ML20065H646
| ML20065H646 | |
| Person / Time | |
|---|---|
| Site: | Seabrook  |
| Issue date: | 07/20/1979 |
| From: | Galunic B, Mckenna M, Rigamonti G UNITED ENGINEERS & CONSTRUCTORS, INC. |
| To: | |
| Shared Package | |
| ML20065H623 | List: |
| References | |
| NUDOCS 8210050206 | |
| Download: ML20065H646 (88) | |
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. . e PRYING EFFECT ON CONCREIE EXPANSION ANCHOR BOLTS DUE TO PIPE SUPPORT BASE PLATE FLEXIBILITY O .
JULY 20, 1979
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- e Prepared by . 4/C B. Galunic / ~
Reviewed by 8h /MM__m - M. McKenn Approved by ,,Jaga r. >6f ,
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TABLE OF CONTENTS - I.f.lk.
SUMMARY
OF RESULTS AND RECO N ATIONS .... . . . . . . . . 3 , INTRODUCTION . . . . . . . . ... . ..... . . . . . . . . . 2 BACKGROUND . . . . . . . . .................. 3 PHYSICAL DESCRIPTION OF PROBLEM ........... . . . . . 5 -i ANALYTICAL APPROACH . . . . ............. . . . . . 7- I
- p. RESULTS . . . . . . . . . . ......... . . . . - . . . . . 8 ;
k i t CONCLUSIONS . . . . . . . . ... ... .... . . . . . . . . S REFERENCES . . . . . . . . ... . ...... . . . . . . . . 22 ,
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SUMMARY
OF RESULTS AND RECOMMENDATIONS An investigation was made on the prying effect on concrete expansion anchors used with flexible base plates. A total of 26 supports from UE&C standard designs were analyzed and the prying factor "a" was calculated. Prying is shown to be strongly affected by the type of installation, the stiffness of the plate and the stiffness of the anchor. Prying is assumed to occur only for the self-drilling anchor bolts which require no preload to make them work. Calculations show that though the largest prying factor was 0.18, most base plates did not exhibit any prying action. However, in tha absence of verifying field test data, it is recommended that a prying factor of 0.20 be used for all base plates in design regardless of installation procedure.
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} INTRODUCTION
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Bulletin (Ref. 3) recosamends the use of a factor a = 1.2 to account for the effect of prying in the design of expansion anchor used with pipe support base plates. This report provides technical ; i hustification for the above
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In.. assessing the ef fect of prying, two different kinds of anchor.s . and installation comonly used have been addressed. First, the self-drilling or sleeve type anchors (e.g. Phillips Red Heads). These anchors are installed in such a way (Ref. 1) that there is no need to apply a , preload on the bolts to attain the anchor's full design load capacity. t In this case, if it is assumed that the nut used to connect the base , plate to the anchor is only hand tight, the plate can rotate and cause
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4 4 a prying force on the anchor. Second, the wedge-type anchors (e.g. Bilti O Ewik-Bolt) have been addressed (Ref. 2). -These bolts are installed in > such a way that a considerable amount of. preload must be applied in order , w __: . . .: .. .~... . . . . - - - . . - - - - . - - 4 to activate the wedges which grip..the concrete. Since a large compressive
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-.3 force is applied on the plate from.the nut and..the washers, potential -
rotatiohl of the plate is negligible until the preload in. the bolt is nearly . .- overcome. In this situation therefore, prying is negligible until the 7 preload in the anchor is overcome. > E- The recommended value for a to be used in design calculations has' .
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been computed based on an assessment of the. relative importance ofvarious i parameters in pipe base plate configurations.- ..
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.h BACKGROUND Design' of pipe support base plates have generally been based on the- '
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principle of column base plate design. However, due to the nature of the loading (moments are relatively more important than compressive forces), pipe support base plates are generally thinner and more flexible than
't hose employed in the column base plates. Flexibility of the base plate introduces design consideration which are not necessarily addressed in the .
design of the column base plates. Flexibility, however, can affect f significantly the bolt design loads and must be properly accounted for. Column base plates supported on concrete are used to distribute the large compressive forces of the column to the concrete. To do this effectively, the plates nead to be very thick and therefore very stiff.' When a bending moment is applied to a stiff plate, it- behaves very nearly O
^ ; ; as a rigid body. When the tensile load in the anchors needs to be >
e calculated, the assumption of plane sections remaining plane is usually ! made and some variation of the concrete beam theory is used to calculate ~ . f the anchor bolts tensile load. Prying in these stiff plates does not occur. In flaxible support base plates,the assumption of plane. sections ,
- t ' rema%ing plane after bending is no longer valid. The implication of this is that the centroid of the compression reactica is closer to the. neutral' axis than was with the case of a rigid plate. Also, there is a potential ;
for prying to be induced in the tensile part of the base plate which would t 4- induce additional load into the anchors. The method of accounting for the. . t first effect has been described elsewhere (Ref. 3).- A method for accounting ,
' for prying is discussed herein. .
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In s, teel connection designs, equations have ,b_cen developed (Ref. 4 and.@ jo, account for,t_he, prying effect when calculating the force,on the bolt. The, presence of prying in those connections with flexible plates have been verified by tests. These tests indicate that prying introduces bolt loads in addition to those which can be calculated with a rigid plate theory and that these additional forces reduce the capacity of the bolt
. due to static or fatigue type behavior. _...__.
However, these results cannot be applied directly to the problem of base plates on concrete. The most important difference between them is that the expansion anchors in concrete are much longer. Also, the reaction of the anchor is in the interior of the concrete.- Because of this, the stiffness of the anchor due to tensile loads is much smaller than the stiffness of the bolt in a steel-to-steel connection. As will be shown below, theprying force is significantly reduced n the stiffness of the anchor is reduced. ?
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An example of a support is shown below. Dimensions given are representative of actual supports presently used in UE&C design. Other supports with similar dimensions have been analyzed and are shown in Table 1. - 12" a o Ii W65(2 . h
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The mathematical model used to calculate the prying force is shown p i below. It is assumed that the plate is fixed at the point where the support f 5 member is attached. Rotation of the fixed end is neglected. In this model, f F is the shear at the fixed end. It is equal to the reaction in the bolt , when prying is neglected. Q is the prying force. R is the reaction in the anchor. The width of the beam is assumed to be "2a". The stiffness r of the anchor is K. t I brdh : 2a, j
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Q t Q \ g 3 b 1, O In the steel design the prying force Q may be calculated by using the formula found on p. 207 of Reference 5: Q=aF3 where: a3 =( -
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and the anchor reaction is: R 3 = (1+c;)F EQ. 1 Alternately, an analytical solution using conventional beam theory may be used to calculate Q. (Similar to approach in Ref. 6.) The resulting equation is:
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2 2 03= 6ET (2a +6ab+3b ) ' f + ht (a+3b) and the anchor reaction is:- * ( , R2" (1+02)F EQ. 2
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ANALYTICAL APPROACH (Continued) t The main difference between the two equations is that the stiffness i t r of the bolt'is explicitly accounted for in the latter. j , _1
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\;j The results of analyses are tabulated in Table 1. Ry is derived from
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thecodeequation[Ref5). R'2 is the bolt red'ction calculated from Eq. 2 (yassumingK=a. R "2 is a tabulation of anchor reactions by including the stiffness of the anchors. The anchor stiffness of R 2" was calculated by assuming the anchor pinned a distance L from the top of the concrete (i.e. K = AE/L). No preload is assumed in these calculations. R 2 '" is a tabulation of anchor reactions calculated by including theeffect of concrete on bolt etiffness. Tests done by the Tennessee Valley Authority (Ref. 7) l indicate that the stiffness of the anchor in concrete is approximately 0.4 times the value of stiffness calculated in R 2" above. t I t ( .. . t i.
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From the R2 '" tabulation,it can be seen that the maximum anchor reaction factor is 1.18 while all others are-1.00. Based on these results,
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r it has been concluded that a = 1.2 represents a realistic value for the prying factor. ,
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1 i PART '
- NO. t L d b a R1 R2' R2" R2'" ,
t Dimensions l 105-1 0.375 2.5 0.50 1.0 1.0- 1.50 1.53 1.37 1.18 [ 4
- 105-2' .625 4.5 .625 1.375 1.125 1.45 1.48 1.14 1.00 in inches ;
306-1 .50 2.5- .50 1.0 1.0 1.36 1.38 1.15 1.00 i 106-2 .625 2.5 .50 1.5 1.0 1.55 1.61 1.26 1.00 j
, 106-3 .625 4.5 .625 .875 1.125 1.28 1.27 1.00 1.00 l 1
- . 106-4 .75 6.0 .75 2.0 1.5 1.48 1.53 1.22 1.00 ;
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106-5 .75 6.0 1.00 1.5 1.5 1.35 1.38 1.17 1.00 l 107-1 .75 6.0 .75 1.5 1.5 -1.35 1.38 1.04 1.00 l l 107-2 .75 6.0 .75 1.0 1.5 1.23 1.22 1.00 1.00 i !- . 107-3: .75- 6.0 .75 1.5 1.5 1.35 1.38 1.04 1.00 l+
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i . 107-4 .75 6.0 .75 .5 1.5 l'10
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.. 107-5 .75 6.0 .75 1.0 1.5 1.23 1.22 1.00 1.00 -f
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107-6 1.00 6.0 1.00 1.25 1.75 1.22 1.24 1.00 1.00 {
. 108-1 .75 4.5 .625 .8125 1.125 1.25 1.25 1.00 1.00 !
108-2 .75 6.0 .75 2.00 1.50 .1.48 1 53 1.22 1.00 {
- - 108 .75 6.0 1.00 1.25 1.75 1.29 1.30 1.08 1.00 '
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] 108-4 .75 6.0 1.00 1.25 1.75 1.29 1.30 1.08 1.00 ! ! 108-5 .75 7.0 1.25 1.875 2.25 1.28 1.28 1.04 1.00 j i 108-6 .75 7.0 1.25 1.125 2.25 1.26 1.26 1.08 1.00 :
108-7 .75 7.0 1.25 1.125 2.25 1.26 1.26 1.08 1.00 : i 4 108-8 1.00 7.0 1.25 1.875 2.25 1.30 1.35 1.13 .1.00 l 108-9 1.00 7.0 1.25 1.75 2.25 1.28 1.32 1.10 1.00 1.28 1.32 1.10 1.00 108-10. 1.00 7.0 1.25 1.75 2.25 ; I ~ 110-1 .75 4 '. 5 .625 .875 1.125 1.27 1.27 1.00 1.00- [ 110-2 .75 6.0 1.00 1.25 1.75 1.29 1.30 1.08 1.00 , 110-3 .75 7.0 1.25 1.25 2.25 1.29 1.30 1.08 1.00 ~! 3b t
- s. t R =
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(q 32FERDiCES . 3 J , is Concrete Anchoring Handbook and Specifiers Guide, Phillips Drill ,
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Division, Michigan City, Indiana, 1973. ,
- 2. Hilti Architects & Engineers Anchor and Fastener Design Manual, Hilti Fastening Systems, One Cummings Point Road, Stamford, Connecticut.
- 3. UE&C, POWER DISCIPLINE TECHNICAL BULLETIN #7B, " Design Criteria for
.- Concrete Expansion Anchor Bolts Used with Pipe Support Base Plates,"
May 2, 1979
- 4. AISC, Manual of Steel Construction, 7th Ed., American Institute of Steel Construction, N.Y., N.Y.
- 5. ASCE - Manuals and Reports on Engineering Practice - No. 41, Plastic Design in Steel A Guide and Commentary, ASCE, WRC, 1971.
. : 6. McGuire, W., Steel Structures, Prentice Hall Inc., Englewood Cliffs, N.J., 1968
- 7. TVA Division of Engineering Design Thermal Power Engineering, Civil
. Engineering Branch, Research and Development Staff, Anchorage Tests of Load Transfer 2 trough Flexible Plate Interim Report, CEB Report No. 78-21, July 26, 1978.
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EXHIBIT 210.70-2
913 Tampa Road
? Knoxville, Tennessee 37923 \" May 21, 1981 Mr. Branko Galunic Structural Analysis Group United Engineers and Constructors 30 South 17th Street Philadelphi E Pennsylvania 19101
Dear Branko:
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Enclosed are copies of the data obtained from the tests performed on May 7,1981, when you visited our laboratory. These tests were performed under the authorization of P.O. No. 9763.006-210-9, Serial No. SNH-683, and were tests , i ~ to detennine the prying factor for Part No. 807-2 subjected to bending about the j
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strong axis of the attached steel W-section. Also enclosed is a copy of one , i sheet of notes along with a graph showing the variation with applied moment of j L the load in the top two bolts of the four-bolt attachment. The results of the first tests in the project designed to measure prying ! factor were encouraging. The method of gaging the bolts and the plate was [ satisfactory, and the test results appear to be reasonable. Based on the test results, part of which are illustrated on the enclosed sheets' noted earlier, the following conclusions are drawn: ) (1) There was no evidence that any prying occurred at any stage of the testing. The plots of bolt load versus applied moment, as shown on the enclosed graph, indicate that the sum of the loads in the top two bolts increases linearly [ after the load in each bolt exceeds the applied preload. There is no sharp in- t crease in bolt load at any stage.as one would expect if prying occurred. Also, a study of the strains in the gages located along the diagonals near the top i
-corners of the plate (Gages 4 and 7 on the data sheets) indicates a very small tension in the plate at these locations; if a prying force were acting at the p top corners of the plate, these gages would be expected to read compression. Thus, o '
the conclusion is that no prying occurred in these three . tests.
' 2 (2) As indicated and discussed on the enclosed sheets, the straight O line portion of the bolt load vs. applied moment curve did not pass precisely through zero. The reason for this is believed to be related to the definition of "zero" for test purposes and the stress condition in the anchorage system when the instrumentation was zerced. In any event it is clear that in the straight line portion of the curve, the ratio of the change in moment at the face of the concrete block to the change in load in the top two bolts is equal to the effective moment am of the resisting couple. This moment ann was 8.48-in. and 8.79-in.
for the two applicable tests, with an average for the two of 8.64-in. The moment ann predicted by UE & C Power Division Technical Bulletin No. 7 is 8.5-in., remarkably close to the value obtained from the test results. (3) In Test 81-8-1 the bolts were torqued to 192 ft.-lbs. as specified in
" Installation of Concrete Expansion Anchors," No. 9763-006-18-17, Public Service Company of New Hampshire, Seabrook Station, United Engineers and Constructors ,
O Inc., aenuery 4, 1980, aevision 1. There was e time iapse of approximeteiy four hours between the application of torque to the bolts and the performance of the test, sufficient time to permit a large part of the loss in bolt tension to occur and for the curve of bolt stress versus time to level off to a stress that was decreasing very slowly with time. As shown on the enclosed graph, the load in the top bolts at zero moment is approximately one and one-half times the design load in the bolts and increases only a nominal amount as the moment is increased to the design value. Thus, it appears that in a correctly installed anchorage, the magnitude of the preload in the bolts is greater than the design load in the bolts and that this load does not increase appreciably as the moment on the anchorage. is increased to the design value. As we have discussed, this situation is a desirable one, particularly where dynamic loading is possible. Our next step in testing will be to test the same attachment with a pre-0 . O load in the bolts of approximately 4,000 lbs. Then, we will rotate the block 90 L I
3 and test weak axis bending. Next, we will cut off the steel beam and perform j , b a tensile test. Finally, we will weld the steel beam back together and test a cantilever beam in strong axis bending to failure. I will be in touch with ! you at every step of the testing program, and we can modify the planned order of tests if it seems advisable. I look forward to our continued effort. l Sincerely, j 4 Edwin G. Burdette Consultant :
- Enclosures.
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iJUL 16
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RAI 210.71 Provide a numerical example for each of the following flexible plate and bolt configurations showing the calculation of allowable axial loads and bending moments.
- a. Square plate /four bolts, either bolts.
- b. Rectangular plate /six bolts. ;
Provide the loac-displacement curves for the anchored bolts on which the allowable bolt loads are based.
RESPONSE
Exhibit 210.71-1 includes calculation for the following cases: r
- a. Square plate with four bolts.
- b. Rectangular plate with six bolts.
The allowable bolt loads are based on the following formula: Maximu:n Allowable Design Load = E" 4 Where Fu = Ultimate Static Capacity of the anchor based on manufacturers' static test for the applicable strength of concrete. Load - Displacement curve was not used for determing the allovable loads because the design loads are within the linear portion of the curve. ' b s
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. EXHIBIT 210.71-1 O
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210.72 The pressuriser spray valves identified in FSAR 5.2-1 are not in-conformance with the Codes and Standards Rule, Section 50.55a.of 10CFR Part 50. These valves are constructed to Section III, Class 1 of the ASME Boiler and Pressure Vessel Code,1971. Edition, through the Summer 1972 Addenda, whereas the regulation requires these valves to be constructed to the same code and edition
.through the Winter 1972 Addenda to the code. In order to determine the acceptability of these pressurizer spray valves, provide an evaluation between the Summer 1972 and Winter 1972 Addenda to the code an'd identify any differences between these
^
Addenda and assess the impact of the differe .ces on the pressurizer spray valves. RESPONSE: The spray valves have been reviewed against the' Winter 1972 Addenda and found acceptable. The Westinghouse equipment spec. provided a level-~of quality that met both Summer 1972 and Winter
'1972 Addenda. The attached table provides a comparison of these addenda with respect to the spray valves and shows no impact on these valves.-
c
l r . t (g h A .
\ '. g ATTACis1tni Steesta 72 Neo WINitt 72 CODE C01pAal50N
. C00C pAaAcaApN suesta 7: YT vi,;ta I IMPACT ON VALVES NA floo - pt5p0N5laltlii FOMrb 1 MENT C00C NA-2140 . St$PONSIBILITT FON COMPONENT C00C NA-7140 . CAftsoallAll0N Cf 1040lNC CONDITIONS
- NONC CIA 111 FICA 110N CIA 55tflCATION Ccaponents of a nuclear peuer system any be the rgetpment Specificatten for match the the Nr of a nuclear gemer plant directly The thmer of a nuclear power plant directly sehject to condittens wktch can be provided valves were dest er throwgh his agent, small be responsible for er through his egent shall be respeasible for for la destga la order to satisfy appilcable deterstalagtheappropriateCodeClass(es)for deterstalog the appropriate Code Class (es) for systen safety criterte. for the purposes of deflees the tea 4condittens te (C478444ead theSev.
lle 2) ltl cach component of the nuclear power plant and stres; levels for less I Class t end Class 3 each compepeat of the nuclear peeer plant and destga. these condittens are recognised la this valves. ThisemetstheWInter1972Adiende. shall specify these Code Classes la the testga shall specify these Code Classes fa the Destga $ecties of the Code as fellouss I Specifications as required by NA-3253. Specifications as required by NA 3253. i (a) Class I campements and supports thereef. ; la additlen to sattsfplag stress lletts and desty rules established for the Sesign tendl. tiens defined la NS-3112. shall he evaleeted for additiesel conditless categerfsed as
, fellouss l Normal Canditions' upset Conditfeas:{ Incidents of floderate I frequency) i EmergencyCanditions(lafregsentfacidents) l l' faultedCandittens(Llettingfeelts) 3 16stlag Conditless .
- I l
I
- For deflattless of these leedlag condittens.
refer Ae 88-3113 PM NO-3114. sesfgn by analysts rules for ;~* of these cemettless are gfvea la f.d.3200. sith the enceptles that feelted Candittens ers'censidered le Appendte f. Addittenal er alternettve criterle are provided by the specific componeet Destga Saberticles ' he-3100 threagh NS-3600 for all but ;the f aulted Conditleas uttch are hise considered la Appendia
- F. It is the responsibility of-f ' O r e. to deflee the acceptability criteria to be applied for faulted Candittens la the Design Spectfl. %
; cations. The rules la Appendia f shall be a
applied la all lastances unless alternative ,}}