ML18025B206

Forwards Final Response to IE Bulletin 80-11, Masonry Wall Design. Encl Discusses Results of re-evaluation Program & Info Requested in Item 2b

ML18025B206
Person / Time
Site:	Browns Ferry
Issue date:	11/07/1980
From:	Cross J TENNESSEE VALLEY AUTHORITY
To:	James O'Reilly NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION II)
References
IEB-80-11, NUDOCS 8011280083
Download: ML18025B206 (72)

Text

e f?

r TENNESSEE VALLEYAUTHORlTY CHATTANOOGA. TENNESSEE 37401 500A Chestnut Street Tower II

. 'f

'ovember7, 1980 Mr. James P. O'Reilly, Director Office of Inspection and Enforcement U.S. Nuclear Regulatory Commission Region II - Suite 3100 101 Marietta Street Atlanta, Georgia 30303

Dear Mr. O'Reilly:

'Ke,fko.

OFFI F SRQCgZOg. AND ENFORCEMENT BULLETIN 80-11

<< RII:JPO

~2)& - BROGANS FERRY NUCLEAR PLANT TVA's initial response to the sub)cot bulletin was submitted to you by my letter dated July 8, 1980.

In the the July 8 response we stated that reevaluation of the masonry walls was necessary.

Enclosed ar e the results of our reeevaluation pr nor am and the information requested in item 2b of IE Bulletin 80-11. If you have any questions, please call Jim Domer at FTS 857-201rt.

Very truly yours, TENNESSEE VALLEY AUTHORITY Jimmy L. Cross Executive Assistant to the Manager of Power Subscrib

~d sworn before me this ~ay of

. 1980.

otary Public My Commission Expires Enclosure co:

Office of Inspeotion and Enforoement (Enclosure)

U.S. Nuolear Regulatory Commission Division of Reactor Operations Inspection Mashington, DC 20555 8 0 y y g 8 gn Equal Opportunity Employer Q)SS

g T, ~

I 4

ANALYSIS OF SOLIO SHlELO BLOCK l4ALLS FIGuRE: 2.5. Z-1

ENCLOSURE BROGANS FERRY NUCLEAR PLANT ALL UNITS FINAL PESPONSE TO IE BUf LETIN 80-11

Response

to Item 1 - Identification of Masonry 4'alls That Sunoor t Safety-Related Systems or are Located Near Safety-Related Systems

~ For the initial response to this bulletin, TVA identified 104 masonry walls that were near safety-related systems and/or had safety-related systems attached to them.. Since the initial

response, TVA has completed plant surveys in order to verify which masonry walls identified initially (from engineering drawings) were critical to safety-related systems and also to identify any new masonry ~alls that were not corsidered during the initial review.

From the plant surveys, TVA determined that 48 of the 104 masonry walls initially identified could not damage safety-related systems if the walls fail.

There were 42 reinf'orced masonry walls identified from the survey that could damage safety-related systems if they failed.

However, all of these walls wer e determined to be structurally adequate from -the reevaluation program.

The 14 remaining walls of the original 104 were found to have a potential to fail during a seismic event and could endanger safety-related equipment.

These walls are as follotrrs:

1, 5, 6,

15, 20, 24, 52, 60, 69, 71,-72, 83, 87, and 92.

Of

these, 2 walls (5 and 71) were broken into components in order to simplify the evaluation of each wall.

These components were given identification numbers (71B, 71C, etc.)

and separate data sheets were prepared for them, giving a new total of 20 walls.

There was also one new unreinforced wall (number 105) identified during the plant survey that could endanger safety-related equipment.

The data sheets for the 21 walls which require restrainin~

ai e given in Appendix A along with a summary of these walls.

Of these '21 walls, 19 wer e determined to exceed design cr'iteria; however, additional analysis determined that they would not fail under a safe shutdown earthquake (SSE) and can be deemed acceptable for temporary service.

The remaining,two walls were-analyzed for failure during an SSE.

This analysis was conducted by a plant survey and study of the failure mode of the walls.

The two vitalis were deemed to be marginal and an immediate repair was implemented by the addition of'trutural steel restraining elements.

The masonry walls given in this summary are divided into 13 items.

TVA's methods for restraining these walls are as follows:

item 1

- Qoalif'y walls spanning vertically between bond beams and restrainind bond beams in E-W and m-S directions.

Item., 2 3

4 6

and 7 - Use structural steel grid system to contain wall in event of failure.

Items 5 and 11 Use horizontal structural steel restraints at spac/ng determined by 10 pounds per square inch (lb/1n ) allowable tensile stress in mortar.

Items 8

9 aad 10 Cover RHR pipe elbows with structural shields.

Item 12 Use structural steel grid systems to contain wall in event of failure.

Item 13 Reevaluate unmortared solid concrete block walls for stability (both shear and moment) to qualify walls by adding restraints at midpoint of span between ex/sting restraints.

TVA's methods for analyzing masonry block wallk in the reevaluation program are discussed in our response to item 'Eb(iii) and Appendix B (TVA Reevaluation Criteria for Concrete Masonry Block Walls at Browns Ferry Nuclear Plant).

Res onse to item 2b Written Re ort on Reevaluation Pro ram Res onse to item 2b i There were four types of masonry block walls encountered in Category I

,structures at Browns Ferry Nuclear Plant.

They are (1) reinforced, (2) nonreinforced hollow core, (3) nonreinforced solid shield block with mortared )oints, and (4) solid shield block with nonmortared points.

The function of the walls are to act as shielding or as partitions.

The materials used in construction of the walls were as follows:

Block.

Hollow core load bearing, lightweight units conforming to ASTM C-90, grade A, in the sizes shown on the drawings.

Solid shield block, load bearing, normal weight units conforming to ASTM C-145, 6 inches by 6 inches by 12 inches.

Mortar.

Medium strength, type S conforming to ASTM C-270.

Grout for cell fillin.

Structural grade concrete with design compressive of 3000 lb/in2 Reinforcin steel.

Vertically No.

6 bar conforming to ASTM A-432 (yield stress

=

60,000 lb/in ) spaced at the center of the cell, 16 inches on center.

0 Horizontally Equal to Blok-Lok, Corner-Lok, and Partition-Lok as manufactured by AA Wire Products

Company, Chicago, Illinois, standard grade with No.

9 gauge side rods and No.

9 gauge crossties conforming to ASTM A-82 (yield stress 80,000 lb/in ).

The horizontal reinforcing was neglected in the structural reevaluation program.

4

Response

to Item 2b(ii)

Construction practices used were investigated and evaluated for their adequacy in avo'ding faulty construction.

Cells with vertical reinforcing pere filled with concrete (compressive strength

= 3000 lb/in ) at approximately four-foot lifts.

The concrete grout was "rodded" at these four-foot intervals to ensure no voids were allowed.

Tests were run at the time of construction to ensure that all materials used were of a quality nature and were equal to or exceeded the specified minimum requi.rements.

Res onse to Item 2b(iii)

The reevaluation criteria, Appendix B, is based upon the alternate design'ethod of ACI 318 Building Code requirements for Reinforced Concrete (working stress design) in determining the tructural adequacy of the masonry walls.

This.method represents the current state of the art and TVA believes it provides the corservatism necessary to ensure the masonry walls will funct'on as intended.

In using this method, TVA.considered the allowable strengths of the various materials used based upon the ACI 531 committee report, "Concrete Masonry Structures Design and Construction."

From these allowables, a reevaluation criteria was developed for reinforced walls and nonreinforced walls with mortared joints (see Appendix B, sections 2.4 and 2.5. 1).

For nonreinforced walls with nonmortared joints, the allowable comoressive strengths were used in a stability analvsis of the walls.

This analysis took into account all postulated loads which could possibly act on the walls (see Appendix B, section 2.5.2).

4 All loads (dead, live, seismic,

thermal, pipe reactions,

pressure, etc.) were considered, where applicable, in evaluating the masonry walls.

Attachments were located. and checked against design values.

The attachments found were determined to be nonsafety-related ponduit and junction boxes, all of which were less than 11 lb/ft.

The reevaluation revealed that the masonry walls in Category I structures, which could damage safety-related equipment were not subject to thermal loads, pipe reactions, or

'ressure loads.

A check was also made for missile, fire, or water ba.riers in which masonrv walls play a part.

No masonry walls were determined to act as siach barriers.

Ilo local loadings of attachments were located on shield block walls.

Differential floor displacement was investigated and found to be less than 0.01 feet for all floor elevations which masonry walls are located.

This was considered insignificant.

0,

Reinforced walls.

Reinforced walls were evaluated on the basis of the alternate design method oC ACI 318 using the allowable design values given in ACI 531.

The evaluation was made by determining the moment capacity of the reinforced walls for service and ultimate loads.

This capacity was then compared to the actual moments generated by the service and ultimate loads.

If the moment capacity was greater than the actual loadi>tg moments, the wall was considered acceptable.

The shear capacity was then checked and verified that it was within the allowable values permitted in ACI 531.

Nonreinforced mortared pints.

Nonreinforced mortared joint walls were evaluated for their effect upon safety-related equipment, which in the event of wall failure, could be damaged.

The mode of failure which was considered in the evaluation was that of a pinned connection at each horizontal support of the wall.

During failure, each section of the wall in between two horizontal supports will rotate about the bottom support.

If it was determined that the wall is horizontally supported at spacings such that no safety-related items are located within the predicted "failure zone" created by the wall rotating on its pins, then the wall was acceptable.

In the event that safety-related equipment is located within this zone, the wall was structurally evaluated using the alternate design method of ACI 318.

The allowable tensile stress in the masonry assembleage used was 10 lb/in2.

This value is considered to be very conservative and provides for an additional safety factor of 2 l'or'the ACI 531 value.

The walls were then evaluated for moment and shear capacity which were compared to actual moments and shears caused by the given loading conditions.

If the wall was found structurally inadequate to withstand the design loads, additional horizontal supports were designed to limit the actual moments and shears, or the individual safety-related item be protected from the wall.

Nonreinforced nonmortared pints.

Nonreinforced nonmortared )oint walls were evaluated using a

stability analysis for sliding and overturning (block rotation) if their failure would effect safety-related items.

The blocks were investigated for sliding by comparing the shear stress encountered at the )oints from the applicable loads and the maximum possible frictional stresses which can be developed in between each block.

The walls were analyzed as simple supported beams with the supports being the horizontal restraints of the wall.

To limit the shear, horizontal supports were added to limit the span in which the shear acts, such that the frictional force at the )oints is greater than the actual shear encountered.

(See Appendix B, section 2.5.2.3.3.)

P

A check for rotation of the blocks was made by evaluating the moment developed by the applied loads and comparing it to the resisting moment of the block itself.

The span between each horizontal support was limited such that the resisting moment within the block was greater than or equal to the moments generated by the design loads..

(See Appendix B, section 2.5.2.4.)

A comparison was also made between shear and moment for the controlling factor'.

The controlling factor was then used to determine the required spacing of horizontal supports.

If the existing support spacing was less than the evaluated allowabie spacing, the walls were considered acceptable.

If not, the addition of horizontal supports to meet the allowable spacing were specified.

l Walls which consist of multi-wythes were inspected for composite behavior.

A check for mortar, metal ties, or other devices which would cause the wythes to act together was made, and none were found.

Therefore, TVA in its reevaluation program did not use composite wythe action.

No equipment was'nchored into these walls.

Equipment and other attachments were checked for their effect upon the walls.

The original design of the walls limited the attachment load to 20 lb/ft for one side of th'e wall loaded or 10 lb/ft2 for both sides of the wall loaded.

In addition no single piece of equipment was to weigh more than 120 pounds with this weight to be distributed over an area such that the 20 lb/ft2 limitation is met.

A check was made for these loading conditions during the plant surveys.

The results were. that no wall had attachments where the loading was greater than ll lb/ft The attachment of the equipment was evaluated using ACT 531.

APPENDIX A M,SONRY BLOCK 1',ALLS AT BROt'.NS FERRY %)CLEAR PLAINT IDENTIFIED AS ENDANGERING SAFETY-RELATED EQUIPihtENT AS REQUIRED BY NRC IE BULLETIN 80-11 l.

0 ilitp elevator shaft walls from al 519,0 to 561.0+.

(Halls il and 069)

" 2.

3.

5.

6.

7.

Partition wall between R.B.

and equipment access lock area, west of 5batweenQtandQufron al 565.0 to 590.0.

(Hall I!59)

Pa-ti"!"3twall between RB access hatch area and stairs/elevator, QR6 betraao+tandoufran 565.0 to el 590.0.

(Wall 550)

Partition wall between stairs/elevator and hatch access area to 16 bet. ae.".and Qufron el 565.0 to 590.0.

Q!all 671B)

S'hie 6 walls for torus vent piping, 2'-5" north ofQr east o! @15 west of ORI.

0!all II6 and I!72)

Seal. "all above doo" openingfrom el 573.0 to 590.0 at t between R6 and R7 (Wall fj5p)

Sama as wall IlSD except atbetween Q15 and Ol.

0'all

'71C) 8.

Same as wall 0718 except from el 593.0 to el 619.0.

(Wall PI71D) 10.

Sam as wall IIF719 except from el 639a0 to,el 661.0.

((@all 871F)

Shield plug, wall in n line 35'e t of R19 from elevation 617.0 to elevation 626.67.

(tball t7105) 1 2.

Partition wal betwe m "banica quipment room and stairwell between n andQpand; R2 and 3

19 and

. 20 from elevation 617.0 to elevation

.0.

(Walls 824 anc Pi 13.

RHR heat exchanger shield yalls 015, 82

. P52,

PGO, 883, and 2'j87 2'-9",-.,orth of +t and 13'-3" east oi' 14'-2-1J')" east of RS and a)5, 7'-0 1/2," chat o

QR, 9'-9" acct o

Q) and @20.

Wall numbers shown thusly -

t/1899 are numbers assignedto wall on inspection data sheets.

Total walls identified as endangering safety-related equipment

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REEVALUATION CRITERIA FOR MASONRY WALLS APPENDIX B

0

Appendix 3 REEVALUATION CRITERIA FOR MASONRY WALI.S 1.0 GENERAL CRITERIA

~sco e

This evaluation criteria shall apply to the evaluation of concrete masonry walls located at Browns Ferry Nuclear Plant (BFN).

The evaluation is to be accomplished by the use of Working Stress Design (WSD) as outlined in American Concrete Institute (ACI) Building Code Requirements for reinforced concrete--ACI 318-77 under Alternate Design Method, the data within this criteria, and the data gathered by the field survey, 1.2

~poc oee The purpose of this criteria is to establish a guide to gather information in regards to Nuclear Regulatory Commission Office of Inspection and Enforcement (NRC IE)Bulletin 80-11.

By using this criteria and the data gathered by the field survey, each masonry wall is to be evaluated for it's effect on safety-related items.

" Walls classified Type 2, Type 3, or Type 4 by the field survey shall be evaluated for it's structural ability to with-stand the live loads, dead loads, and seismic loads as described herein.

If the evaluation proves that a wall can withstand the design loads, then no further work will be necessary for that wall.

However, if after the evaluation, it has been concluded that the possibility exists that the wall could fail during a seismic event, and that it's failure could damage safety-related

items, then corrective action shall be taken to prevent any damage to the safety-related items.

This may be accomplished by designing a restraint mechanism and analyzing it's effect on the behavior of the wall.

A Non-Conformance Report (NCR) identifying the design deficiency shall be filed as soon as it is determined that corrective action is required.

1.3 Wall Descri tion Cross-sections and typical sections as shown on the field survey and design drawings showing the type of block, horizontal and vertical reinforcing, actual end conditions, and any additional restraints which may be used for structural support shall be used in the evaluation.

All penetrations shall be checked as to their effect on the structural integrity of the wall and if the penetration is of a safety-related

nature, the walls effect upon it.

1.4 Reinforcement Tensile forces are to be resisted by the vertical reinforcement in reinforced block walls.

Tension in the mortar or concrete block is not to be considered in evaluating these reinforced walls.

Tension in the mortar or concrete block may be considered in the evaluation of non-reinforced block walls within the given allowable values.

SP663 TVA lAKPL5(FN AFS 7TT1

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REEVAIUATION CRITERIA FOR MASONRY WALLS 1.5 Desi n Assum tions The following assumptions were made during the original calculations and should be checked against the conditions found during the field survey and on the design drawings.

1.5.1 The walls act as pinned, or cantilevered ends.

beams with either fixed, 1.5.2 No equipment anchorage shall be within 2"1/2 feet of any free end.

1.5.3 No cutting of any reinforcement.

1.5.4 No cutting out of any of the concrete in which vertical steel is embedded.

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I 1.5.5 All walls were to be supported at the top by the use of clip angles if they are not anchored into the ceiling with reinforcing bars.

1.5.6 Vertical reinforcement of No.

6 bars, Grade 60, spyced at 16 inches on center, placed in alternate major cells.

1.5.7 Concrete used to fillcells has an design compressive strength (f'c) of 3000 psi.

1.5.8 The entire length of the block (b=16") was used in moment of inertia (I) calculations.

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..1.5.9 All vertical reinforcement was placed in the center of each given cell.

If the above assumptions were incorporated into the construction procedures and can be verified by the field survey, and the design

drawings, then only the worst case for a given load condition will need to be evaluated.

For example, if the wall does not exceed the allowable attachment loads and meets the above criteria, then only the highest wall for that given condition, needs to be evaluated.

If it will withstand the seismic loads, then all smaller walls, of the same conditions will withstand them.

2.0 EVALUATION BASIS 2.1 Materials 2.1.1 Concrete Blocks Concrete blocks used are to the size and shape as shown on the design drawings and as verified by the field survey.

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REEUALUATION CRITERIA FOR MASONRY WALLS Hollow core blocks are lightweight, load bearing units.

Solid blocks are normal weight load bearing units'he compressive strength is to be taken as 2000 psi minimum on the net cross-sectional area.

2.1.2 Cell Concrete Concrete used in filling cells had a minimum design compressive strength (f'c) of 3000 psi at the age of 28 days.

Reinforcement Steel bar reinforcement used was Grade 60 with the minimum yield stress (fy) of 60,000 psi.

2.1.4 Mortar Mortar used was similar to type S of ASTM Designation C270.

2.2 Loads 2.2.1 Dead Loads (D)

For evaluation purposes the dead load in pounds per square foot (psf) of wall face area per wythe shall be as follows:

Standard Hollow Block (Nominal Size) 8 x 8 x 16 = 49 psf 8 x 12 x 16 = 94 psf Standard Hollow Block (Nominal Size 1 Core Filled with Concrete) 8 x 8 x 16 = 62 psf 8'x 12x 16 = 94psf Standard Solid Shield Block (Nominal Size) 6 x 6 x 12 = 68 psf A wythe is defined as a continuous vertical section of wall, one masonry unit in thickness.

If any other size block is used the dead load shall be based on the density of the block being 135 pounds per cubic foot (pcf) of the net volume.

2.2.2 Live Load (L)

For this evaluation only, the vertical live load to be considered is the load due to the addition of equipment after the construction of the wall.

(Noting that this is actually

.a dead load, it will be treated as the live load as per the original calculations).

This load shall not exceed 20 psf

REEVALUATION CRITERIA FOR MASONRY WALLS on one side of the wall or 10 psf on each side of the wall, and 120 pounds per single item with the weight distributed not to exceed 20 psf.

Loads resulting from equipment, piping,

supports, restraints,

anchors, etc'., which are attached to the face of the wall and shown on the field survey drawings shall be documented and checked against these limits. If these limits are exceeded, a detailed analysis shall be made using the actual load.

All concentrated loads may be converted to uniform loads as described in EN DES Design Guide DS-C1.3.2.

2.2.3 Seismic Loads h

Seismic loads to be evaluated shall be as follows:

Wall Elevation Acceleration Base OBE DBE 519.00 565.00 593.00 606.00 617.00 621.25 0.10g 0.12g 0.17g 0.20g 0.23g 0.26g 0.20g 0.24g 0.34g 0.40g 0.46g 0.52g These are based on the original seismic analysis for masonry walls at BFN and is in accordance with the original masonry wall calculations.

2.3 Load Combinations Concrete block walls shall be evaluated for vertical live and dead loads, including eccentricities, and for any lateral forces, pres-

sures, or shears to which they may be subjected or as shown on the survey drawings.

The horizontal and vertical loads shall be applied in combination as follows:

S = D + L S = D + L + E S =D+

L+E'n the above load combinations, S is the required section strength based on the working stress design method and the allowable stresses defined in section 2.4, E is the defined Operating Basis Earthquake load (OBE), and E's the Design Basis Earthquake load (DBE).

In addition to the above load combinations, a check for thermal loads (To), pipe reactions (Ro), pressure loads (Pa) due to tornado depressurization, and any other loads which the masonry walls may encounter shall be considered if the possibility of the loads exist.

If the possibility exists, then the walls shall be evaluated accordingly.

Local loadings such as piping and equipment supports should be investigated to assure that the loads are adequately tVh Ih4%% Icol PICO 7

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REEVALUATION CRITERIA FOR MASONRY WALI,S transferred into the wall.

Included shall be the potential for block pullout.

ACI 531.2R-70, "Concrete Masonry Structures-Design and Construction," shall be used in evaluating the anchorage of supports.

2.4 Reinforced Walls - Allowable Stresses Allowable stresses shall be taken from ACI 531.2R-70 "Concrete Masonry Structures - Design and Construction" and shall be based upon the net cross-sectional area.

2.4.1 Com ressive Stren th 2.4.2 The compressive strength of masonry, f'm, at 28 days shall be taken as 1350 psi.

Axial Stress L

The allowable compressive stress due to axial loading on the wall, b'ased on the net horizontal cross-section of the wall, shall be Fa = 0.225 f'm [1-(h/40t)

)

1 where h/t is the height to thickness ratio of the wall.

2.4.3 Flexure The allowable flexural compressive stress shall be Service Loads Ultimate Loads Fb = 0.33 f'm.

..(450 psi)

Fb = 0.62 f'm.

..(840 psi) where the ultimate allowable flexure stress is derived from the straight line "theory as per ACI 318-77 Alternate Design Method (.45f'c/.85f'c =.33 f'm/.62 f'm).

2.4.4 Shear The allowable shear stress shall be

'v.=

l.l~f'm...........

(40 psi) 2.4.5 Steel Stress The maximum allowable steel stress shall be 0.4 fy (24,000 psi) for service and OBE loads and 0.9 fy (54,000 psi) for ultimate or DBE loads.

2.4.6 Combined Stresses For combined stresses due to bending and axial loads, the following shall be met: Tv@ inwit(c~ neo-v vvl

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REEVALUATION CRITERIA FOR MASONRY WALLS (fa/Fa)

+ (fb/Fb) 5 1.0 where f is the computed stress and F is the allowable stress.

This may be neglected if the axial loads are small when compared to the bending loads.

2.4.7 Modulus of Elasticit The Modulus of Elasticity shall be taken as Em =1000 f'm.

..(1,350,000 psi) 2.5 Non-reinforced Walls All non-reinforced walls shall be evaluated on the basis of their effect upon safety-related items should the. walls fail.

In the event of failure, the action which the wall will take is to be based upon a hinged connection at the top of each lateral support.

If the evaluation proves that the wall will not damage any safety-related items by its failure. as it is currently constructed, then no further action will be necessary for that wall. If, however, after this evaluation, it has been determined that a possibility exists that some safety-related item could be damaged by the failure of the wall, then corrective action shall be designed to prevent any damage to the safety-related items.

This may be accomplished by designing a restraint mechanism which will restrain the wall from failing, or by protecting the individual safety-related item.

The evaluation of the walls shall be based upon the following.

2.5.1 Hollow Core Blocks Allowable stresses shall be taken from ACI 531.2R-70, and shall be based upon the net cross-sectional area.

2.5.1.1 Com ressive Stren th The compressive strength of masonry f'm at 28 days

'shall be taken as 1350 psi.

2.5.1.2 Axial Stress The allowable compressive stress due to axial loading on the wall, based upon the net horizontal cross section.of the wall, shall be Fa = 0.20 f'm [1-(h/40t)s) but < 1000 psi where h/t is the effective height to effective thick-ness ratio of the wall.

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4 REEVALUATION CRITERIA FOR MASONRY WALLS 2.5.1.3 Flexure 2.5.1.4 The allowable flexural compressive stress shall be Fb = 0 30 f m

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(405 psi Shear The allowable shear stress, based upon the net area of the mortar joint, shall be I

Fv ;l.l~f'm.

(40 psi) 2.5.1.5 Tensile Stress The allowable tensile stress due to bending shall be Ft = 10 psi based upon the net cross sectional area of the mortar joint.

2.5.1.6 For combined stresses due to bending and axial loads, the following shall be met:

(fa/Fa)

+ (fb/Fb) 5 1.0 where f is the computed stress and F is the allowable stress.

2.5.1.7 Modulus of Elasticit The modulus of elasticity shall be taken as Em = 1000 f'm.

. (1,350,000 psi) 2.5.1.8 The following assumptions may be made in carrying out the reevaluation of unreinforced, hollow core masonry block walls based on ACI 531.

Tensile forces are resisted by concrete masonry units,

mortar, and grout within the allowable stress.

The modulus of elasticity of the masonry assemblage remains constant under loading within the allowable stresses.

Where a wall is laterally supported at the top and bottom, its effective height shall be the actual height of the wall.

Where there is no lateral support at the top of the wall, it's effective height shall be twice the actual height of the wall above the bottom lateral support.

&7'VA 10535(fN Dfs-7 77)

REEVALUATION CRITERIA FOR MASONRY WALLS 2.5.2 Solid Shield Blocks Solid shield block walls with mortared joints shall be evalu-ated in accordance with Section 2.5.1.

Solid shield block walls in which the joints between each block, in a single wythe, are not mortared, shall be evaluated in accordance with Sections 2.5.2.1 through 2.5.2.4.

2.5.2.1 Included in the reevaluation, a check shall be made to insure the following requirements are met:

All solid shield block walls shall be restrained at the top against horizontal forces.

Attachments to walls are not allowed.

Multi-wythe walls shall be checked to see if the wythes are connected by the use of masonry ties plus mortar, or other means.

If no connections are found or only mortar was used to connect the wythes, the walls shall be evaluated as on a single wythe basis.

2.5.2.2 The evaluation of the solid shield walls shall be based upon the use of a simple supported beam for moment and shear calculations.

The maximum

moment, which is. located at the center of the span, shall be M = (w Lz)/8 and the maximum shear, which is located at the ends of the span, shall be V = (wL)/2 where L is the span between lateral supports and w is the uniform horizontal load due to seismic or other postulated loads as per Section 2.3.

The span L shall be limited such that the resultant normal force on the bottom face of the block acts within the plane of the wall as per Section 2.5.2.4, thus resisting all overturning moments.

2.5.2.3 Allowable Stresses Allowable stresses and forces shall be based upon the net cross sectional area and shall be as follows: TVA l0555 (EN DES-7-7T)

REEVALUATION CRITERIA FOR MASONRY WALLS 2.5.2.3.1 Com ressive Stren th 2.5.2.3.2 The compressive strength of masonry, f'm, at 28 days, shall be taken as 1350 psi.

~ I Axial Stress The allowable compressive stress due to axial loading on the wall, shall be Fa = 0.20 f'm [1-(h/40t)

] but 5 1000 psi where h/t is the effective height to effec-tive thickness ratio of the wall.

The effective height shall be the actual height and for multiple wythe walls, the effective thickness shall be the thickness of the connected wythes. If the wythes are not connected, the effective thickness shall be the thickness of one wythe.

2.5.2.3.2 Flexure The allowable flexural compressive stress shall be Fb = 0.30 f'm.

(405 psi) 2.5.2.3.3 Shear The maximum allowable shear stress, based upon the net contact area between blocks, shall be equal to or less than the maximum possible stress which could be developed through static friction, that is Fv 5 f 5 1.1 f'm s

Fv is the maximum allowable shear stress and f the maximum possible friction stress (see Section 2.5 '.4).

s 2.5.2.3.4 Modulus of Elasticit The modulus of elasticity shall be taken as Em = 1000 f'm... (1,350,000 psi)

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REEVALUATION CRITERIA FOR MASONRY WALLS 2.5.2.3.5 Vertical Seismic Loads Vertical seismic loads shall be considered in the evaluation of non-mortared, solid shield block walls.

The vertical accelera-tion for the DBE shall be 0.13g.

2.5.2.4 Evaluation The walls shall be evaluated for all forces as shown in Figure 2.5.2.1(b),

where P

W Vg Vpf g,=

s f g=

s N

d M

L Axial force applied to top face of block Weight of individual block Shear force on top face of block Shear force on bottom. face of block Static friction'al force at top face of block (V = 0 7)

Static frictional force at bottom face of block (y = 0.7)

Normal vertical force at bottom face of block Distance of normal force (N) from Qont face, of block Applied moment due to external loads Span between lateral supports Such that the moment formulated by the normal force N, and its moment arm d, will resist the moments which result from P, W, V~, V~ f ~, f ~, and M.when moments are summed about point A (see Figure. 2.5.2-1(b), while the normal force N, remains within the plane. of the wall (d

< 6").

The compressive stress on the bottom of the block caused by the normal force N, shall be evaluated as shown in Figure 2.5.2-1(c) to insure the stress involved do not exceed the allowable stress given in Section 2.5.2.3.2, that is f

<Fb c

2.6 To and Bottom Restraints All reinforced masonry walls which are restrained at the top or bottom by means of a connection to the ceiling or the floor, or which require the addition of such restraints by the results of the evaluation, shall be checked/designed for the capability of resisting all of the forces applied to them.

REEVALUATION CRITERIA FOR MASONRY WALLS

3. 0 INSPECTIO.'J CRI'ERIA 3.1 Purpose 1.

To determine whether or not the masonry block walls pre-viously identified could damage safety-related systems and/or equipment should the wall collapse during a seismic event or loads in excess of design values.

2.

Identify new masonry walls that may have been omitted during the original investigation.

3.2 Classification of masonry block walls 1.

Type 1 - Those walls that could not damage any safety-related systems and/or equipment if they should collapse.

When this has been established no further investigation will be required.

2.

Type 2 - Those walls that have safety-related systems and/or eouipment attached to them.

3.

Type 3

Those walls that do not have any safety-related systems and/or equipment attached to them but could collapse and possibly damage such systems and/or equipment.

Type 4 - The combinations of types 2 and 3.

3.3 Collapse mechanism

o. masonry walls l.

Assume the collapse to be total, i.e., all masonry units (blocks) will fall and no single block will remain in its original position.

2.

The collapse of all walls shall be assumed to be a hinge" pivoting about a line or axis at the bottom of the lowest course of maonsry units.

3.

The maximum horizontal "reach" of the wall during collapse shall be assumed to be the same as the height of the wall.

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REEVALUATION CRITERIA FOR MASONRY WALLS 3.4 Inspection procedure of masonry block walls 1.

Visual inspection Evamine all masonry block walls in all Category I structures and identify all attachments, methods of attachments, ard locations.

2.

Identify all safety-related equipment and/or svstem components (piping sepments, cable trays, conduits, etc.) in the collapse zone of the masonry walls.

2.

Classification and.construction procedures 1.

Classify each wall according to the types specified in section 3.2 of this criteria.

2.

Note connections of masonry walls to the cast-in-place concrete structure which utilize structural steel

elements, etc.

3.,

Note other visual conditions such as whether mor tared or nonmortared joints are used, etc.