ML19322A774

App 5D of Oconee 1,2 & 3 PSAR, Qc.

ML19322A774
Person / Time
Site:	Oconee
Issue date:	12/01/1966
From:	DUKE POWER CO.
To:
References
NUDOCS 7911210795
Download: ML19322A774 (16)

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N_.- APPENDLX SD QUALITY CONTROL

1. FIEID WELDING 1.1 SCOPE This procedure outlines the general requirements for welding quality control to assure that all field welding is performed in full compliance with the i applicable job specification.

1.2 QUALIFICATIONS FOR WELDING INSPECTORS Duke Power welding inspectors will be qualified by meeting the following minimum requirements:

a. Inspectors will have a thorough knowledge of the

various welding processes and techniques employed in field construction and shall be able to demonstrate the proper methods for shielded metal-arc welding, gas tungsten-arc welding, gas metal-arc welding and oxyacetylene welding.

( j b. Inspectors will have a minimum of two years previous

,'d welding inspection experience or equivalent experience and training in welding fabrication and nondestructive testing.

c. Inspectors will be required to demonstrate their knowledge of the fundamentals, techniques and application of the inspection methods including visual, magnetic particle, liquid penetrant and/or radiographic inspection.

l'. 3 WELDING PROCEDURES 1.3.1 WELDING PROCEDURE SPECIFICATIONS All welding shall be in strict accordance with approved Welding Procedure Specifications; the appropriate Welding Procedure Specifications for field welds will be prepared, and issued to the field.

1.3.2 WELDER QUALIFICATION All welders and welding operators who are to make welds under a Code or Standard which requires qualification of welders shall be tested and qualified accordingly before beginning production welding. Duke Power Company will be responsible for testing and qualifying its own welders.

The welding inspector will be responsible in all cases for determining r- that the welders have passed the necessary qualification tests.

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1.4 INSTRUCTIONS FOR FIELD WELDING INSPECTORS The general instructions for field welding inspectors follow:

a. Determine that the proper welding procedure speci-fication has been selected to match the base materials being welded and the welding processes being employed.

b. Permit only welders properly qualified under the welding procedure specification to make welds under that procedure.

c. Check to see that the welding electrodes, base filler rod, consumable insert rings, and backing rings all match that which has been specified.

d. Inspect weld joints as necessary prior to welding to insure proper edge-preparation, cleaning, and fit-up.

e. Check to see that the welding machine settings are -

correct and fall within the range of current and voltage spec ified .

f. Check for proper preheat and interpass temperature.

g. Inspect the in-process welding for proper technique, cleaning between passes, and appear ...e of individual weld beads.

1.4.1 POSTWELD HEAT TREATMENT The field welding inspector will inspect each postweld heat treatment (thermal stress relieving) operation to insure conformance with the applicable job specifications. Specific items to be checked shall include the following:

a. A sufficient number and proper location of thermo-couples shall be selected to accurately record temperatures,

b. The thermocouples shall be connected to temperature indicator-recorders which will prnvide a permanent record of the heating rate, holding temperature and time, and the cooling rate.

c. Temperature charts shall be checked for proper heating rate, holding temperature, holding time, cooling rate, and that the proper weld identification is recorded on the chart.

1.4.2 VISUAL INSPECTION OF WELDS The field welding inspectors will be responsible for carrying out the necessary welding surveillance to insure that all welding meets the .

following requirements for visual quality and general workmanship. Visual SD-2 k

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m (V) inspection shall be performed prior to, during, and af ter welding.

All welds beads, passes, and completed welds shall not contain more than acceptable limits of slag, cracks, porosity, incomplete penetration and lack of fusion.

Cover passes shall be free of coarse ripples, irregular surface, non-uniform bead pattern, high crown, deep ridges or valleys between beads, and shall blend smoothly and gradually into the surface of the base metal.

Butt welds shall be slightly convex, of uniform height, and shall have full penetration.

Fillet welds shall be of specified size, with full throat and, unless ota rwise specified, the legs shall be of approximately equal length.

Repair, chipping, or grinding of welds shall be done in such a manner as not to gouge, groove, or reduce the base metal thicknesses.

Where different base metal thicknesses are jointed by welding, the finished joint shall have a taper no steeper than 1:4 between the thick and thin sections.

1.4.3 MAGNETIC-PARTICLE INSPECTION m The field welding inspector will be responsible for determining that magnetic-particle inspection,when required,is properly performed.

When the applicable job specifications require Magnetic Particle Inspection of welds, the field welding inspector will be responsible for determining that the proper technique is followed and that the results are properly interpreted.

Special attention shall be given to the following items for all Magnetic Particle Inspection:

a. Determine that surfaces to be inspected have been properly cleaned and are free of crevices which can produce false indications by trapping the iron powder,

b. Determine that power source, current density, prod spacing, and application of iron powder all comply with the applicable specification requirements.

c. Permit no arcing between the prods and weld surfaces.

d. Interpret all linear or linearly disposed indications as defects.

e. Probe questionable indications by thermal cutting, chipping, grinding, or filing to confirm the presence or absence of actual defects.

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1.4.4 LIQUID PENETRANT INSPECTION The field welding inspector will be responsible for determining that all liquid penetrant inspection when required, is properly performed.

When the applicable job specifications require Liqui ~d Penetrant Inspection for welds, the field welding inspector will be responsible for determining that the proper technique is followed and that the results are properly int e rp re ted .

Special attention shall be given to the following items for all Liquid Penetrant Inspection:

a. Determine that surfaces to be inspected have been properly cleaned and are free of crevices which can produce false indications by trapping the dye penetrant.

b. Check to see that cleaner, dye penetrant, and developer are properly applied and the specified time intervals for dye penetratien and developing are followed.

c. Determine that indications are properly interpreted.

Defects will be identified as red stains against the white developer background. Red lines or linearly disposed red dots are indicative of cracks. Porosity and pinhole leaks appear as local red patches or dots.

d. Examine questionable indications by a 5x or stronger hand lens, and probe by grinding or filing to confirm the presence or absence of defects.

1.4.5 RADIOGRAPHIC INSPECTION The field welding inspectors will be responsible for determining that all rad iographic inspection, when required, is properly performed.

When the applicable job specifications require radiographic inspection of welds, the field welding inspector will be responsible for determining that proper radiographic technique is followed and that the completed films are properly interpreted. The field welding inspector will also review each completed radiograph.

Special attention shall be given to each of the following items for all radiographic inspection:

a. Check the type of film intensifying screens, penetrameters, and source of radiation for conformance to the job specifi-cations.

b. Check the relative location of film, penetrameters, identifying numbers, and radiation source for each typical' exposure.

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4 c. Review all completed film for quality and interpretation of defects. Check the exposed and developed film for proper density and visibility of penetrameters. If there is Radiographic film of unacceptable quality or with questionable indications of defects, the weld shall be re-radiographed.

1.4.6 REPAIRS It will be the responsibility of the field welding inspector to determine  ;

, that all weld defects in excess of specified standards of acceptance will l be removed, repaired, and re-inspected in accordance with the applicable '

job specifications.

1.4.7 RECORDS It will be the responsibility of the welding inspector to determine that proper records of nondestructive testing are kept on file at the jobsite .

2. PRESTRESSING 2.1 GENERAL These instructions and methods describe the quality control standards and measures to be applied in the control, manufacture and field installation for the prestressing phase of construction of the Reactor Building.

I 2.2 EXPERIENCE REQUIREMENTS l

The prestressing system for the containment structure shall be supplied I and installed by an organization which has successfully performed work comparable in size and scope to that involved in this project. Experience documentation shall be submitted as attachments to bid proposals.

2.3 CONTROL 2.3.1 SUPERVISION The Subcontractor shall furnish competent, experienced supervision of the tendon installation and tensioning operation until completion of post-tensioning. The above individual shall exercise close check and rigid control of all post-tensioning operations, as necessary, for full compliance with the requirements stated herein. He shall be directly responsible for the installation of the prestressing system as cutlined herein whether such work is performed by his own personnel or not.  !

Stressing of tendons shall be done by methods and related equipment in con- 1

, formance with the prestressing system to be used by the Subcontractor and I approved by Duke. Variations will be permitted only when so app. roved by Duke.

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2.3.2 INSPECTION OF DUKE'S WORK Subcontractor shall be responsible for the inspection of Duke's handling and installation of tendon sheaths and bearing plates. To this end, he shall provide a competent technical representative to check the installation of these items by Duke. If any of Duke's work or actions jeopardize the Subcontractor's work, he shall notify Duke's Resident Engineer in writing.

Failure to do this constitutes acceptance of Duke's work as it affects Subcontractor's responsibilities.

2.3.3 ARRANGEMENT OF PRESTRESSING TENDONS The configuration of the tendons in the dome is based on a threeway tendon system consisting of three groups of tendons oriented at 120 degrees with respect to each other. The vertical cylinder wall shall be provided with a system of vertical and horizontal (hoop) tendons. Hoop tendons shall be placed in a 120 degree system in which 3 tendons form a complete ring. Six buttresses shall be used as anchorages with-the tendons staggered so that a complete ring is formed from any one buttress. In general, tendon center w center spacing shall not exceed 36 inches nor shall any tendon be closer than 6 inches from surface of any penetration.

2.4 DETAIL SHOP DRAWINGS 2.4.1 SUBCONTRACTOR Upon award of the contract, Duke will furnish prints of engineering design drawings issued for construction of the prestressing work which will give information required for the preparation of shop detail drawings by the Subcontractor. The Subcontractor shall furnish the following detail drawings and erection drawings to Duke:

a. Outside dimensions of sheathing proposed for the various tendon types.

b. Complete details of the post-tensioned wall and dome including dimensional locations of the various tendon types, methods of attaching and maintaining sheath alignment, and necessary equipment and materials to place the tendons.

c. Tendon characteristics indicating the A ss f's f sy and a typical stress-strain curve for the various tendon types to be used as well as tendon force capability for the various types of tendons.

d. Details of anchorages, bearing plates, sheaths for prestressing steel and other accessories pertinent to the post-tensioning system.

e. Erection drawings showing clearly the marking and positioning of tendons, anchorages and sheaths, and details showing

,g alignment and setting tolerances required.

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f. Stressing sequence drawings.

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2.5 PRESTRESSING STEEL 2.5.1 MATERIALS AND FABRICATION High strength steel wires,W "~yk e rr.-i r Err h

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shall be in accordance with ASTM A-416 or A-421 as a minimum requirement.

High strength steel tendons with f's higher than 250,000 psi may be proposed if the other characteristics of the tendons meet the requirements of ASTM A-416.

Wires shall be straightened if necessary to produce equal stress in all wires or wire groups or parallel lay cables that are to be stressed simultaneously or when necessary to insure proper positioning in sheaths.

However, wires showing a permanent set shall not be straightened or installed.

If wires are to be button-headed in the shop or in the field, the button shall be cold formed to a nominal diameter of 3/8" symmetrically about the axis of the wires. If splicting is consistent and appears in all heads or j if there are more than two splits in which the opening exceeds 1/64" per j head, the wire shall be rejected. No forming process shall be used that causes indentation in the wire. Wires showing indentations shall be rejected.

Broken strands and strands showing fabricating defects or welds or joints made during manufacture shall be removed and replaced.

2.5.2 PROTECTION t

v Prestiassing steel shall be protected from mechanical damage and corrosion during shipment, storage, installation and tensioning. A thin film of No-Ox-Id (R) 490, as manufactured by DN L%rn Chemical Company, shall be sprayed on the prestressing steel aftet Uivtication in accordance with the Manufacturer's instructions. The steel ;iull then be wrapped in paper before shipment to the site. The steel shall not be handled, shipped or stored in a manner that will cause a permanent set, notch, change its material properties, expose it to inclement weather or injurious agents such as chloride containing solutions. Damaged or corroded tendons shall be re j e.:ted.

2.5.3 INSTALLATION Prestressing steel shall be installed in the sheaths after the concrete curing period of not less than fourteen days. However, tae prestressing steel shall not remain in the sheath for more than 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> prior to stressing, nor more than 48 hours5.555556e-4 days <br />0.0133 hours <br />7.936508e-5 weeks <br />1.8264e-5 months <br /> prior to greasing.

2.6 ANCHORAGES AND BEARING PLATES 2.6.1 AN ;HORAGES Anchorages shall develop the minimum guaranteed ultimate strer.gth of the tendon and the minimum elangation of the tendon material as required by the applicable ASTM Specification. End anchorages shall be so designed n

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that prestressing forces may be varied during construction without replace-ment of the tendon.

When headed wires ar' used, the outside edge of any hold for prestressing wire through a stressing washer or through an unthreaded bearing ring or plate shall be not less than 1/4 inch from the root of the thread of the washer or from the edge of the ring or plate.

2.6.2 BEARING PLATES Bea ring plates shall be capable of developing the ultimate strength of the tendon and distributing the bearing load evenly over the bearing surface of the concrete. Bearing plates or assemblies shall conform to the following requirements:

a. The transfer unit compressive stress on the concrete directly underneath the plate or assembly shall be in conformance with the ACI Code 318-o3, latest edition. The compressive strength of the concre+e for the wall, dome and the base slab is indicated on Duke's drawings .

b. Bending stresses in the plates induced by the pull of the pre-stressing steel shall not exceed 22,000 psi for structural eteel and 15,000 psi for cast steel, except as experimental data may indicate that higher stresses are satisfactory. For higher strength steel, corresponding higher stresses may be permitted.

c. Materials shall meet requirements of ASTM A-3o for structural shapes or ASTM A-148 Grade 80-40 for cast steel, or higher quality materials approved by Duke to meet strain requirements.

d. Design. fabrication and erection shall meet the requirements of the latest AISC " Specification for the Design, Fabrication and Ere.ction of Structural Steel for Buildings. " All structural welding shall conform to the American #elding Society Standards AWS D.1. 0 Latest Edition, including Qualification Test of Welders.

2. o. 3 - LARGE ANCHORAGES Should the Subcontractor, with Duke's approval, elect to furnish anchoring devices of a type which are sufficiently large and which are used in conjuction with a steel grillage imbedded in the concrete, that effectively distributes the compressive stresses to the concrete, the steel bearing plates or assemblies may be omitted.

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O 2.7 SHEATHS 2.7.1 MATERIALS Sheaths for post-tensioned tendons shall be ungalvanized electric welded tubing and shall meet the following requirements:

a. The internal diameter shall be adequate to allow insertion of prestressing steel after concrete placement,

b. They shall withstand the placing of 50 F concrete at a pour rate of 2 feet per hour (with mechanical vibration) without ovalling or changing alignment.

c. Joints shall not leak laitance.

d. Sheaths shall be protected from corrosion during storage.

2 . 7 .' 2 SHEATH FABRICATION The sheaths shall be cut to length and bent to shape utilizing templates to check and maintain the correct curvature. The bending shall be accomplished without wrinkling the metal. Dented or wrinkled sheaths shall be replaced. Finished bent or straight dimensions shall be in accordance with Subcontractor's approved drawings.

2.7.3 INSTALIATION (BY DUKE)

Sheaths shall be accurately installed in the forms at the location shown on the plans to a tolerance of t one-half (1/2) inch except as otherwise indicated on the drawings. The sheath shall be supported in such a manner as to prevent displacement during concrete placement. The sheath shall be supported at the ends and at such intervals as are in accordance with the Subcontractor's drawings. Damaged or improperly bent sheaths shall not be installed.

2.7.4 CLEANING AND VENTING The Subcontractor shall prevent water from accumulating in the sheaths, Just prior to insertion of the tendon, the eheath shall be cleaned by the use of compressed air or other suitable means.

2.8 CORROSION PROTECTIVE GREASE Corrosion protection shall be provided by grease injected into the sheaths under a pressure of 100 psi measured at the anchorage inlet at a minimum placement temperature of 130 F. Grease shall be No-Ox-Id C-M casing filler '

corrosion prevm tative as manufactured by Dearborn Chemical Company. l Injection procedures shall be in accordance with the manufacturers' instructions.

2.9 PRESTRESSING 2.9.1 TFNSIONING SCHEDULE O" The sequence of tensioning will show the desired residual prestressing forces i

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for each tendon, the anticipated concrete elastic and plastic prestress losses and the maximum prestress forces for each stage of prestressing.

A stage is defined as one connect and disconnect between jacks and tendons along with an incremental change in prestressing force together with any jack movement necessary between stages.

2.9.1.1 Recuirements for Complete Prestressing The detailed 9tressing sequence shall be based on the following general requirements to minimize unbalanced loads and differential stresses in the structure. These general requirements are based on the consideration that the Reactor Building is built including the dome before it is post-tensioned,

a. No significant amount of horizontal or dome stressing will be permitted until sufficient vertical stressing is completed. The required minimum vertical stressing will be determined as part of the final design. The vertical stressing is effective in partially resisting meridional moments and must precede dome and horizontal stressing. Vertical prestressing shall be done by a minimum of six jacks spaced evenly about the circumference.

Stressing positions shall be alternated to prevent concentrations of multiple stressed tendons adjacent to multiple unstressed tendons.

b. Dome stressing will lag vertical stressing but will precede horizontal stressing. It shall also be done with a minimum of six jacks, with two jacks working on a single tendon in each of the three systems oriented at 120 degree. The dome stressing shall be alternated to prevent large concentrations of stressed tendons.

c. Horizontal tendons will also be stressed from both ends.

A minimum af six jacks shall operate to stress a complete ring of tendons prior to moving to another level.

Stressing operations will progress from the top to the bottom taking every fourth or fifth tendon on each successive trip.

2.9.1.2 Recuirements for Partial Prestressing

a. In the partial prestressing sequence as an alternate proposal, only the hoop wall tendons shall be partially prestressed. Every fifth hoop wall tendon shall be stressed to 50 percent of its capacity as the wall construction progresses. Partial prestressing of the section of the wall at the construction opening shall be done by installing temporary anchorages as shown on Duke's drawings.

b. The detailed tensioning schedule will' incorporate this information, along with any steel relaxation, friction

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I and anchorage losses to establish the initial jacking force for each sequential operation. The anchorage j and steel relaxation prestress losses shall be documented

. for the initial prostress forces indicated on the tensioning i schedule. The sequence and procedure for post-tensioning j shall be subject to the approval of Duke.

2.9.2 FORCE AND STRESS hiEASUREMENTS ,

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! Force and stress measurements shall be made by measurement of elongation I of the prestressing steel after taking up initial slack and comparing it with the

force indicated by the jack-dynamometer or pressure gauge. The gauge shall indicate the pressure in the jack within plus or minus two percent. Fo rce-jack pressure gauge or dynamometer combinations shall be calibrated against known precise standards just before application of prestressing forces begins and all calibrations shall be so certified prior to use. Pressure gauges and jacks so calibrated shall always be used together. During stressing, records shall be made of elongations as well as pressures obtained. Jack-dynamometer or gauge combinations shall be checked against elongation of the tendons and the cause of 3

any discrepancy exceeding plus or minus 5 percent of that predicted by calcula-

) tions (using average load elongation curves) shall be corrected and if caused by l differences in load-elongation from averages, shall be so documented. Cali-p bration of the jack-dynamometer or pressure gauge combinations shall be t maintained accurate within the above limits a.nd if requested by Duke Power, shall be recalibrated or newly calibrated combinations substituted during and at the end of the tensioning operations.

j 2.9.3 FORCE APPLICATION

! Partial force application shall not begin until 14 days after completion of concrete placement and final force application shall not begin until 28 days after completion of concrete placement.

2.9.4 STRAIN GAUGE INSTALLATION AND PROTECTION Strain or force gauging devices will be installed on certain tendon areas prior to and/or during installation. These strain devices and others will be monitored during the tensicaing operation and used during subsequent pressure testing. Approximately 12 tendon sets will be so i'nstrumented with load cells.

2.10 TESTS, SAMPLES, INSPECTIONS 0000 Sampling and testing shall conform to ASTM Standard A-421 and as specified l herein.

I Each size of wire from each mill heat to be shipped to the site shall be assigned an individual lot number and tagged in such a manner that each such lot can be i

( accurately identified at the job site. Anchorage assemblies shall likewise be identified. All unidentified prestressing steel or anchorage assemblics received at the job site shall be rejected.

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Random samples as specified in the ASTM Standards stated above, shall be taken from each lot of prestressing steel to be used in the work. With each sample of prestressing steel wires-:; __._.. that are tested, there shall be submitted a certificate stating the manuf acturer's minimum guaranteed ultimate tensile strength of the sample to be tested.

For the prefabricated tendons, one completely fabricated pren.tressing test specimen tendon 5 feet in length, including anchorage as:,emblies, shall be tested for each size of tendon contained in an individual shipping release.

No prefabricated tendon shall be shipped to the site without first having been released by Duke and each tendon shall be tagged before shipment for

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identification purposes. The release of any material by Duke shall not preclude subsequent rejection if the material is damaged in transit or later damaged or found to be defective.

Duke shall be notified when tendons are in place and ready for stressing so that an inspection can be made for its conformance to the drawings and the Specification.

2.1L ACCEPTANCE Final acceptance for warranty purposes shall be the successful completion of the pressure testing of the Reactor Building.

3. CONCRETE 3.1 MIX DESIGN 3.1.1 GENERAL Concrete mixes will be designed in accordance with " Recommended Practice for Selecting Proportions for Concrete" (ACI 613), using materials qualified and accepted for the work, and the strength, workability and other charac-teristics of the mixes will be ascertained before placement. Duke Power's concrete-control laboratory will be set up on the Oconee site. A batch-plant inspector will be provided and testing as shown below will be performed.

Field Control will be in accordance with the " Manual of Concrete Inspection" as reported by ACI Committee 611.

3.1.2 MlX DESIGN Only those mixes meeting the design requirements specified for reactor building concrete will be used. Trial mixes will be tested in accordance witn the applicable ASTM Codes as follows:

Test ASTM Air Content C-231 Slump C-143 l Bleeding C-232 1 Making & Curing Cylinders in Laboratory C-192 Compressive Strength Tests C-39 SD-12 I

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y Eight cylinders will be cast from each design mix for two tests on each I l of the following days: 3, 7, 28, and 90.

1 l Test cylinders will be cast from the mix proportions selected for l

construction and the following concrete properties determined

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l j Uniaxial creep l Modulus of elasticity and Poisson's ratio

! Autogenous shrinkage r i Thermal diffusivity Thermal coefficient of expansion Compressive strength  ;

3.2 TESTS f 3.2.1 AGGREGATES 1

) Aggregate testing will be carried out as follows: I

1. Sand sample for gradation (ASTM C-33 F:ne Agg.)

2. Organic test on sand (ASTM C-40) i

3. 3/4" sample for gradation (ASTM C-33, size #67) i i

4. 1-1/2" sample for gradation (ASTM C-33, size #4)

5. Check for proportion of flat and elongated particles Acceptability of aggregates will be based on the following ASTM Tests.

These tests will be performed by a qualified commercial testing laboratory.

Test ASTM L. A. Rattler C-131 Clay Lumps Natural Aggregate C-142 Material Finer #200 sieve C-ll7 Mortar making properties C-87 Organic impurities C-40 Potential Reactivity (chemical) C-289 Potential Reactivity (mortar bar) C-227 Sieve Analysis C-136 Soundness C-88 Specific Gravity & Absorption C-127 Specific Gravity & Absorption C-128 3.2,2 CEMENT Cement shall conform to ASTM C-150 and tested to ASTM C-ll4. -

3.2.3 WATER t

Water shall be potable and shall not contain impurities in amounts that will 1

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cause . 'hange of more than 25 per cent in setting time for the Portland Cement, nor a reduction in the compressive strength of mortar of more than 5 per cent as compared with results obtained using distilled water.

3.2.4 ADMIXTURES AND FLYAbH If admixtures and/or flyash are used, as to be determined by detailed mix de-sign, they shall conform to applicable ASTM Specification covering such materials and their testing.

3.2.5 CONCRETE TEST CYLINDER 3 Concrete cylinders for compression testing will be made and stripped within 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> after casting and marked and stored in the curing room. These cylinders will be made in accordance with ASD1 C-21, " Ten.tative Method of Making and Curing Concrete Compression and Flexure Test Specimens in the Field."

Slump, air content and temperature will be taken when cylinders are cast and for each 35 yards of concrete placed. Slump tests will be performed in accordance with ASTM C-143, " Standard Method of Test for Slump of Portland Cement Concrete." Air tests will be performed in accordance with ASTM C-231,

" Standard Method of Test for Air Cantent of Freshly Mixed Concrete by the Pressure Method." Compressive strength tests will be made in accordance with ASTM C-39, " Method of Test for Compressive Strength of Molded Concrete Cylinders."

Six standard test cylinders will be obtained and molded for concrete placed O in excess of 10 cubic yards in any one day, with 6 additional cylinders for each successive 100 cubic yards placed. Two cylinders shall be tested at the age of 7 and 1 cylinders shall be tested at the age of 28 days for 3000 psi and 5000 psi concrete and at age 90 days for 4000 psi concrete.

4 REINFORCING STEEL o

4.1 CENERAL All reinforcing steel shall conform to the purchase order specification, and all inspection and testing shall be performed at the mill to ASTM require-ments. Certified mill reports will be submitted for engineering review and approval. Metallurgical inspection and testing of the reinforcing steel will be done in accordance with the ACI Code 318-63, Chapter 8.

Inspection of the reinforcing steel will take place at delivery as well as at erection. The condition of the material must meet all of the requirements of ACI 318-63, as well as any additional requirements made by the inspector.

4.2 SPLICES Number 14S and 18S reinforcing steel for which the ACI Code requires welded

• or mechanical splices will be spliced by welding or by the CADWELD process using full tensile s trength "T" series connections. Quality control will , ,

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be maintained by qualification testing of the individual splicing crews, visual inspection of each completed connection, and random sampling and tensile testing of production splices.

Prior to making any production splices, each individual splicing crew shall prepare sample splices for tensile testing covering each bar size and position to be used in production to qualify. The sample splices must be properly filled, free of porous metal and meet the minimum requirement for tensile strength cf h. :pproprint' '"~ n: ':rd. 45 T d .o;,s j Each production made CADWELD splice will be visually inspected to assure

that sound filler metal is present at both ends of the sleeve and the top I

hole.

In addition to the visual inspection, joints shall be randomly sampled and tensile tested in accordance with the following schedule for each position, bar size and grade of bar:

1 out of the first 10 splices 3 out of the next 100 splices 2 out of the next and subsequent units of 100 splices If any of the sampled splices fail to meet the required minimum tensile strength, a thorough investigation will be made to determine the cause and extent of the defective splices before continuing with the production work.

For reinforcing steel of size #11 and under, lap splices will be permitted in accordance with ACI 318-63, Chapter 8.

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