Text

Engineering Change Package 75220, Rev 0; Reactor Building Concrete Placement, Part 2 of 2
	ML102870905
Person / Time
Site:	Crystal River
Issue date:	09/20/2010
From:	Barnes K; AREVA NP
To:	; Office of Information Services
References
	FOIA/PA-2010-0116 EC 75220, Rev 0
	Download: ML102870905 (135)
	v • d • e

EC 75220, Revision 0 Attachment Z24 Page 1 of 12 DRAFT CRACK REPAIR BY EPOXY INJECTION FOR RESTORATION OF THE CONTAINMENT SHELL Revision: 0 This Specification was prepared for Progress Energy by:

AREVA NP Contractor Signatures:

Prepared By: Date Kristine Barnes Reviewed By: Date Scott Mawhinney Approved By: Date

EC 75220, Revision 0 Probably will not call this Attachment Z24 a "Spec" but more of an Specification No. Pq -2)WYq2 informal document Rev. 0 Page LIST OF EFFECTIVE PAGES Title & Approval Cover Sheet (2 pages) Rev. 0 Pages i - iii Rev. 0 Pages 1 - 7 Rev. 0

EC 75220, Revision 0 Attachment Z24 Specification No. 13Q(P 2 Rev. 0 Page ii REVISION

SUMMARY

Revision Summary No.

0 Initial issue

EC 75220, Revision 0 Attachment Z24 Specification No. PRLC")q 2 Rev. 0 Page iii TABLE OF CONTENTS 1 .0 S c o p e ................................................................................................................................ 1 1 .1 G e n e ra l.......................................................................................................................... 1 1.2 W ork Included ............................................................................................................... 1 2.0 Codes, Standards, and Industry Documents .................................................................... 1 2.1 ACI - American Concrete Institute ................................................................................. 1 2.2 ASTM - American Society for Testing and Materials ................................................. 1 2 .3 O th e r ............................................................................................................................. 2 3 .0 D e fin itio n s ......................................................................................................................... 2 4.0 Technical Requirements .............................................................................................. 3 4.1 Constituent Materials ............................................................................................... 3 4.2 Preparations for Placing Epoxy ................................................................................. 3 4.3 Mixing of Epoxy ............................................................. Error! Bookm ark not defined.

4.4 Placing Epoxy ....................................................................................................... 5 4.5 Curing of Epoxy ........................................................................................................ 5 5.0 Documentation Requirements ..................................................................................... 5 5 .1 Da ily Lo g ....................................................................................................................... 5 6.0 Acceptance Criteria ...................................................................................................... 6 6 .1 Ge n e ra l.......................................................................................................................... 6 6.2 Core Testing ................................................................................................ ............. 6 7.0 Quality Assurance and Control Requirements .............................................................. 7 7.1 Procurement of Materials .......................................................................................... 7 7.2 Qualification Tests for Mixing Effectiveness of Equipment ....................................... 7 7.3 Qualification of Injection Procedures ....................................................................... 7 7.4 Metering Accuracy Test for Batch Mixing ................................................................ 7 7.5 Injection adhesive ....................................................................................................... 8

EC 75220, Revision 0 Attachment Z24 Specification No. OR 5W 2 Rev. 0 Page 1 1.0 SCOPE 1.1 General 1.1.1 This document provides the specification for Crack Repair by Epoxy Injection to be used in restoring portions of the containment building after Steam Generator Replacement (SGR) as part of the delamination repair project at Crystal River 3 (CR3). This sp..ifie^tien inlud.s sterge . f .. nstituent mf.atoriol, bat:hing, m.ixing,*

-pISGiR9 aRd 61-g fthI-9GRGrQE-14 a

1.1.2 This Idocument covers the repair of cracks in concrete by pressure-injecting epoxy into cracks that intersect at least one accessible surface of the concrete member.

1.1.3 Resoration of the SGR opening and repair of the containment delamination at Crystal River 3 is scheduled for the spring of 2010. Epoxy shall be mixed -ai' on site batch plat*fI ,Illl*.i ent materialsst1redo"'e.

1.1.4 This Idocument Icontains sections out of ACI 503.7 which can change their meaning by taking them out of context. To fully understand this specification, users must read the full ACI 503.7 Specification for Crack Repair by Epoxy Injection.

1.2 Work Included 1.2.1 -ery is responsible for all material, labor, logisti c nical resources, and cooressary for e execution of all work within this specification. This inc - -req sfor industrial wastewater dica sos rohe eurmns by the Flon ta ection Agency or any other agencies.

1.2.2 All construction activity and testing of production e as prescribed herein is classified as Safety Related and shall be performed in accordance with a Quality Assurance Program meeting the requirements of 10CFR50 Appendix B.

2.0 CODES, STANDARDS, AND INDUSTRY DOCUMENTS Specifically for this work the following codes, standards and industry documents are included as part of this specification. When in conflict, the more restrictive requirements shall apply.

2.1 ACI - American Concrete Institute 2.1.1 ACI 301-05, Specifications for Structural Concrete 2.1.2 ACI 503.7, Specification for Crack Repair by Epoxy Injection 2.2 ASTM - American Society for Testing and Materials 2.2.1 ASTM C 42, Standard Test Method for Obtaining and Testing Drilled Cores and

EC 75220, Revision 0 Attachment Z24 Specification No. pgQjp* 2 Rev. 0 Page 2 Sawed Beams of Concrete 2.2.2 ASTM C 496, Standard Test Method for Splitting Tensile Strength of Cylindrical Concrete Specimens 2.2.3 ASTM C 881, Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete 2.2.4 ASTM D 695, Standard Test Method for Compressive Properties of Rigid Plastics 2.3 Other 2.3.1 U.S. Department of the Interior, Bureau of Reclamation, Repair and Maintenance of Concrete, Chapter 7 2.3.2 NOS-NGGC-0500, Quality Assurance Hold Point Procedure 2.3.3 MCP-NGGC-0401, Material Acquisition (Procurement, Receiving, and Shipping) 2.3.4 FSAR 1.7.2 Table 1-3 Crystal River Unit 3 Quality Program Commitments 2.3.5 NRC Regulatory Guide 1.33 Quality Assurance Program Requirements (Operation) 2.3.6 ANSI N18.7, Administrative Controls and Quality Assurance for the Operational Phase of Nuclear Power Plants 2.3.7 Sikadur 35, Hi-Mod LV LPL Product Data Sheet, Edition 7.1.2008 2.3.8 Sikadur @ 31, Hi-Mod Gel (1:1 Mix Ratio) Product Data Sheet, Edition 7.1.2008 3.0 DEFINITIONS 3.1.1 Accepted - determined to be satisfactory by the Architect/Engineer 3.1.2 Architect/Engineer - the architect, engineer, architectural firm, or engineering firm issuing Contract Documents or administering the Work under Contract Documents, or both 3.1.3 Bond line - the layer of adhesive that attaches two opposing faces of a crack 3.1.4 on a documents su I o e Contractor as the basis for co *contract forms, contract 3.1.5 Crack face - the exposed intersection of a crack and the surface of the concrete member 3.1.6 Crack repair - the work performed to permit the transfer of tensile stress across the

EC 75220, Revision 0 Attachment Z24 Specification No. PREP*WO* 2 Rev. 0 Page 3 crack 3.1.7 Injection adhesive - the material that is injected into a crack for the purpose of repair 3.1.8 Injection port - a device or passageway in the surface seal through which the injection adhesive is introduced into a crack 3.1.9 Surface seal - the material that is applied to the crack face to contain the adhesive during the injection process 4.0 TECHNICAL REQUIREMENTS 4.1 Constituent Materials 4.1.1 Deliver all constituent materials to the job site in sealed containers with labels intact.

4.1.2 Constituent materials for epoxy production shall be taken from site stores, which have been selected and dedicated for this use through a separate testing program.

4.1.3 Storage of Sikadur @31 Sikadur 31 A and B components should be stored in original, unopened containers in a dry location at 400 to 95 0F (40 to 350C).

4.1.4 Storage of Sikadur 35 Sikadur @35 A and B components shall be stored in original, unopened containers in a dry location at 400 to 95 0F (40 to 350C).

4.2 Preparations for Placing Injection Epoxy 4.2.1 Inspect all cracks to determine ifthey are within the scope described in the JEC 75220 Specificatiens. When roquirod, mcaOSUrc the width ef the ecrock te moake this d"tcmionaticn, nd"mak" the maesuronment at the time of day when th"e cracksare-at-1:imii widest I,, d~uI dt the-surfac of the ......

at. mc Do not repair any crack that is less than 0.005 in at its widest point nor any crack larger than 1/4 in.

4.2.2 Concrete surface should be cleaned and thoroughly prepared to achieve a laitance and contaminant free, open textured surface by blast cleaning or equivalent mechanical means. Prepared surfaces shall be QC inspection per NOS-NGGC-0500.

4.2.3 Unless the crack is in submerged concrete, remove any water that can be seen by visual inspection from the cracks before the injection process, and remove water that appears during the injection process.

4.2.4 Do not inject cracks when the temperature of the concrete is below freezing and

EC 75220, Revision 0 Attachment Z24 Specification No. It9W 2 Rev. 0 Page 4 moisture conditions indicate the possibility of ice on the internal surfaces of the crack.

4.2.5 Do not place epoxy if the temperature of the concrete and the ambient temperature is less than 40'F (4°C).

4.2.6 Set the porting devices as required by the equipment manufacturer. Spacing of the porting devices shall be accomplished as required to achieve the travel of the epoxy resin for the pressure injection grouting between ports and fill the cracks to the maximum.

4.2.7 Mixing of Sikadur 31 Components shall be conditioned to a temperature between 650 and 85' (18° to 29 0 C) prior to mixing.

Pre-mix each component. Proportion 1 part Component 'B' to 1 part Component 'A' by volume into a clean pail. Thoroughly mix for 3 minutes with a Sika paddle on low-speed (400-600 rpm) until uniform in color. Mixed product shall be QC inspection per NOS-NGGC-0500.

4.2.8 Mixed product has a pot life of approximately 60 minutes at 73 0 F for a 500 gram mass and a tack-free time of 1.5 to 2.5 hours5.787037e-5 days 0.00139 hours 8.267196e-6 weeks 1.9025e-6 months at 30 mils thick.

4.2.9 Placing of Sikadur R Imaterial/

Place the neat mixed ,,o,,*,o, -,¢er the cracks to be pressure injected and around each injection port. Placed material shall be QC inspection per NOS-NGGC-0500.

Allow sufficient time to set before pressure injecting.

Set the porting devices as required by the equipment manufacturer. Spacing of the porting devices shall be accomplished as required to achieve the travel of the epoxy resin for the pressure injection grouting between ports and fill the cracks to the maximum.

Sikadur @ 31 must be placed and cured and appropriate injection ports set before injection of Sikadur 35 can begin.

4.2.10 Mixing of Sikadur 35 Components shall be conditioned to a temperature between 650 and 850 (18' to 29°C) prior to mixing.

Proportion 1 part Component 'B' to 2 parts Component 'A' by volume into a clean pail. Thoroughly mix for 3 minutes with a Sika paddle on low-speed (400-600 rpm) until uniformly blended. Mixed product shall be' QC inspection per NOS-NGGC-0500.

Mixed product has a pot life of approximately 90 minutes for 250 grams reducing to approximately 40 minutes for 250 grams at a temperature of 100°F (38 0 C).

EC 75220, Revision 0 Attachment Z24 Specification No. Pqcg q2 Rev. 0 Page 5 4.3 Placing Injection Epoxy 4.3.1 After the test crack(s) has (have) been prepared, conduct the test injection specified in Section 7.3.1. If results do not meet the requirements of Section 6.1, modify crack preparation and grouting procedures, as approved, until satisfactory results can be obtained.

4.3.2 Placing of Sikadur 35 Sikadur 35 is suitable for low or high pressure injection. Inject cracks so that the requirements of Section 6.1 are met. Use automated injection equipment or manual method as described below.

Manual: Load the mixed epoxy resin adhesive for grouting into a disposable caulking cartridge or bulk-loading caulking gun. Inject the prepared cracks with a constant pressure in order to achieve maximum filling & penetration without the inclusion of air pockets or voids in the epoxy resin adhesive. Begin the pressure injection at the widest part of the crack being injected and continue until there is the appearance of epoxy resin adhesive at an adjacent port, thus indicating travel. When travel is indicated, to discontinue or continue the pressure injection from that port should be made by the contractor based on his experience, with the approval of the Engineer.

Continue procedure until pressure injectable cracks has been filled.

Automated: Dispense the epoxy resin adhesive for grouting under constant pressure in accordance with procedures recommended by the equipment manufacturer as required to achieve maximum filling and penetration of the prepared cracks without the inclusion of air pockets or voids in the epoxy resin adhesive. The pressure injection of single or multiple ports, by use of a manifold system, is possible. This decision should be made by the contractor, with the approval of the Engineer.

Continue the approved procedure until all pressure injectable cracks have been filled.

4.3.3 Remove surface seal products (Sikadur 31) and any installed injection ports that protrude from the surface of the concrete.

4.4 Curing of Epoxy 4.4.1 Is there more to this?

5.0 DOCUMENTATION REQUIREMENTS 5.1 Daily Log 5.1.1 Maintain a written daily log for each day of injection work that includes:

" Ambient temperatures at the start and end of the workday and 4 hours4.62963e-5 days 0.00111 hours 6.613757e-6 weeks 1.522e-6 months after the end of the workday;

" Weather conditions, such as rain, snow, and wind, including changes during the shift;

EC 75220, Revision 0 Attachment Z24 Specification No. Pl3R% )(W 12 Rev. 0 Page 6

" Crack cleaning methods, if any, including locations;

" Record of injection adhesive, including manufacturer, product and batch number, and amount used each day; and

" Signature and printed name of person responsible for record keeping.

Submit the log to the Architect/Engineer each workday.

6.0 ACCEPTANCE CRITERIA 6.1 General Injection work is acceptable ifcore testing, as specified in Section 6.2, demonstrates that:

" At least 90% of the depth of the crack in each core is filled with adhesive, and the Do we really want splitting tensile strength of the core taken from that location is at least 90% of the to do destructive splitting tensile strength of a core taken from an uncracked area within 300 mm testing in the (12 in.) of the repaired crack; or areas we

" A splitting tensile test of the core indicates that no more than 10% of the bonded pressure grout?

area of the crack in each core exhibits combined areas of separation of the Defeats the adhesive from the concrete or cohesive failure within the adhesive. If adhesive purpose. Is there penetration or bond strength are not acceptable, stop injection work until the another test/ areas represented by the testing are accepted, and changes in procedures or acceptance materials for continued injection work have been accepted. Reinject adhesive in criteria. the locations where injection has not been acceptable. If partial injection has blocked all access to the cracks on surfaces that can be reached, drill injection holes into the concrete to intersect the crack in their void areas.

6.2 Core Testing 6.2.1 Obtain core samples in accordance with ASTM C 42/C 42M at the time and specific locations designated by the Architect/Engineer. Obtain cores in a manner that includes as much of the bond line of the repaired concrete as possible, unless otherwise accepted by the Architect/ Engineer. Replace cores that do not intersect the crack for at least 75% of the length of the core with cores that meet this criterion.

Examine core samples to evaluate the degree of injection adhesive penetration.

Cores used for evaluation of splitting tensile strength shall be tested in accordance with ASTM C 496/C 496M. Allow 24 hours2.777778e-4 days 0.00667 hours 3.968254e-5 weeks 9.132e-6 months after injection before coring and 72 hours8.333333e-4 days 0.02 hours 1.190476e-4 weeks 2.7396e-5 months after injection before beginning splitting tensile tests. If cores would sever reinforcing steel or other embedded items, do not core, and notify the Architect/Engineer so that an alternative location can be chosen. Obtain cores at the following frequency:

Inspection test Frequency Visual inspection for depth of penetration Three oecr cores from o each ah330first 3010f)teefe m (100 ft), and one core for m (100 ft) thereafter Splitting tensile strength per ASTM C One core for first 30 m (100 ft), and one 496/C 496M core for each 75 m (250 ft) thereafter Obtain minimum 100 mm (4 in.) diameter cores for splitting tensile tests. It is

EC 75220, Revision 0 Attachment Z24 Specification No. PI4P10PQf 12 Rev. 0 Page 7 permitted to obtain nominal 50 mm (2 in.) cores if they are only used to verify adhesive penetration, provided that these cores are wide enough to intersect cracks that may not be perpendicular to the surface where the core is drilled. Mark each core with a unique number and provide a list identifying the location where each numbered core was taken. Mark each of the cores with a "T" for top or "B" for bottom for cores taken vertically, or "H"for cores taken horizontally. Mark the respective end of the core with the letters "IS" (injection side) to indicate the side from which the injection was performed. Adjust the length of cores for testing so that the ratio of core length to diameter is not greater than 2.0 for cores longer than 200 mm (8 in.). The portion of the core furthest from the side from which the injection was performed shall be included in the length of core to be tested. Transfer identification marks on the core ends as necessary to maintain their identity up to the time of test. When testing, align the core so that the crackisin aplane as close to vertical as possible.

Fill core holes as required by the .

7.0 QUALITY ASSURANCE AND CONTROL REQUIREMENTS 7.1 Procurement of Materials 7.1.1 Epoxy constituent materials shall be acquired in accordance with MCP-NGGC-0401 except as herein specified. The constituent materials shall be classified as material quality level 2 - Commercial Grade Item and dedicated per this procedure.

7.2 Qualification Tests for Mixing Effectiveness of Equipment 7.2.1 Before the start of the test injection Work specified in Section 7.3, conduct the bond strength 2-day cure and compressive yield and compressive modulus tests in ASTM C 88 1/C 881 M on the specified injection adhesive processed with the equipment and tools to be used to meter, and mix the injection adhesive in the Work. If the test results do not meet the requirements of ASTM C 881/C 881M, modify or replace the equipment.

7.3 Qualification of Iniection Procedures 7.3.1 Test injection - As the first item of Work, repair a test crack selected by the Architect/Engineer not less than 3.0 m (10 ft) in total length. If there are no cracks at least 3.0 m (10 ft) in length, the Architect/Engineer will select a number of shorter cracks whose total length will approximately equal 3.0 m (10 ft). Inject the test crack(s) using the specified injection adhesive. Use the same surface seal, equipment, and application methods that are to be used in executing the Work. Meet the requirements of Section 6.0. Do not begin the remaining injection work until the equipment and application methods are accepted.

7.4 Metering Accuracy Test for Batch Mixinq 7.4.1 For every batch of adhesive mixed, record the amount of each component and the total amount of mixed adhesive within +/-3%. Maintain a record of all batches, including date, time, and mixture ratio.

EC 75220, Revision 0 Attachment Z24 Specification No. PR4XPQ10 12 Rev. 0 Page 8 7.5 Injection adhesive 7.5.1 When the results of splitting tensile core testing, as specified in Section 6.2, do not meet the requirements of Section 6.1, make three compressive strength specimens to verify that the adhesive and injection equipment meet the requirements of this Specification. Make the specimens with injection adhesive that has been metered and mixed with the equipment used in the Work. Fabricate these test specimens by injecting the injection adhesive into metal molds with dimensions consistent with the requirements of Section 6.2 of ASTM D 695. Use an accelerated cure schedule provided by the manufacturer to cure the specimens. Ifthe manufacturer does not provide an accelerated cure schedule, cure the specimens for 24 +/- 1 hour1.157407e-5 days 2.777778e-4 hours 1.653439e-6 weeks 3.805e-7 months at 52 +/- I

°C (125 +/- 2 'F). Tests results shall meet the compressive strength requirement of ASTM C 881/C 881 M. Ifthe compressive strength requirement is not met, stop injection work until the equipment and materials comply with this Specification. Ifthe tests indicate the adhesive and equipment comply with the specification, stop work and notify the Architect/Engineer.

PCHG ENGINEERING CHANGE EC 75220 ATTACHMENT 2 Sheet 1 of 1 Record of Lead Review Document BPI Field Splicing Manual (SM01) Revision 0 The signature below of the Lead Reviewer records that:

- the review indicated below has been performed by the Lead Reviewer;

- appropriate reviews were performed and errors/deficiencies (for all reviews performed) have been resolved and these records are included in the design package;

- the review was performed in accordance with EGR-NGGC-0003.

E] Design Verification Review [ Engineiering Review F- Owner's Review EL Design Review F-1 Alternate Calculation r- Qualification Testing

[- Special Engineering Review El YES r- N/A Other Records are attached.

John Hollidav Civil 8/26/2008 Lead Reviewer(_ (printlsign)I Discipline Date Item Deficiency Resolution No.

NONE I

FORM EGR-NGGC-0003-2-10 This form is a QA Record when completed and included with a completed design package.

Owner's Reviews may be processed as stand alone QA records when Owner's. Review is completed.

FEGR-NGGC-0003 Rev. 10 ATTACHMENT Z26R0 Page 1 of 31

B B ,IN ill Vag I kyV JI

3 - #18 Reinforcing Bars Field Press Models:

BG250 i v BG400 BG750M BG1 140M a Caution:

Read Carefully 11 Read this splicing manual, including I

safety instructions, prior to operating equipment.

ATTACHMENT BEarSplice SUBSIDIARY OF FC INDUSTRIES, INC.

Installationof BPI-GRIP Couplers Using Field Presses PCHG ENGINEERING CHANGE EC 75220 CAUTIONS - READ CAREFULLY For your safety and for proper installation, before proceeding with splicing or operation or handling of equipment, read and thoroughly understand the instructions in this manual. Retain these instructions for future reference.

DO NOT USE EQUIPMENT FOR ANY PURPOSE NOT DESCRIBED IN THIS MANUAL.

DO NOT USE SWAGING DIES ON ANY PRODUCT NOT SUPPLIED BY BPI.

NOTICE At the time of printing, the information contained herein is believed to be complete and accurate.

Product design changes may occur due to normal development or improvement.

Barsplice Products, Inc., BPI, reserves the right to make changes, design modifications, corrections and other revisions as it sees fit without notice. Check with manufacturer. All products described herein are supplied in accordance with BPI's Standard Terms and Conditions of Sale. Aspects of structural design, evaluation of product fitness for use, suitability or similar attributesare the responsibilityof others.

This manual is intended for use by operators, inspectors, and engineers.

Questions should be referred to:

Barsplice Products, Inc.

4900 Webster Street Dayton, Ohio 45414 USA www.barsplice.com TELEPHONE: (937) 275-8700 FAX: (937) 275-9566 EMAIL: bar(@,barsplice.com ATTACHMENT Z26R0 Page 3 of 31 SMVO1 1 OF 29 Revision: 12/13/07

Installation of BPI-GRIP Couplers Using Field Presses PCHG ENGINEERING CHANGE EC 75220 BPI-GripTM Systems FIELD APPLIED TENSION/COMPRESSION MECHANICAL SPLICES Section Description Page 1.0 EQ UIPM ENT DESCRIPTIO N ...................................................................................... 3 2.0 P R E PA RAT IO N ......................................................................................................... 5 3.0 THE ELECTRICAL SUPPLY ........................................................................................ 7 4.0 CONNECTING PRESS TO PUM P ................................................................................ 8 5 .0 D IE INS TA LLA T IO N .......................................................................................................... 9 6.0 OPERATION AND CARE OF EQUIPMENT ............................................................. 10 7.0 REBAR PREPARATION, INSPECTION, PRECAUTIONS ......................................... 11 8.0 SWAGING PROCEDURE FOR BPI-GRIP COUPLERS ........................................... 12 9.0 SWAGING PROCEDURE FOR BPI-GRIP TRANSITION COUPLERS ..................... 15 10.0 INSPECTION AND QUALITY CONTROL FOR BPI-GRIP COUPLERS .................... 19 11.0 SWAGING TIPS - RIGHTS AND WRONGS ............................................................. 20 12.0 BPI SWAGING DIE QUALITY ASSURANCE PROGRAM ......................................... 21 13.0 GENERAL SAFEGUARDS AND PRECAUTIONS .................................................... 22 14.0 TROUBLESHOOTING PE400 PUMP UNIT .............................................................. 23 15.0 TROUBLESHOOTING PE55 PUMP UNIT ................................................................ 26 ATTACHMENT Z26R0 Page 4 of 31 SMO1 2 OF 29 Revision: 12/13/07

Installation of BPI-GRIP Couplers Using FieldPresses PCHG ENGINEERING CHANGE EC 75220 1.0 EQUIPMENT DESCRIPTION 1,1 The splicing equipment consists of a hydraulically operated field press fitted with a two-piece die set. A high-pressure hydraulic hose connects the press to a high-pressure pump. The pump is driven by an electric motor.

1.2 A foot pedal controls the system. When the foot pedal is depressed, hydraulic fluid is pumped along the hose to the press. The ram of the press extends so as to push one die towards the other. The dies swage (squeeze) the coupler onto the rebar. The coupler deforms around the profile of the rebar so that it interlocks with the rebar.

1.3 Releasing the foot pedal causes the ram to retract and the dies to separate so that the rebar and coupler can be repositioned for the next "bite".

1.4 The Field Swaging systems consist of the following:

1.4.1 Field Press - for cold swaging BPI couplers. Featuring: a single-acting hydraulic cylinder and provision for lifting horizontally and vertically.

1.4.2 Two-piece die sets are color coded.

1.4.3 Hydraulic pump unit can be supplied in one of two sizes depending on electrical requirements at the jobsite.

1.4.3.1 PE400 Pump - 10 HP electric motor, wired 230 volts or 460 volts (as required) 3 phase, 30 amp or 15 amp current draw; 3 position 4 way solenoid valve control, operated by a foot control. Pressure switch automatically cuts off the pressure at 10,000 psi minimum, (10,600 psi maximum). Certified hydraulic pressure gauge is fitted to the pump.

Figure 1A shows the complete system.

1.4.3.2 PE55 Pump - 1 18 HP electric motor, wired 115 volts (or other voltage as required) 1 phase, 30 amp current draw, automatic valve control, operated by a foot control. Pressure switch automatically cuts off the pressure at 10,000 psi minimum, (10,600 psi maximum). A certified hydraulic pressure gauge is fitted to the pump. Figure 1B shows the complete system.

1.4.4 High-pressure hose - 10,000 psi working pressure, specially braided for flexibility and strength. Do not use any hose except that provided by Barsplice Products, Inc.

(BPI).

ATTACHMENT Z26R0 Page 5 of 31 SMO1 3 OF 29 Revision: 12/13/07

Installationof BPI-GRIP Couplers Using Field Presses PCHG ENGINEERING CHANGE EC 75220 FIGURE 1A:

FIELD SWAGING SYSTEM WITH PE400 PUMP PE400 HYDRAULIC PUMP support (by others) 0 .electric 0

motor eye bolt die handle high pressure hydraulic hose electric power swaging die set FIGURE 1B:

FIELD SWAGING SYSTEM WITH PE55 PUMP support (by others) PE55 (115 volt)

HYDRAULIC PUMP eye bolt die handle -

C swaging -

die set foot pedal / electric Press power

/

ATTACHMENT Z26R0 Page 6 of 31 SM01 4 OF 29 Revision: 12/13/07

Installation of BPI-GRIP Couplers Using FieldPresses PCHG ENGINEERING CHANGE EC 75220 2.0 PREPARATION 2.1 Make sure you have everything shown on packing slips and/or equipment records. Identify and record model numbers and date(s) received in case you need to discuss the system with BPI.

2.2 Check the equipment for damage which might have occurred in transit i.e., broken wires, bent or loose fittings, leaking fluid, cracked/broken glass on the pressure gauge. Check the press for bent, broken, cracked or distorted parts. Call BPI if you suspect anything is wrong or if anything seems to be missing.

2.3 DO NOT USE MISUSED OR DAMAGED EQUIPMENT. PERSONAL INJURY MAY OCCUR.

2.4 If after reading the instructions in this manual you are not sure about the system, call BPI. By arrangement, a technician can come to your job-site to train and certify personnel in the safe and correct operation of splicing equipment.

2.4.1 Choose a method of supporting the Field press, i.e. suspend from scaffolding or suitable support using a chain-fall, come-along, etc. Eyebolts are provided on the press and these eyebolts may be fitted in alternative positions to suit horizontal, diagonal and vertical applications. If the Field press is to be used as a "Bench Press", it may be placed on a bench and secured to the bench using suitable clamps, bolts or lag screws. Figure 2 shows the nominal press dimensions.

2.4.2 Position the pump at the work area so that the hose can be connected between the pump and press without kinking or twisting. Before first use, check the pump over for any damage which might have occurred during transit; i.e. broken wires, loose fittings, leaking fluid. Inspect the pressure gauge on the pump and make sure the face is not cracked or broken.

2.4.3 Check the hydraulic fluid level at the pump filler cap. If the fluid level is low, clean the area from around the filler cap, remove the cap and fill to the screen within the tank. Do not overfill or add fluid when the equipment is running. The pump is shown in Figure 3.

2.4.4 Hydraulic Fluids Some interchangeable hydraulic fluids are:

MANUFACTURER TRADE NAME Amoco Oil Co. Rykon #46 or Amoco AW46 Conoco Inc. Super Hydraulic Oil 46 Exxon Co. Nuto 46 Phillips Petroleum Magnus A Oil 46 Pennzoil Co. AW Hydraulic Oil 46 Shell Oil Telius 46 Standard Oil HLP 46 Boron Oil Industron 48 Texaco Rando Oil HD 46 Union Oil Co. Unax AW46 The fluid is classified as ISO viscosity grade 46, high-pressured anti-wear hydraulic fluid.

(Viscosity at 100 degrees Fahrenheit = 194-236 SUS).

DO NOT USE ANY TYPE OF HYDRAULIC FLUID NOT RECOMMENDED BY BPI.

ATTACHMENT Z26R0 Page 7 of 31 SMO1 5 OF 29 Revision: 12/13/07

Installation of BPI-GRIP Couplers Using Field Presses PCHG ENGINEERING CHANGE EC 75220 FIGURE 2:

FIELD PRESSES (DIMENSIONS IN INCHES)

SIDE VWIEW TOP VIEW BG250 PRESS BG400 PRESS t ~t BG750M PRESS t l ,

S.BGH4-O PRESS I'A TACHMENT Z26R0 iei- Page 8 of 31 SMO1 6 OF 29 Revision: 12/13/07

Installation of BPI-GRIP Couplers Using Field Presses PCHG ENGINEERING CHANGE EC 75220 3.0 THE ELECTRICAL SUPPLY 3.1 Have a qualified person check the power source, cords, plugs, receptacles and switches for conformance to all national and local standards.

3.2 DO NOT CONNECT OR USE THE EQUIPMENT UNTIL A SAFETY CHECK HAS BEEN COMPLETED.

3.3 The PE400 pump has been pre-wired for 230 volts or 460 volts (as required), 3 phase, 60 Hz. DO NOT ATTEMPT TO USE THE EQUIPMENT AT THE WRONG VOLTAGE.

REQUIRED VOLTAGE MUST BE AT PUMP. CHECK ALL PHASES WITH VOLTMETER.

DO NOT USE IF THERE IS A PHASE IMBALANCE.

3.4 The PE55 pump has been pre-wired for 115 volts or 230 volts (as required), single phase, 60 Hz. DO NOT ATTEMPT TO USE THE EQUIPMENT AT THE WRONG VOLTAGE.

REQUIRED VOLTAGE MUST BE AT PUMP.

3.5 DO NOT USE EXCESSIVELY LONG POWER CORDS WHICH CAUSE POWER LOSS AND VOLTAGE DROP AT THE PUMP. Use heavy duty 8-gauge wire. Always make sure that the power supply and pump are properly grounded (earthed).

3.6 Make sure that the voltage at the pump motor is correct when the pump is running at maximum pressure.

3.7 DO NOT OPERATE THE EQUIPMENT UNDER LOW VOLTAGE. Incorrect power supply will cause the motor to overheat and cut-out.

See GENERAL SAFEGUARDS AND PRECAUTIONS, SECTION 13.0.

ATTACHMENT Z26R0 Page 9 of 31 SMO1 7 OF 29 Revision: 12/13/07

Installation of BPI-GRIP Couplers Using FieldPresses PCHG ENGINEERING CHANGE EC 75220 4.0 CONNECTING PRESS TO PUMP 4.1 The pump supplied with the Field press can only be used with a Field press.

4.2 The Field press is a "single acting, spring return" press which requires the connection of a single hose from the high-pressure side of the pump.

4.3 The pump unit is shown in Figure 3.

4.4 Connect the pump to the Field press using one (1) BPI high-pressure hydraulic hose. Hose connectors or quick-disconnect fittings must be wiped clean of dust, grit and water or other contamination before assembling. Make sure that the fittings are fully seated and tightened during assembly. No threads should be visible after proper assembly.

4.5 CAUTION

THE SYSTEM PRESSURE IS VERY HIGH. USE ONLY HOSE SUPPLIED BY BPI.

4.6 Never try to operate the equipment unless the hose is properly connected. Damage to the equipment will occur.

FIGURE 3:

PUMP UNITS PUMP UN'IT (MODEL PES) PUMP UNIT (MODEL PE400)

XCU~MM PRDTCTVE CAS Ir el~ectri c motor ATTACHMENT Z26R0 Page 10 of 31 SMO1 8 OF 29 Revision: 12/13/07

Installationof BPI-GRIP Couplers Using FieldPresses Ps5J DIE INSTALLATION ENGINEERING CHANGE EC 75220 5.1 There are two halves to each die set. One half is attached to the moving ram of the press.

The other half (outer die) is held in a "leg yoke" by means of a removable outer die pin.

Figure 4 shows the die set installation.

5.2 To Remove the Dies 5.2.1 Retract the ram, switch off the pump.

5.2.2 Remove the outer die first by taking out the outer die pin and then sliding the die block from the leg yoke (ref. Figure 4).

5.2.3 Remove the inner die by loosening two (2) inner die screws and by pulling the die forward and off the locating pins on the ram of the machine.

5.3 To Install the Dies 5.3.1 Make sure you have the correct die set by the rebar size which is stamped on the die set and the die color code which must match the coupler color code. Keep die sets together as pairs; make sure the same serial number is stamped on each half.

Clean up the sliding surfaces.

5.3.2 Refer to Figure 4. The inner die must be fitted into the press first. Slide the inner die into the leg yoke of the press and locate it onto the ram. Fix in place using two BPI die locking screws. Note: Use only BPI locking screws, no other type of screw will fit.

5.3.3 The outer die is the removable die. Fit a BPI handle to one side of the die along with the locating plate. Slide the die into the leg yoke so that it locates on the seats as shown in Figure 4.

5.3.4 Push the BPI outer die locating pin into position. You must insert this pin every time you make a splice. Failure to comply will result in extensive damage to the press.

5.3.5 WARNING

In use, the ram of the press pushes the inner die towards the.outer die under great force to deform steel couplers onto rebar. Pinch points exist at the point of operation on dies. IT IS CRITICAL THAT A PERSON NEVER PLACE ANY PORTION OF ONE'S BODY IN THE AREA BETWEEN THE DIES WHEN THE OUTER DIE IS IN PLACE, AND THE HYDRAULIC SYSTEM IS HOOKED-UP WITH THE ELECTRICAL SOURCE CONNECTED.

FIGURE 4: DIE SET INSTALLATION Ram* PI de AC T6uBPI

[* plat handle Locating locking Outer

__ --- *Seat ATTACHMENT Z26R0O .. ,; Outer . .... Page 11 of 31 die pin SMO1 9 OF 29 Revision: 12/13/07

Installationof BPI-GRIP Couplers Using Field Presses PCHG ENGINEERING CHANGE EC 75220 6.0 OPERATION AND CARE OF EQUIPMENT 6.1 Switch the pump "ON" at the pump (if PE400, 3-phase). Note: The PE55 pump is designed to run only when the foot pedal attached to the pump unit is depressed.

6.2 With the hydraulic press properly connected to the pump unit, check that the ram extends and retracts by alternately depressing and releasing the foot pedal. Remove your foot from the foot pedal if a problem develops (example: leak).

6.3 Check that the pressure reaches 10,000 psi minimum (10,600 psi maximum) when making a "bite". If the pressure switch cuts-out too low, make the necessary adjustment to the pressure switch by loosening the locknut and turning the slotted screw inwards a little at a time. Do not tamper with hydraulic valves. (Ref. Figure 5). Re-tighten the locknut at the correct pressure.

INCREASE FIGURE 5: PRESSURE S\MTCH ADJUSTMENT SCREW /,

6.4 The pressure gauge on the hydraulic pump should be checked for accuracy at least every 200 connections and/or whenever damage may have occurred.

6.5 To check the pump pressure gauge, connect an in-line calibrated and certified 'TEST' pressure gauge.

6.6 See that nothing obstructs airflow around the pump unit. Keep the unit clean for maximum cooling.

6.7 Each day, check the hydraulic fluid level, check the hydraulic hose for cuts and leaks and check the electrical power cord for cuts and damages.

6.8 At all times, make sure dirt and water do not enter the hydraulic system.

6.9 Ifyou disconnect the hose, always make sure there is no pressure in the system. Replace dust caps afterwards.

6.10 Cleanliness is the key to minimum breakdowns of the equipment. Any type of sand, dirt, grit, or foreign objects that get into the pump or press can cause irreversible damage.

When not in use, store the equipment in a dry location where the possibility of damage is minimized.

PBTdHM*Seet2NERAL SAFEGUARDS AND PRECAUTIONS, Section 13.0. Page 12 of 31 SMVO1 10 OF 29 Revision: 12/13/07

Installation of BPI-GRIP Couplers Using Field Presses PCHG ENGINEERING CHANGE EC 75220 7.0 REBAR PREPARATION, INSPECTION, PRECAUTIONS 7.1 Bar ends must be straight. Be sure shear blades are not dull. Be sure shear machine is correctly set-up and blades are in proper alignment. DO NOT USE BARS WITH BENT OR CURVED ENDS.

7.2 On flame cut rebar ends and shear cut ends, remove any excessive slag or shear lips which prevent proper insertion of the rebar into the coupler or cause misalignment.

CAUTION: DO NOT OVER-GRIND OR EXCESSIVELY ROUND-OFF REBAR ENDS.

7.3 Saw-cut ends normally do not require further preparation. When straightness of coupler to rebar is critical during assembly of the bars in the field or if there are problems with the shear method or shear line equipment, then saw cutting of the rebar ends is recommended.

7.4 Ensure rebar ends are cleaned of heavy dirt, grease, concrete or loose matter as would be done on rebar prior to a concrete pour.

7.5 If deformations have been omitted to accommodate mill marks, that portion of rebar should not be inserted into the coupler unless pre-qualified by tests which simulate the condition.

7.6 If the rebar longitudinal ribs are excessively high and prevent the proper insertion of the rebar into the coupler, they should be removed by grinding. A "bar-end check" ahead of time using a BPI-Grip coupler as a gage can preclude this condition.

7.7 It is not permissible to crush excessively high longitudinal ribs and circular deformations.

ATTACHMENT Z26RO Page 13 of 31 SMO1 11 OF 29 Revision: 12/13/07

Installation of BPI-GRIP Couplers Using Field Presses PCHG ENGINEERING CHANGE EC 75220 8.0 SWAGING PROCEDUREFOR BPI-GRIP COUPLERS 8.1 Make sure the correct dies have been installed in the press by referring to the stamping and/or to the color codes shown in the table following Figure 6. The color code of the coupler must match the color code of the die set.

8.2 Insert the rebar one-half the coupler length by using a BPI depth gauge or twist on a piece of tie-wire at the insertion mark if it helps (see Figure 6). The rebar should slide in easily; if it does not, check for excessive shear lip, excessive shear drag or high longitudinal ribs.

DO NOT TRY TO FORCE REBAR INTO THE COUPLER. DO NOT USE BARS WITH BENT OR CURVED ENDS.

8.3 Insert the coupler and rebar between the dies. Adjust the position of the coupler so that the bite area of the dies is over the rebar and offset from the center as shown in Figure 6.

DO NOT ATTEMPT TO SWAGE ANY PART OF THE COUPLER WITHOUT REBAR INSERTION.

FIGURE 6 INSERTION MARK KCENTERLINE OF COUPLER I/2-COUPLER LENGTH OFFSETý -1 - MARK AND/OR TIE WIRE TO POSITION COUPLER mmIE FOR POSITIONING d

INSPECTION DDEU I I

I!

BPI DEPTH GAUGE>

12" (SUGGESTED)

BPI-Grip (BarGrip) BPI-Grip (BarGrip XL) BPI-Grip (BarGrip UXL)

REBAR REBAR COUPLER REBAR COUPLER REBAR COUPLER REBAR COUPLER SIZE SIZE LENGTH INSERTION LENGTH INSERTION LENGTH INSERTION & DIE (US) (US rnetric) (inch) (inch) (inch) (inch) (inch) (inch) COLOR CODE No. 3 10 2 1 31/4 1/8 41/2 1 1/4 ORANGE No. 4 13 2 1/2 1 1/4 4 2 51/4 2.5/8 PINK No. 5 16 3 1/8 1 9/16 43/4 2 3/8 6 3 RED No. 6 19 33/4 18 51/2 2 3/4 63/4 33/8 YELLOW No. 7 22 43/8 2 3/16 61/4 31/ 71/2 33/4 BLUE No. 8 25 5 2 1/2 7 3 1/ 81/2 41/4 BLACK No. 9 29 5 1/ 2 34 7 1/2 3 3/4 91/ 45% RED No. 10 32 65/16 31/8 8 4 4 1/8 10 5 YELLOW No. 11 36 67/8 37/16 9 4 1/ 10 3/4 53/8 BLUE No. 14 43 83/4 4% 11 51/2 13 6 1/2 PINK No. 18 57 12 6 14 7 16 8 RED 8.4 After the coupler is in place and the rebar has been properly inserted, depress the foot pedal to close the dies and allow the pressure to rise to 10,000 psi minimum (10,600 psi maximum) at which time the pressure will automatically shut off. Release the foot pedal to retract the dies. If you make a mistake or there is a problem, always remove your foot from the foot pedal.

ATTACHMENT Z26R0 Page 14 of 31 SMO1 12 OF 29 Revision: 12/13/07

Installation of BPI-GRIP Couplers Using Field Presses PCHG ENGINEERING CHANGE EC 75220 8.5 If two bites are required to half-swage a BPI-Grip coupler to the first reinforcing bar, the second bite should overhang the edge of the coupler at the point of entry of the rebar by 1/8 inch as shown in Figure 7A. If more than two bites are required, the second and additional bites should overlap the previous bite by / - / inch as shown in Figure 7B. Keep in mind that the end bite should always overhang the edge of the coupler by / inch.

FIGURE 7A FIGURE 7B directi on -- O LJwEH 4L__HOVRLA 0,--toEFH1\

8.6 Once the coupler is repositioned for the second bite, depress the foot pedal to close the dies. Allow the pump pressure to reach 10,000 psi and automatically shut off. Release the foot pedal to retract the dies. When correctly installed, half-swaged BPI-Grip couplers will be as shown in Figure 8.

FIGURE 8 Final Length _Oriina_ Length

ý] _T= 2 ' -- A**L 2 -- A" l I *rI . . . . . . INSPECTION MAWK 8.7 Make an inspection mark 12" from the end of the rebar as shown in Figure 8 and insert the second rebar so as to abut against the first bar.

8.8 Continue to make overlapping bites starting at the middle and successively overlapping in an outward direction of travel so that the entire coupler is swaged (see Figure 9). Refer to the table following Figure 10 for the minimum number of bites to fully swage a BPI-Grip coupler to rebar. As before, bites should overlap 1" to '/" unless the bite overhangs the end of the coupler in which case the overhang should be %".

m _

FIGURE -J swaqinq A +

.......... 2nd Rebar I I 1 I I L I-.

i Hi

~,.

II II li

.________I__......_ I*.,. JL LJL 84I-O OVERLAP ATTACHMENT Z26R0 Page 15 of 31 SMO1 13 OF 29 Revision: 12/13/07

Installation of BPI-GRIP Couplers Using Field Presses PCHG LNUINLLRING CH-ANGE EC 75220 8.9 A fully swaged BPI-Grip coupler will appear as shown in Figure 10. NOTE: There should be no parts of the coupler that remain unswaged.

FIGURE 10

]DDE DL1 K-L (tergfh before swaging)

Lf (tengfh after swaqinqý

]

BPI-Grip ( BarGrip) BPI-Grip ( BarGrip XL) BPI-Grip ( BarGrip UXL)

REBAR MINIMUM NUMBER OF AVERAGE MINIMUM NUMBER OF AVERAGE MINIMUM NUMBER OF AVERAGE SIZE BITES FINAL BITES FINAL BITES FINAL us LENGTH I.LENGTH ILENGTH BG250 BG400 BG750 BG1140M AFTER BG250 BG400 BG750 BG1140M AFTER BG250 BG400 BG750 BG1140M AFTER Press Press Press Press SWAGING Press Press Press Press SWAGING1 Press Press Press Press SWAGING No. 3 3 3 2 2 1/8 5 3 3 31'/2 7 5 N/A 47/8 No. 4 4 3 3 N/A 2%5/ 7 5 4 N/A 45/16 9 7 6 553/

No.5 6 4 3 3 3/8 9 6 4 5 1/8 13 7 5 N/A 6%5/

No. 6 9 5 3 3 4 14 9 4 4 6 1/16 22 10 51 77/16 No. 7 7 4 3 4%/ 11 5 4 6 15/16 13 6 8 3/16 No. 8 9 5 3 53/8 14 6 5 73/4 18 7 6 9 1/4 No.9 7 5 6 8 6 81/4 11 8 10 1/8 No. .9 6 641 181 0 1 10 N/A 9 34 N/A 11 88 N/A 14_10_1 No.7 iiN/A 12 7 7% N/A 14 9 10 . NA 16 11 113/

/14 N/A /

18 21 123/4 __ _ 5 15 1/2__ _ _ 2 173/4 8.10 To remove the press from around the splice, move it clear of the splice, pull out the outer-die pin and remove the outer-die (See Figure 11). Always make sure the outer-die pin is refitted when making the next splice. Disconnect power to the pump when not in use.

FIGURE 11 Outer Die Pin ATTACHMENT Z26R0 Page 16 of 31 SIVIO11 14 OF 29 O SM~l14 12/13/07 29Revision:

Installation of BPI-GRIP Couplers Using FieldPresses PCHG ENGINEERING CHANGE EC 75220 9.0 SWAGING PROCEDUREFOR BPI-GRIP TRANSITION COUPLERS 9.1 Make sure the correct dies have been installed in the press by referring to the stamping and/or to the color codes shown in the table following Figure 12. The color code of the coupler must match the color code of the die set.

9.2 Measure and mark the outside of the transition coupler for the swage length "S" of the larger bar side as shown in the table following Figure 12. Mark the side of the transition coupler that has the larger inside diameter.

9.3 Make an inspection mark 12" from the end of the rebar and insert the LARGER rebar to the correct rebar insertion length " i" or twist on a piece of tie-wire at the insertion mark if it helps (see Figures 12A and 12B). The rebar should slide in easily; if it does not, check for excessive shear lip, excessive shear drag or high longitudinal ribs. DO NOT TRY TO FORCE REBAR INTO THE COUPLER. DO NOT USE BARS WITH BENT OR CURVED ENDS. DO NOT USE A TRANSITION COUPLER OTHER THAN WITH THE INTENDED BAR SIZES.

9.4 Insert the transition coupler and rebar between the dies. Adjust the position of the coupler so that the bite area of the dies is over the rebar and lined up with the mark on the outside of the coupler as shown in Figures 12A and 12B. DO NOT ATTEMPT TO SWAGE ANY PART OF THE COUPLER WITHOUT REBAR INSERTION.

FIGURE 12A:

(BarGrip Transition)

F]

SWAGING DIRECTION SWAGING DIE SWAGING MARK TO POSITION COUPLER LARGER REBARY /=i S INSERTION MARK INSPECTION MARK FIGURE 12B:

(BarGrip XL Transition) - s' SWAGING DIRECTION

,-,,SWAGING DIE SWAGING MARK TO POSITION COUPLER LARGER REBIAR /4 MARK I -

-INSPECTION MARK ATTACHMENT Z26R0 Page 17 of 31 SMO1 15 OF 29 Revision: 12/13/07

Installationof BPI-GRIP Couplers Using Field Presses PCHG ENGINEERING CHANGE EC 75220 BPI-Grip (BarGrip Transition) BPI-Grip (BarGrip XL Transition)

TRANSITION DIE SET REBAR COUPLER INERIOUENTH SWAGE DIE SET CLOECD REBAR SWAGE COUPLER INSERTION LENGTH COLOR CODE INSERTION LENGTH SIZE CODE L (inch) (larger bar) (larger bar) (larger bar / " L "En h (larger bar) (larger bar)

Ci (inch) S" (inch) smaller bar) i" (inch) " S " (inch)

No. 5/4 ___ '.Red / Pink 4 1/4 1 /16 18 No. 6/5 __.._ Yellow / Red 51/4 21/16 2 No. 7/6-.____ Blue / Yellow 57/8 2 7/16 2 3/8 No. 8/7 _ __ ___ Black/Blue 61/2 2 /8 2 3/4 No. 9/8 _ Red / Black 61/8 2 7/8 2 3/4 No. 10/8 Yellow / Black 67/8 2 1 5/6 7/8 No. 10/9 Orange 6 3 21/2 Yellow / Red 67/8 31/16 3 No. 11/9 Orange 61/2 31/2 3 Blue / Red 8 1/2 3 1/2 30/8 No. 11/10 Blue 7 31/2 3 Blue / Yellow 81/2 31/2 33/

No. 14/11 Brown 7%8 33/4 31/8 Pink/Blue 101/8 37/8 33/4 No. 18/14 _ _ 4__ 8 Red/Pink 11 9/16 41/2 43/8 9.5 After the transition coupler is in place and the rebar has been properly inserted, depress the foot pedal to close the dies and allow the pressure to rise to 10,000 psi minimum (10,600 psi maximum) at which time the pressure will automatically shut off. Release the foot pedal to retract the dies. If you make a mistake or there is a problem, always remove your foot from the foot pedal.

9.6 If two bites are required to swage the larger bar side of a BPI-Grip transition coupler to the reinforcing bar, the second bite should overhang the edge of the coupler at the point of entry of the rebar by 1 inch as shown in Figure 13A. If more than two bites are required, the second and additional bites should overlap the previous bite by 'Is - 11/4 inch as shown in Figure 13B. Keep in mind that the end bite should always overhang the edge of the coupler by 1 inch.

FIGURE 13A FIGURE 13B L 1/8 OVERHANG - 1/8"-1/4" OVERLAP SWAGING DIRECTION "-1 -BARGRIP TRANSITION' SWAGING DIRECTION......BRRPTASIO

- SWAGING DIE- SWAGING DIE

--- 4*1/8" OVERHANG " 1/8"-114" OVERLAP SWAGING DIRECTION IARGRIP TRANSITION SWAGING DIRECTION BARGRIP TRANSITIO LARGER REBAR LARGER REB 9.7 Once the coupler is repositioned for the second bite, depress the foot pedal to close the dies. Allow the pump pressure to reach 10,000 psi and automatically shut off. Release the foot pedal to retract the dies. When correctly installed, the larger bar side of BPI-Grip transition couplers will be as shown in Figures 14 and 15.

9.8 Make an inspection mark 12" from the end of the smaller rebar and insert the second rebar so as to abut against the first bar.

ATTACHMENT Z26R0 Page 18 of 31 SMO1 16 OF 29 Revision: 12/13/07

Installation of BPI-GRIP Couplers Using Field Presses PCHG ENGINEERING CHANGE EC 75220 9.9 For BarGrip Transition couplers, continue to make overlapping bites starting at the middle and successively overlapping /" - 11/4" in an outward direction of travel so that the entire coupler is swaged (see Figure 14). When finished with the swaging, the completed splice should appear as shown in Figure 16A.

FIGURE 14: -OVERLAP 1/8-1/4 (BarGrip Transition) SWAGING DIE ZD. .

LARGER REBAR / 7-7 12" INSPECTION AlA

.~VV/~'..~II'J~

~ ~mfk mMARK 1kIj~i-~ur~

LJIfl~k~L. I RJI'J 9.10 For BarGrip XL Transition couplers, line up the swaging die with the roll line on the outside of the coupler (see Figure 15). Continue to make successively overlapping bites starting from the roll line and overlapping 1" - 1/4" in an outward direction of travel. When finished with the swaging, the completed splice should appear as shown in Figure 16B.

ROLL LINE ON COUPLER TO FIGURE 15: POSITION SWAGING DIE (BarGrip XL Transition) SWAGING DIE LARGER REBAR

] 001:10FIDDE

$1 I

>~SMALLER EAR~

12" INSPECTION /

MARK

--- SWAGING DIRECTION 9.11 Refer to the table following Figure 16 for the minimum number of bites to fully swage a BPI-Grip transition coupler to rebar. As before, bites should overlap '/" to 11/4" unless the bite overhangs the end of the coupler in which case the overhang should be 1/8".

FIGURE 16A:

COMPLETED SPLICE (BarGrip Tiransition) ilnE I A f C:DD I-LJ~F~ ~ L r~

C:DA 0 ,I UX L Lfl~ rx SMALLER REBAR AVERAGE FINAL LENGTH AFTER SWAGING ATTACHMENT Z26R0 Page 19 of 31 SMO1 17 OF 29 Revision: 12/13/07

Installation of BPI-GRIP Couplers Using Field Presses PCHG ENGINEERING CHANGE EC 75220 FIGURE 16B:

COMPLETED SPLICE (BarGrip XL Transition)

LARGER REBAR 1 BPI-Grip ( BarGrip Transition) BPI-Grip ( BarGrip XL Transition)

MINIMUM NUMBER OF AVERAGE MINIMUM NUMBER OF BITES AVERAGE REBAR SIZEFI BITES FINALAFN FINAL US LENGTH BG250 L BG400 BG750 BG1140M LENGTH s BG250 BG400 BG750 BG1140M AFTE AFTER Press Press Press Press AFTER AFTER Press Press Press Press SWAGING (larger (smaller (larger (smaller (larger (smaller (larger (smaller SWAGING bar) bar bar) bar) bar) bar) bar) bar)

No. 5/4 6 4 3 , 3 14 3 3 2 2 2 2 4 1/2 No. 6/5 7 4 3 3 5 4 3 3 2 2 N/A No. 7/6 9 5 3 3 4 4 4 2 2 68 No. 8/7 7 4 3 4 8 5 5 2 2 71/

No. 9/8 9 5 3 53/8 6 6 3 3 2 2 69/16 No. 10/8 'N/A 4 3 3 2 75/16 No. 10/9 7 5 61/2 'N/A 4 4 3 3 73 No. 11/91 8 51 7 IN/A 5 4 4 3 91/8 No.

No. 11/10 N/A 7_71/

9 14/11 77/8 5 4 1/4 No. 18/14No.1N/A 9 16 93/~

9 __7 N/A 4 6 10/

12 9.12 To remove the press from around the splice., move it clear of the splice, pull out the outer-die pin and remove the outer-die (See Figure 17). Always make sure the outer-die pin is refitted when making the next splice. Disconnect power to the pump when not in use.

FIGURE 17 Outer Die Pin ATTACHMENT Z26R0 Page 20 of 31 SMVO1 18 OF"29 Revision: 12/13/07

Installation of BPI-GRIP Couplers Using Field Presses PCHG ENGINEERING CHANGE EC 75220 10.0 INSPECTION AND QUALITY CONTROL FOR BPI-GRIP COUPLERS 10.1 Check the alignment of the coupler to the main axis of the rebar. If the end of the rebar is curved due to the shear method or if there is a high shear lip, some adjustment of the shearing device may be necessary. When straightness of coupler to rebar is critical during swaging of the couplers in the field or if there are problems with the shear method or shear line equipment, then saw cutting of the rebar ends is recommended.

10.2 Routinely check the system pressure. Look at the pressure gauge on the pump. If damage to the pressure gauge occurs, have it checked or replaced. If splices are made at low pressure, re-swage them at the correct pressure.

10.3 Always make sure the correct dies have been fitted. Refer to the stamping and to the color codes. See the Table following Figures 6 and 12. Also check dies for wear using profile gauges. Apply liquid soap to each coupler to prevent sticking and binding and to reduce die wear.

10.4 Check that the coupler is swaged over the correct length. Swaged couplers should have an approximate overall length as shown in the Table following Figures 10 and 16.

10.5 Routinely check rebar insertion. Make an insertion mark on the rebar to check the distance from the end of the coupler to the bar end. Make sure rebars in couplers are not under-inserted.

ATTACHMENT Z26R0 Page 21 of 31 SMO11 19 OF 29 Revision: 12/13/07

Installation of BPI-GRIP Couplers Using Field Presses PCHG ENGINEERING CHANGE EC 75220 11.0 SWAGING TIPS - RIGHTS AND WRONGS 11.1 Use rebars with straight ends. Dull shear blades cause bending and shear lips. Figure 18.

11.2 Keep the press square with the axis of rebar and couplers.

11.3 Keep the work area uncluttered.

11.4 Check that dies are properly fitted so that they come together properly aligned with each other.

11.5 Clean and lubricate both die profiles equally.

FIGURE 18 GOOD SQUARE REBAR ENDS ATTACHMENT Z26R0 Page 22 of 31 SMO1 20 OF 29 Revision: 12/13/07

Installation of BPI-GRIP Couplers Using Field Presses PCHG ENGINEERING CHANGE EC 75220 12.0 BPI SWAGING DIE QUALITY ASSURANCE PROGRAM 12.1 Dies must be cleaned periodically to prevent scoring and die wear. Operators should wipe dirt and grit off the swaging bite area at each start up and after the installation of every 20 (approx.) couplers. Always disconnect power to prevent accidental activation of the press during cleaning. Use a suitable penetrating/lubricating agent to get best results. A silicon based release agent such as "Krylon Mold Release" is appropriate. Most liquid soaps and cleaning gels give good results. In addition, if couplers are covered in dirt or grit, wipe their surfaces before swaging.

12.2 Die life will be enhanced by routine cleaning and may be decreased by taking insufficient care, particularly in areas where concrete dust is blowing around and sticking to the dies and/or couplers.

12.3 Keep die sets together by serial number. Do not mix dies of different serial number. Do not mix an old die with a new die. Do not swage anything other than the correct BPI coupler. Do not use the die to perform any other function than the use for which it is intended. Examples: Do not crush rebar, do not use die for flattening or bending, do not swage any brand of mechanical connection other than the correct one supplied by BPI.

12.4 Confirming tension tests, if required in project specifications, should be made at the start of the job before production splicing. An on-going test program, if required in project specifications, will identify any anomalous behavior.

12.5 After every 1000 installed couplers, visually inspect dies for damage and/or wear. If relatively heavy scoring is observed on the bite area, check the die set with a profile gauge or contact BPI for a replacement set. Light scratches are normal and acceptable.

12.6 Where the number of couplers consigned to a project site exceeds the expected die life, then multiple die sets will be required.

12.7 The maximum gap between the profile gauge and the octagon die profile is shown in Figure 19.

FIGURE 19: DIE WEAR GAUGE Die Profits-Wear Gage This GThis Gap Gap decreases oeucIhe increases as dies all sides as dies wear wear (max. gap "G') Faces should SZ DIA. *G*oPIN ouch (1 I (Qr) (130 No.3,4,5 10,13,16 0,030 No.6,7 19,22 0.035 New/As-New Die BLock No.8.9 25.29 0.040 Die Block with Wear No. 10 3V 0.045 No.ii 36 0.050 No.14 43 0.060 No,18 57 0.075 ATTACHMENT Z26R0 Page 23 of 31 SMO1 21 OF 29 Revision: 12/13/07

Installationof BPI-GRIP Couplers Using FieldPresses PCHG ENGINEERING CHANGE EC 75220 13.0 GENERAL SAFEGUARDS AND PRECAUTIONS 13.1 In order to insure that equipment is operating in a safe and proper manner, read all instructions and warnings in this manual, especially the ones which follow. Should you have any questions concerning any instruction or precaution contained in this manual, please contact BarSplice Products, Inc at (937) 275-8700.

13.2 Wear protective clothing, hard hat and safety glasses. Keep work area well lit, clear, and uncluttered; know where your controls are and the red "stop" switch on the PE400 pump.

(Note: The PE55 pump does not have an on/off switch. Pressing the foot petal activates the PE55 pump unit). Don't let unfamiliar personnel touch equipment; switch off and store in a safe place when not in use or unattended.

13.3 Do not force equipment, keep hands and body parts clear of dies when splicing; disconnect power when changing or cleaning dies.

13.4 Do not modify or attempt to defeat the function of controls; do not tamper with valves; always operate the system within its pressure limits; do not use equipment for any other purpose than that described in this manual. Do not apply pressure to kinked hoses; do not try to disconnect hoses while under pressure; do not force or over tighten hydraulic connections and never operate hydraulics without an accurate pressure gauge.

13.5 Disconnect electrical power when moving equipment; support and secure equipment using devices capable of withstanding weight; do not lift or pull hydraulic equipment by hoses or hydraulic connectors.

13.6 Check frequently for damaged parts; do not operate equipment which is cracked, bent, broken or misaligned; stop work immediately if a problem develops; disconnect power and report unsafe conditions or malfunctions.

13.7 Follow all national and local electrical and safety codes. Untrained persons must not attempt to make electrical repairs due to possibility of electrical shock. Unplug equipment when not in use; never touch bare wires when the equipment is connected to the power source; do not tamper with electrical connections; never by-pass the operation of any switch, components or electrical feature on the equipment; do not disconnect ground wires; be sure to cover or keep electrical equipment out of the rain and wet; do not use with D.C. (direct current) supply; circuits must be protected by fuse or circuit breaker.

13.8 Keep power cords and control cords out of the way of others; do not use damaged power cords; do not pull power cords over sharp edges or place sharp objects on them; keep power cords away from oil, chemicals, heat and heating devices; do not use electrical equipment in areas where flammable and/or explosive vapor or dust is present.

13.9 Do not allow foreign objects to enter any ventilation or exhaust openings as this may cause damage to fan blades and electric motors.

ATTACHMENT Z26R0 Page 24 of 31 SMVO11 22 OF 29 Revision: 12/13/07

Installation of BPI-GRIP Couplers Using Field Presses PCHG ENGINEERING CHANGE EC 75220 14.0 TROUBLESHOOTING PE400 PUMP UNIT The following problems (P1, P2, P3, etc.) and solutions (A, B, C, etc.) are intended for the benefit of knowledgeable and suitably capable technicians and maintenance personnel.

DO NOT PROCEED TO MAKE REPAIRS WITHOUT CHECKING WITH THE MANUFACTURER. Always disconnect electrical power when making repairs.

P1. PUMP MOTOR WILL NOT RUN AT ALL A. No power reaching pump.

Check all three phases are being supplied to starter contacts. Check fuses or circuit breaker.

B. Broken start-switch assembly.

Check operation with continuity meter.

C. Previous overload.

Press reset button on bimetal overload relay inside control box.

(CARE! Electrical Hazard)

D. Starter coil transformer burned out.

Replace and locate short circuit before re-using.

E. Stuck stop-switch.

Check operation with continuity tester.

P2. PUMP MOTOR WILL RUN BUT SHUTS-OFF FREQUENTLY A. Wrong voltage, causing overheating.

Check with voltmeter.

B. Wrong bimetal overload heater elements.

Check number stamped on the elements; compare with wiring diagram.

C. Long power cord.

Produces a voltage drop, shorten cord.

D. Bad connections, tears, breaks in power cord.

Inadequate power supply, replace power cord; check connections.

E. Phase imbalance, missing phase; pump sounds noisy.

Check with voltmeter.

F. Damaged pump.

Results in high amperage and heat.

G. Pressure switch loose.

Check adjustment. Tighten.

ATTACHMENT Z26R0 Page 25 of 31 SMO1 23 OF 29 Revision: 12/13/07

Installationof BPI-GRIP Couplers Using Field Presses PCHG ENGINEERING CHANGE EC 75220 P3. PUMP MOTOR WILL RUN BUT NOTHING HAPPENS WHEN FOOT PEDAL Is DEPRESSED.

A. Control cord has broken/damaged wire or bad connection at foot pedal or control box.

B. Operation of foot pedal(s) impaired - check for mud, water, etc., check foot pedal micro switches for correct operation using continuity meter.

C. Contacts of DPDT relay defective or burned; replace the relay. Check the relay socket.

D. Pressure switch stuck or damaged; replace if necessary.

E. Solenoids for pilot section of hydraulic control valve burned-out; replace if necessary.

F. Broken hydraulic line inside the reservoir between the pump and the control valve; replace if necessary.

G. Broken shear pins between motor and pump drive shaft; replace if needed.

H. Hydraulic control valve jammed or operation impaired; check for broken springs and blown gaskets.

I. Catastrophic failure of pump or pump components caused by motor running backwards, contamination of the hydraulic fluid, water in the system or incorrect grade of hydraulic fluid; replace/repair as required.

J. No or low fluid level in tank - fill to bottom of filler screen. (If pump has had fluid change, it may be necessary to prime the pump.)

P4. PUMP RUNS BUT PERFORMANCE IS-SLOW A. Low voltage - check power source, voltage at the pump while under-load; power cord connections.

B. Hydraulic fluid contaminated with dirt, water or other substances; drain and clean tank; change the filter element; fill with new fluid.

C. Hydraulic fluid grade incorrect; use ISO viscosity Orade 46, high-pressure, anti-wear hydraulic fluid.

D. Strainer clogged - check and clean.

E. Hydraulic fluid too hot - check operation of forced-air oil cooler ; be sure the three vents are open; check that fluid is circulating to the cooler; check the operation of submersed circulating pump; check operation of thermostat; check power is being delivered from transformer (should be 115-120 volts). Keep pump unit shaded if necessary and off the ground for maximum cooling.

F. Hydraulic leak; check line inside the tank between pump and the control valve; check for any other external or internal leaks.

G. Broken seal and/or spring in control valve.

H. Fluid blowing across safety relief valve prematurely; adjust if necessary.

I. Unloading valve needs adjusting or rebuild.

ATTACHMI.T Z2MP!in seal in press blown or cylinder damaged: inspect, repair as necegs9, of 31 SMO1 24 OF 29 Revision: 12/13/07

Installationof BPI-GRIP Couplers Using Field Presses PCHG ENGINEERING CHANGE EC 75220 P5. PRESS WILL RETRACT BUT NOT EXTEND (OR VISA-VERSA)

A. Problem with control valve; check for broken springs and blown gaskets.

B. Hose not properly connected; check quick-disconnect fittings.

C. Check valve on press cylinder not functioning.

D. Solenoid on pilot part of control valve burned-out; check and replace if necessary.

E. No power reaching solenoids; check circuit for breaks and short-circuits.

P6. SYSTEM OPERATES BUT DOES NOT REACH 10,000 PSI A. Check pressure gauge for damage - use in-line test gauge; replace gauge if necessary.

B. Pressure switch damage - replace if necessary.

C. Pressure switch set too low - adjust as necessary.

D. Hydraulic leak; check control valve and inside the tank and the press itself.

E. Safety valve blowing-off prematurely - reset as necessary.

F. Low voltage - check as previously described.

G. Contaminated hydraulic fluid - clean out and replace.

H. Unloading valve needs adjusting or rebuilt.

P7. DIES STICKING A. Use liquid soap on couplers more frequently (NOTE: brand new dies tend to stick more at first).

B. System pressure too high - set to 10,000 psi minimum (10,600 psi maximum).

C. Bite overhanging too much - adjust accordingly.

P8. COUPLER DOES NOT APPEAR To HAVE BEEN FULLY SWAGED A. Check pressure with test gauge.

B. Inspect dies for die wear using die profile gauge. Change dies if necessary.

ATTACHMJ,rrZ26R*°w pressure problem - See "P6" above. Page 27 of 31 SMO1 25 OF 29 Revision: 12/13/07

Installation of BPI-GRIP Couplers Using FieldPresses PCHG ENGINEERING CHANGE EC 75220 15.0 TROUBLESHOOTING PE55 PUMP UNIT The following problems (P1, P2, P3, etc.) and solutions (A, B, C, etc.) are intended for the benefit of knowledgeable and suitably capable technicians and maintenance personnel. DO NOT PROCEED TO MAKE REPAIRS WITHOUT CHECKING WITH THE MANUFACTURER. Always disconnect electrical power when making repairs.

P1. PUMP MOTOR WILL NOT RUN AT ALL A. No power is reaching pump.

Check that power is being supplied to starter contacts. Check fuses or circuit breaker.

B. Broken start switch assembly.

Check operation with continuity meter.

C. Starter coil burned out.

Replace and locate short circuit before re-using.

P2. PUMP MOTOR WILL RUN BUT SHUTS-OFF FREQUENTLY A. Circuit breaker trips.

Check rating. Check for short circuits.

B. Pressure switch loose.

Check adjustment. Tighten.

C. Bad connections, tears, breaks in power cord.

Inadequate power supply; replace power cord; check connections.

D. Damaged pump.

Results in high amperage and heat.

P3. PUMP MOTOR WILL RUN BUT NOTHING HAPPENS WHEN FOOT PEDAL IS DEPRESSED.

A. Broken hydraulic line inside the reservoir between the pump and the control valve; replace if necessary.

B. Broken shear-pins between motor and pump drive shaft; replace if needed.

C. Hydraulic control valve jammed or operation impaired; check for broken springs and blown gaskets.

D. Catastrophic failure of pump or pump components caused by contamination of the hydraulic fluid, water in the system or incorrect grade of hydraulic fluid; replace/repair as required.

E. No or low fluid level in tank - fill to bottom of filler screen. (If pump has had fluid change, it may be necessary to prime the pump.)

ATTACHMENT Z26R0 Page 28 of 31 SMVO11 26 OF 29 Revision: 12/13/07

Installation of BPI-GRIP Couplers Using Field Presses PCHG ENGINEERING CHANGE EC 75220 P4. PUMP RUNS BUT PERFORMANCE IS SLOW A. Low voltage - check power source, voltage at the pump while under-load; power cord connections.

B. Hydraulic fluid contaminated with dirt, water or other substances; drain and clean tank; change the filter element; fill with new fluid.

C. Hydraulic fluid grade incorrect; use ISO viscosity Grade 46, high-pressure, anti-wear hydraulic fluid.

D. Strainer clogged - check and clean.

E. Hydraulic leak; check line inside the tank between pump and the control valve; check for any other external or internal leaks.

F. Broken seal and/or spring in control valve.

G. Fluid blowing across safety relief valve prematurely; adjust if necessary.

H. Unloading valve needs adjusting or rebuild.

I. Main seal in press blown or cylinder damaged: inspect, repair as necessary.

P5. PRESS WILL RETRACT BUT NOT EXTEND (OR VISA-VERSA)

A. Problem with control valve; check for broken springs and blown gaskets.

B. Hose not-properly connected; check quick-disconnect fittings.

ATTACHMENT Z26R0 Page 29 of 31 SMO1 27 OF 29 Revision: 12/13/07

Installation of BPI-GRIP Couplers Using Field Presses PCHG ENGINEERING CHANGE EC 75220 P6. SYSTEM OPERATES BUT DOES NOT REACH 10,000 PSI A. Check pressure gauge for damage - use in-line test gauge; replace gauge if necessary.

B. Pressure switch damage - replace if necessary.

C. Pressure switch set too low - adjust as necessary.

D. Hydraulic leak; check control valve and inside the tank and the press itself.

E. Safety valve blowing-off prematurely - reset as necessary.

F. Low voltage - check as previously described.

G. Contaminated hydraulic fluid - clean out and replace.

H. Unloading valve needs adjusting or rebuilt.

P7. DIES STICKING A. Use liquid soap on couplers more frequently (NOTE: brand new dies tend to stick more at first).

B. System pressure too high - set to 10,000 psi minimum (10,600 psi maximum).

C. Bite overhanging too much - adjust accordingly.

P8. COUPLER DOES NOT APPEAR To HAVE BEEN FULLY SWAGED A. Check pressure with test gauge.

B. Inspect dies for die wear using die profile gauge. Change dies if necessary.

C. Low pressure problem - See "P6" above.

ATTACHMENT Z26R0 Page 30 of 31 SMO1 28 OF 29 Revision: 12/13/07

Installation of BPI-GRIP Couplers Using FieldPresses PCHG ENGINEERING CHANGE EC 75220 NOTES:

ATTACHMENT Z26R0 Page 31 of 31 SMOl 29 OF 29 Revision: 12/13/07

PCHG-DESG ATTACHMENT 2 EC 75220, Revision 0 Sheet 1 of 1 Record of Lead Review Document BPI Installation and Inspection. of Swaged Splices Revision 0 The signature below of the Lead Reviewer records that:

- the review indicated below has been performed by the Lead Reviewer;

- appropriate reviews were performed and errors/deficiencies (for all reviews performed) have been resolved and these records are included in the design package;

- the review was performed in accordance with EGR-NGGC-0003.

I- Design Verification Review ! Engineering Review I-1 Owner's Review I[I Design Review

- Alternate Calculation

-I Qualification Testing EI Special Engineering Review

-1YES MI N/A Other Record s are attached.

John Hollidav kýý40&_1/- Civil 8/26/2008 Lead Reviewer Q (printlsign)/f Discipline Date Item Deficiency Resolution No.

NONE FORM EGR-NGGC-0003-2-10 This form is a QA Record when completed and included with a completed design package.

Owner's Reviews may be processed as starid alone QA records when Owner's Review is completed.

FEGR'NGGC-0003 Rev. 10 ATTACHMENT Z28R0 Page 1 of 4

PCHG-DESG EC 75220, Revision 0 4900 Webster Street BiropJcI e OTS INC.

Dayton, OH 45414 Telephone: 937 275-8700 SUBSIDIARY OF FC INDUSTRIES, INC. Fax: 937 275-9566 INSTALLATION AND EXAMINATION OF SWAGED MECHANICAL SPLICES SUPPLEMENTAL REQUIREMENTS FOR THE CRYSTAL RIVER NUCLEAR POWER PLANT REVISION LEVEL 0 AUGUST 18, 2008 This document has been preparedby BarSplice Products, Inc., "BPI",for ProgressEnergy Florida. The purpose of this document is to address quality control requirementsfor the installationand examination of swaged mechanical splices proposed for use on the Crystal River Nuclear Power Plant.Headings hereunderare keyed to ASME Section Il/,

Division 2, CC-4333.3, "Requirementsfor Production Splicing Procedures",subsection (c), items (1)-(8). This document is SUPPLEMENTAL to standardsplicing instructionsthat appearin BPI-GripTM Systems Splicing Manuals. The product to which this document refers is the BARGRIP XL series of mechanical coupler. This document may be revised and re-issued by BPI in response to customer questions, technical changes, product changes, errors, omissions, and other reasons that may be appropriate.

1. Cleanliness requirements At the time of swaging, portions of reinforcing bars to be placed inside the coupler sleeve should be free from mud, loose mortar, oil, or other nonmetallic coatings; in the same condition as they would be for a concrete pour. Reference ACI 318-08 Section 7.4.1.

2. Type of equipment and methods used for swaging The equipment comprises of an electric or gasoline-driven hydraulic pump, a hydraulic hose, and a hydraulic press fitted with a swaging die set.

The methods used for swaging are as detailed in BPI-Grip MT Systems Splicing Manual and Operating Instructions, SM01, SM02 or SM21.

3. Required swaging pressure, method of measurement, pressure tolerance and frequency of calibration of the hydraulic system (gauge calibration)

The required swaging pressure is 10,000 psi. Pressure is verified by means of a calibrated pressure gauge provided by BPI. The acceptable pressure range, indicated by the calibrated pressure gage is 10,000 psi minimum to 10,600 psi maximum.

Accuracy of the pressure gage reading is plus or minus (+/-) 300 psi. If a pressure gauge develops an error of more than 300 psi at 10,000 psi, it is not used by BPI. Pressure gauges are checked and calibrated against standards traceable to NIST before they are shipped from BPI to the project site for use. A serial number will be found on each pressure gauge. A calibration sheet for each serial number is kept on file at BPI.

The calibration frequency of the pressure gauge is annual. In the event that the pressure gauge becomes damaged while in use, re-calibration should be performed immediately, or the pressure gauge should be exchanged.

4. Method used to verify final aliqnment and enqagement of the coupler on both bars, including tolerances Final alignment of the reinforcing bars shall be at the discretion of the Field Engineer.

When mechanically splicing bars of the same size, each reinforcing bar should nominally be inserted halfway into the coupling sleeve. Each bar should be marked for proper insertion. An "inspection mark" made on the bar before swaging, a known distance from the bar-end, can be used to verify final engagement.

Normal reinforcing bar insertion (engagement) tolerance is plus or minus (+/-) 1/2 db per bar, where db=

nominal reinforcing bar diameter. A centrally disposed gap between the bar ends equal to 1 x db is acceptable. Larger gaps may be acceptable if performance is verified by testing the condition.

ATTACHMENT Z28R0 Page 1 of 3 Page 2 of 4

PCHG-DESG EC 75220, Revision 0

5. Bar end preparation Reinforcing bar ends may be shear cut, flame cut, saw cut or cut by means of an abrasive cut-off wheel. Bar ends should remain straight at the time of cutting; excessive shear lips or flame-cutting slag (if any) that hinders reinforcing bar insertion into the coupler should be removed.

6. Minimum and maximum number of swaging operations per sleeve The minimum number of swaging operations per sleeve, "bites", is shown in BPI-GripTM Systems Splicing Manual.

The maximum number of bites per sleeve, as a matter of practicality, should not normally exceed the minimum number of bites per sleeve by more than 50 percent.

7. Method used to ensure sleeve is swaged along full length Visual inspection shall be used to verify that coupling sleeves are swaged along their full length. The shape of a coupling sleeve before swaging is plain-round. The appearance of a coupling sleeve is visibly altered by the application of bites. The imprint of each bite is octagonal. When a coupling sleeve has been fully swaged along its length, no plain-round portions shall remain.

Example of a coupling sleeve that has been swaged along its full length:

SIDE VIEW AFTER SWAGING NNW

8. Limits of die wear including frequency of checking Limits of die wear are as follows:

Reinforcing bar Sizes Maximum Die Wear, inches US Traditional US Metric (Gap "G" from Die Profile Gage)

3, #4, #5 10,13,16 0.030

6, #7 19,22 0.035

8, #9 25, 29 0.040

10 32 0.045

11 36 0.050 Swaging dies are checked for wear by a BPI Technician, by means of a die profile gage, before they are shipped to the project site for use. If dies are worn beyond acceptable limits, they are not sent. Instead, the swaging die profile is re-cut.

Visually inspect dies for damage and/or die wear after every 1000 installed splices. If relatively heavy scoring is observed on the bite area, check the die set with a profile gage or contact BPI for a replacement set. Light scratches are normal and acceptable.

ATTACHMENT Z28R0 Page 2 of 3 Page 3 of 4

PCHG-DESG EC 75220, Revision 0 Method used to determine die wear This G3.p Glouces ccdi ...wo

(..9.P 6i1 GeneralNotes and Precautions Dies should be cleaned periodicallyto prevent scoring and die wear. Operatorsshould wipe dirt and grit off the swaging bite area at each start up and after the installationof every 20 (approx.) couplers. Operators should always disconnectpower to prevent accidentalactivation of the press during cleaning. Use a suitable penetrating/lubricatingagent to get best results. A silicon based release agent such as "Krylon Mold Release" is appropriate. Most liquid soaps and cleaning gels give good results. In addition, if couplers are covered in dirt or grit, wipe their surfaces before swaging.

Die life will be enhanced by routine cleaning and may be decreased by taking insufficient care, particularlyin areas where concrete dust is blowing aroundand sticking to the dies and/orcouplers.

Operatorsshould keep die sets togetherby serial number. Operatorsshould not mix dies of different serial number. Operatorsshould not swage anything other than the correct BPI coupler. Operatorsshould not use the die to perform any other function than the use for which it is intended. Examples: Do not crush reinforcing bars, do not use die for flattening or bending.

ATTACHMENT Z28R0 Page 3 of 3 Page 4 of 4

SAWCUTLIE RRN REINFORCIAC MAT COEDGE OF BTTRESS MAT (NOTALLSHOWN FACEIRMUTRESS PO CLTYT BU TTRESS

-. 4j. .... DXT AMAI SORTER.-L BABOEN2 t10 CONT.

ELEVATION VIEW ITYO)

NOTE 8 TIE DETAJLS ETAILT W..S VIP LPRIOR TOLAYING OUTAND ORILLINC THE ' HOLES 1/," FORTHE'5 MD40RHOOTS, A SCANOF THEENTIRE REPAIRAREA SHALLSEPE*FORMEO tO LOCATE MCWORKETH EMMOEC l (TWENE TECRM VrEREICAL OSCI10 AVAC OAMAGE TO EACT.

2. THE1/1- 0 ANCHOR HOLESATELEVATION191`51'/AN ABOVE.SHALL HAVEA VERTICAL SPACINGOFT-71'TT

3. THElf" ANCHOR HOLESATELEVATION1W-4At"AND BELOW,HTALL HAVEA VERTICAL SPACING OF r-7t-.

S

4. HORIZONTAL ANICHRHOLESPACINGAS9)00 ONTHEPLAOS HAVEA TOEERANCE OF AND -i/.

5. ALLHCROONTAL ANC VERTICAL MAINREINFORCEMENTWITHIN THEEXTERIOR REINFORCIAG MATCA*BE ADJUSTEO UP TOTWO(2) & (BAROMETERSI. TO AVOIDTE "5 ANCSORHOOKS.

N.NO.5TCRTAT TBAMUST REOA WORM FA VENR.IAL EINFORCINDABS 0.TERMAEND OF .5 COtRZTAL BARMISTSPANBEYOND THELAST*0CORHOOK ANCOVERAHVERTICAL REINFORCINGBARA OMUANI OF4A.

N.LWP V MACA REINFOCEMENT OITHESTIN 'N T*AB

EABTHELUTSRECONCRETE REMOVAL(VSELAP tMNGT O 8 BAROR FOR M PAIOEAL ICHANICAL COOFLER.

9. AD0ITIONALN8 TO BEI0EOD MTH-T AMAI REINFORCEMENT CORIZONTAL REINFORCEMENT. BARS MYI.

~1 1 1 2 1 I 4 1 5 I 6 I 7 I a I q I In KEYNO.,

- -~ N-e A BUTTRESS"3 BUTTRESS-4 t

NOTES: REVISIONS

t. PRIORTOLAYING OUTNDDRILLING THEY/- ANCHOR A SCAN6 HOLES. OFTHEENTIREREPAIRARESHALL BEPERFORED TOLOCATE ELEVATION NUCLEAR ENGINEERING NAIMARK TH EMBEDDEDTIRN) VERTICAL TENDONDUCTS TOAVOIORAILAETOMCTS.

2. THE HOEiPATTERN IREGtLIAR LIMTSAREBOUND0 BYVERTICALTENDON DWTSFROM A, 133- 45'TO.

A, 166 TYAN APPROXIMARTE ELEVATION TO159-0'.

1580-0" 3.ANDIOR HOLEPATTERNSPACINN0TTOEXCEED t-VI/,I THEHORIZONTAL DIRCTION. CONTRA0RENTRESTORATION

4. A DISTANCE OF4- (MINFROM6EDG OFEMBEDEDEVERTIALI TENDOTNOIXTANDTHECENTER LINEOFTARHOLESRALL BE MAINTAINED.

5 ANCHORHOOKSPECIAL

5. TARVERTICAL DISTANCE BETWEENANCHORHOLES6 THE0SAMEASTHE0TYPICAL HOLEPATTERN SHOWN4 ONDRAWING 4213U.

H

- JI.. .IZZI. i LAYOUT EETAI. H

-r - -

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5 1 . r 1 7 1

PCHG-DESG ENGINEERING CHANGE From: Moccdan, Ahmad EC 7 220 To:

Subject RE: CR3 Post-Tensioning System Hardware NDTT Date: Thursday, September 04, 2008 2:24:37 PM

John, Elemental chemical compositions of ASTM A514 Grade E and Grade Q are documented (Per ASTM Handbook, VolumeOl/04)as; Grade E Grade Q

% %6 Carbon 0,12-0.20 0.14-0.21 Manganese 0.40-0.70 0.95-1.30 Phosphorous, max 0.035 0.035 Sulfur, max 0.035 0.035 Silicon 0.20-0.30 0.20-0.35 Nickel 0.90-1.50 Chromium 1.40-2.00 0.35-0,65 Molybdenum 0.40-0.60 0.15-0.25 Vanadium 0.03-0.08 Titanium 0.01-0.10 Boron 0.001-0.005 "Nil ductility transition temperatures (NDTT) is defined as the temperature at which steel loses its ability to flow plastically in the presence of a sharp, cracklike discontinuity. If no sharp notch or crack is present, temperatures as low as -75 'C (-100 F) are necessary to produce brittle fracture (ASM Metal Handbook, Volume 1, p 412). The typical NDTT range for a High-Strength low alloy steel with a minimum yield strength of 345 and 550 MPa is -70 to -30 *C."

"NDTT ranging from 38 °C(100 'F) to as low as -90 °C(-130'F) have been recorded in tests on normalized and tempered cast carbon and low-alloy steels in the yield strength range of 207 to 655 MPa (30 to 95 ksi)(Figure 6). Comparison of the data in Figure 6 with those of Figure 7 shows the superior toughness values at equal strength levels that low-alloy steels offer compared to carbon steels. Depending on alloy selection, NDTT values of as high as 10 'C (SO 'F)to as low as -107 'C (-160

'F) can be obtained in the yield range of 345 to 1345 MPa (50 to 195 ksi) (Attached diagram 2). An approximate relationship exists between the Charpy V-notch impact energy-temperature behavior and the NDTT value. The NDTT value frequently coincides with the ductile-brittle transition temperature determined in Charpy V-notch tests (ASM Metal Handbook, Volume 1, pp 367-378)."

The notch toughness transition temperatures are controlled principally by chemical composition (particularly carbon) and ferrite grain size. The transition temperature increases by about 5 'F for 0.01 percent increase in carbon content. Based on this and the carbon contents of Grade E and Grade Q the transition temperature could raise by about 5 'F. The main differences in the chemical compositions of these two grades are the manganese and nickel concentrations.

The transition temperature increases by about 10 F for each increase of 0.1 percent in manganese content. Nickel has beneficial effect on notch toughness and lower transition temperature when it is about 2 percent. It is believed that small differences in chemical compositions of these two grades have slight effect on NDTT.

Please contact me if you have question.

Ahmad Progress Energy Carolinas, Inc.

Phone: 8-772-3438 Fax: 8-772-3413 E-mail: ahmad.moccari@pgnmail.com Yield strength, ksi 20 40 60 80 100 120 40 -i

-r-n* 100 20 Yield strength, ksi U

50 E 80 120 160 200 0 CL

_" 1 , A 50 0

0 20 0 C E 0

0 0

0) 50 40 0 50

100 C 60 Z 100 *6 43 I

3

-80 :3 - 100 0 o*'

gLow-alloy Carbon -150_

3

-200 04330 r0 100 1J 1 I I 1I 300 500 700 900 1100 1300 100 200 300 400 500 600 700 800 900 Yield strength, MPa Yield strength, MPa Nil ductility transition temperatures and yielt Fig. 6 Nil ductility transition temperatures and yield strengths of normalized and tempered com- Fig. 7 strengths of quenched and tempered com mercial cast steels mercial cast steels ATTACHMENT Z36R0 Page 1 of 2

{'g.~~~~W 6 f norriiaii4.d "ari_1 f teniper43nEIG HN1tS E 720 neiacast:s-t - . --. Rev. 0 From: Hill, Howard (CR3)

Sent: Monday, August 25, 2008 9:17 AM To: Moccari, Ahmad CC: Holliday, John

Subject:

CR3 Post-Tensioning System Hardware NDTT

Ahmad, As we discussed this morning, FSAR Table 5.2.2.3.3 specifies ASTM A514 Type E material for tendon stressing washers and specifies that these have an NDTT no greater than -15 deg F. The new tendons fabricated for the CR3 SGR project have ASTM A514 Type Q washers. The ASTM specifications for yield and ultimate do not depend on Type. However, the ASTM does not address NDTT.

Please provide you opinion regarding the effect of chemistry (Type) on the NDT of this material.

I will be at CR3 only thorough the remainder of this week; return to TMI over the weekend. Please contact John Holliday if you have any questions after Friday the 2 9th.

Thank you, Howard Hill (CR3 x1524)

ATTACHMENT Z36R0 Page 2 of 2

PCHG-DESG ENGINEERING CHANGE EC 75220, Revision 0 I From: CHI-HOLT.KO@sarqentlundy.com To: Holliday, John; cc: CHRIS.A.SWARD@sargentlundy.com; Joplincj, Daniel L.; javad.

moslemian@sarqentlundy.com;

Subject:

Re: CR3 #11 rebar in opening adjustment Date: Thursday, September 04, 2008 6:19:37 PM Attachments: Document.pdf John; Per you e-mails dated 8/30/08, the #11 additional hoop bars will be shortened by no more than 6" from the side of the opening, at each end. That means a total loss of 1 ft for the entire width of the opening. .The analyzed width of the opening is 26.5 ft.

Estimated loss will be based on 25 ft conservatively, 1 / 25 = 4%.

The additional bars are not provided for strength but are provided for reducing creep only. Hence a loss of 4% will be negligible and is acceptable by engineering judgement.

If you have any questions, please give us a call.

Thanks C.H.

From: "Holliday, John" <John. Holliday@pgnmail.com>

To: <javad.moslemian@sargentlundy.com>, <CHRIS.A.SWARD@sargentlundy.com>,

<CHI-HOLT.KO@sargentlundy.com>

Cc: "Jopling, Daniel L." <DANIEL.JOPLING@pgnmail.com>

Date: 08/30/2008 07:06 AM

Subject:

CR3 #11 rebar in opening adjustment

Javad, As we discussed last week I need to shorten the length of the #11 rebars we added to eliminate creep effects (equalize E's) in the SGR access opening. In order to fabricate the #11 rebar cages on the ground and then lift each cage ATTACHMENT Z36R0 IPage of

PCHG-DESG ENGINEERING CHANGE EC 75220, Revision 0 (there will be two cages, each consisting of one layer of #11s in the vertical and hoop directions) into the opening, I need to shorten the length of the bars due to the sides of the opening being tapered (width of opening is larger inside that outside). The hoop bars once they are in their final position within the opening will have a gap of 6" from each end of a bar to the side of concrete wall (Refer to attached sketch). It is estimated that fabricating these cages on the ground and lift into place will save 3 shifts. Is this acceptable. The engineering package is going to Plant Manager Approval Friday 9/5 so I would like an answer as soon as possible. Thanks.

Regards, John Holliday ATTACHMENT Z36R0 Page 2 of 3

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PCHG-DESG ATTACHMENT 2 EC 75220, Revision 0 Sheet 1 of 1 Record of Lead Review Document: Phase IITest Report Revision 0 The signature below of the Lead Reviewer records that:

- the review indicated below has been performed by the Lead Reviewer;

- appropriate reviews were performed and errors/deficiencies (for all reviews performed) have been resolved and .these records are included in the design package;

- the review was performed in accordance with EGR-NGGC-0003.

FI- Design Verification Review nI Engineering Review Z Owner's Review

[] Design Review -

-I Alternate Calculation i Qualification Testing EI Special Engineering Review EI YES nI N/A Other Records are attached.

John Hollidav Civil 08/10/09 Lead Reviewer (3 (print/sign) (3 Discipline Date Item Deficiency Resolution No.

NONE 1.

2.

3.

4 4

+ 4 FORM EGR-NGGC-0003-2-10 This form is a QA Record when' completed and included with a completed design package.

Owner's Reviews may be processed as stand alone QA records when Owner's Review is completed.

EGR-NGGC-0003 Rev. .10 ATTACHMENT Z44R0 Pagel 8fg

~~~~1 I PCHG-DESG EC 75220, Revision 0 Celebrating35 Years 1973*2008 S&ME, INC. KNOXVILLE BRANCH PHASE II TEST REPORT TRIAL MIXTURE TESTING FOR CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT PROJECT S&ME PROJECT NUMBER 1439-08-208 Prepared for:

Mr. John Holliday PROGRESS ENERGY FLORIDA, INC.

15760 West Powerline Street Crystal River, Florida 34428-6708 January 13, 2009 PREPARED BY:

REVIEWED BY:

QA BY:

APPROVED BY:

1 S&ME, iNC. /1413 Topside Road./ Louisville, TN 37777 p 865.970.0003 f 865.970.2312 / www.smeinccom ATTACHMENT Z44R0 Page 2 of 9

PCHG-DESG EC 75220, Revision 0 PHASE II REPORT- TRIAL MIXTURE TESTING January 13, 2009 S&ME Proiect 1439-08-208 SCOPE S&ME, Inc. (S&ME) and our subcontractor CTLGroup (CTL) have completed the Phase II Trial Mixture Testing for the Crystal River Unit 3 Steam Generator Replacement Project.

The testing was performed as outlined in Contract 3738121, Laboratory Testing Requirements for Concrete Proportioning Revision 3, and the Phase II Test Plan Rev. 0 dated September 23, 2008 with modifications based upon discussions with Progress Energy (Progress) and Sargent & Lundy (S&L) personnel. The purpose of the testing program was to arrive at two mixes that had the potential to meet the desired physical properties, and to perform the requested tests on the two mixes. Based upon the performance of the two mixes, one of the mixes, or a modification of one of the mixes will be retested in Phase 111 under our Appendix B Program. After the Phase II testing was initiated, short-term creep testing was requested. This short-term creep testing will be included in a separate report.

INGREDIENT MATERIALS The initial ingredient materials used in the Phase II testing were received and tested during Phase I. Of the materials provided, the following were used during Phase II testing.

Natural Sand (Lilesville)

Class F Fly ash (ProAsh-Sep. Tech.)

Rheomac SF 100 Silica Fume No. 67 Stone (Maryville)

Type VII Portland Cement (Holly Hill)

Eucon WR 91 water reducing Admixture Plastol 100 high range water reducer (HRWR)

TEST EQUIPMENT Electronic digital scales were used for weighing the materials prior to batching. All mixes were performed in revolving drum mixers. Standard test equipment was used for the fresh property testing (slump, air content, unit weight, and temperature). The cylinders were cast in 6 x 12 inch plastic single-use, lippped, cylinder molds. The autogenous curing containers specified for the five day accelerated curing were constructed to meet the requirements of ASTM C 684, method C. These containers consisted of metal cans, lined with insulation.

The insulation encapsulated a PVC sleeve sized so that the cylinder with mold could be placed into the container. Each container contained i-button temperature sensors.

Subsequent to the required accelerated cure, the molded, sealed specimens were stored in a moisture cabinet. Cylinders for compression testing were capped with sulfur capping compound and tested in a Satec Universal testing machine. Modulus data was obtained using a compressometer fitted with a digital dial gage. Thermal difflusivity temperature readings were performed using thermocouples and a digital readout. The above equipment and other miscellaneous equipment items that required calibration are included in the 2

ATTACHMENT Z44R0 Page 3 of 9

PCHG-DESG EC 75220, Revision 0 PHASE IIREPORT- TRIAL MIXTURE TESTING January 13, 2009 S&ME Project 1439-08-208 attached equipment usage log.

TESTING On September 18, 2008 a conference call was held with representatives from Progress, S&L and S&ME. The discussion centered around the field placement conditions of the mix.

Concerns were voiced by Progress construction personnel concerning slwunp and mix temperature. Since the mix would likely be pumped, they preferred a slump closer to seven inches. They were also concerned that a mix temperature of 50'F would not be achievable in the field. As a result of the call, Progress made the following decisions concerning the mix testing:

" The 4 (+/-) 1 inch slump requirement could be varied to suit the mix design.

" The 50'F concrete mix temperature requirement could be varied to suit the mix design.

Beginning on October 1, 2008, several trial mixes were batched using varying dosages of the supplied admixtures. The trial mixes were performed in general accordance with ASTM C 192. Initial mixes, approximately 0.75 cubic feet each, were performed in a small revolving drum mixer. Fresh properties were determined for each trial batch. Specimens were also cast on some of the batches for limited compressive strength and modulus of elasticity testing. It was determined during the testing program that the provided admixtures (Plastol 100 HRWR and Eucon WR 91 water reducer produced by the Euclid Chemical Company) in combination with the chosen ingredient materials, would not likely result in a placeable concrete mixture that would also meet the required physical properties. Due to these initial results, a mix was attempted using a polycarboxylate HRWR, ADVACAST 575 by GRACE Construction Products, that was available at our laboratory. This mix resulted in a more workable mixture. It was also noted that the Maryville coarse aggregate was resulting in higher modulus values than the Norcross aggregate. A conference call was held on October 14, 2008 to discuss the results to date and the path forward. The call included representatives form S&L, S&ME and CTL. Progress was not able to attend the call but was provided with a summary of our discussions. The following decisions were made as a result of the call:

The Maryville coarse aggregate was to be used in all subsequent trial mixes.

The use of the Euclid Plastol 100 and Eucon WR 91 admixtures should be discontinued for this testing program.

Samples of polycaerboxylate based HRWR's from GRACE Construction Products should be obtained to use in trial batches.

" Progress should be notified as to which admixtures should be considered for procurement for Phase III testing and placement based on the performance of the mixes.

" Some mixes should be performed with a w/cm ratio of up to 0.40 for consideration.

Unless otherwise determined to be necessary, all mixes were to be performed at/near lab temperature.

3 ATTACHMENT Z44R0 Page 4 of 9

PCHG-DESG EC 75220, Revision 0 PHASE IIREPORT- TRIAL MIXTURE TESTING January 13, 2009 S&ME Project 1439-08-208 ADVACAST 405 and ADVACAST 575 were selected for potential use as HRWR's for the testing program. Recover, a hydration stabilizer, was also selected for trial batches.

Extended mixing times were used on some of the mixes for better distribution of the admixtures. Based on the trial mixes with these admixtures, it was determined that the ADVACAST 575, with the optional use of the Recover, had the greater likelihood of achieving the desired physical properties. Two mixes were selected for consideration as the final two mixes for Phase II testing (Option 1 and Option 2). In addition, the option of including the Recover admixture in these mixes was also presented to extend the length of time the mix would remain workable (Option IA and Option 2A). A conference call was held on November 19, 2008 with representatives from Progress, S&L, S&ME and CTL to discuss the proposed mixes. Based on the call, the following decisions were made:

" The two mixes to be performed for the official Phase II testing should be Option 1A and Option 2A (which includes the Recover admixture).

The target slump for the mixes should be between 6 to 9 inches.

" The mixing time specified in ASTM C 192 was to be extended by 2 minutes as in trials.

RESULTS A summary of the Phase ii mix proportions and test results is included in the Attachments.

The results of the additional scope for short-term creep testing will be included in a separate report.

4 ATTACHMENT Z44R0 Page 5 of 9

PCHG-DESG EC 75220, Revision 0 Phase II Mix Results Target Mix Option IA Option 2A lb ft3 b ft Holly Hill Cement 560 2.86 600 3.06 Fly Ash (Proash) 140 0.93 200 1.34 Maryville #67 Coarse Aggregate 1613 9.23 1835 10.5 Natural Sand (Lilesville, NC) 1515 9.23 1161 7.07 Water (incl. Admix.) 262.5 4.21 280 4.49 ADVA CAST 575 ( 8oz/cwt for 1A ,4oz/cwt for 2A)

Recover ( 2 oz/cwt)

Target Air (2%) 0.54 0.54 Totals 4090 27.0 4076 2Z0 Target w/c 0.375 0.350 Theoretical Unit Weight (pc0 151.5 151.0 Actual Admixture Dosages Mix IA Mix 2A ADVA CAST 575 (oz/cwt) 7.2 4.2 Recover (oz/cwt) 2 2 Measured Properties Mix IA Mix 2A Slump (in.) 8.0 8.0 Air (%) 2.5 2.1 Measured Unit Weight (pcf) 150.6 152.6 Concrete Temp (F) 73 74 Air Temp (F) 71 71

5-day strength (psi) 7700 6890

5-day strength (psi) modulus cylinders 7740 68,40

28-day strength (psi) 9080 8070

28-day strength (psi) modulus cylinders 8950 8190

5-day modulus of elasticity (x 106 psi) 5.85 5.65

28-day modulus of elasticity (xlO psi) 6.30 6.15

Thermal Diffusivity on 28 day cylinder (t2/hr) 0.050 0.046

The first five days of curing were in the accelerated curing containers.

ATTACHMENT Z44R0 Page 6 of 9

Form No: I. 1-2 0r IP ME INSTRUMENT AND/OR EQUIPMENT USAGE Revision 2 Revision Date 11/04/08 m

z Project: 1439-08-208 Activity: Phase II Testinq G)

N ID Number Equipment Name Model Number Calibration Date Calibration Due Date C

16115 Slump Cone Set Humboldt 10/2/2008 10/2/2009 18312 Pressure Meter Humboldt 10/6/2008 1/6/2009 16219 601b Scale FG-30K 8/21/2008 8/21/2009 18562 Thermometer Humboldt 3/312008 3/3/2009 16077 Mallet N/A 3/31/2003 NIA 18512 Stopwatch N/A 01/10108 01/10/09 1500 Universal Testing Machine 600V 07/11/08 07/11/09 6/25/08 Shipment Sulfur Capping Compound Test Mark 10/9/2008 1/9/2009 2044 Temperature Recorder N/A 11/2/2008 5/2/2009 16062 Extensometer N/A 10/6/2008 10/6/2009 4/7/08 Shipment 6" x 12" Cylinder Molds Lot No. 94202 4/21/2008 Next Shipment 2189 Outside Micrometer N/A 2/9/2008 2/9/2009 16060 T2-2 Thermocouple Type T 11/18/2008 11/18/2009 16060 T2-5 Thermocouple Type T 11/18/2008 11/18/2009 16060 T1-2 Thermocouple Type T 11/18/2008 11/18/2009 16554 Vibrator N/A 09/16/08 09/16/09 16561 Vibrator Dewalt DC530 09/16/08 09/16/09 2044 Chart Recorder Taylor 11/02/08 05/02/09 B60000001CD6CE21 I button temperature sensor DS1921G 09/18/08 09/18/09 B20000001CC8FF21 I button temperature sensor DS1921G 09/18/08 09/18/09 F90000001CBFAC21 I button temperature sensor DS1921G 09/18/08 09/18/09 C10000001CC15B21 I button temperature sensor DS1921G 09/18/08 09/18/09 950000001DOD7921 I button temperature sensor DS1921G 09/18/08 09/18/09 240000001 CEBD621 I button temperature sensor DS1921G 09/18/08 09/18/09 BC0000001D4EA421 I button temperature sensor DS1921G 09/18/08 09/18/09 DBOOOOOO1D47BE21 I button temperature sensor DS1921G 09/18/08 09/18/09 020000001E60B521 I button temperature sensor DS1921G 09/18/08 09/18/09 m 0

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PCHG-DESG ATTACHMENT 2 EC 75220, Revision 0 Sheet 1 of 1 Record of Lead Review Document: Phase 11 Additional Creep Test Plan Revision 0 1 The signature -below of the Lead Reviewer records that:

- the review indicated below has been performed by the Lead Reviewer;

- appropriate reviews were performed and errors/deficiencies (for all reviews performed) have been resolved and these records are included in the design package;

- the review was performed in accordance with EGR-NGGC-0003.

[:1 Design Verification Review EI Engineering Review 0 Owner's Review rI Design Review I1 Alternate Calculation RI Qualification Testing special Engineering Review S-r- YES R] N/A Other Records are attached.

John Holliday C, I 08/10/09 Lead Reviewer C),jet_ 460ýýý Discipline (print/sign) Date Item Deficiency Resolution No.

jNONE NONE 1.

2.

3.

FORM EGR-NGGC-0003-2-10 This form is a QA Record when completed and included with a completed design package.

Owner's Reviews may be processed as stand alone QA records when Owner's Review is completed.

EGR-NGGC-0003 Rev. 10 P

ATTACHMENT Z45R0 Page 1 bf 3

F- __

PCHG-DESG EC 75220, Revision 0 SS&ME Celebrating35 Years Noveniber 2,5, 2008 1973 . 2008 Progress Energy Florida, Inc.

15760 W. Powerline Street (SA2C)

Crystal River, Florida 34428-6708 Attention: Ms. Debbie Hanna

Reference:

Proposal for Additional Ser-vices Crystal River Nuclear Plant Steam Generator Replacement Restoration of the Containment Opening Phase II-Additional Creep Testing Crystal River, Florida S&ME Project No. 1439-08-208 Contract 373812

Dear Ms. Hanna:

S&ME, Inc. (S&ME) is pleased to submit this proposal for additional services for the referenced project, This proposal is in response to a verbal request from John Holliday of Progress Energy during a conference call on November 19, 2008. This proposal describes our understanding of the additional scope of services, outlines the project schedule and'presents the associated compensation for our services.

PROJECT INFORMATION AND SCOPE OF SERVICES Our understanding of the scope of work is based upon ourdiscussion with Piogress Energy and Sargent and Lundy during a conference call on November 19, 2008. The initial Phase I scope included the testing of two different concrete mixtures for potential use to restore the containment opening, The Phase II testing is non-safety related and does not include creep testing.. Phase III testing.is to include the testing of the selected final concrete mix. Phase III testing-is safety related and will include creep testing, in order to obtain an indication of how the two Phase Ii mixes will perform during creep testing and to provide additional information to the project team prior to mix selection, S&ME has been requested to have short term creep tests performed on the two proposed Phase I1mixes. In general, the testing will be performed as follows:

Creep tests Will be performed in general accordance with ASTM C 512. Initial curinig

-will be performed in the autogenous chambers for approximately 4 days, and then specimens will be express shipped to CTLGroup for scheduled arrival at an age of five days. Once the specimens arrive, gage points will be installed to measured deformation (three readings per specimen). Specimens will be tested in the drying state only, to measure total creep and shrinkage.

ATTACHMENT Z45R0S&MEA .

'" C1413 IN .....Road/ Louisville, TN 37777 /Ip 865.970.0003 f 865.970.2312 / www.smeincmcom

' Topside .

Page 2 of 3

PCHG-DESG EC 75220, Revision 0 Proposal for Additional Services S&ME Project No.: 1439-08-208 Crystal River Nuclear Plant/Phase 11Additional Creep Testing November 25, 2008 Two creep specimens and two shrinkage specimens will be tested for each mix. In addition, one specimen will be tested for compressive strength at 5 days and two specimens will be tested for modulus of elasticity at 5 days.

For the creep test, six readings will be taken on the first day:

1) Before loading (out of frame)

2) Before loading (in frame)

3) Preload (200 psi)

4) Initial load (2000 psi)

5) 10 minutes after initial load

6) 2-6 hours after initial load Readings will be taken approximately every day for the first week with subsequent readings taken on 14, 21, and 28 days after loading, with the exception of weekends and holidays. Data will be reduced and a brief summary report will be prepared.

COMPENSATION S&ME proposes a cost of $7,350.00 per short-tenn creep test as defined above, for a total additional cost of $14,700.00.

SCHEDULE The schedule for performing this additional scope of work will be dependent on the timing of the authorization to proceed. However, it is anticipated that the mixes would be performed and specimens cast during the first or second week of December.

AUTHORIZATION It is anticipated that the authorization for this additional work would come through the issuance of an amendment existing Contract 373812 between Progress Energy and S&ME to add this scope and pricing and, if needed, to increase the original Not-to Exceed value of the contract.

Should you have any questions after reviewing this proposal or if we may be of additional service, please do not hesitate to contact us at your convenience.

Sincerely, S&ME, INC.

J B. Pearson Michael R. Stomer Materials Engineer Vice President ATTACHMENT Z45R0 Page 3 of 3

PCHG- DISG ATTACHMENT 2 EC 75220, Revi sion 0 Sheet 1 of 1 Record of Lead Review Document: Phase II Additional Creep Test Report Revision 0 The signature below of the LeadReviewer records, that:

- the review indicated below has been performed by the Lead Reviewer; appropriate reviews were performed and errors/deficiencies (for all reviews performed) have been resolved and these records -are included in the design package; the review was performed in accordance with EGR-NGGC-0003.

LI Design Verification Review EL Engineering Review Z Owner's Review El Design Review r- Alternate Calculation El Qualification Testing LI Special Engineering Review I-I YES -1 N/A Other Records are attached.

John Hollidav 08/10/09 Lead Reviewer (J (print/sign) 0 Discipline Date Item Deficiency Resolution No.

NONE 1.

2.

3.

FORM EGR-NGGC-0003-2-10 This form is a QA Record when completed and included with a completed design package.

Owner's Reviews may be processed as stand alone QA records when Owner's Review is completed.

EGR-NGGC-0003 Rev. 10 ATTACHMENT Z46R0 Page 1 of 8

PCHG-DESG EC 75220, Revision 0 Celebrating35 Years 1973

2008 S&ME, INC. KNOXVILLE BRANCH PHASE II ADDITIONAL CREEP TESTING FOR CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT PROJECT S&ME PROJECT NUMBER 1439-08-208 Prepared for:

Mr. John Holliday PROGRESS ENERGY FLORIDA, INC.

15760 West Powerline Street Crystal River, Florida 34428-6708 January 21, 2009.

PREPARED BY: Zt2o' -P, REVIEWED BY:

QA BY: Aý /_ý - d2gUA --

APPROVED BY: / /ýu Z/

to'9ýýýý S&ME, INC./14i3 Topside Road / Louisville. TN 37777 /p 865,970.0003 f865.970.2312/.1wvsmeinc.com ATTACHMENT Z46R0 Page 2 of 8

PCHG-DESG EC 75220, Revision 0 PHASE 1I-ADDITIONAL CREEP TESTING January 21, 2009 S&ME Project 1439-08-208 SCOPE S&ME, Inc. (S&ME) and our subcontractor CTLGroup (CTL) have completed the Phase 11 Additional Creep Testing for the Crystal River Unit 3 Steam Generator Replacement.

Project. The testing was performed as outlined in Contract 373812 Amendment 2 and S&ME Proposal for Additional Services dated November 25, 2008. The purpose of the testing program was to provide an indication of how the two Phase I1mixes will perform during creep testing and to provide additional information to the project team prior to mix selection. Based upon the performance of the two mixes, one of the mixes, or a modification of one of the mixes will be retested in Phase III under our Appendix B Program.

TESTING Creep tests were performed in general accordance with ASTM C 512. Initial curing was performed in the autogenous chambers for approximately 4 days, and then the specimens were shipped to CTLGroup for scheduled arrival at an age of five days. After the specimens arrived, gage points were installed to measure deformation (three readings per specimen).

Creep specimens were loaded to 2000 psi as requested. Specimens were tested in the drying state only, to measure total creep and shrinkage through 28 days friom time of loading.

Two creep specimens and two shrinkage specimens were tested for each mix. In addition, one specimen was tested for compressive strength at 5 days and two specimens were tested for modulus of elasticity at 5 days.

RESULTS A summary of the Phase 11 Additional Creep testing results is included in the Attachments.

2 ATTACHMENT Z46R0 Page 3 of 8

PCHG-DESG EC 75220, Revision 0 Phase 11 Additional Testing (Creep Mixes)

Target Mix Option IA Creep Option 2A Creep lb ft" lb ftW Holly Hill Cement 560 2.86 600 3.06 Fly Ash (Proash) 140 0.93 200 1.34 Maryville #67 Coarse Aggregate 1613 9.23 1835 10.5 Natural Sand (Lilesville, NC) 1515 9.23 1161 7.07 Water (incl. Admix.) 262.5 4.21 280 4.49 ADVA CAST 575 ( 8oz/cwt for IA ,4.5oz/cwt for 2A)

Recover ( 2 oz/cwt)

Target Air (2%) 0.54 0.54 Totals 4090 27.0 4076 27.0 Target w/c 0.375 0.350 Theoretical Unit Weight (pc 151.5 151.0 Actual Admixture Dosages Mix IA Mix 2A 8 4.5 A DVA CAST Recover 575 (oz/cwt)

(oz/cwt) 2 2

Measured Properties Mix IA Mix 2A Slump (in.) 9.0 8.75 Air (%) 1.4 1.6 Measured Unit Weight (pcf) 153.3 153.3 Concrete Temp (F) 74 77 Air Temp (F) 71 71

5-day strength (psi) 8010 7130

5-day strength (psi) modulus cylinders 7910 7310

5-day modulus of elasticity (x 106 psi) 5.80 5.65

The first five days of curing were in the accelerated curing containers.

ATTACHMENT Z46R0 Page 4 of 8

7 52 2 0 , Revision 0 CoNSYRU 4 TrCf~iO=,oY LABORAVORtIES Et4wNmrwgý COHTRCnon CA wm 8UWkKF4NAO*A. Oelyw~q R.-LA. TECHNOLOGY COWSUCTANTS-www.CTLGroua.com Client S&ME CTL Project Number 109151 Project Crystal River Project Manager M. D'Ambrosia Contact John Pearson Technician G. Neiweem Date: January 16. 2009 Approved J. Zemajtis CTLGroup Project #109151 ASTM C 512 - Creep of Concrete in Compression Mixture IA, cast December 4, 2008, Loaded at 5 days to 2000 psi Load induced Specific Days Shrinkage deformation* creep Creep Loaded (pstrain) (pstraln) (pstraln/psi) coefficient Condition 0.00 -1 320 0.000 0.000 Instantaneous strain 0.01 2 322 0.001 0.007 0.08 1 371 0.025 0.159 1 31 405 0.043 0.268 2 87 437 0.059 0.368 3 40 451 0.066 0.412 6 102 464 0.072 0.453 8 128 489 0.084 0.528 10 104 541 0.111 0.691 14 118 574 0.127 0.795 20 170 606 0.143 0.896 28 205 600 0.140 0.877 Notes:

Adjusted for drying shrinkage Test specimens are 6x1 2-in. cylinders delivered to CTLGroup on December 9, 2008 Compressive strength at the age of loading (measured by S&ME) 7940 psi (54.7 MPa)

Applied stress 25% of compressive strength: 2000 psi (13.8 MPa)

Age at loading: 5 days Preload environment: 4 days autogenous curing (ASTM C 684), 1 dai ysealed, then 73.4+/-2°F (23.0+/-1.1 "C) and 50+/-4% RH Loaded environment: 73.4..2'F (23.0+/-1.1 C) and 50+/-4% RH ATTACHMENT Z46R0 Page 5 of 8

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- - - ACI 209 Creep Model Fit

Shrinkage 600 ------ ACI 209 Shrinkage Model Fit - - - - - ._-& -----------------

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.CR CT .G R-'~ OW "T.iNOLOGy"CONSUL[VANS www.CTLGroup,com Client S&ME CTL Project Number 109151 Project Crystal River Project Manager M. DAmbrosia Contact John Pearson Technician G. Neiweem Date: January 16, 2009 Approved J. Zemajtis CTLGroup Project #109151 ASTM C 512 - Creep of Concrete In Compression Mixture 2A, cast December 4, 2008, Loaded at 5 days to 2000 psi Load induced Specific Days Shrinkage deformation* creep Creep Loaded (pstrain) (pstrain) (pstrain/psi) coefficient Condition 0.00 0 335 0.000 0.000 Instantaneous strain 0.01 - 41 360 0.012 0.075 0.08 - 29 396 0.030 0.181 1 - 20 438 0.051 0.307 2 23 458 0.061 0.366 3 10 469 0.067 0.400 6 42 505 0.085 0.507 8 69 500 0.082 0.490 10 90 529 0.097 0.578 14 113 552 0.108 0.646 20 177 571 0.118 0.703 28 196 613 0.139 0.827

Adjusted for drying shrinkage Test specimens are 6x1 2-in. cylinders delivered to CTLGroup on December 9, 2008 Compressive strength at the age of loading (measured by S&ME): 7250 psi (50.0 MPa)

Applied stress 28% of compressive strength: 2000 psi (13.8 MPa)

Age at loading: 5 days Preload environment: 4 days autogenous curing (ASTM C 684), 1 day sealed, then 73.4+/-2=F (23.0+/-1.1 TC)and 504,4% RH Loaded environment: 73.4+/-2°F (23.0O1:.lAC) and 5014% RH ATTACHMENT Z46R0 Page 7 of 8

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8 CTLGroup Project #109151 ASTM C 512 - Creep of Concrete in Compression 1000 Mixture 2A, cast December 4, 2008, Loaded at 5 days to 2000 psi 800 a Creep (with Elastic Deformation)

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PCHG-DESG ATTACHMENT 2 EC 75220, Revision 0 Sheet 1 of 1 Record of Lead Review Document: Phase III Test Plan Revision 0 The signature below of the Lead Reviewer records that:

the review indicated below has been performed by the Lead Reviewer; appropriate reviews were performed and errors/deficiencies (for all reviews performed) have been resolved and these records are included in the design package;

- the review was performed in accordance with EGR-NGGC-0003.

Li Design Verification Review Li Engineering Review 0 Owner's Review D-Design Review r- Alternate Calculation F-1 Qualification Testing Li Special Engineering Review I- YES Li N/A Other Records are attached.

John Holliday 46W-D- *ivil 08/10/09 Lead Reviewer ýJ (print/sign) (,\ Discipline Date Item Deficiency Resolution No.

NONE 1.

2.

3.

4 1-FORM EGR-NGGC-0003-2-10 This form is a QA Record when completed and included with a completed design package.

Owner's Reviews may be processed as stand alone QA records when Owner's Review is completed.

EGR-NGGC-0003 Rev. 10.

ATTACHMENT Z47R0 Page 1 .01;..,

6

EC 75220, Revision 0 PCHG-DESG EC 75220, Revision 0 S&ME Celebrating35 Years S&ME, INC. KNOXVILLE BRANCH 1973 o2008 PHASE III TEST PLAN MIX ACCEPTANCE TESTING FOR CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT PROJECT PROJECT NUMBER 1439-08-208 Prepared for:

Mr. John Holliday PROGRESS ENERGY FLORIDA, INC.

15760 West Powerline Street Crystal River, Florida 34428-6708 Revision 0 January 30, 2009 A

PREPARED BY:

REVIEWED BY:

QA BY:

APPROVED BY: if/b-e7 S&ME, INC. / 1413 Topside Road / Louisville, TN 37777 / p 865.970.0003 f 865.970.2312 / www.smeinc.com ATTACHMENT Z47R0 Page 2 of 6

PCHG-DESG EC 75220, Revision 0 PHASE III TEST PLAN - MIX ACCEPTANCE TESTING Revision 0 S&ME Project 1439-08-208 January 30, 2009 BACKGROUND This Phase III testing plan was developed based upon S&ME Proposal 3908110R1, Contract 373812 between S&ME and Progress Energy, e-mail and telephone correspondence with Progress Energy and Sargent & Lundy, and the requirements of LaboratoryTesting Requirements For Concrete Proportioningfor Crystal River 3 Steam GeneratorReplacement Restoration of the Containment Opening Revision 3 section 3.8.2.1. The purpose of the testing plan is to provide our understanding of the testing to be performed, so that any questions or concerns can be addressed prior to the start of the testing program. Phase III testing is classified as Safety-Related and will be conducted under S&ME's 10CFR50 Appendix B Quality Assurance Program.

MATERIAL PROPORTIONS The ingredient materials and proportions listed below are planned to be used in the Phase III Mix Acceptance Testing program:

Weight Volume Holly Hill Type I Cement 560 2.86 Class F Fly Ash (Proash) 140 0.93 Maryville #67 Coarse Agg. 1613 9.23 Natural Sand (Lilesville, NC) 1515 9.23 Water 262.5 4.21 Target Air Content (2%) 0.54 Target w/c 0.375 Theoretical unit weight 151.5 pcf ADVA CAST 575 Dosed as required to achieve desired fresh properties Recover Dosed as required to achieve desired fresh properties MIX ACCEPTANCE TESTING Phase III testing will include repeating the same tests as were performed on the final mixes in Phase II,with the addition of 91 day creep/shrinkage tests and-total evaporable water. As directed by Progress, the mix will be proportioned as Mix 1A, as submitted in the Phase 11test report dated January 13, 2009. Admixture dosages will be adjusted as needed to achieve the desired fresh properties. Current approved changes from the project specification that were identified during Phase II, and will be in effect for the Phase III testing include the following:

The required slump at discharge is to be between 6 and 9 inches.

The 0.35 max water to cementitious ratio will not apply.

The mixes will be performed near laboratory air temperature. No cooling of the ingredients or mix is required.

The total mixing time will be extended by two minutes from that defined in ASTM C 192.

The mix (approximately 4.5 cubic feet) will be batched and testing will be performed as outlined below:

The temperature test will be begun on the fresh concrete immediately after discharge from the mixer and will be performed using ASTM C 1064-05 Standard Test Method for Temperature of Freshly Mixed Portland Cement Concrete.

2 ATTACHMENT Z47R0 Page 3 of 6

PCHG-DESG EC 75220, Revision 0 P1-ASE III TEST PLAN - MIX ACCEPTANCE TESTING Revision 0 S&IVlE Project 1439-08-208 January 30, 2009 Slump of the fresh concrete will be determined using ASTM C 143-05a Standard Test Method for Slump of Hydraulic-Cement Concrete.

Unit Weight of the fresh concrete will be determined using ASTM C 138-01 Standard Test Method for Unit Weight, Yield and Air Content (Gravimetric)of Concrete.

Air content of the fresh concrete will be determined using ASTM C 231-04 Standard Test Method for Air Content of Freshly Mixed Concrete by Pressure Method.

Cylinders will be cast using ASTM C 192-06 Standard Test Method for Making and Curing Concrete Test Specimens in the Laboratory. A minimum of eighteen 6" x 12" cylinders will be cast from the mix. Plastic, single use molds will be used.

The first five days of cylinder curing will be performed using ASTM C 684-99 StandardMethod for Making, Accelerated Curing, and Testing Concrete Compression Test Specimens, Method C.

The remaining cylinder curing will be performed following ASTM C 192-06 Standard Test Method for Making and Curing Concrete Test Specimens in the Laboratory,but the cylinders will remain sealed in their molds.

Compressive strength testing will be performed using ASTM C 3 9 -0 5 "' Standard Test Method for Compressive Strength of CylindricalConcrete Specimens. Two specimens will be tested at an age of 5 days and two specimens at an age of 28 days. After the creep recovery readings, compressive strength testing will be performed on the creep and shrinkage specimens.

Modulus of Elasticity testing will be performed using ASTM C 469-02E' Standard Test Method for Static Modulus of Elasticity and Poisson'sRatio of Concrete in Compression. Two specimens will be tested at an age of 5 days and two specimens at an age of 28 days. After the creep recovery readings, modulus of elasticity will be performed on the available creep and shrinkage specimens.

Thermal Diffusivity testing will be performed on one cylinder at an age of 28 days following CRD-C-36-73 Handbook of Concrete and Cement Method of Test for Thermal Diffusivity of Concrete.

Total evaporable water will be determined on remnants of specimens tested for compressive strength at 5 days of age using ASTM C 642-06 Test Method for Specific Gravity, Absorption, and Voids in Hardened Concrete.

Creep testing will be performed using ASTM C 512-02 Standard Test Method for Creep of Concrete in Compression, except as noted otherwise, in accordance with Progress Energy Laboratory Testing Requirements for Concrete Proportioning for Crystal River 3 Steam Generator Replacement, Restoration of the Containment Opening, Revision 3.

The creep and shrinkage specimens will be transported to CTL in their autogenous curing containers prior to an age of 5 days. Following the initial 5 day curing period, creep and shrinkage test specimens will be removed from the autogenous curing containers and molds while inside the controlled the controlled environmental room where the testing will be performed. The controlled environment will be maintained at 73.4+/-20 F and 50+/-4% relative humidity. The environmental control system consists of a chilled water/steam generator, a pneumatic thermostat, and a pneumatic humidistat. The system has independent supply and feedback control. A separate monitoring system with a chart recorder is used to provide a record of the environmental conditions. In addition, temperature and humidity will be manually recorded concurrent with the creep measurements. The test specimens for basic creep and autogenous shrinkage shall be sealed to prevent moisture loss immediately after demolding using self-adhesive aluminum tape.

3 ATTACHMENT Z47R0 Page 4 of 6

PCHG-DESG EC 75220, Revision 0 PHASE Ill TEST PLAN - MIX ACCEPTANCE TESTING Revision 0 S&ME Project 1439-08-208 January 30, 2009 The end surfaces of the creep test specimens will be prepared by capping with sulfur capping compound to meet the requirements of ASTM C 617-98 (03) immediately after demolding to ensure a uniform load distribution. External strain gage points shall be instrumented after demolding. The specimens used for total creep and total shrinkage will be temporarily wrapped in plastic to prevent drying during the end preparation and gage point installation. This wrapping will be removed prior to the start of testing.

Creep tests will be conducted in loading frames in which springs are used to maintain the required load. Creep load will be applied using a portable hydraulic jack equipped with a pressure measuring gage. Creep and shrinkage strains will be measured using a portable external strain gage referenced to a constant-length standard bar. A Soiltest Model CT-171 Multi-Position Strain Gage equipped with a Mitutoyo digital dial gage with a resolution of 0.00005 in. will be used to measure deformation between gage points positively affixed to the specimens. A gage length of 10 in, will be used. Brass gage points with suitable seats for the strain gage will be affixed to test specimens with rapid-set two-part epoxy adhesive. Three gage lines will be used to measure deformation on creep and shrinkage specimens.

All creep specimens will be preloaded to produce a stress of 200 psi in the test specimens. The preloading period will not exceed 15 minutes and will be used to verify uniformity of load application. A sustained load of 2000 psi will be applied at 5 days +/- 1 hour1.157407e-5 days 2.777778e-4 hours 1.653439e-6 weeks 3.805e-7 months from the time that the specimens were molded. The sustained toad will remain applied during at least 91 days, or to a later date if necessary, depending on the test results.

Autogenous shrinkage will be determined from the two sealed specimens. Total shrinkage will be determined from the two non-sealed specimens. Total deformation under sustained load, including instantaneous, basic and drying creep strains, as well as the elastic and creep recovery after creep testing, will be determined. Basic creep will be determined from the two sealed specimens. Total deformation, including basic and drying creep strains, will be determined from the two non-sealed specimens.

The minimum number of creep and shrinkage deformation measurements for each one of the creep and shrinkage specimens in a test set will be as follows:

Before loading:

Immediately before specimens start drying Immediately before loading During the first day after loading:

Within 5 minutes SAt 15 to 20 minutes

At one hour At 2 hour2.314815e-5 days 5.555556e-4 hours 3.306878e-6 weeks 7.61e-7 months 45 minutes

° Between 6 and 8 hours9.259259e-5 days 0.00222 hours 1.322751e-5 weeks 3.044e-6 months First week:

Daily within +/-1/2 hour of the time of loading After first week:

Weekly +/-6 hours of the time of loading until 28 days, after which the readings will be taken weekly +/-1 day of the time of loading Measurements with mechanical strain gages will be completed along the three gage lengths on each test specimen, before taking the readings on any other specimens in the creep frame. The readings on each specimen should be taken within two minutes and the time of reading reported 4

ATTACHMENT Z47R0 Page 5 of 6

PCHG-DESG EC 75220, Revision 0 PHASE IlI TEST PLAN - MIX ACCEPTANCiEfESTING Revision 0 S&ML Prolect 1439-08-208 Januar), 30, 2009 for each specimen individually. The time of measurement readings shall be recorded to the nearest minute, and reported as a fraction of a day rounded to the nearest 0.0007 of a day. The strain readings will be plotted within the hour of measurement and evaluated to detect irregularities or inconsistencies. Additional readings will be taken immediately if irregularities or inconsistent readings are detected. Elastic recovery will be measured at the time the sustained load is removed. Creep recovery will be measured for at least a week after load removal.

ATTACHMENT Z47R0 Page 6 of 6

PCHG-DESG ATTACHMENT 2 EC 75220, Revision 0 Sheet 1 of 1 Record of Lead Review I

Document: Phase III Test Report Revision 0 The signature below of the Lead Reviewer records that:

- the review indicated below has been performed by the Lead Reviewer;

- appropriate reviews were performed and errors/deficiencies (for all rev'iews performed) have been resolved and these records are included in the design package;

- the review was performed in accordance with EGR-NGGC-0003.

I- Design Verification Review F-1 Engineering Review [ Owner's Review Li Design Review r- Alternate Calculation Li Qualification Testing Li Special Engineering Review Ei YES L-i N/A Other Records are attached.

John Hollidav i teO -2r.o Civil 08/10/09 Lead Reviewer (U (print/sign) I Discipline Date Item Deficiency Resolution No.

NONE 1.

'2.

3.

1 1 FORM EGR-NGGC-0003-2-10 This form is a QA Record when completed and included with a completed design package.

Owner's Reviews may be processed as stand alone QA records when Owner's Review is completed.

f EGR-NGGC-0003 Rev. 10 ATTACHMENT Z48R0 Page 1 of 42

PCHG-DESG EC 75220, Revision 0 S mm&&AME S&ME, INC. KNOXVILLE BRANCH PHASE III TEST REPORT Mix Acceptance Testing FOR CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT PROJECT S&ME PROJECT NUMBER 1439-08-208 Contract 373812 Prepared for:

Mr. John Holliday

.- PROGRESS ENERGY FLORIDA, INC.

15760 West Powerline Street Crystal River, Florida 34428-6708 June 19, 2009 PREPARED BY: .e REVIEWED BY:

QA BY:- ,,;

APPROVED BY:

All work contained in this report was conducted in accordance with the requiremcnts of the referenced procurement documents.and the S&ME, Inc., Knoxville Branch Quality Assurance Manual, Volume I, Revision 4, dated Decenmber 5, 2003.

ATTACHMENTS&ME, Z48R0INC. / 1413 Topsile Road / Louisville, TN 37777 /p 865.970.0003 f 865,970.2312./PvW.smeirix.com P

Page 2 of 42

PCHG-DESG EC 75220, Revision 0 PHASE III REPORT- Mix Acceptance Testing June 19, 2009 S&ME Proiect 1439-08-208 BACKGROUND S&ME, Inc. (S&ME) and our subcontractor CTLGroup (CTL) have completed the Phase IIn Mix Acceptance Testing for the Crystal River Unit 3 Steam Generator Replacement Project.

The testing was performed as outlined in Contract 373812, Laboratory Testing Requirements for Concrete Proportioning Revision 3, and the Phase III Test Plan Rev. 0 dated January 30, 2009 with modifications based upon discussions with Progress Energy (Progress) and Sargent & Lundy (S&L) personnel. The purpose of the testing program was to perform acceptance testing on the selected mix chosen by Progress based upon the results of the Phase II testing program. Phase III testing was performed under our 10CFR50 Appendix B Program. Qualification testing of ingredient materials was performed in Phase I and has already been reported.

MATERIAL PROPORTIONS The ingredient materials and target mixture proportions (on a cubic yard basis) for the Phase III Mix Acceptance Testing program were as follows:

Weight Volume Holly Hill Type I Cement 560 2.86 Class F Fly Ash (Proash) 140 0.93 Maryville #67 Coarse Agg. 1613 9.23 Natural Sand (Lilesville, NC) 1515 9.23 Water 262.5 4.21 Target Air Content (2%) 0.54 Target w/c 0.375 Theoretical unit weight 151.5 pcf ADVA CAST 575 Dosed as required to achieve desired fresh properties Recover Dosed as required to achieve desired fresh properties TESTING/EQUIPMENT Phase II (mix development testing), concluded with performance testing on two concrete mixes. Based on the results of the Phase II testing, Progress selected the mix to be tested in Phase III. Phase III (acceptance testing) included repeating the same performance tests as were performed in Phase II, with the addition of 91 day creep/shrinkage tests and total evaporable water tests. Current approved changes from the project specification that were identified during Phase II, and were in requested by Progress to be implemented for the Phase III testing included the following:

" The required slump at discharge was to be between 6 and 9 inches.

The 0.35 maximum water to cementitious ratio did not apply.

ATTA'"I*-APNT 7ARIn 2 p a f

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A9

PCHG-DESG EC 75220, Revision 0 PHASE III REPORT- Mix Acceptance Testing June 19, 2009 S&ME Proiect 1439-08-208

The mixes were to be performed near laboratory air temperature. No cooling of the ingredients or mix was required.

The total mixing time was to be extended by two minutes from that defined in ASTM C 192-06.

Electronic digital scales were used for weighing the materials prior to batching. The mixing was performed using a revolving drum mixer in accordance with ASTM C 192-06, except, as noted above; the final mixing time was extended by two minutes. Standard test equipment was used for the fresh property testing (slump, air content, unit weight, and temperature). The cylinders were cast in 6 x 12 inch plastic single-use, lipped, cylinder molds. The autogenous curing containers specified for the five day accelerated curing were constructed to meet the requirements of ASTM C 684-99, Method C. These containers consisted of metal cans, lined with insulation. The insulation encapsulated a PVC sleeve sized so that the cylinder with mold could be placed into the container. Each container contained "i-button" temperature sensors. Subsequent to the required accelerated cure, the molded, sealed specimens were stored in a moisture cabinet with the exception of the creep and shrinkage specimens. Subsequent storage of the creep and shrinkage specimens is described in the next section. Cylinders for compression testing were capped with sulfur capping compound and tested in a compression machine. Modulus data was obtained using a compressometer with an 8 inch gage length, fitted with a digital dial gage. Thermal diffusivity temperature readings were performed using thermocouples and a digital readout.

Equipment for the total evaporable water test included a boiling water chamber with a calibrated thermometer, a balance, and a laboratory drying oven. Total evaporable water was determined by drying fragments of the tested 5 day compression specimens following the procedure described in section 5.1 (oven -dry mass) of ASTM C 642-06. Evaporable moisture was calculated by dividing the weight of evaporated water by the weight of the dry concrete sample. After obtaining this information the remainder of the referenced test procedure was completed for informational purposes.

The creep and shrinkage specimens were transported to CTL in their autogenous curing containers prior to an age of 5 days. Following the initial 5 day curing period, creep and shrinkage test specimens were removed from the autogenous curing containers and molds while inside the controlled the controlled environmental room where the testing was to be performed. The controlled environment was maintained at 73.4+/-2' F and 50+/-4% relative humidity (See Notice of Anomaly/Corrective Action section). The environmental control system consisted of a chilled water/steam generator, a pneumatic thermostat, and a pneumatic humidistat. The system had independent supply and feedback control. A separate monitoring system was used to provide a record of the environmental conditions. In addition, temperature and humidity was manually recorded concurrent with the creep measurements. The test specimens for basic creep and autogenous shrinkage were sealed to prevent moisture loss immediately after demolding using self-adhesive aluminum tape. The end surfaces of the creep test specimens were prepared by capping with sulfur capping compound to meet the requirements of ASTM C 617-98 (03) immediately after demolding to ensure a uniform load distribution. External strain gage points were instrumented after demolding. The specimens used for total creep and total shrinkage were temporarily wrapped in plastic to prevent drying during the end preparation and gage point installation.

ATTACHMENT Z48R0 3 Page 4 of 42

PCHG-DESG EC 75220, Revision 0 PHASE III REPORT- Mix Acceptance Testing June 19, 2009 S&ME Promect 1439-08-208 This wrapping was removed prior to the start of testing.

Creep tests were conducted in loading frames in which springs were used to maintain the required load. Creep load was applied using a portable hydraulic jack equipped with a pressure measuring gage. Creep and shrinkage strains were measured using a portable external strain gage referenced to a constant-length standard bar. A Soiltest Model CT- 171 Multi-Position Strain Gage equipped with a Mitutoyo digital dial gage with a resolution of 0.00005 in. was used to measure deformation between gage points positively affixed to the specimens. A gage length of 10 inches was used. Brass gage points with suitable seats for the strain gage were affixed to test specimens with rapid-set two-part epoxy adhesive. Three gage lines were used to measure deformation on creep and shrinkage specimens.

All creep specimens were preloaded to produce a stress of 200 psi in the test specimens. The preloading period did not exceed 15 minutes and was used to verify uniformity of load application. A sustained load of 2000 psi was applied at 5 days +/- 1 hour1.157407e-5 days 2.777778e-4 hours 1.653439e-6 weeks 3.805e-7 months from the time that the specimens were molded. The sustained load remained applied for 91 days.

Autogenous shrinkage was determined from the two sealed specimens. Total shrinkage was determined from the two non-sealed specimens. Total deformation under sustained load, including instantaneous, basic and drying creep strains, as well as the elastic and creep recovery after creep testing, was determined. Basic creep was determined from the two sealed specimens. Total deformation, including basic and drying creep strains, were determined from the two non-sealed specimens.

The creep and shrinkage deformation measurements for each one of the creep and shrinkage specimens in a test set was as follows:

Before loading:

Immediately before specimens start drying

Immediately before loading During the first day after loading:

Within 5 minutes

At 15 to 20 minutes

" At - one hour

° At- 2 hour2.314815e-5 days 5.555556e-4 hours 3.306878e-6 weeks 7.61e-7 months 45 minutes

Between 6 and 8 hours9.259259e-5 days 0.00222 hours 1.322751e-5 weeks 3.044e-6 months First week:

Daily within +/-1/2 hour of the time of loading After first week:

Weekly +/-6 hours of the time of loading until 28 days, after which the readings will be taken weekly +/-1 day of the time of loading Measurements with mechanical strain gages were completed along the three gage lengths on each test specimen, before taking the readings on any other specimens in the creep frame.

ATTACHMENT Z48R0 4 Page 5 of 42

PCHG-DESG EC 75220, Revision 0 PHASE III REPORT- Mix Acceptance Testing June 19, 2009 S&ME Proiect 1439-08-208 The readings on each specimen were taken within two minutes and the time of reading reported for each specimen individually. The time of measurement readings were recorded to the nearest minute, and reported as a fraction of a day. The strain readings were plotted within the hour of measurement and evaluated to detect irregularities or inconsistencies.

Elastic recovery was measured at the time the sustained load was removed. Creep recovery was measured for approximately 8 days after load removal. CTL's test report, the creep and shrinkage data, and recorded temperature and humidity values at the time of creep and shrinkage readings are included in Appendix A.

A list of the Phase III equipment that required calibration is included in Appendix B.

Laboratory accreditation certificates and information on the test personnel are included in Appendix C.

N NOTICE OF ANOMALY/CORRECTIVE ACTION During the creep testing program, one Notice of Anomaly (NOA) and two Corrective Action Reports (CARs) were issued.

The NOA was to document isolated instances where the temperature logger showed some readings approximately 0.5 degrees outside specified tolerance and to document some gaps in the continuous recording of the temperature and humidity data. (Continuous recording is not required by the test specification.)

The first CAR was issued to address where the temperature and humidity were temporarily out of specification due to equipment outages. The outages were considered to have had negligible impact on the creep testing for several reasons.

1. It was observed that the test results continued to conform to predicted trend lines that were established before the outages occurred.

2. The outages did not occur on the same days as deformation measurements, and the conditions had returned to normal by the time the measurements were taken.

3. Creep and shrinkage are relatively slow occurring phenomena and short term changes in environment do not significantly effect measurements.

4. The total time the room was out of specification was small relative to the total test time (3 days out of a 91 day test) and occurred near the end of the testing period, when measured behavior is the least sensitive to changes in environmental conditions.

The second CAR was issued to address a temporary malfunction of the chart recorder.

According to an internal CTL procedure and the test plan a chart recorder was to be used to document temperature and humidity. During two periods the pen on the chart recorder registering humidity was not marking clearly on the chart and on another occasion the pen/chart stuck in one position. An independent temperature and humidity device had been placed in the room since the beginning of the test as a back-up system. This back-up recorder was calibrated at the end of the project to provide acceptable objective evidence for the environmental conditions for the creep and shrinkage testing.

ATTArI-JfAI:MT 7AAPfl 5 Pmno, rnf A*9'

ý3

PCHG-DESG EC 75220, Revision 0 PHASE III REPORT- Mix Acceptance Testing June 19, 2009 S&ME Proiect 1439-08-208 A copy of the CARs and the NOA is included in Appendix D.

RESULTS Certified Materials Test Reports (CMTR's) for the ingredient material qualification testing were provided in the Phase I test report. A summary of the results of the Phase III Mix Acceptance Testing is attached.

ATTACHMENT Z48R0 6 Page 7 of 42

PCHG-DESG EC 75220, Revision 0

S&ME Testing Summary Mix Proportions and Fresh Properties Client: Progress Energy Material: Concrete Mix 1A Project: Crystal River Source: Laboratory Mix S&ME Project No.: 1439-08-208 Quantity: 4.5 cubic foot Contract/P.O. No.: 373812 Date / Time Mixed: February 12, 2009, 9:57 am (Eastern)

S&ME Log No.: 09-019-001 Mixture Proportions (calculations based on one cubic yard)

Constituent Materials S&ME Log No. Weight (Ibs) Volume (ftW)

Type 1/11Portland Cement (Holly Hill) 08-040-001 560 2.86 Class F Fly Ash (Proash) 08-034-001 140 0.93 No. 67 Stone (Maryville) 08-037-001 1613 9.23 Natural Sand (Lilesville) 08-032-001 1515 9.23 Water N/A 262.5 4.21 Target Air (2%) N/A --- 0.54 Totals --- 4,090 27.0 Target water/cementitious ratio 0.375 Theoretical Unit Weight (pcf) 151.5 Measured Plastic Properties Property ASTM Designation Result Slump (in) ASTM C 143-05a 8.75 Air content (%) ASTM C 231-04 1.6 Measured Unit Weight (pcf) ASTM C 138-01 153.2 Concrete Temperature (OF) ASTM C 1064-05 75 Air Temperature (OF) N/A 72 Notes Concrete batching performed in accordance with ASTM C 192-06, except that final mixing time was extended by 2 minutes.

Admixtures dosed to achieve desired fresh properties.

ATTACHMENT Z48R0 Page 8 of 42 1413 Topside Road Louisville, Tennessee 37777 Phone: 865-970-0003 Fax: 865-970-2312

PCHG-DESG EC 75220, Revision 0

S&ME Testing Summary Hardened Properties Client: Progress Energy Material: Concrete Mix 1A Project: Crystal River Source: Laboratory Mix S&ME Project No.: 1439-08-208 Quantity: 4.5 cubic foot Contract/P.O. No.: 373812 Date / Time Mixed: February 12, 2009, 9:57 am (Eastern)

S&ME Log No.: 09-019-001 Hardened Properties Property ASTM Designation Result (5-days) Result (28-days) 2 Thermal Diffusivity, (ft /hr) CRD-C 36-73 N/A 0.048 1 Evaporable Water, (%) ASTM C 642-06 4.1 2 N/A Compressive Strength, (psi) ASTM C 39-051 7,160 11,3 7,030 Modulus of Elasticity, (psi) ASTM C469-021 5.25 x 106 1 ---

8,330 1 Compressive Strength, (psi) ASTM C 39-05 --- ,3 Modulus of Elasticity, (psi) ASTM C 469-02c' --- 8,230 5.80 1061 1 x 106 Notes: All cylinders cured in autogenous containers (ASTM C 684-99 Method C) for five days.

1 Average of two specimens 2 Evaporable water determined by oven drying portion of ASTM C 642-06 Section 5.1.

3 Cylinders tested for compressive strength following moduli tests.

Hardened Property, Creep Coefficient (ASTM D 512-02)

Creep Coefficient (sealed specimens) 1 0.698 Creep Coefficient (unsealed specimens) 1.139 Notes: All cylinders cured in autogenous containers (ASTM C 684-99 Method C) for five days then were maintained at 73.4

+/- 2 OF and 50 +/- 4 % relative humidity (See CTL CAR 09-002, CAR 09-003 and NOA-09001) following removal from autogenous containers. A load of 2,000 psi was applied at an age of 5 days and remained on the specimens for 91 days.

Hardened Properties on creep and shrinkage specimens after Creep Recbvery (105 day age)

Specimen Identification Compressive Strength (psi) Modulus of Elasticity 4psi)

SpecimenIdentification_ ASTM C 3 9 -0561 ASTM C 469-02E:

Sealed Shrinkage Specimen 9,530 ---

Sealed Shrinkage Specimen Modulus Cylinder 9,650 6.70 x 106 Sealed Creep Specimen 9,530 ---

Sealed Creep Specimen Modulus Cylinder 9,620 1 6.70 x 106 Unsealed Shrinkage Specimen 8,930 ---

Unsealed Shrinkage Specimen Modulus Cylinder 9,170 1 5.80 x 106 Unsealed Creep Specimen 9,030 ---

Unsealed Creep Specimen Modulus Cylinder 9,230 1 6.10 x 106 Notes: All cylinders cured in autogenous containers (ASTM C 684-99 Method C) for five days then were maintained at 73.4

+/- 2 'F and 50 +/- 4 % relative humidity following removal from autogenous containers through creep recovery readings.

1 Cylinders tested for compressive strength following moduli tests.

ATTACHMENT Z48R0 Page 9 of 42 1413 Topside Road Louisville, Tennessee 37777 Phone: 865-970-0003 Fax: 865-970-2312

PCHG-DESG EC 75220, Revision 0 Appendix A CTL Test Report with Creep and Shrinkage Data ATTACHMENT Z48R0 Page 10 of 42

PCHG-DESG EC 75220, Revision 0 CT GROUP Building Knowledge. Delivering Results. wmw.CTLGroupcom June 12, 2009 Mr. John B. Pearson S&ME 1413 Topside Rd.

Louisville, TN 37777 Phase III ASTM C 512 Creep Test Results for Mix 1A - Crystal River Unit 3 SGRP CTLGroup Project No. 109151 S&ME Project No. 1439-08-208 Progress Energy Contract No. 373812

Dear Mr. Pearson:

Attached are the results of ASTM C 512 creep tests for Phase III of the above referenced project. You submitted two sets of five 6x1 2 in. concrete test cylinders that arrived at CTLGroup on February 16, 2009. The samples, identified as "09-019-001" were received sealed in autogenous curing chambers and sample receiving was overseen by your QA representative, Mr. John Coffey. The mixture was reportedly cast on February 12, 2009. On the morning of February 17, 2009 the samples were removed from the curing chambers in the testing environment, maintained at 73.4+/-2°F (23.0+/-1.I°C) and 50+/-4% relative humidity, and they were instrumented in preparation for testing.

Testing commenced in accordance with ASTM C 512 - 02, "Standard Test Method for Creep of Concrete in Compression" on February 17, 2009. All specimens were loaded at 5 days to 2000 psi as you requested. Results and calibration documents are attached. In addition to the formal report, we are providing the electronic data file as requested. This data file is intended for use only by personnel affiliated with this project and is not to be distributed.

We appreciate this opportunity to provide specialized testing services for you. Should you have any questions, please contact me.

Sincerely, Matthew D'Ambrosia Project Manager Materials Consulting m dam brosiat0-ctiq roup. com Phone: (847) 972-3264 Attachment(s)

Cofporate Office: 5400 Old Orchard Road Skokie, Illinois 60077-1030 Phone: 847-965-7500 Fax: 847,-965ý6541 Washington D.C. Office: 9030 Red Branch Road, Suite 110 Columbia; Maryland 21045v2003 Phone: 410-997-0400 Fax: 410-997-8480 ATTACHMENT Z48R0 CTLGroup is a registered dtb/a of Construction Technology Laboratories; Inc. Page 11 of 42

PCHG-DESG EC 75220, Revision 0 CONSIRUCIION

"ýIiROUP TCIINOL.06i LABORATORIES CT Kr~6.1,104V*9 OW0 W,* Rcns, ENGI/NEERS & CONSTRUCTION T[CHNOdOOY CONSULTANTS wwwCTLGroupcorn Client S&ME CTL Project Number 109151 Project -Crystal River Project Manager M. D'Ambrosia Contact John Pearson Technician G.Neiweem Date: June 12, 2009 Approved R. Burg CTLGroup Project #1091151 ASTM C 512 - Creep of Concrete In Compression Mix: 09-019-001-1A, Sealed Cylinders, Loaded at 5 days to 2000 psi Load induced Specific Days Shrinkage deformation* creep Creep

.Loaded (pstraln) (pstrain) (ijstrainlpsi) coefficient Condition

-0,0306 0 0 No load, out of frame

-0.0188 - 16 0 Immediately before loading

-0.0097 - 17 33 Preload 0.000.0 - 20 341 0.000 0.0001 Loaded 0.0062 - 16 335 -0.003 -0.020 0.0118 - 20 361 0.010 0.059 0.0431 8 361 0.010 0.057 0.1146 -9 383 0.021 0.122 0.2507 " 10 389 0.024 0.140 1.0014 7 398 0.028 0.167 2.0028 11 400 0.029 0.172 3:0028 2 416 0.037 0.219 4:0028 6 434 0.047 0.273 5:0007 16 439 0.049 0.286 6.0125 18 439 0.049 0.287 7.0111 23 451 0.055 0.322 13.9507 45 470 0.064 0.378 20;9361 36 509 0.084 0.492 27.9924 69 514 0.086 0.506 34.9653 48 541 0.100 0.584 42.1951 66 529 0.094 0.549 49.0444 80 535 0.097 0.567 56.2222 69 536 0.097 0.571 62.9847 80 549 0.104 0.607 70.0167 79 552 0.105 0.616 76.6861 92 564 0.111 0.652 84.0076 107 561 0.110 0.644 91.2125 114 580 0.119 0:698 91.2194 113 286 Unloaded 91.2382 108 303 93.0882 105 312 94.0139 104 283 98.0285 103 266 98.9208 96 268 Notes:

Adjusted for drying shrinkage Test specimens are 6x12-in. cylinders delivered to CTLGroup on February 16, 2009 Compressive strength at the age of loading: Measured by S&ME Applied stress: 2006 psi (13.8 MPa)

Age at loading: 5 days Preload environment: 5 days'autogenous curing (ASTM C 684) then 73.4+/-2'F (23.01.1°C) and 50+/-4% RH Loaded environment: 73.4+/-21F (23.0+/-1.1 C) and 5014% RH ATTACHMENT Z48R0 Page 12 of 42

PCHG-DESG EC 75220, Revision 0 CONSTRUCTION TECiNOwOeY LASORATORIES

"' ýnlourýpoa ENGINEERS a CoNSTRUCT)ON T1CHNOLOGY CONSULTANTS wv:crCTLGroWp com Client S&ME CTL Project Number 109151 Project Crystal River Project Manager M. DAmbrosia Contact John Pearson Technician G. Neiweem Date: June 12, 2009 Approved R. Burq CTLGroup Project #109151 ASTM C 512 - Creep of Concrete In Compression Mix: 09-019-001-1A, Unsealed Cylinders, Loaded at 5 days to 2000 psi Load induced Specific Days Shrinkage deiormation* creep Creep Loaded (pstrain) (pstrain) (pstrain/psi) coefficient Condition

-0.0292 0 0 Immediately before drying

-0,0174 38 0 Immediately before loading

-0.0083 15 72 Preload 0.0000 51 383 0.000 0.000 Loaded 0.0035 26 391 0.004 0.022 0.0104 53 401 0.009 0.047 0.0424 38 421 0.019 0.099 0.1194 38 462 0.040 0.208 0.2500 44 485 0.051 0.269 1.0000 74 494 0*056 0.290 2.0007 102 507 0.062 0.325 3.0035 118 525 0.071 0,372 4.0069 108 553 0.085 0.446 5.00.56 117 ,570 0.094 0.490 6.0069 119 582 0.100 0.522 4

6;9986 128 585 0.101 0,530 14.0417 197 626 0.122 0.637 21.0049 220 678 0.148 0.771 28.0667 249 716 0.167 0.871 35.0576 265 729 0.173 0.906 42.2708 281 754 0.186 0.971 49.1201 295 763 o.190 0.994 56.2910 301 775 0.196 1.025 63.0785 319 780 0.199 1.038 70.0896 312 793 0.205 1.073 77.2757 351 795 0.206 1.079 84.0812 -347, 836 0.227 1.185 91.3083 358 818 0.218 1.139 91.3153 356 521 Unloaded 91.3264 354 511 93.1757 353 483 94.1007 339 486 98.1160 348 473 ...

99.0083 346 469 Notes:

Adjusted for drying Shrinkage Test specimens are 6x12-in. cylinders delivered to CTLGroup on February 16, 2009 Compressive strength at the age of loading: Measured by S&ME Applied stress: 2000 psi (13.8 MPa)

Age at loading: 5 days Preload environment 5 days autogenous curing (ASTM C684) then 73.4i2*F (23.0:1.1-C) and 50t4% RH Loaded environment: 73.4+/-2'F (23.0:0.1 'C) and 50+/-4% RH ATTACHMENT Z48R0 Page 13 of 42

-V COkNIUCTON TSHMM~OMY ICNLORflS ENGmUMI & COIN51UMfO m m W, z--i CTLGroup Project #109151 Ivv, %WNW044,415 G)

N ASTM C 512 - Creep of Concrete in Compression *.cn( .roup.com X Mix: ()9-019-001-1A, Cast February 12, 2009, Loaded at 5 days to 2000 psi 1100

-n-Total Creep (with Elastic Deformation) 900 700 I-500

=0 300 100 m

0-

- 100 Mu 0 7 14 21 28 35 42 49 56 63 70 77 84 91 98 P Days under load 0) 0

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,qDIr#II..%#tqi..*41J..l*'* I* G) 00 ASTM C 512 - Creep of Concrete in Compression w,,.CTG OWp.C" Mix: 09-019-001-1A, Cast February 12, 2009, Loaded at 5 days to 2000 psi 1100

--- Total Creep (with Elastic Deformation) --- Total Shrinkage

-- Basic Creep (with Elastic Deformation) -a- Autogenous Shrinkage 900 700

,r 500 300 100 p

0 ITI 0

- 100 I -4

-D (0O 0.0(01 0.01 0.1 1 10 100 -

CD Days under load 01 0 C0

-4.

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-0 Creep Of Concrete in Compression (ASTM C 512)

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-17 Creep Frame No. HSF#19, Mix: 09-019-001, Mix IA, Sealed Cylinders, Loaded at 5 days to 2000 psi m

Z Client:

0) z o S&ME, Inc. Proje: Crystal River Unit 3 SGRP TL Pjoect Manager M. D'Ambrosa G)

-Contact: John Pearson CTLPrpect Numnber 109151 Technicians G Neiweem N

PSpecimen Information Loading Information Measurement Information OD Mix ID/Set# 0-019-001, Mix IA Age: days Creen Frame ID* HSF#19

0 Curin: . Sealed Intensity: n/a fc 2000 psi Strain Measuring Device: Soiltest with digital gage Specimens Cast: l2/O12099:35 AM Preload 200 psi Gage Length: 10 in.

Loaded: 2/17/09 10:30 AM II M asured y S &ME psi Unit press/gage press factor 1.4981 Gage Unit Creea Data iX 0.0U001 in.. *irllnnaae uata rs u.0 1i mlI Days from loading Date Press, Press, Cylinder: 1 (chamber #1) ICylinder: 2 (chamber #10) Cylinder: -3 (chamnher#12) lhylinder~ 4 (chamnber #11)

Read nai Dal Side Side2id 1 Side 3 Side I I Side 2 I Side 3 Side I 1 Side 2 I Side 3 1 Side I I Side 2 I Side 3 1 Initial

-0,03061 No load, out of frame o12 *5 157 0 -15 19 5 5 1 -2i -2 32

-25 _202

[__C0 _ 48 -1630 30 Date & Time = Tue, Feb 17 '09 9:50 AM Reading No. 1 -155, -1951 -50 5 -1201 -310 -25 1 -195 -5 450 -1635 25 GN/MD Temperature (*F) = 71.8 Reading No. 2 -155 -185i -65 51 -1351 -330 -20 -205 1 10 460 -1635 35 GN/MD RH (%) 51.2 Reading No. 3 -160 -1951 -60 51 -130i -330 -30 -205 -5 465 -1620 30 GN/MD

-001

.o~~~oi*88Im edatl beor ladingo.. 0 0 -172 .-210_ -57 -20 -128

. . . . . . . . ....-. -332 -13 ] -193 3 -102 525435 Date & Time Tue Feb 17'09 10:07 AM Reading No. 1 -175 -205 -55 -25 -135' -320 -15 -185 5 -435 -1600 50 GN/MD Temperature ('F) = 71.8 Reading No 2 -165-. -2101 -60 -15i1 -120 -335 -15 -185 5 -435 -1605 i 55 GN/MD RH (%) 531 Reading No. 3 -1751 -215 -55 -20[ -130 -340 -10 -210 0 -435 1 -1600 50 GN/MD

-00 9 1 In frame, preload 300 200 . ----

-.- -213 . . -237 . --I-.....--

. .-60 - -.. 4 .. ..-172 -32. 195. 3 -4334 -1598 50 Date & Time = Tue, Feb 17'09 10:20 AM Reading No. 1 -215! -2511 -60 -60! -1751 -360 5 -185 1 -5 -435 ! -1600 I 55 GN/MD Temperature (*F)=" 71-7 Reading No.2 -215j -2251 -50 -65 -1701 -360 -5 -200 0 _430 -1605 45 GN/MD RH (%) = 50.6 Reading No. 3 -210 -235 -70 -701 -1701 -365 -5 -200 -5 -435 -1590 50 GN/MD a ooni Lnaded 30.00 2000 -5121 -5~38J -3301 4501 4~53j -6600 - -207 7 -420 -16000 63 04-0 Loaded Date &Time= Tue, Feb17'09 10:34AM Reading No. 1 -515 -5351 -320 -450 -455 -665

....--- -- I 0 "

-15 -210 5 -430 -1600 60

-G--O GNIMD Temperature ("F) = 71.7 Reading No. 2 -510 -5351 -340 -450 -455- -655 -5 -210 10 -415 -1600 60 RH (%) = 52.3 Reading No. 3

.510 -5451 330 -4501 450' -660 -5 -200 5 -415 -1600 70 GNJMD

__Da~e 00062

_[Ame =_..Tu Feb Date&Tie=JTue ...e ....7.

17'09 T

10:43 AM Reading No. 1 3000

..o........1.0....3.....A........

12000 -162[ -512

-560. -520

-3261

-325

-4071

-405

-44

-4501 -665

-62][ -10

-10

-192

-190 -5 3 1 -43

-430

-159

-1600 50 40 GN/MD Temperature(F)= 71.8 Reading No. 2 -560o -500 -325 -4101 -451 -675 -15 -195 -10 -435 -1595 I 55 GN/MD M RH (%) 50.3 Reading No. 3 -565 -515i -325 -4051 -450' -675 -5 -190 -435 -1600 GN/MD 5 55 -4

-2 -202 1 -7 -422. -1585j 50 N.)

") 0.0118 3000 2000 525 35 -4 55{ -68C INQ

(.0 Date & Time = Tue_ Feb 17'09 10:51 AM Reading No. 1 -590 -5201 -350 -445 455 -68C -5 -205 -10 -415 -1600 60 GN/MD CD Temperature (F) =1 CD 71.9 Reading No. 2 -605 -530! -360 Tepratr (%) 50 -445 -455 451 -685 0 -200 5 -425 -156 45 GN/MD S ...........

5. ... ........... -355 - -7 CD 0)

Pi RH (%)

_______~~~~

53.

Reading No. 3 j -6151 -5251

-355,

-450

-4551

-67! 0 -200 -15 -425 -1575 4 GN/MD 4-4 0

--t 0 I

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Creep Of Concrete In Compression (ASTM C 512) 6*

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Creeo Frame No. HSF#19. Mix: 09-019-001, Mix IA, Sealed Cylinders, Loaded at 5 days to 2000 psi m

_fr - r~st Rie -nIGI *-i m Client: S&ME, Inc. PPEject: Cnv~ilRiver Unit.3_SGRP ..

LA, 4 Contact_____ John Pearson....

.. C11 Pr M.an er M DAmbrosia . G)

... C11 ProjectNumber 109151 Technicians G. Neiweem N0-1* Specimen Information Loading Information Measurement Information 0O Mix ID/Set # 09-019-001, Mix IA Age: 5 days Creep Frame ID: HSF#19 S-uringa... ....... Saed Intensity: n/a fc 2000 psi Strain Measuring Device: Soiltest with digital gage Specimens Cast 2/12/09 9:35 AM Preload 200 psi Gage Length: 10 in.

Loaded: 2/17/09 10:30 AM Compressive Strength, fc Measured by S&ME psi Unit press/gage press factor 1.4981 Gage Unit Creea Data (x 0.00001 in.) Shrinkaae Data ix 0.00001 in.)

Days from loading Date Press, Dsi Press, n.a.4 4 LL ta.. ~Ik..LJ~l m~I% Wyinder- 3(chamber #122) I'ýler 4(hmbr#1 Read psi 1 Sidel I Side2 [ Side3 -SideI I Sidoe2 1 Side3 0.031 Date & Time _ Tue, Feb 17'09 11:36 AM 3000 2000 -o 64 -57 -352 -495 SideI 15 I Side 2

'5 20.

195 Side 3 1 Side 5--

A47

-440 I

-1618

-1620 J

Side 2 1 Side 3 40 3

1 initial GN/MD Reading No. 1 -640 -510 -340 -490 -455 -695

-5 -215 - -5 -445 -1620 45 GN/MD Temperature ('F) = 71.8 Reading No. 2 -640 -505 -355 -5051 -455 -680 RH (%) = Reading No. 3 -645i -505 -360 -4901 -450 -680 -20 -215 ! -5 -455 -1615 40 GN/MD 0.114 3000 2000 -653 -517 -370 .525 502 -893 -13 -207 -22 -435 1-1603 48 Date & Time = Tue, Feb 1709 1:19 PM Reading No. 1 -6551

-85

-515 55

-370

-375

-525

-5251

-495

-505

-690

-15 4 -200 1 -15 -435 -1600 55 GN/MD Temperature (*F) = 7.8 Reading No. 2 -65 -- - -525 - 50 -10 -2I 20 -435 -1605 45 ND RH (%) =53.9 Reading No. 3 -650 -5201 -365 -525 -5051 -700 -15 -220 -30 -435 -1605 45 GN/MD 0.2507 3000 2000 -678** 5381 458 '535 -492 -890 -27 .192 1 -5 -438 -1620 55 Date & Time =.Tue Feb17 09 4:35 PM Reading No. 1 -675 -535 -360 -540 -4951 -690 -25 -190 -5 -435 -1615 55 GN/MD

.. .. .. .. .. . ......... .. .E . ..... I ......... I........ ...

Temperature ('F) = 71.5 Reading No. 2 -6801 -5401 -360 -535 -490 -690 -25 -200 0 -440 -1620 55 GN/MD

............................. ....... .. .......... i -

RH (%) 51.5 Reading No. 3 -6801 -5401 -355 -530! -4901 -690 -30 1 -185 -10 -440 -1625 55 GN/MD 1.0014 1.01~_______________ 3000 300 200 1,*

2000 7121 .5881 -363 -5833_:_ -523 1 -898 -45 -198 -15___-412 -1650~ 32 Date & Time = Wed, Feb 18'09 10:36AM Reading No. 1 -7051 -580! -365 -5601 -5251 -695 -45 -195 -10 -450 -1655 35 GN/MD

_ 4-t -_ -_ i _

Temperature (*F) = 72.0 72.20 Reading No. 2 -7101 -590l -365 -565! -5251 -700 -45 -205 -20 -455 -1650 30 GN/MD RH (%) =-9 -360 _ 520_-700 53.6 Reading No. 3 -72 -595 -360 -5651 -520 -45 F -195 -15 -450 -1645 30 GN/MD 2.00281 __________ 3000 2000 1 712j -921 -32 -5751 -5351 -708 48 -197 1 -5 -467 -87 2 Date & Time = Thu, Feb 19'09 10:38 AM Reading No. 1 -710 -5901 -360 -565 -535 -705 -50 1 -195 -5 -470 1 -1660 15 GN/MD Temperature (*F) 72.6 Reading No. 2 -715 -590. -365 -580 -535 -710 -50 -195 -5 -465 -1655 25 GN/MD m

.. . . .... . .. .... .. .............. i. . .. ................... . . ... 0 RH (%) 51.9 Reading No. 3 -7101 -595! -360 -580 -535 -71C -45 -200 -5 -465 -1655 20 GN/MD -4 3.0028 3000 2000 3.02~ _____________ 00 00 7201 593 -378 -58 '535i -713 -32 -190 -10 -453 -1650 40 Date & Time = Fri. Feb.20.09 10:38.AM Reading No. 1 -7151 -5901 -375 -585 -535 -710C -30 I-180 -10 -455 -1650 1 40 GN/MD

_________________ .........-.... ... -..... ---- -. -1 f- -______

CD Temperature (F) = 74.00 Reading No. 2 -720! -695g -380 -585 -535 -715 -35 -190 -10 -450 -1650 30 GN/MD 0° CD RH (%) - 49.00 Reading No. 3 -725: - -3805-585 -53 -715

-30 -200 -20 -455 -1650 50 GN/MD 0

0 IN)

-0

-H

-I 0-r 0 Creep Of Concrete in Compression (ASTM C 512)

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m 0 Client: S&MEInc . .. . Project: Cq9ytal River UnIt 3 SGRP CTL ect Manjaer M. DAmbrosia z U)

Contact:

John Pearson CTL Project Number 109151 Technicians G. Ne-weem .

N Specimen Information Loading Information Measurement Information Mix ID/Set # 09-019-001, Mix 1AAge__._. 5 days Creep Frame ID: HSF#19 0o Curing: __Sealed_ . .. . Intensity n/a Ic 2000 psi Strain Measuring Device: Soiltest with digital gage Specimens Cast __ 21120 9:35 A Preload 200 psi Gage Length: 10 in.

Loaded:, - 2117/09-10:30 Compressive mc Strength, Measured by S&ME psi Unit press/gage press factor 1.4981 Gage Unit Creep Data x( 0.00001 in.) Shrinkage Data (x 0.00001 in.)

Days from loading Date Press, I chamber #1 Read p~dsip Press,si Cynder:

si i3 2 SiieI2 112 ISide 3 Cylinder, SSide 2 (chamber #10) Cylinder 3 chamber #12) C linder-i 2 d S e I 4 chamber #11) e 2 ide3 Side 2 Side 3 niia Initial 4481 4.0028 3000 200o -7731 421 d00

,----5 - - -- -

710 0--

-3

-42 -197 .18

-448 1-150 32 Date & Time = Sat, Feb 21 '09 10:38 AM Reading No. 1 -765 -6 -395 -5851 -550 -710 -35 -200 -10 450 -1645 30 GN/MD Temperature ('F) 71.80 Reading No. 2 -7701 -635 -4101 -5851 -545 -710 -45 -195 -25 -445 t-1650 30 GN/MD RH (%) 50.30 Reading No. 3 -785 -655 -395 -590! -550 -710 -45 -195 -20 -450 -1655 35 GNIMD 5.0007 3o00 2-000 8_. 413 4131 -568 -735 27 .25 458 . 1658 27 Date & Time Sun, Feb 22'09 10:35 AM Reading No. 1 -7601 -6501 -405 -610! -570 -740 -55 -205 -25 -455 -1655 25 GN/MD m Temperature ( 1F).= . 72.10 Reading No. 2 -750 -660 -415 -615 -570 -735 -55 -200 -25 -460 -1665 30 GNIMD RH (%) = 55.20 Reading No. 3 -765 -6551 -420 -615 -565 -730 -60 -215 -25 -460 -1655 25 GN/MD 6.0125 300 20 0 -777 -640! -13 -05 72 -752 -55 -208 -25 -467 -150 13 Date & Time Mon*. Feb23'09 10:52 AM Reading No. 1 -770! -640 -410 -605 -5651 -750 -45 -210 -20 -460 -1655 10 GN/MD Temperature (*F)___ 71.40 Reading No. 2 -780 -6401 -410 -610 -570 -750 -60 -205 -25 -470 -1655 15 GN/MD 80 RH (%) =1 Reading No. 3 -7 1 -6401 -420 -600 -580[ 755 60 210 30 -470 -1640 15 GN/MD 7.0111 3000 2000 -,78 -662 -417 4251 583 -783 -65 -220 47 -42 -1655 28 Date &Time = Tue. Feb 24.409 10:50 AM Reading No. 1 -790 -660 -415 -635* -580 -785 -65 -210 -45 -465 -1655 25 GN/MD Tempeatur Readin No. -785i 65 Teme .... 70.90 n No.2 - - 415 -6201 -585 -785 -65 -235 -50 -460 -1660 30 GN/MD RH (%) 52.50 Reading No. 3 -790! -660 -420 -6201 -585 -780 -65 -215 -45 -460 1 -1650 30 GN/MD 13.95071 3000 2000 7' 472 -77! ..- -22.7131 -788 -82 -232 -55 -488 1 1895

.- 5.-

--- - ----- .-- ---------- 1------ - ------------ -,-- - - - .- -- -- -- - ---- -

Date &Time = Tue. Mar 3'09 9:23 AM Reading No. 1 -640 -710 -470 -680 -625 -790 -85 -235 -50 -485 -1690 -5 GN/MD

.. .. ... -.......... ..... .... I - - -

Temperature ('F) 71-50 Reading No. 2 -830 -710 -475 -680 -620 -790 -80 -230 -60 -490 -1700 -5 GN/MD 0 RH (%) 48.90 Reading No. 3 -840 -720 -470 -670 -620 -785 -80 -230 -55 -490 -1695 -5 GN/MD MI 0-4 20.9361 3000 2000 -5 - -635 423 -80 -225 .27 492. 18

0) Date &Time =I Tue.Mar 1. '09 9:02 AM Reading No. 1 -880 -7501 -5051 -6901 -635 -820 -80 I -220 -25 -490 -1680 5 GN/MD 0 rature ('F) =~...............

Tempe . .... ........

CD Temperature () = 2.90 Reading No. 2 -875 -750] -505 -6951 -635 -820 -80 : -230 -30 -495 -1675 0 GN/MD CD c0 0 RH ()H52.90 I i

Reading No. 3 -875 -7501 -510 I

-6951 -6351 -830 -80 i -225 I.

-25

-I

-490 i -1680 5 GN/MD 0

o3

G) 0 Creep Of Concrete in Compression (ASTM C 512) 6)

Creep Frame No. HSF#19, Mix: 09-019-001, Mix IA, Sealed Cylinders, Loaded at 5 days to 2000 psi m

Mn Client:

S&ME, Inc, Project: Crystal River Unit 3 SGRP c,,

Johnm Peaso~n- ____ CTL Po ect Maager M. DAmboa G) z Contact__ CTLPrect Number 109151 Technicians G. Neiweem N 81Specimen Information Loading Information Measurement Information 00 Mix ID/Set # 09-019-001* Mix 1A Age: 5 days Creep Frame ID: HSF#19 Intensity: n/a fc 2000 osi Strain Measuring Device: Soitest with dk1ital gage CD SpecimensCast 2/12/09 9:35 AM Preload 200 psi Gage Length: 10 in.

Loaded: 2/17/0910:30OAM Com~prssive Strength, ft Measured by S&ME psi Unit press/gage press factor 1.4981 T - T .... -- -

p* 1*4k* J * /3 *i'tEtA4 I*

Davs from loadinr Gage Unit reep - Sx - 1 In., 11 aprinKage I in.)

Data PFIr_ Pro.._

C,,Ilndar I h~h h.r*fl I(~,,Ii.,,4ar ~ h-h h..eArn I If II...4~... ¶ I ~M4i~ r ASA1 . AdIý. .. 4 Read psi psi Side 1 Side 2 Side 3 Side I Side 2 Side 3 Side W SMd2 ide 3 Side I Side 2 Side 3 Initial 2792430 15 9o .798 -522 -78 .91 -45 495 -22 -80 -.525 1710 2 Date & Time= Tue, Mar17'09 10:23 AM Reading No. 1 -915 -795 -520 -7401 -6951 -845 -95 -265 -80 -525 -1710 -25 GN/AP Temperature (*F)= 72.0 Reading No. 2 -9151 -8001 -525 -7351 -6951 -845 -90 1 .... -255 -80 -525 -1710 -25 GN/AP

_ _- .----- ___ _____ - -.-.... - -- --- -t_ __

RH (%) = 47.4 Reading No. 3 -915 -800j -520 -7401 -695 -845 -100 -265 -80 -525 -1710 -30 GN/AP 34.9653 3000 2000 -938 8151 -543 -7.45 -672. -832 -97 -228 -58 502 -1678 7-Date & Time = Tue, Mar 24 '09 9:44 AM Reading No. 1 -935 -810 -545 -7401 -670 -830 -90 -225 -55 -500 -1690 -5 GNtMD Temperature (F) = 72.6 Reading No. 2 -940 -820 -540 -745i -670 -835 -100 -230 -60 -505 -1675 -10 GN/MD RH (%) = 47.0 Reading No. 3 -940 -815 -545 -7501 -675 -830 -100 -230 -60 -500 -1670 -5 GN/MD 42,19511 3000 2000 -940, -77 -- 543 - 81845 -118 -257 -75 -515 -1097 -1 7 N- D Date &Time= Tue, Mar 31 '09 3:15 PM Reading No. 1 -935 -795 -545 -760 -700 -845 -250 -75 -515 -1700 -15 GN/MD Temperature ('F) = 71.8 Reading No. 2 -940 -805 -540 -760 -705 -845 -120 -260 -80 -515 -1695 -15 GN/MD RH (%) = 48.9 Reading No. 3 -945 -7901 -545 -7551 -6901 -845 -120 -260 -70 -515 -1695 -20 GN/MD 49.0444 3000 2000 -970, 430 i .2i63 - '7-47 28 -27 - -1715 -40 Date & Time = Tue, Apr 7'09 11:38 AM Reading No. 1 -970 -8251 -560 -7801 -7201 -850 -130 -260 -80 -525 -1715 -35 GN/MD Temperature (*F) = 71.8 Reading No. 2 -970 -8301 -565 -780 7101 -845 -125 -280 -75 -535 -1715 -40 GN/MD RH (%) = 50.0 Reading No. 3 -970 -835 -565 -780 -710 -845 -130 -275 -80 -530 -1715 -45 GN/MD 56.222 3000 2000 -957 18~ -547 -T751_ -712 -838 -- 118 1 -275 -70 -520 -1715 -4537 M

-- - - - ---- - - -- - I -- - - - - 263- - - 25---- -- 0 --- -- - -

Date & Time = Tue, Apr 14 '09 3:54 PM Reading No. 1 -955 -815! -545 -770 -710 -830 -120 I -265 -70 -520 -1680 -35 GN/MD Temperature CF) = 72.0 Reading No. 2 -955 -820 -545 -770 -715 -8451 -115 -260 -80 -530 1680 -35 GN/MD RH (%) = 52.8 Reading No. 3 -960 -820 -550 -785 -710 -840 -120 -265 -75 -525 -1680 -40 GN/MD PO

-D 62 98471 Date&Time= Tue, Apr21 'D9 10:12AM 3000 Reading No. 1 I 2nnn -9771 5581 -----78J-----

-975 -8301 -5501 -7851

-la 7331 ------

-735

-895

-122

-125

-273

-275 40_

-80

-530

-520 4 -171819

-1715

-42

-45 GN/MD 01 CO I (0 Temperature (*F) = 72.3 Reading No. 2 -9751 -8351 -WIo -7901O 73 -895 -120 -270 -80 -530 -1725 -35 GN/MD CD

-120 1+

i -275 -80 RH (%) =46.6 Reading No. 3 -9801 -8401 -5651 -790 -7301 -895 -540 -1715 -45 GN/MD

-4, 0

-0 0

H G)

-r Creep Of Concrete in Compression (ASTM C 512) 6 Creep Frame No. HSF#19, Mix: 09-019-001, Mix IA, Sealed Cylinders, Loaded at 5 days to 2000 psi m

MT Client:

S&ME, tnri, Proje-t ClJstal River Unit 3 SGRP CTL Project Manager M. D'Amrosia 6) z John Pearson CTL Project Number 109151 Technicians G. NeiWeem q

Contact:

N

-PI Specimen Information Loading Information Measurement Information C0 Mix IDISet # 09419-001, Mix IA .Icc-I cujj Seie__n_.__......

ea Intensitv n/a rc 2000 psi Strain Measuring Device: Soiltest with digital gage 0 Specimens Cast: 2112109 9:35 AM Preload 200 psi Gage Length: 10 in.

Loaded: 211709 10:30 AM Compressive Strengt, fc Measured by S ME psi Unit press/gage press factor 1.4981 I 5. Qk.4AL.. Il.. Ir It flfllAlA4 I..

Gage Unit et .~ I~uu Days from loading Date Press, Press, I Cylnder: 1chamber #1) Cylinder: 2 (chamber #10) Cylinder. 3 (chamber #12) ICylinder-. 4 (chamber #11)

Raad niti noll Side I Se 2 1 Side 3 Side I I Side 2 1 Side 3 Side I I Side 2 I Side 3 Side I I Side 2 Side 3 Initial 70.0167 3000 2000 -1003[ -860 -4 81 -761 -872* .110 .267 -92 _-540 -!T717 -L7 Date & Time= Tue, Apr 28 '09 10:58 AM Reading No. 1 -10051 -8601 -490 -8201 -765' -865 -105 I -265 1 -0 -545 -1720 -40 GN/MD Temperature (F) = 72.7 Reading No. 2 -1000f -860ii -485 -8251 -7651 -875 -115 -270 -90 -535 1720 -35 GNIMD RH (%) = 46.7 Reading No. 3 -10051 -8601 -485 -8001 -765k -875 -110 -265 -95 -540 -1710 -35 GN/MD 766861 3000 2000 - 45[ 472 -680 818 - -908 Date & Time = Tue, May 5'09 3:02 AM Reading No. 1 -990 -8701 -580 -820 -775 -905 -130 -295 -115 -545 -1710 -45 GN/MD Temperature ('F) = 70.8 Reading No. 2 -995 -870 -580 -820 -780 -910 -135 -295 -110 -545 -1710 -40 GN/MD RH (%) = 49.7 Reading No. 3 -1000 -875 -580 -815 -780 -910 135 -290 -100 -54 -1715 -55 GNOMD 84.00761 3000 2000 -5 -B 8 -883 <1584 ý17. -105 .54 A73 70 Date & Time = Tue, May 12'09 10:45 AM Reading No. 1 -1020 -885 -585 -8351 -805 -875 -160 -320 -105 -545 -1740 -60 GN/MD

-155 -310 I -105 -545 -1730 -70 GN/MD Temperature (F) = 72.0 Reading No. 2 -1035 -900 -585 -835 -805 -885 RH (%) = 46.2 Reading No. 3 -1035 -885 -580 -840 -800 -890 -160 - -105 -545 -1730 -80 GN/MD 91.2125 3000 2000 -1052 -910i 6_05 .885 -*.2 -903 -138 4317 -125 -57.5 -1738 -73 Date & Time = Tue, May 19 '09 3:40 PM Reading No. 1 -1050 -905 -610 -885 -820 -900 -135 -310 -120 -570 -1730 -75 D Temperature ('F) = 71.8 Reading No. 2 -1050 -910 -600 -885 -820 -910 -135 -320 ' -125 -580 -1745 -75 GN/MD RH (%) = 49.4 Reading No. 3 -1055i -915 -605 -885 -820 -900 -145 -320 -130 -575 -1740 -70 GN/MD 91,21941 3000 2000 -63! -632 -42 f~ -30 -8 -140 -313 -122 -3688 ' -1753 Date&Time= Tue, May 19'09 3:50 PM Reading No. 1 -6901 -625 -425 -535 1 -4501 -680 -130 -305 -120 -560 -1760 GN/MD

-65 Temperature ('F) = 71.9 Reading No. 2 -6951 -625 -425 -5251 -450 -680 -145 -315 -120 -570 -1750 GN/MD m RH (%)= 46.8 Reading No. 3 -695 -6451 -425 -5301 -450 -680 -145 I-320 -125 -575 -1750 -70 GN/MD C')

".4

_)

Date &Time=

912-Tue. May 19 '09 4:17 PM 00 Reading No. 1 20 677

-6801

-8231

-610i

-422

-415

-533

-525 4532

-5251

-895

-690

-153

-155 1-317

-305

-122 -553 J-1733 57 U,

-120 -545 -1730 i -60 GNIMD ;0 CD Temperature ('F) = 72.1 Reading No. 2 -6751 -625 -420 -5351 -535 -150 325 -125 -555 -50 GNMD CD N3 4:)

0 RH (%)= 47.9 Reading No. 3 -675' -635 -430 -540 -535 -700 -155 -320 L -120 -560 1 -1725 -60 GN/MD CIL 0

0

0I G-)

-4 Creep Of Concrete in Compression (ASTM C 512) 0

.-j= Creep Frame No. HSF#19, Mix: 09-019-001, Mix IA, Sealed Cylinders, Loaded at 5 days to 2000 psi S. Mi M Client S&ME, Inc. Project_ Crystal River Unit 3 SGRP CTL Project Manager M D'Ambrosia Z

Contact:

John Pearson CTL Project Number 109151 Technicians G. Neiweem N

1h. Specimen Information Loading Information Measurement Information O0 Mix ID/Set # Ae; S davq Cmr@n Fr~rrn 11n 09-019-001, Mix 1A H1FI 0Q Curing: Sealed Intensity: n/a fc 2000 psi Strain Measuring Device: Soiltest with digital gage Specimens Cast: 212/09 9:35 AM Preload 200 psi Gage Length: 10 in.

Loaded: 2/17/09 10:30 AM Compressive Strength, fc Measured by S,&ME psi Unit press/gage press factor 1.4981 Gage Unit .... fl~a

..... E .... .... m Shrinkag elntA im 6-.mn1 In-%

Days from loading Date Press, Press, Cvlinder Creen Data Ix 0 00001 In I Cylinder:

I (chamber #11£ lCvlinder. 2 (chamber #10)( 3 (chamber #121 Cylinder: 4 (chamber #111 nul nsi a ....

Sidel1 1 m Side 2 1 Sid.S I Sidel1I Side 2 1 Side3 t

Side I Side-2 Side 3 Side I Stde 2 1 Side 3 93.0882 3000 2000 -62 4031 -463 -548 -530 -480 -158 -303 -127 ___538 4 .1732J_-57 Initial Date & Time = Thu, May21 '09 12:41 PM Reading No. 1 -690 -595 -460 -555 -525 -690 -155 -305 -120 -545 -1740 -50 GN/MD Temperature (*F) = 71.7 Reading No. 2 -690 -610 -470 -540 -530 -675 -160 -300 -130 -540 -1735 -60 GN/MD

-160 -305 -130 -530 -1720 -60 GN/MD RH (%) = 46.7 Reading No. 3 -695 -605 -460 -550 -535 -675 94.0139 3000 2000 ......... 0..3 -520.. . 88.

Date & Time = Fri, May 22'09 10:54 AM Reading No. 1 -655 -585 -395 -4701 -520 -690 -155 -290 -100 -545 -1730 -70 GN/MD Temperature (*F)= 72.8 Reading No. 2 -6601 -585 -405 -490 -520 -680 -155 -290 -110 -540 -1740 -70 GN/MD RH (%) = 49.2 Reading No. 3 -660 -800 -400 -490 -520 -690 -155 -295 -110 -560 -1735 -75 GN/MD 98 ,0285 3000 2000 - .. -5 '90 7 7*6.-78 -148 -282 -115 -575 -62 Date&Time= Tue, May26'09 11:15AM Reading No. 1 -6301 -580 -395 -470 -470 -645 -145 -275 -105 -570 -1715 -65 GN/MD Temperature ('F) = 74.2 Reading No. 2 -635 -590 -410 -485 -480 -650 -150 -285 i -120 -575 -1730 -60 GN/MD RH (%) = 52.0 Reading No. 3 -6351 -600 -400 -475 -480 -650 -150 -285 -120 -580 -1720 -60 GN/MD 98.9208 Date &Time= Wed, May 27 '09 8:40 AM 3000 Reading No. 1 2000 -628

-6301

.587j

-590

-377

-375

-477

-4851

-498'

-5001

-632

-625

-.138

-135 278

-270 T1 97

-90

-555

-550

-1735

-1745

-57

-60 GN/MD Temperature (F) = 74.8 Reading No. 2 -6301 -590 -375 -4751 -5001 -635 -145 -280 100 -580 -1730 -50 GN/MD RH (49.8 Reading No.3 -6251 -5801 -380 -4701 -4951 -635 135 -280 -100 -555 -1730 -60 GN/MD m

-41 N)

NJ cc CD N) CD 0 Uc.

-1:1 0

PQ

C) 0 I Creep Of Concrete in Compression (ASTM C 512)

Creep Frame No. HSF#25, Mix: 09-019-001, Mix 1A, Unsealed Cylinders, Loaded at 5 days to 2000 psi

- 0 m

- Client: S&ME. Inc. Project Crystal River Unit 3 SGRP CTL Projet Manager M. D'Ambrosia H

Contact:

John Pearson -CTL Project Number 109151 Technicians- G. Neiweem N

Specimen Information Loading Information Measurement Information Mix ID/Set # 09-019-001 Mix 1A Age: davs Creen Frame ID: HSF#25

)o cung---- Unsealed Intensity: n/a fc 2000 psi Strain Measuring Device: Soiltest with digital gage secimensCast:___ 2/12/09 9:35 AM Preload 200 psi Gage Length: 10 in.

Loaded: 2/17/09 8:45 AM o.'VplJJCOOve renu.iL, c RA- 1ý OOU

.. L IZ &ME psi Unit press/gage press factor 1.4981 Gage Unit CreeD Data I: In.) f=f,=* I* n nnnnl*4in Days from loading Date Press, Press, I Y '.VUIIUUker. Ic am er M

. 2 (chamber #13) LCylinder: 3 (cl r #14) Cylinder: 4 (chamber #2)

Read psi psi Side1 I Side2 I Side3 1 Side1 I Side2 I Side3 Side I 1 Side 2 I Side 3 Side 1 i 2Side2 ide Initial

-0,022 Immediately bef'ore drving 0 0 -.25j 457 -107 -93 -85 -135 -185 -107

-262 -287 -110 4453 Date & Time = Tue, Feb 17 '09 7:53 AM Reading No. 1 -201 -655 -265 -280 -1201 4450 Temperature ('F) = 71.4 Reading No. 2 -25 -5 -265 -290 -1201 4460 -110! -90t -85 -140 -190 -100 GN/MD I. ... . .......

-...... --.-......- - - ---. I RH (%) 51.9 Reading No.3 -301 -6601 -255 -290 -1151 4450 -105! -95' -80 -135 -180 -110 GN/MD I0.01741 Immediately before loading 0 0..-47 __-863 -253 - --303.. -12 4443 -153 -125 -138 -1721 -210 -140 Date & Time = ...... Tue..Feb 17'09 8:10 AM Reading No.1 -45 -6601 . -260 -300 -1301 4445 -1i55 -130 -145 -1651 -215 -150 GN/MD Temperature ('F) = 71.6 Reading No. 2 -451 -6601 -250 -300 -130, 4445 -155! -120 -135 -180 -200 -130 GN/MD RH ()=50Reading

.. ... ........ ... -... ..... ........No. 3 *.....-6701

-501 -250 -310 -1201 4440 -1501 -125 -135 -1701 -215 -140 GN/MD 00831 In frame load 300 200 1001 -7101 307 460 -173 4407 -127 -1101 -107 -18 -122 Date&Time= Tue Feb17 '09 8:23AM Reading No. 1 -1001 -7101 -305 -360 -165 4395 -1201 -1101 -110 -155 -195 -125 GN/MD Temperature ('F) 71.5 Reading No. 2 -100 -710 -305 -360 -175 4410 -1251 -1051 -100 -1501 -185 -120 GN/MD RH (%) = 50.1 Reading No. 3 -1001 -710 -310 -360 -180 4415 -13 5 -110 -155J 1 -120 GN/MD 0.0000 Loaded 3000 2000 0397 -1113 *------- *. 44 480 I------------

-72 4088 ý1688 -1451 -152 -2133- -153 Date & Time= Tue, Feb 17'09 8:35AM Reading No. 1 -3901 -11101 -655 -685 -570 4085 -160i -145 -150 -1801 -210 -155 GN/MD

__ _ __ _ _ - - -)............ .......... I....... - - - : .

Temperature (*F) = 71.6 Reading No. 2 -400f -11201 -635 -680 -575 4090 -170 -1451 -155 -180j -215 -155 GN/MD RH (%) = Reading No. 3 -400, -1110 -655 -675i -570 4090 -175 -145 -150 -1901 -2 l5 -150 GN/MO 0.0035 3000 2000 -395 -1103 -620 -80 5 4100 -148 .1 1 1j -113 150j 1381

-25 Date & Time.. Tue. Feb17.09 8:40.AM Reading No. 1 -3854 -1100G -620 -6601 -5501 4100 -140o -110j -115 -150! -205 -140 GN/MD Temperature CF)-=

71.6. Reading No. 2 -405 -1105 -620 -6701 -545 4100 -15is -110 -105 -140i -210 -140 GN/MD m Tem peratu ...................................

RH (%) = 11 Reading No. 3 -395 -11051 -620 -6501 -545 4100 -155i -120~ -120 -1601 -200 -135 GN/MD C-4 0.0104 3000 0 -423i -1145 4657 4.98 5801 4060 162 -1401 -152 -177 23 .163 01

___. . . . . .1401-t __ __ _ .- ....

Date & Time = ,ue Feb 17.09 8:50 AM Reading No. 1 -4151 -1140' -660 -695 -580 4065 -1601 -135 -160 -1751 -245 -160 GN/MD IN)

Temperature ('F) .1.. 71.6 Reading No. 2 -425 -11401 -655 -700 -580 4060 -160 -135 -150 -180' -230 -160 GN/MD R ............... 7R1.-6.. .........

.N5............. -5 -1 - - - 1 RH (%)--* Reading No. 3 -4301 -11551 -6551 -700l -580, 40651 -165i, -1501 -145 -175ý -230 -170 GN/Mr 0 CD

Tu 0)

X 0 G)

Creep Of Concrete in Compression (ASTM C 512)

Creep Frame No. HSF#25, Mix: 09-019-001, Mix IA, Unsealed Cylinders, Loaded at 5 days to 2000 psi 0 m

M Client 0)

S&ME, Inc. Proect__Cryst River Unit 3 SGRPl CTL ProjectManager M. D'Ambrosia G) z Contact John Pearson CTL Project Number 109151 Technicians G. Nerweem N

-. 6 Specimen Information Loading Information Measurement Information OD Mix ID/Set # 09-019-001, Mix IA Age: _ 5 days Creep Frame ID: HSF#25

0 Curi - Unsealed Intensity n/a fc 2000 osi Strain Measuring Device: Soiltest with digital gage es Cast 2/12/09 9:35 AM Preload 200 psi Gage Length: 10 in.

Loaded: 2/17/09 8:45 AM WIT#

Com-ssive St-n-th rc i Unit press/gage press factor 1.4981 Measured h- S&ME Gage Unit Creep Data (x 0.00001 in.) Shrinkage Data (x 0.00001 In.)

Days from loading Date Press, Press, CyIinder-. I (chamber#3) Cylinder: 2 (chamber #13) Cylinder-. 3 (chamber #14) Cylinder: 4chamber #2)

Read psi psi de Side 2 1 Side 3 Side 1 Side 2 Side 3 Side I Ide 2 1 Side23ide 3 Side 2 1 Side 3 1 Initial 0.0424 3000 2000 - -11421 -5 71 - 4067 -155 -160~ -210. -153

-135 -135 Date & Time = Tue, Feb 17 '09 9:36 AM Reading No. 1 -440 -1135' -650 -720 -585 4075 -155 -165 -210 -155 GN/MD

-130 -135 Temperature (*F) = Reading No. 2 -445 -1140i -655 -720 -580 4060 -155 -150 -210 -150 GN)MD RH (%) 51.2 Reading No. 3 -445 -1150: -660 -720 -580 4065 -155 -125 -125 -165 -210 -155 GNIMD 0.1194~ _________ 3000 2000 -4903 -11721 -693 .787] 62 4020 -137J.127J -122 -1 -2101 -168 Date & Time

-- - - -- ---- 130---120

-- - - - - -717 - 220- - 170---N----

Tue, Feb17'09 11:27 AM Reading No. 1 490 -11651 -690 -785 - 4020 -135 1301 -120 -175 -220:: -170 GN/MD Temperature (F) 71.8 Reading No. 2 -490 -11751 -695 -7901 -6001 4020 -140 -125 -125 -175 -200 -160 GN/MD

_ . .0.

-- _ _ __ -12 -17 -20 160 RH (%) =51.9 Reading No. 3 -490 -1175i -695 -785 -605 4020 -135 -125 -120 -180 -2101 -175 GN/MD 0.25001 3000 2000 o 52 -1 -70 815 -6171 3977 -157 -127 -135 -177 -210 -168 Date & Time Tue, Feb 17 '0 9 2:35 PM Reading No. 1 -530 .... -11851

. . .. !. . . .-730 . . -815...... -610. 3980 -155 -120

.~. -135 -175 -220 -170 GNIMD Temperature (F)_=t 71.4 - Reading No. 2 -525 -11851 -730 -815 -620 3970 -155 -135 -135 -175 -200 -160 GN/MD RH (%) = 50.9 Reading No. 3 -525 -11851 -730 -815 -620 3980 -160 -125 -135 -180 -210, -175 GN/MA 1.000 ___________ 3000 2000 -5531 12331 -782 -845 -6501 3937 -180ý -172 4150 -27 -243 -202 Date & lime =Wed Feb 1809 8:35 AM Reading No. 1 -550 -1230 -785 -845 -655 3925 -180 -175 -145 -200 -2351 -190 GN/MD Temperature (F) = 720 Reading No. 2 -555 -1230 -775 -845 -6501 3945 -185 -1701 -150 -210 -250 -205 GN/MD RH (%)

= 4.() 50.3 Reading No. 3 -555 -1240 -785 -845 -645 3940 -175 -170 -155 -210

___ - 1111

-245' -210 GN/MD 2.00071 _________ 3000 2000 -593 12781 -85 48681 -707 3885 9

-212

-215 20Q7

-205 -17.8

-160 -232

-230 -2

-27 -22

-215 GN/Ml)

Teprtr I- F i *.' ---

65 "-1 Dote &Time=4ThFeb '0836AM ReadingNo, 1 -59 -180 -81 -86 389 -215- -0 -205- -16 -230 NM -21 9

Temperature (% 7. Reading No.=2 I-5 -1275 -815 -7001 3885 -210 -210 -185 -230 -280 -225 GN/MD ni RH (%) 53.9 Reading No. 3 0

-595[ -1280 -815 -8751 -7101 3880 -210 -205 -190 -235 -275 -220 GN/MD Date &Time Fri Feb 20 '09 8:40 AM Reading No. 1 -6251 -1320 -835 -9251 -7551 3870 -230 -220 -195 -255 -280 -230 GN/MD CA) Temperature (F) =' 71.10 Reading No. 2 -6251 -1320 -835 -920 -7501 3870 -230 -2101 -195 01

0) -255 -3001 -240 GN/MD RH (%) 51.90Reading No. 3 -6251 -1320 -835 -920 -7551 3885 -230 -215 -200 -255 285T -235 GN/MD 0

-0 I Creep Of Concrete in Compression (ASTM C 512) G)

-17 Creep Frame No. HSF#25, Mix: 09-019-001, Mix 1A, Unsealed Cylinders, Loaded at 5 days to 2000 psi (b

m Client: S&ME, Inc. Projeq: CrysiaRiver Uni 3 GRP CTL ProjectManage M.D'Ambrosia G)

-Z Contac John Pearson CTL Project Number 109151 Technicians G. Nerweem N41* Sp ecimen Information Loading Information Measurement Information 00 Mix ID/Set # 09-019-001, Mix 1A Age:, davs Creed Frame ID: HSF#25

- Unse-e d ......... Intensity: n/a fc 2000 nsi Strain MeAsrirn DeviceA SnlltA.t with dinit~l naAe Specimens Cast 2/12/09 9:35 AM Preload 2000 psi 200 psi Strain Measuring Device: Soiltest with digital gage Gage Length: 10 in.

Loaded: 2/17109 8:45 AM Compressive Strength, fc Measured by S&ME psi Unit oress/aaae oress factor 14981 7 - T Gage unit n~flt. £7, nt.flllitft in .

M 3Data -000001 in) Data

- ix 0.00001 In.) --

Days from loading Date Press, ~Z!.!-. ,2A~!+/-

IýY-- #31 12ylinder: 2 (cha mber#13V f

I 1-M.- , J-1 - 4 (chamber #2)

Read psi psi Side 1 Side2 I Side3 Side1 1 Side2 1 Side3 Side 1 I Side 2 Side 3 Side I 1 Side 2 1 Side 3 Initial 4.0069 300o 2000 3848 -227 o2 1 24 -77 -

Date&Time ...

Sat, Feb21 '09 8:45 AM .. ........ Reading No. 1 -645 -13251 -860 -9401 -7501 3850 ...

-225 20 -190 -245 -285 -225 GN/MD Temperature Reading No. 2 -13301 -875 -945 -750, 3845 -2301 -200 -185 -250 -270 -225 GN/MD

__ _ RH

_ (%)=1_ ........ 53.60 Reading No. 3

.................................. -6501 -1335i -865 -9501 -750 3850 -225

- -200 -185 -245 -275 -220 GN/MD 5.0056 3000 2000 -...

-RýnI 1 -1348

.9400

-903

-nn -S 5 -785

-7 3813 3805 235

-940 -210

-21!

-1R5

-255.

-2501

-292 -23?

S....3in40 Ni -2851 -230 GN/Mrl

°=' -(.....................

....- .. iSun, . Feb 22 '09 8:43 AM Temperature (*F) 71.9 Reading No. 2 -6751 -1355 -900 .950{ -7851 3810

-230 -220 -190 -265 -300 -230 GN/MD RH (%) = 53 on Reading No. 3 -6701 -1350i -910 -95T5 -7851 3825 -235 -210 -190 -250 -290 -230 GN/MD 6.0069 3000 2000 -69 -3. .908 .9621 798* 38.18 -2301 -215 -190 -257 28 -27 Date & Time = ..Monn.Feb2309 8:45 AM Reading No. 1 -6901 -13851 -910 -9601 -8051 3815 -230 -2151 -190 -2451 -295 -230 GN/MD Temperature ('F) 70.20 Reading No. 2 -690 -1395i -910 -960 -795 3820 -230 -215 -190 -285 -3051 -240 GN/MD RH (%) = 56.80 Reading No. 3 -690 -1395 -905 -965 -795ý 3820 -230 -215 -190 -260 -295 -240 GN/MD 6.9986 3000 2000 9 -13851 905. -993 _ -817 3788 -235 -2321 -213 -282 -297 -240 Date & Time = Tue. Feb 24 '09 8:33.AM Reading No. 1 -6901 -1385 -910 -995 .8151 3785 -245 -225} -215 -265 -295 -245 GN/MD Temperature (*F) = 71.00 Reading No. 2 -690 -13851 -895 -9901 -8151 3790 -230 -235 -210 -2601 -300 -240 GN/MD RH (%) = 51.50 Reading No. 3 -690 -1385 -910 -995 -820 3790 -230 -235 -215 -2601 -295 -235 GN/MD 14.0417 3000 2000 4 .05 -1483 1038 -1097. -900 3662 30! -283 -272 -34 -370 -315 Date & Time = TueMar3,09 :35 AM Reading No. 1 -800 -14751 -1045 -1095 -900 - 3660

-300 -285

_ _ ~ ~

_-.- ....... .......-... ...... .- _ _ ..--.. . --.-I _ _ _ _

-270 -345 -365 -315 GN/MD Temperature ('F) = 71.30 Reading No 2 -8101 -14851 -1035 -1100 -9001 3655 -305 -280 -270 -350 -370 -315 GNiMD m RH (%) 47.70 Reading No. 3 -805 -1490j -1035 -1095 -9001 3670 -310 -2851 -275 -350 -375 -315 GN/MD C-4 L11 21.0049 3000 2000 -8821 -155.* -1107 -11t72i .9781 3587 -330 -288 -37 -393 :40

0) Date&.Tim .Tue..Mar..09.8:42AM ReadingNo. 1 -8751 -15551 -11101 -1170 -9801 3585 -340 -3101 -290 -370 -390 -340 GN/MD CD Temperature ('F) 72.30 Reading No.2 -885 -15601 -1100 1170 -980 3585 -325 -305 -290 -375 -395 -340 GN/MC 0 RH(((((%) =( (54.50 Reading No. 3 -8851 -15601 -1110 -1175 -975 3590 -3251 -3051 -285 0 -3801 -3951 -340 GN/MD

-h 0

-4

-0 0

I-Creep Of Concrete in Compression (ASTM C 512) G)

Creep Frame No. HSF#25, Mix: 09-019-001, Mix 1A, Unsealed Cylinders, Loaded at 5 days to 2000 psi 6 M

m Clint: Project: C/)

S&ME, Inc. C. stal Rivr Unit 3kSGRP TL.Proect Manager M. DAmbrosia Z

Contact:

John Pearson CTL Project Number 109151 Technicians G)

I-4 G. Nerweem N S ecimen Information Loading Information Measurement Information 03 Mix ID/Set # 0960194011, Mix 1A Age.: n/a_ __ 5 days Creep Frame ID: HSF#25 Unsealed___ Intensity:. n/a fc 2000 psi Strain Measuring Device: Soiltest with digital gage o Specimens Cast: ... 2/1209W9: 35AM Preload 200 psi Gage Length: 10 in.

Loaded: 2/17/09 8:45 AM Compressive Strength, fc Measured by S&ME psi Unit press/gage press factor 1.4981 Gage Unit Creep Data x 0.00001 in.) Shrinkage Data (x 0.00001 In.)

Days from loading Date Press, Press, Cylinder I (chamber #3) Cylinder: 2 (chamber #13) Cylinder 3 chamber #14) Cylinder- 4 (chamber #2)

Read psi psi IdSide I Side 2 Side 3 Side 1 Side 2 Side 3 Side1 S Sid.2 Side3 Sidel Side2 Side3 Initial 28ý0667 28066712 00 3000 00 2000 **-11555______-1180 -1,2131 C.*;* -1070 * *-w; 3517 -3481 -328 -318 -4151 -4301 -3687 Dale & i =e Tue Mar17..09 10.11.AM Reading No. 1 -905! -1655 -1175 -1210 -1070 3515 -350, -325 -315 -415 -435! -360 GN/AP Temperature (*F) 72.00 Reading No. 2 -16551 -1180 -1215 -10701 3520 -3451 -335 -320 -415 -4251 -370 GN/AP 3.057 .... ......

- --.- 1-1n.............

RH (%) =I 44.10 Reading No. 3 -9151 -1655 -1185 -1215 -10701 3515 -350 -325 -320 -415 -430 -370 rGN/AP 35.0576 3000 2000 1 -1205 -1253 -1090 348 -375 -350 -335 -415 -4351 -385 GN.MD Date & Time = Tue,.Mar24.09 9:58.AM Reading No. 1 -950 -1675 -1205 -1255 -1090 3480

4. -.... -...- .....-... -...... ___

Temperature (*) = 72.40 Reading No. 2 -950! -1675 -1200 -1250 -1090 3485 -360 -360 -335 -425 -435 -385 GN/MD RH(%)= 46.80 Reading No. 3 -950 -1675 -1210 -1255 -1090 3485 -370, -360 -340 -425 -435 -385 GN/MD 42.27 300 2000 01 -1233 1305 -1118 3457 -3801 -.445[ __4Wt4 -398

-373_! 37 Date & Time= Tue, Mar31 '09 3:05 PM Reading No. 1 -10101 -1730 -1230 -1305 -1115 3455 -370' -375 -355 -445 -4501 -395 GN/MD Temperature f F) = 71.60 Reading No. 2 -1015, -1720 -1230 -1305 -1120 3460 -3751 -375 -360 -440 -450 -400 GN/MD R. .......

........ ....... -13051 -1 12C Reading No. 3 -1010! -1720 -1240 3455 -3751 -370 -365 -450 -450 -400 GN/MD 49.11 3000 2000 -10231 .17401 -1267 -13056 .11531 3420 -3971 -383 -362 -457 -470 -412 Date&Time= Tue.Ar7.'09 11:28 AM Reading No. 1 -10251 -1735! -1265 -13051 -1155 3420 -390 -385 -365 -450 -465i -405 GN/MD Temperature (CF) = 71.60 Reading No. 2 -10251 -17401 -1270 -13051 -1150 3420 -4001 -385 -360 -455 -470! -415 GN/MD RH (%) 50.30 Reading No. 3 -1020 -17451 -1265 -1305! -1155 3420 -4001 -380 -360 465 475 -415 GN/MD 56.2910 3000 2000 . .103.81 .1745 -1287 -1335 -1170 3398 395 395 -38 -478 -7 . .418 Date & Time = Tue. A./r 14 '09 3:34 PM Reading No. 1 -10351 -17351 -1295 -13351 -1170 3395 -3951 -395 -360 -470 -470 -415 GN/MD Temperature (F) = 71.80 Reading No. 2 -1045i -17501 -1280 -1335 -1170 3400 -395! -395 -360 -485T -4701 -425 GNiMD m 0

RH (%) = 47.80 Reading No. 3 -1035 -1750! -1285 -13351 -1170 3400 -3951 -395 -355 -480[ -475 -415 GN/MI

-4 63.0785 3000 2000 88 -772 -1282 422 1377 118 3372 412 -3 4 478 -43 N)

Date & Time = 1 0

.J~...ueApr21'09 Reading No. 1 -1085 -17801 -1280 -13751 -1170 3365 -415! -420 -3901 -490 -475 -435 GN/MO 10:28 AM (D Temperature (*F) = Reading No. 2 -I9O01 -1765 -1285 -1375 -1165 3375 72.60 -4251 -400 -385 -490 -480 -435 GNIMC CD c-fl RH (%) = Reading No. 3 -1090! -1770! -1280 -1380! -1170 3375 -4251 415 -480i -435 52.20 -3951 -485 GN/MIJ 0

0

H

-I Creep Of Concrete in Compression (ASTM C 512) G)

Creep Frame No. HSF#25, Mix: 09-019-001, Mix 1A, Unsealed Cylinders, Loaded at 5 days to 2000 psi 6 m

M Client: C,,

S&ME, Inc. Projct NystaetRier Unit 3 SGRIP TCL Pic Manage _M. DIAmbwrsia Technicians G)

- Contact John Pearson CTL Proiect Number 109151 G. Neiweem N

-Ph Sp ecimen Information Loading Information Measurement Information 00 Mix ID/Set #. 09-019-M0, Mix 1A Age:

_ days Creep Frame ID: HSF#25

0~ Cur~ Intensity: n/a fc 2000 Dsi Strain Measurina Device: Soittest with diaital aaae 0 n Specimens Cast: 2112/09 9:35 AM Preload 200 nqi C=a I onn lo in Loaded: 2/17/09 8:45 AM Compressive Strength. rc Measured by S&ME psi Unit press/gage press factor 1.4981 Gage Unit Creep Data x 0.00001 In.) Shrinkage Data (x 0.00001 In.)

Days from loading Date Press, Press, 1Iinder chamber #) ylinder 2 (chamber #13) Cylinderr. 3 (chamber #14) Cylinder: 4 (chamber #2)

Read psi V ,1ideI 1 Side 2 1.Side 3 Side Sd 2 sie 3 s Side 2 1 Side 3 Side I Side 2 Side 3 Initial 70896-1102 Date & Time =. Reading-No.1 .1757

. .Te....2-,-1-0--.44

-1100

-1283

-A- - --

1397

- 11901 3375 -4131-

-415-

-931, -363 __48 _ -4901 -437

-490 -435 GN/M-

-1755 -1285 -1390 -1190 3375 415 -395 -360 -480 -

Temperature (F) =1 72.80 Reading No. 2 -1100 -1755 -1285 -13951 -1185 3375 -410! -390 -360 -4901 -4901 -440 GN/MD

- ~ ~ ~ ---- -_ -------

52

-1280 -1405 -1195 3375 415 -395 -370 490 -490 -435 GN/MD o 2000 88.2757 1813 -1353 1440 -1218 3343 4451 -435 A13 -5522 -482 Date & Time =.T '0,9 312 PM Reading No. 1 -11201 -18051 -1350 -14451 -12151 3345 -4501 -430 -410 -515 -5151

.........------ F- -480 GN/MD Temperature ('F) = 71.70 Reading No. 2 -11151 -18151 -1360 -14401 -1220, 3345 -445 -435, -415 -520 -525

_____110. .. ....--.....- -485 GN/MD RH (%) = 54.50 Reading No. 3 -1120 -18201 -1350 -1435 -1220i 3340 -440I -440 -415 -525 -525, -480 GNWMD 84.8-1203 -1863 -1390 .1452 -1247 3333 -447i 432 -407 -60 1 -470 Th-me Tue, Meyl2 '09 1.0:3.2AM._"

D.A.. k 4440 4fl IQC IAJI 404fl1 q'1A9 AAfl AqA1 ~ l 1 9t~ A7n fliifmA eading No. 2 Temperature F)= 72.00 [R -12051 -1860 -1395 -1455 50 3335 -450 -4251 -41C -535 -510 -470 GN/MO eading No. 3 K. jW1 ='

48.00 -12101 -18701 -1390 -1450 -12501 3340 -450! -435 -405 -525 -505 -470 GN/MD 91 .3083 3000 2000 -1155 . -18521

.1435 -13 -125 3305 -452[ -4431 -427 -5251 -533 -4T77 Date & Time= Tue, May 19'09 3:59 PM Reading No. 1 -11501 -1855! -1380 -14351 -12551 3305 -4501 -4401 -420 -5251 -5251 -480 GN/MD Temperature = 7190 Reading No. 2 -11601 -1850 -1395 -4551 -445 -430 -525 -540 -475 GN/MD

.. ... . ..... . . ... .................. -1435 -12551 3305 I

RH (%)47.70 Reading No. 3 -11551 -18501 -1390 -1435 -1250! 3305 -450 -4451 -430 -525 -5351 -475 GN/MD 91.3153 0o1171 0 -868 -1550 -1075 -0 -4521 -4451 -418 -533 -5231 -473 Date & Time = Tue, May 19'09 4:09 PM Reading No.1 -8651 -154 -1080 -1170 -945 3620 -445 -4351 -415 -5351 -520' -470 GNIMD Temperature (*F)=j 72.10 Reading No. 2 -870 -1560 -1070 -1170 -940 3620 -4501 -450 -415 -535 -525 -475 GN/MD RH (%) 47.70 Reading No. 3 -870 -1545 -1075 -1170 -940 3620 RH(%) ~~47.70 __-55941 32 -4601 -450 -425 -530 -525 -475 GN/MD C-4 91.26 0 0 8 -1560 -1045 -1138 -937 363 -462 -442 -412 -522 46131 -487 Date &Time= Tue, May 19'09 4:25 PM Reading No. 1 -8601 -1555 -1045 -1130 -940 -4601 CD 3635 -435 -415 -520 -505 -480 GN/MD

0) Temperature (F) -1 72.10 Reading No. 2 -870! -1560 -1045 -1145 -935 3635 -4680 -445 -415 -525 -520 -490 GN/MD RH (%) =1 0 0-9, ____ __

47.90 47._

Reading No. 3

-875' -1565 -1045

-1140

_ I -935 3635 -4651 -445 -405 -520 -515 -490 GN/MO

.14

Creep Of Concrete in Compression (ASTM C 512)

G) 0)

X Creep Frame No. HSF#25, Mix: 09-019-001, Mix 1A, Unsealed Cylinders, Loaded at 5 days to 2000 Dsi m M CD, Client: S&ME, Inc. Project: Cryst River Unit 3 SGRP CTL Project Manager G) z John Pearson CTLProject Number-,-",- 109151s Technicians M. OeAMWbOSa N s pecimen Infornatlon Loading Information Measurement Information Co Mix ID/Set # 09-019-001, Mix 1A 5 days (i-e.n Frame. ID* HSF5 ptC.rng Unseated Intensit. n/a fc 2000 psi Strain Measuring Device: Soiltest with digital gage o Spemens Cast: 2/1M/09 9:35 AM Preload 200 osi Gage Length: 10 in.

Loaded: 2/17/09 8:45 AM Compressive Strenrth. fc Measured by S&MF nsi Measured hv S&ME nsi Unit press/gage press factor 1.4981 Com ssive Stre h c Gage Unit Creep Data (x 0.00001 in.) Shrtikage Data (x 0.00001 In.)

Days from loading Date Press, Press, Cylnder: I chamber #3) Cy.linder: 2 (chamber Read psi (ca& 21!~e #13) [Cylinder; 3chamber#14) Cyllinder: 4 chmr#

Side I Side 2 Side 3 Side e3 Side1 I SIde2 I Side3 1Side 1 Side2 Initial 931757 0 0 . -848 .14921..023f .. 11121 071 348 -4501 A21 415 -530I -521 -470 Date & Time= Thu, May21 '09 12:48 PM Reading No. 1 -8501 -1495 -1020 -1100 -9051 3645 -445 -435 -415 -525 -515} -480 GN/MD Temperature I)=71.80 Reading No. 2 -8451 -1490 -1025 -1120 -900 3650 -450 -425 -415 -530 -530 -475 GN/MD r ......................... 7 ,478. .. ...............

RH=47.80

(%) Reading No. 3 -8504 -1490 -1025 -11151 -915 3650 -455 -425 -415 -5351 -5301 -480 GN/MD 94,10071 0 2000 -85 -1493[ -1015 -1112i -907f 3678 -440 -4301 .415 -6001 -5051 -458 Date&Time= Fri, May22'09 11:00AM ReadingNo. 1 -8201 -14951 -1015 -11151 -9101 3670 -4251 -4301 -415 -4901 -5051 -450 GNJMD Temperature (*F) 73.30 Reading No. 2 -8301 -1490 -1010 -11101 -900 3680 -4451 -410 -505 -505 -460 GN/MD Tem.eatur ... 73...30

.. .... . -- - . -150 -420 RH (%) = 52.60 Reading No. 3 -825 -1495 -1020 1 3685 -4501 -4351 -20 -505 505 -465 GNJMO 98.1160 0 0 . -1487 1012 -1100 l -895 3682 .458 4 -5121 -516 -46.

Date &Time= Tue, May26'09 11:22AM Reading No. 1 -8101 -14901 -1005 -11001 -895 3655 -455 -4351 -425 -5051 -515 -455 GN/MD

.. ........ ..... 2 2.180 -05 -1.....-2....-2 .-

Temperature (F) 7440 Reading No. 2 -820 -14801 -1015 -110 -895 3665 -460 -4301 420 -5101 -520 -465 GN/MD R5400 Reading No. 3 -825 -1490 -1015 -11001 -895 3665 -460 -4301 -420 -5201 -510 -470 GN/MO 99.0083 0 0 -20j -1472[ -1007 -1095 -892 38O75 442

-506 -427! -415 -523 -473 Date &Time = Wed, May 27.'09 8:47 AM Reading No. 1 -8201 -1475 -1000 -10951 -8951 3675 -440 420 -415 .5201 -505. -465 GN/MO Temperature (°F) = . Reading No. 2 - -820 -1470 -1010 -10953675 -450 415 -525 -475 GN/MO RH (%) = 46-40 Reading No. 3 -8201 -1470 -1010 -10951 -895 3675 -4351 -430 -415 -5251 -5051 -480 GN/MO m

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PCHG-DESG EC 75220, Revision 0 Appendix B Equipment Calibration Summary ATTACHMENT Z48R0 Page 28 of 42

Form No:11.1-2 ")

Revision 2 r

SS&ME INSTRUMENT AND/OR EQUIPMENT USAGE Revision Date 11/04/08 0 C)

K (The following summarizes the equipment used and their calibration interval while in use.) m m

Z Project: 1439-08-208 Activitv: Phase III Testino N

40 00 ID Number Equipment Name Model Number Calibration Date Calibration Due Date 16115 Slump Cone Set Humboldt 10/2/2008 10/2/2009 18312 Pressure Meter Humboldt 1/8/2009 4/8/2009 16219 601b Scale FG-30K 8/21/2008 8/21/2009 18562 Thermometer Humboldt 3/3/2008 3/3/2009 16077 Mallet N/A 3/31/2003 N/A 16233 Stopwatch N/A 12/16/08 06/16/09 1500 Universal Testing Machine 600V 07/11/08 07111/09 6/25/08 Shipment Sulfur Capping Compound Test Mark 1/9/2009 4/9/2009 2044 Temperature Recorder N/A 11/2/2008 5/2/2009 16062 Extensometer N/A 10/6/2008 10/6/2009 004-820 6" x 12" Cylinder Molds Lot No. 96526 2/12/2009 Each Shipment 6

m O0 2189 Outside Micrometer N/A 2/4/2009 2/4/2010 16060 T2-1 Thermocouple Type T 11/18/2008 11/18/2009 16060 T2-4 Thermocouple Type T 11/18/2008 11/18/2009 16060 T1-2 Thermocouple Type T 11/18/2008 11/18/2009 16060 T1-3 Thermocouple Type T 11/18/2008 11/18/2009 16561 Vibrator Dewalt DC530 09/16/08 09/16/09 16060 Omega Thermocouple Readout HH801 B 11/18/08 11/18/09 B60000001CD6CE21 I button temperature sensor DS1921G 09/18/08 09/18/09 B20000001CC8FF21 I button temperature sensor DS1921G 09/18/08 09/18/09 F90000001CBFAC21 I button temperature sensor DS1921G 09/18/08 09/18/09 C10000001CC15B21 I button temperature sensor DS1921G 09/18/08 09/18/09 950000001 DOD7921 I button temperature sensor DS1921G 09/18/08 09/18/09 2C0000001 F8B6F21 I button temperature sensor DS1921G 09/18/08 09/18/09 BC0000001D4EA421 I button temperature sensor DS1921G 09/18/08 09/18/09 DB0000001D47BE21 I button temperature sensor DS1921G 09/18/08 09/18/09 020000001E60B521 1 button temperature sensor DS1921G 09/18/08 09/18/09

--4 0

CD Pi, CD C.0 0 1 of 3 Date: J UN 19 2)009 :o N3 Reviewed By 0 C):

Form No:11. 1-2 0 *S&ME INSTRUMENT AND/OR EQUIPMENT USAGE (The following summarizes the equipment used and their calibration interval while in use.)

Revision 2 Revision Date 11/04/08 G*)

-I Proiect: 1439-08-208 Activity: Phase III Testing

-T -1~ y N

ID Number Equipment Name Model Number Calibration Date Calibration Due Date 9D0000001 D46C021 I button temperature sensor i DS1921G 09/18/08 09/18/09 340000001D315F21 I button temperature sensor I DS1921G 09/18/08 09/18/09 C20000001CD60B21 I button temperature sensor DS1921G 09/18/08 09/18/09 1D0000001 D4AC821 I button temperature sensor DS1921G 09/18/08 09/18/09 750000001 DOAE921 I button temperature sensor DS1921G 09/18108 09/18/09 B40000001D33C921 I button temperature sensor DS1921G 09/18/08 09/18/09 B90000001 D44FD21 I button temperature sensor DS1921G 09/18/08 09/18/09 1B0000001CFOF121 I button temperature sensor DS1921G 09/18/08 09/18/09 160000001 CFAE421 I button temperature sensor DS1921G 09/18/08 09/18/09 A30000001CC44E21 I button temperature sensor DS1921G 09/18/08 09/18/09 8D0000001 CC62C21 I button temperature sensor i DS1921G 09/18/08 09/18/09 940000001F8B3621 I button temperature sensor I DS1921G 09/18/08 09/18/09 080000001 F5EAE21 I button temperature sensor ODS1921G 09/18/08 09/18/09 1F0000001F39D421 I button temperature sensor DS1921G 09/18/08 09/18/09 970000001 F783321 I button temperature sensor DS1921G 09/18/08 09/18/09 2F0000001F003621 I button temperature sensor DS1921G 09/18/08 09/18/09 CD A50000001F9A9221 I button temperature sensor ODS1921G 09/18/08 09/18/09 1F0000001F609A21 I button temperature sensor DS1921G 09/18/08 09/18/09 DD0000001F73DD21 I button temperature sensor DS1921G 09/18/08 09/18/09 F10000001D209A21 I button temperature sensor 0DS1921G 09/18/08 09/18/09 D90000001F34A221 I button temperature sensor DS1921G 09/18/08 09/18/09 790000001 F7BBE21 I button temperature sensor DS1921G 09/18/08 09/18/09 DB0000001F436A21 I button temperature sensor DS1921G 09/18/08 09/18/09 C50000001F6A5121 I button temperature sensor DS1921G 09/18/08 09/18/09 D80000001F304321 I button temperature sensor DS1921G 09/18/08 09/18/09 B0000001F3FF321 I button temperature sensor DS1921G 09/18/08 09/18/09 A10000001F02D921 I button temperature sensor - DS1921G 09/18/08 09/18/09 0

0~

~0 (0, C)

D Date: 4 19 200.

Reviewed By:.

Form No:11. 1-2 "-u H

r $,S&ME INSTRUMENT AND/OR EiQUIPMENT USAGE (The following summarizes the equipment used and their calibration interval while in use.)

Revision 2 Revision Date 11/04/08 0

m oI)

-I Proiect: 1439-08-208 Activity: Phase III Testina N

00 ID Number Equipment Name Model Number Calibration Date Calibration Due Date 3B0000001F902D21 I button temperature sensor DS1921G 09/18/08 09/18/09 9B0000001F830221 I button temperature sensor DS1921G 09/18/08 09/18/09 16582 601b Scale EB Series 01/06/09 01/06/10 1475 Oven Blue M 10/07/08 10/7/2009 12543 Scale Mettler 01/08/09 01/08/10 16227 Compression Test Machine F-401 F-Pilot 07/11/08 07/11/09 18466 Reference Thermometer H-2600.113F 01/27/09 01/27/10 12583 Balance Mettler 01/08/09 01/08/10 12730 Straightedge N/A 10/02/08 10/02/09 12682 Feeler Gauges N/A 09/12/08 09/12/09 18525 Mitutoyo Digital Caliper CD-12"PS 02/27/09 02/28/10

_ _ _CTL Equipment Summary RAM2 Hydraulic Pressure Gauge RAM 06/09/08 6/9/2009 04/17/08 4/17/2009 M024758 Mitutoyo Digital Indicator (with Soiltest CT-171 gauge) 543-180 04/16/09 4/16/2010 C) 7116253 Chart Recorder Dickson TH803 5/22/2008 5/22/2009 HSF#19 Creep Frame #19 2/13/2009 next use HSF#25 Creep Frame #25 2/13/2009 next use 01/07/09 04/07/09 CYLCAP Sulfur Capping compound 0 9CYLCAP 04/01/09 07/01109 260000000ADF7241 Ibutton temperature sensor DS 1923 06/02/09 06/02/10 NOTHING FOLLOW._._ "----

I" 0

N/)

CD 0CD 0 (n.

-P.-

Reviewed BV: Date: 11Ju?

9 2009 3 of 3 o3 r'10

PCHG-DESG EC 75220, Revision 0 Appendix C Laboratory Accreditation Certificates Personnel Qualification Summary ATTACHMENT Z48R0 Page 32 of 42

V American.Assoiatidn-of State Highwa .. A.potatio Officin~Is

ýAAPSHTO Accreditation Program- - Certificate of Acrdtto This is-to signifytha

.~~0 ... hat' ** .

S&ME, Inc.i ~ V)

Louisville Tennessee.

has deonsitrdted profcenyfrthe testnofcsruti maeal Sandhas 'met the requiremnts in R-18,, ,

set fot yteAASHTO Highway' Su.bcommittee, on Ma~terials p,The 'scope of accreditation can be. obtaine byviwn Sthe AAP Directories of Accred ited Laboratories (www~nist~gov/amri) j or by-contacting AMRL*

..*" .. " \- . - - :. >;'

-I

)

ý`/ýxecutiVý ie dfor

'SbtomtteQnMteil icýA, -ihw AASHTO I18 2

2

TOA'credi Prog'ram AASTO cetditio -Certil caldof t 'edton.

CorwrixciwwTc noogy.Labuio deIund, 0: 'I: T6 Ai

~ ad~M ~th~~r~mu~1f46mant1Dn AASTA Trhalscapo gf acbraiatsion~can b& mtand by vIGWit

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m m Phase III Testing Personnel Table z

N 0 Testing Personnel Initials Applicable Technical External Certifications 2 Extent of testing involvement Name ACI Field Testing - Grade 1 Concrete Batching Operations Jason B. Burgess JBB ACI Concrete Lab Testing - Level 1 Fresh Property Testing ACI Strength Testing Hardened Property Testing ACI Field Testing - Grade 1 Concrete Batching Operations Tommy Jeff Webb TJW ACT Concrete Lab Testing - Level I Fresh Property Testing ACI Strength Testing NICET Concrete Level II Hardened Property Testing Matthew D'Ambrosia MD ACI Field Testing - Grade I Creep Testing - Recording Creep Measurements, Data Reduction, Reporting ACI Field Testing - Grade I Creep Testing - Capping Specimens ACI Strength Testing Taking Creep Measurements Agata Pyc AP N/A Creep Testing - Recording Creep Measurements ACI Field Testing - Grade 1 Creep Testing - Instrumenting ACI Strength Testing Capping Specimens Julia Johnson jj ACI Field Testing - Grade 1 Creep Testing - Instrumenting ACI Strength Testing Capping Specimens ACI Field Testing - Grade 1 ACT Concrete Lab Testing - Level 1 Supervisor, Scheduling and Assigning Tasks, ACI Concrete Lab Testing - Grade II Equipment Calibrations ACI Strength Testing

1. Engineering and supervisory personnel not included in table of testing personnel.

2. Personnel also received internal project and task specific training. m C,,

N)

CD 0

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0 :3 hJ 0,

PCHG-DESG EC 75220, Revision 0 Appendix D Corrective Actions Notices of Anomaly ATTACHMENT Z48R0 Page 36 of 42

PCHG-DESG EC 75220, Revision 0 CTLGroup NOTICE OF ANOMALY DATE: 6/18/09 Skokie, IL 60077 Notice No.: NOA-09001 P.O. No.: Project No.: 109151 Customer/Vendor: S&ME Job No.: 1439-08-208 Notification Made To: John Coffey, S&ME Notification Date: 6-18-09 Notification Made By: M.D'Ambrosia Via: e-mail Category: Specimen Procedure Test Equipment X Other Date of Anomaly: multiple Part Name: ibutton Hygrochron Part No.: DS1923 Test: Creep I.D. No. SN: 260000000ADF7241 Specification ASTM C 512 Paragraph No.

Requirements: Record temperature and humidity Description of Anomaly Temperature readings were anomalous on several occasions, showing deviation from the specified requirements by approximately 0.5°F.

Temperature and humidity record shows several gaps during the history of the project, the longest occurring between 4/1/09 and 4/6/09. During this period, the memory capacity was exceeded on the logger and the oldest datapoints were overwritten with new data for approximately 4 days.

Disposition-Comments-Recommendations Reduce frequency of door opening for controlled room to minimize anomalous temperature readings.

Increase frequency of datalogger downloads to eliminate gaps in data.

INITIATOR M. D'Ambrosia PROJECT MANAGER, OR ,..,,,--

PROJECT ENGINEER 'DATE 7 7 QUALITY ASSURANCE DATE oDATE Form QF- 15 NOA Rev. 0 / 17-Jun-09 ATTACHMENT Z48R0 Page 37 of 42

PCHG-DESG EC 75220, Revision 0 CTLGroup Corrective Action Request Client: S&ME CAR No.09-002 1 Date: 5-11-2009 Project No. 109151 Project

Description:

ASTM C 512 Creep testing Responsible Person: R. Burg Initiator: J. Johnson Description of Nonconformance: Room B 132 temperature and humidity temporarily out of specification. See attached sheet for more detail.

Root Cause Analysis: It was determined that the primary causal factor for the compressor malfunction was that the compressor engine was getting flooded with fuel. This prevents the compressor from turning on to cool the water, which in turn humidifies the room.

Recommended Corrective Action: On May 4th, a permanent solution was found. Mr. Liska and Mr. Kerr permanently fixed the problem by retrofitting the natural gas driven engine compressor with an adjustable electric time delay on the fuel valve. This time delay device clears the pistons of any fuel before the compressor turns on and prevents the compressor engine from getting flooded with fuel.

Revie t /, -- and Acee, V*z*':;*9Corrective

- pane .. Action by QA Manager t ae Brief Instructions for completing Corrective Action Request (More detailed information may be found in QP-03 Control of Nonconforming Work.)

Anyone in the Company may initiate a Corrective Action Request.

Initiator shall complete Description of Nonconformance, and pass form electronically to the Project Manager/Responsible Person. A copy of the e-mail shall be sent to the Quality Manager.

Project Manager/Responsible Person shall complete Root Cause Analysis and Recommended Corrective Action sections and forward electronically to Quality Manager.

Quality Manager shall review and accept recommended corrective action. This review does not preclude the Project Manager/Responsible Person from proceeding with the corrective action in an effort to correct the nonconformance in a timely fashion.

QF-03 Corrective Action Request May 18, 2006 Revision 2 Page 38 of 42 ATTACHMENT Z48R0

PCHG-DESG EC 75220, Revision 0 Following implementation of the corrective action, Initiator, Project Manager/Responsible Person, Quality Assurance Manager and other stakeholders as deemed necessary shall sign the Corrective Action Request. In so doing, all are indicating that the nonconformance has been resolved satisfactorily.

Necessary documentation shall be attached.

QF-03 Corrective Action Request May 18, 2006 Revision 2 Page 39 of 42 ATTACHMENT Z48R0

PCHG-DESG EC 75220, Revision 0 Summary of Conditions Leading to Corrective Action Report 09-002 Room B1 32 temperature and humidity were temporarily out of specification on several occasions between Friday April 24, 2009 and Monday May 4, 2009. Ed Liska, CTLGroup building services, was alerted to a mechanical failure via cell phone at 9:31 P.M. on Friday April 24, 2009. The cooling system chiller motor had ceased to operate when the water temperature exceeded 60 0 F. When Mr. Liska arrived approximately 1-1/2 hours after receiving the alert, he restarted the chiller motor to bring the room back into specification. The problem occurred again on Sunday April 26, 2009, May 2, 2009, and May 3, 2009. After each occurrence, Mr. Liska performed a manual system reboot to bring the system back online. Between April 24, 2009 and May 4, 2009, Mr. Liska and Mr. Steve Kerr worked to determine the cause of these outages and develop a solution.

A detailed description of each period when the room was out of specification is shown in the table below.

The outages are considered to have had a negligible impact on the ASTM C 512 creep testing for several reasons.

1. It was observed that the test results continued to conform to predicted trend lines that were established before the outages occurred.

2. The outages did not occur on the same days as deformation measurements, and the conditions had returned to normal by the time measurements were taken.

3. Creep and shrinkage are relatively slow occurring phenomena and short term changes in environment do not significantly effect measurements.

4. The total time the room was out of specification was small relative to the total test time (3 days out of a 90 day test) and occurred near the end of the testing period, when the measured behavior is the least sensitive to changes in environmental conditions.

It was determined that the primary causal factor for the compressor malfunction was that the compressor engine was getting flooded with fuel. This prevents the compressor from turning on to cool the water, which in turn humidifies the room.

On May 4, 2009 a permanent solution was implemented. Mr. Liska and Mr. Kerr permanently fixed the problem by retrofitting the natural gas driven engine compressor with an adjustable electric time delay on the fuel valve. This time delay device clears the pistons of any fuel before the compressor turns on and prevents the compressor engine from getting flooded with fuel.

ATTACHMENT Z48R0 Page 40 of 42

PCHG-DESG EC 75220, Revision 0 Estimated Times RH out RH in Time Est Peak High or Low Differential 24 hour2.777778e-4 days 0.00667 hours 3.968254e-5 weeks 9.132e-6 months average out 4/24/09 9:30 PM 4/24/09 11:30 PM 2.0 82.2 high 28.2 0 4/25/09 10:13 PM 4/25/09 11:30 PM 1.3 63.9 high 9.9 0 4/26/09 2:00 AM 4/26/09 4:00 AM 2.0 62.4 high 8.4 0 4/26/09 3:00 PM 4/26/09 10:00 PM 7.0 57.8 high 3.8 0 5/4/09 7:30 AM 5/4/09 8:30 AM 1.0 62.7 high 8.7 0 Total Time 13.28 Total Time 0.00 Test time 2376 Test time 2376

% out of spec 0.56% % out of spec 0,00%

Estimated Times Temp out Temp in Time Est Peak High or Low Differential 24 hour2.777778e-4 days 0.00667 hours 3.968254e-5 weeks 9.132e-6 months average out 4/24/09 9:53 AM 4/24/09 9:43 PM 11.8 70.1 low -1.3 12 4/24/09 11:23 PM 4/25/09 2:00 PM 14.6 70 low -1.4 12 4/26/09 8:23 AM 4/26/09 10:03 PM 13.7 79 high 3.6 7.2 4/27/09 2:03 AM 4/27/09 2:53 PM 12.8 70.2 low -1.2 0 5/2109 4:30 PM 5/2/09 9:00 PM 4.5 77.2 high 1.8 0 5/3/09 6:30 AM 5/3/09 10:30 PM 16.0 79 high 3.6 20.3 5/4/09 11;00 AM 5/4/09 5:30 PM 6.5 69 low -2.4 0 Total Time 73.4 Total Time 51.5 Test time 2376.00 Test time 2376.00

% out of spec 3.09% % out of spec 2.17%

ATTACHMENT Z48R0 Page 41 of 42

PCHG-DESG EC 75220, Revision 0 CTLGroup Corrective Action Request Client: S&ME CAR No.09-003 TDate: 6-19-09 Project No. 109151 Project

Description:

Crystal River Creep Test Responsible Person: M. D'Ambrosia Initiator: J. Johnson Description of Nonconformance: CTLGroup work instruction WI-39012, Section 6.2 states in part a separate monitoring system with a chart recorder is to be used to provide a record of the environmental conditions of temperature range of 73.40 F +/- 20 F and at relative humidity of 20

+/- 4%.

Contrary to this during the creep testing it was observed the pen recording the relative humidity did not mark the readings on two periods (03-11-09 to 03-16-09) and then on (03-16-09 to 03 09). In addition for four days (04-06-09 to 04-10-09) the pen stuck in the same position.

Root Cause Analysis: Preliminary RCA indicates that the frequency of inspection of the recorder was not sufficient to prevent the occurrence of this issue. An additional internal corrective action and more detailed RCA will be performed by QA to formulate recommendations for prevention of this issue in the future.

Recommended Corrective Action: An independent temperature and humidity recording device, an I-Button ID# 60226389/155550 was put into service at the start of the testing to serve as a backup system. At the end of the testing this I-Button was verified using the CTL reference temperature standard. The results of this verification demonstrated the I-Button was in calibration and produced acceptable objective evidence that the temperature and relative humidity reading were within specification during the performance of the testing activity. No further action on this issue relative to this particular test is required.

Review and Acceptance of Corrective Action by QA Manager Date i Distribution Signatures Date In itia to r -0 -7 Project Manager/Responsible Person /

Quality Assurance Manager QF-03 Corrective Action Request May 18, 2006 Revision 2 Page 42 of 42 ATTACHMENT Z48R0

PCHG-DESG ATTACHMENT 2 EC 75220, Revision 0 Sheet 1 of. 1 Record of Lead Review Document: Additional Admixture Test Report Revision 0 The signature below of the Lead Reviewer records that:

- the review indicated below has been performed by the Lead Reviewer;

- appropriate reviews were performed and errors/deficiencies (for all reviews performed) have been resolved and these records are included in the design package;

- the review was performed in accordance with EGR-NGGC-0003.

L- Design Verification Review L] Engineering Review Z' Owner's Review LM Design Review EI Alternate Calculation i]I Qualification Testing LI Special Engineering Review Li YES Ri N/A Other Records are attached.

John Hollidav 4 "-L,,-'*vil 08/10/09 Lead Reviewer AV Discipline 08/10/09 J (print/sign) Date Item Deficiency Resolution No.

NONE 1..

2.

3.

FORM EGR-NGGC-0003-2-10 This form is a QA Record when completed and included with a completed design package.

Owner's Reviews may be processed as stand alone QA records when Owner's Review is completed.

FEGR-NGGC-0003 Rev. 10 ATTACHMENT Z49R0 Page 1 of 5

PCHG-DESG EC 75220, Revision 0 SS&ME S&ME, INC. KNOXVILLE BRANCH Celebrating 1973 o 2008 35 Years TEST REPORT TESTING OF ADDITIONAL ADMIXTURES FOR CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT PROJECT S&ME PROJECT NUMBER 1439-08-208 Prepared for:

Mr. John Holliday PROGRESS ENERGY FLORIDA, INC.

15760 West Powerline Street Crystal River, Florida 34428-6708 January 30, 2009 PREPARED BY:

REVIEWED BY:

QA BY:

APPROVED BY All work Contained in this report was. conducted in accordance with the, requiremchts of.t/e ref6-rcrMd protlnremei4c1 documents and the S&ME, Inc.. Knoxvill Branch QualityAssurance Manmal, Volumne I, Revisibn ,1, dated December 51 2003.

S&ME, INC. / 1413 Topside Road / Louisville, TN 37777 /p 865.970.0003 f 865.970.2312 / www,smeinc.corn ATTACHMENT Z49R0 Page 2 of 5

PCHG-DESG EC 75220, Revision 0 TEST REPORT- TESTING OF ADDITIONAL ADMIXTURES January 30, 2009 S&ME Project 1439-08-208 SCOPE S&ME, Inc. (S&ME) and our subcontractor CTLGroup (CTL) have completed the testing of the additional admixtures that were provided to our laboratory. The admixture testing was performed as outlined in Contract 373812, Laboratory Testing Requirements for Concrete Proportioning Revision 3, and the Phase I Test Plan Rev. 0 dated July 3, 2008.

RECEIPT INSPECTION Materials received for testing were inspected and documented in accordance with S&MF Quality Assurance Procedure (QAP) 10. 1, "Quality Inspection". The following table provides information on thie items received.

Material Quantity Date Inspection Report S&ME Samnhp

_________ Receivedl _________ 1. 1).

Recover Hydration-Stabiilizer 23.5- gal. buckets 1-08-091 QA-INSP-09-004 09-004--001 ADVA Cast 575 HRWR 2

. 23.5- galQbuckets --

b----1 -I-- T-OA-INSP-09-012 09-012-001 TEST RESULTS Certified Materials Test Reports (CMTRs) are included for each admixture.

2 ATTACHMENT Z49R0 Page 3 of 5

EC 75220, Revision 0 PC *,WAME Certified Materials Test Report Client: Progress Energy Material: Recover Hydration Stabilizer Project: Crystal River Source: W.R. Grace, Zellwood, FL S&ME Project No.: 1439-08-208 Quantity: Two 3.5-gallon buckets Contract/P.O. No.: 373812 Date Received: January 8, 2009 S&ME Log No.: 09-004-001 f

Requirement Chemical Property Test Designation Results (Laboratory Testing Requirements For Concrete Proportioning, Rev. 3_

Chloride Content ASTM C 114-06 0.075% 1 % by volume Note 1 Chloride was determined by a potentiometric titration according to ASTM C 114-06 Section 19, with the following exceptions to Section 19.5.1: 2 g of liquid admixture was used instead of a 5 g of sample, 50 mL of water was used instead of 75 mL, 3 mL of dilute nitric acid was used instead of 25 mL and the text "breaking up any lumps with a glass rod. Ifthe smell of hydrogen sulfide is strongly evident at this point, add 3 mL of hydrogen peroxide (30% solution)" was ignored as it only pertains to cementitious materials.

I certify the above results of tests and/or analyses to be correct as contained in the records of S&ME, Inc.

Signed: Date: JAN 0 -097 Quality Assurance SpO'I6 1413 Topside Road Louisville, Tennessee 37777 Phone: 865-970-0003 Fax: 865-970-2312 ATTACHMENT Z49R0 Page 4 of 5

EC 75220, Revision 0 PC pS&ME Certified Materials Test Report Client: Progress Energy Material: ADVA Cast 575 HRWR Project: Crystal River Source: W.R. Grace, Lithonia, GA S&ME Project No.: 1439-08-208 Quantity: Two 3.5-gallon buckets Contract/P.O. No.: 373812 Date Received: January 15, 2009 S&ME Log No.: 09-012-001 L

Requirement Chemical Property (Laboratory Testing Requirements For Concrete Proportioning, Rev. 3)

Chloride Content 1 % by volume Note 1 Chloride was determined by a potentiometric titration according to ASTM C 114-06 Section 19, with the following exceptions to Section 19.5.1: 2 g of liquid admixture was used instead of a 5 g of sample, 50 mL of water was used instead of 75 mL, 3 mL of dilute nitric acid was used instead of 25 mL and the text "breaking up any lumps with a glass rod. If the smell of hydrogen sulfide is strongly evident at this point, add 3 mL of hydrogen peroxide (30% solution)" was ignored as it only pertains to cementitious materials.

I certify the above results of tests and/or analyses to be correct as contained in the records of S&ME, Inc.

Signed:

Qualify Assurance p/:;ý&*

Date: JAN 3 0 2009 1413 Topside Road Louisville, Tennessee 37777 Phone: 865-970-0003 Fax: 865-970-2312 ATTACHMENT Z49R0 Page 5 of 5

I PCHG-DESG ATTACHMENT 2 EC 75220, Revisidh 0 Sheet 1 of 1 Record of Lead Review DoCument: Concrete Mix Water Test Plan Revision 0 The signature below of the Lead Reviewer records that:

the review indicated below has been performed by the Lead Reviewer; appropriate reviews were performed and errors/deficiencies (for all reviews performed) have been resolved and these records are included in the design package;

- the review was performed in accordance with EGR-NGGC-0003.

[i Design Verification Review I[ Engineering Review [ Owner's Review EI Design Review I- Alternate Calculation

'-I Qualification Testing El Special Engineering Review LI YES n N/A Other Records are attached.

John Hollidav 08/10/09 Lead Reviewer (U (print/sign) )f Discipline Date Item Deficiency Resolution No.,

NONE.

1.

31 FORM EGR-NGGC-0003-2-10 This form is a QA Record when completed and included with a completed design package.

Owner's Reviews may be processed as stand alone QA records when Owner's Review is completed.

EGR-NGGC-0003 Rev. 10 ATTACHMENT Z50RO Page I of 4

EC 75220, Revision 0 PCHG-DESG PCHG-DESG EC 75220, Revision 0 SS&ME June 9, 2009 Progress Energy Florida, Inc, 15760 W. Powerline Street (SA2C)

Crystal River, Florida 34428-6708 Attention: Ms. Debbie Hanna

Reference:

Proposal for Testing Services-Water Testing Progress Energy Crystal River Nuclear Plant Unit 3 SteamGenerator Replacement Restoration of the Containment Opening Crystal River, Florida S&ME Project No. 1439-08-208 Contract 373812

Dear Ms. Hanna:

S&ME, Inc. (S&ME) appreciates the opportunity to submit this proposal for testing services for the Crystal River Nuclear Plant Unit 3 Steam Generator Replacement Restoration of the Containment Opening Project. Our understanding of the work is based on an e-mail from Ms. Amy Justice on.June 3, 2009 and on telephone Conversations with John Holliday of Progress Energy (Progress).

BACKGROUND/SCOPE OF SERVICES Our services will be in support of the closure of the construction opening created to remove and replace the existing steam generators. This scope will include water, testing as outlined in Table 1 (Concrete Performance Requirements) and Table 2 (Optional Chemical Limits) of ASTM C 1602.. You indicated that three samples of water and three samples of ice would be provided for testing. It is Our understanding, based on conversations with Mr. Holliday that the samples may come in three different shipments, one shipment immediately, and the subsequent samples at approximate three month intervals.

CLIENT RESPONSIBILITIES It is anticipated that Progress will provide the samples of water and/or ice to our laboratory. We anticipate that the testing will require approximately 4 gallons per sample. If:additional material isrequired, Progress would be notified.

S&ME INC. /1413 Topside.Road / Louisville, TN 37777/p 865.970.0003 f865.970;2312 /ww.smeinc.cOm ATTACHMENT Z50RO Page 2 of 4

PCHG-DESG EC 75220, Revision 0 Proposal for Testing Services-Water Testing S&ME Project No. 1439-08-208 Crystal River Steam Generator Replacement Restoration of the Containment Openingq June 9. 2009 REPORTING/DELIVERABLES The testing will be performed under our 10CFR50 Appendix B Program. Certified Materials Test Reports (CMTR's) will be issued as requested to document the testing.

SCHEDULE AND FEE It is anticipated that S&ME can perform each round of testing within 3 to 4 weeks from receipt of the samples and execution of an amendment to the contract authorizing the work. An expedited turnaround may be possible depending on when the samples are received. We have included an Opinion of Probable Cost (OPC) for this testing based on the quantities provided in the request and the 3 to 4 week turnaround time. Since the quantity of tests may vary, we propose to perform the testing on a unit rate basis based upon the actual number of units performed.

CONTRACTUAL ARRANGEMENTS This project will be conducted in accordance with existing Contract No. 373812 between PROGRESS ENERGY SERVICE COMPANY, LLC, not in its individual capacity, but solely as an agent for PROGRESS ENERGY FLORIDA, INC. and S&ME, Inc. We understand that PROGRESS ENERGY will issue an amendment to this contract. The amendment will constitute authorization to proceed and upon receipt, we will initiate our services.

CLOSURE This proposal is valid for a period of 90 days from the submittal date of this proposal.

We look forward to being of service to you on this project. If you have any questions, please do not hesitate to contact us.

Sincerely, S&ME, Inc.

/h IB'Pea~rso~n Materials Engineer B dy G.Martn

.rancManager Reviewed by Michael R. Stomer, Vice President Attachments: Opinion of Probable Cost 2

ATTACHMENT Z50RO Page 3 of 4

PCHG-DESG Opinion of Probable Cost EC 75220, Revision 0 Progress Energy Crystal River Nuclear Plant Unit 3 Steam Generator Replacement Restoration of The Containment O0pening Project Water Testing Services S&ME Project 1439-08-208 SERVICE UNITS UNIT COST EXTENSION TOTALS Water Testing Chloride Content 6 tests at $185.00 /test $1,110.00 Sulfate as S04 6 tests at $660.00 /test $3,960.00 Alkalies 6 tests at $535.00 /test $3,210.00 Total Solids 6 tests at $520.00 test $3,120.00 Compressive Strength Comparision 6 tests at $1,500.00 /test $9,000.00 Time of Set Comparison 6 tests at $1,850.00 /test $11,100.00 Estimated Cost $31,500.00 ATTACHMENT Z50RO Page 4 of 4

PCHG-DESG ATTACHMENT 2 EC 75220, Revision 0 Sheet 1 of 1 Record of Lead Review Document: S&ME Water Testing Results Revision 0 (8/31109)

The signature below of the Lead Reviewer records that:

- the review indicated below has been performed by the Lead Reviewer;

- appropriate reviews were performed and errors/deficiencies (for all reviews performed) have been resolved and these records are included in the design package; the review was performed in accordance with EGR-NGGC-0003.

EI Design Verification Review L], Engineering Review 0 Owner's Review EI Design Review I- Alternate Calculation L- Qualification Testing

[I- Special Engineering Review L1 YES L-I N/A Other Records are attached.

John Hollidav &b. Ia Civil 09/03/09 Lead Reviewer U (print/sign) \ Discipline Date Item Deficiency Resolution No.

NONE 1.

2.

3.

FORM EGR-NGGC-0003-2-10 This form is a QA Record when completed and included with a completed design package.

Owner's Reviews may be processed as stand alone QA records when Owner's Review is completed.

EGR-NGGC-0003 Rev. 10 ATTACHMENT Z51 RO Page 1 of 4

PCHG-DESG EC 75220, Revision 0 S&ES&ME S&ME, INC. KNOXVILLE BRANCH Water Testing FOR CRYSTAL RIVER UNIT 3 STEAM GENERATOR REPLACEMENT PROJECT S&ME PROJECT NUMBER 1439-08-208 Contract 373812 Prepared for:

Mr. John Holliday PROGRESS ENERGY FLORIDA, INC.

15760 West Powerline Street Crystal River, Florida 34428-6708 August 31, 2009 PREPARED BY:

REVIEWED BY:

QA BY:

APPROVED BY:

All work contained in this report was conducted in accordance with the requirements of the referenced procurement documents and the S&ME, Inc., Knoxville Branch Quality Assurance Manual, Volume I, Revision 4, dated December 5, 2003.

ATTACHMENT Z51 RO 1 Page 2 of 4 S&ME, INC. / 1413 Topside Road / Louisville, TN 37777 / p 865,970.0003 f 865.970.2312 / www.smeinc.com

PCHG-DESG EC 75220, Revision 0 Water Testing August 31, 2009 S&ME Project 1439-08-208 BACKGROUND S&ME, Inc. (S&ME) has completed the first round of water testing. The testing was performed as outlined in Contract 373812, Change Order No. 5 and S&ME Proposal dated June 9, 2009. The testing was performed under our 10CFR50 Appendix B Program.

RECEIPT INSPECTION One sample consisting of four, one-gallon containers of water was received by S&ME personnel on July, 15, 2009. The sample was received and inspected in accordance with S&ME Quality Assurance Procedure (QAP) 10.1 "Quality Inspection". The water sample was identified as "plant water". For tracking purposes, S&ME assigned I.D. number 09-003 C-00 1 to the sample. The item received was documented on the Receipt Inspection Report No. QA-INSP-09-003C in accordance with S&ME Quality Assurance Procedure (QAP) 10.1, "Quality Inspection".

SCOPE The testing included water testing as outlined in Table 1 (Concrete Performance Requirements) and Table 2 (Optional Chemical Limits) of ASTM C 1602-06.

RESULTS A Certified Materials Test Report (CMTR) for the water sample testing is attached ATTACHMENT Z51 RO 2 Page 3 of 4

PCHG-DESG EC 75220, Revision 0 4S&ME Certified Materials Testing Summary Water Testing Client: Progress Energy Material: Batch Plant Water Project: Crystal River Source: Batch Plant S&ME Project No.: 1439-08-208 Quantity: Four 1-gallon containers Contract/P.O. No.: 373812 Date Received: July 15, 2009 S&ME Log No.: 09-003C-001 Physical Property Test Methods Potable Water (Control batch) Batch Plant Water Percent/Deviation of Control ASTM C 1602-06 Specification Compressive Strength, ASTM C 31-08a 6,420-psi 6,830-psi min % control at 7-days ASTM C 39-05(v (avg. of 3 cylinders) cyldthreer 39~~~~05e1~~~~

(v.o3cyidr) ylinders)10.%9%mimu Initial Set 4:00 Initial Set 4:00 Time of Set, (avg. of three (avg. of three 0:00 Deviation from control, ASTM C 403-08 specimens) specimens) From 1:00 early h:min Final Set 5:05 Final Set 5:05 to 1:30 later (avg. of three (avg. of three 0:00 specimens) specimens)

Chemical Property Result ASTM C 1602-06 Maximum concentration in Test Methods Batchplant Water Specification combined mixing water, ppm 500 ppm maximum (in prestressed concrete, bridge decks, or Chloride as Cl-, ppm otherwise designated)

ASTM C 114-09 12 ppm 1000 ppm maximum (other reinforced concrete in moist environments or containing aluminum embedments or dissimilar metals or with stay-in-place galvanized metal forms)

Sulfate as SO 4, ppm ASTM C 114-09 10 ppm 3000 ppm maximum Alkalies as (Na20 + 0.658 K20), ppm ASTM C 114-09 63 ppm 600 ppm maximum Total Solids by Mass, ppm ASTM C 1603-05a 209 ppm 50000 ppm maximum I certify the aband/or analyses to be correct as contained in the records of S&ME, Inc.

Signed: , Date: AUG 3 1 Z009 ATTACH I~fL*-A2"utfe ,lAga'fteucPear Projects Page 4 of 4 1413 Topside Road Louisville, Tennessee 37777 Phone: 865-970-0003 Fax: 865-970-2312

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SUMMARY

4.5 CAUTION

5.3.5 WARNING

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