Moisture Most cohesive soils are compacted at a water content less than the plastic plastic limit of the the material. The optimum moisture is probably between the plastic limit and plastic limit limit minus 5. An estimate of the the consistency of the material can be obtained obta ined by using the above information and looking at the water content of the soil from the soil borings borings before the work begins. Keep in mind the water content on the soil borings is the water content at the time of the the borings. They should should be considered an estimate of the actual condition. You can approximate the optimum moisture of a material by the feel of the material material in the field. Take a sample of the material in question in your hand. Squeeze the material together together and let go of the material. If the


1-17


Notes

1-18


INDEX Chapter 2.0 General Earthwork Construction

Section/Figure Page

Old Section

2.1 Removal Removal of of Tre Trees es and and Stumps Stumps ................ ........................ ................ ................ ................ ................. ................. ................ .......... .. 2-3 ................ ........................ ........ 6 General General ................ ........................ ................. ................. ................ ................ ................. ................. ................ ................ ................. ................. ........ 2-3 ............... ..................... ...... 6.1 Policy Policy ................ ........................ ................ ................ ................ ................. ................. ................ ................ ................ ................ ................. ............. .... 2-3 ................. ..................... .... 6.2 Trees Trees Located Located Within Within the Work Limits Limits ................ ........................ ................ ................ ................. ................. .......... 2-3 ................ ..................... ..... 6.3 Trees Trees Located Located Outside Outside the Work Limits Limits ................. ......................... ................. ................. ................ ............... ....... 2-3 ................ ..................... ..... 6.4 2.2 Temporary emporary Water Water Pollution, Pollution, Soil Erosion Erosion and Siltation Siltation Control Control ............... .................. ... 2-5 ............... ........................ ......... 9 General General ................ ........................ ................. ................. ................ ................ ................. ................. ................ ................ ................. ................. ........ 2-5 ........... ........... 9.1, 9.2.1 Specificati Specification on Basis ................. ......................... ................ ................. ................. ................ ................ ................. ................. .............. ...... 2-5 ................ ..................... ..... 9.2 Schedules Schedules and Methods Methods ................ ........................ ................ ................ ................. ................. ................ ................. ................. ........ 2-5 ................. ..................... .... 9.3 Erodible Erodible Conditio Conditions ns ................. ......................... ................ ................ ................ ................ ................. ................. ................ .............. ...... 2-5 ................ ..................... ..... 9.4 Seventy-Tho Seventy-Thousand usand Square Square Meters (750,000 (750,000 square foot) Limitatio Limitation n ............ ............ 2-6 ................ ..................... ..... 9.5 Implement Implementatio ation n of Requiremen Requirements ts ................. ......................... ................ ................ ................ ................. ................. .......... 2-6 ................ ..................... ..... 9.6 Simplified Simplified Guideline Guideliness ................ ........................ ................. ................. ................ ................ ................ ................ ................. ............ ... 2-7 ................ ................... ... new Measuremen Measurementt and Payment............... Payment....................... ................. ................. ................ ................. ................. ................ ............ .... 2-7 ................ ..................... ..... 9.7 EPA EPA Regulation Regulationss ................ ........................ ................. ................. ................ ................ ................ ................ ................. ................. ........... ... 2-7 ................ ................... ... new Minimum Standards for Pollution Controls as per the EPA EPA Regulation Regulationss ................ ........................ ................ ................ ................ ................ ................ ................. ................. .......... .. 2-8 ................ ................... ... new

........................ ................ ................ ................ ................ ................ ................ ................ .......... 2-10 ................ ...................... ...... 15 2.3 Borrow Borrow and and Waste Waste Areas Areas ................ Purpose Purpose and Policy Policy ................ ........................ ................ ................ ............... ............... ................ ................ ................ ................ ........ 2-10 ............... ................... .... 15.1 Specificat Specification ion Basis ................ ........................ ................ ................ ................. ................. ................ ................ ................ .............. ...... 2-10 ............... ................... .... 15.2 Principles Principles and Procedures Procedures ................ ........................ ................ ................ ................. ................. ................ ................ ........... ... 2-10 ................ ................... ... 15.3 Shrinkage Shrinkage ................ ........................ ................ ................ ................ ................ ................ ................ ................ ................ ................ .............. ...... 2-11 2-11 ................. ...................... ..... 16 Causes Causes of Shrinkage Shrinkage ................ ........................ ................ ................ ................ ................ ................ ................ ................ ............. ..... 2-12 ................ ................... ... 16.2 Estimatin Estimating g Shrinkage............. Shrinkage..................... ................ ................ ................ ................ ................ ................ ................ ............... ....... 2-12 ................ ................... ... 16.3 ........................ ................ ................ ................ ................ ................ ........ 2-13 ................ ................... ... 11.3 11.3 2.4 Elasticity Elasticity and Deformat Deformation ion of Soils Soils ................ 2.5 Foundat Foundation ion of of Embank Embankmen ments ts ................ ......................... ................. ................ ................ ................ ................ ................ .......... 2-15 ................. ........................ ....... 7 Correction Correction of Unstable Unstable Embankmen Embankmentt Foundation Foundation ................ ........................ ................. ................ ....... 2-15 ............... ..................... ...... 7.1 Sidehill Sidehill Foundation Foundationss ................ ......................... ................. ................ ................ ................ ................ ................ ................ ............ .... 2-15 ................ ..................... ..... 7.2

Figure Figure 2-1 Swamp Swamp Treatme Treatment nt ................. ......................... ................ ................ ................ ................ ................ ................ ............ .... 2-16 ................ ..................... ..... 7.1


2-1

Manual of Procedures for Earthwork Construction - VOLUME I Section/Figure Page

Old Section

........................ ................ ................ ................ ................ ................ ................ ................ ........... ... 2-17 ............... ...................... ....... 13 2.6 Proof Proof Rollin Rolling g Subgra Subgrade de ................ Specificat Specification ion Basis ................ ........................ ................ ................ ................ ................ ................ ................ ................ ............... ....... 2-17 ................ ................... ... 13.1 General General ................ ......................... ................. ................ ................ ................ ................ ................ ................ ................ ................ ................ ........ 2-17 ................. ................... .. 13.2 Soft Subgrade Subgrade ................ ........................ ................ ................ ................ ................ ................ ................ ................ ............... ............... ........ 2-17 ................ ...................... ...... 12 Subgrade Subgrade Correction Correction Prior to Proof Rolling....................... Rolling............................... ................ ............... .......... ... 2-18 ................ ................... ... 13.3 When to Proof Roll................... Roll........................... ................ ................ ................ ................ ................ ................ ............... ............ ..... 2-18 ............... .................. ... 13. 4 Selection Selection of Load and Tire Inflation Inflation Pressures Pressures ............... ....................... ................ ................ ............. ..... 2-18 ................ ................... ... 13.5 Failure Failure Criteria Criteria When Proof Rolling ................ ........................ ................ ................ ................ ................ ............ .... 2-18 ............... ................... .... new Correction Correction of Failed Failed Areas ............... ....................... ................ ................ ................ ................ ................ ................ ............ .... 2-19 ................ ................... ... new Figure Figure 2-2 Load and Tire Inflation Inflation Pressures Pressures for Proof Rolling Rolling ............... ....................... .......... 2-20 ............... ................... .... 13.1 ........................ ................ ................ ................. ................. ................ ................ ................ ................ ................ ................ ........... ... 2-21 ................ ...................... ...... 10 2.7 2.7 Drai Draina nage ge ................

2-2


2.0 General Earthwork Construction

2.1 Removal of Trees and Stumps

areas where whe re relative slow speeds will prevail, desirable trees beyond the work limits should remain in place.

General

It is considered necessary to remove trees a mini-

The purpose of this section is to establish uniform prac-

mum distance of 9 to 12 meters (30 to 40 feet) from the

tices to be followed for removal of trees and stumps.

edge of the travel lanes, even though the construction

Where such removals are set up on a lump sum basis,

limits do not extend that distance, for the protection of

varying interpretations as to the extent of removal are

vehicles out out of control. The reason for not having a

possible. It is necessary necessary to exercise exercise judgment judgment in the the

definite distance is to permit the type of grading section

administration of this item to accomplish the desired

and alignment to be taken into consideration as well as

results.

the condition of the tree. If the grading section is in cut cut with 3:1 backslope, or in fill with a depth of fill requir-

Policy

ing a guard rail, it is not necessary to remove trees be-

It is the policy of the Department to remove only

yond the actual construction limits providing they are

those trees which are necessary for construction and

in good condition. condition. If a tree within the right-of-way limits

maintenance of the highway and for the safety of the

is dead, fallen, or unhealthy, unhealthy, it should be removed.

traveling public. Special attention is expected in areas which are to become roadside parks.

Where trees are allowed to remain in place beyond work limits, the area surrounding the trees should be cleared of undesirable undergrowth to provide an at-

Trees Located Within the Work Limits

tractive tractive appearance and to simplify maintenance. Some

Trees located within the work limits obviously must

undergrowth is considered desirable from an aesthetic

be removed because they interfere with construction.

standpoint, and thus, should should be left in place. Flowering

Trees of this type do not cause questions because they

trees and shrubs such as dogwood, redbud, hawthorn

are to be removed unless the plans specifically provide provide

and other attractive growth, should be considered consider ed in this

otherwise.

category. category. If there is any question regarding what is desirable or undesirable for the attractiveness attractiveness of the road-

Trees Located Outside Work Limits Trees located outside work limits may require removal because of condition or possible hazard to traf-

side, the District Landscape Architect or Horticulturist should be consulted. In addition to work limits as defined by the grading

fic. Decision as to whether or not to remove remove trees of

section, it may be necessary to remove some trees to

this type should be based on this section of the manual.

permit fence to be placed. Such removal must be within

The following principles apply generally to high speed

the right-of-way limits and should not be greater than 3

highways. On local roads and roads within built-up

meters (10 feet) in width in dense dense growth. Where trees


2-3

Manual of Procedures for Earthwork Construction - VOLUME I are scattered, the removal should be confined to trees

standing of the policy since the specifications call for a

which are in line of fence.

definite determination of trees to be removed.

In removing trees through a heavily wooded sec-

Markings for trees to remain in place should be of a

tion where a tree will remain on the right-of-way, the

temporary nature and not result in an undesirable ap-

appearance of a mechanical cutting swath should be

pearance beyond the life of the contract.

avoided. avoided. This can be accomplished by having having a curved

The Engineer is encouraged to consider the recom-

or irregular tree line defining the area rather than a

mendation of the District Landscape Architect or Horti-

straight line effect.

culturist in tree removal, but it must be remembered the

Where plan notes require the removal of all trees within right-of-way limits “Unless Marked by the En-

Engineer is in control of the work in accordance with the terms of the work in dealing with the Contractor C ontractor..

gineer to Remain,” it is necessary to have a clear under-

2-4


Chapter 2.0 General Earthwork Construction 2.2 Temporary Water Pollution, Soil Erosion and Siltation Control

only. only. The actual locations should should be proposed by the Contractor and approved by the Engineer. B. Outlin Outlinee plans plans for for stage stage seedi seeding. ng.

General It is the purpose of these specifications to establish uniform practices for applying the specifications for

2. The prog progres resss schedul schedulee must must show show realist realistic ic scheduling of seeding coordinated with earthwork progress.

control of water pollution, soil erosion erosio n and siltation dur-

A. For exampl example, e, for an average average large earthwork earthwork

ing and after construction and to control soil erosion to

project, it would not be acceptable for the progress

the maximum extent practicable by using reasonable

schedule to show, at the end of a construction season,

and economical construction practices. Early seeding

85 percent of the earthwork completed and only 15 per-

of slopes is the most effective erosion and siltation con-

cent of the seeding completed. completed. The percentage of seed-

trol that can be exercised. exercised. Full compliance with with speci-

ing completed must be higher to accomplish the intent

fication requirements must be secured on all projects.

of the erosion control provisions of the contract.

Preconstruction conferences conferenc es and progress meetings pro-

3. A thorou thorough gh revie review w of the Contr Contracto actor’ r’ss propos proposed ed

vide opportunities to insure that these requirements are

erosion control procedures should be made at the Dis-

fully understood by both the Contractor and the Engi-

trict level.

neer. All plans have have a storm water pollution control

4. Informati Information on containin containing g ideas and suggestio suggestions ns

plan. The erosion control control item locations locations are based on

for installations to provide temporary and permanent

the final grades. Additions, deletions deletions and relocations

erosion control has been made available to all Districts.

of these items should be proposed by the Contractor

District Construction Engineers should insure that all

and approved by the Engineer.

personnel responsible for administering these contract requirements are made aware of this information and

Specification Basis 105.151 Borrow and Waste Areas; 203.05 Disposal of

provided a copy copy of these guidelines. guidelines. Publications isissued to the Districts ar aree the following:

Excavated Material; 108.04 Limitation of Operations; 207

A. Implem Implement entati ation on of Proper Proper Erosio Erosion n and

Temporary Water Pollution, Soil Erosion and Siltation

Sediment Control Control Practices, Gayle F. F. Mitchell. This

Control; 104.06 Final Cleaning Up, and 659 Seeding and

document contains all the pertinent information needed

Mulching.

for this section and should be used by the Project personnel.

Schedules and Methods

B. Booklet Booklet entitl entitles es “Suggest “Suggestions ions for Tempo Tempo--

1. The sched schedule uless and metho methods ds for acco accompl mplish ishmen mentt

rary Erosion and Siltation Control Measures” published

of temporary and permanent erosion control work are a re to

by the Federal Highway Administration, Administration, February, 1973.

be submitted with the progress schedule as prescribed prescr ibed in

C. Report Report No. No. 18, 18, NCHRP NCHRP synthesis synthesis of highhigh-

Section 108.04 of the Specifications must be specific

way practice entitled “Erosion Control on Highway Con-

about the plans and details for this work, including the

struction” published by the Highway Research Board,

following:

1973.

A. Show Show proposed proposed locat location ion and and details details of inter inter-ceptor ditches, dikes, dikes, dams, settlement basins, etc. The storm water pollution plan gives approximate locations


Erodible Conditions 1. Soils Soils with with high high plasti plasticity city (A-6 and A-7) are are less less erodible than soils with low plasticity (A-1 through A-5).

2-5

Manual of Procedures for Earthwork Construction - VOLUME I Silty soils of A-4b classification and natural granular

4. Where Where timbe timberr is remo removed ved by the the earth earth is is left left

materials, particularly sand, are more susceptible to ero-

generally undisturbed by the clearing operation, the area

sion than other Ohio soils.

limitation need not be followed until grubbing opera-

2. Erosio Erosion n is more more seve severe re on steep steep slope slopess than than on

tions begin.

gentle slopes. In general, erosion is not a problem on Ohio soils where slopes are 6 to 1 or flatter. flatter. 3. Rock Rock and shale shale are are not cons conside idered red erod erodibl iblee materials.

Implementation of Requirements 1. Temporary emporary and permanent permanent erosion erosion contr control ol feafeatures must be performed at the earliest practical time consistent with with good construction practices. practices. Tempo-

Seventy-Thousand Square Meters (750,000 Square Foot) Limitation

rary erosion control features, including temporary seeding, are meant to be supplementary measures and are

1. The 70,00 70,000 0 square square meter meterss (750,0 (750,000 00 square square foot) foot)

not meant to be performed in lieu of permanent erosion

limit applies separately to clearing and grubbing, and

control features included included in the contract. contract. Permanent

grading (excavation, (excavation, borrow and embankment). embankment). The

seeding is performed between March 15 and October

maximum area that could be underway at one time in

15 in accordance with the requirements of Item 659 of

erodible soils would be 70,000 square meters (750,000

the Specifications. Specifications. Areas so seeded that that are damaged

square feet) of clearing and grubbing, and 70,000 square

through no fault of the Contractor prior to acceptance

meters (750,000 square feet) of grading, unless modi-

will be repaired in accordance with Item 659 of the

fied in the bidding proposal or by the Engineer.

Specifications.

2. The Engineer Engineer can increase increase or decrea decrease se each each

2. The speci specifi ficat cation ionss now requir requiree that finis finishin hing g

70,000 square meters (750,000 square foot) limit when

and seeding operations closely follow the grading op-

project conditions such as soil conditions and/or Con-

eration. It is the responsibility responsibility of the Engineer to deterdeter-

tractor operations indicate that a smaller or larger area

mine when significant portions of t project can be seeded

is reasonable. On a long or complex complex project, the the Con-

and to so notify notify the Contractor. Contractor. Delay in accomplishaccomplish-

tractor may have three separate grading units or Sub-

ing seeding for the reason that the Subcontractor for

contractors in operation in which case it would be rea-

this work is committed elsewhere and is not available,

sonable in some instances to apply the limit to each in-

is not acceptable. It is the prime Contractor’s Contractor’s responsiresponsi-

dividual operation assuming finishing, mulching, seed-

bility to make appropriate arrangements to perform this

ing, etc., will closely follow the rough grading opera-

work in accordance with the specifications. When seed-

tions in each instance. instance. In these cases the specified specified ero-

ing and mulching of significant areas is not performed

sion control procedure could be applied to each indi-

in stages as directed by the Engineer, work on earthwork

vidual operation.

items may be suspended until the exposed erodible ar-

3. The subg subgrade rade is not not includ included ed in the the 70,00 70,000 0

eas are seeded and mulched. In accordance with 207.04,

square meters (750,000 square foot) limitation for grad-

the Engineer may withhold progress estimates until

ing where the grades are under about 3 percent and where

proper control is achieved.

erosion probabilities probabilities are slight. On steeper grades or

3. It is is the responsib responsibilit ility y of the Engin Engineer eer to to docudocu-

where the soils are highly erodible the 70,000 square

ment the amount of erodible earth exposed both by clear-

meters (750,000 square foot) limit should include the

ing and grubbing and by by grading. As the 70,000 square

subgrade area.

meters (750,000 square foot) limit for either operation

2-6


Chapter 2.0 General Earthwork Construction is approached, the Contractor should be notified and

of the area contributing flow is from off the project.

the fact documented. documented. The Contractor has the the responsi-

Rock ditch checks may be used where necessary.

bility to keep the amount of exposed, erodible soil within

2. Place filter filter fabric fabric fence at the the toe of the the slope slope nornor-

the specification limits or to request an increase in lim-

mal to the slope direction where there is sheet flow go-

its stating what measures he proposes to take which

ing off the project or to a large existing or proposed

will minimize erosion and why it is justifiable to in-

channel.

crease the limits. Any increase or decrease in the 70,000

3. Place sediment sediment basins basins (or (or ditch ditch checks for small

square meters (750,000 square foot) limit grated by the

areas) along or at the end of ditches before the main

Engineer must be documented in the project records.

receiving channel. A series of smaller sediment basins

None of the above is meant to imply that at 70,000

is preferred over one larger basin.

square meters (750,000 square foot) area need be

4. Place filter filter fabric fabric fence around around catch catch basins basins,, manhole manholes, s,

reached before erosion control measures are begun. If

etc. where water enters a closed storm sewer system.

the Contractor exceeds the 70,000 square meters (750,000 square foot) limit, does not request an increase increa se in area, or does not implement erosion control action as required by the specifications, earthwork operations may be suspended until the situation is corrected. 4. When When suspen suspensio sion n of earthw earthwork ork items items is is conconsidered necessary, the Contractor should be notified in writing, detailing the deficiencies and given specific instructions as to what action is necessary to bring the work within specification specification requirements. requirements. The Contrac-

5. Stabili Stabilize ze large large relocat relocated ed channel channelss immedia immediatel tely y upon construction with permanent or temporary ditch protection and/or place rock checks. 6. Place dikes dikes at the the top top of cut cut slopes slopes with with slope slope drains drains to keep flows from large off project drainage areas off cut slopes. 7. Apply Apply sedime sediment nt and and erosi erosion on contro controll features features early and often on the construction project to prevent problems. Make adjustments as the field conditions dictate.

tor should be given a definite time limit to correct the

Measurement and Payment

deficiencies before work is actually suspended. 5. If project project condition conditionss are such that it is is impracimpractical to perform either temporary or permanent seeding and mulching, other temporary control measures must be taken to insure cont control rol of eroded material. material. Installation of berm dikes, slope drains and additional siltation basins will be necessary until vegetative cover can be

It is the Department’s responsibility at the project level to measure promptly and initiate estimates for payment to the Contractor for completed erosion control features such as benches, dikes, dams, sediment basins, etc.

EPA Regulations The sediment and erosion control discharge is regu-

established.

lated by the Ohio EPA. EPA. A copy of a summary summary of the

Simplified Guidelines

minimum standards for pollution controls follows. follows. The

The following is a guideline in simplified simplified form that

pertinent regulation is in your sediment and erosion con-

should be used to implement the as-directed items of

trol manual by by Dr. Gayle Mitchell. All construction

the storm water pollution plan.

projects greater than 5 acres are covered by this regula-

1. Do not not place place sedim sediment ent basin basins, s, ditch ditch checks checks or other other

tion. A permit is required 45 days prior to any construc-

similar controls in main crossing channels where most

tion activity. activity. A copy of your storm water permit must must


2-7

Manual of Procedures for Earthwork Construction - VOLUME I be displayed like like a building building permit. A copy of your

•

weekly inspections must be available for inspection by

Stabil Stabilize ize areas areas with with mulch mulch when when condit condition ionss proprohibit temporary or permanent seeding.

the EPA. EPA. The corrections to the problems found during during

B.

the inspection should be corrected immediately. immediately. See inspections in minimum standards for pollution controls and in the law.

Structural practices.

The purpose of structural practices is to store runoff allowing sediments to settle and divert flows from

The sediment and erosion control duties should be

exposed soils or limit runoff from eroding areas.

assigned to one individual individual on on the project. The project

They are to control erosion and trap sediment from all

personnel could be held personally liable for polluting

sites remaining disturbed for more than 14 days.

the waters of Ohio.

They must be functional throughout earth disturb-

The Ohio EPA may inspect the project at any time.

ing activity. • Implement Implemented ed as the first first step of grading grading and

Minimum Standards for Pollution Controls

within 7 days from the start of grubbing and to function until area is restabilized.

The following is derived and condensed from

• Pass concentrat concentrated ed storm storm water water runoff runoff from from disdis-

NPDES General Permit for construction activities. This

turbed areas through a sediment settling pond.

section of the manual was given to the Department by

Capacity = 51 m3 /ac or 51 m3 /4,000m3 (67 yd3 /

OEPA OEPA personnel. We feel these are the items it ems they would

ac) drainage area.

be looking for during their inspections. Subsections re-

• Use sedime sediment nt barrier barrierss to protect protect adjacen adjacentt propprop-

fer to the specific subsections in the regulations.

erties and water resources from sediment trans-

Subsections refer to the specific subsections in the regulations.

ported by sheet flow. •

Protec Protectt stre streams ams from from sedi sedimen mentt runof runoff. f.

•

Preven Preventt sedime sediment nt from from ente enterin ring g storm storm drai drain n

Part III 5.

systems, unless the system drains to a settling

b. Controls. Controls. ...shall ...shall dev develop elop a descript description ion of concontrols appropriate for the construction operation and

pond. •

implement such controls. ... minimum components:

slopes. •

i.

flows.

A.

ii.

Stabilization practices.

revegetate disturbed areas as soon as practicable after grading as follows: Vegetat egetatee areas areas to rema remain in dorm dormant ant > 45 days days within 7 days. •

•

Post-construction Post-constru ction Storm Water Pollution Prevention.

Measures installed to control pollutants in storm water discharges that will occur after construction operation have been completed. May include among among others: infiltration infiltration of runoff; runoff;

Stabiliz Stabilizee areas areas withi within n 15 15 meter meterss (50 (50 feet) feet) of any any

flow reduction by use of open vegetated swales and natu-

stream within 2 days on all inactive disturbed

ral depressions and storm water retention and detention

areas.

ponds.

Stabil Stabilize ize areas areas within within 7 days days after after final final grade grade on any portion of the site.

2-8

Stabi Stabiliz lizee channe channels ls and and outfal outfalls ls from from erosi erosive ve

Erosion and sediment controls.

Preserve existing vegetation where attainable and

•

Diver Divertt runof runofff from from distu disturbe rbed d areas areas and steep steep

•

Place Place veloci velocity ty diss dissipat ipation ion device devicess at the outfall outfallss of structures and along the length of any outfall


Chapter 2.0 General Earthwork Construction vi.

channel as necessary to provide a non-erosive non-erosive flow velocity from the structure to a water

•

course.

Inspections.

Inspec Inspectt erosi erosion on and and sedim sediment ent contro controls ls at least least once every 7 days and within 24 hours after any storm event greater than 13 mm (0.5 inches) of

iii.

Surface Water Protection.

If the project site contains any streams, rivers, lakes,

rain per 24 hour period. •

Ascert Ascertain ain whethe whetherr contr controls ols are adequa adequate te and and

wetlands, or other surface waters, certain construction

properly implemented according to the sched-

activities at the site may be regulated under the Clean

ule of operations or whether additional control

Water Act. Act. Sections 404 and 401...

measures are required. •

iv.

Other Controls.

potential or evidence of pollutants entering the

A. Waste disposal disposal.. No solid solid or liquid liquid waste waste shall shall be discharged in storm water runoff.

Inspec Inspectt distu disturbe rbed d areas areas and and stor storage age area areass for for drainage system.

•

Inspect Inspect dischar discharge ge locat location ionss to ascertai ascertain n whethe whetherr

B. Minimize Minimize off-si off-site te vehicle vehicle tracking tracking of sediments. sediments.

controls measures are effective in preventing

C. Comply Comply with with applic applicabl ablee State State or local local waste waste

significant impacts to receiving waters.

disposal, sanitary sewer or septic system regu-

•

lations.

Inspec Inspectt entran entrances ces and and exit exitss of site site for for evide evidence nce of off-site tracking.

v.

Maintenance.

•

Main Mainta tain in rec recor ords ds of of inspe inspect ctio ions ns..

All control practices shall be maintained and re-

Further information can be obtained by reviewing

paired as needed to assure continued performance of

your training manual “Implementation of Proper Erosion

their intended function.

and Sediment Control Practices” by Gayle E. Mitchell.

•

Design Design poll polluti ution on prev prevent ention ion plan plan to to minimi minimize ze maintenance requirements.

•

Assure Assure the the conti continue nued d perfo performa rmance nce of of contro controll practices.


2-9

Manual of Procedures for Earthwork Construction - VOLUME I 2.3 Borrow and Waste Areas

cover by seeding and mulching in accordance with 659 at no additional cost to the

Purpose and Policy The purpose of this section is to establish uniform

State. 2. For pits pits which which will will become become pond pondss when when the the

practices for administering borrow and waste areas. It

work is completed:

is the Department policy to approve requests to locate

A. In general, general, ponds ponds are not not consider considered ed objecobjec-

borrow and waste areas, providing the locations in no

tionable, and often are considered highly

way adversely affect the highway and providing that the

desirable by property owners and persons

areas are restored in accordance with 105.151.

engaged in conservation of natural re-

Material from outside the right-of-way used in em-

sources and wildlife. It is in general, the

bankment is considered to be borrow even though it is

attitude of the Department of Natural Re-

not paid for as borrow borrow. Therefore, this section applies applies

sources, and the Division D ivision of Wildlife of that

to all borrow and waste areas, including areas from which

Department, that the creation of additional

material is furnished and paid for under “203 Embank-

ponds from borrow pits is desirable, pro-

ment,” ment,” as well as areas from which material is furnished

viding they are constructed properly proper ly to void

and paid for under “203 Borrow.”

shallow stagnant water and are left lef t in a condition to present a neat appearance.

Specification Basis

3. Borr Borrow ow Pit Pit fin final al gra gradi ding ng::

105.151 Borrow and Waste Areas; 203.05 Disposal

A. The tops tops of the slope slope of of the pit pit shall shall be at

of Excavated Material; 207 Temporary Water Pollution,

least 8 m (25 feet) from the highway right-

Soil Erosion and Siltation Control; and 104.06 Final

of-way.

Cleaning Up.

B. Borrow Borrow pit slopes slopes adjacen adjacentt to the highw highway ay shall be not steeper than 3 to 1, and all other

Principles and Procedures Requests from the Contractor to locate borrow and

borrow pit slopes is soil shall be not steeper than 2 to 1.

waste areas shall be directed to the Engineer who shall

C. The borro borrow w pit must be left left in a conditio condition n

either approve or disapprove the request. Action on each

satisfactory to the Engineer to blend with

request shall be based on a study of information con-

adjacent topography when the work is com-

tained in the plan submitted by the Contractor, together

pleted.

with any supplemental information which is available

D. The stabil stability ity of borrow borrow and waste waste areas areas and and

to the Engineer. Engineer. Specific considerations, considerations, which usually usually

any damage to surrounding property result-

are made a part of the conditions for approval, include

ing from movement of the areas shall be

but not limited to the following:

the sole responsibility of the Contractor. Contractor.

1. For borr borrow ow and and waste waste areas areas whic which h will will not bebecome ponds when the work is completed:

Borrow and waste areas must comply with all the

A. The area area shall shall be graded graded to assure assure posit positiv ivee

requirements of but not limited to the following

drainage.

2-10

4. Wastin asting g of Cons Constru truct ctio ion n Debris Debris::

Ohio EPA, Corps of Engineer, Local political sub

B. Restoratio Restoration n of all borro borrow w and and waste waste areas

division or zoning authorities. The wasting of Con-

shall include cleanup, shaping, replacement

struction and Demolition Debris is governed by a

of top soil, and establishment of vegetative

new Demolition and Construction and Debris Law.


Chapter 2.0 General Earthwork Construction used as fill on an off site location the Local

The law is governed by the OEPA or the local

Board of Health or the OPEA needs a 7 day

Boards of Health which ever has jurisdiction.

written notification from the Contractor before

The law governs the debris from construction

the material can be placed on the second site.

sites that are not covered under solid or hazardous waste or other regulations.

• No. 1 materials materials may be be taken taken to a recyclin recycling g operation for storage. Storage must be less than than 2

By the EPA definition “Construction and demoli-

years.

tion debris” ( debris) is the material resulting from the alteration, construction, destruction, rehabilitation, or

• No. 2 materials materials must be taken taken to an an approv approved ed Demolition Debris site.

repair of any manmade physical physical structure. Those materials are those structural and functional materials com-

The legal removal and disposal of these materials

prising the structure and surrounding site improvements

are the sole responsibility of the Contractor. The project

(e.g. fences, sidewalks sidewalks). ). The definition identifies identifies struc-

should monitor the Contractor’s work to minimize the

tures that are included and materials that comprise the

Department future liability.

structure which are considered debris. debris. Any materials materials

Approval of waste and borrow areas by the Engi-

that are removed prior to demolition or are not part of

neer does not relieve the land owner or the Contractor

the structure and surrounding site, will not be consid-

of any other legal obligations regarding regar ding use of the waste

ered debris. Debris does not include materials identi-

and/or borrow area. This includes but but is not limited to:

fied or listed as solid wastes, infectious wastes, or haz-

Zoning requirements, Building permits, 404 Permits for

ardous wastes. The rule identifies identifies other process mate-

wetland or stream fills, etc. In general, it is the

rials (e.g. mining operations, nontoxic fly ash, etc.) that

Department’s Department’s position that waste areas located in wet-

are not debris.

lands will be discouraged due to the extensive extensive require-

When the project encounters these materials the Project Engineer should consult the district environmental personnel for the current rules governing this this law. law. A general interpretation follows: The EPA is concerned with and the law covers two different types of debris: 1. Clean Clean hard hard fill fill materia materiall such such as aspha asphalt lt milli millings ngs,, or portland cement concrete material (or mixtures of these materials with soil, aggregate etc.) coming from pavement or structural removal operations. 2. Debris Debris such such as wood wood,, road metal metal,, plaster plaster,, etc. etc. in

ments for avoidance and minimization of wetland fills during project development. development. Any problems problems or questions regarding the Environmental regulations should be forwarded to the Department’s Environmental personnel.

Shrinkage Shrinkage refers to the apparent decrease in volume of the soil during the process of its removal from the cut or borrow and its placement in the embankment. As used in earthwork quantity calculations and adjust-

whole or mixed with clean hard fill. fill. These items

ments for payment, in the following sections, sections, a shrink-

are usually associated with building debris.

age factor is determined. determined. The calculation for shrinkage shrinkage

• Material No. 1 may be used as as fill, fill, recycled, recycled, or

follows: plan excavation used in embankment, plus ac-

taken to an approved Construction and Demolition

tual measured borrow divided by plan embankment, plus

Debris Site.

excess fill. Considera ble shrinkage may occur on

• No. 1 mater material ialss may be be used for for fill fill on or or off the the

projects which have a predominance of shallow cuts and

project provided the material is acceptable un-

deep top soil, while on projects which have deep cuts in

der the present specifications. specifications. If the material is

bedrock, there may be little or no shrinkage.


2-11

Manual of Procedures for Earthwork Construction - VOLUME I Causes of Shrinkage Shrinkage may be caused by one or more of the following:

shrinkage resulting from increased density in the embankment may be computed by the following formula: Shrinkage resulting from increased density in em-

1. Loss Loss due due to to sca scalp lpin ing. g.

bankment =

2. Loss Loss of of mate materi rial al in in haul haulin ing. g. 3. Settlemen Settlementt due due to to conso consolidat lidation ion of the the foundafoundation under embankment load. 4. A greater greater densit density y of the materi material al in the fill than in the cut or borrow.

Where: Shrinkage is expressed in in percent. A = Average percent compaction of the soil in the fills (Average compaction from 1938 through 1960 for

Estimating Shrinkage Losses due to scalping of the cut and hauling of the material can be approximated on the basis of construction records of similar projects or new cross sections

148,241 tests for all projects constructed in Ohio during this period = 100.6%). B = Average percent compaction of the soil in the cut or borrow pit.

may be taken. Losses due to settlement settlement of embankembank-

A may be the average dry density in the fill and B

ment foundation, in cases where the foundation is com-

may be the average dry density in the borrow or cut

pressible, can be approximated on the basis of consoli-

also.

dation tests, settlement platforms and construction records of completed projects which are similar. The amount of shrinkage resulting from increased

Judgment by the project personnel should be used for this shrinkage shrinkage correction. See Section 10.2. Example:

density in the embankment material may be estimated

[Borrow or cut] x S.F. S.F. = Payment for Embankment

on the basis of the average natural compaction in the

The above equation could be used if the cross sec-

cut or borrow and the average compaction for embank-

tions were taken in the borrow pit and not in the em-

ments constructed in Ohio or calculated with the aver-

bankment for some reason. Check the specifications in

age dry densities in the fill fill and cut or borrow. borrow. The

this matter.

2-12


Chapter 2.0 General Earthwork Construction 2.4 Elasticity and Deformation of Soils

The amount of elasticity and deformation permissible under any given load varies with job circumstances.

When heavy rubber-tire construction equipment moves

For example, for the first layer over soft original ground

over an embankment layer of wet fine grained soil, some

embankment foundation, considerable movement un-

movement of the embankment surface occurs. One type

der loaded construction equipment is inevitable due to

of movement, called elastic movement, is described as

soft foundation foundation material. material. The resistance to deforma-

follows: When the tire moves onto onto an area, the surface

tion is more critical in the top portion of embankment,

is deformed, and when the tire moves off the area, the

near the subgrade, than in lower portions of the em-

surface rebounds, or springs back, with little or no rut-

bankment. If the lower embankment layers are low stasta-

ting of the surface. Cracking of the surface may or may

bility material, such as wet silt, elasticity and deforma-

not occur following this type of movement, but crack-

tion of the lower embankment layer being placed must

ing usually occurs in cases of pronounced pronounced elasticity. elasticity. In

be closely controlled. controlled. This would not be necessary if

the case of pronounced deformation there is displace-

succeeding embankment layers were high stability ma-

ment of some surface soil to each side of the tire, with

terial such as rock, shale, granular material or dry soil.

resulting deformation, rupture, cracking and rutting. The

Equipment which can be used successfully to test

magnitude of the elastic movement or deformation may

for embankment stability includes includes the following: following: rub-

depend on one or more of a number of factors, includ-

ber-tire roller, roller, grader, loaded scraper and loaded truck.

ing the following: following: weight of equipment, equipment, size of tires,

Allowance must be made that more movement is to be

tire pressure, soil moisture, type of soil, depth of soil layer, and stability of material underlying the soil layer being observed. Some elasticity and deformation of embankment is expected under loaded rubber-tire construction equipment. Moderate movement movement occurs under heavy heavy equipment on embankments of satisfactory satisfac tory stability, and such moderate movement is not considered detrimental. Greater movement under very heavy equipment is likely to occur over embankment showing adequate stability under heavy heavy equipment equipment commonly commonly used. Except for specialized situations, such as soft foundation soil at shallow embankment depth under the layer being observed, the greater movement due to the very heavy loads is not detrimental. In general, greater movement under under very heavy loads should be permitted without increased restrictions on moisture control. control. It is not intended to use use moisture control specifications to limit or restrict the use of very heavy construction equipment on embankment construction. It is the intent of the specifications to limit the moisture to obtain a stable embankment.


expected under very heavy equipment than under heavy equipment ordinarily used in highway work. When items of rubber-tire construction equipment, such as scrapers, graders or rollers, are being used over the entire general area during normal embankment construction operations, and observation shows shows no area of questionable stability, it is not necessary to have a piece of testing equipment systematically cover the entire area for the specific specific purpose of observing observing stability. stability. However, when the Engineer or Inspector questions or desires to check further the stability of an area during embankment construction, he is authorized to require the Contractor to move suitable equipment over the area for the purpose of checking for pronounced elasticity or deformation. The determination of pronounced elasticity or deformation under the action of loaded rubber-tire construction equipment is based on the description given in the first paragraph of this section. The administration of this requirement should be tempered with sound judgment backed by construction experience. experience. Decisions will will be made at project level. level. Uniformity of application on

2-13

Manual of Procedures for Earthwork Construction - VOLUME I projects will be supervised closely by District Construc-

Moisture and compaction control are necessary and

tion Engineers, and policy between Districts will be su-

important to secure the satisfactory quality of embank-

pervised by Staff and Field Engineers of the Bureau of

ments and subgrades essential for long life performance

Construction.

of pavements in a sound and smooth condition.

2-14


Chapter 2.0 General Earthwork Construction 2.5 Foundation of Embankments

should be avoided for fills greater than 4m (12 feet). fee t). An initial thick lift should be tried first.

Occasionally foundation conditions are encountered which require treatment to secure stability beyond that specifically outlined by the specifications. Some examples of such unstable foundation conditions are: 1. Peat Peat depo deposi sitts, 2. Swamp Swampy y area conta containi ining ng unsuit unsuitabl ablee organi organicc soils at high water content, 3. Low Low lying, lying, poorl poorly y drained drained areas areas with with high high water water content, 4. Soil which which is suitable suitable when dry dry,, but but is unstable unstable due to extremely high water content.

2. Drain Drain wet wet area areas. s. Consid Consider er usin using g const construc ructio tion n underdrains to drain these areas. 3. Require Require dryin drying g during during a perio period d of favo favorabl rablee drying weather, 4. Use an an initia initiall thick thick 0.3 0.3 to 1 m (1 (1 to 3-foo 3-foot) t) lift lift of soil, rock, or use granular material or material from pavement removal in the first layers of embankment. It is standard field field practice to allow the Contractor to place this material without density controls to bridge the soft soils. Corrective measures not covered by the plans or

The nature and degree of instability of foundations

specifications must be initiated by established change

encountered vary through a wide range of conditions.

order procedures. Figure 2-1 shows shows typical treatment treatment

The treatment necessary to secure stability also varies

in swamp areas.

depending on the condition of the foundation, the height of embankment and nature of embankment material available. See Elasticity and Deformation Deformation of Soils.

Sidehill Foundations Sidehill embankments present a unique problem in that they may be stable when originally constructed yet

Correction of Unstable

become unstable at a later date. The result is usually a

Embankment Foundation

landslide. In most cases, this is caused by water seeping

The first step in determining the proper treatment

into the embankment from the foundation.

for unstable foundations is to determine the nature of

Where sidehill embankments are to be constructed,

the foundation material, water content, location of free

special attention should be given to the foundation area.

water, location of possible outlets for drainage, and depth

The plans and soil profile should be consulted to see

and area extent of unstable material. For many unstable

where special benching, if any, is required; to see

foundations, all or most of the needed information can

whether or not spring drains are provided, and to see if

be established by project personnel by means of test

any potential potential spring or wet wet zones are mentioned. mentioned. The

holes, rod soundings, and hand auger borings. borings. Mea-

foundation area should be inspected in detail for pos-

sures necessary to correct unstable foundations often are

sible springs. In dry seasons, green or or lush vegetation vegetation

apparent when the cause and extent of the instability is known. Types of corrective measures which have been successfully used include the following: 1. Remove Remove the unstable unstable material material and replace replace with with suitable embankment material. This method


are often indicative or a semi-dormant spring that may become active active during wetter weather. weather. If spring zones are encountered and no spring drains are provided in the plans, they should be requested r equested through established change order procedures.

2-15

Chapter 2.0 General Earthwork Construction 2.6 Proof Rolling Subgrade

to vary the number of passes and weight and tire pressure of the heavy roller to fit the conditions.

The purpose of this section of the manual is to provide

Close inspection throughout proof rolling is neces-

information and guidance to project personnel to estab-

sary in order to observe the effects of the rolling and to

lish uniform practices for the use of a 23 to 45 metric

mark locations of soft subgrade for correction under

ton (25 to 50 ton) roller for proof rolling subgrades on

provision of the specifications. Inadequate stability due

projects where such rolling is a requirement.

to rolling is indicated by deflection, cracking or rutting of the surface of the subgrade.

Specification Basis Proof rolling shall be performed in accordance with 203.14 and paid for in accordance with 203.15 of the specifications.

Soft Subgrade The specifications cover general procedures to be followed in correcting soft subgrade in “cuts.” “cuts.” As a guide to the Engineer’s judgment in correcting soft

General The primary purpose of proof rolling subgrade is to

subgrades under the specifications, the following instructions shall be followed:

locate soft areas. Soft subgrade areas that are located

If soft subgrade is encountered in cuts due to no

shall be corrected with the intent to secure uniform

fault of the Contractor and subgrade stability cannot be

subgrade of adequate supporting capability. capability.

secured by moisture control and compaction of the up-

For maximum effectiveness, proof rolling shall be

per 0.3 m (12 inches), it shall be investigated for the

done when the moisture content of the subgrade soils is

cause. The investigation investigation should be done done quickly to ex-

near optimum or at the moisture content at which com-

pedite a decision on the corrective treatment necessary. necessary.

paction was achieved. achieved. If the subgrade is too wet, the

Usually observation of heavy equipment operating on

material will displace and rut. If the subgrade subgrade is too

the subgrade and excavations into the subgrade 0.6 m

dry, dry, it is possible that a dry hard surface crust may carry

to 1 m (2 to 4 feet) deep, using construction equipment

the proof roller over an undesirable soft wet underlying

or tools available on the project, and examination of the

material without rutting or deflection, and the soft

soil and moisture conditions thus exposed, will provide

subgrade may not be detected.

the information needed.

In areas which have been undercut to replace the

If the investigation indicates the need for removal

top portion of wet unstable soils, or in areas where rea-

of the material it shall be removed to the depth of the

sonable subgrade stability has been obtained by drying

unstable material if the unstable material is less than 1

the surface soils, excessive use of the fully loaded 45

meter (3 feet) in depth or to 0.6 m (2 feet) if the un-

metric ton (50 ton) roller may cause satisfactory subgrade

stable material is found more than 1 meter (3 feet) deep.

to become unstable. unstable. One or two coverages coverages usually are

A test length of the excavation filled with suitable ma-

adequate to achieve satisfactory proof rolling results.

terial should be constructed. Experience Experienc e has shown that

Use only one coverage over deep wet soils, especially

most soft subgrade areas can be corrected in this man-

A-4 silty soils, in which instability may be caused by

ner by removal not more than 0.6 to 1 meter deep (2 to

repeated rolling with a heavy load.

3 feet). Only the most unusual unusual cases require removal removal to

In view of the many variations which must be ex-

depths greater than 1 meter meter (3 feet). If desired stability

pected in dealing with Ohio soil and moisture condi-

is not secured after processing a test section where re-

tions, the Engineer is given authority by specifications

moval was 0.6 to 1 meter (2 to 3 feet) deep, consider


2-17

Manual of Procedures for Earthwork Construction - VOLUME I ation should be given to securing a more stable backfill

underdrains, but may be 0.3 to 0.6 m (1 to 2 feet) away

material, such as geofabric, geogrid, granular material,

from the underdrains because of the potential damage

rock or material from pavement removal, rather than to

to the underdrains.

additional depth of excavation. These undercut areas do not need proof rolled but should be tested with a ± 14 metric tons (15 ton) vehicle

Subgrade under paved shoulders need not be proof rolled at the same time as the subgrade for the pavement, but may be checked later, after placing the pavement.

to test stability. The above investigation investigation and undercut guidelines can be used as a guide to correct failed proof rolled areas

Section of Load and Tire Inflation Pressure It is imperative that the project chooses the correct

also.

load for the right type soil or situation. situation. These loads and

Subgrade Correction Prior to Proof Rolling

tire pressures are soil type sensitive when looking at failure criteria.

The Engineer shall observe the effect of heavy

Total load and tire pressure shall be 32 metric ton

equipment operating on the subgrade at the time of

(35 tons) and 820 kPa (120 psi) except they may be var-

rough grading. When rutting and deflection under under heavy

ied by the Engineer within the limits provided in 203.14

equipment shows the subgrade to be soft, correction

and Figure 2-2.

shall be authorized by the Engineer at the time of rough

But a general guideline follows:

grading. See Elasticity and Deformation of Soils.

A. For A-4, A-6, and A-7 soils soils use use a 32 metric metric ton

Do not require that correction be delayed until later

(35 ton) roller with a tire pressure of 820 kPa

checked by proof proof rolling. Make the correction correction by ex-

(120 psi). This load and tire pressure should should be

cavating and disposing of soft subgrade, and replacing

used on most projects because these are the most

it with suitable material as provided for by the specifi-

common soils we have in the State of Ohio. B. For granular granular soils, soils, and and soil, soil, rock and granula granularr

cations.

mixtures, use 46 metric ton (50 ton) roller with

When to Proof Roll

1030 kPa (150 psi) tire pressure.

For areas where subgrade appears to be stable with-

C. Do not not reduce reduce the the load load or tire tire pressu pressure re less less than than

out undercutting, proof roll after the 0.3 m (12 inches)

32 metric ton (35 (35 ton) and 820 kPa (120 (120 psi) in

of the subgrade has been brought to specification re-

a fill section where the instability is not caused

quirements for moisture and density, and after the

by a soft foundation.

subgrade has been brought to approximate shape(within

D. The goal goal of proof rolling rolling is to maximiz maximizee the

30 to 60 mm) (0.1 foot to 0.2 foot ) required by plan

load to point point out the soft soft subgrade. These soft

lines. The proof rolling rolling should be done as soon soon after

soils could be 1 to 2 meters (3 to 5 feet) deep.

the regular compaction rolling as possible, before the subgrade has become too wet or dry for effective proof

Failure Criteria When Proof Rolling

rolling. For areas which which obviously obviously are unstable unstable and

The failure criteria for proof rolling is not as straight

require undercutting, do not proof roll unnecessarily to

forward an answer as it might might seem. There is no single single

demonstrate that subgrade correction is required.

answer that can fit all situations. situations. The failure is based on

Proof rolling may be done either before or after pipe underdrains are installed. installed. If done after underdrains are

experience and if there is any doubt the Construction Engineer should be consulted.

installed, rolling should not be done directly over the

2-18


Chapter 2.0 General Earthwork Construction The following is the general criteria criteri a that can be used: A. Rutting Rutting in exce excess ss of 50mm 50mm (2 inche inches) s) should should always be considered failure. B. Elastic Elastic mov moveme ement nt or rutting rutting with with substa substanntial cracking or substantial lateral movement

Correction of Failed Areas Correction of these failed areas should be made similar to soft subgrade discussed earlier in this section. Do not proof roll after undercutting, undercutting, but use 14 metric ton (15 ton) vehical to test the soil stability. The minimum stability needed is the ability to pave

of the soil should be considered failure.

the project. project. The failed failed areas in cut areas and shallow shallow

C. Rutting Rutting betw between een 25-5 25-50 0 mm (1-2 (1-2 inches inches))

fills are the Department’s responsibility. responsibi lity. If the failure

should be suspect but may be left in place.

was caused by the fill it would be the Contractor’s re-

D. Ruttin Rutting g less than than 25 mm (1 (1 inch) inch) should should not be of a concern.

sponsibility. sponsibility. The failed areas in fill fill locations are the Contractor’s responsbility.

E. This This criteri criteriaa should should be modif modified ied in acco accorda rdance nce

If the Contractor fails the subgrade due to using it

with the type of roadway being constructed.

as a haul road or due to his negligence it’s his/her responsiblity. We do not build subgrades for haul roads.


2-19


Figure 2-2. Load and Tire Inflation Pressures for Proof Rolling

2-20


Chapter 2.0 General Earthwork Construction 2.7 Drainage

In soft wet cut areas where the subgrade contains excess moisture, underdrains should be installed as early

Excess water in fine-grained soil is the principal cause of

in the contract as possible consistent with the Contractor’s Contra ctor’s

unstable soil conditions. The Engineer has a responsibility to

plan of operation. Underdrains frequently will stabilize

take steps to secure adequate drainage where it is determined

such areas and make undercutting unnecessary. unnecessary. How-

during construction the need exists. If investigation investigation during

ever, the Contractor should not be required to delay any

construction indicates the need for underdrains not provided

subsequent operations with the expectation that

by the plans, a request for underdrains needed must be initi-

underdrains will correct a soft subgrade condition.

ated by established change order procedures. procedures. Example of conditions which indicate the need for underdrains are:

Additional underdrain placement is allowed to drain areas to be constructed constructed on. These underdrains are not

1. Free Free wat water er in in the the sub subgr grad ade, e,

required to be functional after construction but only

2. Saturated Saturated soils soils of moderatel moderately y high high permea permeabili bility ty,, such such

during construction. construction. Construction underdrains may

as sandy silt and silty clay of low plasticity.

eliminate the need for under cutting.

3. Ground Ground water water seepage seepage through through layers layers of of permeab permeable le soil.


2-21


Notes

2-22


INDEX Chapter 3.0 Moisture Control and Testing

Section/Figure Page

Old Section

3.1 Moisture Moisture Control Control of Soil Embankme Embankments nts During During Construction Construction ................ ......................... ......... 3-2 ................. ........................ ....... 11 Specificat Specification ion Requiremen Requirements ts ................ ........................ ................ ................ ................ ................ ................. ................. ............... ....... 3-2 ................ ..................... ..... 11.2 11.2 3.2 Test for Moistu Moisture re ................ ........................ ................. ................. ................ ................ ................ ................ ................. ................. ................ .......... .. 3-2 ................ ........................20 ........20

......................... ................ ................ ................ ................ ................ ................ ........ 3-3 ................ .....................20.8 .....20.8 3.3 Nuclear Nuclear Gauge Gauge Test Test for Moisture Moisture ................. Applicati Application on ................. ......................... ................ ................. ................. ................ ................ ................. ................. ................ ................ .............. ...... 3-3 ................ .................. .. 20.8.1 20.8.1 Descripti Description on ................. ......................... ................ ................ ................. ................. ................ ................. ................. ................ ................ .............. ...... 3-3 ................ .................. .. 20.8.2 20.8.2 Nuclear Nuclear Equipmen Equipmentt ................ ........................ ................ ................ ................ ................ ................ ................ ................ ................ ............. ..... 3-3 ................ .................. .. 20.8.3 20.8.3 Nuclear Nuclear Test Procedures Procedures ................ ......................... ................. ................ ................ ................ ................ ................. ................. ........... ... 3-3 ................ .................. .. 20.8.4 20.8.4 Safety ................. ......................... ................ ................ ................ ................ ................. ................. ................ ................ ................ ................ ................ ........ 3-3 ............... .................. ... 20.8.5 20.8.5 ....................... ................ ................. ................. ................ ................ ................ ................ ................ ............. ..... 3-5 ................ .....................20.2 .....20.2 3.4 OvenOven-Dr Dryi ying ng Method Method ............... Equipmen Equipmentt ................ ........................ ................ ................. ................. ................ ................ ................ ................ ................. ................. ................ .......... 3-5 ................ .................. .. 20.2.1 20.2.1 Procedure Procedure ................ ........................ ................ ................. ................. ................ ................ ................ ................ ................. ................. ................ .......... .. 3-5 ................ .................. .. 20.2.2 20.2.2 ........................ ................ ................. ................. ................ ................ ................ ................ ............ .... 3-6 ............... .....................20.2 ......20.2 3.5 Open-P Open-Pan an Dryi Drying ng Method Method ................ Equipmen Equipmentt ................ ........................ ................ ................. ................. ................ ................ ................ ................ ................. ................. ................ .......... 3-6 ................ .................. .. 20.4.2 20.4.2 Procedures Procedures ................. ......................... ................ ................. ................. ................ ................ ................. ................. ................ ................ ............... ....... 3-6 ................ .................. .. 20.4.3 20.4.3 Precaution Precautionss ................. ......................... ................ ................ ................. ................. ................ ................. ................. ................ ................ .............. ...... 3-6 ................ .................. .. 20.4.4 20.4.4 3.6 Alcohol Alcohol-Bu -Burni rning ng Drying Drying Method Method ................ ........................ ................ ................ ................ ................ ................. ................. .......... 3-6 ............... .....................20.5 ......20.5 Application ................... ...................... ...................... ...................... .................... 3-6 Equipmen Equipmentt ................ ........................ ................ ................. ................. ................ ................ ................ ................ ................. ................. ................ .......... 3-6 ................ .................. .. 20.5.2 20.5.2 Procedure Procedure ................ ........................ ................ ................. ................. ................ ................ ................ ................ ................. ................. ................ .......... .. 3-6 ................ .................. .. 20.5.3 20.5.3

........................ ................ ................ ................ ................ ................ ................ ........ 3-7 ................ .....................20.6 .....20.6 3.7 Gasoli Gasolinene-Bur Burnin ning g Drying Drying Method Method ................ Applicati Application on ................. ......................... ................ ................. ................. ................ ................ ................. ................. ................ ................ .............. ...... 3-7 ................ .................. .. 20.6.1 20.6.1 Equipmen Equipmentt and Procedure Procedure ............... ........................ ................. ................ ................ ................ ................ ................ ................ .......... .. 3-7 ................ .................. .. 20.6.2 20.6.2 ........................ ................ ................ ................ ................ ................. ................. .......... 3-7 ............... .....................20.3 ......20.3 3.8 Moistu Moisturere-Den Densit sity y Curve Method Method ................ Procedures Procedures ................. ......................... ................ ................. ................. ................ ................ ................. ................. ................ ................ ............... ....... 3-7 ................ .................. .. 20.3.2 20.3.2 Figure Figure 3-1M C-88M Report on Compactio Compaction................ n........................ ................ ................ ................. ................. ........... ... 3-8 .......... .......... new (20-1) Figure Figure 3-1 C-88 Report Report on Compactio Compaction n ............... ....................... ................. ................. ................ ................ ................ ........... ... 3-9 .......... .......... new (20-1)


3-1

3.0 Moisture Controls and Testing

3.1 Moisture Control of Soil Embankments During Construction

for limiting the moisture contents for soil embankment this way is to insure stable embankments. There is no numerical moisture requirement in the

The purpose of this section is to establish uniform prac-

specifications. The Contractor must compact the mate-

tices for applying the specifications for moisture con-

rial at a moisture content to obtain the density and sta-

trol of soil embankments during construction.

bility of the material. Moisture and compaction control are necessary and

Specification Requirements The following requirement for moisture control is quoted from 203.11:

important to secure the satisfactory quality of embankments and subgrades essential for long life performance of pavements in a sound and smooth condition.

203.11 Moisture Control. “Embankment and

subgrade material containing excess moisture shall be

3.2 Test for Moisture

required to dry prior to or during compaction to a moisture content not greater than that needed to meet the

The specifications do not numerically limit the

density requirements, except that for material which dis-

moisture content of embankment or subgrade soils.

plays pronounced elasticity or deformation under the

Moisture determinations must be made in the field

action of loaded rubber tire construction equipment, the

to pick the required moisture-density curve and to

moisture content shall be reduced to secure stability.

control the Contractor’s compaction operations.

For subgrade material, these requirements for moisture

The following sections deal with various methods

shall apply at the time of compaction of the subgrade.

of determining moisture contents of soils.

Drying of wet soil shall be expedited by the use of plows, discs, or by other approved methods when so order by the Engineer.”

For engineering purposes, moisture of soil is expressed in percent of dry weight. Most of the time the moisture of a soil should be

Experience has shown that to obtain the specifica-

obtained by using the the nuclear gauge readings. readings. But there

tion density, the moisture content must be at or near

are situations that dry methods can and should be used.

optimum. For some soils, soils, particularly silty soils soils with

For each drying method the soil to be tested should be a

low plasticity, plasticity, may meet the moisture (± 3 percent from

representative representative sample of a least 1/2 kg (1 pound). pound). The

optimum) and compaction requirements require ments but would have

soil should be placed in a small, clean can or jar and

unsatisfactory stability. stability. Some soils compact better better and

covered with a tight lid at the construction site, to

meet the density and stability requirements at minimum

prevent evaporation of moisture while moving to the

moisture (say -3 or more below below optimum). The reason

location of the test. The test should should be conducted conducted as

3-2


Chapter 3.0 Moisture Controls and Testing soon as possible after taking the sample. sample. Location where

Department has the 3440 series gauges. gauges. Each gauge con-

sample is taken must be noted.

sists of a scaler, automatic timer, nuclear source, and de-

All the moisture tests should be checked against each other to ensure the accuracy of the moisture testing.

tector tubes all contained in a single single unit. These gauges measure moisture by the backscatter method, and density by either the backscatter or direct transmission

3.3 Nuclear Gauge Tests for Moisture

method.

Application Moisture content of soils can be determined by nuclear equipment designed for this purpose.

Nuclear Test Procedures Specific instructions for the operation of each type of instrument in use by the Department are given in

The nuclear method is the preferred method to ob-

manuals prepared by the manufacturer of the instrument.

tain moisture content content of soils. The nuclear gauge mois-

The general procedure is somewhat similar for all types

ture may be used as the proctor moisture if the proctor

of gauges. See Chapter 6 on the procedure for using

is taken at the same time as the nuclear gauge r eadings,

nuclear equipment for more detailed information.

and it is representative of the soil tested.

Moisture Test. Test. Determine the moisture using a Troxler 3440 gauge and record this information on the

Description

C-135B-M (C-135B).

Nuclear gauges are nondestructive testing devices

Safety

using the neutron energy absorption technique to measure the moisture content of rock or soil materials

There is no radiological danger to an operation of a

Nuclear tests for moisture and density are detailed in

nuclear gauge so long as the correct operating and safety

the AASHTO - T-238.

rules are followed. followed. Each operator is issued issued a specific specific

The nuclear method for measuring the moisture con-

set of instructions governing safety when the gauge is

tent of soil and rock materials is based on the principle

assigned to him. General safety rules rules governing governing the

of measuring the slowing of neutrons emitted into the

use of this equipment are as follows:

soil from a fast-neutron source. The energy loss is much

1. Never attempt to repair the gauge or open open it

greater in neutron collisions with atoms of low atomic

to look inside inside Any repairs to the gauge are

weight, and is directly proportional to the number of

to be done by a Central Office technician,

such atoms present present in the soil. soil. The effect of such a

or the manufacturer.

collision is to change a fast neutron to a slow neutron.

2.

All operators or persons persons frequently in

Hydrogen, which is the principal element of low atomic

contact with nuclear gauges are required to

weight found is soils, is contained largely in the mol-

wear film badges. badges. These badges are to be

ecules of water in a inorganic soil. The number of slow

sent to the Office of Material Management,

neutrons detected by a counter tube, after emission of

Central Laboratory each quarter, where

fast neutrons from a radioactive source, is counted elec-

they are collected and forwarded to a film

tronically on a scaler. scaler. The count obtained on the the scaler

badge service company which determines

is proportional to the amount of water in the soil or rock.

and reports the dose, which is the quantity of radiation absorbed.

Nuclear Equipment

3. All gauges will be leak tested every 6 months. months.

The Department has in use nuclear equipment manufactured by by Troxier Troxier Laboratories. Laboratories. Presently the the


3-3

Manual of Procedures for Earthwork Construction - VOLUME I 4. If the gauge is damaged by construction

6. When not in use, all gauges gauges must be secured

equipment, do not move it from the area.

with locks provided for this purpose and

Keep all people away from the gauge and

placed in the project field office or other

notify the District Radiation Safety Officer

approved storage storage area. They shall not not be

then the Central Office Department’s Radiation Safety Officer, at 614-275-1300.

stored overnight in a vehicle.

5. If a gauge is lost or stolen, stolen, notify the the State Highway Patrol and the Department’s Radiation Safety Officer.

3-4


Chapter 3.0 Moisture Controls and Testing 3.4 Oven-Drying Method

sample from the oven and test to determine if it is completely dry by using one of the

This method of determining moisture content is

following methods:

applicable to all types of soils. The time required to dry

A. Lay a piece of bond paper approximately

the sample depends on the size and moisture content of

50 x 75 mm (2 x 3 inches) on the sample. If

the sample and the type of soil.

the paper curls immediately when laid on the sample, the soil contains moisture. The

Equipment 1. Two-burner wo-burner stove. stove. Either Either an oil stove stove or a camp stove using white gasoline.

paper used for this test must be bond of hard surface texture like the paper used for the compaction forms.

2. “Boss “Boss 75" port portable able oven oven,, or equiv equivale alent. nt. This This

B. Hold a piece of clean glass or a mirror in

oven measures approximately 0.5 m (20

a horizontal position about 25 mm (an

inches) high, 0.5 m (20 inches) wide and

inch) above the soil sample. If the glass

0.3 m (13 inches) deep. It sets on and is

steams up, this is an indication of further

heated by the stove.

moisture in the sample. Keep the glass

3. Seve Several ral baki baking ng pans pans approx approxim imate ately ly 300 300 x 200 x 63 mm (12 x 8 1/2 x 2 1/2 inches).

away from the heat of the stove or direct rays of hot sun prior to the test since this

4. Masonr Masonry y trow trowel el or or putty putty knife. knife.

test depends upon condensation of moisture

5. Can of of fuel. fuel. Can Can has has tigh tightt stopp stoppers ers and and if if

in the hot air onto the cooler glass.

it’s used for gasoline it is painted red. 6. Scale Scale of 12 12 kg (25-p (25-poun ound) d) capac capacity ity sens sensiitive to 1 gram (.01 pound). 7. Piece Piece of flat flat glass glass or piec pieces es of of bond bond pape paperr with texture similar to the compaction forms.

7. If the the test test indica indicates tes furt further her mois moistur turee is in the sample, stir the sample and continue drying. Test the soil every 3 to 5 minutes until the test indicates the soil is dry. 8. Weigh Weigh the the drie dried d sampl samplee and and pan pan to the nearest 1 gram (.01 pound). Record this weight.

Procedure 1. Weigh Weigh the the pan pan to to the the neares nearestt 1 gram gram (.01 pound). Record the weight. 2. Place Place appro approxim ximate ately ly 0.5 0.5 kg (1 (1 pound) pound) of of

9. Subtra Subtract ct the the weight weight of the the pan pan from from the the weight of pan and dry sample to obtain the weight of the dried sample. 10. Subtract Subtract the weight weight of the the dried sample sample

representative sample of wet soil in the pan

from the weight of the wet sample. This is

on the scale. Record the combined weight.

the weight of water in the original sample.

3. Break Break up all lum lumps ps of soil soil with with the the putty putty

11. Divide Divide the weight weight of the water water by the

knife or trowel and avoid any loss of the

weight of the dried sample. Multiply this

sample.

result by 100. This gives the percentage of

4. Place Place the the pan with with sampl samplee in the the oven oven with with

moisture in the sample. The equation is:

the stove on. 5. Stir Stir the the soil soil ever every y 3 to to 5 minu minutes tes.. 6. After After the the soil soil has change changed d to a ligh lighter ter colo colorr and appears to be dry, remove the soil


3-5

Manual of Procedures for Earthwork Construction - VOLUME I 3.5 Open-Pan Drying Method

3.6 Alcohol-Burning Drying Method

This method is quick and simple, and gives accurate

Application

results for granular material. This method should should not be used for fine grained soils (silts or clays) because the high temperatures may burn away the organic material if they were present. This method can be be used for fine

This method is quick and simple, and the alcohol burns at a low enough temperature 140°C to 160°C (286 ( 286 F to 320 F) that it can be used with accuracy for most soil types. This method should should be done outside or in a well ventilated area.

grained soils where limited accuracy is satisfactory and approximate moisture results are acceptable.

Equipment 1. Scale of 12 12 kg (25-pound) (25-pound) capacity capacity sensit sensitive ive of 1 gram (.01 pound). 2. Several Several baking baking pans pans appro approximat ximately ely 300 x 200 200 x 63 mm (12 1/2 x 8 x 2 1/2 inches). 3. Two-burner wo-burner stove stove burning burning white white gasoli gasoline. ne.

Equipment 1. Scale of 12 12 kg kg (25-po (25-pound) und) capacity capacity sensitiv sensitivee to 1 gram (.01 pound). 2. Pan or or can with with perfo perforat rated ed botto bottom m and filt filter er paper to fit bottom. (A 300 ml (10-ounce) round sample can is suitable for this purpose.) 3. 300 x 200 200 x 63 63 mm (12 x 8 1/2 1/2 x 2 1/2 1/2 inch) inch) baking pan. 4. Glas Glasss sti stirr rrin ing g rod. rod. 5. Supply Supply of alco alcohol hol in tight tight can. can.

4. Putty-knif Putty-knifee or other device device for breaki breaking ng up up and and stirring the soil. 5. Piece Piece of flat flat glass glass or pieces pieces of hard hard surfac surfacee bond bond paper with texture similar to the compaction forms.

Procedure Follows steps outlined for oven drying in Section 3.4 (1) through (11) except place the pan directly over the burning instead of in the oven.

Precautions The following precautions should be taken to avoid introducing errors into the test:

Procedure 1. Weigh perforated perforated pan or or can with filter filter paper paper in the bottom. Record weight. 2. Place Place sampl samplee of wet wet soil soil in perfo perforat rated ed pan pan or can; weigh and record weight. 3. Place Place perfo perforat rated ed pan pan or can can in lar larger ger pan pan and and stir alcohol into the soil sample with a glass rod until the mixture has the consistency of a thin mud or slurry. When stirring, do not disturb the filter paper on the bottom. Clean the rod. 4. Ignite Ignite the the alcoh alcohol ol in the the outer outer pan pan and and in the the sample and burn off all alcohol. 5. Repeat Repeat the the proce process ss thre threee times, times, or or until until successive weighings indicate no reduction in weight, after each time burning .

1. Avoid void overhea overheating ting the soil. Use two two pans, pans, one

6. After After final final burni burning, ng, weig weigh h perfor perforate ated d pan or

inside the other, to avoid hot spots which may

can and dry soil, and record weight. The weight

occur when a single pan is used.

of dry soil equals this weight minus weight of

2. Avoid void bakin baking g the the soil. soil. Baking Baking can be prev prevente ented d by testing the material with a paper or glass test at sufficiently close intervals so that further

perforated pan or can and filter. 7. Calculate Calculate moisture moisture content content as shown shown in Sectio Section n 3.4.

heating can be discontinued after all the moisture has been evaporated. evaporated. 3. Insure Insure that that no no soil soil is lost lost during during the the test. test.

3-6


Chapter 3.0 Moisture Controls and Testing 3.7 Gasoline-Burning Drying Method

3.8 Moisture-Density Curve Method

Application

This method is satisfactory for fine grained soils such

This method is a quick and simple method of drying.

as clay or silt, but should not be used for granular mate-

However, the gasoline burns at such high temperature

rials because of the difficulty difficulty of obtaining accurate pen-

that it should be used only to dry granular materials. This method should only be used outside.

etration resistance readings. Soil must be screened through a 4.75 mm (No. 4) sieve before placing the material in the proctor mold

Equipment and Procedures This method of drying is similar to the alcohol drying

when using penetration resistance to find moisture content. This method is not recommended and should be used as a last resort.

method with the exception that the perforated pan and filter are not used. The gasoline can be mixed with the

Procedure

sample in the baking pan and burned in the pan. Except

Follow steps outlined by lines 4 through 12, Form

for this, the test is run exactly the same as the alcohol

C-88 M (C-88), Figure 3-1 M (3-1) and the applicable

burning method, described in Section 3.6.

instructions in Chapter 7.


3-7

Manual of Procedures for Earthwork Construction - VOLUME I C-88-M 1/96

Figure 3-1M. C-88-M Report on Compaction

3-8


Chapter 3.0 Moisture Controls and Testing C-88 1/96

Figure 3-1. C-88 Report on Compaction


3-9

Manual of Procedures for Earthwork Construction - VOLUME I Notes

3-10


INDEX Chapter 4.0 Compaction of Soils

Section/Figure Page

Old Section

4.1 4.1 Comp Compac acti tion on ................ ........................ ................ ................ ................. ................. ................ ................ ................ ................ ................. ................. .......... 4-2 ................ .................... .... 14 4.2 Moistu Moisturere-Den Densit sity y Relati Relationsh onship ip ................ ........................ ................. ................. ................ ................ ................ ................ .......... .. 4-3 ................. ................. 3.13 Penetratio Penetration n Resistance............. Resistance..................... ................. ................. ................ ................ ................ ................ ................. ................ ....... 4-3 .............. .............. 3.13.4 Usefulnes Usefulnesss of the Test Results Results ................ ......................... ................. ................ ................. ................. ................ ................ ........ 4-4 .............. .............. 3.13.5 3.13.5 Voids Ratio ................. ......................... ................ ................ ................ ................ ................. ................. ................ ................ ................ ............. ..... 4-4 ................ .................. 3.14 4.3 Variations ariations of the Moisture-D Moisture-Densit ensity y Relationship Relationship ................ ........................ ................ ................. .............. ..... 4-5 ................. ................. new Changing Changing the Compactiv Compactivee Effort Effort ................ ........................ ................ ................ ................ ................ ................ .............. ...... 4-5 ................ .................. new Temperature emperature Effects Effects on Soil ................ ........................ ................ ................ ................ ................. ................. ................ ............ .... 4-5 ................ .................. new Coarse Coarse Aggregate Aggregate Problem Problem ................ ........................ ................ ................ ................ ................ ................ ................. ............... ...... 4-6 ................ .................. new Importanc Importancee of Temperature emperature and Coarse Coarse Aggregate Aggregate Corrections Corrections ................ ...................... ...... 4-6 ................ .................. new Ohio Typical ypical Density Density Curves ................ ........................ ................. ................. ................ ................ ................ ................ .......... .. 4-6 4.4 Test for Moisture-Den Moisture-Density sity Relations Relations and Penetration Penetration Resistance Resistance of Soils ...... ...... 4-7 4-7 ........ ............ ........ ........ .... 21 Equipmen Equipmentt ................ ........................ ................ ................. ................. ................ ................ ................ ................ ................. ................. ............... ....... 4-7 ................ .................. 21.2 Procedure Procedure ................ ......................... ................. ................ ................ ................. ................. ................ ................ ................. ................. ............... ....... 4-7 ................. ................. 21.3 4.5 Using Using the Ohio Ohio Typic Typical al Curves Curves ................ ........................ ................. ................. ................ ................ ................ ................ .......... .. 4-9 ................. ................. 21.4

Figure Figure 4-1 Effects of Compaction Compaction on Soil ............... ....................... ................ ................ ................ ................ ............ .... 4-10 ................ .................. new Figure Figure 4-2 Temperat Temperature ure Effects on Soils Soils ................ ........................ ................ ................ ................ ................. ............. .... 4-11 4-11 ................ .................. new Figure Figure 4-3 Coarse Coarse Aggregate Effects Effects on Soils ............... ........................ ................. ................ ................ ............. ..... 4-12 ................ .................. new Figure 4-4 Work Sheet for a Moisture-Density Moisture-Density Curve ..................... .................... 4-13 ................. 21-1 Figure Figure 4-5M Moisture-Den Moisture-Density sity and Penetration Penetration Resistan Resistance ce Curve ............... ..................... ...... 4-14 ................ .................. new Figure 4-5 Moisture-Density and Penetration Resistance Curve ..................... .... 4-15 ................. 21-2 Figure Figure 4-6 Loose Loose and Compacted Compacted Lifts Lifts for the Proctor Proctor Test.................... Test............................ ............ .... 4-16 ................ .................. new Figure Figure 4-7M Ohio Typical Typical Density Density Curve ............... ....................... ................ ................ ................ ................ ............ .... 4-17 ................ .................. new Figure Figure 4-7 Ohio Typical ypical Density Density Curve ................ ........................ ................ ................ ................ ................ ............... ....... 4-18 ................ .................. new


4-1

4.0 Compaction of Soils

4.1 Compaction

conditions on the Compaction Forms or other appropriate project records. By avoiding a large number of tests

Proper compaction at the proper moisture is the most

in areas of uniform condition where specified compac-

effective and most economical way to improve the sta-

tion is being obtained consistently, allows the project

bility of soils. Satisfactory performance of pavement

personnel to concentrate their effort on other areas of the

and embankment depends on the good compaction of

project, where conditions are less uniform or suspect.

the embankment and subgrade materials. Careful con-

Tests must be made especially in areas where in-

trol is necessary to insure compliance with the specifi-

spection indicates that it is questionable if specified com-

cation compaction requirements for embankments and

paction is being obtained. Evidences of questionable

subgrades.

compaction which can be determined by inspection in-

The density test is the principal means by which the Engineer determines whether or not the specified compaction requirements have been met. The number of tests to be made for a given quantity of embankment material placed purposely is not set by specifications or by administrative administrative requirements. The Engineer may use his/her judgment to make tests at locations where the information is most needed for proper control. For example, consider an area of embankment under construction where the soil and moisture conditions are uniform and ideal for good compaction and where previous compaction tests have shown that the specification requirements are being met consistently under

clude the following: following: 1. Low number number of roller roller covera coverages ges.. 2. Excessive Excessive deflection deflection under heavy constructi construction on equipment. 3. Use of roll rollers ers of low effici efficienc ency. y. 4. Very Very wet wet soil soil.. 5. Very Very dry dry soil. oil. The observation that a sheepsfoot roller will “walk out” or “ride high” on a layer of hard, dry soil is not in itself evidence of satisfactory compaction. Where it is determined that compaction or moisture does not meet specification requirements, correc-

the same roller coverages. As long as inspection shows shows

tion of the deficient area must be made before the next

that the uniform conditions of soil, moisture, lift thick-

lift of embankment is placed over the deficient area.

ness and roller coverages continue for this area, only

The Engineer must give specific instructions to inspec-

occasional check tests for compaction are necessary.

tors covering their responsibility and authority as out-

Where relatively few tests are made because materials and conditions are uniform, document this by describing

4-2

lined in the specifications, to secure compliance with contract requirements.


Chapter 4.0 Compaction of Soils 4.2 Moisture-Density Moisture-Densit y Relationship

density relationship is shown shown in Figure 4-1A. 4-1A. A brief description follows of the influence of moisture on the

In order to evaluate compaction testing the project personnel must first understand the moisture-density relationship and some of the problems associated with this relationship. A relationship exists between the density of a soil as the moisture content of a soil is varied while the compactive effort remains constant. A standard force is used in the test that closely approximates the densi-

compaction of soils. At point 3, the soil is compacted at a moisture content where the compactive effort cannot overcome the friction or resistance of the soil to achieve a maximum density. density. As the water content increases, increases, the particles develop larger and larger water films around them, which tend to “lubricate” the particles and make them

ties that can be readily obtained in field construction

easier to be moved about and reoriented into a denser

with sheepsfoot rollers and other types of common

configuration. configuration. However, However, as we continue to increase the

compa com paction ction equipment. equipmen t. The greatest greatest density density obtaine obtained d in the

moisture content, we eventually reach a water content

test is termed “maximum density” and the corresponding

where the density does not increase any further, which

moisture content is termed “optimum moisture.”

is point 1.

The test used by the Department to determine the mois-

When compacted, the water starts to displace and

ture-density relations of soil is AASHTO T 99 Method A.

replace soil particles because of the excess pore pres-

For details of this test procedure see Section 4.4.

sure on points from 1 to 2. The soil soil has just enough enough

The test consists of compacting soil passing a 19 mm (3/4 inch) sieve or 4.75 mm (No. 4) sieve in three equal layers in a 0.000943 cubic meter (1/30-cubic foot) cylinder mold, with each layer receiving 25 well distributed blows from a 2.5 kg (5.5 ( 5.5 pound) rammer dropped 305 mm (12 inches). Use the 4.75 mm (No. 4) sieve

moisture to overcome most of the friction and not too much to have excess pore pressure to displace the soil at point 1. This moisture - density density relationship is very good for soils passing the 4.75 mm (number 4) sieve as it relates to field compaction compaction of soils. soils. But there are

when using penetration resistance to determine mois-

problems when this relationship is extrapolated to soils

ture content; otherwise use the 19 mm (3/4 inch) sieve.

larger than the number 4.75 mm (number 4 sieve).

For each soil tested, this procedure is followed for several soil moisture contents compacted from damp to wet

Penetration Resistance

consistency. consistency. For each compacted specimen specimen the dry

The pressure in mega pascals (MPa) pounds per

weight and the moisture are determined. Each dry weight

square inch (lb/in²) required to force a needle of known

is plotted against its respective moisture content and a

end area into compacted soil at the rate of 12.7 mm/s

smooth curve is drawn through the points.

(1/2 inch per second) for a distance of 76.2 mm (3 inches).

The maximum dry weight and optimum moisture can only be determined if two points are plotted on each side of optimum moisture moisture on this curve. curve. Maximum dry weight is the highest point of the curve resulting from this moisture-density test. The optimum moisture is the water content at the highest point of the dry weight curve. This is the wa-

A penetration resistance determination is made on each compacted specimen in the moisture-density test. Each penetration resistance resistanc e reading is plotted against soil moisture at the time of the reading, and a smooth curve is drawn through the points. The relationship of penetration resistance to moisture and density is used in tests for

ter content at which the maximum density is produced

soil compaction to help select a typical moisture-density

for a soil at a given given compactive effort. This moisture

which is representative of the soil being tested.


4-3

Manual of Procedures for Earthwork Construction - VOLUME I Usefulness of the Test Results

Structural properties of a soil vary with moisture

Results of the moisture-density test can be inter-

content and density. densit y. For example, a clay soil at low den-

preted to give considerable general information on the

sity will have very high load-supporting power when

load-carrying capacity and other properties of soils.

dry, dry, but when it is saturated at this same density it will

More information useful in highway earthwork construc-

have a very low load-supporting power. Hence, when

tion can be learned about the properties of a particular

the structural properties of a soil are being determined,

soil from this test than from any other one soil test.

its moisture content and density must be defined and

The maximum density of a soil gives approximate information on its gradation. The optimum moisture

controlled to permit accurate evaluation of the soil in that particular condition.

gives approximate approximate information on the clay and silt con-

Moisture-density relations, such as optimum mois-

tent of the soil. The shape of the moisture-density curve,

ture and maximum density, are comparative factors. A

which may vary from a sharply peaked parabolic curve

high maximum density will range downward from fr om 2000

to a flat one or to one sloping irregularly downward as

to 2250 kg/m 3 (125 to 140 pounds per cubic foot), dry

the moisture content increases, gives additional valu-

weight. A low maximum density will range downward

able information showing the influence of moisture on

from about 1600 to 1350 kg/m 3 (100 to 85 pounds per

the load-supporting value of the soil. For example, a

cubic foot), dry weight. A low optimum moisture moisture coin-

flat moisture-density curve cu rve indicates a soil that will have

cides with a high maximum density and will be of the

about the same load-supporting power over a wide range r ange

order of 7 percent. A high optimum moisture coincides

in moisture contents.

with a low maximum density and may be of the order

The basic principle involved in the moisture-den-

of 25 percent.

sity relations of soils is the most important one in soil

Voids Ratio

analysis for highway use. This basic principle is that for a given force of compaction and given moisture con-

The voids ratio is the ratio of the volume of voids to

tent, a soil will have a corresponding density. This can

the volume of soil particles. The voids ratio of a soil

be stated in another way to emphasize the application

will vary with its moisture content and degree of com-

of this principle to economy of rolling effort to secure

paction or consolidation. Therefore, for a particular soil

specified compaction in highway earth embankments,

in different conditions, the voids ratio will vary and can

as follows: For each soil, there is a particular moisture

be used to judge relative stability for load-carrying ca-

content at which a given compaction requirement can

pacity, with these factors increasing as the voids ratio

be secured with less compaction effort than at any other

decreases.

moisture content.

4-4


Chapter 4.0 Compaction of Soils 4.3 Variations of the Moisture Density Relationship

their compactive effort is so different, compaction compliance may be a problem. Remember the original T-99 test was established many years ago and attempted to simu-

To truly understand the moisture and density relationship

late the compaction effort of the compaction equipment

as it relates to soils compaction, the project personnel

of that era. It is the Contractor’s responsibility to use

should understand what items effect this relationship.

the equipment necessary to achieve the specification

This section briefly addresses these issues.

densi de nsity. ty. The project project personnel personnel should should keep keep this information

This moisture-density relationship is effected effecte d by but not limited to the following conditions: conditions: -

in mind when evaluating field problems associated with compaction.

A chan change ge in in the the comp compac acti tive ve eff effor ortt or a fiel field d compactive effort that is different from the laboratory testing compactive effort.

-

A temp temperat erature ure of the compac compacted ted soil soil that that is near near or below freezing temperature.

-

Coar Coarse se agg aggre rega gate te is is adde added d or sub subtr trac acte ted d from from the soil.

-

Signif Significa icant nt amount amount of coarse coarse aggreg aggregate ate in the soil.

Changing the Compactive Effort The T-99 proctor test used to make the Department’s moisture-density curves was originally made to simulate field compaction conditions. It uses a standard compactive effort that allows us to evaluate and compare the compaction testing of different soils. What happens to this moisture-density relationship as you increase or decrease this compactive effort? See Figure 4-1B. The compactive compactive effort effort may be increased or decreased to change the maximum density

Temperature Effects on Soil If a soil is compacted at significantly lower temperatures, the true maximum density cannot be achieved in the field. No soil is allowed allowed to be compacted at frozen conditions. If you look at Figure 4-2 you can easily see why this is the the case. The maximum density density can change as much as 160 kg/m3 (10 lb./c. ft.) for soils compacted at a temperature difference of 20C (40F). But there may not be any difference in maximum maximum density at all. Some soils are effected by temperatures and others are not. There is no formula that can take this temperature into consideration. To check for this difference, the compaction procedure itself must mus t be altered. alte red. When the the Contractor Contractor is compacting compacting the soil at temperatures lower than 7C (45F) or when the sight conditions warrant, the following procedure should be used: 1. Take Take the the norma normall procto proctorr test test durin during g the the

as much as 160 to 240 240 kg/m 3(10 to 15 15 lbs/c. ft.). As

compaction testing.

the compactive effort goes up, the curve shifts to the

associated with this test.

Choose the curve

left and up along the same line of optimum. If the

2. Take Take enough enough soil soil to to make make anothe anotherr procto proctor. r.

compactive effort is lowered the compaction curve shifts

After the soil is warmed to a temperature

to the right and lower.

approximately 21C (70C) make an additional

If the Contractor is using the compactive effort as-

proctor. Get another moisture and density for

sociated to the lower curve and the acceptance curve is

the warmed soil. Choose another another curve with with

the higher curve, then compaction cannot be achieved.

the results.

If the case is reversed, then the Contractor should have no problem meeting the compaction requirements. When the field roller compactive effort and laboratory test compactive effort are not compatible, because


3. Compar Comparee the two resu results lts and use use the the highe higherr curve if there is a difference.

Use this

procedure at any time the material is suspect in the field.

4-5

Manual of Procedures for Earthwork Construction - VOLUME I Coarse Aggregate Problem

obvious to the project personnel. Without these corrections correcti ons

Figure 4-3 shows a plot of adding or subtracting

the compaction testing could easily be off by more than

coarse aggregate to a soil mass and resulting change in

32 kg/m3 (2 pounds per cubic foot) without the project

the corresponding moisture-density curves.

personnel being aware of a problem.

As you add gravel or plus 4.75 mm (number 4)

If the compaction testing is off by 32kg/m 3

material to the soil, the optimum moisture shifts to the

(2 pounds per cubic foot), or approximately one Ohio

left and the maximum maximum density increases. The average

Typical (density) curve, this could result in a loss of 15

increase in density increases is about 1 percent per 10

percent of the soil strength. If you are off by two curves,

percent of material retained on the 4.75 mm (number 4) sieve. This effect should should be taken care of on lines 28 through 38 on the C-88 M (C-88). If you sieve your material through the number 4 or 3/4 inch sieve and remove 20 percent coarse aggregate and do not take this into account, you could easily be one or two curves low. Use the correction on the C-88M (C-88) compaction form where more than 10 percent material is retained on the 4.75 or 19mm 19mm (number 4 or 3/4) sieve. sieve. This This correction lowers the in place density to match the proctor density. density. No correction is made to to the moisture.

the potential loss could be 30 percent and so on. The strength may not be apparent in construction, but in the long term it will have a huge effect on the performance of the embankment.

Ohio Typical Density Curves The Ohio typical density curves are set of soil curves that were originally developed developed pre-1940’s to represent all the soils in Ohio. Ohio. They were developed developed using using the standard proctor test in laboratory conditions. They started with an original set of 9 curves from Lab data that represented over 1,000 samples. samples. Additional curves

Importance of Temperature and Coarse Aggregate Corrections

were added that represented over 10,000 lab samples. These curves are plotted in figure 4-7M (4-7).

The accuracy of all compaction testing is important.

A one point proctor is used to choose the curve that

But the importance of making temperature and coarse

represents the soil under consideration. consideration. The procedure

aggregate corrections to the compaction test are less

is similar to AASHTO T-272 Test. Test. See Section 4.5.

4-6


Chapter 4.0 Compaction of Soils 4.4 Test for Moisture-Density Relations and Penetration Resistance of Soil

H. Circular Circular slide slide rule of typical typical moisturemoisturedensity curves for soil. 2. Oil Oil or gas gas stov stove. e.

The purpose of this section is to outline procedures for

3. Portab Portable le oven oven unless unless drie dried d by other other metho methods. ds.

determination of optimum moisture, maximum wet weight,

4. Baking Baking pans pans,, approx approxima imatel tely y 300 x 200 200 x 63 mm mm

maximum dry weight and penetration resistance of soils. This data is used to determine the suitability of soil for use

(12 x 8 1/2 x 2 1/2 inches). 5. Masonr Masonry y trow trowel el and putty putty knife. knife.

in embankment and subgrade and to establish a standard

Procedure

for field compaction control. The procedures outlined in this section follow

Use a form similar to Figure 4-4 to record test data

AASHTO T-99, T-180, and T-272 with some minor

as obtained by the procedure outlined in this section.

modifications.

This suggested form shows an example of recorded test data. Figure 4-5M (4-5) shows curves plotted from the

Equipment 1. Embank Embankmen mentt compac compactio tion n contro controll kit with with

test data from Figure 4-4. 1. Secure Secure a represent representativ ativee sample sample of soil soil 3-5 kg

following components:

(6 to 11 pounds), depending on the size of

A. Cylindri Cylindrical cal brass brass or cadmium cadmium plated plated steel steel

sample required for method of moisture

mold approximately 102 mm (4 inches) in

determination selected. See (6) below.

diameter, 114 mm (4 1/2 inches) in height

2. Pass Pass the sample sample thro through ugh a 4.75mm 4.75mm (No. (No. 4) sieve sieve

and having a capacity of 0.000943m 3

when using penetration method and 19 mm

(1/30 cubic cubic foot). The cylinder is mounted

(3/4 inch) sieve when using other drying

on a removable base plate and fitted with

methods.

a detachable collar approximately 63 mm (2 1/2 inches) in height.

3. Wet or or dry the the samp sample le as requ require ired d to bring bring the the moisture content from 4 to 6 percent below

B. Brass Brass or cadmiu cadmium m plated plated steel steel sleev sleevee

optimum. Soil in this condition will be slightly

rammer having striking face 50 mm

damp and will readily form a cast when

(2 inches) in diameter, weighting 2.5 kg

squeezed in the hand.

(5 1/2 pounds) pou nds) and equipped so as to control the height of drop to 305 mm (12 inches). C. Steel straighted straightedge ge 305 305 mm mm (12 (12 inches inches)) long.

4. Take Take a procto proctorr test. test. Form Form a spec specim imen en by compacting the prepared soil in the 102 mm (4-inch) diameter mold, volume 0.000943m 3 (1/30 cubic foot), included in the compaction

D. Pene Penetr trom omet eter er..

control kit, in the three equal layers to give a total

E. Set of of needles needles of know known n end area 32.3, 32.3,

compacted depth of about 127mm (5 inches).

64.5, 129, 215 mm² (1/20, 1/10, 1/5 and

Compact each layer by applying 25 uniformly-well-

1/3 square inch sizes) for use with

distributed blows from the 2.5 kg (5-1/2 pound)

penetrometer.

rammer dropping from a height of 305 mm

F. Scale Scale of of 12 kg (25(25-pou pound) nd) capaci capacity ty sensitive to 1 gram (0.01 pound). G. A 19 mm (3/4 (3/4 inch) inch) sieve sieve and and a 4.75 4.75 mm (No. 4) sieve.

(12 inches) above the elevation of the soil. (See Figure 4-6 for recommended Loose and Compacted Compacte d Lifts of Soil. So il. Loose Lifts will will change change depending on the consistency of the soil.) Insure that the cylinder is resting on a uniformly


4-7

Manual of Procedures for Earthwork Construction - VOLUME I rigid foundation during compaction. A concrete

penetration resistance test in the first one or

block or piece of concrete beam is adequate for

two compacted specimens due to the low

this purpose.

moisture content of the sample. Warning:

A. Remove Remove the extension extension collar collar and and carefull carefully y

Use nuclear method or drying method to

trim the compacted soil even with the top of

determine percent moisture in lieu of the

the mold by means of the straightedge. straightedge. Add

penetration resistance method when

fine material to fill the voids if required.

performing a one (1) point proctor test.

B. Weigh Weigh the the cylin cylinder der and and samp sample. le.

Only use the penetration resistance

C. Calculat Calculatee the densi density ty of the speci specimen men by by

method as a last resort. This method is

subtracting the weight of mold from the weight of the specimen and mold, and

being misused.

6. Remove Remove the the mater material ial from from the the mold mold and and slice slice

multiply the difference by 1060 metric

vertically

through

the

center.

Take

a

(30 English). This is the wet density of the

representative sample of the material from one

proctor soil.

of the cut faces and determine the moisture

5. Determ Determine ine the resist resistanc ancee of the the soil soil to to

content by the appropriate method outlined in

penetration by use of the soil penetrometer,

Chapter 3. If the only available scales are those

contained in the compaction kit, with attached

included with the compaction control kit, a half

needle of known end area, using the following

kilogram (one-pound) sample will be required

procedure:

for the moisture determination. However, if a

A. Place the mold mold conta containin ining g the soil on a

more sensitive gram scale, such as that

smooth space between your feet. B. Hold the penetr penetromet ometer er in a vertical vertical position position over the sample. C. Force the needle needle into the sampl samplee at the rate rate of 13mm/sec (0.5 inch per second) for a

4-8

included with the cylinder density kit, is available, a 100-gram sample should be used for the moisture determination.

A smaller

sample will dry faster and the soil sample required for the complete test is not so large.

distance of not less than 75 mm (3 inches).

7. Thorou Thoroughl ghly y break break up the the remai remainde nderr of the the

Use a needle size that will give readings

material until inspection shows that it will pass

between 90N and 330N (20 and 75 pounds),

a 4.75 mm (No. 4) sieve. It is not necessary to

except for the 32.3 mm 2 (1/20 square inch)

pass the material through the sieve. Add water

needle, do not use readings above 270 N

in sufficient amount to increase the moisture

(60 pounds).

content of the soil sample by 2 or 3 percent, and

D. Repeat Repeat this this process process at least least two two more more times. times.

repeat the procedure outlined in (4) through (6).

Insure the penetrations are away from the

8. Repeat Repeat 4-7, 4-7, each each time time adding adding water water unti untill at least least

edge of the mold, and spaced not to

4 readings for wet weight, dry weight and

interfere with one another.

moisture content content are obtained. This process is

E. Divide Divide the average average penetromet penetrometer er reading reading

continued until a minimum of two points are

by the end area of the penetration needle

plotted on the wet and dry side of the dry weight

and record the resulting value as the

curve and there is a decrease in the wet weight.

penetration resistance of the soil, expressed

9. Use Figu Figure re 4-4 4-4 as an exam example ple and and plot plot test test data data

in mega-pascals (pounds per square inch).

as follows:

It may not be possible to make the

A. Plot wet weight weight versus versus moistur moisturee content content of


Chapter 4.0 Compaction of Soils the successive tests on linear graph paper.

in Section 4.3 and T-272. Once the wet weight and percent

Draw

the

moisture is obtained from the proctor test, it can be used

successive points. The peak of this curve is

to find the curve that represents the soil being tested.

the maximum wet weight of the material

(See Figure 4-7M (4-7.)

a

smooth

curve

between

being tested, for this standard method of

Use the curve that is chosen at the intersection of

compaction. This maximum maximum weight is not

the wet weight and the moisture content of the proctor

used for compaction acceptance.

test. If the intersection is between two two curves, choose

B. Plot dry weight weight versus versus moistur moisturee content content of

the next higher higher curv curve. e. (See Sectio S ection n 6.2 “ Sele cting a

the successive tests on linear graph paper.

Typical Curve Using the Nuclear Gauge Results”)

Draw

the

Regardless of the Compaction Testing method used,

successive points. The peak of this curve is

always perform a one point proctor when using the Ohio

the maximum dry weight of the soil. The

Typical Density Curves. Warning: Use nuclear

moisture content at this point is the

method or drying method to determine percent mois-

optimum moisture. moisture. This curve is is used for

ture in lieu of the penetration resistance method

compaction acceptance.

when performing performing a one (1) point proctor proct or test. t est. Only

a

smooth

curve

between

C. Plot penetratio penetration n resistan resistance ce versus versus moisture moisture content of the successive samples on linear

use the penetration resistance method as a last resort. This method is being misused.

graph paper. Draw a smooth curve between these points. This is the penetrationresistance curve.

4.5 Using the Ohio Typical Curves Optimum moisture and maximum dry weight can be determined by the use of the one-point moisture-density test and typical moisture-density curves as described


4-9


Figure 4-1A. Typical Moisture Density Curve

Figure 4-1B. Changing Compactive Effort

Figure 4-1. Effects of Compaction on Soil

4-10


Chapter 4.0 Compaction of Soils

Figure 4-2. Temperature Effects on Soil* (TRB Guide to Earthwork Construction) *Use as example only. Not to be used as correction in compaction testing. STATE OF OHIO DEPARTMENT OF TRANSPORTATION

4-11


Figure 4-3. Coarse Aggregate Effects on Soils* (HRB Bulletin 319)

*This is an example only and not to be used as a correction in compaction testing.

4-12



6 3 6 1 T O D

6 6 6 1 - 9 / C 1

Figure 4-4. Work Sheet for a Moisture-Density Curve


4-13


Figure 4-5M. Moisture-Density and Penetration Resistance Curve

4-14



Figure 4-5. Moisture-Density and Penetration Resistance Curve


4-15


Loose Lifts

Compacted Lifts

Figure 4-6. Loose and Compacted Lifts for the Proctor Test

4-16



Figure 4-7M. Ohio Typical Density Curve


4-17


Figure 4-7. Ohio Typical Density Curve

4-18


Chapter 4.0 Compaction of Soils Notes


4-19

INDEX Chapter 5.0 Compaction Testing of Soils

Section/Figure Page

Old Section

5.1 5.1 Eq Equi uipm pmen entt ................. ......................... ................ ................ ................ ................. ................. ................ ................ ................ ................ ................. ......... 5-2 ................ ................... ... 23.2

........................ ................ ................ ................ ................ ................ ................ ............... ....... 5-2 ................ ................... ... 23.3 5.2 Prepar Preparati ation on of the Test Test Site Site ................

5-1

5.0 Compaction Testing of Soil

Control of compaction includes making moisture and

4. A sand sand cone cone appara apparatus tus as as shown shown in Figu Figure re 7-6, 7-6,

density determinations for the purpose of establish-

Troxler 3440 Nuclear Gauge in Figure 6-5, or

ing whether the compaction meets the requirements

cylinder density apparatus, Figure 8-1.

prescribed in 203. A sufficient number of tests are to

5. 12 to to 23 kg kg (25 (25 to 50 50 pound pounds) s) of dry unif uniform orm

be made to insure the construction complies with the

natural sand passing the 2.00 mm (No. 10)

specifications. It is recommended that the nuclear gauge

sieve.

be used for compaction testing. testing . The sand-cone, rubber-

6. Form Form C-88M C-88M (C-88 (C-88), ), Report Report on on Compac Compactio tion, n,

ballon, and cylinder density test may may also be used. The The

Figure 7-1M (7-1), Form C-135B-M (C-135B),

sand-cone is preferred over the cylinder density and rubber-

Figure 6-6M (6-6), or C-89M (C-89), Figure

ballon. The rubber ballon is not covered covered in this manual.

8-2M (8-2).

Follow the manufacturer’s recommendations for this method. method. Regardless Regardles s of the method chosen, a one point

5.2 Preparation of Test Site

proctor is used to identify the curve that represents the soil in question for each compaction test.

Select a location for the density test which is representative of a rolled area of the embankment layer being constructed. If loose, uncompacted material, such as

5.1 Equipment

results from sheepsfoot rolling, exists on the surface, 1. Embankme Embankment nt compactio compaction n

contr control ol kit.

(See Section 4.4. for components.) components.) 2. A 75 mm (3-inc (3-inch) h) or 100 100 mm mm (4-inc (4-inch) h) postpost-hol holee auger.

remove the loose material, exposing the compacted material underneath. Carefully level the test area by any convenient means, such as a dozer, grader, hand shovel, straightedge, etc.

3. A contai container ner with with a 114 mm (4-1 (4-1/2 /2 inch) inch) hold hold cut in the bottom.

5-2


Notes

5-3


INDEX Chapter 6.0 Compaction Testing of Soil Using A Nuclear Gauge

Section/Figure Page

Old Section

6.1 Dens Densit ity y Tes Testt ................ ......................... ................. ................ ................ ................ ................ ................. ................. ................ ................ ................6-3 ........6-3 .............. .............. 23.4.3.1 23.4.3.1

........................ ........... ... 6-5 ................ .................. 23.6.3 23.6.3 6.2 Selecting a Typical Curve Using the Nuclear Gauge Results ................ Figure Figure 6-1 Nuclear Gauge Direct and Backscatte Backscatterr Position............... Position....................... ................ ................ .......... .. 6-6 ................. ..................... .... new Figure Figure 6-2 Nuclear Nuclear Gauge at the Standard Standard Count Position ................ ........................ ................ ................ .......... .. 6-7 ................ ..................... ..... new Figure Figure 6-3 3440 Key Pad Layout Layout ................ ........................ ................. ................. ................ ................ ................ ................ ................6-8 ........6-8 ............... ..................... ...... new Figure 6-4 Scaper Plate Tools Tools and Use................... Use ................... ....................... ....................... ........ 6-9 ..................... new Figure Figure 6-5 Positions Positions of the Nuclear Gauge ................ ........................ ................ ................ ................ ................ ................6-10 ........6-10 ................. ..................... .... new Figure 6-6M Example of C-135B-M Nuclear Gauge Compaction Form .................. 6-11 ..................... new Figure Figure 6-6 Example Example of C-135B C-135B Nuclear Nuclear Gauge Compac Compaction tion Form Form ................ ........................ .......... 6-12 ................ ..................... ..... new


6-1

6.0 Compaction Testing of Soil Using a Nuclear Gauge

For nuclear measurement of the density of soils, gamma

of soils, a low gamma ray count indicates a high den-

rays emitted into the soils from a gamma source are

sity, and a high count indicates a low density.

scattered by the electrons in the soil and lose energy in

Density determinations can be made with the source

the process. process. The number number of scattered scattered rays returned

in any one of the following two positions relative to the

and counted on a scaler depends on the average length

soil:

of the path of the ray between the detector and source.

1. Backsc Backscatt atter. er. Source Source and detect detector or in the meter meter

(See Figure 6-1.) The electron density increases pro-

are resting on surface of the material being

portionally with the density of the soil and causes greater

tested.

scattering scatter ing and energy loss. Therefore, the chances that that

2. Direct Direct Transm Transmiss ission ion..

Source Source in rod are

scattered gamma rays returning to the detector with suf-

extended below the meter into the material

ficient energy to be counted become smaller and the count

being tested, and and the detector in the meter are

rate drops with increased increased soil density. density. In common types

on the surface of the material.

6-2


Chapter 6.0 Compaction Testing Testing of Soil Using a Nuclear Gauge 6.1 Density Test Use form C-135B-M (C-135B) for density testing when

-

DS

xxxx

0.4%P

Do you you wan wantt to to acc accep eptt the the new new sta stand ndar ard? d? If rea readi ding ng is is with within in 1% 1% for for dens densit ity y or 2% 2% for for Reco Record rd sta stand ndar ard d coun countt on on lin lines es 4 and and 7 on on C-135B-M (C-135B).

explanation. The gauge is self-driven throughout the the process. The operator pushes pushes a button and the gauge

0.8%P

moisture the standard passed.

testing soils. Consult the owners owners manual of procedures or AASHTO-T-238 and AASHTO-T-272 for further

xxxx

P-Pass, F-fail

using a nuclear gauge. See Figures 6-6M and 6-6. The following is a summary of the gauge operations when

MS

-

Pres Presss “Yes “Yes”” if acce accept ptab able le..

asks a question or gives an answer. answer. The operation is Readout

straightforward.

Ready Depth

1. Determ Determine ine the standa standard rd coun count. t. This This shoul should d be

Volts

done for every day of operation. A. Put the the gauge gauge on on standard standard block block with with the handle opposite opposite the metal plate. See figure

E. Read Ready y to tak takee the the read readin ings gs 2. Taking aking nucl nuclear ear gauge gauge read reading ings: s:

Make sure the standard block is

A. Clear away all loose loose material material or or dried dried crust crust

resting on material with weights of 1600

and obtain a level area of sufficient size to

kg/m³ (100 lbs. per c. ft.).

accommodate the gauge. Use the scraper

6-2.

B. Press “on” on the the contr control ol panel panel (see Figure Figure 6-3)

plate to help the smooth out the surface.

and wait about 4 minutes to warm up.

Use the native fines or fine sand to fill the

Gauge may already be on prior to placing it

voids to finish smoothing out the surface.

on the block. The gauge will beep when

The maximum void beneath the gauge shall

warm up is complete and will give you the

not exceed 3 mm (1/8 in).

following information Depth: Time: Bat Battery ery:

Safe Position

B. Make a hole hole perpen perpendicul dicular ar to to the the prepared prepared surface by using the pin provided by the

1 min. (may be a longer

manufacturer.

duration)

scraper plate. plate. See Figure 6-4.

Volts

C. Pres Presss stand standar ard d butto button: n: Read out ..... Do you want to take a new standard? If correct...... Press Yes Yes Is the gauge in the safe position? If correct..... Press P ress Yes Yes Readout:........Taking Readout:.... ....Taking a standard count. It takes 240 seconds. Gauge will beep when complete. D. Readout Readout when the standa standard rd count count is complete: complete:


Mark the outside of the

C. Remove Remove the the scraper scraper plate and position position the nuclear gauge on the prepared location D. Extend Extend the rod to the required required depth. depth. See Figure 6-5. Backscatter position

Subbase

16 mm (six-inch) depth

Embankment

31 mm mm (t (twelve-inch) de depth

Subgrade

The gauge will tell you the depth at which you are. E. Pull Pull gauge gauge towar toward d the dete detecto ctorr end or away away from handle to seat the gauge into position. (See Figure 6-1.)

6-3

Manual of Procedures for Earthwork Construction - VOLUME I F. Pres Presss Start Start/E /Ent nter er.. G. Afte Afterr one one minu minute te Read out

DD - Dry Density WD - Wet Density o/o M - Percent Moisture

H. Record Record inform information ation on the C-135B-M C-135B-M (C-135B) on Lines 5, 6, and 8. I.

Check Check the the nuc nucle lear ar gaug gaugee readi reading ngss by performing the calculation on Line 9 of form C-135B-M (C-135B).

6-4


Chapter 6.0 Compaction Testing Testing of Soil Using a Nuclear Gauge 6.2 Selecting a Typical Curve

7. Pick Pick a curve curve using using the the slide slide rule rule.. Pull Pull out

Using the Nuclear Gauge Results

the slide of the slide rule and set the short tangent line on the wet weight scale at the

1. Secure Secure a repre represen sentati tative ve soil soil samp sample le of about about 5 kg

wet weight recorded on Line 12 of Form

(10 pounds). Use the soil soil between the the end of the

C-135B-M (C-135B). Rotate the chart until

probe and the back of the gauge. Use the soil

the short tangent line intersects a wet weight

measured by the nuclear gauge. (See the figure 6-1.)

curve

near

the

peak.

Eliminate

from

2. Sieve Sieve the the materi material al throu through gh a 19.0 19.0 mm (3/4 (3/4 inch inch))

consideration all curves curves that lie completely completely

sieve. If more than 10% of the soil or 1/2 1/2 kg

below this line. Note that the short tangent line

(one pound) in 5 kg (10 pound) sample, make a

intersects the wet weight curve at two points,

correction by using Lines 28 through 38 on

one on the wet (right) side of the peak, and one

Form C-88M (C-88). See Section 7.5.

on the dry (left) side. Again rotate the chart

3. Thorou Thoroughl ghly y mix the mater material ial passi passing ng the the 19.0 mm mm

of the the sli slide de and and the cent er radi al line of the

(3/4 inch) sieve. 4. Take Take a proctor proctor test test as as descri described bed in in Section Section 4.4 4.4 in the Procedure Section Step 4. Warning: Take a proctor test for every compaction test. A soil soil cannot be correctly identified without this test.

5. Record Record the the resul results ts on on Lines Lines 10 thro through ugh 13 on the C-135B-M (C-135B). 6. Pick the curve curve from from procto proctorr wet wet densit density y and and moisture from gauge readings or another drying method. Use the printed Ohio Typical Density

Curve

until the cross formed by the short tangent line

or

the

Project

Curves.

(Reference AASHTO T-272.) A. Draw a horizo horizontal ntal line line throug through h the wet wet density density

window lies on the wet weight curve with the center radial line as near as possible to the percent moisture from Line 8 of Fo rm C- 13 5B -M (C-135B), (C-135B), use the indicated indicated curve. After the curve is selected, record optimum moisture on Line 14 and the maximum dry weight on Line 15 of Form C-135B-M (C-135B). 8. Chec Checki king ng Comp Compac acti tion on A. Find

the

maximum maximum

dry

weight weight

corresponding to the curve found above. B. Place Place the maximum maximum density density and and optim optimum um moisture on Lines 14 and 15 on Form C-135B-M (C-135B).

per cubic meter (cubic foot) on the typical or

C. Calculat Calculatee the the percent percent compacti compaction on on on Line Line 17 17

project curves of the proctor weight on Line 13

and compare to the allowable in the

on the C-135B-M (C-135B). Extend a vertical vertical

specifications.

line from the percent moisture shown on Line 8

achieved, then moisture moisture passed. See Section 3.1.

on the C-135B-M (C-135B), to intersect the

If density and stability are

9. Check Check zero zero air air voids voids usin using g Sectio Section n 7.8. 7.8.

horizontal line. line. If the intersection falls on a curve, choose the curv curve. e. If the intersection falls between two curves, choose the next highest curve.


6-5


Backscatter

Figure 6.1 Nuclear Gauge Direct and Backscatter Position (From Troxler)

6-6


Chapter 6.0 Compaction Testing Testing of Soil Using a Nuclear Gauge

Figure 6.2 Nuclear Gauge at the Standard Count Position (From Troxler)


6-7


YES EXIT

STORE

YES/CE

STATUS

M OD E

SPECIAL

7

8

9

PROJECT

PRINT

E R A SE

4

5

6

COUNTS

DEPTH

CALC.

1

2

3

.

START/ ENTER

C/CE

OFFSET MR

MS

PROCTOR/ MARSHALL

TIME -

+

RECALL

SHIFT x

STANDARD

0

÷

=

Figure 6-3. 3440 Keypad Layout (Troxler Manual of Procedure)

6-8



Figure 6-4. Scraper Plate Tools and Use


6-9


Figure 6-5. Positions of the Nuclear Gauge

6-10



6 e n i l g n i s u

M B 5 3 1 C

6 9 / 1

Figure 6-6M. Example of C-135 B-M Nuclear Gauge Compaction Form


6-11


M N R O I O T F A T N O R I O T P C O I S A H N P O A M F R O T C O E F E T O A T G T N U S E A G M T R R A E A L P E C D U N

B 5 3 1 C

6 9 / 1

Figure 6-6. Example of C-135B Nuclear Gauge Compaction Form

6-12



Notes


6-13

Earthwork Manual I.pdf

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