ML102910700
| ML102910700 | |
| Person / Time | |
|---|---|
| Site: | Crystal River  |
| Issue date: | 12/01/2009 |
| From: | Williams C Progress Energy Co |
| To: | Robert Carrion, Lake L, Naus D, George Thomas NRC/RGN-II, Oak Ridge |
| References | |
| FOIA/PA-2010-0116 | |
| Download: ML102910700 (60) | |
Text
Franke, Mark From:
Sent:
To:
Subject:
Attachments:
Williams, Charles R. [Charles.Williams@pgnmail.com]
Tuesday, December 01, 2009 2:27 PM Lake, Louis; Thomas, George; nausdj@ornl.gov; Carrion, Robert RE: Draft Refute 8.4 For review FM 8.4.pptx ected Pages from S07-0033.pjWL of 10-25-09.pdf I was too quick sending again. Documents and attachments are here now.
From: Williams, Charles R.
Sent: Tuesday, December 01, 2009 2:21 PM To: 'louis.lake@nrc.gov'; 'George.Thomas2@nrc.gov'; 'nausdj@ornl.gov'; 'rpcl@nrc.gov'
Subject:
Draft Refute 8.4 For review Mr Lake and others, Attached for your review is draft of refute 8.4 with supporting exhibits. If you have any questions, please contact me.
Thank you, Charles Williams 919-516-7417 1
Rý//80
8.4 Inadequate Concrete Structure Monitoring/Maintenance (ILW)
==
Description:==
The Tendon Surveillance Program, contained within the ASME Section Xl Containment Inspection Program, includes a provision to conduct a visual examination of the containment exterior surface (IWL). These containment surface monitoring inspections sometimes result in repairs to the concrete surfacet.
Data to be collected and Analyzed:
- 1.
Review the Tendon Surveillance Program procedure for the periodic containment monitoring (ILW). (FM 8.4 Exhibit 1)
- 2.
Review the most recent IWL Monitoring. (FM 8.4 Exhibit 2)
Verified Refuting Evidence:
Verified Supporting Evidence:
- 1. Containment outer surface inspections were conducted in accordance with the procedure. The Not applicable purpose of those inspections are to "determine the general structural condition of concrete surfaces of containments by identifying areas of concrete deterioration and distress...."(Exhibit 1, ILW Section 2300, pg 252 as numbered at the bottom of the page)
- 2. The most recent IWL monitoring was conducted a few days prior to beginning the SGR hole cut activities (FM 8.4 Exhibit 2) and did not reveal any surface abnormalities that would suggest an indication of delamination. In addition, it is neither likely that delamination would be detected during the periodic concrete surface inspections, nor was it the purpose of the (IWL) inspections to detect internal delaminations of the containment structure.
==
Conclusion:==
The IWL monitoring was adequate for its intended purpose.
Orflfý May identify additional perspective on this issue as RCA related efforts proceeds 3/19/2010 PAl ProprFieta.; Confi~defttal-,
Do9 not rGloGAG tQ third 3*rt. WiL
. perm "
1
FM 8.4 Exhibit 1 Z.
DOCUMENT NUMBER:
CR-N1002-500 REVISION:
0 PAGE:
i DOCUMENT TITLE:
PRE-SURVEILLANCE ENGINEERING PACKAGE PROJECT TITLE:
30 YEAR TENDON SURVEILLANCE AT CRYSTAL RIVER DATE:
08/15/07 DOCUMENT COVER SHEET Document No:
CR-1002-500
Title:
PRE-SURVEILLANCE ENGINEERING PACKAGE 4
11 4
I t
.1
-II 4
0 Original Issue B.A. GIOMETTI 08/15/07 C.E. COX 8/15/07 Prepared By I Date I Reviewed By Date No.
Description PSC SIGN OFF REVISIONS Calculation S07-0033 Revision 0 Page 1 of 325
P50
~&Sed -,
DOCUMENT NUMBER:
CR-N1002-500 DOCUMENT TITLE:
PRE-SURVEILL PROJECT TITLE:
30TH YEAR TEN REVISION:
0 LANCE ENGINEERING PACKAGE IDON SURVEILLANCE AT CRYSTAL RIVER DATE:
08/15/07 I
TABLE OF CONTENTS DOCUMENT COVER SHEET TABLE OF CONTENTS 1.0 PURPOSE 1.1 SURVEILLANCE PURPOSE 1.2 DOCUMENT PURPOSE I
ii 1
1 1
2.0 REFERENCES
2.1 REFERENCE DOCUMENTS 2.2 REFERENCE DRAWINGS
3.0 BACKGROUND
3.1 CONTAINMENT ARRANGEMENT 3.2 INSPECTION EQUIPMENT FIGURE 2: UPPER SUPPORT FRAMES INSTALLED ON CONTAINMENT DOME 4.0 SCOPE OF WORK 4.1 TENDON SELECTION REQUIREMENTS 4.2 TENDON SELECTION TABLE 1 : SCOPE OF WORK TABLE 2: ADJACENT TENDONS 4.3 TENDON LAYOUT FIGURE 3: CR03 8TH PERIOD SURVEILLANCE - TENDON LAYOUT - PLAN FIGURE 4: CR03 8TH PERIOD SURVEILLANCE - TENDON LAYOUT-ELEVATION 00 To 1800 FIGURE 5: CR03 8TH PERIOD SURVEILLANCE - TENDON LAYOUT - ELEVATION 1800 To 3600 5.0 MONITOR TENDON FORCES 5.1 PERFORMING LIFT-OFF TESTING TABLE 3: SQ 9.1 - PREDICTED FORECS
SUMMARY
6.0 RETENSION TENDONS 6.1 DETENSIONING, WIRE REMOVAL, AND RETENSIONING OF TENDONS TABLE 4 : SQ 11.1 - RESTRESSING DATA 2
2 2
3 3
3 4
5 5
5 6
6 7
7 8
9 10 10 10 11 11 11 Calculation S07-0033 Revision 0 Attacriment 2 Page 2 of 325
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PRE-SURVEILLANCE ENGINEERING PACKAGE PROJECT TITLE:
3 0 TH YEAR TENDON SURVEILLANCE AT CRYSTAL RIVER DATE:
08/15/07 7.0 G REASEVOID VOLUMES 12 7.1 GREASE REPLACEMENT 12 TABLE 5: SQ 12.1 - GREASE VOID VOLUMES 12 8.0 UPPER SUPPORT FRAME & WORK PLATFORM DESIGN.
13 8.1 EQUIPMENT ARRANGEMENT 13 FIGURE 6: USF & WORK PLATFORM COMPONENT SETUP 13 FIGURE 7: USF DIMENSIONS 14 8.2 DESIGN LOADS 15 TABLE 6 :USF DESIGN LOADS 15 8.3 LATERAL LOADS 16 TABLE 7 :WIND LOADING VARIABLES 16 TABLE 8 :WIND LOADING DIMENSIONS 16 TABLE 9 :SEISMIC DEAD LOADS 17 TABLE 10 :SEISMIC DIMENSIONS 17 8.4 FRAME ANALYSIS 18 TABLE 11 : USF VERTICAL RE'ACTIONS - SET POSITION 21 TABLE 12: USF VERTICAL REACTIONS -
MOVING POSITION 21 TABLE 13 : USF LATERAL REACTIONS - SET POSITION 22 FIGURE 10: SET POSITION OVERTURNING STABILITY 23 TABLE 14: USF LATERAL REACTIONS - SET POSITION 23 TABLE 15: USF LATERAL REACTIONS - SET POSITION 23 FIGURE 11: MOVING POSITION OVERTURNING STABILITY 24 TABLE 16 : USF LATERAL REACTIONS - SET POSITION 24 ATTACHMENTS ATTACHMENT A - ASME SECTION XI, 1992 EDITION WITH 1992 ADDENDA 1-14 ATTACHMENT B - NRC REGULATORY GUIDE 1.35, REVISION 3 1-7 ATTACHMENT C - CR-N991 -100, "PREDICTED BASE FORCES" 1-142 ATTACHMENT D - CR-N1002-010, "SQ 11.1 RESTRESSING" I
ATTACHMENT E - CR-N1002-010, SQ 12.1 "GREASE VOID VOLUMES" I -43 ATTACHMENT F - CR-N1002-100, USF "SET POSITION DESIGN" I - 35 ATTACHMENT G - CR-N1002-101, "USF MOVING POSITION DESIGN" 1-27 ATTACHMENT H - CR-N1002-102, "WORK PLATFORM DESIGN" 1-21 Calculation S07-0033 Revision 0 Page 3 of 325
DOCUMENTNUMBER:
CR-N1002-500 REVISION:
0 PAGE:
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PRE-SURVEILLANCE ENGINEERING PACKAGE PROJECT TITLE:
30 YEAR TENDON SURVEILLANCE AT CRYSTAL RIVER DATE:
08/15/07 1.0 PURPOSE 1.1" SURVEILLANCE PURPOSE 1.1.1 The purpose of the Tendon Surveillance Program is to demonstrate the integrity of the containment post-tensioning system, including containment tendons, tendon end anchorage hardware; general and adjacent concrete integrity, and evaluation of the corrosion protective (grease) system. Individual inspections of selected tendons, as well as tendon wire and grease sample testing evaluate the overall integrity of the post-tensioning system.
1.2 DOCUMENT PURPOSE 1.2.1 The purpose of this document is to provide the engineering data and evaluations necessary to perform surveillance related activities. The scope of this document addresses:
1.2.1.1 The scope of work for the 8th period ( 3 0 th Year) Tendon Surveillance 1.2.1.2 Predicted forces and normalization factors for selected scope tendons as well as the tendons adjacent to the ones selected. The predicted forces are used to accept as-found force levels if they are within the outlined acceptance criteria.
1.2.1.3 Tendon retensioning elongation tendon for all tendons scheduled to be detensioned for wire removal.
The retension data is used to compare the elongation data obtained while restoring the tendon's force to the elongation that was observed while originally stressing the tendon in order to assure the force has been properly restored.
1.2.1.4 Grease void volumes for selected surveillance tendons and their respective adjacent tendons. The volumes allow IWL Level II Inspectors to document the percentage of the total void volume that is removed during inspection and replaced upon completion. This documentation is required per IWL-2526. If the absolute difference between the subject amounts exceeds 10% of the net duct volume, the Licensee shall report the conditions as required by 10CFR50.55a.
1.2.1.5 The design of the support frames and work platforms, which will be used to access hoop and dome tendons in order to assure their ability to withstand working and natural loadings.
1.2.1.5.1 The platform and the Upper Support Frame have been designed for both lateral and vertical loads by analyzing various loading conditions with RISA-3D Version 5.5. RISA-3D calculates both the force and stress in each individual member with respect to the member size designation. The entire system has been designed in accordance with AISC 9 th Ed. ASD.
Calculation S07-0033 Revision 0 Page 4 of 325
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3 0 TH YEAR TENDON SURVEILLANCE AT CRYSTAL RIVER DATE:
08/15/07 Eres
- ',,,o, I:nei
2.0 REFERENCES
2.1 REFERENCE DOCUMENTS 2.1.1 Crystal River Unit 3 Final Safety Analysis Report (FSAR), latest revision 2.1.2 American Society of Mechanical Engineers (ASME) Boiler and Pressure Vessel Code,Section XI, "Rules for Inservice Inspection of Nuclear Power Plant Components", 1992 Edition, with 1992 Addenda.
2.1.3 NRC Regulatory Guide 1.35, Revision 3. Dated July 1990, "Inservice Inspection of Ungrouted Tendons in Prestressed Concrete Containment" 2.1.4 Code of Federal Regulation 10 CFR 50.55a 2.1.5 AISC Manual of Steel Construction - Allowable Stress Design, 9 th Edition.
2.1.6 ASCE Standard SEI/ASCE 7 Minimum Design Loads for Buildings and Other Structures, 2 nd Edition.
2.1.7 ASME Standard A120.1-2001 - Safety Requirements for Powered Platforms for Building Maintenance 2.1.8 PSC Engineering Document E-GEN-500 - Rail Clamp Capacity Test 2.1.9 PSC Engineering Document CR-N991-100, "Predicted Base Forces For The 30th Year Containment IWL Inspection" 2.1.10 PSC Engineering Document CR-N1002-010, "SQ 11.1 Restressing" 2.1.11 PSC Engineering Document CR-N1002-010, "SQ 12.1 Grease Void Volumes" 2.1.12 PSC Engineering Document CR-N1002-100, "Upper Support Frame Set Position Design" 2.1.13 PSC Engineering Document CR-N1002-101, "Upper Support Frame Moving Position Design" 2.1.14 PSC Engineering Document CR-N1002-102, "Work Platform Design" 2.2 REFERENCE DRAWINGS 2.2.1 S - 425 - 001 IWE/IWL Inspection Concrete Layout 00 to 1800 2.2.2 S - 425 - 002 IWE/IWL Inspection Concrete Layout 1800 to 3600 2.2.3 S - 425 - 003 IWE/IWL Inspection Exterior Dome Layout 2.2.4 S - 425 - 004 IWE/IWL Inspection Vertical Tendon Layout 2.2.5 S - 425 - 005 IWE/IWL Inspection Hoop Tendon "13" Layout 2.2.6 S - 425 - 006 IWE/IWL Inspection Hoop Tendon "42" Layout 2.2.7 S - 425 - 007 IWE/IWL Inspection Hoop Tendon "53" Layout 2.2.8 S - 425 - 008 IWE/IWL Inspection Hoop Tendon "64" Layout 2.2.9 S - 425 - 009 IWE/IWL Inspection Hoop Tendon "51" Layout 2.2.10 S-425- 0010 IWE/IWL Inspection Hoop Tendon "62" Layout 2.2.11 S - 425 - 0011 IWE/IWL Inspection Dome Tendons Layout - Plan 2.2.12 S-425 - 0012 IWE/IWL Inspection Dome Tendons Layout - Elevation 2.2.13 S - 425 - 0020 IWE/IWL Inspection Tendon Detail 2.2.14 SC - 421 - 041 Reactor Building Ring Girder Concrete Outline - Plan and Sections Calculation S07-0033 Revision 0 Page 5 of 325
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08/15/07
3.0 BACKGROUND
3.1 CONTAINMENT ARRANGEMENT 3.1.1 The Crystal River Unit 3 containment building is a post-tensioned and reinforced concrete structure comprised of a vertical cylinder with a hemispherical dome roof, and is supported on a conventional reinforced concrete foundation slab.
3.1.2 The containment structure post-tensioning system provides sufficient external pressure load on the containment structure to balance the internal, pressure of the structure as well as the design basis accident internal containment pressure.
3.1.3 The containment post-tensioning system consists of:
3.1.3.1 Approximately 144 vertical tendons in the cylinder wall anchored at the top surface of the ring girder and at the bottom of the base slab; 3.1.3.2 Approximately 282 hoop tendons in the cylinder wall anchored alternately at 120 degrees to each other.
Each tendon encloses 120 degrees of arc and is anchored at two of the six vertical buttresses.
3.1.3.3 Three groups of 41 dome tendons (total 123 tendons) alternately oriented at 120 degrees to each other and anchored at the vertical face of the ring girder; 3.1.4 Each tendon consists of nominally 163 7mm diameter high strength low relaxation wires with buttonhead anchorages. The tendons are housed in individual spirally wrapped, corrugated, thin wall sheet metal sheathing connected to a steel bearing plate and trumplet at each end. The sheathing is cast into the containment structure concrete walls and dome. The tendons are capped at each anchorage with a sheathing filler cap and the tendon sheathing and caps are filled with corrosion preventing grease.
FIGURE 1: TYPICAL SURVEILLANCE SETUP CatiLUation S07-0033 Revision 0 Page 6 of 325
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-SURVEILLANCE ENGINEERING PACKAGE DOCUMENT TITLE:
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30TH YEAR TENDON SURVEILLANCE AT CRYSTAL RIVER DATE:
08/15107 3.1.5 Inspection Equipment 3.1.5.1 In order to perform the work required, PSC will supply the following equipment in order to perform the inspection activities. This list is for information only and equipment may be added or subtracted as needed.
1400 Ton Hydraulic Rams Jack Chairs High Pressure Hydraulic Pumps Jack chair extensions 163 wire stressing adapters Pull rods with nuts Inspection platforms (2)
Upper Support Frames (2) 5 ton electric chain hoists (2)
Spider baskets/platforms Hydraulic hoses - 20' long 0-10000 psi Hydraulic Gauges Heise Digital Hydraulic Gauge Misc. Electrical Transformers Tractel Motor Assemblies 2 Ga. OTC pump Jib supports Hydraulic wire puller 1" diameter guide pins 1" diameter eye bolts Trolleys 11/2" diameter brass shut-off valves Shop and field pulling caps Anchorhead lifting ring 55 gallon empty drums 110 volt electric cable 480 volts electric cable Buttonhead puller Smooth wire puller Surveillance tool trailer Grease can plugs Graco grease pump Grease hose 1V/2' x 50' 55 gallon drum heater Office Trailer Mobile crane 3.1.6 Access Equipment 3.1.6.1 In order to access the hoop and dome tendons, two Upper Support Frames (hereafter referred to as USF) will be installed on the containment dome rails. Each USF will have a 5-Ton hoist running on a monorail to facilitate the positioning of the hydraulic stressing ram. A work platform will also be hung from each USF attached to four drive motors, which will raise and lower the platform into working position. The entire USF assembly will utilize rollers, which will allow it to travel circumferentially around the dome in order to access all selected tendons.
FIGURE 2: UPPER SUPPORT FRAMES INSTALLED ON CONTAINMENT DOME ClLýAn S07-0033 Revision 0 Page 7 of 325
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3 0 TH YEAR TENDON SURVEILLANCE AT CRYSTAL RIVER DATE:
08/15/07 3.1.6.2 The setup and design information for the Upper Support Frames and work platforms is included in section 8.0 of this document.
3.1.7 Stressinq Equipment 3.1.7.1 In order to perform stressing activities on the selected tendons (i.e. monitoring tendon forces, detensioning, and retensioning) PSC will provide the required 1400-ton hydraulic ram setups. Each setup includes:
3.1.7.1.1 A calibrated hydraulic cylinder used for stressing, whose calibration is traceable to the National Institute of Standards and Technology (NIST).
3.1.7.1.2 A jack chair used to support the cylinder against the bearing plate as well as facilitate the removal and installation of stressing shims.
3.1.7.1.3 A pullrod/nut combination to convert the compressive force of the cylinder to a tensile force being applied to the tendon 3.1.7.1.4 A 163-wire stressing adapter to couple the pulling rod to each selected tendon's anchorhead.
3.1.7.1.5 A two stage high pressure hydraulic pump to power the cylinder 3.1.7.1.6 A calibrated field gauge for reading the pressure applied 3.1.7.2 Extreme caution shall be taken to ensure that the stressing adapter is fully engaged with the anchorhead in order to eliminate the potential for overstressing of the anchorhead threads.
4.0 SCOPE OF WORK 4.1 TENDON SELECTION REQUIREMENTS 4.1.1 The specific requirements for selection of the scope of work as well as specific requirements and acceptance criteria for the performance of the inspection for the 8th period (3 0th Year) Tendon Surveillance are defined by The Crystal River Technical Specifications, the Code of Federal Regulations 10 CFR 50.55a and ASME Section XI, Sub-Section IWL, define the specific requirements for selection of the inspection tendons.
4.2 TENDON SELECTION 4.2.1 Tendons were selected for the eighth surveillance period by Progress Energy Florida and distributed to Precision Surveillance Corporation. Tendons to be examined are selected on a random basis among the tendons that have not been examined during previous inspections, except for one tendon from each group, which is designated as the common tendon and is examined during each surveillance.
4.2.1.1 Eleven tendons were selected for this surveillance consisting of 5 hoop tendons, 3 vertical tendons, and 3 dome tendons. In addition to the eleven surveillance tendons, one tendon from each group (vertical, hoop, dome) was selected as an alternate. The alternate tendons will only be inspected in the event that one of the surveillance tendons is found to be inaccessible. Table 1 below lists the tendons selected for the current surveillance as well as the inspections that will be performed on each tendon.
4.2.2 In the event that the acceptance criteria are not met for a certain tendon, it may be necessary to inspect either one or both tendons adjacent to the selected tendon. The criteria and need for this inspection are outlined in the applicable governing codes (see references 2.1.2, 2.1.3, and 2.1.4) as well as the surveillance procedure. The adjacent tendons are listed in Table 2.
Calculation S07-0033 Revision 0 Page 8 of 325
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PRE-SURVEILLANCE ENGINEERING PACKAGE PROJECT TITLE:
30 YEAR TENDON SURVEILLANCE AT CRYSTAL RIVER DATE:
08/15/07 TABLE 1 : SCOPE OF WORK
'VISUAL PHYSICAL
'TENDON END' 00,-
CD 0e C
0 COMMENTS
- C.
'An co) ch Cn
( 0 W0 12V01 D&G S
COMMON, STEAM ZONE @ DOME 45V20 D&G ORIGINAL SCOPE 61V17 D&G DETENSION 34V17 D&G ALTERNATE 13H36 BT.1&3 1 &
42H46 BT. 2 & 4 STEAM ZONE @ BT2 46H21 BT. 4 & 6 0
COMMON 51H34 BT. 5 & 1 DETENSION, STEAM ZONE @BT1 62H30 BT. 6 & 2 0
0 0
STEAM ZONE @BT 2 46H07 BT. 4 & 6 ALTERNATE D129 BT. 3 & 5 0
STEAM ZONE @BT3 D212 BT. 1 & 3 COMMON D238 BT. 4 & 6 DETENSION D337 BT. 1 &5 ALTERNATE LEGEND SQ 6.0 - GREASE CAP REMOVAL SQ 9.0 - MONITOR TENDON FORCE SQ 6.1 - INSPECTION FOR WATER SQ 10.2 - TENDON WIRE INSPECTION SQ 7.0 - AQUIRE GREASE SAMPLES SQ 10.3 - TESTING TENDON WIRES SQ 8.0 - ANCHORAGE INSPECTION SQ 11.0 - RETENSION TENDONS SQ 8.3 - CONCRETE INSPECTION SQ 12.1 - GREASE REPLACEMENT TABLE 2: ADJACENT TENDONS TENDON END COMMENTS' TENDON
ý,- END COMMENTS',
61 V24 12V02 45V19 45V21 61V16 61V18 34V16 34V18 13H35 13H37 42H45 42H47 46H20 46H22 D&G D&G D&G D&G D&G D&G D&G D&G BT. 1 & 3 BT. 1 & 3 BT. 2 & 4 BT. 2 & 4 BT. 4 & 6 BT. 4 & 6 ADJACENT ADJACENT ADJACENT ADJACENT ADJACENT ADJACENT ADJACENT ADJACENT ADJACENT ADJACENT ADJACENT ADJACENT ADJACENT ADJACENT 51 H33 51H35 62H29 62H31 46H06 46H08 D128 Dl 30 D211 D213 D237 D239 D336 D338 BT. 5 & 1 BT. 5 & 1 BT. 6 & 2 BT. 6 & 2 BT. 4 & 6 BT. 4 & 6 BT. 3 &5 BT. 3 & 5 BT. 1 &13 BT. 1 &3 BT. 4 & 6 BT. 4 & 6 BT. 1 &5 BT. 1 &5 ADJACENT ADJACENT ADJACENT ADJACENT ADJACENT OF ALTERNATE ADJACENT OF ALTERNATE ADJACENT ADJACENT ADJACENT ADJACENT ADJACENT ADJACENT ADJACENT ADJACENT I.duTjIdt(Mf ZRIJ I-mmlA Revision 0 Page 9 of 325
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3 0 TH YEAR TENDON SURVEILLANCE AT CRYSTAL RIVER 4.3 TENDON LAYOUT 4.3.1 In order to properly locate the correct tendon in the field, layouts of the selected surveillance tendons as well as alternates have been performed. There is a plan and elevation view showing the tendons as well as surrounding buildings. The tendon layouts are shown below in Figures 3, 4 and 5.
r q ý ný a 0
0 IGURE R
I.-V I N
-n Cm C')
- NOTE*
All tendon Locations shall be verified in the field.
CRYSTAL RIVER UNIT 3 180° 8th Period (30th Year) Tendon Surveillance Tendon Layout Plan Calculation S07-0033 Page 10 of 325
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PRE-SURVEILLANCE ENGINEERING PACKAGE PROJECT TITLE:
3 0 TH YEAR TENDON SURVEILLANCE AT CRYSTAL RIVER DATE:
08/15/07 Progress 6.,,o,,,,I Energy FIGURE 4: CR03 8TH PERIOD SURVEILLANCE - TENDON LAYOUT -
ELEVATION 00 TO 1800 BUTTRESS 1 BUTTRESS 2 BUTTRESS 3 00 600 1200 z
900 N
II I
.I BUTTRESS 4 1800 STEAM SAFETY ZONE CRYSTAL RIVER UNIT 3 8th Period (30th Year) Tendon Surveillance Tendon Layout Elevation - 0 to 180"
- NOTE*
All tendon Locations shall be verified in the field.
Calculation S07-0033 Revision 0 Page 11 of 325
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DOCUMENT TITLE:
PROJECT TITLE:
CR-N 1002-500 REVI]
PRE-SURVEILLANCE ENGINEERING PACKAGE 3 0 TM YEAR TENDON SURVEILLANCE AT CRYSTAL RIVER FIGURE 5:OCR03 8TH PERIOD SURVEILLANCE -- TENDON LAYOUT -- ELEVATION 1800 TO 3600 FIGURE 5: CR03 8TH PERIOD SURVEILLANCE - TENDON LAYOUT - ELEVATION 1801 To 3601 BUTTRESS 4 1800 BUTTRESS 5 2400 BUTTRESS 6 3000 z
flJU I
CC~)
Uj m, 1-C1 L...
BUTTRESS 1 0o L
FUEL RESTRICTION
- 1 CRYSTAL RIVER UNIT 3 8th Period (30th Year) Tendon Surveillance Tendon Layout Elevation - 180': to 360:
- NOTE*
All tendon Locations shall be verified in the field.
Calculation S07-0033 Revision 0 Page 12 of 325
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3QT YEAR TENDON SURVEILLANCE AT CRYSTAL RIVER DATE.
08/15/07 5.0 MONITOR TENDON FORCES 5.1 PERFORMING LIFT-OFF TESTING 5.1.1 In order to check the force being held by each of the selected surveillance tendons a Lift-off test will be performed. This process will be performed in accordance with the PSC supplied In-Service Inspection Procedure. A lift-off is achieved by transferring the tension on the tendon from its shim stack to the hydraulic ram. Once the tension has been transferred, the force is calculated from the internal pressure of the hydraulic ram. The steps involved in performing a liftoff are as follows:
5.1.1.1 The hydraulic pressure will be applied to the ram until lift-off is achieved.
5.1.1.2 After achieving lift-off 2 feeler gauges (0.030 inch) shall be inserted about 180 degrees apart, between the anchor head and the top shim.
5.1.1.3 The pressure will then be reduced to transfer the load back to the shim stack.
5.1.1.4 Pressure will be applied to the tendon until the feeler gauge can be pulled out with some effort.
5.1.1.5 These steps will then be repeated until three consecutive readings within the specified tolerance are achieved.
5.1.1.6 The pressure used to achieve liftoff is then converted to the force for that tendon using the hydraulic ram calibration data, which is traceable to NIST, and the normalization factor and compared to the predicted force for that tendon to verify acceptability.
5.1.2 The predicted forces and normalization factors for each surveillance tendon, as well as the tendons adjacent to it, have been calculated and included in Attachment C and are summarized below in Table 3.
TABLE 3: SQ 9.1 - PREDICTED FORECS
SUMMARY
0 L
Z Cn wL 5w a, 0
0Z0L
, 5L FV W <
W <w 0ý<
0 L
x<
W <
0N LL.
61V24 1529 1452 1376
-14 13H35 1373 1304 1235
+56 12V01 1525 1449 1372
-9 13H36 1484
.1410 1336
-56 12V02 1596 1516 1437
-80 13H37 1368 1299 1231
+61 45V19 1484 1409 1335
+31 62H29 1421 1350 1279
+7 45V20 1507 1432 1357
+7 62H30 1413 1342 1272
+14 45V21 1533 1456 1380
-19 62H31 1475 1401 1328
-46 61V16 1523 1447 1371
-8 D128 1268 1205 1141
+53 61V17 1498 1423 1348
+17 D129 1287 1223 1159
+34 61V18 1493 1418 1344
+21 D130 1261 1198 1135
+60 46H20 1467 1394 1321
-39 D211 1305 1239 1174
+18 46H21 1441 1369 1297
-12 D212 1305 1240 1175
+15 46H22 1486 1412 1337
-57 D213 1312 1246 1180
+10 51H33 1392 1323 1253
+36 D237 1426 1335 1283
-104 51H34 1487 1413 1339
-59 D238 1348 1281 1213
-26 51H35 1348 1281 1213
+79 D239 1409 1338 1268
-88 42H45 1473 1399 1325
-44 42H46 1456 1383 1310
-28
= SURVEILLANCE TENDON 42H47 1425 1354 1283
+3
= ADJACENT TENDON Calculation S07-0033 Revision 0 Page 13 of 325
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08/15/07 Progress
_DT
/Energy 6.0 RETENSION TENDONS 6.1 DETENSIONING, WIRE REMOVAL, AND RETENSIONING OF TENDONS 6.1.1 One tendon out of each group (vertical, hoop, and dome) is selected to have a wire removed and tested.
This process will be performed in accordance with the PSC supplied In-Service Inspection Procedure. In order for this to be accomplished the following will happen:
6.1.1.1 Liftoff-testing will be completed to ensure the tendon's force is at an acceptable level.
6.1.1.2 Once the liftoff has been completed, the force will be transferred to the hydraulic ram and all of the shims will be removed.
6.1.1.3 After the shims have been removed, the pressure will then be released from both ends of the tendon until there is no longer any force on it. This is the detensioning of the tendon.
6.1.1.4 While the tendon is in the detensioned state, a sample wire is removed and scheduled for physical testing as required by IWL-2523.
6.1.1.5 Once the wire has been removed, the tendon is then restored to an acceptable force by pressurizing the ram and replacing the stressing shims.
6.1.2 In order to perform an acceptable restressing operation, the following parameters must be calculated since the tendon has one less effective wire (because of the removed test wire).
6.1.2.1 The new Pre-Tension Force (PTF) 6.1.2.2 The new Overstress Force (OSF) which is 80% of the tendons Gross Ultimate Tensile Strength (GUTS) 6.1.2.3 The new elongations at each of the measurement stops and at OSF 6.1.3 All of the new restressing calculations are included in Attachment D and the parameters are summarized in Table 4 below.
TABLE 4: SQ 11.1 -
RESTRESSING DATA PRVOUL AT RETENSIONING.Z PR VOZL 0
0 Tj
_(n U
<P
_ 0 C5 1
6.U4 162 354 1855 1.92 6.76 160 350 183 1.9 6Z7 51H34 362 1866 161 357 1843 1.67 5.81 10.25 160 355 1832 1.70 5.87 162 357.1 1854.6 1.34 4.64 D238 359 1866 161 354.9 1843.1 1.36 4.68 8.25 160 352.7 1831.7 1.38 4.73 Calculation S07-0033 Revision 0 Attacnment 2 Page 14 of 325
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PRE-SURVEILLANCE ENGINEERING PACKAGE PROJECT TITLE:
3 0 TH YEAR TENDON SURVEILLANCE AT CRYSTAL RIVER DATE:
08/15/07 7.0 GREASE VOID VOLUMES 7.1 GREASE REPLACEMENT 7.1.1 Once all inspections have concluded, any sheathing filler (grease) that was lost during the inspections must be replaced. Throughout the inspection all grease that is removed is documented. The required methods of refilling, as well as the acceptance requirements for amount refilled, are dependent upon the percentage of the total void that is lost. In order to calculate this percentage, the grease void volume has been calculated for each selected surveillance tendon as well as both of its adjacent tendons. The grease void calculations are included in Attachment E and are summarized below in Table 5.
TABLE 5: SQ 12.1 -
GREASE VOID VOLUMES
+.
0 00 0
0
~
0 0
j 0.
LU F
W 0
0 W
0O<
61 V24 144.09 14.41 1311135 121.77 12.18 D128 118.31 11.83 12V0l 143.97 14.40 13H36 121.67 12.17 D1 29 116.41 11.64 12V02 144.12 14.41 13H37 122.18 12.22 13130 116.12 11.61 45V1 9 144.51 14.45 42H45 121.40 12.14 D211 115.58 11.56 45V20 144.47 14.45 42H46 122.57 12.26 D212 115.99 11.60 45V21 144.05 14.40 42H47 121.84 12.18 D213 116.85 11.69 61V16 144.36 14.44
.~46H20 121.37 12.14 D237 104.93 10.49 61V17 144.74 14.47 46H21 122.06 12.21 D238 102.59 10.26 61V18 144.15 14.42 46H22 122.43 12.24 D239 100.43 10.04 34VI 6 145.50 14.55 51 H33 121.94 12.19 D336 107.62 10.76 34V17 145.67 14.57 51 H34 120.88 12.09 D337 106.08 10.61 34V1 8 144.97 14.50 51 H35 122.21 12.22 D338 103.92 10.39 62H1-29 121.93 12.19 62H30 121.75 12.17 62H31 122.13 12.21 46H06 122.00 12.20 46H07 121.18 12.12
= SURVEILLANCE TENDON 46H08 121.46 12.15
= ADJACENT TENDON Calculation S07-0033 Revision 0 Page 15 of 325
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08/15/07 8.0 UPPER SUPPORT FRAME & WORK PLATFORM DESIGN 8.1 EQUIPMENT ARRANGEMENT 8.1.1 The two Upper Support Frames (a.k.a. USF) will be installed on top of the containment rail system. The USF will support the work platform with four drive cables and four safety cables, as well as a hydraulic stressing ram hanging from a 5-Ton hoist. See Figures 6 and 7 below for the setup of components and dimensions respectively.
FIGURE 6: USF & WORK PLATFORM COMPONENT SETUP TRACTEL MOTOR ASSEMBLY MONORAIL W/ HQIST
-/"
STEEL PLATE COUNTERWEIGHT 22.5 KIP TOTAL (1)- 4 KIP CONCRETE COUNTERWEIGHT (4)-o /16" DRIVE CABLES (4)-0 9/16" SAFETY CABLES (NOT SHOWN) 8.1.2 The work platform will be raised/lowered by four Tractel 2050XE drive units. The Tractel units have a man-riding capacity of 4 kips each, for a total of 16 kips when using a single part line. The drive and safety cables (each a set of 4 cables) will consist of 9/16" diameter wire rope. The steel cable has a minimum breaking strength of 40 kips, for a total ultimate strength of 160 kips (for each set). This means in this configuration, the support cables have a safety factor of 10.
8.1.3 The Tractel drive units will be arranged on a separate assembly unit, which will attach to the top flanges of the USF. This allows for the placement of the basket in an optimal location for the work being performed.
The entire assembly, including framing, drive units, and 200 feet of drive cables, weighs 4.4 kips.
8.1.4 A spider basket may be hung from the USF to facilitate the transportation of personnel and material/tooling between the work platform and the containment dome or ground. The spider basket has a dead weight of 250 lbs. and a capacity of 1,000 lbs. This setup will exert a maximum of 1,250 lbs. of force on the USF when installed.
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08/15/07 Progess Energy_
8.1.5 The hydraulic ram will be supported from a 5-ton capacity (10 kip working load) electric hoist. The hoist itself weighs 1.8 kips. In this configuration the maximum load the hoist could exert on the USF is 11.8 kips.
8.1.6 When the USF is in a set position (either working or storage) two outriggers at the outer edge of the USF will be lowered to the concrete to increase its support base width. These outriggers will consist of structural tube stub columns connected to worm gear screw jacks. The screw jacks will be outfitted with a standard hex bolt connection so that they can be raised and lowered using a standard ratchet or impact wrench.
The screw jacks are model M15-U-T-12.0-L-B-TP made by T.K. Simplex, and have a working load capacity of 15-ton (30 kips).
8.1.7 The counterweight used for the system will be a combination of 22.5 kips of steel plate and 4 kip of concrete. Also, the platform will be tied down to the containment rails using PSC custom tie downs (Reference PSC Calculation E-GEN-500 - Rail Clamp Capacity Test). The tie downs are designed and tested for a maximum force of 40 kips each. The total hold-down force for this frame will be 106.5 kips
{22.5+4+40+40 = 106.5 kips}.
FIGURE 7: USF DIMENSIONS Calculation S07-0033 Revision 0 Page 17 of 325
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08/15/07 8.2 DESIGN LOADS TABLE 6 :USF DESIGN LOADS Load Description Wea Uigt FQuantity..taI Weight Class Totals Platform Self-Weight D.L.
3,850 lbs.
1 3,850 lbs.
3,850 lbs.
Personnel L.L.
250 lbs.
4 1,000 lbs.
New/Scrap Grease Drum L.L.
500 lbs.
1 500 lbs.
Shims L.L.
100 lbs.
1.
100 lbs.
2,600 lbs.
Tools L.L.
250 lbs.
1 250 lbs.
Hydraulic Jack Pump L.L.
750 lbs.
1 750 lbs.
Total Work Platform Weight =
6,450 lbs.
Quantity of Magnitude of Loa Dscipton Clss Load
.~Loads Loadsi Com ent MagntudeApplied in Apidi RISA RISA Platform Live Load L.L.
2.6 kips 80 sq. ft.
0.033 ksf Hydraulic Pump L.L.
0.75 kips 1
0.75 kips Miscellaneous Live Load L.L.
0.5 kips 80 sq. ft.
0.006 ksf 5:1 Platform Live Load L.L.
13.0 kips 80 sq. ft.
0.163 ksf Quantity ofMgiueo Lod esritin Class Load Loads Loads Cm et Magnitude Applied in Applied ino
________________ ~RISA RISA~
Platform Dead D.L.
3.85 kips 4
0.96 kips Platform Live L.L.
2.6 kips 4
0.65 kips Tractel Support Basket D.L.
4.4 kips 4
1.1 kips Trolley/Hoist L.L.
11.8 kips 1
11.8 kips Steel Counterweight D.L.
22.5 kips.
8.0 ft.
2.813 kip/ft Concrete Counterweight D.L.
4.0 kips 2
2.0 kips 30mph Wind X-Dir (W^/3 0)
W. L.
1.79 kips 64.78 ft.
0.028 kip/ft 30mph Wind Z-Dir (Wj_30)
W.L 1.54 kips 40.44 ft.
0.038 kip/ft 150mph Wind X-Dir (W,1150 )
W. L.
18.19 kips 64.78 ft.
0.281 kip/ft 150mph Wind Z-Dir (W, 1 50 )
W.L.
12.22 kips 40.44 ft.
0.302 kip/ft DBE Earthquake (ELX)
E.L.
6.75 kips 53.34 ft.
0.127 kip/ft DBE Earthquake (ELy)
E.L.
1.78 kips 90.84 ft.
. 0.020 kip/ft DBE Earthquake (ELZ)
E.L.
6.75 kips 37.5 ft.
0.180 kip/ft MHE Earthquake (ELx)
E.L.
17.38 kips 53.34 ft.
0.326 kip/ft MHE Earthquake (ELy)
E.L.
5.3 kips 90.84 ft.
0.058 kip/ft MHE Earthquake (ELZ)
E.L.
17.38 kips 37.5 ft.
0.463 kip/ft Calculation S07-0033 Revision 0 Page 18 of 325
ýJO DOCUMENT NUMBER:
CR-N1002-500 DOCUMENT TITLE:
PRE-SURVEILL PROJECT TITLE:
30" YEAR TEiN REVISION:
0 PAC
.ANCE ENGINEERING PACKAGE DON SURVEILLANCE AT CRYSTAL RIVER DATE:
08/15/07 8.3 LATERAL LOADS 8.3.1 Two Dercent (2%) of Operatina Weiciht:
[(10' + 6.45 + 1 1.8 K + 2 6.5 K)*0. 0 2 ] = 1.1 0K (Conservative)
USF Platform Hoist Counterweight DL DL+LL 8.3.2 Wind Loadinq 8.3.2.1 The wind loading for the USF has been calculated in two directions for two different wind speeds. The first wind speed is 30 mph and the second is 150 mph. The 30mph condition is evaluated under working conditions, while the 150mph condition is evaluated when the platform is secured and uninhabited. The wind loads are applied perpendicular to containment (along the radius) and parallel to the containment building (tangent to the circle) in order to ensure the structure's ability to withstand these forces, and the tie-down system's ability to secure the USF on top of the containment building. 2%
of the operating weight is also included in the wind load calculation to account for any accidental impact loading. The variables and dimensions used for calculating the design wind loads are tabulated in Tables 7 and 8 below, respectively.
TABLE 7 :WIND LOADING VARIABLES SDes*riPtion
.Var~le'
. Value Basic Wind speed V
30 / 150 mph Wind Directionality Factor Kd 1.0 Importance Factor
/
1.15 Exposure Category D
Building Height z
195' Velocity Pressure Coefficient K,
1.61 Topographic Factor Kzt 1.0 Gust Effect Factor G
0.8 Enclosure Classification OPEN Internal Pressure Coefficient
- GCp, 0.0 External Pressure Coefficient Cf 1.6 TABLE 8 :WIND LOADING DIMENSIONS Physical Dimensions Parallel to Perpendicular to Containment Containment Projected 125.26 sq. ft.
81.48 sq. ft.
Area (Ar)
Length that Wind Load is Applied 64.78 ft.
40.44 ft.
in RISA (L.)
- Areas and Lengths calculated from AutoCAD 8.3.2.2 30mph condition:
8.3.2.2.1 Velocity Pressure Calculation:
qz = 0.00256KzKztKdV 2 1 qz 3 0 = 0.00256(1.61)(1.0)(1.0)(30)2 (1.15) = 4.27 lb//2 qft 8.3.2.2.2 Design Wind load parallel to containment (W,130):
F = qzGCfAf Distributed Load Applied in RISA:
F1130 = (4.27)(0.8)(1.6)(125.26) = 684.6/b. = 0.6 8 4 6 K + 1.10K = 1.7 9 K F
1.79 W13°-
Lw 64.78 0.028 %
8.3.2.2.3 Design Wind load perpendicular to containment (W1 30 ):
F = qzGCfAf FL30 = (4.27)(0.8)(1.6)(81.48) = 445.3/b. = 0.4453k + 1. 1 0 K = 1.54K Distributed Load Applied in RISA:
F 1.54 = 0.038 W+/-3 Lw 40.44 ft Calculation S07-0033 Revision 0 Page 19 of 325
DOCUMENTNUMBER:
CR-N1002-500 REVISION:
0 PAGE:
17 DOCUMENT TITLE:
PRE-SURVEILLANCE ENGINEERING PACKAGE OTH PROJECT TITLE:
3 YEAR TENDON SURVEILLANCE AT CRYSTAL RIVER DATE:
08/15/07 8.3.2.3 150mph condition:
8.3.2.3.1 Velocity Pressure Calculation:
q
= 0.O0256KZKztKdV 2 q,1 5 0 = 0.00256(1.61)(1.0)(1.0)(1 50)2(1.15) = 106.6 lb 2
8.3.2.3.2 Design Wind load parallel to containment (W,,150 ):
F = qGCfAf Distributed Load Applied in RISA:
Fl,150 = (106.6)(0.8)(1.6)(125.26) = 17,091/b. = 1 7.0 9 K + 1.10K = 18.19K F
18.19 0.281 k/ft W115° Lw 64.78 8.3.2.3.3 Design Wind load perpendicular to containment (W_
1 150):
F = qGCfAf Distributed Load Applied in RISA:
F-150 = (106.6)(0.8)(1.6)(81.48)
= 11,118/b. =11.12K +1.10K = 1 2.2 2 K kL15 F
12.22 0.302 k Lw 40.44 -
8.3.3 Seismic Loading:
8.3.3.1 The seismic loading conditions have been calculated using peak spectral accelerations from previous experience in designing the upper support frames to determine the representative static loads. The load combinations consist of a static distributed load being applied to the top story of the frame in each of the three ordinate directions. Static loadings have been calculated for two different accelerations, a Design Basis Earthquake (DBE) and a Maximum Hypothetical Earthquake (MHE). The DBE condition is evaluated under working conditions, while the MHE is only evaluated when the USF is secured and the platform uninhabited: The seismic loads considered are extremely conservative considering the required acceleration of 0.05g required by Reference 2.1.6. The dead loads and dimensions used for calculating the design seismic loads are tabulated in Tables 9 and 10 below, respectively.
TABLE 9 :SEISMIc DEAD LOADS TABLE 10 :SEISMIc DIMENSIONS DEAD LOADS USED TO CALCULATE HORIZONTAL AND VERTICAL SEISMIC FORCES USF Dead 10.0K Counterweight 2 6.5K Tractel Support 4.4K Total D.L.
40.9K LENGTH THAT 'SEISMIC LOAD IS APPLIED IN RISA" (L,:)
X-DIRECTION 53.34 ft.
Y-DIRECTION 90.84 ft.
Z-DIRECTION 37.5 ft.
- Lengths calculated from AutoCAD 8.3.3.2 The frequency and period of the USF are calculated below.
Maximum Fundamental Period, T= Ta. Cv = CT. hn 4.Cv = 0.03.(14)Y4.1.7-- 0.37 1
1 Frame Frequency, f
=
2.71 = use 3.0.. Conservative T
0.37 Calculation S07-0033 Revision 0 Page 20 of 325
DOCUMENT NUMBER:
CR-N1002-500 REVISION:
0 PAGE:
18 DOCUMENT TITLE:
PRE-SURVEILLANCE ENGINEERING PACKAGE
,Li.,s,,,.'
PROJECT TITLE:
3 0 TH YEAR TENDON SURVEILLANCE AT CRYSTAL RIVER DATE:
08/15/07 rogress Energy 8.3.3.3 Peak spectral accelerations are listed below..-.Conservative (Reference 2.1.6)
Horizontal DBE = 0.33g Vertical DBE = 2/3.0.13g = 0.087g Horizontal MHE = 0.85g Vertical MHE = 2/3 0.39g = 0.259g 8.3.3.4 DBE Seismic Forces are calculated below.
ELx - 2.0.33.(10 + 26.5 + 4.4)= 6.75 K EL=
Y2 0. 0 8 7.( 1 0 + 2 6.5 + 4.4 ) = 1. 7 8 K ELz Y2.0.33.(10 + 26.5 + 4.4) 6.75K 8.3.3.5 MHE Seismic Forces are calculated below.
ELx = Y2. 0.8 5.( 1 0 + 2 6.5 + 4.4 )= 17.3 8 K ELy = Y2. 0. 2 5 9.(
1 0 + 2 6.5 + 4. 4 ) = 5.3 0K ELz = 1 2.0.85.(10 + 26.5 + 4.4) = 17.38 K 8.4 FRAME ANALYSIS 8.4.1 Member Design:
8.4.1.1 All of the members have been designed for both lateral and vertical loads by analyzing various loading conditions with RISA-3D Version 5.5. RISA-3D calculates the stresses in each member, with respect to the member size and designation, and checks them against the allowable stresses defined in the applicable code. All of the members for the USF and work platform have been designed in accordance with AISC 9 th Edition ASD [Reference 2.1.5] and ASME A120.1-2001 [Reference 2.1.7].
8.4.1,2 Section 3.3.4.1 of ASME Al 20.1-2001 states "At no time shall the rated load be placed in its most outboard position withoLit a system stability factor of 4." In the RISA-3D analysis, the AISC standard uses 60% of yield to determine the member's allowable stress. Therefore, in order to meet the previously stated requirement, PSC is using a load factor of 2.4 (4 x 60% = 2.4) to reach the 4 to 1 rating. (i.e., rated hoist load x 2.4/60% = rated hoist load x 4) for the overload calculation of the outrigger beams.
8.4.1,3 In the USF analysis, two separate models were evaluated. The first model, which includes "set position" in the title, is indicative of the setup the USF will have when in a stationary working position, as well as when stored while not in use. The second model represents the "moving position" in which the front outriggers have been lifted to facilitate the movement of the platform to a new working position.
Because of the very limited amount of time the USF will spend in the moving position, the extreme lateral loading cases (150mph & MHE) are not considered for that model.
8.4.1,3.1 In the analysis of the set position, sixteen different load combinations have been evaluated and they are detailed, along with the analysis in Attachment F. The model configuration, applied loads with corresponding code checks and reactions, and a tabulation of the envelope solution are also included in Attachment F. All of the load combinations have been considered, and the worst case code check for each member is displayed in the envelope solution. The allowable stress increase of 1/3 for lateral loading conditions have been applied to the appropriate load combinations. All of the member's stresses, code checks and boundary condition reactions are acceptable.
Calculation S07-0033 Revision 0 Page 21 of 325
DOCUMENT NUMBER:
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08/15/07 Progress Energy 8.4.1.3.2 In the analysis of the moving position, nine different load combinations have been evaluated and they are detailed, along with the analysis in Attachment G. The model configuration, applied loads with corresponding code checks and reactions, and a tabulation of the envelope solution are also included in Attachment G. All of the load combinations have been considered, and the worst-case code check for each member is displayed in the envelope solution. The allowable stress increase of 1/3 for lateral loading conditions have been applied to the appropriate load combinations. All of the member's stresses, code checks and boundary condition reactions are acceptable.
8.4.1.3.3 In the work platform analysis, two load combinations were analyzed: the working load and dead load plus five times the live load. All lateral loading on the platform itself is negligible due to the pendulum effect of hanging from cables. The model configuration, applied loads with corresponding code checks and reactions, and a tabulation of the load combinations' solution are included in Attachment H. All of the members' stresses, code checks and boundary condition reactions are acceptable.
8.4.2 Connections
8.4.2.1 Column Connections (Reference 2.1.5 - ASD 9 th Ed, Pgs. 4-116 to 4-122)
Maximum Forces:
Check Bolt Capacity:
Check remaining Shear Bolts:
Check Flange to Plate Weld:
Check End Plate:
Shear = -11. 4K, Moment = 20.22 M
20.22.12 (d - tfb)
(8.25 - 0.5625) 4 0 1" A325 Bolts = 4(34.6K) = 13 8.4 K > 31. 5 6 K
.-.ACCEPTABLE 4 0 1" A325 Bolts = 4 (1 6.5K) = 6 6.0 K > 1 1.4K max
.-.ACCEPTABLE 31.56 q
[2(8.0625 + 0.5625) - 0.375]0.928 Existing 1/4" welds, D = 4 > 2.02.%ACCEPTABLE Re = 2.375 - 1.0- 0.707(.1875) = 1.99in.
4 Ca = 1.13 forFy = 36ksi Cb= 8.06:25 1 00 F8 Af 8.0625..5625 1.70 Aw
[8.25 - (2.0.5625)]. 0.375 Pe 1.99
=1.99 db 1.0 FIGURE 8: COLUMN CONNECTION W8X40-(8) -0 1 A325 Bolts 8Y6 1
152 81' am = 1.13.1.00. (1.70)113.(1.99)1/4 = 1.602 Me = 1.602.31.56. (1.99 / 4) = 25.2kip - in Check eb to6 2 25.2 Req'd Plate Thickness: tp 27.8 0.837in < 1.0 in existing..ACCEPTABLE Check Web to Plate Weld:
Beam Stiffeners:
Required weld to develop maximum web tension stress (Fy = 21.6 ksi) 21.6.0.375 Dreqd =
2-8
= 4.36 < 6, existing 3/8" weld.-.ACCEPTABLE Drqd 2.0.928 1/2" stiffeners welded to both flanges and web with 3/16" weld both sides are ACCEPTABLE by engineering judgment Calculation S07-0033 Revision 0 Page 22 of 325
1\\ ý DOCUMENTNUMBER:
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0 PAGE:. 20 DOCUMENT TITLE:
PRE-SURVEILLANCE ENGINEERING PACKAGE Energy_
PROJECT TITLE:
3()TH YEAR TENDON SURVEILLANCE AT CRYSTAL RIVER DATE:
08115/07 Proijress 8.4.2.2 All other framing:
Minimum of (4) - 0 3/4" Bolts Shear Capacity of 0 3/4" A325 Bolt = 9.3K -> 4 (9.3K) = 37.2' Tensile Capacity of 0 3/4" A325 Bolt = 1 9.4 K --> 4(19. 4K) = 77.6'
.-.ACCEPTABLE by engineering judgment.
8.4.3 X-Bracino
8.4.3.1 The X-bracing is made up of several rigging components, which have an ultimate capacity able to withstand the maximum forces generated in the bracing due to all the lateral loading conditions. Below, Figure 9 depicts the typical bracing setup, with the ultimate capacities of each component listed. In the design below, the ultimate capacity of the system has been taken as 47.5 kip, because that is the capacity of the weakest link.
FIGURE 9: X-BRACING SYSTEM 1" EYE NUT CAPACITY = 53K 3/4" SHACKLE CAPACITY = 47.5K 3/4" WIRE ROPE CHOKER CAPACITY = 56K RATCHET BINDER CAPACITY 48K 3/ SHACKLES CAPACITY = 47.5K SYSTEM ULTIMATE CAPACITY = 47.5K 8.4.3.2 The maximum force the X-Bracing (members M17, M18, M19, M20) will have to sustain as calculated by the envelope solution of the set position is as follows:
Maximum Tensile Force = 3 8.2 5 7 K< 4 7.5K.. ACCEPTABLE
8.4.4 Tie-Downs
8.4.4.1 The back end of each frame will be tied down to the containment building rails in two places (one each side) using PSC's rail clamp system, or a system that is similar. The total capacity as defined in Reference 2.1.8 is 40 kip for each tie down. A system that is used in lieu of the system in Reference 2.1.8 will be designed and tested acceptably to withstand 40 kip as well.
8.4.4.2 The maximum downward reaction vector the rear tie down locations (Nodes N30 and N31 for the set position, and Nodes N32 and N33 for the moving position) will have to sustain is determined by reviewing the resulting reactions from each load combination solution. Tables 11 and 12 below summarize the vertical reaction vectors for all load cases in each model. The maximum downward reactions come from Load combination LC16 from the set position calculation. The PSC tie down system is more than capable of withstanding the required - 5.5 kip of hold down force.
Calculation S07-0033 Revision 0 Page 23 of 325
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CR-N1002-500 REVISION:
0 PAGE:
21
(".*.'*
..,/->
DOCUMENT TITLE:
PRE-SURVEILLANCE ENGINEERING PACKAGE
'*,*,.,7*"
PROJECT TITLE:
30TH YEAR TENDON SURVEILLANCE AT CRYSTAL RIVER DATE:
08/15/07 TABLE 11 : USF VERTICAL REACTIONS - SET POSITION Number LC 2 LC 3 LC 4 LC 5 LC 6 LC 7 LC 8 LC 9 LC 10 LC 11 LC 12 LC 13 LC 14 LC 15 LC 16 LC 17 DL DL+LL+Hoist In DL+LL+Hoist Out 4:1 Equivalent DL+LL+WLX30 DL+LL-WLX30 DL+LL+WLZ30 DL+LL-WLZ30 DL+LL+WLX150 DL+LL-WLX150 DL+LL+WLZ150 DL+LL-WLZ150 DL+LL+DBE(X)+DBE(Y)+DBE(Z)
DL+LL-DBE(X)-DBE(Y)-DBE(Z)
DL+LL+MHE(X)+MHE(Y)+MHE(Z)
DL+LL-MHE(X)-MHE(Y)-MHE(Z) 10.90 14.30 4.70 1.60 5.30 4.00 4.10 5.20 20.80 9.80 11.00 19.60 1.40 7,90 2.40
-5.80 10.90 14.30 4.60 1.60 4.00 5.30 4.10 5.20 9.80 20.90 11.00 19.60
-1.80 11.10
-5.50 2.10 11.00 14.80 24.40 31.40 25.90 23.00 25.00 23.90 27.80
-3.20 16.80 8.20 39.60 9.30 49.70
-2.50 11.00 14.80 24.40 31.40 23.00 25.90 25.00 23.90
-2.50 28.10 16.80 8.20 17.20 31.70
-8.10 55.30 TABLE 12: USF VERTICAL REACTIONS-MOVING POSITION Load Com~bination
- Vertical Reaction (kips)
Number
~
Description
,Joint N30 Joint N31 ~Joint N32 IJoint N33, LC 2 DL 17.90 17.90 4.00 4.00 LC 3 DL+LL+Hoist In 24.00 24.00 5.00 5.00 LC 4 4:1 Equivalent 35.40 35.40
-2.50
-2.50 LC 5 DL+LL+WLX30 25.80 22.30 5.30 4.70 LC 6 DL+LL-WLX30 22.30 25.80 4.70 5.30 LC 7 DL+LL+WLZ30 24.90 24.90 4.10 4.10 LC 8 DL+LL-WLZ30 23.20 23.20 5.90 5.90 LC 9 DL+LL+DBE(X)+DBE(Y)+DBE(Z) 44.10 16.80
-3.10
-1.50 LC 10 DL+LL-DBE(X)-DBE(Y)-DBE(Z) 4.00 31.30 13.20 11.40 Calculation S07-0033 Revision 0 Page 24 of 325
DOCUMENT NUMBER:
CR-N1002-500 REVISION:
0 PAGE:
22 DOCUMENT TITLE:
PRE-SURVEILLANCE ENGINEERING PACKAGE
~'
PROJECT TITLE:
3 0 TH YEAR TENDON SURVEILLANCE AT CRYSTAL RIVER DATE:
08/15/07 8.4.4.3 In addition to the rear tie downs, during the periods where the USF is left unattended for extended periods of time (i.e. overnight) the front columns (Nodes N32 and N33) will be secured to the front containment rail using rigging components similar to the X-bracing that have a minimum ultimate capacity of 25 kip. By reviewing the lateral reactions at Nodes N32 and N33 for all load combinations, the maximum reaction vector comes from Load combinations LC16 and LC17 from the set position calculation. Table 13 below summarizes the lateral reactions from all of the load combinations in the set position model. The maximum lateral reaction magnitude of 20.42 kip will be adequately resisted by the rigging components.
TABLE 13: USF LATERAL REACTIONS - SET POSITION Load Lateral Reactions (kips)
Comintin<:,
2:Joint N32 Joint N33 Lateral:
Lateral Number Description
~
Xl.Z Dir.
Reaction X Dir~ ZDir.
Reaction
_____ ~
Macinitude Magnitude, LC 2 DL 0.00 0.00 0.00 0.00 0.00 0.00 LC 3 DL+LL+Hoist In 0.00 0,00 0.00 0.00 0.00 0.00 LC 4 DL+LL+Hoist Out 0.00 0.00 0.00 0.00 0.00 0.00 LC 5 4:1 Equivalent 0.00 0.00 0.00 0.00 0.00 0.00 LC 6 DL+LL+WLX30
-0.10 0.10 0.14
-1.10
-0.10 1.10 LC 7 DL+LL-WLX30 1.40
-0.10 1.40 3.00 0.10 3.00 LC 8 DL+LL+WLZ30 0.00
-0.40 0.40 0.00
-0.40 0.40 LC 9 DL+LL-WLZ30 0.00 0.70 0.70 0.00 0.70 0.70 LC 10 DL+LL+WLX150
-0.90 1.00 1.35 10.30
-1.00 10.35 LC 11 DL+LL-WLX150 14.40
-1.10 14.44 2.60 1.10 2.82 LC 12 DL+LL+WLZ150 0.00
-2.90 2.90 0.00
-2.90 2.90 LC 13 DL+LL-WLZ150 0:00 5.80 5.80 0.00 5,80 5.80 LC 14 DL+LL+DBE(X)+DBE(Y)+DBE(Z)
-0.10
-2.20 2.20 6.70
-4.30 7.96 LC 15 DL+LL-DBE(X)-DBE(Y)-DBE(Z) 6.70 2.20 7.05 0.10 4.30 4.30 LC 16 DL+LL+MHE(X)+MHE(Y)+MHE(Z)
-0.20
-5.80 5.80 17.20
-11.00 20.42 LC 17 DL+LL-MHE(X)-MHE(Y)-MHE(Z) 17.20
-11.00 20.42 0.20
-5,70 5.70 8.4.5 Overturning Stability:
8.4.5.1 Stability factors have been calculated for three different load combinations on the USF. When in the set position, the stability factors were calculated for the working load condition as well as to check for the acceptance of the ANSI 4:1 overturning requirement. For the moving position, the frame is checked for the worst case loading while moving to ensure its stability. The stability factor is the ratio of the negative moment (overturning) to the positive moment (tie-downs/counterweight). Figures 10 and 11 depict the locations of each force, and Tables 14 through 16 calculate the stability factor for each load condition.
Calculation S07-0033 Revision 0 Page 25 of 325
DOCUMENT NUMBER:
DOCUMENT TITLE:
PROJECT TITLE:
CR-N1002-500 PRE-SURVEILLANCE ENGINEERING PACKAGE 3 0 TH YEAR TENDON SURVEILLANCE AT CRYSTAL RIVER FIGURE 10: SET POSITION OVERTURNING STABILITY CONC.
COUNTER WEIGHT TARI F Id IJEF I ATERAI RFA~TONR-SFT PORITION TABLE 14: USF LATERAL REACTIONS - -SET POSITION TABLE 15: USF LATERAL REACTIONS - SET POSITION Page 26 of 325
DOCUMENT NUMBER:
CR-N1002-500 DOCUMENT TITLE:
PRE-SURVEILL PROJECT TITLE:
3 0 TH YEAR TEIN ANCE ENGINEERING PACKAGE REVISION:
0 PAGE:
24
~Progress IVER DATE:
08/15/07 Energy IDON SURVEILLANCE AT CRYSTAL R FIGURE 11: MOVING POSITION OVERTURNING STABILITY FIGURE 11: MOVING POSITION OVERTURNING STABILI STEEL COUNTER WEIGHT BASKET BASKET
& SPIDERS 3.45' 9.45' TABLE 16: USF LATERAL REACTIONS - SET POSITION Calculation S07-0033 Revision 0 Page 27 of 325
7 DOCUMENTNUMBER:
CR-N1002-500: ATTACHMENT A REVISION:
0 PAGE:
i DOCUMENT TITLE:
ASME SECTION XI, 1992 EDITION WITH 1992 ADDENDA OTH PROJECT TITLE:
3 YEAR TENDON SURVEILLANCE AT CRYSTAL RIVER DATE:
08/15/07 ATTACHMENT A-- ASME SECTION XI, 1992 EDITION WITH 1992 ADDENDA Calculation S07-0033 Revision 0 Page 28 of 325
IWL-1000 IWL-l100 IWL-1200 IWL-1210 IWL-1220 IWL-2000 IWL-2100 IWL-2200 IWL-2210 IWL-2220 IWL,2220.1 IWL-2220.2 IWL-2230 IWL-2300 IWL-2310 IWL-2320 IWL-2400 IWL-2410 IWL-2420 IWL-2421 IWL-2500 IWL,2510 IWL-2520 IWL-2521 IWL-252 1.1 IWL-2522 IWL-2523 JWL-2523.1 IWL-2523.2 IWL-2523.3 IWL-2524 IWL-2524.1 IWL-2524.2 IWL-2525 IWL-2525.1 IWL-2525.2 IWL-2526 SUBSECTION IWL REQUIREMENTS FOR CLASS CC CONCRETE COMPONENTS OF LIGHT-WATER COOLED PLANTS Scope and Responsibility............................................
Scope....
Item s Subject to Exam ination..............................................
Exam ination Requirem ents Items.Exempt From Examination...........................................
Examination and Inspection......
Inspection Preservice Exam ination Exam ination Schedule Exam ination Requirements C oncrete Unbonded Post-Tensioning Systems.........................................
Preservice Examination of Repairs and Modifications Visual Examination, Personnel Qualification, and Responsible Engineer Visual Examination and Personnel Qualification Responsible Engineer.....................................................
Inservice Inspection Schedule..............................................
C oncrete Unbonded Post-Tensioning Systems....................................
Sites With Two Plants..............................................
Exam ination Requirem ents Examination of Concrete............................................
Examination of Unbonded Post-Tensioning Systems...........................
Tendon Selection E xem ptions................................
Tendon Force Measurements.........................................
Tendon Wire and Strand Sample Examination and Testing...................
Tendon Detensioning and Sample Removal..............................
Sample Exam ination and Testing...........................................
R etensioning Examination of Tendon Anchorage Areas....................................
V isual Exam ination Free Water Documentation..........................................
Examination of Corrosion Protection Medium and Free Water.................
Sam ples................................
Sam ple A nalysis..................................................
Removal and Replacement of Corrosion Protection Medium 251 251 251 251 251 252 252 252 252 252 252 252 252 252 252 252.1 252.1 252.1 252.1 253 253 253 253 253 253 255 255 255 255 255 255 255 255 255 255 256 256 249 A92 Calculation S07-0033 Revision 0 Page 29 of 325
IWL-3000 IWL-3,100 IWL-3.1 10 1WLU-3 1.I
,IWL-3 1.12 IW)L-3.11.3 IWL-31,20
.IWL-3200
.!WL-32 10 IWL-3211I IWL-32,12 IWL-3213 IWL-3220 IWL-322.l
.IWL-322 1.
,IWL-3221.
IWL-3221I IWL-322 1.
IWL-3222 IWL-3223 IWL-.3-300
.[WL-3310 IWL-3320 IWL-4000 tWL-4l 00 IWL-4 110
.IWL-4-120
.[WL-4200
.1WL-4210 IWL-4220 IWL-4230
.IWL-4300 IWL-5000 IWL-5 100 IWL-5200 IWL-5210
.IWL-5220
.[WL-5230 IWL-5240 IWL-5250
.rWL-5260
-IWL-.530()
.IWL-7000 IWL-7 100 IWL-71.10 IWL-71 20 Tables IWL-25(X-1 fWL-25'21-l IIWL-2525-Ii
.1 2
3 4
A cceptance Standards Preservice Exam ination.....
Concrete Surface Condition........
Acceptance by Examinations................................
Acceptance by Evaluation...................................
Acceptance by Repair..................................................
Unbonded Post-Tensioning System........................
Inservice Examination............
Concrete Surface Condition.........
Acceptance by Exam ination......
Acceptance by Evaluation.......
Acceptance by Repair...........................
Unbonded Post-Tensioning Systems.........
Acceptance by Exam ination Tendon Force Tendon W ire or Strand Samples Tendon Anchorage Areas..............
Corrosion Protection Medium...................................
Acceptance by Evaluation................................................
Acceptance by Repair or Replacement Evaluation..........................................................
Evaluation Report Review by A uthorities.............................
Repair Procedures...................................
I..................
G eneral Scope..........................................................
Repair/Replacement Program..........................................
Repair Plan................
C oncrete Repair.....
Repair of Reinforcing Steel..........................................
Repair of the Post-Tensioning System.....................
Exam ination 257 257 257 257 257 257 257 257 257 257 257 257 257 257 257 257 258 258 258 258 258 258 258 259 259 259 259 259 259 259 259 259 260 260 260 260 260 260 260 260 260 261 261 261 261 261 254 255
'256 System Pressure 'Tests.................
Scope...................
System Test Requirements General T est Pressure.................................................
Leakage Test...
Schedule of Pressure Test.......
Test Procedure and Examinations....................................
Cot-rective M easures....................
R eport R ep lacem ents...................................................
General Requirements Scope...............................................
Replaiement Program...
Examination Categories.................
Nnmber of Tendons Ibr Examination Corrosion Protection Medium Analysis..................................
A92*
250 Calculation S07-0033 Revision 0 Page 30 of 325
ARTICLE IWL-1000 SCOPE AND RESPONSIBILITY
.IWL-1 100 SCOPE (a) This Subsection provides the rules and require-ments for preservice examination, inservice inspection and repair of the reinfOrced concrete and the post-tensioning systems of Class CC components, herein, re-ferred to as concrete containments as defined by CC-1000.
(b) The rules and requirements of this Subsection do not apply to the following:
(1) steel portions not backed by concrete; (2) shell metallic liners; (3) penetration liners extending the containment liner through the surrounding shell concrete.
IWL-1200 ITEMS SUBJECT TO EXAMINATION IWL-1210 EXAMINATION REQUIREMENTS The examination requirements of this Subsection shall apply to concrete containments.
IWL-1220 ITEMS EXEMPT FROM EXAMINATION The following items are exempt from the examina-tion requirements of IWL-2000:
(a) tendon-end anchorages that are inaccessible, sub-ject to the requirements of IWL-2521.1; (b) portions of the concrete surface that are covered by the liner, foundation material, or backfill, or are otherwise obstructed by adjacent structures, compo-nents, parts, or appurtenances.
251 Calculation S07-0033 Revision 0 Page 31 of 325
ARTICLE IWL-2000 EXAMINATION AND INSPECTION IWL-2100 INSPECTION Examinations shall be verified by an Inspector.
IWL-2200 PRESERVICE EXAMINATION Preservice examination shall be performed in accor-dance with the requirements of IWL-2500.
IWL-2210 EXAMINATION SCHEDULE
'Preservice examination shall be completed prior to initial plant startup.
.IWL-2220 EXAMINATION REQUIREMENTS IWL.2220.1 Concrete (a) Preservice examination shall be performed in ac-cordance with IWL-2510.
(b) The preservice examination shall be performed
- following completion of the containment Structural In-tegrity Test.
IWL-2220.2 Unbonded Post-Tensioning Systems.
The following information shall be documented in the preservice examination records. This information may be extracted from construction records.
(a) Date on which each tendon was tensioned.
(b) Initial seating force in each tendon.
(c) For each tendon anchorage, the location of all
- missing or broken wires or stands and unseated wires.
(d) For each tendon anchorage, the location of all missing or detached buttonheads or missing wedges.
(e) The product designation for the corrosion pro-tection medium used to fill the tendon duct.
IWL-2230 PRESERVICE EXAMINATION OF REPAIRS AND MODIFICATIONS (a) When a concrete containment or a portion there-
. of is repaired or modified during the service lifetime of a plant, the preservice examination requirements shall be met for the repair or modification.
(b) When the repair or modification is performed while the plant is not in service, the preservice ex-amination shall be performed prior to resumption of service.
(c) When the repair or modification is performed while the plant is in service, the preservice examination may be deferred to the next scheduled outage.
IWL-2300 VISUAL EXAMINATION, PERSONNEL QUALIFICATION, AND RESPONSIBLE ENGINEER IWL-2310 VISUAL EXAMINATION AND PERSONNEL QUALIFICATION (a) VT-IC visual examinations are conducted to de-termine concrete deterioration and distress for suspect areas detected by VT-3C, and conditions (e.g., cracks, wear, or corrosion) of tendon anchorage and wires or strands. Minimum illumination, maximum direct ex-amination distance, and maximum procedure demon-stration lower case character height shall be as speci-fied in IWA-2210 for VT-1 visual examination.
(b) VT-3C visual examinations are conducted to de-termine the general structural condition of concrete sur-faces of containments by identifying areas of concrete deterioration and distress, such as defined in ACI 201.1
.R-68. The minimum illumination, maximum direct ex-amination distance, and maximum procedure demon-stration lower case character height shall be as speci-fied in IWA-2210 for VT-3 visual examination.
(c) The Owner's written practice shall define qual-ification requirements for concrete examination person-nel in accordance with IWA-2300. Limited certification in accordance with IWA-2350 may be used for ex-aminers limited to concrete.
A92 252 Calculation S07-0033 Revision 0 Page 32 of 325
tWL-2320 REQUIREMENTS FOR CLASS CC COMPONENTS IWL-2420 IWL-2320 RESPONSIBLE ENGINEER The Responsible Engineer shall be a Registered Professional Engineer experienced in evaluating the in-service condition of structural concrete. The Respon-sible Engineer shall have knowledge of the design and Construction Codes and other criteria used in design and construction of concrete containments in nuclear power plants.
The Responsible Engineer shall be responsible for the following:
(a) development of plans and procedures for ex-amination of concrete surfaces; (b) approval, instruction, and training of concrete examination personnel; (c) evaluation of examination results; (d) preparation of repair procedures; (e) submittal of report to the Owner documenting results of examinations and repairs.
IWL-2400 INSERVICE INSPECTION SCHEDULE IWL-2410 CONCRETE (a) Concrete shall be examined in accordance with IWL-2510 at 1, 3, and 5 years following the comple-tion of the containment Structural Integrity Test CC-6000 and every 5 years thereafter.
(b) The 1, 3, and 5 year examinations shall com-mence not more than 6 months prior to the specified dates and shall be completed not more than 6 months after such dates. If plant operating conditions are such that examination of portions of the concrete cannot be completed within this stated time interval, examination of those portions may be deferred until the next reg-Ularly scheduled plant outage.
(c) The 10 year and subsequent examinations shall commence not more than 1 year prior to the specified dates and shall be completed not more than 1 year after such dates.
IWL-2420 UNBONDED POST-TENSIONING SYSTEMS (a) Unbonded post-tensioning systems shall be ex-amined in accordance with IWL-2520 at 1, 3, and 5 years following the completion of the containment Structural Integrity Test and every 5 years thereafter.
(b) The 1, 3, and 5 year examinations shall com-252.1 Calculation S07-0033 Revision 0 Page 33 of 325
[.WL-2420 REQUIREMENTS FOR CL.
in.en c Ie not, more' than..6 month's prior to. the sp~ecikid.
dates and shall: be completed not more than 6 A
moiths aftr
- isuch d6tes.ý'Ifiplatl operating conditions are such th. t lae~xamiaoihi (4 portio
'0 of the post-.tensionifngSy s-ter cannot.. be6c pleted, Within this' stated tiinter2
" al, e'xaminatioh*of: those.portions may be ýdeferred..
.: until-the.neit jtegu.arly '*sh*.heduWed platt.o6uage.
).The 10.year*'and :bs*u Se t examinations
- sh.all comeceno mrethnI year pr-ior to the specified dates nd shall be coirnpkted not miore than I year after such datesý
, WL-24211 Sites With Two Plants (a) Fo(r sites 'with' two pi ts, the examination re-quirernents for ~the~conic'rie' contan nmiets m'ay be_ 'mod-ifird if boh'ojitainmients utilize the samne prestressing system and 'are ýessernially identical in design, if posi-tensioniig operation s for the two containments were cOmpleted not niore than' 2 years 'apart, and if rboth, containmeits are similarly exposed to or protected from the' outside eenvi~rofliincuf
- 'b) Wh~n. the 'cond.tions of, IWL-2421(a.
re-met, the inspection datesn.alnd.examinaton requirements nmay
(.1)j nrthescntanmens,.t with thnl first Structural' ry !eTeth xaelexampntia ns required by sWl 2500 shal e prfn'd it K 1 31J 20 d nd 30'years. Onily the 'examirinatons: required by IWL -'i24 and IWL-2525 need hb:e brperorme At. 5 15
ý2 and 35yas, (2.) For the, containm ent With the second Structural 3Cntgrity es amiexaminations required by IWLn2900 Shallve performed at 1 t, 5, 15, 25, and'35 years. Only te, exami~nations required by fWL-'25'24 and IWL-252'5 need be performed at'3~ 10; 20, and ~30 year-s, IWL-2500 'EXAMINATION:
..REQUIREMENT&,
E8xaminaition sh'all be..pýerfoirmed in atccordance with
- th~e requirements'of Table IWL-200)-.
A92 1IWU-2540' EXAMINATIJON Of Co.NCRETE
(.1) Concrete 'Surf ace, areas, including otdaes except those exempted by lwL-200-b), shall, be VT-3C.visual examined foirrevidence of conditions ýindic-ative of damag~e or degradation,, such as detined in.AC!
kSIS CC COMPONENTS W-51I IWL-2521.1 201.1R468,in Waccordancewith, WL.-23104?b). Seledl areas, such: as.those that i*dicate sispect:-conditio.ns,
- shall:receive a VTý-;C. examination in accordance; with-
]WL-2310(a
'(b) Thfe e~xaminatjionsal b periome byorlunder
'the, diirectionK of teRsosble Engineer.
( Vsul xa.minations. myb perforMe from'
ýfloors:.:!:!:.-:: ro i,.::patfrf%
ak
- loors, ciof pat~fm,'~
wa a
. ladders, ground*
surfmice',o other
'nen vantage points, unless tern-f'porary close-in access is' required by the inspecti6 n
'plan, A92' A92
[IW-2520 FXAMINATION OF UNBONDED
.PST.!I7ENSIONING ~SYSTEMS IWL4252 I Tendon Selection (a.) Tcndo s to be xarimned during an inspection shall be' se..
d on a rndom.b:sis except as noted in..
EWL-25w21(b) 'and (c), The population f~romn which the:
'ran~nr~sauiiple&is drawn shall" consist"'of A~l tedidonss,,
whiic'h,hav~e not' been examined during earlier, insecl-lions Thenumber of tendon tob xmned, during-a.n
.,on
,hall be as specified in Table
.WL-2521-1.
Onetendon of each type. (as define in-Taible' lW.Lr252I1) hiJb selected froni the first ye-ar in-,
spection Itsatpr ni d designate' as a comotng : tendon.
Each: co1i-1edn tendon shall be examined 'during each inspb)ton Aot mon tenddo n
sh:bhall not be'dete-ioa e-unless required by IWL' 3300. If 'a colmmon tenidon is detensioned, another commonQf tendon of the samie type shail be selected from the first year insp~ection samnple.
fc). 11'a containment with a stranded post-tensioning
~syst~ern is constructed w ith a predesignated numberi (if detensionable tendons
- t..e tedon of each type shall be selected rm thamtong those whichare'deteasionable.
'The 'remaining endoris" shall be selected, ffron. ';among those 'which cnobedetensioned.
IW 51iExempiltions. The follok n
requiiire6-ments: shl aPpl totendon~ anchorages-that-ar-e nt ac'sIb I
f,
.or eainaiq beaU of-saft rrdo logj ical hzad or. -ea se ofb ýstructuralý obstructions.
(aiftcrthcprocess of ranidoflyý s electing te-bndons to be exanmied,.' any: inaccessible tendon-s shall be ds-.
igiated as exempt and removed f.rom'1 te: sapl.,
i'bJ )Substitute:
tendons shall be. Selected for all'ten-ý dons designated as exempt, ahsbttt tendon shall be selected so that it; is lctdas:close: as possble, to Calculation S07-0033 Revision 0 Page 34 of 325
A92 TABLE IWL-2500-1 EXAMINATION CATEGORIES EXAMINATION CATEGORY L-A, CONCRETE Item Test or Examination Test or Examination Acceptance Extent Frequency Deferral No.
Parts Examined Requirement Method Standard of Examination of Examination of Examination LI.1O Concrete Surface L1i11 All Areas IWL-25i0 Visual, VT-3C IWL-3210 IWL-2510
-IWL-2410 NA L1.12 Suspect Areas IWL4250 I
Visual, VT-iC IWL-3210 IWL-2510 IWL-2410 NA EXAMINATION CATEGORY L-B, UNBONOED POST-TENSIONING SYSTEM ItemI Test or Examination Test or Examination Acceptance Extent Frequency Deferral No, Parts Examined Requirement Method Standard of Examination of Examination of Examination L2.10 Tendon IWL-2522 IWL-2522 IWL-3221.1 1WL-2521 IWL-2420 NA L2.20 Wire or Strand IWL-2523 IWL-2523,2 IWL-3221.2 IWL-2523.1 IWL-2420 NA L2.30 Anchorage Hardware and Surrounding IWL-2524 Visual, VT-1 IWL-3221.3 IWL-2524.1 IWL-2420 NA Concrete and VT-IC L2.40 Corrosion Protection Medium IWL-2525 IWL-2525.2(a)
IWL-3221.4 IWL-2525.1(a)
IWL-2420 NA L2.50 Free Water IWL-2525 IWL-2525.2(b)
IWL-2525.1(b)
IWL-2420 NA
~~1~
0z x
0 (D0
.0 Z30 9ý (D :
0
=) C) oj c
0n
I IWL-2521.1 REQUIREMENTS FOR CLASS CC COMPONENTS IWL-2525.1 TABLE IWL-2521-1 NUMBER OF TENDONS FOR EXAMINATION Required Maximum Percentage12
- Minimum, Required Inspection of all Tendons Number of Number of Period of Each Type3 Each Type Each Type 1st year 4
4 10 3rd year 4
4 10 5th year 4
4 10 10th year 2
3 5
15th year 2
3 5
20th year 2
3 5
25th year 2
3 5
30th year 2
3 5
35th year 2
3 5
NOTES:
(1) Fractional tendon numbers shall be rounded to the next higher integer. Actual number examined shall not be less than the minimum required number and need not be more than the maximum required number.
(2) The reduced sample size listed for the 10th year and subsequent Inspections Is applicable only if the acceptance criteria of IWL-3221.1 are met during each of the earlier inspections.
(3) A tendon type is defined by its geometry and position in the containment; e.g., hoop, vertical, dome, helical, and inverted U.
the exempted tendon, and shall be examined in ac-cordance with IWL-2520.
(c) Each exempted tendon shall be examined in ac-cordance with IWL-2524 and IWL-2525 to the extent that the end anchorages of the exempt tendon are ac-cessible either during operation or at an outage.
IWL-2522 Tendon Force Measurements (a) The prestressing force in all inspection sample tendons shall be measured by lift-off or an equivalent test.
(b) Equipment used to measure tendon force shall be calibrated in accordance with a calibration procedure prior to the first tendon force measurement and fol-lowing the final tendon force measurement of the in-spection period. Accuracy of the calibration shall be within 1.5% of the specified minimum ultimate strength of the tendon. If the post-test calibration differs from the pretest calibration by more than the specified ac-curacy tolerance, the results of the examination shall be evaluated.
IWL-2523 Tendon Wire and Strand Sample Examination and Testing IWL.2523.1 Tendon Detensioning and Sample
',emoval. One sample tendon of each type shall be completely detensioned. A single wire or strand shall be removed from each detensioned tendon.
IWL-2523.2 Sample Examination and Testing (a) Each removed wire or strand shall be examined over its entire length for corrosion and mechanical damage. The examination shall determine the location of most severe corrosion, if any. Strand wires shall be examined for wedge slippage marks.
(b) Tension tests shall be performed on each re-moved wire or strand: one at each end, one at mid-length, and one in the location of the most corroded area, if any. The following information shall be ob-tained from each test:
(1) yield strength (2) ultimate tensile strength (3) elongation IWL-2523.3 Retensioning. Tendons that have been detensioned shall be retensioned to at least the force predicted for the tendon at the time of the test. How-ever, the retensioning force shall not exceed 70% of the specified minimum ultimate tensile strength of the tendon based on the number of effective wires or strands in the tendon at the time of retensioning.
IWL-2524 Examination of Tendon Anchorage Areas
-Z4/
IWL-2524.1 Visual Examination. A VT /visual examination in accordance with IWA?411hall be performed on the tendon anchorage hardware, includ-ing bearing plates, anchorheads, wedges, buttonheads, shims, and the concrete extending outward a distance of 2 ft from the edge of the bearing plate. The fol-lowing shall be documented:
(a) concrete cracks having widths greater than 0.01 in.;
(b) corrosion, broken or protruding wires, missing buttonheads, broken strands, and cracks in tendon an-chorage hardware; (c) broken wires or strands, protruding wires and detached buttonheads following retensioning of tendons which have been detensioned.
IWL-2524.2 Free Water Documentation.
The quantity of free water contained in the anchorage end cap as well as any which drains from the tendon during the examination process shall be documented.
IWL-2525 Examination of Corrosion Protection Medium and Free Water IWL-2525.1 Samples (a) Samples of the corrosion protection medium shall 255 Calculation S07-0033 Revision 0 Page 36 of 325
IWL-2525.1 1992 SECTION XI -
DIVISION I IWL-2526 TABLE IWL-2525-1 CORROSION PROTECTION MEDIUM ANALYSIS Characteristic Test Method Acceptance Limit Water content ASTM D 95 In course of preparation Water soluble chlorides ASTM D 512 [Note (1)]
10 ppm maximum Water soluble nitrates ASTM D 992 [Note (1)]
10 ppm maximum Water soluble sulfides APHA 427 [Note (1)]
10 ppm maximum (Methylene blue)
Reserve alkalinity ASTM 0 974
[Note (3)]
(Base number)
Modified [Note (2)]
NOTES:
(1) Water Soluble Ion Tests. The inside (bottom and sides) of a one (1) liter beaker, approx. OD 105 mm, height 145 mm, is thoroughly coated with 100 t 10 grams of the sample. The coated beaker is filled with approximately 900 ml of distilled water and heated in an oven at a controlled temperature of 100°F (37.B*C) t 2"F for 4 hours4.62963e-5 days <br />0.00111 hours <br />6.613757e-6 weeks <br />1.522e-6 months <br />. The water extraction is tested by the noted test procedures for the appropriate water soluble ions, Results are reported as PPM in the extracted water.
(2) ASTM D 974 Modified. Place 10 g of sample in a 500 ml Erlenmeyer flask. Add 10cc isopropyl alcohol and 5 cc toluene. Heat until sample goes into solution. Add 90 cc distilled water and 20 cc 1NH 2SO 4.
Place solution on a steam bath for 1/2 hour. Stir well. Add a few drops of indicator (1% phenolphthalein) and titrate with 1NNaOH until the lower layer just turns pink. If acid or base solutions are not exactly IN, the exact normalities should be used when calculating the base number. The Total Base Number (TBN), expressed as milligrams of KOH per gram of sample, is calculated as follows:
TBN
[(20) (NA)
(B) (N,)] 56.1 W
where B=milliliters NaOH NA=.normality of HZS04 solution lv,=normality of NaOH solution W=weight of sample in grams (3) The base number shall be at least 50% of the as-installed value, unless the as-installed value is 5 or less, in which case the base number shall be no less than zero. If the tendon duct is filled with a mixture of materials having various as-installed base numbers, the lowest number shall govern acceptance.
be taken from each end of each tendon examined. Free water shall not be included in the samples.
(b) Samples of free water shall be taken where water is present in quantities sufficient for laboratory anal-
.ysis.
IWL-2525.2 Sample Analysis (a) Corrosion protection medium samples shall be thoroughly mixed and analyzed for reserve alkalinity, water content, and concentrations of water soluble chlorides, nitrates, and sulfides. Analyses shall be per-formed in accordance with the procedures specified in Table IWL-2525-1.
(b) Free water samples shall be analyzed to deter-mine pH.
IWL-2526 Removal and Replacement of Corrosion Protection Medium The amount of corrosion protection medium removed at each anchorage shall be measured and the total amount removed from each tendon (two anchorages) shall be recorded. The total amount replaced in each tendon shall be recorded and differences between amount removed and amount replaced shall be docu-mented.
.256 Calculation S07-0033 Revision 0 Page 37 of 325
ARTICLE IWL-3000 ACCEPTANCE STANDARDS IWL-3100 PRESERVICE EXAMINATION IWL-3110 CONCRETE SURFACE CONDITION IWL-3111 Acceptance by Examination The condition of the surface is acceptable if the Re-sponsible Engineer determines that there is no evidence of damage or degradation sufficient to warrant further evaluation or repair.
IWL-3112 Acceptance by Evaluation Items with examination results that do not meet the acceptance standards of IWL-3111 shall be evaluated as required by IWL-3300.
IWL-3113 Acceptance by Repair Repairs required to reestablish acceptability of an item shall be completed as required by IWL-3300. Ac-ceptable completion of the repair shall constitute ac-ceptability of the item.
IWL-3120 UNBONDED POST-TENSIONING SYSTEM The condition of the unbonded post-tensioning sys-tem is acceptable if it met the requirements of the con-struction specification at the time of installation.
IWL-3200 INSERVICE EXAMINATION IWL-3210 CONCRETE SURFACE CONDITION IWL-3211 Acceptance by Examination The condition of the concrete surface is acceptable if the Responsible Engineer determines that there is no evi-dence of damage or degradation sufficient to warrant further evaluation or repair.
IWLr3212 Acceptance by Evaluation Items with examination results that do not meet the acceptance standards of IWL-3211 shall be evaluated as required by IWL-3300.
IWL-3213 Acceptance by Repair Repairs to reestablish the acceptability of an item shall be completed as required by IWL-3300. Accept-able completion of the repair shall constitute accept-ability of the item.
IWL-3220 UNBONDED POST-TENSIONING SYSTEMS IWL-3221 Acceptance by Examination IWL-3221.1 Tendon Force. Tendon forces are ac-ceptable if:
(a) the average of all measured tendon forces, in-cluding those measured in IWL-3221.1(b)(2), for each type of tendon is equal to or greater than the minimum required prestress specified at the anchorage for that type of tendon; (b) the measured force in each individual tendon is not less than 95% of the predicted force unless the following conditions are satisfied:
(1) the measured force in not more than one ten-don is between 90% and 95% of the predicted force; (2) the measured forces in two tendons located adjacent to the tendon in IWL-3221. l(b)(l) are not less than 95% of the predicted forces; and (3) the measured forces in all the remaining sam-ple tendons are not less than 95% of the predicted force.
IWL-3221.2 Tendon Wire or Strand Samples. The condition of wire or strand samples is acceptable if:
(a) samples are free of physical damage; 257 Calculation S07-0033 Revision 0 Page 38 of 325
IWL-3221.2 1992 SECTION XI -
DIVISION I IWL-3320 (b) sample ultimate tensile strength and elongation 1,e not less than minimum specified values.
IWL-3221.3 Tendon Anchorage Areas. The con-dition of tendon anchorage areas is acceptable if:
(a) there is no evidence of cracking in anchor heads, shims, or bearing plates; (b) there is no evidence of active corrosion; (c) broken or unseated wires, broken strands, and detached buttonheads were documented and accepted during a preservice examination or during a previous inservice examination; (d) cracks in the concrete adjacent to the bearing plates do not exceed 0.01 in. in width.
IWL-3221.4 Corrosion Protection Medium. Cor-rosion protection medium is acceptable when the re-serve alkalinity, water content, and soluble ion con-centrations of all samples are within the limits specified in Table IWL-2525-1.
IWL-3222 Acceptance by Evaluation Items with examination results that do not meet the acceptance standards of IWL-3221 shall be evaluated as required by IWL-3300.
IWL-3223 Acceptance by Repair or Replacement Repairs or replacements to reestablish acceptability the condition of an item shall be completed as re-
,red by [WL-3300. Acceptable completion of the re-pair or replacement shall constitute acceptability of the item.
IWL-3300 EVALUATION IWL-3310 EVALUATION REPORT Items with examination results that do not meet the acceptance standards of IWL-3100 or IWL-3200 shall be evaluated by.the Owner. The Owner shall be re-sponsible for preparation ofan Engineering Evaluation Report stating the following:
(a) the cause of the condition which does not meet the acceptance standards; (b) the acceptability of the concrete containment without repair of the item; (c) whether or not repair or replacement is required and, if required, the extent, method, and completion date for the repair or replacement; (d) extent, nature, and frequency of additional ex-aminations.
IWL-3320 REVIEW BY AUTHORITIES The Engineering Evaluation Report shall be subject to review by the regulatory and enforcement authorities having jurisdiction at the plant site.
258 Calculation S07-0033 Revision 0 Page 39 of 325
£.
4j ARTICLE IWL-4000 REPAIR PROCEDURES IWL-4100 GENERAL IWL-4110 SCOPE This Article provides rules and requirements for re-pair of concrete containments.
IWL-4120 REPAIR/REPLACEMENT PROGRAM (a) Repairs shall be performed in accordance with the Repair/Replacement Program required by IWA-4140.
(b) Repairs shall be completed in accordance with the Repair Plan of IWL-4200.
(c) The Repair/Replacement Program shall address concrete material control.
IWL-4200 REPAIR PLAN The Repair Plan shall be developed under the di-rection of a Responsible Engineer (IWL-2500).
IWL-4210 CONCRETE REPAIR (a) The Repair Plan shall specify requirements for removal of defective material.
(b) The affected area shall be visually examined to assure proper surface preparation of concrete and rein-forcing steel prior to placement of repair material.
(c) When removal of defective material exposes reinforcing steel., the reinforcing steel shall receive a VT-I visual examination. Reinforcing steel is accept-able when the Responsible Engineer determines that there is no evidence of damage or degradation suffi-cient to warrant further evaluation or repair. When re-quired, reinforcing steel shall be. repaired in accordance with IWL-4220. Repair of exposed-end anchors of the post-tensioning system shall be in accordance with IWL-4230.
(d) Repair material shall be chemically, mechani-cally, and physically compatible with existing concrete.
(e) When detensioning of prestressing tendons is re-quired for repair of the concrete surface adjacent to. the tendon, the Repair Plan shall require the following:
(1) selection of repair material to minimize stress and strain incompatibilities between repair material and existing concrete; (2) procedures for application of repair material; (3) procedures for detensioning and retensioning of prestressing tendons.
(f) The Repair Plan shall specify requirements for in-process sampling and testing of repair material.
IWL-4220 REPAIR OF REINFORCING STEEL Damaged reinforcing steel shall be repaired by any method permitted in the original Construction Code or in Section I)), Division 2, with or without removal of the damaged reinforcing steel.
IWL-4230 REPAIR OF THE POST-TENSIONING SYSTEM (a) Weld repair of bearing plates and shim plates of the post-tensioning system shall meet the applicable re-quirements of IWA-4000. The corrosion protection me-dium shall be restored following the repair-(b) Procedures for detensioning and retensioning of prestressing tendons shall be specified in the Repair Plan.
IWL-4300 EXAMINATION The repaired area shall be. examined in accordance.
with TWL-2000 to establish a new preservice record and shall meet the acceptance standards of IWL-3000.
259 Calculation S07-0033 Revision 0 Page 40 of 325
A92 ARTICLE IWL-5000 SYSTEM PRESSURE TESTS IWL-5100 SCOPE This Article provides requirements for pressure test-ing concrete containments following repair or replace-ment.
IWL-5200 SYSTEM TEST REQUIREMENTS IwL5210 GENERAL A containment pressure test shall be performed fol-lowing repair or replacement unless any of the follow-ing conditions exist:
(a) The Engineering Evaluation Report (IWL-3310) demonstrates that the structural integrity of containment in the existing unrepaired condition has not been re-duced below that required by the original design cri-teria.
(b) The repair or replacement affects only the cover concrete external to the outermost layer of structural reinforcing steel or post-tensioning tendons.
(c) The repair or replacement involves only ex-change of post-tensioning tendons, tendon anchorage hardware, shims, or corrosion protection medium.
IWL-5220 TEST PRESSURE The pressure test shall be conducted at the design basis accident pressure, P..
IWL-5230 LEAKAGE TEST If the repair or replacement penetrated the contain-ment metallic liner, or otherwise breached containment leak-tight integrity, a leakage rate test shall be con-ducted as required by IWE-5000.
IWL-5240 SCHEDULE OF PRESSURE TEST If the repair or replacement is performed with the plant shutdown, the pressure test shall be conducted prior to resumption of operation. If the repair or re-placement is performed with the plant in operation, the pressure test may be deferred until the next scheduled integrated leak-rate test.
IWL-5250 TEST PROCEDURE AND EXAMINATIONS The pressure test shall be conducted in accordance with a detailed procedure. prepared under the direction of the Responsible Engineer. The surface of all con-tainment concrete placed during repair or replacement operations shall be examined by VT-l examination prior to start of pressurization, at test pressure, and following completion of depressurization. Extended surface examinations, additional examinations during pressurization, other examinations, and measurements of structural response to pressure shall be conducted as specified by the Responsible Engineer.
IWL-5260 CORRECTIVE MEASURES If the surface examinations of IWL-5250 cannot sat-isfy the requirements specified by the Responsible En-gineer, the area shall be examined to the extent nec-essary to establish requirements for corrective action.
Repairs shall be performed in accordance with IWL-4000, and pressure testing shall be repeated in accor-dance with IWL-5200, prior to returning the contain-ment to service.
IWL-5300 REPORT A pressure test report shall be prepared under the direction of the Responsible Engineer. This report may be an addition to a previously-prepared Engineering Evaluation Report (IWL-3310). The report shall de-scribe pressure test procedures and examination results and shall state whether or not the repair or replacement is acceptable. If the repair or replacement is not ac-ceptable, the report shall specify corrective measures.
260 Calculation S07-0033 Revision 0 Page 41 of 325
p, ARTICLE IWL-7000 REPLACEMENTS IWL-7100 GENERAL REQUIREMENTS IWL-7110 SCOPE (a) This Article provides rules and requirements for reinstallation and replacement of post-tensioning sys-tem items for concrete containments.
(b) Grease caps and installation screws are exempt from the requirements of this Article.
IIWL-7120 REPLACEMENT PROGRAM The following items, as applicable, shall be con-tained in the Replacement Plan:
(a) requirements for removal of items that are to be replaced; (b) surface preparation required prior to installation of replacement items; (c) examinations required prior to installation of re-placement items; (d) detensioning and retensioning requirements for tendons affected by installation of replacement items; (e) requirements and procedures applicable to in-stallation of replacement items; (f) in-process sampling and testing requirements to be performed during installation of replacement items.
261 Calculation S07-0033 Revision 0 Page 42 of 325
FM 8.4 Exhibit 2 Site/Unit:
CR3
/
Summary No.:
LI.'
Visual Examination of IWL (VT-1) 3 11.0015 Procedure:
Procedure Rev.:
Work Order No.:
NAP-02 3
1378246 Outage No.:
RFO16-IWE Report No.:
VT-09-197 Page:
1 of 16 Workscope:
IS' Code: ASME Sect. Xl 2001 Ed/2003 Add Cat./Item:
L-A/L1.11 Location:
EL. 119' to EL. 267' 6" Drawing No.:
S-425-001
==
Description:==
Concrete Surface System ID:
Concrete Containment Component ID: RBCN-0015 Limitations:
BETWEEN BUTTRESSES 3 AND 4 ONLY Resolution:
Case Character Card NDE-022 Surface Condition: AS FOUND Visual Equipment/Aids: 6" SCALE, FLASHLIGHT, BINOCULARS, TAPE MEASURE Inspected From:
Outside Containment Gallery/Pits 0 Both 0 Light Meter Mfg.:
N/A Serial No.:
N/A Illumination:
N/A Light Verification Times:
Cal In W 0815
/
1200 I
1545 Cal Out R]
1645 Visual Examination:
Direct/Remote Vent System Or Containment Surfaces Coated Areas Non-Coated Areas See See Accept Reject N/A Comments Accept Reject N/A Comments
- 1) Spalling X
- 12) Reinforcing Bar Corrosion X
- 2) Cracking
- 13) Rust Bleeding X
- 3) Delaminations X
- 14) Tendon Surface Cracking
- 4) Honeycomb
- 15) Efflorescense
- 5) Water In Leakage X
- 16) Cosmetic Patch Bond
- 6) Chemical Leaching X
- 17) Voids
- 7) Popouts X
- 18) Erosion
-X-
- 8) Deflection X
- 19) Pitting
.I-
- 9) Staining
- 20) Abrasion
- 10) Discoloration
- 21) Segregation
- 11) Vibration Damage X
- 22) Other Comments:
REFERENCE VT-1 REPORT VT-07-289 AND NCR 256010 FOR PREVIOUSLY IDENTIFIED CONDITIONS Results:
Accept D Reject D]
Eval W SEE REPORT VT-09-189 FOR VT-3 DETAILS Reviewed Previous Data:
Yes Examiner Level II Signature Date Reviewer Signature Date Antill, Johnny S.
10/23/2009 Joseph A. Lese Examiner Level II Signature Date Site Review Signature Date Shepard, Rena 10/23/2009 Rick Portmann Other Level N/A Signature Date ANII Review Signature Date N/A Marl Larramore
Supplemental Report Report No.:
VT-09-197 Page:
2 of 16 Summary No.: L1.11.0015 Examiner: Antill, Johnny S.
Level:
II Reviewer: Joseph A. Lese Date:
Examiner: Shepard, Rena Level:
II Site Review: Rick Portmann Date:
Other:
N/A Level:
N/A ANII Review: Marl Larramore Date:
Comments:
THE EXAMINATION AREA BETWEEN BUTTRESSES 3 AND 4 EXHIBIT MULTIPLE CRACKS, BUG HOLES, POPOUTS, SCALING AND DISCOLORATION. LISTED BELOW ARE AREAS OF NEW CONCERN OR AREAS THAT WERE PREVIOUSLY IDENTIFIED BUT APPEAR TO HAVE GROWN IN SIZE. REFERENCE PAGE 1 OF THIS REPORT FOR CONDITIONS ITEM #1 - CONDITION 1: 2 SPALLED AREAS (1) 10" LONG X 5" WIDE X 1/2" DEEP (2) 26" LONG X 20" WIDE X 1" DEEP.
REFERENCE PAGE 3 FOR LOCATION AND PAGE 4 OF 16 FOR PHOTOGRAPH.
ITEM #2 - CONDITION 1: SPALL 24" X 18" X 1/2" DEEP. REFERENCE PAGE 3 OF 16 FOR LOCATION AND PAGE 4 OF 16 FOR PHOTOGRAPH.
ITEM #3 - CONDITION 1 AND 2: SPALL AREA 14" LONG X 3" WIDE X 1/4" DEEP AND CRACK 16" LONG X 1/8" WIDE X 1/4" DEEP. REFERENCE PAGE 3 OF 16 FOR LOCATION AND PAGE 5 OF 16 FOR PHOTOGRAPH.
ITEM #4 - CONDITION 7: POPOUT 3" DIAMETER X 1" DEEP. REFERENCE PAGE 3 OF 16 FOR LOCATION AND PAGE 6 OF 16 FOR PHOTOGRAPH.
ITEM #5 - CONDITION 2: CRACK RUNNING THE LENGTH OF THE HORIZONTAL CONSTRUCTION JOINT. 1 1/2" DEEP AT MAXIMUM EXTENDING DOWN 86" AT THE JUNCTION OF BUTTRESS 4 AND THE FACE OF CONTAINMENT CONCRETE.
RANDOM AREAS OF SPALLING WERE NOTED IN THE 86" VERTICAL CRACK. REFERENCE PAGE 3 OF 16 FOR LOCATION AND PAGE 7 & 8 OF 16 FOR PHOTOGRAPH.
ITEM #6 - CONDITION 2: CRACK 5' 4" LONG X 1/2" DEEP. REFERENCE PAGE 3 OF 16 FOR LOCATION AND PAGE 9 & 10 OF 16 FOR PHOTOGRAPH.
ITEM #7 - CONDITION 7: POPOUT 4" X 2" X 3/4" DEEP. REFERENCE PAGE 3 OF 16 FOR LOCATION AND PAGE 11 OF 16 FOR PHOTOGRAPH.
ITEM #8 - CONDITION 1, 2 AND 10: SPALL CRACK AND DISCOLORATION. REFERENCE PAGE 3 OF 16 FOR LOCATION AND PAGE 12 & 13 OF 16 FOR PHOTOGRAPH.
ITEM #9 - CONDITION 1: CRACK 6" LONG IN CONSTRUCTION JOINT. REFERENCE PAGE 3 OF 16 FOR LOCATION AND PAGE 14 OF 16 FOR PHOTOGRAPH.
ITEM #10 - CONDITION I AND 12: SPALL AND REINFORCING BAR CORROSION. REFERENCE PAGE 3 OF 16 FOR LOCATION AND PAGE 15 OF 16 FOR PHOTOGRAPH.
ITEM #11 - CONDITION 2: CRACK. REFERENCE PAGE 3 OF 16 FOR LOCATION AND PAGE 16 OF 16 FOR PHOTOGRAPH.
ITEM #12 - CONDITION 2: CRACK. REFERENCE PAGE 3 OF 16 FOR LOCATION AND PAGE 16 OF 16 FOR PHOTOGRAPH
N ut-lea Supplemental Report Spl etl eo Report No.:
VT-09-197 Page:
3 of 16 Summary No.: LI.11.0015 Sketch or Photo:
L:\\Engineering\\Tech Services\\ISI IWE & IWL\\Outage Info\\RFO16 - IWE-IWL Info\\Core Sample\\BUTTRESS 3-4\\VT-09-197-O.jpg 120' 180° 1
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- BUTTRESS #3
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~N Lhdoa Supplemental Report Report No.:
VT-09-197 Page:
4 of 16 Summary No.: L1.11.0015 Examiner: Antill, Johnny S.
Examiner: Shepard, Rena Other: NIA Level:
II Level:
II Level:
NIA Reviewer: Joseph A. Lese Site Review: Rick Portmann ANII Review: Marl Larramore Date:
Date:
Date:
Comments: ITEM #1 (LEFT) ITEM #2 (RIGHT)
Sketch or Photo: L:\\Engineering\\Tech Services\\ISI IWE & IWL\\Outage Info\\RFO16 - IWE-IWL Info\\Core Sample\\BUTTRESS 3-4\\VT-09-197-1.jpg L\\Engineering\\Tech Services\\ISI IWE & IWL\\Outage lnfo\\RFO16 - IWE-IWL Info\\Core Sample\\BUTTRESS 3-4\\VT-09-197-2.jpg 1OIUiUU U:~
NucIear Gr0cta: 'or Summary No.: LI.11.0015 Examiner: Antill, Johnny S.
Examiner: Shepard, Rena Other:
N/A Supplemental Report Report No.:
VT-09-197 Page:
5 of 16 Level:
II Reviewer: Joseph A. Lese Level:
II Site Review: Rick Portmann Level:
NIA ANII Review: Marl Larramore Date:
Date:
Date:
Comments:
ITEM #3 Sketch or Photo:
L:\\Engineering\\Tech Services\\ISI IWE & IWL\\Outage lnfo\\RFO16 - IWE-IWL Info\\Core Sample\\BUTTRESS 3-4\\VT-09-197-3.jpg
'Kr
Summary No.:
1-.11.0015 Examiner: Antill, Johnny S.
Examiner: Shepard, Rena Other: N/A Supplemental Report Report No.:
VT-09-197 Page:
6 of 16 Level:
II Reviewer: Joseph A. Lese Level:
II Site Review: Rick Portmann Level:
NIA ANII Review: Marl Larramore Date:
Date:
Date:
Comments:
ITEM #4 Sketch or Photo:
L:\\Engineering\\Tech Services\\ISI IWE & IWL\\Outage Info\\RFO16 - IWE-IWL Info\\Core Sample\\BUTTRESS 3-4\\VT-09-197-4.jpg
~GThGOI Supplemental Report Report No.:
VT-09-197 Page:
7 of 16 Summary No.: L1.11.0015 Examiner: Antill, Johnny S.
Examiner: Shepard, Rena Other: NIA Level:
II Level:
II Level:
NIA Reviewer: Joseph A. Lese Site Review: Rick Portmann ANII Review: Marl Larramore Date:
Date:
Date:
Comments: ITEM #5 SHT #1 (LEFT) ITEM #5 SHT #2 (RIGHT)
Sketch or Photo: L:\\Engineering\\Tech Services\\ISI IWE & IWL\\Outage Info\\RFO16 - IWE-IWL Info\\Core Sample\\BUTTRESS 3-4\\VT-09-197-5-1.jpg t
L:\\Engineering\\Tech Services\\ISI IWE & IWL\\Outage Info\\RFO16 - IWE-IWL Info\\Core Sample\\BUTTRESS 3-4\\VT-09-197-5-2.jpg V
I
Kvjýz, GelUtd! 10-Supplemental Report Report No.:
VT-09-197 Page:
8 of 16 Summary No.: L1.11.0015 Examiner: Antill, Johnny S.
Examiner: Shepard, Rena Other: N/A Level:
II Level:
II Level:
N/A Reviewer: Joseph A. Lese Site Review: Rick Portmann ANII Review: Marl Larramore Date:
Date:
Date:
Comments: ITEM #5 SHT #3 (LEFT) ITEM #5 SHT #4 (RIGHT)
Sketch or Photo: L:\\Engineering\\Tech Services\\tSI IWE & IWL\\Outage Info\\RFO16 - tWE-IWL Info\\Core Sample\\BUTTRESS 3-4\\VT-09-197-5-3.jpg L:\\Engineenng\\Tech Services\\ISI IWE & IWL\\Outage Info\\RFO16 - IWE-IWL Info\\Core Sample\\BUTTRESS 3-4\\VT-09-197-5-4.jpg
Nud"+/-!
Summary No.: L1.11.0015 Examiner: Antill, Johnny S.
Examiner: Shepard, Rena Other:
N/A Supplemental Report Report No.:
VT-09-197 Page:
9 of 16 Level:
II Reviewer: Joseph A. Lese Level:
II Site Review: Rick Portmann Level:
NIA ANII Review: Marl Larramore Date:
Date:
Date:
Comments:
ITEM #6 SHT #1 Sketch or Photo:
L:\\Engineering\\Tech Services\\ISI IWE & IWL\\Outage Info\\RFO16 - IWE-IWL Info\\Core Sample\\BUTTRESS 3-4\\VT-09-197 1.jpg
Slab iGelca:'or Summary No.: L1.11.0015 Examiner: Antill, Johnny S.
Examiner: Shepard, Rena Other:
NIA Supplemental Report Report No.:
VT-09-197 Page:
10 of 16 Level:
II Reviewer: Joseph A. Lese Level:
II Site Review: Rick Portmann Level:
N/A ANII Review: Marl Larramore Date:
Date:
Date:
Comments: ITEM #6 SHT #2 Sketch or Photo:
L:\\Engineedng\\Tech Services\\ISI IWE & IWL\\Outage lnfo\\RFO16 - IWE-IWL Info\\Core Sample\\BUTTRESS 3-4\\VT-09-197 2.jpg
Gcocoa~or Summary No.: LI.11.0015 Examiner: Antill, Johnny S.
Examiner: Shepard, Rena Other: N/A Supplemental Report Report No.:
VT-09-197 Page:
11 of 16 Level:
II Reviewer: Joseph A. Lese Level:
II Site Review: Rick Portmann Level:
N/A ANII Review: Marl Larramore Date:
Date:
Date:
Comments: ITEM #7 Sketch or Photo:
L:\\Engineering\\Tech Services\\ISI IWE & IWL\\Outage Info\\RFO16 - IWE-IWL lnfo\\Core Sample\\BUTTRESS 3-4\\VT-09-197-7.jpg
Summary No.: LI.11.0015 Examiner: Antill, Johnny S.
Examiner: Shepard, Rena Other:
NIA Supplemental Report Report No.:
VT-09-197 Page:
12 of 16 Level:
II Reviewer: Joseph A. Lese Level:
II Site Review: Rick Portmann Level:
NIA ANII Review: Marl Larramore Date:
Date:
Date:
Comments:
ITEM #8 SHT #1 Sketch or Photo:
L:\\Engineering\\Tech Services\\ISI IWE & IWL\\Outage Info\\RFO16 - IWE-IWL Info\\Core Sample\\BUTTRESS 3-4\\VT-09-197 1.jpg
GGelea:o'O Summary No.: LI.11.0015 Examiner: Antill, Johnny S.
Examiner: Shepard, Rena Other:
NIA Supplemental Report Report No.:
VT-09-197 Page:
13 of 16 Level:
II Reviewer: Joseph A. Lese Level:
II Site Review: Rick Portmann Level:
N/A ANII Review: Marl Larramore Date:
Date:
Date:
Comments:
ITEM #8 SHT # 2 Sketch or Photo:
L:\\Engineerng\\Tech Services\\lSI IWE & IWL\\Outage lnfo\\RFO16 - IWE-IWL Info\\Core Sample\\BUTTRESS 3-4\\VT-09-197 2.jpg
Summary No.: L1.11.0015 Examiner: Antill, Johnny S.
Examiner: Shepard, Rena Other:
NIA Supplemental Report Report No.:
VT-09-197 Page:
14 of 16 Level:
II Reviewer: Joseph A. Lese Level:
II Site Review: Rick Portmann Level:
N/A ANII Review: Marl Larramore Date:
Date:
Date:
Comments:
ITEM #9 Sketch or Photo:
L:\\Engineering\\Tech Services\\ISI IWE & IWL\\Outage Info\\RFO16 - IWE-IWL Info\\Core Sample\\BUTTRESS 3-4\\VT-09-197-9.jpg
~Ge'cxa: or Summary No.: L1.11.0015 Examiner: Antill, Johnny S.
Examiner: Shepard, Rena Other:
N/A Supplemental Report Report No.:
VT-09-197 Page:
15 of 16 Level:
II Reviewer: Joseph A. Lese Level:
II Site Review: Rick Portmann Level:
N/A ANII Review: Marl Larramore Date:
Date:
Date:
Comments:
ITEM #10 Sketch or Photo: L:\\Engineering\\Tech Services\\lSI [WE & IWL\\Outage Info\\RFO16 - IWE-IWL Info\\Core Sample\\BUTTRESS 3-4\\VT-09-197-10.jpg N
/
Gei. t or Supplemental Report Report No.:
VT-09-197 Page:
16 of 16 Summary No.: L1.11.0015 Examiner: Antill, Johnny S.
Examiner: Shepard, Rena Other: NIA Level:
II Level:
II Level:
NIA Reviewer: Joseph A. Lese Site Review: Rick Portmann ANII Review: Marl Larramore Date:
Date:
Date:
Comments: ITEM #11 (LEFT) ITEM# 12 (RIGHT)
Sketch or Photo: L:\\Engineering\\Tech Services\\ISI IWE & IWL\\Outage Info\\RFO16 - IWE-IWL Info\\Core Sample\\BUTTRESS 3-4\\VT-09-197-1 1.jpg L:\\Engineering\\Tech Services\\ISI IWE & IWL\\Outage Info\\RFO16 - IWE-IWL Info\\Core Sample\\BUTTRESS 3-4\\VT-09-197-12.jpg