ML20239A674
| ML20239A674 | |
| Person / Time | |
|---|---|
| Site: | Sequoyah  |
| Issue date: | 07/17/1987 |
| From: | TENNESSEE VALLEY AUTHORITY |
| To: | |
| Shared Package | |
| ML20239A670 | List: |
| References | |
| SQN-DC-V-24.2, NUDOCS 8709180087 | |
| Download: ML20239A674 (65) | |
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ENCLOSURE 3 OfRecord B41 '87 0 717 2.5 3 n-TVA"*****
TENNESSEE VAU.EY AUNOmiY Division of Nucleer Engheoring
'\p Ryg ,,d 825 '870826 101 Rl DESIGN CRITERIA
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NO. SQN-DC-V-2l. 2 SEQUOYAH NUCLEAR PLANT 1
SUPPORTS FOR RWROUSM NZED CATEGORY I PIPING TITLE:
~J UL171987 ISSUE DATE:
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, 4 REVISION LOG SUPPORTS FOR RIG 0ROUSLY AllALYZED CATEGORY I PIPING SQN-DC 'l-24.2 w
T" DESCRIPTION OF REVISION Me 1
1 Revised as follows: (1) Subsection 1.2, added sentence to l specify effective date. (2) Subsection 3.7, deleted sentence on I structural element. (3) Subsection 4.1, revised definition of ,
CS to specify direction of action and pipe travel; explanation (
added in definition of RR; revised definition of TS; definition i' revised to specify amount of pipe travel. (4) Subsection 4.2, revised sentence and added sentence on reference documents.
(5) Subsec t ion 4.4.1, revised definition of linear support.
(6) Subsection A.4;2, added sentence to include reference documents. (7) Subsection 6.1.2.1, added sentence to specify alternate load combination techniques. (S) Subsection 6.1.2.2, rearranged paragraph to clarify intent. (9) Subsection 6.1.3, added the word " friction" to specify intent. (10) Subsec:ica 6.1.4.2, deleted clause which permitted bottoming or toppin; out l of support components. (11) Jubsection 6.2.1.1, ccrrected I typographical error. (12) Subsection 6.2.1.4, paragraph a, l deleted clause on pressure boundary integrity; specified order !
of use of applicable codes and restrictions thereof; i paragraph c, replaced word to clarify intent; added paragraph d l ,
to include evaluation of weld stress conditions. ; ]
(13) Subsection 6.2.2.1, replaced words ' frequency or deflection' with the word " rigidity." (14) Subsection 6.2.2.2, specified evaluation requirment; paragraphs a and b, specified loading conditions; paragra n e, clarified effects of frictional i loadings. (15) Subsectica ,.2.3, added CE3 report number; add-d i guidelines to evaluate fixi:y at attach ent to civil fea:ures. i (16) Subsection 6.2.c, replaced words to clarify intent.
(17) Subsection 6.2.5.2, added minimum weld si:e requirements for new and modified weids. (13) Subsection 6.2.5.3 added to specify type of welding elec:rodes. (19) Title cf subsection !
6.3.1 changed; paragraph a, clarified sta:emen: on branch '.ine I section modu'us; "no:e" revisec to define area of responsibi .. .
of tie back support design. (20) Subsee: ion 6.3.2 reassigned to ;;
" pipe sleeves." (21) Subsection 6.3.3 reassigned to "'Jnicue l Design Requirements"; replaced word "special" by "unic,ue. ' ;
(22) Subsection 6.3.a reassigned to Gang Hangers; added absch:e ;
loading accition op:ica. (23) Subsections .3.3; 6.3 6; 6.3.'; f 6.3.S; 6.3.9; 6.3.10; and 6.3.11 reassigned for items differen:
from R0. (24) Subsection 6.3.10, punching shear considera:wn added. (25) " Box type supports" paragraph was assigned new ,
subsection number (6.3.12). (26) Subsec : ions 6. 3. '. 3 ; 6. 3. '. a ;
! and 6.3.15 added. (27) Section 7.0, item-2, date added, edi'.ie.
number celeted; item 6, entry replaced by C-43; item 9 edit;ca of reference docu?.ent changed; items 11 and '.2 acded.
(28) Appendix I, Tigure :-;, item 1, definition of "RR" clarified. ,
i l ZE2 - 1911M i TV A 105 34 (E N DE S-4 78) i U_._ _._
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REVISION LOG SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2
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, DESCRIPTION OF REVISION d',,o Revision 1 (continued)
(29) Appendix I, figure I-2, 0.9 SY restriction on allowables ;
added; loading conditon changed to Hydro-test along with its allowables; LCD allowable requirement added for standard suppor t component; snubber allowables added; notes on allo'wables ,
revised; tension and shear allowables requirements added. 4 (30) Appendix I, figure I-5, item 6, paragraph clarified by adding note. (31) Appendix I, figures I-6 (Unistrut Clamp Allowables) and I-7 (Load Ratings of U-Bolts at 650 *F) added.
(32) Appendix II, subsection 1.1 added; units for "S," "E " and "X" specified. (33) Appendix II, subsection 1.2 added.
l (34) Appendix II, figure II-1, figure II-2, and Table II-1 revised to include new dimensions and explanation of existing i dimensions. (35) Appendix III, section 1.0, words deleted for clarity. (36) Appendix III, subsection 1.1, item c deleted.
(37) Appendix III, subsection 1.2, item c G-?.9 C replaced by l G-29. (38) Appendix III, subsection 2.2.1, paragraph relocated j for clarity. (39) Appendix III, Table 3, figures and notes l changed. (40) Appendix III, subsection 2.3, added statement on j installation type of undercut anchors; statement revised on AIS '
i minimum edge distance requirements. (41) Appendix III, notes for Table 4, typographical error corrected; note 2 revised to ]
add word " minimum"; note 5, effective depth requirement deleted. (42) Appendix III, Table 5 revised to add note number cross references; note 4, word " minimum" added. (43) Appendix III, subsection 4.1.1, item b, word "obviously" deleted.
(44) Appendix III, subsection 4.2, item 2, statement on friction l connection deleted; item 4 deleted. (45) Appendix III, 4 subsection 4.3, bearing connection reference deleted; note on l bolt hole oversize added. (46) Appendix III, section 5.0 on j bearing connections deleted. (47) Appendix III, section 6.0, -l second paragraph, conditional clause on calculated load I deleted. (48) Appendix III, section 7.0, bearing connection l reference deleted; typographical error on cross-reference !
corrected. (49) Appendix III, subsection 9.1, typographical error on formula for "To" corrected. (50) Appendix III, subsection 9.3, percentage stiffness reduction changed for clarity. (51) Appendix III, section 10.0, definition of "To" ,
clarified; typographical error corrected. (52) Table of Contents revised to reflect all the above changes, i
DNE2 - 1911H TV A 10$ 34 (EN DES 4 78)
e 6 SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 l
l TABLE OF CONTENTS i Page 1.0 PURPOSE ......................................... 1 2.0 SCOPE AND APPLICABILITY ......................... 1 3 . 0 G ENERA L D EF I N IT I ON S . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 4.0 DEFINITION OF SUPPORT NOMENCLATURE .............. 2 4.1 Support Types .............................. 2 4.2 Load and Movement Sources ..... ............ 3 4.3 Loading Conditions ......................... 4 ,
4.4' Support Categories ......................... 4 I 1
i 4.4.1 Linear Support ...................... 4 4.4.2 Standard Support Component .......... 4 5.0 GENERAL DESIGN REQUIREMENTS AND RESPONSIBILITIES. 4 6.0 PIPE SUPPORT REQUIREMENTS ....................... 4 6.1 General Support Design Requirements ......... 4 l d
i 6.1.1 General .............................. 4 6.1.2 Pipe Anchor Loadings ...... .......... 4 6.1.2.1 Both Sides of the Anchor Seismically Analyzed ........ 5- )
6.1.2.2 One Side of the Anchor ]
Seismically Analy:ed ........ 5 4 i
6.1.3 Friction Loading Accommodations ...... 5 6.1.4 Pipe Movement ........................ 5 j i
6.2 Support Design Rules ........................ 6 81 6.2.1 Allowable Limit ...................... 6 6.2.1.1 Linear Support............... 6 j 6.2.1.2 Standard Support Component .. 6 6.2.1.3 Anchor Bolts ................ 6 6.2.1.4 Integral Welded Attachment .. 6 6.2.2 Rigidity Requirements for Support Steel ............... ....... 7 R) 6.2.3 Rigidity Requirements for Building Steel ....................... 7 l l
i j DME2 - 1916H I TVA 1053S (EN DES- 7-77)
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SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2' !
r TABLE OF CONTENTS (Continued) 1 P,_ ale
- 3 l 6.2.4 Special Consideration ................ 7 .
i 6.2.5 Welds ................................ 8 h )
1 i l 6.3 Special Support Design Requirements ......... 8 6.3.1 Tie Back Supports .................... .8 6.3.2 Pipe Sleeves ......................... 8-6.3.3 Unique Design Requirements ........... 8 j 6.3.4 Gang Hangers ......................... 9 J i 6.3.5 Hanger Rods and Guide Rods ........... 9 l 6.3.6 Risers and Pipe Clamps ............... 9 6.3.7 Constant Force Supports (CS) ......... 9 i
6.3.8 Variable Spring Supports (VS) ........ 9 h !
6.3.9 Stiff Pipe Clamps .................... 9 I 6.3.10 Localized Effects .................... 10 6.3.11 Anchor Bolts,and Welds Combined ...... 10 6.3.12 Box Type Supports .................... 10 6.3.13 Environmental Thermal Effects ........ 10 6.3.14.Unistrut Clamp A11owables ............ 10 6.3.15 U-Bolt Allowables .................... 10 7.0 APPLICABLE REFERENCES ............................, 10 APPENDIX I ............................................ I-1 Figure I-1 Support Design Nomenclature ........... I-1 Figure I-2 Support Design Loads and Allowable Stresses .................... I-3 !
Figure I-3 Pipe Movement at Support . ...... ....... I-5 Figure I-4 Integral Welded Attachment Load j Evaluation For Class 2 and 3 1 Pipe Stress Calculation ... ........... I-6 I Figure I-5 Notes for Figures I-1, I-2, I-3, l and I-4 ............................... I-7 'i Figure I-6 Unistrut Clamp Allowables ............. I-8 Figure I-7 Load Ratings of U-Bolts at 650'F ...... I-9 APPENDIX II Weld Design Criteria for Pipe Supports ... 11-1 l
1.0 Skewed Tee Joints ........................... II-1 1.1 Method - 1 ............................. II-1 1.2 Method - 2 ............................. II-1 2.0 Flare Bevel Groove Welds .................... II-2 g Figure II-1 ...................................... II-3 Figure II-2 ...................................... II-3 Table II-1 ....................................... II-3 ii DNE2 - 1916H l
TVA 10535 (EN DES- 7-77) l
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SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 i
TABLE OF CONTENTS (Continued) 81 Page APPENDIX III...................................................III-1 gj 1 . 0 G EN ERA L . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I I I - 1 1.1 General Design Philosophy.............................III-1 1.2 Reference / Specifications..............................III-1 1.3 Definitions...........................................III-2 2.0 DUCTILE ANCH0RS............................................III-4 2.1 Ductile Anchor Types..................................III-4 )'
2.2 Allowable Tensile Loads...............................III-4 2.2.1 Normal Load Conditions......................III-5 Table 1.................. ..................III-5 Table 2.....................................III-6 Table 3.....................................III-7 2.2.2 Upset and Faulted Loading Condition.........III-8 i' 2.3 Undercut Anchor Detailing Requirements................III-8 3 . 0 EXP ANS I ON ANCH0RS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I I I- 8 3.1 Exp a ns i o n Anc ho r Type s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I I I - 8 3.2 Allowable Tensile and Shear Loads.....................III-9 Table 4...............................................III-9 Table 5...............................................III-11 3.3 -Expansion Anchor Detailing Requirements...............III-12 4.0 ANCHOR DESIGN..............................................III-13 4.1 Determinat ion of Tensile Loads in Anchors. . . . . . . . . . . . . III-13 4.1.1 Flexible Baseplate Analysis......................III-13 j
4.1.2 Rigid Baseplate Analysis.........................III-15 4.2 Design Procedure......................................III-15 4.3 Distribution of Shear to Anchors .....................III-17 j 4.4 Design of Shear Lugs..................................III-18 5.0 (Section 5.0 deleted by RI) l l
i 6 . 0 EMB EDM ENT AND S PAC I NG . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ! I I- 19 q I
6.1 Calculating Ultimate Concrete Capacity................III-20 6.1.1 Calculating Concrete Area........................III-20 6.1.1.1 Single Anchors...................................III-20 6.1.1.2 Multiple Anchors (General Condition).............III-21 6.1.1.3 Multiple Anchors (Special Condition).............III-21 6.2 Embedment Limitations.................................III-22 6.3 Spacing Limitations...................................III-23 6.3.1 Minimum Spacings (Full Allowable Loads)..........III-23 Figure 1.........................................III-24 6.3.2 Minimum Spacings (Reduced Allowable Loads).......I!I-25 6.4 Concrete Strength.....................................III-25
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SUPPORTS FOR RIGOROUSLY ANALY2ED CATEGORY I PIPING SQN-DC-V-24.2 l TABLE OF CONTENTS'(Continued) l 1
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7 . 0 EDG E D I ST ANCE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I I I - 2 5 7.1 Tension Loads.........................................III-26 ;
7.1.1 Ductile Anchors..................................III-26 j 7.1.2 Expansion Anchors................................III-26 j 7.2 Shear Loads...........................................III-27 1
- 8. 0 ANCHOR HEAD REQUIREMENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II I-2 7 9.0 ALLOWABLE TENSION & SHEAR LOADS FOR EP0XY GROUTED ANCHORS..III-28 9.1 Allowable Tension & Shear.............................III-28 9.2 Reduction Factors.....................................III-29 9.3 Reduced Anchor Stiffness..............................III-29 '
10.0 ANCHOR STIFFNESSES FOR BASEPLATE II PROGRAM...........III-30 fj 11.0 PROCEDURE FOR CONSIDERATION OF CONSTRUCTION TO L ERANC E S . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I I I - 31 11.1 Scope.................................................III-31 l 11.2 Policy................................................III-31 11.3 Procedure.............................................III-31 12.0 METHOD FOR DETERMINING INPLACE CONCRETE STRENGTH FOR i ANCHORAGE EVALUATION..................................III-32 12.1 Procedure.............................................III-32 12.2 Concrete Strength Gain for Anchorage Evaluations. ....III-33 l Figure 12.2........................................,..III-34 6
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SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 1.0 PURPOSE The purpose of these criteria is to establish the requirements for the designer in the evaluation or design'of pipe supports for rigorously analyzed Category I piping. These criteria shall be used on all supports gl' on rigorously analyzed Category I piping after R1 is issued. I 2.0 SCOPE AND APPLICABILITY 2.1 The requirements of this document shall apply to supports installed on Category I piping systems (except as noted in subsection 2.2) within rigorously analyzed stress problems.
2.2 Supports designed by the NSSS vendor are excluded from the requirements of this criteria. !
2.3 For rigorously analyzed Category'I piping, these criteria'shall l replace the requirements given in design criteria SQN-DC-V-24.1 and-SQN-DC-V-2.14 in their entirety.
2.4 In the event of conflicting requirements between this document and any. reference material,.this document shall govern. Any variance shall be identified to the lead engineer.
2.5 This document has been prepared to provide a support design concept compatible with present day computer codes and ana. lysis methods. l All supports within the scope shall be evaluated to these criteria, I including new designs-and modifications to the existing designs. j i
3.0 GENERAL DEFINITIONS I The following terms are important to this document and are defined for clarity of meaning: J J 3.1 Analyst. Individual or organization engaged in performing rigorous' j analysis of Category I piping systems.
3.2 Designer. Individual or organization' engaged in the evaluation or design of supports.
3.3 Restraint. The act of resisting piping deflections from any specific source in any specified direction.
3.4 Rigorous Analysis. A comprehensive computer ai.ted analysis of the j piping system to ensure that the system design and support locations i meet all ANSI B31.1 requirements for stress in piping. "
l 3.5 Category I. Those structures, systems, or components which perform primary safety functions and are designed and constructed so as to assure achievement of their primary safety functions at all times including a concurrent safe shutdown earthquake (SSE).
l J l DNE2 - 1916H TVA 10535 (EN DES- 7-7 7 )
i SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 f l
3.6 Support. A " support" in the context of this document will be any l item installed on a piping system with the intent to limit deflections from any one or all of the load and movement sources 1 defined in subsection 4.2 in any desired direction. A support may !
be made up from standard support components, structural steel, or a f combination of these. Everything detailed on the support drawing i' will be qualified-in accordance to these criteria.
l 3./ Euilding Structure. The building structure is the overall structure !
required to support, house, or protect the power plant equipment, The building structure is not detailed on the support drawing or g j l
qualified in accordance with these criteria. (
4.0 DEFINITION OF SUPPORT NOMENCLATURE The following support nomenclature has been established for use in support design and is integrated into the support design procedures. l Figure 1-1 in Appendix I is a summary of the complete support design nomenclature.
4.1 Support Types CS - Constant force support - Provides support in the negative Y-direction for a predetermined constant amount of gravity loads b over relatively large amounts of pipe travel.
DS -Dynamic snubber - Provides resistance to dynamic piping movement without restricting gradually applied motion in the direction {
specified.
RR -Rigid support - Provides resistance to piping movement from any l source in the (+, -) direction specified. (Note: This support type is sometimes identified as "SR" when the supported direction is not parallel to the global direction.)
TS *hermal stop - Provides resistance to movement from any source h (when in the hot position) in only one direction, after allowing for ;
a specified amount of free thermal expansion and/or anchor movement. When this type support is specified, snubbers will usually be used to limit dynamic movement of the pipe relative to the thermal stop. )
US - Unidirectional support - Provides resistance to any movement i from any source in only one direction (normally downward). l l
VS - Variable spring - Supports a predetermined amount of load at a fixed position. Provides resistance to movement by the spring rate K{ l specified over relatively small amounts of pipe travel. l Tieback support - A special case support where a branchline is l supported by " tying it back" to the run line. (see subsection )
6.3.1.1.
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l L-i SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2-1 l
l 4.2- Load and Movement Sources l
The following symbols and definitions identify potential load sources. The load type in certain cases is indicated in !
parenthesis. More detailed definitions are included in the Sequoyah pg !
Rigorous Analysis Handbooks (SQN-RAH) and Procedures (see Section DI 7.0 Item 12.)
Symbol Description BC Load on SCV bellows due to SCV internal pressure BL Pressure load on untied bellows CP* Containment pressure movement following DBA (SCV only)
CS Cold spring CT Containment thermal movement following DBA (SCV only)
DM' Anchor movements associated with DBA inertia (SCV only)
DW Deadweight EA' Inertia effects associated with a DBA (SCV only)
ED Seismic anchor movement due to one-half displacement range for OBE/SSE El OBE earthquake inertial loads E2 3
SSE earthquake inertial loads PL Preload (additional loads imposed on the piping by spring supports and constant force supports)
SD Thermal anchor movement of the SCV (Normal /
Upset)
Ti Thermal mode, including anchor movement, (i= mode number) (Normal / Upset)
VT Valve thrust i WH Water hammer or similar dynamic load source
- 1. These load sources from faulted condition only. I 1
DNE2 - 1916H TVA 10535 ( EN DES- 7-77)
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SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 4.3 Loading Conditions The following conditions have been assigned for support load ;
evaluation for Sequoyah Nuclear Plant support design (not including i pipe whip restraints): normal condition, upset condition, faulted I condition, and test conditions (should they be required).
1 4.4 Support Categories The following support categories are defined for support design.
4.4.1 Linear Support i A linear support is defined as any support which resists load essentially through a single component of direct stress. These .
supports provide resistance to movement of the pipe in a i particular direction or directions from all load sources. A linear support is any variety of restraint configurations i designed and fabricated from structural shapes and plates. M j 4.4.2 Standard Support Component Standard support components are defined as being vendor catalog items qualified in accordance with MSS SP-58 or vendor supplied data, such as, load capacity data sheets. A11owables for such vendor components shall be those proviCed in Sequoyah Pipe {}
Support Design Manual (SQN-PSDM) Volume 4 (see Section 7.0 Item 11.) ,
5.0 GENERAL DESIGN REQUIREMENTS AND RESPONSIBILITIES ]
iI 5.1 All support designs will conform to the requirements c,f these design criteria.
5.2 The general responsibilities in the sequence of events leading to support design are as follows:
l 5.2.1 The analyst shall provide the designer with the data necessary to evaluate or design the supports. ]
5.2.2 The designer shall evaluate or design the supports considering all the limitations and requirements contained in section 6.0 of this document and prepare design modification if required.
6.0 PIPE SUPPORT REQUIREMENTS 6.1 General Support Design Requirements 6.1.1 General The pipe supports shall be evaluated or designed for the combined loads and movements specified in accordance with Appendix I.
6.1.2 Pipe Anchor _ Loa.di_ngs
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i n 8 SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 6.1.2.1 Both sides of the anchor seismically analyzed - The rules for terminal anchors require that, for each load case, the anchor loads on each side of the anchor be combined to form a total load for that load case. Static load cases, such as deadioad f and thermal, from each side of the anchor, are'added algebraically. The dynamic load cases shall be combined from ]
I each side of the anchor by SRSS (square root of the sum of the j squares).
This procedure may be used in lieu of load combination j techniques employed in Subsection 5.2 of CEB-DI 21.85 Revision O. h 1 6.1.2.2 One side of the anchor seismically analyzed - For anchors that have one side seismically analyzed and the other side not analyzed seismically, the faulted load combination of Appendix I is formed for the seismically analyzed side and combined by SRSS i methodology with a plastic moment from the other side. A l plastic moment in each of the two orthogonal local bending l directions shall be combined independently with the loads from the seismically analyzed side. The normal and upset conditions need not be checked for this anchor type. Rigidity requirements in Subsection 6.2.2.2 need not be checked for anchors where plastic moment is assumed. Plastic moment reduction by specific piping components such as elbows or by virtue of piping configuration may be used on a case-by-case basis when justified y .
in the calculation. Loadings from Non-Category I piping which are lower than plastic moments may be used when individually justified. When such reduced loadings are used, rigidity requirements need to be addressed.
6.1.3 Friction Loading Accommodations Friction loads on the support shall be considered when there is a thermal movement in the unrestrained direction greater than 1/16 inca. A coefficient of friction of 0.3 for steel-on-steel, unless a lower value can be justified, shall be utilized to bk i calculate the friction force. The friction forces shall be determined for the normal load condition only.
We friction force need not exceed that force required to deflect the support structure an amount equal to the piping thermal movement.
6.1.4 Pipe Movement 6.1.4.1 All supports shall be evaluated or designed to accommodate all piping movements (see Appendix I, Figure I-3) and to avoid interferences with other piping, conduits, structures, supports, and equipment in all conditions.
6.1.4.2 Constant supports, variable springs, and snubbers shall be evaluated or designed to accommodate the " maximum pipe movement" without bottoming or topping out (see Appendix I, figure I-3). M 5 DNE2 - 1916H TVA 10535 (EN DES- 7-77)
SUPPORTS FOR RIGOROUSLY ANALYZED' CATEGORY I PIPING 'SQN-DC-V-24.2 6.2 Support Design Rules 6.2.1 Allowable Limit 6.2.1.1 Linear Support - The basic allowable stresses (sAISC) s%til be K[
per AISC specification (reference 2) for normal loading conditions. The stress allowables for upset, test, and faulted ,
conditions are given in Appendix I, Figure I-2. Interface welds )
joining a standard support component, support steel, or building steel will be evaluated as linear support. A500 and A501 tube steel shall be considered to have the same yield stress as A36.
6.2.1.2 Stancard Support Component - The basic allowable stresses (Ss.) shall be per MSS SP-58 or allowable load limits shall be per vendor supplied data such as load capacity data sheets for normal loading conditions. The stress or load allowables for upset, test, and faulted conditions are given in Appendix I, Figure I-2.
6.2.1.3 Anchor Bolts - Support designs which require the use of concrete anchors will conform to the requirements of Civil Design Standard DS-C1.7.1 as implemented by Appendix III.
6.2.1.4 Integral Welded Attachment - Integral welded attachments are to be avoided where possible. When integral welded attachment ~ ,
installation is necessary, the following requirements should be 'l incorporated in the design or evaluation.
- a. For Category I piping, ensure that the integral welded attachment induced " local" stresses, when combined with the existing piping stresses, will not exceed allowable limits. Local primary stress (es) shall be determined by WRC Bulletin 107 or ASME Code Case N-318 or N-392 in the respective order. Once calculated, these local stresses shall be combined with the appropriate concurrent pipe g
stresses and compared with the appropriate allowable stress in accordance with Appendix I, Figure I-4 Use of the above code case allowables is premitted on a case by case basis; however, in such cases, written notification to the TVA Lead Engineer is required.
- b. Local stress conditions that do not satisfy the above criteria may be further evaluated by more rigorous methods.
- c. The weld between a rectangular attachment and the pipe may be evaluated in accordance with ASME Code Case N-318, Section 3.2.
- d. Weld stress conditions that do not satisfy the above criteria may be further evaluated by more rigorous methods.
DNE2 - 1916H 6
l TVA 10535(EN DES- 7-77)
j SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 l l
6.2.2 Rigidity Requirements for Support Steel 6.2.2.1 Struts, framed systems, and braced structures designed in i accordance with the AISC specification (reference 2) to take i load primarily in tension or compression are considered acceptable rigid supports, i.e., no rigidity check is required.
6.2.2.2 Cantilevers, anchors, and other supports which are designed to 1 carry load (s) primarily in bending shall be evaluated for rigidity by considering the deflection limits.
- a. The first two supports on piping (excluding tubing) adjacent to strain sensitive rotating equipment (pumps, compressors, turbines) shall limit the deflection in each I direction (independently) under each loading condition (i.e. normal, upset, faulted) to 1/16 inch.
g
- b. All other supports and anchors shall limit the deflection (independently) in each direction under each loading ,
condition to 1/8 inch.
- c. Deflection check in the direction of the frictional load may be excluded although friction contribution to member stresses needs to be considered in the evaluation..
1
- d. The deflection limits given above may be exceeded when j justified on a case-by-case basis. q i
6.2.2.3 Rigidity requirements are not applicable to springs or constant j supports. j l
6.2.3 Rigidity Requirements for Building Steel
'Jhen providing interface reaction (s) data to the civil / structure group (see " Review and Regeneration of Pipe Support Calculations for SQN (Unit 2]" CEB-DI-21'.87), the designer shall review the type of civil feature to which the support is attached and evaluate the degree of fixity. The type of connection used, physical location of the attachment on the civil feature, stiffness of the civil feature at the point of attachment, etc.,
should be considered in the fixity evaluation. For cases where it is more appropriate to model the interface as a " pinned" connection in a particular axis, the rotation that would take place (preferably in radians) will be provided to the h l i
civil / structure group in lieu of a fictitiously large moment.
6.2.4 Special Consideration l Consideration shall be given to new and modified supports for inservice inspection and testing of piping welds.
- a. TVA Class A and B piping. Provide 6 inch clear access to piping welds when possible.
i
- b. TVA Class C and D piping. Provide clear visua; access to piping welds when possible.
7 DNE2 - 1916H !
TVA IO535 (EN DES- 7-77)
SUPPORTS FOR RI'GORCUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 3
6.2.5 Welds 'l Welds for skewed tee joints and flare bevel grooves shall.be i evaluated or designed to the requirements of Appendix II. {
i 6.2.5.1 Welding symbols shall be those of AWS A2.4-79 (reference 3), j 1
6.2.5.2 Minimum weld size requirements from Table 1.17.5 AISC (reference
- 2) need not be considered, provided all other stress requirements are met. In addition, no other midimum weld size 3
requirement is necessary for partial penetration welds. I However, such requirements shall be met on new and modified l welds. ;
6.2.5.3 All welded joints shall be considered to use E70XX electrodes as Kt i defined in G-29.
6.3 Special Support Design Requirements The following design limitations must be considered in the evaluation.or design of the supports.
6.3.1 . Tie Back Supports When a " tieback" support is used in the rigorous analysis the following requirements must be satisfied:
l
- a. The section modulus of the " tieback" support must be > h the section modulus of the branch line member used in the (
piping analysis and noted on the support load tables. j (The rigidity requirements of subsection 6.2.2 do not l apply.) 3
- b. The " tieback" support must be qualified to the stress allowables defined in subsection 6.2.1.
NOTE: Tieback supports detailed on the physical piping drawing are the responsibility of the piping system {i designer / system engineer, i
6.3.2 Pipe Sleeves i l
I Pipe sleeves designed specifically as axial pipe support will be utilized as designed. Pipe sleeves not specifically designed as {
an axial support must be qualified for the axial support load or (( l the pipe must be axially supported independently of the sleeve 6.3.3 Unique Design Requirements f
l If unique support design requirements are noted on the support location isometric or support load tables, the support design must accommodate these unique requirements. Where necessary, an explanation of the unique requirements will be entered as a note on the designer's support detail sheet.
DNE2 - 1916H TVA 10535 (EN DES- 7-77)
., e j
-SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 6.3.4 Gang Hangers The forces and moments due to dynamic loads on the frame due to each pipe may be combined with the member forces and moments due to the other pipes by the SRSS method in lieu of absolute .
addition, as long as the pipes are of different sizes, routing, or geometry such that the likelihood of concurrent resonance is ' M l
low. 4 6.3.5 Hanger Rods and Guide Rods +
Hanger rods and guide rods must be of ample length to permit free piping movement except in the direction of design restraint. Hanger rods must not at any time be subjected to stresses other than tension. Hangers at locations where lateral or axial movement is anticipated must be provided with suitable '
l linkage to permit swing. Where large lateral or axial thermal movements are anticipated, tianger assemblies shall ensure acceptable vertical alignment when the piping system is in operation.
- 6. 3. 6' Risers and Pipe Clamps Clamps used in the support of vertical lines should be evaluated l or designed to support the total load on either arm in the event l the load shifts due to pipe movement. This re,quirement does not ]
apply to clamps used with spring supports or' snubbers. The ,
supporting structure and lugs should also be designed for this !
load distribution.
6.3.7 Constant Force Supports (CS) p If a CS is specified on the load table. a variable spring support may be substituted for a constant support on a case-by-case basis.
6.3.8 Variable Spring Supports (VS) g VS supports shall be designed such that the load variability is within 25 percent of the design loads unless otherwise jus:ified by the analyst.
The lateral pipe displacement on floor mounted flange type variable spring must not result in a condition where the piping load is applied beyond the load column.
l 6.3.9 Stiff Pipe Clamps Stiff pipe clamps as identified on NRC Information Notice 33-30 shall not be used on SQN without prior approval from DNE.
9 DNE2 - 19:6M TVA 10535 (EN DES- 7-77)
l J
SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 6.3.10 Localized Effects The local effect of connection loading must be considered. The ;
connections to be considered are attachments to tube steel or open sections. Attachments to tube steel will be evaluated p l l
taking into consideration the effects of Punching Shear in l accordance with AWS D1.1-81, Section 10.5, or later revisions and attachments to open sections will be evaluated in accordance with AISC. l l
6.3.11 Anchor Bolts and Welds Combined g Baseplate connections that utilize a combination of welds and anchor bolts shall be evaluated or designed, such that the welds take the entire shear load.
6.3.12 Box Type Supports h For box type supports the weld next to the pipe shall not be considered in the evaluation or design, unless the field verifies its existence.
6.3.13 Environmental Thermal Effects Thermal expansion of structures that span between walls, floors and columns shall be evaluated. The loads to be considered for such evaluation shall be the sum of the normal piping loads (DW + TH) and loads arising from thermal expansion of the structural member in question. The following allowables shall i' be used:
For tension, 1.5 SAISC 1 0.9 FY For shear, 1.5 SAISC 1 0.9 FY ,
For critical buckling, 1.5 SAISC 1 0.9 FY l 6.3.14 Unistrut Clamp Allowables For Unistrut Clamp A11owables see Table I-6 of Appendix I.
6.3.15 U-Bolt Allowables For U-Bolt Allowables See Table I-7 of Appendix I.
7.0 APPLICABLE REFERENCES The following references form a part of this document to the extent indicated herein. Where a specific edition is noted, later editions may '
j be used if design safety is not compromised.
I
- 1. MSS (Manufacturers Standardization Society) SP-58, 1967 edition,
" Pipe Hangers and Supports."
- 2. AISC " Specification for the Design, Fabrication, and Erection of Structural Steel for Buildings," November 1, 1978.
{l l
- 3. AWS A2.4-79, " Symbols for Welding and Nondestructive Testing." j 10 DME2 - 1916H l
TVA 1053S (EN DES- 7-77)
-_ _____- O
1 SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2
- 4. AWS D1.1-83, " Structural Welding Code-Steel."
]
- 5. Welding Research Council Bulletin 107, K. R. Wichman, A. G. Hopper, and J. L. Mershon, July 1970. l
- 6. G-43 (General Construction Specifications.) hl
- 7. SQN-DC-V-2.14 " Piping System Anchors Installed in Category I ]
Structures."
- 8. ANSI B31.1, 1967, " Power Piping."
- 9. ASME Boiler .d Pressure Vessel Code,Section III, Division 1, 1971 Edition up to an including winter of 1972 addenda.
- 10. Welding Research Council Bulletin 198, E. C. Rodabough, W. G. Dodge, and S. E. Moore.
- 11. Sequoyah Pipe Support Design Manual (SQN-PSDM) Volume 4
- 12. Sequoyah Rigorous Analysis Handbooks (SQN-RAH)
~
J I
i l
1 DNE2 - 1916H g3 TVA IO535 (EN DES- 7-77)
52: SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24'.2 APPENDIX I APPENDIX I FIGURE I-1 SUPPORT DESIGN NOMENCLATURE
- 1. Support Types (See subsection 4.1) l CS - Constant force support j DS - Dynamic snubber RR - Rigid seismic support (sometimes denoted by MSR" when the supported q; direction is not parallel to global direction.) hl TS - Thermal stop US - Unidirectional support VS - Variable spring support Tieback - See subsection 6.3.1.1 l
- 2. Load and Novement Sources (See subsection 4.2)
Symbol. Description BC Load on SCV bellows due to SCV internal pressure BL Pressure load on untied bellows CP' Containment pressure movement following DBA (SCV only)
CS Cold spring CT Containment thermal movement following DBA (SCV only) l t
- 1. These load sources f rom f aulted condition only.
I-1 l
DNE2 '.90;H l 7VA IO535 (EN DES- 7-77)
SUPPORTS FOR RIGOROUSLY ANALYZED CtTEGORY I PIPING SQN-DC-V-24.2 APPENDIY I FIGURE I-1 (Continued)
Symbol Description DM1 Anchor movements associated with DBA inertia (SCV only)
DW Deadweight EA1 Inertia effects associated with a DBA (SCV.
only)
ED Seismic anchor movement due to one-half displacement range for OBE/SSE El OBE earthquake inertial loads E21 SSE earthquake inertial loads PL Preload (additional loads imposed on the piping by spring supports and constant force supports)
SD2 Thermal anchor movement of the SCV (Normal / Upset)
T12 Thermal mode, including anchor movement '
(i = mode number) (Normal / Upset)
VT Valve thrust WH Water hammer or similar dynamic load source
- 3. Support Categories (Referenced to Support Types)
Linear - RR, TS, US (see subsection 4.4)
Standard - CS, DS, VS (see subsection 4.4) l
- 1. These load sources from faulted condition only.
- 2. These load sources from normal or upset conditions only.
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SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX I I
FIGURE I-3 PIPE MOVEMENT AT SUPPORT Support Loading i Type Condition Direction Pipe Movement Components 1, 2, 6 '
(ALL)7 Maximum Pipe + DW+PL+BL*+VT++WH4+E2+BC++Ti++ED+CS+
Movement (EA+DM+SD+) or (CP++CT+)
- DW+PL+BL +VT"+WH -E2+BC +Ti -ED+CS+
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(CS)/(VS) Design 8 + DW+PL+BL++Ti++SD+ ,
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Travel - DW+PL+BL +VT +BC +11 +CG+CP +CT-Note: See Figure I-5 for notes.
I I-5 DNE2 - 1904H l
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SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX I rictrRE I-5 q NOTES FOR FIGURES I-1, I-2. I-3, and I-4
- 1. Signs for Load Evaluation
Loads that do not always occur simultaneously will be evaluated and '
combined such that a conservative load is obtained.
I
l Ti' = Value of negative thermal load. ]
I If thermal load is (+), this value is zero. j
- 2. Design value for (+) direction is the larger of zero and the value i calculated; (~) direction is the smaller of zero and the value l calculated. 1 I
I
- 3. 'ATSC = The allowable stresses defined in Part I of the AISC I specification (reference 2). (Excluding the 1.33 factor.)
'58 = The allowable stresses defined in MSS SP-58 (reference 1) )
(i.e., vendor catalog rating). )
8 y = The minimum yield stress .
4 The equation numbers listed are the ASME Section III, Subsection NC-3600, code equations of reference for pipe stress evaluation for the loading condition being considered.
- 5. VT and WH will not be combined with CP and CT if it is determined that they do not occur simultaneously.
- 6. Support load reactions and pipe movements due to CS (cold spring) may be I ignored for supports that are not installed at the time CS is applied g (i.e., new and currently modified supports.)
- 7. A thermal stop (TS) must allow free movement of the amount specified in l the supported direction, in addition to allowing for the indicated l movements in the unsupported direction (s).
- 8. " Design Travel" for springs (CS or VS) includes the normal condition movements that may occur after the springs have been set, and is used for evaluating spring variability.
- 9. Primary load refers to a load which produces pipe stresses which are not l self-equilibrating.
- 10. Secondary load refers to a load which produces pipe stresses which are self-equilibrating.
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SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX TI APPENDIX II WELD DESIGN CRITERIA FOR PIPE SUPPORTS 1.0 SKEWED TEE JOINTS l
1.1 Method - 1
{}
To evaluate or design welds for skewed tee joints designated as all-around fillet welds on the pipe support drawings, use the following:
- a. When 60 1 0 1 135', the fillet weld leg i9 measured as indicated in Figure II-1. The effective throat shall be determined in accordance with Appendix B of AWS DI.1 (Reference 4).
- b. When 25* 1 0 < 60*, the fillet weld is measured as indicated in Figure II-2 and the penalty (X) is given in Table II-1.
- c. When 135* 1 0 1 150*, the weld properties (shape, dimensions, and weld size) shall be assumed to have the same properties as if it were perpendicular tee joint.
Where, 0 = the angle formed by the intersection of the members S = the weld si:e specified with the weld symbol (inches)
E = the effective throat of weld (inches)
X = penalty (inches) 1.2 tiethod - 2 The following formulas may also be used to determine the effec:ive throat if the width of the face of the weld "F" is the measured dimension as shown in figures II-1 and II-2 respectively. ff E = F 2 tan (0/2) (per figure II-1)
E = F -X (per figure II-2) 2 tan (0/2)
Where, X = Penalty as shown in Table II-1 (inches)
E = Effective throat of Weld (inches)
II-1 DNE2 - 1916.i TVA 10535 ( EN DES- 7-77)
i SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX II 1.2 Method - 2 (continued)
Table II-2 shall be used to determine the relationship between the "F" dimension and "S" which is the weld size specified with the weld symbol.
Fillet Heel Face (F) (inenes)
Size (S) 25'-40' 40*-55' 55*-65*
3/16 1/4 1/4 5/16 1/4 1/4 5/16 3/8 i 5/16 5/16 5/16 7/16 l 3/8 3/8 3/8 1/2 l 7/16 3/8 7/16 9/16 1/2 3/a 1/2 5/8 9/16 3/8 9/16 11/16 5/8 7/16 9/16 3/4 Table-II-2 )
l 2.0 FLARE BEVEL GROOVE WELDS j l
For flare bevel welds the effective throat shall be considered to be the j thickness of the thinner part joined.
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II-2 l
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TVA 10535 (EN DES- 7-7 7)
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!1 M i SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 ,
APPENDIX II l l
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Figure II-2 A_ngle 0 Weld Sizes 45 < 0 < 60 S = E + 1/8*
37.5 1 0 < 45 S = E + 1/4*
25 1 0 < 37,5 S = E + 5/16*
a X = Penalty Table II-1
!!-3 I E2 - 1916H TVA 10535 (EN DES- 7-77)
f 9 SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX III APPENDIX III
.1.0 GENERAL This appendix implements the portions of DS-C1.7.1 which are applicable to' 81 Sequoyah pipe support design. Anchor designs shall conform to DS-C1.7.1 and any instance not covered in this appendix shall be evaluated in accordance with DS-C1.7.1. Design methods are given for anchor bolts and other anchorages with anchor heads, and expansion anchors, This appendix is for all anchorages designed by TVA Division of Nuclear Engineering I (DNE). )
i The requirements of this criteria are based on manufacturers' information, applicable concrete and steel codes, and research performed by TVA and others.
1.1 GENERAL DESIGN PHILOSOPHY The design methods of this appendix are based on the following general design philosophy:
- a. The ultimate capacity of an anchorage should generally be controlled by the capacity of its steel components.
- b. For anchorages that are not controlled by stee.1 capacity, an adequate factor-of-safety against failure of the concrete must be maintained.
RI 1.2 REFERENCE / SPECIFICATIONS The latest revisions of the following standards and specifications shall apply where referred to in this standard:
" Building Code Requirements for Reinforced Concrete."
- b. American Society for Testing and Materials, Philadelphia, Pennsylvania.
A 36 " Standard Specification for Structural Steel."
A108 " Standard Specification for Steel Bars, Carbon, Cold-finished, Standard Quality."
A193 " Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High-Temperature Service."
III-1 DNE7 - 1911H TVA 10535 (EN DES- 7-77)
s SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX III 1.2 REFERENCE / SPECIFICATIONS.(Continued) i l
A307 " Standard Specification for Carbon Steel Externally and f Internally Threaded Standard Fasteners."
A325 " Standard Specification for High-Strength Bolts for Structural Steel Joints."
- c. Tennessee Valley Authority, Knoxville, Tennessee General Construction Specification G-29 " Process- jpl - ,
Specifications for Welding, Heat Treatment, Nondestructive I Examination, and Allied Field Fabrication Operations" (hereafter. f G-29). lNl [
General Construction Specification G-32 " Bolt Anchors Set in Hardened Concrete" (hereafter G-32). ,
f Civil Design Standard DS-C1.7.1, " General Anchorage to Concrete."
General Construction Specification G-51 " Grouting and Dry-Packing of Baseplates and Joints" (hereafter G-51).
t General Construction Specification G-66 " Undercut Anchors Set in Hardened Concrete" (hereafter G-66), i Civil Engineering Branch Report Number 86-18-C " Evaluation'of Epoxy Grouted Anchors at Elevated Temperatures."
l OE Calculations - Watts Bar Nuclear Plant - Baseplate Tolerence 1 Study - 47A050 Notes (CEB 841214 007, -006, CEB 850219 002), i OE Calculations - Expansion Anchor Design - Evaluation of Amplification Factors for Construction Tolerences (B41 850703 001).
1.3 DEFINITIONS Anchorage--A steel device that is embedded in concrete and used to transfer loads from an attachment to the concrete. An anchorage generally consists of bolts, studs, or expansion anchors but may be built up from steel plates and shapes.
Ductile Anchor--An anchorage whose capacity is controlled by its steel and not by the concrete.
Embedded Bolt--An anchorage that consists of a headed bolt or a threaded rod with an end-nut which is cast into the concrete.
Grouted Anchor--An anchorage that consists of a headed bolt or ,
threaded rod with an end nut, all of which is grouted into a hole drilled in hardened concrete.
III-2 DNE2 - 1911H L
TVA IO535 (EN DES- 7-77)
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SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX III l
l 1.3 DEFINITIONS (Continued)
Undercut A.nchor--An anchorage consisting of a steel sleeve, a ;
threaded rod, and an expansion device. The wedging device expands I the sleeve into a conical-shaped enlargement of the hole at the base of the anchor to develop an end anchorage. l Expansion Anchor--An anchorage that transfers loads to the concrete by expanding laterally against the sides of a hole drilled in hardened concrete.
Self-drilling Anchor--An expansion anchor consisting of an internally threaded, externally slit, tubular shell with a single ,
cone expander that causes the shell to expand laterally against the l sides of a drilled hole. The end of the anchor shell is serrated and is used for drilling the hole.
Wedge Bolt Anchor--An expansion anchor consisting of an externally threaded bolt with a split ring or separate wedge pairs that expand laterally against the sides of a predrilled hole when the bolt is torqued, and that will expand further if the bolt is partially l extracted from the hole by a tensile load. l I
Attachment--The structural member or component that transmits loads to the anchorage, j Baseplate--The steel plate that connects an attach' ment to the anchorage. It may be either part of the attachment or part of the anchorage.
Shear Lugs - Steel bars that are welded to a baseplate and intended to transfer shear to the concrete.
Shear Span - The distance from the point of applied shear on an attachment to the contact surface between the baseplate and the concrete.
Concrete Edge - Outside corners, expansion joints, contraction joints, unreinforced construction joints, pipe sleeves, conduits, and similar features shall be considered to be concrete edges.
Penetrations for pipe sleeves, conduits, and similar circular features shall not be considered concrete edges if the diameter of !
the penetration is less than the clear distance between the anchor (
and the penetration.
III-3 DNE2 - 1911H I
TVA 10535 ( EN DES- 7-7 7 )
I SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-7-24.2 APPENDIX III l
2.0 DUCTILE ANCHORS i 2.1 DUCTILE ANCHOR TYPES l l
This Appendix :.pplies to three types of ductile anchors: (1) l embedded bolts, (2) grouted anchors, and (3) undercut anchors. 'l l ..
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4 Embedded Grouted Undercut Bolt Anchor Anchor i
All ductile anchors shall be made from steel or alloy steels. !
Materials with minimum tensile strengths of 150 t'ir.2 or greater l shall not be used.
Undercut anchors shall be Drillco Maxi-bolts or their equivalent.
All undercut anchors must conform to TVA General Construction l Specification G-66. Additional brands of undercut anchors must be qualified based on tests performed by TVA. The tests must show that the undercut anchor will exhibit ductile failure of the ASTM A193 )
threaded rod at the embedments specified herein. The slip of the sleeve at failure shall be evaluated.
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2.2 ALLOWABLE TENSILE LOADS The determination of the size and number of ductile anchors shall be based on the allowable steel stresses given in subsections 2.2.1 l and 2.2.2 for normal, upset, and faulted loading conditions. !
The allowable shear loads for ductile anchors are a function of the tensile load and the configuration of the baseplate. The allowable shear load shall be determine' in accordance with subsection 4.2.
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i SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX III 2.2.1 Normal Load Conditions The allowable tensile normal load stress for embedded bolts, and greated anchors shall be determined from Table 1. For steels not listed in Table 1, the allowable normal load stress shall be determined from equation 1.
Fsa = 0.55 Fy (equation 1) where:
Fea Allowable normal load stress (ksi)
Fy = Minimum yield stress (ksi)
Table 1 Ductile Anchor Design Data i
Minimum Allowable Normal Yield Minimum Load Stress Stross l{ Tensile F sa F Strets Type of Anchor (t/in2) (k/fn2)i/,'? gut (t/in2)
A307-and A36 Bolts 20.0 36.0 60.0 A325 Bolts (1/2 through 1 inch) 51.0 92.0 120.0 A325 Bolts (1-1/8 through 1-1/2) 45.0 81.0 105.0 A193 Undercut Anchors 52.5 105.0 125.0 The maximum allowable tensile nornal load for embedded bolts, and grouted anchors, shall be obtained from equation 2.
To =Ast X Isa (equation 2) where:
To = Maximum allowable normal lead Ast = The net tensile stress area of threaded bolts (see Table 2). (The 8th edition of the AISC Manual allows the use of the gross cross- sectional area for determining allowable tensile loads for A 307 bolts in structural steel joints. For concrete anchorages, the net tensile stress area as used in the 7th edition shall continue to be used. See CEB 840521 010).
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SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-7-24.2 APPENDIX III Table 2 Net Stress Areas of Threaded Bolts 1
(UNC Thread Series)
Bolt Net Stress Bolt het Stress Diameter Area Ast Diameter Area A st (inches) (in 2) (inches) (inl) 1/4 0.032 1-1/2 1.41 5/16 0.052 1-3/4 1.90 3/8 0.078 2 2.50 j 1/2 0.142 2-1/4 3.25 5/8 0.226 2-1/2 4.00 3/4 0.334 2-3/4 4.93 7/8 0.462 3 5.97 1 0.606 3-1/4 7.10 1-1/8 0.763 3-1/2 8.33 1-1/4 (7 thds/in) 0.969 3-3/4 9,66 1-1/4 (8 thds/in) 1.000 4 11.1 1-3/8 1.16 - -
2.2.1 Normal Load Conditions (Continued)
For undercut anchors, the maximum allowable tensile normal loads are givsn in Table 3. j III-6 DNE2 - 1911H TVA 1053 5 (EN DES- 7-7 7)
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- SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX III Table 3 1
UNDERCUT ANCHOR DESIGN DATAI e3 Minimum Maxinun Bolt Mininun Entednent - Maxinun Mininun Allowable Dia. Length Depth Attachmer.t Concrete Load (kips) d L L Thickness Thickness ToS vo6 12-1/4 8 3 12 1/2 7.5 5.0 14-l/4 10 3 15 15 10 3 15 5/8 II.9 7.9 17 12 3 18 15-l/2 ll 3 17 3/4 17.5 ll.7 17-l/2 13 3 20 21-1/2 18 I 27 1 23-l/2 18 3 27 31.8 21.2 22 18 1 27 l-l/4 25 18 3 27 52.5 35.0 Notes for Table 5:
- 1. All dimensions ln inches.
- 2. Minimum length equals the total length of the anchor. The mininun length anchor which provides the required capacity should be used to reduce drilling and/or excessive projection.
- 3. Data in Table 3 pertains to a Type I installation. A Type ll installation may be specified by correcting for entedment depth. Refer to TVA General Construction Specification G-66 for installation type. The top of the anchor sleeve is at the concrete surface for Type I installations. The top of the anchor sleeve is at the top of the baseplate for Type ll installations.
- 4. Mininun entednent depth equals the sleeve length for Type i installations. For Type ll installations, mininun depth equals the sleeve length minus the maximum attactynent thickness. See G-66 for sleeve lengths. If the actue, attachnent thickness (which includes grout as applicable) of Type il installations is less than the maxinun, the entednent depth ney be increased by the dif ference between the actual and the eximum l i
attachment thickness. I
- 5. To is calculated in accordance with equation 2 which assumes ductile anchor failure, in l most cases, anchor failure will be non-ductile due to spacing, entedent, or edge ;
conditions. The ultinate tensile capacity of the concrete nust be checked in accordance i with sections 6 and 7 in all cases. ! !
- 6. Vo is calculated as_As, x Fsa, where R is assumed to be 1.5 (see R
li equations 2 and 5 and subsection 4.3). i !
- 7. Minimum concrete thickness ney be decreased by I-l/2 fines the actual attachment thickness '
{
for Type 11 installations (see G-66). '
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Ill-7 DNE2 - 1911H j i
TvA 10535 ( EN DES- 7-7 7)
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- SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX III 2.2.2 Upset & Faulted Loading Condition For an upset & faulted loading condition, the allowable tensile load or stress for the anchor may be increased above the value givea in subsection 2.2.1. The increase shall be 1.33 for the upset load case and 1.5 fer the faulted load case.
2.3 UNDERCUT ANCHOR DETAILING REQUIREMENTS The drawing that calls for undercut anchors shall give the anchor size and length. The drawings must also call for the anchors to be installed in accordance with TVA General Construction Specifi-cation G-66 and must specify the installation type. G-66 also p gives the tightening requirements. The designation abbreviation B "UC" may be used for undercut anchors.
For Type II installations as defined in G-(6, the edge distance l from the center of an existing bolt hole to the edge of the baseplate may be reduced. AISC minimum edge distances for new bolts shall be specified on the drawings. Smaller edge distances ((
may be specified on the installation drawing if documented by calculations.
3.0 EXPANSION ANCHORS 3.1 EXPANSION ANCHOR TYPES Two types of expansion anchors may be used: (1) self-drilling expansion shell anchors, and (2) wedge bolt anchors.
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Self-Drilling Wedge Bolt Expansion Shell Anchor Each size and brand of self-drilling anchor and wedge bolt anchor must be qualified for use in accordance with TVA General Construction Specification G-32.
III-8 DNE2 - 1911H TVA 1053S ( EN CES- 7-7 7)
l SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX III 3.2 ALLOWABLE TENSILE AND SHEAR LOADS i
The highest value of the normal, upset or faulted load case shall be used to check self-drilling concrete anchors and wedge bolts (See Tables 4 and 5 for allowable tension and shear values). j I
The shear loads in Tables 4 and 5 are for single anchors loaded in j shear only for baseplates attached to hardened ~ concrete (R = 1.5, i see subsection 4.3). For other configurations, the shear capacity is determined in accordance with subsection 4.2 i The allowable design loads in Tables 4 and 5 are intended for concrete with a specified compressive strength nf 3000 lbs/in2 oc greater at 28 or 90 dars. Increase in allowable loads for higher specified strengths shall not be permitted for new anchor installation.
Table 4 Self-Drilling Expansion Shell Anchor Design Data l Bolt l Minimum l Allowable Normal l Minimum Size l Depth l Loads 2 4 6 l Spacing (inches) l (inches) l (kips) l (inches) l l l 15 3 l l d l Ld l To Vo l S I I 1/4 l 1.09 0.50 l 0.30 3.0 1 5/16 l 1.31 l 0.70 l 0.50 l 3.5 1 3/8 l 1.53 l 1.00 1 0.80 l 4.0 l 1/2 l 2.03 l 1.55 l 1.40 l 5.0 1 5/8 l 2.47 l 2.10 l 2.25 l 5.5 I 3/4 l 3.25 l 3.00 l 3.30 l 6.5 l 7/8 I 3.69 l 3.55 l 4.50 1 7.0 RI Notes for Table 4:
- 1. Allowable tension loads are equal to 20 percent of the minimum ultimate tensile capacity required by TVA General Construction Specification G-32 (factor-of-safety of 5).
- 2. Allowable loads are based on concrete having a minimum specified gl compressive strength of 3000 lb/in2 Increased allowables due to higher specified strengths or strength gain with age are not permitted for new anchor installation.
- 3. Shear allowables are based on R = 1.5. See subsection 4.3.
III-9 DNE2 - 1911H TVA 1053 5 (EN DES- 7-7 7)
1 SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 ;
APPENDIX III
- 4. For self-drilling anchors installed in the Sequoyah Nuclear Plant Unit 2 shield building wall (interior and exterior), the allowable tension and shear loads shall be limited to 50 percent of the values given above. Higher loads may be used only if each anchor is proof ,
loaded in accordance with G-32 to at least 5 times the maximum I design load on the anchor. The load reduction is the result of the condition of the concrete at the surface of the slip-formed structure as identified by NCR 72D (CEB 780915 027).
- 5. For evaluation of existing installations, the allowable tension loads for self-drilling anchors may be increased by the ratio of i the square root of the inplace strength to the square root of l 3000 lb/in2 The estimated inplace strength shall be determined '
in accordance with Section 12.0 Nl I
- 6. The full tension and shear allowables may be used for self-drilling J expansion anchors installed in high density concrete at Sequoyah Nuclear Plant. (Reference SCR SQNCEB8627)
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SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-7-24.2 APPENDIX III {
i Table 5 Wedge Bolt Anchor Design Data Max. Allowable Bolt Min. Min. Effective Attachment Service Min.
Size Length Depth 1 Embedment Thickness 2 Loads Spacing (inches) sinches) (inches) (inches) 9 (inches) (kips) 34568 (inches)
Rl d Reg. Long Ld E Reg. Long T7 o V o S {
1/4 3.0 - 1.75 1.50 1.t3 - 0.60 0.50 3.0 l 3/8 3.5 5.0 2.25 1.90 0.875 2.375 0.90 1.20 4.0 I 1/2 5.5 7.0 3.75 3.25 1.25 2.75 2.10 2.00 6.0 l S/8 6.0 8.5 4.50 3.90 0.875 3.375 2.75 3.00 7.0 3/4 8.5 10.0 6.00 5.25 1.75 3.25 4.20 4.15 8.5 1 9.0 12.0 7.00 6.00 2.00 4.00 5.20 6.70 9.5 1-1/4 12.0 - 9.00 7.75 1.75 -
8.20 9.75 11.5 Notes for Table 5:
- 1. Depth to botton of anchor before tightening.
- 2. See subsec' tion 3.3 on use of regular and long bolts.
- 3. Allowable tension loads are equal to 25 percent of the minimum ultimate tensile capacity required by TVA General Construction Specification G-32 (factor-of-safety of 4).
- 4. Allowable loads are based on concrete having a minimum specified compressive strength of 3000 lb/in2 . Ineceased allowables due to higher $l ,
specified strengths or strength gain with age are not permitted for new anchor installations.
)'
- 5. Shear allowables (Vo ) are based on R = 1.5. See subsection 4.3.
- 6. For wedge bolts installed in the Sequoyah Nuclear Plant Unit 2 shleid ,
building wall (interior and exterior), the allowable tension and shear l loads shall be limited to 50 percent of the values given above for wedge l bolt anchors less than 1/2 inch in diameter and for " regular" length j 1/2-inch wedge bolt anchors. Higher loads may be used only if each anchor j is proof loaded (using the procedure for SSD anchors) in accordance with j G-32 to at least 4 times the maximum design load on the anchor. The load l reduction is the result of the condition of the concrete at the surface of the slip-formed structure as identified by NCR 72D (CEB 780915 027).
Reduction in the allowable load and proof loading is not required for 1/2-inch "long" wedge bolt anchors, 1/2-inch " regular" wedge bolts installed with a maximum attachment thickness of 3/4-inch or less, or l for 5/8-inch and larger " regular" wedge bolt anchors.
l l III-11 DNE2 - 1911H l
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TVA 10535 ( EN DES- 7-7 7)
SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-7-24.2 APPENDIX III Notes for Table 5 (continued)
- 7. For evaluation of existing installations, the allowable tension loads for wedge bolts may be increased by the ratio of the square root of the inplace strength to the square root of 3000 lb/in2 . The inplace strength shall be determined in accordance with Section 12.0
- 8. Full tension and shear allowables may be used for wedge bolts installed in high density concrete at Sequoyah Nuclear Plant. (Reference SCR SQNCEB8627.)
- 9. The effective embedment is the minimum depth less one bolt diameter.
3.3 EXPANSION ANCHOR DETAILING REQUIREMENTS for new design, the drawing which calls for the use of expansion anchors shall require that installation be in accordance with G-32. Expansion anchors shall'not be called for in concrete with a specified compressive strength less than 3000 lb/in2, in concrete block or masonry mortar, or in high density concrete.
(See exception for SQN in note 6 of Table 4 and note 8 of Table 5.) The drawing shall give only the size and type of anchor. The brand of anchor, length, embedment, and tightening requirements shall not be given since these items are covered in G-32. The length of the bolt for self-drilling anchors shall not be given since G-32 requires use of A 307 or better bolts Sad requires one nominal bolt diameter of thread engagement. (The designer may be unaware of the depth the anchor is recessed, the width of the gap between the plate and the concrete, or the number of washers used, if any.)
The anchor designations "SSD" and "WB" (defined in G-32) may be used on the drawings in lieu of "self-drilling expansion anchor" and " wedge bolt expansion enchor," respectively. The terms " cinch anchor," " concrete anchor," and like terms shall not be used.
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III-12 DNE2 - 1911H 1
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SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX III i
3.3 EXPANSION ANCHOR DETAILING REQUIREMENTS (Continued)
For wedge bolt anchors, the thickness of the attachment affects the actual embedment. Therefore, the thickness of the attachment for wedge bolt anchors at the location of the anchor must not exceed the value given in Table 5 or the required minimum embed-ment will not be achieved. If the thickness exceeds the thickness for a " regular" length bolt, the drawings must specify a "long" bolt. The requirements for " regular" and "long" wedge bolts are given in G-32. Wedge bolts shall not be used for attachments thicker than the maximum for a "long" bolt.
l 4.0 ANCHOR DESIGN 4.1 DETERMINATION OF TENSILE LOADS IN ANCHORS The tensile load in anchors shall be calculated using a method that accounts for the applied tensile or compressive load parallel to the anchors and the applied bending moments about axes perpen-dicular to the anchors. Moments about an axis parallel to the anchors and shear loads shall not be considered when determining anchor tensile loads. The calculated tensile loads for expansion
)
and grouted anchors and the calculated baseplate stresses shall be ,
amplified to account for construction tolerances for location of j the attachment and location of the anchors in accordance with '
Section 11.
In general, the method used for determining anchor tensile loads shall include the effect of baseplate and anchor deformations (generally termed " flexible plate analysis"). For ductile anchors, the effects of prying shall be considered.
4.1.1 Flexible Baseplate Analysis The analysis of flexible plates may be performed using refined methods such as the finite element method.
Finite element analysis shall use the CDC BA51? LATE JI program (reference: CDC Publication 84002770) or other approved program.
The anchor stiffness coefficients used in the program have a significant effect on both anchor loads and baseplate stresses.
The stiffness coefficients to be used in the program are given in Section 10.
I 1
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SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 j APPENDIX III .
4.1.1 Flexible Baseplate Analysis (Continued)
In lieu of the refined methods, sche following approximations may be used for rectangular plates with s single support attached at the centroid of the anchor group:
- a. For baseplates with no more than 4 anchors that are loaded primarily with moment, the anchor loads may be determined by ;
assuming that the resultant compressive force between the baseplate and the concrete is applied two plate thicknesses from the attached member or from stiffeners welded to the attached member and the baseplate.
MOMENT A
g MjATTACHED MEMBER gBASE PLATE 9)
C r
- RESULTANT e ;,t:
- d:*
,T= ANCHOR TENSION LOAD COMPRESSIVE FORCE 8ETWEEN t, AND CONCRETE
- b. For expansion anchored baseplates loaded primarily in tension with all anchors within 8 plate thicknesses of the attachment and all anchors with relatively the same tensile stiffness, anchor loads may be distributed to individual anchors in inverse proportion to the distance from the anchor to the nearest face of the attached member or stiffener.
0 0
-DSTANCE FROM ATTACHED O MEMBER O O Other conservative methods for flexible plate analysis may be used if the calculated loads will exceed the anchor loads Rl obtained from a finite element analysis.
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i SUPPORTS FOR RIG 0ROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIK III 4.1.2 Rigid Baseplate Analysis This method of analysis may be used for the following two conditions:
- 1. Rigid plate analysis may be used for expansion anchored baseplates if the plate projecto no more than four plate thicknesses from the attached member or from stiffeners welded to the attached member and the baseplate.
ANCHOR (TYP)y 0 ATTACHED
. _$ MEMBER t 4 t MAX FOR O o RIGID &
ANALYSIS
- 2. Rigid plate analysis may be used for baseplates using ductile anchors if studies are performed to:
- a. Ensure the anchor loads calculated by rl,gid plate .
analysis and tha flexible plate analysis vary by no more f than 101., or j
- b. Ensure the calculated anchor loads are sufficiently less than the allowable loads and that the allowable loads would not be exceeded if a flexible plate analysis were performed. (This provision is included to permit envelopment of common baseplate configurations.)
If stiffeners are used to validate a rigid plate analysis, l they must be of sufficient depth, length, thickness, and j number to ensure applicability of the rigid plate assumption, j 4.2 DESIGN PROCEDURE Determining the required number, size, and location of anchors is generally a trial and error procedure. The following is an j acceptable design procedure. It is based on the assumption that the thickness of the concrete, distances to concrete edges, and anchor spacing are adequate to moet the requirements of Section 6.0.
- 1. Assume a pattern of anchors which is appropriate for the attached member.
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4 SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I' PIPING SQN-DC-V-24.2 APPENDIX III f 1
4.2 DESIGN PROCEDURE (Continued) 2 .' Approximate the area'of steel using equation 3 for ductile anchors or. equation 4 for expansion anchors. For anchorages b with relatively large moments, the total applied tensile load ,
is to be increased to approximate the effect of the applied l moment. .
Ast " RV + T (equation 3)' -l Esa ]
n = RV + T (equation 4) ,
To where:
Ast = The total area of steel required.
R = Coefficient defined in subsection 4.3.
n = Number of anchors.
T = The total applied tensile load.
To Allowable tenslie. load for expansion anchors (Tables 4 and 5).
V = Total applied sheer load.
Fsa = Allowable anchor stress for ductile anchors.
- 3. Determine the tensile loads in the individual anchors in accordance with subsection 4.1. Revise the number, size, and f '
location of the anchors if necessary to optimize the design or reduce anchor stresses or loads.
l f
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SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX III 4.3 DISTRIBUTION OF SHEAR TO ANCHORS For anchor bolt connections where the applied shear load passes through the centroid of the anchor group, the shear on each anchor
((
shall be determined by dividing the load by the number of anchors. For such connections with moments about an axis parallel with the anchors.(torsion), the shear on each anchor shall be-determined using classical structural steel connection design techniques.
The combined effect of shear and tension shall be evaluated using equation 5 for ductile anchors and equation 6 for expansion anchors.
Tg+RV, 510 (equation 5) o Tg + RV g 5 1,0 (equation 6)
Io 1.5 V o
where:
Ti = the calculated tensile load on the anchor Vi = the calculated shear load on the anchor To = the allowable tensile load on the anchor for tensile loading only Vo = the allowable shear load on the anchor for shear loading l only Note: The bolt holes in the baseplate shall be limited to 1/8 inch oversize. @ ;
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III-17 DNE2 - 1911H f
TVA IO535 (EN DES- 7-77) i
SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY-I PIPING SQN-DC-V-24.2 APPENDIX III 4.3 DISTRIBUTION OF SHEAR TO ANCHORS (Continued) NI R= 1.5 for surface mounted plates vy /r //1 e , 4 R= 1.85 for plates supported on a grout pad with the contact '
surface exterior to the concrete-aprface L// // /n
/ \
When shear is directed toward a free edge, the capacity of the concrete shall be evaluated in accordance with section 7.0.
For evaluation of expansion anchors for existing supports, the combined effects of shear and tension may be evaluated using the following equation:
Tg \
RV g
+ 5 1.0 T- 1.5V o o For evaluation of ductile anchors for existing supports, the combined effects of shear and tension may be evaluated using the following equation:
Tg + RV g 51 T~ T o o 4.4 DESIGN OF SHEAR LUGS Shear lugs may be used to transfer shear loads to the underlying concrete only in areas where compression exists between the baso- i plate and the concrete. Shear lugs shall be designed so that the bearing stress on the concrete or grout is 900 lb/in2 or less for normal load conditions. Only the portion of the shear lug below the face of structural concrete shall be considered effective.
III-18 DNE2 - 1911H TVA 10535 ( EN OES- 7-77)
. b SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX III 5.0 (Section 5.0 deleted by Rev. 1) [$l 6.0 EMBEDMENT AND SPACING The embedment and spacing for all types of anchors (except self-drilling anchors) must result in an ultimate concrete pullout capacity of at least 4 times the tensile load in each anchor (factor-of-safety = A.0). For self-drilling anchors, the ultimate capacity shall be at least 5 times the tensile load in the anchor (factor-of-safety = 5.0). The tensile load shall be the load in the anchor calculated in accordance with subsection 4.1. The load must be the highest load for expansion anchors. (For ductile anchors, decreases in factors of safety against concrete failure j are permited. The following factors of safety shall be used. Normal load case 4.0, upset load case 3.0, and faulted load case 2.67.) ;
In general, the tenslie load in the anchor used for determining the embedment and spacing shall be equal to at least the maximum allowable tensile normal load for the anchor. However the calculated load in the 7(l anchor may be used if physical limitations prevent use of the spacing or embedment necessary to obtain a concrete capacity equal to the required multiple of the allowable load. The allowable tensile load based on the calculated concrete failure mechanism shall not exceed the normal allowable tensile loads given in sections 2.0 and 3.0.
The acceptability of the embedment and/or spacing of anchors shall be determined based on providing the required factor-of-safety for the tensile component of the load in the anchor. Shear load's are not considered in the evaluation of anchor spacing or embedment. The shear-tension interaction equations in subsection 4.3 need not be applied even if the embedment or spacing results in a reduced value of T o . The ultimate capacity for the concrete failure mechanism is not significantly affected by applied shear.
Edge conditions shall be considered in accordance with section 7.0.
Even though anchors may be loaded entirely in shear, the minimum spacing shall not be less than the absolute minimum spacing in subsection 6.3.2, and the minimum embedment shall not be less than the absolute minimum embedment in subsection 6.2.
I III-19 DNE2 - 1911H l
I TVA 10535 (EN DES 7 7 )
, i SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX III 6.1 CALCULATING ULTIMATE CONCRETE CAPACITY The ultimate pullout capacity of the concrete shall be calculated using the following equations:
Pe=3.4/f'c A for e ductile anchors Pe=6/f'e A forc expansion anchors where:
Pe = The ultimate pullout capacity of the concrete (1bs) f'c = The specified compressive strength discussed in subsection 6.4 (1b/in2)
Ac = The effective area of the assumed pullout cone calculated in accordance with subsection 6.1.1 (in2)
NOTE The capacities calculated using the above equations are ultimate capacities. A factor-of-safety is to be applied in accordance with Section 6.0.
6.1.1 Calculating Concrete Area The effective concrete area used for calculating the ultimate concrete capacity shall be the base area of an assumed cono-shaped concrete spall. The base area for a single anchor shall be calculated in accordance with subsection 6.1.1.1. For multiple anchors, the effective area shall be calculated in accordance with subsection 6.1.1.2. The area of the anchor head does not need to be subtracted from the calculated base area of the cone unless it exceeds about 10 percent of the base area.
(See Section 8.0 for anchor head requirements).
The computer program CONAN or other approved programs may be used for the calculation of concrete areas and of allowable tenslie load capacities.
6.1.1.1 Single Anchors The base area of the assumed concrete spall (A e) for a single anchor with no adjacent free concrete edges shall be equal to the base area of a cone with the apex on the anchor center-line and the base in the plane of the concrete surface. The height of the cone shall be the effecti embedment (E) of the anchor. For ductile anchors, the apex ac.le for the cone shall be 90 degrees. For expansion anchors, the apex angle shall be (124 - 6.8E) > 90 degroes, where (E) is the effective embedment in inches.
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SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX III l l
6.1.1.1 Single Anchors (Continued)
The effective embedment for embedded bolts and grouted anchors shall be the total depth of the anchors measured from the concrete surface. The effective embedment for welded studs i is the after-welding stud length. For embedded bolts made from i a threaded rod with an end nut, the effective embedment shall be measured from the concrete surface to the far side of the nut. For undercut anchors, self-drilling anchors, and wedge bolts, the minimum embedment is given in Tables.3, 4, and 5, respectively. If the actual attachment thickness is less than the maximum for wedge bolt anchors-given in Table 5, the effective embedment may be increased by the difference between the actual and maximum attachment thickness. The designer must consider the installation tolerances on the actual attachment thic kne s s .
For anchors adjacent to a concrete edge, the portion of the base area that extends beyond the edge shall be deducted from the effective concrete area.
6.1.1.2 Multiple Anchors (General Condition)
For multiple anchors, the effective area of the assumed spalls (Ae ) for each anchor calculated in accordance with subsection 6.1.1.1 shall be reduced to account,for overlap of the bases of the cones for each anchor.
The overlap area for two adjacent anchors shall be divided between the two anchors based on a chord connecting the two points of intersection of the circles defining the bases of the cones. The area reduction for an individual anchor shall include the effects of all adjacent tensile anchors whose base overlaps the base of the subject anchor. (Ex ample: If the j area for anchor A is being calculated because it is spaced closer to B than the tabulated minimum spacing, the overlap of A with C must be considered, even though A and C are spaced at the tabulated minimum.)
The effect of free concrete edges adjacent to the anchor shall also be considered as discussed in subsection 6.1.1.1. The effect of overlap for two adjacent anchors may be ignored if it is not possible for both anchors to be loaded simultaneously.
6.1.1.3 Multiple Anchors (Special Condition)
The method for reducing the effective area given in sub-section 6.1.1.2 applies for most configurations. However, if the chord defined in subsection 6.1.1.2 does not pass between the subject anchors, the area-reduction method may not give l valid results. This configuration usually occurs when two l anchors are spaced very closely together and their embedments are much different.
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TVA 10535 (EN DES- 7-77) !
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SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-7-24.2 APPENDIX III 6.1.1.3 Multiple Anchors (Special Condition) (Continued)
The following procedure gives reasonable results for the foregoing configurations:
- a. Calculate the effective base area for the two anchors involved (Anchors A and B) neglecting the overlap between anchors A and B themselves. However, overlsps with other anchors adjacent to A or B shall be considered in the calculation of the base areas for both anchors A and B.
- b. Calculate the uniform concrete stress for anchor A and for anchor B by multiplying the maximum design load for each anchor by 4 (5 for self-drilling anchors) and dividing the result by the effective area (calculated in paragraph a.)
- c. Add the calculated stress for anchor A to the calculated stress for anchor B.
The configuration is acceptable if the combined calculated stress is less than 3.4 f f'c for ductile anchors or 6 / f'c for expansion anchors. If one anchor is a ductile anchor and the other is an expansion anchor, compare the calculated stress summation to the allowable stress for a ductile anchor.
6.2 EMBEDMENT LIMITATIONS In general, the embedment of anchors shall be limited to 2/3 of the thickness of the concrete member into which the anchor is installed. This limitation provides assurance that failure or slip caused by splitting or spalling of the far face of the concrete member does not occur. The minimum embedments for undercut anchors are given in Table 3, and for expansion anchors in Tables 4 and 5. The minimum embedment for embedded bolts and grouted anchors which are designed on the basis of nonductile concrete failure should be at least 4 bolt diameters.
In addition, special evaluation of anchor embedment is required for anchor groups with 4 or more anchors which are all loaded simultaneously in tension and which are installed in concrete members with thicknesses less than 2 times the anchor embedment.
The special evaluation is necessary because the effective concrete area for some multiple anchor groups may be less than the area calculated in accordance with subsections 6.1.1.2 and 6.1.1.3.
The reduction occurs because a potential failure surface which extends completely though the slab may have a smaller ultimate capacity than the normally assumed cone-shaped spall.
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, 4 SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX III ,
i 6.2 EMBEDMENT LIMITATIONS (Continued)
The potential failure surface for anchor groups in relatively thin members is shown in Figure 1. The cross-hatched ares. In Figure 1 is the effective stres's area. The projected area for the individual anchors calculated in accordance with subsection 6.1.1.2 must be reduced by the AR factor shown in Figure 1.
6.3 SPACING LIMITATIONS Generally, the minimum centerline-to-centerline spacing between two anchors with specific embedments is the spacing at which both anchors are assumed to support 100 percent of their normal allow-able loads. However, smaller spacings may be used if the allow-able loads are reduced. The minimum spacings for fully effective anchors are given in subsection 6.3.1. The minimum spacings for anchors with reduced allowable loads are given in subsection 6.3.2.
6.3.1 Minimum Spacings (Full Allowable Loads)
Except for undercut anchors, when the minimum spacings given in this section are used, the full allowable tensile load on the anchor may be used without calculation of the pullout capacity of the concrete anchors.
For adjacent ductile anchors the minimum spacing shall be three-fourths of the sum of the individual anchor embedments.
The minimum spacing between adjacent expansion anchors and between expansion anchors, embedded plates, grouted anchors, or embedded bolts (cast-in-place anchors) shall be as given in Table 3.6.3 and sub- sections 3.6.3 and 3.7.3 of G-32.
l III-23 DNE2 - 1911H TVA IO535 (EN DES- 7-77)
SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-7-24.2 APPENDIX III
+
B ,
- EFFECTIVE STRESS 3
d STRESS
\ n
/' EFFECTI AREA /
J l 3 .y e s
b A -
--p-- ;
- If N / m aA A4
,/ [,, (o+2Ld -2h)
EFFECTIVE STRESS R AREA l B
+ , h _
PLAN
/ ,
"UP i
l A A A a x ^ A / n ,
,Ldl\ / \ / \ # '
v v v h-r
'N /l I l I N / I 9 1 l
l l (c + 2Ld -2h ) l ,
l _l I
_j ,. _ , _ g_,
'c' -
EFFECTIVE STRESS AREA A-A FIGURE-1 STRESS AREA REDUCTION FOR LIMITED DEPTH (AR )
AR = (a + 2Lq - 2h) (b + 2Ld - 2h)
- Reduced by the total bearing, area of the anchor steel. See section 8.0.
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SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 !
APPENDIX III l
6.3.2 Minimum Spacings (Reduced Allowable Loads) l Spacings less than those given in subsection 6.,3.1 may be used provided the ultimate concrete capacity is equal to the required i multiple (factor-of-safety) of the calculated anchor normal load (see section 6.0). If reduced minimum spacings are used, the drawings must show both anchors and spacing so that the field !
Installers know that the minimum spacings given in G-32 do not i apply (see subsections 3.6 and 3.7 of G-32).
For expansion anchors the minimum spacings shall not be reduced to less than 4 times the nominal bolt diameter of the larger anchor. For spacings between working and abandoned anchors see subsections 3.6 and 3.7 of G-32.
1 For G-32 violations refer to Civil Design Standard DS-C1.7.1 for !
resolution. i 6.4 CONCRETE STRENGTH The embedment and spacing for ductile anchors shall be calculated using a concrete compressive strength no larger than the specified compressive strength of the concrete. The spacing for expansion anchors shall be evaluated using a concrete compressive strength {
of 3000 lb/in 2. For evaluation of existing anchorages, the I inplace concrete strength determined in accordance,with Section 12.0 may be used.
7.0 EDGE DISTANCE l
A free concrete edge adjacent to an anchor may reduce the capability of f an anchor to transfer tension and shear loads to the underlying '
foundation. j The edge may reduce the ultimate tensile capacity in two ways:
- 1. By reducing the effective area of the base of the assumed concrete ;
spall, or
- 2. By reducing the lateral confinement of the concrete which allows failure of concrete by splitting or bursting.
The first condition is included in the determination of the ultimate concrete capacity in subsections 6.1.1.1 and 6.1.1.2. The second condition is covered in subsection 7.1.
The edge may reduce the capacity of an attachment or anchor in shear. }
The evaluation of edge conditions is covered in subsections 7.1.2 and 7.2. g} l l
III-25 DNE2 - 1911H 1
TVA 10535 (EN DES- 7-7 7) f i
_ _ _ _ - _ _ _ _ _ - _ _ _ _ . b
, 4 SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX III The ultimate concrete capacity calculated in the following sections shall be at least four times the applied maximum tensile or shear loads on an individual anchor. In general, the calculated ultimate capacity should be at least equal to four times the allowable normal, tensile or shear load. (For self-drilling anchors five times the tensile load, four times the shear load.)
7.1 TENSION LOADS 7.1.1 Ductile Anchors Tensile loads in all anchors with an embedded head result in lateral forces at the head that tend to split or burst the concrete. Usually, the surrounding concrete provides adequate lateral restraint to prevent cracking or fracture of the concrete. However, for anchors located near a free edge, the lateral forces may result in a fracture or " blow-out."
The ultimate capacity of the concrete to resist the lateral force shall be calculated by assuming that failure occurs by pushout of a cone-shaped spall. The spall shall be assumed to be a cone with its aper at the anchor head and the base of the cone in the plane of the concrete surface that defines the edge (the plane parallel to the anchor centerline). The apex of the cone shall be on the anchor centerline. The apex angle of the cone shall be 90 degrees. The ultimate blowout, capacity of the spall shall be determined by multiplying the base area of the cone by 3.4 g/f'e. If cones for other anchors are adjacent to the edge area of the cone, the effective area shall be reduced as discussed in subsection 6.1.1.2. The calculated ultimate blowout capacity shall then be adjusted by dividing it by 0.2.
(This operation is based on the assumption that the lateral force is 20 percent of the tensile load in the anchor.) The edge distance is acceptable if the adjusted ultimate concrete blowout capacity is at least four times the maximum tensile load in the anchors.
l 7.1.2 Expansion Anchors The primary lateral forces developed in the concrete by l expansion anchors occur during installation. Therefore, the l actual tensile 2cading-on the anchors is not of primary j importance in determining the necessary side cover (edge) !
distence. To prevent splitting or cracking of the concrete !
during installation, the side cover distance for expansion I anchors shall be six nominal bolt diameters. I The edge distance for expansion anchors may be reduced to three l bolt diameters provided the drawings require proofload testing !
of all self-drilling anchors or torque testing of all wedge bolt j l
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1 SUPPORTS FOR RIG 0ROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX III 7.1.2 Expansion Anchors (Continued) anchors installed adjacent to the edge. Testing should be in l accordance with G-32. l l
7.2 SHEAR LOADS The ultimate shear capacity of an anchor in a bearing connection f located near a free concrete edge shall be determined by calcu-lating the load required to push out a partial cone-shaped concrete spall. The ultimate capacity of the concrete shall be i equal to the effective base area of the partial cone multiplied j by3.4ff'c. l I
The assumed cone shall have its apex on the anchor centerline in 1 the plane of the concrete surface. The base of the cone shall i be in the plane of the surface which defines the free edge. The apex angle of the cone shall'be 90 degrees in the surface containing the baseplate. (The base area of the cone for a single anchor isl'm 2 where m is equal to the edge distance.
2 The effective arsa of the base of the cone for an anchor shall be reduced to account for adjacent anchors whose assumed cones overlap the cone for the subject anchor.
The ultimate capacity of the concrete shall be a,t least four times the shear load applied to the anchor. The applied shear load on the anchor shall be that determined in accordance with subsection 4.3. .
i 8.0 ANCHOR HEAD REQUIREMENTS For embedded bolts and grouted anchors the anchor head shall be j equivalent to the standard head on a bolt. Bearing at the anchor head i does not require evaluation. Special anchor heads made from steel d plates are required only for bolts that go entirely through a concrete member (thru-bolts) or for bolts with sleeves. For thru-bolts a special anchor head shall be used on the backside of the concrete member. The anchor head shall consist of a plate that is sized based on an allowable bearing stress of 0.3 T'e. The allowa' ole normal load bearing stress may be increased in proportion to the ratio of9/A2 /^1 up to a maximum of 0.6 f'c (as discussed in Section 10.16 of ACI 318-77),
A sleeved anchor bolt has a steel or plastic sleeve placed concen-
! trically around the bolt for all or part of its length. The sleeve l
forms a void around the anchor during concrete placement. The void l allows the bolt to be moved laterally a small amount during installa-tion for fit-up of the bolt and holes in the attachment. Anchor bolts with sleeves require special anchor heads if the void formed by the III-27 CNE2 - 1911H TVA 1053S (EN DES- 7-77)
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SUPPORTS FOR RIG 0ROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX III l
8.0 ANCHOR HEAD REQUIREMENTS (Continued) sleeve is within 4 nominal bolt diameters of the bolt head. The special ,
l anchor head shall be assumed to be circular. Its diameter shall be 4 l determined by limiting the bearing stress on the portion of the plate J outside the cylinder defining the sleeve. The thickness of the plate shall be equal to at least the difference in radius of the plate and the i radius of the sleeve. A square plate with sides equal to the diameter of the assumed circular plate may be substituted.
If special anchor heads are used, the area of the anchor' head shall be subtracted from the effective base area of the pullout spall calculated l l
in accordance with subsection 6.1.1. L 9.0 ALLOWABLE TENSION & SHEAR LOADS FOR EP0XY GROUTED ANCHORS The determination of the reduced tension & shear capacities for epoxy grouted anchors is a two step procedure. (Refer to CEB l 86-18-C, " Evaluation of Epoxy Grouted Anchors at Elevated l Temperatures".) l (a) Reduced allowables for the epoxy grout are computed per Section 9.1.
1 ,
(b) Concrete capacity shall be checked in accordance with j subsection 6.1 of this appendix.
9.1 ALLOWABLE TENSION & SHEAR The following formula shall be used to determine the allowable tension' load on epoxy anchors. I i
To = 4,680 (d) (Ld)(R.F.)
F.S. ]l )
1 Where:
TO = Allowable Load R.F. = Reduction Factor (see subsection 9.2) l F.S. = Factor of Safety -
4.0 For Normal Loads 3.0 For Upset Loads ,
2.67 for Faulted Loads l Ld = Anchor Bolt Embedenent d = diameter of anchor bolt Shear capacity is a function of tensile capacity. To determine l l the allowable shear load, equation 2 of subsection 2.2.1 shall ;
l '
be used (Vo = To /R).
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SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX III 9.2. REDUCTION FACTORS The Reduction Factors To Be Used For Epoxy Grout Are As Follows.
Grout Temperature Reduction Factor, RF Less than 75' 1 75'F to 120'F Interpolate between 1 (075'F) and .6 (0120*F) 120*F to 140*F Interpolate between .6 (0120*F) and .4 (0140'F) 140*F to 160'F .4 Greater than 160*F 0 l
The grout temperature used for evaluation of the epoxy grouted anchor shall be the maximum temperature of the grout at the head of the anchor. The following grout temperatures shall be used for 1 evaluation of epoxy grouted anchors. 1 Reactor Bldg. & Valve Rooms -- 160*F j Auxillary Bldg. -- 120'F* l
- If this causes loads to exceed allowables, lower temperature values can be justified using the environmental drawings.
J 9.3 REDUCED ANCHOR STIFFNESS 1
I 1 Shear & tension stiffnesses listed in Section 10.0 shall be l l reduced to 101 for epoxy grouted anchors. For'insta11ations Rl 1 which use epoxy grouted anchors mixed with other types of l anchors the effect of differing stiffnesses on the distribution of anchor tension and shear loads must be considered.
l l
l III-29 DNE2 - 1911H TVA 10535 ([N DES- 7-77 )
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SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX III 10.0 ANCHOR STIFFNESSES FOR BASEPLATE II PROGRAM l ll ll l l ll Self-Drilling ll Wedge-Bolt l l ll Expansion Anchors ll Expansion Anchors l l l1 Il 1 l ll 1I I l l l Tensile l Shear l l_ Tensile l Shear l l Anchor l l Stiffness l Stiffness l l Stiffness l Stiffness l l Size l I (k/in) I (k/in) l I (k/in) I (k/in) l l ll l 1l 1 l l 1/4 ll 50 l 1000 ll 120 l 1000 1 j l 5/16 ll 56 l 1000 ll --
l -
l l 3/8 ll 67 l 1000 ll 120 l 1000 l l 1/2 ll 78 l 1000 ll 210 l 1000 l l 5/8 ll 84 l 1000 l l 220 l 1000 l l 3/4 ll 100 l 1000 ll 280 l 1000 l l 7/8 ll 100 l 1000 l l --
l --
l l 1 l1 --
l --
ll 300 l 1000 l 4 l 1-1/4 l1 --
l --
1l 330 1 1000 l i Ductile Anchors ],
4 j
ke = 1 :..
- .- l 1 0.015 + L_, L To AE ks " 1000 t where
- FIGURE 12.1 kg Tensile stiffness (k/in) ,
To Allowable normal load for anchor (k) - See Equation 2, subsection 2.2.1 (neglects e/t effects) and Table 3 8l L = Stressed length of bolt (in) - See Figure 12.1 A = Net tesile area of anchor (in2)
E = Modulus of elasticity of anchor (k/in 2) N}
I ks a Shear stiffness (k/in) !
III-30 DNE2 - 1911H l TVA 1053 5 ( EN DES- 7-7 7)
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I SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIX III 11.0 PROCEDURE FOR CONSIDERATION OF CONSTRUCTION TOLERANCES J 11.1 SCOPE This procedure covers the amplification of tensile loads in expansion and grouted anchors and the amplification of baseplate bending stresses-to account for construction tolerances for location of the attachment and location of the anchors. The use of this procedure allows the designer to account for potential increases in anchor load and baseplate stresses.
This method accounts for a radial tolerance of 9/16 inch on the location of the attachment and a radial tolerance of 1/4 inch on the location of anchors from their designated locations on the baseplate.
If other tolerances are used for expansion or grouted anchors or if ;
tolerances are allowed on other types of anchors (undercut anchors for example), the effects of those tolerances shall be included in the design calculations. j l
11.2 POLICY l,
The procedure given in this section shall be used in all design calculations for anchors and baseplates with the following exceptions:
- a. The ampilfication is not required if the actual' installed location of the anchors and attachment to the baseplate are known and ere considered in the design.
- b. The amplification is not required if the potential effects of more, or less, restrictive tolerances are included in the design calculations and those tolerances are given on the drawing.
11.3 PROCEDURE l Tensile loads in expansion and grouted anchors determined in accordance with subsection 4.1 shall be multiplied by an amplification factor which shall be 1.2 for expansion anchors and 1.6 for grouted anchors. The number, size, and location of anchors shall then be determined in accordance with subsection 4.2. The allowable expansion anchor loads are given in Tables 4 and 5 of this design standard.
To account for construction tolerances, bending stress in expansion and grouted anchored baseplates, which are calculated on the basis i of the unamplified anchor loads, shall be multiplied by 1.2 l i
l III-31 DNE2 - 1911H i
2 TVA 1053 5 (EM CES- 7-7 7) i j
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l SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 l APPENDIX III 12.0 METHOD FOR DETERMINING INPLACE CONCRETE STREllGTH FOR ANCHORAGE EVALUATION 12.1 PROCEDURE ,
The inplace concrete strength for anchorage evaluations is equal to the specified strength of the concrete plus a strength gain with age. The specified strength of the concrete is determined from the concrete mix designation used on the structural concrete drawings.
(Example: 4000 lb/in2 for mix 400.75 AFW, 5000 lb/in2 for mix 501.5 BFW.)
For Sequoyah Nuclear Plant, design calculation SCG3-110 shall be checked to determine if the concrete placement in which the anchors are installed has an equivalent specified strength less than the strength specified on the drawings. If the equivalent strength is lower, it shall be used instead of the specified strength All SQN structural concrete may be assumed to have an inplace com ressive strength (including strength gain) of at least 3000 lb/in throughout its depth. !
The concrete strength gain for anchorage evaluations shall be determined in accordance with subsection 12.2. The strength gain i' obtained from Figure 12.2 shall be adjusted to account for the embedment depth of the anchors. The strength gain shall be multiplied by an adjustment factor equal to the ratio of the effective embedment depth of the anchor divided by 4 inches with a maximum value of 1.
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1 III-32 DNE2 - 1911H l
J TVA 10535 ( EN CES- 7-7 7)
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. . i SUPPORTS FOR RIGOROUSLY ANALYZED CATEGORY I PIPING SQN-DC-V-24.2 APPENDIK III 12.2 CONCRETE STRENGTH GAIN FOR ANCHORAGE EVALUATIONS A graph showing the minimum long-term concrete strength gain is ;
shown on Figure 12.2. The concrete strength gain varies, depending on the volume-to-surface ratio (V/S) of the concrete member under consideration. ;
1 V = Volume of concrete member (cubic feet)
S = Surface area of a concrete member for cooling or drying I (square feet)
The long-term concrete strength gain versus (V/S) graph is "
divided into two sections. The concrete strength gain is generally controlled by drying for (V/S) lesc than one, and by the maximum average temperature during hydration for (V/S) greater than one.
The following procedure shall be used to estimate the long-term concrete strength gain for anchorage evaluatien.
(1) Calculate the volume-to-surface ratio for drying (V/S)g and use Figure 12.2 to find the long-term concrete strength gain.
(2) Calculate the volume-to-surface ratio for maximum average temperature during hydration (V/S)g and use Figure 12.2 to find the long-term concrete strength gain. ,
I (3) Use the smaller of these two long-term concrete strength gains for anchorage evaluation.
For a slab on stay-in-place steel forms, use (V/S)H = (1/2)t and (V/S)D = t, where t = slab thickness in feet For an elevated slab on wood forms, use (V/S)g - (2/3)t and (V/S)g = (1/2)t For a wall formed on both sides with wood, use (V/S)H = (3/4)t and (V/S)g = (1/2)t >
for a square column, use (V/S)H = (3/8) (side dimension) and (V/S)p = (1/2) (side dimensior?
For slabs on rock or soil, use (V/S)H = (2/3)t and (V/S)D = L For walls cast against rock with wood outer form (V/S)g = t and (V/S)0 = t For slab with multiple lifts (V/S)H = (lift thickness) and (V/S)D = (total depth of concrete or. rock or soil)
For (V/S)D greater than 1.0, neglect drying and use (V/S)g for strength gain For additional information on th volume-to-surface ratio, see Civil Design Standard DS-C1.5.4
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TVA 10535 (EN DES- 7-77)
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1 DISTRIBUTION FOR MEETING
SUMMARY
DATED: SEPTEMBER 4, 1987 l Facility: Sequoyah Nuclear Power Plant, Units 1 and 2* !
I Do:cket .. File i NRC FDR l I
Local,PDR .
Projects Reading J. Keppler/J. Axelrad S. Ebneter j S. Richardson J J. Zwolinski l
) B. D. Liaw i G. Zech 1 S. R. Connelly {
J. Donohew j E. McKenna C. Jamerson J. Clifford OGC-Bethesda F. Miraglia E. Jordan J, Partlow ACRS (10)
Hon. M. Lloyo Hon. J. Cooper Hon. A. Core i Hon. D. Sundquist Dr. Henry Myers Mr. R. King, GA0 P. Gwynn C. Ader C. Miller J. Milhoan J. Hel temes , Jr.
F. Combs J. Fair R. A. Hermann ;
T. M. Cheng l T. S. Rotella TVA-Bethesda
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