ML20101T979

Study Rept Criteria for Evaluating & Performing Computerized Piping Analyses of Existing Sys W/Minor Modifications (Applicable for NRC Bulletins IE 79-07 & 79-14)

ML20101T979
Person / Time
Site:	Brunswick
Issue date:	07/28/1989
From:	CAROLINA POWER & LIGHT CO.
To:
Shared Package
ML20101T966	List: ML20101T963 ML20101T979
References
7865.007-S-M-02, 7865.007-S-M-020-R02, 7865.007-S-M-2, 7865.007-S-M-20-R2, IEB-79-07, IEB-79-14, IEB-79-7, NUDOCS 9207220138
Download: ML20101T979 (159)

Text

>

']

ATTACHMENT 2 -

-i 4

CAROLINA POWER & LIGHT COMPANY :

STUDY REPORT.

. REPORT NO. 7865.007 S M-020 -

"CRITEHl'A FOR EVALUATING AND PERFORMING '

- COMPUTERIZING PlPING ANALYSES L OF EXISTING SYSTEMS WITH MINOR MODIFICATIONS-- -

(Applicable for NRC Dulletins'lE 79-07 and 7914) -

1 i

. s l:=_

i i

L.

+-

I 9207220138 920716-i.--

PDR. ADOCK 05000324:

• G PDR-

. .....-._,.~....._-_.._...,u:-,,_-...._-.~.-

J.

?

CAROLINA POWER & LIGHT COMPANY BRUNSWICK STEAN ELECTRIC PLANT SOUTEPORT, NC STUDY REPORT CRITERIA FOR EVALUATING AND PERFORMING COMPUTERIIED PIPING ANALYSES OF EXISTING SYSTEMS WITE MINOR MODIFICATIONS (Applicable _for NRC Bulletins IE 79-07-and 79-14) for ,

CAROLINA POWER AND LIGHT COMPANY ,

BRUNSWICK STEAM ELECTRIC PLANT UNITS 1 AND 2' SAFETY RELATED REPORT NO. 7865.007-5-M-020 REVISION No. L_

PREPARED BY: 7~ mN DATE:

Sh/[A9 CHECKED BY .5 b b .!' DATE: 4 - 2 7-df RECOMMENDED BY: 7M DATE t G - E~l-B 9 (PTG LEAD)

APPROVED BY NhYhd DATE: 7 S/N' (PRINCIPAL ENGINEER)

ei I

j I

1 UNITED ENGINEERS & CONSTRUCTORS INC.-

30 SOUTH- 17TH STREET PHILADELPHIA, PENNSYLVANIA 19101 STUDY REPORT CRITERIA FOR' EVALUATING AND PF.RFORMING COMPtTTERIZED PIPING ANALYSES OF EXISTING SYSTEMS WITH MINOR MODIFICATIONS (Applicable for NRC Bulletins IE 79-07 and 79-14) for CAROLINA POWER & LICHT COMPANY BRUNSWICK STEAM ELECTRIC PLANT

• UNITS 1 AND 2 SAFETT PELATED REPORT No. 7865.007-5-M-020 RIVISIONS REV. Doct;i:'.NT INDEPENDENT i QA SDE PEM/PM CP&L APPR.

NO. DATE PREPARER RIVIEW RIVIEV REVIEW APPkOVAL LETTER NO.

0 5'II'b5 W' h' W YYY G~352'O 1 3~ @87

• N - 8 [ -

j 3

E Report No. 7865.007-5-M.020 Rev. 2 Page i t

LIST OF EFFECTIVE PAGES l

PAGE R EVISION i 2 11 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 2 10 2 11 2 12 2 13 2 g

14 2 15 2 16 2 17  ?

18 2 19 2 20 2 21 2 22 2 23 2 24 2 25 2 26 2 27 2 28 2

Report No. 7865.007-S.M-020 >

Rev. 2 Page 111 CONTENTS (Continued)

Pa ge 7.5 S e i sm i c An a l y s i s . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21- 2 3 7.5.1 Modal Res pons e Spec tra Method . . . . . . . . . . . . . . . . . . . . . . . . . . . 21-2 3 7.5.2 Se i smi c Anc ho r D i s pl a ceme nts ( SAD) . . . . . . . . . . . . . . . . .. . . . . . . . . 2 3

'6. Fl ow T ra n s i e n t An al ys i s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ? 4 7.7 Structu ral (PAD & TAD) Displacement Analysis. . . . . . . . . . . . . . . 24 7.8 Fa t i gu e An a l y s i s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 4 7.9 O t h e r An a l y s e s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 5 - 2 6 1 7.9.1 P i p e R u p t u re An a l ys i s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . 2 5 7.9.2 W i n d L o a d An a l y s i s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 5 8.0 LOADING COMBIN ATIONS AND

SUMMARY

OF RESULTS. . . . . . . . . . . . . . . . 26 I 8.1 Loa d i n g Combi n a ti o ns . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 6 8.2 Equi pmen t a nd Compo nen t loa d s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26 9.0 DOCUMENTATION RE QU IREMENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27

10.0 REFERENCES

.............................................. 27-28 Appendix A - Load Combination, Stress Limits and Stress Summary Tables Appendix B - UE&C Piping System Reconciliation Tolerances Appendix C - Justification of Acceptance Tolerances For Snubber and Strut Orientations

/

Appendix 0 - Stress Analysis Study Reports Appendix E - Clarification of Various Code Requirements and Procedures Appendix F - Tabulation ADLPIPE Inputs for Common Inline 1 Components Appendix G - Design Guideline for Evaluating Local Stress at Welded Attachments i

I

a Report No. 7865.007-5-M-020 Rev. 2 Page 1 1.0 PURPOSE

'The purpose of this criteria document is to provide guidance and document original United design criteria for the various tasks encountered in computerized piping analysis on existing systems with minor t.:odifications.for the CP&L Brunswick I, 2 Plants. This criteria document was originally generated by UE&C but has been adopted by CP&L for internal use. Revisions beginning with Rev. 2 are the  ?-

responsibility of CPAL. This criteria document may be used for minor modifications as defined in Section 2.0, of Definitions. This criteria document ircludes general guidelines dealing only with linear elastic analysis of piping systems that meet the code of record, USAS B31.1 Power Piping Code 1967 (material properties and allowable stress limits were used from later code editions when not available in the code of record).

This document presents methods for determining the adequacy of piping systems subjected to both static and dynamic loadings. The overall coverage includes the following items:

Selection of an appropriate computer program to perform the 0

desired analysis .

O Proper construction of a mathematical model which adequately represents.the piping system under consideration 0 Application of all loads required to meet the imposed design requirements 0 Actual performance or execution cf the analysis to obtain piping responses, such as reaction loads displacements and stresses.

0 Evaluation of analysis results ?: assess validity and applicability 0 Documentation of analysis results Although it is discussed briefly in Section 3 this document dras not directly provide guidance for determining the. type of analysis to be per fonned. Nor does it deal directly with any specific computer program. The procedures presented herein are general in nature and apply to all types of computer analysis programs. It is the responsibility of the analyst to determine their proper utilization.

1

-Report No. 7865.007-S-N-020

~

Rev. 2J Page 2:

Deviations from guidelines _ contained in this document are permissible' providing that the following conditions- are satisfied:>

1.1 Approvals for the= deviation (s) have been obtained from the PTG g Principal Engineer.

1.2 Adequate justification for the deviation (t) has been demonstrated.

1.3 The deviation has been fully documented as part of the piping.

2. .

analysis calculation package.

1.4 All cogniza'nt parties have been infonned-of the ~ deviation (s).

Further -guidance in pr ?ormance of reanalysis for the piping turnover project _ should be obte ud frnm PTG-10,1 Brunswick Piping / Support.

Analysis Issues.

2.0 DEFINITIONS The - following are additional . definitions' of terms 'and acron used in conjunction with Procedure CPL-GMEOP-0000-(Ref.'  : 12)yms,to be 2.1 SHALL is used to-indicate that a ' provision is mandatory. ,

4 2.2 SHOULO is used to indicate-that a provision is not mandatory but reconenended as gbod practice.

2.3 MAY is used to indicate that a. provision is optional.

2.4 PIPE SUPPORTS are defined as those hardware components used in a piping ; system to support the pipe and; transmit deadweight, seismic, and transient loads to foundations, floors . walls, and .

'other supporting structures.=

2.5 P!PE RUPTURE RESTRAINTS are defined as those hardware devices = and-components. specifically designed and located to prevent uncontrolled motion of pipe- segnents.

~

2.6 -' ANCHORS are devices which provide full restraint (i.e., permitting neither translational nor rotationalfmovement'of,the pipe on any of the three reference a::es), g- 2 2.7 - HANGERS are supports from which piping is suspended from a -_ .

- structure, etc..- and which function by carrying the piping load in tension.

2.8 CONSTANT-SPRING HANGERS.are-those hangers which-provide a constant supporting force: for piping throughout their full' ranne of vertical expansion and contraction.

2.9 VARIABLE. SPRING HANGERS are those hangers which provide a varying supporting force proportional to spring deflection.

L ,

I- 1 l

l

}

o Report No.- 7865.007-5-M-020 Rev. 2' l

Page 3 l-2.10 PINNED HANGERS or BLOCKED HANGERS'are terms describing the _ hanger condition in.which piping-deadweight loads are reacted through the bodies of pipe hangers rather- than; through- the hanger springs.'

Hangers .are placed in this condition with_ devices such as dowel pins or: blocks, and while in this' condition provide essentially rigid support.

2.11 SNUBBERS or -SUPPRESSORS are devices which are activated only by -

dynamic loads and support the: pipe 'during earthquakes and other transient--loadings. . Snubbers offer negligible' resistance: to 1 static loads such as deadweight loads'or thermal loads.

2.12 SUPPORT STIFFNESS refers to the force-deflection relation _ ships of a support. - The term is of ten _ used synonymously with support spring rate.

2.13 LIMIT STOP is a: device which-restricts translationa'i movement to a-limited amount:in one direction-along any single axis..

'2.14 PIPE STIFFNESS refers to the force-deflection relationships of'a -

segment of pipe. Both the' pipes physical. and material' properties.

and the-method of support are factors in determining pipe _- ,

stiffness, ,

2.15 SECTION MODULUS pertains to the cross section of a-pipe-(or beam). The section modulus with respect to either principal axis is the moment of-inertia with respect to that-axis' divided by the distance from that axis to the extreme fiber of the section. ' g For a pipe section, the section modulus- is- the same for both axes.

2.16 IN-LINE COMPONENTS' are any devices other than pipe.sepents which may be included in the piping system. . Examples of in-line-components are ~ flow meters, strainers, valves, and - flanges.

2.17 N00E POINT or JOINT is a_ designated and. uniquely numbered location within the piping mathecatical_ model where a-model element connect to other elements or to the model bouldary. Mode points 'arei located within tu modeliby their global' X, Y, and I coordinates which give both distance and -direction from the-origin.

2.18 LUMPED MASS is- a term. associated with dynamic analyses. The mass-of piping and in-line components may be represented by _

appropriately concentrating .its__ mass !at discrete' points -(i.e. node points) within the mathematica1' model;-_hence, lumped mass.

= _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ .__ _ _. J

Report No. 7865.007-5-M-020 1 Rev. 2 Page 4 2.19 PAD is an acrong for Pressure Anchor Displacements and refers to ,

the Drywell and Suppression Cham er displacements resulting from 1

internal pressure during test or LOCA conditions.

2.20 TAD is an acrong for Thermal Anchor Displacements and refers to the thermal growth of the Drywell and Suppression Chamber resulting from LOCA conditions.

2.21 SAD is an acronym for Seismic Anchor Displacements and refers to the seismic movement of structures.

2.22 d T is a symbol representing the difference in temperature between an operating condition temperature and ambient temperature.

2.23 MINOR MODIFICATIONS pertain to minor piping deviations such as adding a valve, changing a valve type or weight, relocating a valve or support, adding a new transient load condition, snubber to strut replacements, As-Built deviations and minor piping 2-reroutes.

NOTE: Minor piping reroutes can not be simply defined and require engineering judgement. This judgement should consider practical,,

technical and Licensing consequences of using the original or

• state of the art design techniques or a combination of both.

Extreme caution should be used when combining design techniques, since the result may not be conservative.

2.24 AS-BUILT DEVIATIONS pertain to piping and support locations / orientation of the as installed piping system which differs from the analysis of record piping system.

NOTE: Prior to November 1,1986 the As-Built acceptance tolerance for deviations was as documented on page 66-of Attachment A to j Study Report 7992.068-S-M-028, Rev. O. The only exception is the use of 15 degree orientation tolerance utilized during the snubber '

and strut orientation program in 1981 and 1982. For justification of this 15 degree tolerance refer to APPENDIX C. Subsequent to November 1,1986 the tolerances provided in APPENDIX 8 will be utilized for reconciliation of As-Built deviations.

2.25 Primary Stresses are those stresses associated with sustained loads (ex. pressure and weight) and occasional loads (ex.

earthquake and wind) and capable of direct overstress failures.

2-2.26 Secondary Stresses are those stresses associated with secondary loads (ex. thermal expansion and anchor displacements) and capable of causing fatigue failures.

Report No. 7865.007-5-M-020 Rev. 2 Page S 3.0 SELECTION OF ANALYSIS TYPE Different cla sifications of piping systems may require different types of analy,( .. The analyst shall consult Table 1 and review system piping requirements to determine the type of analysis required. Analyses. shall be performed in accordance with USAS B31.1 Power Piping Code,1967 edition.

4.0 PIPING SYSTEM LOADINGS The typical piping loads defined below shall be considered when a pplica ble:

0 Internal Pipe Pressure O Dead Weight loads for both the normal and test (hydro) conditions 0 Thermal Expansion Loads O Cold Spring Loads O Wind Loads (i.e. Diesel Generator Exhaust piping)

O Seismic Loads 0 Transient Loads (i.e. Main Steam relief valve discharge piping) 0 Anchor Displacements Resulting From - Pressure in the Drywell and Suppression Chamber (PAD) - Thermal expansion of the Drywell and Suppression Chamber (TAD) - Seismic events (SAD)

O Pipe Rupture Loads - The application and combination of the above loads shall be governed by the applicable codes, design specifications and FSAR commitments. (Refer to TABLE Al in APPENDIX A).

5.0 MDDCL CONSTRUCTION AND INPUT DATA PREPARATION 5.1 Analytical Model The following list identif.ies minimum compute; capabilities required to model piping systems:

0 Straight Pipe Elements O Curved Pipe Elements or Elbows 0 Facilities for Specifying Boundary Conditions (i.e. Supports and Anchors) - Displacements and Rotations - Stiffnesses O Lumped Masses 0 Frequency cutof f for modal summation

7 A

Report Nc. 786*.007 5 M 020 Rev. 2 Page 6 a' TABLE 1 E-a'olNG SYSTEM ANALYSIS

~~

5EISMIC TON 5EISMIC ,

l 4 TYPE OF LINE CATEGORY ! (5) CATE.G_0RY I ,

i HOT /COLO (1) HOT COLD (2) HOT (4)/ COLD (2)

Larger- 2" Larger 2" l ALL 4 Than- and Than and Sizes 2" Smaller 2" Smaller >

i

-*- alysis Detailed Detailed - . Detailed Detailed- Detailed l

! Computer Compu ter Compu ter

! riethod Compu ter Computer j 1 or or or +

i Other Other Ot he r --

Design Design Design  ;

(3).'.

! (3)' (3)

Techniques

! fechniques Techniques i t .  !

I Notes to Table 1: (1) HOT LINES ara defined as > 170F. for carbon steel i

! (dT=100F.) and 150F. for stainless' steel and' l

coppernickel'(dT=80F.). This -temperature is a general -

rule and each line should be reviewed against its ,

systen piping design requirements for determination of  ;

l usage.- -

i. . -

(2) COLD LINES do not require Thernet analysis 'if penetrations, equipment nortles, enchor displacements- '

I or other conditions -do' not-require evaluation. A fleobility check should be perfomed however, and the.

- miniwn' distance to the first rigid support at each gl

' change of-direction should be checked.

(3) OTHER Design Techniques inc19de; Static Seismic Analysis, Simplied Computer Analysis, Hand Calculations .

f

' and Design Tables which are not specified in this Criteria Document.:

i

(4) HOT LINES 11arger than 2" Ldiameter .that directly support plant operation. (i.e., Main Steam Extraction Steam,. ,

Feedwater, Condensate, etc., should be analyzed using-detailed computer analysis.nethod.-  ;

Seismic' analysis - should be . performed on itnes whose. I

-(S) failure could cause a flooding concern, to any safety.

system. . Systems origina1Ty analyzed to meet this 2, .

requirement are addressed in the superseded FSAR,- ~~

i coments 5. 33. 5.49, and _10. 43.

s _ _

evt ?tyn'-'pi---e g&t--'y+mw'e 3 g h W S'" 9 re -P'" '

t4 ' % g #- NF4'O*d*Tf'9'gy,,grg.myeys,g-se'-Wg.9-ewrra-*s=mr--i.qy=ves e q wPi g 4 'i+.g'

-.- se g e g 4 y er=Ms-'q'W.y=+g+9. e->sp $

• ee b-sin s. grei e-g4q wA e-i y :-gfMw.',.+-p,.w.'

l e-Report No. 7865.007-5-M.020 Rev. 2 P6ge 7 5.1.1 RecommendedcoordjnateSystem A Cartesian, X-Y-Z, global coordinate system is recomanded. Unless otherwise specified, the horizontal plane should be defined by the (+) X (North) and (+) Z (East) axes, and the upward vertical otrection shall be defined by the (+) Y axis.

In addition to the global system, local coordinate systems are also required in which to define the pipe elements.

Local systems are defined in teres of the global system by a rotation or orientation matrix. The analyst shall become

• familiar with the coordinate system conventions and requirements of his computer program and.take the nocessary -

l steps to ensure correct input specifications and output l

interpretations as af fected by local and global coordinate systems.  !

5.1.2 Model Boundaries and Model Substructurina In general, piping models follow state of the art modeling techniques used prior to the I.E. Bulletins of 1979.

l Models s'1uld only be terminated it full penetrations.

l equipmen nozzles or-other rigid structural anchors. lt ,

Link-seals were generally modeled in the analyses as terminni points with rigid stiffness. UNITED considered Link-seals as three directional translational restraints under the I.E.

Bulletin reanalyses (in the original thermal analyses, link seals were considered as 6-way restraints).

Link-seal axial and radial loads should be evaluated based on the capar.ities of calculation sets 9527-8-SS-90-F, Rev. O and 9527-8-SS-91-F, Revision O.

For large piping systems whose modeling requirements exceed computer program capacities, the following decoupling techniques shall be utilized:

0 Overlapping of main line runs should be avoided.

Approval of the PTG Principal Engineer shall be obtained g if main run overlap-is used on reanalysis. Al though l some small bore piping lines considered main line

' overlapping, it should be avoided (see Study Report 7992.001-S-N-037. Rev. 0).

O Branch lines may be decoupled from main lines when the ratio of the branch line section modulus to the main l l line section modulus is less than or equal to 0.05 or I i

! when the ratio of moments of inertia is less than or  ?- l equal to 0.04.

l l l l '

E - -

d Report No. 7865.007-5-H-020

Rev. 2 Page 8 L

l 5.1.2 Model Boundaries and Model substructurinj (Continued) l This c iterion considers the forces and moments which would otherwise be calculated for the branch connection are of such small magnitude that insignificant stresses would_ be imposed on the main run piping. However, for the subsequent analyses of the branch piping, the displacemants experienced by the main run at the branch connection shall be superimposed on the branch piping as anchor displacements. Seismic displacements are ' considered to be neg).igible and- are not analyted for the. branch piping. :For the branch piping, the connection to the main run is analyzed as an anchor. The envelope of the applicable building A.R.S.-of the branch piping used and the main run A.R.S.- for the branch connection elevation were' used for the branch piping..

0 in United analyses main lines were decoupled from the branch runs:(when not meeting the decoupling criteria) by extenMng the main line model to include branch piping ei.a -supports which provide restraining actions in at least two x-x, two y-y, and one z r direction (where x-x, y-y and z-z are local piping directions with z *;

being parallel to the piping centerline).-- Likewise, the branch run piping was decoupled from the main line mbdel by extending the branch model into the main line piping g (in both directions at Tees) to include the same; restraining action presensed above for ':a main:11ne model. Stresses, deflections, and support loads for the main line and branch were determined for the model elements representing them.--- More specifically. results for the main line piping were obtained from a;moaal of the main line and results for the branch piping were

-obtained' from t. model of the branch. Pipe stresses in this region were checked against the~ appropriate-allowables.

Study' Report 7992.001-5 M-037, " Evaluation of Overlap Zones",

should be used for guidance in evaluating piping not meeting dec:wpling criteria.

5.2 Computer Program Selection .

5.2.1 program capabilities The piping system and' its loading conditionsishall-' be properly simulated by the mathematical model; and the computer program beinglused.

_____ _ _ _ _ _ = - _ _ - - TL - ~_  : U

l i

Roport No. 7865.007 5-M-02C Rev. 2 Page 9 When $slecting an apprcpriate program,_ the program's capabilities must be matched to the problem reoutrements.

Following is a list of items whic5 must be considered:

0 Static capabilities 0

Dynamic capabilities 0 Time History capabilities O Problem Size capacity 0 Use of output

- Preliminary design

- Design Verification 0 Decit ic Code Requirerents Flexibility Factors .

- Stress Intensification Factors ,

O Load Acconinodation

- Pressure loads

- Thermal loads

- Mechanical loads, concentratt and distributed 0 Special Boundary'Cnnditions 5.2.2 C_opjuter, o Program Veri *1 cation Requiremen,ts_

All piping analysis computer programs shall ba QA-verified. . Programs used by UNITED were Q.A. verified in accordance with UE&C Procedur7 GEDP-0044 5.2.3 Programs Used For Stress Aylysis

- A_0LP!PE A static and dynamic pipe design and stress hnalysis program developed by Arthur D. Little, Inc., and -

modified by UE&C. It was used for Thermal . Deadweight and Seismic reanalysis for the NRC Bulletins 79-07 and 79-14 This program provides elastic analyses of piping systems in accordance with the requirements of ASME III, Class 2 & 3 and ANSI B31.1. Features within the program enable AOL to snalyte the effects of the following:

O Pressure o- Deadweight

Report No. 7865.007-S N-020 Rev. 2 Page 10 O Thermal O Externally applied Forces and Moments 4

0 Statically appiled Equivalent Seismic Loads O Anchor Displacements <

O Seismic Response Spectra ADLPIPE D or ADLPIPE, as opposed ~ to ADLPIPE 2, has the same capabilities as th?se described above and accomodates ASME j 111 Class 1 pipes in addition to Class 2 and 3.-_ .(This-  ;

version of AOLPIPE may also be.utt11 red through computer- J service vendors).. j l

AOLPIPE E - Has equivalent features to AOLP!PE 0. This1 Eersl'on of ADLP!PE may be utilized on-the-Suniorkstution.- A.

MEL A static piping flexibility analysis program I devilliped by Machinery Laboratory and/or the Mare Island.$lte- I of ~ the San Fransicso Bay Naval Shipyard. . It-was used for 'j the original Therfral and Deadweight analysis prior to the.NRC i 1.E. Bulletins 79-07 and 79-14. -This program provides .'  :

elastic analyses of piping systems in accordance with the requirements of.USAS 8?1.1 Piping Code. Features within the program enable MEL-40 to analyze the effects of the following. - .

O Pressure .;

O '

Deadweight

" Thermal expansion 0 Externally appliad forces and moments-NOPIPE - A static and'dynamicipipe design and stress analysis program developed by Nuclear Services Corporation, -,

It was used:for time-history transient analysis of the '

Mainsteam S.R.V. discharge _ lines forithe. Torus Mark !: ~

mod t fica tion. program. This program provides elastic analysis-of piping systems in accordance With-the. requirements'of: ASME-

!!! Class 24 3 and AN$1831.1 Piping Code. Features mitnin #

the program enable NUPIPE _ to analyze the effects of the following; O Pressure 0 Deadweight 0 Thermal ,;

O Externally applied forces and moments O Seismic' response spectra  ;

o - Time-his tory i .

,__m._

1 .-

y m,e o, ..-cd -.g,*w. -,v,3,y., .e. w-, y- a.,,o , , ...sy-. -,3-fg ,,.e- ge,w,4,+ , . . c.e v _. ,,ww--.. u44---- ,e-y,. e.,-,, +.,,re.,ye . - s- m 9-,,+s.m-

a Report No. 7865.007 5-M-020 Rev. 2 Page 11 5.3 Model input, All piping model input must be compiled from documented sources such as specifications, standards, piping isometrics, and/or other suitabla drawings.

5.3.1 Node point t.ocations in order to properly define the piping system and to obtain desired output, node points should be located at the following locations:

0 At all anchor points 0 At all branch to run intersection points 0 At all directional changes O At all points where concentrated loads are applied 0 At all changes in pipe size 0 At all tuperature changes ,

O At -all discontinuities 0 At all restraint points 0 At any point where output information is desired 1 5.3.2 De, fining in-l.ine Components Typical in-line components include the following:

0 Valves '

O Flanges 0

Strainers O Socket Weld Fittings

____1_--___________

6 Report No. 7865.007-S.M.020 Rev. 2 Page 12  ;

The analyst should include the required elements in the mathematical model to represent the stiffness and mass l properties of in-line components. Acceptable ADLp!PE modeling techniques-for socket Weld elbows are given in 2 Appendix F. Vendor valve data should be used when l available. The valve operator frequency of motor / air operated valves involved in plant modifications should be  !

requested from the vendors. When vendor frequency data :is l not available the valve oper; tor drawing-should be reviewed i to existing plant drawings for similarity (see Study Report l 7992.001-5 H.032. Valve Operator Frequency?. The original guidelines for modeling of valve operators are as follows:

0 The valve operator and superstructure ~should be simulated such that the fundamental frequency is greater than-or equal to 20 bz to avoid artificial operator excitations from being~ induced to the piping system.-

0 The valve bodies, strainers .and- flanges may be simulated ty a piping element with a diameter of 1.5 times the l nominal piping diameter and a thickness equal to 2.0- 1 times the nominal piping wall thickness, .

0 Masses of valves, valve operators, and other componehts should be lumped at their appropriate centroids, either )

using vendor drawings or catalogue information. (See 1 Study Report 7992.001-5 M-031 " Evaluation of Valve : 2 Input Data used for Computerized. Piping- AnalyHs of ExistingSystems.")

0 Acceleration ~ of Class:! A and'18 active valves in all- y analyzed safety related lines shall be-calculated and compared with allowable accelerations of 3.0g .(Horiz,) '

and 2.0g (Vert.) unless otherwise specified.

5.3.3 Modeling of supports land Restraints Supports and restraints are modeled with zero gaps unless designed to specifically consider a gapiother than the-nominal (i.e. one-sixteenth of an . inch).

Supports and1 restraints:are modeled with representative =

typical- support stiffnees. The stiffness value set used under the I.E. Bulletin reanalyses (higher values) changed from the

-original analyses-(Lower values) due to modeling technioue changes over the time span. The -range.of-stiffness values are given in the following= table:-

l L .

l-I

A Report No. 7865.007-5-M 020 Rev. 2 Page 13 Pipe Site Stiffness pjom.Dia.) (1b/in) up to 2" 104 or 10 5 2-1/2" to 6" 105 or 106 )

8" and up 10 6 or 10 7 l

Note: When reanalyzing existing lines, the stress analyst should use the same stiffness value set as incorporated in the previous analysis (eixing of higher and lower stiffness sets should be avoided). The stress analyst may use actual support stiffness if used consistently throaghout the i

analysis model. Close coordinattor with the pipe support I designer is required. Support stiffness used that are different from generic stiffness should be identified on the i support load summary sheet transmittal.

5.3.4 Mo_deling targe Curved Pipe Sections .

Curved pipe elements shall be used to model curved pipes Yith large bend radii (greater than 1.5 nominal pipe diameters) when the program being used can accommodate them. Large tend radius curved pipes are those which have stress intensification factors no greater than those given fur straight pipes in USAS B31.1 Codes (i.e. - not S.I.F. of l el bows ) . Alternately, such large curved pipes shall be modeled, in lieu of curved pipe elements, with straight pipe elements in the following manner:

0 Straight pipe segments shall be placed at all node points along the curved piping run, including nodes at concentrated mass and support locations. The straight pipe sections shall be tangent to the curved pipe at these node points.

O Additional node points shall be added at the intersections. of the straight pipe segments tangent to the curved piping run.

O The mass lumping distance on straight pipe segments used to simulate large- bend radius, curved piping shall be governed by the techniques and procedures given ir.

Subsection 5.3.5.

N -_---..___-.--------a.-i---x-:-i. .:---s---------

Report No. 7b65.007 5.M.020 Rev. 2 page 14 5.3.5 Modeling for Dynam3 Analysis The piping system shall be represented by an appropriate structural model constructed of lumped masses and sections of straight and/or curved members having the same mass and stiffness properties as the pipe. All in-line components and supporting members shall be represented. As a gene-al rule, messes may be lumped such that the total number of degrees of freedom shall be equal to or greater than twice the number of modes with frequencies less than 20 Hz. (Note: Original .,

analysis cut off at 20 Hr.; however, analysis for new designs 2 or modification work wculd use 33 Hz cutoff and correct for missing mass.)

Lumped masses should be placed along piping runs according to the guidelines used under the I.E. Bulletin reanalyses (Note, the use of computer program automatic lumping option may place lump masses at support locations without proper lump mass distribution) as follows:

a) For 20hz analyses the maximum distance, L, between mass lumps representing the pipe should not exceed the-following (Ref. 5): ,

L= 9.2 3

'0 t I/4

'W L = Length between lumped masses in feet 0 = Outside diameter of pipe in inches t = Pipe wall thickness in inches W = Unit weight of pipe including water, insulation, and any other relevant weight in pounds per foot r.

b) For 'J3hz analyses the maximum distance, L, between mass lumps representing the pipe should not exceed the following:

I /4 L= /2 " L L = Length between lumped masses in feet. 2 f = frequency Hz E = Youngs modulus ga gravitational acceleration

Report No. 7865.007.S.M 020 Rev. 2 Page 15 W= weight of pipe 1b/f t I a Moment of inertia c) Deviations from the length, L., as determined above are permissible providing that the effects are not significant to the system qualification. Any deviations

, in the maximum L used should be documented in the g calculation.

d) Masses should be lumped in the proper locations to represent in-line components.

e) Tnere should be at least one lumped mass between anty two restraints.

For those cases for which a -single mass is suf ficient, that mass shall be lumped in approximately the central third of the span.

For spans requiring more than one mass, judgement shall be exercised in locating masses at adequate distances from toe supports. ,

f) Deviations from the above guideline (d) are permissible a for short, stiff spans which have fundamental frequencies lying in the rigid range (greater than 20 Hz.) and are bounded by flexible spans. For these members, mass lumps may be omitted. However, the masses of such elements shall be included in the mass lumps of adjacent spans.

g) Valve motor and/or air operator masses shall be lumped in their proper offset locations.

h) Masses should be lumped at piping direction changes, except in those cases where the elbow and adjacent pipe are supported in such a manner that the pipe is effectively anchored.

1) Masses should not be lumped at rigidly restrained points in-the direction of the restraint.

5.3.6 StressIntemificationiactors The analyst shall verify that the appropriate stress intensification-factors are properly utilized in the stress cal.culations -for all piping components including elbows, branches, tees, and in' general, all in-line components.

Where branch piping has been decoupled at branch connections and tees. the appropriate stress intensification factors l shall be used as if these sections were not decoupled.

4

Report No. 7865. 007- S-M- 020 Rev. 2 Page 16 Stress intensification factors (1) shall be used from the code of record USAS B31.1. 1967 Primary stresses considered a twenty-five percent reduction in stress intensification factor (.75 i), but .751 shall never be taken as less than 1.0 (Reference 7). The permissible piping stress equations for secondary and primary stress calculations with their stress intensification factors are as follows:

2 Secondary or Expansion Stress (SE) = (iMx)2+(iMy)2,gr}1/2 I

where Mx and My are bending moments and Mz is torsional moment.

(67 code) l2 Primary or Additive Stress (Sp) = .751 (Mx2 + My2 ,gz2 )1/2 -

I where .751 shall never be taken as less than 1.0. (73 code) {2 Note, the equation for pressure stress is from the code of record USAS B31.1. 1967. Also, note that the use of alternate equations for Pressure, Secondary and Primary stresses which result in conservative stresses are acceptable. ,

6.0 INPUT AND OUTPUT DATA CHECKS AND MODEL VERIFICATION To insure accuracy, the following input items shall be checked when applicable:

0 Geometry of the- following -items

- Structural node points  !

- Mass points

- Anchor locations Restraint locations

- Intersection points-Origin of global coordinate system

- Coordinates of terminal points (closure) l 6 .. .. . . . . . . . . . . . . .. . . . .

J Report No. 7865.007 5-M 020 Rev. 2 Page 17 0 Piping Physical Properties

- Length

- Bend Radius

- Inside and outside pipe diameter

- Pipe Wall thickness

- Weight per length 0 Element Material Properties

- Modulus of Elasticity, E

- Shear Modulus, G

- Poisson's Ratio,

- Coef ficient of Thermal Expansion, .

O Boundary Conditions ,

- External springs

- Anchors

- Specified displacements

- Boundary stiffness matrices

- Decoupled and Overlapped Boundarius 0 Applied Loads

- Loaded joints

- Direction of loads

- Magnitude of loads

- Temperature changes

- Gravitational acceleration

- Concentrated weights

- Force time histories

- External reaction forces l

9 Report No. 7865.007-S-N-020 Rev. 2  ;

Page 18 In addition to input data checks, computer results shall be checked as thoro 1ghly as possible, j i

I The output items listed below shall be checked when applicable:

0 Direction and Magnitude of the following:

- Reaction Forces

- Resulting Displacements

- Resulting Stresses

- Thermal Expansion  ;

O Dynamic Behavior Frequencies

- Mode Shapes 6.1 STUDY REPORTS .

The Study Reports listed in Reference Section 10 and Appendix O were l2 created to (1) document / justify the inputs utilized in past analyses, (2) provide a documented source of analysis inputs to allow for the future review of completed analyses and -(3) document acceptable approacher to evaluating items not previously addressed when reviewing existing analyses or performing future analyses. 2.

7.0 PIP!NG LOAD ANALYSES After completion and verification of the mathematical model, the following procedures shall be used to perform the indicated analyses, 7.1 Internal Pressure Analysis 1.ongitudinal membrane pressure stress shall be calculated according to the equations given in the applicable code. Consideration shall be given to the .following pressure levels as applicable:

0 Design Pressura - as specified in system piping requirements O Maximum or peak pressure.- as set by over-pressure safety relief devices 0 Test Pressure - as specified in system piping requirements Nominal pipe wall thicknesses and diameters shall be used in code calculations.

at l Report No. 7865.007-5-M-020 Rev. 2 Page 19 7.2 Deadweight ~

Analysis  !

l Using system piping design requirements and indicated support  !

locations, the analyst-shall perform the complete deadweight analysis through a multi-step process. Each successive step in the process is added, as required, to design pipe hangers consistert with the normal operating condition parameters .and to provide worst case support loads and pipe stresses resulting from deadweight. The procedure outlined below shall be followed:..

Normal Operating Condition a) Remove spring stiffness at_ snubbers-b) Represent-all hangers and remaining supports by veryl stiff '  ;

springs. as given in subsection 5.3.3  ;

c) Specify. weights of piping.. components and their_ respective I contents and insulation to agree with the normal . operating  ;

condition. (See Study Reports M-031 M-036, and M-041) 2.

d)- Apply a one (1) "g" downward load to-entire piping system model e)

Use resulting)tohanger displacements properly reactions size spring .(along hangers with~ thermal ,;

NOTE: For reanalysis, actual spring' stiffness l should be used in -

lieu of steps a & b to miaimize field changes.

Hydro Tes,t Condition a) Include-items a,- b, and d from above b) Specify weights of piping, components and their respective contents and insulation to agree with the hydrostatic test'(or l hydro)' condition Thermal Uplif t Condition.

a) Identify those conditions 'in which thermal- expansion 'may. relieve-piping support reactions produced-by deadweight.

b) Analyze pipe- for both cold and hot deadweight 1 conditions. ,

7.3 Thermal' Analysis All-operating thermal transients shall be investigaten and the. worst case-transient (s) shall;be selected for analysis. :The followingu -

items- apply to thermal an:1yses: . _

0 Material moc. it (i.e.,- E and G) shailibe consistentiwith pipe temperature _for-expansion or contraction (EH) for support loads and . room temperature: (EC) for pipe stress.:

6.,.1 4 . . , - , , ,,p-,, cry--... - , ,3 n t-v + - c o +.+4 -..y- - . , w i v_r ,-.r e ,,,,,,c+y.,,,w . , w .r w r.., w w . w ,. ,-..e,- e+ +e #-rw.,,-,- .+v'-e + -r e w. c

1 1

Report No. 7865,007-$.M0020 i Rev. 2 Page 20

+

0 The mean coef ficient of thermal expansion shall be specified.

O The nominal pipe wall thickness shall be used.

O Thermal anchor displaC; ment shall be incorporated.

O Snubbers and spring hangers shall bo inactive in the model.

All other supports and restraints shall be represented by appropriate springs and boundary conditions.

Note: When performing stress analysis the analyst should consider replacement of snubbers having less than a sixteenth of an inch axial thermal movement using a rigid restraint (with approval of client).

When using as-built spring settings, the force input should be the

" HOT load" spring setting urless noted otherwise on the load data 2 sheet.

0 O Ambient temperature of 70 F shall be assumed. When operating temperatures are higher and lower than ambient, the support design sr.all consider independently the loads from the higher and lower operating temperature ranges of the system, so aJ to avoid overly conservative support design loads. ,

Note: In some cases a temperature lower than 700 F was not used in the computation of stresses due to the judgement of conservatism in the thermal analysis (Reference 8). When reanalyzing existing lines this lower temperature case should be included in the stress range computation.

7.4 Cold, Spring Analysis Thermal analysis techniques shall M employed to simulate the cold sprf ng condition. The data contained in the following table are presented to simulate either a " cut short" (shortened pipe section) or " cut long" (lengthened pipe section) sepent of pipe with cut of length t.:

Type of cold Coef fict 'nt of thermal T

__ spring expansion (in/inoF) _

(oF) cut short 1000. X 10 6 -1000e cut long 1000. X 10-6 1000.

Piping systems containing a cut short or cut long spring shall be analyzed .for both the cold and hot conditions as specified below:

Cold _

0 Cold material modulit shall be used 0 Thermal properties are specified only for the " cut short' or " cut long" elements (Sce above table).

4 i

j Report No. 7965.007 5-M-020

Rev. 2 Page 21

Hot i i

0 h Hot material modulii shall be used 0 Actual _ thermal anchor displacements are specified _lf -

a pplica ble 0 Actual thermal properties consistent with the condition under study are specified:for all pipe segments except. l forl the " cut short" or " cut long" elements which utilize l

- the data from the above table. I

.l The thermal stress range exper_ienced by any particular pipe segment is unaffected by the _ presence of a " cut short" or " cut long" condition.

The range shall be detdrmined from the cold and hot condition analyses just described or the range shall be determined from a. -

I thermal expansion-analysis employing _ the system's original configuration with no regard' to the cut.- .l No credit for. cold spring is allowed with regard to _ pipe stress. A reduced reaction load credit for cold spring is , ,

allowed in the calculation of force and moments.. acting on equipment in accordance with USAS B31.1.1967 Power Piping Code.

7.5 Seismic Analysis When performing seismic analyses, the analyst shall select either ;he Modal Respenst Spectra method (Detailed Computer) or an appropriate Other-Design "echnique. '(The analyst should consult pig-10 prior to choosing a reanalysis technique to ensure that: project guidelines are met. For example, PTG-10 allows additional techniques such as multilevel response spectra analysis while invoking _ additional- 2 requirements such as minimum mest participation percentages.) The +

analyst shall consult Table F, Section 3 of this criteria document to detemine the method requirea for any particular piping system.-

7 f.1 Modal ~ Response Spectra Method The following procedure shall be . employed 'to perform'the modal analysis:

0 Ensure-that all active supports (snubbers and_rigids) ,

are represented

0 Include number of modes to a system frequency.cutof f of

-20 Hz with_no_" missing mass" correct'on considered.

Caution: Analyst should not remove seismic supports when'

' reanalyzing existing system using 20 Hz criteria.

~ -

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

Report No. /Btis.0015.M.020 Rev.2 Page 22 0 Determine earthquake level to be analyzed, i.e., OBE and OBE loads and stresses. For horizontal DBE either an analysis using the DBE response spectra curves m6y be used or a f actor of 2.0 times OBE may be conservatively used if no DBE curves exist. A factor of less than 2.0 but greater than or equal to 1.2 may be used based on a comparisen of DBE to OBE response spectra curves for the specific structure and elevation (Ref. 6 & 11).

0 Develop envelope ARS from the individual support's AR$. An envelope shall be generated for each u? three mutually perpendicular directions corresponding to the X, Y, Z, coordinate system.

ine envelope must be developed such that the envelope i

acceleration is equal to or exceeds each individual support's acceleration in any of the three coordinate directions for all frequencies. While identifying the -

individual support A.R.S., if a specific A.R.S. is not available at the support elevation an envelope of the higher and lower response spectra elevation curves of ,

the piping system should be used. An interpolated response spectra curve is acceptable for reduced

• conservatism.

O Use Amplified Response Spectra (ARS) piping curves using 00E with 0.5 percent damping and horizontal ground ecceleration of 0.089, also, DBE with 2.0 percent damping and horizontal ground acceleration of U 16 y for a the specific structure and elevation being evaluated (Ref. 11). Vertical acceleration is 2/3 of horizontal grcund acceleration for OBE and 4/3 of horizontal ground acceleration for DBE, for all structures at all elevations.

O Specify the acceleration level for each sys, . ' frequency for each earthquake direction.

0 DetWine modal inertial forces for each degree of

(

freedom for each mode and for each earthquake direction.

O Apply modal inertiai loads to obtain modal responses, i.e.,_ node displacements, support reactions, and member end body forces and moments.

O Combine modal responses for each earthquake direction by sucrning all modes by the square-root--sum-of-the--

squares (SRSS) method, (References 4 and 6).

O Determine final resultant seismic responses by combining each horizontal direction response (X or Z) with the vertical direction (Y ) by the square-root-of-the-sum-of-the-squares (SRSS) method, and use the worst result of El or E2.

=

.l

l Report No. 7865.007-5-M 020 Rev. 2 l Page 23 l Where. El = ( E: + Ey2 )l/2 l E2 = (Ez2 + Ey )1/2 2 l l

l Note: During the initial phases of the I.E. Bulletins 79-a7 and 79-14 reanalysis the loads were tabulated with a 1.38 seismic multiplication factor. The 1.38 factor was included to conservatively address some NRC concerns utilizing absolute summation versus square root of the i som of the squares summation of modes for a two directional earthquake analysis. The use of this factor was later found not to be required (Reference 9).

l Ar alternate procedure to perform the modal analysis is as follows:

0 Use a response spectra method utilizing the alternate damping criteria of the ASME Code Case N-411. (optional) 1 2 1

l 0 A three-dimensional square root of the sum of the squares (SRSS) earthquake combination will be used in lieu of a two-dimensional SRSS combination, i

0 Regulatory Guide 1.92 modal combinations accounting 'for closely-spaced modes will be used in lieu of a straight SRSS of all modes.

A rigid cutoff frequency of '33 Hz will be used in lieu of 20 Hz.

o Missing mass shall be included 2 l Note: The use of these upgrades for use at the Brunswick Plant, Units 1 and 2 are consistent with design methodology being accepted by the NRC staff for plants currently undergoing licensing review and is acceptable per NRC letter Docket No.

50-325/324 from Mr. Harold R. Denton to Mr. E. E. Utley, dated 8/28/85. The conditions set forth in this letter shall be followed.

l 7.5.2 Seismic Anchor Displacements (SAD)-

Seismic anchor displacements from structures shall be evaluated and used in the analysis unless considered to be insignificant. SAD were analyzed at the drywell and suppression chamber penetrations (see Section 7.7), (Anchor 2 l

l displacements may be obtained from Reference 17.)

i Report No. '.165.007.S.M 020 Rev. 2 Page 24 7,6 Flow Transient Analysis Piping response-to flow transients shall be analyzed by either static or time history mathods. Both methods require the application of piping reaction forces at elbows and at other locations where flow obstructions exist. Piping systems reanalyzed during the Piping ,

Turnover Program will only consider transients previously run by 2.

United Engineers.

Examples of flow transients include the following:

0 Steamhanener  !

O I Waterhammer i O Safety Valve Discharge If the piping response to a flow transient is to be determined by static methods, a dynamic lo&J factor (DLF) shall--be included by applyina all-transient reaction forces to the system with a OLT of 2.0. j 1

(Although not used on Brunswick, t.ower 01.F values can be utilized if l substantiated by Analyses.) ,

In lieu of static approaches, time history met 90ds may be used. Io perform a time history analysis, the analyst shall apply time hist.ory 4 forcing functions to a representative mathematical model utilizing such programs as AOLPIPE, NUPIPE or STARDYNE..

Analyses of relief valve- blowdown lines' were performed using General Electric Co. supplied blowdown forcing functions. 2 7.7 (PAD & TAD) Displacement Analysis Static displacement analyses shall be performed for those piping systems connected to the Drywell and Suppression Chamber or to 2.

equipment nozzles which experience motion from internal pressure.or thermal loads. (Ref. -10,17, and 21).

The analyst shall impose the appropriate displacement on the-piping system and combine the resulting stresses with others according to the requirements of Appendix A. Table A1.

7 7.8 Fatigue Analysis Fatigue analysis per USAS B31.1,1%7 code is- considered in the determination of the stress reduction factor (f) for cyclic-conditions in Para. 102.3.2 (c).

t.-y- sy' y w y re--y <ey==tre=N<+g ermey .w wm >ewn--viv w/p% 4g 3.--p'w" mi! r

'4e'vey> 1r' y .y y- og*=w' wng-- g *r* 5- egg M w? gY -* u'+g7n'P-- WW y eiv-g-T-'4g er

? rw

J Report No. 7865.007-5.M 020 Rev. 2 Page 25 7.9 Other Analyses 7.9.1 Pipe Rupture Analysis Automatic isolation valves in systems connected to the reactor coolant pressure boundary system, and located outside the primary containment, are protected by pipe whip restraints downstream to insure the integrity and operability of the valve. This will prevent an uncontrolled loss of coolant outside the primary containment and subsequent release in excess of the limits of 10 CFR 100 For those portions of piping extending from the penetration to the l first outside isolation valve, pipe breaks need not be postulated provided such piping is conservatively stressed ard restrained beyond the valve such that, in the event of a postulated pipe break outside containment, the transmitted pipe loads will neither impair the operability of the valve nor the integrity of the piping or the containment penetration. In order to meet this criteria the Lnadina

_ combinations and the stress limits of Accendix A. Tablo Al must be maintainet ( A terminal end of such piping is ,

considered to originate at the pipe whip restraint location.)

7.9.2 Wind load Analysis pipe Systems exposed to atmospheric conditions are analyzed for wind effect utilizing an approach that is similar to ASCE Paper No. 3269, 1 %1.

Shielding effects by other structures are not considered in this analysis.

A uniformly distributed load in the horizontal (North-South and East-West) direction is applied to the piping that is exposed to wind. The magnitude of this uniform load is generated on the basis of a wind pressure acting on the projected area of tN pf pe, including insulation where a ppl icable.

A gust factor of 1.0 is utilized and the uniform distributed load for a cylindrical structure is given by:

F= 4 A

where: F = uniform distributed load (lb/f t) q = wind pressure = (,00256V 2 A = projected area (f t2 ) of a one foot length of pipe V = wind velocity (mph)

9 Report No. 7865.007.S.M.020 Rev. 2 Page 26 8.0 LOADING COMBINATIONS AND

SUMMARY

OF RESULTS The results of the various loading analyses presentet in the previous .

Section require further evaluation. Since some of the loading conditions I act simultaneously, they must be superimposed to obtain resultant loads for i different operating and design conditions. The subsequent paragraphs  !

address loading combinations and stress evaluations required by power plant l piping systems.

8.1 Loading Combinations. Stress Summaries, and Stress Reports Table Al of Appendix A presents typical load combinations and 2 corresponding stress limits and recommended stress sunnary fonnat for USAS B31.1 Class I seismically designed piping. Table A2 presents i the nomenclature used in the previous tables.

The load combinations and stress limits presented in Appendix A are based on USAS B31.1,1967 code, j i

The purpose of a stress summary sheet is to demonstrate code l compliance by tabulation of the piping stresses experienced at node  !

points in the piping system under evaluation as compared with . l allowable stress limits. A tabulation should be made for each different type of piping found in the system. For example, if the' piping system undergoes a material change from one segment to another then a summary is required for each different type of piping.

Stresses may be tabulated and combined at a coincident point in 11e1 of maximum stresses. ,

8.2 Eguipnent and Componen1 Loads In addition to piping loads, other required information is generated durin3 the piping loading analysis. Following is a list of items '

which are required from the various loading analyses:

0 Support and restraint loads O Loads on equipment nozzles 0 Loads on In-line components (when required, such as, flanges) 0 Valve operator accelerations

' 0 Displacements at supports and restraint locations 0 Integral attachment (welded)

e Report No. ) t'

,20 Rev. 2 Page 27 9.0 DOCUMENTATION REQVIREMENTS Analysis packages shall be prepared for all pipinq system analyses to maintain proper documentation. Piping stress ana' ysis calculations completed by UE&C as part of the N.R.C. Bulletins 1.E. 79 07 and 79-14 shall meet the-documentation requirements of CPL PP 01 (for temporary 2-documentation) and will be upgraded to comply with CPL-PP 02 (for final documentation). Piping stress analysis calculations perfonned by CP&L's

"' ping Turnover Group should meet the requirements of PTG-4, Piping

' onver Guide for Pipe Stress Analysis.

10.0 , dRENCES

1. USAS/ANS! B31.1 Power Piping Code, 1967 & 1973.

2. NE00 24583-1, " Mark 1 Containment Program, Structural Acceptance Criteria, Plant Unique Analysis Application Guide", October 1979 General Electric Company, San Jose, CA

3. NEDO 21888, " Mark 1 Containment Program Load Definition Report".

November 1981. General Electric Compar.y. San Jose, CA .

4 CP&L Co., BSEP - Final Safety Analysis Report S. ASME Publication "On Mass-Lumping Technique for seismic Analysis of Piping"; John K. Lin, Adolph T. Molin, and Eric N. Liao; December, 1976.

6. Letter: from E. E. Utley, Executive President of C.P. & L. Co. to T.

A. Ippolito, Chief of 0.R.B. #3s N;R.C., dated May 29, 1979.

7. Response to RPU 101: from L. R. Scott, Project Manager for U.E. &-

C. to W. P. Tomlinson,-C. P. & L. Co., dated January 18, 1984

8. Response to Technical Evaluation item I.A.1: frem L. R. Scott, Project Man ger for U. E. & C. to P. W. Howe, Vice President of C. P.

& L.-Co. BESU, dated February 8, 1984

9. NRC Memorandum: from R. B. Bevan. "roject Manager of 0.R.B. #3 to T.

A. Ippolito, Chief of 0.R.B. f 3, N.R.C., dated June 12, 1979,-

10._ 'CP&L Co. - BSEP, Design Report No. 7 dated 12-31-70

11. CPil Co. - BSEP, DB0 No. OBD BXX-XXX-0BD 02 Rev. 0 -

-12. CP&L GMEDP-0000 (List of Definition of Terms and Acronyms.)

13. Study Report - Valve Input Data, 7992.001-5-M-031 14 Study Report'-' Valve Operator Frequencies, 7992.001-S-M 032-

15. Study Report - Documentation of Seismic Class I Boundary Conditions, 7992.001-S-N-034-

J Report No. 7865.007-5 M-020 Rev. 2 Page 28

10. Study Report Piping Insulation Deviation Review, 7992.001-$.M 036 17 Study Report - Reactor Building Piping - Anchor Displacements, 7992.001-5 M-040

18. Study Report - Review of System Pressure and Temperature Conditions, 7992.001-5-M 041

19. Calculation 9527-8-SS-90-F, " Link Seal Breakaway Axial Force"

20. Calculation 9527-8-SS-91 F, " Link Seal Radial Capacity"

21. Calculation 9527-8-SS 92 F, " Equipment Nozzle Displacement"

22. Study Report - Bearing Stress, 7992.001-5 M-039

23. Study Report - Flange Joint Qualifications, 7992. 001- 5-M- 033

24. Brunswick Piping / Support Analysis !ssues, PTG-10 g

25. Design and Andlysis of Welding Pipe Attachments for the Harris .

Nuclear Project, NED Design Guide No. DG-11.12 .

O Report No. 7 865. 007-5.M- 020 Rev. 2 Page 1 of 5 Appendix A APPEND!X A LOAD COMBINATIONS, STRESS LIMITS and STRESS

SUMMARY

TABLES e

4 4

e t

l Report No. 7865.007-5-M-020 Rev. 2 Page 2 of 5 Appendix A I

CONTENTS Ta bl e A1 - Load Combinations & Stress Limits for USAS 831.1-Class 1 Seismically Designed Piping Systems Table A2 - Terminology and Notations Used e

Q

Report No. 7865.007-S-M 020 Rev. 2 Page 3 of S Appendix A TABLE A1 _

USAS B31.1 - CLASS 1 SEISMICAl.t.Y DESIGNED PIPING SYSTEMS LOAD COMBINATIONS & STRESS LIMITS (1)

PLANT LOAD CONDITION COMBINATION LIMITS DESIGN P Sh P+D Sh NORMAL T (2) Sa OR P+0+T Sh + SA (3) .

2 UPSET P+0 + (TR2 + OBE )1/2 1.2 Sh l P+D + T + SAD OBE Sh + Sa (3) 2 EMERGENCY P+0+(TR2 + DBE )1/2 1.8 Sh OR FAULTED P+D+T+ PAD + TAD + SAD DBESh + Sa STRUCTURAL 2

INTEGRITY P+D+(TR2 + DBE ) 1/2  ?.4 Sh EVALUATION PIPE P+D + OBE+T+ SAD OBE .B (Sh + Sa)

RUPTURE /

SEISMIC P + D + DBE + PP 1.8 Sh' BOUNDARY Notes: (1) Pipe stress limits are derived from the code of record USAS B31.1, 1967 and F.S.A.R. commitments.

(2) Thermal Stress (T) should consider the maximum temperature range.

(3) Wind load piping stresses should be considered for Upset and Emergency Conditions in lieu of OBE DBE and transient piping stresses.

i

8 Report No. 7865.007-5-M-020 Rev.-2 Page 4 of 5 Appendix A TABLE A2 TERMIN0 LOGY AND NOTAtl0NS l

1 Symbols for Stress Classification and Stress Limits are in accordance with  !

ASME Section !!!. Other load synbols 'and definitions are specified below: l J

p- -Internal' Design Pressure PHAX -

Peak Pressure, considered as a set- pressure of over-pressure safety devices P

t- Test Pressure 0- Deadweight, consist of the weight of the pipe and pipe supported q elements such as _ valves and flanges, including weight of  :

insulation and contained fluid ,

Same as 'D' where pipe contents ~ are f uid dur_ing pressure test [ d Og -

T- Thermal Loads due:

a. Range of piping thermal . expansion when subjected to maximum' +

or -- temperature difference between the fluid and the su? rounding environment'in the specified plant conditions.

-and

b. anchor displacement due to thermal movements of piping anchors. ,

TR(P*) - Thrust or Transient due to safety valve discharge, valve trip or '

fluid flow-

~

SAD - Seismic Anchor Displacement (OBE or DBE). affects piping supported from different2 structures of relative seismic motions ,

PAD - Anchor Displacement due to pressure,~ e.g., containment b1dg.

penetrations due to internal pressure during test or LOCA ,

W- Wind Loads i

s W E- p W W+ h- +* v S tr WTag

Report No. 7865.007 5.M 020 Rev. 2 Page 5 of 5 Appendix A j 4

I

~

TABLE A2 (Continued) a TAD - Anchor Displacement due to thermal growth of the structure, e.g.,

radial and vertical growth of containment b1dg. )

OBE (E)- Loads generated by the Operating Basis Earthquake (OBE), which is l the earthquake that could reasonably be expected to affect the l plant site during the operating life of the plant and which )

produced the vibratory ground motion for which those features of i the nuclear plant necessary for continued operation without undue J

risk to the health and safety of the public-have been designed to remain functional.

OBE(E')- Loads genere* d by the Design Basis Earthquake (DBE) which is the earthquake that produces the maximum vibratory ground motion for which certain structures, systems, and components important to.

safety and required for safe shutdown of the plar.t have been '

designed to remain functional.

PR - Pipe Rupture Loads due to a postulated pipe break.

Report No. 7865.007-S Mo020 Rev. 2 Page 1 of 10 -

Appendix B APPENDIX B I.

i UE&C PIPING SYSTEM Tot.ERANCCS 4

i k

r

Report No. 7865.007-S-M-029 Rev. 2 Page 2 o f - 10

. Appendix B UE&C PIP!NG SYSTEM TOLERANCES

~~

APPENDlX B Acceptable Tolerances a

1.0 These tolerances are " total tolerances" and represent any installation tolerances allowed by specifications plus the reconciliation tolerances.

Care must be exercised to assure that the installation tolerances are-not added to these provided tolerances while reconciling the "As-Constructed" condition with the analysis model of record. When the " As-Constructed" condition is within the following tolerances, as compared.to the analysis model of record, the stress analysis shall be considered reconciled. For current installation tolerances, reference CU-12152.

1.1 Pioing Configuration l

j a) Deviation in the locating dimensions (along the pipe centerline) of

fittings (except branch connections), flanges, valves, piping specialities and other ia-line components,- shall be as follows

.

• Specified Dimension Tolerance *

(feet) (inches)

O to 5 1 3

+ 6-5 to 10 f

10 to 15 1 9 i 15 to 20 + 12 20 to '25 1 15 25 to 30 1 18 30 to 35 1 21 35 and over 1 24

(

a

)'

l:

n Report No.= 7865.007-5-M-020.

Rev.-2 Page < 3 of :10 Appendix B b) The tolerances in 1.la) above_ apply to the locating dimensio'n!'of the centerline of branch cennections provided that the functional location as specified by the P&ID or any design document are _ met. = With due consideration to the effect of any anchor movement on the' branch pipe, the following additional tolerances may be acceptable:

Tolerance 0 Tor branch /run size combination-No tolerance is- required if the .,

indicated by "X" in Table B.1 .

Stress Intensification Factor is  !

-(Mote: . Tolerances stated in- A) equal- to 1.0.- If SIF is greater above must also be met on the than = 1.0, then' tolerance is +

~~

24 configuratinn of the' brarc;h inches.

piping)

' F:,r branch /run size combina.tlons not indicated by "X" in Table B.1, See 1.la) above.

) ' Deviation in_ the angular orientation-of_ pipe legs shall: be + 10 degrees for all pipe sizes. Angular orientation _ need not~ be' verifled -if the tolerances in.1.la) above are aupented with' verification of support:

-location. '.

d) Deviation in the angular orientation _of power operated valves or valves with manual gear operators when gear operators are a signif.icant offset mass as campared to the valve wcight shall be + 15 degrees.

This is applicable to 2" NPS~ and smaller valves only When the operator =

~

weight is less than or eoual'to the-as-analyzed weight of the valye

]

~

body.. --

When the operator weight is' greater than the as-analyzed weight of_ the _

valve body, the angular orientation shall: be + 5 degrees.

3 t

)

i Report No. 7665.007 5.M-020 Rev. 2 Page 4 of 10 Appendix 8 UE&C 71 PING SYSTEM TOLERANCES APPEN0!X B_

TABLE B.1 Btanch Size (Inches) _

Run Size (Inches) _3/4 1 1 1/2 2 2 1/2 3 3/4 1

1 1/2 2

2 1/2 3 X 4 X X 6 X X B X X X X 10 X X X X X X 12 X X X X X X 14 X X X X X X 16 X X X X X X 18 X X X X- X X X X Y 20 X X X 24 X X X X 'X X f

F

I- Report No. 7865.007-$..M.020 -

Rev. 2 Page - S of 10 Appendix 8 1

-UE&C PIPING-SYSTEM TOLERANCES I

APPENDIX B .

1.2 Component Weights Tolerance A) Uniformly distributed- weight ,

+ ;20% of- analyzed weight-B) Concentrated Weight + 20% of analyzed . weight:

1.3 Pipe Supports _

' Tolerance

~

al Deviatiotr in the location- - Table B.2, Column I of supports / restraints <along ',

horizoittal .orivertical- pipe - ,

center 1tne for supports on .

straight: pipe between bends, ,

ells or terminal ends-b) Deviation' in the' location of. - Table _B.2 Column II supports / restraints for;the' '_

nearest support / estraint adjacent- to . valves, flanges, risers.. ells, bends, or_ other: -

concentrated loads except for_- -

the following:

1) Support / Restraint is part- Table B.2, Column V of a full or partla) ' anchor.

' 2) Support / Restraint:is adjacent- -Table B.2,? Column _ IV to and actsiin-direction of "

where "+" direction is -e long (3 x seismic; span)2 pipe:

run. toward (elbow ', fi tti ng. bend,etc.)1 4

4 eV =- w Y , e r we u-=--W m "-@r*T9eW W e PMW @'W Y RF T f 1 -4S' 1 W+f &'

s Report No. 7865. 007-5-M- 02 0 Rev. 2 Page 6 of 10 Appendix 8 UEAC PIPING SYSTEM TOLERANCES APPENDIX B 1.3 P,f,pe Supports (Continue)

Toler_ance

3) Support / restraint on both Table B.2, Column til sides of motor operated valve where "+" direction is and locating dimension to away froin valve, valve is less than 10 pipe diameters, c) First support / restraint adiscent Table B.2. Column III to active equipment nozzle.. where "+" direction is or/ locating dimension is equal away from nozzle.

to or less than 10 pipe diameters from any equipment nozzle. ,

d) First support / restraint adjacent Table B.2 Column lit to passive equipment nozzles or where "+" direction is '

whose locating dimension is away from nozzle.

greater than 10 pipe diameters to the nozzle, e) Deviation in the location of a,xial Anywhere along pipe leg snubber along pipe center line.

f) Deviation in the angular orientation + 5 degrees. Except 10 of vertical weight supports, rod, ifegrees may be'used if it variable and constant spring supports, can be shown that this hangers and struts, does not violate manufacturer's recommendations relative to support function.

l l

Report No. 7865.007-S M-020 Rev. 2 Page 7 of 10 Appendix B UESC PIPING $YST M TOLERANCES _

APPENDIX B 1.3 Pipe Supports (Continued)

' Tolerance g) Deviation in the angular orientation + 5 degrees. Except 10 of piping restraints other than may be used.if it can be vertical. shown that this does not violate manufacturer's recommendat'ons relative to support function.

e i

- v- e *f f 5

I Report No. 7865. 007- 5..M- 020 Rev., 2-Page 3 of 10 Appendix-B-UE&C PIPING SYSTEM TOLERANCES APPENDIX B TABt.EBd I ^

II 111 IV V

~ ~ ~ ~

~3/4 + 6 + 3 - 1 1/ 2, + 3 + 3 + 1 1/T~

1 + ~6 +~3 - 1 1/2,.8-3 7 3 + 1 1/2 1 1/2 7 6 7 4 1/2 - 1 1/2, + 3 + 3 + 1 1/2 2 7 6 7 6 - 1 1/2, + 3 73 7 1 1/2 2 1/2 7 12 7 7 1/2 - 1 1/2, + 6 - ~ 3, +6 7 1 1/2 3 T 12 7 9 - 1 1/2, + 6 - 3, +6 711/2 4 T 12 T 12 - 2, + 6 - 4, +G T2 6- T 12 7 12 - 3, + 6 + 6 73 8 T 12 T 12 - 4, + 6 76 74 ,

10 7 12 T 12 5, + 6 7 10 75 12 T 12 T 12 + 6 7 12 76 T7 14 7 14 7 14 T7 T 14-16 7 16 T 16 7 8 7 16 78 18 T 13 7 18 79 T 18 79 20 7 20 7 20 7 10 + 20 + 10 24 7 24 7 24 T 12 T 24 T 12 30 1 30 ~ 30 115. I 30 115 l

Report No. 7865.00 7-5-M-020 Rev. 2 Page _9_of 10 Appendix B UE&C P! PING SYSTEM TOLERANCES, n

APPENDIX B; The following are-the areas of difference betwem UE&C and PVRC tolerances:

1)

Reference:

A. UE&C Tolerances, paragraph 1.3.' b), Pipe Supports B. PVRC Tolerances, Table 1.0, (B), Piping. Supports The above- two references are in agreement except for certain specific _.

arrangements as identified by reference A. For these cases, application-of the PVRC tolerances has the potential of significantly changing the loading of adjacent pipe supports.

. Example: ,

I  ;

l r \/ \  %) s a

] y N _6 1

n- -l

.j sc 503l PER ,

da it" ot it* PVRC

-40 AD If- PVRC is used,_ the support can be. moved 'as much as '3 diameters towaro a concentrated load which would' torce the support tc pick up the greater portion,- if not all,. of the load. By limiting the tolerance to 1/2 diameter  :>

toward the valve the ef fect on tre. loads on the edjacent supports is -

minimized. Each of the three exceptlons in UE&C paragraph l.3,(b) are based on this same concept. In addition, for the anchor case, the effect on the functiori of the assembly is minir.tized.

.)

1

.I y

.1 Report 1 No. 7865.007 5-M-020 Rev. 2-Page 10 o f . :10 -

Appendix B UE&C PIPING SYSTEM-TOLERANCES APPENDIX B

2) References A. UE&C Tolerances, paragraph 1.3,c) Pipe Supports B. PVRC Tolerances. Table 1.0, (C). Piping Supports This difference deals with the location of the first support _ when it is located at or within 10 pipe diameters of nozzles on-. active equipment.

The load on nozzles of this type are very critical. for Design, _ Therefore, the PVRC tolerance has been reduced to minimize __the effect of the nozzle load-variations.

3) References- ,

A. UE&C Tolerances,-paragraph 1.1,b). Piping Configuration (also .*

see TABLE B.1)

'B. PVRC Tolerances. Table 2.0 The difference between these two sets of piping' branch /run ratios i:; as -

follows : -

a. UEsc Tolerances consider a more restrictive piping branch /run ratio for section modulus ~-(Z) of equal to or less than 1/20

-(0.05)

b. PVRC Tolerances consider a piping branch /run ratio for morant of '

inertia'(I) of equal- to or:less than 1/25(0.04)'.

The difference _has been implemented for the following reasons:

0 The 'UE&C Tolerances are consistant with the approach used by.UE&C in the past.

0 'Since PVRC allows larger pipes to be~-decoupled, there is:an -

increased possibility that the' NRC would questlo'n the method used -

for - the decoupled- piping boufidary cond_itions. LThe 'NRC has

' recommended a method' that-is very conservative.;:(See HUREG CR-1980);

and is not 100% consistentLwith the UE&C method._ Note that most A/E's have argued against the NRC method.-

M v

.a!

l Report No. 7865. 007-S'.M- 02 0 Rev. 2-Page 1 of 3=

Appendix C-APPENDIX C

- - JUSTIFICATION OF ACCEPTANCE TOLERANCE _-

for i

SNUBBER AND STRUT ORIENTATIONS- .

1 Y

s

~

• +

• c'- - * - - + ,s e. .- - ,.,,m.,,,,, . . , , , , , , ,, .

Report No. 7865.007-s-M.020 i Rev.:2 Page - 2 of 3-Appendix'C APPENDIX C Justification of the Acceptance Tolerance of a 15 Deviation from the Anal-yzed Angle for Snubbers and Struts During the overall review of as-built snubbar and strut orientations for BSEP -

in 1982 (reference the potential 10CFR21 reported to the NRC on.0 August 14 -

1982), it was decided to' utilize an acceptance tolerance of 15 from the- 0 4 analyzed angle before reanalysis would be required. - It was-decided that 15 was the maximum _ deviation that would generically result in changes to the pipe stresses or-support-loads that- could be? accepted without modifications to the physical plant.

Justification of the use of 15 0 for the allowable angle deviation was based on-the results of the sizableL number of reanalyses, involving isometrics with snubber / strut orientation deviations greater-than'.15.

TABLE C.1 ',

Review of all Isometrics IPide the' Orywell Unit Number of Supports with Increased loads: Number of Support Fixes Required 2 103 (UC-33373) 9 -(UC-33296) -(1) 1 103 (UC-33373) 2 (UC-33302)-

206 11(2)

As Table C.1 demonstrates' only 5f. of the supports that had load ' increases -

required actual modification and none of the supports: required a "Short Term" fix.

In addition. it is believed that -if conservatisms were removed from the analysis methodology, for example use of low damping or-if a test was done, many of the- identified . fixes would not _have been required. .

NOTES: '(1) Total includes.2 found from review of Pipe- Support Group data  :

(2) No Short Term Fixes required but four were determined to effect operability.

F j

1

. - - _ - - - - . - = _ _ _ _  :- -

J Report No. 7 865.007-5-M- 02 0 -

Rev. 2 Page 3 of 3 Appendix C APPENDIX C Justification of the Acceptance Tolerance of a 15 Deviation from the Analyzed Angle for Snubbers and Struts (Continued)

Note: Any specific analysis review done subsequently to the generic review,

~~~-~

(i.e., for plant modifications etc.), should not use this tolerance out should review against the tolerance in Study Reports 7865.007-S-M-020 Appendix B and 7865.007-5-M-021.

G i

l . .

Report No. 7865.007-S-M 020 l Rey, 2-Page_1 of 2 Appendix 0 APPENDIX D STRESS-ANALYSIS S_TUDY REPORTS-e 4

5 e

w

. - _ _ _ _ _ _ - _ - _ ._ - - _ - _ _ _ . _ _ _ _ - - - - _ _ _ ___ ._. _i

.. . ki i

D s Report No; 7865.007-5-M-020; e -

Rev. 2c . .

Pa ge ' 2 'o f 2L E Appendix-D.

- AP,PENDIX -1NDEX-1.0 Valve input. Data,f 7992.001-S-N-031

. Valve Operator Frequencies, 7992.001-5-M-032

[ - 2.0

! 3.0 Documentation 'of Seismic Class . I Boundaary' Conditions, 7992.001-3-M-034 L

l 4.0 Piping' Insulation- Deviation Review, _7992.001-S-M-036' L

i-

[

5.0 Reactor Guilding Piping - Anchor'01splacements, 7992.001-5-M-040 t .

? -

j- 6.0 Review:of System Pressure and Temperature' Conditions, ?7992.001-S-M-041, i.

7.0 Bearing Stress, 799.001-S-N-039 l

[ 8.0 Flange Joint Qualifications, 7992.001-5-M-033 9.0 Evaluation of Overlap Zones, 7992.001-5-M-37 10.0 Hose / Bellows Displacement, 9527-8-SS-89-F l,

11.0 Evaluation Criteria for Existing Pipe . Supports l Associated.with NRC-

, Bu11etins !E:79-02, 79-07 and 79-14 and . Design Criteria for

[ Modificationito or Design of Pipe Supports,: 7992.001-5-M,021

[

12.0 UFSAR.FSAR Review to Establish Piping Analysis. Commitments, 7992.001-S-M-028 13.0 - Evaluation .of Overlap Zones,-7992.001-5-M-037 14.0 Equipment Nozzle Thermal Displacements, 9527;001-5-M-037 ,

W p-l t

s i-

- e , ,.4..m,. _w..- .-..~.,-.e . 1.,<. y . , . . . . . , +,.w.4 , . . , . , . . , , , . , , , . .,,m ., ..,m, -.,,...~.cm,-..~., , ., ....,L. .

Report Noc 78650 007-5-N-020 Rev. 2 Page 1 o f 10 '

Appendix E ,

APPENDIX E CLARIFICATION OF VARIOUS CODE REQUIREMENTS AND PROCEDURES .

i d

P l

Report No. 7865.007-5-M-020 Rev. 2 Page 2 of 10 Appendix E INTRODUCTION in an effort to establish a consistent and technically accurate piping analysis phase li program, a study of FSAR, USFAR, and code requirements as well as UE&C's !.ast practices and procedures has been made. The following paragraphs descaibe and document this study.

USAS B31.1 196* vs. ANSI B31.1 1973 SUMMER ADDENDA.

s UE&C chose to use the 1973 edition of the code in their computer runs to automatically accommodate the-25% reduction in the intensification factor for primary stre+,ses. They justified this by poiriting out that the '67 edition joes not clearly state what if any i or fraction of i was to be used for primary strasses. Also, because other editions of the-code use the 25%

reduction, it was deemed acceptable. (Ref. UE&C response to letter RPU-0101 1-18-84 da':ed 6-14-83). To avoid intensification problems with reducers, butt welds on r,traight pipe, valves, and socket weld elbows (see Table E1) UE&C substituted these items in the geometry input with items that simulated the .

properties but reflected the desired S1F from the '67 code of record. Aside from the 25% reduction in the SIF for primary stresses, the values themselves are computed differently in each edition of the- code. (See Table E2). The equation for expansion stresses in the '67 code is:

Se = (isb + 4S t )l! (1) where Sb is the combined bending stresses and St is the torsional stress.

Note chat the torsional stress is not intensified.

In che '73 code:

Se = 1 Mc (2)

I-where Mc is the combined bending and torsional moments. Note that i intensifies all three moments.

For primary stress computation, the '67 code implies the same equation (1).

The full i being applied to the bending stresses of sustained and occasional loads. The '73 edition uses the .75 factor as shown below:

S = .751Ma (3)

Z where Ma is the SRSS combination of bending and torsion moments.

NOTE: .75 i can never be taken as less than-1.0. i

2 Re po rt No . -7 865. 007- S-N- 02 0 Rev. 2-Page- 3 of 10 Appendix E 20 EARTHQUAKE Some confusion existed on the proper implementation of a 2D earthquake analysis for stress computation and support load _sunmary generation. A telephone conversation with Rob-Harris of UE&C on 6-29-87 clarified their position and procedure. UE&C did not run any' seismic load combinations with the computer. Each direction of seismic analysis xy" a and "yz" was considered separately. The highest stress from either direction was used for comparison with code stress allowables. Computer calculated load combinations from outputs of ADL-E and ?!UPIPE will not yield the same results if the computer programs envelope the moments- from each direction first and then compute stresses, thereby yielding a higher-value.- For support load developement UE&C -

initially enveloped the loads from both seismic runs. If the enveloped loads created support design problems, they would go back and consider each seismic load set separately.

MODAL SUMMATION METHOD Initially, the modal summation method was algebraic sum. Presently and during IE Bulletin re-analysis, it is SRSS regardless of modal spacing.

SOURCE OF ALLOWABLE STRESSES - '.

The FSAR and the USFAR both state that the allowable stress values are to be '

obtained as follows:

(a) For carbon steel, the -allowable stress values s. .USAS B31.1 were used. For materials not covered by-USAS'B31.1.the stress values of the ASME Boiler and Pressure Vessel Code were used, as applicable.

(b) For Austenitic stainless steel, the- allowable _ stress values of- USAS

~

B31.1, the higher stress valuer of the ASME Boiler and Pressure -

Vessel Code- Section I, Appendit A-24, or Section VIII, were used.-

UE&C has interpreted _this to mean that when material is not i tsted in the '67 B31.1 edition of record. later B31.1 editions may be referenced before going to the ASME code. Thus UE&C has used- the 1973 B31.1 edition to come up with allowable stress values not found in the '67 edition. (Ref. Tables III thru VIII).

OBE/DBE CONVERSION FACTOR During the 79-07/14 re-analysis of piping, in an effort to reduce the number of analyses, the OBE stresses were multiplied by t factor of 2.0 to obtain_ DBE stresses. However a comparison of OBE vs. OBE ARS curves in the- frequency range of interest f 4-10Hz) a factcr of 1.2 was shown to .be_more appropriate.

This factor was then used througtcut the balance of'the 70-14 effort ~ to convert OBE to DBE stresses._-This approach'had added conservatism because the April 1972 interim curves were used'. This factor-of 1.2-has since been found inappropriate in certain cases.

m- ._ . - _ _ _ _ _ . _ _ _ . _ _ _ _ _ _ . _ _ _ _ _ . _ _ _ _ _ _ . _ _ . _

Repo.rt No.-7865,007-5-M-020 Rev. 2 Page . 5 o f 10 Appendix.E-

-SOURCE OF ALLOWABLE STRESSES.

It is concluded that to avoid confusion with regard to the source of allowable stresses, the method _used by UE&C will- be continued. If a material.is not

• pecified in the '67 code of record, the '73 code summer addenda will be-referenced. If the material allowables are still not found then subsequent ANSI editions will. be referenced before referencing-the ASME code. (Raf Tables E3 through.E7 of this: appendix- for allowables).

OBE/DBE CONVERSION FACTOR It is the intent of ;the Phase II; program-to run both the OBE and DBE- seismic cases for all analysis / reanalysis. However, if this is:not done, a conversion-factor of 1.2 to 2.0 may be_ used if its 'use results in a generated DBE curve -

that envelopes the existing 0BE curve in the areas of. interest. (Ref:BSEP SPEC NO. 005-011).

-ADL-E/NUPIPE TEST RUN In an. effort to establish confidence in the stress analysis-computer programs to be used in Phase II, a Study Run.of. Problem N22_(Sht 22,' G31) was made for the purpose of checking the input requirements, similarities,_ differences.- '.

methods, and output between' ADL-E and NUPIPE using the '67 code vs. the '73 '

• code. All . input was- checked and determined to be as c'iose to _ identical as - '

possible for each case. i

, , . . - .,- , .- ~. . . . . - - - . . , ~ ,. ~ . , _ , . . ..;,.__.-_.,.-.-

T 1

Report No. 7865.007-5-M-020  !

Rev. 2 l Page 4 o f 10 Appendix E ,

SUPPORT ECCENTRICITIES:

UE&C did not consider support eccentricities in their analyses. Per their study report 79 2,001-5-M-035, a review of the effects of eccentric loads was per formed. The result 3 of this report show that the effect on pipe stress is generally small (up t:: !?t in one case). This may or may not be a problem depending on the existing stress level. The effect on support integrity is not so easy to define since there are numerous variables that affects the re sul ts . UE&C has therefore suggested that supports be reviewed on a case by case basis.

CONCLUSION:

The desired result of this study was to clarify specific items that affect procedures and methods to be used in Phase II of the-Piping Design Turnover Program. The following conclusions will be used as a guide to the analysis /re-analyses of piping systems. In no way does it overrale or take precedence over any controlled document.

USAS 831.1 1967 vs. ANSI B31.1 1973 SUMMER ADDENDA.

It is concluded that Phase !! computer analyses / reanalyses using the NUPIPE '.

ADLPIPE computer program should utilize the '67 code option. This option will*

compute stresses as required by the code except where an intensification factor is required. The '67 option uses the full i when computing primary stresses. This is conservative and may be used as-is if no overstressing exists. However, if an overstress occurs due to the primary stress level, a 25% reduction of the primary stresses may be cair.ulated by hand and re-checked to the appropriate allowables. (.751 < 1.0) 2D EARTHQUAKE It is concluded that the past method-of computing seismic stresses for 2D analyses shall be continued. Separate seismic runs for xy and yz should be made and the max stress obtained by choosing-the highest of either direction. The use of stress combinations by computer may be used since the method is not unconsernative. For support loads, the minimum requirement for seismic loads is to consider the load set for each direction as part of a separate load case. The use of the computer load combination set is conservative if it envelopes the two direction lond sets into one.

MODAL SUMMATION METHOD In order to simulate a straight SRSS modal summation regardless of mode spacing, the following options should be used:

For ADL-E, a PERHODE value of .01 and a reg. guide specification of 1.70 should be input on the shock card. For NUPIPE, a value of -1 in the NPR field of the second control card should be used.

y Report;No. 7865.007-5-M-0$0

'Rev. 2:

^

Page. 6 o f 10 Appendix E-  ;

During a review of the thermal case for ADL-E '73 vs '6711t was noticed that: -

all- the stresses for the '67= run were at least 95 lower =than for- the '73-run. A check of the internal ~ forces revealed no differences in values.

Therefore, it must be in the way the stresses were calculated. However, since the expansion stress equations for '73 and '67 differ only when the SIF 1s not equal toil, the stresses should be different_ only at. intensified nodes. -

SE* (IN x + IIN y +N Z

('67)

Z SE = 1(Mx2+g0+g y_ z ('73)-

Z The same thing seems: to be happening-with NUPIPE. The- NUPIPE '67. thermal' stresses are higher than the:'73 stresses at all nodes, not just at-intensifled nodes as would .be expected.

FINDINGS

• NOPIPE II 1967-

1. Uses the! full . i for load cases. *

2. Does not' intensify torsi.onal- moment.

3. Sums the number of modes- specified.-

4. Totally manual mass 17 umping is not possible.

5. Uses equation _

Z=.-fr(0 d4) 32O to compute section modulus.

NUP!rE II 1973-

1. Uses the - full i for secondary _ stresses . and .751_ for' primary _ strasses.

(if_.7Si21.0)

2. Intensifies the torsional moment. -

3. Sums the number of modes specifiad..

4 Totally manual mass lumping.is not -possible,.

5~. Uses equation Z = ff R 2 t- (5)

- to compute the section m,oduius,. resulting i_n different stress values than the '67 version..

AOL-E 1967

~1. . Uses the full i for all stresses.

2. ' Does not intensify the torsional moment. .

3. Frequency cutoff overrides -the' number of modes in the summation process.

4. Uses equation '(4) to compute thermal stresses (adverse to the code)-

therefore resulting in stresses that must- be increased by the ratio E c/Eh to conform to code requirements.

(This error has been fixed on the Sun-Workstation)

-_m.- _ - _ . . . _ _ . _ . . _ . _ , - . _ , , - _ . , . , _ , . _ . _ , _ . . . . . , _ , _ . _ - - . -

R'eport No. 7865.007-s-N-020-Rev. 2 '

Page o f 10 Appendix E ADL-E 1973 .

1. Use' the ' full i for secondary stresses and .751 for primary stresses.

(if .75121.0)

2. Intensifies the torsional myment. .

3. Frequency cutoff overrides the number of modes on the summation-process.

S. Uses equation (4) to compute section modulus.

5. Multiplies the thermal stresses by .the ratio of E /Eh c to comply with code requirements.

Item 5.' for each category explains the differences found in the stress values of the test run as noted above, pVRC ANALYSIS CRITERIA: ,

Brunswick requested the option to use PVRC damping per code case N-411 for their reconcfliation work and support-optimization in a letter dated 5-22-85' Serial i NLS-85-106. The NkC approved the request por the letter dated 8 85 Docket Nos, 50-325/324 wit.h the following conditions:

1. The cut-off frequency changed to 33 Hz. .

2. Modal summation changed to provisions of Reg.- Guide 1.92. .

3. .Three dire:tional earthquake mathod to be used.

• 4 In the event of' support relocations / increased motion on ex. sting clearances and line mounted equipment should be checked.

5. This option is applicable to Response Spectra type analyses only and when used should be used consistently within each strass problem.

Also, the code case N-411 must be noted in the documentation of each stress cale that uses it.

In addition to the above requirements, it is suggested that no supports exist that are designad to absorb energy. by yielding.

REFERENCES

1. - USAS 831.1 1967

2. ANSI 831.1 1973 SUMMER ADDENDA

3. ADL-E: USERS MANUAL 4 NUPIPE 11 USERS MANUAL REV M DATED 6-27-P4

5. BSEP SPEC. NO 005-011

6. TELECON BESU.- T-515 ' DATED 6-29-87

~7. FSAR

8. UFSAit

9. RESPONSE TO LETTER RPU-0101 DATED 1-18-84

10. STUDY REPORT 7992.001-5-M-035

. 11. ANSI /ASME 531.1 1980

3gl Report No. . 7865.007-5-M 020 Rev. 2 Page 8 of 10 Appendix E 1 TABLE El S.I.F.

COMP ENT 1967 CODE 1973 CODE SOCKET WELO ELBOW 1.3 2.1 TRANSITION POINTS 1.0 1.9 (VALVES, FLAN 3ES)

STRAIGHT PIPE 1.0 1.3 BUTT WELOS REDUCERS 1.0 2.0 TABLE E2 STRESS EQUATION CONDITION 1967 CODE 1973 CODE THERMAL S,=(iSb + 4St)l/2 Se=iMc T

DEADWEIGHT S=[(iM )2+(iM,,)2+(g,)2]1/2 S=,0.75iMa -

Z Z SEISMIC S= G iM. )2+(iM,,)2+(n,) 2]I/2 S=0.751Mb I' Z l

i l

1 i

Report No. 7865.007-5-M-020 Rev. 2 Page 9 of 10 '

Appendix E TABLE E3 (REFS. 1.2,& 11)

MATERI AL PROPERTIES TABLE FOR A106-GR. B TEMPERATURE MODULUS OF ELASTICITY ALLOWABLE STRESS COEF. OF THERM. EXP.

DEG. F. (X 10E6 PSI) (X 10E3 PSI) (X 10E-6 IN/IN-DEG) 0 28.352 15.C00 5.913 70 27.900 15.000 6.070 100 27.850 15.000 6.142 200 27.700 15.000 6.380 300 27.400 15.000 6.600 400 27.000 15.000 6.820 500 26.400 15.000 7.020 600 25.700 15.000 7.230 TABLE E4 4

MATERI AL PROPERi1ES TABLE FOR A312-TP316L TEMPERATURE MODULUS OF ELASTICITY ALLOWABLE STRESS COEF. OF THERM. EXP.

DEG. F (X 10E6 PSI) (X 10E3 PSI) (X 10E-6 IN/IN-DEG) 0 28.300 15.600 8.988 70 28.300 15.600 9.110 100 28.254 15.600- 9.163 200 28.100 15.600 9.340 300 27.500 15.600 9.470 400 26.900 15.500 9.590 500 26.300 14.400 9.700 600 25.600 13.500 9.820 TABLE E5 MATERI AL PROPERTIES TABLE FOR A312-TP304 TEMPERATURE M00VLUS OF ELASTICITY ALLOWABLE STRESS COEF.- 0F THERM. EXP.

DEG. F (X 10E6 PSI) 1X_10E3 PSI) fX 10E-6 IN/IN-DEG) 0 28.300 18.700 8.988 70 28.300- 18.700 9.110 100 28.254 18.700 9.163 200 28.100 17.700 9.340 300 27.500 16.600 9.470 400 26.900 16.100 9.590 500 26.300 15.900 9.700 600 25.600 15.900 9.820 l I

Report No.- 7865.007-$.M-020 +

-Rev. 1 Page- -10 of 10 s

-Appendix - E:

TABLELE6 MATERIAL PROPERTIES TABLE FOR A312-TP304H TEMPERATURE MODULUS OF ELASTICITY' ALLOWABLE STRESS- COEF. OF. THERM. EXP.

• OEG. F__ (X 10E6 PSI) (X-10E3 PSI). (X 10E-6 IM/IN-DEG)

O 28.300 18.750 8.988 70 - 28.300- .18.750 9.110 100 28.254 18.750' 9.163 200 28,100 16,550= 9.340..

300 27.500 15.550 9.470 400 26.900 14.950 9.590:

500 26.300 14.550 - 9.700 f00 25.600- 14.350- 9.820 TABLE E7 MATERIAL PROPERTIES -TABLE FOR A312-TP316 TEMPERATURE. MODULUS OF ELASTICITY -ALLOWABLE. STRESS COEF. OF THERM. EXP'.

DEG. F -(X-10E6-PSI) (X 10E3 PSI)_ (X 10E-6 IN/IN-DEG) 0 28.300 18.700 8.988 70 28.300' 18.700 9.110 100 28.254 -18.700-9.163 2A0 28.100 -18.700 9.340 300 27.500 18.300 9.470 400 26.900 18.000 -9.590-500 26.300- 17.900 9.700!

600 25.600 17.000: 9.820 c.

TABLE-EB

--MATERIAL PROPERTIES TABLE FOR A335-P22.0R P11 TEMPERATURE MODULUS-0F ELASTICITY ALLOWABLE S'RESS 'COEF. OF THERM. EXP. ,

DEG. F (X 10E6 PSI) (X 10E3 PSI)' (X 10E-6 IN/IN-DEG)  ;

O 30.106 15.000 -'5.913 70 29.900 15.000 6.070 100 29.800 15.000 6.142-20/' 29.500 '15.000z 6.380-- -

300 29.000 15.000 d.600 400 28.600 15.000 6.820-500 28.000 15.000 7.020 600 27.400 15.000 7.230 mm__ -ma._mamc__u__- ____w_m. _ _ _ -2 _mm _u__ _m.m_m_._____m. _ - _ _ _ _ _ . _

_7----

i Report. NO. 7865.007-5.M.020 APPENDIX F PAGE 10F 2 4

APPENDIX F TABULATED AOLPIPE INPUTS FOR COMMON INLINE COMPONENTS x

,M -m m m_a - -_ __w __-_ __-----,-,--__aru.a-x -_x-w___-2__s----- , _ --a-.a,.---ms --- - - - . _1---- w---a-a .-

a Report. N O . -. - 7 8 6 5 . 0 0 7 M J 0 2 0 -

' APPENDIX F PAGE ' 2 O F. 2

-TABLE F1 ADLPIPE MODELING OF SOCKET WELO FITTING FOR. PHASE !! 0F THE TURNOVER PROGRAM NOTE:.THE LINEAR WE!uMTS IN THE 16:FIELO ARE FOR UNINSULATED LINES.

(0.0.) (t) (Rc) (w) NOMINAL  ;

CONTROL: Il 12 Z1 12 73 24' _' Z5 26 S!ZE RATING' 4 ELBOW 11 12 0.405 0.190 0.8750 0.09 1/8- 3000f 4 ELBOW 11 12 0.540- 0.238 0.8750 0.09- -1/4 3000f 4 E'.B0k' 11 12-0.675 0.252 0.9688 0.16 3/8 J3000f.

4 ELBOW -11 12 0.840- 0.2 94 1.1250 0.28 -1/2 3000#

4 ELBOW _ Il 'I2 1.050. 0.308 -1.3125 0.33 3/4 3000#-

4 ELBOW ~ 11 12 1.315- 0.358 1.5000 0.56 1 3000f 4 ELBOW 11 12 1.660: 0.382- 1.7S00 0.57. 1-1/4 >3000f u

4 ELBOW L 11 12-1,900- 0.400 ' 2.0000 0.60 1/2 -3000#

4ELB0W' 11 12 2.375- 0.436 2.3750 0,87 12 ~ 3000f:

4 ELBOW 11 12 2.875 0.552 -3,0000- .1.25) 2 1/2 13000f 4 ELBOW. II - 12 3.500 .0.600 3.3750 1.93 3 "3000f*.

4 ELBOW 11 12 4.500 0.674 4 .1875- 3.15 4 13000f . r

~4ELB0W Il 12 0.840 0.374 1.3125 0.45 1/2 6000f 4 4 ELBOW Il 12 1.050 0.456 1.5000- 0.61 3/4- 6000f ,

4 ELBOW 11 12 1.315_ 0.500 1.7500- 0.82: 1 16000#- H 4 ELBOW Il 12 1.660- 0.500 2.0000 1. 01 -_ 1/4 6000#-

4 ELBOW- 11 12 1.900 0.562 2.3750 = 1. 41 ' 11-1/2 6000#

4ELB0W 11- 12 2.375 0.686 2.5000- 1.70- 2 - _6000f 4ELB0W 11 I2 2.875 0.750 3.2500- 12.33 2-1/2. 6000#:

4 ELBOW 11 -12 3.500 0.874 3.7500.:- - 3. 27 - 1 3 6000f 6000f '

4 ELBOW- 11 12 4.500 1 062 4.5000 3.73r -4L

=_.

i

, -r w .+ w w s .

4 Report No. 786S 007-5-M-20 Rev. 2 Page 1 of 6 Appendix G

)

APPENDIX G DESIGN GUIDELINE FOR EV ALUATING LOCAL STRESS AT WELDED ATTACHMENTS I

~ -

h.

Report No. 7865.007-S.M-20 Rev. 2 Page 2 of 6 Appendix G

" DESIGN Gul0ELINE FOR EVALUATING LOCAL STRESS AT WELDED ATTACHMENT $"

Guidelines for load combinations and Stress allowables addressing lug attachment design verification for Seismic Class I pipe are prosented in Table

1. The guidelines are consistent with the criteria of the piping code in ef fect at the time that the plant was built. A specific code criteria addressing this subject was not available during the plant design phase. To further facilitate the initial evaluation to identify those pipe attachments which may require modification, the ateve guidelines were simplified as shown in Table 2. Configurations so identified are referred to as potential fixed (potential because of conservatism inhere.it in the design guidelines of Table 2). These conservatisms are:

(A) The lead combinations used for evaluating primary structural integrity include tnermal load and (b) The general pipe stress level is considored to be no large.* than

.559 for straight sections of pipe and no larger than 0.75 Sh for elbow pipe sectiora.

In item (b) values selected were based upon a random sampling of stress 19vels at straight and elbow locations in the system. '.

The potential fixes identified using the guidelines of Table 2 are re- '

evaluated pe.r the guidelines in Table 3. The guidelines in T6oh 3 are based upon recent (Winter 1981 addenda) changes in the ASME Code Stres'. limits, Adoption of these changes do not violate the plant code requirements.

Background and motivation for these changes are presented in detail in Reference 1. The changes were considered essential since the intensification '

factor, l. in the original piping equations is not appropriate for describing limit load .ehavior. Since the changes are based upon the principles of mechanics 6.:o not upu material certificatica or additional Inspection requirements, the changes are judged to be applicable to all plants old and new. Based on the methods presented in Attachment I.-it is anticipated that the evaluation, per the guidelines in Table 3, will result int (1) Increase the local pipe strus allowable for straight sectionr.

of pipe by: .6 Sh Upset Condition) 45 S

.6 $

Abnormal Short Te m r,ondition; Condition )

1 (2) Increase

• the local pipe stress allowable fcr elbow sections of pipe by: .6 Sh - 1.167 4 Upset Condition) 45 Sh - 1.167 % Abnermal Condition)

.6 Sh - 1.167cr, a Shori Term Condition)

Cf3a= pipa bending stress at the operating condition determined by cfs . = 751 , or computer analysis, i

.s Report No.- 7865.007 5.M.20 Rev. 2 Page 3 of 6 Appendix G

• If the rumerical salue of the increase is negative then the local allowable stress will decrease _ by that magnitude.

Local pipe stress levels are typically determined by the methods prescribed by Welding Rese>Pch Council Bulletin No.107, and 198 and Code Case N392.

Weided attichme. evaluation performed by the Piping Turnover Group stress analysts will qualify local pipe stresses and the attachment weld. Support engineers will qualify the remainder of the support, starting with the welded

n. ember. Support loads transmitted for evaluation are to oe at pipe centerline unless otherwise noted.

1 W

9 9

i

! l

,- l i.

+ - - - , , , - ., __. _ , , .,

l l

I 4  !

t t

l' i

TARIX 1 ,

4 CU198LI80ES FOR EVALM4TiteG LOCAL FIFE STRESS AT amarwa ATTAC35Earf IACATEGES 1

Seismic Class I Fiping Systeme ,

i local Allowable Stress Limits for Operating Ceedities I LAAD PEtnART as STseCTWEAL PEI M FLNS OPERATIIIG i g

Ilfr4CRETY L3 NET SEC8EBABY LINtf COIDET105 . COISEm& TION MA Original P

• DW

• OBE + TR 1.2 Sh ~ bP P

• DW

• Til + SAD (OBE) M.A. 3S ta ~ 6P I 16ormat/ Upset

?.

Emergency or . P

• DW

• DBE

• TE I .8 S t - 8P W.A. p m :o m

• u e"" *< u Faulted is 4

• O s , .

CL h N e+  !

Short Tere F

• DW

• DSE + TE- 2.4 Sh- EP M.A.

Q % o p , ,

1-m Per AsnE Ccde Case N-318-2 for Emergency'ur trautted Conditions. SecomJary Stresses y

m ss.ch as TN, PAD. TAD 6 SAD need not be cons.idered;.therefose they are not included. w o

TR. -

Thrust or Treasiest P -

Preasure Load FAD - Fressure Aar. hor Displacement 8 DW - Deadweight Lead

• Operating Essis Earthquale Lead TAD -

Thermal Anchor Dismiscement OliE -

SAD (DEF)- Seismic Anchor Dispicement e TH -

Thereat Lead [ [

Sh

- Basic Material Allowable Stress ~

O 4

$ - Pipe general stress Iswel at at t aclemes.t location for indicated ogier at ing comedit ion as determined I,y cus).utes ua l y> i s ui pipe line witts appr ops i ata- siee,. ii.t en:,i i h at ion- f ncier s.

1 i

.y e - T yw , -> aT-. r  %

. , s - . m 2 . . . a = *a r n ..

5 ',

i  ;

i Taste 2 i:

CUIDELitALS FCE EVALBATINC UICAL FIFE STEEES AT urn aam Ayyacaggy n arATles5 t

Scieeic Clase .I riping System -I te at Allowable Stress

.iests for Establishing l

Load Capacity i

) Frieery &

Primary Seceedasy Ceediti.e i: 14ed Combination Section .

i .$ Sg, M.A. j F + GW

• OBE

• TM i TR (9) S' l .2 S i,

/  ;

N.A.

i IE 1.2 5, 3

- X origind8 7

S M.A. 3Sh- SSh - l 3 i P + DW

• Til 4 SAD (OSE) (11) -

Nosmal/Up.et f E W.A. 3Sh '~ Z 2- v m x u a, e to C e < "o 1.8 Sg - .5 Sg, - M.A. se-P + DW e DEE.* Tit'+ TR l9). SI Eseegeucy  :: s .

N.A. or Faulted I "

E I.8 Sh-Y >< c x i

.c .-

c3 .

i 5Sh M.A.

• P + DW + DBE + TH + TR (9) S 2.4 Sh- Short Teem , f (Structural Integrity) cm E 2.4 Sg, - Y M.A. i os r e --

c G

See Note relativ- to Code Case.N-318-2 unJer Table 1.

Straight ripe Section Tit

- .Thrwet or Transient I y

• S -

PAb - Fressere Anchor Displacement E '- Elbow Fipe Section Thermal Ancher Dispisceernt r TAD -

• f- - Pressure' Load Seismic Ascher Displacement [

SAD -

C DW- - Deadweight toad OBE' -- Operating Basis Earthquake lead  ;

DBE - Design'Sasis Easthquake I.oad *

.Sh

- Basic. Mater ial . Allwable St sens [

Pipe Elbow Cc ural: Stress levet ./S sh IM0'**IIIEP **II

. / S Sg, ( Alemarma! & Smr t Team)

X 1 Pipe Elbo-a. Ceu.:s al St a cas tsv. l i Y -

_4 k

i  ;

4 u .,.y2, - ..w., ,r--- y _ . .. u,,,. ._m,,,s..__.,m __ _ . - _

_m___ _,_.,,m -_, _ , _ _ , .

._ _ _. __ _ _. _ .. _. . ._ _ . . . _ . . _ .._ . . _ . ~ _ _ . . . _ . . _ _____

Report No. 7865.007 5 M-20

~

Rev. 2 Page 6 of 6 i ,

Appendix G I

n l%i

.El

.3 est

!t 53 4 IJJ

%s ta tt 4 4 4 . *a33

.'I i

t 4 20 w 3 E i 4

- -  :'as DI E " rj3<y Ip .A= w

-*8-u l

"11'1 1

l  :

i !3ta  !

4:44 l

W g 1 g a 3 s @ 1 . ..

p 5 E g G , 4 l -  ; i , ,

< ~

sI J 8) .

o - mag . .

3 5' s ..

• m *

-c . Cen a *: 't. '

• " o 1e 1

$ h 3 n 8

1 1-i - N e r

I 4c :$ o

.  %*"A

!! I g C j ,  : ? ". "

m a j :::n i

' ': i d 3

- l- l-m G

,s.

s

~. u m g. -

• i a $ :v i a

=

r

=

- S, "1 ."

-,. -e

< _ y  ;

" 1.! ? !. '.; .

A I fd * -

I w

w w

. 2.4si t! - 'j 5 # 5  : E a ~;.%*.

• "?2; C C . . . 5, .. .. .

il  ! W 3 3 3 " 13:,.*- ]d 53 l $ * * -

j 3

. . '-". 3g3r.3.

• i..r.

3 3 .e s. V :, I. .u.

a.!

• i

.,. . e. ,o ,

u 8,

' .5 555E1$3*$ i

..a

,' $ b $ I I'$ $ I 6 3 NS 'I I .$ U w W

pp -

'c

~ "

• j s 8  ;;i l. . . . w 5 ..

385#W

.8 e2 Ja 4 a

?

e "* T ,.-# . . , _ . . , [

_.__.__.___.__.._.._...____...._..._.._.-_____m...... -

D.4 *r*')e g eM*f29eapre n or m ' es, ses <

GE*vER AL, COe4 MATH lpg gwgg'y C o,.,. W NO elv ggee p. iss1 e  ;

'" 71

• *C**8 '

h@gineers ,~.

un

?~ C-un

• '4 i

wa y e z . , ,

-f- -,,rtw.as e v .__ ,,

ce mn m'8F / W$ ""

• • 73 73 ' ' '.

m.w % w $um. A 1 l

i l

I l

l

- i kinscum w r J., ,

E*f*' f*'a=~4Ar' i% db.en e.e4 rad 7 4me fym, dr Wno*v Ar7Wsg ww4'yr" I

5 f

RBCEIVED J AN 'd 9 G88 -

, n.,n -. - ,

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

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

f i

i.

GENER AL. COM*VyArrow gwggy

1. E * * * ** 4 %

• 4E _wt s'

__ (4t $$4 suo

• t .' tw t.

[.'d Fg

e-sc s ti [

EM9 IMP /3 -[ ,

N#4* U" R 7

i

=

cUZ cru - semewtek ,, -

ecre 7 er g t s.n s.n n isis .las

waste bes,a Cv a.ru,v,rn '

a i

} Fire total stress at welded attuksent leantions is esuposed of two parts, ytp6 .

I general stress and pipe 1ecal stress. Pipe senatal stress results from pipe f, -

internal pressure and usesnt lands is the pipe. Pipe lead stress roasits free l Lands roasted by the welded attaskuset. ,

j Allevable pipe lessi stress at the attarjanent is defined to be the differases between the anewabia pipe tecil stress and the pipe senersi stress.- ulawable-pipe total stress is the allevabis stress for the operatias sendition bahng 4

evaluated asd pipe general stress is the astual stress is e.he pipe at the aparattag i

conditism as determined by computerised pipias asialysis.

la what follows.allowabis pipe leesi stress is estessised essaissent with that of the piping code in effest at the time the plant was buLit. This anceabis e

local stress la compared with allevable local stress based au p Winter 1981 Code addenda. For courveniente, allswahle lesa1' stress beoed an' the Wiater -1981 -

coda addenda is referred to as new and answebis lesal seress based as the piping code la effut at the ties the ytant was bent is rateaved te as old, ankerouse and wetivatta= for the shaasm are suplatand in detau is asteremm '(1). In sussmas7. the chasses effut _ogmaties (s) et sc-M52 and egentism ()) of sc-M33.

Equatises (10) aM O.'.) of sc-M33 de en shamse. - New eqsations -(t) and (9) have hisbar allesehle (total) scuses teemis but require that ytpe seaarat strees be i l

based spen 3 tadiese tastead of intensizisaties taatoss.1.' these abangeo affect-local allevable ernes for primary or structurki integrity evalsatians; however, stress limits for primary plus emendaty evaluations de we shamse (equatoes 10 and 11).

1 h4CCIVED

-i

-)AN d d Ed8 I

-d " 7 .l7 7 C.:>7, l

4ca - g goa9, .pyggy--eg.,a,e'>c- yy+ fy g-p $9 ,(g +* d.y g-- g( gd9gm M--$P -M M Nvg-=> - '*=M'iFW';m9'm-s*P**-se. "*- T*-*e"Ty'fw*-*m-

4 e u s.s m.s

• e s - o,.s s -s.ee v._.._.

agNgn Ab COMPUTATlON SHEET gg,g, grf as ogd cam *e',

&** T P treau.e gg;rg,,,,,,,; *"'

, M "Sphe J,R r- .t v c'l,,3 GFk L. ha etwic w.

ver*

• 8

=5 un un 4

, _ Dess,a sw ee t.sves

. .. 73"7 5 * '

% _ .. = 1.2 M - cf.- es. (, thste Commu*)

4""p. = 118 3

Fe e, = . ?si 11.  !

j A*t:' @

cg%w l. 6 St, -q-% (.UPast Gunmosh I g . Si.$, ,

q. 3.,,

t.T Er un W 'Imuurc a.ut,W 2,TT'. E C $ , 9 9 3 Am vtv s *B,t6.24 t4 a, l

s rar.c & 3 g , ,asus tot A re w T4E nitss% ot2. .

, wear.s.ca.s. crestr , % , aun eisrwe, ou .me.=s Staata te Krte.rt , erge > 51 : 9 a9.u

• Eb C re 3  % u- DA, Csa

.754, 502 $r*mai6Nr Ps.n *r . Bi= o.$~, As a t. 0 , . *r2*.A = /. o

.. s . e,, aa., n ~ e~a, +

%6 a sa,w w

• 1. 8 Sh - C'+ , - A o

= o .4 S h + i. 2 A - c y,, - g

= ct 4 4 + %. 6 .$ ,

AAF awst& or" .rm:r.o a- oc.9AC Locs4 .nuw.ur 3rM*g.KJ' j94M10 gn/ 7WA* W/A/ThrM> f,9g/ C1 meg A40atWb4 Wsu /A,xAnmes & o.6 J+, ovae l'%t* .4,u.swaaw L=~n annard zurmewman mowy ywg ,o.ame s asaar Jou- Baermer~ ser Me ,rr.**eur 7We M~ m Rwt,.7" M Th'd .dRsir!" d m ov9 s.1 e RCCCIVSD

..Q N 'd 9 F ,8

q 077 CC7- ,

u

4 to.m c,,,

8 4 7777 - @ - ee'M - *we GENER AL, COMNTATION SHEET CMst4 m yp mp

'N' hggineers " ' "

, 4'T"

• 1Ve/ra 4', . p -

P"t _

- a vos name co asa, y (%. ,y - oc w e<,a w .en , , , , y hu Su ~ u oc 7F 7JP f o f.

a rwg 4=':= '.

S uawiM!r 7Wa~ AGEOVW /400cacatd M 'earg Twn ment r= 4 A A/D & * *

• Te k m C%Mwr= rem . e.

A Ls,,o wA m.e .s;mrar::,t w/64 M .d m A # e, W . amen C'n,we ono.as' <4sse ' 4>' c. 6 ***C69 ik&~ A n u s e w L.

rne .'.s+'a47~ nrew enuet r*1cw ,

A~e Aeew RnZacm,ss &.o.s,a,.i.**et,.7ri.4 /rh A C ii , s.. , ,, GL- #r .

9. ,

7s4 .

~

Gm um % = L S 8h - Gk- %

• /,s8 ,h - g - g q ,

.wd .

m f.B&-4%,-<$e+0.43++f/~,b,f

, cw e w.xsw 'lh *1s's

- Me

./

.. //* Ss t Too 0,6 Sh

,7td l o c44 Now Aw.ownet.d cm WN4, sucevest .

F0A 7WM /,/Atar* C'**.w hvb e.

Far sterva 8/g4 )s 4 sucr s arm.- w d er.19,w 4.eswa.a e*se rMa &*osv4 re pwcewer.s A3rresec Adg- Arc-

- M.e rw - *A;' ):\Va - Pine wnu,,2,, ,

Jeksmga os nAegy G i=a - O ' . : IEc*'s*4esseaus

/nwc .ime.t A?nne cw art,se o

• numwt . .anong gew 4,evs.

J&. - t, /g 7, A su3 ' twasr* ,q.n ass.,u

,, s,ad Ett 76 7'Nb _s 2. /6 7 - /H 794 s960 W /N stc.n M C

, .s -

nG t.ac4t,, psw ,44 :a wAA/ E' s/23st' ?A F44~

t.//*1477 tGweo1*se s/ WIu,. /He.Rarted. /M 9, ( S'/+44 / - kr.C U,1V ED J AN Z 3 GSB .

- - - ' " ~ -

e,- M M _. $ g g% $ _. M # k m.__._____m_____________ __m_____________ _ _ . _ _ _ ._

l

, - 'O 'r era - ees s e - 4., q -

w i.e m m i

GENEM AL. COMr*VTAT10N SMEET u a ser e. s ,, e.n n

'N' hjn,,,$oppgineers Q" , fW .,,

e v:__

W 0#

Consowy __ k l=S *

• m sh e

• C _ spett4 __

re r =g '~

7r7[.iv (

as mane, ~9mmo Sueowuuss _,

i

%ceto ose s a rwg- mm we Mova me ra s m Loent. At.t o wMlx < sat m Mut nwr .dHtmne,. Cmmr *J W #:.,c .<m'a *a w~ # :

\

M Tre ( 0. 1 9 G Sh 4 a= @d n's sw 7arn'm c.wi rna .* aar:

Tao ( SM~ &

!- l i

i 9

l l

l l

I l

l IldCCIVED t

l 'J AN 2 91988 .

l

.e**','*'

l m e n es rs

! p .. e.. . .

(-

i

.,, , .m. # ,, _ . . - . . _ _ , , -, - - , . _ . _ - ._ - - . . _ . .-,

D Q 7 ?.~7S * #g* a CD 14 5 - d 30 0

'"#*' en: gr eso J,e es ,. y s.n1 o' GCA:ER AL. COMPUTATION f MEET

• ~ (g7m,,gg,,anginess M_

' ~ '-

. %. M y....

OJ, cpi t ~:5mu m cm ena 2,, c ,, p -- -

on un gggy M-9 fJ ff; @ _ft9 # 1 _

- bv. ~

• lm' *

• hl* fg w ln Nk{ } fo /2*$

ps ps h

n ,ea - e a a'~.s \

g 4 ..

g, elbnvW bare W /*'LlMt 4 t 4* U , $ * /. c-D n J sr.

0 Ml /W Wid/Z

/:~e s.le#r' ea d'vs e/4 ,, ,

,e ~ D o 21 .

\ 1

• (

2 fe*J6c O/U A* JT.8 0 %f I I

E $

.a. ' 4

• W5 " * ?? " St ~ /.H26" a f n } /,/1,S l an t ) % } /.

n

f. 7.*A

• bW }/ fjg) m f/tMb") ),{//t$*)

. at at

't. t.

(E[' . . exn e> i.i.nu f ret}"'. .am a ,>, i e

A ;;b . f w :. R o. w .r t w o w

. .c

[3rf ..$$49e S & )/ . w l

h7Ci)' .27723e K } l hdCCIVED JAN Z 9 988 c  ; ~-- C J.

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

F 1/s/ 7s*7) = P'A

• ee si n - MO OENEdAL COMP'JTiTlON SHEff gg; sp tse lesv ~ttee e. I iwt P

m. .~ ggm,,p~n ongn

-- i, JW '" s.

se -: ~;'w,, r.". . a eit"!3, C? t L -hun-m _ v.u m C7 , , ,

.n n

?$7# ' ' o

'~* ~ ~

gyggy $g3/6*,! U o O WL oko d .T -

DS h

5 k.

1s 4'

i f) 3, O

\,

^ Tl 4,i gv '

R .a .s e:L

+ 1 w% -

a. y eu v ss Nw ,

a 4 5 %5  %, $ s

,s %kR e - -

yI 2

b '

4.% s 3 4

s. g g f, j-( -

%x s

. s c .,

' , .,w

.y N Ls N

~

..% %- s,

. s A Ac k I%

S . o \

e, .

RECElvED - i l

-)All'd9$88 I n a. n n- a c. ,:,7 s -

fj

, Ann' .-a J- _ssh,av--++

.mA's m..l.-a C l. M.4,e A--- M M -'

a - 4-4 e-o A- n eJ J.Msn s4 A -- ,-umr.me+ . . - . - , . , .

" ~ ~ ~~

a anam ewuum,, w =1. . ': =u's

. . - => > . ..- c. -n, -

, u ,%

f f of- gy vw.- %-

co ,. CFAL-E m s.wie. a n4 -

ws ee _

!$uloni,vr r ** 7n.v. s o s . **

i wusa Ass a ._

Ge La. 2 asa.e eiow .

h ,0.asut% . ine o g +1 fe.m; . m ,.

I b,,,,s, . . 5

=

2.0L+ f *$ f C+ms j . 774 . 31(&

i

• 31 a *& " 2* M 7 of MS$'[/T # /# M4 -

l F , pg.4 .

b

. o4J.<^we;, h7Y4 . ii.i>>u )% - i. n r .

/.WJ ,[ ._, { 3. 64(s j m A#Ars3) f . .sr/ 5 5 AC*6 4 d  ; %. (.c$<3 e . w' . zr rzs > 5_)m . ? A7 l

l s

1 3

is n'CEIVE D

.84l(Z W G88 c

• O ?^ ? C r?.

v

e; 4

i e

BSEP 1 & 3 UPDATED FSAR 1

J I c) ASME Section VIII. Division 1 (pumps used in Group C piping systeas)

3 USAS B31.1.0 Power Piping Code was also used in the design of pipias and

! valves outside the reactor coolant pressure boundary.

The allowable stresses for Croup A, B, C and D piping design were as folicws:

1 3

a) For carbon steel, the allowable stress values of USAS B31.1.0 were i

! used. For materials not covered by USAS B31.1.0, the stress values of the j ASME Boiler and Pressure Vessel Code were ased, as applicable, b) For Austenitic stainless steel, the allowable stress values of USAS 3

B31.1.0 were used. For material not covered by USAS B31.1.0, the higher 1 st*ess values of the ASME Boiler and Pressure Vessel Code, Section i, Appendix A-24, or Section VIII, were uJed.

i 3l Pipe wall thickness, fittings, and flange ratings are in accordance with USAS 831.1.0, including adequate allowances for corrosion, as delineated in the plant piping specification, and for erosion, according to individual system l 4

i requirements, for a design life of 40 years. ,

1 l All piping including instrument piping connecting to the reactor pressure vessel nostles was designed so that the nott.le to pipe interface load would j not result in stresses in excess of the allowsble material strasses. Thermal

sleeves were used where nozzles would be sabjected to high thermal stresses.

The general design criteria of Tables 3.9.5-1 through 3.9.5-4 applied to those ,.

ductile metaille structures or components which are nornally designed using L

! rational stress analysis techniques. These structures include the pressure vessel, core support structures, etc. The criteria were also applied to those components or structures whose ultimate loading capability was determined by tests. These criteria were intended to supplemert applicable industry design codes where necessary. Ccmpliance with thest criteria was intended to pre.ica design safety margins which were appropriate '.o extrecely reliable structural components, when account was taken of rare event potentialities such as a DBE or primary pressure boundary coolant pipe rupture, or a combination of events.

Many important Class I components or equipment were not-desig ed or sized directly by stress analysis techniques. Simplified stress analyses were sometimes used to augment the design of these components, but the primarf design work did not depend upon detailed stress snalysis. Thes.._compone.n s were usually designed by tests and empirical experience. Complete detailed stress analysis was not meaningful nor practical fcr these components.

Examples of such components are valves, pumps, electrical equipment, and mechanisms. Field experience and testing'were used to suppurt the design.

Where the structural or mechanical integrity of components was essential to safecy, the components referred to in these criteria were designed to accommodate the events of the DBE or OBE or_a design basis pipe rupture, or a combination where appropriate.- Tiie reliability requirements of such components would not be quantitatively described in a general criterion because of the varied nature of each component and its specific function in tha system.

The seismic design _wes based upon appropriate static or dynamic analyses'which define the maximum seismic capability of CE supplied equipment. -The dynamic 3.9.3-2 Amendment No. 3

. . - . ~ .

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

4 SSE7-1 & 1 A-4 FSAR July 1975 Amendment 30 i .

B e design requirements for sca.ne piping in Group C, such as main steam lines downstream of the outer isolation valve to the main turbine stop valve, but

! excluding tha stop valves, are in accordance with ths recuirements of ANSI B31.1.0 i and s9pplementary requirements in the prefect design specifications, namely, i

full radiog2aphy of pressure veld joints. I The above mentioned systems in Groups A, B and C are designated as " critical piping" for design, stress analysis, fabrication, inspection, erection, teiting and cuality control purposes. l 1

] T'e remaining portion of piping systems, i.e. , in Group D, is in accordance with ,

i ANSI 331.1.0 and these systems are designated as noncritical systems.

I Tables A-1 and A-4 summarize the classification of piping system and lists design '

guides for plant ecuipment. '

4 A.3.1.1 Allowable Stresses The allevable stresses for Group A, 3', C and D piping destgn are as follows:

a) For carbon steel, the allevable stress values of ANSI B31.1.0 are

, used. For materials not covered by ANSI 331.1.0, the stress values of the ASME So11er and Pressure Vessel Code are used, as applicable.

b) For Austenitic stainisse steel, the allevable stress values of AUSI 2

3?1.1.0 are used. Ter material no*: cevered by ANSI 331.1.0, the higher stress values.of the ASv! iciler and ?rcssure Vessel code.

Section I, Appendix A-24, er Section VIII, are used.

A.3.1.2 'Jall Mekness Pipe vall thickness, fittings, and flange ratings are in accordance with ANS 331.1.0, including adecuate ellov.nces for corresion, as delineated in ^ ,

piping specificatien, and for erocien. according ::> individual sy _

e-ments, for a design life of 40 yaars.

, ~-

t

• wy r-e- , - - . u

.J j

507 E PAA08.lNA POWER & t.l GHT CO.

f'ItE N0.: Boo 69;A TEltPHONE CONVER$ ATION MEMORANDUM SERIAL: 8 E S U/T- 6so )

Rd VAH4  !

Se tween pet 4hWTH of CP&t, and STt T @t4E9 of CP4L  !

1 pgogget: O h M M M S4 N N Nf M b M M DATE: M s us.'E CT: SEqWC 8AeW#Jf EttTRAltJTs TIME: IbisA {

9 MESSAGE: i gg s)ANQ vag.9T C9/TERI A VJA5 Z% Fm te_GMic bJr%ARY REETpJem Ai~ Nt,8RG , VMrJ REMRS%

V. To r4 ARA'5 DESv.ta 60tCELtt6 7.L A, 9rAR. 59 SECTmN I

C, . (cr . d . L.k ALACM /QJ S U E @ /sT 0/ G. T C DF06N.hk"> TM DUtJDD M(-im T> Pt.AsTw. Asomssp Mor. Wo 1.-W AY ES.?TRAitM %Y 8t Pse.cWOver 00 THE .

MON-SbstMc Elbt. CF 'T't4% 6Cor30AWf McMM . TM 0-Estre'NTS APA. Em r-eq coMens: Tpqm%t ANo SbstAt c. b% LeAbs , Foq MMu WEy USc[TAQ tcABS FQpA PE A8oVE rp OEuNE SAs 55 6t%W ah / S'.c. ),

i Action Required By

_Yes No Tickler Date _

Rours 70, o _ _ o _ o o ___ rne VAnd

@ g fgttEA' O [hinwh w 9tsIkw g o u tex Fd ptL, COPY T0: se u g gmy i

I- _ ._

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

! C. Design Equations (Cont'd)

^

6. Seismic /Nonseismic Interface Anchors Design loads for siesaic/nonseismic interface anchors shall be obtained as follows:

a. For Equation 1, 4

DW, + DW,,

, or DW, + DW,, + TH, + TH,,

Where the subscript "s" denotes the seismic port 19n and as" the nonseismic portion of the pipe.

DW = Dead Weight.

Tu = Thermal Forces g a

b. For Equation 2, 4 b

DW, + DW,, + TV, + 30BE, + 20L, + 2SSD, Where GL = Occasional leads SSD = Loads due to Seismic Displacements

c. For equation 6 .

DW, + OW,, + TH,

• TH + 3DBE, + 20L, + 2SSD, hte: The first two supports on the nonseismic side of an anchor must also function as lateral restraints but will be classified as nonseismic. ,

d. In addition to the design load criteria given in g a. through c. above, one of the following

- criteria must be met for seismic /nonseismic

. interface anchora 1- The interface anchor will be designed to a bending moment that causes initial yielding in the pipe.

ore 11 - No (2) way restraints shall be designed on the nonseismic side of the interface anchor.

RECEIVED IBMD-ENG001-OS4 J!jy j O ISdd 7.2.A-$9

, cutA ~ M

1 1

CAROLMA P0wsa & LeMT Coul%NY engARON MA C378 S/R l sesen , toes 1

J

!, $tll4N IWAfl0NS AND LOAD $

i 4

l' J 7*1LE !!I.C.S.c

' COM48MED TutIMAL 6 SEIE.4 988'l.120$ FOR ti" & LARGER WON ST,htll_ ,

i ANALYTID PIPIM5 totic appene pwr.  ;

i mese TELnat 611 na gpu g a  : t i on w-

~-

smuu. - - -

.talf)st) _

e 33' 05 3.M8 t.NB 8.35 II i

e

• 94Dl ,

• 4,30 e P $8 8.50 8.ND S.800 gg se

• 1.49 6.000 .

{e s' l.Se 3.000 3.mt

o. age u ese si

• i ,=

i as e s.see time "-._ t.ees M. ass j:  :

3 s aJgp a

• 3,gge e F 6.58 88.888 St.det 44,000 g

a

• 7.85 *

• ft.tes ,

e W 4.889 54.888 H.000 W 300_ g,g a

• 30.000 114.000 e r 18.808 83.898 83.000 19.400

• *

• 15.400

-S &a. IIB e W 15. 2 3.*Jte _tt.est 179.e00

. . . . --e . ,,,,- as -

e , . . <. ...

zr l . .- . .m- _

a . ,,,,

e er m. ass n.see n.sse ass.ese 3,

a

• es.ess .

• ass.ese G $0" 9.M 15.MB 15.8I0 W1.098

. . . # W.808 1.300 800

.ftr F W.088 899.000 lW.000 - l.sas.tes

• 100,000 -- i

.WP , 305.000 46d.000 1.060.0I0, 1.W'

• I w D6.000 In.ee IM.IID l.048.000 ..

• 48t88 Age IENWil att CD90utWT1 F,, F,, F, & II , A y , 4 n,.

$1[,1 For vertical restraint 9, the calculated pipe deedweight shall 'ee added to the comt 'ned lee 11 frcm the chart.

g,, RFCEIVED..

f,1 S tti

! IsMD-tucoot-os4 *#'

. 5 C E , COtTI'.

L... .._.,......,_...,_._,.....~..,_.,_,,_.m. ..,_,...,...._,,_,m _......y,,,,,%.,,c,...__,.. .w,,,.m%.r ,,.,.,,.,,-.mm.-.,

ATTACHMENT 3 UNITED ENGINEERS & CONSTRUCTORS REPORT NO. 7865.007 S M-021

" EVALUATION CRITERIA FOR EXISTING PIPE SUPPORTS ASSOCIATED WITH NRC BULLETINS lE 79-02,79 07 AND 7914 AND DESIGN CRITERIA FOR MODIFICATION TO OR DESIGN OF PIPE SUPPORTS" Y . - .

___--__-_________________N___-_-________-____ _-

.. . _. . -= -- - - . . _ . ._. - ...- . .

u '

UNITED ENGINEERS & CONSTRUCTORS

. 30 SOUTH I77)! STREET PHILADELPHIA, ?tNNSYLVANIA 19101 ETALUATION CU TEU A POR 4

EXISTING PIPE SUPP0tTS ASSOCIATED WITM l NEC SULLETINS IE 79-0Jg 79-07 AND 79-14 )

1 E

DESIGN 'RITT U A E

NDDIFICATION TO OE DESIGN OF P!PE SUPPOSTS for CAROLINA POWER & !.1CHT COMPANY BRUNSWICK STEAM ELTCTRIC PLANT-UNITS 1 AND 2 QUALITY RELATED x NON-QUALITY RELATED 8 Report No. 7865.007-5-M-021 REVISIONS R.IV. DOCUMENT INDEPENDENT QA - SDE PEM/PM CP&L APPR, NO. DATE PREPARER REVIEW f REVIEW REVIEW APPROVAL LETTER NO.

0 7/df f -

/ -35226 t Mt /s, 1/2thWM%s%4 V V t dflat -

2 1

3 e

Report No. 7865.007-5-M-021 Rev. 1 Page 1 of 44 4

TABLE OF CONTENTS 1 IASE 1.0 PURPOSE 3 2.0 SCOPE 3-4 3.0 ACRONYMS / DEFINITIONS 5 l

40 CENERAL REQUIREMENTS 68 l 5.0 DETAILED REQUIREMENTS )-15 6.0 ACCEPTANCE LIMITS 16-17 7.0 . GENERAL INSTRUCTIONS AND COMMENT 10-21 7.1 Stiffness and Trequency 18 7.2 friction 18 7.3 Spring Supports 19 7.4 $nubber (HSSA) and Strut (RSSA) Supports 19 7.3 U-Bolts 17-20 7.6 Pipe Clamps 21 8.0 LOAD COMBINATION 22-23 9.0 TABULATION (SUMMATION) 0F SUPPORT LOADS 24-25 Figure 1 27

" Hydraulic Snubber Allowable" & " Strut Allowable" Tigure 2 28

" Jurisdictional Boundary" Tigure 3 29

" Embed Plate Standards" Tigure 4 30-31 "U-Bolt Standards" Tigure 5 32-37 "U-Bolt Capacity" (Tight "U-Bolts")

Figure 6 38-44

" Clasp Lo:i Tables" Attachment "A" 13 pgs.

" Design Guideline for Evaluating Local Stress at Welded Attachments" Attachment "B" 8 pgs.

United Power Discipline - Technical Bulletin #7,

, dated May 2, 1979 l

- . - _ = - . . . . . - - - . _ . - . . .

l Report No. 7865.007-5-H-021 Rev. 1 l Page 2 of 44 i

\

TABLEOFCONTEQTS (Continued)

LA93.

l Attachment "C" 18 pages I

UC-35287 and Study Report 7992.001-S-N-035

" Load Eccentricity te Pipe Centerline" j >

Attachment "D" 33 pages i UC-3$290 and Study Report 7992.001-S-M-037 i

" Evaluation of Overlap Zones" i

Attachment E" 47 pages UC-3$298 and Study Report 7992.001-5-H-038

" Torsional Effects on Pipe Supports" Attachment "T" 31 paged UC-35299 and Study Report 7992.001-S-M-039

" Bearing Ltress" t

l l

L l

L 1

- . , , - . , - , . , ,, -- - .v., -,, + . - - , .,

Report No. 7865.007-5-H-021 Rev. 1 Page 3 of 44 1.0 TURPOSE The purpose of this document is to provide Evaluation Acceptance Criteria for existing pipe supports at SSEP Units 1 and 21 rad provide design basis for modifications to existing pipe supports and/or designing new pipe supports for existing piping systems.

This Criteria applies to Piping Systems Analyzed under Piping j

! Design Criteria 7865.007-S-N-020 only.

2.0 scope 2.1 Evaluation Acceptance Supports, support c>aponents, and supporting structures will be evaluated to the extent necessary to determine the limiting part of the support as to11nws:

2.1.1 All supports witt increased analysis loads will be evaluated to determine their capscity by either Pmax.

(maximum allowable load) or computed stress methods.

Evaluations will include those evaluations - quired by Para. 2.1.3 and 2.1.4, as applicable.

2.1.2 For ina rts with new analysis loads equal to or less than previous loadings only those evaluations necessary to satisfy paeagrapha 2.1.3 and 2.1.4, belov vill be made as applicable.

2.1.3 All supports loaded in torsion or inducing torsional loads to supporting members will be evaluated. See Study Report 7992.001-S-M-038 " Effects of Torsional j Loads on Angles and Channels for Existing Supports".

s v ~ -

c:

Report No, tS65.007-s-M-021 Rev. 1 Page 4 of 44 i'

2.1.4 All supports containing concrete expansion anchors will be evaluated to confir,s anchor and base plate adequacy.

I 2 .1, . 5 Pipe intersections are evaluated under Pipe Stress Analysis and are therefore not addressed as pipe supports.  !

l i

2.2 Design 2.2.1 Desi;n all support modifications resulting from lI

< evaluations undertaken for Project Procedura CPL-PP-01 and identifled as "Short Term Pix" ",e "Long Term Pix" and any additional supports as required by analysis for i all lines evaluated under Section 2.1.

2.2.2 Establish the minimum design requirements for lI modifications of existing supports and design of new supports !n existing system for modifications performed outside the scope of the 79 IE Bulletin vork. (Note the overall impact on syst;m design should be carefully considered and the results documented before implementing .sny design requirements that are considered more conservative by todays standards to new work unless the more conservative design basis is applied to the entire section of the system in which the modification isbeingmade.)Theboundar.esofsuchsystemsectionto which the new design requirements r.re applied shall be full 6-vay anchors.

2.2.3 "Non-Safety" support systems,may_be designed using this document as guideline.

t

Report No. 7865.007-5-M-021 Rev. 1 Page $ of 44 3.0 ActosTMS/DEFIIIITIONS NRC - Nuelear Regulatory Commission SDE - Supervising Discipline Engineer AISC - American Institute of Steel Construction ACI - American Concrete Institute STSI - Short Term Structural Integrity Snubber - As used in this Criteria refers to Hydraulle Piston Devices designed to resist seismic and or Shock Loadings only.

Support - As used in this Criteria refers to any device or component designed to support or resist the following loadings:

1. Seismic

2. De a d 'a'e i gh t

3. The rmal

4. Transient i

i Report No. 7865.007-S-M-021 Rev. 1 4 Page 6 of 44 4.0 CENERAL REQUIREMENTS 1

The following Codes, Procedures and Specifications are to be used as the basis for Evaluation Acceptance and/or Design Criteria except as modified within this document.

4.1 USA Standards Contmittee Power Piping Code USAS B31.1 - 1967 4.2 American institute of Steel Construction Manual of Steel Construction Seventh or Eighth Edition

• 4.3 American Velding Society Structural Welding Code AWS Dl.1-79 e-4.4 Pipe Stress Reanalysis Doc. No. CPL-PP-01 4.5 Specification for Pipe Supports i

Spec. No. 9527-1-248-15 Rev. 5 4.6 Power Discipline - Technical Bulletin #7 Concrete Expansion Anchor Bolts Used With Pipe Supports - May 2, 1979 4.7 American Concrete Institute Building Code Requirements Tor Reinforced Concrete ACI 318-71 4.8 "ASME" Boiler and P essure Vessel Code I

Section III Sub-Section NF 1977 with Addenda thru Summer 1977

• Either edition is acceptable. Both editions have been referenced in the calculations.

a Report No. 7865.007-5-M-021 Rev. 1 Page 7 of 44 4.9 General Design Considerations 4.9.1 Major modifications rei. iring "NRC" approval may require I

conformance to codes other than the original design codes such as " Mark I" program outlined below.

4.9.1.1 Evaluation of SRV Line Supports The Safety Relief Valve (SRV) discharge piping analysis is divided into two models. The upper model includes the primary steam line with the attached SRV discharge piping lines in the drywell down to the vent header. The lower model includes the SRV discharge piping from the vent header downstream into the suppression pool and is discussed in detail in the Plant Unique Analysis Report section 2.3.11.

The upper model of SRV discharge piping including primary steam lin- was snelyzed for the usual thermal, dead weight, and seismic loading conditions as well as SRV discharge transients. The Seismic analysis used the dynamic response spectrum spproach in accordance with NRC, IE Bulletin 79-07.

The SRV supports in t!e dryvell were evaluated in aces. dance with thc criteric contained within this document.

The Safety relief valve discharge piping supports located in the Toru. were evaluated and/or redesigned in accordance with ASME III Sub-section NF requirements under the Mark I program.

= _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ._ _ _ _ _ _ _ _ _ . _ _ _ _ _ _ _ _ _ _ _ _ _ _ . _ _ _ _ _ _ _ _ _ _ _ . _ _ _ _ _ _ _ _ _ _ . _ . . _ _ _ _

4 Report No. 7865.007-8-M-021

/ Rev. 1 l

Page 8 of 44  ;

. J I

s 4.9.2 Support design should be consistent with the 4 i

requirements of BSEP Spec. 248-107. This specification j

covers fabrication and installation / inspection of I  ;

I seismic pipe supports. j j

i 4.9.3 All support modifications and additional supports shall i consider the effect of the support loads on the I supplementary and building steel as applicable. 1 Investigate for additional (other) supports, equipment providing load to member, and any dead loadings that may be concurrent with support loadings.

I f

e

)

< - - - - ,, , y .,,-, + + , , . , .m- e v ,ur,

-- 4

-Report No.--7865.007-S+M-021 Rev. I-Page 9 of 44 5.0 DgTAILED REQUIRDIENTS 5.1 Structural Attschments to piping, both integral and non-integral, shall be evaluated per USAS B31.1-1967 ~ Chapter--II, Part 5 and Attachment "A" to;this document: "D4 sign . Guideline 'for Evaluating '

Pipe Local Stress at Welded-Attachnants",- ' Items included shall-be defined as followst Integral  ; Lugs,1platesLand stanchions:velded to piping i 15.1.1 -

for ^ the ' purpose of trar,sferring loading. f rom pipes to -

the! support structuref see Attachment "A". 3 hear' lugs-utilized-with pipe clumps need not belevaluated;for local pipe stress. sir,ce -application of this load

~

g produces -negligible [ piping bending stresses in .the pipe -

wall. Qualification of these shear lugs shall be based .

s > '

on.the capacity of the-weld joint.- l.

e-5.1.2 Non Integralt Straps, clamps,-saddles', Guide 6, and U-bolts in contactLwith piping and designed to transmit. I loadings to support structure.

5 -.1 - Support Components 1

5.2.1 - Vendor allowabiria .shall be used whenever available.

1xception will be taken in the evaluations of 'U-bolt" components due:to inconsistenti values-provided by various -vendrars ' for s tallar components under. the same appilcations. .SeelSection>7.5.for discussion.off"U--

Bolts".

S-5.2.2 -Standard--pipe. clamps, Bergen-Paterson Model EA3,.

utilized in on-axis and of f-axis applications may be - lI evaluated on the basis of the1 Detailed Criteria' presented'in Figures;6.1 thru'6.7. .s

_ _ _ _ _ _ _ _ _ _ __=_ _ -

. ._. . . - . . _ - - . _ _ _ .- . - . _. . _.m _._- , _ . _ . . ___ - .. .

4 j'  ;

Report No.07865.007-S-M-021-Rev.,1 Page 10 of 44 :

o.

5.2.3 Published vendor allowebiss for non-integral attachments!

l are' based on a specific design temperature._ Increase of I published allowables is permitted for temperature

! belov_the specified design temperature,- i L.e., P allow = P allow @ V.S.T. x (ry @ actual temp.')

1

! (Fy @ V.S.T. )

1.

V.s.T. = Vendor Specified Temperature l

All mata .4Ls listed by>the vendor for a l

' $.2.3.1 i

anecifi.. t .- .ard. support shall beLconsidered, .

i such that the smallest incretse based on yield strengths will be used.

5.2.3.2 ' This increase Emay not be used E for springs,-

snubbers, struts or parts in_which there is a l compressive Toad because analysis of 2/3 critical buckling would be . required.:

i 1

l -. 5.2.4 Hydraulic snubbers.shall be evaluated onJ the basis _of. J f

Bergen-Patterson confirmed allowablesclisted in Figure

1. Calculation 9327-9-PSSS-12-F,1" Snubber: Component-

!. Capacity" evaluatesEindividual snubber and' strut:

I components'and standard EAlfand-EA3Jattachments. 1Thi s -.

calculation demonstrates that, with the exception of

~

l off-axis clamp applications, capacity:1* 'ontrolled by relief valve - for snubbers and rated capt..ty? for strues.

Individual lqualificationJofEthse: components may be I

neglectedcin support qualifications. . i 1

l~

5. 2. 5 - Structural members _providedfas component supports shall -

< 'be evaluated in-accordance with AISC as modified under-

! -Section 6. I ]

i-LargeKf/rratios (> 200 but -not more than 300) may be accepted if the stress levei_is;significantly lower- _/

than at 200. ,

j ..

! l L

i- .

l

. - , , , . , . , , - . . _ ,, m. . - . - . , , --.......,,c . # . . _ , - . -

3-i Report No.-7865.007-S-H-021 Rev. 1 Page 11 of 44

. 5.2.5 (Continued)

Evaluation of angle support members for bending may be based on limiting allowable stress Th to be equal to Fa j at theappropriateEf(inlieuof-bi-axialbending calculation.

Existing fillet welds shall be evaluated on the basis of l1 stress. Lack of AISC minimum fillet weld size for a

. given member thickness shall not be cause for rcjection.

i All new welds shall be per AISC. l l/

4 (Deleted)

Unless otherwise specified, all velds shall be evaluated based on the use of E70XX electrodes; i

4 5.2.6. Supplementary Support Steel shall be evaluated in accordance with AISC Code as modified by Section 6.

[t Supplementary support steel is defined as-those structural' members t' tave been provided f r_the primary purpose of . t cing pipe. See Figure 2 for ,

example of jurisdictional boundary.

t Take special note that on this project most-miscellaneous steel shown on-structural drawings is desirned for the supporting of piping. Therefore, i f structural members unde _ consideration can not be defined by investigation to be integral to the " building structure" they shall be considered as supplementary support aceel and evaluated as required.

(Deleted) -l l

i l --

i= ' Report No. 7665.007-s-M-021 -

b Rev. 1-F F _Page 12 of 44. 't 1 .

1- .

5.2.7 Vendor Non-Catalog Components

\;

I Non-catalog components supplied by: vendors.are i acceptable for use providad espacity and= application:

l conditions are-confirmed by vendor or' confirmatory calculations provided; and controled procurement, t

h fabrication, installation _and--_ inspection can be assured.

j Examples ares' special KA3 clamps, U-bolt' pipe clamps, t

' structural attachments,';etc. ,

k i 5.2.8 special Desig,n Componenes i-i Non stardard special. components'may be designed and'used, , s t

• for unique applicationsi ov- in some cases, typical-applications fprovided detailed desige calculations are- +

t-

provided; and controlled procurement,' fabrication, -

e installationandinspectioncan-bl assured.- Examples -

~

i 9 t-i:

Bergen-Paterson Internal Clamp _I.P.S. Dwg."No. B20107,fe 2

,E " United"' pipe strap (tight)-Dwg.-C-21.0.-

I. -

I--

5.2.9 (Deleted) f

-l n l -:

a i- .

Anchorage of Base Platesi shall be t evaluated' based on i

5.2.10 i

P " UNITED" Power _ Discipline;-iTechnical Bu11etin 17, dated: 3

! May 2, 1979.

v j

4 -

I NRC Bulletin IE 79-02 caused re-evaluatiodi f o' anchorages i i _ using ITT Phillips Red : Head. Snap-Of f Self[ Drilling .

b- Anchore. These anchors'are-comwonly-identified on-  ?

i' detail' drawings;4s BerSen-Paterson catalog (No. 66)-part p-

' no. 511 Jor ~ 512. -

W 4

i

Report No. 7865.007-S-M-021 Rev. 1 Page 13 of 44 The following shall ue used for evaluations of snap-of f anchors only. These values are based in the manufacturer's recommendations and industry practices at the time the anchors were installed and should not be used for future installations. For replacements of existing aschors or new anchor installations see item 5.3.

Red Heads (Snap Off Type) -

-Cat. No. Bolt Site (in) Tension (1bs.) Shear (1bs)

S-14 1/4 734 267 S-16 5/16. 812 406 S-38 3/8 1,134 674 S-12 1/2 1,700 1,344 S-58 5/8 2,340 2,380 S-34 3/4 3,240 3,240 S-78 7/8 3,570 3,690

)

Tension and shear values based on factor of safety of 5, 3500 PSI concrete 3 28 days. No reduction for 3,000 PSI concrete taken since concrete strength with age offsets reduction.

(Actual Tension) + (Actual Shear) f K (Al'.ov Tension ) (Allow Shear )

K = 1.0 when (Act. Spacing) 21 7 x Bolt. Dia.

Y. = 0.8 when (Act. Specing) ( 7 x Bolt. Dia.

A 5.2.11 Anchorages utilizing cast-in place anchor bolts shall be I

evaluated to the AISC Code for bolts and the ACI Code for concrete.

- _ _ _ _ _ _ _ . _ _ _ _ _ _ . _ _ . -_ .J

f 11-

~

3 Report No. 7865.007-3-M-021 Rev. 1 Page 14 of 44 2

5.2.12 Anchorages utilizing concrete stud anchors shall be avaluated to ACI limitationst pra.ferably using "TRW" Nelson-Design Data 10 of 1977 as primary evaluation reference.

i For convenience, embedments may be evaluated against Figure 3, if applicable. Figure i provides details and capar.ities.of typical embedments.

5.3 Concrete _ Expansion Anchors - Modifications & Additions 5.3.1 All new installations 'of concrete expansion anchors and-replacements of existing "$ nap-off" anchors shall be vedge anchors. Adjustment of published allowable loads for concrect- strengths other than those provided by.

?

Vendor shall be made in accordance with vendor's recommendations.

5.322 Factor of safety used to obtain the base allowable load.

as adjustud por Item 3.3.1 shall be 1/4 of _ the ultimate values for design levels Normal, Upset and Emergency. 1j i

5.3.3 When short term structural integrity criteria is used for design the allowable anchor Toads shall be-1/2 ultimate published load, adjusted per Item 3.3.1.

5.3.4 Credit 'for increase in strangth of concrete e to age is permitted provided materist so-treated is not newly O placed.

~

5.3.5 Straight lioe. interaction shall be used for the combin**. ion of pullout and ahear loadings. j

-}

~ Report = No. -7865.007-s-M-021L Re v. 1- .

Page 15 of 44

~

5.4 Weld Joints for "Bergen-Paterson" EA1-Attachments; Allowable loads for typical weld joints provided for:sttachment f of "EA_1" components are=provided in Calculation _9527-9-PSSS F. These values may be _ used as the basis of joint . qualification in lieu of a specific calculation-under suppert evaluations.

5 5.5 Link Seals s

Allowable axial forces for typical link-seal support applications are-provided_in. Calculation 9527-8-SS-90-F.- Allowable radial- [.

forces for- typical link-seal support applications 'are -p'rovided- in -

cateulation 9527-8-SS-91-F. These allewables were developed in January of 1987 and snould' be used for_ any subsequent link-seal'-

avaluaticus as well as' qualification _ of pastLloadings.

(

O

_ _ m __

Repo';t No. 7865.007-S-M-021 Rev. 1 Pag e 16 of 44 6.0 A,_C,CIPTANCE 1/IMIT5 Ihe final luad to capacity ratic (L/C) for any support component should not exceed the following for cendition evaluated, i.e. upset, I

emergency er faulted, or short term structural integrity (STSI). Any support found to be unaccepte,ble for upset or emergency or faulted conditions but is acceptable for sbart cert structural integrity requires a long term fix. Any support that does not meet STSI requirement 4 should be considered to be a " potential" short term fix and immediately pttsented to the Design Supervisor and/or the SSE for submittal to the Review Committe.e (Refer to CPL-PP-01 for Review Ccamittee Responsibilities).

6.1 Upset Item t.imit (L/C = 1.0)

Snap-off Anchors -

(Sea Energency)

Seismic Snubbers -

Vendor Confirmed Allowable Structural Steel Members -

AISC or B31.1 Allowab h as ,

Applicable (Ref. Fig. 2  !

I for Boundary)

Factory Supplied Componetits -

Catalog Load 6.2 Emergency or Tsulted /

l

Item Limit (L/C m 1.0)

Snap-off Anthors -

1/5 Ultimate Seismic Snrbbers -

Vendor Confirmed Allowable Structural Steel Members -

1.5 AISC or 1.2 x B31.1 as Applicable (Ref. Figure 2 /

for Boundary)

Factory Supplied Components - 1.2 x Catalog Load; or 1.33 x ,

AISC if detailed calculations are performed in accordance with AISC.

Report No. 17053.007-S-M-021 Rev. 1 Pags 17 of 44 6.3- Short Term Structural integritz ,

The .imits provided below can only be used when the Tode Allowable Stresses stated in paragraph 6.2 cannot be met. . When these limits given below cannot be met alternatives allowed by the 3F faulted rules may be used with supervisory concurrence.

Item Limit (L/C = 1.0)

Sr;ap-of f Anchors -

1/2 Ultimate seismic Snubbers - 1.5 Nominal Ratt .ng (i.e.

USSA-3 = 1.5 x 3000)

(See Figure 1)

Structural Steel Members Tension -

Yield Bearing -

Yield (Yb^110W-)*

Bending -

Yield x Shape Factor x ( 21.6 ).

Shear -

Yield x .625 Compression -

(Yleid x AISC) 21.6 Factory Supplied Components -

3 x CataloB Load Weld Joints -

Controlled by Base Metal 0 Joint (Sce Str. Stl. above).

• Note: _ Shape factor used in the above bending equation is the ratio of Plastic Section'Hodulus to Elastic Suetion Modulus (i.e. Plastic Section Modulus a Shape Factor).

Flastic Section Modulus Also (it allow. )gi

.( 21.6 )

Typical Shape Factors Rectangular Shapts (Plates) 1.5

/

Wide Flange Shapes 1.14 Circular Shapes 1.7 I

l

hport No. 1865.007-S-N-021 Rev , 1 ~

Page 18 of_44-7.0 GREERAL INSTRUCT'IOWS = AND cocelENT The evaluations within the' scope-of this document are not intended to impese requirements in excess of Codes or industry practices at-the-time of installation unless specifically required by related project procedures (Example CPL-PP-01, Rev. 0) or related Criteria document-I (Report No '7865.007-S-M-020) .

The original BSEP' support designs considered certain support capabilities _and features in a unique fashion as discussed below in Sections 7.1 thru 7.6.

7.1 Stiffness snd Frequency-Original support designs were not' based on stiffness-and/or frequency criteria, therefore stiffness' and ' frequency limitations will not bi applied. for evaluations ' performed under NRC Bulletins i9-02, 79-C7, tud 79-14 Subsequent and future modifications, resulting in s_ignificant. changes to the Analysis Model, may -

l require that ac:ual support stiffness and frequency be calculated-if tequired by the associated pipe stress analysis.

7.2 Friction

Under original design frictional ~ef fects were, considered for:

supports -with large displacements -(if' or _ greater) by utilizing.

friction reducing materials (lubrite placesheth.).-- In general - / ,

the effects of' friction on support conponents or. structures:vich.

less than;1" displacements vus not, t considered iti original plant design. Therefore, supports will- not' be evaluated .for- frictional:

ef f acts unless friction hat been originally iconsidered.= Friction calculations for modified 'or added supports is - required only when new: thermal displacements of piping are greater than original.-

New supports in new systems- shall censider frictional- ef fecta = on-.

support structures, c

~ LL__L.__.-.___ .__--__- L.-- _ - _ - . - - . . . _ - . - - _

. , _ . - ._ - . , . . . _ . . .m _ _ . _ , .-

s

.l' Report-No.7865.007-S-M-021'

,Rev. 1__ .

l I Page 19 of 44 4

e 7.3 Sprina Supports Constant-andEvariable-springsLare; dead weightfaupportslonly_and sra not considered in the seismic analysis. ~ Therefore, they will not be evaluated for MRC Bulletin 79-07 -(Seismic : Reanalysis);

reviews. Evaluation of . spring support anchorage, baseplace Jand ~

snap-off anchors, is required.per NRC~ Bulletin 79-02 if-the '

- support is so' designed. 1This does -not require evaluation _ of the~

support components other'than:thelbase plate'and anchors.

~

~

Spring supports vill be svaluated if for any reason dead weight'_

and or. thermal-re-analysis produces _ load or. displacement ; changes.:

7.4 Snubber (HSSA)f and Strut (RSSA)' Supports Particular cars should be-taken to determine'the actual installed .

orientation ofLonubber and'etrut'typelsupports:since deviatiens from the design ~acalysis orientation'may resultfinisignificant l

changes in pipe st'ress and/or'~ support load s'. , f i i i Angular deviati.ons~in'excesstof'50 should'be' brought to_ che; attention of th1 Sanior : Stress Analyst to ' evaluate. che e,f fect' on:

~

the_ Pipe Stress Analysis.

Check-of. Swing' Angle (Support Travel ~ Ire)Jwas.accountedifor in:

the original design. Standard' installation--requirements l allow :

for!at -least 1/2": clearance.1Therefore,--jheck of sving angle is_: L required only when the reanalysis yields significanttidditionals L

[

. thermal =displacementsL(1/2") or'the sup' port llocationfehanged from eno original design.

7.5 "U-Bolts" (Loose: aad/or Tiaht : Conditions) f At the outset of the support evaluation effort,_ U-bolt allovable loads as shown on Figure 4.1 were- used for acceptance -criteria.

j It was = then determined ~ that' these values were ' excessively _

l l

I.

1' t L~ . _ _ . . . , ~ .

i ~....,s. > , . , _ . .. . , . . . - . . . . _ . _ . . . _ , .,_.. _. _ .,...,-e,_,..,.-.,.,,,,,s...

.A Report No. 7065.007-S-M-021 Rev. 1 Page 20 of 44 7.5 "U-Bolta" (Loose and/or Tight Conditions) (continued)

~

conservative in shear (side loads). Therefore, in lieu of values (

Loads as shown on Figure 4.2 shown on Figure 4.1 the A11ovah:

4 were adopted.

No re-evalwation of the supports evaluated under the earlior Figure 4.1 c iteria vae required becausa che Figure 4.1 criteris was more conservative. ,

! U-bolts have been also used as axial and or rotationa*.

restraints. These non-standard applications were accepted provided that the U-bolt is tight and-the following conservative limitations .sre not exceeded.

4. Axial: Limit to 25% of Vert. (tension) allowable. This load to be additive to ether tension. loads.

b. Rotational: Limit was based on the tension allowable for the U-bolt (s). Tight "U" bolts provide torsional resistance because they act as friction clamp devices. The designer should translate the pipe torsional load to a "U" bolt tension load. The designer should ensure that slippage does not occur based on a friction factor of 35*..

Subsequent project calculations confirm the above limits and spproach to be conservative. See *al:. 7579-144-8-SS-71 (Rev. 0) tur confirmatory evaluation. Figures 5.1 thru 5.6 are based on this calculation and shall be used to evaluat'e tight U-bolts -

conforming to stock sizes and geometry shown, 7.5.1 In the- event eight "U-bolts" of other stock sizes are encountered, they shall be evaluated in the same manner as the "U-bolts" evaluated in cale. 7579-144-8-SS-71.

7.5.2 Loose "U-bolts" shall be evaluated on the basis of vendor published data for the "U-bolt" used if they are [

other'than standard stock sizer, as shown in Figure 5.1.

f

, ,. 7 , _. . . ~ . .. . . _

_.._s .

g. .

t , - .

p t

c

- --. . t _ .

's -

l Report No.3 7865.007-3-M-02.f-Rev. 1.

?

l Page ': 21. o f ; 44 -  :

=:.. 1 I-1 -

a <

<7.6 Fine t' lamps Use of Bergen-Paterson. standard EA3: pipe clamps?in off-axis-  :

f-

[ app 11 cations vas determined to.be. acceptable ~as qualified by~ .

calculations:- 7579-032-8-SS-59 -F' and 7579-144-8-SS-74-F.--

t=

See. Figures 6.1- thru 6.7 for;Detnited Criteria used in ' evaluation I l: '

of these clamps as extracted f roicalculation: sets- 7579-032-8 4SS ' -

l$9-F_and'7579-144-8-SS-74-F4-i, Other . clamps are to be evaluated in accordance with- vendor .

. Information.

f t

2 4

d 4

0 I

3 3--

I l

i f

1 .

I

.i

?

l L

d l

- - - ~ .  ;.~., .. .., n . ;m , ; ._ . ; ; ,4 m. .. ;. ,, , , , _,;_ _, . ;. . _ , , _. _. ,_ ,,

j

d P.rport No. 7065 007-S-M-021 Rev. 1 Page 22 of 44 8.0 LOAD CONSIRATION AND DESIGN LOADS The following Load Combinations shall be considered on each type of support as indicated below. Not all indicated loadings apply to a particular analysis, Non-Seismic Seismic. Supports s

\ Supports NN Load Condition Normal Upset Emergency Short Term or 7aulted Structural Integrity i

.\' (OBE) (DBE) (DBE)

Support 09etati_on D D Springs D D 1

I

! l 4 i

1 > ,

I I'

j ,

Hydraulic aI '

E. +

l Snuboeis TR d' & U * (G')E+ ?~d (f') ?/Tf' ;

) + f 4 5

-t-SAD TA D ZAD, l l i

" \ l l

E +IE . (f ff ff (! 's' t Q a.

Anchors 4 e Guides O*I O#I */

+- \,

D t 7f TK +. +- ,

Nozzlea fA7 .,TA D , JA D l

-t & i Link-Seals gap +7'AV Mv+ TAD -

D = Lead Weight T = Thermal TR = Transient E " Seismic (OBE) E' = Seismic (DBE)

SAD = Seismic Anch. Disp 1. SAD' = Seismic Anch. Displ.

(OBE Load) (DBE Load)

PAD = Pressure Anch. Displ.

TAD = Thernal Anch. Disp 1.

1

Report No. 7865.007-S-N-021 Rev. 1 -

Page 23 of 44 i

s In order to prevert inadvertent damage to supports; supports I 8.1 should be capable of sustaining, as a minimum, a load of 200 lbs.

in the vertical (-Y) direc' tion or 150 -lbs. ir the vertical (-Y) and 150 lbs. in the horizontal direction transverse to the pipe l aris. These values, if used, need only satisfy structural integrity criteria. This criteria is considered a good practice wherever practical.

b 8.2 If design is undertaken based on Section 8.1, care must br taken not to alter or violate the annlysad function of the support. If the design inputa loadings to the piping other than those specifically required by the piping stress analysis, the 6

documented concurrence of the Seaior Stcass Analyst shall be obt.sined for the given design.

8.3 Seismically supperted small bore piping (2" and under) that does not tequire computer analysis may be supported utilizing loadings detar=ined from the spacing Tables given in Study Report:

Doc. No. 7150-046-S-MS-025. (Reference Section 3.0 of Study Report 7865.007-$-M-020 for determination of when to computer analyze small bore piping.) This documenc shall be used only when no detailed corputer pipe stress analysis.is to be b

performed. g s

S.4 Desige leads may be developed using hand calculations or a i

F combinatit of hand calculations and "IMAP" or "5TIsULL" type ji computer programs; provided any program used has been approved for use in accordance with applicable project procedures. [

I l

.a, i

4

^

Report No. 7865.007-S-M-021 Rev. 1  ;

Page 24 of 44 9.0 TABULATIOS (SGMATION) OF SUPPORT I,0ADj 9.1 For first level evaluations all loads shown on the load on support sheet shall be tabulated to reflace the maximum p-4tulated load for a given sign (+ or -) of load.

Dead weight, when present, shall always be included tn summation I 9.2 f

! with its given sign.

9.3 All seismic and transient loads shall be considered to have both

+ (positive) ana - (negative) signs.

9.4 Therwal loads shall be considtred with its given sign except that I it shall not be used to reduce the maximum load summation.

9.3 The above (Items 9.1 thru 9.4) provide conservative sucmation results. If support evaluation based on this summation method is not acceptable, an alternate summation considering the actual loadings for particular analysis conditions (cares) may be utilized, 9.6 Load combinscions for structural anchor supports at analysis i terminatioris, within safety systems, shall consider ths loads from the analysis;on both sides of the anchor using the following  ;

method. ,

a. Seismic or transient loads from both analyses to be combined

?

using square root sum of squares,

b. Deadveight and/or thermal loads from both analyses to be combinr.d algebraically (with signs).  ;

c. Final summation after 9.6.a. and 9.6.b. to be-same aa 9.1  !

thru 9.4, above.

9.7 Load combinations for anchors or supports at boundaries between_

sa fety and non-sa (e ty related portions of systema are addressed j

by Study Report 7992.001-S-M-Q1ku Yd' ! *W

.s Report No. 7865.007-S-M-021  !

Rev. 1 Page 25 of 44 9.8 Application of loads on supports in an analysis overlap zone .re g addressed by Study Report 7992.001-S-M-037.

4 9

- - - - . . ~ . . ~ ~

h Report No. 7865.007-5-M-021

..Rev. 1 Page 26 of 44

- r v .

FIGURE 1 1-1 4

HYDRAULIC SNUBBER ALLOWABLE LOAD-(Bergen-Paterson Model "HSSA")

! With Standard Relief Valve Spring Allow.- [

Max. Normal Ope ration Upset ~ Eme rge ncy DBE' @ Max. Pin '

251/252 or Faulted STS1 To Pin Dim...

Model OBE DBC (Model 252)

HSSA-3 a,00V#' 3,920# 3,920# 4,500#-  ! .

7'-2"

't HSSA-10 10,000# 13,800# '

13,800# 15,000# 6'-7" ,

HSSA-20 20,000# 23,600f. 23,600# ~30,000#- '

6'-4" HSSA-30 '30,000#'

37,600# 37,600# 45,000# 6'-6" R e f ' s,. .

1. Bergen-Paterson Letter, H.R. Erikson to R. Anzalone of' 6/1/79, VU-91057' -f

2. Bergen-Paterson wetter, H.R. Erikson to R. Anzalone of 6/20/79, VU-91058 RfDRAULIC SNUBBER ' ALLOWABLE 10AD (Bergen-Paterson. Model "HSSA")

With Heavy Duty Relief' Valve Spring-Allow. J. . _

l:

Max. Notual Ope ration i Upset' Emerge ncy DBE. - @ !!ax . Pi n l-251/252- or Faulted- STSI' .

To Pin Dim.,

. Model OBE DBE l (Model 252?-

HSSA-3 3,000# 4,500#- 4,500f 5,010f 7'-2" HSSA-10 10,000# 15,000# 15,000# ~~ 16,700# ~6'-7"~

HSSA-20 -20,000# 30,00M 30,000#- 33,,400# 6'-4" HSSA-30 30,000#' ~45,000#- 45,000# t 50,1000 6-6"

a , . .-

. _ , _ . _ . _ . _ ~ _ . . _ . . . , .. . . . . . . _ . _ . . .i 2 -_ ___.. .._._. ~.a. -

R port No. 7 86 5.007-5-M-0 21 t'.cv . I fage 27 of 44

- FIGURE 1

_(Continued)

STRUT ALLOVABLE LOAD _

(Bergen-Paterson Model "RSSA")

I Model Normal Operation Upset Emergency STSI*

or Faulted OBE DBE DBE RSSA-3 3,000# 3,000# 4,000# 5,010#

RSSA-10 10,000# 10,000# 13,300# 16,700#

'l RSSA-20 20,000# 20,000# 26,600# 33,400#  !

RSSA-30 30,000# 30,000# 39,000# 50,100#

• STSI Allow, per Ref.1 above @ Max. pin to pin same as listed for HSSA Units.

Strut Units (RSSA) have been qualified under Bulletin calculations based on capacity equivalent to snubber units (HSSA). The above table should be used for any subsequent evaluations or designs. ,

i I

. 1

-Q a

Report No.- 7865.007-5-M-021'-

Rev.'l Page 28 of 44-FIGURI 2  !

• CXISTING STRUCTURAL STCEL og FIPE WHIP REs7LetNT

' f a i-

'I I s r

f  !  !

t 1

g l

-O I6 .]

• _(NTEGRAL A:*TACMMKWi" 70 /*]PlHG.

] l

'{' WITHIN $co?! 0F fife Capr

1. .3 /. /

xrre

<ne we<- r s,.,l1 es-w r -

WwC. &>.

s wcrioNAL BOUNDAMY BETWCfH .*;

.DGURE 2.1 - .runsEM7?&RAL ATTACMMZNT h Co,.epoMe",r ek-rs.

raip p a v -

=mr*n y J~~uw-c .

~K3037tNQ CONC.wrt;.C.elonnjWALLj /*40bg og c.111.jMq

' 'ZNTC.:qRAL ATTACHMENT 70 ."17Z..

2. - .-- g.

o

.. A p~ . . .

~

^ .,

,.4 ,.,.r, .

. ,'p w_" ' h.a t --E?toEL;MKNT ?a a

'..A **i % 4 .

. .' . a.o. .,. .;

4 .

-8

• p* *

• g

- C m .-- a e r r .3 0 P P O.T T

. W.4 .

rm-r><v_ Az cc.

nrrm u.g.4er .l 2.2. - ruktsnterioNAL B o u M D AC.' R't* SETWEEN FIGURE ~i oaew t Tup.ecs;-

INTEGR AL ArrACHMLNT '4

Recore No. 7 86 5. 007-5-M-0 21

" Rev. 1 Page 29 of 44 FIC'lRE 3 ST/JDARD EM3ED PLATES 1

r i i i

[ , ,, , ,,,1 J, 1 1

$- $d. $ON hfUC$ %+ '

O L- '

s ( 7y/3)-

, ~

_ _ a

,t' s. "( , T 8o M ,r.

C o u r. / b G w i G ,

l l " / i i /\

• - / '/ -

/ / / /  %.

tr t / / / Lr ) -

.en z.s n l hfAX 0A O #

( Da a _ i. ~,&JC n. a .cn e .

.rn~ra-

• y

% ~=ce+r M ,dstetaoic<eae. -

- -'~~~~~~-2

..-_....L. . . _ . . . . - -

rr , , m per 4 l I

'J  ? ~~~L.vlh, e l k-

.. e 2

.- -*  % I je 4A 5" i - %j =

e 1- S- (T l~ c.a r. ia .

. l -

e g<me  ; i i i s s o # s r;,

v s s s s-s 73 >s .s i 4 ,<f . ,4 i l-8~"s g-4 8xb max Lo r o .- 7 Se Ab7"1 (1) _ _

• 1 y g*

1 1 I i

& ^o

. , 2 a

C 8"

- a ,= **Lll * .$ . .

<=d .p=. # .

Ie/ p F l._ 5" icib _

9-co,ve. a.

l o 8.x/]

'/////A V / A f./ / / n e14j **s.-Terwa pf'

),$ 8 x / Y N / A X A M D '  ?

? Tu a a m w.asfsr ,ca rws.e,. is.-ur d's a s n < . .wo , c.ar a amuc

.,nner << s,, uc s o u .

1. .a .r,~ ~ z n o a<

$$$ YO */~d* fh ) . . . - . . --

Report No. 7865.007-5-M-021 Rev. 1 j Page 30 of 44

- FICURI'4.1 (Superseded by Figure 4.2)

N following catteria shall be used for walnation of U-Bolts for the Upses e d ie4 = (Carboa Steel)

Mandaal Fine Sima g g 1 490 170 1% 1,250 390 2 1,250- 290 2% 2,350 610 3 2,400 470 3% 2,450 400 4 2,450 350 5 2,300 280 -

6 4,000 46C

. 8 4,050 330 10 6,100 480 12 8,500 640 14 8,550 570 16 8,600 500 18 11,300 660.

20 11,350 590 24 11,400 490

Rsport No. 7 86 5.007-5-M-0 21 R v.1 -

Page 31 of 44 FIGURI 4.2_

Loose U-Bolts - All Sizes Tight U-Bolts - All sizes. except af ter 3/15/85, sizes 6" and under shall conform to the values given in Figs. 5.1 thru 5.6 Design Maximum Rated Load Pipe Size (Pounds) 1/2 3/4 1 1-1/4 1-1/2 2 2-1/2 Conditions i 485 485 1220 1220 1220 2260 Normal and Upset Pvert.

conditions Psn,. f485 160 160 160 400 400 400 1620 745 3000 Emergency & 645 '

645 645 1620 1620 Pvert. 210 530 530 530 900 Facited Pwns. 210 210 900 900 900 2280 2280 2230 4225 Pvert.

STS1 300 300 300 740 740 740 1390 (

Phnr.

1/4 1/4 1/4 3/8 3/8 3/8 1/ 2 Stock /

Design ~ Maxp um Rated Load Pipe Size (Pounds)

' 3-1/ 2 4 5 6 8 10 Conditions 1 3 1 5420 2260 2260 2260 2260_ 3620 3620 Normal and Upset Evert. 745 1190 1190 1730 Conditions Pwnv. 7k5 745 745 3000 3000 3000 3000 4815 4815 7220 Emergency & Pvert. 990 1580 1580 2370 Faulted Pwnr. 990 990 990 4225 4225 4225 4225 6770 6770 10135 STSI Pverg.

1390 1390 1390 1390 2220 2220 3320 Pwnr.

1/2 1/2 1/2 1/2 5/8 5/8 3/4 Stock @

" Tight" ~see Fig's. 5.1 thru 5.6 a : -+

Design Maximum Rated Load Pipe size ( Pour.d s )  !

Conditions i 12 14 16 1 18 i 20 1 24 i 30  !

Normal and Upset P vert. 7540 7540 7540 9920 9920 i -9920- 9920 Conditions Psn,. 2480 2480 2480 327C 3270 l 3270 3270 }

E:r.ergency & Pvert. 10000 10000 10000 13190 13190 13190 13190 (

f 3300 3300 3300 4350- 4350 4350 4350 f Faulted Pwnv.

14100 14100 14100 18550 18550 18550 18550  !

STSL Pvert. 6110 6110 0110 f Pwn,. 4630 4630 4630 6110 7/8 7/8 7/8 '1" 1" 1" 1" Stock /

4 Design Temperature hote: Use straight line interaction for 6500 F cases with loading in both horiz.

and verticsl directions.

- Materials:

ASME SA-36, S A-307, Gr. B Stock Sizes and Geometry same as Figure 5.1 fot 6" [ and less.

i Py ert. is tension allowable load.

Phor. is shear (side load) allowable, j

1 Raport No. 7065.007-S-M-021 Rev.1 Page 32 of 4'4 FIGURE 5.1 of 5.6 '

• L/-St r G=owar

~~a >,,,- u,u.,- a-se Mf CMl7/ht' . eVo D . Mf)M

..q f D/A . C/E. M.

A A S- .L.

/H /4 /M & sAJ Y+'

V8 . +0% y J/2 0 6+0

%. /.osD o /fa .466 / \ .

/

/,3C Vt /kF G N j

/ ,

yi _I j!

/ '$ /.4to  % //$ , '79 5 i I l

/% /.900 2 .900 ._. ,

• 1 2 2.37S l6 2A'a /,/25' YI 'E Y Z t 2.875 N 3 /.375

. . p, -

3_

E-3 .?. 90 Jf5 /.46 9 3 f,2 feen +7s /,sser f?8 f M D0 2./GS T S;S53 '/2. A~5 2.?S/

4 6.CBS To &% 3.2 S*0 l

. . ., _ - - . . . , . . - . . . . . . - _ . - . - , - . <4... . , , , . . . . . . , . - . .. . . _ . . . _ . -

! Repore No. 7 865. 007-S W-021

' Rev. 1

' Page 33 of-44 .

4 FICt.RE 5. 2 o f 5. 6 I'

6 aps7 fog ; ,Y w *fR $ftr?tA f7/0A/ CA Yf .fo~f"

.$5Het. / /~b o 4 r* [AJ;3a c17;V bcM5

.$YsrnrH k)Qradw m 20% 'oc~ ,Vist a .S~r.=w.ss 4 /.s w,0 34 g S / G d a.$ j $ ** / f 0 0 0 M /

M,Armer

& 7 E/N.

A >f e&

w.,D s.!~riee.s 4 m. .3r4 oo O Pss' p, rv e

A/o M Aset 'f. '

PM B. , P, . P, . Af, S/& M*- rew" 4***

.r. e e-M ne+ c.

wo -

r;u,,a a 4,o m e

/N 48 la LJr /N /2 Ik #77 40 g. a +7 2c2 ,

-V4 //7s 2 7(, 2f7 3 /.S~

/ E7C 3 A.J 2+7 396~

-/4 24Su 226 .ssr //20 ll$ 243 73) - i 5?i" /28 S 2 2650 7+4- scr 260.G~

2/t +7/0 /.397- 969 .5Mc

$ + 7/o /2 % ' 989 'l267 .

37z +7/a tz+8 989 9ges 4- 47/o /Z/8 199 1*fd3

.T 92/o 1 72 98 9 C687 .

4 7240 /8+y 'r% /2440

(/} Aslry';Atcse4r*egy-j3 y m z, 7,,p g y g j ro Em %gg- as raw mene m l

I I

7. . . . - .. . - ..

_~ . . -

au Roport No.- 7 86 5.007-5-M-021 Rev. 1-Page 34 of 44

- FIGUP2 5. 3 ' of 5. 6.

I' ..

Gaqeer t/-dae.y~ C4pseiry 4o4oy .

= 20$4 .:u=~ >Geta JDeasr

.Crsntm Bri.sw N#w - M44P WAS4,g $~4M5:3" g _ w. A:$~2DO /d*/

/ Y N 9 9/AL. N o t c S 1mu Cr w . SGOO O RC/

l ya_n fmm9 V^/CY yyg7 -

p pm car. /*4* vt.7~4'~P

- J.[ < & 'y.' ,4fg- P, .  %- ffg '

                                                                                                        ,rr u. < .

r.~ g < 1;,*g g; ng 5.~y rz .3 4.2 y;E;

4. YM

             /p              :w              . t.8    48     w en         LT l/ 2,            /7.$4R         490 A'7         2 62        2/92           557 J47              2SE;
                              /7sY          f39      af7     3/C         ant             +67- ;+7            1ss~      .

3.4 1 [7.sy 39 7 2 +7 3,95 sitz +2C sr/ 3.9s- .

                                                                                                              //20
            . /l#             3940           .456    ss5- ' //20         f950 /05?             .:555~
                                                                                                             /28S" 3%o 907 SE3' /285* M9 996~

3.55"

              /It

2. 3rdo' ;e37 crr /4o.c +1sv 31:r7 s.w A m s'

                              . to9 /53 5 989 3+sc ae/o- /47h                                    19 9 :      .3fss"                                   .

zh.

                .5               7osv /f3S' 997                4207. - Mio /C+C 98 7--                      1207
                                                                                               ^

70 S0 /37f., 989 +806 ,8l lit /* * /4i22- 98 9 A506 3X.

                   +           ' 7a9 /332 lfspr
                               .                              S~  f .0    sovo ' /ti8            989          .sfor S
                                          ~

WSO /22, ' fpf C467l - Beto. ;t330 997l 4 87I Io /M 9 1397 4% /Z4+c /3660 &/10 /96 /2+fC l'&eiry ia m a m rw m m w a.

                                  -a,            - -,                           .z,uy- -

ap ~ eda.AEmJ"N4.rar* 7"> - Ad* AGAf./<Ce A4A' ' 9 I ra-,- , . . . ,,..

l Repor2 No. 7863.007-S-M~321 Rev. 1 Page 35 of;44 TICL"d2 5 . 4 - 0F 5. 6_ 0do / 7" tog .' kwdL WO7E47?dd C/t. & ford'*f~- fl L o,+.cz a a r a 2 J ~ B o r.r c s p s e i r>< h[ysm SsoA.owm Esers.c,9',

                                                                                                    =        2o e.= Pfssa Sr><ss:

C-/. coco aJ L 4ty/AL,Q

                                                                                /             Srpent4           . us. T40oo ' A:ts i

e. e he ,* e rgsm

                                 ?.C                                          ?x,         &                                   .

UZ

         ,7seor ci s e                 '%<
                                                                            's         3-';~             d,              ds       ng ,;,;~'<-

as .-<.,

            ~.                    as                                          cs           a-                            <..

b 01.$0 , 00SO fM. fC3 //75" [0 Y

                                                                                          +3+                 7[        l'7'                          '*

h 23So 7S2 i 2350 69 + $3+ 3+7 //7C 7so ^ 63@ /662 //10 82to 24E0 d240

                  //S a                  UL           6300                                         /C82          ///o          79/            2450                          257o 2          S3@                                           /f98         /// s .        74f            24S 0                         .32)o 2 Vz       &O                                            ??08         /376          /.39            . +7/o                        f,9 io 3          f92o 2f72                                                 /*79          /2!%             f7/0                          8 +/ ?      ,
                  .5 Tz      ; f4it0 M 96                                                  /376 /?f6                      97/o.                        9(, /4, t              f%2O ?f%                                              /3 78 /2/9                    f7/o                  to8/6 5"        ffto                                         23 ++         1378              //72 '       +7/o                         /357+

4 /+7to 349+- '30s2 /84-7 7340 2+e80 U d.e , 'hsma.a. secused L5 -bt-T s, 05>pelivtecnrec .is Ake. 77s'E som Acr.w& .44.cws f3) %a uus, ,ceace nr <.mur- sor; ymo .cmaer s;aut Ai?ot.r3 re Be Asseowse. set.f )

. r d Report .No. _ 7865.00? S e-021 - Rev. 1 - Page 36 of 44-

                                                                                                                                                                                                       +

FICL*RE 5. 5 of ' 5. 6' l- . I dao/rros : 6"me .ece,vcy o.<. Ocerim Zwase /.:;/-doe.r Cesct ry 44o.r Sr m A%e.o.no= 207; oc MatV M - waem. G . s.cooa ss; YWAC /M4Ao vag o rJGMi"4 %,.s 4' w , ffcoQ )qs/

                                                                                                                     "/.'~27 %27
                            .vo m pov             .

2 P-  ?]r ut M s nun w nee- r~*~" ' ~ <

                                                                        <. <              .~a.'~.                          de                           a   ,,,,

s.-- m a w- -4a c.a sm su sa 4 1 M JSCS 96'o. & 9 80 /7.n' SO *-

                                   '%                  396               87gl                  49f                        4-39                     /7.5%     4*5 o
                                    /                  3.sv8             79+                 M+                          397                       /7Cf.      7 90 1920'            I?/fi                                            9.S6                      3f40 .    .22.+ o
                                    /$
                                                                                            ///o                                                                                                       ,
                                    /)L                  7920           /8/f                 /// O                       f07                       3$6o. AC70 1                                     2                   7920           /47+              ' /// O                        8.37                      394 o     .3S/o 2)$               /+ta6           .3070 ./3 78                                    /S3C                         7050    '69/0.

3 /f/00 2870 /37e s/f3C 7050 .Ff/f 3{ *t.too 275g /37a. jg7g; 70go  ?;/s. f /+too. 2a+ /978 /332 7eg sog/5

                                     .S"              /fLc0 Af2/ /978                                                   /2.42                         7c.9  /337+

4 22aso 397f .sasa (19 7 //s+o! z+98o 'l en Y 12 Osc%:m/ / ,.seve.msa -is Ax rns hono era wt a ., ,

                                       .name
                                                                  -a R ac;3st r~.t n-a - - s. x n-w <~

rw 2g AUmnas / cans.tr

      - _   - , _ - . - _ . . .                   _.-,__r.e_,...                     . - , . . . _ , . . _ . _ . . . . . _ . . . , _ _ _ . - . .                     . _ . , _ , . . . , - . . _ _ . ,

Report No. 7865.007-5-H-021 Rev. 1 Page 37 of 44 TICl*RI 5.6 of $.6 I 4Gaavos: J~sar /Imm J~nwererwc ld' rrein/7y ~- Doepeu- 4/-doe.r C"xssct ry dMr.r dy:rrarn Peorio.w = 2 0 % c c >lss D .E~rxe=1 ,

                            /%;":a;eix .4u.ow                                                               <.s~~ & 'a c s y Z = ' S C ? o A ri N,47'Lf92/o+4a >*/h~lO                                                         r $ 2" G ut- 5 G 0 0 0 M/
                                                                                                              .t;or 4*"o    ra.n 4,as a ow-        c.,n w-Sc                       6'ic       h x'
       ",% YAY'                    S                                P.c                                           .W.K 6        g, , , ,a,,. c ria 4-     r.r rw sw                                                           .s i <*<-      c .y g,, a dont                         L o **o                                two 4,8           43          LS        ix4A y              4,5                                 LS 1
                    !/z           Eff                       /07f                                   +.9 +         037         2/f2        .5. +

630 M 20f 37+ +3 + +87 l J/f2

                      /          +39f-                        870                                   F9+            9-3r      2/72         t'yo            ,

MSU .,L2/'o h

                     /!$         9900                        2// 8                                  /// o        l'M1 sto             995       +950       2 S70
                      /'6.'       Pf00                          /990                                          ,

2 Pfoo /8 If /// O 907 4f50 .N2to

                                  /7E20                          33+2                               /976          /47/        88/o        G9/o 26                                                                                                                                    -

3 1742 0 3090 1975 /C#s- 59/o 8+i+ I7420 2f+f /978 /+72 88/o 94 / 4 3l$.

                        +         /7420                           2834                               /978          /4/6        88/o         /09/8           i s~        /320                            2t%o                                 If72         030        68io         G379-s          2?%oo                              +220                            JoM            2//0      88x           2+880 O e g = h =, .e e m O- h -3,
                     & & Jrr' /A/.a/c:.472C IC f<M 77r's d,04D A<T*/^J& Altw&

Ashrt Hurr :n o c.4.c.g A.r* J.KM1** 20 % WerLo l$) m .as wfaa sPatrut.rr 7o M mt.scA22.a .

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

L Report No. 7865.007-5-H-021 Rov. 1 Page 38 of 44 F10URE 6.1 of 6.7 / 4 DETAIt.ED EVALUATION CRITERIA P Bergen-Paterson (Standard) EA3 Clamps

s. Evaluation for Axial Loading Axial Loading is defined as load applied to clamp vithin a 120 cone of action relative to the major axis of the cla'en. That is, + 60 about Py as chown an Figure 6.2.

a.1 Evaluation shall be based on Py allowable, for condition indicated, as shown in the Taole presented on Figure 6.2.

b. Evaluation for Of f-Axis Loading Of f-Axis loading is defined as loads applied to clamp at an angle of greater than 60 relative to the major clamp axis. That is, any angle more than 60 f rom the Pv ants as 6hown on Figure 6.2.

1 o b.1 Compute Pv and Ph components haced on snubter/ strut analysis load and l l angle of application. b.2 Compute load to capacity ratio (t/c) for Pv and Ph component loads separately using Pv max. from Table on cigure 6.2 and Ph max. from l appropriate table on Figure 6.3, 6 4, 6.5, or 6.6 ,/ t l Determine intersect I b.3 Plot rv vnd th L/c on graph provided on Figure 6.7. . of Pv and Ph values; if result is within curve shovn, . clamp is adequate for load. If result is outside cvrve shown then clamp must be either l replaced or evaluated as acceptable by an alternate approach. NOTE: Ph nax. allowables shown on Figures 6.3, 6.4, 6.$ and 6.6 prtsume the l presence of pipe lugs at clamp. If lugs are not present the condition must be evaluated to ensure slippage does not occur.

I t i P.eport N3. 7865. 007-s -N-021 .

                                                                                                                                                                                                                                    .I Rev. 1-Page 39 of 44
                                                                  .                         TICt'RZ 6.1! of 6.7 Bergen-Paterson (Standard) EA3 Clarip                                                                                                               .

s'y Mn. At t.* c.v4 RWd &f0 *f' pauws c. .~ax* c. a's',,,.y S.mw y?=YS y A's nWq @*vArnrio4 d t'i % y c i 3* $ coa d' foco# fSoo" 50/o* 15000" /4,700" l

                                                                          /O "    /c, y *                 /3, 3 50 #

zo" zzsoc* n,70o t 30,ooo" 9.400'_ Jo,od Mcoo* 45o00' 50, No

• So t - . .

p df ./d~ V8deX. 6/a' t r-r (sVT.f'.9) for l'ry*r4

                                                                          /Wote + re:p, 7&o .t r Ac co - w es er Air cr
                                                                       /%f  $d6//#f/2, Eird /d**f*                           Vi$l.k'f !s"/3//Y &*                           e**    /Yo
                                                                  /Hcn uw rer~ e,e 4c e.c w,9 5ter                                                       ,o,                                    p,                                   ,

L k

                                                               /o n., 77r m y W W;M TU ses* /?                                                                        e                  -- a
                                                                                                                                                                                                                        - on N, A A                                  b "4 h*
                                                               ,W,< m / 7' 7rD /H f >t c                             so rr   .                                  '

o s T he r:r r Y 4 c.</ cr r ,

                                                                                                                 ... r .. . .
                                                                                                                                                   }                                              ,

i 4/o 7*(,Cr" / \ - ****=*

                                                                                                                                                                         ,.   *..- V"yk,..              -

3;3 4l

a. &S*.rer Asp nr.e envey m. a w -y-4 K .  %

s,+n ren v.wurr Aw sm -1

                                                                                                                                     ^

y r I OM y/e'4D M 7* /. B$ 7~mff

                                  ,vo.m ia w t O r w q.                                                                        ,

y4-3%f r _ gg.

4. 6 , A dd z y/dY.D .

                                                                                                                          ~ r en                      f-           ~, , m ,                    .

J - i.co = cmsoy w,s.aw ..,,

                                                   . / 33 = t,)p,ra'"r u.\ .                                   *
                                                     / eo r Wea:erac o,8**#rv##
                                                       ,                                                                                                    "',/ )                                       :

b. A?ff e-/o'to (4 n)i,7 r% atgar -

Ta 14 -1to . M. ,oasosy,.,awr par .

                                                                        '                                                                     Q ' .. ,                                                    }

a - rs,-.,-a w, ,, ,.. % ~Y

                                                                                                                                                                                              -        u _.
                                                                                                                                                                     ,/
                 !gers e wro .'                                                                                                  .         . . .

W9fr3 6- h b t's*% 754.' sed 7*/290 Tl/0/$7

                                                                                                                                                   ,,kY%,j3
                                                                                                                                                   ~

Q--

x. a. r.v.sc.x es c .m. g ww - t'e rca.w  ?. ~

i g jl( a r >. r. 4 ,a as i. w r*~o.. . f T e-C't EM *te T $ W H $ e F -etst

• Tf' **'t'e- +"yF e y+m-pg -
• M9" * * * 'eW' ' -

tieport No. 7065.007-5-M-021 Q Rev. ,1 Page 40 of 44 figy w 6,!<>r 4 7 I

       'f.A 3 ' C*t.4me i"on. H r.1- 3 ,.C1S.4 - 3                                                                                         l 4   -

p,%e&@

l. IL.n!

I! !! l T I38; 1

                                                                                           '                           I ld I

h Awwnst.e- e G fo * / f 4.a,r.) . Ipie x c r>wek x mo c. r

                                                                                ,gyawcy ST'sZ sine       u.      .w.        gz s               noworn4 '4"' W                   , , , , - , ,

Ik o.95 4$ L 2 350 4&S 515 590 2 1.19 5 L 2 350 46 6 525 510  ; Ef 1,44 55 !s t 435 580 455 7.35 . 3 I.75 G 's 2 440 5'fo 465 74 5 i 4 2.25 7 1a 2h 505 G75 70 0 850

z. 78 7[ s 2b f/O G80 76 5 '855 ,; . j

   &      ? SI      8          'a   2 'f           5/5          685                    770                    860 8      4.!I 9b               b       2'         620           830                , 93 5                 /045    _

to 5.38 // k 2 ,_ 575 770 865 '970 t2 4.38 12 b 2 't. 74 0 , 96 5 _

                                                                                     ///o                  /240     _

i+- 7.00 I3 1 b 3 8+5 // 30 1270 i425 l to 8.0 /4 k 3 8 +5 ll30 1210 1425 l to 9.0 -15 !z 3 850 lI30

                                                                                     )2]o                    1475                 i 2o      /O 0      /6          'z 4               //55          /5/0               /73 5                    IHQ                          '

24 /2.0 /8 l % 3 /28 5 / 7/o /92 5 2/55  : 30 '/5. 0 21 'a 3 /28 5 / 7/0 /925 2/55 .. t l 3G 18. 0 24 's 4- /76 0 2345 2640 2955 1 l I 7 e <, -,n --~ -

Rcport. No. 7865.007-s-M-021 Rsv. 1 Page 41 of I.4 neuw 6. 4 <rir 6.7 '

                                -                                                                                                                                                      e
        'f.A3                         C's4m i"or /t'rf4- /0/J's& IO l

g pfCT[ o

7 '

In.a! i . R !! i T v,,ni

A

s

                                                                          '~

h kwwnsw e &Fo * /* (t ar.)

  $s"l i$.                          h.            {"$ $$$$ '4^*'*7 'jf[^$                                                             /                           175Z 3           /.75 75                                 b          +        _
                                                                                //55                              /S+0                        / 73 5              ./340                                                 i l

l 3f 2. 0 7$ b 4 l2OS /GOS /dof 202.0 ! 4 2.25 8% k 4 //S 5 / S40 / 73 0 /440 5 2. 78 8.$ b 4 //4 0 1545 /740 /950 . t

    &          3.31                   912             $ 4 / 70 5                                         _

2275 2560 2865 Sg 4- , 8 f,5) foi / 70 5 2275 2646 2866 b 5:38 /2 9 4 2250 3000 3375 3760 12 $.36 /3 34 4 2250 3000 3375 3780

   /+               70                 /4                 'a +L 3225                                                 4305                      4846                 5425
   /G           8. 0                   IS        _

b 4E 322 5 4305 4845 _ 5+25

 , la             ?.O             ,
                                       /G        i 8 4'$ 3225                                                        f305                      A"845                  5425 20           /0. 0                  /7                  / 5 4635                                                  6/80                      6750                    7790                               :

4435 24 /2,0 ./9 / 5 &l80 6960 -7710 28 , /+.o el Ils 6 7035 75 SE \ /0550 //815 , Jo. ISO 22 lb & 703 c _. 9350 loS45 ll510 l, J

          =g-m       ---4m. y        mr g-wg        e   'e- -       -
                                                                      >WE    wa          p -,y--+e         4n.--ryp    ,+=---7.m- *gqg   h-     w      g  y-p   -        t e.          Pi                    i    *r e

[ Report No. 7865.007-5-M-021 I. Rev. I Page 42 of 44 i Aa w 6.2*/6.7 . *r.A 3 ' 64w An,, /fft.4-20$154' 20 ~~~

                                                                                              !a et                            l
                                                                           ~~1.

r . y

• ll T l0 % .

                                                                        .                     kd                               !

hv nu.awnets e 4 5o * ,r ( t.ar.) I

       $Z        $.       $.        [a"$ $Ao's            Wrr       RNll          rrsZ
           +    2.25 8b             $     4'1  199 5        2440     2990         3350 S    2. 78     8$         3 s 4     7480         3306    3 720         4/46                                         8 6    s.31    _

9k 4 4zl 2725 3436 4090 4575 - 8 4.31 /Ch h 4{ 3625 4835 5440 6090  ; to 538 /2 b 4k 340 5 4535 f//o 57/5

          /2    6.3A      /3            I 5    4865         65/5      7330         82./o                               ;
         /4       7.0     J+            l  5    4635         6 tao    6950          7790
          /6     a. O     /C           /   5   4G35          bl80     6950.          7790
          /S     ?. o     /to       Ih       6  7035         9375    /05+5        //8/5

20 to.o /7 lb & 7035 9375 /0545 // dis 22 //.o /3 llk & 7035 9355. /0550 llalf I 25 2. 0 /9 Ik 6 7035' t??f /0[45 ll815 _

                                                                                                                              ]

26 /3,0 to Ik & 7035 4356 /0550 l1815 28 /4,0 2/ /!$ & 8 530 //3+5 /2795 /4350 j Jo /5.0 22L I.b & 800o /o&& 5 /2000 _

                                                                                  /34+o                                        l 4            g 3G       /J.0 20           / I,   &   /0475        /3140.   /S7+o        /7630 36      18.0     266       /4       7 /5545         20756   23350        26l55                              l t

Report No. 7865.007-s-H-021 Rev. 1

,                                     /ieper  6, (o op 6.]                                              .
            'f.f 3 " Q 4mp /" ort, Hrr4-30,2554 30                            pfrk 7               ! 2 n!

ij g . i T l ' *; y PM Atacan e w & G f a

• f (tcsj

    $           b.    $.      {e      $   $$$r$4 UP'f7 hf*Y. 775Z
     $         2,25    9h     '+      5    2720     3420        4075         4565 5         2. 7s   to      a _4        2755     36G5        4/30          4625
      &        3.31     //

b 5 33/5 4+/0 _

                                                                 # 9 70      6570

• 8 4.31 12 1 3 +245 54 f 5 43& S 7/30

     /0       5.38 13 '2.       I     G    4920       6545       7380         8266
     /2       6.38 14{       ik &          Gito      8I40    __

1/80 ._

                                                                             /02.8 0                  .

14 7.o /6 /!1 5 5505 732.0 8260 9250 ,

     /0        8.0    /7      l '+    5     5505      7320       82G0           9250
    /8          9. 0   /6    lb       b     G745     8970       /0ll5        //33 0 20         /0.0    /9    Ils      &    6 7+5     8970       tot /5       //950 22        //. 0   2I    I b.      &   8525      1/3+o      /2786        14320                       j 24         /2.0    22    If       &    8 526     //3 + o     12785        143to                      l 2&         /3.0   23     If       &    85LS      //340      1278 S        I43to 28         M.o 2+ If.             G    B525      //340      / L 785       If3&o                l Jo        15.0     25    /k & I 8525             //3+0      /2785 I/4120                        l 34         /7.ol27       /k 7! /0/20            /3%o        /S/60        /7000 IG         /d.0    23    /4       8 l // 725    /S$96      /7585 19695 JB         /9.o l 2 7     /f      6    //72 5    /5575     /75BS          /9&f5

                              .- -                                                                                                                                                                                                                 ._                                                                                   ~

f 4 i Repore Mo. 7 86 5. 007-5-M-021 1. " Rev. 1 Page 44 of 44 i i-d I [IctTRI 6. 7 of 6. 7 s I

• d ,0. /M4" M.C F hdD /

l"U O - . , * * - = . 4, l - L.: . . .. E ( m L%icp. .~t+ J R 4 4 ' 2 y n--CMys .. . - .- . '

   ,,.,,._i                    .

I gib h q,,, J' i i . . . 4 w

                     .          - 4. . (e. j                                               .             .

j

                                                                                                                                                                                                                 ...,-                                                                                1 t

1 .. ..

                                                                                                                                                                                                                                                                                                                                                                                                       .      ,v            .-                      .. ..
                                                                                                                                                                   '.                                                                                                                                     ..                            .r
                                                                                                                                                                                                                                                                                                                                                                  -_l.,
                                                                                                                                                                                                                                                                .\

u.. . . .

                                                                                                                                                                                                                                                                                                                                                                                              . , t a. -
                                                                                                                                                            ...~.....t..,.....
                                                                                                                                                                                                                                                                               .a, o.

l. .

                                                                                           ....    .          . . . . .                    ..4..-.                                  . ... ~..F.....
                                                                                                                                                                                                                                        . .                       f .          . . .            .
                                                                                                                                                                                                                                                                                                                  ..                 ..8 N ..

g

                                                                             . . . ' .., . . . . . .                                                . . .. I-....

f' . '.; . ! * ; ....* .. .  !,J P>*4 n . 8 I 1 {

       . . ... . ...g~_                                                                                                                i.
                                        .n.
                                                                                                                                                                                                                                        .                         t.

1 - - go 4 ..

.       ..                                                      .                                          i ..
                                                                                                                                                                                                                                                                                                                                                                                                                         +

4- .. , ,. ,. ... . . . . f". .- i. . .

                                                                                                                                                             ..                                                                                                      i.p.                                                                                                    i   .. .
                                                                                                                                                                                                                                                                                                                                                                                                                               -g
                 ..L ...... .                                         m.                        .
                                                                                                                                                                                                                                                    .+-              \ . . .
                                                                                                                                                                                                                                                                                                     .e.                              .sh.                                                                                         .-e....                                    .
                                                                                                                                      ..m.f.*.~..                                                                                                                                                                                                                                                                                                                                     1
                                                                                                                                                                                                                                                        .         r
                                                                                                                                                                                                                                                                               .a.........                      . ...
                                                                                                                                                                                                                                                                                                                                                                                                                                            .                                         i 1,                  .--.                                                                                                                                                                                 . . .                                                                                                                                                  .
                                                                                                                                                                                                                                                                                                                                                                                                                                      . . = . . . .ee a
                                                                                                                                      . . . .. .. . . . ... . .                                                                                                                                                                                                                                                                                                             e
                                                                                                                                                                                              . ..                                                                                                                                                                                                                                                                                    l
                           .            .            .          g f                        .                             . . . .

we . i g .. .

             . . .s . . . . ...,.... . . g .

5 W . 4>..+.

                                                                                                                                       . .. . . . . _ , .                                  ..l.. .
                                                                                                                                                                                                                    ..                                                            .....                 -.a                             . .t * ..                                " ....              .                                     . ' + . e                  .a.
                              . . .. ^:%~.         .. . . ... .                                       .. .                                                                                                                                                         s                                                                                                                        6                         .p.
                                                                                                . . . . .. . - . . ..\.                                                       ...
                                                                                                                                                                                                                                                                                                                        .b
                                                                                                                                                                                                        .                                                                                                      .,..M
                   . .. . . . . _. .. ...4........      .                              . . . . . . ..... . . .                                         __ ,
                                                                                                                                                                                          .  .                                                           .     .L .,                ...                           .. .
                                                                                                                                                                                      .....r...                                 .t
   .......,._..t.
                                                                                                                                                                              ....,..... . .. .........l,.                                                                                                                                                . . ...,
                                                                                                                                                                                                                                                                                                                                     ..t.&...                     . .-
                                                                                 .............'...r.. r.. .. .. . . . . . . .

_ .s ._. ..u. . . . .. , . . .

                                                                                                                                                                                                                                                                                                           .g             . . ...                           .              4..                                                                                                       .

1

             . . . . . . .. ._.. p .- ..          --

j

                                                                                                                                                                                                                                                                    .. . . .... .= , . .         .. . t                                                                          .               .
                                      . _ ...               .. .                                                                                                              .. .. ._. .t. ... .... .                                                                                                                                                                                                 ...

i

     . = . . . . ,.t                                                         _.                                                                     .

i _ m. _

                                                                                                                                                      . ...... ,                                                                                                                    . ..                                                                                                                                                                                              i
                                                                   ...             . _. ... .                               . . . .... .1                                                                                                                                                                                                    .
                                                                                                                                                      ... ..-                                             . .                        I,                             .t .
     . .. ... .. ....~           . . . . . _ . . .. .. . ....
                                                                                                             .. .m.                                                               .                t..                                                                             .                    .                                                                                                     . .              . .                   . . - . . . ..                   ,
                                                              .                                  .                                                                                                                                                                                                                   .                                                        ,                                                                                                       1
       ,. . .           . ...-.a...
                                         ._.4..    -

t.

                                                                                                                                                                                                                                                                                                     .l.                                    .         .e.                    i, J

q. . . .. . . .. ..t.. f._

4

                        . .. .. . , . ...c.5.
                                                                                                                                                                                                   .....                                                                              .,                                                                                                                                                                                             j
                                                                                                                ... . .                                                  . ,. ,                                                      s                                .                                                                               . .
                                           . .. ....... .                                                                                                                                                                                                                                               t.

4..

                                                                                                                        . . . . !.                           ....                                                                    t                                        .
                                                                                                                                                                                                                                                                                                                                                                                                                                                                            ~

r- .#. .4. . . ......t. . . . . .. .

                                                                                        . . . ... t . .
                                                                                                                                                             . .                                      -.                             t..                            ....           ..

4.......- . . .

                                                                               ,.~.                                   .                                                .                                                              .                                                                  ,

a  ; * . . - . . s . .

                                                                .A
                                           ..n.                   .           ..
                                                                                                                                                                                                                                                                                                                                                                                                                                                          ..      s    _

_ . _ . . . . . _ . . .m .. . ..

                                                                                                                                                                                                                                                                                        .         ..t.. _.       . -. .. . . . . . . ..
                                                             .g                                                         .

-_i.=....

                                                                                                                                                                        .             .u                          ..
                                                                                                                                                                                                                                                                         ..         .......t......
                                                                                                                                                                                                                                                                                                                                                                                      ..... .                             m.             .
                                                                                                                                                                                                                                                                                     ~.        ..t......,.-.._.                                                                         .
                                                                                                                                                                                                                                        .t                                                       . . .t .-.. ...       .. .. ........L.,..                                               i. .
                                                            ...                 _ . . . ,                                        . -                                                                                                                                                                                                                                                                                      .-o
                                 .-.__                                                                                                                                                                                                   .                                                                                                                 . . ~
                                                                                                                                                                                          .            1. .                   . n m
                                                                ~.                                                                                                                    ......,..J.-m...
                                                                                                                                                                                                                                                          . .                                                                                                                    t....                                    .

g

                                                                                                                                                                                                                      . . ....,s
                                                                                                                                                                                                                                                               ....       .. . . . , ..... . . . . . . ~ . . . . . y.
                                                                                                                                                                                                                                                                                                                                                       . . .                        . . . t - .....            ,.           .     ...
                                                                                                              ).  .

[ 0....... _l. .n. ....

l. ..l.

m l.. . a # ' ' t. 4 *

• a#,:".:. p.7. '. W. t. . T. t d .*. :

                                                      .                                                    v-                               .

1 s.'/ ~ A.a. A r * - e.4 .. . . . . m . . . .

                                                                                                                                                                          .                                                                                                                                            .. ..,..,. . . . . _.0.....                                                                      . #                   /"W. m           e,*
                                                                      . . . .                                                                                                                                                                                                                                       s t......_.
                      ..o.                       a                       ,.1 . .       .
                                                                                                                                                                                                                                                                                                       ...t.                                  ..                      .
                                                                                                           .1                                                                                                                                                                                                                                                                                                                                        . . .
                                                                                                                                                                           ._                                                                                                                               .                                                                      t.                         .
                                                                                                                                                                                                                                           .                                                                .                                                           .l
                                                                                                                                                                                                                                                                                                                                                                                                          .t.~                 _
                           ....                             ... Me M P%.$ % are &s. mu. y dicta .4 A.eky for an. semcc. emhMn wethf                                                               .                            ..                     , . - . ._                                                                                   ..

I

                                                   .-                                                                                                                                                                                 pt*f.-=..-'*'rr                              .-        y^t r u=-r            tro-e-.-era..--n_                                        s,.e             -- +-                    ,,.n.-,.           e     ..,-.,....wa.m.

Attachment A to 7865.001-5-H-021 P,ev. 1 Page 1 of $

        "DF,$1ca ,ctrIDELINE FOR EVALUgitsc LOCAL StEKSS AT vet.DED ATTACRXElrTS" GuideUnes for load combinations and stress allowables addressing lug i

attachmant design verification for Sa'emic Class I pipe are presented in Table 1. The guidelines are consistent with the :riteria of the piping code d in effect at the time that the plant was built. A specific code criteria addressing this subject was not available during the plant design phase. To l fu:Rer f acilitate the in tial evaluation to identify those pipe attachments which may require modification, the above guidelines were simplified as shown in Table 2. Configurations *a identified are referred to as potential i fiaes (potential because of consert tism inherent in the design a,u lde line s of Table 2). These conservatisms artt (a) The load combinations used for evaluating primary 3 structural integrity include thermal load and (b) The gener $ oipe arress level is considered to be no larger than .) ttraight sections of pipe and no targtr than 0.75 Sh for elbow pipe sections, In Item (b) valura selected were based upon a random sampling of stress levels at st-aight and elbow locaticns in the system. I The potential fixes identified using the guidelines of Table 2 are re-evaluated per the guidelines in Table 3. The guidelines in Table 3 are based upon recent (Winter 1981 addenda) changes in the ASME Code Stress limits. Adoption of these changes do not violate the plant code requirements. Background and motivation for these changes are presented in detail in Reference 1. The changes were considered essential since the intensification factor, i, in the original piping equations is not oppropriate for describing limit load behavior. Sir.:e the changes are based upon the principles of mechanics and not upon material certification or additional inspection requirements, the changes are judged to be applicable to all plants old and new. Based on the methods presented la Attachment 1,

Attschtent A to 7865.007-5-M-021 Rev. 1 Page 2 of 5 it is anicipated that the evaluation, per the guidelines in Table 3, will result int (1) Increase the local pipe stress allowable for straight sectices of pipe by: .6 S h (UPset Condition) d$ Sh (Abnormal Condition)

                                                     .6   Sh (Short Term Condttion)

(2) Increase

• the local pipe stress allowable for elbow

                                                      .6 Sh - 1.167 6 00 (Upset Condition) i sections of pipe by:
                                                      .45 Sh - 1.167 Cao ( Abnc,rmal Conditioi,
                                                      .6   Sh - 1.167 6so (Short Terin condition)                                      .

65

• pipe bending stress at the operating condition determined by 6eo v.75) or computer analysis.
• If the nueerical value of the increase is negative then I+

the local allowable stress will decrease by that magnitude 4 Local pipe stres !. /els are typically determined by the methods prescribed by j

   '4elding Research Council Bulletin No.107, March 1979 Revision,                                                                 f O

_ _ _ _ _ . . _ _ . . _ . _ _ _ - _ _ . _ _ _ . _ _ __ .-]

P i  % i t l !a  ! 2 ' i TAntA_1 I T CUIDELIBES FOR EVALUATIseC LOCAL FIFE STRESS AT URLDES ATTACWENT EDCATIDMS Seismic Class 1 Fiping Systems  ; t, .

• . Local  !

Allowable Stress Limite for Operating Coedition 4 i i l 4

                 - OPERATIgG                   IAAD                      FBIMARY DE STEWCTURAL          PEllIARY F121 ComETION'              COseIBATit)el                   INTEGRITT LIMIT

• N RY LIM *T

+ Original P + DU + OBE + TR I.2 Sh - P N.A , l 4 Normal / Upset. F + DE + Til + SAD (OBE) N.A. I 3Sh - bP i - Emergency er F'+ DW < DBE + TR 1.8 Sh- 6p N.A. .o ;o > a: en . }. w<e 4 Faulted z- = , ? i I n i w - :r '

a P + DV + DBE + TR 2.4 $h* hP M.A. k $

!  ;- Short Team . w I . ,. o Per ASME' Code Case N-318-2.for Emergency or Faulted Conditions, Secondary Stresses o j l u i i such'as TH, PAD, TAD & SAD need not be considered; therefore they are not included., os e I; -P - Pressure Load) TR - Thrust or' Transient . Deadweight' Load PAD - Pressure itachcr Displacement o I DW - s' Thermal Anchor Displacement

 !                  OBE    --   _. Operating' Basis Earthcuake Load      TAD      -

SAD (DBE)- Sciamic Anchor Dispicement Y l - TH - Thermal Load Y

                  . Sh Basic Material Allowable Stress                                                                                                   o PJ 4       q 2                                                                                                                                                                  ~

[

                     $l    -      Pipe general stress level a* attachment
                                'locat ~on for. indicated operat ir.g condi t ion i

i j '

as determiaed by cmeputer analysis ut pipe 1ine with approprsate' stress intendiiication f.'etors. 4 L , 3 i 4 4 ._

t 1

    - - I; .',

TABLE 2 . F CU*pELIMrs FOR EVAttIATiaeC LDCAL PIPE STRESS AT UELDED ATTACaWE81T LOCATIOes e t , 4 Seismic Cless I riping Systems _.., t i i tocal Allowable Stress , Limite for Establishing. Load Capacity , Primary & l Lead Combinetion g_Section erimary Secoedary: ' M itson l

                         ' P + DW + OBE + TH + TR (9)

S 1.2 S, i .5 Sh N.A. E- 1.2 5 3

                                                                                                                           -1                                        N-A.                                                       /

• Origi.aa1

                                                                                                                                                                                                                                           ..t P + DW + TH'+ SAD (OsE) (11)                           S                             N.A.                                         1Sh~5Sh                                                                        '

j' NormaI/ Upset , k: E' N.A. , 3Sh~I ow>

m os n 1.8 Sh3 Sir N.A. . j y .4 "

P + DW + DBE + Tli + TR (9) S Emergency ,_@

{- or Faulted g j- E 1.8 Sh-Y N.A. a m o u . M.A. p P-+ DW + DBE + TH + TR (9)- S'l 2J.Sh5Sh. Short Term , (Structural Integri.y) O E 2.5 Sh-Y .N.A. M , om i . .

                          - See~ Note relative to' Code Cas'e N-313-2 under Table 1.                                                                    ,
                                                                                                                                                                                                                                     $.       i

', cs S 4

                           'S
                                         -        . Straight Pipe Section--                                               TR              -

Thrust or Transient [

;.                                                                                                                                                        Pressure Anchor Displacement                                                &

E -- Elbow Pipe Section- ' PAD.' y l ... Pressure Load TAD - Thermal Anchor Displacement l' P -- Seismic Anchor Displacemeat. g DW - Deadweight Load SAD - { M

;                           OBE           -

Operating Basis Earthquake Load l DBE- - Design Basis Eartisquake Load .

}                           Sh Basic Material Allosable Staess

< ~X '- t'ipe Elbow ' Ceneral St ress level - .75 Sh (Normal! Upset)

Y Pipe Elbow Ceneral Stress Level .75 S,(Ahnormal t 3. Short Term) i; i >

I' 4 .; k

                                                                                                                                                                                                                                            .I 4
 '                 - *                      *--                       + . . ._                .. , , . . ,                  _ . , ,            _ _ _ __

   = li !       ,    '          .   ,   r             >         , *               !'             ,f        }       ,
                                                                                                                            .          ;f                    l; hi '

O

                                                                                   >N$($ > o EIO{eYO-
                                                                                               ~

x$*

• s $* " m v.

t

                                                           /

t _ nt t - enn _ mee e mm . T_ I cee

m. D 5M , acc E f 1 I l aa I LL P pl l _

F I T P YR Y 6 . . t s pp nis s eDii N S RA - i bD E T AD A. A. A. s r _ D I MN N N N norr

            #                     MS            I O                           h                                        ah oo I N           RC                           S                                         r chh S                     LO            PE                                                                   T ncc m

O I 5T SI I S 3 r oerl AAA nn T EB c A RW t uai . _ C TO SC s us r s s rm _ . D L r eei - EG L h rh e TPTS _ T N m 1 I N BI AT AT RI UM . E L WA TI ' D E CL - - - - B ER 'p bP h I C I E U A T I R C s m LP AO RY TT [ - _. T e SI A LE R - . h - . 2 t s AO EC S . ne op . D CF OE h A. h 1 DDD E E y O T S N S RAAA i i S L S L TN 5 e TPTS t t p L B 1I 8 2 0 l- ni A g b edf E mno W T n ' 1 2 3 a _ i p, T h o - 3 T E 'E c csi . y A D r a i P P E e t gsB L S D E d d st ny B S S I ) n a s ail & A E A s E u- o e t a T R B L r t a n 3 T B s O 2 t ar a8 S S a ( - e S e l l pr s 8 k L E C D R R 1 a eeoee . R A T u v A I c T 3 q l t c C F S - b ed ui O i

                                                                                        *             +       N                .h         al epd L L           m s                                  +                                                                  t        w        t mn S                              E              E        n                  r       osaoI E A         i e                            N     K               l i        B              B      i                    a      l      s cc P IT         S                             O    T                T        D              D                          E       l ei              s I

N I e A rd ys F E DT + + + + s d s t nb e T . AA a ai l si r W W W s a C O N P

                                              . IRN  I E

B O D U D C. e. d aI o o.B aar daoni l r- eSd t I T S _B M + + + d L t oerfi g A A O + P P P C o- e hggr. L t e annri mn 8 1 C L W riil M e ogi e's A D o uet a t u V

                                                               +

t s wamc t e E sd r ri ead e e eaees pc n R P v. r eph aiosi . O i PDOTBPl al F t

                                                                           -                                    a S                                                           t                                   l E                                                           e                                     e                            .

N s d m r -- . - - - - I Ge p ye r L NG l U ct e e E I I a/ nl T t D TT nl eu ga o I AE i a t N . gm U C

                                               . RD Eh PO i r ro rF e

mr h r o ~e e E' WBi g6 l

                                                                                                                                            ,' p OC               ON                 E o            S       S        'PDOTS' i!..          I      e i,,!          ;          j.~ <                 ;                    ' ,

     ~ .. . .                          ..                   . - . . -                  --- - -                     . .            -. .-- .

a 0 i I i 4 4

c c ~,a . c.:A

• w ! ! . 4 :e o

                   *:" 4:* "                                                                                                                                                                             :.,,, l :.. : e+                 1 GENE 8t At. CCMPUTA tacN SHEE*                                                         I           :a.: st' =                             is t d r ~e em                                                                       .s'

• T'  ;*/-

5::8.mt t* g e.mng[pggng *- . t2 sm;gd ~w *.... s __

o. t i -

sss

                                                                                                                                                                                                          $ify/j%d     3*

• 3:

. ,, .. l v o.0

                               '[,I                 " T *

• I Owi 4 *J I 'r3 iC 'C _ VN!T/$ , , y g

, :s*t Ostt

                                               %                      /                                                                       #3          [ D . ' *J ',

s m c:t #3% *J * " *C **' 3 -- i e S 4 i 9 e j l 1 1 1

1 i 4 1

t e ,,,,,. 1 M

                                          .i

[a

                                             / b"$s#fW                       dlfS 4"* $ /oW W l */%                                 e&O V/Y f*$ f                               $$$                 &     AYY$

A;- 44-z.cer; ,4r,rwegmo-M77 '" 4 . .t i t t 6 9 e e-4 0

  .c    .s..,-,,-.      .--,,,..w-.,c'u,.,,-,    --
                                                       --,-y-=.r-v-      --,e.,w....,           -  . 4. s we . w ,        -,          ,,               ,,,v+ . . .     . - , = , . . . ~-        ,.ww,    ----~.e   ,  y   . 4.      y, r .

                                                                                                   *

• 5
• D o _,,

             ' t ** .w or , s .,

I* OENERaL COM*WTATION skggt 6 * *a tr' *o 1 :a :.. ,, i . .. : , j e st;' a t* fBy I, N.' c ._

                                                     %5F M M 950STS            '**-

m" " * 'Cij" CP&L - Brunsvick ,g [$e'aN tatt'  ? es & **'t

                                                                                                                                             ~

IJrt to 1TI9 iC4  ; saast:* ht + s3 Su scwuc Pipe r.otal stress at velded attachment locations is composed of two parts, pipe general stress and pipe local stress. Pipe general stress results from pipe internal pressure and momstat leeds is the pipe. Pips local streer, results fror. leads reactad by the velded attachment. ulovable pipe local sesJsv at the actachmant is defined to be the dittarence betvean the allowable pipe total stress and the pipe general scrase. Allowabis , pipe total stress is the anowabli strees for the ope;ating condition being evalcated and fipe general stress is the actual stress in the pipe at the operati.sg condition as determined by computeri.ted piping analysis. " in what loumrs.auowsble pipe local stress is determined consistent with that of the piping code in of f ect at the time the plant was built. This auovable local stress is compared with allowable locaa stress based en _ the Vinter 1981 Code Addenda. For envuttence, al1J9able local stress based on the Winter 1981 Code Mdanda is reterred to as new and auovable local stress based on the pigng code in eff ect at the time the plant was built is ref erred to as old. Sackg:ound and motivation for the changes are explained in detail in F4f atence (1). In summery. the changes effect equation (8) of NC-3632 sad equation (9) of NC-3633. Equations (10) and (11) of NC-3633 do not change. New equatiose.(8) and (9) have higher anowable (total) stress levels but require that pipe general stress be based upon 5 indices instead of intensification f actors,1. These changsJ affect local allevable sucess for primary or structural in' *tetty evaluations; however, stress limits for prima y plus secondary evahacions do not change (equations 10 and u). 4 e

 .n   ,-. .   , .                       .. ..      .
                                                          . ._ . . . , .                        i.       ___m__,,m_

i _ _ . _ , . _

                                                                                                                                                                                                                         ~

I a' 1 i i 1' i

l E u ~1?.7 - f*t -esq c.-d-osa )

l

                                ., op ,n ,,

GCAE A At. CCM*VTA? ion SHERT ;ag;gg =o. l.g,l :3.g ,, ] :n: e. I j C O *'.:N!' gig g p,g "8 k'* l,,,,

                                                                                                                                                                                                                                                                    .#[                _

77*, 1-

                                                                                            *=m                                                                                              -- '% -l                                                               n,n. ,y /f'r L* 7 r .. .* u-l                                                                                                                                                                                                                                                          =-

. ...,g e, - voio l

w.m gj ,,r" t L,- O Q u s3 g,,w, sc ,< _ yarns .,,,,,,,, p g

                                                                                                                                                                                             -*                                                                     pn                  :an DtrW.s S uicc uu rT.                                                                                                               ' ' 7 7 >3 *  ' '

l ,2,g 7 i2 1 N l i j 7... 4 a u, ,,,, . *- I. 7 8h - CIn - 'E b ( 'MF '- * " * ' * * * ) i i ! 4- p. * $ 15 7 o s . 7S1 E ,

c

: 3 1 '

' s 1- C6 4 %w l . 6 $h - Q., - % (UPscr Mmm) i

                                                                               % =                       E 42,3 2.T 3
                                                                                                                                                                    'a%

• 3 4 Qr -

(- Es- MrvJ T m'.S* M u t. K % TT!.tC ' 3, , % ) M:3 "P G C ~LWb2 'M b I 8,$9'

• fa 3 G""g" g ) A@ $ RE MNO - TO T 4 6 . %T X ! 'h 113 to O t Y. .

Ma-~" 0 Gi!.i t'.'i*2 8M*** j 4*p o 3 A#JD GX # 5F7^J (o ot O S /SE 3a*wu / Wa CTG 8

• C , w s o ,, 'b 1 * ,

, T:s u

• 3 *a i C o- _3 .C u' r- CJ, 6.'3 o r

                                                                                                                                                                                                                         . 7 5.4, Po ae                     .
                                                                                                          ,:es s 4rN7' S.2*                                                             Ei:m G. $~ , .5g a /. O , . '7f4 = /. o                                                                                       3
                                                                                   ',                 Q =                          6',,                                ,4a.o                     G a.,               .
                                                                                                                                                                                                                       -          e,-     s Q%- %y                                                                           3       1. 0 $ W -                            ?,,.              -- Cao                                                                              ,

m. o .4 8 k + 1. 2 $ - G p - G3,,

• O.4M + 4 .i.4b op f

    -                                                                  e . . -

e k kl h N /& -

                                                                                                                                                                                                                    -' f                       'h                              bY                                      '

STM's;.5:.7 84.rce ON: 7"N g* n'J vinese i /.9eg / C3@g* / C o e' W !. A : W/ L4, /A/ M f ~ 8> C. h ' : OV& - 77r'ei" AL 4,;WAbt d ' >

                                                                                   /,.x:4t.                   JrMetr,I - r ig faazE5 w / w o EM 7:r/E #,40/dd                                                                                                                 ~d' ardr iAJ Ei!:a;r~GC7 ,Ar - 1"Ve 77sm9 TWa* P4Awr* - w,4,1 Ewc, r* %d          -

a -

                                                                                   ~Nf hkswr~-4 % on,'w .

a e 99M 't" 8 42Td'*rt^t t fr W mismwy gpe %s%i-.m--95z+-ep g 9 9 9eww-e y- a guinig - e p -w e f s e m v u e;- e v'f g 9gM 'y 9' y ey v +-g- g %sye.giv-,9 9 + g py 5 y - m.q.ry gyyp'g- t-Wwg+ygpr$--ir'v y-Qg9 yw,,gy y y- Vw-w, r wgyy39v

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

O

                                                                                                                                                       ? ' d 9 '* ?S

• O
• C.*;vf G = M*s
• tee w en est GENER AL COR#gT A""iGiq gegg7 ,, ,

            @ 5";>.:h ti                                    gg p=.;                                                                                 **t.e e

p p;

                                                            . - , .                                                                                 ,***                                                    ytti                     sg rg voie                                           -

ywrt,5 cNAW( upac CF ba '6 6 " O l i n .w * /1 0 <. ktt? 4 WD part ta tt l

                                                                                                                                                     '           D'IUb                                                                                         1 Su bt."?     m!'I.a I he *d('"J 'O # '

• O "*

W 7".s/&;* 8Baanitual., M d /W.7 iWac" MCUf $40Ct,, C Ltd -

                                                                              ~                                                                                                          ?"3 var r~ 4ck:"A<

A A/D e. 5v e tr~ /est!*m & cor=*e%*

                                                                                                                                                       /ND/ C A/~g
                                    /3 L,,L,0 WA 84. W .2794;;*.,ll* W/l.f.* /MC*daWA                                                                                      Cd &                  Oe$$~ h *C64                                                            $

7%&~ AB,vedHA t Ccxs) sr~.*os/ Au.n BY 0. G E+ t=04 7"Na' ., H 9 2r* 7'ai"A%< COs/4/ ""> W ,

                                                      '*                                                                                  1 7$~ * , QS"
                                                $LGQ W kA'C                                                 Cs%gp&$                               S/ m 0. T, Sg m /

• MI* E$"_ , .

h h I

                                                  % = Gk                                            ,                cia - Br                           ,

GE. 7 $.A

                                               $c46                    a,# W          4Wu

• I* b 8~ M4 ~ 34 4

                                                                                                                              =              /.6 Sh -' 7p,                   -
                                                                                                                                                                                       $3 Gia 7c.(
                                                                                                                             =           !. 2 [6 - 4%, - c;;io r- o.t S.+ r (/ ~ & h e T.* /

I

                                                                                                                               =            h . _ e.4 84                                                       [f_.;            _ / 4
                                                                                                                                                                                                                    .?ct.                        /

0. $ h i

k* / So

                                                                       . 75<                                                                                                                                                                                             ,

G eg FC2 l';/6 f./Ma*r* Qw.os's i1:r 4 .

                                               /Har /? M N                                             2
                                                                                                                       -                h5          A      .*;~u p u **e 4                           CA                  77/d Sl.7f4
                                                &l,.80 W &ADssJ.S o%*,sb 1"W6'r" AAC/ 4/4 7"D (7e .* C t* WW.C.C f

Asroo 0C -);ws s or mt w.sc u , D a-Q '&.c- M i P&"- Jd*M!kZ 0sv' ADA 4 df f 7*O $ ~m ' //*'f WAM/Mk 44 t uS 7W/2 .447're om x17.4m ,c p di7am z.sg,s4 A N t.) CW c:4 /** Ai'A O/t U ^ al~t. 8 a W 3 . JA 2, /4 '7, lhY ' y f&qy ffk/ $ yh Y & g e76~d 7 ys ac/y,, s a w .4 u o w A2/. E C M 4;3C F o A ? n t' E *

                                                   /./j>Za"I" CON 0s 7~s o a N/ 1,.d.,                                                                    /Mc;;,4?sp4f g
                                                                                                                                                                   .                                    }/=
                                                                                          . %o ( , d"/f [4 / -

• p w- v =- = vn y y e -- **-vn.P--irg vreww..-y- -amw= *tme-iee*'.=- g a$ aer tr-*rimug mya,s sv g-

4

0. 3 m _ - c."4 or,g e -e.se $

e e= w . . , , GENEM AL COMPUTATION SMEt.T ag; gg* %s j.g,j :;.. e, 1 :.n : e j @$0pung _

                                                                                                                                                                                                          . g g-. p-
                                                                                                                                                                                                                                               - /s/f.
                                                                                                                                                                                                                                                    ~             = --.
                           @P Nini.te,d                                      a.n,g;ncats                                                                                                                                                   a
                                                                       . n h sa NN9 /

fEF vois uut caean,or 4. v- itg ~ % P' h% 3 @ ' 'C umt4 . Of p l* t U $ parg saft gyugg W GbI& O U C CdU U C"% ._

                                                                                                                                                                                                             'O   ?C2 . \*O &

m lY &&T" M M bN hDW5 l /W b YY aCf(&J&&

               /,CN:::A t. Aul.4.0 w,m!24 tr                                                  d.CQ tE:5 f
                                                                                                                                                                                                ~
                                                                                                                                                                                            /~C 4 Ne~ <4Mai /?MC.,                                 6 A'#/'"'8^#

d #: t,. .wCA*de: W~ #; C" n'""~y ( 0.13 (, wh A a: <=~e.eg 7"Ng 3p.egr 73.*t~m c~.wesno&  ! P* : e F. 3 ( , CV 4 9 4 e e

d s

   + u. g.g* .g,..,
                                                                                               ' Q "*;""*8 * ' */= = 0 0 .1 ~ ~ /= 20 0                             _

GENER AL. COMPUT ATION SHECT ...: 1 t * *8"

                                                                                                       .                      Is t .' ::vs t' I :-' : 8'
  #**'*                          hmtred             engineers
                                                                                                                                          -Y'            ?C     -

l -~ ... ,,,  :,!. n. *

• r' e

                                                                                                                                         ,;t //f// d
                                    -                                                      'C'8 ma=t or

• p u p a ss, k b" OEuMMCC VNITS 1 tt1 f, Of D
• an aan 1 --

                                                                                             <TS . e' %

sus.t

• M'!!' MA "'u e ne '_ p o r?.

                         .7[        T-     *
                                               .               p /*                         $; w /. MNT }s I, /I'$'

4 p: 49 4, C~& C'= 4 *,wC W E. N , 1 , *. re-, c.e o s' 3 a 'v !

                                                                         ,     c /fic J *but & !"E                    WC i
                                                                                                           ~
                                       )                                  *i           j;'   * /.     ""'f,,' 4           .! h
                             *~#x     /t.s n) ^

• e s y Z er * *ja md , .

w c<., .:.u ' , . s.,: e %., e ~ .: e r1

                             .ca        4,.,c.          %:              .n. e a w
                                    .+       ~        t 'en)       -

at N- t , 7S*4 = 47C ), t. 8z ~ /.4,_'.2f' ), / / 2 5 fat %- st v n s u (32)n~ (/ u: s .)M ), ,k cf f.v.-A) '.o ri >> - 32 32

                                                              't.                                                           n f 7 6* i )            u-  ./86% h ), /                            [82)              =       . 93GtL ), /./*33 c                                                                          f
                               & feo .t% wresav                                                                                                      -
                                                                                                         .1,
                                              +5 f87
                                                                                                                     .      98 43 3 f ), L 'M f754              =
                                                       .97729r 1 } l                                          _-

e-e y - c. , .,

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

C 2.,/ ,~ m.y - C A so Q :e - 4 T $ ers r 's ** ggggnau c;roviatioN SMEET  ! ~4b II' E '"' " '

                                                                                                                                                                                                                                    ~-

1:J . >. t

                                                                  *p                                                               .n ... }                                          l e
                                                                                                                                                                                            . s,t.

.U.l,~t:Oa.~DQl0BSf3

                                                                                . dE                                                 ,,,,.'

i ** lau. y.n /ro s.**g a l g Y ww 7 or 9

                                                                                                                                                                                                                            ** n
                                                                                                                                                                                             ** M
                                           -                                 e                                                         J0 pf 7,9 e of,
                                                                             % uso e Lo*> d y s.sA:1 DE /6H OD w.

4k

                                                                                                                                     , .1' I

i k "s n

                                                                                                                                   -= 1 i                                                                                                                                     )s

\ k i g 4 I. 1 *1 w l 4 + ), l f - I i , . , 1 ' ,N l f Ny bN \ .. r  % . & DI n . 4 s l '[

                                                                                                                                                                               .i                                             A

a. ,t s eu

[- N t , g-

                                                                                     %,                                                                s (s                                          ~-                       w                         j N.                                                  .

S- *y

• gg \ g g h .

! b k3 N' N ( Y N

                                                                                                                                                                       ~
                                                                                                                                                                                  <                  s                         M
                                                                                                             -b,

• 4 -

N N e

(- ga \

                                                                                                                                                                                   \g 1

N

                                                                                                                                                              ,Ec
                                                                                                        ~.                                                ,                                        '                        -

N 9e ..,'% s \, s

• eum g

                                                                                                                                                                                                      *= eq              A
                                                                                                              -            w i.
                                                                                                ~N           NN y                  *                       '                                                                e
                                                                         ,                                      M'G 4                                                            .
                                -w wm e-,rwy $r er9 6 =e NFy N-W Yv 1                                                                         'w       *vkWWT      "=M                                  V     *e-yW=$#C-"**       9  } -WW + y ='~-tWF

                                                                                                   ~

a g y i:........ . ,,, C:NEM AL ccM*UTATION pggi

                                                                                                   ~ .d4,.7::',)
                                                                                                            . . r %,
                                                                                                                      - T:4 . ,,,.p           u
                                                                                                                                     }n .,, n ..  .. 6 :.. : e.
        -*,'*t    -

g *n ce ,jy,ri .

                                                                                                                                                                     ~
                                         - m.yggg   e..n.ggggg73
                                                  . . .                                      '+*-
                                                                                                                                           ,.,h.w s             ., ., . . te
                                                                                               ,e,

..t.y.n gM,- L.5 us a z wict

                       ..                                              _ s,,aa latt'     $         or S                      ""           ""

sa.w Er.riw $he u oe-l 10 7:~73.. s o ; 44 (,sc, Mwf 6~4..e av n (/. /33u )v, m /. n S O \( *1 fg.ottJ

                                          .                     2),

f . 75"r I 2.02 + f $ .( Sifoss j b_} s . MS 5 e . , r< e

                                                                       %               . 253 C5~                   a    2. M 7 4~ McCd Q,                         ;                 ,
                                                                                         . /r Mf.

c. ,zz R4 $+'.wr bosa: Egaowc l/. '93N ) # , f./ 2 5 Q

{ $C \( / M y E_3 7r4 Afst33) = . 92 / 3 '2.

                                /?*3f         f 3. 40 Go )

m. 2} 30'f :1  ;  %. . . w 3 s "' . z a7 0 75d .27722 I l 9

                                                                                                                                                                                                                    *1 i

Report No. 7865.007-5-H-021

     '                                                                                                                                                                           Rev.'S,I
   ~~~"

• Attachment "B" (8 pages total) ,

renen mas . MEMCitAN DU M

   .            .                                      $mited engineers a--

O m cts- Philadelphia y Joe No. 6702.001 espr. DA7m May 2, 1979 Power tastaaertas To: Dis tributisa Camasi C. E. Sarstan L. L Dear C. Rigementi Faoen t C. E. Bassee . wegr Power Discipline - Teahatcal lu11etim f7 Censreta Impawisa Ananer Solta Used with Pine Sussorts . lassatly a ammber of strustaral fallarse of pipe supports which use Jesreta espansion aneher bolts have been reported. Inves tigations indiasta that design of base plates ustas rigid place assumptions beve tssulted La undarsstimating loads os some sasher belu. In addition, a large number of anaher belts at some plaats have provea ta be deft. ciaat (L.a., the concreta ancher belts were met tastalled property).

              ,                     A vida rassa of design practicas sad Lutallattoa proceduras have concributed to the present situatina. ': hts technical ballatia pro-vidas an approach to assure more rigorous controls and verification of the Lsstallation of the belu.

Atmhat #7A gives the company postston regarding .the selectian of concreta expanetoa anchor bolu used with pipe supports and Attach-ment #75 provides the destga criteria for the salectica and use of thase bolu. f N. C. E. Easton Chief Pm vt Engiaear CEI wes Attack. 4 w 6 m.e, . 4

           * * *m e-  .

owma , e _ _ . . _ _ _ . _ . _ _ . _ _ _ .-_.m. ___. __ _..__...

;                                                                                                                                                                                                                                                                                                                   e, 4

5 a b ! . l 1- 1 + 1- . ! . ) t , i f"' . t' s

      -                                                                                                 M DIS &lfE                                                                                                                                                                                                     ?

s Fit EtN' M $7A . t ,: M ERAMBIN AN W R ML25 ' - - WTTE PTPE mur- - G 3 i i ! To the semisess assent possible, pipe seppert osamastions to supporting tenersta H ere esserete 2 annussares aheald not use eonerste espeasien easher' k ita. i , l espansies eneher belts are required, they ~ehaald be of the wedge er sleeve type design. Shall type amebers are est ressemanded 'for the following reasonst (e) They have emperienced s'high isilure rate La-

                                                                                                         ~

a l e f the fia14. .

                                                           =

I (b) they are aere susceptthis to. failure due to , i

s improper tanta114 ties. ,

' (e) Dey :.ro sore press to brittle type failure (i.e., b y amhihtt a lead /deflecties carve-- . wish only a seali ameust of dellestisa before failure as oeupered to the wedge _ type sashers). .  ; The calculaties of ameher bcts design leads shall seasider the effects of base ., place f1mihi11sy. . Installaties of comerete empassies aneher belta'shall inalude belt processionias to meet eyeltas lead requirements. Ceestaat spring washers are resemeseded in order to senarol the amenet of pretensienias. leveling asta stauld be avoided as they de est allse for proper' pretenstasing.

                                                                                                                                              -1
                                                     \'

p L- 4-

                                                                                                                                                                                                                                                                        - == -

e-- -=,=7*WM yayy--pe-,-- t $ yte- y %+r y M+ 'O' M1'dt'9N %*f'% YY 'a Mg F N W @ g

• N = d' ==M99-PP W 3' M 'e **F M YWPr'W N'y- a-w t eed p vqv+ umer .s ygt $ # st P7 MM ge49 gpu egg 'yWT* C9' M' Pef-w--ehW'nwr-W/ at -- M ery

C

                                                                                                                                                                  .u 1

t%

        -                                                                                                         N ww wm m J

assIsu enzrraxA ran concazz IsrussIcW Ascinot

                                                                                          ,. _ n ,m ..a - rum I.               ......w.,

Salaastaa ei the type and sina ei osaarste empaanies ameher bolts depends apes user design taasers seah as support base 'plata design, mathed ei

                                                      ==1=a1= ting the anaher helt 1seda, aneher belt lead-ear:71ag capahtlity,                              ,
                                                                                                                                                                 -i amaher belt e.ad support installaties regatrummass, ets.-                                                     l A destas approaak whiak addressee me aheve seasideracisas is provided-barsi$n.

II* MM t A. gep P! ara Flazibiliev , Camputattee of aeeher tele loads is affected by ths. base place flext-bility. De base plates say be ansidered to bE aimer rigid or f1mible saaerding to the fo11 swing definisteet A bass plate shall be assumed rigid if the usatif-  ;;

                                                                                  ' famed dittance between the ~ member welded to the -                             '

place and the edge ei che base place 'is lea: than er.egaal to twiaa the thtakanes of the place (Raf-eranes USA s c 3 telletta 79 MarshLt..~1979).

                                                                                                                            .       2 b
          *.       en e                                     *
- - - *    --,,.mi,e..                . , . _ , , . _ , , , ,             ,

m' #Y?*M*+ o +g..e, y _ _

9' l l l . t'

    '.                                                         Pever Discis14== Teeh=4 cal lu11stin d71 L. Base Plata flexibiliet (Cast'd) a+b(tt         (a,b,e shows in Figure 1)

A bass plata is assumed flamible 1.2 a + b.) 22

1. Ancher Boh/concrets Edse Distance (h3 La Figure 1) laae platas and supper.ias concreta structure designs stat be reviewed te verify allowabla minimum edge diatsace.

na altimate pull-out loada are based os come pull-out type

• of failure and theratore =4=4== edge distance stat be main-tained. Allowable 14ada nose be reduced acc.ording to main-facturers' specifiutions veen =4a4== edge distances are not set.

C. Anchor Soit Spacina Dos to cona pull-out tpe of failure, af a4 == distance between bolt stat be asiatained. k i 111senhia acabor spacing La specified by the anchor samtfacturer sad ==r4- allovskle b.ma unat be reduced if the stalaum spactas emmat be mat. D. Lacher soit toad calculation Figure i shove a typics1 pipe support base plata/ anchor bolt configuration, A recae ded approach which gives consideration 3

       **

• g e e4_ .e e * ** *+4- O * +p, ,e ee e e e -o

e ( ' Powar Disaint*= Tecisical hallaeta 471 D. A--h-r toit M y Ca.lanlation (Cass' d) to the haes plata flamibility and the tensies-shear nature of the helt landias is providad belevt --

                                                                                                      ,-        ap -

g (Bet 2 D-i o T , on. Nkl.- +.4 Ng4

• YI f i

ya K I I

                                                                                          '                  4      H                      ;          '

a _. 5 s, 1 -

                                                                                                            'b I     .

e .

                                          ' hare: T 7.             Aacher dastga tasatos and shaar loads.

W,7,7 Moment, shear nad axial force acting on the scenestias. Ni Number of toastos anaker belts. 52 Total ammber of aasher belts. . 1 Inden to identify base plata'flazibility (i = 1 rigid, i=2 flamihle) O(t, yasser te maar Ne prytas unies for . gives plate flaw .ity. . ( % = 1.0, = C(4 1.2) h1 Mammat Asa kg = cantar lian distance between

                                                           .                    belta.

h2 = 4+It (met to esseed hg)- 4

                                                                                                    . , ,                                       ..' ~';"~~~

m m . ...... .. . .. _

9 7 r;_r ets.4e'== Ta h=4 m1 h11.ets st) ( D. 1 *=r loit taad calmalattaa (Coas'd)- mars the esammarios La subject es hianial leedtig, the afore-eastimmed approaak asst he repassed for the other prd- *=^1 plans and the shooluta sum of the helt reassises sembiand. E. A ^ r Seit 111msables For samh sepassies anaher used, the design temstes lead shall be less than er equal to the Masimma A11oushla Design Lead (MADL). Sa M&DL La dafined byt , MADL =

  -                                                                  whars Fu ta the ultiasta static capacity of the anchor be: W on manufacturers' stacia test for the applicable strength of concrete and 37 is the appropriate safety fastar based on the typd of anchert 57 p A for wedge and sleeve type anahors

57) $ for shall type seabors ,

men both shaar and taastes sat os the anaher, a straight lian shanc-taastos istarasties sust be aswaned as follows: J + -d- < t a . 1kars: T = Design taasion force Ta = MADL in taastes Y = Destas shaar forse fa = MADL ta shaar

                                                                                                                       -S-

                                                                                                                                                                           -i
                                                            . Power DiasiaMan_lathats*.13allstia M F. Pratamatemian                                                         ,

All ampenstem anahers anst be pretanstaaed as a lead, Te, est grassar . them aus but met less chas ese-and-a-half the manimas allouebla design imad, i.e. (1.3 Manl 4 To ( 2.0 M&DL) to ones ayaling lead regairemmata.' This protanaten fores To, any be appued by a torque darias, taastoa . devise er a emestaat lead washer. It la r="a that the esastsat lead unahar be used for the fetisving reasons:

1. Ease of tastalia'sima. .

2. Initial preland taasies is assared by proper washar solastion. e

3. Froland tensies is ==4=em4=== after Lasta11aties.

K. Ease of inspessima te verify preload cassion. In esses uhare shall type amabars have been used, assursaca should be obtaiand that the shall is set ta eastaat with the back of the empport plata prior to applytas the proloed tassion (i.e.,1/16" below the surfaes ei the senareta). In saaea where a lavaling amt has beam used against the back side of the support plass, the prolmed taasion shonid still be _ applied to ensure that the ameber held =4sua sus rummias tight .durtag cyclic leadings. Limitad dynamia testa ara avs11abia imisk tadisace- that the static sapasity of the ohn11 tyre saber is essentially anaffasted by. dynamia laadias. These testa ears perferend withmet any initial -

                                                     -u                                                                                                                       ,
                                                                                                                             . 4-l O

NOO ' M %-9" O# N $4 ** 88+g 4 @ ~ % 994 -weencap oge e e,e e. ee -e, e q a ge pg.w .g 4.^4 e .* e g se d* 4 e e e

3:.ar Discinitan ta.h-temi nutisets 471 o ' 0 9 : ; _ . L.i

• i
• i F. Pn tensionina (Cont'd)

                   ,                          ptsload cassion. L'acs tasts any be used as just #Ascion that the g

shall type anchen have che capanility to withstand cyclic 1ssdings. e s e 4

                        \                                         .
                        *We      e          +
                            . - m - - -- -               .    -
                                                                                        ,,L_._,,,,                                                  ,, _ _ _ _

NIEMI

  .       .=                                   _                    ~-                       .                               _.

i n 1

                              -         CAROLINA POWER & LIGHT CO.

FILE NO.: 43 TELEPHONE CONVERS ATIO_N_ MEMORANDUM -SERIAL: BESU/T-+4 l _ 8etween of CP&L and C. ILIUSE L . uf J/EC OATE : 4 27 PROJECT: FID 1539 3C/A/rcEL TIME:9:1o Am

SUBJECT:

WELDED ATTACHmEur f/tLET (Att C F(C OtscusSIO //LLET uJELD , MESSAGE: TUCCER m ARTIM o F ul IT~M I;EIM FORC Em EM T OF - W E LOC D A- TTAC Hm E MT.$ A 40 Tlc, o F d E c. //44 E T" g C.F.lMS E L j To H M A LLE.M SEEM tag e N i WFLD R EIM PO RC EIMF.MT HAS MOT CR.'ID IT FOR IM E UALu ATI AJG. LOCAL PIP E STAESS ES l ' F0R B R ti LIS W i c t. AT U E.C . FILL ET LAJELD REIM FORCEmE UT ts GEMERALLY MOT REGlutRED FOR THE A TTA4N /rlE M7 A5 A stifroRI 45 LONG AS 4 Ll1GS F ERFORm A h!C E. THERE IS MO REA5cM To sus PEc.T - THAT THE. coRRE5MAuWs7 C ROQU E. WE LDS A R E. S U B 57A W O B R. O . U MO ER.SitEO FlLLE.T WELO R E.l M CORC Em E NT Snouts,HotucucR., eE l okSIS FO Q. THE ADDRESS E D QN A CASE. eY CA.SE. SLlPPORT PUNCTto M oF LU EL o t.a RT:~a cn n. C M rs, k PIDE i l du, i. i MN Rdt41 A  ; l l 4) ou t' ! l 1 4 Action Required Yes k No. By Tickler Date ROUTE TO: Qg] _] p;j, COPY TO: @ pt. Q y g g I'"3 ] _

                                                                                                    -a.    . _ , , ,

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

ATTACHMENT 4 y 1 DIESEL GENERATOR BUILDING P.OOR PLAN FOR ELEVATION 23 FOOT l t i 6 9 l 1 3 1 i i~ l f

                                                                              +

l ___ __ O

a m

                                    ~
                                    @                              g                         O                                                        -

a . } _

        @                u o
                                                                                              .I o

R.- - RE A

                                        -   p'           u%_

s e E. c u" kus _ _r. H _ c n' s _ M__e-i . w - s.L g, Y 8 . u.. t h 1 r 2

                                                                                              .I                                                      r r

. t EY 5 sA E o iBa _

                                    }                              p

- @ u, m, [ a3

                                                =I                 ;: %, ' b

[

                                                                                              .I n             E

- k EA T

                                                                                                                                     ,1 1

T L t

                                                                                                             )
                                                                                                            ,6
                                                                                                                 &         D EP R          0 8

- tY2 C EL v sA EiB# N CD3*- Ua r. N OT N E R E o A t2 B . .i Un E CS

                                                                                                                               /  N D

tV0c L OL t E - t G Dw E U T[ OR E CY R RR Y D P A .o 0NNI E 8 ] [ u

                                                                   ]

[ ,' (

                                                                                              .I          R E

N 90r n L #OOi wSSO F EN0w E AAO

a. -

m, a _

                                                                              %,                       Y  CA L RMMW L  P Ms o L
                                                                                                                 >N  n        --

E E SLT L - t LI A Cr EY3 K DTR S N Eo A . - sA E A : . Bf .FE o .W w Nin ( T . r O N Li m v l ];: . @ a.

                           =.
                              . I

[ a

                                                =

[ D 2 :b .

                                                                                              .I
                                                                                                                                                      =

t tY* sA E iB8

                                         -       o                     _

. u. u 0 a, =

                                                                     ]
        @                                       ju-                  E b

wha 7R b - w"8 4 oR 7_ - a ts [

                                                                     -   vRA E
                                   ='I'                   A1      w5 ,      _

r E c. uiv

                                             ,           co i                        0 w                   m s               - S
                     ,      -         ~                                                                                                                 _

r~} l_

    ;      .:       .;           '              i .;;;,                   3            rI      ,t .)!I       1           1      ;    ,!1,      , T. 4

t p 4 4-ATTACHMENT 5 k 7 4, E" J' i o 1 4 I V i-CONCRETE MASONRY UNIT TEST RESULTS BRUNSWICK STEAM ELECTRIC PLANT . 1 1, Y 1-s 1 K ? ? i a .5 k

                                                                                                           -)

1 ,e

                                                                                                         '1 ii.   , , ~ -- , 1,; ,          . ~ .         . . - , , . - , , -   ,, ..       , 4   .~ e, , . .w

                                     *** RETYPED - ORIGINAL ATTACHED ***

[) s_ PITTSBURGH TESTING LABCAATORY Laboratory No.-3357 , Order No. DH 809 Report No. 2 l May 5,1977 CONCRETE MASONRY UNITS Type Unit: Expanded Slate 2 Core Hollow-Load Bearing Block (Snowden) Mfg'd By: Adams Cencrete Products Company, Fayetteville, NC Sampled By: P. T. L. on April 27,:1972 Repotted To: Ad2ma Cencrete Products Company, Fayetteville, NC

Nominal Size

8x8x16 Inchos Minimum Face Shell Thicknnes: 1 1/4 Inches Date Made Unknown Date Received: 4/27/72 Date Tested: 5/2/72 Age of Test: -Over 28 Days Sample "P" Blocks Sampled from Plant Sample "F" Blocks Sampled f rom Fis,d CCHPRESSIVE' STRENGTH Spec. (4/28/72) SIZE * *

• INCHES Gross Area Total Load Unit . Load No. Ut.. Lbs. Height Width Len-rh Sq. Ins. Lbs. Lb's . / Sq . I n .,

P-1 26.19 7-5/8 7-5/6 15-5/8 119.1- 195,000 1640-P-2 25.42 7-5/8 7-5/8 15-5/8 119.1 190,000- 1600 P-3 26.01 7-5/8 7-5/8 5/8 11941 160,000' 1340 P-4 25.89 7-5/8 7-5/8 15-5/8- 119.1 185,000 1550 P-5 25.67 7-5/8 7-5/8 15-5/8 119.1 173,500 1460 . Physical Requirements

Compressive Strength

Lbs. Per Sq. In.

F AVERACE }_tINIMUM ASTM C90-70, Grade N, NC Fire Insurance Rating Bureau,

and Underwriter's Lab Std. 1000 800' Sample 1520 1340 Remarks

Sample complies with specification requirements.

f'")N h (9913 RAT /ccc)

 ;                                                     .. , -.     .    .                       .              .:3

A,. g.

              . ),                                                                                                                                                     en w unit.rcue-...........t                           .l.f
                                                                                                                                                                                                                               =

. . o m . . . !..~ - - iA. PITTSBURGH TESTING LABORATORY E - y.

                                       .        .                              3619 HILLSBORO RO AD, DURH AM, N, C. 27705 -

!. , . . t

                                                                                           ..n.c.,         ,. e s v . . . 4 . .                .*                      .t               .-                                          :
                                                                                                                                                    . e ,...n. n...,
                                  .                                . ,........ u
                                                                               .v
                                                                               . . .e      . . n. ....u..
                                                                                                                . e s a.
                                                                                                                    .. r.

n. ,n,..c.c.o.

                                                                                                                                                                    . . ...r. ..c.o
                                                                                                                                                                              .s   .~ .
                                                                                                                                                                                    . . .                                           4
                                                                                                                                 . . .w. . .e...in.

• x .o- a

                                                                                   .v. . ..u..n. ..e.....
                                                                                                    .                                                       .      u.                                                    .

i; Le,v.+ story No.- 3357  ; F- - P.EPORT l Client's No. Order No. E2 C09 R:: set Ho. 2 i 129 53 19?r 1 ! C01'".T.J E120~.~.C t .t c3 . [ Typ: Unit: It:;:=C:d S143 2 Core Holbu k:S 22:=d=3 Ide:Ir (S:=C:n)L i l: ' E ;'d. 1:y: M=3 C=_c:ct: Frc.:: :5 C=;=.n 7:-::r*;h:411,,' L L C. - . l- Smoled trJ's P. L L cs h-27-72 - 3 l E: ported to: . idc== C=c ets h:C cto Cc=p=73 T::;::the'16, L C. I Ecia:2 51:2:- E:S=16 Iceb s- NC . Fc== Sh:21 Caici:r.== 1 1/h h:: ! V te L.6: t=h:.:2 Date Ecc b:d: .k-27 + - --- 1 Sc6 5: bed: 5-2-72 Asa o:0 2 st: ;or= 20 dp a -. .. Scrol:7P" Sh:0:s Scrohd A*cn T3=c, ' i ji t.::hb ' '9" Sleck:: S. 5hdfrr.Fb2.d' - i . , !: CC:m.:,331T3 E: .:,.;.C. : . i- . . l S: c. -(h-29-727 . SE O O e

r

.o .

m. wt _ ;- - .. .p.v

-s :.n.

w.. A,.,A "EI!!?O . 'w. Gro. .- s 1:tes - Tohl Mcd: c.-

                                                                                                                                                                                      --                       UrdtpIcet     - 1 f   . o_      -  -          --

P-1 26.19 . 74:=./.: 7-5/8: .:b-; g;y/d 2.W.2. - 192,000 16ho . P-2 54h2 7-5/8 7-5/0 '!5-5/3 229.2. 3So,000 I!!co-P-3 2:5.01 74/8- 7-5/G 15-5/8: 329,1 160,000 :  ?%0 i- P-h G. CPI

• 7-5/0 7-5/0 15-5 4 229.1 ' 105,C00 * "'2550 i P-5 5 67 :7-5/0 T-5/8 15.5/6 119 3. 173;5C0J* -3kSO i.

j

                                                   .-                                   - pygel p,::q-i17---. tu -     ,

E - Cc prc:::' Et:=p;h y

i. ~ 2 0. 20: Sq.-Za. l 4 . -

f.7'~P.AC Ivap--  : l -E! C90 70, Ursde 311 U. C. Fire E=::ne: D:0h3 3=, t-c:d U:dm:r.!6:'s T-b Sic. 1000 GC0 Sz=:a b - - 2520l 22h0l  ; p . e n==m: s=pm cc:gn== .ea cp=:::eacum :; t ---a. , 2 . . . - . I _): . 4.

                                                                                                                           .          E AdHMEOT RCe-io.                                             .

                                      *** RETYFZD - ORIGINAL ATTACHED ***

() PITTSBURCH TESTING LABORATORY Laboratory No. 3911 Order No. DH 877 Report No. 2 Hav 24, 1972 CONCRETE MASONRY UNITS Type Unit: 8x8x16 Inch 100% Solid Load Bearing Block Mfg'd By: Adatas Concrete Products Company, Fayetteville, NC Project: Carolina Power & Light Company, Souttport, NC Sampled By: Client on Hay 15, 1972 and May 16, 1972 Reported To: Adams Concrete Products Company, Fayetteville, NC Actusi Size: 7 5/8 x 7 5/8 x 15 5/8 Inches Date of Test: 3A: 5/19/72 Date Hade Unknown 3B & 3C: 5/22/72 Age of Test: ' Unknown - () Specimen ADSORPTION TESTS Wt. Reev'd Oven Dry Absorption Absorption. No. Lbs.- Wt., Lbs. Lb's./Cu. Ft. Percent 3A 77.35 75.00 6.4 4.5 T

• 3B 74.60 72.38 7.4 5.4 3C 76.63 74.22 6.9 5.0 Specimen Unit Wt. Lbs./Cu. Pt.

No. at 30% Moisture Content

• 3A 144.0 33 140.7 3C 142.5 Remarks: Sample complies with ASTM C145-70 specifications.

Respect 2ully submitted, PITTSEURGH TESTING LABORATORY Original Si ned h By r Walter C. Wingate, Manager ls Durham Branch B 913 HAT /ccc) l i

r - _

       ;

• o . s. . . . s . .. .

4*gGnf:7, PITTSBUR I TESTING LABORA 'ORY Ei (,-

                  /',1                                                                                                         ........... ...,                                                                                               ;

i

                     ,?                                                        3619 HILLSBORO RO AD, OURHAM, N. C. 2'D05                                                                                                                      !

1 s== I o." . . . wev.6 s.ev o . c.u.e..ve.. me v.e. ... ov , . . . .a..m . .

                                                                                                                                                                           .n..v.e
                                                                                                                                                                                                                                              }

L ...m...i... e.

                                                                                                                                              . ........ .e.s.
                                                                                                                                                          . .. .. .=e.c.       .....%

s, , < . e ..

                                                                     . cv .
                                                                               .          w. . c..
                                                                                                                 .    .c  .. ..v
                                                                                                                       .......a..  .s.c. 6. e..
                                                                                                                                   .                                                                                                          1 Laborotory No.      3911
                                                                                                                            ;t E P O R T Order No.          23 077 f    3;.,,,.g go, P.:pC:t L'O. 2                                     ;

iky 2h, 1972 I i C"v;c mu~. '.'.'.s'.~~._'v C'.'.tx

                 ;Iy p r.:it:                                                 :CC.6 Itch 1G3 ColdC 10.t". I:ci 0 Tf.:d:

l C :a Oc:: ret: F:04.'.cto Cc ; .7, Tcp ttavd222,, H. C.

                 ;;Q'd, iay:

W e;i:ct: C= cline ?c=r c .d lifst Oc.7=rf, C:.nt;.=t, 3. C. S: nied by: Clic::t en 5-15 70 cri 5-16-72 Frport::S to: acca Cc:cro% Froi.ncts C=x:c, Fc;pttwilb, U. C.

                                                                                                                 . _-.                ~_                                                                                          .
                 - =. _ - . =                                                          ._
                  ..c^           a 1 Sits : 7 5/G = ?.5/0 = 15 $/3 Indd:o D:ta of icst: 31:                                                                                                             5-19 72 33 a 30s 5 22-72 3:.tc Heds: url:.:c=a Ass c2 Tcett Enk:ota
                                                                                                  ' ALIG2??Iirt 'IS0!3 7  '

Spei:22 E . Rac7 d., 8 Oran t:y ab:7.'ptics Ab: rphica,- En. Iba. . r.~ M.. Iba. Ib s /h... F.t . Ib .- nt

                   .u                                 '
                                                                           .U..n                                           b. Cu.                                  .o~. a                          ~~'~~h=.n
                                                                                                                                                                                                           .o 33                                                      7h.60                                           T2.30                                    7.h                                   5.h 30                                                      %.63:                                           7h.22                                    6.9                                   5.0 0..it 1.% "4::./02. 7t.

< 0-::i=2 2 1*ct: p, 0.. .nb 33gL76.tc.r:.:

                                                                                       .                          ~

Cc~'.:M. ck.. t 33 1h0.7 30 2.b?.5 11o c hs: 3=p'la c= plies vic 157:I C1h5 70 Sc cLficctic=s e F. csp:ctff.3;T cf=itted, . P E x.3 3 7.:5'I 7 5 2 2~:0 s Td 2 2 ".2 0 3 7 5 $h W

                                                           <                                                                         Watcr C. 'd.Llitte, th=Ccr
                                                                                          .                                          Iah::: Dr.-s 

De in* .

      . .)

ATTACRME-14 RtC- 2

   +.                    _                 ___-                   ___;__                                            -
                                                                                                                         .,7--              ,
                      - _ _ - - - - _ _ _ - - - _ _ - - - - - . _ . _ _ _ . - _ . - - _ . . - - - - _ - _ . -}}