ML20128K155

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Responds to Questions Re Outstanding Commitment Items & Provides Status of Responses & Correction to 840319 Response Re Local Effect of U-bolt Through Tube Steel Beam
ML20128K155
Person / Time
Site: Comanche Peak  
Issue date: 05/02/1984
From: Popplewell L
TEXAS UTILITIES ELECTRIC CO. (TU ELECTRIC)
To: Williams N
CYGNA ENERGY SERVICES
References
NUDOCS 8507100497
Download: ML20128K155 (32)
v • d • e


Text

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Jacerg Go-TEXAS UTILITIES GENERATING COMPANY

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P. O. BOX 1002 CLEN ROSE. TEXA5 tem 3 May 2, 1984,-.._..........

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...r..,n; CYGNA Energy Services a.

-f/ll 101 California Street

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Suite 1000 San Francisco, California 94111 7,

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I ".I Ms. Nancy Williams, Project Manager al 4.! 7 u

Attention:

SUBJECT:

COMANCHE PEAK STEAM El.ECTRIC STATION CYGNA REVIEW QUESTIONS 19, 1984 Popplewell (TUGCO) to Williams (CYGNA) letter dated April

Reference:

Dear Ms. Williams:

In reference (1) TUGC0 stated that several responses required further review.

Provided in this letter In addition, CYGNA has osked sever ' new questions.

are responses to previous and new CfGNA questions, a status of TUGC0 responses and a correction to a previously supplied TUGC0 response.

Due to the many responses that TUGC0 has committed to provide and the new CYGNA questions asked TUGC0 is proHding, below, the status of our responses that we believe to be correct as of April 27, 1984.

In addition, attached are TUGCO's responses to the following CYGNA questions:

30, 1984, telephone conversation All CYGNA questions of March 1.

between D. Rencher (TUGCO) and J. Minichiello (CYGNA).

23, 1984, telephone conversation CYGNA question 1 of April 2.

between D. Rencher (TUGCO) and J. Minichiello (CYGNA).

19, 1984, of Reference (1)

CYGNA question 1 (a,b c d) of March (TUGC0 committed to provide response the week of April 3.

above.

23,1984)

CYGNA QUESTION /TUGC0 RESPONSE STATUS The following are all of TUGCO's outstarding commitment items that have not been answered by this letter or the letter of reference (1), all other items P

are considered complete:

1.

CYGNAquestion(2)ofMarch 16, 1984 of Reference (1) above, TUGC0 p

to provide response by May 10.

19, 1984 of Reference (1) above, TUGC0 -

Il

/

CYGNAquestion(5)ofMarch al to provide results of testing regarding U-bolt and pipe diametr 2.

sj?>

pa72mg gas y

f

s 6 i Ms. Nancy Willia 2s May 2,1984 Page 2 o

3.

CYGNA questto'n 2(b) of Parch 22, 1984 of Reference (1) above TUGC0 i

to provide response later, 23, 1984, telephone conversation CYGNA questions 2 and 3 of April between D. Rencher (TUGCO) and J. Minichiello (CYGNA).

4.

CYGNA should note that a correction is required in TUGC0's previous response reference (1), CYGNA question (4) of March 19, 1984, regarding the local TUGC0 stated that no local effect of a U-bolt through a tube steel beam.

deformation or failure of this member would occur because the mem already resisted its maximum load and no deformations TUGC0 stated that corners of the tube steel and the area under the nut. TUGC0 believes washer plates would be added, this however, is incorrect.that necessary.

If there are any further questions, comments, or discrepancies, please contact me or Mr. George Grace at the CP5ts site (Ext. 500).

Very truly yours.

TEXAS UTILITIES GENERATING COMPANY ENGINEERING DIVISION dl et L. M. Popplewell Project Engineering Manager LMP/1p Attachments cc:

D. Wade J. Finneran File

5 March 30.1984 Telecon CYGNAf)UESTION:

1.

CYGNA requested response to the following four comments:1 In reviewing the allowables for Richmond inserts (Appendix 3 to A.

CYGNA has noted allowables which do not match Spec. 2323-55-30),

those suggested by Richmond.

In response to an Actfon Item. TU$1 provided CVGNA with test reports.

CVGNA is aware that the Rich-mond data is based on 3000 psi concrete, while the TU$1 data is for 4000 psi concrete.

CVGNA however, still has the following questions:

How were the Tables in 55-30. Appendix 3, developed, since 1.

only a shear test was done?

11.

How were the spacings determined?

111. How do the safety factors in 55-30 compare to those suggested by Richmond (3:1) for tension?

TUGC0 RESPON$t R*co** ended allowabie loads by the Richmend screw Anchor Co.

5 Ai. iii-are based on tension tests conducted at the Polytechnic Insti-tute of Brooklyn in 1967. Two tension tusts each were performed a'

on 1" p and th" p inserts in concrete test blocks with moderate reinforcement with the following results:

m 1" $

th" 9 eg Avg. Conc. Strength 2850 psi 1950 psi Avg. Ultimate Load 2l050#

65000P d

l Failure Mode '

Conc.

Belt pullout threads

  • Ultimate strength of th" 9 insert mechanism or of concrete failure cone not determined.

Richmond's recommended allowable loads are based on their average ultimate test loads and a factor of safety which has varied ever the years, i.e.,

Recommended Allowable Tension Lead (Factor of Safety)

Richmond Bulletin I" s ig"s I

I M. 1961 11.0(f.3) 25(2.4)

I 10.0"(I.5) fl(I.6)

M.1971 I

21.47"(3.0)

M 1975 8.2/(3.0)

Desien Amoroach - It was recognized that the CP$t14000 psi design concrete strength, being significantly greater than the nominal 3000 psi concrete used in the Richmond tests, would result in higher ultimate capacit the inserts than the Richmond test values,

, in construction that the concrete strengths actually teing achieved were between 4600 and 5000 psi, which would further increa of the inserts.

s Page 2 construction at CPSES as. compared to that used in the test blocks for the Richmond tests would tend to result in yet higher concrete pullo c over the projected area of the postulated cone p tensile strengths.

inser 0.65 as recommended in ACI 349, Appendix 8 and, checking for an equiva 49 Because of the conservatism inherent in dis-counting the high concrete strength test values being achieved and the to the actual test results.

of heavier surface rebar described above, a factor of 2 was applied to the On this basis there is good agreement values to establish allowable loads.between the Rich A. Allowable Tensile, p = 0.65 f'c = 4000. Safety Factor = 2_

Allowable Richmond Site Test Load _

Calculated Ultimate load Load _

k k

1"p 25.05 23.1 11.5 N

k N

N 62.6 31.3 for IS"p 65 A325(A490 28.1 for

$w A307/A36 gg However, the tabulated values in A above, do not consider that the R

- e.

test results would indicate an actual 9 = 0.84 and that f'c at Tg tw

.lii $

significantly hit er.

h values is shown <n 8:

yi,

"E 8, Estimated Ultimate Tensile loads & Safety rectors Est. Ult. Loads _& (Safety Factors)

Allowable T650 ost_

4500 est 5000 psi Sire 1

toad g

29.8"(2.6) 31.6"(2.7) 33.4(2.9) 1"5

.84 11.5 I

k k

31.'3k 80.9(2.6) 85.8(2.7) 90.4(2.9) 1h"p

.84*

(w/A325,A490 Bolt) k k

85.8"(3.0) 90.4(3.2) 84*

28,1 80.9(2.9)

(w/A307,A36 Bolt)

  • Used 1"9 value as calculated 9 of 0.79 for that base failure not concrete pullout.

Thus the actual minimum safety factors range from 2.6 to 2.9 for psi concrete to 2.9 to 3.2 for 5000 psi concrete.

concrete strength tests indicates that the actual minimum des of concrete produced at CP$t$ is approximately 4500 psi.

-i. '.o t '

allowable

t. smuar app:.oach was taker. to establist shear shear values; for the 1"f and ih"f Ricna.ond inserts.

tests conducted by Richmond in 1965 on 1"# inserts an average Failure mode was by shearing of load at failure of 27 kips.

Allowable shear values were established based on the bolts.

AIsc bolt values for the materials used, but were not perinitted As shear tests to exceed the allowable tension Iceds in A, above.

failure, the concrete shear capacity did not involve concrete of the insert could only be estimatad usingf'c = 4000 psi and assuming 9 = 0.84 as for tensile loads discussed above.

Finally, shear testa conducted in 1983 on 1

  • f inserts indicated that ultimate capacitian were governed by bolt Ultiasta natorial, and varied between 88.1 and 95.4 kips.

capacity of the insert and"of concrete in shear were not reached.

e C. Allowable and Ultimate Shear Capacities and (Safety Factors Ett. Ult. Chnc.

shear strength

' rest ult.

4000 cal /5=0.54_

Inad g

Hatarial Allowable Imads RirJyond 3

8.d.

7.AU 28.N(3.8) 1"#

A-307 k

k 11.5 28.7 (3.6) 1s 3 323 17.6Y 80.5 (4.6) 88.1-95.4 (5 0 N

5.4) ;

1h"O A-307 18.0 as.si 80.5 (3.0)

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  • To put the factors of safety utilized foi mActanond eEchors at CPSES in perspective, it c usaful to look at the f actors of safety resquired by tac FSAR (and NRC Standard Review Plan) for steel and concrete (see FSAR paragraphs 3.8.3.3.2, 3.8.3.3.3, structures.

These safety factors can be 3.8.3.5.2 and 3.8.3.5.4).

as low as 1.56 for concrete and 2.0 for steel under normal and upset load conditions when compared to the ultimate strength of the materials.

To further evaluate the significance of'the factors of safety for the CPSES Richmond inserts, their The manufacturing reliability should be considere5.

process for the inserts furnished for CPSES use is controlled by QA/0C procedu'res to assure that the anchormaterialandfabI1cationconformstoorexceeds requirements necessary to assure paterial capability Construction procedures to meet capacity requirements.

and tolerance requirements are controlled by site OA/0C Failures to meet these procedures and regulations.

requirements are visually identified upon removal of When out-of-tolerance placement or concrete forms.

improperly consolidated concrete around the insert is observed, corrective actio'n o'r abandonment of the insert is required.

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See Attached sheets numbered 11,12, and 13 for typical calcula,tions.

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CYGNA QUESTION:

In reviewing supports inside and outside containment, CYGNA has not use of through bolts for certain cases (MS-1-002-001-S72R, for exam IB.

In each case, the bolts are checked against appropriate Code allowable Who is responsible for checking the spacing between bolts. -

concrete edge distance and minimum thickness of concrete 1.

allowed?

Who is responsible for checking the concrete element (possible 11.

local failure, shear, bearing)?

have Please provide documentation showing the above checks iii.

been done by the responsible party.

TUGC0 RESPONSE:

The use of through bolts is employed on a case-by-case bas by the detail being designed.

Gibbs & Hill has designed, reviewed, generic design criteria for their use.and approved their own use o ii) above.

For details concerning through bolts designed by other organizatio PSI, ITT, NPSI, etc.), Gibbs & Hill has or will be provided with loa All through details to establish acceptability of the building structur This was anticipated as part of the acceptability prior to fuel loading.

Since (1) and (ii) above are a continuing action hd representative documentation of these design checks may be seen design course.

8 22, 23, 24, 25 and 33 through 3.

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CYGNA QUESTION:

In reviewing support CC-1-028-725-533R (Rev. 3 of drawing), CYCNA 10.

noted that the bolt hole specified in Section CC appeared to be 1-1/16".

Since the bolt was only a 5/8" Hilti, this hole was obviously too large, and the nut for the 5/8" would fit into the To verify that an 11/16" hole was actually used, CYGNA hole.

perfomed a field walkdown. Since this bolt used a washer under the nut, CYGNA could not verify the hole dimension.

What QC or QA documentation shows that the appropriate hole 1.

size was used for this bolt size? Please provide this for CYGNA's review.

The use of a washer (not shown on the support drawing, but 11.

used in many places in the plant) effects the length of engagement calculation used by TUSI (1/8" - 1/4").

CYGNA What had not found any instances where this is considered.

justification does TUSI have to neglect this thickness in w

the length of engagement calculation?

TUGC0 RESPONSE:

Hole sizes for Hilti bolts are in accordance with Specification 2323-For a 5/8" bolt, an 11/16" hole is 1.

MS-46A, paragraph 3.3.a.(2) {f).

The design drawing could be read as either a 1-1/16" or required.

it is not completely clear from review of the drawing.

11/16" hole; However, field inspection with the nut and washer removed shows 11/16" holes exist as required by MS-46A. This is a case of a drafting detail being unclear; design and installation of the support are

~

s in accordance with required standards.

The length of embedment calculation is based on the length of the bolt minus the thickness of the concrete topping (if any), steel ii.

plates, and assuming the nut is fully torqued at the bottom of the The washer thickness is not subtracted threaded run of the bolt.the effect of the washer thickness is considered negl i

because for the following reasons:

The actual washer thickness varies from 3/32" to slightly over a)

This is insignificant when compared to the overall bolt 1/8".

length, The assumption in the embedment depth calculation that the nut threading is a worst case b) is fully torqued at the end of the bolt Rarely in "Hilti" bolt installations does this occur.

assumption.

Where a "Hilti" bolt embedment length is calculated, determination of allowables is based on a stepped scale and it is standard practice c) t to use the lower allowable value. For example in Appendix 2. Table 1 of Specification 2323-S5-30 the allowables for a 3/4" 'Hilti' bolt are given for 3k", 4",

5", 6", 7", 8", and 9" embedment lengths.

The calculated required embedment lengths based on a given load 6-3 would generally fall tetween these values (i.e., Sh", S used for a required embedment depth and that no interpolation is etc.).

done between the allowables given in SS-30.

t Another optfon open to the engineer is to measure the actual bolt projection above the concrete in the field and determine actual (d) embedment depth. 'In this case, the washer thickness is not needed i

to calculate the embedment length, a

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O

8 CYGNA QUESTION:

In reviewing supports with civil anchors, CYGNA has noted all 1.D allowables which do not seem to be taken from either GTN-41315 or For example, in MS-1-004-006-C72K there is a 9 bolt, GTN-64940.

10" spacing, 2" diameter stud group. On page 222 of the calc, the interaction uses TA = 52 kips and VA = 34 kips, and references "20", which was GTN-41315. These allowables, while conservatiye, do not appear anywhere in the referenced GTN.

If, instead, GTN 64940 is used, and the emergency loads are checked against upset allowables for a 6 bolt group with 10" spacing, then TA+VA < 52.7 kips which is closer to what the analyst used, although this is a 9 bolt group.

What document did the allowables used in this calculation 1.

come from? Please provide this for CYGNA's review.

In the letters CYGNA has seen, there is no mention of 9 ii.

What document presents allowables for or 12 bolt groups.

these groupings? Please provide.

TUGC0 RESPONSE:

From reference "20" (GTN-41315), the applicable interaction for combined tension and shear loads on a 2" embedded anchor bolt is 2

Thus.

[, h 4 A, where A = 2.77 in.

4 1.0, or Tg = 20/,75K and VA = 135.73K.

207 75 + 13.73 Note 5 on GTN 41315 specifies that when groups of 4 or more bolts are Since used in cluster, allowable capacities are to be reduced by 50%.

no mention is made on GTN 41315 about bolt spacing, it is assumed for Since the cluster conservatism that spacing is 20" center to center.

on this support is 10" c-c spacing, an additional 50% reduction in allowable is obtained based on our assumptions.

= 51.9K w 52K Reduced T = (0.5) x (0.5) x (207.7 N = Tg g

= 33. R E 3 R Reduced V = (0,5) x (0.0 x 0 35.734 = Vg g

These allowable values agree with those shown on Page 222 of the calcula

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A April 23, 1984 Telecon CYGNA QUESTION:

On a welded connection where matched tube steel meets at a tee 1.

connection, a common weld is a double sided fillet / double sided CC flare bevel such that all four sides are welded (example:

028-026-533R).

In general, Are welds provided for the flat sections only as specified a) in ITT - Grinnell standard ES-16, Rev. F, sheet 25; or are the welds all around due to the end return provision in AISC 1.17.107 7th ed., Section Provide documentation which substantiates your response in b) item (a).

TUGC0 RESPONSE:

When a weld is specified as shown in the example support (CC-1-028-a)

The 026-533R), the actual configuration is an all around weld.

configuration shown in the ITT-Grinnell standard is to assure conservatism in standard weld design.

It should be noted that this type of weld is treated as a line.

As such, the weld calculations assume a constant effective throat In around the weld which is equal to.707 x fillet weld size.

reality, the effective throat of the flare bevel weld is substantially larger than that of the fillet weld. Hence, there is an inherent conservatism in the weld calculations.

s The attached correspondence (CPP-6803 and IM-23023) documents the b) fact that corners on these type of weld joints are sufficiently built up and meet the requirements of appifcalbe AWS and AISC standards.

9

E, - ( *.

O EXAS UTILITIES SERVICES 1.

CPP-6803 OFFICE MEMOR ANDUM To Bill Baker Glen Rose. Tens Ma rch R 10R7 kbject COMANCHF PCAK CTFAM FIFCTRTC MTATinM CORNER WELDS ON TUBE STEEL Per our discussion of 25 February,1982, please provide a response

~

for the following:

1.

Can the included corners for the three-sided weld shown in Figure I be considered built-up such that the weld is continuous?

2.

Can the weld configuration shown in Figure 2 be considered as an all-around weld (i.e.: are all four corners sufficiently built up)?

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I Figure I Figure 2 Please provide a response by March 19, 1982.

If you have any questions, feel free to contact me at extension 629.

A D. M. Rencher TSDRE Supervisor DMR:1b cc:

J. R. Johnsen H. A. Harrison 3

I

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yyg i

INTEROFFICE MEMO IM - 23023 March 16, 1982 TO:

D.M. Rencher FROM:

W.E. Baker

SUBJECT:

TUSI Memorandum CPP-6803 AWS specifies that prequalified corner welds to box connections shall provide a smooth transition from one detail to another with all stops and starts within flat faces, and corners fully built-up. This criteria is also utilized for NF component supports on this type of joint detail.

TUSI memorandum CPP-6803 adressed two welding details on matched box connec-tions:

(a) Figure I was a 3-sided weld with a fillet on one side, and (b)-

Figure 2 was a 360' weld detail containing a 2-sided fillet weld.

Two mock-ups were welded following these details. It was observed that both welds ret the requirements of the AWS code, and that the corners were suf-ficiently built-up.

Figure 2 can also be considered an all around weld detail.

$ h #l

..' Baker Sr. Project Welding Engineer WEB /BW/tn e

?

s TUGCO'S RESPONSE TO CYGNA QUESTION 1 0F 3/19/84 Within NPSI, the responsibility for selection and design of hard-ware items rests with the support designer, not the structural engineer.

(a) 1.

For Calculations qualifying the U-bolt are on file in NPSI's home office.

non-standard U-bolts such as this one (loaded only in tension), the qualifying procedure is to check the design load against twice the capa-For this particular support, city of hanger rods of the same diameter.

whereas the actual load is 2" U-bolt capacity is 2x20,690 # = 41,380#Hence, the U-bolt is well wit about 24,000#.

The U-bolt test program by ITT-Grinnell has been completed; 1.

(b,c,d) results are summarized below:

Standard Fig.137N U-bolts were tested for 4" pipe and 24" pipe.

Direct tension load was applied in one test, and side load Three samples second test.

tension load was maintained on the U-bolt (see Fig.1).

'~

The summary were used for each pipe size for each of the two tests.

of results (see Table 1) is based on the U-bolt which failed at the least load during each test (i.e., the minimum value of the three samples) 5 j

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Test 2: Side load applied to Test 1: Direct tension load U-bolt while a constant applied to U-bolt LCD allowable tension load is maintained FIGURE 1 Applied Loads on U-Bolts During Testing

I 6

Test 1: Direct LCD tension Lowest applied NF rated load allowable load during test capacity based Tension causing failure on test results (PA)

(PT)

U-bolt size 4" U-bolt 2260 #

18,375#

5042#

24" U-bolt 9920#

89,500#

24,165#

Test 2: Side LCD side load Lowest applied NF rated load load with con-allowable load during capacity stant applied (SA) test causing based on test results failure tension.

(S)

U-bolt size 4715#

1273#

4" U-bolt 184#

1400#

5185#

24" U-bolt N/A TABLE 1 Summary of U-Bolt Test Results t

~

o It should be noted that these results indicate the tremendous This is graphically both the tension and. side load allowables for U-bolts.

illustrated by the curves shown in Figure 2.

r Fig. 2 Design curves for Fig.

137N 4" U-bolts Test = 1273#

All.

Curve based on NF allowabies as a result of test data Applied Side (Lateral)

Load Curve based on LCD allowable S = 184#

A

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Test All = 5042#

P = 2260#

g Applied Tension Load The upper curve of Figure 2 is the allowable that would be allowed by NF bas The actual test data dwarfs both of these curves.

on the test data.

.,,.e-.-

,-n-----

n o O

+

mployed at CPSES Hence, it can be concluded that the design practices e NA comment) are 19,1984 CYGof safety in U-bolt design, (specifically those mentioned in 'the March d by ITT in updating their t

quite conservative and provide an ample fac or Results of the U-bolt test

  • program have been u o

O e

O

^"^=+cm4 p

%,,

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