Text

Williams Q&A - Request 3 Info-Pugh-PART 9
	ML102720189
Person / Time
Site:	Crystal River
Issue date:	10/29/2009
From:	Jopling D, Swenson S; Progress Energy Co
To:	Sward C; Sargent & Lundy, Office of Information Services
References
	FOIA/PA-2010-0116, SGR06-0102
	Download: ML102720189 (77)
	v • d • e

PCHG-DESG ENGINEERING CHANGE 00006301 6R0 PCHG-DESG

.-I ENGINEERING CHANGE 000063016R0 F Progress Enegy December 4, 2006 SGR06-0102 Chris Sward Engineering Manager Sargent & Lundy 55 East Monroe St.

Chicago, IL 60603

Subject:

RB Pressure and Temperature - Loss of Decay Heat During Lowered Loop Operation Rev. 1

Chris, The current PEF analysis of record for the subject event Is acceptable for use as a design input for the evaluation of the capability of the liner plate and shell to withstand a loss of decay heat during lowered loop operation.

Specifically:.

M-92-0041, Revision 2, page 14 of 16, Section 8.3 indicates the peak pressure to be 20.14 psia from an initial assumed RB pressure of 15 psia, yielding 5.14 psig as the applicable design input. The peak internal RB temperature is given as 173 degrees F.

Note: This letter may be used as a developmental reference in the calculation; however the design input remai the cu_ n is, M-92-0041, Revision 2.

.P.S n

n-e ngineer D. L Jo

g CR3 Major Projects Supervisor 15760 W. Powerline St.

m Mail Code SA2C 0 Crystal River, FL 34428 0 (352) 795-6486 A Progress Energy Company Z16RO Paae 1 of 8

PCHG-DESG ENGINEERING CHANGE 000063016R0 WProgress Energy April 19,2007 SGR07-0053 Chris Sward Engineering Manager SARGENT & LUNDY 55 East Monroe St.

Chicago, II. 60603

Subject:

Design Load Conditions Chris.

When evaluating the effects of the TLD & HTS (both dead load & with lifted load) on the containment wall, do not include seismic, hurricane or tornado loads In your analysis. The TLD & HTS loads are to be combined with dead load, pro-stress and the operating temperature specified in PE Letter SGR07-0026, dated 2/14/07 JbldHollda Responsible Engineer for Containment Opening cc: Records Management 15760 W. Powerline St.

M Mail Code SA2C 0 Crystal River, FL 34428 * (352) 795-6486 A Progress Energy Company Z16R0 Page 2 of 8

PCHG-DESG ENGINEERING CHANGE 00006301 6R0 PCHG-DESG ENGINEERING CHANGE 000063016R0 WMProgres Enlergy February 14, 2007 SGR07-0026 Chris Sward (Engineering Manager)

Sargent & Lundy 55, East Monroe St.

Chicago, IL 60603 subjeo.

Desi._ puta for Containment Sizell analysis for Steam Generator R2epacement

Chris, The following Design Inputs are to be used in your evaluation of the containment shell where applicable:

A.

Between cold shut down and defueled modes:

Inside Containment

- 110*F (Note 1)

Outside Containment

=

69*F (Note 2)

Soil = 74*F (Note 2)

B.

Between defueled mode and full restoration of access opening:

inside Containment

= 906F (Note 3)

OWtside Containment

= 690F (Note 2)

Soil = 74 0F (Note 2)

C.

Actual strength of existing containment shell concrete is 6720 psi (Note 4)

D.

When considering the TLD loads, consider additional load from the polar crane with a minimum spacing of 8 feet between the wheels of TLD and polar crane and a maximum of 60 kips lifted load by polar crane.

NOTES:

1. Refer to Gilbert Calculation 1.01.07, Page 6

2. Refer to attached information downloaded from the University of Florida's FAWN (Florida Automated Weather Network) website at http://fawn.ifas.ufl.edu/scripts/reportrequest.asp

3. Based on outage experience and also on the fact that during most of this time period the equipment hatch and access opening are open to outside ambient temperature of 69*F (Refer to B above).

4. Refer to Calculation S-00-0047, Rev.0 15760 W. PowerLine Street 9 Mail Code SA2C e Crystal River 34428-6708 a (352) 795-6486 A Progress Energy Comzpany Z16R0 Page 3 of 8 Z16RO Page 3 of 8

PCHG-DESG ENGINEERING CHANGE 00006301 6R0 PCHG-DESG ENGINEERING CHANGE 000063016R0

Subject:

Design Inputs for Containment Shell Generator Replacement February 14, 2007 Page 2 John Holliday Responsible Engineer for Containment Opening Keith Henshaw (for Item #D)

Task Manager Rigging and Transport Analysis for Steam Dan Jopling CR3 SGR Supervisor /

! - Florida Automated Weather Network 15760 W. PowerLine Street o Mail Code SA2C 0 Crystal River 34428-6708 o (352) 795-6486 A Progress Energy Company Z16RO Page 4 of 8

N

-u G0 0

Weather Information for Brooksville. FI downloaded from the University of Florida at http:l/fawn-lfas.ufl.edulschlptslreportrequestasp Year Month 2003 2003 2003 2003 2003 2003 2003 2003 2003 2003 20063 2003 1

2 3

4 5

6 7

8 9

10 11 12 lOm AVGI (C) 10.59 15.76 20.21 20.32 24.69 25.23 25.87 25.63 24.99 22.39 19.64 13.03 lom AVGt (C) 13.11 15.13 18.21 19.18 24.1 26.08 26.34 25.87 25.69 22.79 19.11 13.79 lom MINt (C)

-4.52 1.57 3.43 0.14 16.48 19.89 20.78 20.8 17.3 10.83 2.07

-1.97 loin MINt (C)

.2.38 0.86 2.91 6.01 11.71 18.98 20.98 20.66 18.72 8.89 6.53

.1.14 lOm

-10cm

-10cm MAXt AVGt MINt MAXt (C)

(C)

(C) 24.11 12.92 9.16 17.42 28.56 16.31 11.93 20.87 30.67 21.59 16.94 26.03 30.85 23.31 15.98 28.57 33.46 29.83 24.52 33.53 33.58 30.04 24.79 35.11 33.77 31.33 28.03 36.06 33.02 30.56 27.6 34 32.53 29.8 26.93 33.57 31.34 25.89 21.03 29.21 30.4 22.18 14.97 27.06 25.79 15.32 10.82 19.29 lOm

" -10cm

-10cm

-10cm MAXt AVGt MINt MAXt (C)

(C)

(C) 26.88 14.99 11.56 19.36 28.2 16.76 13.29 19.72 28.7 18.96 15.39 21.76 31.34 21.19 17.34 26.31 33.18 27.2 22.38 31.73 34.22 29.94 27.35 32.42 34.28 30.17 27.69 32.57 33.17 29.75 26.65 32.6 33.15 28.12 25.12 32.29 32.21 25.41 21.22 29.37 30.2 21.27 17.6 25.58 28.24 16.45 12.02 21.52 Year Month 10m lrsn lOn

-10cm

.10cm

-10cm AVGt MINI MAXt AVGt MINt MAXt (F)

(F)

(F) 2003 1

51.062 23.864 75.398 55.256 48.488 63.356 2003 2

60.368 34.826 83.408 61.358 53.474 69.566 2003 3

68.378 38.174 87.206 70.862 62.492 78.854 2003 4

68.576 32.252 87.53 73.958 60.764 83.426 2003 5

76.442 61.664 92.228 85.694 76.136 92.354 2003 6

77.414 67.802 92.444 86.072 76.622 95.198 2003 7

78.566 69.404 92.786 88.394 82.454 96.908 2003 8

78.134 69.44 91.436 87.008 81.68 93.2 2003 9

76.982 63.14 90.554 85.64 80.474 92.426 2003 10 72.302 51.494 88.412 78.602 69.854 84.578 2003 11 67.352 35.726 86.72

71.924 58.946 80.708 2003 12 55.454 28.454 78.422 59.576 51.476 66.722 AVERAGE 69.2525 48.02 87.212 75.362 66.905 83.108 Year Month l0rn lon lom

-10cm

-10cm AVGt MINI MAXI AVGt MINt MAXt (F)

(F)

(F) 2004 1

55.598 27.716 80.384 58.982 52.808 66.848 2004 2

59.234 33.548 82.76 62.168 55.922 67.496 2004 3

64.778 37.238 83.66 66.128 59.702 71.168 2004 4

66.524 42.818 88.412 70.142 63.212 79.358 2004 5

75.38 53.078 91.724 80.96 72.284 89.114 2004 6

78.944 66.164 93.596 85.892 81.23 90.356 2004 7

79.412 69.764 93.704 86.306 81.842 90.626 2004 8

78.566 69.188 91.706 85.55 79.97 90.68 2004 9

78.242 65.696 91.67 82.616 77.216 90.122 2004 10 73.022 48.002 89.978 77.738 70.196 4.868 2004 11 66.398 43.754 86.36 70.286 63.68 78.044 2004 12 56.822 29.948 82.832 61.61 53.636 70.736 AVERAGE 69.41 48.9095 88.0655 74.0315 67.6415 80.7845 mz m

z 0

I z

G)

M Year Month 2004 2004 2004 2004 2004 2004 2004 20O4 2004 2004 2004 2004 1

2 3

4 5

6 7

8 9

10 11 12 CD Ln 0

OD 0

0 W

C?

0) 7'

0)

O0 I

G) 6m C/)

15.03 2005 2

15.64 2005 3

16.63 2005 4

18.73 2005 5

22.74 2005 6

25.41 2005 7

26.91 2005 8

26.97 2005 9

15.39 2006 2

14.02 2006 3

17.63 2006 4

21.34 2006 5

23.23 2006 6

25.78 2006 7

26.46 2006 8

26.5 2006 9

24.89 2006 10 21.56 2006 11 16.68 2006 12 17.56 lOre MINt (C)

-2.06 2.09 1.98 6.4 10.92 20.23 21.8 21.65 19.52 5.02 2.51 0.51 l1m MINt (C)

-0.75

-4.77 1.72 7A7 11.79 16.73 20.49 20.61 14.41 6.26 4.47 2.67 l0m MAXt (C) 27.81 25.84 29.7 30.31

.33.97 32.72 34.81 34.47 32.69 31.53 29 25.71 lim MAXt (C) 27.01 27.78 29.59 31.87 33.6 35.03 34.58 35.33 33.15 31.63 29.32 28.14

-10cm

-10Cm

-10cm AVGt MINt MAXI (C)

(C)

(C) 16 11.6 19.98 16.62 13.23 19.76 17.73 14.05 22 20.43 17.22 22.89 24.15 20.58 27.75 27.57 24.84 30.21 29.91 27.37 33.75 31.14 28.23 34.59 28.88 26.14 32.68 25.39 18.68 29.91 20.51 16.35 22.94 15.52 11.86 18.93

-10cm

-10cm AVGt MINt MAXt (C)

(C)

(C) 15.68 12 19.18 15.24 9.76 19.95 18.67 15.29 21.35 22.05 18.95 25.12 24.68 21.29 29.6 27.98 25.92 31.11 28.35 25.85 30.5 28.76 26.69 31.46 27.2 24.23 29.74 24.05 20.05 26.68 19.32 15.09 22.77 18.79 15.41 22.3 Year Month lim l0m lOam

-10cm

-10cm AVGI MINt MAXt AVGt MINt MAXt (F)

(F)

(F) 2005 1

59.054 28.292 82.058 60.8 52.88 67.964 2005 2

60.152 35.762 78.512 61.916 55.814 67.55 2005 3

61.934 35.564 85.46 63.914 57.29 71.6 2005 4

65.714 43.52 86.558 68.774 62.996 73.202 2005 5

72.932 51'656 93.146 75.47 69.044 81.95 2005 6

77.738 68.414 90.898 81.626 76.712 86.378 2005 7

80.438 71.24 94.658 85.838 81.266 92.75 2005 8

80.546 70.97 94.046 88.052 82.814 94.262 2005 9

78.44 67.136 90.842 83.984 79.052 90.824 2005 10 71.636 41.036 88.754 77.702 65.624 85.838 2005 11 66.164 36.518 84.2 68.918 61.43 73.292 2005 12 54.95 32.918 78278 59.936 53.348 66.074 AVERAGE 69.1415 48.5855 87.284 73.0775 66.6225 79.307 Year Month lim l0m lam

-10cm

-10cm AVGt MINt MAXt AVGt MINt MAXt (F)

(F)

(F) 2006 1

59.702 30.65 80.618 60.224 53.6 66.524 2006 2

57.236 23.414 82.004 59.432 49.568 67.91 2006 3

63.734 35.096 85.262 65.606 59.522 70.43 2006 4

70.412 45.446 89.366 71.69 66.11 77.218 2006 5

73.814 53.222 92.48 76.424 70.322 85.28 2006 6

78.404 82.114 95.054 82.364 78.856 87.998 2006 7

79.628 68.882 94.244 83.03 78.53 86.9 2006 8

79.7 69.098 95.594 83.768 80.042 88.628 2006 9

76.802 57.938 91.67 80.96 75.614 85.532 2006 10 70.808 43.268 68.934 75.29 68.09 80.024 2006 11 62.024 40.046 84.776 68.776 59.162 72.986 2006 12 63.608 36.806 82.652 65.822 59.738 72.14 AVERAGE 69.656 47.165 88.5545 72.6155 66.5795 78.464 m

zC) zm m

X G) 0 z0) m (D

0 000 00 00 C) o, 03

=m II

PCHG-DESG ENGINEERING CHANGE 000063016R0 CaIc. No. S06-0002 Revision 1 Page 1 of 9 Poress Energy July25, 2006 SGR06-0051 Chris Sward Engineering Manager Sargent & Lundy 55 East Monroe St.

Chicago, IL 60603

Subject:

Original Gilbert Design Analysis Calculations

Chris, The original Gilbert design analysis calculations for the plant have been entered into CR-3 quality records. These calculations are the historical records for the design basis of the plant. As such, they can be referenced and used as design inputs by S&L. That being said, S&L will be expected to search the CR-3 calculation data base as needed to insure additional/revised design documentation has not been developed during the life of the plant.

The DBD's and EDBD's are quality records and can be referenced as design inputs.

The use of information provided in the FSAR for benchmarking the FEM model should be acceptable.

The design inputs to the new containment model (dia., wall thickness, material, reinforcement, design pressures etc.) are developed from quality records including those discussed above. The benchmarking effort is directed at establishing modeling techniques and execution results are comparable to the 1970's 15760 W. Powerline St. a Mail Code SA2C o Crystal River, FL 34428 * (352) 795-6486 A Progress Energy Company Z16R0 Page 7 of 8

PCHG-DESG ENGINEERING CHANGE 000963016RO Ca(c. No. S*6-0002 Revision 1 Page 2 of 9 Progress Energy August 9, 2006 SGR06-0054 Chris Sward Engineering Manager Sargent & Lundy 55 East Monroe St.

Chicago, IL 60603

Subject:

RB Pressure and Temperature

Chris, The replacement of the CR-3 Once Through Steam Generators with new B & W Canada OTSG's is not expected to have an impact on the following containment items:

Design Basis Operating Temperature and Pressure Design Basis Accident Pressure Design Basis Accident Temperature" A basic design criterion for the new replacement steam generators is that their installation and operation will not change the original plant design basis for operating and accident temperatures and pressures.

The design basis values are the result of RCS flow rates and T-hot vs. T-Cold values. The replacement steam generators will not change those values.

CR3 SGR, Supervisor Design/Manufacture 15760 W. Powerline St. o Mail Code SA2C o Crystal River, FL 34428 a (352) 795-6486 A Progress Energy Company Z16R0 Page 8 of 8

PCHG-DESG ENGINEERING CHANGE 0 00 C

Precision Surveillance Corporation 3468 Watling Street Phone: (219) 397-5826 East Chicago, IN 46312 Fax:

(219) 397-5867 Email: info@psctendon.com http://www.psctendon.com June 6, 2008 Progress Energy Crystal River unit 3 SGR Crystal River, FL Attention: John Holliday

Dear John:

PSC has reviewed your request as to the length of time a tendon at Crystal River may be drained and left unfilled. The Viscosity grease is design to adhere to the wires up to temperature of 145 degree Fahrenheit. This allows for grease coverage to remain' on the wire after bulk draining of tendons. This will provide projection for over a year if void is sealed. PSC has observed scrap tendons maintaining the grease coating for over two year exposed to the weather without corrosion occurring under the grease.

The original requirement for a shop greased tendon was 90 days from place to stress and 30 days from stress to grease. (Allowing 120 days without grease) There were studies completed by the industry that set the partially drained tendon acceptable time before regreasing at one year. The studies were not published, but several plants adopted the one year window. (Byron & Braidwood, ANO)

Therefore, we recommend a six month window be allowed for tendons to be partially greased with protection from weather. (ie. Top caps on)

Sincerely, gYmd e. Smith Paul C. Smith President ATTACHMENT Z14RO Page 1 of 1

PCHG-DESG ENGINEERING CHANGE 0000063016R5 PROGRESS ENERGY NUCLEAR GENERATION GROUP CR3-C-0002 SPECIFICATION SUB-TYPE: CIV PRIORITY CODE: 3 SPECIFICATION FOR FORMWORK FOR THE RESTORATION OF THE SGR ACCESS OPENING IN THE CONTAINMENT WALL El BNP UNIT I & 2 E CR3 ZIHNP

--RNP r"ALL REVISION: 0 QUALITY CLASS: Non-Safety Related Prepared and Approved under EC 63016, Revision 5 ATTACHMENT Z15R5 Page 1 of 8

I PCHG-DESG ENGINEERING CHANGE 0000063016R5 Specification No. CR3-C-0002 Revision 0 Page i of iii LIST OF EFFECTIVE PAGES Title and Approval Cover Sheet (1 Page)................................................. Rev.0 P ages i-iii....................................

.................................................. R ev.0 P ages 1-4....................................................................................... R ev.0 ATTACHMENT Z15R5 Page 2 of 8

PCHG-DESG ENGINEERING CHANGE 0000063016R5 Specification No. CR3-C-0002 Revision 0 Page ii of iii REVISION

SUMMARY

P~vi~inn Miimh~r

.qimm Revision Number

-RiiMMqru 0...............................................................

O rig in a l Iss ue ATTACHMENT Z1 5R5 Page 3 of 8

PCHG-DESG ENGINEERING CHANGE 0000063016R5 Specification No. CR3-C-0002 Revision 0 Page iii of iii TABLE OF CONTENTS Title and Approval Cover Sheet List of Effective Pages i

Revision Summary ii Table of Contents iii 1.0 SCOPE 1

1.1 General 1

1.2 Work Included 2

2.0 CODES AND STANDARDS 2

3.0 TECHNICAL REQUIREMENTS 2

4.0 DOCUMENTATION REQUIREMENTS 3

5.0 SCHEDULE 4

ATTACHMENT Z15R5 Page 4 of 8

PCHG-DESG ENGINEERING CHANGE 0000063016R5 Specification No. CR3-C-0002 Revision 1 Page 1 of 4 1.0 SCOPE 1.1 General 1.1.1 This specification covers the labor, materials and equipment necessary to provide formwork for concrete repair of the temporary construction opening created in the containment wall in support of the Crystal River Unit 3 steam generator replacement project. This specification also covers the labor, materials, and equipment necessary to provide separate formwork for protection of the containment opening in the event severe weather (hurricane). All items in this specification are classified as non-safety related and can be procured by normal commercial means.

1.1.2 Crystal River Unit 3 is scheduled to replace the existing Once-Through Steam Generators (OTSG) during refueling Outage 16 (RFO 16) in the fall of 2009. Replacement of the steam generators will require creation of an access opening through the containment shell to facilitate removal of the existing generators and installation of new ones. Formwork must be erected on the outside face of the containment wall to support placement of fresh concrete in the opening during restoration and a formwork to protect the containment opening during a severe weather.

1.1.3 The post tensioned reinforced concrete containment wall is 42 inches thick, lined with a 3/8" thick liner plate on the inside face. The temporary construction opening in the concrete wall will measure 25 feet wide on the outside face; 26 feet wide on the inside face, by 27 feet high on the outside face; 26'-3" high on the inside face. The grade elevation is at elevation 118'-6" and the bottom of the opening is at elevation 183'-0" on the outside face.

1.1.4 Formwork used to place the concrete in the opening shall be designed to satisfy the following requirements:

1.1.4.a Required to confine the newly placed concrete in.the construction opening and shall have sufficient strength to withstand the hydraulic pressure head and pumping pressure developed during placement.

1.1.5 Formwork required to protect the containment opening shall be designed to satisfy the following requirements:

1.1.5.a In the event of a hurricane the formwork shall provide protection for the temporary access opening, thereby protecting the inside of the containment building from the affects of high winds and rain intrusion. The formwork must therefore be designed with the flexibility that it can be erected at ANY time during the steam generator outage. This requirement will require that any anchor ATTACHMENT Z15R5 Page 5 of 8

PCHG-DESG ENGINEERING CHANGE 0000063016R5 Specification No. CR3-C-0002 Revision 1 Page 2 of 4 bolts required to anchor the formwork to the outside concrete face of the containment building, around the perimeter of the construction opening, must be installed pre-outage.

1.2 Work Included 1.2.1 The work shall include, but not necessarily be limited to, the following which shall be shown on the installation/erection drawings 1.2.2 Design of the formwork and the form ties, and anchor bolts including preparation of all shop and installation/erection drawings and supporting design calculations. These must be submitted to the Owner for review and approval prior to installation. The owner review and approval does not relieve the contractor of the responsibility for the design of the formwork.

1.2.3 Form ties must be sized by the contractor and a suitable connection detail recommended at the liner plate stiffener angles.

1.2.4 Provide an all-steel concrete formwork system that can accommodate the curved configuration of the CR3 containment building and produce a concrete surface finish that is comparable to the existing building. Form joint marks should require practically no finishing labor.

1.2.5 The formwork system must include pour door panels to provide unimpeded access so that concrete placement can be controlled and properly consolidated.

1.2.6 Forms shall be substantial and sufficiently tight to prevent leakage of mortar.

2.0 CODES AND STANDARDS 2.1 ACI - American Concrete Institute 2.1.1 ACI 318 - Building Code Requirements for Structural Concrete 2.1.2 ACI 304.2R - Placing concrete by Pumping Methods 2.1.3 ACI - 347R - Guide to Formwork for Concrete 3.0 TECHNICAL REQUIREMENTS 3.1 The work shall include, but not necessarily be limited to, the following which shall be shown on the installation/erection drawings:

ATTACHMENT Z15R5 Page 6 of 8

PCHG-DESG ENGINEERING CHANGE 0000063016R5 Specification No. CR3-C-0002 Revision 1 Page 3 of 4 3.1.1 The severe weather formwork will be anchored to the outside concrete face of the containment building, around the perimeter of the construction opening. This will require the use of drilled in concrete expansion anchors. The maximum anchor bolt hole depth into the concrete is 3 !/2". This depth restriction is due to the presence of hoop tendons at a depth of approximately 7" from the concrete surface. The actual location and depth of the hoop tendons cannot be confirmed until after the construction opening has been created, therefore, the vendor may elect to incorporate flexibility into his design with regard to the location of anchor bolts which would allow for the design embedment.

There is one layer of #8 vertical and horizontal rebar in the outside face of containment, the first layer (horizontal) is located 2 1/4" clear from the face of concrete. These anchors must be installed pre-outage. The design of the formwork must therefore be sufficiently flexible to ensure that the location of the pre-outage installed anchor bolt locations match the pre-drilled holes in the formwork. The use of slotted holes in these connections should be considered.

3.1.2 Outside radius of the containment building is 68'-6 3/8" 3.1.3 The maximum concrete pour rate is 4 feet per hour.

3.1.4 Weight of wet concrete shall be assumed as 150 pcf for calculation purposes.

3.1.5 Lateral pressure from the newly placed concrete shall be calculated per the requirements of ACI 347-04, Section 2.2 but shall not be less than 1305 psf.

3.1.6 The maximum vertical spacing of ties shall be 2'-6".

3.1.7 Ties may be attached (welded) to the existing vertical angle stiffeners (L3x2xl/4") that are welded to the concrete side of the liner plate. These angles are spaced horizontally at 18" center to center.

3.1.8 Form tie axial load is 6500 lbs.

3.1.9 Severe weather formwork must be designed to resist hurricane force winds with a basic velocity of 110 mph at 30' above grade.

3.1.10 The formwork must be sufficiently rigid to prevent movement, bulging, or sagging during concrete placement.

4.0 DOCUMENTATION REQUIREMENTS 4.1 All items in this specification are classified as non-safety related and can be procured by normal commercial means. Contractor is responsible for the preparation of all shop and installation/erection drawings and supporting design calculations. These must be ATTACHMENT Z15R5 Page 7 of 8

PCHG-DESG ENGINEERING CHANGE 0000063016R5 Specification No. CR3-C-0002 Revision 1 Page 4 of 4 submitted to the Owner for review and approval prior to installation. The owner review and approval does not relieve the contractor of the responsibility for the design of the formwork.

5.0 SCHEDULE Deliver installation drawings and calculations to Progress Energy........... 11/19/2008 Owners review and comments..................................................... 11/20/08 thru 12/04/08 Incorporate owners comments..................................................... 12/05/08 thru 12/19/08 Final issue of drawings and calculations......................................... 01/14/09 Deliver form w ork to site............................................................ 07/2009 ATTACHMENT Z15R5 Page 8 of 8

PCHG-DESG ENGINEERING CHANGE 0000063016R5 I

I 2

I 3

1 4

I 9

I 10 DKEYNO PCHG-DESG ENGINEERING 00-CAGE SDCOOH3SIBRS CALCULATED FORCE FOR ELONGATION MEASUREMENT & RETENSIONING 163 WIRE VERTICAL OR HOOP TENDON OSF (80% GUTS)=

1867 KIPS (11-B KIPS FOR THE AMOUNT OF EFFECTIVE WIRES IN A TENDON)

EC

[OF (70%

AUTO 1-TO 1727

[IPS It 2 BUTTRESS It#5 UTTRESS 4 AS BUTTRESS B

C C

D D

VERTICAL TENDON RE-TENSIONING SEQUENCE VERTICAL TENDONS V1. RETENSIONING VERTICAL AND HOOP TENDONS M~Y START AT THE SAME TIME UNLESS NOTED OTHERWISE.

nS RETENSIONINGTENDONSOUTSIDE THE OPENING IBADAAND B) MAY BEGIN AFTER THE CONCRETE HAS ATTAINED A COMPRESSIVE STRENGTH OF AT LEAST 5000 PSI MHICH IS TO BE VERIFIED BY CYLINDER TEST SPEAK<S.

V3. TENSIONING TENDONS INSIDE THE OPENING (BANDS C) CANNOT BEGIN UNTIL BANDS A AND B HAVE BEEN RETENSIONED (SEE NOTE V51 AND THE REPLACEMENT CONCRETE HAS ATTAINED A COMPRESSIVE STRENGTH OF AT LEAST 6BOX PSI WHICH IS TO BE VERIFIED BY CYLINDER TEST BREAKS.

V4. RETENSION SIMILAR BANDS CONCURRENTLY.

I.E. START RETENSIONING BAND A @ BUTTRESS

3 AT THE SAME SIME AS BAND A @ BUTTRESS BR.

HOWEVER, AS RETENSIONING PROGRESSES.

IT IS ACCEPTABLE TO BE OUTLDF-SEQUENCE AS DESCRIBED IN NOTE V5.

VS. STAT RETENSIONING BAND A TENDONS FIRST IN THE NUMERICAL SEQUENCE NUMBERS SHOWN FOLLOWED BY BANDS B, AND FINALLY BANDS C.

VS.

IT IS PREFERABLE THAT IDENTICAL SEQUENCE NUMBERED TENDONS IN A BAND ARE FULLY TENSIONED BEFORE PROGRESSING TO THE NEXT HIGHER SEQUENCE NUMBER.

HOWEVER.

IT IS ACCEPTABLE TO BE OUT-OF.SEQUENCE BY UP TO TWO

TENDONS, B.G. AFTER COMPLETING SAND A ON BUTTRESS BA, IT IS ACCEPTABLE TO START RETENSIONING TENDON SEQUENCE NUMBER 1 IN BAOD B 9 BUTTRESS M4 WHILE THE LAGGING TENDON CREW a

BAND A. BUTTRESS S3 IS RETENSIONING TENDON SEQUENCE O2 ORBS.

V7. VERTICAL TENDON -ZUlHS ARE FOR REFERENCE ONLY.

CONCRETE ATTAINS

-00 psf RETENS ON A

" RETENSION

.4 RETENSION B-B i.......

l E HOOP TENDONS ONLY Hl1. RETENSIONING VERTICAL AND HOOP TENDONS MAY START AT THE SAME TIME UNLESS NOTED OTHERWISE (SEE NOTE H2AB-.

DO. RETENSIONING HOOP TENDONS OUTSIDE THE OPENING (BANDS D AND E), MAY BEGIN

AFTER, (A) THE CONCRETE HAS ATTAINED A COMPRESSIVE STRENGTH OF AT LEAST TOT0 PSI (WHICH IS TO BE VERIFIED BY CYLINDER TEST BREAKS)

AND 101 VERTICAL BD A HAS BEEN RETENSIONEB H3 OP BANDS IT AND E MAY BE RETIENSIONED IN PARALLEL WItTH VER-CAL BADS C AFTER THE CONCRETE HAS ATAINED A COMPRESSIVE STRENGTH OF AT LEAST S-0 PSI WHICH IS TO BE VEIRIFIED By CYLINDER TEST BREAKS.

H4. TENSIONING HOOP TENDONS INSIDE THE OPENING (BANDS F AND G) CANNOT BEGIN UNTIL HOOP BANDS D AND E HAVE BEEN RETENSIONED (SEE NOTE HU AND THE REPLACEMENT CONCRETE HAS ATTAINED A

COMPRESSIVE STRENGTH OF AT LEAST ROOT PSI WHICH IS TO BE VERIFIED BY CYLINDER TEST BREAKS.

HS. RETENSION SIMILAR BANDS CONCURRENTLY, I.E. START RETENSIONING BAND E ABOVE THE OPENING AT THE SAME TIME AS BAND E BELOW THE OPENING.

HOWEVER.

AS RENTENSIONING PROGRESSES, ES IS ACCEPTABLE TO BE OUT-OF-SEQUENCE BY UP TO TWO TENDONS (REFER TO NOTE H7 BELOW).

H6. START RETENSIONING BAND D TENDONS FIRST IN THE NUMERICAL SEQUENCE NUMBERS SHOWN FOLLOWED BY BANDS E, BANDS F AND FINALLY BANDS G.

H7. IT IS PREFERABLE THAT IDENTICAL SEQUENCE NUMBERED TENDONS ARE FULLY TENSIONED BEFORE PROGRESSING TA THE NEXT HIGHER SEQUENCE NUMBER HOWEVER.

IT IS ACCEPTABLE TO BE OUT-OF-SETUENCE BY UP TO TWO TENDONS AS STATED NOTE HR E.G. AFTER COMPLETING BAND D

ABOVE THE OPENING.

IT IS ACCEPTABLE TO START RETENSIONING TENDON SEQUENCE NUMBER 1 IN BAND E ABOVE THE OPENING WHILE THE LAGGING TENDON CREW a BAND D BELOW THE OPENING IS STILL RETENSIONING TENDON SEQUENCE

4 OR #5.

HS. HOOP TENDON EI-EVATIONS ARE FOR REFERENCE ONLY.

EC 63016 ATTACHMENT Z12R5 RESTORATION G

CONCRETE O!6B0 PSI RETENSION C-C (NOTE H3)

SGR DESIGN ENGINEERING CR3 CRYSTAL RIVER ProgresS REACTOR BUILDING TEMPORARY ACCESS OPENING FOR SGR Energy RESTORATION SHEET 3 OF 3

.SI...

I O

I nT H

I -,,

421-352 1o 1

4 I

I 9

IOTTE 0 DVLT PAGE 1 OF I Z12R5

PCHG-DESG ENGINEERING CHANGE 000063016R3 Attachment Z13RO has been deleted. It originally contained Rev. 3 of the "Laboratory Testing Requirements for Concrete Proportioning". This document is now part of the "Specification for Concrete Work for Restoration of the SGR Opening in the Containment Shell" which is contained in Attachment Z25.

John Holliday 5/28/2009 ATTACHMENT Z13R3 Page 1 of 1

2 3

41 5

1 6

1 10 KEYNO, DKEYNO 7

8 2

I 3

ISI I

I E

O:DEN 2 LAYERS

-3041166 IF 1"/S T21-(NOTES 2 & 3)

REFER TO PLASN VIEW ON DWG. 42 1-35 FOR tAYIER SPACING

-1o WTEPLD ETOIL R "0O 28 -66 IT C?/C (SEE NOTES 4 AND 5)

ALTERNATE 1 X 9'- & 1 X 18'AS SHOWN (T7P. EACH SIDE OF OPENING)

,1'?

A (HI I IZFRANGLE REPAIR REFER TO DETAIL 91 ABOU TOP AND SO/TTOM LINER PLATE CUT LIN E) 2" MIN.

FROM FACE OF EXCSTING CON1C.

TYPICAL BOTH SIDES OF OPENING U*L ETAIL

-B-OR "T-FROM FACE OF EXISTING CONG.

TYPICAL BOTH SIDES OF OPENING 2 LAYERS

-29011 @ 116 C/CA 2T-1 LI-

- I0 VERTICAL TENDON SHEATHS (SEE NOTE 66)

F SO.. 5 Y"O0D.

ASTM A513 GRADE 5

RW TUBING (OR EQUAL)

. FIELD DET. LENGTH.

FIELD TO CONNECT TO EXASTINO VERTICAL TENDON SHEATHS UTILIZING SHEATH SPLICE DETAIL ON MWG.

42 1-35 SPLICE

+/-5 _____

P'-A" il-/C 1IF-C 9435" V-M IN.

(TlYP.

VERTICAL

& HOZ.)

26-N6 aI2 C/C

)SEE NOTES 4 AND 5)

A RALTEO EIV 10'-A 41 0 1-/ADSROWN (TYPICAL TOP AND DOTTOM)

RAE (NOTES 2 & 3)

REFER TO PLAN VIEW ON DWG, 421-350 FOR LAYER SPACING 8D IN. FROM FACE OF CONC TO t SPLICE TYPICAL

@ VERTICAL Hoop TENDON SPLICES (REFER TO SPLICE DETAIL ON EWG.

421-350)

-S SEATH]NG SPLICE DETAIL REFER TO ONG. 4214550 HECHSANICAL SPLICE BARGRIP X*-NUCLEAPW TYPE 2 COLDOSWAGED COUPLER SLEEVE FOR6 REDAR.

TYPICAL AT ALL VERTICAL

& HORIAL SPLICES TO EXISTING REF. SEE NOTE

1.

HO RZ. BARS IN EA. OFTHE 4 CORNERS OF THE OPNG.

EXTEND AT LEAST 18" FR FAE OF CONC.

TO ACCOMODATE ABUt WELDED SPLICE IF REOD, THE 18' LENGTH MAY BE REDUCED AS REQUIRED.

REFER TO NOTE

1.

Al BI 66 I

REINSTALL LINER PLATE SECTION REFER TO WELD DETAILS A-C THIS DWG (FOR LINER PLATE DIMENSIONS REFER TO DWG. 421-35[D)

I,

25AT" WIDE CONCRETE OPENING OUTSIDE FACE (REF.)

2'-0 WIDE CONCRETE OPENING INSIDE FACE (REF.)

RESTORATION STEP #1 ELEVATIONAL VIEW B-B m

17 HOOP TENDON SHEATHS (SEE NOTE M6) 5"I.D., 5 Y" O.. ASTM A513 GRADE 5

NW TUBING (OR EQUAL)

. FIELD DET.

LENGTH.

FIELD To CONNECT TO EXISTING HOOP TENDON SHEATHS UTILIZING SHEATH SPLICE DETAIL ON DWG. 4%5 EXISTINO 126 CIC (REF.)

ý CLU LINEM I-L-I M, 0 VI r r -

- 0 E, 1110 1 -

ft I 1 45'1416

-S.Y.

(MAX05.)

M/-:

N.)

F~~r) *_

'~(MIN.)

E2 i=

SFMAX-)

SHOW SPIAIPIO ES 1

THACRDE

.5 B ACK 4

YATE (MIN.)

GROWN 66 5*? (MAR2 EE BUU-WELDED REBAR DETAIL 6 UGG PER CORPORATE WELDING MANOAL SCALE:

NTS SUGSTDFOMWOKTER CONNECTIO RESTORATION STEP #2 ELEVATIONAL VIEW B-B INSTALL TENDON SHEATHS THE OPENING RESTORATION STEP #3 NOTES:

R A FIELD #

O S THE OPTION OF EITHER USING A

ELEVATIONAL VIEW B-B MECHANICAL COUPLER (SARGMIP-L)

OR INSTALL #8's BU6/T-WELDED SPLICE (AS SHOWN ON THIS NTS DRAWING).

SO DACK OP6.1863 BACE VG LIONSc k Go LSENT PLATE

~

(6"

~LINER DETAIL "B"-6" VERTICAL 8061EAST.L-3.2.Y

'SIDE_

CN.BCRN A

DETAIL 1

~AO PVEPL Y lY4"WIDE()

SCALE: '1-/C'[)

DETAIL "A" ASTM "36 HORIZONTAL M

CL ITEM Y.*'TO Y.'

a-6606110 R 66 RACKFTINGDN PIS TO DETAIL "C" RESOIREDETO ALTRNAE JINT--

PLATE WELDS&

ITEM #1 BACKING BRA PLATE

-SY BUTT-WELDED LINER SHELL DETAIL GI I 6ND CORNER OF ANOLE (Cl3l )

(RENT ?HS SIN)

(DETAILS A - C)

FOR TIGRT FIT OF ITEM HI (TOP.)

DALE: 3""1 SCALE:

S' V-/C' SCAE: In-Vl-A" LINER PLATE BARGRIP XL STEEL COUPLER 6:

1A A.....

(REF.)

)

DETAIL 2 SCALE:

((""I-/C4 (REF. DWG. 421-350)

ACCOMMODATE MECHANICAL SPLICE CUPLING LINER PILATE SECTION 1-1 SCALE:

1 K"- 1-/C (TYPICAL 6 BOTH LINER PLATE CUT-OUTS)

11 REBARS A TENDON SHEATHS NOT SHOWN FOR CLARRITY

2. HORIZONTAL AND VERTICAL SPACING OF #11 RE8ARSPVE A TOLERANCE OF [.,j

3. THE LENGTHS SHOWN FOR THE VERTICAL AND HORIZONTAL

11 REBARS IS A MAXIMUM LENGTH AND WILL REQUIRE TRIMMING TO REDUCE LENGTH TO SUIT OPENING SIZE. TOTAL NUMBER OF BARS SHOWN MAY BE ADJUSTED TO SUIT AS-BUILT OPENING SIZE.

4. NORZONTAL AND VERTICAL SPACING OF #0 REBARS HAS A TOLERANCE OF [(6(M].

5, LENGTH OF BASS SHOWN ARE MINIMUM LENGHTS.

EXCESS LENGTH MAY BE FIELD TRIMMED BUT MINIMUM SPLICE LENGTH OF 3-'0" MUST BE MAINTAINED.

TOTAL NUMBER OF BARS SHOWN MAY BE ADJUSTED TO SUIT AS*BUILT OPENING SIZE.

6. TOTAL NUMBER OF VERTICAL AND HOOP TENDON SHEATHS MAY BE ADJUSTED TO SUIT AS-UILT OPENING SIZE.

EC 63016 ATTACHMENT Zi1R3 RESTORATION SGR DESIGN ENGINEERING C""

CRYSTAL RIVER ProgreSS DERVAICTS H

LDING Energy

RESTo-rlOR SHEET 2 OF 3 421-351 I

I I

3 1

5 1

1 7

1 1

9 I0 KEYN.O DKEYNOI

I 1

2 1

3' 1

1 I

2 I

3 I

I B

I

/

I I

N I

TA KETNO.: MACThU 1

91 U

KEY NO.; UKJE YNU LEGEND:

IR. = INSIDE RADIUS O.S.

OUTSIDE O.0.

DIAMETER T.L. = TANGENT UNE LTS3D IT ONG L3 3Y I'

h C U TO SUIT)

TENDON SREATH IY.

/

DRILL GRINNELL FIG. 120 L-HOLT DETAIL 3 (OREEULE)

FOR 5-PIPE SHEATHING SUPPORT BRACKET SNUG TIGHT SCALE: 1I = 1"-

ýOI.

/

W R/

//

/

~

O~

/

/ i'i/

/

~b, 0**

/

,i

/

RI/0/I, W

ii

/

SO C*

I I

./ 4sj O,

'%A /

I

/

i

/

I Io 0~, y

/

( /,

,*,o

/

q

//

.,./i /"

%*~,o*

/

I I

GSINO SOLE OF THE CRAFT.

PROVIDE CROSS..ARACING REUIE TO SU POR INTLAINFTE1REBAR CAGES.THESE ITEMSARE ONSTRUCTION 0IDS ONLY.

i

/

/1

/

-~

/

/"

/

LAYER#1-A#l@11CEC

/

\\\\

S VERTICAL

& HORIZONTAL

,/

S LICE VERTICAL

& HORIZONTAL SIMILAR TO SEE TYPICAL SHEATHING DETAIL AD DETAIL

M SPLICE DETAIL THIS DWG.

D(,

2ITsl (THIS DWG TOPICAL BOTH ENDS)

NEW T D. TENDON SHEATHS (TYP)

LINER PLATE SEE DECAIL

D3 STAGGER SUPPORT BRACIKETS

-*(

iiA FOLLOWS:

0

L3.GTD CONNECT TOPMOST ROOP TO 3LNY

4VIS5, 3V13, 34Vl 1, 3400"*/

TO

/IT CONNECT NEXT LOWER HOOP TO

DAVID, 4VI14, 34712. 34010 C" !REPEAT STAGGERED PATTERN FOR SUCCESSBAE LOWER HOOPS EXIST.

A 12 CIC VERTICAL SEE DETAIL 42

& HORIZONTAL

( REF. ONLY)

D-) 42 Es iOTES:

FREPLACEMENT CONCRETE FOR THE ACCESS OPENING SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF MO0 PSI AT 5 DAYS AND 7000 PSI AT 28 DAYS.

MXMUM POUR RATE OF CONCRETE SHA-L BE 4 FEET/HOUR-CONCRETE SHALL BE PLACED IN MNE CONTINUOUS POUR. MAXMUM LIFT HEIGHT IS 18'.

PRESOAR EASTING CONCRETE SURFACE WITHIN PERIMETER OF THE OPENING FOR A MINIMUM OF 24 HOURS PRIOR TO POURING NEW CONCRJETE, MINIMUM CONCRETE COVER TO THE RE REBARS SHALL BE 2Y". MINIMUM COVER TO A SPLICE COUPLER IS 1Y.

FORMWORK SHALL BE INSTALLED PER VENDOR SUPPLIED DRAWINGS.

MAXIMUM VERTICAL SPACING OF TIES SHALL BE 3'D.., MAMUM HORPZONTAL SPACING SHALL BE 1-R.

REFER TO DRAWING 421-52 FOR TENDON RETENSIONING SEQUENCE.

RJETENSIONING CANNOT START UNTIL THE NEWY PLACED CONCRETE HAS REACHED A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI. TENSIONING OF THE NEW REPLACEMENT TENDONS IWTHIN THE OPENING CANNOT START UNTIL THE MINIMUM CONCRETE COMPRdESSIVE STRENGTH IS 6(M0 PSI.

7,NEW STEEL REINFORCEMENT BARtS SHALL CONFORM TO ASTM A615 GRADE WV.

SMECHANICAL REBAIR SPLICES FOR #8 REBAR SHAL BE BARGRIP XL - NUCLEARPEYPT 2 SERIES. COLD SWAGED STEEL COUPLERS, MANUFACTURED BY BARSPLICE

PRODUCTS, INC.

EC 63016 ATTACHMENT Z1OR12 C

SCR DESIGN ENGINEERING CR3 CRYSTAL RIVER Progress REAGTO R BULLEG TMRAYACCES PENIN FRSGR Energy RESTOTION 421-350 9

10 KEYNO.: OKEYNO DETAIL 4 NTS TO ENSURE LATERAL STABILITYi OF A11 REDAR MATS DURING ERECTION

& CONCRETE

POUR, FIELD IS TO INSTALL ANGLES (AS SHOWN)

AND DIE WIRE ANGLES TO #11EI CONSTRUCTION IS TO DETERMINE OPTIMAL LOCATIONS OF ANGLES, PLAN VIEW OF OPENING rCoNrIFTP PFEFRI k

TFNICN] qHPFATHINI" PRFTnRATInNl DETAIL 2 SCALE: RC - 1'"

SCALE: h'= 1-O" RESTORATION F-i 1

1 2

1 3

1 4

1 5

1 I

B T

DoA LINCE R LTE OPENING 2T(

USD AC-E M'ND AE1 OPENIN PLTUNE IGO3-S.;R T

CAL~FO ANGANERSE

/ LINRPLAT CUTOUNE DETAIL o-/

CA-OT iCT-U TYPIC BOTH SIDES OF OPENING U.N.O.

P OPENING IEF T,c,.,

4 CORNERS LINER PLATE CUT LINE oz

"\\1 -TO 0J; 5'3 1

i~

/,

T\\ý i

/

\\

EXISTING

8 0* 1,*4 O.C (TYPICAL ABOVE

& BELOW OPENING)(REF.)

I TOP OF CONC. OPENING EL. 21CC- (REF.)

TOP OF LINER PLATE EL. 20R-B" (REF.)

(A z

o SECTION 1-1 SCALE: V-I=V" (TYPICAL

@ BOTH LINER PLATE CUT-OUTS)

BOT. OF LINER PILATE EL. IUý BOTTOM OF CONCRETE EL. 18ý EDGE OF CONC. OPENING A "~.

4 HIS SECTION ABOUT TOP AND LATE CUT LINE)

A WITHIN OPENING ECL (SEE

ýNOTE 2)

ELEVATIONAL VIEW A-A

.- N.'-

CUT AND REMOVE TI OF ANGLE (TYPICAL BOTTOM OF LINER PI

_BOT.

OF LINER PLATE OPENING EL. I84' BOT, OF CONCRETE OPENING EL+

183"0" TENDON 42H26 EL.lIBh(E.

2. FIELD INAS TAE OPTION OP NOT REBATING LINER PLATE CUT LINE EXIST.

Y LINER (REF.)

DETAIL #1 SCALE: I )("m 1,-o 3

I 4

1 I

2 1

3 1

4 1

5 7

A 9

10 KEYNO.: DKEYNO LEGED/"

/

/ /

/

//

,i LEGEND:

A I.R.

=

NODE RADIUS

/

0.5.

OUTSIDE 7

7/

/

R.D.

DIAMETER IL..

TANGENT LINEC U.NO.

U ULESS NOTED OTHERWISE AZ

=AZIMUTH X

(;/

/°

/

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7{

@/ "

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REMOOCEGISTNO TEDON SOATRIN TYPO1 DRAW/

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,/ ETAIL I'

ANT ERTCAL EMA AN (FP.MOH/IDS'.

2i-.

/FIr-s I. TENDEHENAZIMGOF8SARE1 FOR MEFEMFNCHEEONL TOCHAFR3 BT

(

TY.PAI RADI BOTFORREFEENCEOOFY N

YCRYERI AL MIDEBAP ROIAEL OPLNEIWNINOEING.CA}ORZNTLA O NDTNDNOHAHIGA M.*.

8' Ar S

MSAH AAOWN A C EXIA T

N S HING R SCLE N

l'D PEINE TT "IIIA.I 7fR I

EFO AFA

,5~~~~~Z LINER.

PLT EM......VADE OITO PLA VTE HOFIZPENLINGECAN630ED6N.Co.5...ID

.C.NCRET.OPENIN SETIGr ii' EXISTINGO COCEERBR&TNO HAHNGRMVLI-IfI*

GO SCREEE (TPIA BOTH SIE THE.Y ME TO CTTHAM-IIEM 7BOTH I

I 2

1I 3

1 I

I M

1

9.

1 (0

.ETNO.: DRETIO

1 2

3 1

1 I

I 6

I 8

1 9

1 T0 DRKEYNO A

A B

TOPC0040.,

EL210'7" BOT. CONC, EL 183'-4F C

D E

ACC S..I.Nllý.

150.

I HORIZONTAL HOOP TENDON POSITION OUTSIDE VIEW LINER PLATE NOT SHOWN FOR CLARITY (REFER TO NOTE #1)

=EC 6301 A TTACHMEN 0R PIEL TDN AGAAEDA4 APWNEA0IOI57 VERTICAL TENDON POSITION OUTSIDE VIEW LINER PLATE NOT SHOWN FOR CLARITY (REFER TO NOTE #1)

G G

NOTES:

1. FORLOCATION AD DIMENSIONS OF LINER PLATE SECTION TO BE c0 0

ANDREMOVED.

REFERTO DRAWINGS 421-348 AN0 421-39.

2. ALL DIMENSIONS.

AZIMUTHS AND ELEVATIONS SHOWN ON THIS DRAWING ARE FOR REFERENCE ONLY.

3. REFER TO DRAWINGS 421-340 AND 421-349 FOR ACCESS OPENING DEMOLmON DETAILS.

4. REFER TO DRAWINGS 421-50, 421-351 AND 421-352 FOR ACCESS OPENING RESTORATION DUTALS.

SGR DESIGN ENGINEERING CR3 CRYSTAL RIVER Progress REACTOR BUILDING Enlergy VTEMPORARY ACCESS OPENING FOR SGR VERTICAL

& HORIZONTAL TENDON POSITONS L P M!lH I

I NTSý H

H 421-347 Ioa 1

1 2

1 3

1I 4

1 I

81 IT DYPE "T-DVLT

9 I0 KEYND.:

D0E0OG7 MODE 5 THRU RX DEFUEL STAGE 1 PRESTRESS - LODHR ACCIDENT CONTROLS HTS & TLD ARE NOT INSTALLED.

LEGEND:

DL= DEAD LOAD IW = WIND LOAD(HURRICANE)

W-2 TORNADO WIND W.= TORNADO GENERATED MISSLE Pt = TORNADO DEPRESSURIZATION RPI REDUCED PRESTRESS ISTAGE 1)

______"_RP2 REDUCED PRESTRESS ISTAGE 2)

II-I Pa= ACCIDENT PRESSURE TO = ACCIDENT TEMPERATURE (NOTE #3)

T=OPERATING TEMPERATURE ATSTLD = REACTIONS FROM HTS/TLD/

POLAR CRANE DURING SG REPLACEMENT ACTIVITIES HTSD=

MISC. LOADS (AUX. CRANE)

OBE = OPERATING BASIS EARTHQUAKE DD--SSE

= SATE SHUTDOWN EARTHQUAKE

- = 2x O B E CONCRETE REMOVED FROM ACCESS OPENING AND LINER PLATE EXPOSED.

STAGE I PRESTRESS

= 10 VERTICAL AND 17 HOOP TENDONS REMOVED FROM OPENING.

NOTE:

ONLY CONTROLLING LOAD CASES SHOWN (TYPICAL).

DEFUELED STAGE 1 PRESTRESS - HTS & TLD INSTALLED LOADS FROM LIFTING SG's

', ' i I,

CONCRETE AND LINER PLATE REMOVED FRO. ACCESS OPENING.

STAGE I PRESTRESS

= 10 VERTICAL AND 17 HOOP TENDONS REMOVED FROM OPENING.

DEFU ELED STAGE 2 PRESTRESS - HTS & TLD INSTALLED MISC. LOADS ON HTS EXCLUDING SG'S

~~It CONCRETE

& LINER PLATE REMOVED FROM ACCESS OPENING STAGE 2 PRESTRESS

=10 VERTICAL AND 17 HOOP TENDONS REMOVED FROM ACCESS OPENIN AND AN ADDITIONAL 20 VERTICAL

& 18 HOOP TENDONS DETENSIONED AROUND OPENING.

DEFUELED THRU REFUEL STAGE 2 PRESTRESS - HTSrrLD DISASSEMBLED MA NOT HAVE BEEN REINSTALLED.

STAGED PRESTFRESS

=1D VERTICAL HAlD 1T HOOP TENDONS REMOVED FROM ACCESS OPENING AND AN ADDITIONAL 20 VERTICAL AND 18 HOOP TENDONS DETENSIONED AROUND OPENING.

FULLY RESTORED TO END OF LIFE LEGEND-CFR MODIFIED P ESTRESS 1Y OPERATING CONDITIONS L

[

MODIFIED CTM SHL F PRESTRESS

}~~( ',*

jJ{tg* CONDITIONS I

26..

(1.0+/-0.05) DL-1.

O RPI

+

1.5 Pa + 1.0 Ta 35a 1.45 OL + 1.0 RP1 + 1.0 To + 1.7 HTS/TLD 350 l

.5 DL + 1.0 RP2 + 1.0 To - 1.7 HTSD 36037 (I.DO.OE)DLI1.ORP2+/-SSE.0 OTo 21 b/'221 (1.0 +/- 0.05) DL-Fo 1.0 Wý - 1.0 Pt IOTo 27a00 a

(1.0l+-0.05)DL+L.S RPl

+-

1.25 O SE 1.25P a10 lOT a

3b 0.95 DDL 1.0 RPi + 1.0 To + 1.7 HTS/LO 35d 0.95 DOL L1.0 RP2 H 1.0 To +1.7 HTS' 38139 (I.0 10.0S) DL+1.0 RP2 11.0 W, + 1.0 To 23b/24b (1.

0 0.05)

IDLOFo W. + 0.010 Pa OTo 29a030a (I.O+/*O.0S)DL+l.0RPI /-.25W+i.25Pa

+1.OTa{NOTE#I 40/41 (l.OOD.051DL+1.ORP2

+/-1.RW

.5DPI t 1.O To 26b (1.0 1O.0E) DL4Fa 11.5 Pa + T0

,30020 1,01.A.O()

DL+.

0 RP1 +I SSE + 1.0 Pa + 1.0 Ta REFERENCE CALC. #SO6-.005 & S 6-O007 27/,28b (1.0 +/- 0.05) DL0Fa 01.25 OBE

-1.25 Pa

+

TO

10.

290/30b 11.00+/-

0.051 DL0Fa +/-

1.250W 01.25 Pa

+.Ta 33.134.

(1.01 D.05)

DL

÷ 1.0 RP +/- 2.0 W I10P + 1.0 T. (NOTE #1)

DURING REFUEL:

26A 95DL + 1.0 RP2 + 1.5Pa +1.0 TO C31b2b (1.O 0.05) DLIFa SSE, Pa + TO 26B H95L +1.0 RP2 + 1.5Pa 1.OTa+1.7 HTS (60 kips) 26C

.95DL + 1.0 RP2 + 1.5Pa 01.0 Ta + 1.7 HTS (350 klp s) 33b3b (1.0 +/- 0.05) DLFa +/- 2W + Pa + Ta REFERENCE CALC. DS R-0 005 & SO 007 REFERENCE CALC. S0 -0005 REFERENCE CALC. OSO -* X 5.

REFERENCE CALC. 0S Or-002.

REFERENCE CALC. #S 6-0 0 6 DL CONTAINMENT SELFWEIGHT

+ DEADWEIGHT OF POLAR CRANE DL CONTAINMENT SELFWEIGHT

+ EQUIPMENT DL CONTAINMENT SELFWEIGHT ONLY.

DL CONTAINMENT SELFWEIGHT

+ DEADWEIGHT OF HTSIILD OIL (CONTAINMENT STRUCTURE INCLUDING OVER ACCESS OPENING.

(01TE0 O EA1WTGH UT ISOTLD I

pOLAR CR01*1 A-H 1R K000 (XNOE:

DE*OWEIGHT OF HTS'.D &

POLAR C00lNE 1T0 600ME LOAD IS AND POLAR CRANE OVER ACCESS OPENING W/60 KIP WEIGHT OF POLAR CRANE)

BINCLUDED IN THE LOAD IDENTIFYDR HS D' -SEE BELO ILU5D1 IN THE LOAX IDEH IFYER HTS

-SEE BEDG LIFTED LOAD RP1 EXISTING PRESTRESS IN CONTAINMENT SHELL RP1 EXISTING PRESTRESS IN CONTAINMENT SHELL RP1 N/A RP1 N/A MINUS 13 VERTICALS AND 17 HOOP TENDONS MINUS 10 VERTICAL AND 17 HORIZONTAL RPI N/A FROM OPENING. (STAGE 1 PRESTRESS).

TENDONS FROM OPENING. (STAGE 1 PRESTRESS)

RP2 N/A RP2 N/A RP2 EXISTING PRESTRESS IN CONTAINMENT SHELL MINUS RP2 EXISTING PRESTRESS IN CONTAINMENT SHELL MINUS RP2 NIA 10 VERTICAL AND 17 HORIZONTAL TENDONS & AN 10 VERTICAL AND 17 HORIZONTAL TENDONS AND AN ADDITIONAL 20 VERTICAL

& 18 HORIZONTAL TENDONS ADDITIONAL 20 VERTICAL AND 18 HORIZONTAL TENDONS DETENSIONED (STAGE 2 PRESTRESS)

DETENSIONED (STAGE 2 PRESTRESS)

Fo N/A P0 N/A F.

NIX EDF N/A Fo MODIFIED PRESTRESS AT OPERATING CONDITIONS F,

N/A Fa N/A Fa N/A

/

E0..vN/A Fa MODIFIED PRESTRESS AT ACCIDENT CONDITIONS Pa 5.14 psig (DUE TO LODHR)

Pa N/A N.AN/

Pa 1.4 psig (DUE TO LODHR ACCIDENT) 1 a 55 psig DESIGN BASIS PEAK ACCIDENT PRESSURE T.

TEMP PROFILE THRU WALL IS BASED ON 69* OUTSIDE AND 110' INSIDE TEMP To N/A To NIA T,

TEMP PROFILE THRU WALL IS BASED ON 00 OUTSIDE E

T, TEMP PROFILE THRU WALL IS BASED ON TO (BELOW)

(SEE NOTE 3)

AND 83 INSIDE TEMP (REF. M09-0031)

- SEE NOTE 3 (SEE NOTE 3/

T -

173' F (DUE TO LODHR ACCIDENT)

T

=

114.7 F (DUE TO LODHR ACCIDENT)

T

= 2810 o

(PEAK ACCIDENT TEMP)

F T o N IA (A C C ID E N T L O A D C A S E C O N T R O L S )

T o T _=

6 9S F T -

9 0 ' F (W H IL E D E F U E L E D )

T O T -

= 6 9 F T -,

9 0 ' F (W H IL E D E F U E L E D )

TB _

.T_..

o--0 F W L E E U D

T To

~~T-m 6 9°F T

F F WIE DEFUELED) To REFER TO TABLE 6-3 OF CONTAINMENT DBD I

170 R h,

01.79 p s1 (HURRICANE)

W NIA (NOTE #5)

W N/A (SEE NOTE #5)

W N/A (TORNAD O W IND LOAD CONTROLS)

W 17H9

mph, 81.79 psf W_

N/A (NOTE #2)

W-N/A (NOTE #2)

Wo N/A (NOTE #2)

W_

212 Rph, (NOTE #4)

W_

300 mph.

P-230 pSf Wo N/A (NOTE #2)

W-N/A (NOTE #2)

WI.

N/A (NOTE #2)

W_

N/A (NOTE #2)

W_

N/A (PER FSAR)

Pt N/A (NOTE #2)

P0 N/A (NOTE #2)

Pl N/A (NOTE #2)

PF 1.2 PSI (NOTE #4)

PF 3 psI S

U ore EE -0.0O5 E',E -

O.lg(VEERTICAL

=2/3xEor213xE')

E/E' NIA (NOTE#2)

E/Eo (NOTE#2)

EorE' E-=

.05g. E'-=0.1g (VERTICAL=2/3x Eor2/3Ex E')

EorE' E,,=O.05g, E'.,

O.lg(VERTICAL=2/3xEor2/3xE')

C HTS/TLD N/A HTS/TLD MAX REACTION FROM TLD BOGIES ON POLAR HTS/TLD N/A HTS POLAR CRANE WITH 60 kip LIFTED LOAD HTS/ILD N/A CRANE RAIL WHILE LIFTING SG.

+0MAX.

REACTIONS POLAR CRANE WITH 350 kip LIFTED LOAD FROM IHTS/OHTS WHILE MOVING SPON C DEAD EIGHT OF HTS/TLD AND POLAR CRANE WITH 60 KIP LOAD ADJANCENT TO ACCESS 070' N/A HES' N/A AHTS'T 0 73 TOPSFROM A XELARY CRANE ON IHTS -

.DEAD WT.

ATS*

N/A OF HTS/TLD AND POLAR CRANE WITH 60 KIP LOAD HTS' N/A NOTES:

1. LOAD CASES 29a03Xa A 33&.040 ARE ENVELOPED BY L.C'S 27128a & 31032a

2. LOAD ELIMINATED BY RISK ASSESSMENT.

3. TO INCLUDES THERMAL LOADS EXERTED ON CONCRETE WALL FROM.13LXL RESTRAINED EXPANSION OF THE LINER PLATE (LINER PLATE @A.T(14ý7

=173' Do 281'). THE TEMPERATURE PROFILE THRU CONCRETE WALL CONCURRENT WITH PEAK ACCIDENT PRESSURE WILL BE THE SAME AS THAT FOR OPERATING CONDITION.

DURING ACCIDENT CONDITIONS THE LINER PLATE HEATS UP VERY QUICKLY.

WHEREAS THE CONCRETE DOES NOT REALIZE MUCH CHANGE IN TEMPERATURE.

4. ELIMINATED BY RISK ASSESSMENT. HOWEVER.

TO NEGATE ANY (El CONCERNS THE RB HAS CONSERVATIVELY BEEN ANALYSED FOR EC 6o TORNADO LOADS BASED ON THE REQUIREMENTS OF REG. GUIDEY 1.76. REV 1. NUREG/CR-4461. REV 2 & SRP 3.3.2.

ATTACH ME NT Z06R3

5. THE OUTSIDE HTS WILL NOT BE USED TO LIFT THE STEAM GENERATORS WHEN WINDS IN EXCESS OF 30 MPH ARE FORECAST.

HI

-1 iiI 3

I 1

10 II

i U

K ii CONTAINMENT OPE PROGRESS ENERGY NG 9193623354 63016 Progress Energy Radiological & Metallurgical Services Harris Energy & Environmental Center 3932 New Hill - Holleman Road New Hill, NC 27562-0327 fax 00- MOCCF24-i F.O01 QtYA"t~

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II' PROGRESS EENERGY PROGES5ENEI3Y9193623354 P.02 T 0 ARMCU 11100 Filing Code: SA-234 StDEICAEME016 DECEMBER 1.968 DATA ON WORLD WORE METALS AND A16LOY5 ulshdb Engineering Alloys Digest. Inc.

Lp~L J"&WI&&~

M~

ARMCO SSS*-100*

(Constructional Steel)

ARMCO SSS-100 is a quenched and tempered low-carbon, alloy con*tructional siteel providing high strength, exceptional notch tougnhess, good weldabilicy and improved atmospheric corrosion resistance along with good abrasion resistance.

'Tradtmark Armco Steel Corporation.

Composition; Physical C stants:

rbon 0.12-0.20 Density,Tb/cu.in.2

M~nganese 0.40-0.70 Thermal +oef expans-o12/0F (-00IiF%

7.7 x 10

.,Silicon 0.20-0.35 Modulus of elasticity, psi hromum 0.20-0.35 in tension 29.50 x 106

Iolybdenum 0.40-0.60 in comp~ession 106 l itanium or 0.04-0.10 Modulus of r9gidhy psx Q.20-0.40 Poisona ratio 0.292.

"oron 0.0015-0,005 r on Remainder anadium may be substituted for nil or J

art of 6itaei~rm content.)

PROPERTIES Table 1 - TYPICAL MECHANICAL PROPERTIES - Plate Plate Thickness Over 2/,"

Over 4" to r

Tensile srreength, psi Yield strength, psi (0.2%) (min.)

Elongation, % in 2" (min.)

Reduction of area, % (min.)

Brinell hardness Shear strength, pal Long.

Trans.

Endurance strength, psi 3/16" to 2A" incl.

I 15000-1350 00 100000 1' 18 '$

501.'

235-293i 72700 ":

72500oo 64400-75600 to 4" incl.

105000-135000 9r000 17 50 235-293 105000-135000 90000 16 45 235-293 72700 72500 58800-75600 72700 72500 58800-75600 r

40% reduction of area for plates %11 and less "3, Distance Re max.

Re min.

1 46.7 41.8 Table 2 - JOMINEY HARDENABIL1TY

_Distnnce from quenched end in 1/16 inch) 2 3

4 6

B8 10 12

. 14 47,0 47.0 46.8 46.2 45.5 44.5 43.3 42.

41,0 40.5 39.5 38.0 136.0 34.8 33.8 33.

Table.3 - TYPICAL LOW TE4 ERATURE PROPERTI (Specimens 0.250" diamera r x 1" gae lensth)

Test Temperature RT

-20

4.

Orientation Long.

Long.

Trans.

Tensile Strength psi 121800 127800 129900 I-', Yield

,Strength Rsi (0.2%)

j 113200 4117200

,1.20000 Elongatioa

% in V" 21.5 21.0.

19.0 Table 4 - TYPICAL TENSILE PROPERTIES (Regular qualitv vs. Firebox quality plates) 16 24 32

.2 f 1.0 37.5 36.0

,2 32.5 31.0 30.3 ES Reduction M

, of Area 67.7 67.9 Reduction of Area 58.9 64.9 68.3 68.1 67,9 64.0 47.9 45.4 46.8 Page 2 of 4 ZO5RoI Gage Inches 2

4 5

5%/

Quality Reg.

FBX Reg.

FBX FBX Tensile Strength psi 129300 125000 126800 121300 118800 116100 108000 i07100 108700 Yield Strength 12 £000 I 1 1800 1,

boo 106~00 9<i700 9 f4U0 9500 Elongation

% in 2" 24.0 23.0 20.0 20.0 19.0 18.0 18.5 18.0 17.0

4 ii;

1 II 0

Iil PH:

ENERGY 3193623354 P-03 Toble 5 - CREEP PROPERTIES CONTAINMENT OPENING

-63016 Stress, psi-to Produce Minimum Tear Temperature Creet Rate of OF 0.000 17/hour 0.0000 l%/hout 750 85000 75000 800 74000 63000 1

900 44000 27000

.1 "

oo000 13000 42004

(-

I

'Extrapolated Table 6 -

STRESS RUPTURE DATA at/

2o0 400 600 113

00.

i ~ Tomperature. F Heat Treot lent:

The unri orrn high mechanical properties plates are sccuted*,lhrough the following precise heat trentmer.t" Austecri *ted at 1'650.-1T00eF-,

quenched in agitated water, jempered at 1150-12509F.

(Heavy thickness above pproximnately 2* inchc a require double heat treatmen.

to secure optimum ductility and notch toughne IMachinabit I, Machi"hin characteristics are similar to quenched and temper' medium carbon steel of Rockwell C23-28 hardne.

The 'teel can be machined with super-high-speed eel and sintered carbide tools. Medium to heavy ry equipment is preferred becauselthe cutting preasu are.igher than with conventional steels.

Tools ould' le rigidly supported near the cutting edge.

c cutthng speeds of 60-70 sfpm with high-speed

'el tools and 150-200 sfpm with carbide tools for lath t urning. Grird high-speed steel lathe turning tools tO

'-7 drg. front and side clearance, 15 deg. side rake, 7-2 dcg."back rake, 10 deg, side cutting edge, 15 deg.

ack rake.

10 deg. side cutting edge. 15 deg.

end cu' ng edge, and a nose radius of 1/16 inch.

Grind c bide tools co 6 deg. front and side clearance, 6 dcg.

e,airing edge, 15 deg. end cutting edge and 1/64 *

no radius. Feed rates of 0.0082-0.012 ipr are su srtedý or flnishingi reduce feed to 0.002 ipr and in se d

t.

.35-140'sfpm.

For dri g, isj, an includedatip Angle of 150 de8. and a 6 de' kuttig edge clearaice. Speeds ofr 40-50 sfpm genera git satisfactory performancce with feed rates 0,006 0o 0.012 ipr. Apply coolant as a mist spray.

Workability Forrnin may be, accomplished.at elevated temperatures up to

)O'F,without impairment of strength or tough' ness.

A Test Stress, psi to Produce Rupture in Temperature O1F 00 hours0 days 0 hours 0 weeks 0 months 1 000 hu

_000_hours

750 95000 90000 88000

.1800 87000 82000 78000 TOO 70000 60000 48000 1000 50000 37000 19000

,f WeldabiJity:

Good weldability.

Low-hydrogen welding conditions must be observed.

Preheating of large sections or tho'e under very high restraint may be necessary to pre ient cracking, but temperatures should not exceed 506MF. Cooling of the base metal after welding must not be excessively slow because less-rough micro-structures will be formed in the heat-affected zones.

Stress relief heat treatments may be applied using temperatures as high as I100*F without suffering loss of;ttreagth or toughness. When welding thicknesses of bae mectal lees than about 1/2", the hear input for each pass should be reduced proportionately to ensure rapid cooling. Interpass terriperaturc for multi-pass welding etdinarily should he held to approximately 300OF maximum, but may be udjosTed upward for con-ditcins of high restraint.

Corrosion Rosistance:

ARMCO SSS-100 has 4 to 6 times the atmospheric corrosion tcsistsnce of carbon structural steel.

Specihi ation Equivolet, :

ASME Code Case 1298 ICG Code Case 1298 ASTM A514

-ASTM A517 AMS 6386 MQ4-S-13326A, Cl. 90 General Choracteri sties:

Shaffield SSS-100 provides high strength, exceptional nor*ch toughness and good weldability through a full ranAe of thicknesses. These qualities, plus excellent Atuiospheric corrosion resistance, are secured through a balanced alloy composition and an exacting quench and tempe: heat treatment. Plates arc available in the following qualities: regular, flange, firebox' and aircraft.

This steel was designed to provide both uli strength and toughness in a weldment, Alloy composition assures thar strength will be maintained adjacent to the welds.

Balanced chemical composition promotes the formation oflireither a low carbon Marvensice or as fine Bainire mile'tostructvue after heat treatment. For abrasion re-isipstnt purposes the alloy is produced to minimum ha'*idness level of 321 Brinell.

Ar1! elevated temperatures SSS-.00 steel has creep, ste ss rupture and short time elevated temperature strength at 900*F approximately three times rhar of atructural' carbon steel. Other attributes of this steel areý its ability to remain ductile and tough at low temiperatures in the presence of stress concentrations a to resist crack propagation.

Form i$Availabl e:

Plites, flat and round bars, blooms and billets.

Applicati on s:

Railroad and mine cats, bus and trailer bodies, booms

a.

derricks, transport

tanks, bridges, buildings, M pr ssure vessels.

M

'eufeturer:

Arlco Steel Corporation Ho" s$on, Tcxas Page 3 of 4 thBend Test Properties Ratio of Bend Diameter Thicknd to S ecimeh Thickne.s To. I' Over 2' 2to 4

cl.

4 3 CId Forming Data for PlatesI S

I,:

.Su gssesd Minimum Thick Inside 2aadiu To 1"~

2T Over 1',o 2',J i~ncl.

3T Over2 to 4"'jcl.

4 T Z 05 tI

THE DESIGN AND WELDING OF A RIGID FRAME BENT OF ASTM A 514 STEEL...

Page 1 of 1 PCHG-DESG CONTAINMENT OPENING 63016 Print this page I Close window

Title:

Accession Number:

Record Type:

Abstract:

THE DESIGN AND WELDING OF A RIGID FRAME BENT OF ASTM A 514 STEELS FOR A RAILROAD OVERPASS 00208872 Component BEAUMONT, TEXAS, HAS LONG BEEN CONFRONTED WITH A CRITICAL PROBLEM OF TRAFFIC CONGESTION IN THE DOWNTOWN BUSINESS DISTRICT. FOUR MAJOR RAILROADS SERVE THE CITY AND ITS LARGE MARITIME PORT AND REFINERIES. A NETWORK OF MAIN LINES AND SPUR TRACKS IS CONCENTRATED WITHIN A TWO SQUARE MILE AREA OF THE DOWNTOWN AREA. A COMMERCIAL FIRM WAS GIVEN THE DESIGN PROBLEM OF RELOCATING RAILROAD TRACKS AND INSTALLING GRADE SEPARATIONS TO ALLEVIATE THE PROBLEM. ONE GRADE SEPARATION WAS A HEAVILY TRAVELED INTERSECTION WHERE THREE RAILROAD TRACKS CROSSED THE INTERSECTION AT A DIAGONAL. BECAUSE OF THE CITY'S LOW ELEVATION ABOVE SEA LEVEL, DEPTH OF DEPRESSED ROADWAYS MUST BE KEPT TO A MINIMUM. THE APPROACH GRADES OF THE RAILROAD TRACKS COULD NOT BE RAISED BEYOND ABOUT TWO FEET DUE TO AMOUNT OF RIGHT-OF-WAY REQUIRED. THE DESIGN ENGINEERS SOLVED THE PROBLEM OF INSTALLING A GRADE SEPARATION PROVIDING SUFFICIENT CLEARANCE WITH THE USE OF A RIGID FRAME BENT MADE OF A 514 STEELS. THE PAPER DISCUSSED THE ALTERNATES CONSIDERED FOR THE OVERPASS-UNDERPASS STRUCTURES AND THE ADVANTAGES GAINED IN USING THE RIGID FRAME BENT MADE OF A 514 STEELS. THE CHEMISTRY AND PHYSICAL PROPERTIES OF THE A,514-STEELS USED (ARMCO STEEL SSS 100 AND SSS 100A) ARE PRESENTED, ALONG WITH DATA'ON FATIGUE STRENGTHS AND REPORTS OF-WELDAB1LIT' STUDIES. THE DETAILS OF WELD PROCEDURE QUALIFICATION CARRIED OUT BY THE FABRICATOR AND TEST RESULTS OBTAINED ON THE PLATES TO A MAXIMUM OF 3 1/2-IN. THICKNESS ARE REPORTED.

PREHEAT CONSIDERATIONS ARE DISCUSSED. PROBLEMS CAUSED BY THE PRESENCE OF HYDROGEN ARE REVEALED WHEN INSUFFICIENT PREHEAT IS USED. THE SUCCESSFUL WELDING WHEN PROPER PROCEDURES ARE FOLLOWED OF THE SSS 100 AND SSS 100A STEELS IS SHOWN. ALL SHOP FABRICATION WAS FOLLOWED BY POST-WELD HEAT TREATMENT. THE HIGHLY RESTRAINED JOINTS AT THE KNEE OF THE RIGID FRAME BENT WERE WELDED WITH THREE WELDERS SIMULTANEOUSLY IN ORDER TO PREVENT RESTRAIN PROBLEMS. THE ERECTION OF THE RIGID FRAME BENT AND THE TWO CONTINUOUS SPANS SUPPORTED BY IT IS DESCRIBED. WELDING OPERATIONS WERE SUCCESSFUL DESPITE UNUSUALLY HEAVY RAINFALL IN THE WINTER. /AUTHOR/

No 242, pp 67-83, 17 FIG, 3 TAB, 6 REF HRIS Bridgefarmer, I E; Crick, H F; Hartzell, R L See related components e Transportation Research Board Business Office 500 Fifth Street, NW Washington, DC 20001 USA Order URL: http://onlinepubs.trb.org/onlinepubs/outof-print.htm 1968

'Highway Research Record Issue Number: 242 Publisher: Highway Research Board Bents; Chemical properties; Continuous girder bridges; Depressed highways; Frames; Grade separations; High strength steel; Metal heating; Overpasses; Physical properties; Railroad tracks; Relocation (Facilities); Stiffness; Traffic congestion; Welding; Heat treatment; Relocation; Weldability; Rigid frames H25: STRUCTURES DESIGN AND PERFORMANCE Supplemental Notes:

TRIS Files:

Authors:

Monograph Info:

Availability:

Publication Date:

Serial:

Index Terms:

Subject Areas:

ZO5RO http://pubsindex.trb.org/document/view/default.asp?lbid= 105487 Pa25/2008

Typical Hole Pattern U(Y for Quadrant Additional Hole for 3' Surveillance Wire One Per Tendon CY) 0 00.290" 0-00" Typ. 163 Req.

Drill & Tap 1/2"-13 N.C. x 1" Deep 3 Places @ 1200 C-C Steel Stamp Heat Code Number on Buttonhead Bearing Surface in Approximate Area Shown

'/

Inner Face

/

Faces Flat and Parallel Within 0.032" 0.500" Typical Hole Spacing - See Note 4 For Reference Only Buttonhead Face r

o) o W

0 t-"

C,0 C)

C:O C--

M-Cn to C-)

X E

Thread Relief Diameter Shall Not be less than 10.137" 0.015" Max. Break Owner Approval This drawing has been approved by use by Progress Energy Florida by the individual listed below for use on the Crystal River Unit 3 Steam Generator Replacement Project Notes

1.

Bottom Vertical Washers Unthreaded

//\\2.

Material: ASTM A514 - Type Q

3.

Reference Dwg: Prescon Drawing 5EX7-003 Sheet A8 Rev 3

4.

All holes' locations to be within +0.010" of true position on Buttonhead Face and +/-0.035" on Inner Face Detail "A" Detail "B" Signature Date n) s?

n Project Name Revisions Designed By:

mlI RDMI 0

8Date Rev.

Description Approved N/A N/A CytlRiver Z

P S 01/09/08 0

ISSUED FOR OWNER APPROVAL CEO Drawn By:

C o

9 Unit 3 Steam Generator Replacement Project Precision Surveillance Corporation BAG 01/28/2008 C)

East-Chiago IN431rawx 21)39-a7n1280 DELETE SSS-100 FROM NOTE 2 CEC CC0/820 163 Wire Stressing Washer 3461 Wating Str-eet Phone (219) 397-B6 Checked/Approved By:

Scaleat Chtw gno IN 4 Em2 fax: (RBl9)

S7-CEC 01/28/2008 r*Scale:

NTS http//ww.ps-tadon.corn Emaill info@psdteidon.com M:\\.\\N1SS9 Crstal River CR Materta*oAD\\CR-N1059-552 163 wire Stressing Washer Rel1 wag

PCHG-DESG Engineering Change 0000063016R5 1.1 Design Verification xco e of Rei EC 63016 Rev.5 I t-asaDa ranaanain I uivil/o*ruciurai I (Il(IUtl Item Comn Resolutio 1

File AOO: A.3 Revision Summary-Revision 5:

a) Pages Added:

1) Mark up Drawing S-502-036, File C03.

2) Attachment Z60 to Z62.

b) Pages Revised:

1) Revise page numbers as marked.

2) 'BOO, B.6.5-p, page 43-45 should be B.6.5-i, Page 44-45.

3) BOO, B.6.5-p, page 64:

Calculation S08-0025 should be S09-0025.

4) BOO: After Z51 add Z58 Page 13, Section 9.2: Bullet 1 revised to show the revised vertical tendons to be removed and the removal process.

Incorporated comments Z

I 2

D00: Section D.2.2.5 Re-Install Tendon Incorporated Gallery Access Cover: Change this section to D.2.2.6 and change 1/2" diameter hole under Option 1 line 1 to 5/8" diameter hole.

3 D.2.2.1-2b, 2c,2e,2f, Pages 8 and 9:

Incorporated Should be revised to delete removal of three vertical tendons pre-outage.

4 Attachment Z60: Change VT-1 to visual Changed to VT-1C.............. this examination, reference was added just to clarify to QC what is required.

5 ADL: Add drawing S-502-036.

Done.

Note: The Lead Reviewer signature on the EC DV milestone panel signifies that a lead review has been performed in accordance with EGR-NGGC-0003 and that errors/deficiencies (for all reviews performed) have been resolved and included in the EC package.

102R5 DV Page 1 of 1

PCHG-DESG ENGINEERING COMMENTS 000063016R0 FINAL DRB COMMENTS Review spacing of the liner plate angle stiffeners and determine if they will impact welding backing plate. Have no way of knowing where the angles actually are until they are exposed during hydrodemolition. Liner plate cut location will be adjusted in the field to account for angle location. Have added note to installation instructions.

Evaluate the need for contingency planning for breach of containment should the liner plate be punctured after hydrodemolition and prior to completion of defueling. I have discussed this with Bechtel and the conclusion is that we can use Belzona and a section of thin steel to patch any holes. Have added note to installation instructions.

Add a sketch to the EC (perhaps in the installation instructions) to provide buttress numbering information. Have added Attachment Z32.

Review the laydown needs for.Mac & Mac versus ILRT needs assessing timing (assign to J.

Whisler, this does not need to be included in the EC package).

Add the requirement for a fire barrier breach permit when the liner plate is cut, based on CP-137, in the installation instructions. Have added to EC including installation instructions.

Evaluate the need for retention of waste water while being piped from the hydrodemolition equipment to the settling ponds. This is being handled by the Containment Opening Task manager through Work Order Task 1165094-Task 03.

Determine if rigging, fit up and welding fixtures on the inside of the liner plate must be removed down to base metal. If not establish the acceptance criteria for accepting any portion of the fixture or weld left in place. Per Jim Terry the fit-up devices will be removed from the inside face of containment.

ATTACHMENT H09RO Page 1 of 1

PCHG-DESG ENGINEERING CHANGE ATTACHMENT 3 Sheet 1 of 1 Record of Concurrent Review 000063016R0 Document EC 63016 r-Design Verification Review

[:1 Design Review E] Alternate Calculation El Qualification Testing S-special Engineering Review Z

Engineering Review Revision 0 El Owner's Review Howard T. Hill Concurrent Reviewer/

'- tprintIsiano Civil Discioline 14 Aug 08 Date Item No, Deficiency Resolution 1

Page 4, 3r" line from the bottom -

Revised to "approximately 12 (Note that Based on dimensions given, concrete sides are sloping and dimension varies opening extends 9" beyond the liner from 9" to approximately 16".

on each side and an average of 13.5" top and bottom, not 18" all around as stated.

2 Page 5, 3rd full paragraph (middle of Added sentence.

page) - The new No. 11 reinforcing should be mentioned here.

3 A.5.1-Task #1, Activity 3 - (Editorial)

Deleted "requirements"

'requirements' is not an activity.

Subject of the sentence should be

'storing'.

4 A.5.1-Task #1, Activity 12 - Change Done

'from within' to 'to create".

5 A.5.1.2 - In the 3 rd paragraph, identify Done S&ME as the contracted concrete laboratory (here instead of the 4 th paragraph).

6 A.5.1.2 - Poisson's ratio should be Poisson's ratio was not in the labs scope determined by the lab and listed as a of work.

required parameter here and elsewhere in the EC.

7 A.5.1.6-The paragraph at the bottom Revised accordingly.

of p. 9 suggests that vertical tendons are drained by removing end caps.

Primary draining is through the end cap fitting provided for fill / drain / vent.

End cap can be removed when CPM flow stops (reduced to a dribble).

rEGR-NGGC-0003 T

Rev. 10 Page 21 of 143 ATTACHMENT H08RO Page 1 of 23

P(1ýPr__nP:.qr_

P:K1r11K1P:P:P1K1r_1 rIPAKir-1p:

WMAAIMA1 PA Document EC 63016 F-1 Design Verification Review Z

Engin MI Design Review LM Alternate Calculation MI Qualification Testing I Special Engineering Review Howard T. Hill Concurrent Reviewer/

(trint/sian) eering Review Revision 0 EI Owner's Review Civil DisciDline 14 Aug 08 Date Item No.

Deficiency Resolution 8

A.5.1.11 - (Editorial) In the 51n line of 1>ow it the 2 nd paragraph on p. 13, change

'tugger's' to 'tuggers".

9 A.5.1.12 - The Davis Besse Davis-Besse removed from list.

containment is a steel pressure vessel.

Hydrodemolition, if used, was used to create the opening through the Shield Building, not the 'containment shell' (see 5 th line of the paragraph above the list of plants on p. 14).

10 A.5.1.12 - The description in the Added reference to G05 for details of paragraph below the list of plants on p.

frame. Nozzle heads are proprietary 14 would benefit with reference to a information and no drawings are available.

sketch or drawing showing the arrangement of the nozzle heads and supporting framework.

11 A.5.1.12 - The description in the No drawings are available paragraph starting at the bottom of p..

14 would benefit with reference to a sketch or drawing showing the nozzle paths.

12 A.5.2.7 - In the 4,n line of the final Done paragraph on p.20, replace 'VT-I' with

'detailed' per 02 Addendum change to IWL-4220(c).

13 A.5.2.10 - In the 5th line from the Done bottom of p. 22, change 'VT-I' to

'detailed'.

EGR-NGGC-0003 Rev. 10 Page 21 of 143 ATTACHMENT H08RO Page 2 of 23

P C'H rz, - n F.q c.,

F=KjrýIKJPFRIK]rý r.HAK]rýF=

nnnnr%*ini rpn P(~HC~-flF5~X FNG~INFFRING~ (~HAN(~F nflnflA'~~fl1 ARfl Document EC 63016 El Design Verification Review El Design Review El Alternate Calculation

-- Qualification Testing LI Special Engineering Review Revision 0

[] Owner's Review 0

Engineering Review Howard T. HII Concurrent Reviewer (irintlsiqn)

Civil Discipline 14 Aug 08 Date Item No.

Deficiency Resolution 14 A. 5.2.10 - The examinations Formwork will be designed to provide described in the penultimate adequate access.

paragraph will require access to the space between the liner and outer form. Verify that there is access, either sufficient room for examiners to work between the forms or closely spaced access door in the outer form to permit a proper examination from the outside.

15 A.5.2.11 - Change reference to VTMA PSCs manual is not going to be made into 02850-001 (3 places).

a CR3 vendor manual. VTMA 02850-001 has been deleted.

16 A.5.2.13 - Reference should be to a Revised accordingly.

pressure test as required by IWL-5000 to demonstrate the structural integrity of the restoration work, not to an ILRT.

The ILRT is not required by Section Xl, which does not specify the type of test used to verify leak tight integrity of the liner weld; a Type B test is sufficient.

17 P. 26, AIMS ID #573 - the 2nd "Finding" removed from sentence.

paragraph refers to a 'finding'. The subsequent paragraph describes the access opening but does not indicate that there are 'findings' associated with it.

18 P. 26, AIMS ID #573 - In re the Revised to approximately 12".

Conclusion Statement, see Comment No. 1.

19 P. 27, AIMS ID #573 - In re the Revised to show opening size on outside Conclusion Statement, opening face of containment, as shown on page 5.

dimensions should be consistent throughout the EC. See p. 5.

1 EGR-NGGC-0003 Rev. 10 Page 21 of 143 ATTACHMENT H08RO Page 3 of 23

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Deficiency Resolution 20 P. 27, AIMS ID #574 - See Comment "Finding" removed from sentence.

No. 17 in re 'finding'.

21 P. 27, AIMS ID #574 - In re the The concern is the loss of material at the Conclusion Statement, if the No. 8 bar projecting from the concrete. If too bars are to be lap spliced, loss of much is removed the remaining length material is not a concern.

may not be sufficient to make the mechanical splice which would require additional chipping around the bar.

22 AIMS ID #574 - See Comment No. 17 "Finding" removed from sentence.

in re 'finding'.

23 AIMS ID #650 - The first sentence This is copied and pasted directly from the under Activity/Subject should read AIMS data base.

'....short and long end caps...' rather than '...short and tall hats...'.

The 2 nd sentence could be reworded.

24 B.3, Reference 1.8 - Other references Reference deleted to Section III, division 2 cite the 2001 Edition with Addenda through 2003.

25 B.4.5 - In the Is' line of the TO Done paragraph, delete the word 'liner'

___before

'exposed'.

26 B.4.6 and Elsewhere - Considering Per Precision Surveillance Corporation, the cost of new corrosion protection every SGR they have worked on replaced medium and the added cost of the old grease with new grease. Need to disposing of the old, it may be worth take a representative sample of the considering reusing that which drains grease for testing, which cannot be done from vertical tendons (perhaps 50 until all the grease has been drained out drums @ -$1,000 for new material +

of the tendon, which would have to be disposal cost).

done during the outage. Results of testing may not be acceptable for old grease and then we would have to purchase new safety related grease during the outage.

EGR-NGGC-0003 Rev. 10 Page 21 of 143 ATTACHMENT H08RO Page 4 of 23

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Concurrent Reviewer (printlsicin) gineering Review Revision 0 Ei Owner's Review Civil Discipline 14 Aug 08 Date Item No.

Deficiency Resolution 27 B.4.8 - The 2n, line at the top of p. 14 Added requirements.

refers to meeting or exceeding the listed requirements. There is no clear definition as to what constitutes meeting or exceeding a particular slump, cement type or Poisson's ratio.

28 B.4.8 - The Original Materials list on p.

Section B.6.8 specifies quality level.

14 includes tendon sheathing and other items that are not safety related.

These should probably be identified as such.

29 B.4.20 - Expand the final sentence of Revised accordingly.

the 1st paragraph (top of p. 19) to include examinations of the new concrete surface and the inside face of the restored section of liner (not just the welds).

30 B.4.22 - Change the 2" sentence to a Done.

positive action statement such as

'Personnel performing these activities will be trained and qualified.

31 B.4.24 - The tendon corrosion Noted accordingly.

protection medium (grease) is a flammable petroleum product.

32 B.4.28 - In re the statement in the final Changed to "majority' of plants full sentence on p. 21, PSC does not provide services to San Onofre and, therefore, not to all post-tensioned containments in the US.

33 B.5.4 - Responsibilities for future Removed name.

actions should be assigned to organizational entities, not named individuals.

II EGR-NGGC-0003 I

Rev. 10 Page 21 of 143 ATTACHMENT H08RO Page 5 of 23

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Item No.

Deficiency Resolution 34 B.6.1, Bulleted List - Is LOCA Added sentence clarifying that DBA pressure not 54.2 psig and design pressure is 54.2 psi pressure 55 psig? Makes a difference since LOCA pressure, Pa, is test pressure for both the IWL-5000 test and the ILRT.

35 B.6.1 - In the 2nd line of the 1s Changed paragraph following the bulleted list on

p. 24, change 'Precast' to

'Prestressed'.

36 B.6.1 -The 5 t line of the final Revised to reference the acceptance paragraph uses the term 'code criteria listed in the DBD and the FSAR.

compliant'. Identify the applicable code(s).

37 B.6.3 - The meaning of the Clarified description.

discussions in the 2' and 3rd paragraphs is not clear.

38 B.6.4 - Clarify the directions of the Revised as noted.

pressures shown in the 1st bulleted Spray actuation generates an internal line. 55 psig (or 50.6 psig Pa) is a vacuum inside containment (Refer t FSAR positive internal pressure that is Section 5.2.1.2.7).

unsigned. Tornado pressure (a drop below atmospheric) should be equivalent to a positive internal pressure but is shown with a minus sign. Does spray actuation generate internal vacuum or a positive internal pressure?

EGR-NGGC-0003 Rev. 10 Page 21 of 143 ge 6 of 23 1

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Civil Discipline 14 Auq 08 Date Item No.

Deficiency Resolution 39 B.6.4 - The 2n8 bulleted line indicates 5.14 psig is correct.

that the LODHR calculation was done for a pressure of 5.14 psig. Is this correct? Wasn't the analysis done for a pressure of 8 psig?

The LODHR pressure appears in Added and explanation in 6.4.

many places in the EC. The question of 5.14 psig vs. 8 psig should be addressed where LODHR pressure is first mentioned.

40 B.6.4 - The 3ra bulleted line mentions Due to accidental actuation of building a maximum suction force of -6 psig. Is spay throughout the range of normal this only a design value or is it operating pressures (Ref. FSAR associated with a plant condition or 5.2.1.2.7).

event?

Also, since suction increases Revised wording to explain pressure load compression in the structure, it is not is a suction force on the liner.

enveloped by the design pressure of 55 psig. Suction (vacuum) increases compressive stress in the concrete and it must be shown (easily done) that combined dead load, pre-stress and suction pressure do not result in compressive stress in excess of ACI

.___ and / or ASME allowables.

41 B.6.5-c - Does tornado wind load (as Tornado wind and pressure drop are opposed to pressure drop in the eye) evaluated. Refer to B.6.5-f apply during the SGR outage?

EGR-NGGC-0003 Rev. 10 Page 21 of 143 ATTACHMENT H08RO Page 7 of 23

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Engineering Review Revision 0 FI Owner's Review El Special Engineering Review r

Howard T. Hill-Concurrent Reviewer'*4 (print/sign)

Civil Discipline 14 Auq 08 Date Item No.

Deficiency Resolution 42 B.6.5-d(i) - There are a few minor Extracted directly from the containment numerical errors in the bulleted list DBD (Ref. 2.1).

which should be corrected for document quality purposes.

GUTS = 9.723 x 240 = 2,333.5 0.8 GUTS =1,866.8 0.7 GUTS = 1,633.4 The above can be rounded to the nearest whole number or, down for conservatism.

43 B.6.5-d(i) - For clarity, the minimum Extracted directly from the containment required pre-stressing force in a DBD (Ref. 2.1). Added "mean anchorage tendon should be identified as either force" end anchorage force, mean (along the length) force or minimum (near the center of a hoop) force. End anchorage force is preferred since this is determined by direct measurement; but, verify with the analyst.

44 B.6.5-d(ii) - The final sentence of the Deleted reference to friction. Added Ist paragraph states that expected pre-description concerning friction.

stress at the time of replacement is based on average effective pre-stress considering all losses including friction.

This needs to be explained since it relates back to the item discussed in Comment No. 43.

EGR-NGGC-0003 Rev. 10 Page 21 of 143 ATTACHMENT H08RO Page 8 of 23

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-- Owner's Review Civil Discipline 14 Aug 08 Date Item No.

Deficiency Resolution 45 B.6.5-d(ii) - Are the projected tendon Based on design calculations.

forces shown in this paragraph based on design calculations or extrapolation of trends determined using surveillance results (could be a large difference). The EC should be clear as to which. The bulleted items indicated that design calculation values are used.

46 B.6.5-d(ii) - The bulleted sentences Added sentence clarifying the meaning of should explain the significance of the kip/ft.

parenthetical (kip / ft) values.

Also, the 164.75 ksi hoop stress needs Add clarification that the 164.75 ksi is the an explanation (it is not 70% GUTS, average tendon stress.

which is 0.7 x 240 = 168 ksi).

47 B.6.5-d(ii) - The expression, 'pressure The GTSTRUDL input file contains the load = tendon force (kip / ft) / radius' appropriate area based on tendon in the final paragraph at the top of p.

spacing. Refer to Section 4.2.3.2 of 29 is not quite correct. The equivalent Calculation S06-0004.

pressure load (considering a uniform stress along the length of a hoop tendon; i.e. no variations due to friction) is tendon force /( tendon spacing x radius). If the equivalent pressure is applied to the outside of the model, the correct radius to use in the expression is the reactor building outside radius.

EGR-NGGC-0003 Rev. 10 Page 21 of 143 ATTACHMENT H08RO Page 9 of 23

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Engineering Review Revision 0 El Owner's Review Civil Discipline 14 Aug 08 Date Item No.

Deficiency Resolution 48 B.6.5-d(iii) - The odd hoop lock-off Refer to Item 46 stress (164.75 ksi) needs explanation.

Also, in the last paragraph under the Refer to Item 47 1st primary bullet (arrowhead), the pressure load expression needs to be changed per Comment No. 47.

49 B.6.5-g, 1s Bullet - Is the LODHR It is 5.14 psig. Refer to item 39 calculation pressure 5.14 psig or 8 psig?

50 B.6.5-i - The thermal load discussion The intent here is to provide enough is difficult to follow. Is the present information that a structural engineer with degree of detail necessary to the EC?

containment analysis experience will, after Can the discussion be shortened and reviewing these sections, have a clear summarized?

overview of the methodology used in the evaluations.

51 B.6.5-i - Following the 2n bullet Added in parenthesis : average cross-(arrowhead) on p. 33 and elsewhere, sectional) what is 'axial temperature'? should this be 'axial temperature gradient'?

52 B.6.5-i - The final sentence on p. 33 Revised to state that the temperature states that treating actual temperature profile was considered linear.

distribution as linear is conservative.

Explain why.

53 B.6.5-i - The 2 na sentence on p.34 Removed "proprietary" refers to 'proprietary' computer programs. What is the significance of

'proprietary'? Are these unique programs recognized in the industry?

If so, possibly identify by name.

EGR-NGGC-0003 Rev. 10 Page 21 of 143 ATTACHMENT H08RO Page 10 of 23

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(print/sign)

Civil Discipline 14 Aug 08 Date Item No.

Deficiency Resolution 54 B.6.5-i - The paragraph below the Revised wording accordingly.

bulleted list on p. 34 states that heat transfer characteristics are evaluated.

Aren't the characteristics fixed (diffusivity, conductivity, capacity, etc.)

and used to calculate temperature distribution which is, in turn, evaluated?

55 B.6.5-i - In the 6"' line above the Added "average cross-sectional" bottom of p. 34, what does 'Change in axial concrete temperature' mean?

Does this refer to a time dependent change in gradient or to the change in temperature along an axis (radial or vertical)?

Also (here and elsewhere), does axial refer to a direction parallel to the reactor building center line? If so, it might be better to use the term

'meridional' or 'vertical'.

(In a plan view, axial would generally be considered radial as opposed to circumferential) 56 B.6.5-i - The Ist line at the top of p. 35 Added values.

notes that concrete has a smaller expansion coefficient than steel.

Values used in the analysis rather than qualitative comparison should be given here.

57 B.6.5-i - Comments Nos. 54-56 apply Done.

to various lines on p. 35.

EGR-NGGC-0003 Rev. 10 Page 21 of 143 ATTACHMENT H08RO Page 11 of 23

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Document EC 63016 I Design Verification Review

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Engineering Review Revision 0 EI Owner's Review I Special Engineering Review Honwarr d T Revie I Ii/

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Civil Discipline 14 Aug 08 Date Item No.

Deficiency Resolution 58 B.6.5-j - The NOTE at the end of this It is not an FSAR value. The containment section references 2 LODHR shell was evaluated for 5.14psi. The liner pressures. Which is considered to plate was conservatively evaluated for govern the opening analysis and why?

5.14 and 8 psi.

Is the LODHR pressure an FSAR value? If so, which number is in the FSAR?

59 B.6.5-k - The discussion is difficult to Added an explanation of what the auxiliary follow. Par. 1. Refers to the TLD.

crane is, i.e. The auxiliary crane is a Par. 2. Refers to the auxiliary crane.

pedestal crane mounted on a skid that Are these the same item, separate transverses the HTS and supports the items or is one part of the other?

erection and dismantling of the TLD.

60 B.6.5 The discussion in the 2nd Clarified sentence.

paragraph could use added description of the lifting system. Does the TLD bear on the rotating polar crane girders or only on the fixed circular rail?

61 B.6.5 The material presented in Refer to item 50 Pars. 1., 2. & 3. seems very detailed.

Is this necessary to the EC? Can it be summarized?

62 B.6.5-m - The 4 t and 5t1 lines of the Defined per ACI 318.

final paragraph refer to 'column strength interaction diagrams'. What are these and how are these used in the analysis?

62 B.6.5-o - The final sentence of the 1't Reworded paragraph should be rewritten to eliminate use of the word 'we'.

63 B.6.5-o - The two equations beginning Revised as discussed.

with 'S = 0.75 x' require some explanation.

EGR-NGGC-0003 Rev. 10 Page 21 of 143 ATTACHMENT H08RO Page 12 of 23

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(print/sign) eering Review Revision 0 I-Owner's Review Civil Disci~line 14 Aug 08 Date Item No.

Deficiency Resolution 64 B.6.5-p - Revise the final sentence of the 3 rd paragraph to clarify whether:

The results of STRUDL analysis matched the manual calculation results reasonably well. The results of the initial design basis calculations did not match the manual calculation results as well.

or The results of STRUDL analysis matched the manual calculation results reasonably well. However, the results of the STRUDL analysis did not match the results of the initial design basis calculations very well.

Suggest splitting into two sentences.

The first stating that results were compared and the second stating that (think this is the correct correct choice):

'Results of the manual calculations were a better match to those of the GESTRUDL analysis than to those of the design basis calculations.'

The STRUDL analysis is considered to be the more exact. Therefore, manual calculations should match reasonably well in regular (PR/t) areas of the wall.

Revised accordingly.

EGR-NGGC-0003 Rev. 10 Page 21 of 143 ATTACHMENT H08RO Page 13 of 23

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Civil Discipline 14 Aug 08 Date Item No.

Deficiency Resolution FORM EGR-NGGC-0003-3-10 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.

I EGR-NGGC-0003 I

Rev. 10 Page 21 of 143 I ATTACHMENT H08RO Page 14 of 23

7179488313 NOB 2 OTSG PROJE PCHG-DESG 09:38:07 a.m.

09-05-2008 ENGINEERING CHANGE 000063016R0 ATTACHMENT 3 Sheet 1 of 1 Record of Concurrent Review 9/10 N

V Document Engineering Change 000006301 / E.1 Revision 0 El Design Verification Review Z

Engineering Review E-Owner's Revieu L] Design Review El Alternate Calculation

[-] Qualification Testing El Special Engineering Review__

Howard T. Hill Civil 25 Aucq 08 Concurrent Reviewerf (Drintfsian)

Discipline Date Item No.

Deficiency Resolution 1

p. 1 / Item 2 / Test Procedure - In the Done 1 t and 2nd lines, delete 'of actual production splices'. No production splices will be tested.

2

p. 1 / Item 2 / Acceptance Criteria -

Revised to 9 splices there will be about 100 mechanical splices. Maximum number of sister splices tested will be about 9. Need to address this in the Acceptance Criteria discussion since the 100% ultimate criterion applies to 15 tests.

3

p. 3 / Item 1 / Design Input - It should Done be noted that liner pre-service exam is done following restoration of the coating.

4

p. 3 / Item 2 / Design Input - Note that Done a pre-service examination of the new concrete is to be done per IWL-2230 following the pressure test.

5

p. 3 / Item 2/ Design Input - In the Done final paragraph, change '(IX)' to lower case '(ix)'.

6

p. 3 / Item 4 / Design Input - Change Done

'protective' to 'protected'.

EGR-NGGC-0003 Rev. 10 Page 21 of 23 ATTACHMENT H08RO Page 15 of 23

7179488313 NOB 2 orsG PROJE PCHG-DESG 09:38:19 a.m.

09-05-2008 10/10 ENGINEERING CHANGE 000063016R0 Document Engineering Change 000006301 / E.1 M-Design Verification Review Z

Engineering Review El Design Review E-Alternate Calculation r-Qualification Testing l Special Engineering Revie.

Howard T. Hill Civil Concurrent Revieder (print/sign)

Discipline Revision 0 El Owner's Review 25 Aug 08 Date Item No.

Deficiency Resolution 7

Add requirement for quality checks of Done field button heading (per PSC Manual procedure). Checks include go-no go diameter measurements, eccentricity measurements and visual and measurement of splits.

FORM EGR-NGGC-0003-3-10 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.

I EGR-NGGC-0003 Rev. 10 Page 21 of 23 1 ATTACHMENT H08RO Page 16 of 23

7179488313 PCH&WEýW' -PROJE 09:36:29 a.m.

ENGINEERING CHANGE ATTACHMENT 3 Sheet 1 of 1 Record of Concurrent Review 09-05-2008 2/10 000063016R0 Document 6

Revision 0 EI Design Verification Review

[

Engineering Review I

Owner's Review El Design Review L-Alternate Calculation LI Qualification Testing E] Special Engineering Review Howard T. Hill Civil 16 Aug 08 Concurrent Reviewer" ([)rlntsilan)

DisciDline Date Item No.

Deficiency Resolution 1

D.1.1 / Item 21 - Re-installation of Done.

corrosion protection medium (re-greasing) can be done anytime up to 30 days following Mode 2 entry.

2 D.2.1 / Item 2/6w Bullet - Clarify that Done.

no platform will be lowered to a roof location between Buttresses 1 & 3 or, alternatively, that platform can be remotely controlled during lowering.

3 D.2.1 / Item 3 / 5t Bullet - Doesn't Revised to "from".

sound correct that venting of radioactive material 'into' the RB is handled in accordance with the ODCM. Should this paragraph refer to venting 'from' the RB?

4 D.2.1 / Item 3 / 7Th Bullet - (Editorial)

Done.

Change 'Ph' to 'pH'.

5 D.2.1 / Item 3 /1 1'h Bullet - Cite The hydrodemolition contractor (Mac and reference for sump pump head &

Mac) will pump 300 gpm thru their delivery or specify here.

hydrodemolitlon nozzles (Ref. Attachment Z24). Therefore, the temporary sump pump in the gallery has been sized for the worst case of 300 gpm.

6 D.2.1 / Item 4 - Add new bulleted item:

Done.

e Notify Security prior to cutting liner.

EGR-NGGC-0003 Rev. 10 Page 21 of 73 ATTACHMENT H08RO Page 17 of 23

7179488313 NOB 2 OTSG PROJE 09:36:42 a.m.

09-05-2008 flfNRA3f1IRON3110 PKI 1NP:P:P1Kj(-1 (1H KjrZF 000063016RO Document EC 0000063016, Part C El Design Verification Review Z

Engineerir F-I Design Review IEl Alternate Calculation n Qualification Testing ED Special Engineering Review Howard T. Hill Concurrent Reviewer J(6rintfslgn)

Revision 0 ig Review E] Owner's Review Civil Discipline 16 Aug 08 Date Item No.

Deficiency Resolution 7

D.2.2.1 / Item 2a - (Editorial) - In the Done.

1st line, change 'degreased' to

'degrease'.

8 D.2.2.1 / Item 2b - As it is easily done Per discussion with the CR3 IWE/IWL prior to the outage start, consider engineer (Rick Portmann) I have added requiring examinations of all (including the following sentence to the work those to be removed) vertical tendon instructions "However, craft personnel are end anchorages. This will significantly to look at the tendon assembly after expand the plant OE data base.

cleaning and prior to cutting the buttonheads for removal and note any obvious deficiencies that may question the integrity of the tendon assembly. Any questionable deficiencies should be referred to the IWE/IWL Responsible Engineer".

9 D.2.2.1 / Item 2h - If Intended, specify Reworded.

re-installation of the regular end caps (as written, the sentence could refer to a temporary protective cover) at both ends of the hoops and the upper ends of the verticals. If the hoop end caps have low point drains, these can be left open to drain water during hydro-demolition.

10 D.2;2.1 / Item 4f- (Editorial) In thes Done line, change 'install' to 'installed'.

11 D.2.2.1 / Item 4i - Per discussion, Done.

consider changing 2,000 to 3,000 (generally accepted value for full strength concrete).

[EGR-NGGC-0003 I

Rev. 10 Page 21 of 73 1 ATTACHMENT H08RO Page 18 of 23

7179488313 NOB 2 OTSG PROJE PCHG-DESG ENGINEERING CHANGE 09:36:57 a.m.

09-05-2008 000063016R0 4110 Document J QRj6;`ft: `C Revision 0 EI Design Verification Review

[

Engineering Review

"- Owner's Review

'- Design Review L] Alternate Calculation El Qualification Testing El Special Engineering Review Howard T. Hill r

Concurrent Reviewer/ (print/sign)

Civil Discipline 16 Aug 08 Date Item No.

Deficiency Resolution 12 D.2.2.1 / Item 5b - Isn't the No. Only that the concrete has reached requirement 'at least 72 hours8.333333e-4 days 0.02 hours 1.190476e-4 weeks 2.7396e-5 months after 5000 psi placement and when strength is at least 5,000 psi'?

13 D.2.2.2 / Item 1 b - (Editorial) After Done

'chipping platform', delete 'will be installed'.

14 D.2.2.2 I Item 1 h - See Comment No.

Refer to Item #5 resolution.

5.

15 D.2.2.2 / Item 2b - Hoop tendon ends Reworded should already be covered with the regular end caps. Vent through low point drains if these exist. Otherwise loosen bolts and insert a spacer (thick washer) on the lowest bolt or lower 2 bolts to create a small gap at the bottom for drainage.

16 D.2.2.2 / Item 2d - Need a second Done stop (or stops) in hydro-demolition work to remove tendon sheathing.

17 D2.2.3 / Item 2d - It seems that the 2n7 The SGR project manager requires that option is preferred from a cost and the attachments on the inside of schedule standpoint. Is there a reason containment are removed.

to mention the 1st (grind and examine I test and, repair if grinding is overdone).

18 D2.2.3 / Item 2d - Following the 2na Changed accordingly.

bullet, should 'above' be replaced by

'from the surface of?

19 D2.2.3 / Item 2f - Specify required Requirements are specified in E0O.

tests and inspections here or cite a reference for this information.

EGR-NGGC-0003 Rev. 10 Page 21 of 73 ATTACHMENT H08RO Page 19 of 23

7179488313 NOB 2 OTSG PROJE PCHG-DESG 09:37:16 a.m.

ENGINEERING CHANGE 09-05-2008 000063016R0 5110 Document

,_,63i 6* P Revision 0 E] Design Verification Review

[

Engineering Review E-Owner's Review LI Design Review

[-I Alternate Calculation E] Qualification Testing El Special Engineering Review _.________

Howard T. Hill Civil 16 Aug 08 Concurrent Reviewer,*rlnt{sign)

Discipline Date Item No.

Deficiency Resolution 20 New Section above D.2.2.4 - Need an Added section D.2.2.4-c item to cover preparation (roughening and cleaning) of the concrete surface.

New item can be D.2.2.4 if current D.2.2.4 and D.2.2.5 are renumbered D.2.2.5 and D.2.2.6, respectively.

21 D.2.2.4 / D.2.2.5 - Outline numbering Done.

of subordinate items needs correction.

22 D.2.2.4 / Item 6 (needs to be Done.

renumbered as item 2) - Add a requirement to examine No. 8 reinforcing stubs following liner reinstallation. Stubs to be examined per IWL-4220(c) and repaired, if necessary, per IWL-4230.

23 D.2.2.4 / Item 6h (needs to be Added instructions and also added detail renumbered as item 2d) - Add a to drawing 421-350.

requirement to secure the No. 11 mats in position as shown on Dwgs. 421-350, -351. These drawings should be modified to show methods,(s) of attaching mats to fixed items (liner stiffeners close to the opening edge and / or No. 8 stubs close to the concrete face (before or after splicing depending on length of stub, need for access to splice, etc.).

24 D.2.2.5 - Add a new item identifying Added new section. However, have the activity to remove formwork (need referred to concrete spec CR3-C-0003 for to specify minimum time following details addressing formwork removal.

placement and minimum strength) and grout form tie holes.

I EGR-NGGC-0003 Rev. 10 Page 21 of 73 1 ATTACHMENT H08RO Page 20 of 23

7179488313 pHnŽ ZI"SG PROJE 09:37:31 a~m.

09-05-2008 6,10 FNfltiEERING CHANE F 000063016R0 Document EC 0000063016, Part d E-Design Verification Review

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Engineeri E] Design Review

-- Alternate Calculation E] Qualification Testing El Special Engineering Review Howard T. Hill 7,

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Concurrent Reviewer,/(print/sign)

Revision 0 ig Review El Owner's Review Civil Discipline 16 Aug 08 Date Item No.

Deficiency Resolution 25 D.2.3 / Item la - See Comment No. 8 Refer to resolution of Item #8 26 D.2.3 / Item 3a - Delete reference to Done IWL; does not apply to the liner.

27 D.2.3 / Item 4a - (Editorial) Add '0003' Done following 'CR3-'.

28 D.2.3 / Item 5a - Delete the word Done.

'production' from the 2nd sentence and replace the 3rd sentence with the following.

'Due to the limited length of the No. 8 reinforcing stubs it is not possible to cut out and test production splices.

Therefore, all tests will be on sister splices. Since production splices cannot be tested, overall testing frequency is increased beyond that required by ASME Section III, CC-4333.5.'

Continue with the existing 4th and subsequent sentences.

29 D.2.3 / Item 5 - Add a new item 5c to Done cover welded splices.

30 D.2.3/ Item 6a - (Editorial) Relocate Done

'ASME Section Xl, Article IWL-5000' to precede_'SP-178' I EGR-NGGC-0003 Rev. 10 Page 21 of 73 ATTACHMENT H08RO Page 21 of 23

7179488313 NOB 2G01"SG PROJE PCHG-DESG 09:37:43 am.

ENGINEERING CHANGE 09-05-2008 000063016R0 7110 Document Hi609'0I Revision 0 L-1 Design Verification Review I

Engineering Review LI Owner's Review LM Design Review MI Alternate Calculation MI Qualification Testing L-i Special Engineering Review Howard T. Hill Concurrent Reviewer,pr~intfsign)

Civil Discipline 16 Aug 08 Date Item No.

Deficiency Resolution 31 D.2.3 / Item 6b - Add the following Done final sentence.

'The final examination will satisfy the requirements of ASME Section XI, Par. IWL-2230 for preservice examination of repair / replacement activities.'

32 D.4 / Line 2 - Will the No. 8 bars be Yes factory bent to the specified radius?

33 D.4 / Line 6 - What is 'plane' steel?

Removed 34 D.4 / Line 7 - Reconcile dimensions of Done.

adapter shown on Dwg. 421-350 with those described on Line 7. The adapter shown on the drawing is swaged to an O.D of 4-7/8".

35 D.4 / Line 8 - Delete the word Done

'diameter' since bolts designed for a 5" diameter round may not fit a 5" pipe or a 5-1/4" round. For completeness, add nuts and washers to the material requirement.

36 D.4 / Lines 12 & 13 - Delete periods Done after 'T' and 'D' and add 'No.' after 'D' to avoid suggestion that an inside diameter is involved.

EGR-NGGC-0003 Rev. 10 Page 21 of 73 ATTACHMENT H08RO Page 22 of 23

7179488313 NOB 2 OTSG PROJE PCHG-DESG ENGINEERING CHANGE 09:37:55 a.m-09-05-2008 000063016R0 8/10 Document E OOO Oj Revision 0 EI Design Verification Review Z

Engineering Review IE] Owner's Review Er Design Review E] Alternate Calculation E1 Qualification Testing L-Special Engineering Review_

Howard T. Hill Civil 16 Aug 08 Concurrent Reviewer iibrint/sla n Discipline Date Item No.

Deficiency Resolution 37 D.4 / Line 14 - (Observation) If No re-use information serves, the 2090 P-4 may cost -$20 / gallon. Possibly consider reuse.

38 D.4 / line 35 - 585 gallons seems an Already procured.

odd quantity. Suggest considering changing to '600'.

39 D.4 / line 36 - Probably better to Added.

specify a volume quantity rather than

'kit' (which could be quite small).

Need enough to seal 162 joints plus wastage. Probably want to allow over 1/2pint per joint, say 1 pint with wastage. Total for 162 joints would then be -20 gal.

40 D.4 / Bottom of p. 17 - Delete Weld-Done.

Crete line.

FORM EGR-NGGC-0003-3-10 This form is a OA Record when completed and included with a completed design package.

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

EGR-NGGC-0003 Rev. 10 Page 21 of 73 ATTACHMENT H08RO Page 23 of 23

PCHG-DESG ENGINEERING CHANGE 000063016R0 Crystal River Unit 3 Steam Generator Replacement Project Review of Creep Effects on Behavior of Restored Containment Structure Executive Summary A steam generator replacement outage is planned for Crystal River Unit 3 during the fall of year 2009. A temporary construction opening is needed in the unit's six-buttress post-tensioned containment structure to facilitate the movement of old/new steam generators out of/into the containment structure. Prior to concrete removal, the post-tensioning tendons passing through the planned opening will be detensioned and removed; additionally, vertical and hoop tendons in the immediate vicinity of the opening will be detensioned to minimize the residual prestress level within the opening. After completion of the steam generator replacement operations, the construction opening will be restored by'placing new concrete, whose mix will be designed and tested to achieve better creep and shrinkage properties than those of the existing concrete.

The necessary structural analyses are being performed by Sargent & Lundy (S&L) to verify that the interim and restored configurations of the containment structure will continue to meet the plant's licensing commitments (e.g., accident pressure/temperature, safe shutdown earthquake loads, etc). Of particular concern is the subject of differential creep effects on the stiffnesses of new and old concrete. Prof. Domingo Carreira, S&L's consultant, has prepared a white paper (Ref. 1) to address this subject, including suggested remedies.

Progress Energy has asked Bechtel to perform an independent review of the paper and provide the following evaluations:

Appropriateness of using a creep-adjusted moduli for the new and existing concrete for determining the relative distribution of prestress forces between the new concrete in the restored region and the existing concrete, which surrounds it.

Efficacy of additional reinforcement to address the impacts of creep in the new concrete.

Relative merits of other suggested measures for offsetting the undesirable creep effects.

This paper provides Bechtel's evaluation of the above issues. Bechtel concludes that while the relative distribution of prestress load is indeed dependent on creep-adjusted moduli, there is also sufficient statistical uncertainty in the actual values of the moduli such that the problem requires a parametric treatment. Our main observations are as follows:

The new concrete mix should use high quality aggregates (imported, if necessary) to ensure high modulus and elasticity and low creep.

Additional rebar in new concrete should not be sized for the sole purpose of matching the creep-adjusted stiffnesses of new and old concrete. Additional rebar will likely be necessary to resist the bending moments in the patch area; its benefit toward improving the new concrete stiffness should be addressed by considering high, low, and median values of the creep-related parameters for new and old concrete.

Tendon retensioning should progress from the far region toward the restored region; this will ensure that the new concrete strength will exceed 6,000-psi when prestressed.

Shrinkage compensating cement should not be used in the new concrete mix.

ATTACHMENT H06RO Page 1 of 6

PCHG-DESG ENGINEERING CHANGE 000063016R0

Background

Crystal River Unit 3 is a six-buttress post-tensioned containment structure designed to resist 55-psi accident pressure. The containment wall is post-tensioned with vertical and horizontal tendons and the dome is post-tensioned using a three-way post-tensioning system. The inside surface of the containment structure is lined with a carbon steel liner plate to ensure a high degree of leak tightness during operating and accident conditions. The liner plate is 3/8-inch thick for the cylinder and dome, and 1/4-inch thick for the base. The cylinder portion has an inside diameter of 130-feet, wall thickness of 3.5-feet, and a height of 157-feet from the top of the foundation mat to the spring line. A ring girder is provided at the cylinder-dome transition.

The shallow dome roof has a large radius of 110-feet, a transition radius of 20.5-feet, and a thickness of 3-feet. A temporary construction opening will be made in the containment wall to facilitate the movement of old and new steam generators out of and into the containment.

The creation and restoration of a containment opening poses the following challenges:

Residual compressive stresses within the planned opening, resulting from deadweight and remaining prestress load (after removal/ detensioning of the proximate tendons),

are permanently redistributed once the opening is created. This makes it difficult to restore the original prestress levels in the restored region (i.e., the "patch") upon retensioning of the removed/ detensioned tendons. On the other hand, the surrounding concrete benefits due to slightly increased compressive stresses.

The creep is high in new concrete (due to its young age) compared to the surrounding old concrete. Difference in the values of creep-adjusted moduli of elasticity for new and existing concrete has a bearing on how the applied prestress load is shared among the two. While new the concrete benefits from lower creep mix design and higher initial strength, it may have a slightly lower creep-adjusted modulus (and hence stiffness) relative to the old concrete. This can result in a somewhat higher proportion of the prestress load being transferred to the old concrete, leaving the new concrete at potentially further disadvantage in terms of its ability to resist the design loads.

Retensioning forces, which act asymmetrically in both hoop and vertical directions, produce small circumferential and meridional bending moments in the restored region and possibly in the region immediately surrounding it.

These need to be resisted in addition to the typical membrane forces produced by accident pressure load and/or earthquake. The old concrete is better situated to resist these moments because it has slightly higher compressive stresses (compared to the original unbreached state),

whereas the restored area is at some disadvantage because of lower compressive stress levels. This is typically overcome by providing additional (new) rebar on the inside face of the containment structure within the restored region; such rebar is also helpful in improving the new concrete stiffness.

The above disadvantages for new concrete need to be juxtaposed against the following benefits:

Superior mix design should result in high early strength, low shrinkage and low creep coefficient; this reduces creep losses and increases the creep-adjusted modulus of elasticity. In terms of creep losses, the new concrete benefits on two accounts: superior ATTACHMENT H06RO Page 2 of 6

PCHG-DESG ENGINEERING CHANGE 000063016R0 mix design and small expanse of the affected area relative to the total length of hoop/vertical tendons.

Due to its age at the time of retensioning, the old concrete incurs less creep losses during the remainder of plant service life.

Retensioned old tendons and new tendons (if used to replace the old ones) typically have better relaxation characteristics than before, resulting in smaller relaxation losses.

The new concrete has higher strength at the (beginning and) end-of-life; it can thus resist higher membrane forces and moments than the surrounding concrete.

Using the maximum permitted lockoff force, the retensioned tendons are able to impart higher prestress load into the affected region than before; additionally, the end-of-life prestress loads in the affected region is higher than before (i.e., if the containment was not breached and restored) because the tendon lift-off loads are higher for the retensioned tendons (due to higher lockoff force and smaller number of remaining years to end-of-life).

Because of the interplay between the undesirable factors listed under "challenges" and the offsetting factors listed under "benefits" above, it follows that mere restoration of prestress levels within the patch area does not necessarily guarantee that the restored structure will be able to resist the design loads without any problems. Also, the inherent uncertainty in the properties of new and old concrete (e.g., creep-adjusted modulus, age-adjusted modulus, etc) requires that the necessary analyses should be performed considering a range of values (i.e.,

low, median, and high values).

Other important considerations pertain to concrete placement activities. Precautions need to be taken to ensure that there is no gap left between the new concrete in the patch area and the old concrete which surrounds it. Various factors such as concrete pour rate, use of low shrinkage cement, profile of opening edges, and techniques for placement of the final few feet height, etc, are important in this regard.

Discussion The following discussion is organized similar to the layout of Section 5 in Prof. Carreira's report (Ref. 1). Bechtel's observations and opinions relative to each subsection therein are presented below:

New Concrete with High Modulus of Elasticity: Bechtel agrees that the new concrete mix design should employ aggregates with high modulus of elasticity. This will assure that the actual modulus of new concrete is high. If necessary, such aggregate should be imported.

New Concrete with Low Creep and Low Shrinkage: This is typically a consequence of having a concrete with high modulus. Concrete constituents should be selected to assure low creep and low shrinkage.

Use of Reinforcing Bars to Reduce Prestress Loss from Creep: Reinforcing bars in new concrete aid in improving its stiffness compared to that'of the surrounding old concrete, ATTACHMENT H06R0 Page 3 of 6

PCHG-DESG ENGINEERING CHANGE 000063016R0 thus facilitating an equitable distribution of the prestress load among the two. While this benefit is incontrovertible, Bechtel believes that Prof. Carreira's report (including the supporting calculations presented in Attachment 3 to the report) places undue reliance on this approach. Uncertainties with regard to the validity of the ACI 209 equations and variability of the parameters therein (e.g., E,,; Dt, X, etc) mean that the results should only be considered indicative and that a range of parameter values should be considered to develop confidence concerning efficacy of this approach (alternatively, one may simply consider a +/-20% variation in the resulting concrete stiffnesses relative to the "ideal" values).

More importantly, as discussed in the Background section earlier, matching the creep-adjusted stiffnesses of the two concretes does not necessarily assure continued structural integrity of the restored structure. We recommend that the new rebar in the restored region should be primarily sized to resist the small bending moments in that region and the adequacy of restoration should be assessed against the actual demands in terms of membrane forces and moments.

Detensioning and Retensioning of Additional Tendons: Ideally, it is better to detension as many tendons as possible to bring the containment structure to as much of a stress-free state as possible (recall that the residual stresses prior to concrete removal are forever redistributed to the existing concrete surrounding the opening). However, these activities have a direct schedule impact and an optimal decision needs to be arrived at by trial and error to ensure that the chosen scheme will still assure continued adequacy of the restored structure. Based on Bechtel's past experience in these types of projects, S&L's preliminary decision to remove/detension 30 vertical tendons and 35 hoop tendons appears to be in the right ballpark.

" Elimination of Gaps between Replacement and Existing Concretes: Bechtel is in agreement with Prof. Carreira's recommendations concerning formwork, and concrete surface preparation. We also concur with his recommendations concerning use of cooler aggregate, and ice, if necessary, to minimize shrinkage in case of concrete placement during warm weather.

We are concerned that a lapse of 30-minutes between placements of successive 12-inch lifts may be too long, risking a cold joint. The interval should be based on initial set characteristics of the concrete mix; it appears that 30-minutes may be too long for a high strength mix with rapid strength gain properties.

Bechtel recommends against the use of shrinkage compensating cement in the new concrete mix.

Our experience is mixed in this regard and an application of such importance should involve proven and widely accepted practices; it should not be experimented with. Creep properties of such concrete, which involves use of Type K cement (ASTM C-845), are not well documented, and this cement material is not allowed in ASME Section III Division 2 Subsubarticle CC-2221.1. Our experience is that the use of drypack for placement of the last few feet height of concrete pour can be sufficiently effective in eliminating a gap at the top; the profile of the top edge should be flaring up going away from the containment centerline to ensure best placement.

Further Retensioning of Tendons after Post-Tensioning Restoration: This option should be used only if it becomes necessary; i.e., if the subsequent tendon surveillance of the ATTACHMENT H06R0 Page 4 of 6

PCHG-DESG ENGINEERING CHANGE 000063016R0 affected tendons reveals a problem. The retensioned tendons will have new lift-off curves that will be used for subsequent surveillances; the lift-off curves should be developed using the expected loss characteristics during the remaining plant life.

Retensioning prior to end of outage could be beneficial, as illustrated in Figure 10 of Prof. Carreira's report; however, this will have adverse impact on the outage schedule.

It is worth noting in this regard that the new concrete may be more than several days old by the time it starts experiencing significant prestress loads. This is because the retensioning sequence should start from the farthest tendons toward the ones within the opening. Additionally, the prestress level induced by tendon retensioning will be a smaller percentage of the then ultimate strength of the new concrete such that the corresponding Eci value used in the creep equations is likely underestimated. A higher Eci value for new concrete will help bring parity between its stiffness and that of the surrounding old concrete.

Preplaced Aggreate Concrete: Bechtel believes that use of this approach is unnecessary.

Conventional concrete placement practices have been found to be effective when restoring containment construction openings.

In Section 6 of Prof. Carreira's report, a concern has been raised that radial stirrups may be needed to prevent delamination of new concrete due to the radial stresses associated with tensioning of the hoop tendons. We believe that this assessment should be based on the exected minimum shear strength of the new concrete at the time of retensioning vis-A-vis the radial (compressive) stress exerted by tendon retensioning. Our previous experience indicates that delamination should not be a concern and hence the stirrups are unnecessary.

Summary The following observations are most important in our opinion:

The adequacy of the restored structure should be based on actual demand for membrane forces and moments; because of permanent changes and stress redistributions, a mere restoration of prestress levels to original values provides no guarantee that the restored structure will continue to be adequate for the design loads. Available margins in the existing design should provide a cushion against the deleterious effects associated with creation/restoration of construction opening and detensioning/retensioning of tendons.

Several factors such as creep properties of new concrete, relaxation characteristics of new or retensioned tendons, etc, help offset the deleterious effects of 'opening creation/restoration and tendon detensioning/retensioning.

Addition of new rebar should not be relied upon as a foolprobf means for equal distribution of prestress load into the new and surrounding old concrete. The inherent uncertainties in determination of the concrete moduli necessitate that this problem be evaluated using a parametric approach (considering high/median/low values for the respective stiffnesses) to demonstrate that the restored structure will continue to meet the licensing commitments. More importantly, an equal sharing of the prestress load may be unnecessary for assuring structural integrity and it does not necessarily guarantee adequacy of the restored structure.

ATTACHMENT H06RO Page 5 of 6

PCHG-DESG ENGINEERING CHANGE 000063016R0 The new rebar should be fundamentally sized to resist the incidental bending moments within the restored region; it is believed that this quantity of rebar alone may be sufficient to assure adequate structural integrity.

Unproven techniques/materials such as preplaced aggregate and shrinkage compensating cement should not be used for this application; proven conventional techniques and materials have been found satisfactory for ensuring quality concrete placement.

References

1. "Effect of Concrete Creep on Replacement Concrete for Restoration of Steam Generator Access Opening", by Prof. Domingo J. Carreira, prepared for Progress Energy Crystal River Unit 3, February 15, 2007.

2. ACI 209R-92 (Reapproved 1997), "Prediction of Creep, Shrinkage and Temperature Effects in Concrete Structures", American Concrete Institute.

3. NRC Inspection Manual Inspection Procedure 50001 "Steam Generator Replacement Inspection", September 6, 2000 (see Appendix B).

4. ASME Section XI Articles IWA-4000 and IWL 4000, American Society of Mechanical Engineers.

5. ASME Section III Division 2 Article CC-2000, American Society of Mechanical Engineers.

ATTACHMENT H06RO Page 6 of 6

PCHG-DESG ENGINEERING CHANGE 000063016R0 Progress Energy memo Date:

08/05/08 SGRO0-84 To:

Required Quorum Members:

Dave Jones Mike Siapno Chris Howell Al Koralewski Ricky Curry Sam Franks Sid Powell Ron Johnson Bob Gartner Scott Kujak Joe Lese Rick Portmann Marty Wolf Jon Burchett From:

Magdy Bishara 9A/6 f

///.-

Subject:

Final Design Review Board (DRB) for EC 63016 The Steam Generator Replacement Project will be holding a Final Design Review Board (DRB) on 08/26/08 at 15:00 in the SGR War Room (Northeast corner of the 2 nd floor SAB). A DRB is required for EC 63016. EC files will be available in Passport in the respective EC folder no later than one week prior to the meeting.

If you are an addressee, your sub-group's participation in the DRB is considered to be necessary to assure the various aspects of this EC are fully considered and addressed. Please plan on attending or have your representative attend. You or your representative's attendance is required as a quorum member. Quorum DRB members must review the package prior to the meeting and be prepared to participate in the DRB. If quorum members fail to attend the meeting or are not prepared for the meeting, the meeting will be cancelled. Charge any time required for preparation, review and meetings to 2004,1923, If, after a review of the package, you conclude your sub-group will not significantly contribute to the DRB, inform Magdy Bishara via e-mail. Magdy can then remove your name from the quorum. This notification must be a minimum of 24 hours2.777778e-4 days 0.00667 hours 3.968254e-5 weeks 9.132e-6 months prior to the DRB.

The purpose of this meeting is to discuss design details for the proposed creation and restoration of a temporary access opening in the post tensioned reinforced concrete cylindrical wall and steel liner plate of the containment shell. This temporary access opening will facilitate moving the old steam generators out of containment and the new replacement steam generators into containment.

Progress Energy Florida, Inc.

ATTACHMENT H04RO Page 1 of 7

PCHG-DESG ENGINEERING CHANGE 000063016R0 Memorandum Page 2 August 6, 2008 If you are CC'd, this invitation is for information only. Your attendance is at your discretion.

CC:

Bishara, Magdy (Supt, Maj Pro)

Swenson, Scott (Lead Mech Eng)

Larramore, Mark (ANII)

Rigsby, Mark (Supt, RP)

Rass, Ken (Sr Ops Spec)

Neil Keeney (RP)

Brewer, Bill (Mgr, Maint)

Donovan, Mike (Supt, Materials)

Foster, Berry (Supt, Systems Eng'g.)

Kibler, Robin (Task Manager - Facilities)

Pepin, Rick (Supt, Maintenance)

Dyer, John (TM - Health & Safety)

Curham, Jack (Fire Protection)

Mueller, John (Coatings)

Mayes, David (Welding Engineer)

Whisler, Jeff (Bechtel Engineer)

Jopling, Dan (Eng Supv, Civil Lead)

Mills, Doug (Lead Occ Health & Safety)

Byers John (Proj Task Mgr)

Widener, Matt (Supt, Security)

Whetzel, Jim (Scheduling)

Mike Teller (Design Engineering Scheduler)

Hendricks, Chris (Supv, Materials)

Pinner, Rudy (Science Lab)

Wilson, Ken (PE & Reg Affairs)

Terry, Jim (Maj Pro, Project Mgr)

Wilson, Ivan (Outage & Scheduling)

Nielson, Bill (QAIQC)

Thompson, Rocky (Chemistry)

Harmon, Andy (Procurement)

Finnell, Jeff (Materials Engineer)

Fletcher, Dick (Bechtel Engineer)

Progress Energy Florida, Inc.

ATTACHMENT H04R0 Page 2 of 7

PCHG-DESG ENGINEERING CHANGE 000063016R0 From:

To:

cc:

Subject:

Date:

Attachments:

Holliday, John Stephenson, John D. - (CR3); Lenoir, Vincent; Howell, Chris; Jones, David (CR3); Franks, Sam; Koralewski, Alvin; Mayes, David; Curry, Ricky; Whetzel, James L; Karrh, Charles; Dyer, John; Johnson, Ron; Gartner Jr, Robert H; Pandya, Dhiren; Burchett, Jon; Hanna, Deborah A; Santonastaso, Louis J; Curham, John J.; Mueller, John; Finnell, Jeffrey L.;

Kuiak, Scott; Young, Kenneth G; Brinkman, Scott; Kish, Charles J.;

Thompson, Rocky H; Pinner, Rudolph W.; Portmann, Rick; Medley, Ralph; Siapno, Michael M.; Powell, Sid; Ranqanath, Casaba; Bishara, Maqdy M.; Joplinq, Daniel L.;

EC 63016 Containment Opening - Final Departmental Reviews Monday, August 11, 2008 4:38:07 PM EC Final REVIEW.DOC 0000063016R000.1nk Gentlemen, This is your Final Review of EC 63016 for your approval via the appropriate Passport Milestone.

If you have comments, please document on the EC Final Review Comment form (copy attached for your convenience) and return to me for resolution no later than 8/19/08.

If you have no comments, please sign the Milestone.

Sign the EC milestone in the appropriate block as shown below.

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+PRODUCTN&Panel I D=TI M E100&Pa nel Kev Data =0000063016000&S h o rtC ut=Y Config. Mgmt.: L. Santonastaso Lead Design Verifyer: Casaba Ranganath Fire Protection: Jack Curham System Eng 1 (MX): Scott Kujak Emerg. Planning: John Stephenson Coatings: John Mueller Mech Maint. : Chris Howell Planner: Ralph Medley Operations: Dave Jones ATTACHMENT H04RO Page 3 of 7

PCHG-DESG ENGINEERING CHANGE 000063016R0 Materials Engineer: Jeff Finnell ISI Review: Rick Portmann IWE/IWL: Review: Rick Portmann Chemistry: Rocky Thompson/Rudy Pinner Installer: Sam Franks Security: Al Koralewski Welding Engr.: David Mayes ALARA: Mike Siapno Radiation Control: KennyYoung Procurement Engr.: Ricky Curry Safe Shutdown: Charlie Kish PSA: Scott Brinkman Reg Affairs: Sid Powell Other 1: D. Pandya (Chiefs Group)

Other 2: Charlie Karrh (Mechanical Design Verification)

Other 3: Vince Lenoir (Electrical Design Verification)

Other 4: Jim Whetzel (SGR Scheduing)

Other 5: John Dyer (SGR Proj. Move In / Move Out Task Manager)

Other 6: Jon Burchett (SGR Proj. Containment Opening Task Manager)

Other 7: Bob Gartner (SGR Proj. Health & Safety)

Other 8: Ron Johnson (SGR Proj. Environmental)

Other 9: Debbie Hanna (Contract Services)

ATTACHMENT H04RO Page 4 of 7

PCHG-DESG ENGINEERING CHANGE 000063016R0 Design Review Board Final Approval By Quorum Members EC 63016 Containment Opening Date 8/26/2008 Name Organization S"ignature Phone Dave Jones Operations (S-Michael Siapno Radiation Protection Al Koralewski Security Gh-iSeHowell-Kevin Farris Maintenance,

79 4,6 Rick Curry Nuc Eng & Services Sam Franks Maj. Proj - Bechtel l*/O7 Sid Powell Licensing Ron Johnson Project Environmental Bob Gartner Project health and Safety 2tI L S69ttjak i.Sut.Systeo Waiver approved by Magdy iBishara.

Refe to 31 Joe Lese Design Engineering Rick Portmann Containment IWE/IWL Marty Wolf Testing/Operations Jon Burchett Task Manager ATTACHMENT H04RO Page 5 of 7

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WALL BRACKETS (2 TYP)

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6' HILTI ANCHORS, EMBEDMENT DEPTH 4" NOTE: 8 BOLT HOLES SUPPLIED TO x

AVOID REBAR, ONLY AND BOTTOM EACH, 4 REQUIRED.

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