ANWA - Nuclear Regulatory Commission · 2012-01-26 · ANWA I 1976.04, Document No. A-050236 Rev. 0. December 1994 Final Report DETERMINATION OF STRENGTH CRITERIA FOR NON-SERRATED

ANWA

I

1976.04, Document No. A-050236 Rev. 0. December 1994

Final Report

DETERMINATION OF STRENGTH CRITERIA FOR NON-SERRATED CABLE TRAY STRUT NUTS

Prepared for

EQE ENGINEERING, INC. Stratham, New Hampshire

I ANCO ENGINEERS, INC.

9937 Jefferson Boulevard

Culver City California 90230-3591

,. (213) 204-5050 Telex: 182378

Cable: ANCOENG

A 4M-- l

I I.

0

ANCO 1976.04

Final Report

DETERMINATION OF STRENGTH CRITERIA FOR NON-SERRATED CABLE TRAY STRUT NUTS

Document No. A-000236

Prepared for

EQE ENGINEERING, INC. Stratham, New Hampshire

Approval Signatures

F hn C.Stoessel/Date IProject Manager

Robert S. Keowjý? ih6~lDe Techorial QA

Arthur Sullivan/Date

Chief Engineer

Prepared by

The Technical Staff ANCO ENGINEERS, INC.

9937 Jefferson Blvd., Suite 200 Culver City, California 90232-3591

(310) 204-5050

Rev. 0, December 1994

Test Report, ANCO Document No. A-000236, Page i of iii

........ .......

REVISION RECORD PAGE

DETERMINATION OF STRENGTH CRITERIA FOR

NON-SERRATED CABLE TRAY STRUT NUTS

ANCO Document No. A-000236

Resv. Date Comments Approved

12194 Original Issue _ _"5

Test Report, ANCO Document No. A-000236, Page ii of iii

TABLE OF CONTENTS

1.0 INTRODUCTION

1.1 Materials .

2.0 STATIC PULL TESTS..............................

2.1 Test Results - Static Pull Tests......................

3.0 MOMENT TESTS...................................

3.1 Test Results - Moment Tests........................

4.0 DYNAMIC TESTS..................................

5.0 DETERMINATION OF GIP FACTORS FOR NON-SERRATED STRUT NUTS........................

6.0 CONCLUSIONS....................................

APPENDIX A: TEST DATA ................................

1

2

4

6

9

11

14

20

21

A-1 - A-73

Test Report, ANCO Document No. A-000236, Page iii of iii

a

1.0 INTRODUCTION

The SQUG GIP procedure for evaluating cable trays requires several load checks of

raceway support hardware. The connection capacities are based on manufacturers' allowable

loads for strut nut pull-out (tension) and slip (shear). It is assumed that the strut nuts are

serrated; i.e., they have "teeth" stamped into them which bear against the edge of the strut profile

and provide a reliable friction resistance. Some strut systems contain strut nuts which are not

serrated. As expected, these non-serrated nuts rely on a less reliable friction resistance of flat

metal on metal. As such, these strut systems are considered outliers per the GIP and must have

their capacities developed from plant-specific dynamic tests.

Two A-46 nuclear power plants that have strut systems with non-serrated nuts are Indian

Point Unit 2 (owned and operated by Consolidated Edison Company of New York) and Calvert

Cliffs Units 1 and 2 (owned and operated by Baltimore Gas & Electric). Walkdowns of each

plants' cable tray systems were performed in order to develop an enveloping test plan that would

adequately address the capacities of non-serrated strut nuts.

Static and dynamic tests, conducted during the period October 1993 to January 1994, at

ANCO Engineers, Inc.'s structural laboratory in Culver City, CA, were conducted to resolve such

outliers at two nuclear power plants in the USI A-46 program. The strut support systems were

of two basic configurations: (1) trapeze constructed of single section strut suspended from- ) 7

overhead embedded strut by ungussetted angle connectors having two bolts per leg (representative (7 of Indian Point Unit I systems), and (2) braced cantilever brackets constructed of back-to-back,

two section strut suspended from overhead embedded strut by two gussetted angle connectors J

having two bolts per leg (representative of Calvert Cliffs Units 1 and 2).

Static tests were conducted to determine the capacities of the connections with non

serrated strut nuts. These tests consisted of both direct tension tests and bending tests. Static tests

were also conducted on connections with serrated strut nuts for comparison. Dynamic tests were

conducted to verify that the strut would not "walk" out of the connections with non-serrated strut

nuts and would not lose capacity under cyclic loading. The dynamic tests were carried out on

full scale tray system mock-ups using a seismic shake table. A limited number of fixed rotation

Test Report, ANCO Document No. A-000236, Page 1 of 22

IM

fatigue tests were conducted before it was determined that these tests would not provide any

additional useful information. These tests were subsequently deleted from the test program.

1.1 Materials

Table 1.1 lists the materials used throughout this effort. All items were purchased

commercially off-the-shelf from local dealers. Included, where applicable, are the catalog

capacities.

The non-serrated strut nuts and associated hardware currently in use at both plants were

purchased from Kindorf. Since that time, Kindorf was acquired by Thomas-Betts and their

product line was redesigned. Ho'vever, some stock remained of their discontinued items of

which was procured sufficient quantities for testing. Careful comparison of the Thomas-Betts

parts with equivalent Kindorf parts showed slight variations which were judged to be insignificant

for the intended tests.

Kindorf double channel strut was not available. In order to fabricate the required double

channel, two single channel struts were placed back-to-back and stitch welded along the joint

seam on both sides. Although different from the spot welding technique used by the

manufacturer, this fabrication method did not influence the test results.

1.2 Applicable Documents

1.2.1 ANCO QA-100

1.2.2 ANCO Document No. A-000234, "Test Plan for Kindorf Strut," Rev. 1, 12193


1.0 INTRODUCTION

The SQUG GIP procedure for evaluating cable trays requires several load checks of

raceway support hardware. The connection capacities are based on manufacturers' allowable

loads for strut nut pull-out (tension) and slip (shear). It is assumed that the strut nuts are

serrated; i.e., they have "teeth" stamped into them which bear against the edge of the strut profile

and provide a reliable friction resistance. Some strut systems contain strut nuts which are not

serrated. As expected, these non-serrated nuts rely on a less reliable friction resistance of flat

metal on metal. As such, these strut systems are considered outliers per the GIP and must have

their capacities developed from plant-specific dynamic tests.

Two A-46 nuclear power plants that have strut systems with non-serrated nuts are Indian

Point Unit 2 (owned and operated by Consolidated Edison Company of New York) and Calvert

Cliffs Units I and 2 (owned and operated by Baltimore Gas & Electric). Walkdowns of each

plants' cable tray systems were performed in order to develop an enveloping test plan that would

adequately address the capacities of non-serrated strut nuts.

Static and dynamic tests, conducted during the period October 1993 to January 1994, at

ANCO Engineers, Inc.'s structural laboratory in Culver City, CA, were conducted to resolve such

outliers at two nuclear power plants in the USI A-46 program. The strut support systems were

of two basic configurations: (1) trapeze constructed of single section strut suspended from

overhead embedded strut by ungussetted angle connectors having two bolts per leg (representative

of Indian Point Unit 1 systems), and (2) braced cantilever brackets constructed of back-to-back,

two section strut suspended from overhead embedded strut by two gussetted angle connectors

having two bolts per leg (representative of Calvert Cliffs Units I and 2).

Static tests were conducted to determine the capacities of the connections with non

serrated strut nuts. These tests consisted of both direct tension tests and bending tests. Static tests

were also conducted on connections with serrated strut nuts for comparison. Dynamic tests were

conducted to verify that the strut would not "walk" out of the connections with non-serrated strut

nuts and would not lose capacity under cyclic loading. The dynamic tests were carried out on

full scale tray system mock-ups using a seismic shake table. A limited number of fixed rotation


TABLE 1.1: TEST MATERIALS

All Thomas-Betts Parts Galv-krom finish. Kindorf 1982 catalog using 12 ga. strut, Unistrut 1986 catalog. All Unistrut parts galvanized (standard).


Capacity (2)

Manufacturer Part No. Description Slip Pull-Out

Thomas-Betts") B9000OD Single Channel Steel Strut N/A N/A

B917 5-Hole Angle Connector N/A N/A

B918 Gussetted Connector Left Hand N/A N/A

B919 Gussetted Connector Right Hand N/A N/A

B911-1/2 1/2"-13 Spring Nuts Non-Serrated 400 # 1600 #

Unistrueto P1000 Single Channel Steel Strut N/A N/A

P1001 Double Channel Steel Strut N/A N/A

P1325 4-Hole 90" Connector N/A N/A

P2484W 4-Hole 90" Gussetted Connector N/A N/A

P1010 1/2"-13 Spring Nuts 1500 # 2000 #

(1) (2) (3)

2.0 STATIC PULL TESTS

Figure 2.1 shows the test fixture for the static pull tests. Each connection was assembled

using 50 ft-lbs torque on the 1/2-inch bolts in accordance with the manufacturer's catalogue

specifications. The connection was then placed in the test fixture with one strut fixed (i.e.

welded) to a strongback to simulate the embed. The load applicator was connected to the strut

such that an axial tension simulating the vertical load of a cable tray could be applied to the

connection. A displacement transducer was connected to the strut at a distance of about 13

inches (the null position of the transducer) from the transducer mount.

Both the displacement and force transducers were electrically nulled prior to application

of any tension load. Data acqutlsition software/hardware was set up using the following

parameters:

Sampling time = 0.02 seconds

• Duration = 400 seconds minimum

- Low pass filters = 10 Hz

The data acquisition was initiated and the axial tension gradually increased in order to

minimize any dynamic loading. The force was increased until one of the following occurred:

- Joint separation exceeded 2 inches.,

• Force level did not increase with increasing displacement, or

Capacity of force cell was reached.

Three tests were conducted on each connection type. Additional tests were run if the

ultimate load of any one test deviated by more than 25% from the average of the three tests, up

to a maximum of six tests. The data was postprocessed to produce plots of applied load versus

displacement for each test.


�- � -

"Horizontal Strut Member (Welded to Strongback)

S\- Connector Type

Not Used for Axial Pull Tests

x 4* Steel Beam

rtilcal Strut Member

Side View

Figure 2.1: Test Configuration for Axial Pull Tests

H

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0

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Top View

Horizontal Strut Mer (Welded to Strongbt

Connector Typ'

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to

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a}

Not Used for Axial Pull Tests

"x 4* Steel Beam

ertlcal Strut Member

SActuator (Manual)

Top View

Side View

Figure 2.1: Test Configuration for Axial Pull Tests

2.1 Test Results - Static Pull Tests

Some initial movement occurred in all tests due to yielding and plastic deformation of the

connection angles. This occurred on both the gussetted and ungussetted connections. However,

the ultimate failure of the strut connections with the non-serrated strut nuts occurred due to slip

of the strut nuts in shear.

In contrast to the non-serrated strut nut connections, the connections with serrated nuts

failed by pullout of the strut nuts loaded in tension. This occurred on both the gussetted and

ungussetted connections. The connections were not stiff enough to distribute the load evenly to

both bolts, even if gussetted. Thus, the connection strength was established by the pullout

capacity of the inside bolt. The outside bolt did not appear to contribute to the connection load

capacity and probably should not be included in the connection strength calculation. Since the

connections did not fail by slip along the bolts connected to the axially loaded strut, the loads

do not represent the ultimate slip loads for the serrated strut nuts.

Test results are contained in Table 2.1 Average connection loads and bolt loads are

contained in Table 2.2, disregarding Tests 5 and 11 as anomalies. The bolt tension load was

calculated by dividing the connection load by the number of inside bolts, one for a single angle

connection, two for a double. The bolt shear load was calculated by dividing the connection load

by the number of bolts in shear, two for a single angle connection, four for a double.

Force-Deflection plots for each test are included in the test log contained in Appendix A.

The average ultimate load of serrated versus non-serrated strut nuts was 2.36 times greater

for the single, ungussetted connection and 3.73 times greater for the double, gussetted connection.

The average ultimate load per bolt for the two types of connections was consistent for the

serrated strut nuts but not for the non-serrated strut nuts. For non-serrated strut nuts, the double

connection had lower per bolt capacities by a factor of 1.54. This appeared to be due to slip

initiating on one side before the other, preventing the connection from reaching the static friction

limit on both sides at once.


TABLE 2.1: AXIAL PULL TEST RESULTS

Connection Strut Nut Maximum

Test Type Type Load (lbs)

1 S NS 3200

2 S NS 3800

3 S NS 3500

4 S NS 3000

5 D NS 2300

6 D NS 4100

7 D NS 4800

8 D NS 4100

9 D NS 4700

10 D NS 4200

11 S S 5100

12 S S 8100

13 S S 7800

14 S S 8000

15 D S 15000

16 D S 17000

17 D S 17000

S: single NS: non-serrated D: double S: serrated

TABLE 2.2: AVERAGE CONNECTION LOADS AND BOLT LOADS

Average Load Tension/Bolt Shear/Bolt Connection Strut Nut (lbs) (lbs) (lbs)

Single, Ungussetted Non-serrated 3375 3375 1688

Single, Ungussetted Serrated 7967 7967 3983

Double, Gussetted Non-serrated 4380 2190 1095

Double, Gussetted Serrated 16333 8167 4083


A realistic capacity for the connections with non-serrated strut nuts may be determined

by applying a suitable factor of safety to the average ultimate load. A factor of safety of 2.0

gives a realistic capacity for vertical load of 1688 lbs for the single, ungussetted connection and

2190 lbs for the double, gussetted connection. These capacities also fall below the minimum

value of the tests in Table 2.1, neglecting test 5 as an anomaly, by factors of 1.78 and 1.87,

respectively.


3.0 MOMENT TESTS

Moment-rotation tests were conducted to simulate forces induced by lateral loads on

flexible tray supports. The test setup is shown in Figure 3.1. Each connection type was

assembled and placed in the test fixture as in the static tension tests. A load applicator was

connected to the strut such that a transverse load could be applied. The displacement transducer

was connected to the strut so as to measure the transverse displacement, enabling calculation of

the connection rotation.

To simulate the dead weight of the cable system, an axial tension force was applied to

the strut. In order to minimize the geometric effect as the force vector changed with transverse

movement of the strut, the load was applied via a long cable. To further maintain constant load,

springs were placed in the load path.

Both the displacement and force transducers were electrically nulled prior to application

of loads. Data acquisition softwarelhardware was set up using the following parameters:

" Sampling time = 0.02 seconds

"* Duration = 400 seconds minimum

"• Low pass filter = 10 Hz

The data acquisition was initiated and the bending moment gradually increased in order

to minimize any dynamic loading. The tests were continued until. the actuator stroke limit,

corresponding to a rotation of 0.21 radians, was reached.

A minimum of three tests were performed on each connection type. Additional tests were

run if the ultimate load of any one test deviated by more than 25% from the average of the three

tests, up to a maximum of six tests. Both non-serrated and serrated strut nut connections were

tested for comparison purposes. The data was post-processed to obtain moment-rotation

("backbone") curves that show the connection stiffness and strength.


H

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Side View

Figure 3.1: Test Configuration for Moment Rotation Tests (without Limit Switches)

H

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Side View

Figure 3.1: Test Configuration for Moment Rotation Tests (without Limit Switches)

3.1 Test Results - Moment Tests

The connections initially yielded due to plastic deformation of the connection angle rather

than slip or pull-out of the bolts. As rotation increased, the strut with non-serrated strut nuts

pivoted about the compression edge, and eventually the connection bolts on the tension side

either slipped or pulled out. The strut with serrated strut nuts continued rotating without slip or

pullout of the strut nuts, exhibiting plastic hinge behavior.

Test results are contained in Table 3.1. The average moments are contained in Table 3.2.

In computing the average moments, Tests 4,9, and 10 were labeled anomalies, due to their large

deviation from the average, and were disregarded. The average bolt load was calculated based

on a moment arm equal to the strut width (1-5/8 inches for single strut, 3-1/4 inches for double

strut) and resistance by one bolt for tension or two bolts for shear. The force due to the static

axial load was conservatively neglected.

In this series of tests, the non-serrated strut nut forces were consistent while the serrated

strut nut connections were not. This appeared to be because the gusset in the gussetted

connection supplied for the strut with non-serrated strut nuts was thinner than that of the

gussetted connection with the serrated strut nuts. The non-serrated strut nut connection on the

compression side of the double strut did not provide moment resistance after yielding, while the

serrated strut nut connection did, resulting in higher moment capacity. The per bolt load

capacities calculated from these test data were significantly higher than those calculated from the

axial pull test data.

The static axial pull and moment-rotation tests showed that the connections with non

serrated strut nuts had significantly lower capacity than those with serrated nuts. Thus,

plant-specific capacities should be used for connections with non-serrated nuts. The axial pull

tests showed significant variation between single and double connections for the non-serrated

strut nuts while the serrated strut nuts were very consistent. The moment-rotation tests gave

more consistent results for the non-serrated strut nut connections but less consistent for the

serrated strut nut connections. The connections showed higher strut nut capacities under moment

loading than direct tension loading. Since the support systems in question rely on direct tension


3 ..... .. . .

on the connection rather than moment resistance, it was judged best to base the allowable loads

on the axial pull test results.


TABLE 3.1: MOMENT

[

I


Maximum

Connection Strut Nut Axial Load Moment Test Type Type (lbs) (in.-lbs)

1 S NS 500 1 1000

2 S NS 500 10000

3 S NS 500 12000

4 S NS 500 17000

5 D - NS 500 22000

6 D NS 500 21000

7 D NS 500 19000

8 D NS 500 23000

9 D NS 500 32000

10 D NS 500 28000

11 S S 500 17000

12 S S 500 19000

13 S S 500 18000

14 D S 500 60000

15 D S 500 61000

16 D S 500 61000

S: single NS: non-serrated D: double S: serrated

TABLE 3.2: AVERAGE MOMENTS

Average Moment Tension[Bolt Shear/Bolt

Connection Strut Nut (Ibs) (tbs) (Ibs)

Single, Ungussetted Non-serrated 11000 7333 3667

Single, Ungussetted Serrated 18000 12000 6000

Double, Gussetted Non-serrated 21250 7083 3541

Double, Gussetted Serrated 60667 20222 10111

"-ROTATION TEST RESULTS

4.0 DYNAMIC TESTS

Two single span, four tier cable raceway systems were constructed on the ANCO R-4

planar triaxial shake table. One system was a four tier trapeze system with single strut supports

suspended on ungussetted angle connections with two bolts per leg, as shown in Figure 4.1. The

other system was a four tier cantilever bracket system with back-to-back strut suspended on

gussetted angle connections with two bolts per leg, as shown in Figure 4.2. The cantilever

bracket supports were braced with a single strut connected by 45-degree angle connectors with

two bolts per leg. All bolts had non-serrated strut nuts. The cantilever brackets were simulated

by strut as shown. The cable tray was standard 4-inch by 24-inch ladder type tray. The trays

were filled with electrical cables in pre-weighed bundles. The trapeze system was filled to 75

lb/ft. (6-inch fill) and the cantilever bracket system to 37.5 lb/ft. (3-inch fill).

The shake table was configured to produce coupled (dependent) transverse and vertical

input. Two biaxial accelerometers were attached to the shake table to record the test motion.

The shake table simulated a 30-second duration, wide band seismic event (following the

guidelines of IEEE 344-1987 for seismic motion) enveloping the SSE ground response for the

power plant sites. The vertical input was equal to, and in phase with, the horizontal input. The

test was initially run with a peak table acceleration of about 0.2 g, then repeated at higher levels

until failure of the tray system. Response spectrum plots from the final successful test for each

system are shown in Figures 4.3 and 4.4.

The trapeze system carried a total load of 3600 lbs, giving connection loads of 900 lbs.

The normal design capacity of this connection using the manufacturer's recommended bolt

capacities would be 800 lbs. Under the earthquake loading, the system exhibited very large

lateral displacements. It survived four tests with increasing input levels. The response spectrum

for the fourth test is shown in Figure 4.3. During the next test, with 25% higher input, the

system came loose from its ceiling connections and fell.

The response spectrum in Figure 4.3 has a peak spectral acceleration of about 3.0 g and

zero period acceleration(ZPA) of about 1.0 g. The system had a very low lateral frequency and

was not sensitive to the horizontal input. However, the vertical input was equal to the horizontal


IJ

t IS" Typ.

U

6

U'.

II r

2AXIAL ViEW TRANSVERSE VEW

Figure 4.1: trapeze System for Dynamic Tests

AXLAL VIEW TRNSV•RSE VIEW

Figure 4.2: Cantilever Bracket System for Dynamic Tests


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.1222

.12822I I . I I I I t , I f I , I , I I - I I I , 1 - ]

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Figure 4.3: Response Spectra for Trapeze System


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IP/CC KIhLDORF CABLE TEST :3

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SOUTH RACEWAY VERTICAL Z - DIRECTION

.1999 1.U299 19.29- 2 FREQUENCY - HZ

4, 44�

192.9999

Figure 4.4: Response Spectra for Cantilever Bracket System


, I.

input. Because of the wide band nature of the input, it is likely that the effective vertical

acceleration of the tray system was about 3.0 g. Thus peak loads for the connections were

900(3.0+1.0)=3600 lbs. This is approximately equal to the loads achieved in the axial pull tests.

The braced cantilever system carried a total load of 1800 lbs. The eccentricity of the

trays caused bending in the vertical strut (in fact, the vertical struts were noticeably curved under

the deadweight load). By statics, the force on the top connection of the vertical strut was 1286

lbs tension and 386 lbs shear. The normal design vertical (tension) capacity of the connection

using the manufacturer's recommended bolt capacities would be 1600 lbs, neglecting the shear

force.

This system survived eight tests, each with increasing input level, without failure. The

response spectrum from the final test is shown in Figure 4.4. The input level of this test was at

the limit of the table. An additional 300 lbs of cable was then added to each tray (1200 lbs

total). The test was repeated, and the tray system collapsed.

The response spectrum of Figure 4.4 has a peak spectral acceleration of about 6.0 g and

a ZPA of about 3.0 g. It was estimated that the lateral frequency of the system was in the 5 to

10 Hz range. Thus, its is reasonable to assume that the effective horizontal seismic acceleration

was about 4.5 g, giving a lateral seismic force per support of 900 x 4.5 = 4,050 lbs. The vertical

load on the top strut connection from this force is 6,171 lb.

The vertical input was the same as the horizontal. Assuming the same frequency range

for the vertical response of the trays, the vertical seismic force was 4,050 lb per support. This

gives a vertical load on the top strut connection of 5,787 lb. Combining the seismic forces by

SRSS and adding the deadweight force gives an estimated total vertical load of 9746 lbs. This

is more than twice the load achieved in the axial pull tests.

The dynamic tests appear to show that the connections on the braced cantilever system

exhibit much higher capacity under dynamic conditions than under static conditions. This is not

an indication that a safety factor exists under dynamic conditions. This is probably because the

force calculation used an equivalent static method with 5% damped spectra, ignoring the effect


of load duration, cable friction, rapid reversal of loading, and energy loss from large

deformations. If these factors were properly accounted for, the capacity under dynamic loads

would likely be closer to those of the static load tests.


2-----

5.0 DETERMINATION OF GIP FACTORS FOR NON-SERRATED STRUT NUTS

Using the results of the axial pull tests and a safety factor of 2.0 gives realistic capacities

of 1688 lbs and 2190 lbs for the single and double connections with non-serrated strut nuts. The

GIP requires a vertical capacity check of three times deadload, ignoring eccentricities, using

realistic capacities. for the trapeze system, this gives a permissible weight per strut of 563 lbs.

for the braced cantilever bracket system, it gives a weight per strut of 730 lbs, neglecting

eccentricities. The comparable dynamic test weights were 900 lbs per strut for each system.

The braced cantilever bracket system is a non-ductile system per the GIP, and a lateral

load check is required in addition to the vertical capacity check. The lateral load is determined

as either 2.0 g factored by the miximum spectral acceleration ratio of the plant SSE ground

response spectrum to the SQUG Bounding Spectrum, or as 2.5 times the ZPA of the applicable

floor response spectrum. Subtracting the vertical connection force due to dead weight of 1286

lbs from the realistic connection capacity of 2190 lbs gives 904 lbs available for lateral load.

This converts to an acceleration of 0.66 g. Using the factored 2.0 g approach and assuming the

maximum ratio occurs at the ground peak spectral acceleration gives a permissible peak ground

acceleration of about 0.26 g. Using the 2.5 times ZPA approach gives a permissible ZPA of 0.26

,, The dynamic tests greatly exceeded these levels.


.............

6.0 CONCLUSIONS

The testing program reported above was developed to determine realistic capacities for

cable tray support connections with non-serrated strut nuts found at two nuclear power plants in

the USI A-46 program. Static tests were used to determine average ultimate capacities. A safety

factor of 2.0 was judged to be appropriate for realistic capacities for use with the G(P procedure

for seismic verification. Full scale dynamic tests were run on tray systems whose weight

exceeded the GI'acceptance criteria utilizing the derived capacities. The dynamic tests showed

that the striconnections with non-serrated strut nuts did not lose capacity under repeated cyclic

I l The good performance 6f these systems confirmed that the derived capacities are

appropriate for use with the GIP procedures.


THIS PAGE INTENTIONALLY LEFT BLANK


............ ... - ----------

APPENDIX A

TEST DATA

MACO Docnmt-a~2&. PLeA

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_____ _____ TRANSDUCER1 PARAMETRS

CAUBRATION

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*Operation Blast Snapoback Ambient Vibrator: MK12 MK13 MK14 Other Force Dir: NS EW TORS VERT OMNI Other Freq RangeHertz Weights/eccentrty MR Counts/tcde,

_____ TRANSOUCEB PARAMETES

CALIBPATION NO RANGE FILTER ORIENT LOCATION ATTEN SENS RESPONSE CAL

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r - - - -TRANSDlUCER PARAMETERS-_ CALIBRATION4

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TRANSDUCER PARAMETERS_

CALIBRATIO'N

O 0RANGE FILTER ORIENT LOCATION ATTE"N SEN SPON- -qSIGNA

1 it-coo0 to 7rca ae -6e ________

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4N~~ ANCO Engine~en, Inc.

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by.C,,C. Page No

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CALIBRATION 01RANGE FILTER ORIENT LOCATION ATTEN SENS RESPONS - A I

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Purpose of Test lgvA 4ý 4/Q4Le.S,- &~~% sc-00 Operation Blast Snapback Ambient Vibrator: MK1Z MXl3 MX14. Other

Forec I)ir: NS'iW TORS VERT OMNI Other Freq Range Hertz

Wcights/ccccntricity ,MR Counts/cycle

TRANSDUCER PARAMETERS NO RAE FCALIBRATION

0RANGE FLTER ORIENT LOCATION ATTEN SSENS SPONSE -SIN

1 SIGNAL

3 ,( (0 A,<_c', -zoo, 4

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ANC CIPANCO Engineer3, Inc.

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Purpose of Test -Kstwl Awzýr _(A~f1f 6Mxr- o __.Operation _Blast S__napback__Ambient -Vibrator: _klZ__MX13__MX•_4. Other Forcc l)ir: NS 1:W TORS VERT OMNI Other Freq Range Hertz

Wcight./ccccntricity_, MR- 'Counts/cycle

TRANSDUCER PARAMETERS_

CALIBRATION

0 RANGE FILTER ORIENT LOCATION ATTEN SENS SPONS S I GA ,,__ _ _,__ __ __ S IGNAL

3 i'JY 0 _ _ __ _ __ _

4

6

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Sketch of Transducer and Force Locat~ions:

4 _~ ~_j__ _ _ _______ __*____D_____

form 14

crP!A-0100236 A-72

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ATTACHMENT I

f-1