Text

Forwards 180-day Response to IE Bulletin 80-11, Masonry Wall Design. Concludes That All Walls in Three Categories Capable of Withstanding Combined Effects of Inertial Forces
	ML19345H315
Person / Time
Site:	Arkansas Nuclear
Issue date:	01/29/1981
From:	Trimble D; ARKANSAS POWER & LIGHT CO.
To:	Seyfrit K; NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION IV)
References
	1-011-20, 2-011-24, IEB-80-11, NUDOCS 8105200099
	Download: ML19345H315 (150)
	v • d • e

{{#Wiki_filter:.I J, 1 Tic s / u ARKANSAS POWER E. LIGHT COMPANY POST OFFICE BOX 551 LnTLE ROCK. ARKANSAS 72203 (501)371-4000 January 29, 1981 9 '\\ W i/,3 9 S #h 1-011-20 2-011-24 b ,g g d Bj g c, Mr. K. V. Seyfrit, Director ~ , N pp Office of Inspection & Enforcement 4 0 Bf hg U. S. Nuclear Regulatory Commission % 9v 3/ 4 Region IV 611 Ryr laza Dr#ve, Suite 1000 'k/ J' Arling,., Texas 76011

SUBJECT:

Arkansas Nuclear One - Units 1 & 2 Docket Nos, 50-313 and 50-368 License Nos. DPR-51 and NPF-6 180 Day Response to I.E. Bulletin 80-11 (File: 1510.1 and 2-1510.1) Gentlemen: Attached for your review are 5 copies of the " Report on the Reevaluation of Concrete Masonary Walls in Response To NRC Bulletin 80-11" for Arkansas Nuclear One Units 1 and 2. These reports describe concrete masonary con-struction of the wall and the materials which were used. The reports also describe the analytical techniques employed, the reevaluation criteria used, and the results of the reevaluation. The reports address concrete block walls for the following three categories:

1) Walls supporting Seismic Category 1 pipes, 2) Walls supporting Seismic Category 1 attachments other than piping, and 3) Walls in proximity to safety related systems.

On the basis of the attached reports, AP&L concludes that all walls in the above three categories, for both ANO-1 and 2, are capable of with-standing the combined effects of wall inertial forces, due to an OBE or DBE, together with the forces resulting from attachments, without exceeding the allowable stress limits. In our 60 day response dated July 3,1980, AP&L committed to a testing program to determine shear strength of motar in the collar joints. During the reevaluation process it was determined that all blockwalls are structurally adequate to resist the intended loads without utilizing the collar joint 0 THIS DOCUMENT CONTAINS 81oQooOgg POOR QUAUTY PAGES "5"ee m ootesour~ur,emessy,1,,

Mr. K. V. Seyfrit January 29, 1981 shear transfer capability. Therefore the test program is no longer required. A simple bracing system was designed and installed for two Unit 2 cantilever walls to bring them back to within the acceptable level. This concludes our effort on IE Bulletin 80-11. Should you feel additional copies of the attached report are needed for your review, please notify us. Very truly yours, YYf David C. Trimble Manager, Licensing DCT:RWH:DEJ:1p Attachment cc: Mr. Victor Stello, Jr., Director Office of Inspection & Enforcement U. S. Nuclear Regulatory Comm. Washington, D.C. 20555

STATE OF ARKANSAS ) ) SS COUNTY OF PULASKI ) I, DAVID C. TRIMBLE, being duly sworn, subscribe to and say that I am the Manager of the Licensing Section, for Arkansas Power & Light Company; that I have full authority to execute this oath; that I have read the foregoing letter nos. 1-011-20, 2-011-24 and know the contents thereof; and that to the best of my knowledge, information and belief the statements made in it are true. DAVID C. 19.lMBLE SUBSCRIBED AND SWORN T0 before me, a Notary Publ* in and for the County and State above named, this dh day of [44us /)A;/,1981. /' [ OAdhl L2A-/L 4t'h NOTARY )UBLIC MY COMMISSION EXPIRES: i [ Commission Expires 9/1/81 l

i r REPORT ON THE REEVALUATION OF l CONCRETE MASONRY WALLS l IN RESPONSE TO NRC IE BULLETIN 80-11 t ARKANSAS NUCLEAR ONE UNIT 1 i i t { l January 1981 l l l 1

CONTENTS SECTION PAGE 1.0 GENERAL 1

2.0 DESCRIPTION

OP MASONRY WALLS 1 2.1 Identification and Function of Walls 1 2.2 Wall Configurations and Details 2 2.3 Materials of Construction 3 3.0 CONSTRUCTION PRACTICES 3 3.1 General 3 3.2 Workmanship 4 3.3 Grout 4 3.4 Inspection 4 3.5 Certificates 5 4.0 REEVALUATION CRITERIA AND COMMENTARY 5 4.1 Criteria 5 4.2 Commentary on the Criteria 5 5.0 RESULTS OF THE EVALUATION 5 5.1 General 5 5.2 Flexural Stresses 6 5.3 Wall Anchorage 6 5.4 Tie Bars 6 5.5 Effects of Large Openings 7 5.6 Dynamic Analysis 8 5.7 Local Stresses at Attachments 8 5.8 Interstory Drift 8 6.0 PLANNED COLLAR JOINT SHEAR STRENGTH TEST PROGRAM 9 TABLES: l 1 DESCRIPTION OF WALLS WITH SEISMIC CATEGORY I PIPES ATTACHED 2 DESCRIPTION OF WALLS WITH GEISMIC CATEGORY I l ATTACHMENTS OTHER THAN PIPES 3 DESCRIPTION OF WALLS IN PROXIMITY TO SAFETY-RELATED SYSTEMS 4 RESULTING STRESSES OF WALLS WITH SEISMIC CATEGORY I PIPES ATTACHED i I

d ' CONTENTS (Cont'd) 5 RESULTING STRESSES OF WALLS WITH SEISMIC CATEGORY I ATTACHMENTS OTHER THAN PIPE. 6 RESULTING STRESSES OF WALLS IN PROXIMITY TO SAFETY-RELATED SYSTEMS. 7 COMPARISON OF STRESSES IN BLOCK WALLS WITH LARGE OPENINGS FIGURES: 1 PLAN AT ELEVATION 317'-0" 2 PLAN AT ELEVATION 335'-0" 3 PLAN AT ELEVATION 354'-0" 4 PLAN AT ELEVATION 372'-0" 5 PLAN AT ELEVATION 386'-0" 6 PLAN AT ELEVATION 404'-0" 7 TYPICAL CONCRETE BLOCKWALL SECT 1LN ALTERNATE I 8 TYPICAL CONCRETE BLOCKWALL SECTION ALTERNATE Il 9 BOND BEAN DETAIL 10 LINTEL DETAILS FOR OPENINGS t 11 WALL TIE DETAIL i 12 MATHEMATICAL MODEL OF WALL 4-B-166/167 13 MATHEMATICAL MODEL OF WALL 4-B-178/179 14 MATHEMATICAL MODEL OF WALL 4-B-180/181 l 15 MATHEMATICAL MODEL OF WALL 4-B-202/203 l APPENDICES: l A CRITERIA FOR THE REEVALUAT'.c' OF CONCRETE MASONRY WALLS l B COMMENTARY ON THE CRI"E'Js '-A THE REEVALUATION OF CONCRETE MASONRY WALLt C PROCEDURE FOR FIELD SURVEY AS REQJIRED BY NRC IE BULLETIN 80-11 I il l

REPORT ON THE REEVALUATION OF CONCRETE MASONRY WALLS IN RESPONSE TO NRC IE BULLETIN 80-11 ARKANSAS NUCLEAR ONE UNIT 1 1.0 GENERAL This report contains the results of the reevaluation of concrete masonry walls for Arkansns Nuclear One, Unit 1, and serves as a response to NRC IE Bulle cin 80-11 dated May 8, 1980. It is con-cluded that all concerned concrete block walls are capable of withstanding the combined effects of the intended loads such as wall inertia forces and pipe support reactions during the OBE and DBE seismic event without exceeding the' allowable stresses.

2.0 DESCRIPTION

OF MASONRY WALLS 2.1 IDENTIFICATION AND FUNCTION OF WALLS The location and arrangement of all walls associated with IE Bulletin 80-11 are shown in plan view in Figures 1 to 6. Walls shown as shaded are walls that support Seismic Category I pipe, walls that support Seismic Category I attachments other than pipe, and walls that are in proximity to Seismic Category I systems. Walls shown as cross-hatched do not belong to the above categories but may be required, during a seismic event, to assist in supporting the walls shown as shaded. Wall tag numbers shown designate wall faces that have been surveyed. Lome walls, shown without tag numbers, were not accessible when ~ the field survey was conducted. These walls will be surveyed when access is available. The field survey procedure is attached as Appendix C. Depending upon the type of attachment, different means are used to identify an item as Seismic Category I, For conduits and electrical trays, tag numbers beginning with the letter "E" denote Seismic Category I. For piping, tubing, and equipment, various drawings are used to identify items that are Seismic Category I. These included piping area drawings, equipment-location drawings, piping and ~ instrument diagrams, and piping summary sheets. For heating and ventilating ducts, the type of support is noted. If the support system is braced, it is conservatively assumed to be Category I. 1

l A list of the walls, snowing wall thickness, height, function, floor elevation, and type of attachments on the wall is given in Tables 1 to 3. While the 60-day report included all walls within the Seismic Category I boundary of the Auxiliary Building, the 180-day report includes only those walls which support Seismic Category I pipes, Seismic Category I attachments other than pipe, or are in proximity to safety-related systems. Proximity is defined as within distance equal to the height of the wall for cantilevered walls and one-half the height plus the wall thick-ness for floor-to-ceiling walls. Consequently, fewer walls are included in the 180-day report than in the previous interim report. A total of 75 walls are classified as follows: Table 1 - Walls supporting Seismic Category I pipes - 19 Table 2 - Walls supporting Seismic Category I attachments other than pipe - 9 Table 3 - Walls in the proximity of safety-related systems - 47 Wall attachments generally are limited to small piping supports, electrical conduits and boxes, instrument lines, ventilation duct' supports, and similar light objects. None of the walls identified are load bearing walls that support the building structure in the vertical direction or act as shear walls in the horizontal direction. In general, the walls fulfill a shielding or fire protection function. 2.2 WALL CO. FIGURATIONS AND DETAILS Most of the block walls are shielding walls constructed with heavyweight hollow concrete blocks in which all the cells are filled with grout, and in which continuous reinforcement is embedded in every other cell. The walls which do not have a shielding function are constructed with standard blocks in which only cells containing reinforcing steel, plumbing or other embedded items, are filled with grout. Walls are constructed of a single wythe or of more than one wythe. Walls constructed of more than one wythe could, alter-natively, be made of two wythes with center space filled with grout, or of two or more contiguous wythes with vertical joints packed with mortar. Figures 7 and 8 show construction of walls of more than one wythe. t l The concrete block wall details as shown on the design draw-e ings, are illustrated in Figures 7 to 11. Vertical reinforcing steel, as shown in Figures 7 and 8, consists of one No. 5 bar at 16 inch spacing in the center of single wythe walls, and j one No.5 bar at 16 inch spacing near each face of multi-wythe I walls. Horizontal reinforcing steel, as shown in Figure 9, 2 _.~

l consists of a bond beam with four No.4 bars at 48 inch spacing in single wythe walls, and an identical bond beim at each face of multi-wythe walls. Additional reinforcing is provided around doorways and openings as shown in Figure 10. At all block wall intersections with concrete floors, every vertical reinforcing bar is anchored to the concrete with a deformed reinforcing bar dowel threaded into a 3/4 inch diameter concrete anchor. At block wall intersections with concrete walls, every pair of horizontal bars is anchored to the concrete with a deformed reinforcing bar dowel threaded into a 5/8 inch diameter concrete anchor. Con rete anchors are Phillips Red Head self-drilling concrete expansion anchors. In addition to the above reinforcing steel, joint reinforcing consisting of extra heavy Dur-O-Wall truss steel bars is placed in alternate horizontal joints (16-inch spacing) of shielding walls and in every horizontal joint (8-inch spacing) of other walls. At shielding walls #2 steel tie bars hooked around vertical reinforcing bars are placed at staggered 32" spacing horizontally and 16" spacing vertically. Figure 11 shows the arrangement of joint reinforcement and ties. 2.3 MATERIALS OF CONSTRUCTION Materials specified for the wall construction are as follows: Concrete blocks: ASTM C90, Grade PI. Heavyweight units cured and oven dryed density 135 pounds per cubic foot. Mortar: ASTM C476, Type PL, 2000 psi compressive strength at 28 days. l Grout: ASTM C476, 2000 psi compressive strength For heav' weight units, grout at 28 days. f dry density 147 pounds per cubic foot. Reinforcing bars: ASTM A615 grade 40. Horizontal joint reinforcement: ASTM A82 Dur-O-Wall extra heavy truss type. 3.0 CONSTRUCTION PRACTICES 3.1 GENERAL For the Arkansas Nuclear One - Unit 1 Plant, Bechtel Corporation was the general contractor for all work. The masonry construction work was awarded to a subcontractor who executed the work in 3

l i accordance with specifications written by Bechtel Corporation for the supply and construction of concrete masonry walls. Quality was assured in the general procedures employed by Bechtel in the selection of the subcontractor. A Bechtel field engineer was assigned to administer the majority of the subcontract to assure that the concrete block walls were erected in strict accord-ance with the drawings and specifications. The subcontractor pro-vided certificates showing that concrete blocks utilized in the installation met the requirements of the Concrete Masonry Specifications. 3.2 WORKMANSHIP Blocks were laid plumb, true to line, with level and accurately spaced courses in locations shown. Blocks were kept plumb and level throughout; corners and reveals were kept plumb and true. Each course was solidly bedded in mortar. Joints were approxi-mately 3/8" thick and extended the full depth of the face shells. Anchors, wall plugs, accessories, and other items required with the masonry were built-in as the masonry work progressed. Spaces around built-in items were solidly filled with mortar. Masonry wocP was not performed when the temperature was below 40F. The ambient temperature was maintained above 40F in interior areas where masonry work was in progress and for 48 hours after erection had stopped. 3.3 GROUT Mortar overhangs and droppings were removed from cells, interior faces and foundations before grout filling the cells was poured. Grout was poured in lifts which did not exceed eight feet. Each pour was thoroughly rodded to assure compaction and bond to the preceding pour. When work was required to be stopped for a period of 45 minutes or longer, the pour was stopped approximately 1-1/2 inches below the top of the last course and the surface of the grout was thoroughly roughened. When work resumed, the laitance was removed and the existing grout was dampened and coated with neat cement before additional grout was poured. l 3.4 INSPECTION General inspection was performed by the experienced Bechtel field engineering personnel to assure compliance with the requirements of the specification. Bechtel visually inspected the block walls both during construction and upon completion of each wall. The visual inspection was to assure that the contractor included all the components per the drawings and specifications such as complete and fully mortared joints, vertical and horizontal reinforcements; in accordance with required spacing, and filling of cells with grout and mortar, 4

l e all as called for on the drawings and specifications. Tne Field Engineer also reviewed the suppiter documentation to assure that the materials complied with the requirements of the specifications. 3.5 CERTIFICATES The subcontractor submitted a certificate verifying that all con-crete blocks conformed to the requirements of the specification and were properly and thoroughly cured at the plant before shipment to the site. 4.0 REEVALUATION CRITERIA AND COMMENTARY 4.1 CRITERIA Appendix A contains the criteria used for the reevaluation of the safety-related concrete masonry walls for this plant. Licensing commitments contained in the Final Safety Analysis Report (FSAR) as related to loads and load combinations are incorporated in the criteria. In addition, the criteria con-siders present day state-of-the-art analysis and design techniques as follows: 4.1.1 Stress Criteria a. Consideration of cracking for frequency determinations b. Recognition of a potential plane of weakne'ss at the I collar joint c. Stress increase factors for abnormal and extreme environmental loads d. Realistic damping values e. Interstory drift 4.2 COMMENTARY ON THE CRITERIA Appendix B is the commentary on the crite.ria and contains l detailed justification of the criteria by reference to existing codes, test data and standards of practice. i l 5.0 RESULTS OF THE EVALUATION 5.1 GENERAL On the basis of the reevaluation of the concrete masonry walls, it is concluded that all concerned concrete block walls are l l l 5 I

l e capable of withstanding the combined effects of the intended loads, such as wall inertia forces and pipe support reactions during the OBE and DBE without exceeding the allowable stress limits. Walls utilized as lateral support for the concerned walls are evaluated and the stresses are less than the allowable values. Collar joint strengtn was not used to transmit shear forces between wythes in the analysis. Thermal effects on the concrete block walls due to the ambient temperature in the surrounding areas are negligible and there-fore have not been taken into account in the reevaluation. 5.2 FLEXURAL STRESSES Tables 4, 5, and 6 show maximum masonry compressive stresses and maximum reinforcing steel tensile stresses resulting from the combined effects of wall inertia forces and pipe support loads during the OBE and DBE. Generally, the DBE stresses are the only stresses compiled in the tables due to the fact that DBE usually governs. In some instances OBE governs, and is shown in the tables in addition to the DBE case. Also, some walls indicate that the steel stress is negligible for the case in which the tensile stress in the masonry is less than the modulus of rupture. In this situation the masonry does not crack. 5.3 WALL ANCHORAGE All walls are anchored to supporting floors by dowels threaded into concrete expansion anchors. For walls extending continuously from floor to floor, the anchors do not have a significant func-tion since lateral support is provided by shear transfer across the mortar joint between block units and the floor. For walls not extending to the floor above, i.e. cantilever walls, stability of the walls is directly related to the capability of the anchors to transmit tensile forces to the supporting concrete floor. l Tables 4, 5, and 6 show anchor tensile forces at those walls which are cantilevered. At some of the cantilever walls as noted in the tables, the forces indicated are based on 4% damping factor for OBE (shown only if it is the governing case) and 7% damping factor for DBE. All anchor tensile forces calculated are within the allowable limits. 5.4 TIE BARS l A tie bar investigation was performed to demonstrate that the tie bars have adequate strength ro prevent separation of the wythes during vibration. This investigation is necessary since the bond of the collar joint between block and grout or mortar is assumed not to transfer tension or shear forces between the wythes. 6 l L

l All walls thicker than 12 inches are constructed of two or more wythes of concrete blocks, with the ccnter space filled with mor-tar or grout. Between the wythes are tie bars spaced staggered at 32 inches horizontally and 16 inches vertically. Each end of the tie is hooked around the vertical reinforcement, and serves to prevent the wythes from separating. During seismic excitation the wythes may move together (in-phase) or in opposite directions (out-of-phase). In the case of in-phase motion, the tie bars will be subjected to a shearing force due to the slippage between the wythes. In the case of out-of-phase motion, the ties will be subjected to a tensile force as the wythes attempt to separate. The analysis shows that the tie bars have adequate strength to resist the forces generated by both the in-phase and out-of-phase motion. The in-phase motion will produce both a shear force and bending moment in the tie due to slippage between the wythes. It is anticipated that some local crushing of the masonry at the rebar may occur. However, the stresses in the tie will stay within the allowable limits. The out-of-phase notion will produce tensile forces in the tie bars. These tensile forces have been determined to be adequately resisted by the tie bar. 5.5 EFFECTS OF LARGE OPENINGS In order to determine whether or not calculated stresses using models without openings are representative, four selected walls were analyzed by finite element methods using the computer program "STARDYNE". Models used are shown in Figures 12 to 15. Con-figuration of the walls and their cpenings are modeled using plate elements. Supporti ng cross walls are considered in the analysis. The walls are modeled as being free to rotate at supports in the out of plane direction. Modal analysis was performed to determine the frequencies of the walls. The wall acceleration which corre-sponds to the fundamental frequency was used to determine the inertia force. Wall inertia force and pipe support loads are applied using the static option of STARDYNE to obtain element fore (2 and moments from which masonry and reinforcing steel stresses are calculated. Table 7 shows a comparison of calculated maximum flexural stresses obtained by manual analysis using simplified wall models without openings and by finite element calculation using wall models with openings. Calculated frequencies are also compared. The results shown are for both OBE and DBE, and include effects of wall inertia forces and pipe support loads. Frequencies calculated using the finite element method are generally higher than those calculated using manual analysis with beam models. 7

r v l This is attributed to the four-side-support condition in the com-puter models as compared to two-side-support condition in the simplified models. The results obtained by manual plate theory are also presented in Table 7 for reference. Stresses calculated using the finite element method are generally lower than those calculated by manual analysis with beam models, except for the localized stresses as noted in Table 7. Even though higher frequencies could result in greater accelerations, calculated stresses are reduced due to the two-way action. The comparison shows that stresses calculated using simplified models without openings can be considered to be conservative. 5.6 DYNAMIC ANALYSIS A dyr.amic analysis is used to verify those walls which can not be shown to be adequate by a simplified manual analysis or by a static computer analysis. The dynamic analysis is particularly useful for multi-wythe cantilever walls. Since the shear capability at the collt.r joint is conservatively assumed to be zero between the grout or mortar and the block, the wall is analyzed as two separate flexural members tied together by tie bars. These ties are modelled as springs connected to the lumped masses of each flexural member. A modal ana_ysis is per-formed using Bechtel program CE 917 to determine mode shapes, participation factors, and natural frequencies for the wall. Becntel program CE 918 is then used with the appropriate floor response spectrum as an input load to determine the resulting forces and moments in the wall. Tne walls for which a dynamic analysis is performed are identi-fied in Tables 4, 5, and 6. 5.7 LOCAL STRESSES AT ATTACHMENTS As shown in Table 1, pipe support loads are not of large magni-tude. Representative calculations show tnat shear and compressive stresses in joints between blocks, resulting from block action to transfer the loads to the tie bars, are less than the allowable limits. The maximum applied load normal to a multi-wythe wall due to a pipe support using expansion bolts is 4 80 pounds, well within the allowable tie bar tensile capacity. 5.8 INTERSTORY DRIFT Effects of building story interstory displacements resulting from seismic loads are calculated for the in-plane direction only, as out-of-plane stresses due to interstory displacements are not significant. For the in plane direction, shear stress is calculated by 8

TABLE 1 (cont'd) CONCRETE BLOCK WALLS SUPPORTING SEISMIC CATEGORY l PIPES A.N.O. - UNIT 1 ( I I I I I I I I I I I I (*) l I l WALL I I WALL i WALL I WALL l l l NO. I FLOOR EL.I THICK. I HEIGHT I TYPE l SYSTEM i l I I I i i i It4-B-174 1 372'-0" I l'-0" l 12'-0" l I l Chilled Water l l 175 1 I I I I I I I I I I I I l+4-B-180 1 372'-0" I l'-0" l 12'-0" l I IChilled Water l l 181 I l l l l l l 1 1 I I I I I 4-B-186 1 386'-0" l l'-6" l 8'-8" l I l Chilled Water l l 187 1 l l l l l I I I I I I I l+4-B-192 1 404'-0" I l'-0" I 16'-0" 1. II l Auxiliary Bldg. l l 193 I l l l l Ventilation l I I I I I I I If4-B-194 1 404'-0" i l'-0" l 16'-0" l II l Auxiliary Bldg. I I 19 5 I I l l l Ventilation l I I I I I I I l 6-B-43 1 335'-0" l 3'-6" l 14'-9" l I l Gaseous Rad. l l 44 l l l l [ Waste (No Accessi l l l l 1 i for 6-B-44) l I I I I I I i 1 6-B-47 1 354'-0" I l'-6" l 8'-0" l I l Waste Gas l I 48 l l l l l Compressor l I I I I I I I I 6-B-49 1 354'-0" I l'-6" l 13'-6" l I IS/G Sample Line l I 50 l I I I I I I I I I I I I I I I I I I I I-1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i i l i I I I I I I I I I I I I I I I I I I I I I I I I I I I I NOTES: 1. (*) I = Shield Wall or Firewall II = Partition Wall 2. t = Single Wythe Wall

TABLE 2 CONCRETE BLOCK WALLS WITH SEISMIC CATEGORY l ATTACHMENTS OTHER THAN PIPES A.N.O. - UNIT 1 I I I I I I I i 1 1 I I (*) l I I WALL l 1 WALL I WALL I WALL I I l NO. I FLOOR EL.l THICK. l HEIGHT l TYPE l REMARKS I I I I I I i l l l 1 I I I i 1+4-B-118 l 354'-0" I l'-0" l 13'-0" l I I l l+4-B-119 1 354'-0" l 0'-8" l 9'-4" l I I I I I I I I 1 l l 4-B-138 l 373'-6" l 2'-0" l 10'-5" l I I I i 139 I I I I I I I I I I I I I l+4-B-172 l 372'-0" i l'-0" l 12'-0" l I I I i 173 I I I I I i 1 1 I I I I I l 4-B-176 1 372'-0" I l'-6" I 11'-0" l I I I i 177 I I I I I I I I I I I I I It4-B-178 l 372'-0" l l'-0" l 11'-0" l I l l l 179 I i l l I I I I I I I I i 154-B.182 1 374'-0" I l'-0" l 7'-7" l I I l l 183 l l l l l l l 1 1 I I I I I 4-B-202 1 386'-0" i l'-6" I 17'-2" 1 I I I I 203 I I I I I I i i l i I I I I I 4-B-204 1 386'-0" I l'-6" l 16'-0" l II l [ l 205 l l l l l l l l l l l 1 1 1+ 6-B-51 1 354'-0" l O'-8" l 9'-4" l I l l l 52 I I I I I i 1 1 I I I i i l I I i I I I i l l I I I I I I I I I I I I I I I I I I I I I I I I NOTES: l

1. (*)

I = Shield Wall or Firewall II = Partition Wall 2. + = Single Wythe Wall L

TABLE 3 CONCRETE BLOCK WALLS IN PROXIMITY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 1 i I I I I I I I I I I I I (*) l l l WALL I I WALL l WALL I WALL i l l NO. I FLOOR EL.l THICK. l HEIGHT l TYPE I REMARKS l l 1 1 1 1 I i I I i l i I I i

3-B-3 1 368'-0" l

O'-8" l 8'-0" l I I l l 4 I I I I I I i l I i i I l + 3-B-5 1 368'-0" l O'-8" l 8'-0" l I l l l 6l l l l l l l l 1 1 I I I l + 3-B-7 1 368'-0" l l'-0" l 17'-0" l I I l I 8 I I l l l l 1 1 I I I I I I + 3-B-9 I 368'-0" I l'-0" l 17'-0" l I l l l 10 l l l l l l l 1 1 I I I I I $3-B-11 1 368'-0" I l'-0" l 17'-0" l I I I I 12 I I I I I I I I I I I I I I 3-B-13 1 386'-0" I l'-6" l 17'-0" i II I I i 14 I I I I I I I I I I I I I I 4-B-1 1 317'-0" I l'-6" l 8'-0" 1 I l l l 6-B-5 l l l 1 l l l l l l l I I l 4-B-5 1 317'-0" l 2'-0" l 8'-0" l I I I I 6I I I I I I I I I i l i I t 1 4-B-7 1 317'-0" I 2'-0" I s'-0" l I l l l E I I I I I I I I I I I I I i 4-B-15 I 317'-0" l 2'-0" l 8'-0" l I I I i 16 l l l l l l i I I I I I I l l 4-B-41 1 33S'-0" I l'-6" l 16'-3" 1 I I I l I 42 I I i i I I I I I I i i i I 4-B-45 I 335'-0" I l'-6" l 8'-0" 1 I I l l l 46 l l l l l 1 Notes: 1. (*) I = Shield Wall or Firewall II = Partition Wall 2. t = Single Wythe Wall

TABLE 3 (Cont'd) CONCRETE BLOCK WALLS IN PROXIMITY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 1 I I I i i I i l i I I I (*) 1 I I WALL I I WALL l WALL i WALL I l l NO. I FLOOR EL. l THICK. l HEIGHT l TYPE l REMARKS I I I I i 1 .I I I I I I I I l l 4-B-55 1 335'-0" I l'-6" l 8'-0" 1 I I l l 56 l l l l l l l l l l 1 l l l 4-B-57 1 335'-0" i l'-6" l 17'-0" l I I i l 58 l l l l 1 l l l l l l l l 4-B-65 1 335'-0" l 3'-6" l 16'-3" l I I No Access For 1 66 l l l'-0" l l l 4-B-66 l I l l l l l l l 4-B-67 l 335'-0" l 2'-6" l 16'-3" l I l l l 68 l l l l l l 1 1 I I I I l l 4-B-117 l 354'-0" l 2'-0" I 11'-3" l I l l l 6-B-55 1 l l l l l 1 l l l 1 I I 4-B-124 1 354'-0" l 2'-0" l 13'-6" l I l l l 125 l l l l l l l l l 1 1 1 I I 4-B-126 1 354'-0" l 2'-6" I 11'-3" l I I I i 127 l l l l l l l l 1 I I I l l l 4-B-128 i 354'-0" l 2'-0" I 13'-6" l I l l i 129 l l l l l 1 1 I i l l l l l 4-B-130 1 354'-0" l 2$-0" I 14'-0" l I I I l 131 l l l l l l 1 I I I I I I I 4-B-134 1 354'-0" l 2'-0" l 16'-0" l I l l l 135 I I l l l l l l l 1 I I I l 4-B-140 l 373'.6" l 2'-0" 1 11'-5" l I I I I 141 1 I I I I I l l l 1 1 I I I I I I I I I I I I I I I I Notes: 1. (*) I = Shield Wall or Firewall II = Partition Wall 2. t = Single Wythe Wall

TABLE 3 (Cont'd) CONCRETE BLOCK WALLS IN PROXIMITY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 1 1 I i 1 i i i i I I I I (*) l I I WALL l I WALL 1 WALL l WALL I l l NO. I FLOOR EL. 1 THICK. I HEIGHT l TYPE l REMARKS l 1 i i i i I i l i l I i l l l 4-B-142 1 373'-6" l 2'-0" l 10'-1" i I I I i 143 1 1 I I I i 1 1 I I I I I l 4-B-144 1 369'-0" l 2'-6" l 10'-0" l I I I l 145 I 1 l'-6" l 15'-0" l l l 1 1 I I I I i 1 4-B-152 l 372'-0" l 2'-6" l 12'-0" l I I I i 153 I I 2'-0" l I I I I I I I I I I I 4-B-156 1 372'-0" l 2'-0" l 12'-0" 1 I I I i 157 1 I I I I I i I I i I I i I 4-B-16* 1 372'-0" I 2'-0" l 12'-0" l I I I I 165 I I I I I I I I I I I i 1 4-B-168 1 372'-0" l'-9" l 12'-0" l I l No Access For l l 169 I I l l l 4-B-169 1 I i i i i I I l 4-B-170 1 372'-0" I l'-4" l 12'-0" l I I I I I i i i i I j l$4-B-184 1 374'-0" i l'-0" l 10'-0" l I i l l 185 l l l l 1 1 I I I I I i l&4-B-196 1 386'-0" l l'-0" l 8'-8" 1 II I I l l 197 I I l l l 1 I I I i 1 1 I l+4-B-198 1 386'-0" I l'-0" l 8'-8" 1 II I I l 199 l l 1 l l l 1 1 I I I I I l 4-B-210 1 386'-0" I l'-6" l 16'-6" 1 I i i 1 211 l l l l l l 1 1 I I I I i 1 4-B-212 1 386'-0" I l'-6" l 8'-0" l I l l l 213 l l I I I I I I I I I I I Notes: I 1. (*) I = Shield Wall or Firewall II = Partition Wall 2. t = Single Wythe Wall

TABLE 3 (Cont'd) CONCRETE BLOCK WALLS IN PROXIMITY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 1 1 1 1 I I i i i I I I I (*) l I I WALL l l WALL l WALL I WALL l l l NO. ] FLOOR EL. l THICK. I HEIGHT l TYPE l REMARKS l I 1 I I I i l l I I I I I I l $6-B-17 I 326'-0" I l'-0" l 8'-0" l I l l l 18 1 l l l l l l l l 1 1 I I +6-B-19 l 326'-0" i l'-0" l 8'-0" l I l l 1 20 l I I I I I I I I I I I I I +6-B-23 i 335'-0" I l'-0" l 8'-0" i I I I I 24 I l l l l l 1 1 I I I I I l $6-B-25 1 335'-0" I l'-0" l 8'-0" l I l l l ~26 i l l l l l l 1 I I I I I I $6-B-27 1 335'-0" 1 15-0" l 8'-0" l I l l l 28 I I I I I I I I I I I I I l $6-B-29 1 335'-0" i l'-0" l 8'-0" l I l l l 30 l I i l l l l l l l l 1 I I +6-B-31 1 335'-0" I l'-0" l 8'-0" i I I I l 32 I I l l l l 1 1 I I I I I l $6-B-33 1 335'-0" l l'-0" l 8'-0" l I I 1 l 34 l l l I i i l i l i I I I I 6-B-35 1 335'-0" l 2'-0" l 8'-0" l I I I l 36 l l l ) l l l l l l l l l 1 6-B-39 1 335'-0" I 2'-0" l 8'-0" l I l l 1 40 l l l l l l 1 I i i I I 1 l 6-B-41 1 335'-0" l 3'-6" l 14'-9" l I l No Access for l l 42 l l l l l 6-B-42 I I I I I I I l ' $6-B-53 1 354'-0" i O'-8" l - 9 '-4 " l

I I

l 54 l l l l l l 2 Notes: 1. (*) I = Shield Wall or Firewall II = Partition Wall 2. t = Single Wythe Wall

TABLE 3 (Cont'd) CONCRETE BLOCK WALLS IN PROXIMITY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 1 1 I I I I I I I I I I I (*) I I l WALL I l WALL I WALL I WALL I I I NO. I FLOOR EL. l THICK. I HEIGHT l TYPE I REMARKS I I I i l i i i l l l l l l l I l See 4-B-117 I 1 1 l 6-B-55 l I I I I I I I I I I I I I I I I I I I I I I I I I I I I l l l l l l l l l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I l l l l 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i i i l i I I I I I I I I I i l I i I I I I I I I I I l i I I I I I I I I I I I I I I I I I i l I i l l l I I I I I I I I I I I I I I I I I I I I I I l i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I-I I I I I I I I I I Notes: 1. (*) I = Shield Wall or Firewall II = Partition Wall 2. & = Single Wythe Wall u

l TABLE 4 RESULTING STRESSES OF i l CONCRETE BLOCK WA1.LS SUPPORTING SELSillC CATEGORY I PIPES A.N.O. - UNIT 1 I I I I I I I I l l l l l FLEXURAL STRESS (ks1) i MASONRY SilEAR I I I IIANGER. I I I I I I STRESS (psi) i ANCll0R I METil0D l LOADS I l 1 I I I I I I FORCE I OF i P(kips) I I i I WALL I FREq. I OBE I DnE I OaE I DnE I D.n.E. I ANALYSIS I M( f t-kips) i REMARKS' I I NO. 1 (eps) l l l l l l 1 (kips) l l l l I I I rs I fm I fs I fm I fv i fv i I I I I I I I I I I I I I I I I I 1 43-a-1 1 7.0 1 10.6 1 0.23 1 13.8 1 0.29 I 5.78 I 7.09 1 3.3***l 5 i P = 0.044 l 1 i I 21 I I I I I I I I I I I i l l I I I I I I I I I I I j l 4-B-39 1 3.4 DBEl 1 l 25.6 1 0.52 l I I I PL, l l P = 0.316 I l e I 40 1 I I I I I I I I I I I i i l l I I I I I I I I I I I I 1 I I I I I I I I I l-l 4-s-43 1 7.7 l I 1 32.0 1 0.73 l I I 1 PL I P = 0.530 l nS-53 l l l 44 I I I I I I I I I l P = 0.320 i MU-251 l j i i l l I I I I I I I H = 1.40 l I i i I 1 I l-1 I I I I I I I I 4-s-47 l 10.6 l 1 l 13.6 1 0.14 1 I I l PL I P - 0.072 l l I 48 1 1 l l l l l l l l l l I I I I I I I I I I I I I j i 4-s-51 l 20.2 .I l l 9.3 1 0.15 l I I I PL I P = 0.072 l l 3 1 52 1 l l l l l l l l l l l 4 I I I I I I I I I i 1 I i 144-3-61 1 4.2 l 20.0 1 0.44 1 23.7 1 0.52 I 7.07 l 8.33 1 4.0 ***l PL I P = 0.150 l I i I 62 1 1 l l l 1 I I I I l l l l 1 I I I I I I I I I I I i I 4-a-88 l 5.6 l I l 35.1 1 0.63 l I 1 I PL, 1, I P = 2.40 I HBP I I 89 l l l l l l l 'l l l l 1112 I i i l l I I I I I I I I I I I I I I I I I I I I I I i NOTES: *C Verified By Curves = Simple Beam Analysis

- llanger Numbers Given For Large Pipe.

i S = PL = Plate Analysis

- - 4% and 7% Damping Values Are Used.

I, = Effective Inertia Analysis 4 Single - Wythe Walls Dynamic Analysis D =

TABLE 4 RESULTING STRESSES OF CONCRETE BLOCK WALI.S SUPPORTING SEISMIC CATEGORY I PIPES A.N.O. - UNIT 1 (Cont'd) l l l l l l l l 1 I ilANGER I I I I FLEXURAL STRESS (ksi) l MASONRY SilEAR I I I I I I STRESS (psi) i ANC110R I METil0D I LOADS l l l l l l l l l FORCE I 0F i P(kips) I I I WALL I FREQ. I OBE I DBE I OBE I DBE I D. ll. E. I ANALYSIS I M(ft-kips) l REMARKS I I NO. I (cps) l I I I I I I (kips) l I I l l l l fs I fm I fs I fm i fv i fv I I I I I I l l l l l 1 1 I I I I I l 4-B-132] 2.4 l I l 29.6 1 0.84 I 1 I l C l P = 0.700 l l l 1331 I I I I I i 1 i i I i l l I I I I I I I I l I I I 4-B-1461 3.0 1 1 l 25.6 1 0.55 1 I 1 l S I P = 0.055 l 110C l l 1471 1 I I I I I I I I i 11 3 I I I I I I I I I I I I I I If4-B-1481 8.4 OBEl 22.8 1 0.50 1 22.5 1 0.49 l 10.61 1 11.17 l I S, I I P = 0.370 l I c I 1491 6.1 ') Bel l I I I I I I I I I I i I I I i l i I I I I I I I l S l P - 0.050 I iiCC 1 l 4-B-1661 6.3 l I - l 11.7 1 0.26 l 1 1671 I I I I I I I I I I iis l I I I I I I I I I I I I I If4-B-1741 10.2 OBEl 28.2 1 0.62 l 23.8 1 0.52 1 4.88 I 6.20 1 I S, l I P = 0.102 I I e i 1751 9.7 DBEl l I I l l 1 1 I I I I I I I I I I I I I I I I l+4-B-1801 5.3 l 9.0 1 0.20 l 13.3 1 0.29 l 1 I I S I P = 0.164 I I i 1811 1 I I I I I I l l 1 l l 1 1 I I I I I I I I I 1 l 4-B-1861 4.5 l l l 16.8 l 0.37 l l l 5.3***l D, l I P = 0.126 l l e l 1871 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I NOTE : *C = Verified By Curves Simple Beam Analysis

- llanger liumbers ;iven For Large Pipe.

S = PL = Plate Analysis

- - 7% Damping Values Are Used.

I, = Effective Inertia Analysis 4 Single - Wythe Walls Dynamic Analysis D =

TABLE 4 RESULTING STRESSES OF CONCRETE BLOCK WALLS SUPPORTING SEISHIC CATECORY I PIPES A.N.O. - U'IIT 1 (Cont'd) l I I I I I I I I I I I FLEXURAL STRESS (ksi) l HASONRY SilEAR I I l IIANGER I I I I I I STRESS (psi) I ANC110R I METil0D I LOADS I I I l l l l l l FORCE I 0F l P(kips) l l 1 WALL I FREQ. I OBE I DBE I OBE I DBE I D.B.E. I ANALYSIS l M( f t-kips) l REMARKS I I NO. l (cps) l I I I I l l (kips) l I I l l l l fs I fm I fs I fm I fv I fv i I I I i l l I I I I I I I I I I I If4-B-1921 7.8 OBEl 18.3 1 0.40 1 17.7 1 0.39 I 6.09 1 7.48 l 1 S, I, i P = 0.102 I I l 1931 6.3 DBEl l I l l l l l l 1 1 I I I I I I I I I I I I I I44-B-1941 3.3 1 14.8 1 0.32 1 20.3 1 0.44 1 5.74 1 7.02 l l S I P = 0.102 I I I 1951 l l l l l l l l l l l l l l l l l l l l l l l l l 6-B-431 3.8 l I l 28.9 l 0.64 l l I l PL, I, I P = 0.246 I I I 441 1 I i l l I I I I I I I I I I I I I I I I I I I I 6-B-471 5.8 l I l 27.5 1 0.62 l - I 1 5.4 i C l P = 0.480 I I I 481 I I I I I l l I I I I I I I I I I I I I I I I I 6-B-491 5.1 l l l 24.2 1 0.52 l - I - l l S, I, I P = 0.132 l l l 501 l l l l 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i i l l l l l l 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I NOTES: *C Verified By Curves = Simple Beam Analysis S = PL = Plate Analysis 4 Single - Wythe Walls I, = Effective Inertia Analysis Dynamic Analysis D =

~ TABLE 5 RESULTING STRESSES OF CONCRETE BLOCK WALLS WITil SEISMIC CATECORY I ATTACllMENTS OTilER TilAN PIPES A.N.O. - UNIT 1 I I I I I I I I I l l FLEXURAL STRESS (ksi) l MASONRY SilEAR I I l l l l l l STRESS (ps1) l ANCil0R l HETil0D I l l 1 1 I I I l FORCE I Or i I l WALL I FREQ. I OBE l DBE l OBE I DBE I D.B.E. I ANALYSIS l REMARKS I I NO. I (cps) I I I I I I l (kips) i I I I I l rs I rm I rs I rm l tv l fv l l l l l l l l l l l l l l 1 l l +4-B-118 1 4.2 l - I l 31.3 1 0.68 l I I I S I S roe 4-B-118 l I I l PL, l l PL, 1, FOR 4-B-119 I l - l 22.3 1 0.33 l l 119 l 4.1 l e I I I I I I I I l l l l I l 3.6 I PL, l l 4-B-138 l 11.0 l - I - l 11.4 1 0.55 l e l 139 l l l l l l l l l l l l l l l l l l l 1 I I I l S l I I 44-B-172 1 5.2 1 9.9 1 0.22 l 14.0 1 0.31 1 5.3 I 7.5 l i 173 l l l l l l l l l l l 1 1 I I l l l l l l l l l 4-B-176 l 4.3 l I l 19.0 1 0.43 l l I l C I I i 177 I l 1 I I l' I I I I I I I I I l 1 I I I i l l l S I I l 44-B-178 l 6.2 l 8.3 1 0.18 l 11.8 l 0.26 l 4.8 I 6.9 l I 179 l 1 1 I I I l 1 l l 1 I I I I I I I I I I I I l S I I l 44-B-182 l 13.3 l 10.0 l 0.22 l 12.2 1 0.26 l 8.5 l 10.3 l l 183 l l l l l l l l l l l l l l 1 l 1 I I I I l l l I PL, l l l 1 4-B-202 1 3.6 I - I l 18.7 I 0.41 l e I 203 1 l l l l l l l l l l I I I I I I l l .I I l l l - l l S l l I l 35.5 l 0.38 l l l 4-B-204 l 8.8 I l 205 I I l l l l l l l l l l l l 1 I I I I I I I I l 6-B-51 l 18.8 l 4.5 1 0.08 I 5.8 l 0.10 1 3.3 1 4.3 1 0.8 i PL l l l 52 1 I I I I I I l l l l Verified By Curves NOTES: *C = Simple Beam Analysis l S = PL = Plate Analysis I Ef fective Inertia Analysis 4 ' Single - Wythe Walls f D,== Dynamic Analysis [

l TABLE 6 RESULTING STRESSES OF CONCRETE BLOCK WALLS IN PROXIMITY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 1 I I I I I I I I j' l l l l STRESS (psi) I ANCll0R I METil0D l l l l l FLEXURAL STRESS (ksi) l HASONRY SilEAR l l l l l l l l l l l FORCE I 0F I i I WALL I FREQ. I OBE I DBE I OBE l DBE I D.B.E. l ANALYSIS I REMARKS l I NO. I (cps) l l l l l l l (kips) l l 1 l l l is I fm l fa l fm I fv l fv l l l l i l I I I l l l l I I I I I +3-B-3 1 37.1 1 1.9 I 0.03 1 2.7 1 0.04 1 2.1 1 '3. 7 l 0.5 I PL I I I 4 I I I I I I I I I I I I I I I I I I I I I I I i +3-B-5 l 18.5 1 3.6 1 0.06 1 4.9 1 0.09 l 3.5 1 4.8 1 0.9 I PL l l l 6 I I I I I I I I I I I I I I I I I I I I I I i l +3-B-7 I 5.4 OBE I 16.0 1 0.35 l 23.5 1 0.52 1 6.0 1 8.8 l l S, I, l l I 8 I 3.7 DBE I I I I I I I l l 1 I I I I I I I I I I I i l +3-B-9 l'5.4 OBE l 16.0 1 0.35 1 23.5 1 0.52 1 6.0 l 9.5 l l S, I, l l i l 10 1 3.7 DBE I I I I I I I I I I 1 I I I I I I I I I I l l S, I, I l l +3-B-11 1 5.4 OBE I 16.0 1 0.35 1 23.5 1 0.52 1 6.0 l 9.5 l i 12 1 3.7 DBE I I I I I I I I I I I l l l l l l l l l l l l I S, I, I l l 3-B-13 l"2.4 DBE l l - l 35.8 l 0.79 I 1 i l 14 l l l l l 1 l l l l l I I I I I .I I 1 I I I i 4 I 1 4.5 l D I FREQ. UNDETERMINED; I 1 l 14.4 1 0.32 l I 4-B-1 l 1 j l 6-B-5 l l l l l l l l l l PEAK ACCELERATION I I I I I I I I I I I I VALUES USED I 3 1 l 1 PL I WALL DOES NOT l 1 4-B-5 1 27.0 l l 0.03 l l 0.05 l i 1. 6 l l l l 1 1 I I I l CRACK; f* = NEGLI-I I I I I I I I I I I I GIBLE I l PL l WALL DOES NOT l I l l 0.05 l J l 4-B-7 l 27.0 1-l 0.03 l 4 1 8 l l l l l l l l l l CRACK; f, = NEGLI-1 I I I I I I I I I I I GIBLE I Verified By Curve NOTES: *C = Simple Beam Analysis S = PL = Plate Analysis I, = Effective Inertia Analysis + Single - Wythe Walls D.= Dynamic Analysis

~ TABLE 6 RESULTING STRESSES OF CONCRETE BLOCK WALLS IN PROXI!!ITY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 1 (Cont'd) i I I I I I I I t l l FLEXURAL STRESS (ksi) l MASONRY SilEAR I I l l I I l l STRESS (psi) i ANCil0R I METil0D I I I I l l l l l FORCE I 0F 1 I I WALL I FREQ. I OBE I DBE I OBE I DBE I D.B.E. l ANALYSIS I REMARKS l l NO. l (cps) l l l l l l 1 (kips) l I I l l l fs I fm l fa i fm I fv l fv l l l l l 1 i i I i i i i I I i I 4-B-15 1 20.0 l 1 l 4.1 1 0.04 l I l 1.2 l S I I i 16 I I I I I I I I I I I I I I I I I I I I I I I I 4-n-41 1 2.5 DsE I I l 33.7 1 0.74 l I I l S, I, I I I 42 1 I I I I I I I I I I I I I I I I I I I I I I I 4-B-45 1 l I - l 14.4 1 0.32 1 l l 4.5 I D I FREQ. UNDETERMINED; i I 46 I I I I I I I I l l PEAK ACCELERATION I I I I I I I I I I I I VALUES USED I I l' I I I I I I I I I I l 4-n-55 l I I 1 14.4 1 0.32 l 1 l 4.5 1 D I FREQ. UNDETERMINED; I l 56 l l l l l l l l l l PEAK ACCELERATION I I I I I I I I I I I I VALUES USED I I 4-s-57 l 2.7 DsE I 1 - l 33.9 I 0.74 l 1 I I S, I, I l l 58 1 l l l l l l l l l l l l' I I I I I I I I I i l 4-s-65 1 2.4 l 25.3 1 0.55 1 31.9 1 0.69 l I 1 I S l l l 66 1 I I I I I I I I I I I I I I I I I I I I I I i 4-a-67 l 5.0 1 1 l 23.3 1 0.51'l 1 I l C I l I 68 1 I I I l l l l l l l l 1 I I I I I I I I I I i 4-s-117 I 5.2 1 - I - l 17.3 1 0.48 I I 1 l C l l l 6-s-55 I I I I I I I I I I I I I I I I I I I I I I I I 4-B-124 1 4.2 1 - l l 15.4 1 0.33 1 l l l C I l I 125 I I I I I I I I i l i NOTES: *C Verified By Curve = l S Simple Beam Analysis = l PL = Plate Analysis I = Effective Inertia Analysis f Single - Wythe Walls l D,. = Dynamic Analysis

e-- TABLE 6 RESULTING STRESSES OF CONCRETE BLOCK WALLS IN PROXIMITY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 1 (Cont'd) I I I I I I I I I I I FLEXURAL STRES3 (ksi) l MASONRY SilEAR I I I I l l l l STRESS (psi) I ANCil0R I METil0D I j l l l l l l l FORCE I 0F i i I WALL I FREQ. I OBE I DBE I OBE I DBE I D.B.E. I ANALYSIS I REMARKS l 1 NO. I (cps) l I l l l l l (kips) l I I I I I fs I fm I fs I fm I fv I rv l l 1 l 1 l I I I I I I I I I I I I I 4-B-126 I 9.0 1 l l 18.0 1 0.39 l 1 1 I C l l l 127 I I I I I I I I I I I i l I I I I I I I I I I I l C I I I l 19.0 1 0.46 l I I 4-B-128 l 8.2 1 I 129 l l l l l l l l l l l I I I I I I I I I I I I 1 I 4-B-130 1 6.4 l - I - l 29.5 1 0.31 1 I I I PL, I, I I I i 131 1 1 I I I I I I I I I I I I I I I I I I I I l 8.3 1 0.23 1 I I l C I l i. I 4-B-134 l 5.4 l l i 135 1 1 I I I I I I I l l I I I I I I I I I I I I l 21.0 1 0.58 1 I I l C I I l 4-B-140 1 3.6 l I i 141 1 1 I I I I I I I I I I I I I I I I I I i 'l I l C l l l 4-B-142 1 4.7 l I - l 21.0 1 0.58 l 1 I l 143 1 I I I I I I I I I I I I I I l ~l l I I I I I l S, I, I l I I I 4-B-144 1 3.3 DBE I - I - l 30.0 1 0.65 l l 145 1 1 I I I I I I I I I l l l l l 1 I I I I I I I l 21.0 1 0.58 1 I I l C I 1 I 4-B-152 1 4.3 l I l 153 I I I I I I I I I I I I I l l I I I I l l I I I I I I I I I I l i I I I NOTES: *C Verified By Curve = l S Simple Beam Analysis = i PL = Plate Analysis I, = Effective Inertia Analysis 4 eingle - Wythe Walls Dynamic Analysis D =

l TABLE 6 RESULTING STRESSES OF CONCRETE BLOCK WALIS IN PROXUllTY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 1 (Cont'd) 1 I I I I I I i I l 1 I I FLEXURAL STRESS (ksi) l MASONRY SilEAR I l 1 l l I I STRESS (psi) I ANC110R I ME1110D I I I I I I I I I FORCE l OF I I I WALL I FREQ. I OBE I DBE I OBE I DBE I D.B.E. I ANALYSIS l REMARKS I I NO. I (cps) l l l l l l l (kips) l I I I I I rs I rm I rs I rm I tv i tv I l l l l 1 l l 1 i i I l l 1 1 I l 21.0 1 0.58 l I 1 l C I I I 4-B-156 1 4.3 1 I 157 I l' l l l l 1 I I I l l 1 I I I I I I I I I i l C I I I 1 l l 21.0 1 0.58 l I 4-B-164 1 4.3 1 1 165 1 I I I I I I I I I I I I I I I I I I I I I I I PL I I 1 27.3 ! .34 l I I I 4-B-168 l 10.7 l 1 I 169 I I I I I I I I I I I i l l I I I I I I I I I I l - 1 26.4 1 0.58 l 1 I I PL I I I 4-B-170 1 6.9 l i l i I I I I I I I I I I I f4-B-184 1 7.7 l 17.4 1 0.38 l 20.8 l 0.46 l 11.1 l 13.2 l I S I I 1 185 I I I I I I l l l l 1 1 I I I I I I I I I I I I +4-B-196 1 37.4 1 6.0 1 0.10 l 8.2 1 0.13 l l l 2.5 l PL I l I 197 I I I I I I I I I I I I I I I I l l I I I I I l l 17.4 1 0.31 1 .I l 4.4 i PL I I I f4-B-198 l 15.1 1 i 199 I I I I I i 1 I I I I I I I I I I I I I I I I l C I l l 25.5 1 0.56 l I l I 4-B-210 l 8.2 l I I 211 I I I I I I I I I I I I I I I I I I I I I I I I I C l l l 4-B-212 l 16.0 1 - I - l 27.3 1 0.29 l 1 l 213 I I I I I I I I I I I i i l l I I I I I I I I I I I I I I I I I I I I I Verified By Curve NOTE : *C = Simple Beam Analysis ) S = PL = Plate Analysis I. = Ef fective Inertia Analysis 4 Single - Wythe Walls

TABLE 6 RESULTING STRESSES OF CONCRETE BLOCK WALLS IN PROXIMITY TO SAFETY-REl.ATED SYSTEllS A.N.O. - UNIT 1 (Coat'd) l I I I I I I I l l l FLEXURAL STRESS (ksi) l MASONRY SilEAR I I I I l l l l STRESS (psi) 1 ANCil0R l METil0D I I I I I I I I I FORCE I 0F I I I WALL I FREQ. I OBE l DBE I OBE I DBE I D.B.E. I ANALYSIS I REMARKS I I NO. I (cps) l I l l l l l (kips) l l l 1 I I fa i rm i fs I fm I fv i fv i l l l l 1 1 I I I I I I I I l 1 f6-B-17 I 5.0 l 23.1 1 0.40 1 27.7 1 0.47 l 8.7 l 10.4 1 4.l** l PL I I i 18 I I I I l l l l l l l l 1 1 I I I I l l l l l l 46-B-19 l 5.2 1 22.0 1 0.36 l 26.4 1 0.44 l l 9.6 l 3.3** l PL l l l 20 l l l l l l l l l l .I I I I I I I I I I I I l l 46-B-23 l 13.2 1 3.3 1 0.07 I 4.4 1 0.10 l 3.4 l 4.6 l 1.4 I PL l l l 24 l l l l l l l l l l l l l-1 I I I I I I I I I i +6-L-25 l 17.0 l 1.7 1 0.02 l 2.3 1 0.03 l l 3.3 1 0.4 i PL I l l 26 l l l l l l l l l l l l l 1 I I I I I I I I I l 46-B-27 l 9.1 1 7.9 1 0.13 l 10.5 1 0.17 l 6.4 l 8.5 1 2.4 l PL l l l 28 l l l l l l l l l l l l l' l l l 1 I l l l l l l 46-B-29 I.80.9 l 0.4 l 0.01 l 0.6 1 0.01 1 0.8 l 1.2 1 0.1 I l'L l l l 30 l I I I I I I I I I I I I I I I I l 1 I I I I l 46-B-31 1 80.9 l 0.4 1 0.01 1 0.6 l 0.01 1 0.8 1 1.2 1 0.1 i PL I l l 32 I I I I I I I I I I I I I I I I I I I l l l l l f6-B-33 1 80.9 1 0.4 1 0.01 1 0.6 1 0.01 l 0.8 1 1.2 1 0.1 1 PL l l l 34 I I l l 1 l l l l l l i l I I I i i l i I l l l 1 6-B-35 l 67.2-I I - l 1 0.02 1 I l I PL l WALL DOES NOT CRACK; I I 36 I I I I l l l l l l f, = NEGLIGIBLE I I I I I I I I I I I I I Verified By Curve NOTES: *C = Simple Beam Analysis S = PL = Plate Analysis

- 7% Damping Usel l

I, = Ef fective Inertia Analysis f Single - Wythe Walls

TABIE 6 RESULTING STRESSES OF CONCRETE BLOCK WALLS IN PROXUllTY TO SAFETY-RELATED SYSTEllS A.N.O. - UNIT I (Cont'd) l l I I I I I I l l l FLEXURAL STRESS (ksi) l HASONRY SilEAR I I l l l 1 I I STRESS (psi) I ANCll0R I PETI!0D I I I i l l l l l FORCE I 0F l l l WALL I FREQ. 1 OBE I DBE I OBE I DBE I D.B.E. I ANALYSIS I REMARKS I I NO. I (cps) l l l l l l l (kips) l I I I I I fs I fm I fs I fm I fv i fv i l l I l l l l l l l l 1 1 l l l 6-B-39 l10.0 OBE I 13.6 1 0.30 l 22.0 1 0.48 l I l 5.4** I S, I, I I I 40 1 6.3 DBE I I I I I I I I I I I I I I I I I I I I I I l 6-B-41 1 3.8 DBE I - I l 28.9 I 0.64 1 I I l PL, I, I I I 42 I I I I I I I I I I I I I I I I I I I I I i i I l PL I WALL DOES NOT CRACK l I +6-B-53 l 16.2 I I 1 l 0.02 1 I I 54 l l l l l l l l 1 I f, - NEcLtcIBLE I I l-1 I I I I I I I I I l I - l I - I I I I l (SEE 4-B-117) l I 6-B-55 l I I I I I I I I I I I I i i i l l I I I I I I i l i I I I I I I I I I I I I I I I I I I I I I I I l' I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I l l l l l l l l l l l l l l l l 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I l' I I I I I I I I I I I I I I I I I I I I I I I I l l l' I I I I I I I I I I I I I I I I I I I I I ' Verified By Curve NOTES: *C = Simple Beam Analysis S = PL = Plate Analysis

- 7% Damping Used Ef fective Inertia Analysis f Single - Wythe Walls I

= e-

~ TABLE 7 COMPARISON OF STRESSES IN llLOCK WALLS WITil LARGE OPENINGS BY FINITE ELEMENT MET 110D AND 3Y MANUAL ANALYTICAL METil0D A.N.O. - UNIT 1 I I I I I I FINITE ELEMENT METil0D l MANUAL ANALYTICAL HET110D I l l l PLATE ANALYSIS l BEAM ANALYSIS I I l l COMBINED STRESS (KSI) l l COMBINED STRESS (KSI)l l COMBINED STRESS (KSI) l 1 WALL l FREQ. l OBE CASE l DBE CASE I 10BE CASE lDBE CASE I I OBE CASEl DBE CASE I if if l IFREQ.1 f, II f, I, i, i l NO. I (cps) I f, If II If IFREQ. If, if If If l l l l l l l(CeS) i I, I, l, s m s l(CeS)I 1 I I I I I I I I I I I I I I I I I 4-B-166 I 9.31 1 0.13 1 6.1 1 0.18 I 8.0 l 9 46 I.151 6.71.191 8.7 I 6.261.181 8.31.261 11.7 I i 167 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I l 4-B-178 l 12.47 1 0.13 1 6.0 1 0.20 1 8.6 112.03 I.171 7.61.231 10.6 I 6.151.181 8.31.261 11.8 l l 179 l' I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I 4-B-180 l 6.59 I 0.14 I 8.1 1 0.25 l 11.4 1 6.56 l.171 7.81.241 11.1 1 5.321.211 9.41.291 13.3 l I 181 I l l 1 1 I I I I I l l l l l l i I i i l I i l l I I I I I I I 1 i I 4-B-202 1, 3.51 1 0.45 1 20.441 0.77 1 33.841 3.62 I.23110.41.411 18.7 I 2.281.40118.41.721 32.8 I I 203 I I i l l l l l l l l l l l l 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I l l I I I I I I I I I I I I I I I I I I I I f local stresses

r j =Q j g "0 i

Vm

[}' s) t 7 1 l 3 l 5 5 )) .L E i s b m.- E R T G 4 6 U C( t o jl. A I f-F N A L P ~ 7

f ]_ _. - [] )) [] _- ((.. __ __ _ _ ~ a I (1) l I r 3 l n t- = - j(( - 3 j esempem j (. (..) i (.-a-, ) (.uz ; q E.. _[ g] _3p ( +67 ) - -( w i ) 1 (..) ( *+ } 1 ( m si ),c N4 \\ p m3s ) g C *-a-52 / { .a -Ei_ (._,,_s, ) j _[ L . M f-l (.-.. ) t 4-.-4. ) ( w.3 ) ( 4-a-4 5 ) , (.- : } 4 - f p } (.,) (~> [/ ,y M [ s-a-u ) f j (...i ) ! ( w.o ) (.-a-i. ) = f

),

j.- ( wu ) L _ _ ( _.. ) K. //, l. ( 2s )~ ~~ ~ C '-'" " 3 I ( 6 + 3' ) - f ""~ 3 c m., ) ; _ c .-4, ) -f ""-" 3 ( ~_)[l-+, (.-_3q . ( s-o-n ) N't; r{ - j s Q(3 (~ w a i I It **0-1,i l <4 '+2' ) ( . ) __ -n) P L A N AT EL 3 3 "'- O" FIGURE Z

O ~O ~ N i a i r i 1 . o _ L-- n<.... _. _ > (. -n-i i.1 Q _ p-T6) i i I i /N i = (.-B-132)- Oz} [ ]. t _ - _ [- i.- u_ c....m>- v

j gg m

I (... -,,.s l (.- -::.) C-(<-s-129) (<-s-127)- E (<-n iii) d' <.... 2,y i 2. a e g I '(.-8-119) (.-n-s. ) .Q--s2}--s g (....ii.) 4 (.-a-ni1) yc.-o-s. > -, $ 4,, y ) m (.--ss3 N}'D L p-. si ; i n + c....., >. a c'(, g _ __. (_.-s-.s ) _._. _. -_= _ __g_. PL A N A T E L. 3 54-O' FIGURE 3

i i i i t. .t. _<....:.'-b (.- -i. 8>-I--- ( " ~ ' }~ (.... n. ) ,, 0-a-i.O-L 2-*-i' ) l y 0 -a -"O .(..,,,,, ) l ,1 ( 2-s-ti ) (....n.), i (... n.f + ( *-a- *= ) -- ( 2-a-8 2 ) gij,) (.-n-ns) l - 3,, ,G-En)I j' i (>-=-7 ) j b:fl y (i...isi) = h l{ '+ ' ) / } l . a.. ni) / i ('-*-* ) 6-=-265) /\\_ , J (i.. >.i) ," L JK

k,.-

( i..- > > n --o m,y ] lo.m>g N4 (3...s ) / muu a t i (,.... ) O4 - -- -[4] y

4.... u.)

l 0 -FN-i==e mai w \\/ I x /\\(,l ~ 4____ g susi (...-i.,) { O-a-u 9 ') ~ /[7 ..s, gg t..n.i.) (* ~"- " ") (..n. u s}- ,a g

9.. u.)---- -

~ - - -- (*o-i)$) O2 U+819 ,6-a'-Tii) g]q i 0 -"-"'1 (.. ...,) I (* -*-2 5'F (.... i n) + . l O-a-uO c....is3) - ~ ~ - j .!pi P L A N AT EL. 37 2'-O" FIGURE 4

~ N .s a I I g i __ Q_ O s, -(4-p-205) f - D l (4-D-213) *

d 4-R-212)

/ i s (4-R-203) N .__{ r {3g.g3p -2 ,/ -(4-B-19.)

- "'I'*

(4-R-204'j ,t i(q.p.ggy} ~~ - i d \\ s22 d s' 4-8-196 ~

6. _ _

<.. R - 2 >- - 4....., t b .i j o El la [a + ii PL AN A T E L 38 6'- O" FIGURE 5

~ N ~ i i p.-_, .1 i i 33 a n 'N / ,/ / D ~. v/ 7(( -.-2.s) s' -.-2.a s i /\\ fi (...->n). (...-a n) l \\ / I (.- -2 3) [3*.*18 ) [ O4 L., J ( >-.- n )- / 4 n) -( - -n ) 6E,, f-a-a') m c.-.-2..) d-i w --P s ,-I,F1= m(...-,,,) yN j I .-.-att (.-.->., ._(.-.-i.a i l i l i / El Eli' El El [ + ii - _______ l_ .- g PL AN A T E L 38 6'- O" FIGURE.5

9 0 s-y s 1 } ~~ i! + { = i l 4 O 8 ~ / N, ! $ s 4 e 1 I e 4 ~ ' f IX3 t Z s N 4 i i ~ I l \\b i e}- y' .l 1 t J ~ [! o J! ii' I e x ,/ ~ ~ a j l l I 1 I 8 8 8

e A J J /.k9 %:.g/ H :.f.../ 8 y: G. st & ::k:. bl$

A'.

BOND BEAM,RESAR / lll

.g;l*.,

lIl PE SEE FIG. 9

j. g.,

fl 9 ' ' t*.: TYP R ... JI 8.f HORI?.. JOINT REINFt / 's *d*l-./.p/, 4 f S/ EE FIG. n -TYP , _ g 4 7,m # . -4:=' -= WALL TIES-SEE ' FIG. / 8-GROUT AT ALL CELLS y / n -TYP j gh! /, %',,/ p -VERT. WALL RE3AR IN SHIELDING WALLS 3 AND AT REINFORCED y- =,, CELLS IN NON-SHIELDING j,' f jyp

5016 -TYP WALLS

= = ___p- _- = u. s /th(I s 5* *.' ll *( / / / n, /.;I 'l,/ II/! !M GROUT 8 20: a TN y 7 f.'.* * '[.*.'I

1. J h,1,'

i ra.> / 6 / . 4...:. *- 'a / 3: e4 /

V o

I: / / td /, ay /,, 3/4"d REDHEAD "SELF DRILLING"CONCFITE -ROUGHIN SURFACE ANCHORS TO MATCH VERT. DOWELS-TYP TYPICAL CCN !?2TE BLOCEWJJJ., SECTIC:: ALTERNATE I FIGURE 7

A s s r$.g.y. J :.h;W: Up*y %'6 A e i*, y.. :.. ;.j:,,,+.,..el. i l BOND BEAM REBARj i zs lit.. * = H> D.;rf a.:.r... Nl:w $. .-,$ik,.- SEE FIG

9 N

HORIZ. JOINT REINF. k:.C S I.** ti SEE FIG. 11 -TYP D ei W

tst-

hp,, %

.

V ,~ if Wj*F" WALL TIES-SEE ,r;'f[,.,/ .5~fgg.P i* / / FIG. 11 -TYP 2-14 TYP $,,d 5-N'$ M GRCUT AT ALL CELLS IN AT REINFORCED CELLS E% # /.!' 'h-p. / M e" RT. WAR EBAR SHIELDIMG WALLS A1:D f / 16 WYP

Qr hf ?.!-)

/ T IN NON-SHIELDING WALLS 1s*4= =d,.s. I,.;g.ii:1,1 n / h Nkl !.'I / / / GROUT .~f44=%..w a j, . Mr.,9' ; '., <i.'p 'V ta D. m c. t 2j i> /Pli.: l 'j l!!II ';i h.! O Yb y v'y 4 3/4"g REDHEAD "SELF DRILLING" CONCRETE ROUGHEN SURFACE ANCHORS TO MATCH VERT. DOWELS-TYP i i l TYPICAL CCNCRETE BLOCKWALL SECTICN l \\ ALTERNATE I~ FIGURE 8

4-HORIZ. BOND BEAM REBAR (TYP)

J f_ 1' y \\ 1 /A .- s i t.. (&l_Lp;. / /:@1:. ? ; > f.I GROUT c:ll'./ f.*; / 4.. w = m W f5-VERT. WALL <'J-IJ J J., i.l c>,) / o C. le=u'W : 7 -r ! ft a.* 4 RESAR = .r i. c . :..j e h..:. / / :l g. ..e s / s l:'. ?'.;;. = s(t:. =/ ) i'I, : '-) : ' '~. '.;ll : /

=, =

- er= = Nl@ 5 ll'.i J,gl' .i,/ I

i 1.- g Y

J6L /.';g8 Q b,i l,':'. 1 s- - e.h - 4+ vys 9~[fC 'fif,/ '.. l:. .\\ 'f0 7 / / / BOND BEAM DETAIL FIGURE 9

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Cr-4 APPENDIX A CRITERIA FOR THE REEVALUATION OF CONCRETE MASONRY WALLS CONTENTS 1.0 GENERAL 2.0 GOVERNING CODE 3.0 LOADS AND LOAD COMBINATIONS 4.0 MATERIALS 1 5.0 DESIGN ALLONABLES 6.0 ANALYSIS AND DESIGN l l l l .n

CRITERIA FOR THE REEVALUATION OF CONCRETE MASONRY WALLS 1.0 GENERAL 1.1 PURPOSE This criteria is provided for use in reevaluating the structural adequacy of concrete masonry walls as required by NRC IE Bulletin 80-11, Masonry Wall Design, dated May 8, 1980. 1.2 SCOPE The reevaluation determines whether the concrete masonry walls and/or the safety related equipment and systems associated with the walls perform their intended func-tion under the loads and load combinations prescribed herein. Verification of wall adequacy includes a review of local transfer of load from block into wall, global response of wall, and transfer of wall reactions into supports. Anchor bolts and embedments for attachments to the walls are not considered to be within the scope of the evaluation. 2.0 GOVERNING CODE The reevaluation uses the methods prescribed by the Uniform Bulding Code as set forth in the FSAR and present state-of-the-art techniques. Supplemental allowables, as speci-fied herein, are used for cases not directly covered by the governing code. 3.0 LOADS AND LOAD COMBINATIONS Load combinations which are used for structural analysis are as follows: a. 1.5D + 1.8L b. 1.25 (D + L + Ro + E) c. 1.0 (D + L + E') In which Dead load of structure and equipment plus any D = other permanent loads contributing stress. Live load on structure. L = 1

Operating Basis Earthquake (OBE) loading. E = Design Basis Earthquake (DBE) loading. E' = Ro = Force on structure due to thermal expansion of pipes during operating conditions. A load factor of 1.0 is used for all load combinations for anchors. 4.0 MATERIALS Material properties used in the reevaluation are as follows: Masonry ultimate compressive strength (f'm) 1,500 psi Grout compressive strength (f'o) 2,000 psi Mortar compressive strength 2,000 psi Reinforcing bar yield strength 40,000 psi Phillips Red-Head Self-Drilling concrete anchor ultimate tensile strength 3/4" diameter 16,200 lbs 5/8" diameter 11,700 lbs 5.0 DESIGN ALLOWABLES 5.1 Design allowables are taken from the applicable section of the FSAR & governing codes. 5.1.1 Masonry The allowable tension, compression, and shear stresses are as follows: Masonry wall flexural compressive stress 0.33 f'm = 500 psi Masonry wall shear 1.1 y/f'm = 43 psi l Modulus of elasticity of the wall 1,000 f'm i l l 5.1.2 Collar Joint A collar joint strength of zero has been conservatively assumed in the reevaluation. 2 l L

5.1.3 Core Concrete or Cell Grout The allowable tensile stresses are 1.1 /f'm 5.1.4 Reinforcing Steel and Ties The allowable tensile stresses are 20,000 psi as given in the UBC. 5.1.5 Anc'.1orage The allowable tension force on the self-drilling con-crete anchors is as follows: 3/4" diameter 4.0 kips 5.4 kips (DBE case only) 5/8" diameter 2.9 kips 3.9 kips (DBE case only) 5.2 Design allowables for load combinations are as follows: 5.2.1 Masonry The allowable masonry stresses given in Paragraph 5.1.1 through 5.1.5 are increased as follows: STRESS INCREASE FACTOR Compression (flexural) 1.67 Shear and Bond: 1.67 Tension tension normal to bed joints: 1.67 tension parallel to the bed joints; in running bond: 1.67 5.2.2 Reinforcing Steel and Ties The allowable steel stresses are 90% of minimum ASTM specified yield strength provided lap splice lengths 3

and embedmen'. (anchorage) can develop this stress level. A31owable bond stresses are increased by a factor of 1.67 in determining splice and anchorage lengths. 5.2.3 Anchorage The allowable tension and shear forces on the self-drilling concrete anchors as given in Paragraph 5.1.5 ~ are not subject to increase. 5.3 DAMPING In general, wall analysis is performed using damping values of 3% for OBE and 5% for DBE. An exception is the analysis to 1 determine concrete anchor tensile forces at some of the cantilever.ialls, as noted in Tables 4 through 6, where damping values used are 4% for OBE and 7% for DBE. 5.4 MODULUS OF RUPTURE 5.4.1 The extreme tensile fiber stress used in determining the lower bound uncracked moment capacity is 1.1 Vf'm. 5.5 NON-CATEGORY I MASONRY WALLS 5.5.1 Concrete masonry walls not supporting safety systems but whose collapse could result in the loss of required function of safety related equipment or systems, or the failure of the concerned walls due to the loss of the lateral support are evaluated the same as walls that support safety systems. Alternatively, the walls may be analytically checked to verify that they will not collapse when subjected to design basis earthquake loads. 6.0 ANALYSIS AND DESIGN 6.1 STRUCTURAL RESPONSE OF MASONRY WALLS 6.1.1 Equivalent Moment of Inertia (I,) To determine the out-of-plane frequencies of masonry walls, the uncracked behavior and capa-cities of the walls (Step 1) and, if applicable, the cracked behavior and capacities of the walls I (Step 2) are considered. l

Step 1 - Uncracked Condition The equivalent moment of inertia of an uncracked wall (I is obtained from a transformed section consist!n)g of the block, mortar, cell grout and core concrete. Alternatively, the cell grout and core concrete, neglecting block and mortar on the tension side, may be used. Step 2 - Cracked Condition If the applied moment (M ) due to all loads in a load combination exceea,s the uncracked moment capacity (Mer), the wall is considered to be cracked. In this event, the equivalent moment of inertia (Ie) is computed as follows: M d cr er I,= I + l-I g cr M M a / (,/ I bler " f r

where, M

= Uncracked moment capacity er M = Applied maximum moment on the wall a I = Moment of inertia of the uncracked gross g section I = Moment of inertia of the cracked section cr f = Modulus of rupture (as defined in Paragraph r 5.4.1) y = Distance of neutral plane from tension face In some instances tha calculation of I is not e necessary due to the shape of the curve and the position of either I For examplS, n the response or I er if I is at or spectrum curve. cr 5 l L

very near the peak, the response at the frequency (fer) c rresponding to I is used in lieu of an I analysis. Also, if Sr is on the cr right side oI the response spectrum peak, the response at the frequency (fer) corresponding to I may be used because it will result in a er response which is higher than the response would be for I Similarly, if I is on the left side of the r,sponse spectrum peSk, the response at e the frequency (f ) corresponding to I may be a o used since it will result in a response which is higher than the response would be for I,lue of

However, the use of the more conservative peak va the spectrum curve in lieu of an I analysis is optional, or an I, analysis may be,used if it will result in a lower response.

Alternatively, the use of the peak acceleration values from the response spectrum curve is accep-table in lieu of a frequency determination, and is a conservative approach. In any case where the use of I may result in a higher response, an analysis u, sing I, is performed. 6.1.2 Modes of Vibration The effect of modes of vibration higher than the fundamental mode is investigated. Modal analyses are performed on several walls to determine the frequencies, mode shapes and participation factors. The resulting forces and bending moments for the walls are computed using the_SRSS procedure in response-spectrum analyses. These resulting forces and moments are compared with those that are obtained by considering only the fundamental mode for the corresponding walls. The comparisons show that the differences are less than 0.5 percent. Therefore, only the fundamental mode is considered in this reevaluation. 6.1.3 Frequency Variations Uncertainties in structural frequencies of the masonry wall resulting from variations in mass, modulus of elasticity, material and section prop-erties shall be taken into account by varying the modulus of elasticity as follows: E = 800 f'm to 1200 f'm 6

W 4 However, the modulus of elasticity varies with time. It is conservative to assume that five years after the date of completion, the modulus of elasticity is 20% higher than when the wall was built. Therefore, the nominal value of 1000 f'm is considered as the lower limit and 1200 f'm as the upper limit. If the wall frequency using the nominal value of E is on the higher frequency side of the peak of the response spectrum, it is conservative to use 7 i the lower value of E. If the frequency of the wall using the nominal value of E is on the lower frequency side of the peak, the higher value of E may increase the required response acceleration t for the wall analysis. All walls in this cate-1 gory have been checked against this uncertainty i and are found to be adequate. i 6.1.4 Accelerations For a wall spanning between two floors, the effec-tive acceleration is the average of the accelera-tions as given by the floor response spectra corresponding to the wall's natural frequency. { 6.2 STRUCTURAL STRENGTH OF MASONRY WALLS 6.2.1 Boundary Conditions Boundary conditions are determined by considering one-way or two-way spans with hinged, fixed or free cdges as appropriate. Conservative assumptions are used to simplify the analysis as long as due consideration is given to frequency variations. 6.2._ alstribution of Concentrated Out-of-Plane Loads o Two-Way Action i. a i Where two-way bending is present in the wall, the localized moments per unit width under a i I concentrated load are determined by using appro-priate analytical procedures for plates. Standard solutions and tabular values based on elastic theory contained in textbooks or other published documents are used if appli-cable for the case under investigation (considering load location and boundary conditions). 4 I 7

o One-Way Action For dominantly one-way bending, local moments are determined by using beam theory and an effective width equal to: b=6t+c in which: b = the effective width t= the wall thickness e = the width of the load contact area. However, the effective width computed by the above equation is limited in the evaluation to the value obtained from b = 1.4e + c, in t wnich e is the distance from the concentrated load to the nearest support. 6.2.3 Interstory Drift Effects The effect of interstory drift has been taken into con-sideration, and the results are as described in Section 5.8 of the report. 6.2.4 btress Calculations All stress calculations are performed by conventional methods prescribed by the Working Stress Design or other accepted principles of engineering mechanics. 6.2.6 Analytical Techniques In general, classical methods for analysing the walls are used in the evaluation. Design curves are developed using these methods and are used to qualify some of the block walls. However, numerical methods utilizing the computer for static or dynamic analyses are used on a case-by-case basis. The density of the walls used in the analyses ranges from 141 to 146 pounds per cubic foot, depending on the block wall composition. The wall weight is generally increased by 10% to represent the weight of all attach-ments such as piping, piping supports, electrical con-duits and boxes, instrumentation, and ventilation ducts. Actual weights of the attachments for some walls are calculated in lieu of the 10% increase. Reactions of the Seismic Category I pipe supports are considered as concentrated loads applied to the walls. 8

i APPENDIX B COMMENTARY ON THE CRITERIA FOR THE REEVALUATION OF CONCRETE MASONRY WALLS CONTENTS l.0 GENERAL 4 2.0 GOVERNING CODE 3.0 LOADS AND LOAD COMBINATIONS 4.0 MATERIALS 5.0 DESIGN ALLOWABLES 6.0 ANALYSIS & DESIGN REFERENCES i

COMMENTARY ON CRITERIA FOR THE REEVALUATION OF CONCRETE MASONRY WALLS 1.0 GENERAL 1.1 PURPOSE On May 8, 1980, the NRC issued IE Bulletin 80-11 entitled, " Masonry Wall Design", to certain Owners of operating reactor facilities. One of the tasks required by the bulletin was to establish appropriate reevalua-tion criteria. This commentary serves as justification of the criteria used and provides a discussion of the margins of safety. 1.2 SCOPE The concrete masonry walls are evaluated for all appli-cable loads and load combinations. Calculated wall stresses are first compared against an allowable stress criteria. Wall stresses are maintained within the elastic range of the load carrying components. Anchor bolts, embeds and bearing plates provided for support of systems attached to the valls are the subject of another NRC bulletin and are not considered to be within the scope of this evaluction. 2.0 GOVERNING CODE In general, the reevaluation analysis uses the Uniform Building Code as referenced in the Safety Analysis Report (SAR). 3.0 LOADS AND LOAD COMBINATIONS l The loads identified and defined in the SAR for safety related structures form the basis for licensing of the plant and are used in the evaluation of the masonry walls. The applicable factored load combinations listed in the SAR for safety related concrete structures are used to form the basis for the evaluation. 1

4.0 MATERIALS Material strengths are determined by review of project speci-fications, drawings and field documentation. 5.0 DESIGN ALLOWABLES 5.1 Allowables in this secti~on are from the UBC and applicable sections of the FSAR. However, for cases not covered by the code, suen as the self-drilling concrete anchors, allowables are based on a safety factor of 4 for the OBE case, and a safety factor of 3 for DBE. In-plane strain allowables for interstory drif t effects for non-shear walls were established well below the level of strain required to initiate significant cracking. The allowable strain for a confined wall was based on the equivalent compression strut model discussed in Reference 1 and modified by a factor of safety of 3.0 against crushing. Test data (References 1 through 7) was reviewed to determine cracking strains for confined masonry walls subjected to in-plana displacements and confirms the predicted strain as given by the equivalent strut model. 5.2 This section deals with factored loads. Since the OBE case is increased by 1.25 and the DBE case uses a factor of 1.0, all allowable loads are factored as stated below. Code allowable stresses for masonry in compression, tension, shear and bond are increased by a factor of 1.67. In general, this provides a factor of safety against failure of ( 3 - - 1. 67 ) = 1.8. Reinforcing steel is allowed to approach 0.9 times the yield strength which is typical for reinforcing steel that is re-quired to resist factored loads. 5.3 In general, damping for reinforced walls, which are expected to l crack due to out-of-plane seismic inertia, are conservatively set at 3% for OBE and 5% for DBE. These values are typically recognized as being conservative for reinforced masonry. The l use of 4% and 7% damping values for OBE and DBE, respectively, l for the analysis to determine concrete anchor tensile forces l at some of the cantilever masonry walls is also considered l conservative. This is because the values at3 equal to or less l than those specified for reinforced concrete structures in l NRC Regulatory Guide 1.61. l l 2

6.0 ANALYSIS AND DESIGN 6.1 The structural response of the masonry walls subjected to out-of-plane seismic inertia loads is based on a constant value of gross moment of inertia along the span of the wall for the elastic (uneracked) condition. If the wall is cracked, a better estimate of the moment of inertia is obtained by use of the ACI-318 formula for effective moment of inertia used in calculating immediate deflections. (Reference 8) The effects of higher modes of vibration and variations in frequencies are considered on a case-by-case basis. The use of the average acceleration of the floors sup-1 porting the wall is considered sufficiently accurate for the purpose of this evaluation. 6.2 The determination of the out-of-plane structural strength of masonry walls is highly sensitive to the boundary con-ditions assumed for the analysis. Fixed end conditions are justified for walls (a) built into thicker walls or continuous across walls and slabs, (b) that have the strength to resist the fixed end moment, and (c) that have sufficient support rigidity to prevent rotation. Otherwise, the wall edge is simply supported or free depending on the shear carrying capability of the wall and support. Distribution of concentrated loads are affected by the bearing area under the load, horizontal and vertical wall stiffness, boundary conditions and proximity of load to wall rupports. Analytical procedures applied to plates based on elastic theory are used to determine the appropriate distribution of concentrated loads. Interstory drift values are derived from the original dynamic analysis. Strain allowables depending on the degree of confinement are applied for in-plane drift effects on non-shear walls. The allowables are set at sufficiently conservative levels for in-plane effects alone such that a reasonable margin remains for out-of-plane loads. Out-of-plane drift effects are considered insignificant. 3

REFERENCES l.

Klingner, R.

E. and Bertero, V. V., "Infilled Frames in Earthquake Resistant Construction," Report No. EERC 76-32, Earthquake Engineering Research Center, University of California, Berkeley, CA, December, 1976. 2.

Meli, R. and Salgado, G.,

"Comportamiento de muros de mam-posteria sujetos a cargas laterales," (Behavior of Masonry Wall Under Lateral Loads. Second Report.) Instituto de Ingenieria, UNAM, Informe No. 237, September, 1969. 3.

Meli, R.,

Zeevart, W. and Esteva, L, "Comportamiento de muros de mamposteria hueca ante cargas alternades," (Behavior of Reinforced Masonry Under Alternating Loads), Instituto de Ingenieria, UNAM, Informe No. 156, July, 1968. 4.

Chen, S.

J., Hidalgc, P. A., Mayes, R. L.,

Clough, R. W.,

McNiven, H. D., " Cyclic Loading Tests of Masonry Single Piers,, Volume 2 - Height to Width Ratio of 1," Report No. EERC 78-28, Earthquake Engineering Research Center, University of California, Berkeley, CA. November, 1978. 5. Mainstone, R. J., "On The Stiffnesses and Strengths of Infilled Frames," Proc. I.C.E., 1971. 6. Hidalgo, P. A.,

Mayes, R.

L.,

McNiven, H.D.,

Clough, R. W., " Cyclic Loading Tests of Masonry Single Piers, Volume 1 - Height to Width Ratio of 2," Report No. EERC 78/27, Earthquake Engineering Research Center, University of California, Berkeley, CA, 1978. 7.

Hidalgo, P.

A., Mayes, R. L., McNiven, H. D., Clough, R. W., " Cyclic Loading Tests of Masonry Single Piers, Volume 3 - Height to Width Ratio of 0.5," Report No. EERC 79/12, Earthquake Engineering Research Center, University of California, Berkeley, CA, 1979. 8. Branson, D. E, " Instantaneous and Time-Dependent Deflections on Simple and Continuous Reinforced Concrete Beams," HPR Report No. 7, Part 1, Alabama Highway Department, Bureau of Public Roads, August 1965, pp. 1-78. 4

11406-276-14 APPENDIX C PROCEDURE FOR FIELD SURVEY TO DETERMINE SEISMIC CATEGORY I PIPE SUPPORTS WITH CONCRETE t EXPANSION BOLTS ON BLOCK WALLS AS REQUIRED BY NRC IE BULLETIN 79-02, REV. 2, DATED NOVEMBER 8, 1979 AND NRC IE BULLETIN 80-ll,REV. O, DATED MAY 8, 1980 FOR ARKANSAS NUCLEAR ONE Ul,1IT 1 - JOB 114 0 6-27 6 (79-02) UNIT 2 - JOB 11406-321 (79-02) l UNIT 1 - JOB 11406-349 (80-11) UNIT 2 - JOB 11406-350 ('8 0-11) Issued by Plant Design of Bechtel Power Corporation in San Francisco l 3 7((4/80 ISSDED Fo R. fro.1Ec.T U Lif ,.f d,, e,.,, , [h e, ,u: v ism.o 10 A nGLuor, h m. IAQ,y.dl /4 Me,c i l .Ls muu-2 7/9/8oa emm no-n neomnnnenTs REVISED TO INCLUDE ALL / / CATEGORY I SYSTEMS & COMPONENI'S ,y 'y fghtned 1 1/8/80 / 80 ISSUED FOR PROJECT USE j [)h'im* O s <- v REV DATE DESCRIPTION CilCK'D APPROVED 4

11406-276-14 TABLE OF CONTENTS 1.0 PURPOSE & SCOPE 2.0 GENERAL REQUIREMENTS 3.0 SURVEY PROCEDURE APPENDIX A : SAMPLE OF WALL ELEVATIONS, SECTIONS AND PLAN VIEW APPENDIX B: LOCATION OF HIGH ENERGY LINES IN RELATION TO BLOCK WALLS (LATER) l l l { l l ' l

^ 'l PURPOSE AND 5 COPE 1.1 The purpose of this survsy in to determina (c) whethor or not Seismic Category I Systems (piping, electrical, HVAC and instru-mentation) are attached to, or in the vicinity of, concrete block walls, and (b) to provide the data necessary for evalua-tion of any attachments found for adequacy of the attachments and ability of the walls to support the attached loads. 1.2 This survey is necessary since the hanger guidance for small piping gives only the general location and a standard type of support required. Other systems are field installed using a general guidance.- 1.3 The survey will also verify the number and location of large (2-1/2" and larger) pipe supports which were determined from hanger detail drawings. 2 GENERAL REODIREMENTS 2.1 Both Unit 1 and Unit 2 need to be surveyed. 2.2 Every block wall in seismic Category I buildings is to be checked for Seismic Category I pipe supports and other system attachments on both faces. 2.3 Where high radiation does not allow sufficient access for the required survey, appropriate alternate actions will be speci-fied on a case by case basis. 2.4 Each survey team to consist of at least 2 persons. 3 SURVEY PROCEDURE. 3.1 'The survey team is to inspect both sides of each block wall, except for conditions stated in paragraph-2.3 of this pro-cedure, using wall sketches supplied by SFHO to record obser-vations. A sample wall sketch is attached. 3.2 The survey team is to determine the following: Is the block' wall carrying any pipe support loads (both a. large and small piping, as well as any valve or valve operator support loads), electrical, HVAC and instru-mentation components? Yes er No b. If "Yes", determine if system or component is Seismic Category I: Yes or No l i 2

11406-276-14 c. I f "No", 18 the wall located in closo proximity to safety-related equipment? (See Section 3.5 for definition of "close proximity"). I Yes or No d. If answers to b. and c. are "No", record answer and con-- tinue to next wall; e. If answer to either b. cnr c. is "yes", continue with para-graph 3.3. 3.3 If the block wall carries any Seismic Category I components (this includes " grouted-in" penetrations and " free" sleeved i penetration), any electrical, HVAC and instrumentation support loads, or is in the vicinity of safety-related equipment, the survey team is to determine the following: ~ a. The "as-built" geometry and thickness of the block wall. b. Block wall boundary conditions, i.e., whether top or sides are free, or attached to walls, floor, or steel beams. c. All openings and penetrations. Record locations and sizes (this includes all piping, electrical conduits, or H&V duct penetrations, as well as doors). d. Locations and type of Seismic Category I support attach-ments. This should include the manner of attachment to the block wall, i.e., through-bolted with backing plate, or concrete, expansion anchors (give type and sizc). e. Location, type, and weight (number or other identifying means) of any non-seismic atta.chment to the block wall, such as pipe supports for piping 1" and greater in diameter, conduits, electrical junction boxes, instru-mentation, and equipment. f. Locations of the next support on each side of the wall, not on the wall under consideration, for all items in d. and e. and the next seismic restraint or anchor for Seistaic Category I systems. g. Location and size of any structurally significant cracks. h. portions of walls not able to be surveyed shall be so noted including the reason why (ventilation ducts blocking vision, etc.). i. Walls found which are not shown on the drawings shall be surveyed per Paragraph 3.2. j. Dimensions shall be recorded to the nearest one inch. ~ Where. limited access prevents physical measurement, dimon-sions shall be estimated to the nearest 6 inches and noted that this is an estimate. ,-,-m~, ,-,,,n ~ -, -,,, ~ w.. ,e a ---v

11406-276-14 t k. Safety related equipment in the vicinity of the well (including dimensions and identifying tag numbers), as defined in' paragraph 3.5 1. Additional sections and/or plan views, attached in Appendix A, may be used at the discretion of the survey team to ex-pedite the recording of the required information for this servey. 3.4 SFHO will locate all high energy lines as listed in the PSAR on the Appendix A plan and section view survey sheets (sample copy attached). The survey team shall verify the location of the high energy line with respect to the wall,as shown on Appendix B. 3.5 "In the vicinity of" and "in close proximity to" are defined as within distance equal to the height of the wall for canti-levered (free-standing) walls and one-half the height plus the thickness for floor-to-ceiling walls. 4

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4 s CONTENTS SECTION PAGE 1.0 GENERAL 1

2.0 DESCRIPTION

OF MASONRY WALLS 1 2.1 Identification and Function of Walls 1 2.2 Wall Configurations and Details 2 2.3 Materials of Construction 3 3.0 CONSTRUCTION PRACTICES 3 3.1 General 3 l 3.2 Workmanship 4 3.3 Grout 4 3.4 Inspection 4 3.5 Tests and Certificates 5 4.0 REEVALUATION CRITERIA AND COMMENTARY 5 4.1 Criteria 5 4.2 Commentary on the Criteria 6 5.0 RESULTS OF THE EVALUATION 6 5.1 General 6 5.2 Flexural Stresses 6 5.3 Wall Anchorage 7 5.4 Tie Bars 7 5.5 Effects of Large Openings 7 5.6 Dynamic Analysic 8 5.7 Local Stresses at Attachments 9 5.8 Interstory Drift 9 l l 6.0 PLANNED COLLAR JOINT SHEAR STRENGTH TEST PROGRAM 9 TABLES: 1 DESCRIPTION OF WALLS WITH SEISMIC CATEGORY I PIPES ATTACHED 2 DESCRIPTION OF WALLS WITH SEISMIC CATEGORY I ATTACHMENTS OTHER THAN PIPES 4 3 DESCRIPTION OF WALLS IN PROXIMIT,Y TO SAFETY-RELATED SYSTEMS 4 RESULTING STRESSES OF WALLS WITH SEISMIC CATEGORY I PIPES ATTACHED l l i

a< CONTENTS (Cont'd) 5 RESULTING STRESSES OF WALLS WITH SEISMIC CATEGORY I ATTACHMENTS OTHER THAN PIPE. 6 RESULTING STRESSES OF WALLS IN PROXIMITY TO SAFETY-RELATED SYSTEMS. 7 COMPARISON OF STRESSES IN BLOCK WALLS WITH LARGE OPENINGS FIGURES: 1 PLAN AT ELEVATION 317'-0" 2 PLAN AT ELEVATION 335'-0" 3 PLAN AT ELEVATION 354'-0" 4 PLAN AT ELEVATION 372'-0" 5 PLAN AT ELEVATION 386'-0" 6 PLAN AT ELEVATION 404'-0" 7 TYPICAL CONCRETE BLOCKWALL SECTION ALTERNATE I -8 TYPICAL CONCRETE BLOCKWALL SECTION ALTERNATE II 9 BOND BEAM DETAIL l 10 LINTEL DETAILS FOR OPENINGS 11 WALL TIE DETAIL 12 MATHEMATICAL MODEL OF WALL 24-B-223/224 13 MATHEMATICAL MODEL OF WALL 24-B-44/45 14 MATHEMATICAL MODEL OF WALL 24-B-233/234 APPENDICES: l A CRITERIA FOR THE REEVALUATION OF CONCRETS MASONRY WALLS B COMMENTARY ON THE CRITERIE FOR THE REEVALUATION OF CONCRETE MASONRY WALLS C PROCEDURE FOR FIELD SURVEY AS REQUIRED BY NRC IE BULLETIN 80-11 ii

2-REPORT ON THE REEVALUATION OF CONCRETE MASONRY WALLS IN RESPONSE TO NRC IE BULLETIN 80-11 ARKANSAS NUCLEAR ONE UNIT 2 1.0 GENERAL This report contains the results of the reevaluation of concrete masonry walls for Arkansas Nuclear One, Unit 2, and serves as a response to NRC IE Bulletin 80-11 dated May 8, 1980. It is con-cluded that all concerned concrete block walls are capable of withstanding the combined effects of the intended loads such as wall inertia forces and pipe support reactions during the OBE and DBE seismic event without exceeding the allowable limits.

2.0 DESCRIPTION

OF MASONRY WALLS 2.1 IDENTIFICATION AND FUNCTION OF WALLS The location and arrangement of all walls associated with IE Bulletin 80-11 are shown in plan view in Figures 1 to 6. Walls shown as shaded are walls that support Seismic Category I pipe, walls that support Seismic Category I attachments other than pipe, and walls that are in proximity to Seis.mic Category I systems. Walls shown as cross-hatched do not belong to the above categories but may be required, during a seismic event, to assist in supporting the walls shown as shaded. Wall tag numbers shown designate wall faces that have been surveyed. t Some walls, shown without tag numbers, were not accessible when the field survey was conducted. These walls will be surveyed when access is available. The field survey procedure is attached as Appendix C. Depending upon the type of attachment, different means are used to identify an ite:n as Seismic Category I. For conduits and electrical trays, tag nunbers beginning with the Jetter "E" denote Seismic Category I. Fol-piping, tubing, and equipment, various drawings are used to ider tify items that are Seismic Category I. These included piping area drawings, equipment location drawings, piping and instrurient diagrams, and piping summary sheets. For heating and ventilnting ducts, the type of support is noted. If the support system is braced, it is conservatively assumed to be Category I. l l 1 ~ - -

A list of the walls, showing wall thickness, height, function, floor elevation, and type of attachments on the wall is given in Tables 1 to 3. While the 60-day report included all walls within the Seismic Category I boundary of the Auxiliary Building, the 180-day report includes only those walls which support Seismic Category I pipes, Seismic Category I attachments other than pipe, or are in proximity to safety-related systems. Proximity is defined as within distance equal to the height of the wall for cantilevered walls and one-half the height plus the wall thick-ness for floor-to-ceiling walls. Consequently, fewer walls are included in the 180-day report than in the previous interim report. A total of 304 walls are classified as follows: Table 1 - Walls supporting Seismic Category I pipes - 8 Table 2 - Walls supporting Seismic Category I attachments other than pipe - 19 Table 3 - Walls in the proximity of safety-related systems - 77 Wall attachments generally are limited to small piping supports, electrical conduits and boxes, instrument lines, ventilation duct supports, and similar light objects. None of the walls identified are load bearing walls that support the building structure in the vertical direction or act as shear walls in the horizontal direction. In general, the walls fulfill a shielding or fire protection function. 2.2 WALL CONFIGURATIONS AND DETAILS Most of the block walls are shielding walls constructed with heavyweight h llow concrete blocks in which all the cells are filled with grout, and in which continuous reinforcement is embedded in every other cell. The walls which do not have a shielding function are constructed with standard blocks in which only cells containing reinforcing steel, plumbing or other embedded items, are filled with grout. t Walls are constructed of a single wythe or of more than one wythe. Walls constructed of more than one wythe could, alter-( natively, be made of two wythes with center space filled with l grout, or of two or more contiguous wythes with vertical joints packed with mortar. Figures 7 and 8 show construction of walls of more than one wythe. The concrete block wall details, as shown on the ' design draw-ings, are illustrated in Figures 7 to 11. V'rtical reinforcing l steel, as shcwn in Figures 7 and 8, consists of one No. 5 bar at 16 inch spacing in the center of single wythe walls, and one No.5 bar at 16 inch spacing near each face of multi-wythe walls. Horizontal reinforcing steel, as shown in Figure 9, i l l 2 i l f

4-consists of a bond beam with four No.4 bars at 48 inch spacing in single wythe walls, and an identical bond beam at each face of multi-wythe walls. Additional reinforcing is provided around doorways and openings as shown in Figure 10. At all block wall intersection.1 with the lower concrete floors, every vertical reinforcing bar is anchored to the concrete with a deformed reinforcing bar dowel threaded into a 3/4 inch diameter concrete anchor. At block wall intersections with the upper concrete floors, a pair of continuous 5" by 3" angles with 3/4" 0 anchors at 12" spacing, attached to floors, are used. At block wall Antersections with concrete walls, every pair of horizontal bars is anchored to the concrete with a deformed 4 reinforcing bar dowel threaded into_a 5/B inch diameter concrete anchor. Concreto anchors are Phillips Red Head self-drilling concrete expansic,n anchors. l l In addition to the above reinforcing steel, joint reinforcing consisting of extra heavy Dur-O-Wall truss steel bars is placed in alternate horizontal joints (16-inch spacing) of shielding i walls and in every horizontal joint (8-inch spacing) of other walls. At shielding walls #3 steel tie bars hooked around vertical reinforcing bars are placed at staggered 32" spacing horizontally and 16" spacing vertically.. Figure 11 shows tne arrangement of joint reinforcement and ties. 2.3 MATERIALS OF CONSTRUCTION Materials specified for the wall construction are as follows: l Concrete blocks: ASTM C90, Grade PI. Heavyweight units cured and oven dryed density 135 pounds per cubic foot. Mortar: ASTM C476, Type PL, 2000 psi compressive strength at 28 days. Grout: ASTM C476, 2000 psi compressive strength at 28 days. For heavyweight units, grout dry density 147 pounds per cubic foot. Reinforcing bars: ASTM A615 grade 60. Horizontal joint reinforcement: ASTM A82 Dur-O-Wall extra heavy truss type. 3.0 CONSTRUCTION PRACTICES 3.1 GENERAL For the Arkansas Nuclear One - Unit 2 Plant, Bechtel Power Corp-oration was the general contractor for all work. The masonry 3

construction work was awarded to a subcontractor who executed the work in accordance with specifications written by Bechtel Power Corporation for the supply and construction of concrete masonry walls. Quality was assured in the general procedures employed by Bechtel in the selection of the subcontractor. Bechtel field e:.,ineering administered the subcontract to assure that the concrete block walls were erected in strict accordance to the drawings and specifi-cations. The subcontractor provided material certificates, samples, testing, testing and inspection reports, and statements of conform-ance showing that all materials utilized in the installation met the requirements of the Concrete Masonry Specifications. 3.2 WORKMANSHIP Blocks were laid plumb, true to line, with level and accurately spaced courses in locations shown. Blocks were kept plumb and level throughout; corners and reveals were kept plumb and true. Each course was solidly bedded in mortar. Joints were approxi-mately 3/8" thick and extended the full depth of the face shells. Anchors, wall plugs, accessories, and other items required with the masonry were built-in as the masonry work progressed. Spaces around built-in items were solidly filled with mortar. Masonry work was not performeo when the temperature was below 40F. The ambient temperature was maintained above 40F in interior areas where masonry work was in progress and for 48 hours after erection had stopped. 3.3 GROUT Mortar overhangs and droppings were removed from cells, interior faces and foundations before grout filling the cells was poured. Grout was poured in lifts which did not exceed four feet. Each pour was thoroughly rodded to assure compaction and bond to the preceding pour. When work was required to be stopped for a period of 45 minutes or longer, the pour was stopped approximately 1-1/2 inches below the top of the last course and the surface of the grout was thoroughly roughened. When work resumed, the laitance was removed and the existing grout was dampened and coated with neat cement before additional grout was poured. 3.4 INSPECTION General inspection was performed by the experienced Bechtel field engineering personnel to assure compliance with the requirements of the specification. Continuous field inspection of all masonry work during laying and grouting was performed by the subcontractor to verify that the installation of reinforcing, placing of mortar and grout and other items were prepared and placed in accordance with the drawings and specifications. 4

s e 3.5 TESTS AND CERTIFICATES 3.5.1 TE"TS The subcontractor provided the following testing: a. Sampling by an independent testing laboratory to assure that concrete mansonry units conformed to the specifica-tions. b. Testing by an independent testing laboratory to assure that mortar and grout mix designs conformed to the specifications. c. Testing of concrete anchors in accordance with the specification. 3.5.2. CERTIFICATES The subcontractor submitted the following certificates for the materials utilized in the construction of the concrete mansory walls: a. Certificates by an independent testing lacoratory veri-fying that mortar and grout mix designs and concrete masonry units conformed to the specifications. b. Mill test reports certifying that reinforcing bars and supports conformed to the specifications. c. Statement of conformance certifying that the work met all of the requirements of the subcontract and the applicable specifications. d. Field inspection reports of the work in progress. 4.0 REEVALUATION CRITERIA AND COMMENTARY 4.1 CRITERIA I Appendix A contains the criteria used for the reevaluation of l the safety-related concrete masonry walls for this plant. Licensing commitments contained in the Final Safety Analysis Report (FSAR) as related to loads and load combinations are incorporated in the criteria. In addition, the criteria con-siders present day state-of-the-art analysis and design techniques as follows: 4.1.1 Stress Criteria Consideration of cracking for frequency determinations l a. 5

t b. Recognition of a potential plane of weakness at the collar joint c. Stress increase factors for abnormal and extreme environmental loads d. Realistic damping values e. Interstory drift 4.2 COMMENTARY ON THE CRITERIA Appendix B is the commentary on the criteria and contains detailed justification of the criteria by reference to existing codes, test data and standards of practice. 5.0 RESULTS OF THE EVALUATION 5.1 GENERAL On the basis of the reevaluation of the concrete masonry walls, it is concluded that all concerned concrete block walls are capable of withstanding the combined effects of the intended loads, such as wall inertia forces and pipe support reactions during the OBE and DBE without exceeding the allowable stress limits. Walls utilized as lateral support for the concerned walls are evaluated and the stresses are less tnan the allowable values. Collar joint strength is not used to transmit shear forces between wythes in the analysis. Thermal effects on concrete block walls due to the ambient tempera-ture in the surrounding areas are negligible and therefore have not been taken into account in the reevaluation. 5.2 FLEXURAL STRESSES Tables 4, 5, and 6 show maximum masonry compressive stresses and maximum reinforcing steel tensile stresses resulting from the combined effects of wall inertia forces and pipe support loads during the OBE and DBE. All these stresses are less than the allowable values. Generally, the DBE stresses are the only l stresses compiled in the tables due to the fact that DBE usually governs. In some instances OBE governs, and is shown in the taoles in addition to the DBE case. Also, some walls indicate that the steel stress is negligible for the case in which the tensile stress in the menonry is less than the modulus of rupture. In this situation the masonry does r.ot crack. In two walls, as shown in Tables 5 and 6, the stresses stay within the allowable l limits after the appropriate bracing systems were implemented. I 6

5.3 WALL ANCHORAGE All walls are anchored to supporting floors by dowels threaded into concrete expansion anchors. For walls extending continuously from floor to floor, the anchors do not have a significant func-tion since lateral support is provided by shear transfer across the mortar joint between block units and the floor. For walls not extending to the floor above, i.e. cantilever walls, stability of the walls is directly related to the capability of the anchors to transmit tensile forces to the supporting concrete floor. Tables 4, 5, and 6 show anchor tensile forces at those walls which are cantilevered. At some of the cantilever walls as noted in the tables, the forces indicated are based on 4% damping factor for OBE (shown only if it is the governing case) and 7% damping factor for DBE. All anchor tensile forces calculated are within the allowable limits. 5.4 TIE BARS A tie bar investigation is performed to demonstrate that the tie bars have adequate strength to prevent separation of the wythes during vibration. This investigation is necessary since the bond of the collar joint between block and grout or mortar is assumed not to transfer tension or shear forces between the wythes. All walls thicker than 12 inches are constructed of two or more wythes of concrete blocks, with the center space filled with mortar or grout. Between the wythes are tie bars spaced staggered at 32 inches horizontally and 16 inches vertically. Each end of the tie is hooked around the vertical reinforcement, and serves to prevent the wythes from separating. During seismic excitation the wythes may move together (in-phase) or in opposite directions (out-of-phase). In the case of in-phase motion, the tie bars will be subjected to a shearing force due to the slippage between the wythes. In the case of out-of-phase motion, the ties will be subjected to a tensile force as the wythes attempt to separate. The analysis slows that the tie bars have adequate strength to resist the forces generated by both the in-phase and out-of-phase motion. The in-phase motion will produce both a shear force and bending moment in the tie due to slippage between the wythes. It is anticipated that some local crushing of the masonry at the rebar may occur. However, the stresses in the tie will stay within the allowable limits. The out-of-phase motion will produce tensile forces in the tie bars. These tensile forces have been determined to be adequately resisted by the tie bar. 5.5 EFFECTS OF LARGE OPENINGS In order to determine whether or not calculated stresses using models without openings are representative, two selected walls 7

were analyzed by finite element methods using the computer program "STARDYNE". Models used are shown in Figures 13 to 14. An addi-tional wall model without any opening as shown in Figure 12 is presented for comparison purpose. Configuration of the walls and their openings are modeled using plate elements. Supporting cross walls are considered in the analysis. The walls are modeled as being free to rotate at supports in the out of plane direction. Modal analysis was performed to determine the frequencies of the walls. The wall acceleration which corresponds to the fundamental frequency is used to determine the inertia force. Wall inertia force and pipe support loads are applied using the static option of STARDYNE to obtain element forces and moments from which masonry and reinforcing steel stresses are calculated. Table 7 shows a comparison of calculated maximum flexural stresses obtained by manual analysis using simplified wall models without openings and by finite element calculation using wall models with openings. Calculated frequencies are also compared. The results shown are for both OBE and DBE, and include. effects of wall inertia forces and pipe support loads. Frequencies calculated using the finite element method are generally higher than those calculated using manual analysis with beam models. This is attributed to the four-side-support condition in the com-puter models as compared to two-side-support condition in the simplified models. The results obtained by manual plate theory are also presented in Table 7 for reference. Stresses calculated using the finite element method are generally lower than those calculated by manual analysis with beam models except for the localized stresses as noted in Table 7. Even though higher frequencies could result in greater accelerations, calculated stresses are reduced due to the two-way action. The comparison shows that stresses calculated using simplified models without openings can be considered to be conservative. 5.6 DYNAMIC ANALYSIS A dynamic analysis is used to verify those walls which can not be shown to be adequate by a simplified manual analysis or by a static computer analysis. The dynamic analysis is particularly useful for multi-wythe cantilever walls. Since the shear capability at the collar joint is conservatively assumed to be zero between the grout or mortar'and the block, the wall is analyzed as two separate flexural members tied together by tie bars. These ties are modelled as springs connected to the lumped masses of each flexural me'mber. A modal analysis is per-formed using Bechtel program CE 917 to determine mode shapes, participation factors, and natural frequencies for the wall. 8

Bechtel program CE 918 is then used with the appropriate floor response spectrum as an input load to determine the resulting forces and moments in the wall. The walls for whict. dynamic analysis is performed are identi-fied in Tables 4, T. and 6. 5.7 LOCAL STRESSES AT ATTACHMENTS Through bolts have been used for all pipe supports.

Also, since the loads are not of large magnitude, local stresses at attachments are not a concern.

5.8 INTERSTORY DRIFT Effects of building story interstory displacements resulting frcm seismic loads are calculated for the in-plane direction only, as out-of-plane stresses due to interstory displacements are not significant. For the in plane direction, shear stress is calculated by f = G _A-v h where f = shear stress y G = modulus of rigidity = 400 f'm a = interstory displacement h = interstory height For the in-plane direction, the maximum interstory displacement is predicted not to be more than 0.0006 inches per foot of height, resulting in a maximum shear stress of 30 psi, which is less than the allowable limit of 43 psi. 6.0 PLANNED COLLAR JOINT SHEAR STRENGTH TEST PROGRAM During the initial stages of the work, a test program was contem-plated to determine the ultimate shear strength of the mortar in the collar joints. The results of the tests were to be used to establish allowable strength values for the block wall analyses. Test specimens were to be cored from the existing walls. During the reevaluation process, it was determined that all blockwalls, as identified in Tables 1 through 3, are structurally l adequate to resist the intended loads without utilizing the collar joint shear transfer capability. Therefore, the shear strength of mortar in the collar joint is conservatively assumed to be zero in 9 l

the analysis of all multi-wythe walls. A non-composite assumption is used for this purpose. As a result, the test program, as com-mitted in the sixty-day Interim Report per IE Bulletin 80-11, is no longer required. l J 1 10

TABLE 1 CONCRETE BLOCK WALLS SUPPORTING SEISMIC CATEGORY l PIPES A.N.O. - UNIT 1 e i-1 I I I I I I I I I I (*) l I I WALL l l WALL l WALL l WALL I 1 l NO. I FLOOR EL.1 THICK. l HEIGHT l TYPE l SYSTEM l I I i i i l i 1 23-B-1 1 335'-0* I l'-3" l 6'-7" l I IService Water i i 2 I I I I I l l l 1 1 I I i l 23-B-5 l 335'-0" I l'-3" l 7'-5" l I IService Water l l 6 l l l l l l I I I I I I i l 23-B-ll I 335'-0" I l'-0" l 8'-0" l I IService Water l l 12 1 1 l l l l 1 I I I I I I l 24-B-32 1 335'-0" l 2'-6" l 14'-9" 1 I l Gaseous Rad. l l 33 l l l i l Waste l I I I I I I l l 24-B-44 1 335'-0" I l'-6" l 24'-0" l I l Service Water I i

- 45 I

I I I I I I I I I I I i 124-B-233 1 386'-0" I l'-0" l 16'-3" l I ICCl F2 2 - Freon 121 l 234 1 1 1 I l Room Ventilationi l i i l i I I l 26-B-31 1 354'-0" i l'-6" l 11'-6" l I IHydrogen Purge l l 32 l l l l l l 1 1 I I I I I I 26-B-45 1 369'-0" 1 O'-8" l 7'-4" l I l Emergency Diesel l l

- 46 l l

l l l Ge nerator i I I i I i i i I i l I .I I I I I I I I I I I I I I I I i l i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I l l 'l l' l I l Notes: 1. (*) I = Shield Wall or Firewall II = Partition Wall

2. (**)

Denotes no access for the side of the wall 1

~ TABLE 2 CONCRETE BLOCK WALLS WITH SEISMIC CATEGORY l ATTACHMENTS OTHER THAN PIPZ A.N.O. - UNIT 2 I I I I I I I I I I I I (*) l I l WALL l l WALL i WALL 1 WALL j l l NO. 1 FLOOR EL.I THICK. l HEIGHT I TYPE I REMARKS l 1 1 I I I I I I I I I I I I l 24-B-24 1 217'-0" l 2'-0" l 8'-0" l I I I I 25 I I I I I i 1 1 I I I I I I 24-B-36 1 335'-0" l 2'-0" l 16'-3" l I l l 1 37 I I I I I I I I I I I I I l 24-B-42 1 335'-0" I l'-9" l 8'-0" 1 I 1 l l 43 l l l l l l l l l l l l l l 24-B-64 1 335'-0" i l'-9" l 8'-0" l I I i l 65 l l l l l l l l l l l l l l 24-B-68 1 335'-0" l 2'-9" l 16'-3" l I I I l 69 l l l 1 l l l 1 I i 1 1 l 124-B-148 1 360'-0" l l'-0" l 8'-0" l I l l l 149 l l l l 1 1 1 I I I I I i 124-B-179 1 369'-0" I l'-6" l 14'-4" l I I l l 180 l l l l l l 1 I I I I I I 124-B-189 1 372'-0" I l'-0" l 11'-3" l I l l l 190 1 1 l l l l l l l l l l l 124-B-197 1 372'-0" I l'-6" l 12'-0" l I I i l i 198 l l l j i l I I I I I I i 124-B-211 1 372' 0" I l'-0" l 12'-0" l I i l l 212 l l l l l l l l 1 1 I I I 124-B-213 1 372'-0" I l'-0" I 12'-0" l I I l ) I 214 I i l l l l l 1 1 I I I I I I I I I I I I Notes: 1. (*) I = Shielo Wall or Firewall II = Partition Wall f

TABLE 2 (cont'd) CONCRETE BLOCK WALLS WITH SEISMIC CATEGORY l ATTACHMENTS OTHER THAN PIPE A.N.O. - UNIT 2 I I I I I I i I I I I I (*) 1 I I WALL i l WALL I WALL 1 WALL i 1 l NO. I FLOOR EL.l THICK. l HEIGHT l TYPE l REMARKS I i I i l I i I l l l l l l 1 124-B-217 1 386'-0" l l'-6" l 8'-0" i I I l l 218 l l 1 1 l l 1 1 I l I l I 124-B-221 1 386'-0" I l'-6" l 16'-3" l I I I I 222 l l l 1 1 I I I I I i I i 124-B-223 1 386'-0" I l'-6" l 15'-0* I I I I I 224 I I l l 1 ( l i I I I I i 124-B-235 1 386'-0" I l'-0" i 16'-0" i I l l l 236 l l l l l 1 I I I I I I I 26-B-21 1 335'-0" l 2'-3" l 14'-9" l I l l l 22 l l l l l l l l l l 1 i l l 26-B-29 l 354'-0' I 2'-0" I 11'-6" l I I I I 30 l I I I I I I I I I I I I l 26-B-33 1 354'-0" I l'-0" l 9'-4" l I I l l 34 I I I I I I I I I I I I I I 26-B-53 1 386'-0" I l'-6" l 8'-0" l I I I l 54 1 l l l l l l l l l 1 1 I I I i i 1 1 I I I I I I I I I I I I I I I l-1 I I I I I I I I I I I I I I I I I i 1 I I I I I I I I I I I I I I I I I I I I I l l l l l l l Notes: 1. (*) I = Shield Wall or Firewall II = Partition Wall

TABLE 3 CONCRETE BLOCK WALLS IN PROXIMITY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 2 I I I I I I i i i l i I (*) l I l dALL I l WALL I WALL I WALL 1 l l NO. I FLOOR EL. l THICK. I HEIGHT l TYPE l REMARKS I I I I I I I I I I I I I I I l 23-B-3 1 335'-0" l l'-0" l 8'-0" l I l l l 4 I I I I I I I I I I I I I l 23-e-7.1 335'-0" I l'-0" l 8'-0" l I I I I B I I I I I I I I I I I I I I 23-B-13 1 335'-0" I l'-0" l 8'-0" 1 I I i 1 14 I I I I I I I I i l 1 1 I l 23-B-15 1 335'-0" I l'-0" l 8'-0" l I I l l 16 l l l l l l l l l l l l l l 23-B-17 1 335'-0" l l'-6" l 8'-0" 1 I I No Access For l l 18 i i l i I 23-B-18 l l l 1 I I I 1 l 23-B-19 l 335'-0" I l'-6" l S'-0" 1 I l No Access For l l 20 l l l l l 23-B-20 l I I I I I I I l 23-B-25 1 354'-Od I l'-0* l l?'-3" l I l No Access For l l 26 l l l l l 23-B-25 I I I I I I I I l 23-B-27 l 354'-0" I l'-0" l 12'-3" l I l No Access For l I 28 I I I I I 23-B-27 I I I I I I I I l 23-B-29 1 354'-0" I l'-0" 1 12'-3" l I I No Access For l l 30 l 1 l l l 23-B-20 l l I I I I I I l 23-B-31 1 354'-0" I l'-0" 1 12'-3" 1 I l No Access For l l 32 l l l l 1 23-B-31 I I I I i l I 1 l 23-B-33 1 354'-0" i l'-0" 1 12'-3" l I No Access For l l 34 l l 1 l l 23-B-33 I I I I I I I I I I I I I I I I I I I I I I Notes: 1. (*) I = Shield Wall or Firewall II = Partition Wall

TABLE 3 (Cont'd) CONCRETE BLOCK WALLS IN PROXIMITY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 2 T~ l I l i I i i I I i I (*) i I I WALL I I WALL i WALL I WALL I l l NO. I FLOOR EL. l THICK. I HEIGHT I TYPE l REMARKS I l l 1 I l l l i I I I I I I l 23-B-35 1 368'-0" i O'-8" 1 12'-0" l I I No Access For l I 36 l l l l l 23-B-35 l 1 1 I I I I I l 23-B-37 I 368'-0" l O'-8" l 12'-0" l I I No Access For l l 38 l l l l l 23-B-37 l l l l l 1 1 I I 23-B-39 1 368'-0" I l'-0" l 16'-0" l I l No Access For l l 40 i i i l l 23-B-40 l l l i i I I I I 23-B-41 1 368'-0" I l'-0" l 16'-0" l I I No Access For l l 42 I i l l l 23-B-41 l l l l l l l l l 23-B-43 1 368'-0" I l'-0" l 16'-0" I I No Access For I l 44 l l l l l 23-B-43 l 1 1 I I I I I I 24-B-2 1 317'-0" l 2'-0" l 10'-0" 1 I l l l 3 I I I I I I I I I I I I I l 24-B-30 1 317'-0" l 2'-0" l 8'-0" l I I i 1 31 I I I I I I I I I I I I I 24-B-34 1 335'-0" I l'-6" l 8'-0" i I l l 1 35 I I I I I I I I I I I I I I 24-B-38 l 335'-0" l 2'-3" l 8'-0" 1 I I l l 39 l l l l l l l l l 1 1 I I I 24-B-40 1 335'-0" l 2'-0" l 8'-0" l I I I 1 I 41 I i l l 1 I I I I I I I I 24-B-46 1 335'-0" l l'-6" 123'-11" l I l l l 47 1 1 l l l l l l l l l l l l 24-B-48 1 335'-0" I l'-6" 123'-11" l .I l l l 49 l l l ~ l l l Notes: 1. (*) I = Shield Wall or Firewall II = Partition Wall

TABLE 3 (Ccnt'd) CONCRETE BLOCK WALLS IN PROXIMITY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 2 I i l l l l l 1 I I I I (*) l I I WALL I I WALL I WALL I WALL I I l NO. I FLOOR EL. I THICK. l HEIGHT I TYPE I REMARKS l l l 1 I i i l i I I I I I I l 24-B-50 1 335'-0" l 3'-0" l 14'-9" i I l l l 51 l l l l l l l l 1 1 I I I l 24-B-52 1 335'-0" l 2'-0" l 8'-0" 1 I I I l 53 l l l l l l l l l 1 1 I I I 24-B-54 1 335'-0" l 2'-3" l 8'-0" l I i 1 1 55 I I I I I I I I I I i 1 I 24-B-56 I 335'-0" l 2'-6" l 7'-0" l I l l l 57 l l l ( l l I I I I I I I l 24-B-58 l 3358-0" l 3'-6" l 16'-3" l I l No Access For l I 59 l l l l 1 24-B-58 I I I I I I I I l 24-B-66 l 335'-0" I l'-0" l 6'-8" l I I I l 67 I l l l l l l 1 1 I I I I l 24-B-80 1 335'-0" l 3'-6" l 14'-9" l I l l l 81 I I 3'-3" 1 I I I I I I 2'-6" l l l l i I I I I I I t i ! 24-B-82 1 335'-0" I l'-6" l 12'-0" l I I No Access For l l l 83 I I I I I 24-B-83 l l i i i l I I l 24-B-96 1 335'-0" l 2'-6" l 15'-4" l I I No Access For l l 97 l l l l l 24-B-96 l 1 1 I I I I i 124-B-122 1 354'-G" l l ' - O I 9'-6" l I I l l 123 l l l l l l 1 1 I I I I i 124-B-128 l 354'-0" l 2'-3" l 11'-6" 1 I l l l l 129 I I I I I I l l 1 1 I. l I I 124-B-134 1 354'-0" I l'-0" l 11'-6" i I I I l I 135 I I l 1 l l Notes: l l 1. (*) I = Shield Wall or Firewall l II = Partition Wall

TABLE 3 (Cont'd) CONCRETE BLOCK WALLS IN PROXIMITY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 1 1 I I I I I I I I I I I (*) l I I WALL i I WALL l WALL I WALL l l 1 NO. I FLOOR EL. l THICK. I HEIGHT l TYPE l REMARKS I I I i i i i l l i I I l I l l 24-B-1361 354'-0" l 2'-3" l 11'-6" l I l l l 1371 l l 1 1 I I I I I I I I I 24-B-1381 360'-0" I l'-0" 1 12'-6" l I l l 1 1391 l l l l l 1 I I I I I 1 l 24-B-1441 354'-0" l 2'-9" l 11'-6" 1 I I I l 1451 l l l l l l l l 1 I I I I 24-B-1461 360'-0" I l'-0" I 12'-6" l I l l 1 1471 l l l l l l l 1 1 I I I l 24-B-1501 360'-0" I l'-0" l 12'-6" l I l l l 1511 1 I I I I I I I I I I I l 24-B-1521 354'-0" l 2'-9" l 15'-0" l I I I i 1531 1 I I I I I I I I I I I I 24-B-1541 360'-0" I l'-0" i 12'-6" i I I I l 1551 l l l l l l l 1 1 I I I l 24-B-156l 354'-0" I l'-9" i 15'-3" 1 I l l l 1571 1 I I I I l l I I I I I i l i 24-B-1581 354'-0" l 2'-0" l 15'-3" l I l No Access For I i 1591 l l l 1 24-B-159 l 1 I I I I I I i 24-B-1601 354'-0" l 3'-0" l 14'-6" l I l No Access For l l l 1611 l l l l 24-B-160 l l l l l l l l 1. l l 24-B-1621 354'-0" I l'-4" l 9'-0" l I l l I 1631 l l l l l l l 1 1 I I I I 24-B-1641 354'-0" l 3'-0" l 14'-6" l I l No Access For l l 1651 I l l l 24-B-164 i I I I I I I I i Notes: 1. (*) I = Shield Wall or Firewall l II = Partition Wall 4

TABLE 3 (Cont'd) CONCRETE BLOCK WALLS IN PROXIMITY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 2 I I i i l i i i l l l l (*) l I l WALL l l WALL l WALL l WALL I I I NO. I FLOOR EL. l THICK. I HEIGHT l TYPE I REMARKS l 1 1 I i 1 i i l I l l I I i l 2i-B-1711 369'-0" l l'-6" l 14'-3" i I l [ l 1721 l l l 1 I I .I I i l I I l 24-B-1731 369'-0" I l'-6" l 15'-11"l I I I i 1741 l l l l 1 1 I I I I I i l 24-B-1751 374'-6" I l'-6" l 10'-5" l I l 1 1 1761 1 I I I l I I I I l l l l 24-B-1771 372'-0" l 2'-9" I 11'-3" l I l l l 1781 l l l l l l l l l l l l l 24-B-1831 372'-0" l 2'-9" l 8'-10" l I l l l 1841 l l l l l l 1 I I I I i l 24-B-1851 372'-0" l 2'-9" l 11'-3" 1 I l l l 1861 I I I I I I I I I I I i l 24-B-1871 372'-0" l 3'-0" l 11'-3d i I l 1 1 1881 l l l l l l l l l l l l l 24-B-1911 374'-6" I l'-6" l 10'-5" 1 I l l l 1921 I I I I I I I I I I I I l 24-B-1931 374'-6" l O'-8" l 10'-5" l I l No Access For l l 1941 l l l l 24-B-194 I I I I I I I I l 24-B-1951 372'-0" l 2'-3" l 11'-3" l I l l l 1961 l l l l l 1 1 I I i 1 I I 24-B-1991 372'-0" l 3'-3" l 12'-0" 1 I l l l 2001 1 I I i l I I I I I I I l 24-B-2031 372'-0" l l'-0" l 12'-0" i I I No Access For I I 2041 l l l l 24-B-204 l Notes: 1. (*) I = Shield Wall or Firewall II = Partition Wall

TABLE 3 (Cont'd) CONCRETE BLOCK WALLS IN PROXIMITY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 2 i i l i i i l l I I I I (*) l I l WALL l l WALL I WALL I WALL l l l NO. I FLOOR EL. l THICK. l HEIGHT l TYPE REMARKS l l 1 i l I i l l l l l 1 1 I l24-B-205 1 372'-0" I l'-0" 1 12'-0" 1 I l No Access For l l 206 l l l l l 24-B-205 l l l l l 1 I i 124-B-209 l 372'-0" I l'-0" l 12'-0" l I l l l 210 l l l l l l 1 I I I I I i 124-B-215 1 372'-0" I l'-0" l 12'-0" l I I l l 216 l l l l l l l 1 1 1 l l l 124-3-227 1 386'-0" I l'-6" l 16'-0" l I l l l 228 l l l l l l l l l l l l l 124-B-229 1 366'-0" I l'-6" l 16'-0" l I I I l 230 l l l l l l l l l l l l l 124-B-231 1 386'-0" I l'-0" l 15'-0" l I l l l 232 I I I I I I I l l l l l l 124-B-237 1 386'-0" I l'-0" l 9'-4" l I l l l 238 l l l l l l l l 1 1 I I i l24-B-276 l 404'-0" I l'-0" l 8'-0" 1 I l l l l l 1 l l l Il4-B-279 l 386'-0" I l'-0" l 9'-4" l II I I l I i 280 l l l l I I i l l l l l 26-B-25 1 354'-0" I l'-6" l 8'-0" l I l l l 26 l l l l l l l l l l l l l l 26-B-27 1 354'-0" 1 2'-0" l 8'-4" l I I I I 28 l l l l l l l 1 1 I I I I l 26-B-35 1 354'-0" I l'-6" l 11'-6" l I l l l 36 l J l l l l I I i l i I I Notes: i 1. (*) I = Shield Wall or Firewall II = Partition Wall l I l

9 TABLE 3 (Cont'd) CONCRETE BLOCK WALLS IN PROXIMITY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 2 I I I I i i i i l i I I (*) l I I WALL I l WALL I WALL I WALL I I I NO. I FLOOR EL. I THICK. l HEIGHT l TYPE l REMARKS l 1 i 1 i i l i l l I I I I I I 26-B-37 1 454'-0" i l'-0" l 9'-4" l I 1 1 I 38 I I I I I I I l 1 1 I i i 1 26-B-41 1 369'-0" i O'-8" l 7'-4" l I I I I 42 I I I I I I I I I I I I I I 26-B-43 1 369'-0" 1 O'-8" l 7'-4" 1 I l l l 44 I I I I I I I I I I i i l l 26-B-47 I 369'-0" l O'-8" l 7'-4" i I i l l 48 I I I I I I I I I I I I I I 26-B-49 l 369'-0" l O'-8" l 7'-4" l I 1 l l 50 l I I I I I I I i i l i I l 26-B-51 1 369'-0" 1 0'-8" l 7'-4" 1 I l l l 52 1 I I l l 1 1 1 1 1 I I I I I I I I I I I I I I I I l l l l l l l 1 i i l I i i I I I I i I I i l i l i i l i I I I I I i 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I. I I I I I I I I I Notes: 1. (*) I = Shield Wall or Firewall II = Partition Wall L

r__ TABLE 4 RESULTING STRESSES OF CONCRETE BLOCK WALLS SUPPORTING SEISMIC CATECORY 1 PLPES A.N.O. - UNIT 2 I I I l 1 I I l l l l l FLEXURAL STRESS (ksi) l MASONRY SilEAR l l I HANGER I I I l l l STRESS (psi) i ANC110R I METil0D I LOADS I I I I l l l l l FORCE I 0F I P(kips) l I I WALL I FREQ. I OBE l DBE I OBE I DBE l D.B.E. I ANALYSIS I M(f t-kips) l REMARKS l l NO. 1 (cps) l l l 1 l l l (kips) l I I I I I I is I fm I fs I fm I fv i fv I I I I I I I I I I I I I I I I I I 23-B-1 1 13.5 l l l 5.0 1 0.12 l l l 1.5 i C l P = 0.03 l l l 2I I I I I I I I I I I I I I I I I I I I I I I I I I 23-B-5 1 13.5 l - I l 5.0 1 0.12 1 I l 1.5 i C l P = 0.08 I I I 6I I I I I I I I I I I I I I I I I I I I I I I I I If23-B-11 l 18.50 l 2.5 1 0.05 1 4.4 l 0.07 l 9.06 l 9.69 l 1.4 I PL I P = 0.17 I I I 12 I I I I I I I I I I I I I I I I I I I I I I I I I I 24-B-32 1 3.1 1 37.8 1 0.82 1 36.0 1 0.78 l 16.20 l 15.50 l I S I P = 0.42 i l I 33 I I I I I I i i i I I I I I I I I I I I I I I I I I 24-B-44 1 3.1 1 40.3 1 0.55 1 47.1 1 0.64 l 1 1 I PL, I, I P = 0.07 I I I 45 I I I I i l l l l l l l 1 I I I I I I I I I I I i l PL, I, i P = 0.55 l l 1424-B-23316.4 (OBE)] 21.6 l 0.47 1 28.8 1 0.63 1 11.84 l 15.83 1 l 23415.2 (oBE)I I I I I I I I I I I I I I I I I I I I I I I l l l 1 S, I, i P = 0.15 I I l 26-B-31 15.7 (DBE)I l 1 31.3 1 0.69 l I 32 I I I I I I I i l i I I I i I i l I I I I I I I i l PL I P = 0.42 I I 1426-B-45 112.4(OBE)l 17.7 l 0.25 l 19.0 1 0.27 l 32.89 l 22.49 i ~ I 46 112.1(DBE)I I l l l l l l 1 l l NOTES: *C = Verified By Curves Simple Beam Analysis S = PL = Plate Analysis I, = Ef fective Inertia Analysis Dynamic Analysis 4, Single - Wythe Walls D =

TABLE 5 RESULTING STRESSES OF CONCRETE BIOCK WALLS "dITil SEISMIC CATEGORY I ATTACIIHENTS OTilER TilAN PIPE A.N.O. - UNIT 2 1 1 I I I I I I I I I I FLEXURAL STRESS (ksi) l HASONRY SilEAR I l I I I I I I STRESS (psi) l ANCil0R' I METil0D I I I I I I I I I FORCE I 0F l l l WALL I FREQ. I OBE I DBE I OBE I DBE I D.B.E. I ANALYSIS I REMARKS I I NO. l (cps) l l l l l l l (kips) I i l i I i fs I rm I rs I rm I tv i tv i i i i I i i i i l l T l l 1 l l 24-B-24 1 4.2 1 I - l 20.3 1 0.44 l 1 l 3.6** I S, I* I I I 25 1 l l l l l l l l I I I I I I I I I I I I I i l 24-B-36 l 2.7 1 - I l 38.3 1 0.84 l I I I S, I, I I I 37 I I I I I I I I I I I I I I I I I I I I I I I I 24-B-42 1 5.7 l l l 15.0 1 0.33 1 I l 4.7 l C I I I 43 1 I I I I I I I i i l I I I i l l I I I I I I I 24-B-64 l 5.7 l l - l 15.0 1 0.33 l I 1 4.7 i C I I I 65 1 1 I I I I I I I I I I I I I I I I I I i l l l 24-B-68 l 3.0 l I - l 34.0 1 0.75 l l l l S, I* l l l 69 I I I I I I I I I I I I 'l l I I I I I I I I I I 424-B-148 l 4.1 l l - l 33.8 1 0.36 l I l I PL, I, I l l 149 I I I I I I I I I I I I I I I I l I I I I I I l 24-B-179 l 6.1 l l l 30.3 1 0.67 l I l l PL, I, l I i 180 l I l i I I I I I I I I I I I I I I I l i I I l - l 41.4 1 0.89 I I 424-B-189 l 5.3 l I 1 l S l 1 1 190 l l l l l l l l l l l l l l l l l l l l l l l l 24-B-197 l 1 38.7 l 0.83 1 I I I I I S IFrequency undetermined;l l 198 l l l l l l l l l Ipeak acceleration i I I I I I I I I I I Ivalues used. I NOTES: *C Verified By Curves

- 7% Damping Used

= Simple Beam Analysis S = PL = Plate Analysis I, = Effective Inertia Analysis ( Single - Wythe Walls Dynamic Analysis D =

TABl4 5 RESULTING STRESSES OF CONCRETE BLOCK WALLS WITil SEISHIC CATECORY I ATTACittlENTS OTilER TilAN PIPE i A.N.O. - UNIT 2 (Cont'd) l I I I I I I i I l l FLEXURAL STRESS (ksi) i MASONRY SilEAR l l l l l l l l STRESS (psi) l ANCll0R' I HETil0D I I I I I I I I I FORCE I OF I I I WALL I FREQ. l OBE I DBE l OBE I DBE I D.B.E. I ANALYSIS I REMARKS I i i NO. I (cps) l l l l l l 1 (kips) l I I l l l rs I rm I rs I rm I tv I tv i l l l l 1 I I I I I I I I I I I l 1 I S l l l 424-B-211 1 5.3 1 - 1 l 41.4 1 0.83 l I 212 l 1 1 I I I I I I I i 1 1 I I I I I I I I I I I I l l S l l i I 424-B-213 l 5.3 l l - l 41.4 1 0.83 1 I 214 I I I I I I I I I l l l l l l l 1 I l l l l l 1 1 24-B-217 I 3.5 l 1 - l 47.6 1 0.51 l I 1 I PL ! Stresses Resulting l l 218 I I I l l l l l l l Af ter Wall Modificationi l I I I I I I I I I I I I PL, l I l l 24-B-221 l 2.6 l l - l 35.2 1 0.77 I e 1 222 I I I I I I I I I I I 4 I I I I I I I I I I I I I l I PL, l I 24-B-223 1 5.8 l - I - 1 50.6 1 0.54 l e l l 224 I I I I I I I I l l l 1 I I I I I I I I I I I I I l S l Frequency undetermined;l l 24-B-235 l l 38.7 l 0.83 l - I - 1 4 1 236 l l l l l l l 1 I Ipcak acceleration l I I I I I .I l l l 1 Ivalues used. l l 15.4 l l S I l I 26-B-21 1 2.8 l - I - l 36.0 1 0.78 l I 22 1 1 I I I I I I I I l l I I I I I I I I I I I l 10.4 l l C I l I 26-B-29 l 1.9 l - l l 33.8 1 0.49 l 1 30 1 I I I I I I I I I I I I I I I I I I I I I I 1 426-B-33 1 41.9 l 1.8 l .03 l 2.2 I .03 1 2.6 l 3.1 1 0.7 I PL I l 1 34 I l l 1 1 I i I i i I l 1 l 1 I I I I I I I I NOTESS

C

= Verified By Curves { S i Simple Beam Analysis = 1 PL = Plate /.nalysis i I, = Effective Inertia Analysis Dynamic Analysis f Single - Wyttie Walls D =

~; - TAllLE 5 RESUI. TING STilESSES OF CONCRETE IILOCK WALIS WITil SEISMIC CATECORY I ATTACittlENTS OTilER TIIAN PIPE A.N.O. - UNIT 2 (Cont' d) 1 I I I I I I I I I l l l FLEXURAL STRESS (ksi) l MASONRY SilEAR I l I I I l STRESS (psi) I ANCil0R I METil0D I I I I I I I I I FORCE I Or i I i WALL l FREQ. I OBE I DBE I OBE I DBE I D.B.E. I ANALYSIS I REMARKS I I NO. 1 (cps) l l l l l l l (kips) l I I l l 1 fs I fm I fs I fm I fv l fv i l l l l 1 1 I I I I I I I I I I 1 I l Same Walt as i 1 I I I - I 26-8-53 1 I 54 I I I I I I i l l I 26-n-217, 218 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I l l l l 1 I I I I I I I l. I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I i l l I I I I I i 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i 1 Verified.By Curves NOTES: *C = S = Simple Beam Analysis PL = Plate Analysin I, = Ef fective Inc.rtia Analysis f Single - Wythe Walls Dynamic Anal sis D f =

l TABIE 6 RESULTING STRESSES OF CONCRETE BLOCK WALLS IN PROXIMITY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 2 I I I I I I I I I I fI FLEXURAL STRESS (ksi) l MASONRY SilEAR l l I I l STRESS (psi) I ANC110R l METil0D 1 1 I l ['ll l I I I FORCE I 0F l l I I FRIQ. OBE l DBE I ORE I DBE I D.B.E. I ANALYSIS l REMARKS I l WALL I l I l l l l l (kipa) l I I I NO. 1 (/sps) I rs I rm I rs I rm I tv i tv I I I I I I I I/ I I I I I I I I I I 1 +23 B-3 1 135.5 1 0.8 1 0.01 1 1.3 1 0.02 l 1.1 i '1.8 1 0.4 l PL I l 1 41/ I I I I I i l l l l l 1, I I I I I I I I I I I 423-B-7 l/ 10.8 I 5.4 1 0.12 l 6.6 1 0.14 1 4.6 1 5.7 1 2.0 I PL I I i 8A I I I I I I I I I I I 'l l I I I I I I I I I lf23-B-1/l 4.3 l 1 - l 17.1 1 0.31 1 I l 3.3 l S I l l lj i l l I I I I I I I I I e l I I I I I I I I I I I l 3.3 l S I I l f 23-B,45 l' 4.3 l I l 17.1 1 0.31 1 I I I I I I I I I I ,/16I I i I I I I I I I I I I I I l l C I I I - l 5.0 1 0.06 l I 23-a-17 l 19.4 1 I / 18 1 l l l l 1 1 I I I I I / I I I I I I I I I I I I 2d-B-19l' 6.8 l 1 l 16.7 l 0.37 l l 5.2 1 D I I 1 I / 20 1 I I l l l l l l l l l / I I I I .I I I I I I I l?/23-B-25I 5.1 1 38.1 1 0.82 1 32.8 I 0.71 1 19.8 l 17.1 l I S I 1 I 26 I I I I I I I I I I I I I I I I I I I I I I I l 423-B-27 1 5.1 1 38.1 1 0.82 l 32.8 1 0.71 l 19.8 l 17.1 1 l S I I I 28 I I I l l l l l l l l l l l l l l l 1 I I I I l 423-B-29 I 5.1 1 38.1 1 0.82 l 32.8 1 0.71 1 19.8 l 17.1 1 I S I I I 30 1 1 I I I I I I I I 1 I I I I I I I I I I I I Verfied By Curve NOTES: *C = Simple Beam Analysis S = PL = Plate Analysis I, = Ef fective Inertia Analysis f Single - Wythe Walls Dynamic Analysis D. =

TABLE 6 RESULTING STRESSES OF CONCRETE BLOCK WALLS IN PROX 1HITY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 2 (Cont'd) I I I I I I I I 1 I I FLEXURAL STRESS (ksi) l MASONRY SilEAR I I I I I l l l STRESS (psi) I ANC110ll i METil0D l l l l l l l l l FORCE I 0F i i [ l WALL I FREQ. l OBE I DBE I OBE I DBE I D.B.E. I ANALYSIS I REMARKS I I NO. 1 (cps) l l l l l l l (kips) l I I I I I rs I rm I rs I rm I tv i tv i i l i l l I I I i~ l l I I I l I 423-B-31 1 5.1 1 3B.1 1 0.82 1 32.8 1 0.71 1 19.8 l 17.1 l l S I l l 32 1 1 I I i i l I I i i I I I I I I i l I i i I l S l l I 422-B-33 1 5.1 1 38.1 1 0.82 1 32.8 1 0.71 1 19.8 l 17.1 1 1 34 I I I I I I I I I i l l I I I I I I I I I I I +23-B-35 l 92.0 1 0.8 1 0.01 1 1.1 1 0.02 1 1.5 l 1.9 l 0.3 I 'PL I I i 36 1 I I I I I I I I I I I I I I I I I I I I I I l 423-B-37 l 92.0 1 0.8 l 0.01 l 1.1 1 0.02 l 1.5 l 1.9 I 0.3 i PL i I l 38 I I l l l l l l l l l l l 1 1 I I I I I I I I I l S I I I 423-B-39 l 3.0 1 3.3 1 0.03 l 2.6 1 0.03 1 I I 40 1 I I I I I I I I I I I I I I I I I I I I I i I S l l l 423-e-41 1 3.0 1 3.3 1 0.03 1 2.6 1 0.03 1 I I l 42 I I I l l l l l l l 1 1 I I I I I I I I I I I 1 +23-B-43 1 3.0 1 3.3 1 0.03 1 2.6 1 0.03 1 1 I I S I I 2 I 44 I I I I I I I I I I I I I I I I I I I I I I l 4.5 I S, I, I l l 14.5 1 0.55 1 I I 24-B-2 1 5.4 1 I l 31 I I I I I I I I I I I I I I I I I I I I I I I l 3.6 l S. 1, l l l 11.7 1 0.44 l I 24-B-30 1 6.7 l 1 I 31 1 1 I I I I I I I I I I I I I I l l l l l l 1 Verified By Curve NOTES: *C = Simple Beam Analysis S = 4 PL = Plate Analysis I, = Effective Inertia Analysis f' Single - Wythe Walls Dynamic Analysis D =

1 TABLE 6 RESULTING STRESSES Of CONCRETE BLOCK WALLS IN PROXI:11TY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 2 (Cont' d) i I I I I I l l I I l l 1 FLEXURAL STRESS (ksi) l MASONRY SIIEAR I l I I I I STRESS (psi) I ANCil0lk l METil0D I l l l 1 l l l l FORCE I 0F i 1 i WALL I FREQ. I OBE I DBE I OBE I DBE I D.B.E. I ANALYSIS I REMARKS I l NO. 1 (cps) l l l l l l l (kips) l l l l l l rs I rm I rs I rm I tv i tv i i i i l l I I I I I I I I I I I l 16.7 1 0.37 l I l 5.2 l D I l I 24-B-34 1 6.3 1 I 35 1 I I I I I I I I I l I I I I I I I I I I I I I PL I Wall Does Not Crack; I I 24-B-38 l 23.8 1 - 1 0.03 l 1 0.04 l I I I 39 I I I I I I I I l 1 f,= Negligible l I I I I I I I I I I I I I S I l I l 24-B-40 1 7.3 l - I l 17.0 1 0.37 l l I 41 1 i l I i l i I I I I I I I I I I I I I I I i l 24-B-46 l 19.4 l l l 5.0 1 0.06 l l 1.6 l I C i i I 47 l l l l l l l l l l 1 I I i i l I I I I I I I l 5.0 1 0.05 l l 1.2 l l C I l I 24-B-48 1 19.4 l - l l 49 I l l l l l 1 l l l l 1 I I I I I I I I I I I I 24-B-50 1 3.2 one l - l - l 38.2 1 0.83 l I I l S, I* I I i 51 I I I 1 I I I I I I I I I I I I I I I I I I I 1 I I PL I Wall Does Not Crack; I I 24-B-52 1 40.3 l 1 l - 1 0.02 l l 53 l l l l l l l l l l f, = Negligible l I I I I I I I I I I I I l 4.6 i PL I I l 21.3 1 0.33 1 l I l 24-B-54 1 6.7 l l l 55 1 1 I l l l l l 1 l l l 1 1 I I I I I I I I I I l l 24-B-56 1 5.4 1 l 1 l PL l l 1 - l 24.9 1 0.54 l l l 57 I I i l l l l l l l l I I I I I I I I I I I I NOTES: *C Verified by Curve = Simple Beam Analysis S = PL = Plate Analysis I, = Ef fective Inertia Analysis 4 Single - Wythe Walls Dvnnmic Annivnin 1 n =

TAllt.E 6 RESULTING STRESSES OF CONCRETE BLOCK WALI.S IN PROXIMITY TO SAFF.TY-RELATED SYSTE!!S A.N.O. - IINIT 2 (Cont'd) I I I I I I I I I l l FLEXURAL STRESS (ksi) l MASONRf SilEAR I I I I I I I I STRESS (psi) I ANCll0R I METil0D I I i 1 1 I I I I FORCE I 0F l l l

WAL1, I

FREQ. I OBE I DBE I OBE I DBE I D.B.E. I ANALYSIS I REMARKS I I NO. I (cps) l l l l l l l (kips) l I I I I I rs I rm rs i rm I tv i tv I I I I I I I I I I I I I I I I I 24-B-58 I 4.3 l - l l 44.8 1 0.77 l I I I S, I I I c l 59 I l l l l l l l l l l l l l l l l l l l l 1 l l S I i l 424-s-66 l 6.1 1 12.6 1 0.27 l 14.1 1 0.31 1 6.0 1 6.8 l l I 67 I I I I I I I I I I I I I I I I I I I I I I i I s, I, I I l l 24-a-80 1 4.1 1 - 1 l 35.3 1 0.77 l I I I 81 1 I I I I l l l l l l 1 1 I I I I I I I I I I l 4.4 l 1.3 I PL i STRESSES RESULTING l I 24-B-82 l' 10.9 l - 1 - l 6.3 1 0.14 l l 83 l l 1 I I I I I I I AFTER WALL MODIFI-I l i I I I I I I I I I CATION I i I I I C I l 1 24-B-96 I 5.3 l l l 35.0 1 0.37 l l 97 I I I I I I I I I I l l 1 I I i l l I I I I I I PL I I l+24-a-122 l 1.2 l I l 32.0 1 0.34 l I I I 123 I I I I I I I I I I I I I I I I I I I I I I i 1 I l C i i I I 24-a-128 I 6.8 l I - l 32.2 1 0.50 1 l 129 l l l l l l l l l l l l l 1 I I I I I I I I i jl l S I I If24-B-134 1 4.9 l 40.4 l 0.83 l 34.2 1 0.74 l 20.7 l 17.5 l i 135 1 l l l 1 l l l l l l l l l 1 1 I I I I I i l l C l l I I l 24-B-136 l 6.8 l l l 32.2 3 0.50 1 1 137 I I I I i l i I I I I I I I I I I I I I I I I NOTES: *C VerifP rj Curve = Simpi r. Jeam Analysis S = PL = Plate Analysis I, = Effective inertia Analysis f Single - Wythe Walls D. = Dynamic Analysis

Tall 1E 6 RESULTING STRESSES OF CONCRETs BLOCK WALLS IN PROXIMITY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 2 (Cont'd) l I I I I I i i l l l FLEXURAL STRESS (ksi) l HASONRY SilEAR l I I I I I I I STRESS (psi) I ANC110R I METil0D I l l l l l 1 I I FORCE I 0F i l l WALL I FREQ. I OBE I DBE l OBE I DBE I D.B.E. l ANALYSIS I REMARKS I I NO. 1 (cps) l I I l l l l(kips) I I l l l l fs I fm l fs I fm l fv l fv l l l l I I I I l l l l l l l l. l l S I l If24-B-138 l 4.9 l 40.4 1 0.83 1 34.2 1 0.74 l 20.7 l 17.5 l 139 1 I I I I I I I I I I I I I I I I I I I I I i l 28.1 1 0.80 1 1 I I PL l l l 24-B-144 l 8.3 1 1 l 145 l l l l l l l l l l l l 1 I I I I I I I I I I If24-B-146 l 4.9 l 40.4 1 0.83 l 34.2 1 0.74 l 20.7 l 17.5 l l S I l l 147 I I I I I I I I I I I I I I I I I I I I I I I If24-B-150 l' 4.9 I 40.4 1 0.83 1 34.2 1 0.74 l 20.7 l 17.5 l l S l l l 151 1 I I I I I I I I I I I I i i l l I I I I I I l 1 I S, I, I l l 24-B-152 1 3.0 1 l l 39.6 1 0.83 l l 153 1 1 I I I I i l i l l I ~ l. I I I I I I I I I i l S I l [f24-B-154 1 4.9 l 40.4 1 0.83 1 34.2 1 0.74 1 20.7 l 17.5 l l 155 1 1 I I I I I i 1 I I I I I I I I I I I I I I I PL, I, I I I 24-B-156 1 3.9 l I l 38.2 1 0.83 l I i 157 I I I I I I I I I I I I I I I I I I I I I I I I 24-B-158 1 3.6 l I - l 37.1 1 0.81 l 1 1 l S, I, I l 1 l 159 l l l l l l l l l l ~ l I I I I I I I I I I I I I l S, I, I I l 24-B-160 1 3.2 DBE I I - l 38.2 1 0.83 l i 161 I I I I I I I l l l l l l l l 1 1 I I I I I I Verified By Curve NOTE : *C = Simple Beam Analy21s S = PL = Pl a e Analysis I, = Ef hetive Inertia Analysis 5 Single - Wythe Walls D.= Dynawie Analysis

TABLE 6 RESULTING STRESSES OF CONCRETE BLOCK UALLS IN PROXIMITY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 2 (Cont' d) l I I I I I I I I I I FLEXURAI. STRESS (ksi) 1 MASONRY SilEAR I l I I 4 I I 1 l STRESS (psi) I ANC110R l METil0D I l l l l l l l l l FORCE I 0F I ] I WALL I FREQ. I OBE I DBE I OBE I DBE I D.B.E. I ANALYSIS I REMARKS I I NO. 1 (cps) l I I I I I l (hips) l I l l l l rs I rm I rs I rm I tv i tv i I i i l l I I I I I I I I I I I 24-B-162 l 3.0 1 I - l 19.8 1 0.31 l I I l PL I I i 163 i i i l i I I I I I I I I I I I I I I I I I I l 24-B-164 1 3.2 DBE I I - l 38.2 1 0.83 l l l l S, I, I l l 165 1 1 I I I I I I I I I I I l 1 I I I I I I I l I 24-B-171 1 3.3 l 1 l 34.4 1 0.75 1 l l l S, I, I I i 172 1 l 1 I I I I I I I I I I I I I I I I I I I I I I I S, I, l l I 24-B-173 1 7.4 l 1 l 29.4 1 0.65 l 1 174 I I I I I I I l l l l l l l 1 I I I I I I I I I 24-B-175 1 5.7 l 1 l 35.0 1 0.76 l 1 I 1 C l l l 17 6 I I I I I I I I I I I I I I I I I I I I I i I l 24-B-177 1 7.7 l - 1 l 30.0 1 0.66 l l l l S, I, I l l 178 1 l l 1 1 I I I I I I i l I i l l I I I I I I I l 24-B-183 l Lt I I - l 19.6 1 0.39 l 1 l l PL I l l 184 I I I I I I I I I I I I I I I I I I I I I I I l 24-B-185 I 7.7 l l l 30.0 1 0.66 l l l l S, I, I l l 186 l l l l l l l l l t i I I i 1 1 I I I I I I I l 24-B-187 1 7.7 DBE I I - l 20.4 1 0.45 l l 1 l S, I, l l i 188 I I I l l i i l i l i l l I I I I I I I I I J Verified By Curve NOTES: *C = Simple Beam Analysis S = PL = Plate Analysis I, = Effective Inertia Analysis f' Single - Wythe Walls Dynamic Analysis D = /

I ] TABLE 6-RESULTING STRESSES OF CONCRETE BLOCK WALLS IN PROX 1HITY TO SAFETY-RELATED SYSTEMS A.N.O. - UNIT 2 ( Con t' d) l I I I I I I I l l I I I FLEXURAL STRESS (ksi) l MASONRY SilEAR I I l l l l STRESS (psi) I ANCil0R' I METil0D I I I I I I i l l FORCE I 0F I I i I WALL I FREQ. I OBE l DBE I OBE I DBE I D.B.E. I ANALYSIS I REMARKS I l NO. I (cps) l I I I l l l (kips) l I I i l l I rs I rm I rs I r= l tv i tv i I I l I I I I I I I I I I I i l C l l l 24-B-191 l 5.7 l - l l 35.0 1 0.76 l I l I 192 1 1 I I I I I I I I I I I I I I I I I I I I I l S I I If24-B-193 l 5.4 l 14.6 1 0.41 1 17.3 1 0.48 l 8.9 l 10.6 l 1 194 I I I I I I I I I I i i I I I i I i l I I I I I 24-B-195 1 4.3 l I - l 35.5 1 0.78 1 I l I C l l l 196 I I I I I I I I I I I i I I I I I I i i i i I 1 32.2 1 0.71 1 I I l S, I, I I I 24-B-199 I 6.6 I l I 200 l l l l l l l l l l l l l l l l l l l l l l l i 1424-B-203 1 5.3 1 18.2 1 0.39 l 22.3 1 0.48 l l 1 l S l l I 204 I I I I I I I I I l l I I I I I I I I I I I I J lt24-B-205 l 5.3 l 18.2 1 0.39 l 22.3 1 0.48 l l I l S I l 1 206 1 l I I I I I I I I I I I I I I I I I I I I l I S, I, I l l 1424-B-209 l 7.4 l 23.0 1 0.50 l 25.1 1 0.54 1 I l 210 1 1 I I I I I l l l l l l l 1 I I I I I I I 1 I l S, I, I I 1424-B-215 I 7.4 1 23.0 1 0.50 1 25.1 1 0.54 l l 216 I I I I I I I I I I I i I I I I I I I I I I I I I l 37.3 1 0.66 l l 1 l PL, 1, I I I 24-B-227 l 5.8 l I 228 l l l l l 1 l l l l l l 1 1 I I I I I I I I I HOTES: *C = Verified By Curve Simple Beam Analysis S = 1 PL = Plate Analysis I, = Effective Inertia Analysis f, Single - Wythe Walls Dynamic Analysis D =

TABLE 6 RESULTING STRESSES OF CONCRETE BLOCK WALLS IN PROX 1HITY TO SAFETY-RElATED SYSTEMS A.N.O. - UNIT 2 (Cont'd) l I I I I I I I I l l FLEXURAL STRESS (ksi) l MASONRY SilEAR l I I 'l l I I I STRESS (psi) I ANCll0R I METil0D I l l l 1 1 I I I FORCE I OF I I I WALL l FREQ. I OBE l DBE I OBE I DBE I D.B.E. I ANALYSIS I REMARKS l l l NO. I (cps) l l l l } l l (kips) l I I I I I rs I rm I rs I rm I tv i tv i i i l-I I I I I I I I I I i 1 1 24-B-229 l 10.9 I - I - l 53.0 1 0.56 l 1 I l C l l l 230 1 I I I I I I I I i l l l I I I I I I I I I i 1424-8-231 1 3.6 l 26.0 1 0.56 l 30.4 l 0.66 1 12.9 l 11.1 1 I S l l l 232 l l l l l l l l l l l l l l l 1 I I I I I I i l l l 0.03 1 l I I PL l WALL DOES NOT CRACK; I 1424-B-237 l 54.2 l I 238 l l l l 1 l l l l 1 f, = Negligible l l I I I I I I l I I I l PL, I* l l If24-B-276 ? 8.4 l I - l 43.1 1 0.46 l I I l 1 1 I I I I I I I I I I PL i l If24-B-279 l 13.0 1 23.2 1 0.51 l 17.9 l 0.39 1 24.0 l 18.0 l l 280 l l l l l l l l l l l l l l 1 I I I I I I I I I PL I I l 26-B-25 l 3.3 l l - l 24.4 l 0.34 l l 10.9 l I 26 I I I I I I I I I I I I I I I I I I I I I I l l 7.9 l l PL l l l 26-B-27 I 3.3 l 1 - l 17.6 i O.25 l I 28 I I I I I l I i i i l I I I I I I I I I I I I 1 l C l l l 22.0 1 0.50 1 I l 26-B-35 l 6.8 l - I I 36 I I I I I l l I I I l I I I I I I I I I I I I j i f26-B-37 1 259.0 10.3410.0110.4510.011 0.8 l 1.1 1 0.08 i PL I l l as l I I I I I I I I i l I I I I I I I I I I I I i I 426-B-41 l 19.3 l 4.1 I 0.08 1 5.2 1 0.10 l 4.2 i 5.4 l 1.1 l PL I l I 42 I I I I I I I I I I I l NOTES: *C Verified By Curve = Simple Beam Analysis S = j PL = Plate Analysis I., = Effective Inertia Analysis 4 Single - Wythe Walls

TABLE 6 RESULTING STRESSES OF CONCRETE BLOCK WALLS IN PROXIHLTY TO SAFETY-REIATED SYSTEMS i A.N.O. - UNIT 2 (Con t' d) i i l l I I I I I I 1 I I FIEXURAL STRESS (ksi) l MASONRY SilEAR I l I I I I i l STRESS (psi) l ANC110R I METil0D I I I I I I I I I FORCE I 0F l l l WALL l FREQ. I OBE I DBE I OBE I DBE I D.B.E. I ANALYSIS I REMARKS I I NO. I (cps) l I I I l l l (kips) I I l l l l rs I rm I rs I rm I tv i tv i l I 1 l-1 I I I I I I I I I l l +26-a-43 l 19.3 1 4.1 1 0.08 1 5.2 1 0.10 l 4.2 l 5.4 1 1.1 l Pl. l l l 44 I I I I I I I I I I I I I I I I I I I I I I I I 1 I 't l I I +26-B-47 1 7.9 l 38.3 1 0.56 l 30.6 1 0.45 l I 48 I I I I I I I I I I I I I I I I I I I I I I I l +26-B-49 l 19.3 l 4.1 1 0.08 1 5.2 ! 0.10 1 4.2 1 5.4 1 1.1 1 PL i i I 50 1 1 I I I I I I I l l l 1 1 I I i l i I I I I I +26-B-51 1 '19.3 1 4.1 1 0.08 1 5.2 i 0.10 1 4.2 1 5.4 l 1.1 I PL I 'l I 52 1 1 I I I I I I I I I I I I I I I I I I l l I I I I I I I I I I I I I I I I I I I I I I I I I I I. I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I i l i I I i I I i I I i l i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i l i l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I Verified By Curve NOTES: *C = Simple Beam Analysis S = PL = Plate Analysis I, = Ef fective Inertia Analysis 4 Single - Wythe Walls Dynamic Analysis D =

TABLE 7 COMPARISON OF STRESSES IN BLOCK WALLS WITil LARGE OPENINGS BY FINITE ELEMENT METil0D AND BY MANUAL ANALYTICAL METil0D A.N.O. - UNIT 2 l l l l l l FINITE ELEMENT ME1110D I HANUAL ANALYTICAL METil0D I I i l PLATE ANALYSIS l BEAM ANALYSIS I I I ICOMBINED STRESS (KSI) l lC3MBINED STRESS (KSI)I l COMBINED STRESS (KSI) l I WALL I FREQ. I OBE CASE I DBE CASE I 10BE CASEIDBE CASE I I OBE CASEI DBE CASE I I NO. I (cps) l f, I f, I f, If IFREQ. If, if jf If, IFREQ.l f, I f, If if s 1 I I I I i 1(CrS) l I, I, I l(CrS)I I I, l, l I I I I I I I I I I I I I I I I l l 24-B-223 1 5.79* I 0.53 l 24.3 1 0.62 l 28.4 l 4.49f10.51123.410.601 27.1 1 2.9010.67130.410.781 35.7 I I 224 I I I I I I I l l l l l l l l l l l 1 1 I I I I I I I I I i i i l l 24-B-233 l 4.02 1 0.61 1 27.8 1 0.71 1 32.3 1 4.19 10.47121.710.54l 24.7 1 2.9010.60127.410.711 32.4 l l 234 I l l l l l l l l l l l l l l l 1 1 I I I I I I I I I I I I I I I I 24-B-44 1 2.96 l 0.51 1 41.5f l 0.57 1 46.2f l 3.14 10.55l40.310.641 47.1 1 I-1- I-I I I 45 1 1 I I I I I I I I I I I I I l I I I i l l I I I I I I I I I I I I I I I I I l i I I I I I I I I I I I I I I I I I I I I I I I I i i l 1 1 I I I i l l l l l l l l l l I i l l l l l l l l l l i l I i l i i i l l I I I I I I I I I l l l 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I l l I l l l 1 I I I I I I I I I I I I I I I I I i 1. I I i I i I l l l l l l 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I, I I I I I I I I I I I I I I I I I I I I I l l' l l 4 Local stress

Effective I fIer

g 4 3, ) o" "0 M 1 7 1 0 31 I t b I i L E t: E R

. o.

D. U T i G

r

./ F co A I

,i p

N A L P i

N1 O B2 A2 t 9 .) (2)+11 }- 3+ e -(2+i.) (2 m 2) C +"I l s p-> )_ f y - g. I ( 2*" }-- (2XiM-- l (2+1s ) - i ( zwe )- awiT) ( _ C3._,_ ) r/ .(2.+s.).(Tw.- ( 2wa )_. .,3_ C +5' D 5 0 ( aw. ) _. (awn ) (2*+52) (2'+50 ep = __ .._,.7 3_ g E (2*s){ --C2+ -(2*+5') {- (2+i }- ..____.. _ _ 7, \\ 7/////d -(2++52) ' '. - 'x ,,- y-T, l, l 4 N/ (24+so) - / . '-V -( 2n ) -N /- n q,d,, ) g(2) f / ) I N r JM l' // g w-- - _ A < 2.+.s ) j ]q t _ g _(,w,, ) 2w.1 ) ( 2.-.-.e usuuninun s / /- G4-* (2.-.. } \\ - l gg,;g) ( 24-e 4 ) - (,,,, ') \\ _ q._,_-g -(2*+)*) (,,_,.3,, -{ 2.+2s ) lOI-s*3 ---( wn) . (24-n) ( 2s+n ) . (2+>,y n ( 2.+3e) g g __ J 11. 4 PL AN AT E.L. 3 3 5'- 0" FIGURE 2.

Dz C Bz A 2 z 1 I I l 1 1 1 ~ ~ ~ ~ ~ m., 'N f-- ~ ( 2 3-n-3 4)- - ~- ')_- C" '~ (4-8-157) {" (24-B-139h } (23-B-32) (2 4-B-162}- f l. 4 (2 3-9-29}-- l h8

8*I' 3)

I 8'I'8 (23-9-28) E .._.cf. _ . _ _ _ _. - _._-____ X _ if_' _ _ }_ Q4 a _c ic I h ' ~ 8' I $ ') (24-n-14) (5-D-14 7 ) (24-e-153) ' ) (24-B-15 ..~'r h r - (24-8-145) I gg.p-155) '4 ~~ (2 4-B-15 4}---- -- ~1 --- he-e-13p h 4-8-13 8) ~ (24-5-123) ~ (24-B-13$ l l3 ( (24-B-129 hB-12 ) N (26-n-12) (26-D-30) i (26-n-n) ((26-=-25)n-e-n ) M u-s-31) p+ L_ i "M -<u-.-3.) + (n-e-n) g' I-F (a-a-n} -J ~ (n-e-21)O' fJ cu-.- n y_ - (u. n (n-e-n) x u-a-n) PLAN AT E L. 3 5 4'- O' FIGURE 3 \\..

h H G F E D B2 A2 2 2 2 2 2 i i i i (24-n-2I th q<- -ng- ~ B 0.-n-u s)L.. _ _ m i '04-r-2 2) -0. - n - n.) i p.-a.)_ f" ~{2*-a-2iD q.-.-n o). i g _u p___ gc i. t

-s-20 0 g-;-.g;,l, t )

'/ 0*-a-2a9 { X / m l (n-a- n' 44-s-no) { g,..-,,3._ x .. c

o. - -i.,)

il - s-i s t) p_ r;)4; / m,4.....,, _ cr - ] "(04-a-i+0 'g u. p.- -i,3).

9. -o-i.,)

--fr. - a-i.a) 4 -n - 1,9,, (24-B-189) __(2 4-B-194] g e I m i6 Q 4-R-I S S) j ~2 m (24-s-Is s) N..- h N; z' _J ~ # * * -} N (24-n-192} \\ _y g _. _ _~ (24-R-1917 \\ h4'"'I8-- i{ ~ 7 (24-s-17 em s 1 (24-B-17) 'I (24-N-1M h i -- (2 * -a-u 3 l 9.-,.n s) l

9...- n,>

i ci-a-n o)- -/ u-n-si) (u..-3,) 04-a-n 9-(n-e-a) (n-a-..)- -{ p De-a-ub-i J n-a-a) (n-.-ny_ = a --(n-e-45) + _ ( u-.-. ) (n- -.O (n-.-u) -(n-a-u) PL AN AT E L. 37 2'-O" FIGURE 4

h C By A 2 2 ,_g s (2.- -280) 9.-.-27,) _j- [_ . - -- o-o .... 2,.) I s -q.- -n.)

0..-2n)

_[r_/ [ g _ c- -n2.-.-n o u 04-8-235 - -(2.- -n2) il. o...-n o-_ x j,umd misiig 9.-.-22 0 - -n0 i a 0 - -n.} -(2.- n.) o 0.-.5,) 0*-*-22 3 o. -.-n,> - 9 O.- -n0 0.- -u g \\ ] 0 -.-n2;- (2. -.. n.). Il Os-.-n) d-9.- -s. ) = M !X_ PARTI A L P L A N AT E L. 38 6'-d' FIGURE 5

D Q b ~ O i. X '4 0 4 [ = ~ x= L ~ b E 6 1 ~ T E f A R { ~ U 1 N G A I F 1 L o P n L + A k I ] T ] X @ R p [ A l P 1, ~ e

3/4"4 ANCHORS 3/4* FIBERGLASS 12 " O.C. ROOT INSULATION PREDRILLED L5X3X 5/16 b / / / s'< w '/ gh ~ idh... h * +Il"*8 A I l '9;.'*4;N$.*. k Zm ( l s A.' n. *., Il Ef7 HORIZ JOINT REINF. BOND BEAM REEAR i t * ' ' '!.-k'Il s s. Y S ~"~ F Ir*

9 N53 Jr. t

,.,,.,.L,.f / SEE FIG. 11 -TYP. TYP s s g WALL TIES-SEE 2-f4 TYP bk j,gp FIG. 11 -TYP t

,c.,

,,, - 4 S ~, '(' VERm~* WALL Rr3A*" s ~ GRobT AT ALL CELLS 3A I"' U*r; ?: % 1f,

5 P 16 " -TD N

1(Ui:

IN SHIELDING WALLS s

'c :::

'Y.f1.,. tr}l7 A s s 5 g', >.'p(!i!G.

. g. 'n d l

'S::s ?$117 s a GROUT

B y

. fp N p u-s s d$,i hV NSt,!.h \\ s y N 3/4 "g REDHEAD "SEIE k DRILLING" CONORETE ROUGHEN SURFACE ANCHORS TO MATCH VERT. REBAR-TYP TYPICAL CONCRETE 3 LOCK WALL SECTION AL'fERNATE I IIGURE 7

PREDRILLED ~ /4"d ANCHOR 3/4" rIBERGLASS L5X3X5/16 12" O.C.-TYP ROOr INSULATION TYP V s J A % Ih 4 { ;.. * *:' '..63/ 7;W N 1 .;i.' W A.' ne * =A s a BOND BEAM R"'3AR q ii ij , yp,, j; ,, y T"E$ = HORIz. JOINT REINr. s E FIc. s s sEE FIG. 11 -TYP @7C s 5'sHs.lM.,L ,g-d. 7 li 5 % rhi -? F-d 'l WALL TIES-SEE i' sjN 'ijlj FIG

11 -;yo ell i s

s s f? pI:y, 2-f4 TYP l{ s sADb '.2 e,E L s -- GROUT AT ALL CELLS hs N Z, yzg;, gxLL as3An IN SHIELDING WALLS

5 016 -TYP J.dl*3k 4 's,

[ ^ $ A, nIfi y: '% s s:i A, m*: aw

==- p. a i3 s'y*I-cNfi B N !!.* I G ROU'^" $.AQ il h N l; s 6 i s s s aV tt.,,s ' A .g ~ t 1 l 3/4"d REDEEAD "SELF ,[/ DRILLING" CONCRETE ROUGHEN CONCPETE ANCHORS TO.%ATCH VERT. REBAR-TYP l TYPICAL CONCRETE BLOCh~r'iALL SECTION l [ ALTERNATE II FIGURE S

4 4 l 1

4-HORIZ. BOID BFAM REBAR (TYP)

/- s s nr..w- .. p; / .:: !='>~,r. '. / ' :.L..: ?- GROUT ~

a. ri.

w f. L.. / / <g p ?

ll, /

. - r. / 'M= u= .= . --a 3Q.V, J / / = f5-VERT. WALL d'd. .? $ l-i

U.

RESAR 25fif w ? v B

.;).I.*>.

/. g,:. , :h= i <:1 g m..o / a m . i;.., ='.:. l :< (t / = il. = .;3 / ~. yl :

. '. =. ~.,

. El= / s / =. = d e 5]I2' 1.g..h.. ' diC . 350* / , i. 7 .lh @j.iD . lf. /.; /fti .4 1p'4.f./ r s.*J.-/ .r sp,L. /

m. _g './

,?.ly =s, I.. g= s ')" v e s, ts / / / BOND BEAM DETAIL FIGURE 9

'4 SEE LINTEL 2-0" DETAIL l 3yp i i i i l i i Iq _._ _ i i i i4 REINF. 9 JAMB I i 1-t5 EACH I I N, l l DOWEL 3 TO MATCH fy l JAM 3 REINF. m Il -8 !i il e A 8 i l w L DOORWAY OPENINGS SEE LINTEL e DETAIL 2-01 ( a =": a, VERT. WALL g g

$g,'f,g REaAR j

g g ____e___7___ j I !M li,'p;- 2-16 REINF. ? SILL f_ / /. [ I s

91..:-

7_a4 g' REINF. O JAMS r j s q75 / 1 a N I l-t5 EACH / C,rg].f_.$_1,@ a/ _3 I I / I i a ' [hl'k I I e l 1 1 c T A MISCELLANEOUS / OPENINGS LINTEL DETAIL l l l I LINTEL EETAILS FOR OPENINGS I l FIGURE 10

DUR-O-WALL HORII. JOINT REINF. f 5 VERT. WALL RESAR -TYP i kl % 51 1l 11 'A 2I Ji n lir 11: If I. w1 l 3I ill I il = e w3 I; li fl, I;

1. N!A

'~~ %%I

I

_ 1. 1 ii ill T /-FLOOR llT li l! Il l~' ELEVATION .1-C, , j -,3 m s m n Tr> MG$.CU.SfDkWDA*EYGi&W- \\ l T. c. t :;. l 9 :. ;.:. i;. G k bi borGd ers2felsieI-Wc i i PLAN l l l WALL TIE DETAIL FIGUP.E 11

F O L E 4 D 2 OM [2 3 L2 2 A2 1 L C-L IB E A T-R A4 U R M2 G OS E I FE HL F I TL LR AA AA MW CD IN PU YO TB SD EN DU OO NR A D ES GE ND ION I I .[/ // .! / // / / / a i i 4 i 1

i I

I

) P YT ( G N I NE PO // /f, x 4 / / / / /.f, / / X / /_J, X / X NO X LAC-7 I PY YL F TNO O S L ES DE E OD D NI O5 M4 3 S 1 D / EE L4 GE A4 ER NR C-ID U l I T-G iT I A4 I I M2 F E L I I TL AA MW E GD E E ER F 4l l

) PYT ( GN I NE P X O \\ F O L L E4 L D3 A O2 4 M/ 1 R 3 OS L3 E FE A2 R I C-U LR IB G AA T-I CD A4 F IN M2 PU E YO iL l TB TL AA SD MW EN DU OO X NRA D ES GE ND IO HN X g g 7 7 g I d ,l /'"g // 7 l

APPENDIX A CRITERIA FOR THE REEVALUATION OF CONCRETE MASONRY WALLS CONTENTS 1.0 GENERAL 2.0 GOVERNING CODE 3.0 LOADS AND LOAD COMBINATIONS 4.0 MATERIALS 5.0 DESIGN ALLOWABLES 6.0 ANALYSIS AND DESIGN i i l t

e CRITERIA FOR THE REEVALUATION OF CONCRETE MASONRY WALLS i 1.0 GENERAL 1.1 PURPOSE This criteria is provided for use in reevaluating tne structural adequacy of concrete masonry walls as required by NRC IE Bulletin 80-11, Masonry Wall Design, dated May 8, 1980. 1.2 SCOPE The reevaluation determines whether the concrete masonry walls and/or the safety related equipment and systems associated with the walls perform their intend-d func-tien under the loads and load combinations prescribed herein. Verification of wall adequacy includes a review of local transfer of load from block into wall, global rerponse of wall, and transfer of wall reactions into supports. Anchor bolts and embedments for attact.ments to the walls are not considered to be within the scope of the evaluation. 2.0 GOVERNING CODE The reevaluation uses the methods prescribed by the Uniform Bulding Code as set forth in the FSAR and present state-of-the-art techniques. Supplemental allowables, as speci-fied herein, are used for cases not directly covered by the governing code. 3.0 LOADS AND LOAD COMBINATIONS Load combinations which are used for structural analysis are as follows: l a. 1.5D + 1.8L 1 l b. 1.25 (D + L + Ro + E) l c. 1.0 (D + L + E') In which Dead load of structure and equipment plus any D = other permanent loads contributing stress. Live load on structure. l L = l 1 l l l

r l' Operating Basis Earthquake (OBE) loading. E = Design Basis Earthquake (DBE) loading. E' = I Ro = Force on structure due to thermal expansion of pipes during operating conditions. A load factor of 1.0 is used for all load combinations for anchors. 4.0 MATERIALS Material properties used in the reevaluation are as follows: Masonry ultimate compressive strength (f'm) 1,500 psi Grout compressive strength (f'o) 2,000 psi Mortar compressive strength 2,000 psi Reinforcing bar yield strength 60,000 psi Phillips Red-Head Self-Drilling concrete anchor ultimate tensile strength 3/4" diameter 16,200 lbs 5/8" diameter 11,700 lbs 5.0 DESIGN ALLOWABLES 5.1 Design allowables are taken from the applicable section of the FSAR & governing codes. 5.1.1 Masonry The allowable tension, compression, and shear stresses are as follows: Masonry wall flexural compressive stress 0.33 f'm = 500 psi Masonry wall shear 1.1ff'm= 43 psi Modulus of elasticity of the wall 1,000 f'm 5.1.2 Collar Joint A collar joint strength of zero.has been conservatively assumed in the reevaluation. 2

a. 5.1.3 Core Concrete or Cell Grout Theallowabletensilestressesare1.1ff'm 5.1.4 Reinforcing Steel and Ties The allowable tensile stresses are 20,000 psi as given in the UBC. 5.1.5 Anchorage The allowable tension force on the self-drilling con-crete anchors is as follows: 3/4" diameter 4.0 kips 5.4 kips (DBE case only) 5/8" diameter 2.9 kips 3.9 kips (DBE case only) 5.2 Design allowables for load combinations are as follows: 5.2.1 Masonry The allowable masonry stresses given in Paragraph 5.1.1 through 5.1.5 are increased as follows: STRESS INCREASE FACTOR Compression (flexural) 1.67 Shear and Bond: 1.67 Tension tension normal to bed joints: 1.67 tension parallel to the bed joints; in running bond: 1.67 5.2.2 Reinforcing Steel and Ties The allowable steel stresses are 90% of minimum ASTM specified yield strength provided lap splice lengths 3

~ .v and embedment (anchorage) can develop this stress level. Allowable bond stresses are increased by a factor of 1.67 in determining splice and anchorage -lengths. 5.2.3 Anchorage The allowable tension and shear forces on the self-drilling concrete anchors as given in Paragraph 5.1.5 are not subject to increase. 5.3 DAMPING In general, wall analysis is performed using damping values of 3% for OBE and 5% for DBE. An exception is the analysis to determine concrete anchor tensile forces at some of the cantilever walls, as noted in Tables 4 through 6, where damping values used are 4% for OBE and 7% for DBE. 5.4 MODULUS OF RUPTURE-5.4.1 The extreme tensile fiber stress used in determining the lower bound uncracked moment capacity is 1.1 ff'm. 5.5 NON-CATEGORY I MASONRY WALLS 5.5.1 Concrete masonry walls not supporting safety systems but whose collapse could result in the loss of required function of safety related equipment or systems, or the failure of the concerned walls due to the loss of the lateral support are evaluated the same as wclls t;iat support safety systems. Alternatively, the walls may be analytically checked to verify that they will not collapse when subjected to design basis earthquake loads. 6.0 ANALYSIS AND DESIGN 6.1 STRUCTURAL RESPONSE OF MASONRY WALLS 6.1.1 Equivalent Moment of Inertia (Ie) To determine the out-of-plane frequencies of masonry walls, the uncracked behavior and capa-cities of the walls (Step 1) and, if applicable, the cracked behavior and capacities of the walls (Step 2) are considered. I 4

i Step 1 - Uneracked Condition The equivalent moment of inertia of an uncracked wall (I is obtained from a transformed section consistSn)g of the block, mortar, cell grout and core concrete. Alternatively, the cell grout and core concrete, neglecting-block and mortar on the tension side, may be used. Step 2 - Cracked Condition If the applied moment (M ) due to all loads in a lcad combination exceeo,s the uncracked moment capacity (Mer), the wall is considered to be cracked. In this event, the equivalent moment of inertia (Ie) is computed es follows: 3 3-M M er er Ie" I + 1-I g cr M M \\a ) \\a ) Mcr " f r \\')

where, M

= Uncracked moment capacity cr M = Applied maximum moment on the wall a I = Moment of inertia of the uncracked gross g section I = Moment of inertia of the cracked section cr f = Modulus of rupture (as defined in Paragraph r 5.4.1) y = Distance of neutral plane from tension face i 5 l l [ I ._.. ~., - - _ - _ -.

In some instances the calculation of I is not e necessary due to the shape of the curve and the position of either I For examplS,on the response or I cr if I is at or spectrum curve. cr very near the peak, the response at the frequency (fer) corresponding to I is used in r lieu of an I Also, if is on the right side o! analysis. cr the response spectrum peak, the response at the frequency (fer) corresponding to I may be used because it will result in a cr response which is higher than the response would be for I Similarly, if I is on the left side a g. of the response spectrum peek, the response at the frequency (f ) corresponding to I may be o n used since it will result in a response which is higher than the response would be for Ig.

However, the use of the more conservative peak value of the spectrum curve in lieu of an I analysis ir e

in a Iower response.be used if it analysis may optional, or an I will result Alternatively, the use of the peak acceleracion values from the response spectrum curve is accep-table in lieu of a frequency determination, and is a conservative approach. In any case where the use of I may result in a e higher response, an analysis using I is performed. e 6.1.2 Modes of Vibration The effect of modes of vibration higher than the fundamental mode is investigated. Modal analyses are performed on several walls to determine the frequencies, mode shapes and participation factors. The resulting forces and bending moments for the walls are computed using the SRSS procedure in response-spectrum analyses. These resulting forces and moments are compared with those that are obtained by considering only the fundamental mode for the corresponding walls. The comparisons show that the differences are less than 0.5 l percent. Therefore, only the fundamental mode is considered in this reevaluation. 6.1.3 Frequency Variations Uncertainties in structural frequencies of the masonry wall resulting from variations in mass, modulus of elasticity, material and section prop-erties shall be taken into account by varying the modulus of elasticity as follows: E = 800 f'm to 1200 f'm 6

.o* However, the modulus of elasticity varies with time. It is conservative to assume that five years after the date of completion, the modulus of elasticity is 20% higher than when the wall was built. Therefore, the nominal value of 1000 f'm is considered as the lower limit and 1200 f'm as the upper limit. If the wall ~ frequency using the nominal value of E is on the higher frequency side of the peak of the response spectrum, it is conservative to use the lower value of E. If the frequency of the wall using the nominal value of E is on the lower frequency side of the peak, the higher value of E may increase the required response acceleration for the wall analysis. All walls in this cate-gory have been checked against this uncertainty and are.found to be adequate. 6.1. 4 Accelerations For a wall spanning between two floors, the effec-tive acceleration is the average of the accelera-tions as given by the floor response spectra corresponding to the wall's natural frequency. 6.2 STRUCTURAL STRENGTH OF MASONRY WALLS 6.2.1 Boundary Conditions f Boundary conditions are determined by considering one-way or two-way spans with hinged, fixed or free edges as appropriate. Conservative assumptions are used to simplify the analysis as long as due consideration is given to f requency variations. 6.2.2 Distributior. of Concentrated Out-of-Plane Loads o Two-Way Action Where two-way bending is present in the wall, the localized moments per unit width under a concentrated load are determined by using appro-priate analytical procedures for plates. Standard solutions and tabular values based on elastic theory contained in textbooks or other publi.shed documents are used if appli-cable for the case under investigation (considering load location and boundary conditions). 7

s o One-Way Action For dominantly one-way bending, local moments are determined by using beam theory and an effective width equal to: b=6t+c in which: b = the effective widtn t= the wall thickness c = the width of the load contact area. However,'the effective width computed by the above equation ir limited in the evaluation to the value obtained from b = 1.4e + c, in which e is the distance from the concentrated load to the nearest support. 6.2.3 Interstory Drift Effects The effect of incerstory drif t has been taken into con-sideration, and the results are as described in Section 5.8 of the report. 6.2.4 Strees Calculations All stress calculations are performed by conventional methods prescribed by the Working Stress Design or other accepted principles of engineering mechanics. 6.2.6 Analytical Techniques In general, classical methods for analyzing the walls are used in the evaluation. Design curves are developed using these methods and are used to qualify some of the block walls. However, numerical methods utilizing the computer for static or dynamic analyses are used on a case-by-case basis. The density of the walls used in the analyses ranges from 141 to 146 pounds per cubic foot, depending on the block wall composition. The wall weight is generally increased by 10% to represent the weight of all attach-ments such as piping, piping suppo,rts, electrical con-duits and boxes, instrumsntation, and ventilation ducts. Actual weights of the attachments for some walls are calculated in lieu of the 10% increase. Reactions of the Seismic Category I pipe supports are considered as concentrated loads applied to the walls. 8

c' APPENDIX B COMMENTARY ON THE CRITERIA FOR THE REEVALUATION OF CONCRETE MASONRY WALLS COMTENTS 1.0 GENERAL 2.0 GOVERNING CODE 3.0 LOADS AND LOAD COMBINATIONS 4.0 MATERIALS 5.0 DESIGN ALLOWABLES 6.0 ANALYSIS & DESIGN REFERENCES ,,e,n, ,---..-.,-y e - - - - - --- -n. -~,.,,- r-

COMMENTARY ON CRITERIA FOR THE REEVALUATION OF CONCRETE MASONRY WALLS 1.0 GENERAL 1.1 PURPOSE On May 8, 1980, the NRC issued IE Bulletin 80-11 entitled, " Masonry Wall Design", to certain Owners of operating reactor facilities. One of the tasks required by the bulletin was to establish appropriate reevalua-tion criteria. This commentary serves as justification of the criteria used and provides a discussion of the margins of safety. 1.2 SCOPE The concrete masonry walls are evaluated for all appli-cable loads and load combinations. Calculated wall stresses are first compared against an allowable stress criteria. Wall stressea are maintained within the elastic range of the load carrying components. For the walls with calculated stresses exceeding the allowable limits, an appropriate bracing system is immediately implemented to bring them back to the allowable range. Anchor bolts, embeds and bearing plates provided for support of systems attached to the walls are the subject of another NRC bulletin and are not considered to be within the scope of this evaluation. 2.0 GOVERNING CODE In general, the reevaluation analysis uses the Uniform Building Code as referenced in the Safety Analysis. Report (SAR). I l 3.0 LOADS AND LOAD COMBINATIONS The loads identified and defined in the SAR for safety related structures form the basis for licensing of the plant and are used in the evaluation of the masonry walls. The applicable factored load combinations listed in the SAR for j safety related concrete structures are used to form the basis for the evaluation. 1

4.0 MATERIALS Material strengths are determined by review of project speci-fications, drawings and field documentation. 5.0 DESIGN ALLOWABLES 5.1 Allowables in this section are from the UBC and applicable sections of the FSAR. However, for cases not covered by the code, such as the self-drill.ing concrete anchors, allowables are based on a safety factor of 4 for the OBE case, and a safety factor of 3 for DBE. In-plane strain allowables for interstory drift effects for non-shear walls were established well below the level of strain required to initiate significant cracking. The allowable strain for a confined wall was based on the equivalent compression strut model discussed in Reference 1 and modified by a factor of safety of 3.0 against crushing. Test data (References 1 through 7) was reviewed to determine cracking strains for confined masonry walls subjected to in-plane displacements and confirms the predicted strain as given by the equivalent strut model. s l 5.2 This section deals with factored loads. Since the OBE case t is increased by 1.25 and the DBE case uses a factor of 1.0, all allowable loads are factored as stated below. Code allowable stresses for masonry in compression, tension, shear and bond are increased by a factor of 1.67. In l general, this provides a factor of safet against failure (3

1.67) = 1.8.

l of Reinforcing steel is allowed to approach 0.9 times the yield strength which is typical for reinforcing steel that is re-l quired to resist factored loads. 5.3 In general, damping for reinforced -alls, which are expected to crack due to out-of-plane seismic inertia, are conservatively set at 3% for OBE and 5% for DBE. These values are typically recognized as being conservative for reinforced masonry. The use of 4% and 7% damping values for OBE and DBE, respectively, for the analysis to determine concrete anchor tensile forces at some of the cantilever masonry walls is also considered conservative. This is because the values are equal to or less than those specified for reinforced concrete structures in NRC Regulatory Guide 1.61.* 1 6.0 ANALYSIS AND DESIGN 6.1 The structural response of the masonry walls subjected to out-of-plane seismic inertia loads is based on a constant value of gross moment of inertia along the 2 l

span of the wall for the elastic (uneracked) condition. If the wall is cracked, a better estimate of the moment of inertia is obtained by use of the ACI-318 formula for effective moment of inertia used in calculating immediate deflections. (Reference 8) The effects of higher modes of vibration and variations in frequencies are considered on a case-by-case basis. The use of the average acceleration of the floors sup-porting the wall is considered sufficiently accurate for the purpose of this evaluation. 6.2 The determination of the out-of-plane structural strength of masonry walls is highly sensitive to the boundary con-ditions assumed for the analysis. Fixed end conditions are justified for walls (a) built into thicker walls or continuous across walls and slabs, (b) that have the strength to resist the fixed end moment, and (c) that have sufficient support rigidity.to prevent rotation. Otherwise, the wall edge is simply supported or free depending on the shear carrying capability of the will and support. Distribution of concentrated loads are affected by the bearing area under the load, horizontal and vertical wall stiffness, boundary conditions and proximity of load to wall supports. Analytical procedures applied to plates cased on elastic theory are used to determine the appropriate distribution of concentrated loads. Interstory drift values are derived from the original dynamic analysis. Strain allowables depending on the degree of confinement are applied for in-plane drift effects on non-shear walls. The allowables are set at i sufficiently conservative levels for in-plane effects alone such that a reasonable margin remains for out-of-plane loads. Out-of-plane drift effects are considered insignificant. l /- 1 3

L' REFERENCES 1. Klingner, R. E. and Bertero, V. V., "Infilled Frames in Earthquake Resistant Construction," Report No. EERC 76-32, Earthquake Engineering Research Center, University of California, Berkeley, CA, December, 1976. 2.

Meli, R. and Salgado, G.,

"Comportamiento de muros de mam-posteria sujetos a cargas laterales," (Benavior of Masonry Wall Under Lateral Loads. Second Report.) Instituto de Ingenieria, UNAM, Informe No. 237, September, 1969. 3.

Meli, R.,

Zeevart, W. and Esteva, L, "Comportamiento de muros de mamposteria hueca ante cargas alternades," (Behavior of Reinforced Masonry Under Alternating Loads), Instituto de Ingenieria, UNAM, Informe No. 156, July, 1968. 4.

Chen, S.

J., Hidalgo, P. A., Mayes, R. L.,

Clough, R. W.,

McNiven, H. D., " Cyclic Loading Tests of Masonry Single Piers, Volume 2 - Height to Width Ratio of 1," Report No. EERC 78-28, Earthquake Engineering Research Center, University of California, Berkeley, CA, November, 1978. 5. Mainstone, R. J., "On The Stiffnesses and Strengths of Infilled Frames," Proc. I.C.E., 1971. 6.

Hidalgo, P.

A., Mayes, R. L.,

McNiven, H.D.,

Clough, R. W., " Cyclic Loading Tests of Masonry Single Piers, Volume 1 - Height to Width Ratio of 2," Report No. EERC 78/27, Earthquake Engineering Research Center, University of California, Berkeley, CA, 1978. 7.

Hidalgo, P.

A.,

Mayes, R.

L., McNiven, H. D., Clough, R. W., " Cyclic Loading Tests of Masonry Single Piers, Volume 3 - l Height to Width Ratio of 0.5," Report No. EERC 79/12, 1 Earthquake Engineering Research Center, University of I California, Berkeley, CA, 1979. 8.

Branson, D.

E., " Instantaneous and Time-Dependent Defelctions on Simple and Continuous Reinforced Concrete Beams," HPR Report No. 7, Part 1, Alabama Highway Department, Bureau of Public Roads, August 1965, pp. 1-78. 4 L

e 11406-276-14 APPENDIX C PROCEDURE FOR FIELD SURVEY TO DETERMINE SEISMIC CATEGORY I PIPE SUPPORTS WITH CONCRETE EXPANSION BOLTS ON BLOCK WALLS AS REQUIRED BY NRC IE BULLETIN 79-02, REV. 2, DATED NOVEMBER 8, 1979 AND NRC IE BULLETIN 80-ll,REV. O, DATED MAY 8, 1980 FOR ARKANSAS NUCLEAR ONE UljIT 1 - JOB 11406-276 (79-02) UNIT 2 - JOB 11406-321 (79-02) UNIT 1 - JOB 11406-349 (80-11) UNIT 2 - JOB 11406-350 ('8 0-11) Issued by Plant Design of l Bechtel Power Corporation i in San Francisco 3 7[l4/80 is50ED FoR. pro.1Ec.T U S. Li .f g(m,,., , [h.s iu:.vidnu 'ro liSLLuur, huc Am. nus-( 1 I (Ah o.t. !//MC 2 7/9/80 LETIN RC-11 RE0t1T REMENTS e REVISED TO INCLUDE ALL 'g / / 1 1/8/80 CATEGORY I SYSTEMS & COMPONENTS 67# ///1M W . _._0 80 ISSUED FOR PROJECT USE O ) )M9m' .2 i ( ga y REV DATE DESCRIPTION CllCK'D APPROVED L

U 11406-276-14 TABLE OF CONTENTS 1.0 PURPOSE & SCOPE 2.0 GENERAL REQUIREMENTS 3.0 SURVEY PROCEDURE APPENDIX A : SAMPLE OF WALL ELEVATIONS, SECTIONS AND PLAN VIEW APPENDIX B: LOCATION OF HIGH ENERGY LINES IN RELATION TO BLOCK WALLS (LATER) l l ! l

l-PURPOSE AND SCOPE + 1.1 The purpose of this survey in to determino (a) wacther or not Seismic Category I Systems (piping, electrical, HVAC and instru-mentation) are att' ached to, or in the vicinity of, concrete block walls, and (b) to provide the data necessary for evalua-tion of any attachments found for adequacy of the attachments and ability of the walls to support the attached loads. This survey is necessary since the hanger guidance for small 1.2 piping.gives only the general location and a standard type of support required. Other systems are field installed using a general guidance.- 1.3 The survey will also verify the number and location of large (2-1/2" and larger) pipe supports which were determined from hanger detail drawings. 2 GENERAL REQUIREMENTS 2.1 Both Unit 1 and Unit 2 need to be surveyed. 2.2 Every block wall in Seismic Category I buildings is to be checked for Seismic Category I pipe supports and other system attachments on both faces. Uhere high radiation does not allow sufficient access for the 2.3 required survey, appropriate alternate actions wil] be speci-fied on a case by case basis. 2.4 Each survey team to consist of at least 2 persons. 3 SURVEY PROCEDURE. 3.1 'The survey team is to inspect both sides of each block wall, except for conditions stated in paragraph 2.3 of this pro-cedure, using wall sketches supplied by SFHO to record obser-( l l vations. A sample wall sketch is attached. 3.2 The survey team is to determine the following: ( Is the block wall carrying any pipe support loads (both l a. large and small piping, as well as any valve or valve l operator support loads), electrical, HVAC and instru-l mentation components? Yes or No If "Yes", determine if system or component is Seismic b. Category I: Yes or No 2

11406-276-14 e c. If "No", is tho wall located in close proximity to safety-related equipment? (Sco Section 3.5 for definition of "close proximity"). Yes or No d. If answers to b. and c. are "No", record answer and con-tinue to next wall; e. If answer to eitrar b. or c. is "yes", continue with para-graph 3.3. 3.3 If the block wall carries any Seismic Category I components (this includes " grouted-in" penetrations and " free" sleeved penetration), any electrical, HVAC and instrumentation support loads, or is in the vicinity of safety-related equipment, the su'rvey team is to determine the following: a. The "as-built" geometry and thickness of the block wall. b. Block wall boundary conditions, i.e., whether top or sides are f ree, or att. ached to walls, floor, or steel beams. c. All openings and penetrations. Record locations and sizes (this includes all piping, electrical conduits, or H&V duct penetrations, as well as doors), d. Locations and type of Seismic Category I support attach-ments. This should include the manner of attachment to the block wall, i.e., through-bolted with backing plate, i or concrete, expansion anchors (give type and size). .e. Location, type, and weight (number or other identifying means) of any non-seismic atta.chment to the block wall, such as pipe supports for piping 1" and greater in diameter, conduits, electrical junction boxes, instru-mentation, and equipment. 'f. Locations of the next support on each side of the wall, not on the wall under consideration, for all items in d. and c. and the next seismic restraint or anchor for Seismic Category I systems. 1 g. Location and size of any structurally significant cracks. h. Portions of walls not able to be surveyed shall be so noted including the reason why (ventilation ducts blocking vision, etc. ). i. Walls found which are not shown on the drawings shall be surveyed per Paragraph 3.2. j. Dimensions shall be recorded to the nearest one inch. Where. limited access prevents physical measurement, dimen-sions shall be estimated to the nearent 6 inches and noted that this is an estimate. 3

11406-276-14 k. Scfety related equipment in the vicinity of the wall (including dimensions and identifying tag numbers), as definea in' paragraph 3.5 1. Additional sections and/or plan views, attached in Appendix A, may be used at the discretion of the survey team to ex-pedite the recording of the required information for-this survey. 3.4 SFHO will locate all high energy lines as listed in the PSAR on the Appendix A plan and section view survey sheets (sample copy attached). The survey team shall verify the location of the high energy line with respect to the wall,as shown on 4Wix B, 3.5 "In the vicinity of" and "in close proximity to" are defined as within distance equal to the height of the wall for canti-levered (free-standing) walls and one-half the height plus the thickness for floor-to-ceiling walls. 4

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ML19345H315

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