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. Project dentification cg c-S96 1 | . Project dentification cg c-S96 1 | ||
.g No. CAR SH-CH-4 DOCUMENT CONTRC | .g No. CAR SH-CH-4 DOCUMENT CONTRC ffSEDR.flEyNn Uy F2/. | ||
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m1 II..,, 23 h,, n.'" '-[ _Egay.FKTB AF | m1 II..,, 23 h,, n.'" '-[ _Egay.FKTB AF | ||
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Revision as of 05:12, 22 February 2020
| ML19270F602 | |
| Person / Time | |
|---|---|
| Site: | Harris  |
| Issue date: | 01/08/1979 |
| From: | CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.) |
| To: | |
| Shared Package | |
| ML18017A476 | List: |
| References | |
| CAR-SH-CH-4, NUDOCS 7902220075 | |
| Download: ML19270F602 (24) | |
Text
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.- 7
. Project dentification cg c-S96 1
.g No. CAR SH-CH-4 DOCUMENT CONTRC ffSEDR.flEyNn Uy F2/.
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,l JAN 121979 EBA RI INCORPORATED ..... [ ! S$t i l
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, 3[[O 3 E A CO SP IFICATI .
bHEARON HARRIS N. P. P.
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Category I and Non-Seismic Structures. For ~
"~ -Classificatior see Applicable. Drawing ) -
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OWNER: CAROLINA POWER & LIGH COMPANh'E;'I' d ' ' -
- OPERATING COMPANY: CAROLINA POWER & LIGHT COMPANY PROJECT: SHEARON HARRIS NUCLEAR POWER PLAUT UNIT NO.: 1,2,3 & 4 NOMINAL KW 900,000 KW PER UNIT LOCATION: WAKI COUNTY, NORTH CAROLINA SELLER:
THIS DOCUMENT IS DELIVERED IN ACCORDANCE WITH AND IS SUBJECT TO THE PROVISIONS OF SECTION X OF THE CONTRACT BETWEEN CAROLINA POWER & LIGHT CCMPANY AKD EA3SCO - SERVICES INCORPORATED DATED SEPTAMBER 1, 1970, AS AMENDED. 7 - . Prepared under the supervision of // D/ ,7-l'/ h }
' , NC PE No. 4935 Andrew A Ferlito Murray Weber NC PE No. 6498 CP&L Soec. Status Date Preoared Bv: Reviewed Bv: _ Paces Af fected looroval Dat Original 10/8/73 S N Goya a J L Ehasz,y {,. [f- N[/[J 5/17/73 R1 12/12/73 S N GoyalY "J L Ehasz [j[,^ ' 1,2,4,5,6,86 12/5/73
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9 Ebasco Specification E=bankment, Dams, Dikes,and Channels Project Identification No. CAR-SH-CH-4 CP&L Spec Status Date Prepared By: Reviewed By: Pages Affected Acoroval Dat-
-- 1/10/78
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RS ofa J L Eh # 12/30/77 Lv4-ifrAt 5,7,11,12,s 41t 17 R6 5/11/78 S N Goya J L Ehas 1,5,6&9 5/8/78
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. . EBASCO SERVICES INCORPORATED EBASCO SPECIFICATION EMBANKMENTS, DAMS, DIKES AND CHANNELS CONTENTS . Paraeraph h Scope -- 1 1 Standards and Definitions 2 1 Dive.rsion Systems 3 2 Stripping 4 2 Excavation 5 '3 Cutoff Trenches 6 3 R Channels 7 6 Embankment Foundations 8 8 Embankments - General 9 9 Embankment Core 10 11 Embankment Transition Filters 11 14 _ y Compacted Rockfill and Random Rockfill 12 i,17' Riprap and Bedding 13 19 h* h COPYRICHT 1973 EBASCO SERVICES INCORPORATED IWO RECTOR STREET NEW YORK
. . Ebasco Specification Embankments, Dacm, Dikes and Channels Project Identification No. CAR-SH-CH-4
- 1. SCOPE The scope of work of this specification covers the stripping of the base for embankments, the excavation of cutoff trenches , the channels , the preparation R3 of embankment foundation and the placement of embankment material in the Class I dams including Main Dam, Aux Dam and Aux Separating Dike, ana Cofferdams. The sequence of construction shall be governed by the Owner's construction schedule.
- 2. STANDARDS AND DEFINITIONS
.1 Standards Equipment and/or services furnished in accordance with this specification shall comply with all Federal and State laws and local ordinances of the place of in-sta11ation and with the following codes to the extent referenced herein. Unless otherwise noted, the document with addenda, amendments, and revisions in effect on the date of the contract will apply. Later editions may be used by mutual consent in writing between the Contractor and Owner, a - ASTM Designation D698 " Moisture-Density Relation of Soils Using R2 5.5 lb Rac=er and 12 In Drop" ASTM Designation D2049, " Relative Density of Cohesionless Soils" ASTM Designation D1556, " Density of Soil in Place by the Sand-cone R1 Method."
ASTM Designation D2167, " Density of Soil in-Place by the Rubber-Balloon Method." ASTM Designation D2937, " Density of Soil in Place by the Drive-Cylinder Method." ASTM Designation D2922, " Determining the Density of Soil and Soil- R4
, Aggregate in Place by Nuclear Methods (Shallev Depth)."
ASTM Designation D2216 " Laboratory Determination of Moisture Content of Soil." ASTM Designation D3017, " Moisture Content of Soil and Soil Aggregate in Place by Nuclear Methods (Shallow Depth)." ASTM Designation C88, " Test for Soundness of Aggregates by Use of R2 Sodium Sulfate or Magnesium Sulfate." ASTM Designation Cl31, " Test for Resistance to Abrasion of Small Size Coarse Aggregate by Use of the Los Angeles Machine." b - Ebasco Specifications CAR-SH-CH-3, " Clearing and Grubbing" CAR-SH-CH-6, " Concrete" CAR-SH-CH-8, " Excavation, Backfill, Filling and Grading" CAR-SH-CH-11, " Drilling and Grouting"
.2 Definitions a - Owner In this specification, the word "Ownar" shall mean the individual appointed by the owner and charged with technical acceptance of the work for the Owner, or his authorized agents, engineers, assistants and inspectors acting. severally within the scope of the particular duties rad authorities delegated to them, b - Engineer In this specification, the word " Engineer" snall mean the Design Engineer, Ebasco Services Incorporated.
. 1
Ebasco Specification Embankments, Dams, Dikes and Channels Project Identification No. CAR-SH-CH-4
- 3. ' DIVERSION SYSTEMS
- R1 In general, the design and construction of temporary cofferdams for stream diversion and dewatering operations shall be the responsibility of the Contractor, however, minimum top elevations and locations shown on ene drawings and general requirements g'iven below shall apply. The design, construction-and dewatering schemes shall be submitted to tne Owner for review prior to start of construction.
5 3 Foundation Preparations All pervious material shall be excavated at least to an effective width of 15 ft to establish watertightness beneath the cofferdam. In addition, any soft or unstable material shall be excavated to establish a suitable foundation.
.i] Materials Material used as fill for cofferdam shall be selected by the Contractor and shall be any selected impervious material similar to that specified for dam and dike core material hereinaf ter in Paragraph 10.2c. These materials may be obtained from local borrow pits or excavations and as approved by tne Owner.
3 Pla c e=en t Cofferdam material placed above water level shall be compacted with suitable R1 rollers to assure watertightnesa and stability.
.4 Dewatering It shall be the responsibility of the Contractor to provide a dry excavation by means of well points, sumps or by whatever means necessary before construction of any enbinkment. _ _ _ . ___
- 4. STRIPPING After clearing by others in accordance with Specification CAR-SH-CH-3, " Clearing and Crubbing," the areas within the base of the embankments, dams, dikes and channels, etc shall be grubbed free of all stumps, debris, etc and stripped to the minimum depth as indicated en the drawings . --
All stu=ps, trash and perishable mattcc shall be destroyed by burning as per CAR-SH-CH-3, Section 4 or otnerwise disposed of as directed by the owner. Other materials shall be wasted at locations shown on the drawings or designated by the Owner if unsuitable for use in any portions of the embankments. Material suitable for use in the embank =ents shall be moved directly to the embanknent fill areas or with Owner's approval stockpiled at locations shown on the drawings, or where approved by the Owner. 2
Ibasco Specification Embankments, Dams, Dikes and Channels Project Identification No. CAR-SH-CH-4
- 5. EXCAVATION As indicated on the drawings ene excavations shall be carried to firm residual soil, weathered rock or suitable rock. The weathered rock level of excavation is defined as the material that cannot be removed on a production batis with the blade of a D-8 tractor-dozer. The suitable rock level of excavation is defined as the rock material that cannot be removed on a production basis with a single tooth ripper of a D-8 tractor or equal.
- 6. CUTOFF TRENCHES The provisions of the paragraphs under this section apply to the cutoff trenenes for tne dams and dikes.
Unless otherwise stated, excavation, including blasting and disposal of material, shall be in accordance witn Specification CAR-SH-CH-8 " Excavation, Backfill, Filling and Grading."
.i Excavation Excavation within the cutoff trenches shall extend to satisfactory, undetached nonweathered bedrock defined on the drawings as suitable rock as determined in , _ ,
Section 5. During the excavatici st cutoff trenches, any v'ater unien may be
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encountered shall be kept drained or pumped from such trenches. Dimensions shall be as indicated on the drawings or as specified nerein. Side slopes shall be reasonably smooth and uniform and shall be cleaned of all loose and pro-truding material. If blasting is necessary to re=ove unsuitable rock above final foundation grade, or to reach final grade the depth and spacing of blast holes, type and quantity of explosive and location of blasting operations shall be such as to provide a clean and unfractured foundation surface as established by the Engineer and Owner, with a minimum amount of disturbance to the underlying rock. Blasting shall be perfotmed in accordance with Section 7 and 8 of the Specification CAR-SH-CH-8. All loose or detached rock shall be removed frem the base and side walls of the cutoff trench, where in rock, by picking and barring __and vedging and/or other suitable means. Sharp corners of rock strata snall be bevelled'off to avoid sharp reentrant angles in the core or filter. Pockets R. of earth shall be excavated by hand methods and soft erodible seams shall be~~
- liaded out', ~alsolf hind metEods , preparatorfto finalTia~shing.' ~
- ~
c 1 Special Excavation Overhanging rock faces and rock faces steeper than 1 horizontal to 2 vertical along the longitudinal direction of the abucment contact shall be cut back to provide satisf actory abutment contact slopes for the core section of the em-bankments. Unless otherwise directed by the Owner, such rock faces shall be cut back to the slopes of 1 horizontal to 2 vertical or flatter. 3
Ebasco Specification Embankments, Dams, Dikes and Channels Project Identification No. CAR-SH-CH-4
- 6. CUTOFF TRENCHES (Cont'd) +
'j2 ,]Special Excavation (Cont'd)
It is intended that the preceding requirements of the above paragraph will be applied to faces 6 in, and higher and lir :ed to a maximum of 4 f t in height. Where, in the opinion of the Owner, it is not possible or desirable to meet these requirements by excavation, the foundations shall be solidly f ced with Class D concrete to provide slopes of 1 horizontal to 2 vertical. For faces 4 f t and over the area shall be filled with Class D concrete to meet the above requirements. Wherever the final excavated cutoff trench bottom surface dips downstream by more than 1 vertical to 8 horizon ~tal in the transverse direction Class D concrete shall be placed to prevent the core foundation from exceeding this maximum permissible transverse slope.
.[,InitialCleaning Pressure washing of the rock surfaces shall be done prior to foundation grouting to assure a clean surface as determined by the Owner with every effort being
. mad _e_to flush open_ joints and seams. All soil, muck, small rock fragments and other foreign materials shall be removed. The washing shall be so conducted as lEl to clean from higher portions of the foundation towards lower areas where the ~
'deiris shall'be' loaded'and removed. The quantity and pressure of the wash water shall be subject to the approval of the Owner. Where the nature of the rock iTsuch that it may bTslif tened by Eshiiig siith water, blow pipes and
- ~
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compressed air shall be used. Any water which accumulates in depressions shall be removed prior to foundation grouting. Af ter completion of initial cleaning and approvel by the Owner, drilling and grouting in accordance with Specification Can-SH-O-11 shall proceed. 33 Insoection and Maoping After completion of excavation and initial cleaning of the embankment foundations in accordance with the requirements of Paragraphs 6.1 and 6.3 prior to grouting the Owner may require that portions of foundations be further cleaned off with air and/or water jet under high pressure for inspection and geologic mapping. Such clean off is separate and distinct from clean up prior to foundation grouting as required in Paragraph 6.3. The Owner will determine whether any unsound or otherwise unsuitable material is present and may direct additional excavation which shall be carried out by the Contractor in accordance with Paragraph 6.1, following which the Owner may direct that the required surface shall again be cleaned off for inspection. This procedure shall be repeated until a foundation satisfactory to the Engineer and the Owner is reached. R 1' 4
Ebasco Specification Embanicaents, Da=s, Dikes and Channels Project Identification No. CAR-SH-CH-4
- 6. CUTOFF TRENCHES (Cont'd)
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.5 Final Cleaning Upon cocpletion of foundation grouting in aucordance with Specification CAR-SH-CH-ll, the base and sides shall be choroughly cleaned of all mud, debris, R5 cement, etc, accu =ulated during the grouting operation. Such final cleanup
,shall not be performed within 200 ft.of grouting operations and the cleaning methods shallSe in accordance with the provisions of Paragraph 6.3.
.6 Final Surface Treatment Within 24 hours of ec=pletion of the final cleanup c1 eny portion of the Rf cutoff trenches, a final surface treatment shall be parformed on the bottom and rock portions of the :; ides of the cutoff trenches prior to any embankment placement. The final surface treatment specified for the bottom rock surface of the dam cutoff trench shall also be used for contact surfaces of class T concrete fill and the sides and top of the concrete en-casement for the d'. version pipes within the bottom of the cutoff trench.
In areas where there are large joints or fractures that have not been filled during grouting operations, slush grout consisting of 1:1:1 (by vol) sand, cement grout shall be thoroughly worked into all pot holes, depressions, R5 cleaned out seams, joints and fracturec by rodding or by the use of pencil vibrators prior to the final surface treatmcat. The final surface treatment for the west auxiliary das cutoff trench shall ; consist of spraying a 1:1 (by volume) grout one quarter (1/4) inch thick i over the entire base of the cutoff trench. A similar surface treatment in stages, as the embanicaent placement prog-esses, shall be performed on the rock portions of the sides of the cutoff trench within 24 hours of additional cleanup of each stage prior to sufface treatment. Where the slope of the sides is such that the surface treatrent grout will run, sag, slough off, or will not adhere to the sides of the trench, surf ace treatment by application of shotcrete as per specification CAR-SH-CH-6.
' Concrete , shall be applied in a minimum thickness of one (1) inch.
5 Af ter approxi=ately one hour and while the surface treatment grout or shoterete is still tacky, but before it has set, the base layers c selected impervious core esterial, as specified in Paragraph 10.2 shall be placed over the treated surface and compacted as specified in Paragraph 10.7. The final surface treatment for the main dam cutoff trench shall consist of. spraying a 1:1 (by volu=e) grout one quarter (1/4) inch thich over the entire base of the cutoff trench. Any reentrant corners or pockets in the rock portions of the sides of the cutoff trench shall be filled with a *N- of three (3) inch thick shotcrete reinforced with 6x6-4/4 welded wire mesh adaquately supported at spacings to be deter =ined by the Owner, or with Class D concrete to form a reasonably smooth and uniform surface for proper placement and compaction of embankment material against the I sides of the cutoff trench. 1 Ebasco Specification
. Embankments, Da=s, Dikes and Channels Project Identification No CAR-SH-CH-4
- 6. CUTOFF TRENCHES (Cont'd) ,
.6 Final Surface Treatmene (Cont'd)
The above stated surface treat =ent on either the upstream or the downstream side of the cutoff trench of the main das is not necessary if noth the fine and coarse filters on that side are extended to the bottom of the cutoff trench. Af ter approxi=ately one hour and while the surface treatment on the base of the main dam cutoff trench is still tacky, but before it has set, the base layers of selected impervious core material, as specified in Paragraph 10.2 shall be placed over the treated surface in the zone of the core as shown on the drawings and compacedd as specified in Paragraph 10.7. The base layers of filter materials R as specified in Paragraph 11.2 shall also be placed simultaneously with the core material as shown on the drawings and cocpacted as specified in Paragraph 11.5 Subsequently, additional selected i= pervious core material and filter caterial shall be placed and co=pacted as specified in Paragraph 10.7 and 11.5 so that the total compacted thickness of materials is 24 in.
- 7. CHANNEI.s The provisions of the paragraphs under this section apply to Auxiliarf Channel, R E=crgency Service Water Intake and Discharge Channels, Cooling Tower Makcup Wa~er t
Intake Channel and all other channels as shown on the drawings. In addition to the general requirements as laid down here, all additional specific requirements pertaining to excavation as defined in Specification CAR-SH-CE-8 b,
" Excavation, Backfill, Filling and Grading," and all applicable provisions of Paragraph 9 and 10 of this Specification pertaining to embank =ents not specified herein shall also apply.
1 Excavation Excavation fcr Emergency Service Wate: 9take Channel shall be made to firm residual soil and all sandy silty alluvium in the bed and sides shall be re=cved. R The channel shall be finished to final grade and lines by placing compacted select\ i= pervious material and random fill as shown on the drawings. i 6-
Ebasco Specification
.' Embankments, Dams, Dikes and Channels Project Identificatien No. CAR-SH-CH-4
- 7. CHAMIEI.S (Cont'd)
.1 Excavation (Cont'd)
_ _ _ _ , Excavation for other channel. shall be made to the lines and grades indicated g3 . . . _ _ on_the drawings,and excavation made below the 1ines shall.be backfilled wit _h compacted n, elect,_ impervious material as spec,1,fie,d,in paragraph 7_,6._.,,_ ,,. , , _ , Where it becomes necessary to excavate beyond the indicated lines of excavation in order to remove boulders or other interfering objects the voids remaining after the removal of such boulders or interfering objects shell be backfilled with select On-pervious material only if and as directed by the Owner. When the void is below the bottom of channel, if directed by the Owner, suitable material shall be placed and compacted to a density of not less than 95 percent R: Standard Proctor compaction as determined by ASTM designation D698. With the ap-proval of Owner, Class D concrete shall be used 'to- fill up voids in rock. " ' R; In-place density shall be determined as specified in Paragraph 10.4 lRA Where the inside. slope _.of the channel is made by placing compacted fill, mare ria,1- R: shall be placed at le,ast 3 feet beyond the lines and thereaf ter the channel. shell be, finished to the lines by trimming the excess =aterial.
.2 Special Sloce Conditions If during ' the progress of excavation, material is encountered which, in the opinion of the Owner, cannot =aintain the slopes shown on the drawings, the Owner will direct the Contractor to excavate beyond the line shown on the drawings.
Should the Contractor be directed to excavate beyond the slopes and lines shown on the drawings, said lines will be extended to include such ordered excavation.
.3 Disposition of Excavated Material It is intended that the material obtained from the excavations shall be used as fill and backfill for various embankments, dams, dikes and structures. Before using the excavated material all organic material, rubbish and other objectionable or unsuitable material contained charein shall be first removed.
, Material suitable for use in the embankments shall be placed directly in the embankments or, if approved by the Owner, stockpiled at locations as directed.
Materials unsuitable for use in any portion of embankments shall be wasted at locations shevnon the drawings, or vasted at prcximity of the work as directed by the Owner.
.4 Grading Grading of channels, shall conform to the fo11'owing t'ler'ances:
o Tolerances for the Service Water Channels shall generally be of zero above and 6 in, below the specified grade for:
. . Ebasco Specification
. Embankments, Dams, Dikes and Channels Project Identification No. CAR-SH-CH-4
- 7. CRATNELS (Cont'd) ,
.4 Grading (Cont'd) a - The channel bottom (measured vertically) b - The channel side slopes (measured nor= ally)
Tolerances for all other channels shall generally be zero above and 12 in, below or as directed by the Owner. Regardless of the construction tolerances specified the excavation and grading for all channels above low-water line shall be performed so that the finished surfaces are in uniform planes with no continuous abrupt breaks in the surface.
.5 channel Embank =ent g
_ channel embankment where required shal1 be constructed by placi_ng co=pacted random __ ,
. fill and/cr select- - - -impervious material to the lines as indicated on the drawings.
Random fill shall conform to the provisions of Paragraphs 12.1 and 13.1 of speci-fication CAR-SH-CH-8, " Excavation, Backfill, Filling and Grading." Select impervious material and compaction shall conform to the provisions of Paragraphs 7.6.herein. 6 Select Impervious Material Select impervious material shall be clayey and silty residual soils, predemina3tly [ _ R (over 90%) derived from claystones and siltstones, obtained frem exc.avation or bo'rror iiea~s"fr5m or the vicinity of Plant, Auxiliary Dam and Spil'c'ay an 2 Auxiliary
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Dike, aET'shall be free of stones larger than 3 in, and 95% of the material shall
. pass.thru.3L4_in screen.. _. ._._ _ . _ _ , , _
Select impervious material shall be compacted in layers not more than 8 in. ' lR4 compacted thickness to 95 percent of Standard Proctor Density and in-place density l shall be determined as specified in Paragraph 10.4. Layers up to 12 inches compacte,d
._ thickness may be permitted by the.0wner when found satisfactory by testfill.. program 1; performed on a similar material.
- 8. EMBANGENT FOUNDATIONS The provisions of the paragraphs under this section apply to the embankment foundations outside the limits of the cutoff trenches and under the shells, core and transition zenes of the embankments.
- 8. '
- f Ebasco Specification Embankm7nts, Dams, Dikes and Channels Proj ect Identification No. CAR-SH-CH-4
- 8. EMBAh" GENT FOUNDATIONS .(Cont'd)
.1 Excavation All pockets, of organic matter or excessively wet or sof t material or other unsuitable materials shall be removed over such areas and to such depths as shown on drawings or as the Owner shall judge to be necessary.
In particular the sandy silty alluvium located in the foundation of_ Auxiliary Dam and all soil under the Main Dam shall be removed and used as random fill or wasted at a location shown on the drawings. or as approved by the Owner.
.2 Surface Preoaration Under all dams and dikes all large. boulders which project more than 6 in.
above grade and which would interfere with the proper place =ent and compaction of filter or core material adjacent thereto shall be removed. Abrupt depres-sions or holes hall be filled with selected impervious core material as speci-fied in Paragraph 10.2c and shall be tightly rammed int'o place by means of atn - tampers in accordance with the provisions specified in Paragraph 10.6 The entire surface beneath the core and transtion zone shall be prepared in accordance with Section 10 6 prior to placement of materials. No special R6 surface preparation under rockfill zones of embankment is required.
- 9. EMBANKMENTS - GEhTRAL
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The provis(ons of the paragraphs under this section appl.* Lo all embank =ents dams and dikes, as defined in the scope.
.1 Construction Slopes The embankments shall be constructed to the lines and grades shown on the drawings, observing the tolerance limits given in this paragraph. All embank-ments shall be built up in continuous, nearly horizontal layers. Where necessary for construction purposes, longitudinal-end slopes not steeper than 25 percent will be permitted. Transverse slopes shall not be steeper than 5 percent. The top of the core during construction shall be kept slightly
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crowned' transversely f6r drainage. If'the embankment is constructed in sesg'is in the lodgitudinar dfrection,'immediately before a fatter stage of R2 construction is begun the fill placed earlier shall be cut back a minimum of 3 ft measured normal to the surface and into the previous stage to
Ebasco Specification Embankments, Dams, Dikes and Channels Project Identifii:ation No. CAR-SH-CH-4
- 9. DiBANKMENT - GENERAL (Cont'd)
.1 Construction Slopes (Cont'd) expose material that has not been affected by wetting, drying, erosion, relax-ation, or frost action.
.2 Sequencing All the embankment zones at any particular cross-section shall be brought up approximately simultaneously. The core zone shall be constructed slightly ahead of the adjacent transition zones, this amount, however, being limited to a maximum of 2 ft. Placement of the transition zones shall also lead that of the compacted rockfill zones by a mavimum amount of 2 ft. The riprap layers may either be brought up with the re=ainder of the embankment or placed afterwards as a separate operation.
3 Tolerances Except for riprap, for which the theoretical zone thickness shall be taken as the minimum thickness permitted, material in any embankment zone will be allowed to be placed up to one foot on either side of the theoretical zone boundaries shown on the drawings.
.4 General Conformance No material shall be placed in any zone of the e= bank =ents that does not con-form to the provisions of this specification without the permission of the Owner. The Contractor shall not be permitted to place a cover of fine material on the completed lifts of the rockfill, transition material or riprap zones to facilitate hauling. Any haul roads constructed on any zene of the embankments by the Contractor, containing material that does not conform to the provisions of this specification shall be removed by the Contractor at his own expense, and shall be replaced with the material specified for that zone.
No material shall be placed in the core when either the material or foundation
.P.n_ wh.ich they_are, _to be placed_are excessively wet, f rozen... improperly. com - ----
pacted or otherwise unsuitable. No brush, roots, ice, snow, perishable or other unsuitable material shall be placed in the embankments. The Contractor may be required to suspend operations at any time, when in the judgment of the owner, satisfactory work cannot be performed on account of rain, cold weather, or other unsatisfactory conditions. It shall be the responsibility of the Contractor to provide a dry excavation R1 , by means of well points, sumps or by whatever means necessary before con-etruction of all embank =ents.
.10-
t Ebasco Specification Embankments, Dams, Dikes and Channels Project Identification No. CAR-SH-CH-4
- 10. EMBANKMENT CORE s
.l_; Source Impervious material for the core of all dams and dikes may be obtained from borrow areas shown on the drawings or designated by the Owner or from earth stockpiled frem stripping and excavation of the cutoff trenches, channels and spillway approach enannels, provided that it meets the gradation requirements hereinafter.
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.j[[. Materials a - Materials used in the core of the Class I dams and dikes shall con-form to the following gradation requirements:
Maximum Size 6 in. Larger than 3 in. 10 percent maximum Passing 200 mesh 40 percent Plasticity Index 10
, b - The tolerance on percent passing #200 mesh and the PI requirement shall allow 10 percent of test values to fall below the specified values. The absolute minimum for the percent passing the #200 mesh shall be 30 percent for the Class I dams and dikes and 20 percent for all other dams and dikes. The absolute minimum for the PI shall be 5 for the Class I dams and dikes.
c - Selected impervious core material, free of large stones, shall be used in restricted areas such as in filling holes or depressions, around pipes, diversion conduits etc and against rock surfaces. This material shall conform to the gradation requirements specified above for the respective e=bankment, except that the maximum size shall be 3 in. and not more than 10 percent of the material shall be larger than 1 in.
.)(~lPlacement On all bedding surfaces prepared as specified herein, the incoming material shall be placed in a continuous uniform layer or dumped in windrews or ridges lengthwise along the embankment, being placed in areas required for maintaining the proper level of the embankment and so spaced that the windreva can be spread to a uniform layer. Stones shall be spaced out and amply bedded in the finer materials. Any lumps or clods shall be pulverized. Raking across the core to remove oversize material shall not be permitted. Oversize material should not be brought on to the embankments. However, once there, oversize material shall be removed by raking along the axis of the embankment and shall be loaded and removed from the core section.
Ebasco Specification E=bankments, Dams, Dikes and Channels Project Identification No. CAR-SH-CH-4
- 10. EMBA?EME!."I CORE (Cont'd) ,
4 Compaction All core materials shall be compacted in 8 in. maximum compacted lifts to a R1 density ranging from 97 percent to 100 percent of the maximum density obtained in the Standard Proctor Compaction Test (ASTM D698 - Method A, B, C or D to be R2 R used shall b'e' determined by the Owner). The specific requirements will be as indicated on the drawings. Ten percent of the test densities will be allowed to fall below the specified requirement. The absolute minimum density allowed vill be 5 percent less than the required percentage of Proctor Density given on the drawings. At the option of the Owner in-place density shall be tested by either one of R1 B the following four methods, ASTM designation D1556, D2167, D2937 or D2922 - Method B. If ASTM D2922 is used to determine in-place density one calibration test for the equipment shall be performed after every ten tests. The calibration test shall be performed by comparison with in-place density test by ASTM D1556, D2167 or D2937 as designated by the Owner. The calibration test shall be performed on a similar material for which the equipment is used in the field. The calibration test frequency may be reduced, by the R5 Owner, from one in ten to one in 25 af ter a review of the performance of the equipment af ter at least ten calibration tests (i.e. 100 tests) on each piece of equipment have been performed and the deviation of density when - co= pared with ASTM D1556, D2167 or D2937 is not more than + 2%. The rollers to be used for compacting the i= pervious materials shall be of the sheepsfoot or wedgefoot type. Other types of rollers which the Contractor proposes to use shall be subject to the approval of the Owner. In any event, the embankeent shall be so constructed as to be uniformly dense and to the minir m density requirement. m
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. Ebasco Specification Embankments, Dams, Dikes and Channels Project Identification No. CAR-SH-CH-4
- 10. EMBANKMENT CORE (Cont'd)
.5 Moisture Control The material placed in each layer before being compacted by rolling shall con-tain within i 2 percent the amount of moisture required for maximum degree of compaction as determined by the Owner, and the moisture content shall be uni-form throughout the thickness of the layer. The application of water to the material, if' required, shall be performed at the stockpiles, supplemented as required either by sprinkling the preceding layer prior to placing new material thereon or by sprinkling and mixing the new material in place prior to rolling or by a combination of the two methods. No material having a water content greater than 2 percent above the optimum, except as provided in Paragraphs 10.6 and 10.7 shall be placed on the embanknent nor shall any material be placed if the surface of the e=bankment has moisture more than 2 percent greater than optimum. Such surfaces shall be dried out by harrowing or by discing and aerating prior to placing mew material.
Moisture content of the material shall be determined by either one of the R415 following methods ASTM designation D2216 or D3017 or by " speedy" moisture tester, microwave oven or field stove method at the option of the Owner. If ASTM D3017, " Speedy" moisture tester, microwave even or field stove method is used to determine moisture content one calibration or check test for the method by comparison with the test by ASTM D2216 shall be performed after every ten tests. For ASTM D3017, " Speedy" moisture tester, microwave oven or field stove method calibration or check test shall be performed on a similar material ES for which the method is used in the field. If the calibration or check test indicates a deviation of more than t 27. moisture content the method will be discontinued. The calibration or check test frequency may be reduced from one in ten to one in 25 by the Owner after a review of the performance of the equipment or method after at least 10 calibration or check tests (i.e. 100 tests) on each piece of equipment or method have been performed and the deviation of moisture content when compared with ASTM D2216 is not more than i 27.. Any sun-dried, hardened foundation surface or smooth bedding surface shall be prepared for new material be discing er plowing so as to loosen the entire surface to a depth of 2 in. Water shall be added, if necessary to the material at the time of scarifying so that it shall be within i 2 percent of optimum water content for compaction. Immediately after such scarifying the next layer of material shall be placed over the base and compacted as specified in Paragraph 10.4. The top of surface of freshly placed and rolled layers ordinarily will require no preparation other than moistening ahead of the new layer when the new material is drier than -2 percent of optimum water content. R5
Ebasco Specification Embank =ents, Dams, Dikes and Channels Project Identification No. CAR-SH-CH-4
- 10. EMBAN10E2iT CORE (Cont'd)
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.6 Local Compaction In test pits, stump holes, depressions in rock, restricted areas around conduits, pipes, walls and at other locations where it is impractical to compact the fill by rolling, it shall be tamped in 4 in compacted layers with mechanical tampers, or by other suitable means approved by the Owner to obtain compaction equal to that specified in Paragraph 10.4. Selected impervious core material as specified in Paragraph 10.2c shall be used at such locations and shall have a moisture content, generally 1 to 2 percent in excess of that specified in Paragraph 10.5.
.7 Local Placement Selected impervious core material, specified in Paragraph 10.2c, to be placed over the prepared cutoff trench surfaces, shall be placed in approximately horizontal layers not more than 8 in in thickness when compacted and shall have a moisture content generally 1 to 2 percent in excess of that specified in Paragraph 10.5. The first 24 in, or three lifts of such material placed in R2
, cutoff trench or elsewhere as directed by the Owner shall be compacted by heavy ,
pneumatic tired construction vehicles in such a manner that the material is forced into all the irregularities of the surfaces , and such that compaction equal to that specified in Paragraph 10.4 is obtained. Where material is being placed against abutment surfaces the construction surface of the selected in-pervious core material shall be sloped away from the abutment for a distance of at least 10 ft at an inclination of 1 vertical to 6 horizontal or steeper to allow for direct compaction of the material against the abutment surface. Where, because of small irregularities in the foundation surface, co=paction of se-lected Lepervious core material by pneumatic tired equipment is impracticable or undesirable as determined by the Owner, such material shall be co=pacted as specified in Paragraph 10.6.
- 11. EMBANKMENT TRANSITION FILTERS Transition filter zone .or Main Dam shall contain two filters, fine filter and coarse filter, and locally .ransition filter along the downstream portion of the lR2 cutoff trench. The transition zone for Auxiliary Dam shall contain only one I filter.
.1 Source The source of filter materials shall be established by the Owner. R1
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Ebasco Specification Embankments, Dams, Dikes and Channels Project Identification No.' CAR-SH-CH ,4
- 11. ~ DiBANKMENT TRANSITION FILTERS (Cont'd)
.2_'. Materials The filters shall consist of processed, very well graded coarse mixtures of cohesionless materials obtained from hard, dense durable rock such as granite, sandstone or c6nglomerate and not from claystone or siltstone, ar.d shall be
. .. grad,ed as given below.
a - Transition filter zones for Main Dam shall conform to the following gradation: R2 Sieve U S Standard Percentage by So Mesh Weight Passine Fine Filter Coarse Filter Transition Filter 6 in. - 100 3 in. - 86-100 100 1-1/2 in. - 66-84 82-100 1/2 in. 100 50-68 65-90
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3/8 in. -- 96-100 -- - - 44762 -- - 60r83 No. 4 83-100 32-46 50-75 No. 8 70-93 18-30 40-65
..___ __ ._.. Nom _40 _ __ _ 36-54__ _._____ J -1fl- ____ _ .___16-40 - -
No. 100 16-32 - 10-25 . No. 200 0-10 - 0-10 . . Ebasco Specification Embankments, Dams, Dikes and Channels . Project Identification No. CAR-SH-CH-4
- 11. EMBANKMENT TRANSITION FILTERS (Cont'd) 2 M_qt erials (Cont'd) b - Transition filter zone for Auxiliary Dam shall conform to the
?3 following gradation:
[ Sieve U S Standard Peret4tage by Sq Mesh Weigh.. Passing 3 in. 100 T-1/2 in. 82-100.___ R2 1/2 in. 65-90 No. 4 50-75 No. 8 40-65 No. 40 16-40 No. 100 10-25 No. 200 0-10 3 Placine and Compa : ting Filter materials shall be placed in 16 in. layers and shall be compacted by R2 a smooth drum vibratory roller, imparting a minimum dynamic force of 40,000 lb. gR1 2 The material shall be compacted to a relative density ranging from 75 percent e_.
.El to 80 percent as determined from tests conducted in accordance with the provisions of ASTM D2049, " Relative Density of Cohesionless Soils." At the {
option of the Owner, in-place density shr be tested as specified'in R4 Paragraph 10.4. , , _ The specific requirements for relative density will be as indicated on the g drawings. Ten percent of the test densities will be allowed to f all below the , specified requirement. The absolute minimum relative density allowed will be .? 10 percent less than the required percentage of the relative density given p 3 the drawings. - w N
. 4,1 ' Local Compaction Ic 3[ ..
In restricted areas, around conduits, pipes, walls and other locations where it I is impractical to compact the filter material by rolling, it shall be camped ( i
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'in~8 iii. compacted laysirs Lith mechanical' campers, or by other- suitable meansE~
approved by Owner, to obtain compaction equal to that specified in Paragraph Jt.3. y r, ~
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s ,f Ebasco Specification "1Y Embankments, Dams, Dikes and Channels Q Q~~ . .d.-
-- Project Identifiestion No. CAR-SH-CH-4
--g 7, h Mf-ll. - EMBANKMENT TRANSITION FILTERS (Cont'd) ,-
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- g. . .5,,, Local Placement __
.. n' y Transition filter material, specified in Paragraph 11.2, to be placed along the g --
downstream portion of the prepared cutoff trench surfaces in the main dam, shall be placed in approximately horizontal layer not more than 8 in. in thickness when R
] , compacted. The first 24 in. or three lif ts of such material placed in cutoff M trench of Main Dam shall be compacted by a smooth drum vibratory roller, impart-
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ing a minimum dynamic force of 40,000 lb such that compaction equal to that d i, specified in Paragraph 11.3 is obtained. g 12. COMPACTED ROCKFILL AND RANDOM ROCKFILL
-@.1 Source
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- All rockfill for the Main Dam shall be obtained from its spillway excavations.
All random rockfill for the Auxiliary Dam and Dike shall be random rock materials , from the general plant area, cutoff trench, spillway and channel excavations.. . . _ _ _ _
." 2 Materials - Rockfill '
tT ( 4' g Thewhich rockfill for Main a minimum Dam of 75 shall percent consist shall range inofsize fresh fromgranitic 6 in. to 24type in. rock The fragments o g- maximum rock size shall not exceed 24 in. in any directior. and shall not be
. gr_ eater than 90 percent of lift thickness.
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r. 2 e rock fragments shall be free of clay, silt. and debris. They shall be dense, i~ sound and resistant to abrasion. Soft, laminated or weakly jointed blocks isglaying any tendency to slake in water shall not be used. The excavation
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per tion shall be set up to yield a well graded rockfill material =eeting the requirements.
. Materials - Random Rockfill
_e. rock to be used as random rockfill for the construction of Auxiliary Dam d Auxiliary Dike shall be random fill of fresh rock and weathered rock as may _obtained from the excavation of general plant area structures, channels,
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Iway or cutoff trench.
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rock to be used msy include sandstone,.siltstone and clabtone of which a f C "siinimum of 75 percent shall range in size from 1/4 in.- tdM4.p. The maximum
- . _g of rock shall not be greater than 20 percent of thGift thickness and ,
i
, 7 excavation operation shall be set up to yield a well,2raded random rockfill
.. rial meeting the above requirements.
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Ebasco Specification Embankments, Dams, Dikes and Channels Project Identification No. CAR-SH-CH-4
- 12. COMPACTED ROCKFILL /SD RANDOM ROCKFILL (Cont'd) 4 Placement All rockfill,and random rockfill shall be placed in layers not exceeding the thickness established during the test fill operations, and shall be compacted uniformly over the entire surface of each lift in the manner established during test fill.
Finer rock shall be placed adjacent co the filter layers, and graded toward the coarser materials to the outside. The coarsest rock shall be placed along the outside slope lines. The outside slopes shall be roughly dressed so as to form a reasonably uniform surface. Through this process an oversize zone shall be established as indicated on the drawings. Materials up to a max-imum of 125 percent of the established lif t thickness will be accepted in this zone. Special care shall be exercised in placing rockfill in all areas within 3 ft of structures to avoid damage to such structures.
.5 Test Fill and Comoaction - Before placement of any rockfill and random rockfill a test fill section for each consisting of representative materials from the proposed areas shall be constructed to assure the specified gradation and co=paction,and to establish __.-
a method of construction using vibratory rollers having a dynamic force of not R2 less than 40,000 lb. The test fill area shall be located on level ground which may be located within the rockfill zone. The minim dimensions of the test fill shall be 40 ft wide by 55 ft 1cag, not including ramps that shall be provided R for access of compaction equipment at each end. Various combinations of rollers, layer thickness and roller passes shall be tried. For each layer thickness tested, settlement readings shall be taken after each pass at a number of points on the fill and the average plotted against layer thickness. Grain size distribution tests before and af ter compaction shall be performed to R2 determine the breakdown of the rockfill or random rockfill materials. In-place density and percolation tests shall be conducted af ter. compaction. S trength tests shall be performed on test fill materials.,1f,the . fines in the test fill are higher than the specified percentage. The final choice of compaction equipment, layer thickness, frequency of vibration, speed of travel, and number of passes to be used for compacted rockfill in the embankments wLil be determined by the Engineer and the Owner R1 based upon these results, as well as a earance and res aa to no p Tt.e compacted layer thickness for rockg 11 or random roggggp rp{ ling. exceed three (3) feet.
' Ebasco Specification Embankments, Dams, Dikes and Channels Project Identification No. CAR-SH-CH-4
- 12. COMPACTED ROCKFILL AND RANDOM ROCKFILL (Cont'd)
.6 Local Compaction R1 In restricted areas, around conduits, pipes, walls and other locations in-dicated on the drawings where it is impractical to compact the rockfill or random rockfill by rolling, crushed rock as specified for bedding Type C R2 in Paragraph 13.2b shall be tamped in 8 in. layers with mechanical campers, or by other suitable means approved by Owner, to obtain 70 percent relative density as determined from tests conducted in accordance with the provisions of ASTM D2049, " Relative Density of Cohesionless Soils." At the option of the Owner, in-place density shall be tested as specified in Paragraph 10.4 R2 K
- 13. RIPRAP AND BEDDING Riprap on bedding will be provided on faces of the embankments for protection of slopes against wave action.
.1 Source The source for riprap and bedding materials shall be established by the Owner. R1
.2 Materials Riprap and bedding materials shall consist of sandstone, conglomerate or granitic rock fragments that cre dense blocky, resistant to abrasion and free of cracks, seams and other defects that vould tend to increase their destruction by water and frost actions. To determi.ie the suitability of riprap materials, Los Angeles R2 Abrasion Test in accordance with the provisions of ASTM C131, Sodium Sulfate Soundness Test in accordance with the provisions of ASTM C88 and Accelerated Expansion Test in accordance with the procedure described herein shall be per-formed on the riprap materials.
Procedure for Accelerated Expansion Test: Soak 10-12 lb of rock fragment (P grading 3 to 3/4 inch in ethylene glycol in a plastic or glass container at room temperature. Examine the rock pieces daily for a maximum period of 15 days
.for any signs of deteriorat_ ion._ Rocks withstanding this test for the full period of the test yill.,b_e acceptable._
a - Riprap shall be classified as Type A, Type B and Type C riprap and shall be well graded as specified below: Type A riprap shall have seventy percent of rock ranging in sizes from 24 in, to 48 in. The average size shall not be less than 30 in. R2 and the dimension in any direction shall not be less than 18 in.
Ebasco Specification Embankm'ents, Da=s, Dikes and Channels Project Identification No. CAR-SH-CH-4
- 13. RIPRAP AND BEDDING (Cont'd)
.2 Materials (Cont'd) 4 -
(Cont'd) Type B riprap shall have seventy percent of the rock ranging in R2 size from 12 in. to 24 in. The average size shall not be less than 16 in. and the dimension in any direction shall not be less than 10 in. Type C riprap shall have seventy percent of rock ranging from 8 in, to 16 in. The average size shall not be less than 10 in, and time dimension in any direction shall not be less than 6 in. In all the types of riprap mentioned above, slabs or rocks slivers with maximum dimensions larger than twice the respective specified average dimension will not be accepted. b - Bedding The riprap shall be bedded on a continuous layer of crushed rock bedding where indicated on the drawings and to the thickness as R2 shown on drawings conforming to the following gradation require-ments: Percentage By Weight Passing Bedding Type A for Bedding Type B for Bedding Type C for Size Ripran Type A Rioran Tvoe B Riprao Type C R 12 in. 100 - - 6 in. 83-100 100 - 3 in. 66-81 78-100 100 1-1/2 in. 50-66 56-76 76-90 3/4 in. 32-49 34-50 50-65 3/8 in. 16-32 17-34 25-40 No. 4 0-16 0-17 12-22 .. No. 8 - - 0-10
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'Ebasco Specification Embankments, Dams, Dikes and Channels Project Identification No. CAR-SH-CH-4
- 13. RIPRAP AND BEDDING (Cont'd)
.3 Placement The rock for riprap, if placed concurrently with embankment fill need not be hand placed,-but may be dumped in such a manner as to ensure that the in- R2 dividual sections will be interlocked and form a rough surface so that the completed riprap is stable, without tendency to slide and with no unreasonably large protrusions from or hollows in the surface or unfilled spaces within the riprap. The inclusion of rock spalls or gravel in the mass in an amount not in excess of that required to fill voids in the riprap will be permitted.
If the riprap is placed in a separate operation, it shall be placed to its full slope thickness as indicated on the drawings in one operation and in such a manner as to avoid displacing the underlying materials. Dumping riprap in several sloping layers will not be permitted. The individual sections must be R2 carefully placed so that the riprap will be interlocked and form a rough g surface. '
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