ML20054K122

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Wind & Tornado Loadings (SEP Topic III-2), Draft Technical Evaluation Rept
ML20054K122
Person / Time
Site: Dresden Constellation icon.png
Issue date: 06/21/1982
From: Agarwal R
FRANKLIN INSTITUTE
To: Barrett D
NRC
Shared Package
ML17194B145 List:
References
CON-NRC-03-79-118, CON-NRC-3-79-118, TASK-03-02, TASK-3-2, TASK-RR TER-C5257-401, TER-C5257-401-DRFT, NUDOCS 8207010103
Download: ML20054K122 (74)
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Text

.

1 (DRAFT)

TECHNICAL EVALUATION REPORT WIND AND TORNADO LOADINGS (SEP, III-2)

COMMONWEALTH EDISON COMPANY DRESDEN NUCLEAR POWER STATION UNIT 2 NRC DOCKET NO. 50-237 FRC PROJECT C5257 NRCTACNO. 41607 FRC ASSIGNMENT 14 NRC CONTRACT NO. NRC43-79-118 FRCTASK 401 i

Preparedby R. Agarwal Author:

D. J. Barrett

[

Franklin Research Center 20th and Race Street FRC Group Leader:

D. J. Barrett '

Philadelphia, PA 19103 Prepared for

  • Nuclear Regulatory Commission l

Washington, D.C. 20E Lead NRC Engineer: D. Persinko June 21, 1982 This report was prepared as an account of work sponsored by an agency of the United States Govemment. Neither the United States Government nor any agency thereof, or any of their employees, makes any warranty, ex-pressed or implied, or assumes any legal liability or responsibility for any third party's use, or the results of such use, of any information, apparatus, product or process disclosed in this report, or represents that its use by such third party would not infringe privately owned rights.

sh

. Franklin Research Center A Division of The Franklin Institute The Beryamn Frankan Po kway. PMe Pa. 19103 (215) 44a-1000 8207010103 820618 PDR ADOCK 05000237 P

PDR

(DRAFT)

TECHNICAL EVALUATION REPORT WIND AND TORNADO LOADINGS (SEP, III-2)

COMMONWEALTH EDISON COMPANY DRESDEN NUCLEAR POWER STATION UNIT 2 NRC DOCKET NO. 50-237 FRC PROJECT C5257 N.'IC TAC NO. 41607 FRC ASSIGNMENT 14 NRC CONTRACT NO. NRC43-79-118

- FRCTASK 401 Preparedby R. Agarwal Author:

D. J. Barrett Franklin Research Center 20th and Race Street FRC Group Leader:

D. J. Barrett Philadelphia, PA 19103 Prepared for Nuclear Regulatory Commission Washington, D.C. 20555 Lead NRC Engineer: D. Persinko June 21, 1982 This report was prepared as an account of work sponsored by an agency of the United States Government. Neither the United States Govemment nor any agency thereof, or any of their employees, makes any warranty, ex-pressed or implied, or assumes any legal liability or responsibility for any third party's use, or the results of such use, of any information, apparatus, product or process disclosed in this report, or represents that its use by such third party would not infringe privately owned rights.

J

. 0.Franklin Research Center A Division of The Franklin Institute The Ber9erma Frankhn Parkway. Ptula.. Pa. 19103 (215)448 1000 l

I TER-CS257-401 CONTENTS Section Title Page 1

INTRODUCTION 1

1 1.1 Purpose of Review.

1 1.2 Generic Issue Background 1

1.3 Plant-Specific Background.

1 l

2 REVIEW CRITERIA.

4 3

TECHNICAL EVALUATION 7

[

3.1 General Information 7

3.2 Reactor Building 9

3.3 Crib House 11 3.4 High Pressure Coolant Injection Pump Building.

12 3.5 Diesel Engine Room.

12 I

l 4

CONCLUSIONS 14 5

REFERENCES 15 APPENDIX A - REACTOR BUILDING DESIGN REVIEW CALCULATIONS l

l APPENDIX B - CRIB HOUSE DESIGN REVIEW CALCULATIONS 1

1 APPENDIX C - HIGH PRESSURE COOLANT INJECTION PUMP l

BUILDING DESIGN REVIEW CALCULATIONS APPENDIX D - DIESEL ENGINE ROOM DESIGN REVIEW CALCULATIONS l

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O lii 9000 Franklin Research Center 4 % at n. rrwen %

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TER-CS257-401

JLES Number Title Page 1

Summary of Conclusions from Dresden Unit 2 SEP Topic III-2 SAR.

3 2

Strength Summaary of the Structure Components Analyzed 14 FIGURES Number Title Page 1

Site Plan 8

1 1

l iv dbu Franklin Research Center i

A Dhuson of The Fransen inesame

i TER-C5257-401 FOREWORD t

This Technical Evaluation Report was prepared by Franklin Research Center under a contract with the U.S. Nuclear Regulatory Commission (Office of l

Nuclear Reactor Regulation, Division of Operating Reactors) for technical assistance in support of NRC operating reactor licensing actions.

The technical evaluation was conducted in accordance with criteria established by i

the Rc.

1 I

V Udg I Franklin Research Center

  • N.aa w m ermen w

TER-CS257-401 i

1.

INTRODUCTION

~

1.1 PURPOSE OF REVIEW In the Systematic Evaluation Program (SEP), licensees are required to establish the ability of Class I structures to safely withstand a high wind or tornado strike. After conducting an appropriate investigation, licensees report their analyses and conclusions in a safety analysis report (SAR). The purpose of the present review is to provide a technical evaluation of the SAR prapared by Commonwealth Edison Company (CECO) for the Dresden Nuclear Power Station, Unit 2 [1].

1.2 GENERIC ISSUE BACKGROUND Some operating nuclear plants were designed on the basis of local building codes which did not consider the effects of the high wind speeds of tornadoes.

Since the construction of these plants, research has led to an understanding of the various phenomena that occur during a tornado strike, and this knowledge has been incorporated into the definition of a design basis' tornado (DBT) in Nuclear Regulatory Guide 1.76 (2].

Due to the concern regarding the extent to which older nuclear plants can satisfy DBT licensing criteria, the Nuclear Regulatory Commission (NRC), as part of the Systematic Evaluation Program (SEP), initiated Topic III-2, " Wind and Tornado Loadings,"

to investigate and assess the structural safety of existing designs against current requirements.

Licensees are required to prepare an SAR addressing the concern of SEP Tcpic III-2.

The SAR should identify the limiting elements of the structural design and specify the loading conditions and threshold wind speeds at which buildings and components fail. As part of Assignment 14, the Franklin Research Center (FRC) is assessing the adequacy and accuracy of the SARs.

Typical items reviewed are the tornado load calculations and combinations, the structural acceptance criteria, and the method of analysis.

In order to verify the conclusions on structural strength, a tornado analysis on a sample of Class I structures and components is also conducted. Obranklin Research Center 4 m.an er m n n.ma m l

l

TER-C5257-401

}1 i

1.3 PLANT-SPECIFIC BACKGROUND Evaluation of the Dresden Unit 2 SAR was begun in May 1982.

Prior to that time, CECO responded to NRC requests for information by providing architectural-engineering structural drawings. Additional sources of information were a CECO letter on the SEP structural topics [3] and the Dresden Unit 2 final safety analysis report (FSAR) [4].

The conclusions stated by CECO in the SAR are summarized in Table 1.

Based on a visit to the Dresden Unit 2 site [5] and consultation with the NRC Lead Engineer, the reactor building, the high pressure coolant injection pump building, the diesel engine room, and the crib house were established as the primary structures for review.

All structures at Dresden Unit 2 were designed to Uniform Building Code criteria [25] and constructed to withstand the maximum potential loading that results from a wind velocity of 110 mph [4].

The Dresden Unit 2 SAR states that the current NRC requirement for a DBT of 360 mph has been replaced by a DBT of 337 aph for the purpose of that review [1].

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TER-C5257-401 Table 1.

Summary of Conclusions from Dresden Unit 2 SEP Topic III-2 SAR Class I Structures Capacity 1.

Reactor Building a.

Reinforced concrete shear Tornado winds of up to 500 mph walls below refueling floor (Elev. 613 f t 0 in) b.

Structural steel superstructure Tornado winds of up to 250 mph

  • above refueling floor (Elev. 613 ft 0 in) c.

Blow-off metal siding panels Wind differential pressure of on structural steel superstructure 70 psf (117 aph) 2.

Cribhouse (reinforced concrete slab Tornado pressure drop of 3 psi 2 f t thick at grade elev. 517 f t)

I 3.

Off-Gas Filter Building Not required for safe

~

(

shutdown of the reactor 4.

Turbine Building l

a.

Reinforced concrete shear walls Tornado winds of 500 mph l

l b.

Steel superstructure above Tornado winds of 250 mph l

the main floor I

    • 5.

Ventilation Chimney Tornado winds of 300 mph

  • It should be noted that the review of design of steel structures was conducted for windspeeds of 300 mph, as is stated in ~%e Final Safety Analysis Report. Bowever, the state-of-the-art design did not consider the specific form of pressure coefficients for exposed structures as has been recommended since by the Standard Review Plan. When coefficients t.f ASCE j

Paper No. 3269 (11] are used, the steel rating is determined to be 250 mph using the same standard criteria in the original design.

    • The ventilation chimney has not been identified as a Class I structure in the Dresden Unit 2 SAR [1]. But in Reference 3, it is mentioned that the ventilation chimney shell remains intact at a wind velocity of 300 mph.

4,

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TER-C5257-401 2.

REVIEW CRITERIA The intent of code regulations is to ensure the safety of systems vital to the safe shutdown of a reactor.

The General Design Criteria (GDC) of 10CFR50, Appendix A [6] regulate the designs of these safety systems; in particular, GDC 2 requires that structures housing safety-related equipment be able to withstand the effects of natural phenomena such as tornadoes. The design basis must consider the most. severe postulated tornado as well as the combined effects of tornado, normal, and accident conditions.

Regulatory Guide 1.76 defines a DBT in terms of the parameters of maximum wind speed, maximum differential pressure, rate of pressure drop, and core radius, given with respect to geographical location. The specified magnitudes of these regional parameters are the acceptable regulation levels, but additional analysis may be performed where appropriate to justify the selection of a less conservative DBT.

In Reference 7, the NBC established the tornado parameters to be used in the SEP study of the Dresden plant.

Regulatory Guide 1.117 [8] assists in the identification of structures and systems that should be protected from the effects of a DBT.

This regulatory position is elaborated in the Standard Review Plan (SRP), Section 3.3.2 (NUREG-0800) [9].

The analysis presented in this report is of a representative sample of safety-related structural systems at Dresden Unit 2.

With the dynamic pressure and air flow assumptions from the SRP, Section 3.3.2, and with the aid of Reference 10, a velocity-pressure distribution model can be constructed from the DBT characteristics.

The actual forces acting on a structure can be calculated from this model augmented by the experimental data reported in References 11 and 12.

These forces arise from wind-induced positive and negative pressures as well as from differential pressures.

An additional tornado load is the impact of wind-borne missiles against structures. The potential missiles are identified in the missile spectrum of the SRP, Section 3.5.1.4 (13], while the particular missiles to be included 1

6 rddin Research Centet A Dhanson of The Frermaninsomme

c TER-C5257-401 in this study were identified by the NRC as part of the SEP assignment [7].

References 14 and 15 assist in the determination of the structural effects of missile impact, while the guidelines of the SRP, Section 3.3.2 indicate acceptable combinations of impact effects with the loads resulting from wind and differential pressur es.

Since tne DBT is considerer an extreme environmental event, tornado-induced loads are part of the loading combinations to be used in extreme environmental design (see Article CC-3000 in the ASME Boiler and Pressure vessel Code [16] and the SRP, Section 3.8.4 (17]).

The structural effects of these loading combinations are determined by analysis; stresses are calculated either by a working stress or ultimate strength method, whichever is appropriate for the structure under consideration.

The ASME Code specifica-tions for an extreme environmental event permit the application of reserve strength factors to allowable working stress design limits, and also permit local strength capacities to be exceeded by missile loadings (concentrated loads) provided that this causes no loss of function in any safety-related systems.

The sources of criteria described above and other source documents used in the evaluation are listed belows NRC Regulatory Guide 1.16, " Design Basis Tornado for Nuclear Power l

Plants" [2]

1 NRC Regulatory Guide,1.117, " Tornado Design Classification" [8]

NUREG-0800, Standard Review Plan l

Section 3.3.2, " Tornado Loadings" (9]

Section 3.5.1.4, " Missiles Generated by Natural Phenomena" (13]

Section 3.5.3, " Barrier Design Procedures" [18]

Section 3.8.1, " Concrete Containment" [19]

Section 3.8.4, "Other Seismic Category I Structures" [17]

Section 3.8.5, " Foundations" (20]

AISC Specification for Design, Fabrication and Erection of Structural Steel for Buildings [21]

ACI-318-77, " Building Code Requirements for Reinforced Concrete" [22]

ASME Boiler and Pressure Vessel Code,Section III, Division 2 (ACI-359),

" Standard Code for Concrete Reactor Vessels and Containments" (16] 4 dM Franklin Research Center A Demmon af The Frannan insense

I TER-C5257-401 i i NBC/SEB, " Criteria for Safety-Related Masonry Wall Evaluation,"

Structural Engineering Branch (1961) [23]

ACI-307-79, " Specification for the Design and Construction of Reinforced Concrete Chimneys" [24].

t i

.i A dhhbranklin Research Center A Ommon af The Feensen enssame

TER-C5257-401 3.

TECHNICAL EVALUATION 3.1 GENERAL INFORMATION The structures evaluated in this review are the reactor building, the high pressure coolant injection pump building, the diesel engine room, and the crib house. These structures are seismically classified as Category I, Nuclear

[

Safety-Related. The site plan for Dresden Unit 2 is shown in Figure 1.

The DBT characteristics taken as a basis for analysis are (unit abbrevia -

tions are from SRP Section 3.3.2):

Maximum wind speed 360 mph Maximum pressure drop 3.0 psi Rate of pressure drop 2.0 psi /sec Core radius 150 ft.

These characteristics yield a dynamic pressure of 332 psf.

For application of this pressure to external flat surfaces of structures, the shape coefficients are 0.80 for windward walls (positive pressure), 0.50 for leeward walls (suction), and 0.70 for roofs (suction). The shape coefficient for the cylindrical ventilation stack is 0.70.

Gust factors for tornado loadings are taken as unity.

The design basis missiles are C and F from SRP Section 3.5.1.4 Missile Spectrum:

Missile C: Steel rod:

1-in diameter, 3-ft length, 8-lb weight, 220 j

ft/sec velocity; strikes at all elevations.

I Missile F: Utility pole 13.5-in diameter, 35-f t length,1490-lb weig ht, 147 f t/sec velocity; strikes in a zone limited to l

30 ft above grade.

+

l The full effects of a tornado are experienced by the main structural l

I members only if the skin of the building (walls, panels, roof decks, etc.) can j

properly transmit the associated loadings.

For the purpose of analysis, the l

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most conservative circumstances of integrity or failure of these elements are l

assumed. For instance, a steel roof deck may fail when subjected to the DBT l

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TER-CS257-401 differential pressure. However, even though the roof deck failure provides venting, the tornado loads are still assumed to exist so that the strength of other, stronger structural elements can be analyzed.

For most structures, a wind flow field acting at an angle to the surfaces of a building is not as demanding as a frontal attack because the elements resisting lateral forces are oriented and framed so that the effects of I

adjacent wall loadings are uncoupled. Likewise, the action of windward face pressure and leeward face suction are uncoupled when their actions are resisted by separate structural elements. The most conservative loading cases are chosen accordingly.

The goal of analysis is to identify a structure's weakest members and to establish the threshold wind speed at which these members fail the structural acceptance criteria (17]. This wind speed limit rating depends on the postulated loading conditions. Once a limiting member is identified, the loading conditions used to determine subsequent limiting members are in some cases nodified to acccunt for failure of the weaker member. Therefore, conclusions about the strength of structural components are based on a supposition of sequential failure.

The following are typical assumptions for the structural modeling in this report:

1.

No snow load exists during a tornado strike 2.

Thickened floor slabs can be used to transmit lateral loads 3.

Connections are designed in accordance with good engineering practice j

4.

Unless noted otherwise, steel roof decking is assumed to remain intact.

Additional assumptions are identified on the calculation sheets (see l

appendices).

1 1

3.2 REACTOR BUILDING 3.2.1 Evaluation l

l The reactor building is primarily a reinforced concrete structure with l

l the exception of a precast concrete roof decking, which is supported by 1

structural steel freming. The high point of-this-building is at elevation

_nklin Rese_ arch _ Center

TER-C5257-401 658 f t 6-1/2 in, while adjacent grade is at elevation 517 f t.

The reactor building can be divided into two sections:

the main section, which is below the refueling floor level (elevation 613 f t), and the refueling floor enclosure (above elevation 613 f t).

The exterior of the main section consists of thick reinforced concrete walls framing into the concrete floor slabs, beams, and columns. These elements were examined for the critical load case of differential pressure loads. Each panel is assumed to transfer loads in the horizontal direction to

.- the nearest columns and in the vertical direction to the adjacent thickened floor slabs. The analysis of the panels can be found on pages A-4 through A-6 of Appendix A.

The concrete columns of the main section were checked for stability and capacity. The critical members were chosen on the basis of the smallest section and least reinforcement. The column dead and live loads were reported by Sargent and Lundy Engineers [5].

The wind loads acting on the wall panels adjacent to the columns are transf erred to the columns as reactions, producing moments in the columns. The columns are assumed'to be supported between successive beam and floor slabs. The column analysis and calculations are given on pages A-7 through A-11 of Appendix A.

l The refueling floor enclosure consists of insulated metal wall panels and a precast concrete slab roof supported by a framework of columns and trusses.

To analyze the capacity of the roof steel, the precast concrete roof slab is assumed to remain intact. Also, when examining the capacity of the columns, it is assumed that the metal panels do not fail.

The analysis of the structural steel elements of the refueling floor enclosure are presented on I

pages A-12 through A-24 of Appendix A.

The Dresden 2 SAR [1] states that the metal wall blow-off panels will fail when a wind differential pressure of 70 psf is reached. The capacity of the metal wall panels was not reviewed.

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i TER-CS257-401 4

3.2.2 Conclusion The reinforced concrete elements of the main section can safely withstand the tornado loadings. The limiting elements of the roof steel are the 14WF30 beams, which have limit ratings of 2.08 psi (342 aph) for tornado dynamic pressure, and the roof bracing system, which has a limit rating of 294 psf 8

(339 aph) for tornado dynamic pressure. The limiting elements of the roof supports are the east side steel columns, which have a limit rating of 65.8 psf (160 mph) for tornado dynamic pressures. The steel columns on the south side have a limit rating of 199 psf (279 aph) for tornado dynamic pressure.

3.3 CRIS HOUSE 3.3.1 Evaluation The crib house is located north of the turbine building, and serves as an I

intake and discharge water supply structure. The underground portions of the i

structure are below the grade elevation of 517 f t.

The above grade portions of the structure have a pre' cast concrete roof with a high-side elevation of 541 ft and a low side elevation of 530 ft 6 in.

The safety-related components of the crib house are located 8 f t below ground level in an area surrounded by reinforced concrete walls 3 f t tL ek and a reinforced concrete grade slab 2 f t thick [1]. The structure above grade is a concrete block wall enclosure with a precast concrete slab roof supported by structural steel framing. This structure is assumed to fail during a tornado strike so that the reinforced concrete grade slab is subjected to the cornado loadings as well as to any additional loading caused by failure of the superstructure.

It is assumed that the concrete block wall fails onto the concrete grade slab. The analysis of the grade slab is given on pages B-1 to B-5 of Appendix B.

l 3.3.2 Conclusion The reinforced concrete grade slab at elevation 517 f t can withstand the tornado loadings as well as any additional loadings resulting from failure of the concrete block wall.

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TER-C5257-401 3.4 HIGH PRESSURE COOLANT INJECTION PUMP BUILDING 3.4.1 Evaluation The high pressure coolant injection (HPCI) pump building is located south of the Dresden Unit 3 reactor building. This building houses the standby diesel generators and other safety-related equipment for Dresden Units 2 and I

3.

The top of the reinforced concrete roof slab is at elevation 526 f t 6 in, while adjacent grade is at elevation 517 f t.

This building has two subgrade levels:

the lower floor is at elevation 476 f t 6 in, and the upper floor is at elevation 504 ft 6 in.

The exterior walls of the building are made of reinforced concrete 3 f t thick. The floor slab at elevation 476 ft 6 in is a reinforced concrete slab 4 f t thick and the floor slab at elevation 504 f t 6 inches is a reinforced concrete slab 3 f t thick. The reinforced concrete roof slab is 1 ft thick and supported by reinforced concrete beams and columns.

The capacity of the roof slab and the walls have been examined to determine whether they can withstand the pressure drop caused by a tornado.

The wall section was assumed to be fixed at elevation 504 ft 6 in and modeled as a cantilevered beam. The analysis of the roof slab and the wall section is given on pages C-1 to C-10 of Appendix C.

3.4.2 Conclusion The reinforced concrete roof slab of the EPCI pump building can withstand the uplift load due to a differential pressure loading. The reinforced concrete exterior walls can safely withstand all tornado loadings.

3.5 DIESEL ENGINE ROOM 3.5.1 Evaluation The standby diesel engine room is located in the southeast area of the turbine building. The south wall of the diesel engine room is the exterior wall of the turbine building. The other three walls are composed of reinforced concrete and are located _inside the turbine huilding..The roof slab of the I nkHn Research Center

% w w rrwan l

l TER-CS257-401 diesel engine room is at elevation 538 f t, while the adjacent grade is at elevation 517 ft.

The diesel engine room is adjacent to a rolling steel door which opens onto the interior of the turbine building.

If the rolling steel door fails during a tornado, the interior walls will be exposed to differential pressures.

In determining the capacity of reinforced concrete walls, all axial loads are assumed to be transferred to the. columns of the turbine building.

Since the concrete walls are reinforced both vertically and horizontally, the walls have been modeled as two-way slabs.

The analysis of the diesel engine room is given on pages D-1 to D-7 of Appendix D.

3.5.2 Conclusion The reinforced concrete wall on the south side of the diesel engine room can withstand all tornado loadings.

The east side wall has a limit rating of 1.15 psi (180 mph) for diff : r.tial pressure.

l 4 d'ld Franklin Research Center j

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TER-C5257-401 i

l 4.

CONCLUSIONS The results of the tornado structural analysis for the reactor building, crib house, HPCI pump building, and diesel engine room are summarized below in Table 2.

Table 2.

Strength Summary of the Structural Components Analyzed Wind Speed Structure Element

  • Cause of Failure **

(mph)

Reactor Building a.

Above refueling 14W30 roof beams l'

342 floor elevation Roof bracing system 1

339***

613 ft East side steel columns 1

160 South side steel columns 1

279 b.

Below refueling Reinforced concrete floor elev 613 ft walls and columns Cr.ib House Reinforced concrete roof slab HPCI Pump Building Reinforced concrete roof slab and walls i

Diesel Engine Room South side reinforcei concrete wall East side reinforced 2

180 i

concrete wall l

  • The first element identified for each structure is the limiting element.

Additional elements found to be inadequate are subsequently listed. Note that this table does not imply that all inadequate elements have been identified or that entries are listed with respect to the most critical loading combination. Structural details not included in this review are windows, doors, and roof decks.

    • Key:

1 = tornado dynamic pressure; 2 = differential pressure; 3 = high wind dynamic pressure. Tangential wind speeds are listed for differential l

pressure failures.

      • The strength listing is based on the integrated capacity and action of all components in the roof bracing system.

l nklin Research Center

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TER-C5257-401 5.

REFERENCES 1.

T. J. Rausch (CECO)

Letter with Attachments to D. M. Crutchfield (NRC)

Subject:

Dresden Station Unit 2, SEP Topic III-2, Wind and Tornado Loadings February 22, 1982 Docket No. 50-237 t

2.

" Design Basis Tornado for Nuclear Power Plants" NRC, April 1974 Regulatory Guide 1.76 3.

J. L. White (CECO)

Letter with Attachments to P. O'Connor (NRC)

Subject:

Request for Additional Information on SEP Topic III-7B September 28, 1979 Docket No. 50-237 4.

Dresden Nuclear Power Station Units 2 and 3 Safety Analysis Report 5.

Franklin Research Center Trip Report May 17-19, 1982 6.

Code of Federal Regulations, Title 10, Part 50 Appendix A,

" General Design Criteria" 7.

E. J. Butcher (NRC)

Letter to S. P. Carfagno (FRC)

Subject:

Tentative Work Assignment P April 23, 1981 8.

" Tornado Design Classification" NRC, Rev. 1, April 1978 Regulatory Guide 1.117 9.

Standard Review Plan Section 3.3.2, " Tornado Loadings" i

NRC, July 1981 j

NUREG-0800 i

l 10.

Mcdonald, J.

R., Mehta, K. C., and Minor, J. E.

l

" Tornado-Resistant Design of Nuclear Power Plant Structures" Nuclear Safety, Vol. 15, No. 4, July-August 1974 l

l nklin Resear

-_ch._ Center

TER-C5257-401 11.

" Wind Forces on Structures" New York: Transactions of the American Society of Civil Engineers, Vol. 126, Part II, 1962 ASCE Paper No. 3269 12.

" Building Code Requirements for Minimum Design Loads in Buildings and Other Structures" New York: American National Standards Institute,1972 ANSI A58.1-1972 13.

Standard Review Plan Section 3.5.1.4, " Missiles Generated by Natural Phenomena" NBC, July 1981 NUREG-0800 14.

Williamson, R. A. and Alvy, R. R.

" Impact Effect of Fragments Striking Structural Elements" Holmes and Naruer, Inc.

Revised November 1973 15.

" Full-Scale Tornado-Missile Impact Tests" Palo Alto, CA: Electric Power Research Institute, July 1977 Final Report NP-440, Project 399 16.

ASME Boiler and Pressure Vessel Code,Section III, Division 2

" Standard Code for Concrete Reactor Vessels and Containments" New York: American Society of Mechanical Engineers, 1973 ACI-359 17.

Standard Review Plan Section 3.8.4, "Other Seismic Category I Structures" NBC, July 1981 NUREG-0800 18.

Standard Review Plan Section 3.5.3, "Sarrier Design Procedures" NRC, July 1981 NUREG-0800 19.

Standard Review Plan Section 3.8.1, " Concrete Containment" NBC, July 1981 NUREG-0800 20.

Standard Review Plan Section 3.8.5, " Foundations" NRC, July 1981 NUREG-0800 4 Udd Franklin Research Center r w ao ne rawman w.eue

l TER-C5257-401 21.

Specification for Design, Fabrication and Erection of Structural Steel for Buildings New York:

American Institute of Steel Construction, 1978 22.

" Building Code Requirements for Reinforced Concrete" Detroit: American Concrete Institute,1977 ACI 318-71 l

23.

Criteria for Safety-Related Masonry Wall Evaluation NRC, Structural Engineering Branch, 1981 i

24.

" Specification for the Design and Construction of Reinforced Concrete Chimneys" American Concrete Institute, 1979 ACI 307-79 25.

Uniform Building Code International Conference of Building Officials, 1964 26.

Technical Evaluation Report

" Wind and Tornado Loadings, Robert Emmett Ginna Nuclear Power Plant" Franklin Research Center, December 2,1981 TER-C5257-400 l

l l

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APPENDIX A i

REACTOR BUII, DING DESIGN REVIN CALCUI.ATIONS c

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.. 0. Franidin Research Center A Division of The Franklin institute lhe Bernarrun Frarudn Parkway, PMa.. Pa. 19103 (215)448 4 000

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Co e speesston sreet

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= 90 6 /. 7Z 3 2. +- 5 8 2 7,5 3 4 +- C,177 6

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FORM CS FRC-81

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Date Rev.

Date A Division of The Franklin insutute k

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ne semaev=a Frereen Parmee, Phna.. Pa 19103 T us REACro R. EUILOI M4 - S77E!- ASCv'E Rrfutuut Ft :02 2'LE'A 413 '

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.554M

/4 6 3 O Aeen A = 8.83 m '#-

d = I3.96 iM 4

Zyy = /9, 5 r u 4 1~n = 2 90 tw ryy = /. 4

  • i n r-r = j.75

&N

^)

l'py UPJS Re c F D LeeN6,'rH

- 8 i 2"=
8. /M7 F.

G 5. 77/ 8/ 2

' v G /667 g / 2.

==

M

=

f~w.

/, 4 9 TWAL All-O WABL G~

MOM EM T~

i=ec M Al3 C BFAM Ol% 2AM M -=

76.8 c-sr.

H = _cvA 8

cu :.SfL

= 6 x 7G. S

. C'-

(zo.s)t

=

10Z5573 RAr

=.

/ O E 3. 5"7'b l bs. /s=r.

I~Lt.9td4lbslpr*

/0 2'S. 5 9 3 lb s /pr f'e.essung-

=

(8 '- 44 ')

Abb SELF HT OF flecnT CotJCRETE hM= 1%L l

i UfLIFT.

FR6tscRE BEN CN"hE Ulbl4M 0 'l

= ?,00 a 0 d p/

' 1

E. S ui'/ Al, E 6J T wie ' lit.cct 't.

% 3. c 7

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Q ' M15h 4 *,* ',.,, _, w

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C A/. CutAT~tOh OC E quivAl S^JT" PR555cR ? 7~HAr 62Act tJS7 om susr swe-catJ wtTHSrma

  • f' I

Lt. V.

R, y

~~~*

v smoen a

o c'N

/

m.=

1*

a C

.=

i yts &

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.==

C o

g" g,

Cenctry of pipe /N compeessio^J C = 5 70 8z13 eses ins raWSton)

~f = 797. 25G ctg 5

~

R, = C cos S + T'cose, i

CO5G, = d:. =. 16. '75G 3 2 9 0546/0(o

=

(o

19. (o96 4 II

.. R = (C+7~) cos9, =0i70.8215+ 797.2%)D.5K104 i

R=

13 68 0773 x O* 5% f0(o =; 747.1/5Z8 icaps L

POR OAJiPORY LY DISTRISuTE*O LD A 9 6.> = 74 7. // 5 7 A

=. 32. 64o232. */,='~

i 45.6 7

7"O Cat /FR.T~ TP/S 70 reg ~5S ue5 P = 3 2 13 40') 's 7 =

22 2645(o csf = 222.Sa~ 3(,a psp M '1.,5 '

7O' RN ADO OyNA WII C-R?E5SURS' =

A6vD- = /. 6 Y :1'. f.* *%

l 0T G*T

= h 4 5 2.91'?

1 +17 0 b 1r>L hun 3.:hE& n:

FCRM CS-FRC-81

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24.5' 24.S ' -

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= /05/o204 24.5 l.05I0204 TAh)G; :. 25. 75

=

_24.5 cos9 =m' y+ 7m

= s. c e 93o3 a R

2. L 's Sx3xb 45.3/37?C coSG 3/.234972.

i g

" 5 x34.x%

94. 265 779cos&

C. J. 97 77G 2-u5x3hx%

94. Eco377?cese C4. ?'77%

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80. 4 z//4 L 7x 4x %

%0.19 2 z.7 cos9 ll0. 4 2ll4 Q

7x 47 /g 160.19 2 27cos9

- l/0.42lld 7

A SE. A530/ lLI P s THI S IS ftAl T* TNT REACT'ICM Pg s ssue e- = do 2. 4539 /y 7 x /000 14G.75415Ps*

(/C 7. 5 ' ) x 45. 5 7c~ s.'.N4co Cyiv4Mic Pe.55Sc,22 = idG.73C5 v/. G = 2*3. % 95 psp

c. 8 EfrikleuT ^- 359.6J323 epg wS 6 FEED FORM CS-FRC-61

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~*

C APActTY* Of CCt UMtJS CAJ south stDE, cc.' u,'<N ROH d

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acurH Cl DE PRE 7r =

wT C F: Q IRDER, f M Levsom wr/fr 72 M kir;(/bs.)

20'kl4

5 S '-T "

5/

2 W4,25

~70'x yz

58 '- 9 "

I19 6991.25 20"y Y4 58'- 9 "

SI 29?6.25 l+kF48 2A '-G" 48 ll 7G, C

/4 aF3'?

6 y Z4'-(, "

30 4 4 /O, o IZ S /4 2x5BW

/4

/(,43. 0 20114 75 lbs.

20 21473 kws

=

k) T* O P Co^xRL:: / 4:-

St A5 @ /Sys>=

=

/5 x 24,5 y 58. 75 =

2 ! 5 96. 625 lbs. = 2/.59%25 etp s w 7~ of crGEL 4-A OP cor.icREre =

2 0* 21475 r.u os

?~.2/. 5?%2 =_ r tps A / 8053 7.3 gjps

}

611ROEE. cest &t\\/FD FOR MAWMyM EAC REAC?loN = l00h*tPS DE5Ky^J TW7 CCC UMIUS At oiG6r ECu I h) poa <50 r-tPS AX/At. - LOAO.

w 24 x /45

@ 3 0 C/PS AX/AL LCAD i

A = 2 70

/x 270== 8 /, 5 2.3 d G =t24.I KL

=-

ry7 3 32.

[arsc t.s-I]

Fa = G - (21. 325Y~ " 36

=.

15. 20 7 es z 62c. i P --

5/3+9tvs.vs-.L.(ei.vsy g

i z.:. /

6

/rs.t fa = Re.:ps -i J.f70?(oO7 xsi 4 z,7 m :.

FORM CS-FAC-81

A%

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key.cyog_ eu LOIncq sren Aaove RefDet 1MG fLoaGL ElW. &I3 '

Col u mtv w z d >' / 46

.T q = 45 70

.b4 = /4.o4 3

i =o,Goa" _d.=/.7/

cl

= 2 4. 4 9

t;=1.020" rr = a. 79 A+

FacM 4 /SC. /. 5. /. 4. /

~

_he = 4.68 < B.7 7

z69 bc = 13.,c < SI,7

/

E-f d/

= 40.3 4 63,5 5 e 68.7-4.4 fa KO h4 = /2,7y /4.643"= 178. 3:Vol = /4.Mzn3 ar-YY

_A > /4.ac,zi75 m w.e., muse use CAisc. i.s-&aJ

'lAISC lo S ~1 ]

Pv (VrrY ~ Fy use cs-I,o EAl'A l 5*G42 Pb = F2

_. 3 153cv/0 Ch J 3

r-

- O. //99/53 py

=

F^b :. 19: 70/047icsi DIScf.5-7]

P~ b== ! 2 xto' C u = j2y/o xI 3

15.??o?.csi

=.

A dlpp 27o x /. 7i s:aca

/.5~7 Gwe5 LARGrER. VALuv nan

/,5-G o.

AMD 2 5 490 9 > Qado Ff USO b~b = O* D Vy 2 22 C$l S = 1. !

c m7 = c,o990013 o

i~a

/9,207 k +. b d

I.~ D ~ 9 fb I (1 M G f72b I'O3D5?C9/c51 Fq Fb D

Alt.0W 8ENoisub 3rQTSS wrn4 30 n::tP AXIAL LDAD = 2 d 305 f6' lit;5 I FORM CS-FRC41

Project

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n. e-re.ama e-.m %. p. isica H

Mp/ gTL 5)F gg; MCCQ 5L.W. $13 '

'Rg C.pCmQ Suit BIN &'- STEEL Mt/G~ WM El.W67 P l..

W 24y / 45 l% = h b Z

=

20,30 59 6

  • v 45 70_,

d/2.

24 49/g W1

=

7578,443 a:-i n i.

. '. M Au.o w.

=-

Cr 3 /. 5 585T K-Pr I

I i

i M = cas 8

1. = 45. 5 '

244o, a 347 ibs,/pr.

4.s =. 8 % 31. 5 2 A q9 v mn o

=

(45. 5 ) 2.

i oRessuRE =. 2440. 43 41 tbs./pr = W.fo9555 j

M 2 4. 5 ;= r T6 guaco pypA.etc. Pegs $uge. = 99 609355 y/,6_ = jp,2/9p ps c O,8

  • 278/623 nen wuo

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e FORM CS-FRC 81 Im

4%

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1 C~o t uMMS C A)

Row 36 SID E' Cot omrJ b R,

r6+e.o R q n uS t-ee c.Herc.c0 foe BENDIMCy out y wera no Axie t t oAD, som roenAco oyuamic PR 0 RE, W/NO BLOWIN67 89457~ WE57*.

C ot.u m N s M R e-24 H/=7Q.

uuseAcED H et 9 e r 2 5 fi~

Ae.sn A- = 21,4 su 7-

.r~x w = 2/ coin 4

~yy = 3 2.6 int d = 23.9/ in.

ryy = 9' C,fim,

ryy = / ?Z tu, d /A p. = 3.9 rr = 2, 3 2 tri.

C d. = '/ v 23 x 12.

= /43.'75 r

/97 A-3G or ran. Fy 3 r,r,n,-

i A. =27& vv. y '7G.O b4. =. // 3. 9/ "

l try

.A,lrr. =- /16965S'7.

uSF S (-- f. S - G o. og1.5-7}

{AISC 1. 5-G o, Pb=

.h

[v ( rrL2.

r F =.333G59')F9 i

y L. 3

/530)*/o 3 C6"

/ 2, C//7 3 c.d /

[AISC lS-7.3 Pb = 12xio C y = i2xio3x/ = /4/q8zyz r.si 3

1 x a,9,p 2rG a.9 use-Fs = 12.oins e.s/

l H = f~ b X _ = I2.01175 x 2i00 = 2/o 9. 9&39"'

cyz_

z3.w/2

-- l75.8307.3c-Pr M = c.uj 2 w: %M

=. o.6N45 &? $/w.

8

(+55)2 Tottv b4595W PREssue5~ =- G 79.95&9"/#r = G79.45&?

/z (zd '.8 "+1G'-8)

20. C, G G 7 PORM CS-FRC-81

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pas::ssus = 3 z'. 8 76 95 / p s g ToenAco pyNAMIC PRE 5502E = J2.8 7695/ vl. 6== G S. 75 3903 se 7

oo B

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FORM CS-FRC-81

l APPENDIX B t

CRIB HOUSE DESIGN REVIDI CALCULATIONS As

)

. Franklin Research Center A Diwsion of The FrankJin Institute The Beryernn FrarMn Pertwey PNta Pa. 19103 (21S) 448. ILE

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02 6-C 525 7-cl

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tAA/ tt Mr.P 5l82.

r. CP 's Havu.=.

C. R I S M ouse Con cre4 e s 'a - 3 5cc ps,'

}

S4eel fy

= 40, oc o p o' g ra d e (ele v. 5/7 '6" )

l e v e. l.

Sicb a l

2. -f+.

th ic k co n cce+e.

l 27 4 say. 317 !a"

.if.

6 l

L J

i At/ reinforcemed.s are *7 e iz" Slab os 2 4. -i-h oc k

$cdien bru_ pump reem in fne C. rib House..

W E.

Assume rue-wAy s t.tg A<.fl ow I

e i

FORM CS4RC41

02C-- C SES7-c /

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tr L

/

nh k(

4 T' l

t

c i

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Ev 7

l2' I i

^

12' 54ee\\

fy = 40 xse Concre4e Ec= 3.5 Fst Kt.inforc e mesk A rt A..

A.s : A 's < o. s o in =

Assuer,e.

bo+h s+=eI ar=

1n Te n.sicn 0 cmfression On= 0.85 Q (0.85x%

= (c.Sy)(s.5)(c.a 3Xq,2).

~

Cg 30 345 x rips

'le ns son T= As fy(4o)

- (c. s )

r

-2 4-

~=

FORM CS-FRC 81

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n. m r.- ry.

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CRI6 HOVSE - CLk6 AT 69Vas LEVE G E=

Ev (2-d QS - d o

(=- x ')

S 4

(zz-n (zz-x )

T'= A's C, (0.6)T 40 (2-A L (22-4 T'=

24 (z-n (22 - x)

Gr egu h b ri um C.c.

I + T'

'50. 345 3 = 24 + 2 4 (2.-x')

(u.-x) 30 345 x (21-x) =

2J (2 z - x ) + 24(: - x) 6 67 5 9 x - 30,3 4Sx2 - 57/o - 46 x

=k 20 3451 '- 715,59 x - 5 7 h = 0

%=

7/S.59 = /(715.s9) 4(3o.3 2)(576) 2.(3 0 3 J5) l t

y=.

~//5. 39 GG4.95 i

GO.69 1 =. 834 l

0.s= 30 345 x

= 30 24 5 (.Sha)

Q - 25. 3 i x tes FCRM CS-FRC-81

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T': 24. (2 - x) c21-x)

= 24 ( z. 834)

(z. 2.

e 34)

/

[*

  • f. ] Z h' / S.f i

Now the-momen+ cc Po: 31 C\\= 6 SS) x- (. sMC sas.).

. 7c9 M = T-(d a/2.).+ r ' C 2.-

/2.)

= 24( 21.3545) +. 13 2-(2.

ass)

M = 321. S fo M. iah

.. ///msi,a -

43. 4 7 F-S.

Ca leala.bcs cf x(Londig, &

T M =

W L2 w=8M

'H~

.R 2 L. 2.7 ' 4 '

- 8 (43.41) l

('27 333f to *. 0 % 5~47 ' k)

- as. m n n/g r4wo un uns,

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NoMEA/T PM'ato c rt

&cI. ~61%-77 (15 03) FAcregs ME :

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.)

IAm umn ;&

3.n o.ro 27

.' s - M r 2

w~t U l+ Me FORM CS-FRCr81

O

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b) Pe b. @ n t 0 bs-s 18 kg.ss-o.s ;-)

(+ /'4c.

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A

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D ' $ f- 0 0}

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46C 47-0 onc

/,20 63 e r7,v,p,

=.

S4gtA g 2 p i k =

1m "

%k u - M

=

320.cson g am w

s

!9Al 3 3 AM w h gl.A e.,

',3 e

,t n

d T

t y. uua 4 %

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APPENDIX C i

HIGH PRESSURE COOLANT IE7ECTION PUMP BUILDING DESIGN REVIEW CALCULATIONS l

l t

i 1

anh 1

. Franklin Research Center A Division of The Franklin Institute The Bengmn Franklin Perhey, Ptula., Pa. 19103 (21S) 448 1000 L

Project 0[

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^ C?Wi.[I2NTE Rh MA'I5

$t. Y Yf 5 H,P.c.1, POMP 80lLblN G.

HPCI R com Roof at 52co'(o" P1 ant grade.

S l7 ' /o" 3fD Mck Wall.

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_.~ _ - - - - - ~, -

~ - -

Rein ecced l

( 3p. tL;c.x vaii c

I' ur av V

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=

l f '

GO Steel; 1

vs' General Notes: D ra w m35 Ecco, G -6:e concrete -

f 'c :

4 rse Ra+io oS Iaca e c.s,ze.

2*.,s l,g, < z Sma \\\\ s c m:..

13.25 Des ign the sich as sc-way ela b

~

B*

"5

& G ird

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Proiect Page 02ce-c525 7-os C-2 0[ J Franklin Research Center o,,,

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n. em v.m re.m n.r. ma plL yf'I, h,.

MLP $l$1 r...

HfC1 F)M P (b'>tLblNCr Pr6 surs see.rms)

Pressure drop =

3 esi = 4:2. pf ugua wei3 + c4. sla b - 150 lbs/;,z ger pt. satL Dead h

C.onsid e r a.

i 4+.

w id e s&cip in O'N dirsdien.

~ Reinforce. ment is 'f. e 17." T&B 27.5' QoS west wcall 4 of girder in N-S direcHon Net up t i n Icoa 4 3 2. - i s o = 282. p3f u.

tr V 4a 3

7 A's

'N Y

g f;

A3 I^

12.*

A rea, of ste e I A s - A 's = 0.4 4 W FORM CS-FRC 41

ozs-c 515,-o s

c. s

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= (0.4 4 T -

2.6. 4. u ses From s+ rain gec,r,c+cy:

Use Es -

o. w s (2-e

'h

$ ' 29,000 Es =

(2.- 1) r Aosu

\\

- (0.44) ~ 87 (1-C '

1 38.26(L-t) a x

Compression.

s Oc= 0 85 Q (o.851) b

. (0.3 5)(+)(c.9 5 x)( 12.)

.Ce=34. sax Fec Egu b b rium C

Ta' c

34.Gd i = 26.4 r 38 2 8 (:- *)

X 3 :.2 5 (0- x) 3 4.G 6 x'- -

2G.1 y i

C ' 3 1 'o 8 v - ll.5 3 y a 75.56 FORM CS-FAC-81

02 G-c 5257-o /

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A-(U'1 2.-

"' HPCT 90 t l'?

GUi LtltdCr - RvvP St.kg SE: TrC tJ 4

'l =

-il.8 8 r /(u.8 8') L + 4(34 68)(76 9) 2 (M.c= 8 )

- II.2 8 I Q'b.14 49 36 1 = l. 3 2. s'oches Oc 3 4.f,5 -A

- 34.. fo 8 ( 1 3 2_')

45 93 xias l=

3 8. 2 8 ( 2-y)

I y

3 8. 2.8 ( 2.- I.3 2.)

=

i u.

T = 19,72 nsPs l

l Nova M oment c apaci +.y O.

0. 5 9 x - 0 8 5 (13 & : I.11 1 M

T (d -

12.') + T' ( 2 a/2.)

.. (V)= 26.4 ( to.561) e l9.72 (2 561)

- 2 49. 19 + 26.38 M = 2 77 57 n->an Q,,,, = 23. I3 x- [+.

Ac+va l tAomen+

tt?

2ez ca r. s > '

=

0

/000 8

= Ab bb i<.-h.

gg; FORM CS-FRC-41

O

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Mo m e ni-a3 Ronc,s

0) Lnterior neqcn-ive 0.75
o. / o (o.75 - o. c,5) fac4ored momen+

/#_L.

b) Pos; +,9 4.40ced

o. e - o. 2. s Co.53 - c.35)

J--

l Acc.

rno m e n-c')fac4ered mome n+

Ex4e eior nega b e.

c. ro s

( o. co 5 - o')

\\A ese U.75 Vlacy; = 0.75 t 26.Gi 20.Q_,_ __

o :

0 7s Maat., < Ma,,,,,

ok FORM CS-FRC-81

l sh 02 C -c 5 2 57- 01

'** c - G

[

. ] Franklin Research Center o,,,

ou, o,,,

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^ d " 2l.f."1".!"iii"o}*

,,8 A Af N/ ' n.

yt.F 5/n Title HPcI PmP SUIl NN6 - W ALL SEcnDN Wall S ec+ i o n HPCI P u n,P B id q.

3 G.

+ h 'i c k.

Wa ll on all sides Ver bca 1 Reinforce me nt

  • 8 e 12."

E.E Lc43 assu rne +ho4 lood'ina on 22A+

r o

wa \\ \\

c' cove, elevc4 on 3o4' G' t

Pre 3.s u re.

o. o o zn V - 331 775 pse 3 Coo mph ar A s.s v m e.

-faed a+

ele va s i o n.504' 6 "

Moduct -

Wf 2

14+ cf Se.c4 ion Mu+, 1 = -set. i 72-c::.?

on 1000 Maauc i -

8o.3 xn F~oc diK.

pres u re acce case.

Pre szu r= =

s es'

=- 4 5 =. p s :

on l-ft. of sec4 ion Me u a t *. 43 2.

(.227'-

100 o 2.

I/} ac.m - I O 4 ' I "'

w FORM CS-FRC41

i

  1. 'N

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  • o m. gg po ;

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A Dmsson.of Th,e Franklin,Instrute Rk 4 Ay 7::,

Ml.F s/8k e

s. -.

_ ~.. i i n Tatie H PCI fuMP 80lLW6 - 4ALL SEc.TroM a

u

/

N.A.

l%

4 L.

}9 Y

12. -

Sree.\\

fy = Go xs Co nc.re+ e.

f'c

  • 4 m

Gll Ic I n[orce rv1e ni s are 4 8 bus A s = A s'. c.79 in:

A ^ic i Icca wi ii cn oj be. se if we ig ht c: 22 ' heign-Pz - (22x 3M 6( s go 9 9 m es

=

10 G0 Design for lo x i es As3urne.

ba+n 3+eei a re in 4en3;cn FORM CS-FRC-81

acS /x

]-oI

%* c, T f,j,c p Franklin Research Center e -

i o,,,,

c,w o,,,

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A Dmsaon of The Franklin insutute R4 M A'f { L Mt,r S/#L

n. % r.- re, w e. is m r.,,.

HPc.1

?0MP Gus tDrH G- - uA u sec r&

dcmpremon-O c. = o.e5 fi (a.8 5 x) b

= (0 8 O(4Xo.e5 M(iz)

Q = 31.r a y o

ws Tension.

T=

As fy

< (c.M)(so)

I' = 47. 4 x.ips E = 63 ( 3 -x) 3 (33-1)

==> f3 = _ s o ( s-i)

( 3 3-x)

-I 1

A,s,g

,(o.19)1 6 o (3-A,\\

t (e 3-4 J

7'=

A7,4 ( 3- /)

(33-x)

For egoiib riu rn Ps= c. - (T+ r')

c l o = 3 4. 5 5 x - 47..L ' i + (3-fi (s5-0 j io(33-x')- 34. sax (33-x)- 47.a [.(s3-+ (.s - x 8 ii44.44x -34;sa x: - l 7ce. A c4.Ex 33 0.-io 3 =

3 4. 6E x * - 1249. 24 x + 2036.4 = 0 FORM CS-FRC-81

&[,

J Franklin Research Center

'*'*' oz S. c525 7-o i

  • c-9 0

^

  • O v 2 1.[ 'l 2" Y Te?

Rh ppphu kh.

ss H fc'I Pelf 6UfLDIt]Cr - MALL SECTid x - 1249,24

/(12.49.zaF - 4(zoss, a)(34.sa) z(,3463) y-12.49, 2.4 t i 13o. 54 69.3e y =.l.~ll i nches Oc : 3 4.68 X

34. Io S (1.11)

=

C: 5 9 3 xips e

T '-

41.4 ( 3-x)

(33-x) 47 4 (3 -1.7l')

(a3-1.70 l

T'-

195 ore Nova Yhe rnemen4 coF ci+1 Fce similar s ec.+,o n s La y.e. -Fhe Plas+ic cen4cisa c+

-+h e.

mid-dep+h er -ihe 5cc+ ic n

Q.

n-

.g e

i.,

2 I

4 T' T

Pie +e Cen4rnid FORM CS-FRC-81

~

02 6 - C.5 2 5 7-o 1

~c - l 0

~ " "

'd J Franklin Research Center I.

8#

ate R ev.

Date of The Franklin Insutute Q

  • E A D ym

~'

H1'C T-PvMP Bull 2>@G -

UkLL.SEC 71014

0. o.e 5 x = (o. 85XI.7 0 - I 4 54 M oment Gopacivy :

M. T (i 5) + Cc (le- /z.) - T ' (i s)

M. 4 7. 4(15)* 59.3( 17. 727 )- l. 95 (15) loz4 2 9 - 29 25

'71 ) +

M=

noe.oA x-inch

. Manos:

142. 1 l k-4 M on,w

> M C.u Soc a1\\

cise s l.

FORM CS-FRC 81

i APPENDIX D t

DIESEL ENGINE ROOM DESIGN REVIEW CALCULATIONS ah

. Franklin Research Center A Division of The Franklin Institute The Benpan Frankan Parkway. PNia. Pa. 19103 (215)448 1000

/[ >d.

] Franklin Research Center p-l

~

o2 crc 5257-ot

^ D, 2 1.,Fra g g j g p

,,pf pgsf'91 77Lp glg),

o.,.

cava

o...

a...

o...

  • t f ELE L E H CrWE fnN IU T9R6t rJE Sutr blNG O lESEt_ Eseine Rcem B etween E l eva+io ns 5 / 7'6"

& 538' Nex3ht - 538 517.5 Zo. 5 '

The soun side of 1he wa\\\\ is l9' in span.

l' r t w ic x O

Ver4ical Reinforcernent

  • t e 17' is o

- Drawings BIBS, On3 Horaonki Reinforcement is

  • 8 e 12*

East & W es+ side wai\\ S are 14+. thick with bot h rei nfo rcern en+5 as

  • 6

@ 12" E.a3+ sac wait span is ao' 1

West side wall span is 27' ASsoME 4t.1. L@ IS TR AMSfs.g.s b 19 VERTicM DIRscirc9.

l i

FORM CSJRC41

A 020 c5257-on D-2.

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^ "."J.",.'.*l3"2 R'iii"#

,,RA M A.'/' h M t.F S 18 t-1.ii.

1)lEt E I.

ENG INE RCH W TURSINE SulLDING - WLL S&c"HL A

1 H. w sd e s ec.+, o n in the soon wa.((

tr n

.r' Ns N.A.

+

16"

'Y T

,As ir l 7.~

B-83 Stee i

  • f1 ' 40 u $

concrete :

J h. -

3 xsi

.R einf o rce m en+ oc ea.

A s A's - 0. 4 A in 2

All axial

\\oad taxen by steel cotumns.

Des x3 n for flex urat load only.

Assu me.

both sveet are in +ension Compressgen :

c - c. s s S ' (o.es 4) b c

e

- (c. e S K3X o.85x)(iz)

(

26.01%, K)PS Te ns ion :

T-A fsf 3

= lo. A4')(40)

T n. (o w e es i

FORM CS-FRC-81

~ "'

026 - C S25 7-o!

p3 d.

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A Dmsson of T.he Franklin insatute

,, O b

/Ar/ h ALP Slfsb

n. e r.

.r cm..r. 4sies rs

r. tie blE E.E L EHG-lNE A00rd IM TUR8tNE SVil DING -- UALL SEcTisHa k:

81 (1-d 4

ys

  • 40 l' }

(lu-4 (16 - Y )

T'- A'sfs

, (o.++) F 4o ( 2. - x)

(t t, - *)

J T '-

17.6 (2-4

( 16-s)

For e gundriurn Cc T+ T' 2r 01 T :

l '7. I, +

17.G (2-x)

(I t.- t )

2(e. o y. ( f (,-d = l '1 6 (IG - X) + l 7. (, ( 7. - Y )

416.14 y-2(o.ol t h l'i. (, ( 18 - 2. x) 2

+

0 26.o i x - +5l.3 r, x - 3 no. 8

't. a 45I.3 6 ? 4(45s.30)'- 4(1s.o o )(.3 ou.8 )

E (24.oi)

AS I. 3 0 2 Al3. 24 31.o2.

. '. -)C r 0.73 "

0c 24.0I $

2 6. 01 (0.73)

=

19.O Mops

'T':

n. c.

(1-x)

(sc -,)

17. ro ( 2.- 0.7 6)

=

(le,- o.,s)

T'.

1. 43 ms FCRM CS-FRC41

l 02 s-c Sz9 7-o 1

'"* p

.s.

4lA J J Franklin Research Center 3

o,,,

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A Dmston of The Franklin insutute 2A N A '/ e gt th,P TIE 2 n,e - r - r % % r. inics Titie

?nESE L EMGl0L RW su @R6ME 8U\\LDIM6 UkLL SECT! %

Now the, n1onle nt co go cH-y of the s ec+ ion Q.- o.8 5 / - o. 85 (0.76)

. 64ro e

M - T (a

  • /2)
  • T ' ( 2

"/z)

= n. co ( n,. 323) + i.43 ( z. 3 20 l

275.92 - 2.4 M=

278.32.

x.- mch M

23. i9 x 4 Manow.

2.3. 2.

k6

& lk$E ef egm( e,.,ue,,s.t, y,k vp LC, 'Ai.,

(%as -

uf 8

o.as1 (zo.s t 8

22.(o9 I<: 4+

b o.s to w 2 MactvaI FORM CS-FRC41

A-m 02 s - c 525 7-o s pf d00J Franklin Research Center o,,,

cs.,.,

o,,,

y,,.

o,,,

^ *Cr?215Ih?N' Rh.

pyi zu MLP Cl$'-

r.ri.

DELE L E n GINE fMM TUC6 soc. ECCIN CT N A l i. S E C M N 2 In case

+he rotting steel door 4an is, Tn' e

-e a.st w sJl udl be c.xfo sed.

N O Yl -Yhe.

$ft -thick. SSch'iori i n the. WQU [ E. S N 5 nde.)

J tx 3.,

M. A.

I 12' A,

p-12* ---*-

Reinforcement A rea.

A s A's, o.4 4 'in' A u v me.

both shee) are in tension C ompression :

Cc-o.as n (o.ese d k -(o. 8 5)(3)(o.85 xX 12.)

=

2(o.oi y Te.n si o n.

T*- As fy(4o)

= (c.44)

T, I 7. la k ors

&$=

Lv ( 2 - x) 40 (2-x) 4 y',

(io-s )

(io-x)

T' A's h 40 (1-x)

O. +4 a

(c o-n) 5 1 7. to (7 -X)

(to-s)

FORM CS-FAC-41

02 6-C 52 5 9-0 I

'"' D-[,

~

Al Franklin Research Center Ol0J o,,,

cy, o,,,

n,,.

o,,,

^ UC,?2lll'Tdis*

RPr NA'l ' h.-

hP r/SI.

T,ti.

D/ESEL ENG8NE /!rcN l u T u g es9 E B ulLDitJG _ WA LL SEC.TWS.

For e ge 1. bci u m C c. = T + T '

17 6

't-17 6 (2-8) 26 01 y =

//o-v) 26.ot x (io-x)., l'7 6 (l o - X )

  • l 1.(o l % ~ Y) 2 bo. I x - 26.oi t* = 2 fl.2. - 35 1 X 4

0-2.6.ot &- 295 31 + 2 II 2.

1.=

295 3 r %"295.3)2 4(2 c oiXzsi.2.)

2. (10.os)
  • t s 295.3 255.4 S201-
g. -
0. 77 in.

0.c

2. G. o ' t s

a 2.6,01 ( O 'I T) 20.02.

oc. s PS 1

=

T'

/7.c (z-=)

(io-v)

n. c. ( 1.- o. n)

(10-c.77)

T' - 2.34 xits O.. o. 85 g -

0 85 (o.77) =

0.65 FORM CS-FRC 81

~

9

026.c525 7-o l

'"' p.7

~ ' "

. J Franklin Research Center o,,,

cy, o,,,

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^ ?.'.". " ",*Wi.[""2.NMis' RA-ppr ' c. MyP gjn r,ti.

DIE SEL ENGWE Gntd

'N tor &'HE. 89ILpitJG _ WhLL CEcT1[AJ_q M = T (d -

/2.) e T ' (2.

a / 2.)

s/74 (10.65)+

2.3 4 ( 2.

. laS)

/6 4 54 + 3.lk

=

T M - / 6 7. 7 2.

.e-mc h

M - l3.9 8
x. f+

Mai,, a.

14.o x f+.

un ve eroet1..s eceia-cur +1 waseran.

Assume A Tko-WAY FLAT PL A7E Ac7 Iou HoRt aanrrt.

SPAtJ 30,[f-VE ATIC#L S FAN 2'2.* k{6.

41I 3rt-D (13 4 3)b'MR'su TINst.+ss, M ctg is TFE.

AS PE R.

Ws-VA'/

3

)ISTRIBUTED M uif-Fetw HE FAC T0REh

  • (0 7b^- 0 'M
  • ) %% 9 V WJ mcb o'T$" L'!2 2.

lt'/g"

f 5. s :.t

%e. fo.l3 -o s'J h) fr:AN I

&c c

c)EL y% f:A wt 0 65' Q r:.;c.c.o)

/ t '//

IOal

%, W-e, IM f.

hLlt.

TxM

'N '1 ' ~ 2 XItv->

u :.

=

( m p a.c.

t j o.e-o wM -

o=uM4 m vpa p-c, e, au k

i m,~us b v.J e Ln:q = f M e

/

3...,

l SC ? ': 7.

Sl.

j FORM CS-FRC.41

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