ML20094B237

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Rev 2 to Independent Design Review,Cable Tray Support Design Review Criteria
ML20094B237
Person / Time
Site: Comanche Peak  Luminant icon.png
Issue date: 09/28/1984
From: Horstman W, Russ J, Williams N
CYGNA ENERGY SERVICES
To:
Shared Package
ML20094B179 List:
References
DC-3, DC-3-R02, DC-3-R2, NUDOCS 8411070072
Download: ML20094B237 (13)
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[D-Job No. 83090 Doc. No. DC-3 Rev. 2 INDEPENDENT DESIGN REVIEW CABLE TRAY' SUPPORT DESIGN REVIEW CRITERIA POR COMANCHE PEAF NUCLEAR PLANT - UNIT 1 TEXAS OTILITIES SERVICES, INC.

Prepared b

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  1. .Russ Date e

b 4Ajps,sd M 28, !TEf W. Horstmaf Date Approved by

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N. W;.lliams

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CYGNA ENERGY SERVICES 101 California Street, Suite 1000 San Francisco, California 941.1.1 i

i September 1984 Mkiko o

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TABLE OF CONTENTS b-

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Section Page

1.0 INTRODUCTION

3 2.0 SCOPE.................................................

3 3.0 CODES, STANDARDS AND REFERENCE DOCUMENTS..............

4 4.0 DESIGN................................................

5 4.1 Physical Requirements...........................

5 4.2 Loads. and Load Combinations.....................

5 4.3 Allowable S tr e s s e s..............................

6 4.4 Base Plate Design and Anchor Bolt D? sign........

6 5.0 EXHIBITS..............................................

9 1

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-Texas Utilities Services, Inc.

2 of 9 Comanche Peak Independent Assessment Program

- 11111111i!)l'11111111111llllllJob No. 83090; DC-3; Rev. 2

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1.0 INTRODUCTION

y

~ b This criteria docutaent is intended to establish general guide-

. lines.to be used in the review of the cable tray supports associated with tray segments carrying the power supply cable for the RHR - Train B pump (TBX-RHAPRH-01).

The review shall ensure that the. cable tray and conduit supports are adequate to transmit the loads from the cable trays to supporting building structural members.

This document shall be used in conjunction with Work Instruction 1, " Assessment Procedures," for details on the review methodology and documentation.

2.0 SCOPE This structural review will consist of a design review of the supports for the following tray segments that carry the power supply cable for the RHR - Train B pump (TBX-RHAPRH-02).

v TllGEAB30-0870-4915-4767 TilGEAB29-0870-4909-4767 TilGEAB30-0870-4909-4768 T11GCAB26-0870-4909-4772 TilGEAB25-0869-4909-4777 TilGEAB24-0869-4909-4786 T11GEAB23-0869-4901-4786 TilGEAB22-0869-4901-4812 TilGSAB50-0871-4909-4889 TilGSAB49-8068-4910-4889 T1,1GSAS48-0868-4914-4889 TllGSAB47-0868-4930-4889 T11GSAB46-0867-4930-4900 TilGSAB45-0867-4938-4900 TllGSAB44-0843-4938-4900 TilGSAB07-0820-4938-4900 TilGSAB01-0801-4938-4900 TllGSAB02-0801-4914-4900 TllGSAB03-9782-4914-4900 TilGSAB04-0782-4909-4900 111GSAB-05-0782-4901-4899 TilGSF007-0785-4890-4875 TllGSF008-0785-4886-4875 ML Texas Utilities Services, Inc.

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Comanche Peak Independent Assessment Program 11111111lll111118ll11lll1lllll Job No. 83090; DC-3 ; Rev. 2

3.0 CODES, STANDARDS ~AND REFERENCE DOCUMENTS O

~

3.1 Gibbs & Hill Calculation SCS-101C, Set 45, " Cable Tray l

Support Design Criteria and References," Rev. 2.

L 3.2 U.S. fluclear Regulatory Commission, Standard Review Plan, Section 3.8.4.

3.3 American Institute of Steel Construction, Inc., Manual of Steel Construction, 7th Edition.

3.4 American Welding Society, Structural Welding Code, AWS D.1.1.,

1979, 3.5 Gibbs & Hill, Inc., Specificati'on tio. 2323-SS-30, Appendix 2, " Design Criteria for Hilti Kwik & Super Kwik Bolts".

3.6 Gibbs & Hill, Inc., Specificaton No. 2323-SS-30, Appendix 3,

" Design Criteria for Screw Anchors".

3.7 Gibbs & Hill, Inc., Drawing fio. 2323-S-0901, Note 13, Rev.

4.

3.8 Commanche Peak Steam Electric Station, Units 1 and 2, Final Safety Analysis Report (April 24, 1977); Sections 3.7 and 3.10.

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Texas Utilities Services, Inc.

4 of 9 m ygggg Comanche Peak Indcpendent Assessment Program Job No. 83090; DC-3; Rev. 2

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'4.0 DESIGN 7

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4.1 Physical Requirements

- As described in Reference.3.7, the design should assume that the distance between~two cable tray supports is 7 feet or less with a location tolerance'of plus or minus 6 inches along the tray -

1run.

This allows in an extreme case for the nominal support

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spacing to.be increased to 8 feet.

' Spacing of longitudinal' supports, in general, should not exceed

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40'-0" for a continuous cable tray run.. Unless otherwise

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' verified by. calculation, at least one lorgitudinal support shall i-

.be' placed in each' straight segment of. cable tray -run.

The assumptions used in modelling the support shall be clearly stated and justified.

The model, whether a computer finite element or a hand calculation, shall reflect the actual support

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geometry and load distribution.

Changes to the initial geometry, i

or;use of one geometry to qualify a different geometry, shall be p

justified.

F 4.2 Loads and Load Combinations-Loads and load combinations to be used in the design review should be determined in accordance with USNRC Standard Review Plan, Section 3.8.4.

The loadings that should be taken into

' account in the design of the cable tray supports are as follows:

o Dead Load (DL), including ~any permanent loads, and their l

related moments and forces.

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Texas Utilities Services, Inc.

5 of 9 ggg Comanche Peak Independent Assessment Progran Job No. 83090; DC-3; Rev. 2 o

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Live Load (LL), including any movable equipment loads and IY their related moments and farces.

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Operating Basis Earthquake (OBE)

Safe Shutdown Earthquake (SSE)

The following loading conditions should be used:

1)

Operating Condition: DL + LL + OBE 2)

Safe Shutdown Condition: DL + LL + SSE 4.3 Allowable Stress Structural steel sections, structural bolts and welds should be designed to meet the allowable stress requirements specified in Reference 3.8.

Fcr the operating condition, the allowables are

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based en the working stress design nethod per Reference 3.3.

For the Safe Shutdown condition, the allowables may be increased in accordance with reference 3.8.

No additional increase in 1

allowables for short duration loading is allowed.

Exhibit 4.3-1 provides a table summarizing typical allowable stresses.

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4.4 Base Plate and Anchor Bolt Design Anchor bolts are used to attach the cable tray support base plates or base angles to structural concrete.

The two types of anchor bolts used are drilled in er.pansion anchors (Hilti Kwik and Super Kwik bolts) and cast in place screw anchors (Richmond Structural Inserts).

t Texas Utilities Services, Inc.

6 of 9 r

Comanche Peak Ir> dependent Assessment Progran EEEME Job No. 83090; DC-3; Rev. 2

4.4.1 Base Plate Stress Analysis

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Base plate stiffness and prying effect should be considered in the design of the cable tray supports.

The Teledyne method, a finite element analysis or comparable method may be used to check the adequacy of the base plate and to calculate the anchor bolt loads.

4.4.2 Allowable Loads (Expansion Anchors)

Expansion anchors shall be evaluated bi: sed on the following criteria:

a.

Allowable loads shown in Exhibit 4.4-1, shall apply to anchors installed in ordinary concrete with ff = 4000 psi only.

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b.

For concrete strength between 3 ksi and 5 ksi, s_

the data in Exhibit 4.4-1 may be ratioed up or down.

c.

Allowable load values given in this standard shall not be increased for short duration loading (e.g.,

for wind or seismic loads).

d.

If the center-to-center spacing of anchors is less than 10 diameters and/or if the distance from edges of concrete to center of anchor is less than 5 diameters, the allowable loads shall be reduced in accordance with the Gibbs

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Texas Utilities Services, Inc.

7 of 9 b

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Comanche Peak Independent Assessment Program L

1111111118811111431111ll11111 Job No. 83090; DC-3; Rev. 2

& Hill, Inc., Specification No. 2323-SS-30

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Appendix 2.

e.

Embedded length cf the anchor should be exclusive of thickness of grout pad or other overlay.

f.

For anchors which will be subjected simultaneously to pullout and shear forces, the allowable load values used must satisfy the following formula:

S C

C

{p

}

+

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F 1

g D

D l

where:

Po, SD=

allowable loads (pullout, shear),

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reduced for spacing or edge distance if aptropriate.

PC' SC.=

design loads to be used in cases where pullout and shear loads may occur simultaneously.

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4.4.3 Allowable Loads (Screw Anchors)

Screw anchors shall be evaluated based on the design criteria and allowable loads for screw l

anchors shown in Reference 3.6.

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5.0 EXBIBITS-I gs

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Exhibit 4.3-1 Allowable Stresses Exhibit 4.4-1 Allowable Load on Expansion Anchors

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EXHIBIT 4.3-1 ALLOWABLE STRESSES Load Case Operating

Stress Value Value Tension 0.6 F 0.96 F y

y Shear 0.,F 0.64 F y

y Web Crippling.

0.75 F 1.2 F y

y Compression F per AISC 1.6 F per AISC Secfion1.5.1.3 Sectio,n 1.5.1.3 Bend'ng Fb per AISC 1.6 Fb per AISC Section 1.5.1.4 Section 1.5.1.4 Bearing 0.9 F 1.44 F y

y Bolts Tension Per AISC Appendix 1.6 x A11owable per and' Section 1.5.2 AISC Appendix Section Shear and 1.6.3 1.5.2 and 1.6.3 Welds (Fillet, Full or Partial Penetration):

Shear 0.3 F 0.48 F (WeldMelal)

(weld me[al)

Tension 0.6 F 0.96 F (Base Mefal)

(baseme[al)

Combined Stress As per AISC As per AISC Section 1.6.1 Section 1.6.1

    • 1.6 x Operating Allowable
  • Allowabie stresses per reference 3.3 e

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f3 EXHIBIT 4.4-1 ALLOWABLE 1.0AD ON EXPANSION ANCHORS 13fIK-BOLT DESIGN ALLOWA8LE TENSILE & SHEAR LOADS (lbs.)

'Fa'ctor of Safety ~

FS = 4.0 FS = 5.0 Diameter Embedment.

Tension Shear Tension Shear 1/4" 1-1/8" 364 653 291 522 1-1/2" 556 653 445 522 1-3/4" 675 653 540 522 2"

781 653 625 522 2-1/4" 827 653 662 522 2-1/2" 837 653 670 522 3/8" 1-5/8" 588 1276 471 1021 2"

756 1276 605 1021 2-1/2" 975 1276 780 1021 3"

1075 1354 860 1083 3-1/2" 1150 1354 920 1083 4"

1187 1354 950 1083 4-1/2" 1200 1354 960 1083 1/2" 2-1/4" 1377 2079 1102 1663 2-3/4" 1800 2079 1440 1663 3-1/2" 2362 2079 1890 1663 4-1/2" 2806 2558 2245 2046 5-1/2" 3012 2558 2410 2046 6"

3075 2558 2460 2046 5/8" 2-3/4" 1650 2880 1320 2312 l

3-1/2" 2275 2890 1820 2312 L

4-1/2" 3000 2890 2400 2312 5-1/2" 3575 3359 2860 3087 6-1/2" 4000 3859 3200 3087 7-1/2" 4250 3859 3400 3087 l

Note: Allowable loads per Reference 3.5 O

Texas Utilities Electric Company 2

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EXHIBIT 4.4-1 ALLOWABLE LOAD ON EXPANSION ANCHORS l

IGi1K-BOLT DESIGN ALLOWASLE TENSILE & SHEAR LOADS (1bs.)

~ Factor of Safety FS = 4.0 FS = 5.0 1

Diameter Embedment Tension Shear Tension Shear 3/4".

3-1/4" 2537 4283 2030 3426 4"

3350 4283 2680 3426 5"

4125 4283 3300 3426 6"

4500 4616 3600 3693 7"

5250 4616 4200 3693 8"

5750 4616 4600 3693 9"

5875 4616 4700 3693 1"

4-1/2" 4000 6719 3200 5375 5"

4725 6719 3780 5375 6"

5860 6719 4688 5375 7"

5860 6719 4688 5375 8"

5860 8622 4688 6898 9"

5860 8622 4688 6898 A

10" 5860 8622 4688 6898 i

1-1/4" 5-1/2" 5750 8920 4600 7136 l

6-1/2" 6775 8920 5420 7136 7-1/2" 7775 8920 6220 7136 8-1/2" 8650 8920 6920 7136 9-1/2" 9450 8920 7560 7136 10-1/2" 10225 8920 8180 7136 l'

Note: A11cwable loads per reference 3.5 l

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EXHIBIT 4.4-1 ALLOWABLE LOAD ON EXPANSION ANCHORS SUPER lui!K-BOLT DESIGN ALLOWABLE TENSILE & SHEAR LOADS (lbs.)

Factor of Safety FS = 4.0 FS = 5.0 Diameter Embedment Tension Shear Tension Shear 1/2" 3-1/4" 2496 2860 1997 2280 4-1/4" 3695 2860 2956 2280 5-1/4" 3641 2860 2913 2280 6-1/ 4" 3786 2860 3029 2280 1"

6-1/2" 8741 6884 6993 5507 8-1/2" 12452 6884 9962 5507 10-1/2" 12439 6884 9951 5507 1-1/4" 8-1/8" 10675 10369 8540 8295 10-5/8" 13420 103A9 10736 8295 13-1/8" 16230 10369 12984 8295 l

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Note: Allowable loads per reference 3.5.

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Texas Utilities Electric Company 4

1911111111111111llll111lllllll Comanche Peak Steam Electric Station Job No. 83090; DC-3; Rev. 2

Job No. 83090 i

Doc. No. DC-5 Rev. 2 INDEPENDENT ASSESSMENT PROGRAM ELECTRICAL SYSTEM REVIEW CRITERIA FOR COMANCHE PEAK STEAM ELECTRIC STATION 1

TEXAS UTILITIES SERVICES, INCORPORATED

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Prepared by

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A. Moersfe], der Date Independent j/.

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2 f f4-84 Review by T. Martin Date k-I Approved by el

[J.C.Minichiello Date I

Cygna Energy Services l

101 California Street, Suite 1000 San Francisco, California 94111 September, 1984 8411070078 841012 PDR ADOCK 05000445

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