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Affidavit of M Walsh in Support of Answer to Applicant Statement of Matl Facts Re Effects of Gaps on Structural Behavior Under Seismic Loading Conditions.W/Certificate of Svc.Related Correspondence
	ML20094N227
Person / Time
Site:	Comanche Peak
Issue date:	08/13/1984
From:	Mary Walsh; Citizens Association for Sound Energy
To:	; Atomic Safety and Licensing Board Panel
Shared Package
ML20094N162	List: ML20094N159; ML20094N178; ML20094N227;
References
	OL, NUDOCS 8408160131
	Download: ML20094N227 (114)
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bl UNITED STATES OF AMERICA NUCLEAR REGULATORY COPNISSION BEFORE THE ATOMIC SAFETY AND LICENSING BOARD In the Matter of i .

I TEXAS UTILITIES GENERATING l Docket Nos. 50-445-1 COMPANY, et al.- i and 50-446-1 (Comanche Peak Steam Electric Station i Station, Units 1 and 2) l CASE'S ANSWER TO APPLICANTS' STATEMENT OF MATERIAL FACTS AS TO WHICH THERE IS NO GENUINE ISSUE REGARDING THE EFFECTS OF GAPS ON STRUCTURAL BEHAVIOR UNDER SEISMIC LOADING CONDITIONS in the form of AFFIDAVIT OF CASE WITNESS MARK WALSH

1. Applicants state: ,

+

"All bolts in multiple bolt, bearing-type connections will react imposed shear loads within at most the distance of the bolt hole tolerances. (Iotti, Finneran Affidavit at 8 g /.)"

4 I disagree with this statement (and with some of the statements in

, the Affidavit). At the point all bolts begin to react the shear loads

(that'is, when the last bolt will have received a 1 lb. shear load),

the first bolt that has reacted the shear load may have the shear load of 1,000 lbs., and this may have exceeded the allowable shear capacity of the bolt. This is assuming that the first bolt that reacted the shear load has not failed when the last bolt begine to resist the shear load.

g/ I believe that the actual citation should be at 4-5.

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One of Applicants' primary arguments which is contained in the back-up Iotti/Finneran Affidavit is regarding the definition of

" oversized" bolt holes. This is addressed in detail in answer 2.

following.

One example of statements with which I disagree which is made in the Affidavit of Dr. Iotti and Mr. Finneran is found on page 5 of the Affidavit (last paragraph, continuing on page 6), wherein they cite

" Structural Design Guide to AISC Specifications for Buildings," by Paul F. Rice and Edward S. Hoffman (Attachment B to Affidavit).

Although the one page (268) from that document which Applicants have attached appears to be accurate /2/, their discussion and the portion cited (which is out of context) are very misleading. (See

' Attachment A, pages 264 through 271 of the Rice /Hoffman text.) In the portion attached by Applicants, Messrs. Rice and Hoffman are only talking about connections that receive static loads (i.e., loads that do not change direction) because the yielding stress criteria is not applicable in friction-type connections, as will be discussed later.

The connections referenced by Messrs. Rice and Hoffman specifically exclude the supports that have dynamic loads (as will be.shown below) cuch as most of those supports at CPSES. In addition, the inelastic deformation in bearing-type connections is recognized by the AISC Code at 1.5.2.2, where the allowable bearing strees is 1.35-Fy.

Therefore, the Applicants' statements are lacking reference to the

/2/ It should be noted that I have not reviewed the entire text of the

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other reference cited by Applicants, " Plastic Design of Steel Frames,"

and cannot state whether or not it is taken out of context.

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specific amount of~ inelastic deformation allowed by the AISC Code for a non-dynamically loaded structure.

On pages 265-266 of the Rice /Hoffman text, following a discussion of AISC and ASTM specifications, it is stated (the numbers Messrs.' Rice and Hoffman have placed in parentheses refer to sections from AISC or ASTM):

"The use of ordinary (A307) bolts is limited by a number of Specification requirements. The allowable stresses are low:

tension Ft = 20 kai on the threaded area; and shear Fv - 10 kai (1.5.2.1). The slip before full bearing is achieved on a group of ordinary bolts effectively rules out the sharing of stress in a mixed connection. Holes are to be taken as 1/16 in. larger than the nominal diameter (1.23.4), and the ordinary bolt does not expand to fill out the hole like a driven rivet nor can it be used -

for dependable friction. Stress sharing may not be assumed -

between ordinary bolts and rivets or welds (1.15.10; 1.15.11). In addition, low-strength bolts are not permitted in important field connections including . . . connections subject to vibration, impact, or stress reversal (1.15.12) . . . " (Emphases added.)

As discussed above, according to Messrs. Rice and Hoffmar (Applicants' own chosen authority), A307 bolts are not permitted in connections subject to vibration, such as those at Comanche Peak.

Applicants have admitted that the connections at Comanche Peak are-subject to vibration. Applicants' witness Finneran stated, in regard to the support which Jack Doyle and I noticed that had failed during hydrotesting (Tr. 4793/15-4794/4):

"Q: (By Mr. Reynolds) Would you render an opinion on why tha paint that Mr. Doyle talked about may have flaked during the flow of fluid through the pipe?

"BY WITNESS FINNERAN:

"A. I would say that possibly vibration may have been a cause for paint coming off of the deformed area during flow of fluid I during the pipe; one possible cause. I "Q. Yes. So what you are saying is that it could have been that when the deformation was caused during construction, the paint cracked but remained on, and then when vibration occurred due to hydrostatic flow, the paint chipped off?

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"BY WITNESS FINNERAN:

"A. It's a possibility. I couldn't say if ti:st's exactly what happened." (Emphases added.)

And-at_Tr. 5002/24-5003/9, Mr. Finneran further testified:

"Q: (By Mr. Walsh) Is vibration a common occurrence at Comanche

. Peak?

"BY WITNESS FINNERAN:

"A. I think all piping systems-that have fluids in them or flowing to them are possibly subject to some vibration.

"Q: How about other pipes, main steam? Will they have vibrating effects?

"BY WITNESS FINNERAN:

"A. Quite possibly there will be vibration in the main steam piping." (Emphases added.) -

The ASME Code requires the Applicants to minimize vibration where it states:

"NF-3112.2 Design Mechanical Loads. . . . The requirements of (a), (b), and (c) below shall apply.

". . . (c) Component supports shall be designed to minimize vibration." -

In addition, according to Messrs. Rice and Hoffman (Applicants' own chosen authority), Applicants are also barred from using A307 bolts because of stress reversal.

As indicated above, Messrs. Rice and Hoffman cited the AISC code (to which the Applicants are committed through Specification MS-46A),

Section 1.15.12, which states, in part:

" Field Connections '

" Rivets, high strength bolts or welds shall be used for the following connections:

. . . Connections for supports of running machinery, or of other live loads which produce impact or reversal of stress.

"In all other cases field connections may be made with A307 bolts." (Emphased added.)

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CASE requested, through discovery on the issue of Applicants' Motion for Summary Disposition regarding generic stiffnesses, the-drawings which the Applicants used in their Motion. Of the 60 supports which the Applicants provided (I count 59, but this is immaterial to this point), 52 had reversible loads which is a reversal of stress on the supporting connection. (See Attachment 3, the referenced 59 drawings.) On the drawings, the reversal of loads is shown in the block listing the loads and the direction of the load is indicated as +

or . Of the 7 supports which do not contain reversible loads (CT 013-006-S22S, CT-1-013-004-S32S, MS-1-001-002-C72S, MS-1-01-001-C72s, CT-1-013-002-C42S, CC-2-011-719-A53R, CT-1-013-011-S22R), 5 are spring cans and 2 are rigid-type supports. Based on this random sample, 88% of these supports require high strength bolts due to the requirement of a reversal of stress (load) f3/, according to the AISC Code (to which the Applicants are committed in design specification MS-46A).

It is also obvious from the preceding dis,cussions that Applicants are in violation of ANSI N45.2.11, 3. DESIGN INPUT REQUIREMENTS, 3.2 Requirements, which states, in part:

"The design input requirements should include the following where applicable:

"(9) Mechanical requirements such as vibration, stress, shock and reaction forces." (Esphases added.)

h/ Stress is equal to the load divided by the cross-sectional area of the item under consideration.

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2. Applicants state:

" Applicants' specifications for bolt hole tolerances are 1/16" for up ,

to 1" diameter bolts and 1/8" for 1" and greater diameter bolts. l (Iotti, Finneran Affidavit at 7.)"

I agree that this appears to be Applicants' current practice (although Applicants have not'provided copies of the specifications themselves with their Motion for Summary Disposition). However, I do not agree with the implication, which is obviously that Applicants' specifications are acceptable. I maintain that Applicants' practice (or specifications) is contrary to applicable codes and NRC regulations.

One of Applicants' primary arguments which is contained in the back-up Iotti/Finneran Affidavit is regarding the definition of

" oversized" bolt holes. This is a crucial argument for Applicants, because according to their own statement (bottom of page 6, Iotti/Finneran Affidavit):

"The 8th Edition of the AISC Manual of Steel Construction is quite instructive on this point. At page 5-58 of the Manual, Paragraph 1.23.4.3 (Attachment C) states ' Oversized holes may be used in any or all plies of friction-type connections, but they shall not be used in bearing-type connections. '" (Emphasis added.)

i Applicante claim ( Affidavit, page 7) that they use more stringent tolerances than defined by the AISC Code (to which Applicants are comaltted, according to their Design Specification MS-46A). A claim the Applicants make in the Iotti/Finneran Af fidavit (page 7) is:

"AISC defines ' oversized' as d + 3/16" for bolts up to and including 7/S" diameter, d + 1/4" for 1" bolts, and d + 5/16" for bolts greater than or equal to 1 1-1/8" (sic) diameter." _

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I do not agree with Applicants' representation as to AISC's definition of " oversized." A point which the Applicants fail to make is as shown in Attachment C to their Affidavit, AISC Table 1.23.4,

" Maximum Sizes of Fastener Holes, Inches" (emphasis added) -- that is, that these are the maximum size of holes. For a 1" diameter bolt, the maximum size hole for a standard hole is 1-1/16". If the hole is greater than 1-1/16" up to and including 1-1/4" for a 1" diameter bolt, the hole is considered oversized.

It is apparent that the Applicants do utilize an-oversized hole

. for the 1." and greater bolts.' As stated previously, paragraph 1.23.4.3 of Attachment C of the Applicants' affidavit (from 8th Edition, AISC Manual of Steel Construction, page 5-58), states:

" Oversized holes may be used in any or all plies of friction type connections, but they shall not be used in bearing type connections." (Emphasis added.)

It can be seen from what is shown above that bearing type connections can only be used with standard size holes. If the hole is greater than a standard size hole, bearing connections are not allowed.

Therefore, the Applicants are not in compliance with the AISC Code to which they are committed (according to their design specification MS46-A).

On page 7 of Applicants' affidavit, they state:

"Thus, Applicants' specifications for bolt hole tolerances can definitely not be called ' oversized,' as that term is generally used in the construction industry."

Although the Applicants have not sized their bolt holes to the maximum allowed for an oversized condition, the bolt hole is still an 7

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oversized hole (as discussed above). And, as the' term is generally used in the construction industry, holes are considered to be oversized if they are over a standard sized hole, up to and including the maximum oversized hole allowed. Contrary to what Applicants state (Affidavit, page 7),'they are not in compliance with standard industry practice.

There are several' aspects of this matter of which the Board should be aware. One of the most important is whether or not Applicants even-attempt to determine the size of bolt holes and, if so, how? During the 6/6/84 telephoae conference call between Applicants /NRC Staff /and me, I requested documentation (original and all revisions of procedures or whatever other documentation exists) showing that QC inspectors inspect the whole tube steel base plates prior to inserting the bolt (which is the only way QC could be certain when inspecting that there were no oversize holes). (See 6/6/84 conference call Tr. 74-76.)

In Applicants' 7/15/84 letter to CASE President Juanita Ellis (received by CASE 7/16/84),. Applicants' counsel stated (page 2, second full paragraph):

"Second were materials concerning Applicants' practice regarding the inspection of bolt holes in base plates, which relates to the motion concerning the effect of gaps. This information is attached. Copies of an example of the Material Identification Log, and the associated hanger drawing, for support H-BR-2-5B-001-009-3 are provided. This log is filled out by the'QC inspector prior to release of materials, including base plates, from the fabrication shop. Althcugh not separately called out on the log, one of the attributes of base plates the QC inspector examines is bolt hole size." (First emphasis in the original; second emphasis ,

added.) )

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1 agree with the statement of Applicants' counsel that the 8

~1nspection of base plates for bolt hole size is not separately called out on the Material Identification Log,' and in reviewing these documents (see Attachment C), I see no reference to the QC inspectors' verifying the. hole size.

There is additional information which' indicates that QC inspectors

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do not inspect for oversize bolt holes. In the sworn affidavit of Howard J. "Robbie" Robinson (sent to the Board and parties with CASE's 11/28/83 Answer to Board's 10/25/83 Memorandum (Procedure Concerning Quality Assurance)), Mr. Robinson stated (page 7):

"My duties as general foreman over the fab shop consisted of fabricating items such as pipe hangers, cable tray hangers, and Q miscellaneous steel assemblies for subsequent installation in the field. . . I did, over a period of about three years, engage in an ongoing argument with one of the foremen within the steel hanger department whose duty was to install hangers in the field where he ,

challenged the practice in the fab shop of drilling 1" holes in base plates to the code allowable of 1-1/16" diameter for a 1" -

4 bolt. His stand had been that we were allowed to overdrill the hole to a 1-1/8" diameter. . . he . . . made the statement to me that he had been drilling them oversize all along and intended to continue to. If he in fact did drill these holes oversize, and I believe that he did, one must assume that any subsequent QC inspection failed to identify this." (Emphases added.)

(See also discussion under answer 2. preceding.)

Further confirmation of what I believe to be the truth of this matter is to be found in a document concerning an investigation conducted by Applicants into allegations which had been made. (See ,

Attachment D, 3/9/84 TUCCO Of fice Memorandum to Listribution from Jerry ,

C. Walker,

Subject:

Resolution of QAI-0001, and the attached 2/22/84 TUCCO Office Memorandum from Boyce Grier to Antonio Vega,

Subject:

Investigation of Allegations QAI #0001.) Item 3, page 2, of the t

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2/22/84 Memorandum discusses allegations of an alleger that an oversize hole.(1-1/2") had been drilled for a 1-1/4" Hilti bolt in a hanger base.

plate (i.e., a hole 1/4" larger in diameter than the bolt). Mr. Grier states that he subsequently identified the support in question as CC 070-002-A33R (copy of the as-built drawing for the support is Attachment F to his report). He further states:

"There is nothing in the documentation package for this pipe

} support to indicate a requirement for or the approvel of an oversize hole. I reviewed the reports of the QC in'pections for.

the Hilti installation for this support. These are contained in

-the following:

"IRMR-19682, dated 7/1/81 "IRMR-53200, dated 2/15/83 "IRMH-53257, dated 2/22/83

"These reports do not indicate any nonconforming or unsatisfactory conditions. (Blacked-out) stated during his interview that he had .

no knowledge of oversize holes ever being drilled for Hilti bolts.

"I made inquiry of pipe support engineering (Jay Ryan) as to i

whether an oversize hole for a Hilti bolt in the support in question would be of concern. I was told that it would not be a problem.

"The allegation that an oversiz'e hole had been drilled for a Hilti l bolt could neither be confirmed or dismissed. It appears that physical inspection of the holes for the support in question wculd be the only way to resolve this matter. In view of the response from Engineering regarding the significance of this matter, it does not appear necessary to pursue the matter further." (Emphases added.)

Thus, the investigator reviewed the documentation packages and saw no indication of an oversize hole or of a requirement for or the approval of an oversize hole. He reviewed the reports of the OC ,

inspections, which did not include the Material Identification Log which Applicants' counsel referenced as being the documentation I 10 L

b requested regarding-Applicants' practice for the inspection of bolt holes in base plates. When he checked with pipe support engineering (Jay Ryan), he was told that the 1/4" oversize bolt hole would be no problem, although no basis is given in the report for Jay Ryan's disposition of-the problem.- Based on Jay Ryan's position, the

' investigator ceased his investigation -- even though he admitted that he could neither confirm or dismiss the allegation.

Therefore, as demonstrated above, Applicants' statement that they have no oversize holes (including those greater than the 1/8" criteria Applicants claim to use) is without substance.

3. Applicants state:

" Test data indicate that bolts of the kind Applicants use have margins of safety for shear displacements equal to the maximum bolt ho'le tolerances ranging from 5.6 (1 1/4" super kwick Hilti) to 3.2 (1 1/4" Richmond Inserts). (Iotti, Finneran Affidavit at 8-9.)"

I agree with this statement, but I do not see where it is material to the Board. This statement discusses displacements only. For the Applicants to be in compliance with IE Bulletin 79-02 the factor of safety must be based on ultimate load, not displacement.

Using the test data shown in_ Attachment A to Applicants' testimony in September 1982 (Applicants' Exhibit 142D, admitted at Tr. 4794, Attachment B), for a 3/4" diameter Hilti bolt loaded in shear, the load at 1/8" displacement is 10,000 lbs. The allowable load as listed in E

the PSE Manual (see Attachment E, PSE Manual,Section V, Hilti Concrete Anchor Bolts, Rev. O, 1/8/82, page 8 of 10, Figure 6) is 3,693 lbs. for 11

a 3/4" diameter Hilti with 9-1/4" embedment. Therefore at 1/8" displacement, the Hilti bolt has exceeded its al'lowable by 10,000/3,693 -

= 2.71.

The same philosophy can be used for the Richmond insert..

Referring to Applicants' Exhibit 142D, Attachment C, sheet labeled 5, at a displacement.of .125" (1/8"), the shear load is approximately (14

+ 16) /2 = 15 kips. The capacity for a 1" diameter A307 bolt is 7.85 kips. Therefore, the load in the bolt has exceeded the established-l allowable by 15/7.85 - 1.91.

In addition, in the design of pipe supports at CPSES, the designer assumes the support is rigid at the bolted connections and does not move, and determines the stiffness of the support or determines the deflection for the support based on this assumption (that is, that the bolted connections don't move). Now the. Applicants are stating that the bolted connections by themselves will move 1/8". It would appear that the Applicants are not utilizing appropriate design assumptions.

Only if the Applicants were utilizing friction type connections, would I

j their assumptions be proper.

At this time it would be appropriate to bring to the Board's

attention what I believe Applicants are up to. The Applicants, in this Motion for Summary Dispcsition, are addressing the consequences of gaps in bearing type connections. The Applicants have claimed to this Board

on the record (for example, Tr. 5154/18-5154/15, 5161/7-25, and 5208/1-

17) that they utilize bearing type connections in the design of base i

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, 1 plates utilizing Hilti bolts. .But in response to one of Cygna's questions in regards to Hil'ti bolts, the Applicants informed Cygna that they are designed as friction type connections and will not move because they are pretorqued. See Attachment F (copy of the 4/19/84 letter, with relevant attachments, from L. M. Popplewell, Project Engineering Manager, TUGCO, to Ms. Nancy Williams, Project Manager, Cygna Energy Services), wherein Applicants state (bottom of page 9):

"Using our design approach, the Hilti joints, since they are pre-torqued, would perform as a friction joint within their working loads." (Emphasis added.)

This is a complete reversal of philosophy by the Applicants, not presented to the Licensing Board before. At Tr. 5208/1-7, Dr. Chang states that the loads due to pretorquing are to set the wedges and the pretorque value used is too small to be considered sufficient as a friction-type connection.

It is apparent that the Applicants are singing a different song in their response to Cygna. There is no indication within the Phase 3 Cygna Report that Cygna investigated whether or not the Hilti bolts are torqued sufficiently to be considered as a friction-type connection.

One must consider whether or not the statement made to Cygna is true (i.e., the pretorque provided to the Hilti bolts is sufficient to

( consider them as friction connections). The allowable shear force I

assuming a safety factor of 2 can be calculated by the following formula modified from the Applicants' Motion for Summary Disposition on 4

cinched-up U-bolts, page 14 of Affidavit, modified to accommodate the shear force requirement:

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i V = (T/K x D)(.4)/FS where V = the allowable she,ar capacity

.4 = the coefficient of friction between concrete and steel K = torque coefficient = .3 D = diameter of bolt (say, a 3/4" diameter)

T = the applied torque FS = factor of safety = 2 The Brown & Root procedures shown in CASE Exhibit 669B (Attachment to Deposition /Teatimony of CASE Witness Jack Doyle), sheet 10P, for a 3/4" diameter bolt has a required torque of 150 foot-lbs.

The allowable shear value is thus 1/2 ( (150)(12) / (.3)(.75) ) (.4) = 1,600 lbs.

The allowable listed in the PSE Manual for a 3/4" diameter Hilti bolt is 3,693 lbs. or a (3693/1600)(100) = 231% difference.

The above analysis does not include creep effects on the concrete; these effects will decrease the pretorqued value. The coefficient of friction between the nut and the Hilti bolt was assumed to be .3.

Therefore, my analysis is on the very liberal side, and the Applicants'

( statement to Cygna that the Hilti bolt connection is a friction 1

connection is lacking proper consideration.

In addition, when Brown & Root tested the Hilti bolts for i i

compliance to IE Bulletin 79-02 and compared pretorque to ultimate

- load, they neglected to consider an important factor. This factor is that Brown & Root did not measure the load induced into the bolt due to f

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-pretorquing, but rather the ultimate load due to pretorquing in a tension tes,t. To have measured the pretorqued value would have required Brown & Root to measure the displacement of the bolt due to an applied-load. When the bolt first begins to displace is when the pretorqued value is determined.

4 Applic' ants state:

" Consideration of all bolts in multiple bolt, bearing. connections, with bolt hole tolerances equivalent to those used by Applicants, to react 4

shear loads equally is accepted industry practice and is premised on the fact that the inelastic localized deformations that could result I

from self-limiting stresses do not unacceptably reduce the ultimate bolt capacity. (Iotti, Finneran Affidavit at 5-7.)"

I disagree with this statement. As already discussed above, j accepted industry practice does not allow bearing-type connections when the bolt hole is greater than the maximum ~ standard sized hole. The inelastic localized deformations that the Applicants are relying on have limitations that the Applicants failed to address, as shown above; i

1.e., allowable bearing stresses and when bearing connections can and

] cannot be used. Therefore, the conclusion that the Applicants have attempted to make is not complete and violates established code allowables and industry practice.

5. Applicants state:

"The report CASE relied on (CASE Exhibit 1001) to support its contention that at most two bolts may be considered to react shear loads in multiple bolt, bearing connections addressed connections in which bolt hole tolerances from 1.33 times bolt diameter, up to 1/2" for 1" bolts, may be present.

I "These conditions could result in a safety factor for shear displacement of only 1.1. (Iotti, Finneran Affidavit at 9-10)."

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I disagree with the first sentence. As stated above, the.

inelastic deformations that occur with the Applicants' position will exceed established code allowables (i.e. allowables based on load, not displacement) with'these oversized holes the Applicants use. What Dr.

Fisher (referenced in the Iotti/Finneran Affidavit) was addressing was a warning to engineers and designers of the new Code provisions; i.e.,

an allowance for excessively oversize holes in column base plates where tensile forces are not commonly seen, and the shear force is accommodated by the compressive load of the column. With the old Code (i.e., the 7th Edition), no oversize hole was allowed with A307 bolts to resist a shear load. But the new Code not only allows the oversize hole but the hole can be larger because, as Dr. Fisher states, columns are generally not experiencing tensile loads. Therefore, Dr. Fisher provides methods to accommodate connections for columns that do not contain sufficient compressive loads.

I partially agree with the second sentence, to the extent that it is correct when one considers displacement only, and not allowable stress, for a nuclear power plant.

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6. Applicants state:

"In a seismic event, only the first quarter cycle loading could cause ;

preferentially loaded bolts to deflect in shear. '

"For the remainder of the cycles the bolts will equally react the i loading (Iotti, Finneran Affidavit at 13.)"

I agree with the first and second sentences; however, they are not reflective of the true extent of the problem, as discussed in the following.

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The Applicants' example and position is demonstrated in Figure 1

below. At the end of the first quarter cycle loading on a-two-bolt base plate, the bolt that reacts first may deform at the peak of the cycle, as shown in Figure Ib below, as.the Applicants state. And as shown in Figure 1c, the bolt is permanently deformed. In addition to this, Applicants have another flaw in their presentation. They assume that the bolt is behaving in a ductile manner, under a shear load.

This assumption is not consistent with the following statement from NRC Regulatory Guide 1.124 (" Service Limits and Loading Combinations for Class 1 Linear-Type' Component Supports," admitted at Tr. 5901, page 1.124-2, B.1.b.):

3 "The increase permitted by NF-3231.1 and F-1370(a) of Section III for shear stresses or shear stress range should not be more than

. 1.5 times the level A service limits because of the potential for j non-ductile behavior." (Emphasis added.)

Nowhere in ASME NF are the level A servico limits or the AISC Code for shear stress allowed to exceed the yield strength of the material.

Therefore, the Applicants are in violation of the ASME code, as well as the AISC Code, when they allow the bolts to exceed the yield strength 4

in shear and deform.

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1 The above example consisted of a stiff plate and a flexible bolt.

Another condition can also occur, and that is a stiff bolt and a flexible plate, as shown in Figure 2 following.

As shown in Figure 2b, at the end of a 1/4 cycle the original circular hole for bolt A has deformed into an eliptical type of configuration. At the end of the 1/2 cycle, there is now a gap on both sides of bolt A, as shown in Figure 2c below, and there is no bearing between bolt A and the plate. At the end'of the 3/4 cycle, the hole for bolt'B has now deformed into an eliptical type of configuration, as shown in Figure 2d. At.the end of the first full cycle, as shown in Figure 2e below, there are now two permanently elyptical-type holes with gaps twice as large as before the cyclic motion began, and neither bolt A or B is in bearing. If the original gap for a 1" diameter bolt was 1/8", the gap now is 1/4", and this would definitely be considered an oversized hole in that particular direction. This is not allowed for bearing type connections, as Applicants should agree.

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The deformation discussed in example 2 is possible since the AISC-

' Code at 1.5.2.2 allow's the bearing stress of the' plate to exceed the yield strength of the plate in the bearing type connection. 'The

- deformation discussed in example l'(the condition which the Applicants cite) is possible, but would conflict with Regulatory Guide.l.124. And I

nowhere in the AISC Code is the bolt stress allowed to exceed the yield strength in shear.

4 Example 2 is realistic when one considers the A307 bolt / tube steel / Richmond insert condition. When the axial force from the tube steel member is transferring this axial' load to the bolt by means of j

shear, the NRC Special Inspection Team (SIT) (as well as the

! Applicants) claimed that approximately 85% of the axial force being transferred as shear is in the flange of ' the tube steel member closest to the concrete. The thickness of the tube steel is at most 1/2" thick and the bolt is 1-1/2" diameter (minimum) for supports,within the i

containment. The bolt is designed for an allowable stress value equal i to 10 kai (from Table 1.5.2.1 of the AISC Code, 7th Edition), yet the allowable bearing stress of this thin tube steel member has an allowable of 48.6 kai for yield strength equal to 36 ksi. The i allowable capacity for a 1-1/2" dinneter bolt is equal to 17.67 kips.

Due to the high allowable for bearing stress, the allowable force for

]

the tube steel member is equal to 36.45 kips. This high allowable will permit deformations for the bearing type connections when cyclic loads

-are not a consideration. For this-reason, example 2 shown above is more realistic for the supports at Comanche Peak than the Applicants' 4

example and position. In either case, the gap is an unacceptable j

19 e

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-- -- , ,,,,,m -------np , , , . , , - , ,

,,t. .. ,---- - , v- ,,4 ,,a,,4 p--,- --.

.-------,-ey

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' condition for a dynamically loaded structure, and is not permitted

~under the AISC Code, Section 1.15.12 discussed in item 1, page 3, of this affidavit.

7. Applicants state:

"The effect of gaps in seismic analyses cannot be defined in absolute terms. The effect is dependent en many factors, including the nature of the excitation (magnitude and distribution of frequencies), and the size, orientation and number of gaps. (Iotti, Finneran Af fidavit at 13-14.)"

As indicated on page 14 of the Applicants' Affidavit, the existence of gaps in bearing type connections is a very complicated issue by the fact that non-linearities introduce additional impact loadings, as well as impact damping, and as the Applicants stated:

" Clearly, consideration of such effects would require complex analyses I

which depart from accepted practices." (Page 14 of Affidavit.) Not-only do I agree with this statement, but the AISC Code has recognized the complexity of the gap in bearing type connections due to cyclic i

loads. Paragraph 1.15.12 Field Connections requires high strength bolts for supports which produce impact or reversal of stress, as discussed above in Answer 1, page 3 of this Affidavit.

Therefore, the complexity to which the Applicants refer is their 4

own doing. The Applicants decided to use bearing type connections with low strength bolts, cud consequently are now attempting to justify their erroneous decision. The Applicants have resorted to crying on the Board's shoulder about how complex it would be if they were required to analyze the supports as they now exist.

20 i l

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

r-

8. Applicants state:

" Imp'act damping also occurs in seismic events where gaps are present. '

"To account for this damping, however, would require consideration of effects that require complex analyses which depart from accepted design practices. (Iotti, Finneran Affidavit at 14.)"

I agree with the first sentence.

I agree with the second sentence, as discussed above in answer 7.

However, I disagree with their back-up statement on page 14 of the Iotti/Finneran Affidavit, that the impact damping values would be greater than those specified by Regulatory Guide 1.61, for the following reasons: If the Applicants' position is that a higher damping value would be allowed for bearing type connections, it is obvious that Regulatory Guide 1.61 does not allow bearing type connections for cyclic loads, or it would have been listed as a specific item, with a higher damping value. But since bearing-type connections are not common industry practice for seismically qualified supports, Regulatory Guide 1.61 did not list it. Therefore, the Applicants' conclusion that a higher damping value should be allowed due to the bearing type connection would conflict with Regulatory Guide 1.61, as well as the AISC Ccde (to which Applicants are committed.)

9. Applicants state:

" Material damping will take place as the gap is transversed without a corresponding feed of energy from the seismic event.

"This is a beneficial effect for the seismic response of the system.

(Iotti, Finneran Affidavit at 14-15.)"

21 l

F

.; ~.

I' agree with the first sentence, as far as it.goes, and if one is not concerned with the inelastic behavior and unpredictab'le behavior of

~

the connection.

I disagree with the second sentence, because you lose the ability

-to predict the' response of the system; you do not know where supports will be moving due to the bearing type connection; you do not know +

which supports will have the inelastic deformations of the bolts.

10. Applicants state:

"Each of the factors. discussed in Findings 7-9 cannot be accounted for in the typical linear response spectrum analyses, as are used at Comanche Peak. (Iotti, Finneran Affidavit at 15.)"

I agree with this sentence, but that does not necessarily mean that the Applicants' position is a correct one. To begin with, IE ,

Bulletin 79-02 required the Applicants to perform tests on expansion anchor bolts. The Applicants neglected to measure the amount of displacement that occurs at the allowable shear value. This is the Applicants' own negligence.

Another important factor which the Applicants were negligent on is the use of the Richmond insert /A307 bolt / tube steel connection. 10 CFR 50.34(a)(2) states:

"50.34 Contents of applications; technical information

"(a) Preliminary safety analysis report. Each application for a construction permit shall include a preliminary safety analysis report. The minimum information to be included shall consist of the following: ... '

"(2) A summary description and discussion of the facility, with special attention to design and operating characteristics, unusual or novel design features, and principal safety considerations." (Emphasis added.)

9 22 l

_-_,,___._._--_u..._-__-__._____..__ _ _ _. _ _

__ __ ~ ._. . . _ _ _ __ m. _.. . _ _ _ _ .

, . j 1-

' ~

This R1chmond insert /A307 bolt / tube stee1 connection is not mentioned in the Applicants PSAR, although it is unusual and novel, as I have stated and.the Applicants' own witnesses.have admitted. (See Walsh,.Tr. 3145/6-3146/8; Krishnan, Finneran, Scheppele, Raedy, and Chang, Tr. 5061/18-5065/8.)-

In addition, during the 7/3/84 meeting in Bethesda between the NRC Staff and Cygna Energy Services. regarding the Cygna Phases 1 and 2 Independent Assessment Program, during a discussion between the Staff's Mr. Terao and Cygna's Ms. Williams, Mr. Termo also indicates that he

recognizes that this is an unusual and novel design and points out the importance of the design organization's (such as Gibbs & Hill) having followed ANSI N45.2.11, Section 6.2, which states

The extent of the design verification required is a function of the importance of the safety of the item under construction, the 1

complexity of the design, the degree of standardization, the state of the art, and the similarity with previously proven designs."

Mr. Termo discusses examples of an unconventional design, then states (7/3/84 Meeting Tr. 57):

"I don't really see that there's a problem with Richmond inserts,

) just like there is no problem with the modeling of dual function i restraints, in other words, just the Richmond inserts alone, taken by themselves, there's no problem.

"But it has to do with the design considerations that go along with it. And one of design considerations is the use of the tube steel with the holes in it as anchorage for the Richmond insert."

(See full discussion, 7/3/84 Staff /Cygna meeting Tr. 50-57.)

1

! 11. Applicants state:

! "Each of the factors discussed in Findings 7-9 can only be accounted I for with difficulty by performing nonlinear time history analyses.

l -(Iotti, Finneran Affidavit at 15.)"

5 23

I agree with this statement. Based upon this statement by itself, it would seem reasonable that the Board require the Applicants to I either perform the non-linear time-history analysis which .they reference above or utilize a friction-type connection in the supports that are already constructed. But, as discussed in answer 12. below, the utilization of a friction-type connection would validate the assumptions the designers used in their original analysis.

12. -Applicants state:

" Identifying the effects of gaps by comparison of the results of nonlinear time history (with gaps) and response spectrum (without gaps) analyses is difficult and .one may not discern whether particular results are attributable to differences in individual variables or assumptions or the analytical te'chniques themselves. (Iotti, Finneran Affidavit at 15-16.)"

I agree with this statement. From what the Applicants have just stated, it would appear that they must be required to install at all supporting connections a friction-type connection to validate their original assumptions, and to have them fabricated as friction-type connections. The Applicants may, in the future, state that their being required to redesign their supports for friction-type connections would be costly (in the hopes that the Board will give then yet a third chance), but as stated above in the previous answers, the Applicants should have done it right to begin with.

13. Applicants state:

" Comparison of the results obtained by response spectra analyses and nonlinear time history analyses which simulate actual gaps in systems show that 24

i

^

. l l

"a) the seismic response spectrum method, which ignores the nonlinearities, is more conservative than the non-linear time domain method (which includes gaps), and "b) the e'ffect of gaps on reduction'of response frequency is negligible due to the transient nature of the seismic acceleration loading."

"(Iotti, Finneran Affidavit at 16-17.)"

I disagree with Applicants' statements, because if what Applicants state were true, the AISC Code would allow bearing type connections in dynamically loaded structures and supports -- it does not. If the Applicants wish to use the nonlinear time domain method (which includes gaps) to be less conservative than the response spectra method, that would be their option; but as stated above in answer 12, this is not reali n' tic.

(

In summary, I believe that the Applicants did not properly consider the e'ffects of gaps in the initial or final (i.e., vendor certified) design of pipe supports. The AISC Code does not allow bearing type connections in supports where there is a cyclic type load.

The Applicants 6n the majority of their supports, have cyclic type loads. They utilize bearing type connections and are therefore in conflict with the AISC Code (to which they are committed). The Applicants rely on references to inelastic deformations to justify their position but omit the consideration of fu.11 cyclic loads in the inelastic deformation discussions. They depend on damping factors that are not recognized by the NRC in Regulatory Guide 1.61 for a 25

'., .c c'

9 9

.; i ;

justification, af ter the fact, of their negligence. Because of these

, gaps, the Applicants are not able to predict how these systems will' i react.to imposed loadings.

If they planned'to use this unusual and unique design,. Applicants should have . initially included it in their PSAR - they did not. They freely admit that_it would be difficult to properly analyze the as-built condition of the supports as they now exist. And finally,

. Applicants state that the gaps that do exist at Comanche Peak in pipe supports (which I believe are in violation of the AISC Code) are more conservative than the Code requires the Applicant to comply with. In essence, Applicants are trying to convince the Board that not complying with the AISC Code is conservative. I do not agree. r Attachments:

i Attachment A " Structural Design Guide to AISC Specifications for

! Buildings," by Paul F. Rice and Edward S. Hoffman, pages 264 through 271 - (see answer 1, page 2)

Attachment B -- 59 drawings (received on discovery re: Applicants' Motion for Summary Disposition regarding generic stiffnesses), demonstrating

reversible loads - (see answer 1, page 5)

Attachment C - Copies of an example of the Material Identification Log and associated-hanger drawing for support H-BR-2-5B-001-009-3, regarding Applicants' practice re: inspection of bolt holes in base' plates --

(see answer 2, pages 8-9)

Attachment D - 3/9/84 TUGC0 Office Memorandum to Distribution from Jerry C.

Walker,

Subject:

Resolution of QAI-0001, and attached 2/22/84 TUGC0 Office Memorandum from Boyce Grier to Antonio Vega,

Subject:

Investigation of Allegations QAI #0001, regarding allegations of oversize bolt hole - (see, answer 2, pages 9-10)

Attachment E -- PSE Manual,Section V, Hilti Concrete Anchor Bolts, Rev. O, 1/8/82, page 8.of 10, Figure 6, re: allowable load for Hilti bolt -- i

(see answer 3, pages 11-12)

! Attachment F - 4/19/84 letter with relevant attachments, from L. M.

Popplewell, Project Engineering Manager, TUGCO, to Ms. Nancy Williams, Project Manager, Cygna Energy Services, advising Cygna that Hilti l joints perform as a friction joint - (see answer 3, page 13) i I

26 I

.c._ _ . _ _ _ . _ , _ , _

., . _ . . . . . _ _ . . - . - . _ . . . . . _ , . . . _ . . . _ _ _ _ , , . -e _ ..__ . ,_ .._ , _ ,. _. ....a _ . . . ~ . .

.f ' x j

- The preceding CASE's Answer to Applicants' Statement of Material Facts !

As To Which There Is No Genuine Issue was prepared under the personal direction of the undersigned, CASE Witness Mark.Walsh. I can be contacted through CASE President, Mrs. Juanita.Ellis, 1426 S. Polk, Dallas.. Texas 75224, 214/946-9446.-

My qualifications and background are already a part of the record in these proceedings. -(See CASE Exhibit 841, Revision to Resume of Mark Walsh, ,

accepted into evidence at Tr._7278; see also Board's 12/28/83 Memorandum and Order (Quality Assurance for Design), pages 14-16.)

I have read the statements therein, and they are true and correct to the best of my knowledge and belief. I do not consider that Applicants have, in their Motion for Summary Disposition, adequately responded to the

~

issues raised by CASE Witness Jack Doyle and.me; however, I have attempted to comply with the Licensing Board's directive to answer only the specific

statements made by Applicants.

'W -

i (Signed) Mark Walsh 1

J I STATE OF. TEXAS On this, the } day of O A LGted , 1984, personally appeared Mark Walsh, known to me to be the'persdn whose name is subscribed to the foregoing instrument, and acknowledged to me that he executed the same for,the purposes therein expressed.

Subscribed and sworn before me on the

/M day of -U(/ &

1984. d k 44.Y N51iary Public in and'for the SAMUEC W. N of Texas My Commission 13185 <

My Commission Expires: '

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3 RELATED C . ,- y;DET:CATTACFfiENT A -

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l ,,," Structural m C'"'DesignGuide

~

toAISC Specifications forBuildings Paul E Rice Edward S.Huffman l

VAN NOSTRAND REINHOLD COMPANY

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This book is intended 1 Van Nostrand Reinhold Company Regional offices:

tine designs with the spe

, New York Cincinnati Atlanta Dallas San Frhacisco steel and joist const,ructi Van Nostrand Reinhold Company International Offices: Each new AISC Speci:

tendon Toronto Melbourne language for safe struct I

Copyright c 1976 by Litton Educations! hblishing.!sc. l pludc %, ed m economy of material wt Library of Congress Catalog Card Numbct: 75-40491 design calculations.

ISBN: 0 442 26904-8 The increasing compt.

. for design. Computer be reproduced or used in any form or by any means-graphic, electronic, or however, and computert mechanical, including photocopying, recording, taping. or information storage {

and retrieval systems-without permission of the pubh This Guide does not i

the Manual of Steel Ct Manufactured in the IJnited States of America mentasy, shows how to hblished by Van Nostrand Reinhold Company Manual

11 C0""'I8 #

450 West 33rd Street. New Y.ork, N.Y.10001 to direct design. It pt design.

Published simultaneously in Canada by Van Nostrand Reinhold Ltd.

Tables 31 and 3 2 p 15 14 13 12 11 10 9 8 7 6 5 4 3 2 AISC equations for all beam section, or solut:

about three minutes.

S on r i Library of Conyees Cataloging in Publication Data Rice, Paul F 1921 frames, composite cor Structuraldesign guide to AISC specifications for based on structural sti bendings.

cussed to aid the str includes bibliographical references and index. specifications.

1. Structuraldesign-Handbooks,inanuals,etc. gt is assumed that use

2. Building-Contracts and specifications. I. Hoff-man. Edward S 1920- joint author. II. Title. as well as the terms ar TA658.3.R52 690 75-40491 requirements in the or ISBN 0-442 269044

~

lt is not intended in ti in the AISC Handbook, presentation of a wide i search in this area, (See explanations and illustra overlooked or troublesos able interpretations to n extension of such interp been desirable to extend plate connections were CONNECTlONS e er Code. During theinteri er-revised to a;;ree with the Rivets, Pins, and Bol-Rivets and Pins. The re years ago and were in been directed toward there has been little ch:

the requirements fer, ar General in little need for interr The latest AISC Specifications permit a wide variety of connections. The basic require- available under ASTM ment, appropriate with the' sophisticated combinations of different types of steel to be are given in taw d connected, different design requirements of connections, and different means of connec- (1.14.2); computeti as t l tions, is a performance requirement consistent with the overall development of the diameter of the n, vet ho Specifications. This requirement states simply "...that the design of connections be The use of pin conni consistent with the assumptions as to the type of construction...."(1.2). Each of the m dern steel building, .

detailed requirements for the design of connections simply builds upon this basic require- ing special design. The ment. By implicitly or explicitly requiring that the design of a particular type of connec- unchanged from previot tion be consistent with the design assumptions as to the type and amount of force to be Perhaps the most use transmitted, and rotation capacity (or ngsdity) consistent with the rotation assumed alterations or additions necessary to develop the connection forces, the basic performance requirement is construction, bearing-t.

completed (1.2).

(1.15.10). If used in c The Specifications explicitly recognize inelastic behavior in connections of members strengthening existing <

designed as clastic: " virtually unchanged" angles at the joints in rigid frames, "non. place loads,and the nes elastic" deformation of parts of connections in Type 2 and 3 construction, and gotts. Bolts may be cl.

" inelastic rotation" for wind connections with Type 2 construction (1.2). Elastic be-A325, for F, = 40 ksi,;

havior in the connections of members under plastic design is implicitly recognized (2.1).

(A307) bolts are usabl NOP' may be designed for eit The use of ordinary For the purposes of this Chapter, connections are most conveniently considered as classified on two bases; (1) materials used (rivets, bolts, pins, or welds), and (2) the as- The allowable stresses sumed behavior of the connection (design requirements: rigid, semi-rigid, or plastic for 10 ksi (1.5.2.1). The fectively rules out the moment; shear transmission only; tensile or compressive force only; or combinations).

in addition to forming joints between twc or more steel members or parts of members, fg in. larger than the n fill out the hole like a connections are required to elements composed of other structural materials. For Som-posite action with concrete elements not bonded by encasement, shear connections are ng may not be assum in addition, low-streng required (1.11.1). Shear connections may utilize specially designed shear connectors or standard welded stud connectors (1.11.4; 1.4.6). For connection of steel column column splices in all bases to transmit any direct tension or shear, anchor bolts a e required (1.22).

where widthfheight <

264 1

b CONNECTIONS P15 4

It is not intended in this chapter to duplicate the design aids, detail data,and exampas in the A/SC Handbook, Part 4 Connections. Equally, space limitations do not permit presentation of a wide range of examples to illustrate even the recently published re.

search in this area. (See " Selected References".) Rather, the purpose here islimited to explanations and illustrations of all applicable Specification requirements that might be overlooked or troublesome in routine work. This aim will include indication of reason-able interpretations to resolve apparent conflicts or ambiguities in the Specifications,and y

extension of such interpretations where the Specifications seem to have omissions. It has been desirable to extend this aim somewhat in that design aids for bearing plate and base plate connections were included as well as an extension of concrete bearing connection design to cover an apparent gap between the AISC Specifications and the ACI Building Code. During the interim between preparation and publication, AISC specifications were revised to agree with the latest ACI Building Code.

Rivets, Pins, and Bolts Ripets and Pins. The requirements for the use of rivets and pins were established many years ago and were in many AISC Specifications. Since most of the late research has I been directed toward welded, and more recently high. strength bolted connections, there has been little change in the Specifications for the use of rivets. Familiarity with ,

the requirements for, and a sharply reduced use of, rivets in building construction results ~

in little need for interpretations of these Specifications. Rivets of Grades I and 2 are

s. The basic require. available under ASTM A502 (1.4.2). Allowable stresses (for tdnsion and bearing only) 8 types of steel to be are given in Table 1.5.2.1 (1.5.2.1). Net sections for tension members must be used bnt means of connec. ! (1.14.2); computed as prescribed (1.14.3);and allowance of Igl in. made plus the nominal development of the diameter of the rivet holes (1.14.5).

of. connections be The use of pin connections, originally popular in truss construction, has declined in

," (1.2). Each of the ' modern steel building, and is usually encountered only for very special situations requir-mn this basic require. ing special design. The general requirements for the use of pins are brief and essentially lar type of connec. l unchanged from previous Specifications (1.14 6).

unt of force to be Perhaps the most used application of these Specification requirements today will be in e rotation assumed alterations or additions to existing buildings in which rivets or pins were used. For new once requirement is construction, bearing. type connections can not be assumed to share stress with welds (1.15.10). If used in combination, the welds must be designed for the entire stress. In lections of members strengthening existing construction, bearing connections can be assumed to carry the in-place loads, and the new welds designed only for the additional stress (1.15.10).

rigid frames, "non. (

3 construction, and j Bolts. Bolts may be classified by strength as (1) low, A307, for F, = 20 ksi;and (2) high, 1

A325, for F, = 40 ksi, and A490, for F, = 54 ksi . . (1.5.2.1). The ordinary low strength futly(re.2).

cognizedElastic (2.1). be. (A307) bolts are usable only in bearing connections (1.5.2.2). The high strength bolts may be designed for either bearing or friction connections (1.5.2.1).

l i The use of ordinary (A307) bolts is limited by a number of Specification requirements.

!cntly considered as aH wa stresses are I w: t n , = 20 ksi on the threaded area; and shear F, =

alds), and (2) the as-10 ksi (1.5.2.1). The slip before full bearing is achieved on a group of ordinary bolts ef-ii-rigid, or plastic for '

fectively rules ut the sharing of stress in a mixed connection. lloles are to be taken as y; or combinations) lg i

in. larger than the nominal diameter (1.23.4), and the ordinary bolt does not expand to 3r parts of member i fill ut the hole like a driven rivet nor can it be used for dependable friction. Stress shar-materials. For 9om. ing may n t be assumed between ordinary bolts and rivets or welds (1.15.10; 1.15.11).

hear connections are In addition, low. strength bolts are not permitted in important field connections including wd shear connectors c lumn splices in all buildings with H> 200 ft., and where width / height <0.25; also fon of steel column where width / height < 0.40, for H > 100 ft.; beam. column or column-bracing connections d (1.22). 1

288 STRUCTtNIAL DESIGN GUIDE TO ABSC SPECIFICATIONS FOR BUILDINGS where H> 125 ft.1 frames carrying cranes with more than five-ton capacity;and connec- and the member connecte tions subject to vibration, impact, or stress reversal (1.15.12); nor for flange to-web nor to accommodate the nece-cover plate-to-flange connections of built-up girders (1.10.4). and the selection of the co High strength bolts (1.16.1) and welds are considered essentially equivalent as connec- As previously noted, wi tions, and, for friction type joints assembled prior to the welding, the high-strength bolts quired as a mixed conne may be assumed to share stress with welds in a mixed connection (1.15.10) or with rivets required prior to the weld (1.15.11). Gross sections may be used for the design of compression members (1.14.2), also important, though n and for the flanges of both built-up and rolled shape girders provided the area of holes is generated in the operath equal to or less than fifteen percent of gross flange area (1.10.1). For tension members strained, leave correspond net section area is the basis of design (1.14.2). In friction type joints resisting direct local inelastic yielding, b tension, the shear stress permitted with hl. .trength bolts must be reduced (1.6.3), warping and lamellar tear 570tted Holes for Bolred Shear Comsections. The use of short-slotted holes is permitted

P n under 1974 AISC Specification for " Structural Joints Using ASTM A-325 or A 490 ti ed Bolts," Section 3, subject to the approval of the designer. They can be used in either pected, stress relief by h friction type or bearing type connections, provided a washer is installed over the hole. service is not provided un

.g.he use of a pmper n I,The long (ornormal d" longerhole in the size fordimension).

horizontal a {" $ bolt isthe While @,",whereas a that Specifications state short slotted hole is M deep by same can also be specif the hole can be either vertical or horizontal, the authors suggest only the horizontal Particularly with thicker slotted method be used. End clip holes only would be slotted,not the holes in the con- restrained and the result nection beam or column., See sketch, a full scale view of the end clip holes and bolt re- should be given to the '

lationship for a typical & thick web.

E*

The advantages to this system are many, several of which are: ["" ;,

1. Greater erection speed with less field 'L94, G., 5/16"usab the entire connection d economical to specify a 1 buming of misaligned holes. on cup t. ~ ~

2. The use of one size clip angle with a a Holes

Connection Desi'gn I

set gauge will accommodate web thick.

ness fmm 37 to 57

3. The reduction in sizes of clips to

( ,

3

/ Bolts sg*x l-

) Classification. In addith connections, certain art fabricate and stock should help established. All connec SP on centers _; s port not less than s

4. e spee 5-f erection (and elimina.

tion of mill web thickness tolerance members, all at allowab problems) should help reduce cost.

Short-slotted holes layout members are to be desis for cl,ip l.s. . shear connect. ion (1.15.2). These minimt Welds oflight members such :

bers are required to me General. Full penetration groove-welds can be designed for full development, same the minimum six kips stress as the base metal (1.5.2.1), by selection of the specified matching electrode and strength of the member welding process (1.17.2). For all fillet, plug, and slot welds, and partial penetration truss in which the mim groove welds, reduced permissible stresses upon the effective throat area (1.14.7) are I ad for open web stee specified (1.5.2.1). In no case may the stresses exceed that for the base metal,or if dif-design stress or half th ferent,the weaker base metal (1.5.2.1).

Joists; Examples.)

Speelal Considevtlons. A number of minor special considerations arise in the specifica- As roted previously, tion of welding. Generally, net sections are not a consideration except for plug and slot methe d or the design '

welds in which the gross area of the holes is deducted to check the fifteen percent maxi

the transmission of she mum allowed (1.10.1; 1.143). The Specifications require preheating for various con- bers connected and tra ditions, including all work when the temperatures are below 32*F (1.23.6). Except for single. and double-angle or similar minor members, welds are to be laid out to avoid ec- ,

centric axial force or such eccentricity must be considered in the design of the connection 3973,

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--._______________a__.

_ _ ..-. m -

. ..m..- - m SUILO4NGS s CONNECTIONS 267 capacity;ar.3 connec- and the member connected (1.15.3). For the usual sMar connection requiring flexibility f r flangoto+n nor to accommodate the necessary simple.end rotations r'.surned, the locations of the welds and the selection of the connection elements must be .mordinated (1.15.4).

equivalent as connec- As previously noted, where welding at high. strength bolted friction-type joints is re.

he high-strength bolts quired as a mixed connection with shared stress, the fmal tightening of the bolts is

.15.10) or with rivets required prior to the welding. The sequence of completing purely welded connections is on members (1.14.2), also important, though not explicitly covered by the Specifications (1.23.6). The heat ed the area of holesis generated in the operations of welding creates intense shrinkage strains which, if re.

(

Fer tension members strained, leave corresponding residual stresses (1.23.6). These stresses can be relieved by joints resisting direct local inelastic yielding, but where local inelastic yielding is also restrained or limited, educed (1.6.3). warping and lamellar tearing

may result. For many welded assemblies, the simple pre.

ed holes is permitted caution of a spectiled sequence of welding may be employed to balance the strains and to TM A.325 or A.490 av id warping. Even after this precaution, certain complex assemblies may be expected can be used in either t retain adverse residual stresses. For cases where this condition is anticipated or sus-led over the hole. pected, stress relief by heating must be specified by the Engineer (1.23.6). (Note: this d hole is Q" deep by service is not provided unless it has been specified and will normally be an added cost.)

cifications state that The use of a proper sequence to avoid creation of shrinkage stresses or to minimize cnly the horizontal same can also be specified in many connections where lamellar tearing might occur, the hol:s in the con. Particularly with thicker sections, where both the direction of the shrinkage is completely clip holes and bolt re. restrained and the resulting stress is normal to the surface of the section, consideration should be given to the welding sequence. If the condition can not be eliminated by a practicable sequence as a first choice for a solution, it may be possible to relieve the strains without developing large stresses by use of soft wire " cushions" or by revision of

= M*/web

~ the entire connection detail. At least for simple cases it should, of course, be more

. , economical to specify a particular welding sequence. (See Examples this chapter.)

Hsics

sg Connection Design I

Class //fcation. In addition to the general requirements previously cited for the design of

. connections, certain arbitrary minimum design requirements for connections have been

=

l established. All connections for members carrying calculated stress must be " designed to contors _; support not less than six kips" (except lacing, sag bars, and girts), presumably six kips shear in flexural members, six kips tension in ties, and six kips bearing in compression to layoe members, all at allowable stress levels (1.15.1). Eccentric connections of axially loaded

. members are to be designed to transmit the resulth.g moments as well as the axial force 2 mnech.on (1.15.2). These minimum requirements naturally become most significant in the design i of light members such as axially loaded members in trusses. Connections for such mem-development, same bers are required to meet an additional requirement that they transmit the design load or tching electrode and the minimum six kips, whichever is larger, and develop at least half of the effective i partial penetration strength of the member (1.15.7). Note: joists are regarded as a special very limited. size

-st area (1.14.7) ne truss in which the minimum connection capacity is simply specified as twice the design b:se metal, or if dif. I ad for open web steel joists (4.5); or for the longspan and deep longspan joists,as the I design stress or half the allowable strength of the member (103.5b). (See Chapter 4:

Joists; Examples.)

rise in the specifica.

As noted previously, connection types may be classified on the basis of the connection spt for plug and slot method or the design function. Broadly, connections may be described as fierible (for Ifteen percent maxi.

the transmission of shear only,1.15A),or rigid (maintaining the angle between the mem-ing for various con.

bers connected and transmitting full moment capacity of the most flexible element at the 1.23.6). Except for la t av id mmentary on llishly Restrained Welded Connections" Engineering /ownel, AISC,10, No. 3,

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

(. .--y -

2%

[;. ..-

_1

} .

288 - STRUCTURAL DES 4GN GutOE TO AISC SPECIFICATIONS FOR BUILDINGS joint as well as the shear,1.15.5), or semirfgfd(transmitting a pre. determined fraction of T -- p' the full moment capacity as a rigid joint and further loads in shear as a flexible joint with corresponding angle change to supply rotation for the additionalloads,1.15.5; 1.2).

Flexib!: Comsections. " Flexible" connections are designed to transmit shear without /

exceeding allowable unit stresses on the connectors as a group or the connection as a whole. The use of an average capacity for each of several connector elements sharing the total load is justifled by allowing self-limiting localized stresses determined by an elastic In last.

plates :

Joint analysis to exceed the yield point and create inelastic localized deformations of the connector materials, or by inelastic deformations of the connection elements (I.15.4). ginnine The simplest examples of localized deformation occur in the assembly of bearing. type tinuine bolted connections where the cumulative tolerances permitted exist on (1)out.of.round s 2' '*3' in the bolts, (2) oversize holes (k"), and (3) center to. center location of the holes in the in all different elements connected. The extreme degree of such inelastic action occurs with a FIG.5-2 Self Lir two-bolt bearing type connection where one bolt is loosely fitted and one is very tight.

Until the material of the connected element surrounding the loaded bolt or the bolt yields and deforms (+d"), the load is not shared and a 50 percent adjustment will be developed i as the load increases. For larger (and thus more important) members, more bolts or rivets fi will be required and the degree of adjustment required on each will be less. lesser adjust. d I ments are required for a long line of bolts or rivets intended to share stress equally. Even p if perfectly fitted, yielding and inelastic deformations occur, maximum at and beginning f f at the first loaded bcit or rivet, and decreasing to a minimum at the last. (See Figs.51 [ ts -

j F-Face of Suppert k "

8.- t- ~I-- ,. 2 M A i l*e W ,a pb1

-- 1

. -4 ;

e g } !hw I

o

g. s f ,

'~~ "

o ft y 7

J l l l

.L5

/ b u

+t d, 3 Y 3:-Q t

y 3 O m I W 2 FIG.5 3 Self Limi-1 L e 3" / " Angles.

r !

.a .

~

g#--r e

use of an average sl j f bl= V/Dt until (6 7g 6 bot)=l/16* served in one series

{ l kp + 6 bot) increase until fbi

UM

Ib2 limits correspondin

! mately the same for FIG.51 Self. Limiting, Localized Deformations-Two Bolts. Figure 5 4 presents reported from thesi and 5 2.) After this localized inelastic adjustment in the connectors for shear trans. "s" (see Fig. 5 3) mission, consider the inelastic adjustments that occur to reduce the " clastic theory" support. Coping t moments. and required angle inelastic deformation in the connection elements, typically angles, will occur and re. deep connections.

{

duce the restraint which would transmit moment. The common double. angle shear bear. For Type 2 const ing connection is extremely stiff longitudinally for the transmission of shear, and it design drawings; al depends upon the minor inelastic bearing deformations around each fastener to equalize capacity for the se l the shear stresses in the fasteners. The same double. angle member is relatively flexible signed for one half

- and will twist to permit a relatively large angular rotation reducing moment transmission.

(See Fig. 5 3.) i go .g.,,,so, .

, Experience and tests confirm the practical assumptions of shear transfer only and the neerins/ournal AISC e

{.j{ j f h h .O f.Yr: f'* > ^ k $ [.'II. [ :. I k h.[ h N.;'. h . h '(( .. h[ h.h:

. . . a . . . ~ . . . . , ;., w .. . , .. .... . . . . < : ., , . . . .. .. .. . . ,

p Eult.CINGS CONNECTIONS 269 etermined fraction of as a flexible joint with 7: i

' !T a

s.1.15.5; 1.2).

transmit shear without '

lo46oo oooool or the connection as a Ss 3: Ss 54 for elements sharing the Otermintd by an clastic Inelastic dernrmations occur successively in ena d dIformations of the plates at enen fastener and in the fastenecs, be-lon elements (l.15.4). ginning and largest at the first loaded, arid con-embly of bearing-type tinuing until the elastic strains in the spaces 8 pt on (1)out.of.round 1' -

s , s , and su become proportional to equal stress

, tion of the holes in the ;

inalffasteners.

71c action occurs with a

and one is very tight. FIG.5 2 Self Limiting Deformations-Axial Stress on Line of Separate Fasteners.

bolt or the bolt yields nt will be developed s, more bolts or rivets I gFace of support i be less. I. esser adjust.

e stress equally. Even 44t_ -

-A

{:" ~

stum at and beginning

"'"}

(gQ i

he last. (See Figs. 51 g g ,

y , -r ,

, w e .w: s : ~

k e ge

M ! -

4, .A.d until s e o

-.fa- s -

g, = end stosent . ML

.4 ( 4 N Z I

$=endrotation l 5 = space, bottom riante g to race or ttie support M FIG.5-3 Self. Limiting Deformation (Twist) in the Connection Elements LlL) Two P

Angles.

lig use of an average shear stress per unit weld or separate fastener. The actual rotations ob.

Ib2 served in one series range from 0.84 to 0.97 times <>e, the " simple beam rotation." These

! limits corresponding to moments ranging from three to sixteen percent were approxi.

Bolts.

h; mately the same for a single end plate connector or the common double angle connector.'

I Figure 5 4 presents the usual device for an approximate analysis. An additional caution reported from these tests is that the moment stiffness increases abruptly when the space eors for shear trans. , "s" (see Fig. 5 3) closes and the lower flange transmits compression to the face of the phe " clastic theory" support. Coping the bottom flange where a quick analysis of the proportions of depth l and required angle change show the usual clearance to be inadequate may be desirable for s, will occur and re. deep connections.

Ale. angle shear bear. For Type 2 construction (flexible connections) all the reactions should be shown on the hn of shear, and it design drawings; alternatively, only those exceeding one half the tabulated uniform load I fastener to equalize capacity for the sections used, together with a general note that connections shall be de.

)s relatively flexible signed for one half the capacity unless otherwise noted, shou!d be shown.

@ ment transmission.

onsfer only and the tNonnent-Rotation Characteristics of Shear Connections " Kennedy, October,1969,6 No. 4.Ensi. ;

neergns/ommer, AISC.

l 1

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270 STRUCTURAL DESIGN guide TO ALSC SPECIFICATIONS FOR BUILDINGS T

E E.M.=wf 8/12 i' .Beamline.4=wgg m-f8 Mt Mp h.

y a

? Typical Ronge for 21s .(JL) j Connections ,

i c M 4 Curves ~ f.- - 0.84 +,1o 0.97 +.

i '

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o Range M=0 3

(

tb gui =1:6Y$ N _

P po Rotation, $ -

O

I i M =wi'/12 M,= end moment in Connection

'] * ~

a Mescenter of span M FIG. 5-My / My= yield M 1

Ri ,.

W &=(2My f-Mf)/6EI and the " rigid" co i determined end rr s @ M e= wih2 = M y velop the yield n h %4-

C*fYI4 practical cases wh required, the exce

& M=M y hinges only *i!! fc :

i f (Mc= My more rotation cap -

x pte$nble

. @L,$y Masonry Bearir 0 W ~ ~ ' ' ' ' -. . g'8 General The All 0 a5+ 4 on masonry and l regulations (1.5.!

Line@@:M.= My 1.ine@@: M,= My low allowable st block, and hollo FIG 5 4 Uniformly Loaded Elastle Beam Line-Rotations at Connection.

terials. Values si tion is therefore

' Rigfd Conn.ferions (Type I construction). The AISC Specifications requirement is quite and brick laid ir realistic: that rigid connections hold the original angles " virtually" unchanged (1.2). This of the inssonry I requirement in elastic design is usually satisfied by connections designed to develop the tional associatio full section of the flexural member or the full moment at yielding of the more flexible AISC Specificat member connected. It will be noted from Fig. 5 4 that the rigid frame analysis (4 = 0 at fractions of the the allowable stress) may be satisfied by such a connection which would have a very small ec nomy. , Tl rotation at 0.66 to 0.60F y, but would be capable of a significant rotation at yielding of codes. For oca the flexural member (line A B). mend the use of A diagram similar to Fig. 5 4 but with point A representing an end moment, Af, = Af,,

jj 4 and point C, a center span moment, Af, = Afp ,can be prepared for plastic design. Connec- g,,,f,g j

tions capable of achieving full collapse load (hinges at both ends and center of span) beam bearing p t would be required to reach 4 = 0.5+e, point B. The simpler concept of "plaatic redesign," where only end hinges are required to form at the factored load,would require connections with a somewhat less rotation capacity, alongline A.B. See Fig. 5 5.

1 SemiR/g/d Connections (Type J Construerion). (See Fig. 5 4.) Ideally, the semi rigid *Au mortars utG

,3 asupplement N connections for Type 3 construction will behave elastically between the 4 = 0 ordinate

' -" - - = ' i .J <s .5 l ll y

T,'

CONNECTIONS 271 It.CINGs ,

L Bearn Line M e \@@,M.= M, .e ,

M p3 -

.Me Mp f) 4 yicns -

N

@d'

~

Me=Mp

)97C, e ip # N.

M M =c M, ple \ "y , o

-pan

," \ IM e= Mp

- N i

1@

O G54. 9.

? +

FIG. 5-5 Uniformly Loaded Plastic or Rotations at Connection.

and the " rigid" connection up to a predetermined end moment. Upon reaching this pre-h determined end moment (My for the connection), a rotation capacity sufficient to de-( y velop the yield moment at the center of the span,M, =M , should be available. In

(

practical cases where the nearest available rolled section will be above the design capacity l

required, the excess capacity will be provided at the midspan. As in plastic redesign,end hinges only will form at the full design load. Since these hinges are designed form, = My ,

. more rotation capacity is required (to cross line BC).

g .

Masonry Bearing Connections ,

General. The AISC Specifications provide very conservative allowable stresses for bearing f on masonry and concrete which apply in the absence of Code (statutory BuildingCode) regulations (1.5.5). For all masonry laid up in mortar, most statutory codes also provide low allowable stresses. Usually, codes distinguish among solid masonry units, bricks or nnectirn. block, and hollow units as well as among different classes of mortar and masonry ma-terials. Values so prescribed range in general from 50 psi to 400 psi. The AISC Specifica.

I tion is therefore seldom applicable since it includes only stone masonry,F, = 0A00 ksi,

'equirement is quite and brick laid in " cement" mortar,' F, = 0.250 ksi(1.5.5). The authors recommend use changed (1.2). This

' of the masonry bearing values prescribed in local Codes or those recommended by na-ed to develop the tional associations dealing with masonry products. For bearing stresses on concrete, the the more 11exible AISC Specifications, F, = 0.35f, on the full area and F, = 0.35flVA:/A < 0.70f, on i analysis ($ = 0 at fractions of the area, utilize recent ACI Building Code (ACI 318-71) refinements for have a very small economy.** The ACI Building Code is of course usually applicable under local statutory tion at yielding of r codes. For beam-bearing plates and column base plates on concrete, the authon recom-

\

mend the use of bearing values prescribed by the ACI Building Code.

moment,Ma = M,,

Beam Bearing Mates. 'Ihe approved design (Chapter 2, pp. 82-83, AISC Handbook) for d ce r of ) bearn bearing platesis the formula:

poncept of " plastic

load, would require t = V3f,(n)3/Fa (Continuedon page 274)

>3 Fig. 5 5.

ally, the semi. rigid . AH mortars utilho comeatitious materials and the term cement" can be quite properly applied to aD.

the + = 0 ordinate " Supplement No. 3,1974.

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i g STEELt*
~~n*-n? cE' 14 HV.A.C. 4'MW FAULTED _ ,__~~
~~_,j_,,, ,, pl 4 ,,,.~~
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jL
~~.385]@E4-u- 4..* W OR - ?_-M V 8A '*~~
W I"u DM*
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csptan. sec.er.er i.e<smmit.wew I - . VENDOR CERTIFigD 8- naissam c.m> . . Z 3/4' = 80 +4sLTe- acwit ConJC. Ate (6eoes a = l 9 % O- l 3 mRS-to EEAR FieA(i<tf (Ascep/ san 6) . yyy8 g Ll-}I ard,3.ortri/6/p i Ii,1 = k
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~~'f' * . , = n ,n a-y- @ 4 N-g h'"" en0WN 8 ROOT, ufC.
sme.=same a causemuevose COMITIONS DESIGN - Fa Fy Fs Ma My Ma { > /*E A6;E REF. DRAWING NUMBERS Dr
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~~VENDOR CERTIFIED SgnMIC MECHANICAL SHOCK StfPrPESSOR '~~
~~~~~~~
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