ML19270H442
| ML19270H442 | |
| Person / Time | |
|---|---|
| Site: | Grand Gulf  |
| Issue date: | 07/06/1979 |
| From: | Dale L MISSISSIPPI POWER & LIGHT CO. |
| To: | James O'Reilly NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION II) |
| References | |
| NUDOCS 7908160557 | |
| Download: ML19270H442 (73) | |
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v' .a MISSISSIPPI POWER & LIGHT COMPANY F7 f Helping Build Mississippi P. O. B O X 16 4 0, J AC K S O N, MIS SIS SIP PI 3 9 2 05 e a o o u c T i o s. o c r a a v a r s - July 6, 1979 Of fice of Inspection & Enforcement U. S. Nuclear Regulatory Commission Region II 101 Marietta Street, Suite 3100 - Atlanta, Georgia 30303 ATTENTION: Mr . J. P. O' Re illy, Director Gentlemen:
SUBJECT:
Grand Gulf Nuclear Station "C File 0272/0260/0275/M-Obf.0/ '3 L- 860. 0 $ '!. 9, IE Bulletin 79-02 Revisi6'n ~-40 No. 1 Evaluation 'cr- " ~C AECM-79/73 -$ 3 .s MississippiPower&LightCompanyhascompleteditsreviewoi3E - Bulletin 79-02 Revision No. I entitled " Pipe Support Base Plate Designs Using Concrete Expansion Anchor Bo: ts." TheBulletinresponseisattach. Based upon the contents of this resoonse, we are completing our review of the Grand Gulf designs. We are plaining no further action on this bulletin. Yours truly, L. F. Dale Nuclear Project Manager j RTE:pa Attachment cc: Mr. N. L. Stampley Mr. R. B. McGehee Mr. T. B. Conner Mr. John G. Davis, D' rector Division of Inspection & Enforcement U. S. Nuclear Regulatory Conraission Washington, D. C. 20555
,. 7908160
'/9614]
C jig AL 1py Member Middle South Utilities System
This is in response to NRC Bulletin 79-02 (Revision No. 1), dated June 21, 1979, requiring all licensees and permit holders for nuclear power plants to review the design and installation procedure used for Seismic Category I pipe support base plates which are anchored by exoansion bolts. The following types of supports have been reviewed for the Grand Gulf Nu-clear Power Station (GG).
- a. Pipe Anchors
- b. Main Steam Relief Valve (MSPV) Supports
- c. Seismic Category I Pipe Hangers (including supports for piping systems 2 -inch in diameter or less)
The basic document governing the design and installation of expansiion an-chors on GG is the Specification 9645-C-103.1. Procurement of expansion anchors is governed by Specification 3645-M-205.0. Both documents were prepared by Bechtel Power Corporation. QUESTION #1 Verify that pipe support base plate flexibility was accounted for in the In lieu of supporting analysis jus-calculation of anchor bolt loads. d tifying the assumption of rigidity, the base plates should be considere flexible if the unstiffened distance between the member welded to the plate and the edge of the base plate is greater than twice the thickness of the plate. It is recognized that this criterion is conservative. Less conservative acceptance criteria must be justified and the justifica-If the base plate tion submitted as partof the response to the Bulletin. is determined to be flexible, then recalculate the bolt loads using an appropriate analysis. If possible, this is to be done prior to testing of anchor bolts. These calculated bolt loads are referred to hereaf ter as the bolt design loads. A description of the analytical model used to verify that pipe support base plate flexibility is accounted for in the calculation of anchor bolt loads is to be submitted with your response to the Bulletin. It has been noted that the schedule for analytical work on base plate flexibility for some f acilities extends beyond the Bulletin reporting time frame of July 6, 1979 For those f acilities for which an anchor bolt testing program is required (i.e., sufficient QC documentation does not exist), the anchor bolt testing program should not be delayed.
RESPONSE
All pipe nachors and MSRV supports with base plates using expansion anchors The were re-analyzed to account for plate flexibility rnd bolt stiffness. effects of shear-tension interaction, minicum edge distance and bolt spacing i were included in the original designs and were also included in the re-analys s r
. e of the base plates. One of the following methods used during the re-analysis to sol.e for tensile bolt loads:
- 1. An empirical method based on the results of finite element analysis using ANSYS computer programs for base plates with eight (8) or less bolts (ATTACHMENT 1)
- 2. Finite Element Analysis Method using the ANSYS computer porgram.
(ATTACHMENT 2)
- 3. An empirical method based on the results or finite element analysis using ANSYS computer programs for base plates with twelve (12) bolts. (ATTACHMENT 3).
- 4. Other acceptable methods of structural analysis with conservative assumptions. (includes chart analysis in Bechtel Power Corporation.
Document No. M-18, "Of fice and Field Engineering a Users Manual for Routing and Supporting Two Inch and Under Piping", Rev. 17.). r
One Shear bolt loads were computed by conventional methods. of the following shear-tension interaction equations was used during the re-analysis: TAj A EE [ T 35/3+ (3 35/3 I l 26h1.0 (TAj (S Aj Where: T = Design Tension Load T A
= Allowable Tension Load S = Design Shear Load S
A Allowable Shear Load Both of these equations are more conservative than the circular interaction aquation generally used for this application. Any consideration of shear force is conservative due to friction between the base plate and the concrete surface. During the design of Seismic Category I pipe hangers, ef fects of plate flexibility, shear-tension interaction, bolt spacing and minimum edge distances were considered to assure a conservative initial design. Re-analysis was per-formed for selected plates using one of the analysis methods outlined above to assure that the original design approach was conservative. It should be noted that all methods of analysis conservatively ignored the ef fects of redistribution of tensile bolt loads. This phenomenon occurs as the bolt design loads increase which decreases the individual bolt stiffness. Prying action was considered negligible in the re-analysis for the following reasons:
- 1. Due to the low stif fness of expansion bolts, it is un1.kely that prying action would exist.
I
- 2. If prying action does occur, it typically exists at the plate corners which results in the following:
- a. Where the anchorage system capacity is governed by the concrete shear cone, the prying action would result in an application of an external compressive load on the cone and would not therefore affect the anchorage capacity.
- b. Where the bolt pull out determines the anchorage capacity, the additional load carried by the bolt due to the prying action will be self-limiting At higher since the bolt stiffness decreases with the increasing load.
loads the bolt extension will be such that the corners of the base plate will lift off and the prying action will be relieved. This phenomenon has been found to occur when the bolt stiffnesses in the Finite Element Analysis were varied from a high to a low value, to correspond to typical values of initial bolt stiffness and values of stif fness at a point beyond allowable design loads. ,
- c. A point load will result in an infinitely high c.ompressive stress in the concrete at the point of prying. In this ca'se, the high stress probably would lead to local concrete crushing which will relieve the prying action.
. r QUESTION #2
- 2. Verify that the concrete expansion anchor bolts have the following minimum factor of safety between the bolt design load and the bolt ultimate capacity determined from static load tests (e.g. anchor bolt manufacturer's) which simulate the actual conditions of installation (i.e., type of concrete and its strength properties):
- a. Four - For wedge and sleeve type anchor bolts,
- b. Five - For shell type anchor bolts.
The belt ultimate capacity should account f or the ef fects of shear-tension interaction, inimum edge distance and proper bolt spacing. If the minimum factor of safety of four for wedge type anchor bolts and five for shell type anchors can not be shown then justification must be provided.
RESPONSE
Grand Gulf uses only the wedge type anchor bolts for Category I piping sys-tems. During the re-analysis of pipe anchors and MSRV supports, a safety (combined dead and acci-factor of three was used for the factored load cas dent loads). A safety factor of four was used for the operating load case A safety factor of four (all loads at the normal operating condition). was used for all load cases in the design and re-analysis of pipe hangers. The use of a safety factor of three for the factored load case is consistent with Ref3rence 1. As stated in the responses to Question #1, the effects of shear-tension interact ion, minimum edge distance and proper bolt spacing were accounted for. r
QUESTION #3
- 3. Describe the design requirements if applicable for anchor bolts to withstand cyclic loads (e.g. seismic loads and high cycle operating loads).
RESPONSE
in the original design of the piping systems Bechtel considered deadweight, t"ermal stresses, seismic loads, and dynamic loads (including steam hammer in the main steam systems) in the generation of the static equivalent pipe support design loads. To the extent that these loads include cyclic considera-tions, these effects would be included in the design of the hangers, base plates and anchorages. The safety factors used for concrete expansion anchors, installed on supports for safety related piping systems, were not increased for loads which are cyclic in nature. The use of the same safety factor fer cyclic and static loads is based on the FFT7 Tests (Reference 2). The test results indicate:
- 1. The expansion anchors successfully withstood two million cycles of long term f atigue loading at a maximum intensity of 0.20 of the static ultimate capacity. When the maximum load intensity was steadily increased beyond the aforementioned value and cycled for 2,000 times at each load step, the observed failure load was about the same as the static ultimate capacity.
- 2. The dynamic load capacity of the expansion anchors, under simulated seismic loading, was about the same as their correspond-ing static ultimate capacities.
e
QUESTION #4 Verify from existing QC documentation that design requirements have been met for each anchor bolt in the following areas: (a) Cyclic loads have been considered (e.g. anchor bolt preload is equal to or greater than bolt design load). is not in In the case of the shell type, assure that.it contact with the back of the support plate prior to preload test ing. (b) Specified design size and type is correctly installed (e.g. proper embedment depth). then initiate a testing If sufficient documentation does not exist, program that will assure that minimum design requirements have been A sampling technique met with respect to sub-items (a) and (b) above. is acceptable. One acceptable technique is to randomly select and test one anchor bolt in each base plate (i. e. some supports may have The test should provide verification of more than one base plate). If the test fails, all other bolts on sub-items (a) and (b) above. In any event, the test that base plate should be similarly tested. program should assure that each Seismic Category 1 system will perform its intended function. The preferred test method to demonstrate that bolt preload has been accomplished is using a direct pull (tensile test) equal to or greater than design load. Recognizing this method may be difficult due to accessi-bility in some areas an alternative test method such as torque testing may be used. If torque testing is used it must be shown and substantiated If manufacturer's that a correlation between torque and tension exists. data for the specific bolt used is not available, or is not used, then site specific data must be developed by qualification tests. Bolt test values of one-fourth (wedge type) or one-fif th (shell type) of bolt ditimate capacity may be used in lieu of individually calculated bolt desfin loads where the test value can be shown to be conservativ
IE Bulletin No. 79-02 (Revision No.1) The purpose of Bulletin 79-02 and this revision is to assure the In all cases operability of each seismic Category I piping system. If an evaluation to confirm system operability must be performed. a base plate or anchor bolt f ailure rate is identified at one unit of multi-unit site which threatens operability of safety related
-f the remaining piping systems of that unic, continued operation units at that site must be immediately evaluated and reported to the NRC. The evaluation must consider the generic applicability of the identified failures.
. Appendix A describes two sampling methods for testing that can be used. Other sampling methods may be used but must be justified.
These options may be selected on a system by system basis. Justification for omitting certain bolts from sc ple testing which are in high radiation areas during an outage must be based on other testing or analysis which substritiates operability of the affected system. Bolts which are found during the testing program not to be preloaded to a load equal to or greater than bolt design load must be properly detri.- preloaded or it must be shown that the lack of preloading is not mental to cyclic loading capability. If it can be established that a tension load on any of the bolts does not exist for all loading cases then no preload or testing of the bolts is required. If anchor bolt testing is done prior to completion of the analytical work on base plate flexibility, the bolt testing must be performed to at least the original calculated bolt load. For testing purposes antial increase factors may be used to conservatively estimate the pr After in the calculated bolt load due to base plate flexibility. completion of the analytical work on the base plates the conserva-t sm of these factors must be verified. For base plate supports using expansion anchors, but raised from the supporting surface with grout pl6ced under the base plate, for If testing purposes it must be verified that leveling nuts ver not used. leveling nuts were used, then they must be backed off such that they are not in contact with the base plate before applying tension or torque testing. Bulletin No. 79-02 requires verification by inspection thatParameters bolts are properly intalled and are of the specified size and type. which should be included are embedment depth, thread engagement, plate bolt hole .$12e, bolt spacing, edge distance to the side cf a concrete member and full expansion of the shell for shell type anchor bolts. If piping systems 2 1/2-inch in diameter or less were computer analyzed If a chart then they must be treated the same as the larger piping. analysis method was used and this method can be shown to highly conserva-tive, . hen the proper installation of the base plate The and anchor holt 6 parameters inspected should be verified by n sampling inspection. If small should include those described in the preceding paragraph. diameter piping is not inspected, then justification of system oper-ability must be provided. APPENDIX A SAMPLING METHODS Item 4 of this Bulletin states that for anchor bolt testing purposes a Two sampling methods are discussed below, sampling program is acceptable. but other methods may be used if justified.
- a. Test one bolt on each plate as originally recommended in Bulletin No. 79-02.
If the test fails, all other bolts A high on that base plate should be similarly tested. failure rate should be the basis for increased testing. b. Randomly select and test a statistical sample of the bolts to provide a 95 percent confidence level that less than 5 percent defective anchors are installed in any one seismic Category I syst,em. The sampling program should be done on a system by system basis.
RESPONSE
- a. Cyclic loads were coasidered in the design of the base plate as de-scribed in the response to Question #3. The FFTF tests and other tests have demonstrated the capability of expansion anchors to withstand dy-In the FFTF tests the preload namic and f atigue type cyclic loads.
was varied from " finger tig'it" to a value approximately equal to one Furthermore, due to creep quarter of the static ultimate capacity. is not relaxation of expansion bolt anchorages after installation, it possible to predict the preload in expansion anchors at any given time. In conclusion, if the initial installation torque accomplishes the pur-pose of setting the wedge, then the ultimate capacity of the bolt is not affected by the amount of preload present in the bolt at the time of cyclid loading.
RESPONSE: (cont 'd)
- b.
The design size and type of expansion anchor is specified on the design drawing for each pipe support. Proper embedment depth is controlled by Specification 9645-C-103.1. installation In reference to sub-item a. above, a field testing procedure for torque is used. Thi.s procedure involves testing a certain number of anchors eith a calibrated torque wrench and is governed by Section 6.0 of The testing frequency and acceptance criteria Specification 9645-C-103.1. are described in Sections 6.2 and 6.3 as follows: 6.2 Testing Frequency Expansion anchors shall be tested at the following frequency: 6.2.1 For each support test at least one anchor, but not less than 10 percent of the total expansion anchors used for the support. For supports which have less than five expansion anchors and 10 are installed in continuous repetitious patterns, test Groups percent without regard for the number of support's. selected for 10 percent testing shall not exceed'20 anchors. Select expansion anchors for test at random so that they are representative of the group in which they are located and of the installation conditions. 6.2.2 Accept all the anchors in the test group if the anchors tested according to the procedures in Paragraph 6.2.1.amet the accep-tance criteria given in Paragraph 6.3. 6.2.3 Test an additional two, but not less than 30 percent of the expansion anchors from the same group if those tested accordios to the procedures in 'aragraph 6.2.1 do not meet the acceptance
, criteria given in Parag.iph 6.3.
=.
6.2.4 Accept all remaining expansion anchors in the group as satisfactory if.those tested according to the procedures given in Paragraph 6.2.3 meet the acceptance criteria as given in Paragraph 6.3. 6.2.5 Test all remaining expansion anchors in the group if one of those tested according to the procedures in Paragraph 6.2.3 does not meet the acceptance criteria as given in Paragraph 6.3. Accept each anchor on an individual besis. 6.3 Acceptance Criteria Accept the tested expansion anchor if during testing the concrete did not break out, the anchor did not break and/or the anchor did not slip excessively (1/4 inch maximum) or become loose, and the minimum torque or tension values of Paragraph 6.0 are met. In reference to sub-item (b) above, design size and type are governeda by Section 6.0 of Specification 9645-C-103.1. This section requir'es expansion bolt installation to be verified for location (elevation, spacing and edge distance), anchor type, maximum bolt projection and anchor diameter and length. These items are checked with the design drawingc. The anchor length, which is specified on the design drawings, ensures proper embedment depth. Specification 9645-C-103.1 invokes the quality assurance criteria in accordance with 10 CFR 50, Appendix B. Under the quality assurance program existing during construction, failure to reet the acceptance criteria would cre.ta a condition whereby the work would be either corrected or rejected. r _ _ . _ < = .
REFERENCES:
(1) Proposed Addition to: Code Requirements for Nuclear Safety Related Concrete Structures (ACI 349-76), Title Nc. 75-35. (2) " Drilled in Expansion Bolts Under Static and Alternating Load", Prepared by Bechtel Power Corporation, San Francisco, California for the U. S. Atomic Energy Commission, Hartford Engineering Development Laboratory, Richland, Washington, BR-5853-C-4, Rev. 1, October 1976.
- a e
e 4 m ATTACHMENTS: (1) Model for base plates with eight (8) or less bolts. (2) ANSYS computer model and example. (3) Model for base plates with twelve (12) bolts. O em f i O a e I 5 0 $ e S e t O. p 9 e ATTAClefENT 1 a e P e m e e e O I O
JE ERM N A-~10h 0: EX 3AN SIO \1 ANC '0R 30_~ LOA)S W 3 ?E SL 3301 3ASE 3 _A~~_S (EIGHT OR LESS BOLTS) . O em F F I-i
2 S umma rgr, - This report deals with the determination of anchor bolt loads in steel base plates supporting Seismic Category I pip,Ing systems ,The anchors in question are of the expansion type. The loads are applied to the base plate through some type of httachments, usually concentric with the base plate, A review of theand could typical comprise base plates of moments and forces in three directions. used in supporting the subject piping systems indicate that the majority of them have either a 4, 6 or 8 bolt connection. The plate thicknesses usually TS* present formu-vary from 1/2" to 1 1/ f' and are not generally stiffened.lation will, the mentioned physical characteristics. Yrom a purely analytical standpoint the load distribution in a base plate anchorage system is fairly complex and it is necessary, therefore, that certain simplifying assumptions be made to arrive at conservative yet practical solu-tions. However, such assumptions should take into consideration the following Parameters which might affect the load distribution in the anchorage system.
- a. Flexibility of the to base plate: considering the bending effects.
- b. Bolt stiffness: be based on actual preloaded load displacement curves as furnished by the manufacturer.
- c. Prying adtion For expansion anchor bolts prying action will net be critical for,the following reasons:
- a. Where the anchorage system capacity is governed ,by the concrete = shear cone, the prying action would result in an application of an external compressive load on the cone and would not therefore affect the anchorage capacity.
- b. Where the bolt pull out determines the anchorage capacity, the additional load carried by the bolt due to the prying action will be self-limiting since the bolt stif fness decreases with increa91ng load. At higher loads the bolt extension will be such that the corners of the base plate will This phenomena has been lif t off and the prying action will be relieved.
found to occur when the bolt stiffnesses in the Finite Element Analysis were varied from a high to a low value. Method of Analysis for Anchor Bolt Loads: In general, the Finite Element Method of Analysis may be used to analyze the However, such an approach will be both tima base plates under consideration. A consuming and expensive considering the number of base plates involved. quasi analytical approach has been formulated Thetaking intoofaccount results the basesolu-the analytical Pl at'e flexibility and the bolt stiffness. tion have been verified with appropriat good correlation for the typical cases studied, 1-2
a INTRODUCTION: u THE PURPOSE OF THIS STUDY WAS TO DEVELOP AN ANALYTIC AL - METHOD FOR DETERMINING TENSION LOADS ON EXPANSION ~ ANCHORS USED AS ANCHORS FOR PIPE SUPPORT BASE PLATES. . FINITE ELEMENT ANALYSES (REF-1) SERVED AS A DATA BASE FOR DEVELOPING LESS EXPENSIVE AND LESS TIME CONSUMING AN ALYTICAL METHODS. THE METHOD WHICH IS PRESENTED AS A RESULT OF THIS STUDY USES PLATE FLEXIBILITY AND BOLT STIFFNESS AS THE PRIM ARY PAR AMETERS. THIS U.ETMOD WILL BE COMPUTERIZED FOR 4,6 & 8- BOLT PATTERNS. ANALYSIS: IN THE QUASI ANALYTICAL MODEL PRESENTED HERE,THE PLATE IS PRIMARILY TRE ATED AS A BE AM ON ELASTIC SPRINGS. BASE PLATES WITH THREE DIFFERENT BOLT CONFIGUR ATICNS HAVE BEEN CONSIDERED. , ASSUMPTIONS: (a) SYMMETRICAL BOLT PATTERNS - (b) CENTROIDAL LOADING (c) ATTACHMENT DIMENSIONS SMALL COMPARED TO THE PLATE DIMENSIONS (d) UNITS FOR ALL VARIABLES: FORCE = KIPS LENGTH = INCHES P m O e f I- 3 i
4 (1) 4-BOLT PATTERN- MOMENT AND TENSION LOADING CASES GIVE.N A PLATE WITH A 4-BOLT PATTERN AND A MOMENT ?
~
ABOUT ONE AXIS: THIS PLATE WILL BE MODELED AS A . SEAlA - A
+ +
M
+ +
A L_ , SECTION A- A M
.-19 WUERE:
),J J J j T TOTAL TENSION (KIP)
/\ g/\ C= RESULTANT OF COMPRESSIVE STRESS BLOCK (KIP) e T C T (X) = C(Y) = M
+
' X v i
t-9
THE BEAM WILL BE IDE ALIZED AS SEING SUPPORTED AT THE LOCATION OF THE COMPRESSIVE FORCE RESULTANT. THEREFORE, ~ IF THE COMPRESSION CENTROID CAN BE LOCATED,'X BECOMES .. KNOWN< AND *T" CAN BE CALCULATED. . M Kg= SOLT
~4 STIFFNESS a TX M f
T C I i X = FOR A 4-BOLT PATTERN LOADED CENTROIDdLLY:
-+ +
t 1 j z. i- +h+L v> Dl 4 1 J i
~( / / / . l-. ~D 1
/ 4 - -CENTRolD 4
/-- COM PR ESSION I ZONE :
J V I-5
6 C r,4, C E F TU A LLY, t = I UNCTIO N (t,d, KS) VGIERE, '
~
L. DISTANCE FRDM EDGE OF ATTACHMENT TO THE CENTER OF CQMPRESSION (IN.) t = PL ATE THICKNESS (IN.) diDISTANCE FROM EDGE OF ATTACHMENT TO THE EDGE OF THE PLATE (lN) Ep50LT STIF? NESS (K/IN.) EASED ON A NUMBER OF FINITE ELEMENT ANALYSIS RESL'LTS (1.c. V Ar,YING T,daKg), THE FOLLOWING EMPIRICAL REL ATIONSHIP WAS DE RIVED : L: 3.5 [(h)s (% 3)3](d) (0 WHERE led ONCE L IS CALCULATED, TOTAL TENSION (T) AND BOLT LOAD (FT) CAN BE FOUND: M ' T g4g4L (2) M F7 = 12
- S+ bt2L FOR CENTROIDALLY LOADE'D (3)
~
4-BOLT PATTERNS ONLY TH!S METHOD CAN BE EXTRAPOLATED FOR USE WITH COMEINED LOADING CASES. 9 > V l - G,
FOR BIAXIAL BENDING: M My
# (4)
CRITIC AL F
- g +b, + 2G T 5y
- b, + 2 %
~
FOR COMBINED SENDING AND TENSION: M 4 T (5) CRITICAL FT ' s+b72T . 4 . SINCE L VARIES WITH t,d a K, THE METHOD FOR FINDING L CAN BE USED FOR MANY PLATE AND BOLT PATTERNS. ONCE L IS KNOWN THE PLATE CAN BE MODELED AS A BE AM ON SPRINGS. THE BE AM CAN DE SOLVED BY VARIOUS METHOLS AND THE TOTAL T EN SION FORLE FOR ANY ROW OF BOLTS CAN BE CALCUL ATED. THIS WILL BE DEMONSTRATED FOR SIX AND EIGHT BOLT PATTERNS IN THE FOLLOWING DET AILS. (L) 8- BOLT PATTERN - MOMENT LOADING C ASE W
~+ + ,
+' BOLT ROW 'A' 1
m Y
+ BOLT ROW 'B' J J' c l l
1
-+ t + BOLT ROW 'C' ,
b I e 1-7
.e. em
h FOR BIAXIAL BENDING: M My (4} CRITICAL FT
- g
- b, + 2 L r +eyS *b,+2Ly FOR CO,MBINEDBENotNG AND TENSION:
M T (5) CRITICAL FT ' s+b72T
- 4 -
SINCE L VARIES WITH t,d n K, THE METHOD FOR FINDING L CAN BE USED FOR MANY PLATE AND BOLT PATTERNS. ONCE L IS KNOWN THE PLATE CAN BE MODELED AS A BE AM ON SPRINGS. THE BE AM CAN BE SOLVED BY VARIOUS METHODS AND THE TOTAL
- TENSION FORCE FOR ANY ROW OF BOLTS CAN BE CALCUL ATED.
THIS WILL BE DEMONSTRATED FOR SIX AND EIGHT BOLT PATTERNS IN THE FOLLOWING DET AILS. (E) 8-BOLT PATTERN - MOMENT LOADING CASE
,9
-+ + + BOLT ROW 'A' 7
- Y =
= _
+ BOLT ROW *B"
> 2 C l l
i I - +# t + BOLT ROW "C" , l-7
8 bEAf' MODEL: E y L Ki /K 2 I 7 77 7 i I LCOMPRESSION CENTROID l _ . . . _S 4 K8s BOLT STIFFNESS
- 7. Wt?
12 THL REA".TIONS FOR THIS INDETERMINATE BEAM MODEL CAN BE SCiVED USING VIRTUAL WORK PRINCIPLE. THE FOLLOWING EQU/.TIONS WERE DERIVED FOR 8-BOLT PATTERNS: E=b+L2 WHERE L IS DETERMINED FROM EQ (I) EI= 2 417 W t' (KIP IN') ,
!! REDUNDANTS ARE TAKEN AT 'C': -
" ' ' k ') "' b 5 MES _
[g EI Sco= E H+! - 3 SaK,Kg , (K i K2/ . WHERE See IS THE DF et ".CTION AT 'C' DUE ONLY TO 'M's EI Ece = s' K
- [ k,S + 2 K, E S + (K, + Kz)E' + [l+S) (7)
WHERE 6ee IS THE DEFLECTION DUE TO A I" FORCE APPLIED
' (8)
REACTION AT C = Rc = - E
- 6
.,R= 3
; Rg= Rc-e l-8
A!. T HF. PLAT E GETS WIDER AND . BECOMES SMALL COMPARED T(. Y, THE TWO MIDDLE BOLTS CANNOT BE LUMPED TOGETHER At ONE SUPPORT WITH K =2 2Kg. Kg WILL BE SOMETHING LESS THAN 2Kg. THE FOLLOWING EXPRESSION FOR K 2 YlELDED . Ri SULTS WHICH WERE IN GOOD AGREEMENT WITH FEM RESULTS: K2 = 2K8 (j) 6 2K B (9) FCl PLATE SIZES GENERALLY USED IN PIPE SUPPORTS, THid Wii TH EFFECT WILL H AVE NEGLIGIBLE EFFECT ON ROW *A' l.e. THL f.TIFFNESSES OF THE THREE SOLTS CAN STILL BE LUMFE[ TCGETHER IN THE BEAM MODEL. THL Ri3 C TIC NS IN THE BEAM MODEL ARE NOW KNOWN. THE RE AC TION AT ANY ONE SUPPORT IS THE TOTAL TENSION IN THAL ROW OF BOLTS. TO DISTRIBUTE THE LOAD TO THE BDLTS: F OR R Ol's "B' FROM SYMMETRY, (!O) T[ NSION PER BOLT = FrfTF e ' h FCP R3W 'A, THE RELATIVE STlFFNESS OF THE PL ATE' AND THE BCLTS AND THE BOLT DISTANCE FROM THE Al T ACHMENT WILL AFFECT THE LOAD DISTRIBUTION BETWEEN THE MIDDLE AND THE CORNER BOLTS. EVIDENTLY THE BOLT CLOSEST TO THE ATTACHMENT WILL CARRY MORE LOAD AND IF THE ATTACHMENT SIZE IS SMALL, BOLT TO THE ATTACHMENT DISTANCE MAY BE SUBSTITUTED BY THE DISTANCE OF THE BOLT TO THr. CENTER LINE OF THE ~ PLATE. THUS TENSION IN THI MIDDLE BOLT 'b': F,=q 7i h _ k,9_
=
k
- k.e (R4)
(11) PJHERE: Lm= DISTANCE FROM PLATE CENTER TO BOLT *b" ' Le = DISTANCE FROM PLATE CENTER TO BOLTS *ic*c' Ai=S+E c( = CONSTANT
10 E' 5ED ON SEVERAL FEM ANALYSIS THE FOLLOWING EXPRESSION CF FTE VJAS ARRIVED AT: 6 * ( FTE *: A (R A) = 35 (RA)
. k8i _ Lm C.c _ '
YJITA THE LIMITS 0.333 ch e 1.0 CORRESPONDING TO VERY RIGID AND VERY FLEXIBLE PLATES. TI'.NSICN IN THE CORNER BOLTS IS GIVEN BY:
# ~ FT b (13)
F,=FTc 7 = 2 Afd Far : Fy3 = FTh = 0 (14) FOE E: ATI AL BENDING, THE RESULTAf1T BOLT FORCES WILL Ef DE TE RI.ilNED BY SUPERPOSITION. Y (E ; 6 - E O. 'l PATTERN- MOMENT LOADING C ASE n X a
- h
+ Y .
Y ), l E 5
~
+ + + y i
I i j _ _Sy __ Sv . By _3 P THE 6-BOLT PATTERN CAN BE SOLVED BY USING A COMBINATION - Ol' THE', EQUATIONS FOR 4-BOLT AND 8-BOLT PATTERNS. 1-10
~
11 FOR MOMENT ABO)J_T_HE X-X AXIS: (A) USE ~ EQUATIONS (I) AND (2) TO SOLVE FOR TOTAL TENSIONw (B) tiSE THE 8-50LT DISTRIBUTION EQUATIONS (12) AND (IS) ,. FOR SOLVING THE BOLT LOADS WITH E,=sf + E n EI= 2417 B yt*; FOR MOMENT ABOUT THE Y-Y AXIS: (A) USE EQUATIONS (6),(7) AND (8) TO SOLVE FOR RE AC TlONS 3 WITH Kz = 2 k s (y)2 ; S = Sy ; Y= 8-f ; EI= 2 4I7 B xt (B) DIVIDE THE REACTIONS CORRESPONDING TO EACH BOLT R BY 2 TO OBTAIN INDIVIDUAL BOLT LOADS. [ (D) 6 AND 8-BOLT PATTERNS - TENSION LOADING CASES; UNLIKE THE 4-BOLT PATTERN, FOR THE 6c8-BOLT CASES THE CENTRALLY APFLIED TENSION CANNOT BE DISTRIBUTED EQUALLY TO . ALL THE BOLTS DUE TO THE INTERPLAY OF BOLT AND PLATE STIFFNESSES AND THE RELATIVE DISTANCES OF THE BOLTS FROM THE POINT OF APPLICATION OF. THE LOAD. BASED ON THE MOMENT CASE IT WILL BE ASSUMED _TH AT THE PARAMETRIC VARIABLES AFFECTING THE LOAD DISTRIBUTION WILL BE OF THE SAME FORM AS IN THE MOMENT CASE. THE CONSTANT $ FOR THE DISTRIBUTION FACTORS DFM, AND DFMy WAS OBTAINED FROM FINITE ELEMENT ANALYSIS RESULTS. e
~ e
~
O f I e l-il .
12 8-BOLT PATTERNS- TENSION LOADING CASE:
+* .}_b Y
l L g - +d +e p__ x 7 z l T / v> T TENSIOF' LOAD h F= i LOAD ER BOLT
._[ 40 4 U i
- CALCUL ATE:
Sy Sy EI,= 24!7 Bxt s EIz 2417 Byt,8 l b _.__.Y W _... - ______% 25y Ky EIr as,
- x, T, - x,4gy T ; Ty=T-Tx
~b Le = ,(S,)* 4 (Sy)2 , _
S( 3 $7 6 DFMx 61.00 DFMx={ EI 2 DFMy=$ 8 * " ;$ 76 DF My 61.00 7
- NOTE: FOR PLATE STIFFNESS VARYING FROM INFINITELY RIGID -
TO EXTREMELY FLEXIBLE:
$ 6 DFM61 SINCE A ' RIGID' PLATE DOES NOT EF.lST,17 WAS USED AS A LIMIT I-I 7--.
13
~
FTb= FT3 = DFMy)_h_ Fra = F 7 e = [DFMx] [Tj] _ Fa=FyFTp=FTh' T Te IF BY bOVE EQUATIONS Fra4 FT . OR FTb ' F T. , S E T Fra s Fr. O R Fy3: hn AS LIMITING VALUES FOR RECTANGULAR PLATES 6-80LT PATTERN -TENSION LOADING C ASE: Y 4 e j
+ +b
/,) ~ x i
x x I Z. CD v> / M T-4 d 4 f EI,= 2417 Bxt' __4 4e _] _ _.. .._ _.J . _ _ _ EIz= 2417 6yt' l ! SY SY
- . _ Kx=h By, _ _ , . ___ __ _ ,, *
, EIr Sx gy Ty= g,,gy, T .
DFMy={ "88 ", 2 aSAND[l.OO 7
-4 WHERE Lc = 85[dk 2
F 73 FT e = [DFMy][I ]
~
FTo = Frc = FTd
- fif = 4 BASED ON THE ABOVE EQUATION, IF FTa(=F cT Fra=Frp)> FT h (* f e),
AS MAY BE THE CASE WHERE 5:a 2Sy, THEN FT .=FTc=Fra Fyre _ FTb' Fte = { < 1 r l-13
l *- (J2) COMPARISON OF RESULTS: FINITE ELEMENT METHOD VS BECHTEL MODEL e SKETCHES OF BASE PLATES ANALYSED: [ f. (A)'4-BOLT PATT ERN 1
'N l I+ + 1 Y
h
- b!
/ '
7 / . i 4 I F ,
+ + .
y
. Q 2' 12* 2' =
- 11. t ks LOADING I 4' 44 M =I8K*
44 M7iaWMyi36x' 2 44 M. 18 K', Fa. 4 n" 3 ~~ h* 4 b" 44 M r = 18 K' _S F4' 15 0 Mrs18K" 6 h* 300 k J - 18 K' Kg= BOLT STIFFNESS (K/IN) t PLATE THICKNESS ,
= , \.
l 19
15 4.8*. 14.4* _ 4.8" l -
- I ~
' i h 'a
&,. + Y
+ a h -
, -,-1 % 'u~
I z /' l
-0 +
+ .
"t
\'
& t ks LOADING Kg BOLT STIFFNESS (k/IN) k" 44 M y = 2 47.5 g-7 e 8 2" 44 M v :2 47.5 x"~ t= PLATE THICKNESS -
MY12 47.5 K 9 1-2 44 M x :247.5-FROM k.". TELE'. 'NE ENGINEERIN6 IPORT (REFERENCE -3) --. (b) 6-BOLT PATTERN: . oy SY , SY ,_ c n a 46 4 Y
~ Ka-BOLT STIFFNESS (K
-J .
I x t= PLATE THICKNESS J., *e x. m W z /__ q Lil + y
+ + 'l Sy In 3Y LOADING
& t KB Sr '
8 16 20 Mx=36"~
- I h* 44 12 -
20 Mr: 365'
? l' 440 12 6 16 Fr=lo"
~
l' 44 25.5 12 3 225 4, 4 12 Frato" 4 2* 44 2t a 4 25.5 F::10" 5 ~$ 44 12 6 16 6 ' l' 44 12 6 16 _ _~Fr=
~ 9" l- tS
l . (C) 5- BOLT PATTERN: 61 = Sy _ , _ Sy [ I - s' I A - i l '
+a +6 +c g Y
=; ;
j Wi i Ng / 5 # 4e l l 7.# I , 5.d 4l
+ + +
_1 Sy Bx BY b. LOADING
& t he ' 5 l IV 44 12 12 28 28 6 Ma: 180"'
2 14' 440 12 12 28 28 6 Mu sl80"' 3 I" 300 8 8 20 20 , 4 Mxs90"' 4 lW ISO ~ 12 12 28 2B ' 6 F3= 16 " . 5 14' 4 4 T~I2 12 28 28 6 Fz = 8" ~ l 6 l' 44 i 6 10 l 16 24 F = 10" ! Ke = BOLT STIFFNESS (KIP /lN) t = PLATE THICKNESS 1 L- 16
e TA EUL LTED RESULTS: 4-EOLT PATTERN: w
^
5
'.' LOAD PER BOLT (K)
- ANALYSIS l BECHTEL YETHOD; FINITE AN ALY TICAL
- PLATE I ELEMENT MODEL DIFFEREK0E A -(1) _.
0.75 0.75 O l A (2) 2.08 2.25 + 8. 2 i A (3) 1.71 1.75 + 2. 3 lA (4) 0.64 0.68 + 6.3
, A (5) 0.75 0.78 + 4.0 i
A (6) 0.78 0.84 47.7 i A (7) 9.12 9.19 + 0. 8 IA (6) 6.12 6.45 + 5.4 l A (9) 16.61 18.17 49.4 6-EOl'1 FATTERN: , TENSILE LOAD PER BOLT (K) e 6fgTg Bg7 6p{Tg spT DIFFERENCE ANALYSTS FINITE SECFITEL BOLTS BOLT AN LY TICAL b PLATE ELEMENT Q LC
~~
B (i) 0.65 f.8 4 0.64 1.72 - 1. 5 -6.5 B (2) 0.61 1.96 0.72 I.86 + 18.0 - 5.1 B (3) 1.68 1.64 1.67 f.67 - 0.7 + 1.5 B (4) 1.67 1.66 1.67 f.67 0 + 0.2 B (5) 1.55 1.89 __ l.67 f.67 +7.2 -13.5 B (6) 1.45 1.59 1.5 1.5 t 3.2 - 6.1
. N I t ~1
F E C LT PA.T T E RN : s
~
~ o
. TENSILE LOAD PER BOLT (K)
BOLT BbO" 60LT DIF F E R EN CE 60LT-~~T6Ti'] BOLT . _b _ _ _ .
- A . _1- C _
., g; 3 6ECHTEL BOLT SOLT BOLT FINITE g MtTH , AN ALYTIC AL a g ELEMENT MODEL F1/.TE
.. .. _ .. ?.N __ _ 0.92 + 2.69 + 2.5 -' + 17.0
- 1. E 9 2.64 0.75 1.94 2.70 C (1) 5.14 1.47 , 11.9 - 2. 3 + 0.7 C (2) 1.55 5.26 I.46 1.56 3.23 0.85 + 8.2 - 2.6 - 3.0 1.22 3.32 0.88 f. 32
,i _.( ( 5) 0 0 1.46 1.08 2.92 1.46 0 C (4) 1.08 2.92 1.14 0.57 t 3.6 - 2. 6 -3.5 7
' C (5) 0.83 1.17 0.59 0.86 0.96 2.04 1.01 - 3.1 -+ 4. 4 -5.2
. L (6) 0.99 1.95 1.06 e
4 e e. o I 1: k l-t 8
9 REF_RENCES
'i f 1. *ANSYS" ENGINEERING ANALYSIS SYSTEM, DEVELOPED BY SWANSDN ANALYSIS SYSTEM,iNC.
- 2. DILUN A, L.J. AND FL AHERTY, J. A.,"AN ASSESSMENT OF THE AFFECT DF PLATE FLEXIBILITY ON THE DE SIGN OF MOMENT-RESISTANT BASE PLATES",
TELEDYNE ENGINEERING SERVICES (SU3MITTED - TO ASME FOR PUBLIC ATION) e O m l-19
O 4 e
- C e
9 1 O 9 ATTACHMENT 2 t em O e e e O P e
Analysis of Complex Pipe Anchor Base Plates Many anchor base plates of higher Where complexity than option no other that allowed with theFinite is available, " BOLTS" program will have to be analyzed. Element analysis will be used. In particular, the ANSYS Engineering Analysis 6 System program will be utilizad. The plate is modeled with ANSYS 2-Dimensional Rectangular Plate elements, and in some cases with additional 2-Dimensional Elastic Triangular Plate elements. In certain cases where symmetry about the plate axes exist, only one-half or Where no symmetry exists, the com-one-quarter of the plate need be modeled.When only part of the plate is modeled, rotation plete plate must be modeled. about the " cut" edges is restrained, in order that the effects of plate con-tinuity be accounted for. Anchor Bolt Model: Anchor bolts were modeled by " tension only" spring elements. Actual stiffness values for the bolts (K )b were input into the model by use of the equation: K = AE/L (1) In order to simplify the computer model, values of E and L input tp the program were chosen, somewhat arbitrarily, as 29 X 106 PSI and 10 in., respectively. With Kb , E, and L known, an equivalent A can be calculated and input as well. Therefore, the actual stiffness, K b, will be calculated by the program from the arbitrary constants (A, E, and L), by use of Equation (1). Concrete was modeled by " compression only" springs at Concrete Base Model: In some early computer runs, a minimum stiffness each plate-mesh node point. (Kc) of 6700 K/in was used, as per the Teledyne Engineering Services bulletin "An Assessment of the Affect of Plate Flexibility on the Desigh of Moment-Resistant Base Plates". However, this value was determined to bewas conservative. used. This Therefore, in the majority of computer runs, a more accurate Kc can be defined by Timoshenko and Goodier in Theory of[ Elacticity, Page 407, derived from their equation for deflection of a solid, subjected to a uniform pressure distribution over a surface area: Wavs - aP g(1- p2)
.yg- (2) where "m" is a numerical factor that depends on the shape of the loaded area:
m Shape of Loaded Area 0.96 Circular 0.95 Square 0.92 Rectangle with aspect ratio = 2.0 etc. and E equals 3.6 X 106 pst, - 2-1
c Equation (2) can then be rearranged and the concrete stiffness (K ) solved for by: P EE (
, Kc " ifavg " m(1- [Z) .
where A is now defined as the average plate element area. Once as:ain, the same Re can now be input into the program by use of Equation 1. stiffness, Kb
, are used arbitrary constants E and L6used in calculating PSI and bolt 10 in., respectively. With Kc, E, and L here with values of 29 X 10 defined, an equivalente concrete " compress culated, and input as well. Therefore, A, E, and L.
culated by the program from these arbitrary constants: used in the program has a small significance on actual from tension 6700 K/in, to The value of Ke e values per bolt. In one early parameter study, varying Kincreased individual bolt loads 14,300 K/in., holding everything else constant, by less than 2%. Forces and moments are modeled on the platei by Applied Force and Moment Model:a series ofLoads discrete loads due to applied a force are perpendi that define the geometry of the plate attachments. Moments are appl'ied as a applied uniformly at all attachment node points.. series of loads that approximate a couple. . A para-Changing the magnitude of a forcelor moment creates little problem. meter study showed that the new bpit loads, obtained by changing force and ld applied moment forces. magnitudes, changed proportionately with the ratio of n models where only one suoment was modeled, and for multiple load cases. O t
-. p.2
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FIGURE 2.15- 3 FIPEL QUALITY ASSURA::CE REVIC'. SH G GCNS PROJECT MANUALS /DOCUS:ESTS Part 1 - To .e completed by the AJministration Section G[Document Manual TL Le TE S ll4Ne,- 79-M O R A e d =r>^ is. ] k F ? n^ - Yf/7/ Review Request Le t ter 3:o . - P:ll- / Dated: Review Due Date: f, _ , Part II - To be completed by Reviewer (s) Approved by [ @pg1 Date: [ ' [ '
- tana ge. o Qualit, A s s u r.i r.c c _/ /
Reviewer's Signature
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