5eff 4o t..) R k · 2012. 12. 5. · 4o t..) R k. Iowa Electric Light and Power Company October 6, 1982 LDR-82-264 LARRY D. ROOT ASSISTANT VICE PRESIDENT NUCLEAR GENERATION Mr

REGULATORY INFORMATION DISTRIBUTION SYSTEM (RIDS)

ACCESSION NBR:8210130546 DOC.DATE: 82/10/06 NOTARIZED: NO DOCKET # FACIL:50-331 Duane Arnold Energy Center, Iowa Electric Light & Pow 05000331 AUTHNAME AUTHOR AFFILIATION RGOTFL.D. Iowa Electric Light & Power Co, 'RECIP.NAME RECIPIENT AFFILIATION DENTON,H.R, Office of Nuclear Reactor Regulation, Director

SUBJECT: Forwards addl info re IE Bulletin 80-11, "Masonry Wall Design," consisting of Revision I to 180-day final reptAll outstanding for info answered.Info demonstrates structural adequacy of masonry walls.

DISTRIBUTION CODE: A001S COPIES RE IVED:LT/ /ENCL 10SIZE:..J. TITLE: OR Submittal: General Distri ution

NOTES:

RECIPIENT 10 CODE/NAME

NRR ORB2 8C 01

COPIES LTTR ENCL

7 7

RECIPIENT ID CODE/NAME

COPIES LTTR ENCL

INTERNAL:

EXTERN'AL:

ELD/HDS2 NRR/DL DIR NRR/DSI/RAB RGN3

ACRS NRC PDR NTIS

1 1 1 1

09 02

0 1 1 1

6 1 1 1 1

NRR/DHFS DEPY08 W DLOORA8 REG F= 04

LPDR NSIC

03 05

TOTAL NUMBER OF COPIES REQUIRED: LTTR

1 1 1

1 1

1 0 1

1~ 1

4) k 3 # """ WAP 'WSAV 1%ftmwo'5eff 4 .5

24 ENCL 22

4o t*..) R k

Iowa Electric Light and Power Company

October 6, 1982 LDR-82-264

LARRY D. ROOT ASSISTANT VICE PRESIDENT NUCLEAR GENERATION

Mr. Harold Denton, Director Office of Nuclear Reactor Regulation U.S. Nuclear Regulatory Commission Washington, DC 20555

Subject: Duane Arnold nergy Center Docket No. C50 1 Op. License o. PR-49 IE Bulletin 80-11; Masonry Wall Design

Dear Mr. Denton:

Enclosed are two documents that transmit additional DAEC information requested by the NRC regarding IE Bulletin 80-11 on Masonry Wall Design. Enclosure 1 provides our

response to NRC questions provided during a conference call call between NRC and Iowa Electric representatives on May 17, 1982.

The second enclosure contains Revision 1 to our

report entitled 180 Day Final Report: Concrete Masonry Wall

Design for the Duane Arnold Energy Center. Revision 0 of

this report was previously transmitted to the NRC by our letter LDR-80-335, (L. Root to J. Keppler) dated November 10, 1980. Revisions to this report (as indicated by revision triangles in the right hand margin of revised text)

incorporate additional information provided in response to

an NRC request for additional information of December 29, 1981 (LDR-82-065, L. Root to H. Denton, dated March 5, 1982)

and information provided in Enclosure 1. Specifically, pages

3 and 6 of the main report, and pages 6 and 7 of Attachment 4 to the report have been revised. Attachments 1 and 5 to

enclosure 2, which contain bulky drawings have not been revised and hence additional copies are not being transmitted.

8210130546 821006 / PDR ADOCK 05000331 /v7

1 CPDR

1882 - A CENTURY OF SERVICE - 1982*

General Office * PO. Box 351 * Cedar Rapiks, lowa 52406 * 319/398-4411

Mr. Harold Denton October 6, 1982 LDR-82-264 Page Two

With submission of these two attachments, we believe that we have responded to all outstanding requests for information from the NRC. Further, we believe the report and analysis demonstrates structural adequacy of DAEC masonry walls and therefore, we do not believe additional analysis or modifications are required for DAEC.

Very truly yours,

Root Assistant Vice President Nuclear Generation

LDR/WM/dmh* Enclosures

cc: W. Miller D. Arnold L. Liu S. Tuthill F. Apicella (NRC) NRC Resident Office Commitment Control Ref: 82-0266

50-331

RESPONSE To QUESTIONS RAISED DURING THE NRC CONFERENCE CALL OF 5/17/82

10/6/82

RECORDS FACILITY BRANCH

- NOTICE THE ATTACHED FILES ARE OFFICIAL RECORDS OF THE DIVISION OF DOCUMENT CONTROL. THEY HAVE BEEN CHARGED TO YOU FOR A LIMITED TIME PERIOD AND MUST BE RETURNED TO THE RECORDS FACILITY BRANCH 016. PLEASE DO NOT SEND DOCUMENTS CHARGED OUT THROUGH THE MAIL. REMOVAL OF ANY PAGE(S) FROM DOCUMENT FOR REPRODUCTION MUST BE REFERRED TO FILE PERSONNEL.

DEADLINE RETURN DATE

-J

LDR-82-264

ENCLOSURE 1 RESPONSE TO NRC QUESTION RAISED DURING THE NRC CONFERENCE CALL OF

MAY 17, 1982

Question

Indicate the number of walls using the energy balance technique and yield line theory methods of analysis.

Response

Four walls were analyzed by an inelastic energy balance method for extreme and abnormal loading. These walls were 200-7, 200-8, 417-25, and 412-9.

Question

Provide the design loading and analysis method used to qualify the walls.

Response

The loading combinations used to qualify the blockwalls (as stated in the final report in Attachment 3, Page 3-2) are

* as follows:.

Normal Loads

a. D + L + Ro +To

b. D + L + R + To

c. D+L+Eo +Ro +To

Extreme Environmental/Abnormal Loads

d. D + L + Es + Ro +To

e. D + L + Wt + Ro +To

f. D + L + Pa + Ra +Yp + Ta

g. D + L + Pa + Egg + Ra + Yp + Ta

h. D+ L + Pa + Eo + Ra + Yp + Ta

1 0 236 a

where

D = Dead Load L = Live Load W = Wind Load Ro = Attachment reaction load under normal operating

conditions Ra = Attachment reaction load under accident

conditions = Thermal loads under normal operating conditions

Ta = Thermal loads under accident conditions = Loads due to operating basis earthquake (OBE) = Loads due to design basis earthquake (DBE) = Loads due to tornado effects = Maximum differential pressure due to postulated pipe break

Yp = Local loads due to postulated pipe break (includes jet reaction, jet impingement, and impact due to pipe whip)

For the four walls in question, the following list will indicate what load combinations (a through h) were used and the method of analysis.

Load Combination Method of Analysis Wall Number (a through h) (Elastic or Inelastic)

200-7, 200-8, and 417-25 C Elastic d Inelastic

412-9 c Elastic d Elastic 9 Inelastic

Question

Indicate the wall reinforcement and overall size of wall.

Response

Architectural Drawings 7884-A-21, Revision 5 and 7884-A-22, Revision 2 were the design drawings used to construct the blockwalls at the DAEC unless noted otherwise on a plan or elevation drawing. These drawings were included in the final report dated November 7, 1980, for Bulletin 80-11. The following list will briefly describe the construction of the blockwall by making reference to the details on the above architectural drawings.

2 0236a

L Wall (in.)

H (in.)

200-7 332 270

200-8 518

417-25 378

270

T End(in.) Reinforcement Connections

8 Drawing A-21, Detail 1

8 Drawing A-21, Detail 1

232 12 Drawing A-21, Detail 1.

Top, Drawing A-21, Detail 1

Bottom, Drawing A-21, Detail 1

Side 1, Drawing A-22, Detail 7










Grouted Cells

Only cells with rebar are fully grouted

Only cells with rebar are fully grouted

All cells are fully grouted

30236a

I I

L H T End Grouted Wall (in.) (in.) (in.) Reinforcement Connections Cells

412-9 256 272 12 Drawing A-21, Top, All cells Detail 1 Drawing A-21, are fully

Detail I grouted



Side 2, Drawing A-22 Detail 5

Question

Identify all safety systems and/or equipment on or in proximity to the blockwall.

Response

The determination of safety systems on or in proximity to a blockwall was based on the original walkdown and review of mechanical and electrical drawings. The following list summarizes the safety systems associated with each wall.

Wall Safety System

200-7 1) RER Service Water Pump 1P-22A 2) RHR Service Water Pump IP-22C 3) Load Center 1B9 4) Pump House MCC 1B36 Feeder 5) Emergency Service Water Pump 1P-99A 6) CAD System Loop A Supply Valve MO 4323A 7) Water Supply Pump 1P-117A 8) Water Supply Pump 1P-117C 9) Feeder to Load Center 1B9 10) Stilling Basin Level Recorder A 11) Pump House Division 1 Instrument Spare Term

Box 12) Pump House Division 1 Control Spare Term Box 13) Emergency Service Water Makeup Control

SV-4934

4 0236a

Wall Safety Syshem

These items are associated with several cable trays which penetrate through the wall (refer to the final report for Bulletin 80-11, Attachment 6).

200-8 1) CAD System Loop A Supply Valve MO-4323A 2) Stilling Basin Level Recorder A 3) Emergency Service Water Makeup Control

SV-4934

Item 1 is associated with a conduit which passes through the wall (refer to the final report for Bulletin 80-11, Attachment 6). Systems 2 and 3 are in proximity to the blockwall.

417-25 1) Emergency Service Water From Pump IP-99A Discharge (4"-HBD-24)

2) Emergency Service Water Returns From Safeguard Equipment Serviced by Pump 1P-99A (4"-HBD-28)

The two emergency service water pipe lines are located in proximity to the blockwall.

412-9 1) Core Spray Line (8"-EBB-17)

The core spray line penetrates the wall and is supported by the wall at hanger EBB-17-SR-17. There are also several conduits attached to the wall which go to the motor operator of isolation valve MO-2115 for the core spray line.

Question

Indicate the maximum deflection determined from either of the two methods of analysis.

Response

The following maximum deflections were determined using the inelastic energy balance technique.

Maximum Yield Deflection Deflection

Wall (in.) (in.) Displacement Ductility Ratio

C-200-7 4.78 3.98 1.20 C-200-8 8.04 3.98 2.02 C-417-25 0.950 0.650 1.42 C-412-9 0.766 0.185 4.14

As indicated in the response to Item 2 in the 180 Day Final Report for IE Bulletin 80-11, these walls were demonstrated to be acceptable using the "energy balance technique." The loading combinations for these walls are discussed on Page 2 of this response. The displacement ductility ratios are acceptable based on the displacement ductility ratio limits (5 for C-200-7, 200-8, and 417-25; 10 for C412-9) for these loading combinations. Further discussion of these limits is provided in the 180 Day Final Report for IE Bulletin 80-11; Item 6 of Attachment 8, and Item 5.2.2 of Attachment 3.

Question

Provide a sample calculation to verify that the first mode of response accounts for 99% of the total response of the wall.

Response

For wall C-200-7 of the turbine building at elevation 734'-00 a response spectrum dynamic analysis was performed using the verified Bechtel Structural Analysis Program (BSAP CE800). Plate element type was chosen for the wall with wall attachments considered as lumped masses at node points. Two one-directional seismic analyses were performed in the out-of-plane direction. The first analysis was based on participation of the first mode only; the second included the first ten modal results which were combined by the square root of the sum of the squares method. The two results for shears and moments were found to be comparable. Furthermore, the larger shears and moments of the first mode analysis were over 99% of the ten-mode analysis.

This calculation is on file and Iowa Electric is available to review the specifics of the calculation with the NRC should this be desired.

6 0236a

LDR-82-264

ENCLOSURE 2

180-DAY

FINAL REPORT

CONCRETE MASONRY WALL DESIGN

FOR

DUANE ARNOLD ENERGY CENTER

IOWA ELECTRIC LIGHT AND POWER COMPANY

(IN RESPONSE TO NRC IE BULLETIN 80-11

DATED MAY 8, 1980)

Prepared by Bechtel Associates Professional Corporation

Ann Arbor, Michigan November 7, 1980

Revision 1 August 1982

TABLE OF CONTENTS

Page

I. INTRODUCTION 1

II. RESPONSE TO ACTION ITEMS 1

Item 1 1

Item 2 2

Item 2.a 3

Item 2.b 4

Item 3 6

ATTACHMENTS

1 Drawings showing wall locations

2 Masonry Wall Survey Summary Sheet

3 Criteria for the Reevaluation of Concrete Masonry Walls for NRC IE Bulletin 80-11

4 Summary of Wall Analysis Table

5 Standard Masonry Wall Details, Drawings A-21, Revision 5 and A-22, Revision 2

6 Wall Elevations for Walls 200-7 and 200-8

7 Floor.Plan for Wall 600-1

8 Commentary on Criteria for the Reevaluation of Concrete Masonry Walls for NRC IE Bulletin 80-11

Revision 1 ii August 1982

I. INTRODUCTION

This report is in response to NRC IE Bulletin 80-11 dated May 8, 1980, requiring power reactor facilities with an operating license to identify and reevaluate the design adequacy of all masonry walls which are in the proximity to or have attachments from safety-related piping or equipment (items) such that wall failure could affect a safety-related system.

This report submits the information requested in Items 1, 2, and 3 of NRC IE Bulletin 80-11, and completes Iowa Electric Light and Power Company's commitment in response to NRC IE Bulletin 80-11.

II. RESPONSE TO ACTION ITEMS

Item 1

Identify all masonry walls in your facility which are in proximity to or have attachments from safety-related piping or equipment such that wall failure could affect a safety-related system. Describe the systems and equipment, both safety and nonsafetyrelated, associated with these masonry walls. Include in your review masonry walls that are intended to resist impact or pressurization loads, such as missiles, pipe whip, pipe break, jet impingement, or tornado; fire or water barriers; or shield walls. .Equipment to be considered as attachments or in proximity to the walls shall include, but is not limited to, pumps, valves, motors, heat exchangers, cable trays, cable/conduit, HVAC ductwork, and electrical cabinets, instrumentation, and controls. Plant surveys, if necessary, for areas inaccessible during normal plant operation shall be performed at the earliest opportunity.

Response

A review of all known masonry walls that are in buildings containing safety-related components was completed at the Duane Arnold Energy Center (DAEC) to determine which masonry walls are in the proximity to or have attachments from safety-related piping or equipment. There were 445 masonry walls reviewed at the DAEC. Of these, 150 are neither in the proximity to nor have attachments from safety-related piping or equipment, and the remainder are considered to be in proximity to or have attachments from safety-related piping or equipment.

Revision 1 1 August 1982

There are 89 masonry walls which have one or both sides inaccessible because of either ALARA or because it is physically impossible to get to the other side (without breaking through the block wall). The analysis for these walls was based on design drawings. It is not considered necessary to perform a physical survey of these walls because the analysis shows that the wall stresses are below the allowables.

A plant survey was started on May 23, 1980, and was completed on July 16, 1980. The locations of safety-related masonry walls and safety-related and nonsafety-related items attached to these walls were verified and recorded by the plant survey. The plant survey determined the location, size, and identification of all openings, penetrations, safety-related items, and nonsafety-related items attached to and/or penetrating the masonry wall. Sketches, drawn to scale, were prepared for each side of the masonry walls from the plant survey and/or design drawings. The sketches show the location and identification of each item attached to and/or penetrating the masonry wall. An independent check was then performed to verify the accuracy of the drawings.

A review of masonry walls which were believed not to have any safety-related items on or in the proximity to the masonry wall was performed concurrently with the plant survey. If it was determined that a masonry wall did not have any safetyrelated items on or in the proximity to the masonry wall and the masonry wall itself was not performing a safety-related function, then the wall was not surveyed.

Plans have been prepared showing the location of the numbered masonry walls which were surveyed or reviewed. The plans are included as Attachment 1.

The block wall configuration at the DAEC, especially in the reactor building, is such that almost every safety-related system is in the proximity to at least one block wall. Therefore, the safety-related systems in the proximity to the masonry block walls were surveyed and identified only if analyses indicated a potential wall failure.

Attachment 2 provides a list of all of the walls and identifies the safety-related system of the components attached to the wall.

Item 2

Provide a reevaluation of the design adequacy of the walls identified in Item 1 above to determine whether the masonry walls will perform their intended function under all postulated loads and load combinations.


Response

A reevaluation of the 295 walls which were identified to be in the proximity to or have attachments from safety-related piping or equipment has been completed (see Summary of Wall Analysis Table, Attachment 4). The reevaluation determined that all but four of the block walls passed the design allo-wables given in Section 5.0 of Attachment 3. A survey of the safety-related items in the proximity to the four walls not within the design allowables has been completed. Of these four walls, one (C-417-25) was determined to be adequate by the "energy balance technique" described in Subsection 6.1.1 of Attachment 3. Two walls (C-200-7, C-200-8) would experience localized overstressing, according to the design allowables given in Section 5.0 of Attachment 3. The "energy balance technique" was used to show that the overstressing will not cause wall failure. In addition, the location of the overstressing does not occur near the safety-related items (see Attachment 6), nor are there any safety-related systems attached to the wall which would be affected by the calculated deflection. The other masonry wall (C-600-1) was within the design allowables under all conditions except for the pipe breakloading. Under the postulated pipe break loads, the wall failure would be directed towards a corridor and would not affect any safety-related systems (see Attachment 7). Therefore, the masonry walls do not affect the operability of any safety-related system.

Item 2.a

Establish a prioritized program for the reevaluation of the masonry walls. Provide a description of the program and a- detailed schedule for completion of the reevaluation for the categories in the program. The completion date of all reevaluations should not be more than 180 days from the date of this bulletin. A higher priority should be placed on the wall reevaluations considering safety-related piping 2-1/2 inches or greater in diameter, piping with support loads due to thermal expansion greater than 100 pounds, safety-related equipment weighing 100 pounds or greater, the safety significance of the potentially affected systems, the overall loads on the wall, and the opportunity for performing plant surveys and, if necessary, modifications in areas otherwise inaccessible. The factors described above are meant to provide guidance in determining what loads may significantly affect the masonry wall analyses.

Response

A prioritized program for the reevaluation of the masonry walls was initiated and followed. The second column in Attachment 2 provides the wall priority based on the loading condition on the wall. The prioritized order of review is as follows:


Priority 1

Priority 2

Priority 3

Priority 4i

Priority 5

Masonry walls which support safety-related piping 2-1/2 inches or greater

Masonry walls which support any safety-related item weighing 100 pounds or more

Masonry walls which support any nonsafetyrelated item weighing 100 pounds or more, but are in the proximity to or have attachments from safety-related items

Masonry walls which support loads less than 100 pounds, but are in the proximity to or have attachments from safety-related items

Masonry walls which will not have a detailed survey or be reanalyzed because the wall is neither in proximity to nor attached to safetyrelated items

The schedule submitted in the 60-Day Interim Report was followed and the reevaluation of the masonry walls is complete. The reevaluation has shown that there are no design revisions required. As stated in the response to Item 3, the design allowables are justifiable; therefore, no testing program is planned.

Item 2b

Submit a written report upon completion of the reevaluation program. The report shall include the following information.

(i) Describe, in detail, the function of the masonry walls, the configurations of these walls, the type and strengths of the materials of which they are constructed (mortar, grout, concrete, and steel), and the reinforcement details (horizontal steel, vertical steel, and masonry ties for multiple wythe construction). A wythe is considered to be (as defined by ACI Standard 531-1979) "each continuous vertical section of a wall one masonry unit or grouted space in thickness and 2 inches minimum in thickness."

(ii) Describe the construction practices employed in the construction of these walls and, in particular, their adequacy in preventing significant voids or other weaknesses in any mortar, grout, or concrete fill.

(iii)The reevaluation report should include detailed justification for the criteria used. References to existing codes or test data may be used if applicable for the plant conditions. The reevaluation should specifically address the following:


(a) All postulated loads and load combinations should be evaluated against the corresponding reevaluation acceptance criteria. The reevaluation should consider the loads from safety- and nonsafety-related attachments, differential floor displacement and thermal effects (or detailed justification that these can be considered selflimiting and cannot induce brittle failures), and the effects of any potential cracking under dynamic loads. Describe in detail the methods used to account for these factors in the reevaluation and the adequacy of the acceptance criteria for both in-plane and out-of-plane loads.

(b) The mechanism for load transfer into the masonry walls and postulated failure modes should be reviewed. For multiple wythe walls in which composite behavior is relied upon, describe the methods and acceptance criteria used to ensure that these walls will behave as composite walls, especially with regard to shear and tension transfer at the wythe interfaces. With regard to local loadings such as piping and equipment support reactions, the acceptance criteria should ensure that the loads are adequately transferred into the wall, such that any assumptions regarding the behavior of the walls are appropriate. Include the potential for block pullout and the necessity for tensile stress transfer through bond at the wythe interfaces.

Response

(i) The third column in Attachment 2 gives the function of each masonry wall. The fourth, fifth, and sixth columns in Attachment 4 give the wall height, width, and thickness, respectively.

The masonry walls were constructed to standard details as shown in Attachment 5. When the masonry wall was specifically designed to be a missile barrier, more reinforcing was called out in the design drawings. These exceptions to Attachment 5 are noted for the appropriate walls in the comment column of Attachment 4.

Section 4.0 of Attachment 3 gives the strengths of the materials which were used to construct the masonry walls at the DAEC.

(ii) Generally accepted construction practices were employed during erection of the masonry walls at the DAEC. This is verified by the masonry wall specification and quality control documentation.


(iii) The criteria used for reevaluation are given in Attachment 3. As stated in Attachment 3, ACI 531-79, Building Code Requirements for Concrete Masonry Structu'res, was used in the reevaluation.

(a) Section 3.2 of Attachment 3 gives the load combinations used for the reevaluation. These load combinations are consistent with the DAEC FSAR. The load from differential floor displacement was found to be self-limiting in that the floor-to-wall connection would go from a fixed-end condition to a hinged conditioned as the moment increased because of the floor-to-floor displacement. The wall was then analyzed as hinged on the end connections. The effects of potential cracking of the masonry walls were taken into account as described in Subsection 7.1.1 of Attachment 3.

(b) A check was made for local failure (e.g., punching shear or block pullout) due to attachments to the masonry wall.

To verify that composite behavior of multi-wythe walls did occur, a shear and tension wythe interface was limited to 22.4 psi for normal loading cases and 33.3 psi for extreme (i.e., DBE) loading cases. The strength of mortared collar joints, 3 inches or less in thickness, was assumed to be zero.

For walls which were assumed to include collar joints, either the wythes were assumed to resist the loading independently or a check was made to ensure that the reinforcing ties connecting the wythes would not be overstressed. Thus, no test program has or will be initiated.

Item 3

Existing test data or conservative assumptions may be used to justify the reevaluation acceptance criteria if the criteria are shown to be conservative and applicable for the actual plant conditions. In the absence of appropriate acceptance criteria, a confirmatory masonry wall test program is required by the NRC in order to quantify the safety margins inherent in the reevaluation criteria. Describe in detail the actions planned and their schedule to justify the reevaluation criteria used in Item 2. If a test program is necessary, provide your commitment for such a program and a schedule for completion of the program. This test program should address all appropriate loads (seismic, tornado, missile, etc). It is expected that the test program will extend beyond the 180-day period allowed for the other.bulletin actions. Submit the results of the test program upon its completion.


Response

The design allowables given by ACI 531-79 and supplemented as described in Attachment 3 are conservative for the reevaluation criteria. Attachment 8 is the commentary on the reevaluation criteria and contains detailed justification of the criteria by references to existing codes and standards of practice.


-7

BUILDING

Intake Structure

C-26-1

Intake Structure

C-27-1 C-27-2

Turbine Building

C-200-1 C-200-2 C-200-3 C-200-4 C-200-5 C-200-6. C-200-7 C-200-8 C-200-9 C-200-10 C-200-11 C-200-12 C-200-13 C-200-14 C-200-15 C-200-16 C-200-17 C-200-18 C-200-19 C-200-20 C-200-21 C-200-22 C-200-23 C-200-24 C-200-25 C-200-26 C-200-27 C-200-28 C-200-29 C-200-30 C-200-31 C-200-32 C-200-33 C-200-34

Partition

Partition Partition

Partition Partition Shielding/bearing Shielding Shielding Shielding Partition Partition Partition Partition Partition Shielding Shielding Shielding Shielding Partition Partition Partition Shielding Shielding Shielding Shielding Partition Partition Partition Shielding Shielding Shielding Shielding Shielding Shielding Partition Shielding Shielding

_______________________ I~I I

H1ASONRY WALL SURVEY SUMMIARY SHEET IOWA ELECTRIC LIGHT DUANE ARNOLD ENERGY

None

None None

Not applicable Containment atmosphere control Leak detection, reactor protection system Reactor protection system Emergency service water system None None None None None Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable


& POWER CO. CENTER

SHEET 1 OF 13

11186-239 NRC BULLETIN 80-11

A^AReon III

Attachment 2

FUNCTION ATTACHED SAFETY RELATED SYSTEMS

WALL .D./ BUILDING

Lne Building (c

C-200-35 C-200-36 C-200-37 C-200-38 C-200-39. C-200-40 C-200-41 C-200-42 C-200-43 C-200-44 C-200-45 C-200-46

Turbine Building

C-205-1 C-205-2 C-205-3 C-205-4

C-205-5

-205-6 C-205-7 C-205-8' C-205-9 C-205-10 C-205-11 C-205-12 C-205-13 C-205-14 C-205-15 C-205-16 C-205-17 C-205-18 C-205-19

C-205-20 C-205-21 C-205-22 C-205-23 C-205-24 C-205-25 C-205-26

'

8 4

V

FUNCTION

I-.;. fntinued)

*1. - -

Partition Shielding Shielding Shielding Shielding Shielding Shielding Shielding Shielding Shielding Shielding Partition

Partition Partition Partition Partition

Partition/bearing

Partition Partition/bearing Partition Partition Partition Partition/bearing Partition Partition Partition Partition Partition Partition Partition Partition

Partition Partition Partition Partition Partition Shielding Shielding

Attachment 2

ATTACHED SAFETY RELATED SYSTEMS

Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Reactor protection system

NoneNone Standby ac power supply Standby ac power supply,

water (ESW) Standby ac power supply,

generator room H&VStandby ac power Standby ac power Standby ac power None Standby ac power Standby ac power Standby ac power Standby ac power Standby ac power Standby ac power None None Standby ac power Standby ac power

emergency service

standby diesel

supply supply, ESW supply, ESW

supply, ESW supply . supply, ESW supply supply, ESW supply

supply supply,

generator room H&V Standby ac power supply None Standby ac power supply Not applicable Not applicable Not applicable Not applicable

Revision 1

MASONRY WALL SURVEY August 1982

SUWMARY SHEET IOWA ELECTRIC LIGHT & POWER CO* DUANE ARNOLD ENERGY CENTER

11186-239 NRC BULLETIN 80-11

standby diesel

IANN APooI SHEET 2 OF 13

I

WALL 1.D./ BUILDING

1urbine Building

C-205-27 C-205-28 C-205-29 C-205-30 C-205-31 C-205-32 C-205-33 C-205-34 C-205-35 C-205-36 C-205-37 C-205-38 C-205-39 C-205-40 C-205-41

Turbine Building

C-211-1 C-211-2 C-211-3 C-211-4 C-211-5 C-211-6 C-211-7 C-211-8 C-211-9 C-211-10 C-211-11 C-211-12 C-211-13 C-211-14 C-211-15 C-211-16 C-211-17 C-211-18 C-211-19 C-211-20 C-211-21 C-211-22 C-211-23 C-211-24 C-211-25

1-4

C '-

-" i .FUNCTION

4-4 I(ccntlbued)

9-.'-

Shielding Shielding Partition Partition Partition Partition Partition Partition Partition Partition Partition Partition Partition Partition Partition

Shielding Shielding/bearing Partition Partition Shielding Shielding Shielding/bearing Shielding/bearing Shielding Shielding Shielding Shielding Shielding Shielding/ Shielding/bearing Shielding/bearing Partition Partition Partition Partition Partition Partition Shielding/bearing Shielding Partition

S

HASONRY WALL SURVEY SMIARY SHEET

Attachment 2


Not applicable Not applicableNot Not Not Not Not Not Not Not Not Not Not Not Not

Not Not Not Not Not Not Not Not Not Not Not Not Not Not Not Not Not Not Not Not Not Not Not Not Not

11186-239 NRC BULLETIN 80-11

applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable

applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable


IOWA ELECTRIC LIGHT & POWER CO. DUANE ARNOLD ENERGY CENTER

SHEET 3 OF 13I ANN ARAo

II

I

U-. I.

F f-i

C FUNCTION

1Iurbine Building (4jntnued)t

C-211-26 C-211-27 C-211-28 C-211-29 C-211-30. C-211-31

Turbine Building

C-275-1 C-275-2 C-275-3 C-275-4 C-275-5 C-275-6 C-275-7 C-275-8 C-275-9

Reactor Building

SC-400-1 C-400-2 C-400-3 C-400-4 C-400-5 C-400-6 C-400-7

Reactor Building

C-401-1 C-401-2 C-401-3 C-401-4 C-401-5 C-401-6 C-401-7 C-401-8

_________________________ a~i.

Missile/shielding Missile/shielding Partition Missile/shielding Shielding Missile/shielding

Missile Missile Missile Missile Missile Missile Missile Missile Missile

protection protection protection protection protection protection protection protection protection

Shielding/blockout Shielding Shielding Shielding Shielding Shielding Shielding

Partition Partition Partition Partition Partition Partition Partition Shielding

HASONRY WALL SURVEY SU1IARY SHEET IOWA ELECTRIC LIGHT DUANE ARNOLD ENERGY

Attachment 2


Standby diesel Standby diesel Not applicable Standby diesel Not applicable Standby diesel

None Standby Standby None None None Standby None None

generator room generator room

H&V H&V

generator room H&V

generator room H&V

ac power supply diesel generator room H&V

ac power supply

None RHR system None RHR system None None Energency service water (ESW), RHR service

water system, standby gas treatment system, HPCI

None None Not applicable Not applicable Not applicable Not applicable Not applicable None


& POWER CO. CENTER

SHEET -4 OF .13_______________________________________________________________ m

ANN AROR

WALL 1.D./ BUILDING

I

p

BUILDING

Reactor Building

C-403-1 C-403-2 C-403-3 C-403-4 C-403-5 C-403-6 C-403-7 C-403-8 C-403-9

Reactor Building

C-405-1 C-405-2 C-405-3 C-405-4 C-405-5 C-405-6 C-405-7 C-405-8

C-405-9 C-405-10 C-405-11 C-405-12 C-405-13

C-405-14 C-405-15 C-405-16 C-405-17 C-405-18 C-405-19 C-405-20 C-405-21 C-405-22 C-405-23 C-405-24 0-405-25 C-405-26 C-405-27 C-405-28

a

Partition Partition Partition Partition Partition Partition Partition Partition Shielding

Partition/bearing Partition/bearing Shielding Shielding Partition/shielding Partition Partition Partition/bearing

Partition Shielding Shielding Shielding Partition

4 Partition/bearing 2 Shielding/bearing 4 Shielding 4 Shielding/bearing 4 Shielding 2 Shielding/bearing 4 Shielding 4 Shielding 4 Shielding 3 Shielding 3 Shielding 4 Shielding 2 Shielding 4 Shielding 4 Shielding

HASONRY WALL SURVEY SUMiARY SHEET IOWA ELECTRIC LIGHT DUANE ARNOLD ENERGY

SHEET 5 OF

None None None None Not applicable None None Not applicable RHR, primary containment and NSS shutoff

systen

None None None ESW, standby liquid control ESW system, secondary containment Secondary containment Secondary containment Containment atmosphere-control, secondary

containment, ESW Secondary containment None Core spray, RHR, ADS

RPS, primary containment isolation and NSS shutoff system

None Reactor None None None Primary None None

building isolation

containment isolation and NSS shutoff

None Primary containment isolation and NSS shutoff Primary containment isolation and NSS shutoff Electrical and control panels Primary containment isolation and NSS shutoff None None

No4 AR"

a a -

13IRevision 1 August 1982

& POWER CO. CENTER

II

Attachment 2


BUILDING

Reactor Building

C-406-1 C-406-2 C-4o6-3 C-406-4 C-406-5 C-406-6 C-406-7 C-406-8 C-406-9 C-406-10 C-406-11 C-406-12 C-406-13 C-406-14 C-406-15 C-406-16 C-406-17 C-406-18 C-406-19 C-406-20

kReactor Building

C-411-1 C-411-2 C-411-3 C-411-4 C-411-5 C-411-6 C-411-7 C-411-8

C-41 C-41 C-41

C-41 C-41 C-41 C-41

1-9 1-10 1-11

1-12 1-13 1-14 1-15

Shielding Shielding Partition Partition Partition Partition Partition/bearing Partition/bearing Shielding/bearing Shielding/bearing Shielding Shielding Shielding Shielding Shielding Shielding/bearing Shielding/bearing Shielding Bearing Shielding

Shielding Shielding Shielding Partition Partition Partition Shielding Shielding

Shielding Shielding Shielding

Shielding Shielding Shielding Shielding/bearing

None None None None Standby ac power supply, None Secondary containment None Control rod drive system Control rod drive system None None None None None None None Reactor protection syste None Secondary containment

standby liquid control

m

None Secondary containment, ESW system None None Class 1E electrical traySecondary contaiment None ESW, standbygas treatment, control

building H&V Standby gas treatment, control building H&V Standby gas treatment, control building H&V Standby gas-treatment, control building

H&V, ESW Standby gas treatment Standby gas treatment Standby gas treatment Core spray, control building H&V, HPCI, standbS

gas treatment, standby liquid control, containment atmospheric control, automatic depressurization system, reactor protection system, neutron monitoring system, and Class 1E electrical trays

51 _______________________ ________________ -- r

HASONRY WALL SURVEY SUIM!ARY SHEET IOWA ELECTRIC LIGHT DUANE ARNOLD ENERGY

h

JOB NO.

11186-239 NRC BULLETIN 80-11

ANN ARxAIRevision 1 August 1982

& POWER CO. CENTER

SHEET 6 OF 13

Attachment 2


WALL I.D./ BUILDING

Reactor Building

C-411-16 C-411-17 C-411-18 C-411-19 C-411-20. C-411-21

C-411-22 C-411-23 C-411-24 C-411-25 C-411-26 C-411-27 C-411-28 C-411-29 C-411-30

C-411-31 C-411-32 C-411-33

C-411-34 C-411-35 C-411-36 C-411-37 C-411-38 C-411-39 C-411-40 C-411-41

Reactor Building

C-412-1 C-412-2 C-412-3 C-412-3A C-412-4 C-412-4A C-412-5 C-412-5A C-412-6 C-412-6A C-412-7 C-412-7A C-412-8

1(ctntinued)

FUNCTION

'-9-

Blockout Shielding/bearing Partition/bearing Partition Shielding Shielding

Shielding Shielding Shielding Shielding/bearing Shielding Partition Bearing/partition Partition Partition/bearing

Partition Partition/bearing Partition

Shielding/bearing Partition Shielding Shielding Shielding Shielding Shielding Shielding

Shielding Shielding Shielding/bearing Shielding Shielding/bearing Shielding Shielding, Shielding Shielding Shielding Shielding Shielding/bearing Shielding

I

Attachment 2


None Class 1E electrical tray None Secondary containment None Residual heat removal, standby gas treatment,

primary containment isolation and NSS shutofi None None None None None None Secondary containment ESW, standby gas treatment Control building H&V, ESW, containment

atmosphere control None None Control rod drive, containment atmospheric

control, standby gas treatment Standby gas treatment,-Class 1E electrical tra; None None None Standby gas treatment Secondary containment None None

None None None None None Primary containment isolation and NSS shutoff Containment atmosphere control Containment atmosphere control None None NoneNone Primary containment and NSS shutoff

ANN AnO

. - S 9 5 -

JOB NO.

11186-239 NRC BULLETIN 80-11

Revision 1 HASONRY WALL SURVEY August 1982 SUIRIARY SHEET IOWA ELECTRIC LIGRT & POWER CO. DUANE ARNOLD ENERGY CENTER

sHEET 7 OF 13

0

1I-I. 4

Building (c4ntlnued)

C-412-9 C-412-10 C-412-1 1 C-412-12 C-412-13. C-412-14 C-412-15 C-412-16 C-412-17

C-412-18 C-412-19 C-412-20 C-412-21 C-412-22 C-412-23 C-412-24 C-412-25 C-412-26 C-412-27 C-412-28

C-412-29 C-412-30 C-412-31 C-412-32 C-4-12-33 C1-412-34

Reactor Building

C-417-1 C-417-2 C-417-3 C-417-4 C-417-5 C-417-6 C-417-7 C-417-8 C-417-9 C-417-10 C-417-11 C-417-12 C-417-13 C-417-14

I-b-

Shielding Shielding Shielding Shielding Shielding Partition/shielding Shielding Shielding Shielding

Shielding Partition Partition Partition Partition Partition Partition Partition Partition Partition Partition

Partition Partition/bearing Partition Partition Partition Partition

Partition/shielding Shielding Shielding Shielding Shielding Shielding Shielding Shielding Shielding Shielding Shielding Partition Partition Partition

Core None None None

spray system

None None Not applicable Not applicable RHR system, core spray system, primary con

tainment isolation and NSS shutoff, dc power supply, reactor protection system

None None Secondary containment, Class 1E electrical tra3 Secondary containment Secondary containment None None None None None Class 1E electrical tray, core spray system

secondary containment Secondary containment None Secondary containment Secondary containment Secondary containment Secondary containment

None Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable None Not applicable Not applicable Not applicable

Revision 1 11ASONRY WALL SURVEY August 1982 SURARY SHEET IOWA ELECTRIC LIGHT & POWER CO. DUANE ARNOLD ENERGY CENTER

11186-239 NRC BULLETIN 80-11

SHEET 8 OF 13

Attachment 2


v-I

WALL I. D. BUILDING

f-

Reactor

FUNCTION

AN ARA

1Reactor Building (ct

C-417-15 C-417-16 C-417-17 C-417-18 C-417-19. C-417-20 C-417-21

C-417-22

C-417-23 C-417-24 C-417-25 C-417-26 C-417-27 C-417-28 C-417-29 C-417-30 C-417-31 C-417-32 C-417-33 C-417-34 C417-35 C-417-36 C-417-37 C-417-38 C-417-39

Reactor Building

C-418-1 C-418-2 C-418-3 C-418-4 C-418-5 C-418-6 C-418-7 C-418-8 C-418-9 C-418-10 C-418-11

Y-,. V

I-i

C '-4

FUNCTION

Attachment 2


4.-s. 4.

ntilnued)

Partition Shielding Shielding Shielding Partition Partition Partition

Partition/missile shielding Shielding Shielding Shielding Partition/bearing Partition Partition Partition/bearing Partition/bearing Shielding/bearing Shielding/bearing Shielding/bearing Shielding/bearing Shielding/bearing Shielding Shielding Shielding Shielding/bearing

Shielding Shielding/bearing Shielding/bearing Shielding/bearing Partition Partition Partition Partition Shielding/bearing Partition Shielding

Not applicable Leak detection Standby liquid control ESW, standby liquid control ESW, control building H&V ESW, control building H&V ESW, control building H&V, Class 1E

electrical tray Control building H&V, ESW

Secondary containment Secondary containment Secondary containment Secondary containment Secondary containment Secondary containment Secondary containment Secondary containment None Containment atmosphere control Containment atmosphere control Containment atmosphere control Containment atmosphere control Not applicable Not applicable ESW None

RHR system None None None NoneReactor None None None None None

protection system

I

Revision 1 August 1Q9

SHEET 9 OF

11186-239 NRC BULLETIN 80-11

WALL I.D./ BUILDING

I HASONRY WALL SURVEY SUMMARY SHEET IOWA ELECTRIC LIGHT & POWER CO. DUANE ARNOLD ENERGY CENTER

MN ARM

Aucust IQA7

13

WALL 1.D./ BUILDING

k

C

A..

A

Attachment 2

FUNCTION

Reactor Building IC-421-1 C-421-2 C-421-3 C-421-4 C-421-5

Reactor Building

C-423-1 C-423-2 C-423-3 C-423-4 C-423-5 C-423-6 C-423-7 C-423-8 C-423-9 C-423-10

Reactor Building

C-424-1 C-424-2 C-424-3 C-424-4 C-424-5 C-424-6

Reactor Building

C-429-1 C-429-2 C-429-3 C-429-5I C-429-5 C-429-6 C-429-7 C-429-8 C-429-9

Shielding/bearing Shielding/bearing Shielding/bearing Shielding Partition

Shielding Shielding Shielding Shielding Partition Partition/bearing Partition Shielding Shielding Shielding

Partition Partition Partition Partition Partition Partition

Partition Partition Partition Partition Shielding Shielding Shielding Shielding Shielding

ATTACHED SAFETY RELATED

None RHR system None None None

None None Standby Standby Standby ESW Standby None None None

liquid liquid liquid

control control control

system system system

liquid control system

None None None None None None

Not Not Not Not Not Not Not Not Not

I~.I. S

HASONRY WALL SURVEY SUMMARY SHEET IOWA ELECTRIC LIGHT DUANE ARNOLD ENERGY


& POWER CO. CENTER

SHEET 10 OF 13

applicable applicable applicable applicable applicable applicable applicable applicable applicable

I h -

SYSTEMS

ANN ARBOR

f, I

1Reactor Building

C-430-1 C-430-2 C-430-3 C-430-4 C-430-5 C-430-6 C-430-7 C-430-8 C-430-9 C-430-10 C-430-11 C-430-12 C-430-13

Reactor Building

C-436-1 C-436-2 C-436-3 C-436-4 C-436-5

Reactor Building

C-540-1

C-540-2 C-540-3 C-540-4 C-540-5 C-540-6 C-540-7 C-540-8

Reactor Building

C-549-1 C-549-2 C-549-3 C-549-4 C-549-5 C-549-6

t**I C s-i

FUNCTION

P

4-4 1

Shielding Shielding Shielding Shielding Shielding Shielding Shielding Partition Partition Partition Partition Partition Partition

Partition Partition Partition Partition Partition

Shielding

Shielding Shielding Shielding Shielding Shielding Shielding Shielding

Shielding Shielding Shileding Shielding Shielding Shielding-

HASONRY WALL SURVEY SUMARY SHEET IOWA ELECTRIC LIGHT DUANE ARNOLD ENERGY

Attachment 2


Not Not Not Not Not Not Not Not Not Not Not Not Not

Not Not Not Not Not

applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable applicable

applicable applicable applicable applicable applicable

Reactor protection building HVAC

None None Standby gas treatn Standby gas treatne ESW None None

None None None None None None

system, control

ent nt


& POWER CO.. CENTER

SHEET 11 OF 13

WALL 1.D./ BUILDING

I11186-239 NRC BULLETIN 80-11

ANN ARBOR

a a~ Ij

IReactor Building

C-572-1

C-572-2

HPCI and RCIC Building

C-600-1 C-600-2


C-601-1 C-601-2

Control Building

C-660-1 C-660-2 C-660-3 C-660-4 C-660-5 C-660-6 C-660-7 C-660-8 C-660-9

C-660-10 C-660-11 C-660-12 C-660-13 C-660-14

Control Building

C-663-1 C-663-2 C-663-3. C-663-4

2 Shielding

Shielding

Shielding Shielding

Shielding Shielding

Partition Partition/shielding Partition Partition Partition Partition Partition Partition Partition

Partition Partition Partition Partition Partition

Partition Partition Partition Shielding

RHR system, standby gas treatment, standby liquid control, standby ac power supply, ADS system, primary containment isolation and NSS shutoff

Class 1E electrical tray

None None

None None

Not applicable None None None None Standby ac power supply Control building HVAC None Standby ac power supply, do power supply, core spray', control building HVAC, standby gas treatment, RHR system, reactor protectior

IDC power supply, standby ac power supply Class 1E electrical tray Class 1E electrical tray Class 1E electrical tray Class 1E electrical tray

None None None None

Revision 1 sotayu~.u.mv~yAugust 1982 MASONRY WALL SURVEYAu st18

SWIARY SHEET IOWA ELECTRIC LIGHT & POWER CO. DUANE ARNOLD ENERGY CENTER

SHEET 12 OF 13**1

ANN ARBOR

h -

BUILDING

I1

Attachment 2


Control Building

C-664-1 C-664-2 C-664-3 C-664-4 C-664-5 C-664-6

Control Building

C-665-1 C-665-2 C-665-3 C-665-4 C-665-5 C-665-6

C-683-1 C-633-2 C-683-3 C-683-4

Pumphouse Building

C-684-1 C-684-2 C-684-3 C-684-4


C-688-1 C-688-2 C-688-3 C-688-5I C-688-5 C-688-6 C-688-7

1~t I

I FUNCTION

Partition Partition Partition Partition Partition Siielding

Missile protection Partition/bearing Partition/bearing Partition/bearing Partition/bearing Partition/bearing

Partition/firewall Partition/firewall Partition/firewall Partition/firewall

Partition/firewall Partition/firewall Partition/firewall Partition/firewall

Partition/firewall Partition/firewall Partition/firewall Partition/firewall Partition/firewall Partition/firewall Partition/firewall

I

Attachment 2


None None None Control building HVAC None Class 1E electrical trays

Not applicable Control building HVAC None Control building HVAC Control building HVAC None

Not Not Not Not

Not Not Not Not

Not Not Not Not Not Not Not

R( MASONRY WALL SURVEY Au

SUMMARY SHEET IOWA ELECTRIC LIGHT & POWER CO. DUANE ARNOLD ENERGY CENTER

SHEET

applicable applicable applicable applicable

applicable applicable applicable applicable

applicable applicable applicable applicable applicable applicable applicable

evision I gust 1982

13 OF 13

11186-239 NRC BULLETIN 80-U1

I x

ANN ARBORI1

WALL 1.D./ BUILDING

ATTACHMENT 3

CRITERIA FOR THE REEVALUATION

OF

CONCRETE MASONRY WALLS

FOR THE




DATED MAY 8, 1980)


CRITERIA FOR THE REEVALUATION OF CONCRETE MASONRY WALLS

1.0 GENERAL

1.1 PURPOSE

These criteria are 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 shall.determine whether the concrete masonry walls and/or the safety-related equipment and systems associated with the walls will perform their intended function under the loads and load combinations prescribed herein. Verification of wall adequacy shall include a review of the local transfer of load from block into wall, the global response of wall, and the transfer of wall reactions into supports. Anchor bolts and embedments for attachments are not considered to be within the scope of the evaluation.

2.0 GOVERNING CODE

The governing code shall be ACI 531-79 as modified herein. Supplemental allowables, as specified herein, shall be used for cases not directly covered by this code.

3.0 LOADS AND LOAD COMBINATIONS

3.1 LOADS

The loads utilized in the reevaluation of concrete masonry walls are defined in the DAEC FSAR.

3.2 LOAD COMBINATIONS

Load combinations utilized in the reevaluation analyses shall be as follows:

Revision 1

3-1 August 1982I

Normal Loads

a. D + L + R + T b. D + L + W + R + T

c. D + L + E0 + R0 + T0

Extreme Environmental/Abnormal Loads

d. D + L + E + R0 + T0

e. D + L + W + R + T t o0 o

f. D + L + P a +.R a +yp +Ta

g. D + L + Pa + ss + Ra p + Ta h. D + L + P + E+ +R +TY + T a os a p a

where

D = Dead load L = Live load W = Wind load R 0 Attachment reaction load under normal o operating conditions

R = Attachment reaction load under accident aconditions

T = Thermal loads under normal operating 0 conditions

T = Thermal loads under accident conditions Ea = Loads due to operating basis earthquake (OBE) Ess = Loads due to design basis earthquake (DBE) W = Loads due to tornado effects Pa = Maximum differential pressure due to

a postulated pipe break Y = Local loads due to postulated pipe break

(includes jet reaction, jet impingement, and impact due to pipe whip)

Revision 1

3-2 August 1982

71

4.0 MATERIAL STRENGTHS

Material strengths utilized in the reanalysis shall be as follows:

Design compressive strength of masonry (f'm) 2,000 psi

Compressive strength of mortar (m ) 2,000 psi

Compressive strength of cell grout 2,000 psi

Compressive strength of core conurete 2,000 psi

Yield strength of reinforcing steel 60,000 psi

Yield strength of joint reinforcing 60,000 psi

5.0 DESIGN ALLOWABLES

5.1 BASIC ALLOWABLE STRESSES

5.1.1 Masonry Stresses

The basic allowable tension, compression, shear, bond, and bearing stresses shall be as given in the governing code.

In addition, the allowable shear or tension stresses at concrete core-block wythe interfaces shall be 8 psi. The allowable shear or tension stresses at collar joints shall be assumed zero.

The allowable tension stress for core concrete or cell grout shall be 2.5 Flc.

5.1.2 Reinforcing Steel

The basic allowable stresses for reinforcing steel shall be as given in the governing code.

5.1.3 Secondary Effects

In lieu of a more detailed stress analysis, the in-plane strains ( t/H) due to interstory drift shall be limited to the following:


3-3

7

a. Walls confined on a minimum of two opposite edges: A/H < 0.001

b. Unconfined walls: A/H < 0.0001

where

A = Relative displacement between the top and bottom of the wall

H = Height of the wall

5.2 ALLOWABLE STRESS INCREASES

5.2.1 Stress Increase Factors

The allowable stresses given in Subsections 5.1.1 and 5.1.2 shall be increased by the following stress increase factors (SIF) for the indicated loading conditions.

Item ,

Masonry Stresses(3 )

Normal Load Combinations

Extreme Environmental and Abnormal 9 d Combinations

Compression Axial Flexural

Bearing

Shear and bond

Tension

Collar joint and corewythe interface

Shear Tension

Reinforcing Steel(2)

Tension and compression

Without thermal loads With thermal loads

Revision 1 August 19823-i4

1.0 1.0

1.0

1.0

1.0

1.67 2.5

2.5

1.67

1.67

1.0 1.0

1.5 1.5

1.0 1.33

1.67 2.0

Notes:

MFor impact and jet force allowables, see Subsection

(2)5.2.2. Reinforcement stress shall not exceed 0.9 times-the minimum yield strength, F < 0.9 f . If the allowable stress in the reinfo9cment 1 exceeded for any load combination involving extreme environmental or abnormal loads using an allowable less than 0.9 f it should be so noted and the wall should be rech!cked

(3)using F = 0.9 f The all8 wable magonry stresses given are applicable to walls whose quality was controlled with proper inspection during construction. For walls without inspection, the allowable masonry compressive stresses shall be reduced by one-third and tensile and shear stresses by one-half.

5.2.2 Impact and Jet Force (or Step Pulse) Loads

Load combinations which contain loads due to missile impact, jet impingement, or pipe whip may exceed the allowables, provided there will be no loss of required function of any safety-related system and the following provisions are satisfied:

a. Reinforcing steel strains are allowed to exceed yield, provided that the structure can deform in a ductile mode with sufficient strength and deformation capacity and come to rest in a stable condition. To ensure ductility, the amount of steel in a section must be sufficient to resist the cracking moment of the gross cross-section and less than that which would produce flexural compression failure of the concrete masonry. In addition, the shear capacity of the section must be at least 20% greater than the flexural capacity.

b. In determining section strengths, a rectangular stress block with a maximum masonry compressive strength of 0.85 f'm shall be used. Other allowable masonry stresses shall be limited to those specified for extreme environmental and abnormal. loading conditions.

c. Section strengths shall be based on a steel stress of 0.9 f1y

Revision 1 3-5 August 1982

d. Maximum displacements shall correspond to ductility ratios (ratio of maximum displacement to yield displacement) of 3 for jet force (or step pulse) loads and 10 for impact loads or impact loads combined with jet force (or step pulse) loads.

e. For combinations involving jet force (or step pulse) loads, the available resistance of the wall (considering other concurrent loads) shall be equal to or greater than 1.2 times the peak jet force (or step pulse) load.

5.3 DAMPING

5.3.1 The damping values to be used shall be as follows:

a. For uncracked sections, use 2% damping for OBE and DBE.

b. For cracked reinforced sections, use 5% damping for OBE and 7% damping for DBE.

6.0 ALTERNATIVE ACCEPTANCE CRITERIA

6.1 Where the bending due to out-of-plane loading causes flexural stresses in the wall to exceed the design allowables given in Section 5.0, the wall may be evaluated utilizing the following procedures.

6.1.1 Energy Balance Technique

The deflection of reinforced concrete masonry walls due to seismic loading can be determined utilizing the "energy balance technique," provided that the shear capacity of the wall exceeds the flexural capacity and the steel ratio ensures ductile behavior.

If the predicted displacement exceeds three times the yield displacement, the resulting displacement shall be multiplied by a factor or 2 and a determination shall be made as to whether such factored displacements would adversely impact the required function of safetyrelated systems attached and/or adjacent to the wall.

In any event, the midspan displacement shall be limited to five times the yield displacement, and the masonry compression stresses shall be limited to 0.85 f'm based on a rectangular stress distribution.

Revision 1

3-6 August 1982

7.0 ANALYSIS AND DESIGN

7.1 STRUCTURAL RESPONSE OF MASONRY WALLS

7.1.1 Equivalent Moment of Inertia (I e)

To determine the out-of-plane frequencies of masonry walls, the uncracked behavior and capacities of the walls (Step 1) and, if applicable, the cracked behavior and capacities of the walls (Step 2) shall be considered.

a. Step 1 - Uncracked Condition

The equivalent moment of inertia of an uncracked wall (I ) shall be obtained from a transformed section consisting 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.

b. Step 2 - Cracked Condition

If the applied moment (M a) due to all loads in a load combination exceeds the uncracked moment capacity (M ), the wall shall be considered to be cracked. Igrthis event, the equivalent moment of inertia (le) shall be computed as follows:

( M e 3 it + 1 M cr 3 'e It * -*(a~ ]

or o()

where

M ar= Uncracked moment capacity

Ma = Applied maximum moment on the wall

I t= Moment of inertia of the transformed section

lor = Moment of inertia of the cracked section

f = Modulus of rupture (as defined in Subr section 7.1.1.c)

y = Distance of neutral plane from tension face


If the use of I results in an applied moment, May which is less tian M r then the wall shall be verified for M o r

c. Modulus of Rupture

The extreme tensile fiber stress for use in determining the lower bound uncracked moment capacity shall be 64f'c.

7.1.2 Modes of Vibration

The effect of modes of vibration higher than the fundamental mode shall be considered. For this purpose, a model analysis may be performed. Alternatively, a uniform inertia load, equal in magnitude to the peak acceleration load at the center of the wall for first mode response, may be used in lieu of the distributed loads corresponding to the mode shapes. The increased bending moments and reactions will account for higher mode effects.

7.1.3 Seismic Accelerations

For walls with vertical or lateral supports at different elevations, the effective seismic accelerations shall be determined from the envelope of the response spectra for the floors between which the wall is located.

For walls supported at one elevation, the supporting floor response spectra shall be used.

7.1.4 Combination of Seismic Loadings,

The time phasing of different seismic loadings may be considered using the square-root-sum-of-the-squares (SRSS) procedure, providing that the modal frequencies involved are not closely spaced (differ by more than 10% for excitation from one directional component of the earthquake).

7.2 STRUCTURAL STRENGTH OF MASONRY WALLS

7.2.1 Boundary Conditions

Boundary conditions shall be determined considering one-way or two-way spans with hinged, fixed, or free edges as appropriate. Conservative assumptions may be used to simplify the analysis.

Revision 1

3-8 August 1982

Distribution of Concentrated Out-Of-Plane Loads

a. Two-Way Action

Where two-way bending is present in the wall, the localized moments per unit width under a concentrated load can be determined using appropriate analytical procedures for plates. Standard solutions and tabular values based on elastic theory contained in textbooks or other published documents can be used if applicable for the case under investigation (considering load location and boundary conditions).

b. One-Way Action

For dominantly one-way bending, local moments shall be determined considering two-way plate action.

7.2.3 Interstory Drift Effects

Interstory drift effects shall be derived from the original dynamic analysis.

7.2.4 In-Plane and Out-Of-Plane Effects

The combined effects of in-plane (e.g., seismic) and out-of-plane (e.g., piping) loads shall be considered.

7.2.5 Seismic Effects on Attachments

For attachments to the masonry walls, the peak of the response spectra may be used in lieu of a more detailed analysis. For Seismic Category I cable tray and HVAC duct systems, the results from the systems design support analyses may be used. For Seismic Category I piping, the results from the stress analyses shall be used.

7.2.6 Stress Calculations

All stress calculations shall be performed by conventional methods.

7.2.7 Analytical Techniques

In general, classical design techniques shall be used in the evaluation. Simplified conservative analytical assumptions may be used. However, more refined methods utilizing computer analyses or dynamic analyses may be used on a case-by-case basis.


7.2.2

SURVEYEDHEIGHTIWIDTH WALL THNO. INCH.) ( INCH.)

ss(INCH) S B B DB/C

COMMENTS

26-1 b o 159 127 8 V 27-1 V V 58 87, 8 /

27-2 V V 58 87 8

200-2 v ,oo- 250 264 8 /

200-3 / V 96 194 16 V

200-4 V 96.5 256 48 /

200-5 ,,# 159 55 48 /

200-6 V 175 91 48 ____

200-7 w 270 332 8 VEnergy Balance Technique for DBE load case

200-8 V 270 518 8 Energy Balance Technique for DBE load case

Phys 200-10 Inac 171 578 8

200-46 . 96 88 8

205-1 " 120 96 12

205-2 119 25 12 Phys

205-3 Inac 236 618 8 Extra Rebar #8 @ 8" vert.

205-4 c 148 129 8 Extra Rebar #8 @ 8" vert,

205-5 V 159 54 8 205-6 V Phys 4a____ ____ _______________________________

2 -ac6 148 186.5 8 Extra Rebar #8 @ 8" vert.

205-7 162 42 8 V_

205-8 159 72.5 8

205-9 160 69 8 w

205-10 V ac 147 159 8 Extra Rebar #8 @ 8" vrt.

205-11 . 0 159 56 8

205-12 V v 159 42 8

205-13 147 159 8 Extra Rebar #8 @ 8" vert, 205-14 v 1 160 84 8 ____

V

V160 72 8

m I U

119 25 12

//

I.

Attachment 4 Ilaman I ̂ f 11-I L I I I I II L

.. .STDE SID 1E(

205-15

205-16I

lSURVEYEDIHEIGHTIWIDTHI WALL THI(INCH)

96.5 12 vl

4ESSCOMMENTS

- B- -

I~ - =::-

205-17 le 119 97 12

205-18 wo 182 87 12

205-19A 48 147 12

205-19B / / 48 300 12

205-20 / / 36 231 12 /e

205-21 w .0 36 268 12 V 205-22 W V 48 244 12

211-26 ' 88 155 20 Extra Rebar #7 @ 8" vert, & horz. #4 ties 2nys

211-27 nac 88 141 20 Extra Rebar #7 @ 8" vert. & horz. #4 ties Phys

211-29 ac 88 147 20 Extra Rebar #7 @ 8" vert. & horz. #4 ties Phlys Y

211-31 788 156 20 Extra Rebar #7 @ 8" vert. & horz. #4 ties

275-1 . oo, 57 63 12 Extra Rebar #5 @ 8" vert.

275-2 56 166 12 lExtra Rebar #5 @ 8" vert.

275-3 ]Mac 5 45 1 Extra Rebar #5 @ 8" vert. llys- Phys

275-4 Inac Inac 56 67 8 Extra Rebar #5 @ 8" vert.

275-5 a a 58 67 8 Extra Rebar #5 @ 8" vert.

275-6 58 138 1Extra Rebar #5 @ 8" vert. 275-6 __ Iac 58 138 12.....

275-7 0" 56 183 12 Extra Rebar #5 @ 8" vert.

275-8 e 52 56 12 Extra Rebar #5 @ 8" vert. Phy

275-9 mac 48 57 8 Extra Rebar #5 @ 8" vert.

400-1 w o 96 96 36 /

400-2 .55.5 55.5 38 0

400-3 V / 96 96 36 /o.

400-4 .00 48 48 36 *o__

400-5 V V 36 36 36

400-6 / 42 1 42 1 36 j

m 400-7 72 126 48V-1

V216

216tini -2 96.5_

111 18 WAttachment 4 Page 2 of 11

WAR NO.

401-14 I- 1 t

SIDE SIDE (INCH.) (INCH.)

ISURVEYEDIHEIGHT WIDTHI WALL TI-(INCH.) (INCH.)

4ESSCOMMENTS

401-8 96 90 18

403-1 ___ 236.5 75 12 .000'

403-2 236.5 53.5 12

403-3 i' V 239.5 177 8 *e

403-4 v- woe 336.5 88 8

Phys Alara 403-6 nac inac 54 92 8

Phys Pnys 403-7 Inac Inac 54 113.75 8 __

403-9 98 74 24 toe

405-1 4 96 178 8

405-2 96 72 8 _e

Phys 405-3 Inac 301 78 18

0 rPhys 405-4.. Inac 331 156.. 18 1

.405-5A 308 101 8

405-5B ha 308 78 18

405-6 - ' 308 87 8 v_

405-7 WI V 311 172 8 V 405-8 . 94 252 8 __

405-9 w 94 64 8 /

405-10 V v 86 120 30 /

405-11 V 87 70 30

405-12 V 300 561.5 30 /

405-13 96 188 8. 405.14 o w 96 46 8 405.15 V 162 270 16 / 405.16 95.5 1 8

405-17 Phyc 173r5 198 24 _

405-18 Pha: 145.5 85 24 _

E 405-19 Vol_ I 162 501 16 d0

96

96

60 84- I Il-

60 8 / Attachment 4I mm h I a m E _____________________

NO. S1DE SIDE (INCH)l BM B JDB/C

405-20

405-21

-*

SURVEYEDIHEIGHT SDE IE (INCH.)

WIDTH

(INCH.)

WALL T

( INCH) S BIMB

-I *9

DB/C

405-22 96 60 8 V 405-23 48 18 48 405-24 w 0 36 12 48

405-25 30 30 48 V 405-26 24 24 48

405-27 v' 58 28 24

405-28 V I 58 31 24

406-1 59 41 48

406-2 Phys 318 140 8 Ina _

406-3 Phys 309 109 8 406-4 8 315 108 8

Inac

406-5 308 153 8

406-6 -96 84 8 we

406-7 V V 96 93 8 /

406-8 V V 96 72 8 /

406-9 v a raM 84.75 84 30OO

406-10 Aa 91.5 354 30 we

406-11 w 95.5 102.5 12

406-12 V 93 72 8

406-13 V93 V8.5 12 406!14 / 0 93 35 12 w 406-15 w-#'" 95 47 12 V 406-16 nac 87.5 247 24

406-17 I Ina 88 48 17 406-18 109 59.5 48 V' I 406-19 wo I' 96 44 42 406-20 1 ' 96 328 *___

1nar 119 82 36 VI ~ * I--I 4

283 I 126 18 V-11 Attachment 4

Page 4 of 1118 . -J

NESS COMMENTSNO.

411-1

411-2

WALL TI- qESS IW. NO.

SURVEYED SIDE SIDE

1 .2

411-3a V ' 98 78 18 /

411-3b oV 155 78 18 0

411-4 / 00 302 219 8 V 411-5 I- ' 285 86 8 0

411-6 V / 116 192 8 V 411-7a .# 92 181 12 /

411-7b 0, / 87 26 12

411-8 oe 92 42 18

411-9 7o v. 92 102 8

411-10 w V/ 92 66 18

411-11 / V 91 60 18

411-12 V^ Ie 92 70 12

411-13 V 92 70 12

411-14a 110 V' 92 48 12

411-14b w V 92 636 12

411-15 V / 116 - 620 18 vo*,

411-16 v- -- 96 72 18

411-17 V ,r 95 268 24 .

411-18 Vl 96 60 8

411-19 w w' 96 113 8 w

411-20 Alara ATara Inac Inac 300 190 24

411-21 118 189 12- ____

411-22 wol 118 117 12

411-23 118 58 24 0

411-24 118 72 24 V00_ 411-25 228 142 27 / __ __

4411-26 273 18 18 'V'

V10 165

181

148

151

8

8

/

i I - I I ____________ _______ _______ ________ _____________________

Attachment 4 D -r - 11

HEIGHT (INCH.)

411-27

411-28

(INCH)l SB IM B JDB/CCOMMENTS

WIDTH

(INCH.)

W NO.

WIDTHI WALL T)SURVEYED SIDE SIDE 1 .2

HEIGHT (INCH.)

NESS

5 B MB DB/CCOMMENTS

411-29 92 104 8 / 411-30 182 186 8

411-31 102 54 8

411-32 102 48 8 .

411-33 boo 100 255 18

411-34 .'00 87 90 18

411-35 V* V 100 268 18 411-36 0 V 88 66 18 411-37 17 Vo 100 210 18 411-38 -0' V 102 206 18 V 411-39 ha 164 252 24

411-40 86 47 12 V 411-41 V V 86 47 12 412-1 V 264 224 18

4 12-2a v V 104 62 36 412-2b W W' 132 137 36

412-3 V w 112 98 24 4

12-3a V' Alac 147 168 24

412-4 V V 111 48 18 4

12-4a Inac 165 48 18

412-5 111 36 18 ___

412

-5a V a 144 36 18

412-6 111 75 18

412-6a Inac 165 75 18

412-7 V' 112 32 18 412-7a V a 147 32 18 412-8 1 a 268 194 24

/

v-

Alara Inac 272 256 12 /V

t I--I 4 4--I- I-

282 42 24

Energy balance with pipe break loading

Attachment 4 n-- 4 -& it

(INCH.)

ft I-. 0

1-0. 412-9

412-10

(INCH.)

-" I -

SURVEYEDIHEIGHTSIDE 1- SIDE (INCH.)

WIDTH (INCH.)

WALL Tf

(INCH) S

NESS

B3MB DB/CCOMMENTS

412-11 ' V 282 112 24

412-12 Vt Alara 304 102 12

e1Inae Energy balance with pipe break loading (elastic 4172-111 00 278 208 18 rspnge) 412-14 W Alara 304 48 12

412-17 V6, ANr 263 397 27

412-18 0o ara 300 60 12 Inac 412-19 S v 87 168 8 _00_

412-20 V 91 373 12

412-21 V V 108 136 8

412-22 V V 89 127 8

412-23 ac 284 138 8

412-24 Phys 300 108 8

412-25 Inac 285 140 8 V 412-26 288 144 8

412-27 264 91 8

412-28 ma 182 372 12

412-29 W V 151 143 8 .00, 1

412-30 W' b 96 111 8

412-31 W35 73 12 .10,

412-32 V V 49 67 8 V___ 412-33 V V 49 117 8

412-34 49 57 8

417-1 V V0__, 90 288 12

417-10 VI mac 217 188 18

417-16 249 372 12

417-17 246 73.5 18 __

417-18 s c 243 104 18

wo 216 162 84 26

,,- Jhys216 1 R. wo

Attachment 4 Page 7 of 11. 1 -1 b . , 1

NO.

417-19 Q

417-19b

SURVEYED SIDESIDE

1 .2

WALL T1 NESSHEIGHT (INCH.)

WIDTH (INCH.)

417-20 '' 246 102 8 .__ _

417-21 V 176 228 8

417-22 W 81 216 12 _0_7_

417-23 _____ 96 110 12 *0_'

417-24 V 96 62 12 Al kdra

417-25 Inac 232 378 12 Energy Balance TEchnique for DBE load case

417-26 V 96 73 12

417-27 96 55 12

417-28 ____ W___ .255 379 12 V_** _

417-29 v __ 96 55 24 ve

417-30 96 72 24

417-31 V 86 139 24 ole

417-32 96 48 24 _ __0_

417-33 96 50 24

417-34 - 96 41 24

417-35 Poo'96 92 24

417-38 v ___ 207 196 12

417-39 88 72 12 Wool

Phys 418-1 mac 308 308 12

418-2 n a 183 156 12

418-3 a 182.5 490 12 ~~ .'~oo Alara 19 _____

418-4 1 a 192 154 12 wo,

418-5 V mac 235 128 8

Phys 418-6 Inc 234 108 8 ol 418-7 V__ Tnio 232 119 8

418-8 235 159 8

418-9 94.5 47 1j 12 1 1V vl 247 104 8

I- ?~ I- I- s--I- N

133 118 20Attachment 4 e0 . a f 1

I I I I j Ua ~ a a

NO.

418-10

418-11

(INCH.)I s B7MB IDB/CCOMMENTS

SURVEYEDIHEIGHT IWIDTHSIDEI

21 INCH.) INCH.)W ,NESSWALL

(INCH.) DB/C77[COMMENTS

421-1 __Inac 50 121 12

421-2 1 n 38 196 12 _0_1

Phys _ _ 421-3 Inac 42 50 12

Phys Phys 421-4 Inac Inac 41 80 12 *01

421-5 Phys Phys 41 144 12 V Tune nPh

423-1 / Ina 124.5 38 12 _

423-2 Inac 119 240 12

423-3 Ina 241 63.5 12 V.,*_

423-4 Inhys 266 98 12 b__

P~hys 423-5 a' Inac 105 166 8

423-6 V a 118.5 86.25 12

423-7 - 0' 103 72 8 _00__

Alfara Ala ra 423-8 Iac Iac 294 60 18 Ole

ara Alara 423-9 Lnac Inac 270 378 18 /

Alara Alara 423-10 A -a 144 30 24 / Toar Tnar

424-1 84 90 18 V

424-2 84 209 8 O PhyS

424-3 Inac 213 100 8

424-4 I 227 130 8

424-5 V4 248 165 8

424-6 .01Ta .22RL... .13.. 8...L... __ __

540-1 69 387 8 w_ _

540-2 40 96 8

540-3 V V 68 674 8 V

540-4 V- V 48 464 8 V

540-5 V 47 268 8 v1 540-6 67 143 8 W

1 ____2_

wo 49 51.5 8I 4~- I I

53.5 49 8 VAttachment 4

~*1 *

SB MBNO. STD-E

540-7

540-8

wVIo

-' I

7 No.

SURVEYED S1DE SIDE

HEIGHT

(INCH.)WALL TWIDTH

(INCH.)NESS

S B[MB DB/CCOMME NTS

549-1 ~ - Phys 549-1 Phac 120 200 8 '

549-2 Phys 56 48 8

549-3 ,o Phys 97 325 8

549-4 h__ 96 12 8 .000_

549-5 h j 96 396 8

549-6 woo, Phys 121 42 8 Tnar 114 572-1 a ' 73 220 18

572-2 ' 73 220 18

600-1 96 90 18

600-2 V v 98 36 36 v _ _ Collar joint is greatly overstressed during 601-1 V v 96 40 18 w postulated pipe break, failure of the wall

Anan nne affort any rompananta neAned to 601-2 V V 85 48 18 mitigate the consequences of the HPCI steam

.Lnfys 660-2 n mac 150.5 347 24 V line break, DBE load case is adequate.

660-3 V ' 58 44 8

660-4 V' V 50 44 8

660-5 V / 173 160 8 660-6 ' Oe 172 160 8 V

660-7 v v 173 161 8 v

660-8 &. 93 77 8

660-9 1 WOO' 174 263 8

660-10 V W 156 162 8

660-11 141 281 8

660-12 141 236 8 V __

660-13 W 155 145 8

A A AO -4 1) *

663-21V 17451144 8 VJ 663-1 135 79 8 / 663-2 145 1448,

V 156 86 8- I I-,~-~-4 I------.-156

W-1rnys Inac 93 56 8.

V

Vt0 Attachment 4to nf 11a m E I A I I I A III f~T II

( INCH)

663-3

663-4

- 4

SURVEYED SIDE SIDE

HEIGHTIWIDTH WALL THW NO.

ESS

sB1'mB DB/CCOMMENTS

664-1 b woo" 148 72 8

664-2 '' 148 48 8

664-3 . 148 118 8

664-4 122 144 18

664-5 114 41 24 W' phys.00

664-6A b ac 123 60 20

Pnys 664-6B mac 123 243 20

664-6C 123 304 20

664-6D 123 261 20

664-6E Vs 123 42 20

665-2 b .0 96 44 8

665-3 96 60 8 .1_o_

665-4 V / 96 127 8

665-5 96 60 8

665-6 - . 96 178 8 _

O Attachment 4 Unon 11 nF 11

(INCH.) (INCH.) I( INCH)At-

WALL 200-7 ATTACHMENT 6

27'- 8"


'I Ns Nl

WALL

% I cmJ

200-8 ATTACHMENT

43-2

6

ATTACHMENT -7

NO SAFETY ITEMS IN THIS AREA

PL AN N


ATTACHMENT 8

COMMENTARY ON CRITERIA FOR THE REEVALUATION

OF CONCRETE MASONRY WALLS

FOR




DATED MAY 8, 1980)


I 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 reevaluation criteria. A detailed justification of the criteria, along with quantified safety margins, are also to be provided by the Owner. 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 applicable loads and load combinations. Calculated wall stresses are first compared against an allowable stress criteria. In general, wall stresses are maintained within the elastic range of the load-carrying components. If allowable stresses are exceeded, then wall stability is checked using ultimate strength or inelastic design approaches .and safety systems on or near the wall are evaluated to determine if the displacements might adversely affect the intended function of safety-related piping and equipment.

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

The governing code used in ACI 531-79. This code does not address the abnormal loads typically applied to nuclear power plant design. Therefore, supplemental allowables and alternative design techniques are specified in the criteria for cases not directly covered by the code.


The loads identified and defined in the DAEC FSAR for safetyrelated structures form the basis for licensing of the plant and are used in the evaluation of the masonry walls.


4.0 MATERIALS

The material strengths were determined by review of the project specifications and confirmed by field documentation.

5.0 DESIGN ALLOWABLES


Allowables in this section apply to loads and combinations of loads which are normally encountered during plant operation or shutdown and include dead loads, live loads, normal operating thermal effects, and pipe reactions. In addition, this section covers allowables for loads infrequently encountered, such as operating basis earthquake and wind loads. The loads in the various load combinations have no increase factors and stresses are maintained well within the elastic range.

The strength of mortared collar joints, 3 inches or less in thickness, is highly dependent on the degree of consolidation of the mortar or grout, moisture content of the mix and block, and construction workmanship. Therefore, the collar joint stress was assumed to be zero.

The 33% stress increase for load combinations containing normal operating thermal effects or displacement limited loads has been .typically accepted in the industry for reinforced concrete and is considered reasonable for masonry. The factor of safety against failure of the masonry reduces from 3.0 to 2.25, still well within the elastic range.

In-plane strain allowable for interstory drift effects for nonshear 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.

5.2 FACTORED AND OTHER ABNORMAL LOADS

This section deals with factored and other abnormal loads which are credible, but highly improbably, such as the design basis earthquake, tornado loads, and loads generated by a postulated high-energy pipe break accident.


*

Code allowable stresses for masonry in tension, shear, and bond are increased by a factor of 1.67. In general, this provides a factor of safety against failure of 1.8 (3- 1.67). Masonry compression stresses are increased by a factor of 2.5 with a minimum safety factor of 1.2 (3-1 2.5).

Reinforcing steel is allowed to approach 0.9 times the yield strength which is typical for reinforcing steel which is required to resist factored and abnormal loads.

Stresses due to the local effects of abnormal dynamic loads, such as missile impact, jet impingement, or pipe whip may exceed the allowables. However, safety systems attached or adjacent to the wall are evaluated to determine if severe cracking, local spalling, or excessive deflections will result in loss of required function of the system or equipment. Where gross failure of a masonry wall must be precluded, the provisions of ACI 349-76, Appendix C, or applicable theoretical techniques are used to evaluate wall acceptability.

5.3 DAMPING

Damping for unreinforced uncracked walls was conservatively set at 2% of operating basis earthquake (OBE) and safe shutdown earthquake (SSE) corresponding to stress levels ranging from approximately . 0.3 to 0.6 of ultimate.

Damping for reinforced walls which are expected to crack due to out-of-plane seismic inertia is conservatively set at 5% for .OBE and 7% for SSE. These values are typically recognized as being realistic for reinforced concrete, yet are more conservative for reinforced masonry.

5.4 MODULUS OF RUPTURE

The modulus of rupture of concrete, grout, and mortar was assumed to vary by 20%; therefore, a lower bound modulus of rupture is determined by applying a reduction factor of 0.8 to the theoretical concrete modulus of rupture of 7.5 ff1c. For masonry, the modulus of rupture is approximated by increasing the code allowable flexural tensile stress by the factor of safety of 3, and then applying the 20% reduction to arrive at a lower bound value (0.8 x 3 F = 2.4 Ft, where Ft is the code allowable tensile stress).


6.0 ALTERNATIVE ACCEPTANCE CRITERIA

Maonry walls that are not relied upon to provide strength of the structure as a whole, or that are subjected to out-of-plane seismic inertia loading cuasing flexural stresses in excess of design allowables, may be evaluated by means of the energy balance technique for reinforced walls. Reinforced masonry walls evaluated by the energy balance technique (References 8 and 9) must have sufficient capability to preclude brittle failure and allow relatively large ductile flexural deformations. Tests (Reference 13) indicate that when flexure is the dominant action, ductilities are in excess of 25. Other tests (Reference 14) show that even when compression failures occur, ductilities in excess of 5 can be achieved. When reinforced masonry has adequate shear and compression capability, its behavior is expected to parallel that of reinforced concrete where allowable ductilities for structural elements are conservatively set at 10. It is reasonable that for out-of-plane seismic loading on nonshear walls constructed of masonry where brittle failure are precluded, that a permissible ductility of 5 is acceptable as long as the safety systems are not jeopardized.

Masonry walls confined within a rigid frame or structure can develop substantial resistance to out-of-plane loadings after flexural cracking and may be evaluated by use of the theory of arching (References 10 through 12). Particular attention is given to the rigidity of the wall boundary and to the effect of a gap between the wall and its support.

Operability of safety-related equipment and systems, as affected by excessive deflections of the masonry walls, is of primary importance in this alternative criteria. Therefore, due to the uncertainties involved in calculating the displacements, a factor of.2 is applied to the calculated deflections and system operability is evaluated accordingly.

7.0 ANALYSIS AND DESIGN

7.1 STRUCTURAL RESPONSE

The structural response of the masonry walls subjected to out-ofplane seismic inertia loads is based on a constant value of gross moment of inertia along the span of the wall for the elastic (uncracked) 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 15).


The effects of higher modes of vibration and variations in frequencies are considered on a case-by-case basis. The use of the envelope of the accelerations of the floors supporting the wall is considered sufficiently conservative for the purpose of this evaluation.

7.2 STRUCTURAL STRENGTH

The determination of the out-of-plane structural strength of masonry walls is highly sensitive to the boundary conditions assumed for the analysis. Fixed-end conditions are justified for walls built into thicker walls or continuous across walls and slabs; that have the strength to resist the fixed-end moment; and 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 the wall supports. Analytical, procedures applied to plates based on elastic theory are used to determine the appropriate distribution of concentrated loads. A conservative estimate of the localized moment per unit length for plates supported on all edges can be taken as:

ML = 0.4 P

* whereL ML = Localized moment per unit length (lb/in.)

P = Concentrated load perpendicular to wall (lb)

For loads close to an unsupported edge, the upper limit moment per unit length can be taken as:

ML = 1.2 P

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 nonshear walls and are set at sufficiently conservative levels for in-plane effects alone that a reasonable margin remains for out-of-plane loads. Out-of-plane drift effects are considered if some degree of fixity exists at the top and/or bottom of the wall.


8.0 REFERENCES

1. Klingner, R.E. and Bertero, V.V., "Infilled Frames in Earthquake Resistant Construction," Report EERC 76-32, Earthquake Engineering Research Center, University of California, Berkeley, California, December 1976

2. Meli, R. and Salgado, G., "Comportamiento de Muros de Mamposteria Sujetos a Cargas Laterales," (Behavior of Masonry Wall Under Lateral Loads, Second Report), Instituto de Ingenieria, UNAM, Informe 237, September 1969

3. Meli, R., Zeevart, W., and Esteva, L., "Comportamiento de Muros de Manposteria Hueca Ante Cargas Alternades," (Behavior of Reinforced Masonry Under Alternating Loads), Instito de Ingenieria, UNAM, Informe 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 EERC 78-28, Earthquake Engineering Research Center, University of California, Berkeley, California, 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 EERC 78-27, Earthquake Engineering Research Center, University of California, Berkeley, California, 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 EERC 79-12, Earthquake Engineering Research Center, University of California, Berkeley, California, 1979

8. Blume, J.A., Newmark, N.M., and Corning, L.H., "Design of Multistory Reinforced Concrete Buildings for Earthquake Motion," Portland Cement Association, Illinois, 1961

9. Newmark, N.M., "Current Trends in the Seismic Analysis and Design of High-Rise Structures," Chapter 16, Earthquake Engineering Research Center, edited by R.L. Wiegel, McGrawwHill, 1970


Q 1 _) e

10. Gabrielson, B.L. and Kaplan, K., "Arching in Masonry Walls Subjected to Out-of-Plane Forces," Earthquake Resistance of Masonry Construction, National Workshop, NBS 106, Pages 283 to 313, 1976

11. McDowell, E.L., McKee, K.E., and Savin, E., "Arching Action Theory of Masonry Walls," Journal of the Structural Division, ASCE Volume 82, Number ST2, Paper 915, March 1956

12. McKee, K.E. and Savin, E., "Design of Masonry Walls for Blast Loading," Journal of the Structural Division, ASCE Transactions, Proceeding Paper 1511, January 1958

13. Scrivener, J.C., "Reinforced Masonry-Seismic Behavior and Design," Bulletin of New Zealand Society for Earthquake Engineering, Volume 5, Number 5, December 1972

14. Scrivener, J.C., "Face Load Tests on Reinforced Hollow-Brick Nonloadbearing Walls," New Zealand Engineering, July 15, 1969

15. Branson, D.E., "Instantaneous and Time-Dependent Deflections on Simple and Continuous Reinforced Concrete Beams," HPR Report 7, Part 1, Alabama Highway Department, Bureau of Public Roads, Pages 1 through 78, August 1965


Documents

5eff 4o t*..) R k · 2012. 12. 5. · 4o t*..) R k. Iowa Electric Light and Power Company October 6, 1982 LDR-82-264 LARRY D. ROOT ASSISTANT VICE PRESIDENT NUCLEAR GENERATION Mr

5eff 4o t..) R k · 2012. 12. 5. · 4o t..) R k. Iowa Electric Light and Power Company October 6, 1982 LDR-82-264 LARRY D. ROOT ASSISTANT VICE PRESIDENT NUCLEAR GENERATION Mr