ML20137J712
| ML20137J712 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 02/09/1976 |
| From: | GIBBS & HILL, INC. (SUBS. OF DRAVO CORP.) |
| To: | |
| Shared Package | |
| ML17198A292 | List:
|
| References | |
| FOIA-85-59 05209, 2323-SS-9, 5209, NUDOCS 8512030027 | |
| Download: ML20137J712 (62) | |
Text
!
)
t PSES
{)
II TEXAS UTILITIES SERVICES INC.
AGENT FOR OL TEXAS UTILITIES GENERATING COMPANY f.M 4.g..A.
ACTING FOR e g M g @j:
ce DALLAS PO R S LIGHT COMPANY a-TEXAS ELE '
C SERVICE COMPANY
- I TEXAS S LIGHT CCMPANY THIS -(oEcif COVERS MlIrl c A q c.s en-~ r p.P"5""
E@m THiS DOCU $$EAFFECYE'D d
- b. MNO NE BY THE FOLLOWING APPR0p.NCHE PEAK RIC STATI UNITS 2
DESIGN CHANGE (S):
DESIGN CHANGE (S):
'/ '/: -
5'
' ~
~
l' l ' */~ ' : "*
~
/ / */
[
~
~
y_
-/
,,.,.,- I CONCRETE SPECIFICATION NO. 2323-SS-9
- ~ ~
f.
" f
.MhBC-B-%- 4 9:M-
- - - - - - -,'>/---
l I
- VI'STtW--NO- -t-vitBuv aRP 2 6,-'T57 i
~ ~ ~ ~
/ /. ' ', '.
- ' ZIIC ION-+M).--E--*UGUST--7,- t 7 ".,
r.rVISION NO. 3 - FEBRUARY 9, 197E oi.
2,-
-n..
CPSES DOCUMENT CONTROL CPSES DOCUMENT CONTROL
@SI REFERENCE M2M)
THIS DOCUMENT IS AFFECTED BY THE FOLLOWil!G APPROVED THIS DOCUMENT IS AFFECTED bc, My)f*)
"*40;Ni" %
BY THE FOLLOWING APPROVED DESIGN CHANGE (S):
SIGN CHAN :(S.
r a._.-
,. =...,
2 N 7b m.2.85h. Y W
r.
ei yg g., g i.
.r-
?:
i
, if.
i /-
r i
.i
! />
s q.,a.
, - yf o..;.s i.
s
,= i > ;~
- )
GIBBS S HILL, INC.
. EsINEERS, DESIGNERS, CONSTRUCTQM l
l NN8 b'
~
' ~ ~ ~
- p p f,,
i CPSES DOCUMfNT CONTR01 l}gg2og0gp es1106 G ARDE8 5-59 PDR CPSES DOCUMENT CONTROL y
( D u c~N.)
r SS-9, Revision 3 O
THIS DOCUMENT IS AFFECTED BY THE FOLLOWING APPROYED DESIGN CHANGE (S):
P46/* $*)
KTrA /779 -
,5 l C /! ",7 [
Ad//)D-//28'
~
.m/nn - /m
~.
1' g'g., 97 fru. 79
\\
/
- n y n.r c f 2
- ' c - ? C y
$sv/" M
.y
///~ s,,,,e CPSESICUMEMNTj0L v
(O 9'
,I THIS DOCUMENT IS AFFECTED BY THE FOLLOWING APPROVED DESIGN CHANGE (S):
- n. x,,,../: g
~
p>.
7/,.
J _~! $- Q
~~~
vm - nd C'M ha pyy -99 G 7 4. c/ F 4/,P [ '
=...
6.
CPSES DOCUMENT CONTROL O
~
t Gibbs & Hill, Inc.
Specification 2323-SS-9 Revision 3 Page i t
CONCRETE TABLE CF CONTENTS SECTION TITLE.
PAGE 1.0 SCOPE 1
2.0 CONCRETE CLASSIFICATION 3
2.1 CLASS A CONCRETE 3
2.2 CLASS B CONCRETE 3
2.3 CLASS C CONCRETE 3
2.4 CIASS D CONCRETE 3
2.5 UTILIZATION OF CONCRETE CLASSES 3
2.6 APPLICATION OF SECTIONS 3
3.0 STANDARDS 4
4.0 MATERIALS FOR CONCRETE 5
4.1 CEMENT 5
4.2 AINIXTURES 3
5 4.3 CONCRETE AGGREGATES 6
4.4 WATER 8
4.4.1 MIXING WATER 8
4.5 MANUFACTURER'S C1!RTIFIED TEST 8
REPORT FOR CONCRETE 5.0 CONCRETE MIX DESIGN 10 5.1 DESIGN RESPONSIBILITY 10
~
5.2 SLUMP 10 5.3 WATER REDUCING AGENT 10
_, _ _ _ _ _ _ _ _, _ _ _ _ _ _., _n_,_ _;.._. ___ 2:,_
,, _ ~. _... _. _ _. _..
Gibbs S Hill, Inc.
Specification 2323-SS-9 Revision 3 Page 11 SECTION TITLE.
PAGE 5.4 CONTENT 10 5.5 SPECIFIED PROPERTIES 11 5.6 CHEMICAL PROPERTIES 11 5.7 STRENGTH TESTS 11 5.8 HFAVYWEIGHT AGGREGATE CONCRETE 12 5.9 SUBMITTAL OF TEST REPORTS FOR APPROVAL 12 6.0 MARKING AND IDENTIFICATION OF CONCRETE MATERIALS 13 6.1 CIMENT 13 O
6.2 AGGREGATE 13 6.3 ADMIXTURES 13 7.0 CONCRETE EXAMINATION AND TISTING 14 7.1 GENERAL 14 7.2 CONCRETE MATERIALS 14 0
7.2.1 CEMENT 14 i
7.2.2 AGGREGATES 15 i
7.2.3 MIXING WATER 16 7.2.4 FLY ASH 16 4.
17 7.2.5 ADMIXTURES 7.3 CONCRETE 17 8.O CONCRETE CONSTRUCTION 19 8.1 GENERAL 19 8.2 BATCHING, MIXING AND TRANSPORTING 19
..__.__.,.-_..---._...1_.,....-.._..~,.__.._.
.. _... -. ~.
Gibbs & Hill, Inc.
Specification 2323-SS-9 Revision 3 Page lii SECTICN TITLE PAGE 8.2.1 STOCKPILING AND STORING 19 8.2.2
-BATCHING 19 J
8.2.3 MIXING 20 8.2.4 CONVEYING 21 8.2.5 PLACING 21 8.2.6 CONSOLIDATION 22 4
8.3 CONSTRUCTION JOINTS 24 8.3.1 CONTAINMENT STRUCTURE 24 8.3.1.1 PROCEDURES 24 8.3.1.2 DRAWINGS 25 8.3.2 OTHER CCNSTRUCTION JOINTS 25 I
8.4 FORMWORK 25 i
l 8.5 CURING 27 l
8.6 REPAIR OF SURFACE DEFECTS 27 8.7 TEMPORARY ACCESS CONSTRUCTION OPENING 27 8.8 EMBEDDED MATERIAL 28 8.9 FINISHING OF PORMED SURFACES 28 8.10 CONCREFE FLOORS 29 8.11 CONTRACTOR'S PROCEDURES 29 9.0 GROUTING 30 10.0 CLASS D HIGH DENSITY CONCRETE 32 10.1 AGGREGATES 32 4
l
- = = :.-.:- - : = =: ' - ::. =:- z= =- -...-.=...-.
Gibbs G Hill, Inc.
o Specification 2323-SS-9 Revision 3 Page iv i
SECTION TITLE PAGE 10.2 SPECIAL REQUIREMENTS 32 10.2.1 DENSITY AND COMPOSITION OF AGGREGATES 32
\\-
10.2.2 GRADATION REQUIREMENTS FOR COARSE AGGREGATES 32 10.2.3 GRADATION REQUIREMENTS FOR FINE AGGREGATES 33 10.3 SHIPMENT 33 10.4 STORAGE 33 i
10.5 AGGREGATE PROPORTIONS 34 10.6 SLUMP 34 10.7 MIXER LOADING 34 10.8 VIBRATION 34 10.9 AIR ENTRAINMENT ADMIXTURES 34 10.10 FLY ASH 34 11.0 SBOTCRETE 35
11.1 DESCRIPTION
35 11.2 HEALTH HAZARD 35 11.3 MATERIALS 35 11.3.1 CDiENT AND MIXING WATER 35 11.3.2 AGGREGATE 36 11.3.3 ACCELERATOR 36
. 11.4 QUALITY CONTROL 37 11.5 PRECONSTRUCTION TESTING AND O
REQUIREMEh"rS 37 2
~
Gibbs & Hill, Inc.
Specification 2323-SS-9 Revision 3 Page v SECTION TITLE PAGE 11.5.1 ACCELERATOR 37 11.5.2 DESIGN MIXES 38 11.5.3 FIELD TRIALS 38 11.5.4 REPORTS 39 11.6 EQUIPMCNT REQUIREMENTS 39 11.7 PROFICIENCY OF WORKMEU 39
~i 1. 8 CONSTRUCTION, DETAILS 39 11.8.1 SURFACE PREPARATION 39 11.8.2 APPLICATION 39 11.8.3 REBOUND AND CONSTRUCTION JOINTS 40 11.8.4 PROTECTION 40 11.8.5 CONTROL OF WATER 40 11.8.6 FINISHING 40 11.8.7 TESTING DURING CONSTRUCTION 40 11.8.8 CLEANUP 41 12.0 QUALITY ASSURANCE 42 I
I O
=
= = = = -.
i l
i t
O.
Gibbs S Hill, Inc.
(
Specification 2323-SS-9 i
Revision 3 February 9, 1976 Page 1 CONCRETE 1.0 SCOPE This Specification covers the requirements for furnishing all equipment, labor, and materials necessary for the manufacturing, forming, placing, finishing, curing and testing of all structural concrete and includes, but is not limited to, the following principal structures and their appurtenances-i a.
Containment structure, including the Reactor Building within the Containment structure b.
safoguards Building c.
Turbine Generator Foundation d.
Turbine Building e.
Auxiliary Building f.
Fuel Building i
g.
Intake structure h.
Discharge Structure 1.
Administration Building j.
Maintenance Building k.
Yard structures l.
Diesel Generator Building m.
Guardhouse Included in the scope of this specification are the classifications of the concrete mixes, identification of proper concrete materials, mix design criteria, concrete examination and testing, concrete construction specifications, criteria for grout criteria for high density concrete, and criteria for shotcrete.
The Contractor shall submit in advance to the Engineer, for f
- approval, any.
deviation from this specification.
Such l
l l
i f
l-TZ, _
,....__ __, _..., _. _.. _. _ _, ZZZZ n,, _ _ ; i.;Z _ _ _C;_,_ _ _. _. _
Gibbs S Hill, Inc.
\\
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 2 differences shall be clearly documented and shall include recommendations for alternatives with a
description of all related merits and defects.
t The term Architect / Engineer, as used in ACI 301-72 or other references in this specification, shall mean the Engineer i
Gibbs S Hill, Inc.
l O
4 O
l 9
O l
Gibbs & Hill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 3 1
l 2.0 CONCEETE CLASSIFICATION The following basic types of concrete will be required-2.1 CLASS A CONCRETE concrete consisting of Type II Portland Cement and 3/4 inch maxi-mum aggregate, having a minimum density of 145 pcf and a minimum compressive strength cf 4000 psi at 28 days.
2.2 CLASS B CONCRETE Concrete consisting of Type II Portland cement and 1 1/2 inch maximum' size aggregate, having a minimum density of 145 pcf and a minimum compressive strength of 4000 psi at 28 days.
2.3 CLASS C CONCRETE Concrete consisting of Type II PortIand cement having a minimtzt density of 145 pcf and a minimum compressive strength of 2500 psi at 28 days.
2.4 CLASS D CONCRETE High density concrete consisting of Type II Portland cement having a minimum density of 225 pcf and a
minimum compressive strength of 4000 psi at 28 days.
2.5 UTILIZATION OF CONCRETE CLASSES Class A concrete shall be utilized in all structures, except when otherwise indicated in the specifications and on the engineering drawings.
2.6 APPLICATION OF SECTIONS The descriptions and requirements in Section 3.0 through 9.0 apply to all classes of concrete in this Specification.
Additional special requirements for Class D concrete are given in Section 10.0.
Requirements for shotcrete are given in Section 11.
The z e mt$rements of Section 12 apply to all classes of concrete, includire sigh density concrete, grout and shoterete included in this spec 1L?t:ation.
9
--....,w,,..
_ _ _ _ _ = _ _ _.
t i
t Gibbs S Hill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 4 3.0 STANDARDS a.
Codes and Standards referenced in this specification are to be the latest edition at the time of the purchase order, un-less otherwise noted.
b.
ACI 318, Building Code Requirements for Reinforced Concrete, and ACI
- 301, Specifications for Structural concrete for Buildings, are applicable only to the extent specifically referenced herein.
e i O i
9 O
t a
-e-e.-+-~=*.*m*-a-==ww-am.e-=-=*
e -e
-=%-o.e n
==e-*
w+,-
l 1
Gibbs & Hill, Inc.
\\
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 5 i
4.0 MATERIALS FOR CONCRETE 4.1 CEMENT Portland cement shall comply with ASTM C150, Standard Specifi-cation for Portland Cement, and shall be Type II.
Minimum compressive strength of mortar cubes, tested in accordance with ASTM C109, shall.be determined at 3,
7 and 28 days and shall meet the requirements of ASTM C150.
Except as otherwise approved by the Engineer, all cement shall be of the same brand and manufactured at the same mill.
Manufacturer's certificates as to analysis and composition relative to both physical and chemical properties of the cement shall be furnished for each shipment for assurance of continuing uniformity of properties and conformity to requirements.
4.2 AINIXTURES a.
Water reducing admixture shall comply with ASTM C494, Standard Specification for Chemical Admixtures for concrete, Type D except that Type A admixture may be used provided it Rev*3 can be demonstrated that it will not act as an accelerator.
Manuf acturers' certificates as to analysis and composition of the product shall be furnished for assurance of uniformity and conformance to its specified properties.
b.
Air entraining admixture shall conform to the requirements of ASTM C260, Standard Specification for Air Entraining Admixtures for concrete.
In addition, such admixtures shall be used in accordance with the recommendations of the cement manufacturer.
i The air entraining admixture shall be added at the mixer by a method approved by the Engineer.
Sufficient admixture shall be used to produce an air content of three percent by volume plus or minus one percent ten tested in accordance with the procedure given in ASTM C231, Standard Method of Test for Air Content of Freshly Mixed Concrete.by the Pressure Method.
c.
Fly ash may be added to the concrete batches as a replacement for part of the cement subject to the approval of the Engineer.
.The contractor shall provide documentation as to the uniformity of the fly ash and that it meets the
,O requirements of ASTM C618, Standard Specification For Fly Ash r
l And Raw Or Calcined Natural Pozzolans For Use In Portland l
l n = ~=.
- -- - ~ z : ~.u = ---
a :,-- -
Gibbs & Hill, Inc.
(
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 6 Cement Concrete.
The optimum amount of fly ash shall be determined by the required properties of the concrete and other constituents of the concrete and shall be established in accordance with section 5.0 of this specification.
I d.
Retarding admixture shall comply with ASTM C494, Standard Specification for Chemical Admixtures for concrete, Type B.
Manufacturer's certificates as to analysis and composition of the product shall be furnished for assurance of uniformity and conformance to its specified properties.
e.
The total water soluble chloride content of all admixtures shall not exceed the quality that would contribute 10 parts per million to the concrete mix.
4.3 CONCRETE AGGREGATES a.
Concrete aggregates shall comply with ASTM C33, Standard O
Specifications for concrete Aggregates, subject to the re-quirements stated herein, except aggregates for Class D concrete which shall conform to Section 10.0 of this Specification.
b.
Aggregates shall consist of natural or manufactk2 red sand, crushed stone, or gravel.
The particles shall be
- clean, hard,
- tough, durable, of uniform quality, and shall be free from soft, thin, elongated, disintegrated
- stone, dirt, and organic or other injurious materials occurring either free or as a coating.
The aggregate, when incorporated in concrete, shall satisfactorily resist chemical or physical changes such as
- cracking, swelling, softening,
- leaching, or chemical alteration, and shall not contain contaminating substances which might contribute to deterioration or unsightly appearance of the concrete.
fine aggregate shall be graded according to the require-l Rev.3 c.
The ments of ASTM C33.
d.
The coarse aggregate shall be well graded and shall consist of gravel, crushed gravel, crushed
- rock, or crushed stone fragments which are clean, rough, hard and uniform.
No blast furnace slag, schist, shale, or slate shall be permitted.
The maximum size of coarse aggregate shall be as indicated in Section 4.3e of this Specification, but in no case shall it be larger than 1/5 of the narrowest dimension of the finished m
pya q
ry y-
_____,____e er-
+ + - - - -
w.-
e --
-.i--,ar.yy r
y
-gy,m-yyww w w
Gibbs S Hill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 Page7 wall or slab, nor larger than 3/4 of the minimum clear spacing between reinforcing steel and/or embedments.
e.
There shall be two variations of concrete depending on the gradation of coarse aggregates:
1.
For relatively thin concrete members, such as walls, slabs and beams less than 10-inches thick, or larger members with clustered
- rebar, gradation of the coarse aggregate shall conform to size number 67 (3/4-inch nominal size) of Table 2
in ASTM C33.
All concrete placements where 3/4-inch maximum aggregate size will be required, shall be Class A concrete.
2.
For large masses of concrete such as foundations, thick walls and slabs, large beams and
- columns, and the containment structure walls, gradation of the coarse aggregate shall conform to size number 467 (1-1/2-inches nominal size) of Table 2 in ASTM C33.
All concrete placements where C(
1-1/2-inches maximum size aggregate is required shall be Class B
concrete.
Subject to approval by the Engineer, class A concrete may be rubstituted for Class B concrete in areas where placing of larger aggregate concrete is difficult.
Gradation 467 shall not be furnished as one graded aggregate but shall be obtained by combining at least two separate gradation sizes..
f.
The potential reactivity of the aggregate shall be established by the methods described in the Appendix to ASTM C33.
g.
Aggregate shapes shall be rounded or cubical and shall contain less than 15 percent (by weight) flat and elongated particles as determined by the U.S. Army Corps of Engineers Specification CRD-C119, Method of Test for Flat and Elongated l
Particles in Coarse Aggregate.
A flat particle is defined as one having a ratio of width to thickness greater than three; an elongated particle is defined as one having a ratio of length to width greater than three.
Test for flat and 1
elongated particles in coarse aggregate shall be performed for each 4,000 tons of the aggregate.
tO t
i
- - - - - - - - - - - -.a -.-. c1.
. _ = _.
Gibbs & Hill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 8 i
i 4.4 WATER Water for washing aggregate, for mixing and for curing concrete shall be clean, fresh and free from deleterious amounts of acids, alkalis or organic materials.
4.4.1 MIXING WATER a.
Water for mixing shall be clean with a total solids content of not more than 2000 ppm as measured by American Public Health Association
" Standard Method for Determination of Total Solids."
The mixing water, including that contained as free water in aggregates, shall contain not more than 250 ppn of chlorides as C1, as determined by ASTM D512, Chloride Ion in Industrial Water and Industrial Waste Water.
b.
A comparison of the proposed mixing water properties shall be made with distilled water by performing the following tests:
1.
Soundness in accordance with ASTM C151, Autoclave Expansion of Portland Cement.
The results obtained for the proposed mixing water shall not be increased by more than + 0.10 of those obtained for distilled water.-
2.
Time of
- Setting, in accordance with ASTM C191, Time of Setting Bydraulic Cement by Vicat Needle.
The results obtained for the proposed mixing water shall be within
- 10 minutes for initial setting time and 1 hour1.157407e-5 days <br />2.777778e-4 hours <br />1.653439e-6 weeks <br />3.805e-7 months <br /> for final setting time of those obtained for distilled water.
i 3.
Compressive strength.
in accordance with ASTM C109.
Compressive Strength of Hydraulic Cement Mortars (using 2-inch Cube Specimens).
The results obtained for the proposed mixing water shall be within -10 percent of those obtained for distilled water.
4.5 MANUFACTURER'S CERTIFIED MATERIALS TEST REPORT FOR CONCRETE The Manuf acturer of materials for concrete shall certify that all requirements of this specification that are to -be fulfilled by the Manufacturer of materials have been met.
The Materials Manufacturer's Certified Materials Test Report for Concrete l.1 i
Materials shall include certified reports of the actual results of all chemical analyses, physical tes ts,
mechanical tests,
.l
,___,,r m,
Gibbs S Hill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 9 1
examinations, and other tests, plus a statement giving the manner in which the material is identified, including specific marking.
i O
O 1
1 i
)
I
[.
I_
,_'.E'_',[,
,.,.c,b,
,_m,,
(
Gibbs S Hill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 10 5.0 CONCRETE MIX DESIGN Proportions of ingredients for concrete shall be established on the basis of laboratory trial batches to provide:
a.
Conformance with the concrete strength requirements.
b.
Adequate workability and proper consistency to permit the concrete to be worked readily into the forms and around re-inforcement, under the conditions of placement to be employed, without excessive segregation or bleeding.
c.
Resistance to freezing and thawing.
5.1 DESIGN RESPONSIBILITY The d'esign of the mixes shall be the contractor's responsibility; subject to approval by the Engineer.
5.2 SLUMP Slumps shall be held to an absolute minimum consistent with the conditions under which the concrete is placed.
The maximum allowable slump of the concrete at the point of placement shall be 4 inches, except as indicated in Section 8.2. 5f and 10.6 of this Specification.
5.3 WATER REDUCING AGENT The mixes shall include an approved water reducing agent to reduce the shrinkage of concrete.
This water reducing agent may R"V*3 be deleted subject to the approval of the Engineer.
5.4 CONTENT For the design of each mix, the Contractor shall establish the fallowing:
a.
Water content b.
Cement content c.
Fine and coarse aggregate content d.
Amount of water reducing admixture
._.--,..n.
Gibbs G Hill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 l
Page 11 e.
Slump f.
Air content g.
Fly ash content r
h.
Amount of retarding admixture 5.5 SPECIFIED PROPERTIES The following concrete properties shall be determined by the Contractor in accordance with the respective Specification:
a.
Compressive strength ASTM C39 b.
Flexural strength ASTM C78 c.
Static modulus of elasticity ASTM C469 d.
Poisson's ratio ASTM C469 e.
Density (specific gravity)
ASTM C642 f.
Splitting tensile strength ASTM C496 ccmpressive strength shall be obtained at 3, 7, 28 and 90 days.
All other tests shall be made at 28 days.
All tests shall be made at normal room temperature.
5.6 CHEMICAL PROPERTIES The following total limit of chlorides in freshly mixed concrete
+
l is considered acceptable:
i Chlorides as C1 500 ppm max.
5.7 STRENGTH TESTS a.
The proportions of ingredients for concrete shall be established on the basis of paragraph 3.8.2.1 of ACI 301-72.
l These proportions shall be selected to produce an average 28-day compressive strength exceeding f t by at least 1200 psi when both air co'ntent and slump are maximum permitted by this specification.
=
=-
O~
Gibbs & Hill, Inc.
(
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 12 b.
Using the method of Recommended Practice for Evaluation of Compression Test Results of Field Concrete (ACI-214),
the amount by which the average strength must exceed f t may be reduced to an appropriate level below 1200
- psi, after sufficient test data becomes available from the job to indicate that, at the lower average
- strength, the probable frequency of test more than 500 psi below ft will not exceed 1 in 100 and that the probable frequency of an average of three consecutive tests below ft will not exceed 1 in 100.
This requirement may be implemented by utilizing the criteria Rev.3 of ACI-301 paragraphs 3.8.2.2 and 3.8.2.3.
5.8 HEAVYWEIGHT AGGREGATE CONCBETE The proportions of heavyweight aggregate concrete shall be made in accordance with ACI-211.
5.9 SUBMITTAL OF TEST REPORTS FOR APPROVAL The Contractor shall submit to the Engineer the concrete materials and the. concrete mix designs proposed for use with a written request for approval.
This submittal shall include the results of all testing performed to qualify the materials and to establish the mix designs.
No concrete shall be placed in the work until the contractor has received such approval in writing.
4 O
=
- - =
Gibbs & Hill, Inc.
Specification 2323-SSm9 Revision 3 February 9, 1976 Page 13 6.O MARKING AND IDENTIFICATION OF CONCRETE MATERIALS 6.1 CEMENT Conveyances of bulk cement shall be sealed and tagged before leaving the place of manufacture, showing lot number, controlling specification,
- d. ate of manufacture, and type.
If bag cement is used, each bag shall be clearly marked with the same identi-fication as' for bulk cement.
All tags and markings shall be maintained with the material at site storage.
6.2 AGGREGATE Each lot of aggregate shall be tagged to show size, gradation, source, and controlling specification.
The tags shall remain with the aggregate during production, transit, and site storage.
6.3 ADMIXTURES All containers of admixtures shall be clearly marked showing storage requirements and controlling specification.
O i
)
i a
o
,_m
..J~,7*.~
..._.,_.J._
.~?*.
Gibbs & Hill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 14 7.0 CONCRETE EXAMINATION 8 TESTING i
7.1 GENERAL All ingredients entering into the production of concrete and the resulting concrete so produced shall be subject to a regular and rigorous quality centrol program, involving nampling and testing to specified requirements.
All material used on the site shall be subjected to field inspection by the Contractor.
An independent, accredited testing laboratory, se.lected by the Centractor and approved by the Engineer, shall furnish all labor, materials, and equipment required for routine testing of concrete materials, of proposed concrete mix designs, and of resulting concrete for compliance with the technical requirements of the Specification.
All testing agencies shall meet the requirements of Recommended Practice for Inspection and Testing Agencies for Concrete and Steel as Used in Construction (ASTM E3 29).
Any inspection performed by others shall in no way relieve the Contractor of his responsibility for the quality of the component materials and final concrete product.
7.2 CONCRETE MATERIALS i
7.2.1 CEMENT a.
Prior to starting work and during its progress, grab samples of cement shall be taken by the independent accredited testing laboratory mentioned in Section 7.1 of this Specification at the Manuf acturer's plant or at the Batch Plant for testing.
b.
Samples taken from the Manufacturer's plant shall be from silos reserved for storing cement for this project.
c.
Quality control testing in accordance with ASTM C109 Compressive Strength of Hydraulic Cement Mortars, shall be performed to ascertain its conformance to the requirements of the Standard specification for Portland
- Cement, ASTM C150, and as stated in this specification.
d.
Sampling of cement shall be performed in accordance with the requirements of Standard Methods of Sampling Hydraulic Cement, ASTM C183.
O l
l
- - - -~ - "r r _. _ _ _ _ _,. _
..___._,--" - rc ;r_n,;n _,,_ n-7
O.
Gibbs & Hill, Inc.
(
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 15 e.
Sampling and testing of cement shall be performed as soon as possible after its manufacture.
f.
An additional set of tests, in accordance with ASTM C 109, shall be performed on all cement in bulk storage at the mill more than four months, or in storage elsewhere more than two months, prior to shipment to site for use in construction.
Quality assurance testing shall be one set of tests for each 6000 bbis. of cement used.
g.
Cement shall be investigated by the independent, accredited testing laboratory called for in Section 7.1 of this Speci-fication in accordance with the requirements of the latest editions of the following ASTM Specifications:
ASTM Specifications:
ASTM C109 Compressive Strength of (O
Hydraulic Cement Mortars ASTM C114 Chemical Analysis of Hydraulic Cement ASTM C115 or Fineness of Portland Cement ASTM C204 by Turbidimeter or by Air Permeability Apparatus ASTM C151 Autoclave Expansion of Portland Cement j
ASTM C186 Heat of Hydration of
)
Hydraulic Cement ASTM C191 Time of Setting of Hydraulic Cement by Vicat Needle Frequency of samples shall be in accordance with ASTM C 183.
See ASTM C150 for use of ASTM C204.
7.2.2 AGGREGATES a.
In addition to testing required by the aggregate pro-ducer/ supplier, quality assurance testing in accordance with ASTM C131, Los Angeles Abrasion, ASTM C142, Clay Lumps ASTM C117, Material Finer than No.
200
I t
O.
Gibbs G Hill, Inc.
(
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 16 ASTM C289, Potential Reactivity, ASTM C136, Sieve Analysis, ASTM C88, Soundness, ASTM
- C127, Specific Gravity and Absorption of coarse Aggregate, ASTM C128 Specific Gravity and Absorption of Fine Aggregate, ASTM C295, Petrographic Examination, shall be performed to ascertain conformance with ASTM
- C33, Concrete Aggregates.
Testing shall also be performed in accordance with U.S.
Army Corps of Engineers Specification CRD-C119, Method of Test for Flat and Elongated Particles in Coarse Aggregate.
The test for fineness modulus shall be in accordance with Section 4.3 of this Specification.
b.
The set of tests specified in Section 7.2.2a above and the I
aggregate shape test required in Section 4.3g of this Specification shall be performed prior to shipment of aggregate and its acceptance on site for usage in construction.
Subsequently, a
daily inspection control program shall be carried out during concrete production to ascertain consistency in potentially variable characteristics such as water content, gradation and deleterious material.
In addition, ASTM C131, ASTM C289, and ASTM C88-shall be repeated for each 4000 tons of aggregate delivered to the site for construction.
7.2.3 MIXING WATER Quality Control Testing By Contractor Selected Testing laboratory: Quality control testing shall be performed to ensure ccnformity to the requirements of Section 4.4 of this Specification.
One set of tests specified in Section 4.4 shall be performed prior to use of the water source for concrete production.
Subsequently, samples shall be tested monthly.
)
7.2.4 FLY ASE a.
Quality control testing shall be performed to ascertain con-formance with the requirements of ASTM C618.
i b.
Prior to shipment of fly ash and its acceptance on site for usage in construction, a complete set of tests shall be performed to determine conformance with ASTM C618.
The i
frequency of subsequent testing shall be established on the basis of the uniformity of the product as experienced in the field.
The fly ash supplier shall submit test data in
'^
accordance with Section 7.2.4a above for each 200 tons of fly ash furnished thereaf ter.
This data shall be verified for,
-- =
- --=c=
- - =-
- =- --
=
(O.
Gibbs G Hill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 17 the first 1000 tons of fly ash furnished.
If a satisfactory i
degree of uniformity of the product is being
- achieved, as established by agreement between the Supplier's and Contractor's quality control
- testing, the frequency of quality control testing may be reduced to one set of tests for each 600 tons of fly ash furnished.
7.2.5 ADMIXTURES In addition to any testing required by the manufacturer, testing shall be conducted to ensure conformity to Section 4.2 of this Specification.
7.3 CONCRETE a.
Strength tests of the concrete shall be conducted during construction in accordance with Section 16.3.4 of ACI 301-72, O'
except that, one additional specimen shall be tested at 7 days.
In addition, strength tests of specimens cured under field conditions, in accordance with ASTM C31, are required to check the adequacy of curing and protection of concrete in l
all structures.
Such specimens shall be molded
~
simultaneously and from the same batch as the laboratory-cured acceptance test specimens.
Procedures for protecting and curing the concrete in the structure shall be improved when the strength of field-cured cylinders at 28 days is less than 85 percent of that of the companion laboratory-cured cylinders.
When the laboratory-cured cylinder strengths are appreciably higher than the specified strengths, the field-cured cylinder strengths need not exceed the specified strength by more than 500 psi, even though the 85 percent criterion is not met.
b.
Slump of the concrete sample shall be determined for each strength test and whenever consistency of concrete appears to
- vary, using Method of Test for Slump of Portland Cement Concrete (ASTM C143) and Sampling Fresh Concrete, ASTM C172.
c.
Air content of the concrete sample shall be determined for i
each strength test in accordance with Method of Test for, Air Content of Freshly Mixed Concrete by the Pressure Method, ASTM C231.
When the temperature of the concrete varies 'from the temperature of the previous test by more than 5 degrdes, the tests shall be performed once for every 50 cubic yards.
= -. - _
.= =.
=:
= : = --
---?==
e -
Gibbs S Hill, Inc.
\\.
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 18 d.
Temperature of the concrete sample shall be determined for each strength test, and shall be measured at the location of the concrete discharge.
e.
Evaluation of test results shall be in accordance with sections 17.1, 17.2 and 17.3 of ACI 301-72.
f.
Acceptance of completed concrete work shall be in accordance with Chapter 18 of ACI 301-72.
l O
s O
, r;;.. - -- =::
.r-
Gibbs & Hill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 19 8.0 CONCRETE CONSTRUCTION 8.1 GENERAL Stockpiling,
- batching, and mixing shall be performed at a separate onsite facility specifically devoted to this project, or with the approval of the Engineer, at a nearby facility.
8.2 BATCHING, MIXING AND TRANSPORTING 8.2.1 STOCKPILING AND STORING a.
General storage shall be performed in a manner providing access for inspection at all times.
Storage facilities shall be furnished by the contractor, b.
The aggregates shall be handled, transported, and stockpiled in a manner that assures that there is practical minimum segregation and that the fineness moduli and gradation are
! w maintained within the range specified by the concrete mix design.
Intermixing between s:#ckpiles shall be prevented.
Segregation of materials by climate conditions shall also be minimized.
Suitable storage facilit es'shall.be provided to ensure that the above requirements ara met.
The stockpiles shall be sampled and tested in accordance with the requirements of Section 7.2.2 of this Specification.
1 c.
- Cement, admixtures, and other materials that are adversely affected by moisture before mixing shall be
- stored, handled and transported in a manner so as to prevent the introduction of moisture.
If the above materials are subjected to moisture after acceptance testing, they shall be resampled and tested before use in accordance with the requirements of Section 7.0 of this Specification;-
8.2.2 BATCHING a.
The batch plant shall be certified in accordance with the requirements of Check List for Certification of Ready Mixed concrete Production Facilities by the National Ready Mixed i
Concrete Association and a copy of the certification certificate shall be submitted to the Engineer for review and approval prior to production of concrete for structures designated in Section 1.0 of this Specification.
O
- T - r:L.
._--.-a.,-_.:=
-., z... _,. _, - - ___
(O.
Gibbs S Hill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 20 b.
Batching of materials for concrete manufacture shall be in accordance with ACI 304, Recommended Practice for Measuring,
- Mixing, Transporting and Placing Concrete.
Only those materials from stockpiles or storage containers which have been accepted shall be used.
Materials shall be drawn off in a manner such that the distribution of particle sizes and kinds remains within the ranges specified.
Materials shall be rescreened if necessary to maintain the above distribution.
Batched materials shall be measured by weight when combined solids and liquids are measured.
Liquids shall be measured using volume-temperature or weight measurements.
Free moisture content of aggregates or admixtures shall be determined and accounted for as corrections to the amount of added mixing water as differentiated from total mixing water requirements.
The measurement accuracy and precision shall be such that the proportions of materials stay within the ranges established.in ASTM C94.
The il percent weighi~ng and added water requirements specified in ASTM C94 may be modified to
- 2 percent if the plant can demonstrate a standard deviation is less than 400 psi as determined by ACI 214.
Records sh'all be maintained of the material quantities in each batch.
Recording paper divisions or digital printout records shall be capable of verifying conformance of *1 percent of the measurements of
- cement, total aggregates and water, and to i3 percent of admixtures.
~
8.2.3 MIXING a.
Site mixed concrete shall be mixed in accordance with Section 7.2.2 of ACI 301-72 The optimum mixing capacity of all mixers shall be determined and consistently adhered to.
The time after the addition of water to the dry materials to placement shall not exceed 45 minutes unless longer periods are permitted by the Engineer, but in no case shall the time exceed 90 minutes.
b.
Ready-mixed concrete shall be mixed and delivered in accordance with Section 7.1 of ACI 301-72.
- 8 c.
Control of admixtures shall be in accordance with Section 7.3 of 1.CI 301-72.
d.
Tempering and control of mixing water shall be in accordance with Section 7.5 of ACI 301-72.
.-3
......+.c.
.,.,,.-_,_m
1 9
i Gibbs S Hill, Inc.
(
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 21 f
i e.
Cold weather mixing and temperature of concrete when delivered at the site in cold weather, shall be in accordance l
' with Section 7.6.1 of ACI 301-72.
l f.
Hot weather mixing shall be in accordance with Section 7.6.2 j
of ACI 301-72, except that for
" mass concrete" pours as defined in Section 8.2.Sf of this Specification, the maximum temperature' of concrete as placed shall be 70 F instead of l
i the 90 F maximum permitted by ACI 305.
8.2.4 CONVEYING a.
Conveying of concrete shall be in accordance with Section 8.2 of ACI 301-72.
b.
Performance of all conveying equipment (including pumping and I
chuting gear) shall be checked to ensure that the methods used do not impose changes in concrete characteristics by moisture loss or segregation or by any other cause.
Concrete during conveyance shall not be permitted to come in contact with aluminum, as for example, in aluminum pipes or chutes.
l l
8.2.5 PLACING l
a.
Preparation for placing shall be 'in accordance with Section 8.1 of ACI 301-72.
b.
Depositing shall be in accordance with Section 8.3 of ACI 301-72.
c.
All excavations prepared for concrete construction shall be l
substantially free of water until all concrete work is complete.
The contractor shall make provisions and furnish equipment, as required, for such dewatering.
f d.
Unless adequate protection is provided or approval by the Engineer is obtained, concrete shall not be placed during rain.
Rainwater shall not be allowed to increase the water-content nor to damage the finish surfaces.
4 e.
Retempered concrete or concrete which has been remixed after initial set shall not be utilized.
l.
f.
Mass concrete
- pours, which are defined as pours involving concrete sections greater than 2 feet-6 inches in the least lRev. 3 dimension, shall conform to Chapter 14 of ACI 301-72,
.-,,,,,v.,l
~"]
'?
- Y'?,
- ?Y*
"''"l w.
a
'A.,_-.--__,,-
I l
Gibbs & Hill, Inc.
l
(
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 22 including the requirements that the maximum temperature of concrete deposited shall be 70 F.
The maximum allowable slump of the concrete shall be 3 inches.
g.
Hot and cold weather requirements shall be in accordance with Section 7.6, of ACI 301-72, except that " mass concrete" shall conform to the requirements of Section 8.2.5f of this Specification.
The Contractor shall utilize suitable cooling means such as retarder and/or construction procedures such as sprinkling and shading concrete ingredients or the use of crushed ice to. insure proper concrete placing temperatures.
Procedures used to cool the temperature of the concrete shall be thoroughly tested before use to ensure that no adverse i
effects are produced and shall be approved by the Engineer.
h.
The Contractor shall advise the Engineer when pours are scheduled.
i.
Except as noted on the design drawings or approved by the Engineer, all beams, girders, brackets, and haunches shall be considered as part of the floor system and shall be cast monolithically.
j.
The Contractor shall adhere strictly to requirements for concrete cover over steel reinforcement, protection of bars for bonding with future extensions, column ties, splices, laps, spacer bars and all items related to proper placing as specified in ACI 318 or shown on the drawings.
k.
Concrete shall not ordinarily be placed under water.
However, in special
- cases, concrete may be placed under water.
If this is the case, the Contractor shall submit his procedures to the Engineer for approval.
8.2.6 CONSOLIDATION i
a.
All concrete shall be consolidated by suitable means during placement, and shall be thoroughly worked around the i
reinforcement and embedded fixtures and into the corners of the forms.
b.
Where conditions make consolidation difficult, or where i
reinforcement is congested, batches of mortar containing the same proportions of cement and sand as used in the concrete shall first be deposited in the forms to the depth specified.
Sufficient water shall be added to the mortar to provide
'I
%n---
e-,
I k-
.[
"[.
I.i,
- '"7
,.?*"" " * * ", _
,y
,_m,,
i Gibbs S Hill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 23 necessary workability, but the water-cement ratio shall not exceed the water-cement ratio of the concrete design mix.
c.
Vibrators shall be used on all concrete placement operations, excepting floor
- finish, concrete placed in water and unimportant, minor, simple batches of concrete as defined by the Engineer.
Vibrators shall be-amply powered and of sturdy construction.
The vitrating element shall operate at not less than 8000 impulses per minute when immersed to full working depth in the concrete.
The vibration shall be sufficiently intense to cause ready consolidation of the least plastic mix used and to affect visibly the concrete over a radius of at least 18 inches.
A sufficient number of vibrators shall be used to insure that all concrete placed is thoroughly compacted.
Spare parts and at least one spare vibrator shall be kept on hand for emergency use.
Vibrators shall be checked periodically during the construction to
' ensure a consistent energy output level.
Internal vibrators
\\
shall be applied vertically when practicable.
They shall be moved about in the concrete systematically and shall be applied at points uniformly spaced not f arther apart than the radius over which they are visibly of fective.
When concrete is applied in successive layers, vibrators shall penetrate completely through the upper layer and approximately four (4) inches into the next lower plastic layer to insure thorough bonding.
Form vibrators, as approved by the Engineer, shall be used only when it is impractical to use internal i
vibration.
They shall be applied to the forms at uniformly spaced points sufficiently close together to insure thorough compaction of the concrete and a good surface.
Special care shall be taken to avoid form vibrators remaining in one place for protracted periods while operating.
Concrete shall be vibrated until a sheen of mortar first appears on the surface and no longer.
Vibration shall not be l
continued to such an extent that pools of grout are formed or that settlement and concentration of the coarse aggregate takes place.
Vibrators shall not be used to cause concrete to flow over distances greater than three (3) feet.
Care shall be taken to avoid, insofar as practicable, disturbance of concrete which has become too stiff to regain plasticity when vibrated.
Vibration shall not be applied directly,to steel which extends into partially hardened concrete.
On
- surfaces, the coarse aggregate shall be carefully worked back from the farms into the mass of the concrete with l
i I
- : =:n. -.
w -. -=== ====-.
i Gibbs S Bill, Inc.
Specificaticn 2323-SS-9 i
Revision 3 February 9, 1976 Page 24 I
- spades, stone forks, or other suitable tools, sufficient to bring a surface of mortar against the form.
Special care shall be
- aken to avoid overworking, thus drawing an excess of mortar to the formed surfaces.
Care shall be taken to remove all air pockets and to prevent voids in the surface.
Special care shall be taken to avoid the internal vibrators hitting or contacting the vertical forms.
8.3 CONSTRUCTION JOINTS 8.3.1 CONTAINMENT STRUCTURE 8.3.1.1 PROCEDURES Construction joints in the containment structure shall be made in accordance with one or a combination of the following l
procedures:
a.
Horizontal surfaces shall be jetted with air and water while the concrete is green (approximately 12 hours1.388889e-4 days <br />0.00333 hours <br />1.984127e-5 weeks <br />4.566e-6 months <br /> old) so as to expose the aggregate.
b.
Side forms shall be stripped off at age 12 to 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> and similarly jetted.
c.
If a
longer period (up to a few days) has elapsed between completion of concrete placement and preparation of its
- surface, then a
sufficiently
- powerful, high-pres sure hydraulic jet shall be used as required to loosen laitance and mortar.
]
d.
If jetting is not sufficiently effective, surfaces shall be bush hammered or sand blasted.
I e.
In starting a new concrete placement, the old concrete shall have been kept thoroughly wet for the preceding 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br />.
In all cases the new concrete should be preceded by about 1/2 inch of soft mortar of the same propertions as that in the concrete.
When accessible this should be scrubbed into the surface of the joint with wire brooms.
f.
The new concrete lift shall be thoroughly vibrated near the j
old surfaces, g..
Before concrete is placed against a fresh joint, all debris, water, and ice shall be removed from the space to be occupied
=....
- :: -. =
v --- ~ -- v : =. :.: -
l (O.
Gibbs S Hill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 l
Page 25 by the concrete.
The joint preparation shall include removal of all laitance and other unsound material from the hardened Concrete surface.
8.3.1.2 DRAWINGS Prior to construction the Contractor shall prepare drawing's showing the location of all proposed construction joints and sequence of pours for the containment structure walls and dome and shall submit these drawings to the Engineer for approval.
l 8.3.2 OTHER CONSTRUCTICN JOINTS Construction joints at locations other than the containment structure walls and dome shall be located in 'the field, except as shown on the
- drawings, subject to the Engineer's approval and shall be in accordance with Section 6.1 of ACI 301-72.
Concrete O1 shall be placed in one continuous pour between construction joints.
In joining fresh concrete to concrete which is already set at construction joints, the surface of the concrete already in place shall be free from loose material,
- laitance, dirt and foreign
- matter, washed and scrubbed clean with stiff brooms or wire brushes as may be necessary, and thoroughly drenched with water until saturated, but with no free water on the s.urface, and shall be so maintained until the new concrete is placed.
Immediately prior to placing of plastic cement-sand mortar, all forms shall be drawn tight against the concrete already in place, and the existing concrete surface shall be covered with approximately 2 inches of plastic cement-sand mortar mixed in the same proportions of cement and sand as used for the concrete.
This mortar shall be placed in the forms immediately before placing the new concrete.
8.4 FORMWORK
' All' formwork including tolerances shall be in accordance with a.
Chapter 4 of ACI 301-72.
b.
Chamfer strips as called for in Section 4.2.4 of ACI 301-72 shall be 3/4-inch x 3/4-inch.
c.
The contact surface of all wooden forms for exposed concrete surfaces shall ba, as a minimum, equivalent to Douglas Fiz plywood faced Grade B.
The Contractor may elect to use steel forms whenever forms are required.
Forms to be used more than once shall be maintained in serviceable condition and
1 Gibbs 6 Hill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 26 shall be thoroughly cleaned prior to reuse.
Form coating material shall be approved by the Engineer.
d.
Ties for formwork for the containment structure concrete shall be snap ties or coil ties of such type so as to leave no metal within 1-1/2 inches of the surf ace.
Securing forms with wire will not be permitted.,
The contractor shall submit to the Engineer, for approval, a
proposed method for fastening form ties to the containment steel liner.
Other ties shall be in conformance with Section 4.2.8 of N.
e.
Forms chall be removed in
+mch a manner as to insure the s
complete safety of the structures.
2n no case shall the supporting forms or shoring be removed until the members have s
acquired sufficient strength to safely support jtheir weight and any superimposed loads.
f.
Except as approved by the Engineer earth cuts shall not be
.used as side forms for pouring of structural concrete.
g.
Special attention. shall be directed to the placing of concrete for the containment structure walls and dome.
Rate of lift and scheduling of concrete placements shall be coordinated with the erection of the steel plate ecntainment liner which shall serve as the inner surface formwork.
It is imperative that the steel liner alignment be held within the tolerance specified in G8H Specification 2323-SS-14.
The liner shall be adequately braced to hold its alignment within these tolerances until after the wall concrete has been poured and taken its permanent set.
Concrete lifts shall be limited to a height not more than 6 feet and shall be placed uniformly around the entire circumference.
Each lift shall l
be constructed in not more than 1.5 foot layers and shall be
~
placed in,a continuque operation with no interruption in excess of 70 percent of the time of initial set between the.
placing of continuous portions of concrete..
A minimum of three days shall elapse before successive concrete pours are placed.
If for reasons beyond centrol, a pour is interrupted and it is necessary to introduce vertical construction joints in the pour, then no concrete shall be placed in any lift until all concrete has been completed in the previous lifts unless otherwise approved by the Engineer.
The
- welding, if
- required, of temporary bracing to the liner, shall be submitted to the Engineer for approval.
T'r
- ... ' ', :* ". -, = :~. 7. -,:.,,--,,:,
~~
~
e Gibbs S Hill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 Page ~!7 E.5 CURING a.
Curing of concrete shall be in conformance with Chapter 12 of ACI 301-72, except that sections whose least dimension is i
greater than 2'-6" shall be cured in accordance with Chapter 14 of ACI-301-72. Materials and methods of curing j
shall be approved by the Engineer.
l b.
Supplementary strength tests, in accordance with Section 7.3a of this Specification, shall be performed to assure that curing is satisfactory.
c.
Wood forms left in place shall not be considered adequate for moist curing the outside walls.
)
8.6 REPAIR OF SURFACE DEFECTS Repair of surface defects shall be in accordance with Chapter 9 O;
of ACI 301-72.
8.7 TEMPORARY ACCESS CONSTRUCTION OPENING a.
The Contractor shall provide a temporary construction access opening in the containment structure.
The location and size of the access opening is indicated on the drawings.
After the construction opening has served its purpose, it shall be sealed.
b.
Before commencing work in this region, the centractor shall submit to the Engineer for approval the method he proposes to use for sealing the construction opening.
j c.
Approval by the Engineer shall in no way relieve the Contractor from complete responsibility for the quality and suitability of his work.
d O
-=.
Gibbs & Hill, Inc.
\\
Specificaticn 2323-SS-9 Revision 3 February 9, 1976 Page 28 8.8 EMBEDDED MATERIAL a.
All anchors,
- bolts, dowels, fasteners,
- strips, sleeves, pipes, waterstops, nailing strips, reglets, furring
- devices, grounds, cr other inserts required by the specifications or shown on the drawings shall be accurately located and properly supported and built into the concrete work.
Anchor bolts shall be set by templates to be furnished by the contractor.
Tack welding of embedded material to' reinforcing rods will not be permitted.
b.
Embedment of conduits and pipes in concrete shall be in accordance with ACI 318.
c.
All Contractors whose work is relhted to the concrete or work which must be supported by it, shall be given ample notice and opportunity to introduce and furnish embedded items before the concrete is placed.
8.9 FINISHING CF FORNED SURFACES a.
Finishing of formed surfaces shall be in accordance with Chapter 10 of ACI 301-72.
b.
All exposed surfaces shall be finished as indicated on the finish schedule.
c.
The use of acid will not be permitted unless approved by the Engineer.
d.
A stucco coat shall not be applied to surfaces except where specifically indicated.
e.
Except where a separate finish is to be applied, or where a trowel finish is called
- for, horizontal concrete surfaces shall be floated.
f.
Where a trowel finish is called for, the surface shall be floated and steel-troweled after achieving initial set to prevent excess fine materials fmm working to the surface.
The finish shall be brought to a snooth, dense surface free from defects-and blemishe s.
No dry cement nor mixtures of dry cement and sand shall be sprinkled directly on the surface to absorb or stiffen the mix.
Final troweling shall be done after the concrete is so hard that no mortar
.,-.... l.;
i
-O.
Gibbs G Hill, Inc.
specification 2323-SS-9 i
Revision 3 February 9, 1976 Page 29 accumulates on the trowel and a ringing sound is produced as the trowel is drawn over the surface.
8.10 CONCRETE FI,00RS a.
Unless otherwise noted on the drawings, the surfaces of all finished flocrs shall receive a
trowelled finish in accordance with the requirements in Section 11.7.3 of ACI 301-72.
All floors which will receive subsequent topping courses shall receive a scratched finish in accordance with Section 11.7.1 of ACI 301-72, unless otherwise shown on the I
engineering drawings.
b.
Curing of concrete floors shall be in accordance with Chapter 12 of ACI 301-72 except that no curing compound shall be applied unless approved by the Engineer.
8.11 CONTRACTOR'S PROCEDURES The Contractor shall prepare and sutmit to the Engineer for review his proposed constructicn procedures, including delineation and scheduling of concrete placements, and methods of placing concrete in special locations, such as the containment structure and at other highly congested areas.
i 9
)
O
-w.=**-4+=..
7 - w 7.,
+--,7,*-
- =e ;. ~.y. ~ 7
Gibbs S Bill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 30 9.0 GRCPTING i
a.
Grc ut for use under base
- plates, bearing plates, loose lintels, equipment bases, anchor bolt pockets, and so
- forth, shall attain a minimum 28 day compressive strength of 6000 psi when tested in accordance with Section 9.01 of this Specification, shall be sufficiently plastic to fill all spaces, and shall have a
low shrinkage characteristic to maintain contact with load bearing surf aces.
b.
Cement for grout shall conform to the requirements of Section 4.1 of this Specification.
c.
Aggregate for grout, when
- used, shall conform to the requirements of Section 4.3 of this Specification, except that fine aggregate shall conform to the requirements of ASTM C404, Specification for Aggregates for Masonry
- Grout, size 2 with all material passing the No. 16 sieve.
d.
The proportions of ingredients for general purpose grout shall be based upon trial mixes using the same type and brand of cement, fine aggregate, and admixtures as will be used for construction.
A pugmill-type horizontal mortar mixer approved by the Engineer shall be used in preparing trial mixes and in construction.
e.
Mixing ' water shall conform to the requirements of Section 4.4 of this Specification.
f.
Admixtures shall conform to the requirements of Section 4.2 of this Specification.
i g.
Other materials, such as aluminum powder of the proper fineness and quality may he added to the grout mix provided adequate tests are made to demonstrate the suitability of the mix for the purpose intended.
h.
Fcr usage under bearing plates a commercial nonshrink grout may be utiliz&d subject to approval by the Engineer.
i.
The surface to be grouted shall b'e cleaned of loose sand, gravel and dust.
The surface shall be wetted thoroughly, but l
excess free moisture shall be removed before placing the j g grout.
l l
d 5?
$. N
$ ? N,?
N.,,..? ~ A L M ELL 1.
. n.
-,, _. -,.,,. ~
aun 7
Gibbs & Hill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 31 j.
Grout shall be applied in
- place, thoroughly tamped, and adjusted to proper elevation and true level and surf ace.
Where grout is applied under previously shimmed and leveled base plates, care must be taken that it thoroughly fills all
=
voids and is in full contact with the entire underside area of the base plates.
k.
The grout shall be provided with sufficient water during curing to complete the hydration of cement.
Burlap kept soaked with water may be placed around the grout to provide a source of moisture for hydration.
Curing shall continue for at least seven days.
The compressive strength of the grout shall be established by 2-inch cubes, molded, cured and ' tested in accordance with ASTM C109, compressive Strength of Hydraulic Cement Mortars.
O' m.
When fly ash is used, the quantity shall be such that the strength, workability and durability are met, and it shall meet the requirements of Section 4.2c of this Specification.
n.
The water content shall be the minimum necessary for the proper placement by the grouting method employed, dry pack or fluid grout.
t
! O
-,.,v
..-.w
-,y my-
...,_,,-----,_m._
-,,,,_,,...U.,,
---y
.....-o-
-r y--
,Nw ^, +, -
e
N Gibbs S Hill, Inc.
Specification 2323-SS-9 l
Revision 3 February 9, 1976 Page 32 10.0 CLASS D HIGH DENSITY CONCRETE 10.1 AGGREGR"ES Aggregates shall conform to the requirement of ASTM C637, Standard Specification for Aggregates For Radiation-Shielding Ccncrete.
10.2 SPECIAL REQUIRDiDITS 10.2.1 DENSITY AND COMPOSITION OF AGGREGATES Processed aggregates shall have properties which conform to the fallowing requirements:
Primary Composition
- Magnetic Fe O 3 4 and related ores Minimum percent Iron - 100 degrees C
- 50 Minimum value of specific gravity 4.50 Maximum percent absorption
- 2.0 10.2.2 GRADATION REQUIREMENTS FOR COARSE AGGREGATES Amounts passing a given sieve size - percent by weight.
Nominal Souare Sieve Size Gradation 1
100 3/4 90 to 100 1/2 50 to 75 3/8 20 to 55 No. 4 0 to 10 No. 8 0
0 w
n.
~
~ --
,e,.-,~--s
---,-~-..-w-,
--,--n-
m--
,-w a
,--n--n-
(
\\
I Gibbs & Bill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 33 10.2.3 GRADATION REQUIREMENTS FOR FINE AGGREGATES Amounts passing a given sieve size - percent by weight.
Gradation Nominal Scuare Sieve Size Fine Accrecate Grout Sand 3/8 100 No. 4 95 to 100 No. 8 80 to 100 No. 16 50 to 95 100 No. 30 25 to 60 75 to 95 No. 50 10 to 30 45 to 65 No. 100 2 to 10 20 to 40 No. 200 0 to 5 0 to 10 4
Fineness Modulus 2.'3 to 3.1 1.00 to 10 Fineness Modulus shall not vary more than 0.2 from that of the approved sample.
10.3 SHIPMENT i
All aggregates for class D concrete shall be shipped, handled and stcred in such a manner as to prevent loss of fine
- sand, J
contamination by foreign
- material, breakage of aggregate, and
~
segregation.
Grout sand shall be contained in strong, tight bags and shall be kept free of moisture.
10.4 STORAGE Aggregates shall be stored in approved containers, bins, heavy
- sacks, or on concrete. slabs.
Aggregates which are to be stockpiled for a period of more than two weeks shall be covered with tarpaulins or heavy gauge plastic sheeting until used.
]
=
- .. ;~. -..
- ;~;r.
' ~ - - ~ ~ ~ - - - - -
(
Gibbs & Hill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 34 i
i 10.5 AGGREGATE PROPORTIONS Aggregates shall consist of the following proportions by weight.
Fine aggregates 40 i5 percent Coarse aggregates 60 i5 percent 10.6 SLUMP Slumps shall be held to an absolute minimum with the conditions under which the concrete is placed.
The maximum allowable slump of the concrete shall be not more than 2-1/2 inches.
10.7 MIXER LOADING Ioads shall be reduced to approximately two thirds of the normal O+,
r.ixing volume used for class A and class B concretes.
10.8 VIBRATION Special care shall be exercised to avoid over vibration causing sinking of coarse aggregates.
As a rule of thumb, two thirds of vibration time for class A concrete shall be used for class D vibrating.
10.9 AIR ENTRAINMENT ADMIXTURES Air entrainment admixtures shall not be used for class D
CCncrete.
10.10 FLY ASH Fly ash shall not be used for Class D concrete.
i a
- ~womoe,-ownem - wo
-e am me. meo ww-e4 e me + e meme as er-am w-
Gibbs S Hill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 35 11.0 SHOTCRETE
11.1 DESCRIPTION
The work of this section covers the production and application of shotcrete to the final rock faces of all walls and slopes of excavations for plant structures as required in Section 4.2 of Specification 2323-SS-6, Excavation For Plant Structures.
The prime purpose of the shotcrete coating is to protect rock surfaces exposed to the atmosphere against weathering and to prevent the slaking of exposed claystone seams.
a.
Shoterete shall be applied by the wet-mix method, incorporating an approved accelerator for quick set.
b.
The work shall include trial mixes, preconstruction field tests, and t ? sting during construction.
11.2 HEALTH HAZARD The contractor is reminded that alkali hydroxides and other chemicals contained in shoterete admixtures are moderately toxic and can cause skin and respiratory irritation unless adequate safety measures are undertaken.
When applying shotcrete, nozzlemen and helpers should wear appropriate hoods supplied with filtered air free of toxic or objectionable material.
Gloves and necessary protective clothing should be worn to protect against dermatitis.
The Contractor shall take all necessary precautions to prevent any health hazards in the removal and disposal of flow of water through the shoterete area and of waste rebound material.
11.3
- MATERIALS 11.3.1 CEMENT AND MIXING WATER Cement and Mixing Water shall ccnform to the requirements of Section' 4.0 of this Specification.
o
~r.--.
e.....,.3.--
1.
l (O.
Gibbs & Hill, Inc.
)
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 36 11.3.2 AGGREGATE Fine and coarse aggregate shall conform :<'
% requirements of Section 202, Aggregate, of ACT Z C, P Gommended Practice for 1
l Shotcreting.
Coarse aggregate shall be uncrushed gravel, graded
- from No. 4 to 1/2 inch size.
j 11.3.3 ACCELERATOR An approved accelerating admixture shall be used to develop quick set and early strength.
The admixture shall conform to the requirements of ASTM C494, Chemical Admixtures for concrete, with the following additional requirements, deletions and substitutions:
a.
Additional Requirements The water soluble chloride content of the admixture shall not exceed the quantity that would contribute ten parts per million to the shoterete mixture.
The admixture shall not contain materials corrosive to steel nor shall it encourage i
other detrimental effects such as cracking and spalling.
The admixture shall have a five year minimum history of demonstrable satisfactory performance in a
similar 1
application.
b.
Deletions and Substitutions The following parts of ASTM-C494 are excluded from the requirements of this specification or modified as noted herein:
1.
Delete Paragraphs 8.4 and 8.4.1 2.
Del'ete all of Section 13 l
3.
Delete all of Section 14 4.
Delete paragraph 15.1 and substitute the following; "Three or more test specimens for each type of test and age of test specified in ~ Cable 2 shall be made for each condition of concrete to be compared".
j S.
Delete paragraphs 15.2.1, 15.2.2 and 15.2.3 l
= -
= = = =.
a.=.---..
=_
i O'
1 Gibbs S Hill, Inc.
i l
Specification 2323-SS-9 Revisicn 3 February 9, 1976 Page 37 l
l 6.
Delete paragraph 15.2.4 and substitute; " Test specimens 3 in.x 3 in x 11 in. shall be cut from test panels at 4
23 1/2 hours i 1/2 hour after casting.
Curing of specimens shall be in accordance with the applicable requirements of ASTM-C157.
The moist curing period shall be 14 days".
7.
Delete paragraphs 16.1.1, 16.1.1.1, 16.1.2, 16.1.2.1, and 16.1.3 8.
Delete the first sentence of paragraph 16.1.'4 and substitute the following: " Test specirens shall consist of prisms cut from test panels.
Specimens shall be tested in accordance with the applicable requirements of ASTM-C157 except that the moist curing period shall be 14 days.
11.4 QUALITY CONTROL All mix
- designs, testing, and quality control, shall be the i
responsibility of the Contractor, as outlined in this Specification for concrete.
11.5 PRECONSTRUCTION TESTI1G AND BEQUIREMENTS 11.5.1 ACCELEBATOR i
The accelerating admixture shall be capable of developing the following:
Time of initial setting 3 minutes maximum Time for final setting 12 minutes maximum Compressive strength in 8 hours9.259259e-5 days <br />0.00222 hours <br />1.322751e-5 weeks <br />3.044e-6 months <br /> 400 psi minimum l
The time of setting shall be determined'by the Contractor in accordance with ASTM C266, Time of Setting of Hydraulic Cement by Gilmore Needles, modified as follows:
The accelerator' shall be added to 50 grams of cement in the preparation of the pat, in the approximate percentage to be used in the actual shoterete application.
The minimum possible time interval shall be used to attain the proper mixing without disturbing the initial set of paste.
The compressive strength shall be determined in accordance with ASTM C109, Compressive Strength of Hydraulic Cement
- Mortar,
??i "r***.*.
_g, y-c.
.,e,
,;.m..,
f g:,r w,., n g,, y g,,, e ee-g e w_e ya ap.
. as.
,.g__,,,,,u
(O.
Gibbs S Hill, Inc.
Specification 2323-SS-9 Revision 3
)
i February 9, 1976 Page 38 i
except that the accelerator shall be added to the mortar in the approximate percentage expected to be used in the shoterete mix design.
The accelerator shall not exceed 3%
of the cement content.
11.5.2 DESIGN MIXES At least 90 days before the in-place. application of shotcrete, the Centractor shall develop trial mixes by laboratory tests.
4 Trial mixes shall be made with the sctae ingredients that the t
Contractor proposes to use in the work and he shall certify that 3
the ingredients comply with the Specification.
i Minimum compressive strengths shall be:
400 psi at 8 hours9.259259e-5 days <br />0.00222 hours <br />1.322751e-5 weeks <br />3.044e-6 months <br /> 3,000 psi at 28 days A
sufficient number of trial mixes shall be made to arrive at an optimum mix proportion.
The amount of the accelerator shall be as recommended by the manufacturer or as determined from the test results.
Proportioning of aggregate and cement shall be on a weight basis.
Test specimens for determining compressive i
strengths shall consist of 3-inch diameter by 6-inch cylinders or 6-inch diameter by 12-inch cylinders.
11.5.3 FIELD 'IRIAI.S At least 60 days before the in-place application of shotcrete and after completion of the laboratory tests and their approval, the Contractor shall perform field trials using the selected mix or r.ixes, to demonstrate the capability of equipment, workmanship and materials, under field conditions.
s Field trial shall conform to the applicable requirements of Section 302, Preconstruction Testing Procedure, of ACI 506 and as modified herein.
one test panel shall be constructed for each mix.
This panel shall be in a
vertical position for horizontal gunning to simulate construction conditions.
Test panels shall be cast on i
l wood f'orms measuring 3 feet by 3 feet by 3 inches deep., The. form l
l shall have 3 sides with the bottom open, to allow rebound material to fall free.
4
- +
m c.~
m,,.,
.2-n
,,.[h
.,,y',..
'-.-_p.,y-.d_-.,_,.we,.
^
l
\\
Gibbs S Bill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 39 Test panels shall be cured in accordance with the applicable requirements of ASTM C31, Making and Curing Concrete Compressive and Flexural Strength Test Specimens in the Field.
Specimens shall be obtained, prepared and tested in accordance with ASTM C42.
Three or more compression test specimens for each test age shall be taken from each test panel for compression testing at 8 hours9.259259e-5 days <br />0.00222 hours <br />1.322751e-5 weeks <br />3.044e-6 months <br />, 7 days and 28 days.
All field trial work and testing is to be done in the presence of the Engineer.
11.5.4 REPORTS
'Ihe Engineer shall be furnished copies of all mix proportions and test results.
11.6 EQUIPMENT REQUIREMENTS Iquipment for batching,
- mixing, delivery, and placement shall conform to Section 402, Wet Mix Process, of ACI 506.
11.7 PROFICIENCY OF WOREMEN The shoterete application crew shall have the qualifications-for performing the
- duties, all as outlined in Chapter 5, Qualifications and Duties of Craftsmen of ACI 506.
11.8 CCNSTRUCTION DETAILS 11.8.1 SURFACE PREPARATION Surfaces to be shotcreted shall be cleaned of all loose material, dust, mud and other objectionable
- matter, that may prevent bonding.
Surfaces shall be kept moist from the time they are cleaned until the application of shotcrete.
11.8.2 APPLICATION Shoterete shall be applied in accordance with the application requirements of Section 606, Gunning, of ACI 506, and as follows:
a.
Shoterete shall not be applied to any area until the installed rock bolts have been pull tested where required.
O S
- .ee.
m.
I I
1 a
l Gibbs 6 Hill, Inc.
l Specification 2323-SS-9 1
Fevision 3 February 9, 1976 i
Page 40 i
i l
b.
Non-corrosive pins or nails shall be installed at a spacing of 8 feec in both directions, to establish the thickness of 1
the shotcrete layer.
J l
c.
Shoterete shall be applied in one layer with reinforcement only as required in Section 4.1 of Specification 2323-SS-6 to the thickness shown on the drawings.
No shoterete shall project within the minimum concrete line.
11.8.3 REBOUND AND CONSTRUCTION JOINTS Rebound and Construction Joints shall be governed by the requirements of Section 607, Rebound,
and Section 608, Construction Joints, of ACI 506.
11.8.4 PROTECTION A too rapid drying of the shotcrete coating shall be avoided.
Use of a liquid membrane forming compound will not be permitted.
Protection against~ cold weather shall' be governed by the applicable requirements of Section 614, Curing and Cold Weather Prctection, of ACI 506.
11.8.5 CONTROL OF WATER 1
l Should water flows be encountered, they shall be controlled by
]
pipes, weep holes, panning, chases or cther acceptable methods.
i i
11.8.6 FINISHING No special finishing other than the natural gunned finish, will he required.
11.8.7 TESTING DURING CONSTRUCTION i
The Contractor shall obtain test specimens from the completed shotcrete
- coating, at the rate of 2 specimens for every 100 linear feet of wall or slope.
Specimens shall be 3" diameter and long enough to expose the bond between shoterete and rock.
Specimens shall be cored at the locations designated by the Engineer.
The frequency of taking test specimens may be modified by the Engineer, based on test results.
Specimens shall' be cured in the field under the same conditions as the shotcrete, in accordance with the applicable requirements
.-._: T r :-. : r :" r : - ~._ ':~;. -,...,... -. T : ':~' *: L._. - - - -. - __ - -.
(
Gibbs S Bill, Inc.
Specification 2323-SS-9 Fevision 3 February 9, 1976 Page 41 of ASTM C31.
Specimens shall be obtained, prepared and tested in accordance with ASTM C42.
Not more than 20% of the strength tests shall have values less than the required 28 day strength of 3,000 psi.
The average of any six consecutive strength tests shall be equal to or greater than 3,000 psi.
Copies of all test results shall be furnished to the Engineer.
Holes left by the removal of test specimens are to be plugged with shoterete material.
Drummy or unsound shotcrete shall be removed and replaced, to the satisfaction of the Engineer.
11.8.8 CLEANUP All rebound material lying within the limits of the minimum concrete line is to be removed.
In the disposal cf rebound 4
s
- material, the contractor is reminded of the potential health V
hazard.
i 4
D
.====
== - ---
^ - ^ ^
'O.
l Gibbs & Hill, Inc.
Specification 2323-SS-9 Revision 3 February 9, 1976 Page 42 h
12.0 QUALITY ASSURANCE The Contractor shall establish and implement a Quality Assurance Program which rigidly conforms to the applicable rules and standards as imposed by the Atomic Energy Commission, 10CFR50, Appendix B ANSI N45.2-1971, ANSI N45.2.9 (Draft 11, Rev. 0-January 17, 1973),
ANSI N45. 2.10 (Draft dated 1973),
ANSI N45.2.11 (Draft 2, Rev. 2-May 1973), ANSI N45. 2.12 (Craft 3, j
Rev. 0-May 2, 1973),
ANSI N45.2.13-AEC Extract (Draft dated
~
May 31, 1973) and this specification.
The program shall include pertinent aspects of procurement, fabrication, site erection, inspection, testing, handling, shipping, storing and cleaning.
The Contractor shall sdbmit all fabrication, installation and testing procedures to Tusi for review and comment prior to their use.
This right of review and comment shall also extend to any changes made to the contractor's quality assurance program and
)
procedures during the course of work.
The Contractor shall provide for Right of Access to his plant, f acilities and records for inspection or audit purposes by
- TUSI, TUSI's designated r epresentative, cr other authorized parties such as regulatory agencies.
These provisions also apply to the Centractor's suppliers and subcontractors.
Contractor agrees to stop work and/,or withhold shipment at request of TUSI or its representative until resolution of any major quality assurance or quality control deficiencies.
The Contractor shall establish procedures to assure that all inspection tools, instruments, gages and other measuring and testing devices are in a calibration and control system traceable to the National Bureau of Standards where such standards exist.
When inspection and testing equipment is found to be out of calibration, all items inspected, tested or measured with that equipment since the latest valid calibration shall be considered unacceptable.
Resolution of these cases shall be determined on a 1
case basis, v;
3
.).
CE)
==
=
f Jor:2 TCQ-273 i
Figure 2.7-3 REQUEST NO 27 TEXAS UTILITIES SERVICES, INC.
l
~
COMANCHE PEAK STEAM ELECTRIC STATION FIELD INTERPRETATION / CLARIFICATION REQUESI APPLICABLE SPEC /Q23)7M 9 M J E f,ll:
2323-SS-9
/
REVISION:
2 ISSUED DATE 9-4-75 Yes SAFETY RELATED
~
t
{
l.
STATE *4ENT OF PROBLEM OR QUESTION:
(Attach reference, inqui.ry, if avai1=Me)
Contractor requests approval to use Class "A" concrete for the last i
5 lif t under the valve i.' ' :t.x cank sumps in the Unit 1 containment v.
's
'N mat.
- )
f.
{
y..<
s..g '
y
.uj g~
i Pequested by:
B&R 2-10-76 Pre # by e Date 2-16-76 I
Organization Date W
(_)
2.
EL'E:ZERING EEPLY:
(Attach ccnfirming letters, etc.)
As discussed.with the Design Engineer at the monthly progress meeting on 2-10-76, the use of Class "A" concrete will alleviate the potential l
problem of. improperly consolidated concrete in these areas of congested rebar, and is, therefore, approved for use at the contractor's option.
j The contractor shall document. on as-built drawin e s. the en ent of Class "A" concrete used in the 805 mat nour.
E REXXME'D 'I1bT CI2iTRACIOR (IS)
(15:222k NJIHORIZED 'IO PROCEED as noted above.
a.
I MM[
TITLE Resident Encr.
DATE 2-17-76 (Des.lgn_Qgj.rieer Rc,: sr7.tacive) 3.
REQUEST PROVED AS PF.R E:;GEcswG TECATMI
~
C' 2-d? /* E U, DATE 7
(,
10SI ResidentT.an::ger
/
Distribution: 'IUSI (Dallas) (6) E&R-(!!cus':[n) (i) A:
IH (SY) (4)
TUSI (Field) (2) BLR (Fie'1d) (2)
J j
)
DISTRIBUTION CURRENT DOCUMENT VENDOR CD G-H VENDOR NO 2323-SS-0009 SUFFIX SHEET NO REV NO 3
DISPOSITION STATUS NUMBER OF RECEIPT NUMBER OF NUMBER OF NUMBER OF FINAL INDIV COPIES FROM COPIES COPIES COPIES DISPOSITION CODES DISTRIBUTED FIELD RETAINED RETURNED VOID / LOST COMPLETED 001 001 N
000 000 000 NO 002 001 N
000 000 000 NO 004 9 4 e-7,2 N
000 OOS 001 NO 007 001 N
000 000 000 NO 010 001 N
000 000 000
'NO 013 002 N
000 000 000 NO 021 001 N
000 000 000
.NO 022 001 N
000 000 000 NO
.004 001 N
000 000 001 YES 027 001 N
000 000 000 NO 029 001 N
000 000 000 NO O'"
66i N
000 001 000 YES 034 010 N
000 000 000 NO 035 GG& S.,
N 000 000 001 NO 036 001 N
000 000 000 NO 039 OG&A N
000 001 000 NO
("'341 001 N
000 000 000 NO
()44 004 N
000 000 000 NO h
>f IU )f ljdg;jkdad1F
.), Al,, n'
., hf
, H',.g O
O hu
?!as!?a O
DISTRIBUTION CURRENT DOCUMENT VENDOR CD G-H VENDOR NO 2323-SS-0>09 SUFFIX SHEET NO REV NO 3
DISPOSITION STATUS NUMBER OF RECEIPT NUMJER OF NUMBER OF NUMBER OF FINAL INDIV COPIES FROM COPIES COPIES COPIES DISPOSITION CODES DISTRIBUTED FIELD RETAINED RETURNED VOID / LOST COMPLETED 045 002 N
- 00 000 000 NO C47 00i -
N 900 001 000 YES 055 002 N
000 000 000 NO 056 001 N
000 000 000 NO 058 002-N 000 002 000 YES
--059 001 N
000 000 000 NO 060 002 N
000 000 000 NO 061 002 N
000 000 000 NO
-063 001 N
000 000 000 NO
~ 064 001 N
000 000 000 NO
' 065 001 N
000 000 000 NO 069 001 N
000 000 000 NO 072 See I N
000 001 000 NO O
4 e
O fAk
.. -... ~,. _
O DISTRIBUTION CURRENT DOCUMENT VENDOR CD G-H VENDOR NO 2323-SS-0009 SUFFIX SHEET NO REV NO 3
DISPOSITION STATUS NUMBER OF RECEIPT NUMBER OF NUMBER OF NUMBER OF FINAL INDIV COPIES FROM COPIES COPIES COPIES DISPOSITION CODES DISTRIBUTED FIELD RETAINED RETURNED VOID / LOST COMPLETED 001 001 N
000 000 000 NO 002 001 N
000 000 000 NO 004 008 N
000 005 001 NO 007 001 N
000 000 000 NO 010 001 N
000 000 000 NO 013 002 N
000 000 900 NO 021 001 N
000 000 000 NO O22 001 N
000 000 000 NO 026 001 N
000 000 001 YES 027 001 N
000 000 000 NO 029 001 N
000 000 000 NO 031 001 N
000 001 000 YES 034 010 N
000 000 000 NO 035 003 N
000 000 001 NO 036 001 N
000 000 000 NO (V 041"T039 003 N
000 001 000 NO 001 N
000 000 000 NO 044 004 N
000 000 000 NO e
'l
,[-
A.
I rt 1
O 5
=
~*=,**n, s,.y..r...
= + -
,,y
2 i
j DISTRIBUTION CURRENT DOCUMENT VENDOR CD G-H VENDOR NO 2323-SS-0009 SUFFIX SHEET NO REV NO 3
1 DISPOSITION STATUS i
NUMBER OF RECEIPT NUMBER OF NUMBER OF NUMBER OF FINAL i-INDIV COPIES FROM COPIES COPIES COPIES DISPOSITION CODES DISTRIBUTED FIELD RETAINED RETURNED VOID / LOST COMPLETED j
045 002 N
000 000 000 NO 047 001 N
000 001 000 YES 055 002 N
000 000 000 NO 056 001 N
000 000 000 NO 058 002 N
000 002 000 YES 059 001 N
000 000 000 NO I
060 002 N
000 000 000 NO 06'i 002 N
000 000 000 NO q
063
.001 N
000 000 000 NO 064 001 N
000 000 000 NO 1
j 065 001 N
000 000 000 NO 069 001 N
000 000 000 NO
]
072 002 N
000 001 000 NO 10 l
l I
i i
i S
0 e
!'O l
1
.._,7;_..._*,_~__
~,,2.
a
..... ~..
h
> o l
DISTRIBUTION CURRENT DOCUMENT VENDOR CD G-H VENDOR NO 2323-SS-0009 SUFFIX SHEET NO REV NO 3
j DISPOSITION STATUS i
i NUMBER OF RECEIPT NUMBER OF NUMBER OF NUMBER OF FINAL INDIV COPIES FROM COPIES COPIES COPIES DISPOSITION CODES DISTRIBUTED FIELD RETAINED RETURNED VOID / LOST COMPLETED 045 002 N
000 000 000 NO 047 001 N
000 001 000 YES 055 002 N
000 000 000 NO 056 001 N
000 000 000 NO 058 002 N
000 002 000 YES 059 001 N
000 000 000 NO 060 002 N
000 000 000 NO 061 002 N
000 000 000 NO 1
063 001 N
000 000 000 NO j
064 001 N
000 000 000 NO 065 001 N
000 000 000 NO
/~'369 001 N
000 000 000 NO 2
(sp 372 002 N
000 001 000 NO i
't i
9 g
=-
. = -. - :
_=
O 7 > shi i
t DISTRIBUTION CURRENT DOCUMENT VENDOR CD G-H VENDOR NO 2323-SS-0009 SUFFIX SHEET NO REV NO 3
DISPOSITION STATUS NUMBER OF RECEIPT NUMBER OF NUMBER OF NUMBER OF FINAL INDIV COPIES FROM COPIES COPIES COPIES DISPOSITION CODES DISTRIBUTED FIELD RETAINED RETURNED VOID / LOST COMPLETED-001 001 N.
000 000 000 NO 002 001 N
000 000 000 NO l
004 008 N
000 005 001 NO 007 001 N
000 000 000 NO i
010
-001 N
000 000 000 NO 013 002 N
000 000 000 NO
'i 021 001 N
000 000 000 NO 022 001 N
000 000 000 NO 026 001 N
000 000 001 YES
.027 001 N
000 000 000 NO 029 001 N
000 000 000 NO 331 001 N
000 001 000 YES t.
334 010 N
000 000 000 NO 035 003 N
000 000 001 NO 036 001 N
000 000 000 NO
~
039 002 N
000 001 000 NO 041 001 N
000 000 000 NO 044 004 N
000 000 000 NO i
i
.s b M+ 9 B
4 l
.'O 8
.,2
__,._-_.-._.__,~._..,......__._,.-_,__.__-.-__.,_,,__,,__.,m.,_
O I ST t-T NUT I ON
- LinRE 41 DOCunli;i set: DOR CD G n V2ixDOR NO 232 N :? 9 d SU;~ F i x JFEEi e n cui. > u a
NUzi3 EP GF RECEIPT nut 1BER OF NunRER OF NUMBER OF F i t E-
..:/
CGPLES FRCri COPIES J:GPIES cuPi?J DIJPOSa.,,
Urii
(>I! AlbblED FIELD RdTAINED REFU6dED VOID /LUS CGriPL.E'i _0 001 Qui d
000 000 000 NO v02 001 N
000 000 000 ND 004 067 N
000 005 001 NO 007 001 (4
000 000 000 NO Oi0 001 N
000 000 000 iiO 013 002 N
000 000 000 60 021 06i N
000 000 000 NO v 2.2 001 N
000 000 000' NO 026 001 N
000 000 001 YE3 027 001 N
000 000 000 NO 029 00i N
000 000 000 NO 031 001 N
000 000 000 NO 034 010 N
000 000 000 NO 035 003 N
000 000 001 NO 036 001 fl 000 000 000 NO 03'?
002 N
000 001 000 NO 041 001 N
000 000 000 NO
(
N4 004 N
000 000 000 NO sQD
,L / '
l(t- ^,g
/
p' 16
'/yt I
l,,
i i o
f
/
-.$ f a
.fa; g-l i
l
---yyr---e,--w- - -,
,,--w,p.
-ew,,
me
=----w-y--
-+--,--ep,,----aw---erw-:w.+-,.,w-ow--
--,,--w
-..--.---w
t i
i 1
i i
j i ISTRIBUT I ON CURR:NT DOCUMENi VENCOR CD G-H VENDOR NO 1323-SS-0009 SUFFIX SHEET NU REV NO 3
{
D I &lP O S I T ION STATUS l
NUhBER OF RECEIPT NUMBER OF NUMBER OF NUMDER OF FINAL l
INDIV COPIES
- FROi, COPIES COPIES COPIES DISPOSIT10N TODES DISTRIBUTED FIELD RETAINED RETURNED VOID / LOST COMPLETED i
j 045 002 r
000 000 000 NO 047 001 6
000 001 000 I
n02 N'
000 000 000 NO 056 001 N,
000 000 000 tjQ i
)
058 002 N
000 002 000 yea j
059 001 K
000 000 000 NO i
060 002 N
000 e'
000 NO 061 002 N
000 000 000 NO l
Om3 001 N
000 000 000 NO 4
064 001 N
000 000 000 NO I
065 001 N
000 000 000 NO 069 001 N,
000 000 000 NO 072 002 N
000 001 000 NO i
3 i
jk I
l 1
i i
t i
4 i
i 1,
!'O 1
1 i
[
t L,-- --
~ - - -..
L.,:- :: 2 2
~ ~ =bL.
- ~
n
_ - _ =
/
.i:
'y
,/.
(\\
h 4
i DISTRIBUTION CURRENT DOCUt1ENT c0R CD G-H VENDOR NO 2323-SS-0009 SUFFIX SHEET NO REV NO 3
DISPOSITION STATUS t
NUMBER OF RECEIPT NUMDER OF NUMBER OF NUMBER OF FINAL
.IV COPIES FROM COPIES COPIES COPIES DISPOSITION j
,cf DISTRIBUTED FIELD RETAINED RETURNED VOID / LOST COMPLETED
.44 5 002 N
000 000 000 NO t
047 001 N
000 00i 000 YES 055.
002 N
000 000 000 NO 056 001 N
000 000 000 NO 4
058 002 N
000 002 000 YES 0.01 N
000 000 000 NO 002 N
000 000 000 NO 6
002 N
000 000 000 NO 001 N
000 000 000 NO en 001 N
000 000 000 NO 001 N
000 000 000 NO 069 001 N
000 000 000 NO i
072 002 N
000 001 000 NO l
2
]
\\
%.)
4
{
~
i vil:p.
/j u -
tu, i
l
.. #*./*.s '
5 A /l,,
h O,lJ ~
~
i- :..
- f...
ll:
i i
v j
'.S i
l l
l I
e l
v f
i
._.,m, 7
5
,--~.,-.-,y
_,-w.-
--..,,my--
' b..
[,., r,.,. - -
--...------.,,m_,--www,,-
r f
1
,s
/
DISTRIBUT ION CURRENT DOCUMENT
/ VENDOR CD C-H VENDOR NO 2323-SS-0009 SUFFIX SHEET NO REV NO 3
DISPOSITION STATUS I
NUMBER OF RECEIPT NUMBER OF NUMBER OF NUMBER OF FINAL INDIV COPIES FROM COPIES COPIES COPIES DISPOSITION CODES DISTRIBUTED FIELD RETAINED RETURNED VOID / LOST COMPLETED 001 001 N
000 000 000 NO 002 001 N
000 000 000 NO 004 007 N
000 005 001 NO 007 001 N
000 000 000 NO 010 001 N
000 000 000 NJ 013 002 N
000 000 000 NO 021 001 N
000 000 000 NO 022 001 N
000 000 000 NO 026 001 N
000 000 001 YES 027 001 N
000 000 000 NO 029 001 N
000 000 000 NO 031 Ovi N
000 000 000 NO 034 010 N
000 000 000 NO 035 003 N
000 000 001 NO 036 001 N
000 000 000 NO 039 002 N
000 001 Oo^
NO 041 001 N
000 000 000 NO 044 004 N
000 000 000 NO O
6F J U yl N
'fqA'i
/
/s
'//d f? / 'h S
'O e
9 epeeeegme w =No pq gg*g 9 h-^~
- ^^
- 'W**
DIST-DATE O
TEXAS UTILITIES SERVICES INC.
-D0DD I
s soon anyo Towen.oru.as rex As tuoi 3o777y TCH-1684 JOB NO. 35119harch 17,191'6cn:,;n33
)
ECEIVE %
t,;et. ] ;
Mr. R. E. Hersperger D
BUrshL
}
Gibbs & Hill, Inc.
' g M;a 1 g lg7g 393 Seventh Avenue New York, New York 10001; K070gTI d
ECEIVE W 23
\\
COMANCHE PEAK STElli ELECTRIC STATION k A0tl \\
DOCUMENT STATUS
- - - -W 7gg REF: GTN-7185 FITJ. NO. 5209 b6
- .'s.
_h o
. q(
- t
Dear Mr. Hersperger:
We have reviewed the following documents and have assigned them the following status:
Source Drug / Doc #
Rev.
Title Status
(
GTN-7185 2323-:::;-9 3
Concrete Specification 1
Status No. Definition:
1.
Approved 2.
Approved Except As Noted on Attached 3.
Not Approved - Correct and Resubmit per Attached Cc=ments 4.
For Information Only If you have acy questions or co==ents, please contact this office.
Very truly yours, n444 Robert W. Caudie c,/[lkil Project Manag tr-Nuclear Plants RWC R.':dib cc:
R. E. Hersperger, 0, 3c lq C. H. Catchell, 2c
()
H. C. Dodd, 2c L. A. Ashley, Ic
<-