ML20101B664

Rev 11 to Earthwork & Related Site Activities

ML20101B664
Person / Time
Site:	Vogtle
Issue date:	02/17/1984
From:	BECHTEL GROUP, INC.
To:
Shared Package
ML20101B662	List: ML20101B664
References
X2AP01-R11, X2AP1-R11, NUDOCS 8412200438
Download: ML20101B664 (57)

Text

Enclosure 2-CIVIL-STRUCTURAL CONSTRUCTION SPECIFICATION FOR THE'

-GEORGIA POWER COMPAhT ALVIN W. V0GTLE PLANT UNITS 1 Ah3 2 BURKE COUNTY, GEORGIA SPECIFICATION NO. X2AP01 DIVISION C2 SECTION NO. C2.2 EARTHWORK AND RELATED SITE ACTIVITIES REVISION 11 FEBRUARY 17, 1984 PROJECT CLASS 01C, 62C i

s BECHTEL JOB 9510 BECHTEL POWER CORPORATION LOS ANGELES POWER DIVISION g

NORWALK, CALIFORNIA r

8412200438 8412:2

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Bechtel Power Corporation PDR ADOCK 05000424 A

PDR ENGINEERS - CONSTRUCTORS SAN FR ANCISCO Los ANGELES

CIVIL-STRUCTUR,*d, CONSTRUCTION SPECIFICATION FOR THE GEORGIA POWER COMPANY ALVIN W. V0GTLE PLANT UNITS.1 AND 2 BURKE COUNTY, GEORGIA SPECIFICATION NO. X2AP01 DIVISION C2 SECTION NO. C2.2 EARTHWORK AND RELATED SITE ACTIVITIES REVISION 11 TE3RUARY 17, 1934 PROJECT CLASS 01C, 62C JOB NUMBER 9510 BECHTEL POWER CORPOR ATION NORWALK. CALIFOR NI A g

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C2.2, Rev. 11 Februar-17, 1984 CONTENTS Page.

C2.2.1 PURPOSE 1

C2.2.2

-QUALITY STANDARDS

.1 C2.2.3 SCOPE 3

02.2.4 SITE PREPARATION 5

C2.2.5 DEWATERING 6

C2.2.6 EXCAVATION 9

C2.2.7 E.'IBAN10ENT AND BACKFILL 16 C2.2.8 EROSION CONTROL 42 C2.2.9 DRAINAGE 46 I

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C2.2c Rev. 11 February 17, 1984 C2.2.1 PURPCSE This section covers the requirements for Site Preparation and Earthwork.

The Contractor shall furnish all tools,-cquipment, utilities, facilities, etc., and shall perform all labor and services necessary for the proper execution and completion of the work.

C2.2.2 QUALITY STANDARDS A.

GENERAL

.GPC and/or the Contractor performing this work shall control their activities so that the quality of items and services will meet the requirements of this specification, applicable Codes and Standards, and other contract documents.

B.

REFEFINCED CCEES A'!D STANDAPSS Codes and standards referenced in this section of this specifi-cation include, but are not limited to, those listed telow.

Codes and standards used in conjunction with this section for vnich the date of issue is not indicated below shall be of the date of issue in effect upon issuance of Revision "O" of this section.

Sponsor Number Subject ASTM A 185-72 Standard Specification for Welded Steel Wire Fabric for Concrete Reinforcement ASTM A 615-72 Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement ASTM C 33-71 Standard Specification for Concrete Aggregates ASTM C 39-72 Test for Compressive Strength of Cylindrical Concrete Specimens ASTM C 150-73 Sta.:dard Specification for Portland Cement ASTM C 309-74 Liquid Membrane - Forming Compound for Curing Concrete ASTM C 654-70T Tentative Specification for Porous Concrete Pipe ASTM D 422-63(1972)

Particle - Size Analysis of Soils 1

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C2.2, Rev. 11 February 17, 1984 ASTM D 423-66(1972)

Test for Liquid Limit of Soils ASTM D 424-59(1971)

Test for Plastic Limit and Plasticity Index of Soils ASIM D 448-54(1973)

Spec. for Standard Sizes of Coarse.

Aggregate for Highway Construction ASTM D 1140-54(1971) Amount of Material in Soils Finer Than No. 200 ASTM D 1556-64 Standard Method of Test'for Density of Soil in Place by the Sand-Cone Method ASTM D 1557-70 Standard Methods of Test for Moisture-Density Relations of Soils Using 10-lb Rammer and 18-in. Drop ASTM D 2167-66 Standard Method of Test for Density of Soil in Place by the Rubber Balloon Method ASTM D 2216-71 Standard Method of Laboratory Deter-mination of Moisture Content of Soil ASTM D 2922-71 Standard Methods of Test for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shellow Depth)

AASHTO M 36-74 Standard Specification for Zine Coated (Galvanized) Corrugated Iron or Steel Culverts and Underdrains AASHTO M 148-74 Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete AASHTO M 167-72 Standard Specification for Structural Plate for Pipe, Pipe-Arches and Arches AASHTO M 176-74 Standard Specification for Porous Concrete Pipe AASHTO M 182-60 Standard Specification for Burlap Cloth (1974)

Made from Jute or Kenaf 2

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February 17,,1984 l

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, Standard Specif' cation for Bituminous E

AASHTO--

'M'100-70' i

(1974) '

. Coated Corrugated Metal Culvert Pipe and

= Pipe Arches.

/0540 C 201-66.

Standard for Fabricated Electricilly:

Welded Steel Water. Pipe

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DOT:

164 (1977).

Straw Mulch Stabilization DOTL 205 (1977)k

. Roadway Excavation DOT' 208:-(1977)

Embankments

' OSHA; Occupational' Safety and Health-Administration (Current)

'C.

QUAI.ITY REQUIREMENTS The follcwing paragraphs'shall be in compliance with :

Section C2.16, Quality Assurance Requir ments:

.1.

Paragraph C2.2.5,D

- Pipe Net Work..

2.

Paragraph C2.2.6,C

- Power Block Excavation Including o.

Blasting and Marl Protection.

3.

Paragraph C2.2.7,C

- Power Block Compacted Backfill, Including Tastfill.

C.2.2.3 SCOPE A.

WORK INCLUDED 4

Earthwork and related site activities shall include but shall not be limited to the following items:

l' Clearing andLgrubbing.

i 2.

Disposal of cleared and grubbed material.

3.

Excavation.

4.

Compaction.

5.

Stcikpiling.

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6.

Dewatering.

7.

Erosion control.

1

- 8.

Compacted embankment and backfilling.

9.

Installing pipes and pipe-arch culverts.

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4 C2.2 Rev. 11 7

February 17, 1984-

'loi Roughfgradinglfor railroad track.

fili Grade surveys.

'B.

WORK NOT INCLUDED m

?The following items of work are not included in this specification.

't 11.

Base survey control.

2.

Quality control of earthwork.

3.

Evaluation of acceptable foundation elevation.

C.

SUBSURFACE IhTORMATION The soils exploration. data compiled in connection with the PSAR report for the A. k'.

Vogtle Nuclear Plant will be available for inspection to Contractors. Such data are solely for the conve-nience of the Contractor.

It is expressly understood and agreed that'the Owner assumes no responsibility whatsoever with respect.

to the sufficiency or. accuracy of the investigations thus made, the records thereof, or of the interpretations set forth therein or n.ade by the Owner in his use thereof and there is no warranty or. guaranty, either expressed ^ or implied,- that the conditions

-indicated by such data are representative of those existing through-out such areas, or'any part thereof, or that unforeseen develop-ments may not occur, or that materials other than, or in propor-tions different from those indicated, may not be encountered.

D.

INSTRUMENTATION 1.

Nine heave points have beer. installed. in the power block

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structures area, as shown on drawings.- Each heave' point

consists of an anchor embedded in the' marl 5 feet below the eventual bottom of the excavation and a 2 inch diameter PVC pipe rising vertically from the anchor to the ground surface. The Contractor shall, at all~ times during the progress of the excavation, ensure that the PVC pires pro-trude above the ground surface. Excess pipe will be removed by others. Heave points shall be abandoned upon completion of excavation or upon commencement cf backfill at' the heave point location,,as ~ determined by the Owner.

2.

The Contractor shall, throughout all excavation and back-

- I filling operations' protect from damage all benchmarks, control monuments, and settlement survey markers sub-sequently placed by others unless otherwise specified by the Owner. Any benchmark, control monument, or settlement marker damaged or destroyed by the Contractor shall be

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replaced by the Contractor at no additienal expense to the Owner.

4 e--w.,

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C2.2, Rev. 11 February 17, 1984 C2.2.4 SlIE PREPARATION A.

CLEATCNG AND GRUBEING i

1.

General All cleared and grubbed materials shall become the property of the Contractor and shall be removed from the site of the work or disposed of in accordance with the provisions of Paragraph C2.2.4.B.

2.

Clearing a.

Clearing shall consist of the felling and cutting of trees and clearing of all brush, perishable materials of whatsoever nature, and removal of topsoil.

b.

k'here the area cleared is not to be grubbed, the height of stwaps above ground shall not exceed the smallest diameter of the stump at its top and in no case shall the height exceed 18 inches.

c.

All trees, except trees designated to remain in place; stumps, brush, timber, fences, buildings, debris and buried abandoned pipe shall be cleared.

Trees that are designated in the field by the Owner to remain in place shall be protected from damage.

d.

Grass, weeds, or similar organic matter shall be removed from the surfaces of foundations for embank-ments and from the debris basin area.

e.

Existing roads which are to be abandoned shall be demolished by rooting, pulverizing, or scarifying to a minimum depth of 6 inches or to the botton of the underlying aggregate base material, whichever is lower.

Bituminous material shall be broken into pieces of 4 inches or smaller in the greatest dimension and shall be mixed with the underlying aggregate base material.

The loosened material shall be shaped to provide a presentable and well drained area.

3.

Grubbing a.

Grubbing shall be done at debris basin area and at the locations of excavations and embankments, to the limits shown on the drawings, and shall include the complete removal of all trees, stumps, roots and other embedded or buried debris. The other areas designated for grubbing and as shown on drawings shall be similarly cleared.

b.

All stumps and roots larger than 3/4-inch diameter shall be removed to a depth of not less than 3 feet.

5

C2.2 Rev. 11 9

(

. February 17,1 1984 c.

Grubbing shall include the removal of any buried logs and similar organic material.

4.

Stripping The Contractor shall strip all areas of excavation and embankment to a depth of 1 foot to the limits shown on the drawings or as required by the Owner.

i B.

DISPOSAL OF CLEARED GRUBBED AND STRIPPED MATERIALS 1.

General Unless otherwise required all combustible material resulting from clearing and grubbing shall be burned or removed from the site of the work as required by the Owner. Piling for burning shall be done in such a manner and in such locations as to minimize the fire risk, and shall be repiled and refired as many times as it is necessary to ensure complete burning. The Contractor shall be responsible for prevention and suppression of fires and any damages caused by his burning operations. Permits, if required, shall be obtained from local authorities and all county regulations adhered to before any burning is undertaken.

The Contractor shall-have available, at all times, sufficient personnel and suitable equipment and supplies for use in controlling and suppressing fires.

2.

Methods of Clearing and Grubbing Clearing and grubbing may be donc by any method that is not detrimental to the work or that is not wasteful of earth materials required for backfill or embankment construction.

3.

Progress Clearing and grubbing operations shall be carried out sufficiently far in advance of other operations so that they will not interfere with or delay such operations.

C2.2.5 DEWATERING A.

GENERAL 1.

This work shall consist of installing and operating a dewatering system of sufficient size and capacity to control hydrostatic pressure inside the excavation slopes and to permit all material to be excavated in a dry condition to allow the placement of concrete.

2.

The Contractor shall satisfy himself as to the nature and location of the work, and general, local and physical conditions of the ground at the site. Any failure on the part of the Contractor to acquaint himself with the existing 6

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C2.2, Rev. 11 Februtry 17, 1984 conditions will not relieve him from his responsibility of. completing the work in its entirety as required.

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3.

The system shall be maintained in continuous operation by the Contractor.until a written directive to cease dewatering operations has been received from the 0wner.

4.

The Contractor shall control, by approved methods, all water regardless of source. Water shall be controlled and its disposal provided at the base of the excavation.

The entire periphery of the excavation shall be ditched-

- and diked as shown on the drawings or as required "to prevent water from entering the excavation.

5.

The capacities of pumps are shown as the minimum require-ments. The Contractor shall refer to Mr. Robert' Bush's report dated January 12, 1973, available from the Owner as a guidance for his design of the devatering system.

B.

DRAWINGS The general arrangement of a suggested devatering system is shown on the' drawings. The Contractor shall submit a description of the methods with drawings and a complete list of the equipment.

o-including standby equipment which he proposes to use for dewater-ing and disposal of water. Use of any other method proposed by Contractor shall be subject to the approval of the.0wner. The Contractor shall be responsible for the successful operation of-the dewatering system.

C.

PUMPS AND ACCESSORIES 1.

Data to be Furnished a.

Unless otherwise permitted i. writing by the Owner, the Contractor shall within 60 days after approval of the contract, submit to the Owner, lists of material and equipment for the dewatering system which he proposes to install, and complete working drawings showing fully the work he proposes to do and related data.

b.

Installation of equipment will not be permitted until the material lists have been reviewed by the Owner.

Specifications and performance curves shall be submitted for the dewatering pumps.

7

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C2.2, Rev. 11 b

February.. 17, 1984-(.

' I.

Standby = Emergency Power Equipment-I p

-The Owner-will provide a standby emergency diesel. generator (s)

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.of; sufficient capacity to enable the Contractor to operate H

.all dewatering pumps in case of an interruption of electric.

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power.

-D.

PIPE NET WORK I

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'1.

General u

1 This work shall consist of installing porous concrete pipe,-

discharge pipe, and placing filter material =as shown on the L-drawings, or as directed by the Owner and as specified herein.

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2.

Materials-a.

Porous concrete pipe shall conform to the specifications of ASTM Designation C 654 or AASHTO M 176.

b.

Discharge pipes-shall be' steel pipe as specified-under-AWVA C201, unless otherwise specified by the Owner.

-c.

Filter material for use in backfilling trenches where

. porous pipe will be laid, shall consist of hard, durable, clean sand, gravel, or crushed stone, and shall be free from organic material, clay balls or other deleterious substances. The percentage composition by-weight-of filter material in place shall conform to:the following gradation limits.

U.S. Steve Sizes Percent by Veight Passing 3/8" 100 No. 4 70-100 No. 10 30-65 No. 40 0-10 No. 200 2% max.

No. 9 stone in accordance with ASTM D 448 may be substituted for the material described above if'it is-in-contact with material comparable to " Stockpile A" s

. material, placed as shown on Drawing AX2D46T010 and conforms to the following gradation limits:

U.S. Sieve Sizes Percent By Weight Passing-3/8" 100 No. 4 85-100 No. 8 10-40 No. 16 0-20 No. 50 0-10 8

f C2.2, Rev. 11 February 17, 1984 i

i 3.

Installation a.

Trenches for discharge pipes and porous concrete pipes p

shall be excavated conforming to the provisions in Paragraph C2.2.6,E " Trenching."

b.

Installation of discharge pipes and porous concrete piper and backfilling of trenches with filter material shall be in accordance with the dimensions and details shown on the drawings or as required by the Owner.

C2.2.6 EXCAVATION A.

GENERAL 1.

This section covers the Contract items excavation for power block, excavation for ditches, trenching, excavation for roadways, excavation for structures and the cooling tower area Units 1 and 2, switchyard areas, construction parking area, batch plant area, construction facility area, railroad yard area and work related to these items.

2.

The Contractor shall take all measures and precautiens to preserve, in an undisturbed condition, material beyond the designated lines of the excavations, provided that unsuit-e able material shall be removed when required by the Owner.

Material loosened or over excavated beyond the excavation limits as a result of excavation operations shall be removed and replaced with compacted embankment, compacted backfill or as directed by the Owner.

3.

The Contractor shall provide drainage ditches and miscel-laneous structures necessary to prevent ponding of water in areas of excavation.

4.

The bettcm of all excavations shall be cleared of all loose material.

Unauthorized or overexcavations shall be restored to the Owner's satisfaction at the Contractor's expense.

Unsatisfactory material below elevations shown on the drawings shall be removed, and replaced with com-pacted material or as required by the Owner.

Bottoms of all excavations shall be drained and maintained in such a manner as to prevent freestanding water.

B.

SECTIONS AND SLOPES 1.

Excavation sections and slopes shall be cut true and straight in conformit/ with the lines and grades shown on the drawings within tolerances of 10.2 foot.

2.

The slopes of embankments and excavations shall be as indicated on the drawings or as required by the Owner.

In no case shall they be steeper than the following 9

TC

~C2.2,.Rev.'11 February 17, 1984 inclination. as expressed in the ratic of the horizontal distance to the vertical rise.

a.

Temporary embankments equal to or less than 3 feet in height shall be maintained with stable side slopes.

b.

Temporary excavations equal to or less than 3 feet in depth shall be maintained with stable side slopes.

c.

Temporary embankment slopes exceeding 3 feet in height in power block backfill shall be 1.5 to 1.0.

d.

Temporary excavation slopes exceeding 3 feet in depth in power block backfill shall be 1.5 to 1.0.

e.

All other embankment slopes shall be 2.0 to 1.0.

f.

All other excavation slopes shall be 2.0 to 1.0.

g.

Temporary excavation and embankment scopes exceeding 3 feet in depth in Category 2 backfill, compacted to 95 percent of the maximum dry density determined in accordance with ASTM D 1557, shall be a maximum of 1.5 to 1.0.

3.

The cut and fill slopes for roadway and ditches as shown on the plans shall be based on the following criteria:

a.

8' - O fill and under 3 to 1 b.

Over 8' - O fill 2 to 1 c.

6' - O cut and under 3 to 1 d.

Over 6' - O cut 2 to 1 4.

Should materials of unexpected nature be encountered, or unforeseen conditions arise at any time after the excavation or embankment has been started, the Owner may require steepening or flattening or benching slopes without any right or claim by Contractor other than for the quantity of material actually moved.

C.

CXCAVATION OF POWER BLOCK 1.

The Contractor shall perform all operations and incidentals necessary to complete the excavation, dispose of waste material and stockpile material for the power block area backfill as shown on the drawings or as required by the Owner.

10 s.

d h-C2.2, R v.

11 February 17, 1984 2.

The Contractor may employ blasting methods to rerr.ove hard limestone deposits from the excavation subject to the following requirements:

a.

Blasting methods are for removal of hard limestone deposits only, b.

The Contractor shall not use blasting methods when conventional excavation techniques and ripping are possible.

c.

k'h e n ev e r, in the opinion of the Engineer, blasting might damage the marl foundation upon or against which concrete is to be placed, the use of explosives shall be discontinued.

In this case removal of material shall be accomplished by hand methods and/or pneumatic tools by wedging, barring, and picking or other methods accepted as standard in the industry.

d.

All blasting shall be carried out with proper practices for protection of persons and property public and

private, e.

The Contractor shall submit his blasting plan and procedure to the Owner for approval prier to implementation.

f.

The Contractor shall comply with all applicable local, state, and federal regulations governing use of explosives.

g.

The Contractor shall arrange his pattern so as to blast to a free vertical face, rather than lifting the material.

h.

No blast holes may penetrate lower than elevation 135.0 feet.

i.

Explosives n.ust not be concentrated in the bottom of the hcle and a minimum stem of 18 inches should be used in the bottom of all holes.

j.

No blasting holes shall exceed 3 inches in diameter, k.

Maximum charge weight shall not exceed 30 pounds per

delay, 1.

No blasting shall be permitted within 200 feet of fresh concrete or grout.

If blasting is necessary within 100 feet of heave and settlement monuments, readings shall be taken on such monuments before and after blasting.

11

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C2.2, Rev.'11-

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J 5

lFebruory:174 1984-i

.m.

TheLmaximum allowable'pvwder factor:shall"be=1: pound:

'per cubic' yard.

s-14 qualifiedlGeologist'shall b'e on site during'all

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-blasting operations.

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. 3.

Material will be classified ~by the Owner.or his representative.

Sand

and,siltyfsand shall1be stockpiled forifill,,all other materials shall=be. wasted..in approved' areas.

4.

Inlthe excavation at the power block' area the Contrac*.or

.s shall take all precautions necessAry to protect the'.

_ foundation from damage.

Hauling over the finished foundation

' grade sball be-limited to that which is_ essential:for construction purposes. The foundation shall'_be maintained free of standing water and in a_ tree draining condition to' existing drain outlets at all times.during foundation' E

. excavation and preparation. Any equipment used forLhauling

~

ove'r prepared foundation, which in the opinion'of'the Owner, is; causing undue damage to the prepared foundation surface or to the underlying materials shall be~ removed from the work at the request of the Owner.

5.

Acceptable. foundation on marl for Category I structures:

The Contractor shall excavate into marl until the excavation reaches acceptable foundation material at or below the

' elevations shown on drawings. Acceptable foundation material?

shall satisfy all of the following requirements:

a.

A freshly excavated plane and horizontal surface in msr1 shall appear homogeneous without-any sof t or loose mat'erial.

b.

The undrained shear strength 'shall exceed 10 kips per.

square foot.

c.

The excavated surface shall be inspected and' approved in writing by the Owner.

Af ter acceptance of the foundation by the Owner, no vehicle or equipment shall be permitted on the foundation without the Owner's. approval.

6.

Harl Protection a.

Horizontal surfaces where no structures occur above-shall be protected by 6 inches lof backfill compacted to the requirements of Paragraph C2.2.7,C, and'as shown on the drawings.

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7 C2.2, Rav. 11 February 17 1984 3

b.

Horizontal surfaces in e.arl where structures occur shall be covered by a protective concrete cat.

Ccn-crete shall produce a minimnm 2000 psi ultimate ccm-pressive strength as specified in Division C3.6 of this specification. The protective mat shall be place no later than 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> after exposing the final foundation surface to the air, unless otherwise required by the Owner. The concrete shall be placed within a tolerance of plus or minus 0.04 foot to the elevations shown on the drawings.

c.

The exposed slopes of the excavation into the marl shall be protected by air-blown mortar in accordance with Paragraph 2.2.9,D.

7.

Existing Standby k'e!i at Power Block Units I and 2 The Contractor shall remove portions of the existing standby

.tell during the excavation of the power block as specified in Section C2.3 of this specification and as required by the Owner.

D.

EXCAVATION FOR DRAINAGE DITCHES The Contract item excavation for ditches includes removal and disposal of material for the excavation for channels leading to or away from culverts and intercepting ditches at top of all cut slopes as shown on the drawings or as required by the Owner.

E.

TRENCHING 1.

The Contract item trenching includes all excavation required for the installation of discharge pipes and porous concrete pipes. Trenching operations shall be conducted in such a manner as to offer the least possible obstruction and inconvenience to construction traffic.

2.

Excavated material not used in backfilling operations shall be disposed of as required by the Owner.

3.

Dimensions a.

The maximum length of open trench shall be that length necessary to permit uninterrupted construction progress, b.

Unless otherwise required by the Owner, trenches shall not be less than 12 inches wider nor more than 20 inchet wider than the outside diameter of the pipe up to a plane 6 inches above the top of the pipe, except where sheeting is used.

13

C2.2, Rev. 11 February 17, 1984 4.

Sheeting Sheet ing shall be removed in a manner to prevent caving of.the sides of the trench.

Portions of sheeting in contact with concrete may be left permanently in place.

Portions of sheeting above concrete can be cut off after concrete sets.

5.

Subgrade of Pipe The subgrade shall be shaped to support the lower 1/4 segment of the pipe or as shown on drawings for its full length except at joints where adequate space for proper joint construction shall be provided.

6.

Bedding Remove loose, soft, or compressible material in the subgrade and replace with clean sand and compacted as specified in Section C2.2.7.

7.

Hard Bedding When the bottom of the excavation cannot be excavated to a required subgrade line because of rocks, hardened clays and other materials difficult to excavate to a true subgrade, the trench shall be overexcavated at least 6 inches below subgrade and backfilled with clean sand and compacted as specified in Section C2.2.7.

S.

Overexcavation s

Overexcavation shall be backfilled with clean sand and compacted to the same degree as the adjacent backfill material.

F.

EXCAVATION FOR ROADWAYS Excavatisn for Main Plant Road and other access roads as shown on drawings shall be in accordance with the applicable provisions of Section 205 of the State of Georgia Department of Trans-portation Standard Specifications, Construction of Roads and Bridges, 1977 Edition (DOT).

G.

GRADING The rough grading of the contract area shall be done in accor-dance with the rough grading drawings and es required by the Owner.

14

EC2.2,- Rev. 11 j

-February. 17 1984~

,i 3

i H.

USE AND DISPOSAL OF-EXCAVATED MATERIAL 1.

Suitable materials from excavations, shall be used-either for backfill in the power block area or for constructing i

the emb,kments 'outside of the power block area.

~

2.

Compacted Ecbankment,- Sand, silty sand, clayey sand from required excavation may be used in the construction of

. embankment. The material shall be free of all organic material and of all material larger than 5 inches in max-imum dimension.

3.

Power Block Compacted Backfill a.

Sand and silty sand excavated from the power block area and stockpiled separately near the site may.be used for potter block backfill. Designation of these areas does not mean that all the steekpiled material-will be acceptable for the power block backfill.

Before stockpiled material is used the' suitability of-the stockpiled material for use in power block back-fill shall be determined by the Owner or his repre-sentative. Depending on the quantity.of backfill materials required, additional' sources for the backfill may be designated within the plant site boundary. The-suitability of materials from sou'rces other than the

. stockpiled areas shall be determined by the Owner or his representative and shall be approved by Bechtel.

~

Designation'of additional borrow sources does not mea,n that all the materials in those' areas will be acceptable for the power block backfill. All material for power block backfill shall be free of all organic material and shall not include material larger than 3 inches in maximum dimension.

b.

The Category I backfill in the power block shall consist of sand and silty sand material obtained from approved-stockpiles or borrow areas. _ Sand, silty. sand backfill to be used in power block backfill shall.not contain more than 25 percent pascing the U.S. No. 200 Sieve.

Periodic gradation tests in accordance with ASTM D.422' (Section 5) and ASTM D 1140 shall~be performed on-representative samples of the backfill material to ensure that only materials conforming to.the above requirements are used for the'powerblock-backfill.'

The Contractor shall perform testing on representative soil samples. from the borrow areas at the time of excavation. A minimum of one test in accordance.with' ASTM D 1140 for every 5000 cubic yards of Category 1 backfill material or a minimum of one test per day when excavation is being' carried out in the borrow areas, whichever is the greater number, is required-

to monitor!the quality of the backfill material ~.

In addition, a minimum of one gradation test of backfill-15

C2.2, Rev. 11 February 17, 1984 I

raaterial shall be performed in accordance with ASTM D 422 (Scrtion 5) for every 25,000 cubic yards of Category I backfill material.

If non-uniform soil conditions exist in the borrow areas more gradation

-tests will be required to establish the material suitability and to eliminate unsuitable-materials, and therefore the extent of. required additional testing should be determined by the Contractor's field per-sonnel responsible for the excavation work and monitoring the quality of backfill materials.

The gradation testing specified above will be in addition to any other gradation tests that will be performed in conjunctica with field testing to establish the quality of the compacted backfill as required in C2.2.7,C,1.

'4 4.

Area Fill and Fill for Drainage - All excavated materials that are free of organic material and oversize material that would prevent the placing of material in lifts of the thick-ness specified in Paragraph C2.2.7,D are suitable for the construction of area fill embankment.

5.

Vaste - All excess suitable material and material that is unsuitable for compacted embankment, compacted backfill or area fill shall be placed in the disposal area to the lines and elevations shown on the drawings, or wasted as designated' by the Owner.

I.

OVERRAUL

. 1.

Overhaul ccr.sists of hauling excavated materials beyond the free-haul distance.

The distance such =sterial is hauled will be taken as the distance between the center of volume of excavation and the center of volume of the material as deposited, less 1,000 feet of free-haul.

Any additional haul due to circuitous travel shall not be considered.

Vehicles used for hauling shall be satisfactory to the Owner and shall be sufficient in number and capacity for the work involved.

When directed by the Owner the Con-tractor shall route his hauling equipment over the grade in such a manner as to make maximum use of the compactive effort afforded thereby.

2.

Overhaul will be applied to excavation in the general plant area, excavation in the power block area, and excavation in ditches.

C2.2.7 EMBANKrENT AND BACKFILL A.

GENERAL 1.

This section covers the contract items compacted embankment, compacted backfill and. roadway embankment'. The type of 16

t s

-C2.2, Rev. 11' February 17, 198'4

a equipment and methods employed in moisture conditioning and

.ccmpacting of embankment shall be at the option of the Contractor.as apprcved by the Owner.

w 2.

. Roadway Embankment shall be in accordance with'the appli-cable provisions of Section 208 DOT, unless otherwise specified.

t B.

COMPACTED EMBANKMENT (CATEGORY 2 'BACKTILL)

- 1.

General.

This article covers the contract item compacted embankment which includes construction of fills beneath and.djacent to non-Category I structures at the cooling tower' areas, construction facility area and switchyard area. To fill shall be placed until the foundations have been approved by the Owner.

2.

Foundation Preparation - Surfaces other than marl or lean concrete upon which embankment is to be constructed shall be scarified to a minimum depth of 12 inches, moisture condi-tiened, and compacted to not less than 95 percent of the maximum density determined by ASTM D 1557. ' Material unsuit-able for embankment foundations shall be removed as directe0 and replaced with suitable material and compacted as com-pacted embankment.

l 3.

Construction of Embankment - Material for embankment shall-be as specified in Paragraph C2.2.6,H.

Material shall be moisture conditioned to the degree a.

L necessary to achieve the specified' compaction. Discing or other approved methods shall be carried out to blend

~

the added moisture to obtain uniform distribution I

througiout the layer. Material which contains excess t

moisture shall be dried until the required compaction f'

can be obtained.

E b.

The materials shall be moisture conditioned at the' time of compaction such that the specified compaction i_

may be obtained with the equipment being used. At all-times it shall be the. responsibility of the Contractor' to employ such means as may be necessary to secure a uniform moisture _ content throughout the material-being l,-

compacted.

~

c.

. Embankments shall be constructed in horizontal layers which extend the full width of the embankme'nt.

Thick-ness of the layers shall not exceed 6 inches in uncom-

~

~

q pacted thickness; When a layer of material is' dissimilar from the preceding layer only on approval shall-the materials be blended by discing, mixing, scarifying, or a combination of these methods.

Compacted embankments

-17

'V u

~ GC M

C2.2i Rav. 11:

Februaryn17, 1984 a;

benea th non-Category'1 struc-tures shall be. compacted ~to an' average of 95 percent of the maximum dry density determined in:accordance with. ASTM D 1557 with not'more

.than 10. percent of the' tests between 95 and 93 percent

~.

and:no test below 93 percent.

The. average compaction

'\\'

stpall be evaluated for sets of up to twenty field density. tests made after placement in any area in.which the fill'is placed. The average compaction _of up to twenty field density tests need not-be determined'if no test in'the1 set falls below 95 percent.

An' area in'which

- fill is placed shall be_any contiguously placed area

. whose maximum depth is one foot and whose maximum area is 1,000,000 square feet.

Compacted embankment beneath parking areas, laydown areas and areas as shown shall beLeompacted to 90 percent of the maximum density determined.by ASTM D 1557. _ Field density shall be determined by ASTM D.1556 and moisture content of soil shallEbe determined by ASTM D.2216.~

The quality.of embankment shall be monitored by performing a minimum-of one field density. test for every 50,000 square-feet-of fill placed per foot of depth. Areas less than

' 50,000. square feet which are compacted-separately from-adjacent material shall be monitored by performing a minimum of one field density test per foot depth ~.

Areas.conpacted'by vibratory or other approved hand operated power tampers shall be monitored by performing-a minimum of one field density test for every 5000 squarez feet of fill placed per foot. depth. ' Areas less than 5000' square feet which are. compacted by hand compactorsf

+

separately from adjacent material shall be monitored by performing a minimum of one field density-test per foot depth of fill placed.

u d.

Field density may.be determined.by ASTM D 2922' method' provided it is approved by the. Owner and provided:that daily field density checks are.also made using ASTM-a

D 1556 method.

If ASTM D 2922 method is used for_ field 3

density determination,,the nuclear' device should be calibrated.every. day using ASTM 1556. Field Aensity test.in any test' embankment shall be done by. ASTM D~

^

6 1556 only.'

e.

The Contractor shall keep the top of the embankments during construction at'such. elevation and section to.

7 provide natural? surface drainage at all. times'. ~ If the Contractor st'ps work on any portion of the' embankment.

o on account of rain or impending rain,'the surface-shall be graded to' facilitate' drainage and'the surfaces shall.

. be sealed by passing rubber tired equipment or flat-drum rollers over the surface.

Before work'is resum,ed

.in the area, the' surface shall be scarified to a depth 4

of'not less than 6 inches,' moisture conditioned, and recompacted to the specified density.

18 v

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C2.2 Rev. 11-g 7

February 17,J1984

-i f.~

Should thel Owner determine that any portion of the surface of the; embankment has beccme so dry or ' glazed during construction that' bond with the succeeding layer to be;placed thereon cannot be obtainedlor should ruts and roadways develop on the eiabankment such sur-faces shall be scarified to a minimum depth of. 6 inches, releveled, moisture conditioned, and recompacted to the specified density just prior to placing of the suce'eed-ing layer of embankment.

g.

All surfaces of completed embankment slope and profile-surfaces shall be compacted to the lines shown on the

- drawings with a tolerance of plus or minus 0.2 foot and shall be graded to a uniform surfa~ce.

Surface of.

compacted embankment shall be maintained at higher elevation than area fill during construction.of the-compacted embankment.

h.

During placing and compacting of the first'4 feet of.

emban kment, the water table shall be maintained below

~

the elevation of the foundation upon which the embankment is being placed or compacted..During placement

and compaction of the embankment above the first 4 feet.

of embankment, the water table at any point shall be maintained at least four feet below the surface of the embankment being'placed, or compacte,d.

1.

No material shall be placed upon a frozen surface nor-shall any snow, ice or frozen earth.be incorporated in the embankment. Unless approved, placement operations' shall be suspended when the ambient temperature is 32 F or below.

s j.

The embankment. surface-shall be crowned at all times during the construction'so that. water will readily drain off. Unless otherwise shown or approved, all embankment zones.shall be placed with equipment ~

traveling parallel to the centerline-and shall be raised simultaneously.

The-differential elevation-between adjacent' zones shall~not exceed 2 feet, k.

In areas outside the power block where embankment is compacted to 95 percent,. backfill for ditches shall be.

compacted to 95 percent of-the maximum density deter-~

mined by ASTM D 1557.

In areas outside the power block.

where embankment _is compacted:to 90 percent, backfill-for ditches shall be compacted to 90 percent of the maximum density determined by ASTM D 1557.

1.

Backfill shall be placed and hand compacted to a

~

_ minimum of 3 feet depth above--the top of embedded items;(pipe, drains,-conduit, etc.) before.the use

-of. rollers and heavy equipment, t

39

L C2 2, Rev._-11 t

m February-17, 1964 G

^.

-l b

'Backf' ll material shall be ; deposited: in' layers 6 inches i

m.

j ' ag

~

j or less in'unecmpacted thickness and compacted as

. defined'above.

1 y

n.

When a field density test is carried out which indicates 1

-j that the percent compaction has.not been met,;the l

material represented.by the failing test shall be I

f

. removed and replaced'or moisture conditioned,-

reworked in accordance with Paragraph C2.2.7,B,

-recompacted and' retested.

o.

Raadway' embankment shall be' compacted'to not less.

than 95; percent of-its-maximum density determined

~

by ASTM D 1557 in'accordance with. Paragraph C2.2.7,B,3',C~

above.

p.,

When noted on the drawings, specific structures whose footings are located less than'four' feet below original grade shall have compacted embankment placed beneath-their footings to a minimum depth of four feet below

-t the original in situ grade.

In no case where structures-are placed on in situ surface sands shall less than one-foot' ofl compacted embankment be' provided beneath the foundations.

q.

Lean concrete mudmats may be placed beneath Category 2 piping in non-Category'l backfill ~ areas to a' limit of

~

three feet horizontally beyond the outside edge of-a~

~

pipe or a bank of pipes and'to a maximum thickness of 6 inches. A bank of pipes shall be two or more 9

7 parallel pipes placed in a comgon trench whose spacing.

does not exceed 2 feet. Mudmats shall not be-placed on-the' sloping sides of trenches. ~ Care shall-bc taken not~to place concrete on or around' in-place pipes.

Mudmats shall be sloped to provide-adequate' drainage-.

C.

POWER BLOCK COMPACTED BACKFILL-(CATEGORY I BA'CKFILL):

'1.

The contract _' item power block compacted backfill includes-

~

all the backfill in the' power block area.

Backfill material in accordance with Paragraph'C2.2.6,H,3'shall be.

placed in layers'not exceeding 6 inches.inLthickness

-4~

before compaction'. Unless.otherwise-shown or spec'ified Category 1 backfill shall be-compacted to an average of.

1H 97 percent of the maximum dry density determined in accordance with ASTM D 1557 with not more than 10 percent of tests below 95 percent and no test below 93 percent.

.J Categoryll backfill to be placed in the powerfblock' s

k

--excavation area north of the turbine b'uilding and'above

-elevation 185.5.shall be compacted to-an average of 95 percent of the' maximum dry density-determined in-accordance with ' ASTM D -1557 with not more than 10 percent' of..the tests between 95 and'93 percent and no test below

93 percent. Field density shall be determined by 20 m

UC j

y Lt C2.2,fRev.'11 February ~ 17, 1984' ASTM D 1556.

The materials shall be conditioned to have -

afmoisture content at the time of compaction in accordance with Paragraph C2.2.7,C10 such thatJthe specified compac-

. tion may be'obtained. -The quality of Category I backfill shall be monitored by performing a minimum of one field density test for every 20,000 square feet of fill placed per: foot depth. Areas less than 20,000 square feet which are compacted separately from adjacent material shall be monit'ored by' performing a minimum'of one field density test per foot depth. Areas--compacted by vibratory com-pactors or other approved hand operated power tampers

~

-(C2.27,C,5) shall be monitored by performing a. minimum of one field' density test for every-2000 square feet of fill-placed per foot depth. Areas less than'2',000 square feet which are compacted by hand compactors separately from adjacent material shall be monitored by performing a

~

minimum of one field density test per foot depth of fill placed. The average compaction shall be evaluated for sets of.up to twenty field density tests made after place-I ment in any area in which fill is placed.

In the area requiring 97 percent compaction, the average compaction of

.up to twenty field density tests need not be determined if-no test in the set falls below 97 percent.

In the a'rea requiring 95 percent compaction, the average compaction of up to twenty field density tests need not be determined if no test in the set falls below 95 percent.

An' area in which fill is placed shall be any contiguously placed area whose maximum depth is one foot and whose maximum area is 400,000 square feet.

In situ field density determinations-

-for. Category I backfill shall be made in accordance with ASTM D 1556 using a 12-inch sand cone. All tests shall be made at a depth of 12 inches below the fill surface and the test hole shall have a volume of'at least 0.2 cubic feet.

Construction equipment must be stopped'during the time the sand is being poured into the hole so as to. prevent its densification.by vibration. During the initial-stages of-Category I backfilling (about 2 weeks), one compaction test must be made for every field density test in accordance with-ASTM D 1557, using a 4-inch diameter mold. Thereafter,;provided satisfactory performance has been achieved in the initial phase, a minimum of one laboratory compaction -(ASTM D 1557)

>1 test shall be made for each 5250. cubic yards of-fill:placed or one laboratory compaction (ASTM D 1557) test per-day, whichever 's the greater number. Also, a' minimum of-one test in accordanc'e with ASTM D 1140 shall be performe'd for every 5250 cubic yards and a minimum of one test in accor-dance with ASTM D 422 (Section 5) shall be performed for every 26,250 cubic yards of-fill placed and compacted.

2.

The. Contractor shall exercise extreme care in placing and compacting backfill in the: proximity of all structures.

Where backfill is placed over or against concrete structures or pipes, the fill operation shall not commence until 21 4g g

e-

(

5

~

C2.2, Rev.fil-

^

IFebruary 17, 19S4 s

x

~

approval for backfilling is obtained '.'f rom GpC Field Engirm'ering.

' ~

Heavy const'ructicn equipment'shall not pass' over any_ structure or pipe _until such-structures and/or pipes are covered by the

, applicable. minimum depth' of fill shown on the drawings or as specified.

P 3.

During backfill compaction heavy cons'truction equipment shall not be used within a distance of-2 feet.from any concrete structures or' walls. The compaction of Sackfill

_ adjacent to concrete structures or walls within a. distance

^

of 2. feet and in other restricted areas shall be.done using hand-operated vibratory compactors and/or. power tampers.

4.

Hand-operated vibratory compactors and power tampers for use adjacent to structures. or walls and in restricted' areas shallL be subject to approval as to types and sizes. The Contractor shall, at his expense, demonstrate _that the equipment will-compact the material to a density at least equal to that.specified. The adequacy of hand-operated vibratory compactors and power tampers _shall be determined by the Engineer.

5.

In areas which cannot be reached by the vibratory roller, the material shall-be placed in thin lifts not exce'eding 4 inches in thickness and compacted by vibratory hand g

compactors or power _ tampers unless otherwise specified herein. These hand ~ compactors shall be approved:by Engineering and shall be of;a large ize, capable of delivering impulses sof about 1 ton or more per; square fo'ot at a frequency of 3000 to 5000 impulses per minute.

a.

Backfilling buried pipingland similar conduits-(1) Wooden' Tamper Method u

The wooden tamper method is acceptable for both safety related and non-safety-related buried 11J D piping and similar conduits. The following procedure shall be-followed:

(a) Lean concrete mudmats may be placed_beneath piping to a limit of three feet horizontally, beyond the outside edge of.a pipe or a bank of pipes and to a maximum-thickness-beneath the pipe of.18 inches. Concrete shall:

provide continuous support along the bottom.

of the pipe but shall not be placed more than 1/2 inch above the bottom of the pipe.

A bank of' pipes shall be two or more parallel pipes placed in a common trench whose spacing.

does not exceed 2 feet.

22

[

r-C2.2, Rev. 11'

' ~

February. 17, 1984' (b) The backfill material may be compacted in 4 inch maximum loose _ lifts.by use of-suitably sized hand held wooden. tampers'. This back-fill material shall contain less than 10 percent fines.

The backfill material shall be: compacted by tamping to the-satisfaction of GPC Field Quality Co'ntrol. A minimum of 4 tamps.shall be applied:to the'~

entire. area of each lift. After Category l' backfill has been-placed to a minimum of one lift above.the tops of the ducts or pipes backfilling.with Category 1 material shall continue with hand cperated vibratory _

compactors and power tampers to a minimum.

depth of cover of 3 feet at which point vibratory rollers and other heavy equipment-may be used.

Care shall be taken to avoid damage to the pipe and its coatings through the use of wooden tampers and hand: operated vibratory compactors and power tampers.

(c)

In. areas between pipes where compaction'is performed by wooden tamper 'and censtrained access prevents use of the sand cone test, a minimum of 4 static cone penetrometer tests shall be' performed per 100 linear-feet or 11 200 square feet per lift.of pipe trench.

Testing may be performed.after an additional lift has been placed with the cone penetrating a maximum of 3 inches from the surface of the backfill into the lift being tested. Readings shall be obtained using a 1/2 square inch cross sectional area steel cone.

Fenetrometer.

. readings representing acceptable-compaction shall be obtained by correlating penetrometer reaJings with sand cone tests taken in.the-backfill material being used.. Reference Paragra'h C2.2.7,C,15,f.

Material represented by a test below the calibrated reading shall.

be removed and or reworked and tetested..In.

addition, one sand cone test in accordance with ASTM D 1556 shall be performed for _every 200 linear feet or 2000 square feet per foot-of depth of trench placed by this method,. An area adjacent to piping shall be backfilled.

by this method of sufficient area and depth for performance _of the-sand cone test.

(d) Bolts. attaching pipes to frames used for welding shall be cut free prior'to completion of.backfilling of safety-related piping.

t.

23, E

c-45

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s

~

C2.2,' Rev. I'l.

~, :

7 February-17, 1986

-q, (2) Int'e'rnal Vibrat' ion # Metho'd

~

Non-safetycrelated piping or-similar conduits may be bsekfilled;in_ Category.1'and Category 2 backfill e

. areas by-the. interna 1' vibration method within the i

limits of~three feet above, one foot below and

-3' feet horizontally beyond the outside' edge of-a

_ pipe.or a bank of pipes. ' A bankL of _ pipes shall be

.two or more parallel pipesiplaced~in a' common

. trench whose.spacingLdoes not exceed 2-feet.

Concrete sand within the following gradation shall be used for compaction around. congested non-safety related' piping and similar conduits:

.c

'U.S. Sieve + Sizes Percent Passing by Weight-3/8" 100-t No. 4 95-100 l

^

No. 8 80-100

- No. 16 50-85 No. 30' 25-60 l-No. 50 10-30 La lh). 100 2-15 g

The-.following. procedure shall b~e followed:

- o-(a) The. sand shall be place'd in the trench.in.

loose lifts not exceeding 12 inches. The surface of the sand placed'shall.be reasonably level prior to' moisture conditioning and compaction. This may be. achieved by means f

of rakes and/or shovels.

_ (b) After placement, the sand shall.be simultaneously saturated and internally vibrated to achieve densification.

(c) Saturation shall be achieved byfprovid'ing removable barriers' such as sand bags,'; forms, l

- or any other acceptable material _at both ends.of the trench so as to. prevent rapid drainage of water. Water pressure shall.be controlled during saturation to reduce displacement of sand particles'and-distu'rbance 4

'in compacted areas. Sand bags, forms','etc.

shall be removed subsequent.to' completion ~of-the section for which they were used.

(d)) The sand shall be internally-vibrated using.

concrete vibrators. The vibrating frequency _

of the vibrator in sand shall be'in the. range of-7,000-11,000 cycles per minute. The 24 m--

__m-_____m.

. _ ___mm._____mm

_____.-.-.__.m_

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C2.2, Rev. 11 m

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_ February 17,.1984 r-s i;

vibrator shall penetri.te to the full-depth I

of the loose' lift. Vibration of the fill h

. shall consence af ter-the moisture is at a l

state such that the' vibrator' will move the material to achieve densificatien.

p

-(e) Vibration shall'be-done-uniformly along the F

entire surface of the loose lift. Vibration shall be performed by-simultaneously working two or more vibrators on each side of the piping, resulting in a team of four. men moving-uniformly along'the length of the bank of-pipes from one_end to the other..Less than

}.'

four vibrators shall be used only in' areas l.

where restricted working conditions ~ prevent.

the use of four or more vibrators.

Care shall be taken that all areas are-vibrated 'and that vibration takes place beneath and between pipes!wherever possible and without damage to the pipes'and their coatings. -Special care shall be taken to avoid damage to pipe coatings f

,m concrete vibrators. Each 150 square feet of surface area shall be vibrated a minimum of 10 minutes. A longer period of vibration.may '

be required if visual observation shows that inadequate compaction has been achieved.

yy (f) After the first lift of fill has been placed and compacted, successive lifts of. fill"shall be pla'ced and compacted in a similar manner.

(g) No testing shall.be performed until thet backfilled. trench has drained of all_ standing water. To aid drainage, removable perforated pipes wrapped in Mirafi-140 filter cloth-or-equivalent may be used. These pipes shall~

be capped on the trench: side'of the pipe so as to prevent flow of sand backfill. The diameter and number of perforated pipe will' depend on the length of trench to-be backfilled. Perforated pipes _may be removed subsequent to completion of the section for' which they_were_used..Those pipes not removed shall be grouted such that no voids remain in the pipes.

(h) Sand cone density tests shall be performed in accordance with ASTM D 1556. At least

-one test for every foot of elevation shall be made for every 200 linear feet, but not more than 2000 square feet of trench backfilled Sand cone density tests may be performed using 25

____.-.___m_________m

_m_ _ _ _ _

C2.2, Rev. 11 February 17, 19S4 a 6 inch sand ccne.

The use of a nuclear device will not be permitted. A minimum of four static cone penetrcmeter tests shall be performed per 100 linear feet or 200 square feet of pipe trench per foot of depth below and between the pipes. Testing may be performed after an additicnal lift has been placed with the cone penetrating a maximum of 3 inches from the surface of the backfill into the lift being tested. A reading of 200 or above shall be considered acceptable.

Material represented by a test below 200 shall be removed and/or reworked and retested. The reading of 200 on the static cone penetrometer shall be attained using a 1/2 square inch cross 11 sectional area steel cone.

(i) The concrete sand shall be compacted to an average of 95 percent of the maximum dry density with not more than 10 percent of the tests between 95 and 93 percent and no test below 93 percent in Category I backfill areas around both Category 1 and Category 2 piping. This compaction criteria pertains specifically to the internal vibration o

method.

(3) Compaction of trench backfill by ponding and jetting shall not be permitted.

6.

The Ccntractor shall perform all the work associated with the compaction of power block backfill in accordance with the placement and compaction procedures specified herein or as directed by the Owner er his representative.

7.

A Eechtel Soils Engineer may be present during backfilling operations who will witness and follow the job and assist in resolving any field problems that may arise during construction. TFe Owner or his representative shall be responsible for ooing the necessary quality control testing to insure that the power block backfill as constructed conforms to the requirements of the specification. Any deviations from the provisions of the specification shall require approval of Bechtel.

8.

Temporary construction lines (bul? gas etc.) 6 inches or less in diameter may be abandoned in the power block backfill area when filled as specified.

Such lines shall be filled with grout by pumping grout in the lower end of the li.ne until grout emerges at the upper end.

The exact location and size of all abandoned lines shall be noted and provided to engineering. Abandoned construction lines shall be kept to a minimum.

Temporary construction lines greater than 6 inches in diameter shall be removed.

26 k--

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_.: C2. 2, Re'. 11

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. February l17, 1984

~

Gradediagg'regat'e in accordance with~ Georgia Department ~of E9.

Transportation Specification, Secti;n 8.15 (1977)_.may be.

l placed withins 101 feet.of power ~ blocs excavation slopes where

. required to begin compaction on saturated in-situ soils.

10';

Pl' cement

~

a

~

a.

Structural backfill shall be placed in horizontal

layers-not exceeding'6 inches ia uncompacted thickness

'in'the'powerblock area as shown.

the moisture content shall be'as. required 1by Paragraph 10 below.

No backfilling against. concrete walls.shall be done until the concrete has~ attained a strength equal to 70 percent of the design' strength. 'No backfilling.

against base slabs shall be.done until the specified curing time.has elapsed, except as follows:

if waterproofing has been qualified as a curing agent in accordance with ASTM C 309,,backfilling against

. base slabs may. proceed upon curing of waterproofing.

If the.subgrade concrete has been waterproofed, the.

backfilling shall be done so as notsto damage _the waterproofing or its protective materials.

If,.as determined by the Owner,-the top or contact surfaces of the previous. fill layer have become too dry to permiti a ' suitable bond between those surfaces and the fill to be placed thereon, such surfaces shall.Ine scarified, the loosened material dampened to'the.,,

required moisture content and then compacted to the-density of the underlying material.

Before placing additional fill, material which is soft and yielding as a result of excessive water shall be either replaced with suitable material, or' scarified.and allowed to dry out to the'.specified moisture content and recompacted.- Such' removal, repla' cement, recompaction and delays resulting'from such operations.

shall.be at the expense of the' Contractor. _0versize material shall be removed ~from the backfill and disposed of in designated waste-areas.

~

b.

'The Contractor shall keep-theLtop of backfill properly drained at all' times during construction.

If.the Contractor stops work on any portion of the backfill on account of-rain or impending rain, the surface :shall be graded to facilitate drainage.

Before the. work is resumed in the area, the' surface shall lue scarified toca depth'of not less than-6 inches,; moisture conditioned and'recompacted to

.t e specified density.

h b

27.

+

t e

y g

im aC2.26 hev. 11-February 17,.1986.-

E c.

'The Contractor shall take effective-measures to contro11the. surface runoff and seepagenin theLback-

~ filling area as require'd.

These. measures shall include but shall not be limited to drainage,.

' collection and disposal of-surface' runoff and-

..'~

dewatering of backfilling(areas in order to cecmplish the work in conformance with the a

specifications.

'd.

During placement and compaction of Category I backfill by. heavy vibratory. roller thel water: table at-any point shall be kept at:least 4: feet, measured to'the nearest frot, below the surface of:the material being placed or compacted. During placement and compaction of Category-I backfill in restricted areas by' hand-operated ~ vibratory.

compactors or. power tampers the water. table at any point shall_be kept:at least 2 feet. measured to the nearest foct, below the surface of the fill being'placed or compacted. Even if the above conditions are met, backfill operations'shall be stopped if it is determined by Field Engineering that' satisfactory compaction cannot be achieved with the existing water table elevation =and' backfilling shall not be resumed until the ground water.

condition is corrected.

e.

No. material shall be placed upon a frozen surface nor shall any snow,' ice or frozen earth be incorporated

'in the backfill. Unless approved, placementioperations shall be suspended when the ambient temperature is 32 F-or below.

II.

Moisture Control'

' Materials'shall be moisture conditioned ~as far as.

practicable in the stockpile and borrow areas and, where necessary, on the fill just prior to compaction. _If the material does not have the required moisture con-tent, such material shall be conditioned by flooding,.

sprinkling, aerating, harrowing, discing, draining or-other approved means'..The average optimum moisture content of fill materials shall be determined based

-on not less than 20 ASTM D 1557. tests performed on representative samples of the fill materials-prior to placing in the-power black.

If. stockpiled materials are used,;the average cptimum moisture content can be

-determined based either on' previous test data or new-

_~

test data.

If fill materials are obtained directly from new borrow excavations,.the. average optimum moisture; content shall be determineo'from.not less than 20 ASTM D 1557-tests performed on representative soil samples taken from the borrow area prior to hauling the materials-for backfilling.

During the progress of backfilling work the.

28

-;C2;2,hev.1[

~

.~

~

Tebruary;17,:1984~

s 7

n

~ average optimum moisture. content shall be_ periodically

~

updated.'as more. data become available to account for-

~

.possible variations.in th'e fill quality either in stock-

> (piles or inf borrow excavations. The moisture content of!

Category-I; backfill;atJths_ time _of: compaction shall be within"minus 3fper'centage, points:an'd plus 2 percentage

' points 1offthe average _ optimum moistu're content of the fill K-

= materials: determined in accordance with1 ASTM D 1557. The-

' moisture content of the material at the time ~of c6mpaction.

shallibe' determined-by~ ASTM D 2216 or by.any approved.

rapid procedure methodsthat has been correlated with.

_ ASTM D 2216. ~~After, placement:of loose material-in the backfill,.the moisture content.shall.be: adjusted as necessary'to bring the material ~within the required,

. Material placed in the backfill moisture content limits.

too wet: for compactionishall-be left.to drain,:to be aerated and dried by. discing and harrowing or other -

approved means until the' moisture content of the entire layer-is uniform and within1the required limits. Material:

~

placed in the.b'ackfill too dry for suitable compaction shall be'mois'tensd by sprinkling with water.

Sprinkling shall be by sprinkler trucks equipped with pressure spray-bars and valves _ to give a. uniform and even application of. water to ths dry areas ' ar '

positive control of the rate of wat r application at all times, or by other means-

~

approved by the Owner in areas,too. restricted-in which'to operate a' water truck..The layer shall then be disced,

~

harrowed or otherwise mixed until the moisture content of the entire layer is uniform and within the specified;

U limits. Any section of backfill containing material which is too wet or too dry shall not be compacted until F

the moisture content of the material is brought within the specified limits, or the_ material shall be removed-

~

r and;re'placed with' material having a moisture content 4

z within'the specified limits. Such removal and_ replace-ment end any delays.resulting'from such operations shall be by and at the-expense of the: Contractor.

12I.

Procedure For-Correcting Nonconformance of CategoryLI Backfill -

a.

When a-field density test'is' carried out which J'

indicates that-the compaction criteria will not be met, the following action shall be taken:

1.

Delineate the 20,000 square foot area,.1 foot deep represented-by the low test.

2.

Stop all further' filling in the delineated area.

3.

Remove'all fill to the top of the lift in which

- the low test is located and harrow and moisture condition the lift in question as necessary to meet the requirements of Paragraph C2.2.7,C.

~l 29

~

• 1-t 4.

P W'+

-f

b

~

C2.2, Rev. 11

="

February.17 -1984 l-,

'4.

, Roll th'e area with the specified roller, number of' passes,'and. roller: speed _ developed in the approved test fill progr'am, Paragraph C2.2.7,C,14,e,3.

5~.

-Replace the fill up_to grade'using._the specified procedures developed in the approved test-fills,

-Paragraph C2.2.7,C,14,e,3.

~

6. 1Re-test.the redorked lift. making sure a lab'ratory1 o

compaction test ASTM D 1557 is made'on material obtained adjacent 7to the field density test,

~

ASTM D_1556 modified to require the use of a.12-inch ~

~

sand cone.

13l Acceptable Foundation of Backfilled San'd and' Silty Sand'for Category I Structure Foundation Concrete or Protective Mudmat Just prior to placement of mudmat of foundation concrete the surface of the fill shall be sprinkled and disced ori harrowed to obtain a moisture content in the fill in the range specified.

The surface of the fill shall then be

-~compacted with 4 passes of a heavy smooth' drum, vibratory-

' roller or with~ vibratory or other approved hand operated

~

power tampers. The above criteria shall apply to areas-where the discing and harrowing. operations specified' can be satisfactorily performed.' In restricted areas where-discing or harrowingsis not practical;the Owner will. accept for his approval on a case by case basis field methods that will assure unacceptable material has been removed and. sound'

~

backfill has been encountered at o'r near the required grade.

After acceptance of the foundation backfill by the Owner, no

-vehicle or equipment shall beipermitted on the foundation

(

without_the:Osner's approval. Adequate precautions shall be; p

taken'to prevent surface erosion'or other disturbance of-k-

. completed backfill prior to placement of the mudmat or

~

' foundation concrete.

L, 14.

Methods for-Evaluating Disturbed Areas

{~

Area's in compacted Category.I backfill which a-~

disturbed by erosion from storm runoff etc.'shall.

!i be evaluated in accordance with the following tests' and procedures.

-a.

Procedure for Proving Ring Penetrometer Testing

, ~

1.

Proving ring penetrometeritests shall be-performed at specified locations to' determine s

ithe depths of the disturbed zoneLin the backfill.

-2.

The tests shall-be performed at: depth intervals of 6 inches as. required to reach competent materials.

~

30 g-T

'T

's ug--'

in a

C2.2,.Rev._11 1 February 17,~1964 3.

Tests 'shall' be performed-perpendicular to the' surface. -The penetrcmeter~ shall be firmly pushed -

-into the soil at a uniform rate until the top of ~

Lthe. penetration cone;is reached at which. point-the proving ring 1 dial shall-be read.

~

4.

If 'the' reading.-indicates a disturbed zone, the

~

testing shallibe continued to greater depths.

~

This will be done either by carefully. excavating a 2-foot by 2-foot,.6-inch deep hole.or by advancing ' a 6-inch diameter auger ~ hole. as -

directed by che Bechtel Engineer and repeating step 3.

5.

Testing shall continue at' 6-inch depth intervals in this manner until. competent material is reached.

At this point the penettometer shall be moved to another specified test location.

6.

The ficid' testing and evaluation shall be monitored by a Bechtel Engineer.

'7.

An accurate documentation of all testing and evaluation shall be maintained. Documentation tshall include penetrometer dialireading, coordinates.and elevation of-ground surface at_ test location, number and' elevation of tests, date test was performed, and other pertinent data.

8.

The proving ring penetrometer shall be used only for a qualitative evaluation of the depth of disturbed zone to assist. field-personne' It shall.

not be used as a' final control test to confirm fill,

quality. ~ Final 2 control testing shall-be done using the sand cone method (ASTM D'1556)~in accordance with Paragraph C2.2 7,C,1 of this specification.

b.

Procedure for Dynamic Cone ' Penetrometer Testing

-1.

Penetrometer tests -shall be performed;in.4 to 6 inchesLin diameter auger holestdrilled.ati specified locations to a maximum depth of.4 feet.

Tests shall be performed at intervals 'of 1-foot as follows:

a.

Hand auger to a depth of 1-foot.

Identify the: soil from the auger cuttings.

~

b.

Seat the cone at least 2 inches to the bottom of the hole.

Drive the cone point 1-3/4l inches into'the hole by means of a 15 pound steel ring weight dropping a height' of 20 inches.

.31 I..

C2.2, Rev. 11 February 17, 1984 c.

Record the. number ~of blows' required to drive the cone point 1-3/4 inches into the hole.

d.

Auger-to depth of 2; feet.

Repeat the same testing procedure and record the number of

)

blows.

e.

Continue the testing at 1-foot intervals down to 4-feet.

2.

The field testing and evaluation shall be monitored by a Bechtel Engineer.

3.

Prior to testing,-the dynamic cone penetrometer shall be calibrated against the Standard Penetration Test (SPT) for Category I backfill materials. To do this, a SPT boring shall be made in undiscutbed Category I backfill and Standard Penetration Tests shall be made continuously from L

the surface down to 6 feet.

Adjacent to the borings dynamic cone penetration tests will be made at 6-inch intervals in at least two auger holes to depths of at least 4 feet.

A correlation-will then be made between the cone penetration resistance and the SPT.

The actual number of g.

correlation tests that will be required-shall be determined by the Bechtel Engineer.

4.

An accura.e documentation of all testing and evaluation shall be maintained. Documentation shall include blow count at each interval, coordinates and elevation of ground surface at test location, number and elevation of tests, date test was performed and other pertinent data.

c.

Method for Abandoning Exploratory Borings Augered in Category I Backfill 1.

Exploratory Borings augered for dynamic cone penetrometer testing, proving ' ring penetrometer testing and Shelby tube sample securing in Category I backfill shall be abandoned in accordance with the following:

a.

On completion of the last test or sample taken in the auger hole, auger to a depth of 4 inches below the deepest advancement-of the auger.

b.

Lower a-tremie pipe to the bottcm of the-hole and pump a grout mix of one part cement to one part water into the hole at.the bottom.

32

C2.2, Rev. 11.

February 17, 1984 c.

Continue puraping grout until surface returns are obtained.

Continue pweping so as to -

maintain the level of grout at the. top of the hole.

d.

place additional grout in the hole at the surface if the level of grout declines before setting.

This procedure shall be varied only if e.

directed by the~Bechtel Soils Engineer.

2. The augered holes shall be filled with grout.

immediately after completion of boring except as ~

follows.

If grout is not immediately available the hole shall be temporarily filled with sand to prevent sloughing. When grout is made available the hole shall be reaugered to its furthest previous advancement and backfilled with grout.

~

2.

Abandonment of exploratory borings shall be documented and the information provided to engi-neering. Documentation shall include the volume of grout used, the depth, number, coordinates and ground surface elevation of the grouted hole, the date the grouting was completed and other pertinent data.

The Contractor shall assist the Owner in obtaining all such information as required.

15.

Test Embankment in Power Block Compacted Backfill a.

General 1.

The objective of the test fill operation is to dctermine suitable compaction equipment and pro-cedures to obtain Category I structural backfill that meets the specified.ccmpaction criteria. The purpose of the test fills vill be to demonstrate that the roller type, moisture conditioning, number of passes, and lift thickness tsed will obtain the required compaction.

2.

Specifically, the test fill program will be used:

(a) To evaluate whether the specified compaction criteria can be met with the Contractor's proposed equipment and procedures.

(t) To permit the Contractor to modify his compaction equipment.and procedures as necessary to meet the compaction criteria.

33

&m C2'. 2, Rev. 11.

gt f,-

-February 17J,.19S4 u_

,b.

. Construction.of Test' Fills

@E..

1.

Preparation of Test" Areas

- (al It ~is. desirable to' construct the-test fills

'~

on the marl foundation. However,<if the_

construction schedule does not-permit this,-

they can be constructed away from the excava-

-tica area provided.the foundation soils are.

compacted.

~

-(b)- If the test fills are made in the power block excavation, the area selected should.be approved-s as.to the acceptability of the foundation material. All low spots or depressions on the-surface shall be filled in layers with the speci-fied fill material, moisture conditioned.and compacted to 97 percent of'the maximum density.

determined by ASTM D 1557, to create.a level.

surface.

.(c)

If the test fills.are made away from the excavation area, the area selected should be cleared and grubbed. The surface shculd be scarified to a depth of at least 12 inches O

.and compacted to 97 percent of the maximum density determined by ASTM D 1557.

(d) Any low spots or depressions should be filled

in layers with the specified fill material, moisture conditioned and compacted to 97 per-cent of the maximum density determined by ASTM D 1557, to obtain a uniform foundation surface.

(e) Test areas shall be sloped, if required to permit drainage; however, the foundation surf ace -shall not have a gradient in excess of one percent.

(f) The Owner or his representative shall verify-the acceptability of the foundation surface beneath the test fills.

2.

Materials-(a).All materials used in the. test fills shall consist-ofLsand and silty sand from designated stockpiles and other approved borrow sources and shall meet the requirements of Paragraph C2.2.6,H3.

For-4 test-fill construction, use of. materials other-than. sand and silty sand or'from sources other than those designated shall require prior approval 34 t

._2_

a.

w C2.2,'Rev.:11:

'Tebru6ry 17,-1984g

of the Engineer. - With the " approval of the Project Engineer, an additional-test fillimay be construc--

1 ted of_ clayey. sand from'an~ approved source to' establish;the compaction -procedures applicable -

' ;9

-to such~ material and to. evaluate 11ts suitability for area ' fill. However, silty sand and clayey

< sand should nct be mixed in the test fill.

.(b) The materials-used in test fills shall be classified in accordance with ASTM D 2487.

3.

Test Fills.

~(a). Each-test fill'shall be at least 150 feet x 100-feet,in plan,'with side slopes.of 2:1 (H:V).

~The height-.of test fills should be at:least 5 feet.

The test fill shall include' access ramps at both ends of.the embankment. Each test fill shall be divided into 'three or four equal sections. Each section shall be raised according to the-designated sequence of lifts l,

and~ lift thicknesses, and compacted with 4~

designated equipment-by the specified number of passes in.accordance with Paragraph (b) g{.

below.

(b) A test fill shall be constructed for each of-the types of compaction equipment used. For

.the compaction-equipment described in. Para-graph C2.2.7,C,14,c test fills shall be con-structed in accordance with the procedure in Table 1.

For. equipment differing from that described in. Paragraph C2.2.7,C,14,c the number of roller passes specified in Table 1 may be modified with the' approval of the Engineer.

(c) The moisture content of fill material shall-be within 12 percentage points of the optimum moisture. content determined by ASTM D,1557.

Material too wet or too dry shall not be'com-pacted until--brought within the required limits.

~

(d) A roller _ pass shall consist of one. complete.

coverage of=the section by'the specified roller.

.In order to assure complete coverage of the section,'each trip of the' roller shall overlap the adjacent trip _by not less than 2 feet.

35 h

i.*----..--

~<r:

f': [.

qC2.2,:Rev. 11i.

February, 17, 1984 t

' (e) "All test fill.materialishall be placed with;

<t equipment _. travelling parallel to the centerline.

{-

of the test fill embankment. -The' entire surfa'ce-E of the test-fill shall'be maintained.in.such-

'1 condition that construction equipment can travel-on any part of the test fill. 'Before compacting, s

ruts in.thelsurface of;any lift shall be' leveled.

.The fill shall be raised uniformly in a' horizontal

~

plane and the fill surface shall be sloped to drain.

j TABLE 1-TYPICAL TEST FILL PROCEDURES k

NUMBER-OF ROLLER PASSES FOR EACH LIFT UNCOMPACTED KUMBER THICKNESS OF SECTION NO.

- CONSTRUCTION OF EACH LIFT ROLLER TYPE.

' SEQUENCE LIFTS (IN) 1 2

3 4.-

Rubber-Tired Ic 4

'6 4

6 8*

12*

2 3

9 4

6 8*

12*'

3 2

12 4

6 8*

-12*

Vibrato ry 1

4 6

4 6

6*

-Smooth Drum-2 4

9' 4

6 8*

• If the specified compaction is achieved in 4 or 6 passes, testing of 8 and,12' passes may beLdeleted, provided this is approved by Bechtel Soils Engineer.

c.

Equipment 1.

-The'following compaction equipment will be acceptable for the test fill construction:

(a)- A 50-ton rubber' tired roller-with tire-pressure maintained at 90 psi or higher.

-The tire: pressure'is'important as it may _

have to be increased to obtain the desired degree of compaction. Facilities'must be available to determine-tire pressures and to change tire pressures if required.

36

-7 LC-

b' j

C2.2, Rav. 11 l

February 17, 1984 (b) A ' smooth drum vibratory roller having a minimum dead weight of 10 tons and the ability to vary the vibrations in the range of 1100 to 1700 rpm.

The RAYGO, Model 600 A and Dynapac, Model CA 25 vibratory rollers are acceptable for the test fill construction.

2.

Compaction equipment used in the test fill operation shall be the same type and size to be used for the installation of Category I backfill. Only equipment that can be shown to meet specification requirements shall be used in the plant fill. The compaction equipment shall either be self-propelled, or the equipment used to pull the rollers shall have sufficient power to operate the rollers when they are ballasted to the specified weights.

3.

The compaction equipment to be used in the test fill program should meet the requirements described in Table 2.

The addition of equipment which does not meet these requirements shall be subject to the approval of the Engineer and demonstrated ability of equipment to meet the required compaction criteria. Corresponding modifications of the procedures in Table I to include additional equipment shall be made in accordance with Paragraph C2.2.7,C,14,b,3,(b).

4.

For each type of compaction equipment, the testing should be done by varying the lift thickness and the number of passes as indicated in Table 1.

d.

Field and Laboratory Testing 1.

After four lifts have been placed in any test fill, testing shall be carried out after each successive lift is placed and compacted. The in situ density should be determined by ASTM D 1556 method. The in situ density tests should be done at least at six locations per section per lift. The test shall be done at a minimum depth of 12 inches to avoid any disturbance in the upper layers of the fill.

2.

Compaction tests shall be made on material obtained from each field density test location using ASTM D 1557 procedure.

In addition, for material at each test loca-tion the gradation shall be determined in accordance with ASTM D 422, liquid and plastic limit tests shall, if applicable to the soils tested, be determined in accordance with ASTM D 423 and D 424 respectively.

6 37 m

~c C2.2, Rev.'11<c

~

February. 17-1984-if TABLE 2

~

sQUIP:1ENT. CRITERI A-

, Rubber-Tired Roller-

'The rubber-tired. roller shall have a minimum of four wheels equipped with '

~

-pneumatic tires.vt.$,ch shall be of such size and ply that the; tire-pressure g

can be maintained between 90 and 100 psi for a 30,000 pound wheel load fduring rolling; operations. The roller wheels shall be located abreast-.

inja rigid: steel? frame, each wheel loaded by.an individual weight box so

~ thaticach'willicarry an equal load.whenftraversing uneven ground. The

' spacing of.the-~ wheels shall be such that the ddstance between the nearest

' edges'of. adjacent tires will not be greater tl.an 50 percent 1of a single-tire width:when the tire is at the, operating pressure and is subjected to a 30,000 pound load. The weight boxes shall be suitable for ballast loading.

such that: the lead per wheel'may be varied as required from 18,000 to

.30,000 pcunds. The. roller shall be towed at speeds not exceeding 10 miles per_ hour.

~

" Smooth Drum Vibratory Roller

.The smooth drum roller shall.be a self-propelled vibratory type. The roller ~ shall have a static weight of at least 20,000 pounds and be ca'pable'of applying a dynamic force of not less than,40,000 pounds at 1400. rpm..The roller should have the capability to vary.the vibration

~

Lfrequencies in the range of 1100 to 1700 rpm.

The rollers shall be operat6d at a-speed not exceeding two miles per hour.

38

I C2.2, Rev.'1111 (i.

^

February.17, 19841 t:

V 3.

Other methods 1of field density determination such as nuclear device (ASTM D 2922) or rubber-balloon method (ASTM D 2167) may~be used for correlation purposes.

provided these tests are doneiin addition to:the procedure described in Paragraph.1 above.. If. a lnuclea'r '

device is-used, Lit shall be calibdated every day.

Inspection and' Evaluation e.

=

1.

The test fills shall be' inspected by.a Bechtel Soils Engineer throughout their construction.

LA complete record shall~be kept of equipment, materials, const'uction procedures, and testing.

r 2.

Upon completion of the. test fills and soil testing, the Bechtel Soils Engineer will-evaluate the data and prepare a report includ-ing recommendations for the compaction equip-ment and procedures to be followed to meet the specified compaction criteria for the Cate-gory I structural backfill.

3.

Procedures and equipment established as acceptable for achieving the requirements specified-in Paragraph C2.2.7,C1 are given below:

f.

Test fill-for correlation between penetrometer and'

.l-percent of maximum dry density determined in accordance with ASTM D 1557 for Category I backfill.

1.

Correlation between penetrometer readings and-percent of dry density determined.in accordance with ASTM D 1557 for Category I backfill material.

shall be obtained for each of the following:

J 0-4 percent fines 4-7 percent fines 7-10 percent fines 11-2.

A test fill section with areas of variable compaction shall be established for purposes of f developing this correlation.

3.

At least 5 field density tests in accordance'with ASTM D 1556 shall be performed for each range of fines. At least two tests shall~ result in-compaction betwecn 90 and 97 percent and at least

-two' tests shall result in compaction above 97 percent. Sand cone' tests shall be performed at' the surface for the purpose of this correlation.

At-

"least 10. penetrometer readings shall.be made in the-i,

Mlb 39 w

__aa_,,_--_-__-,__

C2.2, Rev. 11 February 17, 19S' immediate vicinity of each sand cene test with a maximum 3 inch cone penetration below the surface.

The penetremeter readings representing each sand cone test shall be averaged and plotted versus the percent of dry density resulting from that sand cone test.

The resulting curve shall be used to determine the penetrometer reading which represents 97 percent compaction.

Penetrometer readings in Category 1 11 backfill which are at or above the calibrated reading shall represent acceptable compaction for Category I backfill in areas between pipes or similar conduits where constrained access prevents use of the sand cone test (ASTM D 1556).

All data and results shall be provided to Engineering for approval.

SUMMARY

OF TEST FILL PROCEDURES MEETING CATEGORY I BACKFILL COMPACTION CRITERIA Loose Lift Compaction Number of Thickness Material Equipment Passes (Inch)

Sand and Silty Sand Ingersoll Rand 2 each*

6 e

from Qualified SPF 60 and SP 60 Borrow Sources or Raygo 600A Sand and S41ty Sand Ingersoll Rand 4

6 from Qualified SP 60 or Raygo Borrow Scurces 600A

• The fill surface is to b.. 'e ele with a g-l-.

each pass of the SPF 60.

D.

ARrA FILu EMbANrMENT g

T 1.

Suriaces or tiginal ground 1 embankments

'1 s

are to be co.3tructed shall minimum depth of 6 in..

s.

l 2.

Tha embankment may be con.

..ed vi iting ano J

hauling equipment or by ey<

ag eq

.hich deposits ) };

i the materials directly upon the embank Jrom excavation.

in lifts of 12 to 24 inches.

When embanr.ments are built

/ t c

by mechanical excavating and hauling equipment, travel shall be routed over the embankments during construction so as to distribute the compacting effect of the equipment to the best advantage. When embankments are built by excavating equipment whic.5 deposits the material directly upon the embankment from"the excavation, the material shall be spread adi le'.eled in layers not exceeding 2 feet in thick-ness with no compaction required.

40 t

e '

C2.2,;Rev. 11

~ February 17, 1984

, 3.

Fill 1 constructed for the purpose of improving' drainage conditions shall'be constructed as:specified herein for area fill. ; Finish surface shall be leveled and sloped to drain.

pg -

E.

EMBANKMENT ADJACENT TO SLOPES

'e

"[

Where embankments:are placed against earth slope or adjacent to an existing embankment,.any vegetation shall be removed and the' surface 'shall be plowed or stepped with furrows 12 inches deep measured normal to the: adjacent ground surface, before-placing any fill material. Such plowed material shall be spread on adjacent new fill and compacted.and rolled. No payment will tbe made for this' slope preparation and. plowing.

F.

WASTE EMBANKMENT Waste embankments shall be placed in the spoil areas to the lines and elevatiens shown on the drawings or as directed by the Owner.

Waste emb'ankments shall be constructed in lifts not to exceed ie 2 feet in thickness.

The travel of excavating and hauling equip-ment shall be routed over the embankment so as"to distribute the if.

compacting effect of the equipment in a manner considered by the fgji Owner to be most advantageous. No further compaction or any moisture conditioning of_the material will be required unless

'I directed.by.the Owner.

The, top of the completed embankment shall be reasonably flat and approximately parallel to the~

s'. ope of-the terrain oc as directed by the Owner.

b.

W. AT RING' G.

s 1.

Water will be furnished at the site at no: charge to the L

Contractor. The Contractor shall' furnish, install,-operate 3.,

and maintain all on-site storage and pumping facilities that the work may require.as specified herein.

1 "7*

p 2.

Watering shall include, but not.be limited to, applying water during construction of embankment, subgrade prepara-tion and for dust control during grading operations.

H.

FINISHED EXCAVATION,' FILLS AND EMBANKMENTS I

1.

All areas ' covered by the project, including excavated and filled sections and adjacent transition areas, shall be pH

. uniformly smooth graded. The finished surface shall be

' b reasonablv smooth, compacted and free from irregular surface changes.

The degree of finish shall be that ordinarily obtainable f rom teither bladegrader or scraper operations,.

y except as othe'rwise specified. The finished subgrade surface shall not be more than 0.2 foot above or below the established grade or approved cross section.

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C2.2, Rev. 11 February 17, 1984 2.

Ditches shall be finished so as to permit adequate drainage.

The surface of embankments ot excavated areas for road construction or other areas to be paved on which a base course or pavement is to be placed shall not vary more then 0.10 foot frcm the established grade and approved cross section.

C2.2.8 EROSION CONTROL A.

GENERAL

~~

1.

This work shall consist of performing erosion control during construction of cut and fill slopts including but not limited to stockpile slopes, roadway slopes, railroad right of ways, Power Block excavations and shall include slope preparation, fertility soil tests by an approved Agricultural Soil Testing

~

Agency, applying temporary soil binders, seeding and fertiliza-tion on areas as designated by the Owner, as shown on the plans and as specified herein.

2.

The method to be employed for erosion control at particular areas shall be specified and directed by the Owner.

3.

The Contractor shall develop the site in stages and shall perform all clearing, grading and stabilization operations in a specified area before moving to another area in order to minimize the amount of land to be exposed at one time.

4.

The Contractor shall start performing the erosi n control as the rough grading operation reaches near completion in one area.

The Contractor shall perform effective rhort-term stabilization practices consisting of the applic?. ion of chemical soil binders and long-term stabilization prac-tices consisting of seeding or planting the slopes.

The maximum length of time that a graded area can be left uncov-ered after completion of gradinF shall be determined by 2

the Owner.

5.

The Contractor may refer to the soil and water conservation plan of the Owner for the application of seeds, fertilizers and hydroseeder slurry, etc.

6.

The Contractur shall apply seeds, fertilizers, mulch, binders, hydroseeder slurry, etc. as specified herein and as directed.

B.

MATERIALS 1.

Chemical Soil Binders Aerospray 52 Binder of Curasol AE, Petroset S. B. or equal shall be used for temporary stabilization.

For hydroseeding the binder shall be a dry concentrate powder of 90 percent pure Mucilage derived from plantago insularis ovata.

42

6 y __ _

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4

, 6

C2.2, Rev.!111

. February 17.11984

_j2.

btraw

~

' Straw shall be"either new straw' derived from rice,. wheat,

. T'

-cats','or barley,;or-racetrack-stable bedding material.

.Unweathered, unchopped'small grain 1. straw shall be used.

' 3.

l Jute Netting and Jute Bags

~ Jute netting;sh'allibe heavy woven-jute mesh lof rugged 1

construction and shall'be constructed of undyed'and unblea'ched : twisted.j uteL fibers.. Jute bags shall be of any/ commercial type.

'4.

Seed-

-Seed.shall be capable of establishing permanent vegetation in a.short~ period'ofctime..For use on stockpiles slopes, seed-selection.will be restricted to a low' root and growth ground cover. Pensacola bahia grass, common bermuda grass seed or' approved equal sha21 be-umed.

~5.

Commercial Fertilizer

Commercial-fertilizer shall:be in' pelleted or granular form,

~

.shall comply.with the chemical analysis as-specified,by the Owner.andichall conform to the. requirements of the Agricultural N-P 0 -K 0 with specified Code of the' State of Georgia.

2 3 2 proportion shall be used.

6.

Topsoil

-Topsoil where required shall. consist.of fertile, friable soil of loamy character, and shall'contain an amount of

-organic matter normal to the re2 on.

Topsoil shall be i

~

capable of sustaining healthy plant life.

s 7.

Wood Fibers Wood fiber shall be~ derived from Hemlock, Aspen,'or Alder Chips dyed 1 green.

1 8.

Lime

' Agricultural-lime suitable for application in slurry mix.

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.43

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C2.2, Rev.:11-s -

February =17, 1984 n

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sC.

ESTABILIZATION OF SOIL ~-SLOPES

-.. 4 1.

General-

. Soil slopesfincludelall denuded cut, fill,'stockpilesoor

~

-n

_naturalLsoil slopes. They will'be constructed as specified

'.in Paragraph C1.2'.6,B_in this? specification. : Soil stabili-zation shall be performed to control water and' wind erosion -

during and after grading l operations as directed by the

~ Owner.

3; ;

2.

Scope of k'ork

.The Contractor shall perform'all' work necessary-for soil stabilization including short.and long term < stabilization.

The Contractor shall. furnish"all' tools, labor, equipment

~

and-supervision for the. satisfactory completion of the

work. -This may include. but nis not alimited to the following-items

a.

Chemical Soil: Stabilization.

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.b.

-Straw Mulch Stabilization.

~

c.

Jute Netting.

d.

Seeding.

e.

Sandbag Check Dams.

3.

Description a.

Chemical Stabilization' The Contractor shall use chemical binders such as Aerospray 52. Binder of Curasol AE or Petroset S. B. on~

soil.ilopes from all thef cuts,f fills, stockpiles and m~

disposal ~ areas as soon asithe slope is formed to u-retard erosion for a short time : period or..until-- condi,

tions'are more favorable'for long term vegetative--

stabilization. ~ Slopes that will become permanent or exposed:for a long period'willfbe seeded for permanent

~

vegetation af ter the chemical stabilization.

1 Chemical binders shall be applied'in accordance with the manu-

_facturer's recommendations or as directed byLthe 0wner.

1 b.

Straw Mulch Stabilization =

~~

lThe Contractor shall perform'all work necessary to prepare areasion which: straw;is to,be placed. The

~

~

' work'shall conform to' DOT section 164 except-that the straw'can be used as a mulch product on newly.

Fc seeded areas and'it can'be applied on'2Hi1V slopes.

~

- 44.

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__,,____m._

f C2.2, Rev. 11 February 17, 1984 c.

' Jute Netting Jute netting shall be used in the establishment of vegetation in critical areas as. designated by the Owner.

The Contractor shall prepare the seedbed as specified in these specifications and as directed by the Owner. Seeding'shall be split so that one half of seed is sown after the jute has been applied.

?!anufacturer's technical instructions shall be f allowed for specific guidance in laying of the thatching. The matt shall be placed by rolling on'and secured by wire staples.

d.

Hydroseeding 1.

Seeding for permanent vegetation will be applied to the slopes by a hydroseeder slurry at the rates specified below or by another method approved by the Owner.

(a)

Stockpile slopes and pads for long term stabilization.

Pensacola Bahia grass 60 lbs per' acre Fertilizer (N-P 0 -K 0) 90-180-180 lbs/per acre 2 3 2 Wood cellulose fiber mulch 2000 lbs per acre Soil stabilizer 120 lbs per acre (b)

Other slopes for long term stabilization.

Sericea lespedeza scarified 40 lbs per acre Sericea lespedeza unscarified 20 lbs per acre Weeping love grass 6 lbs per acre Fertilizer (N-P 0 -K 0) 90-180-180 lbs per acre 2 3 2 Wood cellulose fiber mulch 2000 lbs per acre 120 lbs per acre Soil stabilizer 2.

Top dressing - The lime and fertilizer is to be apolied uniformly with hydraulic seedi:

equipment when love grass plants are about 3 inc s tall.

Fertilizer Nitrogen 50 lbs per acre Lime 3000 lbs per acre or amount indicated by soil tests. '

3.

Seed shall not be mixed into the slurry until just before the start of seeding. The spray must be applied uniformly over the entire surface so that the wood fibers and seed are distributed equally without concentration or either in great or lesser 45 o...........

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7C222', Rev. 11f

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(February 17,.1984 I/?

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.-proportions. EA.gea'rfp6mpfwith paddle agitation-is

= re commend ed'.

'If.a centrifugal _ pump.'is-used, the J

, 'deliveryctime must be limited toL20> minutes or-

less;(moment from' placing seeo in water'until, tank:

L s

~

lis empty). The:Contr. actor, within one year,-

preferably:in' March o'iApril,1shallifertilize'all:

r

,e slopes with (N-P 0 -K 0);at the' rate 1of 100 lbs per-2 3 2 4

< acre and reseed areas: eroded by excessive rain l

until.a. good vegetacive cover >is established.

-e.

.Sandbagicheck Dams

-Sandbag' Check 1 Dams are temporary barriers or diversions that'are constructed of sandbags to retain sediment

~

on-sitejand to cause deposition of sediment at;the structure. The Contractor shall provide the' check: dams as directed by.the 0wner.

I nC2.2.9 DRAINAGE A.'

GENERAL This section covers the contract items culverts and the lined

_ ' ditches at the locations shown on the plans. The' Contractor-shall furnish all labor and equipment and' perform all operations required for placing and-constructing culverts and drainage.

L

_ ditches as required on.the design drawings.

B.

' CULVERTS" igs This work shall consist of installing corrugated: metal pipe and pipe' arches' for culverts and drains all' with necessary fittings as shown on the. plans: or as directed ~ by.the Owner in accordance -

with the provisions.of this specification 1.

' Materials-a.

Corrugated Steel Pipe and Pipe-Arch Culverts-Corrugated steel pipe and pipe-arch culverts shall-conform to the sizes and gages as shown on the design-drawings. Material and fabrication shall conform to AASHTO Designation M36' Type II and AASRTO Designation M190 Type A for additional. coating.

~

2 b.

Structural Plate Pipes and Pipe-Arch Culverts p;.

Steel structural plate for pipe.' pipe arches and c arches shall: conform.to the sizes and gages _ as shown1 on the: design drawings and shall conform to AASHTO

_' ' '3.

Designation M167 and'AASHTO Designatior. M36.

l Type 1II and AASHTO Designation M190 Type A for additional coating.

46 L

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LC2.2=,;Rev.'11; ve ' -

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-February 17, 1984 afjj

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c.

, Coating.

?

1' Bituminous coating ~of; pipes shall3 conform.to the provisions'of!AASHT01 Designation M190.. Galvanized.

corrugated steel bituminous-coated pipe'and pip ~e-arch.

~

culverts-shall be used as special provision. When _.

- protective - coatings are (applied to : pipes, ' each isection -

of pipe and_ fittings shall havelthe thickness' painted son the inner ~ surface so that the thickness can be; 4~

readily. identified.

Damaged bituminous coatings'shall

.befrepaired by the Contractor-at his expense,.by applying bituminous ~ material conforming to the pro-visions :or other approved material as directed by -thev Owner.

.2.

Placement a.

Corrugated metal products shall be shipped"and handled.

d in such a manner as to. prevent bruising, scaling or

breaking of protective coating.

b '.

Excavation, backfill, and shaped bedding-shall conform to the~ provisions in Paragraph C2.2.6,E " Trenching" Dor as shown on the drawings.

The pipes shall:be laid in a trench excavated to the-L c.

. lines and grades established by the Engineer. The-

. bottom of the trench ~shall be graded and prepared to

-provide a firm and uniform bearing throughout the:

entire length of the pipe.

3.

-Structures:

-Where shown'on the plans, inlet and outlet structures shall.-

.be constructed or' installed in connnection with corrugated metal? pipes._ Wherecsuch' structures are constructedaor installed, the ends of pipes shall be placed flush or cut off flush with the structure face, unless otherwise directed by the Owner.

4.

' Stone Protection

'This' work-shall consist of stone slope and stone' structure protection for ditches, embankments and structures ~as shown L

Lon the drawings.

p.

a.

1 Materials (1) Stone Slope Protection. The~ rock material-for the

.n contract item. Stone Slope Protection shall contain 50 to 60 percent by weight of rock'and boulders

.W.

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47 A

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.C2.2, Rev. 11 g

LFebruary'17,nlegs-

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weighing ' f rom :75 - to :120 poun'ds..The' remainder of-

~

y the material shall.confcrm to the following

, gradation:

- e PercentzPassing Screen Size' by Weight L

'12 inches'90-100; t

'6Linches o0-90 Em 3 inches:

30-70 1-1/2 inches 10-30 3/4 inch-0~

~

~

(2)-Rock material shall be hard, dense, durable, and'

-free.from cracks, seams, and other defects that would tend to-foster.dete'rioration from natural causes. Rock material-shall'have a specific gravity.of not less than 2.50.

The shape of rock-and boulders shall be'such that the minimum, dimension of a rock or. boulder'is:not:less'than

'75 percent of.the maximum: dimension.

+

Rock material for~the (3) Stone Structure Protection.

contract item Stone Structure Protection shall be

~

reasonably well-graded containing-55 to-65 percent ~

by' weight or rock or boulders. weighing from 150 pounds to 200 pounds, with dimensions-that vary between 6 inches and 18 inches.

(4) Filter Material. ' Filter material placed under stone slope' protection, stone structure prot'ection,.-

shall conform to the following gradation:

Percent Passing-Screen Size bv' Weight ~

3 inch, 100 E

1-1/2 inches85-100 3/4 inch

.65-85 tii Percent Passing

. Screen Size.

Eby Weight 40-70 3/8 inch;

'U.S.

Sieve No.,4

~10-40 U.S.. Sieve No. 8 0-3 v

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-February 117,-1984 z:

b;

Placement

-(1) Stone slope protection.and stone structure 2

protection shall be-placed to the; lines and grades shown,immediately.-follcwing completion:of the embank.

ment, channel, or' structure involved, unless otherwisei

~

re'uired bp the 0wner's Representatives.

Stone slope q

protection shall be placed to its full course thickness in one operation--in such a manner _as to be stable.

The larger stones shall be.evenlyJdistributed throughout

-the entire mass of ston-s so that.the~ rock material in its final position shall conform to the specified gradation; Surfaces of the completed protection shali.

be.to.the lines and grades shown.on the drawing with a tolerance of;plus10.50 feet except.that the extreme.

of such-tolerance shall not be' continuous over an area greater than 200 square feet.

Stone structure pro-

-~

U tection shall be placed in such a manner that'the large boulders s ee well distributed through the rock mass.

Rock or boulders shall-be placed in such a manner-as to prevent; damage to the concrete structures.

(2) Filter material shall be.placed under stone structure and stone slope protection in locations and *o the lines and grades shown on the drawings..The subgrade lupon'which the filter material is to'be placed shall be tamped or rolled;to-provide an acceptable founda-tion before placement of the filter material. The

. placing methods shall be such as to prevent segregation of the material. Filter material requiring compacticn shall have a water content of 3 to 10 percent during compaction; or as required to place and compact-it asfspecified without segregation. Filter material shall be compacted with a roller. weighing not less than 50 pounds per linear inch of drum length, or by other approved means.

Filter material shall be compacted to not less'than' 70 nor more than 90 percent of the maximum density

' determined'in accordance with ASTM D 1557.

.C.

PIINFORCED CONCRETE a

1.

This work'shall consist of construction of reinforced.

concrete headwalls of the culverts and other' structures in accordance with the. details and-dimensions shown on the plans, and Division C3 of this specification.

'2.

Portland cement shall conform to ASTM C 150, Type I or Type-II.

3.

Unless otherwise specified or shown concrete shall have a 3000-psi minimum ultimate compressive strength as specified in Division'C3.6 of this specification.

49 i ~f

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~

- C2' 2, 'Rev. ill

~

z February 47, 1984' 4:

. Cone'ete temperature 'at1 time-ofLplacement shallinot: exceed.

4.

r

'85'F.

~

~5.

.Unless otherwise' shown.or specified' reinforcing. bars shall, l

. co'nform _ to the requirements of ' ASTM *A ' 615, Grade 60.

J 6.

Unless otherwise shown or specified surfaces shall be 4

screeded level, tamped with a grid temper,until a thin.

bed of grout forms on'the' surface and then floated with machine floats.as approved by-the Owner.

D.

AIR-BLOWN MORTAR 1.

1This work shall consist.of lining ditches with air-blown-mortar in accordance with the details and dimensions shown-on the plans, and this specification'.

2.

Materials-a.

Portland Cement (1) Portland; cement for all air-blown ~ mortar con-struction shall; conform to the specifications of ASTM Designation: C 150, Type I lor Type. II.

(2) The cement shall be protected from exposure to moisture until used. ~ Sacked cement shall be so piled'as to permit accest for' tally, inspection,.

and identification of each shipment.

b.

Aggregate Fine aggregate shall~ conform to' ASTM Specification C-33, including the methods of sampling and testing.

c.

Water Water shall'be clean-and free from injuriouszquantities of oil, acid, alkali, organic matter or other harmful impurities.

d.

Dry Mixture (1) The dry mixture shall' consist of one~part Portland cement to not more than 4-1/2-parts of fine aggregate thoroughly mixed in a dry state before:being: charged into the machine. -Measurement.may be either by volume or weight. The fine' aggregate.shall contain not more than 6 percent moisture by weight.

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]Febru'ary(17,f1984 m,-

(2) 'The premixed mortar'shall contain not lesssthan

~

' s2 j6-1/2Lsacks of Portland? cement,perjeubic: yard,;

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~

ffine" aggregate and_ water. A maximum.of 30 percent.

~

, pea gravel _may.be-substituted 1for fine aggregate.

j

s The = maximum isizeVof-pea gravel shall aie such that.

~

100 percent passes the:1/2-in'.hi creen and at.least "J

s 190: percent passes:the 3/8' inch s'ereen.

(3) The mix shall have a slump thatifs not more than-v 2 inches and.shalliremain firmly in place after-application.

L s-Mesh' Reinforcement J'

e.

(1) Mish_ reinforcement shall conform to ASTM Specification A-185.

(2) Mesh. reinforcement shall be rolled flat before placing concrete, unless otherwise shown on the s

' plans. Mesh. reinforcement shall be held firmly in place against vertical or transverse movement by means of devices satisfactory to the Owner.

.(3) Mesh reinforcement shall be lapped sufficiently_to maintain uniform strength and shall be securely.

fastened at the ends and edges..The edge lap _shall:

be not less'than'one, mesh in width.

'3.

Preparation of Foundation l:

The foundation'for. areas to receive air-blown mortar a.

shall be evenly graded before the mortar is applied

_and.no point on the graded slope shall be above the.

~

slope plane shown.on the plans'or. directed _by the-Owner.

b.

The areas shall be thoroughly compacted, with sufficient moisture to provide a firm foundation

\\

and to prevent absorption of water from the mortar, but shall~not contain free. surface water.

Whenishown on the plans, joints, side forms. and c.

~

~

shooting strips shall be provided for backing or paneling. Ground or gaging wires shall be used-where necessary to establish thicknesses, surface planes and finish lines.

4 s

4.

. Placing The placing of premixed mortar shall be limited to

~

/

a. foot lifts measured along the slopes, and gaging 1~

wires shall'be placed at approximately 7-foot centers..

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' C2.'2,' Rev.1111

. February 17, 1984l

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'b.

'The nczzle?sh511Ibe directed-in such a manner as to resultLin a minimum rebound of the mortar.

u lc.

'The velocity of the material as.~it leaves the nozzle.

'shall be maintained -uniform and at a rate determined -

for~ the given' job conditions.

)

~

.d.

A constant pressure of not-less than 45' pounds per s

square 91nch shall be maintained'in the placing machine =

.where the hose length is 100 feet or-less.and the-

. pressure-shall be increased at least.5 psi'for each additional 50 feet of hose or fraction thereof.

e.

Water used for hydration at the nozzle shall be main-tained at a' uniform pressure, which shall not be less than 15 pounds ner square inch greater than the a'r pressure at the r.achine.

f.

Materials that have been mixed for more.than 45 minutes.

and have not been incorporated in the work shall not be used, unless otherwise permitted by the Owner.

g.

Rebound recovered which is clean and freeaof' foreign material may be-reused as fine aggregate in quantities not to exceed 20 percent of the total fine aggregate

.t requirements.

5.

Finishing a.

After the mortar has been placed as nearly as practi-cable to the required depth, the surface shall be checked with a straightedge,'and any low spots or depressions shall be brought up to proper grade by placing additional mortsr'in such a manner that the finished surface ~will be reasonably smooth and uniform for the type of work involved.

b.

Loose areas of air-blown mortar shall be removed and replaced by the Contractor at his expense.

c.

Air-blown mortar shall be cured conforming to the specifications of AASHTO D gnation M182 or as' approved by the Owner.

d.

If a coloring agent is added and.the Contractor elects to use the curing compound method for curing the air-blown mortar, the curing compound shall be the clear or-translucent type' conforming to the. specifications of AASHTO Designation: -M148, Type I, except ths.t. the loss of water in the water-retention' test shall not exceed 0.040-gram per square-foot.

r 52

AP

- MEETING SUWARY DISTRIBUTION' b

$7.

-NRC PDR.

~~ew.p

-Local-PDR-NSIC PRC System LB 14 r/f'

Attorney, OELD~

E. Adensam.

-Project Manager J. Hopkins Licensing Assistant M. Duncan NRC PARTICIPANTS J. Hopkins J..Kane M. Higdor bec: Applicant & Service List

._ _ =_.

.