ML20195C735

Rev 4 to, Technical Guidelines for Sys Analysis of Conduit Span Configurations

ML20195C735
Person / Time
Site:	Comanche Peak
Issue date:	10/13/1987
From:	Hettinger F, Wu K, Yu H EBASCO SERVICES, INC.
To:
Shared Package
ML20195C398	List: ML20195C393 ML20195C409 ML20195C459 ML20195C504 ML20195C547 ML20195C602 ML20195C659 ML20195C693 ML20195C735 ML20195C750
References
SAG.CP20, NUDOCS 8806220267
Download: ML20195C735 (60)

Text

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PROJECT IDENTIFICATION NO. SAG.CP20

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EBASCO SERVICES INCORPORATED TU ELECTRIC COMANCHE PEAK STEAM ELECIRIC STATION UNIT NO. 1

~ :j ' TECHNICAL GUIDELINES FOR SYSTEM ANALYSIS 0F CONDUIT SPAN CONFIGURATIONS i

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l l PREPARED l REVIEWED l APPROVED l l PAGES l l REVISION I BY l BY l BY DATE I AFFECTED l l~ l l l l l 4 l 'R0 I H.S. Yu I C.Y. Chiou I R. Alexandru l 7/11/86 l l 1 I I I I I I I R1 i H.S. Yu ! C.Y.

' Chiou l R. Alexandru l10/17/86 l All l l l I I I I l R2 l H.S. Yu , K.T. Wu I M. Weber i 3/30/87 li,ii,ili,1v,1,2, I i l I i l 13,5,6,10,11,12,13,1 i l I Ig //14/ l lAtt. A I i

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j- - PROJECI IDENTIFICATION NO. SAG.CP-20 Q (- .I-REVISION 4

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TECHNICAL GUIDELINES FOR SYSTEM ANALYSIS OF CONDUIT SPAN CONFIGURATIONS 9

CONTENTS Section No. Description Page lR2 1 1.0 GENERAL 1

1.1 Scope l

1.2 Background -

1 x

1.3~ Approach 1 g ~

l " 2.0 DESIGN INPUTS 1

2. -l Conduit Support Frequencies 2 2.2 Conduit Span Configurations 2 2.3 Digitized Floor Response Spectra 3 2.4 Tributary Conduit Weights 3 2.5 Conduit Sectional Properties 3 1

3.0 COMPUTER PROGRAMS 3 4.0 MODELING i

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L COPYRIGHT e 1987, 1986 EBASCO SERVICES INCORPORATED Mi TWO WORLD TRADE CENTER NEW YORK f 1503R 11 l

I j _ _ _ _

PROJECT IDENTIFICATION NO. SAG.CP-20

. ./"}

REVISION 4 4

E3ASCO SERVICES INCORPORATFD

}. TU ELECTRIC 1 COMANCHE PEAK STEAM ELECTRIC STATION 1!

j  :/~ . UNIT NO. I fi TECHNICAL GUIDELIh2S FOR SYSTEM ANALYSIS OF CONDUIT SPAN CONFIGURATIONS

'I

, CONTENTS (Cont'd)

- Section

No. Description Page lR2 5.0 CUTPUT REQUIREMENTS 5 lR2 5.1 Deleted lR4 5.2 LS Series 6

,e -

e lR2 6.0 ACCEPTANCE CRITERIA 12 7.0 TECHNICAL CONSIDIAATIONS IN SYSTEM ANALYSIS 12

'8.0 DELETED 13 IR2

9.0 REFERENCES

13 lR2 i

<$ 1) COPYRIGHT e 1987, 1986 EBASCO 3ERVICES INCORPORATED

• IVO WORLD TRADE CENTER NEW YORK 1503R iii

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I-r PROJECT IDENTIFICATION NO. SAG.CP-20

, f. '

REVISION 4 i

j EBASCO SERVICES INCORPORATED 1

TU ELECTRIC

>I COMANCHE PEAK STEAM ELECTRIC STATION l l UNIT NO. 1 TECHNICAL GUIDELINES FOR SYSTEM ANALYSIS OF CONDUIT SPAN CONFIGURATIONS CONTENTS (Cont'd)

ATTACHMENTS No. of Sheets Attachment A Conduit System Configurations S Attachment B Seismic Spectrum Loading Database 3 Attachment C Conduit Density Table 2 Attachment D Additional B.C. Weights 2

. Attachment E STRUDL Run and Summary of Accelerations 3 Attachment F STRUDL Run Stress Summary 3 Attachment G Additional LED Weights 2 Attachment H- Member Properties Table - Conduit 2 Attachment J Conduit Computer Model I.D. Codes 2 Attschment K STRUDL Run and Summa y of Acceleration 2 Attachment L Maximum Conuuit Clamp Torsional Capacity 2 Attachment M Personal Computer (PC) SDRUDL Stress 3 Calculation Input Form l.1 R

Attachment N PC Stress Calculation Output - Example 3 lR1 Attachment P Building Zero Period Acceleratione (ZPA) 7 lR1 Attachment 0 Minimum Conduit System Frequency Requirement 2 lR3 7\

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EBASCO TECHNICAL GUIDELINES FOR SYSTEM PROJECT IDENTIFICATION ANALYSIS OF CONDUIT SPAN CONFIGURATIONS NO. SAG.CP-20 j REVISION 4 1.0 GENERAL This guideline is a supplement to the document SAG CP10, "Design Criteria for Seismic Category I Electrical Conduit System" (Referred as Design Criteria hereafter (Reference 2), for Comanche Peak SES Unit No. 1.

I Guidelines are provided for the system analysis of conduit span configurations. For information not contained herein, see Design Criteria.

lR4 The system analysis is used to design verify the span criteria contained in the present TUGC0 S-0910 package (Reference 4).

1.1 Scope The following sections in the S-0910 package are included in the span verification programs (i) LS Series lR4 lR2 s 'For design verification of conduit systems'with junction boxes see SAG CP-17 (Reference 3).

1.2 Background The span lengths for various conduit sizes contained in the 3-0910 .

package were designed based on the following criteria:

(i) Rigid conduit system?, were designed for ZPA (tero period acceleration).

(ii) Flexible conduit systems were designed for tif response spectra peak accelerations.

1.3 Approach Dynamic analysis using Response Spectra Modal Analysis method will be used.

2.0 DESIGN INPUTS The following design inputs are required to perform the conduit system analysis of conduit span configurations:

. Minimum conduit support frequency

'"' . Conduit span configuration 1503R 1 L

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' EBASCO TECHNICAL GUIDELINES FOR SYSTEM PROJECT IDENTIt'ICATION ANALYSIS OF CONDUIT SPAN CONFIGURATIONS NO. SAG.CP-20 REVISION 4 l

[s 2.0 , DESIGN INPUTS (Cont'd) g .

Digitized floor response spectra 1 .

Tributary conduit weights on support

, _g .

Conduit sectional properties.

2.1 Conduit Support Frequencies The minimum conduit support frequency for each elevation of all six buildings is shown in Appendix 7 of the Design Criteria. This frequency is applicable to all three directions for conservatism.

2.2 Conduit Span Configurations The span lengths for each type of run, i.e., straight run, single bend, double bend, saddle, overhang, etc., are shown in the respective S-0910 package.

lR4 In the LS Series, based on Design Criteria (Reference 2) that all I clamps are multi-directional and Unit _f 2 experiences, the following lR2 items can be deleted from the program. l (i) The site will modify the CST and CHI unpports (about 180) to become CSM supports. Therefore, the span S8 in the LS-series is not required for evaluation except where. the use of S8 is explicitly identified. Also, the evaluation of S4 in the LS-series, SH 7a through 9b inclusive, shall not be performed.

(ii) The SS dimension (distance from wall to junction boxes supported independently) can be eliminated, based on Un(t 2 corresponding span length, S'7 which is longer than S3.

Since there ore various types of span lengths, their combination for site installation is almost infinite. For this reason, the most possible critical and representative configurations are chosen and shown in Attachment A. Configurations 18 and 19 shall be analyzed l l

l for buildings, elevations and conduit sizes for which the critical lR2 cases in accelerations and conduit stresses were identified for Configuration 8.

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EBASCO TECHNICAL GUIDELINES FOR SYSTEM PROJEC.' IDENTIFICAT10N ANALYSIS OF CONDUIT SPAN CONFIGURATIONS NO. '2AG .CP-20 I

( REVIFION 4 2.3 Digitized Floor Response Spectra Digitized floor response spectra for all elevations (38) in air buildings for 2% OBF. and 3% SSE are obtained from G&H documen.s and the data base is created for the computer analysis use. For information, I the digitized data is contained in calculation books SPAN-1002.

Attachment B is a list of data base file names which shall be used in the Response Spectra Analysis.

In the design verification, damping values of 2% for OBE and 3% for SSE shall be used.

2.4 Tributary Conduit Weights Conduit weights (for L Unit 2 formulas (Ref.1 L)and br) shall be for all conditions calculated except basedwhich for supports on the are adjacent to the LBD. Conduit weights at supports adjacent to LBD -l shall be based either on the original S-0910 package or, if, incorrect, IR2 on the design verification results. Since CST (transverse supports) l l will be modified to become CSM supports, the LL shall be calcu- l

, lated as for a CSM support. I i

! -r s. 2.5 Con 3uit Sectional Properties '

i 'For frequency and response spectra modal analyses, the full sectional l

i properties of conduits as listed in Table 4 of the Design Criteria shall be oped.

I

However, the threaded conduit sectional properties as listed in Table 6 t of the Design Criteria shall be utilized in the conduit stress evaluatioc based on the results obtained from respense spectra analysis.

I

3.0 COMPUTER PROGRiMS STRUDL or E2 HANG computer program shall be used to perform the analysis.

STRUDL skeletons for frequency and response spectral modal analyses were developed based on STRUDL latest version.

STRUDL computer program has been upgraded to include the following f

features:

. Ten percent combination method for closely spaced modes.

. The CQC (Complete Quadratic Combination) shall not be used, I for additional discussion, see Section 5.2.(vi). (R2 i

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-1 l EBASCO TECHNICAL GUIDELINES FOR SYSTEM PROJECE IDENTIFICATION

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ANALYSIS OF CONDUIT SPAN CONFIGURATIONS NO. SAG.CP-20 REVISION 4 1

? 3.0 COMPUTER PROGRAMS (Cont'd) i Missing mass for rigid modes (modal frequency larger than or equal i to 33 Hz): The computer cost of using this option is high.

I Therefore, a comparison analysis with or without missing mass effect should be performel for each specific span configuration with the highest support frequency and highest conduit frequency.

Should the results (reactions) be within 5%, then the analyses for this specific span configuration can be performed without including the missing mass effects for all other conduit sizes and support

, frequencies. Otherwise, the missing mass effects have to be included in the analysis.

No change in the STRUDL skeletons is allowed without the prior authorization of the responsible engineer.

4.0 MODELING The following guidelines in Modeling the conduit system should be followed

(i)

' For overhang, a minimum of two nodal points from the support

% should be used. '

(ii) For straight run conduit, three nodal points are required between supports. If additional weights, such cs BC or LBD are imposed, additional nodal points should be added.

(iii) For bends, straight segments at no more than 30 degrees each

'shall be used.

(iv) In set up the global coordinates cf the model, rue Y axia shall be in the longitudinal direction, the X axic r, hall be up and Z axis shall be into the paper as shown below.

P X Z

/ ,

Y (v) The conduit including the cable weight shall be represented by the density as shown on Attachment C. Additional weights of BC, flexible conduits and LBD shall be applied as concentrated

, weight or distributed weights as required.

For each conduit size the additional BC weight shall be as per Attachment D. The additional LBD weights shall be per Attachment G. These weights shall be applied to the most critical location on conduit run.

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EBASCO TECHNICAL GUIDELINES FOR SYSTEM PROJECT IDENTIFICATION ANALYSIS OF CONDUIT SPAN CONFIGURATIONS NO. SAG.CP-20

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.( REVISION 4

! 4.0 MODELING (Cont'd)

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! (vi) The conduit supports are considered as a three way hinge. For

} this reason, the conduit at support should not be restrained i from torsion. However, in order to remove the computer I analysis singularity, a torsional restraint or a Jow torsional spring shall be used. This should be explained in the calculation book. The torsion values obtained from analysis shall be less than 4% of the maximum allowable clamp torsion shown in Attachment L.

(vii) In some cases, the conduit configuration having the mass distribution and equal support stiffnesses in all three directions may cause unrealistic duplicated eigenvalues in the 1

analysis. To avoid this problem, the support stiffness in one direction normal to the conduit run may be varied by 5% from the calculated stiffness.

(viii) The support spring constants in all three translational directions shall be computed by the following equation:

Ki = (2 Stlf t)2 x Wi /386.4 '

7; 2

= 0.10217 fixWi where: Ki = spring constants (#/in.)

ft = support frequency (HZ)

Wi = conduit weight (i) for LL' or Lp, (ix) Conduit attached to supported junction box can be assumed as free end.

(x) Embedded conduit location is assumed to be a three-way hinge.

(zi) The conduit computer model identification codes are shown on Attachment J. This attachment should be followed as close as possible. lR2 (xii) The conduit member property input in the STRUDL computer program is shown on Attachment H.

5.0 OUTPUT REQUIREMENTS The following is the output requirement of this program.

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EBASCO TECHNICAL GUIDELINES FOR SYSTEM PROJECT IDENTIFICATION ANALYSIS OF CONDUIT SPAN CONFIGURATIONS NO. SAG.CP-20

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REVISION 4 i-5.1 Deleted l lR4 I 5.2 LS Series

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! g In order to complete the verification, the following output from the 4

, computer analysis are required:

t

. Support reactions in all three directions.

Seismic displacement at the tip of conduit overhang (may be for later use).

Conduit member forces or stresses.

The first fundamental frequency from the analysis shall be I equal to or greater than the minimum conduit system frequency lR3 requirement listed in Attachment Q. l Support reactions will be used to compute the average accelerations and then compared with the Design (approximate) accelerations.

4

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Conduit member forces or stresses will be used to design verify the adequacy of the conduit stress.

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EBASCO TECHNICAL GUIDELINES FOR SYSTEM PROJECI IDENTIFICATION ANALYSIS OF CONDUIT SPAN CONFIGURATIONS NO. SAG.CP-20 REVISION 4 5.2 LS Series (Cont'd)

The following is a general summary of the output required for documentation.

I (1) The analysis for each damping is performed in six orientations to cover all possible installation conditions. This is done by the computer internally.

(ii) For each condition, the average acceleration value in each of three directions at the most critical support or supports shall 4 be computed and documented on the form in Attachment E. To compute the average accelerations, the following steps shall be followed: (prior to STRUDL Version 9686)

(a) Read the computer output of the support reactions.

(b) Divide the support reaction by the tributary weight of the conduits (LL ' or L T') computed in Section 4.0 (viii).

(iii) The computed average acceleration values shall be compared with Design "g" (approximated "g") included in the Appendix 7 of the w

Design Criteria. In the comparison, th'e maximum average "g"

' , shall be compared with maximum Design "g", the medium average "g" shall be compared with mediun "Design g" and the smallest everage "g" shall compare with the smallest "Design g" regardless of the direction. This is performed based on tha fact that in the support design verification, the maximum applied in the weakest direction, the medium g is applied in the second weakest direction and the minimum g is applied in the strongest direction of conduit supports. This is accomplished by either rotating conduit support in all possible orientation or applying the g's in such way when it apparent.

The "g" ratio calculations have been incorporated in the STRUDL version 0686, dated June 25, 1986. In the case that the comparison fails, a simple criculation shall be made sa follows:

8 1A +8 2A 8 1D +8 2D where g1As 82A = tlie largest and medium average "g" g1Ds 82D = the largest and medium Design "g" If[g 32+g 2A 8 1D 82D , the comparison passes and the smallest average "g" is also less than the smallest "Design g",

D the condition is satisfactory and no further action is required. Otherwise, the condition is considered unacceptable and it is required to be identified in the Conclusion Section of the calculation. The fo a to summarize "g's" is shown on Attachment K.

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j EBASCO TECHNICAL GUIDELINES FOR SYSTEM PROJECT IDENTIFICATION i ANALYSIS OF CONDUIT SPAN CONFIGURATIONS NO. SAG.CP-20 J

/"' REVISION 4 1

'1 .

5.2 LS Series (Cont'd) '

,6 g

The input to the STRUDL program for calculating the

] acceleration ratios are as follows:

i

, f (a) Identification of Buildings by set number. Set Number 1 is for Auxiliary, Electric, Safeguard and Fuel Buildings.

Set Number 2 is for Containment Building and Internal Structures.

(b) Approximate "g" values in E-W, vertical and N-S directions for OBE 2% damping and SSE 3% damping for the building t

elevation.

(c) The support number for which the accelerations are to be computed and the tributary w11ght in the X, Y and Z j directions in global coordinates system.

The output of the accelerations can be and should be spot checked by hand evaluations using the dynamic reaction divided by the tributary weight of the support in a particular direction.

) For each building elevation and for each a conduit size analyzed a summary of accelerations which exceed the Ratios of Co/Ao, C8/As and Gmin (See Attachment K) shall be prepared. An enveloped set of maximum, medium and minimum accelerations shall be obtained from all conduit aires. The purpose of the envelope set of accelerations is to finalize the support accelerations for conduit support desiga verification by i

enveloping the accelerations from all configurations for a given building elevation.

(iv) Conduit stresses due to OBE and SSE conditions are recovered in the STRUDL output based on conduit full section properties. In order to verify the conduit span adequacy, the conduit dead load affect shall be considered. Without taking conduit orientation into consideration, i.e, vertical run or horizontal, it is conservatively assumed that the conduit always lies on a horizontal plane and therefore produces bending stress. The dead load bending stress shall be computed based on the conduit full section modulus. Tr.e maximum dead load bending stress shall be assumed to occur at the same location on the conduit section as that of the largest component of the seismic stresses. Therefore, these two stresses shall be added absolutely. To obtain the maximum stress ratio on the conduit section, the maximum bending stress

, shall be calculated based on the bending stresses from two 67% orthogonal directions. The axial and bending stresses shall be 4

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7 l EBASCO TECHNICAL GUIDELINES FOR SYSTEM PROJECT IDENTIFICATION ANALYSIS 0? CONDUIT SPAN CONFIGURATIONS NO. SAG.CP-20

^g REVISION 4 i

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4 f 5.2 LS Series (Cont'd)

'j ratioed up based on the threaded conduit properties and then

compared with the allowable stresses in accordance with the Design

Criteria. In computing the allowable axial compressive stress, the e

f radius of gyration of conduit full section may be used. Details i are explained in Attachment F.

Instead of using Attachment F, the stress evaluation may be performed by personal computer (PC). Attachment M is the input i

form to the personal computet and Attachment N is an example of the stress output. The PC output is the same as that of Attachment F

, and can be verified by hand calculations. In the Attachments F and N, the dead load moment is conservatively compated by the following formulas I

(a) Continuous Beam M= wL

+fL

. where w = conduit unit weight, lb/in

- L = span length, in inches.

j ,,i P = concentrated load of B.C. in 1bs

,i (b) Overhang l M= +PxL o

fwL ,

where P = concentrated l'oad of air drop or flexible conduit, lbs.

4 In the case that the stress ratios are critical or deemed necessary, another option is to perform static analysis of the conduit system and then input the corresponding stresses due to dead load in the stress calculation.

In the case that stress for a particular conduit size at an elevation is not evaluated, a technical justification must be provided in the. calculation book.

All stress ratios for various conduit shes analyzed shall be documented in the conclusion and a rs:ommended action for those

conduit sizes which have stress rn ios greater than one shall also be included.

4 (v) The clamp load capacity does not need to be checked in each analysis. They will be checked during the Isometrics Validation. IR4 65%

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EBASCO TECHNICAL GUIDELINES FOR SYSTEM PROJECT IDENTIFICATION l ANALYSIS OF CONDUIT SPAN CONFIGURATIONS NO. SAG.CP-20

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REVISION 4 I

h 5.2 LS Series (Cont'd) i l (vi) The final Design "g" values as contained in the Design Criteria, i

CP-10 (Reference 2), was based on application of COC method in

i some configurations and SRSS 10 percent closely spaced mode i method for others and also based on the approach described R3 under 5.2. (iii) of early revisions. These final design "gs" i were used in the evaluation of the support capacities. In order to retain the validity of existing support calculations, the following approach shall be followed

(a) For configurations for which the 10 percent SRSS method results, i.e. conduit stresses and "g" values, are available.

o If the conduit is overstretsed, the conduit span without fittings shall be reduced based on the inverse of square root of the stress ratio and conduit span with

' fittings shal] Le reduced based on inverse of stress ratio.

o If the acceleration "g" values at support or supports  !

exceed the final design "gs", a load factor (L.F.) l f% as described below shall be found. Thin factor I shall be ;, plied to the support capacity IR3 evaluation. The derivation of the load factors l is contained in Calculation Book SPAN-1001, Attachment lR4 H. The detailed approach in adjusting the generic i support capacities and the approach in using L.F. in IR3 the new support design is contained in Referente 5. I ne load factor shall be determined as follows: I I

Define, l I

g1A, g2A> g3A = 2he largest, medium and l minimum accelerations '

l from analysis 'l l

I gip, g27, g3F = ne largest, medium and l minimum accelerations I from final design "gs" l respectively l I

ne load factor shall be obtained for each configuration I regardless of conduit size of each building and elevation. I I

(1) Select the maximum of all maximum support gg s

accelerations from analysis at all support lo::stions I

I regardless of conduit sizes. ne load factor is i defined as l l

(L.F.)1 = Max. g1A / gly l 1503* 10

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EBASCO TECHNICAL GUIDELINES FOR SYSTEM PROJECT IDENTIFICATION ANALYSIS OF CONDUIT SPAN CONFIGURATIONS NO. SAG.CP-20

[ REVISION 4

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5.2 LS Series (Cont'd)

(2) If medium and minimum analysis "g's" exceed the I final design "g", proceed as follows:

l l

/ Define l l

2 2 gu+g2A 8 3A l 2 2

=A 1 =B i g3F 1 g1F + g2 p

R3 l

If B 1 ( A1 , (L.F.)2 - Al l If B 1)A1,performthefollowing:

l 2 2 1817 + g2F l

g3p -

I I

' Based on the suppor: design, g is always applied p inthestrongest'diree.tionof2g support either by t ' rotating it in all possible orientations or by observation when it ir apparent. Therefore, when R3 g3A remove is larger the ratio C.

a A g fromthang3A E#g37,]n; 81A + 82Ab "" m#8y at.tve

"'" to

- I 2

j8u , ,2A + d8 l

83A ~O8 I

83A

~

+8 A fg.

(C + 1)

R3 The acceleration factor (A.F.) is then:

I (L,p,) . lA 8 +d8 83A ~d8 ,A 1 (B -A1) 2 2 y+1+C l

/81F + 82F 83F l The lagest of (L.F)1, (L.F.)2 and (L.F.)3 l shall be the load factor of the configuration. l r3 These load factors shall be shown in Reference 5. 1 1503R 11

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l EBASCO TECHNICAL GUIDELINES FOR SYSTEM PROJECT IDENTIFICATION I ANALYSIS OF CONDUIT SPAN CONFIGURATIONS NO. SAG.CP-20 l

i REVISION 4

Cs 5.2 LS Series (Cont'd) 1.

j (b) For configurations for which 10 percent SRSS close mode results are not available, analyses shall be performed.

. .! if the "g" values exceed the final design "g" values,

,! R3 g

a load factor shall be found and documented as cescribed in (a) above. l 6.0 ACCEPTANCE CRITERIA The acceptance criteria shall be in accordance with the Design Criteria, l CP-10 (Reference 2). lR2 7.0 TECHNICAL CONSIDERATIONS IN SYSTEM ANALYSIS The scope in the LS Series is enormous. There are 38 elevations, 9 j conduit sizes and many configurations. In order to accomplish the task within the schedule, the following technique considerations can help to reduce the analytical effort:

(i) Grouping of span lengths was performed.

(11) Based on the grouping, the following can be seen:

5 (a) 3 inch, 2-1/2 inch and 2 inch conduits have the same span length for S 1. This indicates that estimated system {

frequency for the 2 inch conduit is the lowest in this group. Similarly, 1-1/2 inch, 1-1/4 inch and 1 inch conduits have the same span lengths. Again, the estimated

{ system frequency for 1 inch conduit is the lowest in this group. In general, the lower the systen frequency, the higher the dynamic responses. Therefore, for each group only one size needs to be analyzed.

(b) Among all 9 sizes of the conduits, there is one conduit size which will produce the lowest system frequency. In general, this conduit size will produce highest dynamic responses. However, a few analyses other than this conduit size must be made to assure that the above technique judgement is sound.

(iii) For some configurations, especially with LBD, frequer.cy analyses for various conduit sizes and conditions may have to be performed in order to reduce number of dynamic analyses.

Careful examination of the frequency analytical results will help to determine the required dynamic analysis to be performed. The frequency analysis contains the following g information:

(a) System frequencies 1503R 12

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EBASCO TECHNICAL GUIDELINES FOR SYSTEM PROJECT IDENTIFICATION ANALYSIS OF CONDUIT SPAN CONFIGURATIONS NO. SAG.CP-20 t %, REVISION 4 1

l 7.0 TECHNICAL CONSIDERATIONS IN ~? STEM ANALYSIS (Cont'd) i j (b) Participation factors 5

j (c)' Eigenvectors.

I I j From the participation factor, the most significant frequency can be determined. The product of the participation factor,

the eigenvectors and the modal accelerations corresponding to the significant frequency will give a clue to the final i acceleration responses.

, 8.0 Deleted 1

l 1

j IR2 i I j i

/. 9.0 References l'

(1) Comanche Peak SES Unit 2, Conduit Generic Drawingsi 2323-S2-0910 j LS-Series.

t b (2) Comanche Peak Steam Electric Station, Unit No. 1, Design Criteria

, for Seismic Category I Electrical Conduit System, SAG.CP-10.

(3) Comanche Peak Steam Electric Station, Unit No. 1, Design Criteria

'j for Junction Boxes for Seismic Category I Electrical Conduit System

SAG.CP-17.

1 (4) TUGC Drawings No. 2323-S-0910 Series.

(5) Comanche Peak Steam Electric Station, Unit No.1 Technical Guidelines for Evaluation of Structural Adequacy of Seismic Category I Electric Conduit Systems, Unit No. 1 Isometrics, SAG .CP-2 5.

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. t' PROJECT IDENTIFICATION NO. SAG.CP-20

, j [s . REVISION 4

. 3' EBASCO GUIDELINES TECHNICAL GUIDELINES FOR SYSTEM ANALYSIS OF

'i CONDUIT SPAN CONFIGURATIONS l- I i

l'i I-ATTACHMENT A Conduit System Configurations f

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EBASCO GUIDELINES.

TECHNICAL GUIDELINES FOR SYSTEM ANALYSIS OF

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l' ATTACHMENT G Additional LBD Weights

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EBASCO GUIDELINES

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, EBASCO GUIDELINES 1

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PROJECT IDENTIFICATION NO. SAG.CP-20 I

( %, REVISION 4

. t I

EBASCO GUIDELINES 4

TECHNICAL GUIDELINES FOR SYSTEM ANALYSIS OF

) CONDUIT SPAN CONFIGURATIONS i I f

9 i

ATTACHMENT L

, Maximum Conduit Clamp Torsional Capacity i gs -

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h d

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a-E8 ASCO SERVICES INCORPORATED

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j;- NO. SAG.CP-20 REVISION 4

'! EBASCO GUIDELINES R TECHNICAL GUIDELINES FOR SYSTEM ANALYSIS OF

-[ CONDUIT SPAN CONFIGURATIONS

.i 'l p

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' j: ATTACHMENT M

. Personal Computer (PC) STRODL Stress Calculation Input Fora 1

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INPUT FORM FOR STRUDL RUM STRESS SUMMARI -

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1 1,

KELECT NO. s 1 2 3 .' 4 5 5 i ..

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srLECT BUILDING wD... : 7l l 1 a -

ZLEVATION:?l. l -

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_______..___..______-...................____g

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EPAN CONFIGURAd?57 BC (1-CONTINUDUS ,2-D'VERNANG):7] , ,.

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. s CDMANCHE PEAK UNIT 1 I

EUBJECTe e CONDUIT SPAN VERIFICATION 1

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5. 0 CTNER

['s, SELECT EZZE 5 7 8 9 10 (ND. ) e ?]

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PROJECT IDENTIFICATION-NO. SAG.CP-20 REVISION 4=

l ERASCO GUIDELINES TECHNICAL GUIDELINES FOR SYSTEM ANALYSIS OF

,! f '^ CONDUIT SPAN CONFIGURATIONS

l

'i ATTACHKENT N i

l PC Stress Calculation Output - Example 1.

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CLIENT  : TEXAS UTILITIES GENERATING CD.

1 I PROJECT COMANCHE PEAK UNIT 1 l SUBJECT CONDUIT SPAN VERIFIMTION PROGRAM-STRUD 3

i

....................................................L CONDUIT PRDPERTIES RUN STRESS

SUMMARY

E=29000 KSI FY= 27.7 KSI FUL'L SECTION : THREADED SEC ION :

AREA A= .333 SQR. IN. AREA AT= .1185 SQR. I N.

SECT. MODULUS E= .071_ CUBIC IN. SECT. MODULUS ST= . 0245 CUBIC IN.

RADIUS OF GYRATION y .31 I N.

y R= 232.2581 MODIFICATION FACTOR FM :

SHEAR =A/AT= 2.81 AXIAL =A/AT= 2.81 BENDING =S/ST= 2.9 BASED ON FUL1. SECTION PROPERTIES -

.t f

f., Ce = SORT E (2e (3.141 E*e2) *E) /FY 3 = 143. 755i +tM- ,

KL 12*(3.1426**2)*E FOR ) Cc, Fa=- -

= E.7677 KSI .

Ry 23e ( (KL /R) * *2)

T MOMENT DUE TO DEAD LOAD (MD)

We(Lost) PeL FOR CONTINUOUS SPAN MD=- +- = 64.8000 IN-LBS '

10 4 THEN,fbd= MD/(1000*S)= 0.V127 KSI SHEAR DUE TO DEAD LOAD (VD)

= - - _ _

FOR CONTINUOUS SPAN VD=(WeL/2)+ P= 4.5000 LDS THEN f vd= VD/ (1000* A*0. 5) = 0.0270 MSI .

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COMANCHE PEAK UNIT 1 SUBJECT  : CONDUIT SPAN VERIFICAT g

................................... ION PROGRAM-STRUDL RUN STRESS

SUMMARY

i j I

. SHEAR STRESS (KSI) ......................................

+

DEAD LDAD i SEISMIC LDAD FROM STRUDL i

• fvd CASE fvf.fvd+fvs REMARK

. fvs .

am........ ms................... . . ......=.....

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.; O.0700 C.0970 CE O.0270 SSE O.0900

C.1170 Sk"

.I BENDING STRESS (KST) j DEAD LDAD SEISMIC LDAD FROM ETRUDL .

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fbd - ' f b t = f b'd + f b 2 fb f= SORT (fbt

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..' CASE fb1 fbs

....... ==...

1 ,- O.e127 oeE .................

2.1s00 ==== ...... ==.....................

(. O.9127 SSE 2.8700 1.0900 1.3500 3.0727 3.7827 3.as03 4.0164 STRESS INTERACTION RATIDS

- .......................n.

MDDEL : STPO3H1A (ALL STRESSES IN KSI)

MEMBER NO. (O ~ 2F OVERALL MAX STRESSES ARE USED): 11 i i i FULL I ___

I LDAD 1 TYPE OF 1 SECT.I FM I t . I STRESS I I IMDDIFIED 1 ALLOWABLE I RATIO IREM. I I COMB. I STRESS' ISTRESSI I STRESS I STRESS i I- 1- l- I-i I I I

-l_ - - -

I SHEAR I fvf= 'l 1 l l ifv=FM*FvflFv=0.4*FY I fv/Fv = i O. 025 ci 0 11 g* I I O. 0971 2. 810 l = 0. 273 !=11.080 I -

i

__. ___+- ___+_.._________+_____+

ID.L+0 bel AXIAL I faf. I Ifa=FMefaflFa t I i fa fb I I I I O.002), 2.Biola O.007 8 2.768 I-  : =

1 .

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, ____+-_--+

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1

--__*-____+

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1

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PROJECT IDENTIFICATION NO. SAG.CP-20 i

f REVISION 4

t. EBASCO GUIDELINES 1

TECHNICAL GUIDELINES FOR SYSTEN ANALYSIS OF CONDUIT SPAN CONFIGURATIONS

I i

e' I

ATTACHMENT P Building Zero Period Accelerations (ZPA) i 6

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