ML20195C409
| ML20195C409 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 10/12/1987 |
| From: | Hettinger F, Nerses G, Yu H EBASCO SERVICES, INC. |
| To: | |
| Shared Package | |
| ML20195C398 | List: |
| References | |
| SAG.CP17, NUDOCS 8806220198 | |
| Download: ML20195C409 (32) | |
Text
Project Identification No. SAG.CP17 EBASCO SERVICES INCORPOP.ATED T U ELECTRIC COMANCHE PEAK STEAM ELECTRIC STATION UNIT NO. 1 DESIGN CRITERIA FOR JUNCTION BOXES FOR SEISMIC CATEGORY I ELECTRICAL CONDUIT SYSTEM THIRD PARTY RECOR.D COPY
( l i I I I I I l Revision i Prepared By , Reviewed By Approved By Date P w s Affe..ted i I I I I I I I I loriginal l R Schmidt l W Veikel i Y Oktay 7/10/86 I I l l R1 l R Schmidt l G S Reddy l Y Oktay 17/31/86 l General Revision l R2 1 Schmidt G S Reddy Y Oktay l8/29/86 I I I I I I i 1 R3 l R Schmidt I G S Reddy l Y Oktay !10/1/86 l 1 I I I I I l Y Oktay l R4 l R Schmidt 1 G S Reddy 111/12/86 l l I I I I ES . N Hasan l C Y Chiou l M Weber l2/27/87 l All l i I I I I I I I R6 l G Nerses l H S Yu R Alexandru. 16/26/87 l 3,5,6,7,9, 1, ii, iii, 1, 2,II I I I I l l l l . l l 10, 11, 12, 13, 1 i 14, 15, 16, 17, I l 18, 19, 20, 21 l i I I I I 1; 22 I i
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Project Identification !
No. SAG.CP17 l Ray. 7 EBASCO SERVICES INCORPORATED T U ELECTRIC COMA!!CHE PEAK STEAM ELECTRIC STATION UNIT NO. 1 DESIGN CRITERIA FOR FOR SEISMIC CATEGORY I ELECTRICAL CONDUIT SYSTEM CONTENTS Section Description Page 1.0 PURPOSE 1 2.0 SCOPE OF WORK 1
3.0 INTRODUCTION
2
(
4.0 '
APPLICABLE CODES AND REGULATORY GUIDES 3 5.0 DESIGN INPUT 4 R3 6.0 MATERIAL PROPERTIES S 7.0 LOADS AND LOAD COMBINATIONS 6 R5 7.1 Load Combination for Service Load Conditions 6 R6 7.2 Load Combination for Factored Load Condition 7 R6 7.3 Additional Considerations 7 R6 l
7.4 Incorporation of Loads in Analysis 8 R6 I
8.0 STRUCTURAL ACCEPTANCE CRITERIA 8 l 8.1 Junction Boxes 8 8.2 Box Anchorages 9 8.2.1 Nelson Studs 9 8.2.2 Hilti Kwik and Super Kwik Bolts 10 i!
8.2.3 Unistrut Bolts 10 8.3 Rigid and Flexible Conduit Connections to 10 Junction Box 5 8.4 Unsupported Junction Box Conduit Verification 11 COPYRIGHT c 1987, 1986 EBASCO SERVICES INCORPORATED TWO WORLD TRADE CENTER NEW YORK
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Project Identification No. SAG. cpl 7 Rev. 7 EBASCO SERVICES INCORPORATED T U ELECTRIC COMANCHE PEAK STEAH ELECTRIC STAIION UNIT NO. 1 DESIGN CRITERIA FOR JUNCTIch BOXES FOR SEISMIC CATEGORY I ELECTRICAL CONDUIT SYSTEM CONIENTS (Cont'd)
Section Description Pa ge 9.0 SEISMIC INPUTS 11 R7 10.0 SUPPORTED JUNCTION BOX-SYSTEh FREQUENCY 12 R7 10.1 Typical Generic Case 12 R7 10.2 Special or Non-typical Generic Cases 12 R7 11.0 UNSUPPORTED JUNCTIOh BOX-SYSTEM FREQbENCY 13 R6 l 12.0 SYSTEM RESPONSE SPECTRUM ANALYSIS 13 R7 Typical Generic Case 12.1 13 R7 12.2 Special or Non-Typical Generic Case 13 R7 13.0 PULL AND TERMINAL BOXES 13 R7 14.0 THERMAL EFFECTS 14 R$
15.0 QUALITY ASSURANCE DOCUMENTATION 14 R7
16.0 REFERENCES
15 FIGURE 1 - PERFORMANCE FLOW CHART CP-JB-33 16 TABLES
- 1. Threaded Nelson Stud Tension and Shear Allowables 17
- 2. Conduit Design Weight and Sectional Properties 16
- 3. Design Weight for Flexible Conduit Sizes 19
- 4. Threaded Conduit Sectional Properties 20
- 5. Deleted 21 R6 11 1126u a
Project Identification
, No. SAG.CP17 Rev. 7 EBA500 SERVICES INCORPORATED T U ELECTRIC COMANCHE PEAK STEAM ELECTRIC STATION UNIT NO. 1 DESIGN CRITERIA FOR JUNCTION BOXIS FOR SEISMIC CATEGORY I ELECTRICAL CONDUIT SYSTEM CONTENTS (Cont'd)
Section Description Page IABLES (Cont'd)
- 6. Deleted 22 R7
- 7. Minlaus Support Frequency of Unit No.1 Conduit 23 Supports
- 8. Unistrut Screws Tension and Shear Allowables 24
(,
- 9. <
Conduit to Junction Box locknut Properties 25
- 10. Hilti Bolt Spring Constants 26 R5 APPENDICES
[
- 1. Installation of "HILTI" Drilled-In Bolts, (Brown and Root Procedure CEI-20 Rev. 9) l 2. Design Criteria for Hilti KWIK and SUPER KWIK-Bolts (Gibbs and Hill Specification 2323-SS-30, Appendix 2)
- 3. Conduit Stress Calculation f orms RS iii l 1126u l
l l
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Ebasco Design Criteria for Project Identification Junction Boxes for Seismic Category I No. SAG.CP17 Electrical Conduit System Rev. 7 1.0 PDRPOSE The purpose of this documentation is to provide guidelines, design criteria and procedures, for qualification of junction boxes of the Seismic Category I, trains A and B, and conduits that are larger than 2 in. in diameter for train C R5 for electrical conduit systems for the Comanche Peak Steam Electric Station Unit No. 1. n e junction boxes are located in the Safeguards, (including R6 Diesel Generator) Containment, Fuel, Electrical Control, Auxiliary Buildings and the Internal Structures of the Reactor Building.
The guidelines summarize the design parameters, applicable load combinations and associated acceptance criteria, and various design approaches and their corresponding seismic input for the junction boxes.
(' 2.0 SCOPE OF WORK The scope of work includes qualification of generic types and special types of junction boxes using information and data from existing design documents listed in References (a) and (b) and appropriate field data. h e generic type and special boxes together will be representative of all the junction boxes. The generic type boxes are subgrouped into Typical Generic Boxes and Nontypical Generic Boxes based on different approaches required to analyze ,
these boxes. Nontypical Generic Boxes include unsupported and two bolt supported boxes. Qualification of the boxes includes the lugs integral with the box, box sounting devices, and the conduit to box bonded connection.
Junction Boxes that do not qualify shall be so documented. R$
The pull and terminal boxes shall be design verified using the same guidelines R3 as for the junction boxes.
The design verification of the electrical conduit system (conduits and conduit supports) is not included in the scope of work (except for special and 1
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1 Zbscco D: sign Critcrio for Proj:ct Idsntification Junction Boxes for Seismic Category I No. SAG.CP17
. Electrical Conduit System i Rev. 7 unsupported box analysis) since it is covered by Reference (c). Also, qualification of the junction box supports is not included in the scope of work.
This criteria does not cover the qualification of boxes subject to dynamic effects associated with the postulated rupture of piping (e.g., jet impingement loads, pipe whip loads), or boxes subject to the fire protection requirerents ;
stipulated in Appendix "R" to 10 CFR Part 50. Such effects will be considered on a case by case basis. RS
3.0 INTRODUCTION
Seismic Category I electrical junction boxes nust be capable of withstanding the postulated seismic events. Compliance with this requirement is accomplished by verifying the structural integrity of the junction boxes, mounting devices and all conduit system connections due to the combined dead weight, seismic loade, and thermal loads. For analysis purpose the junction R3 box covers shall be considered an integral part of the box.
Analytical procedures described hereafter (refer also to performance R6 flowchart, Figure 1, Page 16A) are used to evaluate support bolt loads, forces R6 at bond between conduit and box, and etructural plate stresses. The resulting loads and stresses are then compared to allowables as defined by hardware manufacturers or by applicable codes. R6 Junction boxes are either connected to structural steel supports which are attached to concrete walls, floors or ceilings by using Unistrut bolts or Nelson Studs, or are directly connected to concrete walls, floors or ceilings by using Hilti Kwik and Super Kwik bolts. The resulting loads and stresses are then compared to allowables for all support types.
The evaluation is performed by analyzing generic junction boxes which are grouped by box size and by supporting system type and configuration.
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I Ebasco Design Criteria for Project Identification Junction Boxes for Seismic Category I No. SAG.CP17 Riectrical Conduit System Rev. 7
)
Interfacing conduit configurations / sizes are selected based on box capacities and evaluation of adjacent conduit support spans and support flexibilities. ;
The conduit supports are clamped. The generic boxes are determined in order to R5 qualify a group of boxes with similar or less critical parameters. Grouping of boxes are documented in Reference (f).
Footprint loads (loads applied to embedded plates, strip plates or containnent liner) shall be documented.
4.0 APPLICABLE CODES AND REGULATORY GUIDES o Regulatory Guide 1.29 - Seismic Design Classification, Rev. 3, September 1978.
(
o Regulatory Guide 1.61 - Damping Values for Seismic Design of Nuclear Power Plants, October 1973.
l o Regulatory Guide 1.89 - Qualification of Class 1E Equipment for Nuclear Power Plants, Rev. 1, June 1984.
o Regulatory Guide 1.92 - Combining Modal Response and Spatial Components in Seismic Response Analysis, Rev.1, February 1976. -
i o NUREG 0800 - Standard Review Plan for the Review of Safety Analysis Reports for Nuclear Power Plants, July 1981.
I o AISC - Manual of Steel Construction, 7th Edition including l
Supplements No. 1, 2 & 3.
l o AISI - Cold-formed Steel Design Manual,1968 Edition, o AWS - Structural Welding Code AWS D1.3-81 R6
! 3 i
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Ebasco Design Criteria for Project Identification Junction Boxes for Seismic Category I No. SAG.CP17 Electrical Conduit System Rev. 7 5.0 DESIGN INPUT R$
5.1 2 types of junction boxes are to be considered:
o Unsuppor?.ed Junction Box - type intended to be supported by the rigid conduits and their supports.
o Supported Junction Box - type intended to be directly supported by the concrete wall, floor, ceiling or attached to structural members.
5.2 Some junction boxes are provided with raunting lugs on the outside.
These lugs are an integral part of the junction boxes. However, junction boxes may be drilled and supported with unistrut bolts, Hilti bolts or threaded studs from the inside of the boxes. Standard or hardened washers are used inside the junction box.
5.3 Boxes are made from steel sheet of thickness not less than the following:
Largest box dimension less than 36" -
14 U.S. Ga.
Largest box dimension equal to or greater -
12 U.S. Ga.
than 36" and less than or equal to 48 "
Largest box dimension greater than 48" -
10 U . S . Ga .
5.4 The weight of contents inside junction box shall be equal to 10 lb/f t R5 times the largest dimension of junction box.
5.5 Since there are no definitive Electrical Design Requirements available that specify the maximum size and pattern of electrical conduits interfacing with the Unit No.1 junction boxes, selection of conduit sizes and patterns for the supported generic boxes shall be based upon capacities of comparable 4
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Ebasco Design Criteria for Project Identification Junction Boxes for Seismic Category I No. SAG.CP17 Electrical Conduit Systen Rev. 7 boxes shown on both the Unit No.1 and Unit No. 2 junction box support drawings.
5.6 Junction boxes subjected to jet impingement (Y ) and/or pressure R5 3
load (Pa) shall be designed vs.*ified on a case by case or generic basis.
6.0 MATERIAL PROPERTIES 3
o Steel sheet metal for boxes E = 29 x 10 kai ASTM A-569, F, = 25 ksi, Fult = 40 kai o Structural steel for box lugs, ASTM A-36; F = 36 kei, E = 29 x 103 kai 7
(
o Support structure E = 29 x 103 kai ASTM A-36 F = 36 kai 7
ASTM A-570 Grade C F = 33 kai 7
ASTM A-500 Grade C F = 46 kai R5 o Rigid conduit conforms to ANSI C80.1, Underwriter laboratory UL-6 and Federal Specification W-C-581d, F = 25 kai 7 3 i E = 29 x 10 kai i
R6 l
R5 l The design weight (including cable weight) end sectional R6 properties (per standard weight pipe properties of the AISC Code) R6 l
l for various conduit sizes are listcd in Table 2.
l o Nelson studs are CPL or CFL type manufactured by TRW Nelson l Division, F = 50 kai 7
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Ebasco Design Criteria for Project Identification l
~
Junction Boxes for Seismic Category I No. SJG.CP17 1 Electrical Conduit System Rev. 7 o Hilti Kwik and Super Kwih bolts are as manufactured by Hilti Fastening Systems. For allowables, see Appendix 2. R5 o Unistrut bolts are as manufactured by Unistrut Building System and conform to SAE J429 Grade 2 Fy= 58.0 kai or ASTM A-307, Fy = 36.0 kai o Concrete 28-day compressive strength is 4000 psi, having a specific weight of 141 pef.
7.0 LOADS AND LOAD COMBINATIONS The junction boxes shall be qualified for the following loads and load combinations t
(
7.1 Load Combination for Service Load Conditions R6
- a. S = D + Feqo j b. 1.5S = D + To + Fego where:
D = Dead load of junction box, cables, and any permanent R5 attachments l
Feqo = Load generated by Operating Basis Earthquake (OBE) l To -
Thermal effects and load during normal operating or shutdown conditions, based on the mest critical transient or steady state condition.
S =
Allowable stresses 0
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Ebasco Design Criteria for Project Identification Junction Boxes for Seismic Category I No. SAG.CP17 Electrical Conduit System Rev. 7 7.2 Ioad Combinations For Factored Load Conditions R6
- a. 1.6S = D + To + Feqs
- b. 1.6S = D + Ta + Feqo + Pa + Yj
- c. 1.7S = D + Ta + Feqs + Pa + Tj where: R5 D, Fego, To, S = As defined above Ta =
Thermal loads under thermal conditions generated by the postulated pipe break including To Fegs = Ioads generated by the Safe Shutdown Earthquake (SSE)
(
Pa =
Pressure equivalent static load within or across a compartment generated by the postulcted pipe break including an appropriate dynaalc factor to account for the dynamic nature of the load.
Yj =
jet impingement equivalent static load on the structure generated by the postulated pipe break, including an appropriate dynamic factor to account for the dynamic nature of the load.
If the junction boxes cannot be qualified for any one of the load combinations, it shall be so documented and no further calculations are required.
7.3 Additional Considerations RS l
l o Dead Load component shall be added to the SRSS (Square Root of Sum of Square) of the vertical and horizontal seismic components 7
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Ebasco Design Criteria for Project Identification Junction Boxes for Seismic Category I No. SAG.CP17 Electrical Conduit System Rav. 7 o For load combinations,1.b and 2.a thru 2.c reduction of member R5 stresses and/or reactions by the factor used for increasing the allawable is not permitted.
o Limitations on allowables for various load combinations are specified in Sectien 8.0 7.4 Lacorporation of Loads in Analysis R5 For methods of incorporating seismic spectra loads into STRUDL analysis see Reference (g).
8.0 STRUCTURAL ACCEPTANCE CRITERIA
\
8.1 Junction Boxes Allowable stresses, S, for junction boxes shall be in accordance with the requirements specified in the AISC "Specification for the Design, Fabrication and Erection of Structural Steel for Building." The 33 percent increast in allowable stresses due to seismic loadings shall not be used.
For load combinations 1.b and 2.a thru 2.c, allowable stresses for junction, boxes may be increased to 1.5S,1.6S or 1.75, respectively. However, the allowable flexural and axial tensile stresses shall not exceed 0.9 Fy, the allowable axial compressive stress shall not exceed 90 percent of R5 either the ultimate buckling stress (defined by Euler formula) or the yield stress and the allowable shear stress shall not exceed 0.5 Fy.
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c l
i Ebasco Design Criteria for Project Identification l Junction Boxes for Seismic Category I No. SAG.CP17 i Electrical Conduit System l Rev. 7 l
8.2 Box Anchorages 8.2.1 Nelson Studs Prying action shall be considered for both concrete wall and frame sounted junction boxes. he magnitude of the prying shall be determined by generic analysis, using different generic box sizes, bolt types, and foundation moduli. h e analysis shall consider multiple rection loading and shall factor in the flexibility of the Junction ~ v and sounting surfaces. A comparison of anchorage tension forces resulting from support conditions with and without baseplate effects will determine maximum prying action factors.
(Reference 1) R7 Nelson studs shall be evaluated by the following equation:
T(P.F. S g 1.0 R7 Ic / da l where T, S = Actual tension and shear in stud, Ta, Sa = Allowable tension and shear in stud (Reference e) R6 l P.F. = Prying Factor R7 Table 1 lists the allowables (S) for load combination 7.1.a calculated by the -
R5 i
following formulae (AISC Code):
S = Ta = 0.60 x A,g x F, S = Sa = 0.30 x A,g xF7 ,
1 l where Ast = Mean effective thread area (M.E.T.A.) R6 S = Allowable Stresses M.E.T. A. = .7854 [D-(0.9743/N)]2
~.
where D = Nominal thread diameter N = Number of threads per inch ll 9
l 1126u
Ebasco Design Criteria for Project Identification Junction Boxes for Seismic Category I No. SAG.CP17 Electrical Conduit System Rev. 7 While S corresponds to load combination 7.1.4, the allowable stresses for load combinations 7.1.b, 7.2.a through 7.2.c may be increased in accordance with Paragraph 8.1.
8.2.2 Hilti Kwik and Super Kwik bolts Hilti Kwik and Super Kvik bolts shall be evaluated in accordance with Appendix 2. A safety factor of 5 and 4 sha*1 be used for OBE and SSE, respectively, to obtain the allowable design tension and shear. The factors included in load combinations of section 7.0 do not apply to allowables for Hilti bolts. See Table 10 for spring constants for Hilti bolts. R5 The actual tension should be amplified by the prying factor. For minimun R7 spacing requirements between Eilti bolts see Attachment 1 to Appendix 1. For minimum Hilti bolt clearance requirements to Richmond Screw Anchors, concrete edge and abandoned bolts or bolt holes, see Attachment 2 to Appendix 1.
8.2.3 Unistrut Bolts R5 Unistrut bolts shall be evaluated by the following equation:
2 S 3 1.0 R7 (T(P.F.3h Ta /' Sa where T, S = Actual Tension and Shear in bolt T,, S, = Allowable Tension and Shear in bolt R5 P.F. = Prying Factor R7 l
(See Table 8 for allowables) 8.3 Rigid and Flexible Conduit Connections to Junction Box l
The conduit connections to the junction boxes shall be verified for the applicable R$
1 load combinations in Section 7.0. Table 4 lists the threaded conduit sectional properties and Table 9 provides the conduit to junction box locknut details for R7 connection calculations.
10 l
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Ebasco Design Criteria for Project Identification Junction Boxes for Seismic Category I No. SAG.CP17 Electrical Conduit System Rev. 7 For the supported and unsupported boxes, the connection shall consider all forces from the computer analysis. Actual forces / stresses shall be compared to R7 apecified code and/or manufacturers allowables.
8.4 Unsupported Junction Box Conduit Verification The rigid conduits, to the first and second conduit supports from the junction box, shall be verified in accordance with Reference (c) and Appendix 3. R5 9.0 SEISMIC INPUTS In the typical generic case, the seismic loads imposed upon the junction box (from the interfacing conduits) are determined by considering the conduit support flexibilities and the flexibility of the junction box conduit interface. A dynamic spectrum analysis is performed to determine the seismic reactions imposed upon the box from the conduits.
The seismic load on the box is detersined by using a conservative acceleration factor of 1.5 times the peak spectra accelerations of the response spectra, applied to the box weight and contents. This seismic load is combined with the aforementioned conduit reactions to define the extent of the seismic input to the box analysis.
In special and non-typical generic cases, the seismic input will be obtained by R6 considering the combined system flexibility of the junction box / conduit systea and corresponding supports. R5
- Broadened floor response spectra curves, 2% dampics for OBE and 3% damping for SSE, developed by Gibbs & Hill, Inc. for Safeguards, Auxiliary, Electrical Concrol, Fuel, and Containment Buildings and for Internal Structures of Reactor Building shall be used as seismic input for the junction box analysis Reference (d).
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E5asco Design Criteria for Project Identification Junction Boxes for Seismic Category I No. SAG.CP17 Electrical Conduit System Rev. 7 To avoid extensive analysis by utilizing individual building spectra, floor response spectra can be enveloped within each building and then further enveloped for all six buildings in the vertical, north-south, and east-west directions. The application of the seismic input shall account for all possible orientations of the junction boxes within any of the six buildings.
The qualification analysis can proceed usica the more conservative overall spectra envelope first, and then using individual building envelopes with individual elevation spectra, if necessary, until qualification is achieved.
Refer to Reference (g) for enveloping methods. R$
10.0 SUPPORTED JUNCTION BOX-SYSTEM FREQUENCY 10.1 Typical Generic Cases only the frequency of the conduits interfacing with the junction boxes are obtained from a 3-D model of a 2 span conduit run, with simulated support springs. The spring constants are based upon a minimum frequency of 12.0 HZ and are applied in three translational directions at conduit support points and at the junction-box / conduit intersection.
10.2 Special and Non-Typical Gene'ric Cases R6 The bor-support system frequency is obtained directly from the constructed 3-L model of junction box-conduit support system. The stiffness of the adjacent conduit supports shall also be considered and simulated by springs attached to the ends of 3-D model for a minimum support frequency equal to 12.0 HZ in all three directions (refer to Table 7). Boundary conditions at the points of support (bolt connections), shall properly simulate the stiffness of the support in all 3 directions. The frequency of the junction box support system shall include all modes up to 33 HZ, and will be used to perform the spectra a nalysis.
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Ebasco Design Criteria for Project Identification Junction Boxes for Seismic Category I No. SAG.CP1/
Electrical Conduit System Rev. 7 11.0 UNSUPPORTED JUNCTION BOX-SYSTEM FREQUENCY A 3-D model of junction box-conduit systems will be constructed. The l stiffness of the adjacent conduit supports shall also be considered and simulated by springs attached to the ands of 3-D model for a minimum support frequency equal to 12.0 HZ in all three directions (refer to Table 7). he frequency of the bor-conduit system will be used to perform the spectra analysis and shall include all modes up to 33 H2.
12.0 SYSTEM RESPONSE SPECTRUM ANALYSIS 12.1 _ Typical Generic Cases For the 3-D model of the conduit system, perform the seismic response analysis
( using either the enveloped or the individual bud. ding floor response epectrum. Reg. Guide 1.92 shall be followed in calculating the modal response. The 10 percent method shall be used to sonbine closely spaced modes. Apply reaction forces from this analysis to a 3-D model of the junction box and perform a static analysis of the box and support system.
Non-linear base plate analysis shall be performed where required.
12.2 Special and Non-Typical Generie Cases For the 3-D model of the supported or unsupported junction box-conduit support system, perform the seismic response analysis using the enveloped floor response spectrum. Reg. Guide 1.92 shall be followed in calculating the modal response. The 10 percent method shall be used to, combine closely spaced modes.
13.0 PULL AND TERMINAL BOXES The pull and terminal boxes may be verified and analyzed using this criteria.
Attention shall be given to the total box veight (cables and any permanent attachment). R5 l 13 1126u
Ebasco Design Criteria for Project Identification Junction Boxes for Seismic Category I No. SAG.CP17 Electrical Conduit Systen Rev. 7
- 14. THERMAL EFFECTS R5 Thermal effects will be evaluated in accordance with SAG.CP10 and SAG.CP21, R6 References (C) and (n).
15.0 QUALITY ASSURANCE DOCLMENTATION R5 The preparation of design calculations shall follow Ebasco Engineering Procedures E-7-CP, E-30, E-76-CP; Reference (m) will be used as a guide in the R5 R preparation of calculation packages.
Particular attention shall be paid to the following requirements:
- a. All calculations shall be done in a logica! and orderly manner on crose-section paper, Form 581. All calculation aheets shall be identified (e.g., initialed or signed) and dated by the originator and checker, and be bound and filed in a readily retrievable manner.
- b. Computer input listings shall be reviewed and approved by the checker.
- c. All calculation sheets shall be legible.
- d. Two copies of computer output shall be made. One copy shall be used as check print by checker or as a record copy and the other copy shall be filed for distribution.
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- Ebasco Design Criteria for Project Identification Junction Boxes for Seismic Category I No. SAG. cpl?
Electrical Conduit System Rev. 7
16.0 REFERENCES
(Use latest revisions, unless noted) R5 R a) TUCC Dwg. No. 2323-S-0910 b) TUCC Dwg. No. 2323-El-1800, Material List.
c) Ebasco Services Incorporated - Documentation SAG.CP10 R5 "Design Criteria for Seismic Category I Electrical Conduit System f or Comanche Peak Steam Electric Station Unit #1".
d) Ebasco Services Incorporated Calculation Books Span-1002 sud Span-1003, "Seismic Spectrum Ioading Data Base - 2% and 3%; 4 and 7% Damping". R5 e) TRW (helson Stud lielding D.V.) letter from H A Chambers to R6 H S Yu of Ebasco Services, dated 5/20/87.
f) Ebasco Services Incorporated - Documentation CP-JB-20, "Grouping of Electrical Seismic Category I Junction Boxes". R$
g) Ebasco Services Incorporated - Documentation CP-JB-21, g "Enveloping of Seismic Design Spectra" for Electrical Seismic Category I Junction Box Analysis". 15 h) PSDI STRUDL USER'S MANUAL VOL'S I & II - 4th Edition, February 1986 i) Ebasco Services Incorporated - Documentation CP-JB-27, "STRUDL Input Data" for Seismic Design of Electrical Seismic Category I Junction Box Analysis". R5 l j) "Steel Electrical Raceways Design Manual" by AISI.
k) "Unistrut General Engineering Catalog" ho. 9, Unistrut Building Systems 1981
- 1) Ebasco document No. SAG.CF20, "Technical Guidelines for Systen Analysis of Conduit Span Configuration" R6 m) Appendix Q to hanual of Procedures, Instructions for Calculation Package preparation.
n) Ebasco document No. SAG.CP21 Unit 1, Technical Guidelines R5 for B ernal Analysis of Seismic Category I Electrical Conduit Systems R7 15 1126u j j
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[ ELECTRICAL,o.w,1 UNCTION BOX QUALIFICATION / /iT i
I PERFORMANCE FLOW CHART Ebasco De31gn Criteria for CP-JB-33 Junctico Doxes for Seismic Category I ,
Electrical Cc .duit System y . .
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Ebasco Design Criteria for Project Identification Junction Boxes for Seismic Category 1 No. SAC.CP17 Electrical Conduit Systen g
Rev. 7 TABLE 1 THREADED NELSON STUD TENSION AND SHEAR ALLOWABLES l l l 5 = Ia l 5 = Sa l Spring Constants l l Stud 1 MEp i l l l l I
Diameter (in ) Tension (1bs)
Shear (1bs)
Kt (k/in) Ks(k/in) l (Inches) l l il l I ,
1 I 11/4 x 1 3/4" 0.032 960 l 480 549 l 184 l l un I ,
I I I I I I I I I 13/8 x 1 3/4" l 0.078 l 2340 1 1170 1 1337 l 462 l l Loos l I I I i l R$R-1 I I I I I I R7 1/2 x 2" 0.142 4260 2130 2190 750 Long i I I I I I i 15/8 x 2" l 0.226 I 6780 1 3390 1 3390 l 1202 I Ions l I I I I
( l I NOTE: 1. Threaded Nelson stud tension and shear OBE allowables are in accordance with Ref (c). R5
- 2. Spring constants are in accordance with Ref (1).
17 1126u
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Ebasco Design Criteria for Project Identification Junction Bor.es for Seismic Category I No. SAG.CP17 Electrical Conduit Systen Lev. 7 TABLE 2 CONDUIT DESIGN WEIGHT AND SECTIONAL PROPERTIES n-1 I I I I Nominal l l l Properties l l Diameter l Conduit Weight * !
A l I I S I r (Inches) (Lbs per Foot) (inches ) (inches ) (inches ) (inches) 3/4 1.5 .333 .037 .071 .334 1 2.0 .494 .087 .133 .421 1-1/2 4.0 .799 .310 .326 .623 2 5.0 1.07 .666 .561 .787 2-1/2 8.0 1.70 1.53 1.06 .947 3 13.0 2.23 3.02 1.72 1.16 4 19.0 3.17 7.23 3.21 1.51 R6 3 23.0 4.30 15.2 5.45 1.88
- Including cable weights per Table 1, Dws. 2323-S-0910, Sh. LS-Sc. R6 NOTE: Values in this table in accordance with Ref. (c).
18 I 1126u l
Ebasco Design Criteria for Project Identification
- . . Junction Boxes for Seismic Category I No. SAG. cpl?
Electrical Conduit Systen Rev. 7 TABLE 3 DESIGN WEIGHT FOR FLEXIBLE CONDUIT SIZES l Conduit l Weight
- i Diameter (in) (Lbs Per Foot) 3/4 0.73 R7 1 1.19 1-1/2 2.40 R7 2 2.73 R7 2-1/2 3.76 3 8.78 4 12.64
( 5 15.36 NOTE: Values in this table in accordance with Ref. (c).
- Including cable weight insidt flexible conduit. R5 l
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Ebasco Desigx Criteria for Project Identification Junctics Beras for Seismic Category I l s No. SAG.CP17 Electrical Conduit System Rev. 7 I I I I l Ccuduit l S (in3) l A (in2) l I Diameter (in) l l l I l l 1 I I I 3/4 1 0.038 1 0.184 l 1 1 0.070 1 0.265 l 1 1-1/2 1 0.184 1 0.454 I R6 l 2 1 0.330 l 0.636 l 2-1/2 1 0.573 1 0.925 1 3 1 0.981 l 1.275 l 1 4 1 1.952 l 1.935 l l 5 l 3.439 l 2.720 l l l l l Table 4 Threaded Conduit Sectional Properties
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Ebasco Design Criteria for Project Identification Junction tones for Seismic Category I No. SAC. cpl?
Electrical Conduit Systes Rev. 7 TABLE $
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Ebasco Design Criteria for Project Identification Junction Roses for Seismic Category I No. SAG.CP17 Electrical Conduit System
'(p Eev. 7 TABLE 6 R6 Deleted R7 R5 i
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Ebasco Design Criteria for Project Identification Junction Brses for Geismic Category I No. SAG.CP17 Electrical Cosduit System Rev. 7 IABLE 7 MINIMUM SUPPORT FREQUENCY OF UNIT NO.1 CONDUIT SUPPORTS l Support Frequency Building Elevation I (H2)
I SG l 873'-6" l 16 l AB l 899'-6" l 12 l l CB l 1000'-6" l 12 l IS 905'-9" 12 SG 899'-6" 16 l l AB 873'-6" l 12 l l SG 852'-6" l 16 l IS l 885'-6" l 12 l AB 886'-6" 12 l CB 950'-7" 12 l FB l 918'-O' l 16 l AB 852'-6" 12 l SG 831'-6" 16 l FB l 899'-6" 1 16 t '
- EC l 873'-4" 12 IS l 860'-0" 12 CB l 905'-9" !
12 RS EC 854'-4" 12 SG 810'-6" 16 l AB l 831'-6" 12 l EC l 830'-0" 12 H I AB 810'-6" 12 IS 832'-6" 12 L FB l 860'-0" l 16 l EC 807'-0" 14 CB 860'-0" 12 l AB l 790'-6" l 14 l SG 790'-6" 16 778'-0" EC 16 FB l 841'-0" l 16 L IS 808'-0" 12 l l CB 805'-6" 12 l SG l 765'-6" i 16 l FB 825'-0" 16 I IS 783'-7" 12 i l CB l 783'-7" H 12 l l SG l 773'-6" 16 l FB l 810'-6" 16 I I
,. NOTE: Values in this table in accordance with Ref. (1).
23 1126u
m Ebasco Design Criteria for Project Identification Junction Bones for Seismic Category I No. SAC.CP17 Electrical Conduit System Rev. 7 i
TABLE 8 UNISTRUT BOLT TENSION AND SHEAR ALLOWABLES l Bolt i Tensile I Shear l Tensi.on Allowables (1b) l Shear Allowables (Ib) l ISize i Ares l Area I l l l l l l l l Dia(in) (in ) (in ) D+0BE I D+0BE+To D+SSE D+SSE+To D+OBE D+0BEtTo D+SSE D+SSE+To i I l 1 1 I I I I I l I i 1/4 1 0.032 1 0.027 l 640 l 960 l 960 l 1024 l 270 l 405 1 405 1 432 l -
1 I I I I I I I I I I l l 3/8 1 0.078 1 0.068 l 1560 l 2340 1 2340 l 2496 l 680 1 1020 l 1020 1 1088 l 1 .I I I I I I I I I I I l 1/2 1 0.142 1 0.126 l 2000* l 3000* I 3000* l 3200* 1 1260 l 1890 1 1890 l 2016 l l l
- Values limited by Unistrut Nut Strength in pull out and slip as specified in Reference (k)
NOTE: Values in this table in accordance with Ref. (1).
24
Ebasco Design Criteria for Project Identification-Junction Bones for Seismic Category I No. SAC.CP17 Electrical Conduit System Rev. 7 TABLE 9 CONDUIT TO JUNCTION BOX LOCKhD1 DEIAILS l Conduit A (in) B (in)
Diameter (in) (Outside Dia) (Thickness) l l l l 3/4 1 1.438 l 0.250 l 1 1.750 0.261 1-1/2 2.406 0.281 l 2 2.938 1 0.313 l 2-1/2 3.500 0.375 l 3 4.188 0.375 l l 4 l 5.344 l 0.438 )
5 6.625 0.500 l NOTE: Values in this table in accordance with Ref. (1). for steel locknuts manufactured by Appleton Electric Company, Chicago, R5 Illinois.
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Ebasca Desig3 Critoric for Project Identification Junction Boxes for Seismic Category I No. SAG.CP17
, Electrical Conduit Systen Rev. 7 TABLE 10 HIL7I BOLT SPRING CONSTANTS Bolt Size /Embedsent kg (k/in) ks (kjgo) 1 3/8" 9 HKB l l 4-5/8" Emb l 124.0 1 34.375 l l l l l 1/2" # HKB l l l 6-1/4" Emb l 630.0 l 130.0 l 3/4" 9 HKB l 9-1/4" Emb l 87.5 l 67.14 l ,
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NOTES:
- 1. Embedsent Lengths in accordance with TUGC Dws. No. 2323-S-0910 SH G-la.
1
- 2. Spring constants in accordance with Unit 2 sample calculation File No. CP-JB-28.
- 3. Allowable tension and shears are in accordance with the tables in Appendix 2 of this document.
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/,
Junction Bozes for Seisale Category I No. SAG.CP17 ,
Electrical Conduit System Ray. 7 APPENDIX 1 INSTALLATION OF "HILTI" DRILLED-IN BOLTS o
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!, incorporated into the design criteria without any changes.
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FECCIDU1.E EFYI.T.TZ 310VN & BOOT, 13C. DATI PACT NUMBER RZTISION
'l CF5ES czI-20 / p j 12/16/83 1 of 12 011CIMAT01 h /2-/l.
- 83 TITLI ' Data
- E N IT8 L='~ - - - - -
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"11LTI" DI.ILLID-IN y
/ /
BOLTS s -
Data v ITGC0
- A.FF107D BY: M /[-A Data CDNSTIL'CTION FEDJLCT MGR o.1 TAE1.Z OF CDNTINTS _
1.0 RITERlNCIS 2.0 CINER.AL {
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= g h L 2.4 DETINITIONS ,A F
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3.0 PROCD URI ,
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3.1 INSTALLATION 3.1.1 Leesting solts /7.}NIS4
.C 3.1.2 Drillint Ioles 3.1.3 Marking selts
- 3.1.4 Setting Solts 3.1.5 _
tapair of aroken Concrete and Abandoned Boles 3.1.6 Modification 3.1.7 Rawork of Solts in 2-inch Concrete Tocoint Arese 3.2 TJisFECTION i 0.11 ATTACEMENTS No. 1 Minimus Spacing latveen 11111 Expanaten Bolts No. 2 Minimum Bolt clearances No. 3 Minimum Clearances to Embedded Flates '
No. 4 Length Identification Systes 1.0 EITERINCIS 1.1 &&E Construction Proced. ire 35-1195-CCF-12, concrete Patching.
Finishing and Preparation of Construction Joints" 1.2 IM-13966, "Bilti tvik-Rolt Testing Program".
1.3 TUT-4593, (May 22, 1978)
EAR (kalit7 Assurant a ProcHure CP-QAF-16.1, "Control of l 1.4 l Nonconforming Items".
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2 8 35-1195 CII-20 9 12/10/83 2 of 12 1.5 TUSI Procedure no. CPP-IP-1, "Procadure for preparation of Design Changes".
1.6 35-1195-III-13, BAR Instruction "Calibration of Micrometer Torque
~
Wr en ch e s".
1.7 CP-qP-11.2. TUCCD Procedure. "Surveillance and Inspection of
, Cencrete Anchor Bolt Installations".
1.8 QI-QP-11.2-1, TUCCD Instruction. "Concrete Anchor Bolt Imatallation".
1.9 QI-QP-11.2-3. TUCCD Instnction, "Torgning of Com, crete Aacher Bolta".
1.10 QI-QP-11.2-4, TUGCC Instnction, "Inspection of "11111" Super Evik Bolta".
2.0 CurDr 2.1 FURPCSE 2.1.1 The purpose of this instructies is to describe the methods to be fonoved La the field instanation of 111t1 drilled-ia azpansion aBchors.
l 2.2 $CDFI 2.2.1 This instruction covers the location, repair and preparation of az-paasion bolt hcles, itstallation ef the eziaasion bolts, and the yer-masent marking af bolts for identification both prior to and af ter their installation. The provisions of this instruction apply to both 11111 twik-Bolts cad Illti Super Erik-lolta that are used for installation of safety related equipment, and for the instaustion of non-safety related equipasat located in safety reisted structures.
Deviations from this instruction are permitted provided they are properly approved by the tagineer. Pos t aut cap s may not be oubs ti-tuted for has head nuts without prior Engineering approval.
2.3 RISPONSIBILITT .
2.3.1 Establishment of control points and lines for asa is layout of bolt locations shall be the responsibility of the B&R pield Engi-seering Superintendent. Determination and marktag of belt hole location shan be performed by the craf t which preparas the holes and tastalls the bolts; and the euperintendent of that craf t shall be responsible for this layout work and for preparation of
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holes ,and bolt tastallation.
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2 8 35-1196 CEI-20 , IN16/83 3 of 12 1
24 DEFINITIONS 2 4.1 "Drilled-in Expansion Bolts" are bolts having expansion wedges so arranged that, when placed in a drilled hole and the nut tightened, the wedges are expnded and the bolt is securely anchored, all as annufactured by 11111 Fastening Systana, Inc.
2.4.2 "E1111" is Eilti Fastening systems, Inc., suppliar of the arpansion bolts.
2 4.3 "Bolt Length" is the total everall length of the bolt. This is the langth dimension shown in the Bill of Material on the appro-priate drawings. ,
2.4.4 "Setting" a bolt maans positioning the bolt and tigstening the aut er poet not to the artsst required to completa the arpansion of the wed ges .
1.4.3 "Embedriant f.angth" is the length of bolt artending below the sur-face of the 4000 psi (28-day strength) structural asacrete prior to setting (tightening). Whers mt shown en the pipe / instrument support design drawings, the =4"== embedaant length shall es as follows
. 301.7 DIA.w!*T1t MDCMIM IMBCMIN*
Kwik-loits Supr,r tuts-Bolts 1/4 1 1/8 -
3/8 1 3/8 1/2 2 1/4 3 1/4 3/8 2 3/4
! 3/4 3 1/4 -
4 1/2 6 1/2 j -
1 1 1/4 $ 1/2 8 1/8 Dimensions are in inches, they are according to recommendations by 511t1 and correspond to the minimuma shown in Abbot A. Rank.s.
Zac. Test Raport No. 87835 on Ewik-loita and Test Raport No. 4786 5 en Super tvik-lolts, as published in Eilti "Architects and Engi-neers eachor and Fastener Design Manual.
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ERchlN & 2007.17C. IN5"RUCTION MGr NUMBG REYT3 ION DA7 .
CPSE3
- 2 8 35-1195 CII-20 9 12/16/43 4 of 12 The above minianne embedment lengths are into structural concrete. t On floors where 2-inch thick concrete topping (and thickar on !
roof slabs built up to slope to drain) has been placed separately, ;
bolts shall be of suf ficient length to provida embedsent length :
or overall length at least equal to the thickness of the topping ,
in addition to the length shown on the drawings. For floor sounted ;
pipe supports only, the engineer shall evaluate and approve the suppor ::
- for sufficitat embedment length on a case-by-case basis. The areas where this topping occurs are shown on the followiss drawings: !
Buildine i
- Drawine No. Sheet No.
i Fuel I FSC-00421 1 FSC-00421 2 Fuel !
TSC-00422 1 Esactor #1 1 2 Easetor il i
- FSC-00422 '
FSC-40412 3 Raactor #1 l
- F3C-00422 A teactor #1 [
5 Eaactor #1 i FSC-00422 l
O
- FSC-00423
- 2 1 Anzi11ary Anzi11ary i F5C-40423
- t. '
3 Auw411ary [
FS C- 00423 '
F G-00423 4 Auxiliary Fsc-00423 5 Auxiliary .
FSC-00423 6 Auxiliary 7 Auxiliary FSC-OO423 8 Anziliary FSC-40423 9 Anziliary FSC-00423 FSC-00424 1 Safeguard il FSC-00424 2 Safegurrd #1 -
FSC-00424 3 Safeguard #1 TsC-00424 4 Safeguard #1 FSC-00424 ,
5 Sa.feguard il F5 C-00424 6 Safeguard i1 FSC-00426 1 service Water intake W C-00425 1 Safeguard #2 FSC-00425 2 Safeguard #2 F5C-00415 3 Safeguerd #2 3.0 PROCEDInt.E 3.1 IN57AI.1.AT20N 3.1.1 loestine Bolts 3.1.1.1 As required by authorized engineering documents, bolt locations shall
(
be determined by the installing craf tsmen using the control poists and lines established by the Tield Engineering Department; acd, as
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INSTtuCTION IFFETTYE MoldM & 2007. I K. OATT Msr
. CF1g3 NUP4ER RTVt370N M S 35-1135 c11-20 ,
12/16/83 5 of 12 as aid in locations dare reinforcing steel integrity is considered
- to be critical, stili 4 tion of re.daforcing steel placusant drawings and suitable reinforcasent detectica equipment may be ased. De minimum spacing and/or claarance for orpansion bolts shall be pro-vided as indicated in Attschments 1, 2 sad 3 malass specifically approved otherwise by the Engineer using appropriate design documents.
3.1.2 Drilled Roles 3.1.2.1 Expansion helt boles shall est be drilled into structural reinforcing steel salass approved by the design engineer er his representative.
Bolas for the azpansia bolts shall be drilled into sencrete by the see of esitable power drills using "hilti" carbida assenry hits of the same seminal size 'as the bolt and dich are designed and recoe-mended by the Eilti corp. specifically for this purpose, er as ap-preved egual. De holes shall be drilled to depths at laaet ere-balf Os) tach graatar thas the embedment length of the bolt. his is in order that any accessibls/ usable abandoned bolt can be cut C off and driven deeper into the hole and top covered with grout or other suitable filler to close the bole. Abandoned bolts that ars not saable or accessible may be left ta placs without further re-work er approval.
Belas shall normally be drilled as amar the perpendicular to the 3.1.2.2 asserete surface as f aasible. In no case shal.1 the long axis of installed bolts be more than 6' free this perpendicular directien.
Excess dust should be claaned from the hole a,f ter drilling.
3.1.2.3 Where cutting of structural reinforcing steel is permitted by the Engineer, Drillco unter cooled carbide / diamond bits or equal shall I be used. Osca the structural reinforcing steal is cut, the re-metador of the, bele shall be drilled with a "hilti" carbide masonry bit per 3.1.2.1. Both bits shall be of the same monisal diameter as the belt to be lastalled.
3.1.2.4 la limited access areas it may be dif ficult to drill boles for ampassion bolts using equipment as required by 3.1.2.1. yor this situation, a fle'zible drive drill with drill press / vacuum base and Drillco eter cooled carbide / diamond bit or approved equal may be
- ased. Caution shall be used den drilling to avoid the cutting of structural reinforcing steel. In so ease shall strecrural rain-forcing steal be cut without prior approval of the Engineer.
3.1.3 Merking toits ,
/
3.1.3.1 ne threaded end of bolts shall bear paraanent markings dich ,
indicate the bolt length.
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3RCWN A RC07, 12C. !?tT7RUCTION ET N dE
. gp3I3 NUP89 G REVISION OATT nGE
@ B 35-1195 CEI-20 9 12/IW 6 of 12 3.1.3.2 These markings shan be made by the manuf acturer by die-staaping a letter or a suaber on the top and of the bolt. This stamping shall indicate the bolt length in accordance with the "Length Identifica-tion System" (Attachment 4). Bolts may also be marked on-site by the same systen if verified and documented by &&R QC. For Fos t Not Series Illti Bolts, the letter or ausbar designation shall correspond tra the overall length of the assembly with the Pos t Nut Cap completely instaued (threads bottooed out). e 3.1.3.3 Eilti Super Evik Solts shall be additionall'y arrked with a "star"
- on the and which will remain arposed upon insta134 tion. This marking will be performed by the craf t in a manner dich does not obliterate the langth marking. De stamp shall be contreued by the cognisant QC Inspector.
3.1.4 settint Bolts 3.1. 4.1 In'mo case s' hall bolts be set in concrete having strength less than the 28-day old design strength. Inserting bolts may be accomplished either by use of a mandrel or double mits. In using I
double nuts, they shall be placed en the bolt se as to protect the bolt and and threads. The bolt shall be driven into the hole the embedmont length by blevs on the mandrei or aus. Projection
- of the bolt shonid be such that, af ter final tightening, the and l
of. the bolt is not lower than flush with the top of the sut. Its l
projection above the top of the out is not limited although its change in projection during tightening shall be within tha limit specified below. The aandrel, if used, is then replaced by a nut, or the top double nut is resoved and the bolt is "set". The setting will be accomplished by tightening the nut against the fix-ture being in.stausd. At that time, the sut will be drawn down and the bolt pulled to sat the wedges by the use of a targue wrench, attaining at least the raspective final values shown in the following tabis unless ethatvise shown on the drawings. During tightening '
the sut, the change in bolt project 19n shan act arceed one nut
- height unless otherwise approved by the engineer. Where 5/8" dia-mater bolts are used La erecting Uni-Strut members for instrument or conduit supports in such a way that the bearing surf ace under the mut, ased with a flat washer, bears against the open side of the Uni-l Strut, the nut shall be tightened to 80-foot-pounds torque.
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. IRcw & 2007. UC. msmCT1H NE CPSE3 IRJMS G - 'RIVISION DATT past JOS35-11H egl.20 t ,
12/13/83 7 of 12 36tT SIZE f' TetCUt (Ft.-Lhe)
(11111 Erik er Super Kwik, all embedaant depthe) 8, 1/4 8 3/4 17 1/2
- 70
' 5/8 120 3/4 13 0 1
Do 1 1/4 400 these valsee were determined by field taats senducted by 11111 at the CPS 15 site which yielded a slaimas static tess1114ad
- capacity squal to er greater than 113Z of the tensile working leads given la Tablas 1 and 2 of Appendia 2 of Spezificatten 2313-55-30. '
The semplete report se those tasts is filad ta the 341 qc Depart-meat. (Raf. CpFA-72&O or BAR IM-13964).
t
- hits which cannot be tarqued to the above stf=4=um values shall be sut off, drivas deeper 1sts the hele, and patched per Reference 1.1
! er shall be runeved and replaced in accordance with 3.1.4.2 below.
I Tergue wrenches used in this eseration shan be calibrated and periodically recalibrated La accordance with Engineertag Instruct 4an 35-11M-112-13 "Calibration of Micrasater Torque Vrenches", se2-arance 1.6.
3.1.4.1.1 For pseu not series 111t1 bolts, setting the bolta shan be done ta accordance with Secties 3;1.4 with the fouewing exceptions applyias to Section 3.1.4.1.
Inserting belts may be accomplished by the see of a poet out. -
placed es the belt se as te protect the belt end and throede.
The belt shall be driven into the hele the embedaant length by bleve es the poet aut. - projecties of the belt abruld be ouch that, af ter final tighteslag, the and of the bolt has a 6
minians thraad angegement of 3/16" for 1/4" dia. and S/16" for 3/8" dia. belts. De projecties should also be limited such that, af ter flaal tightealas, the threado en the post out have set bettened set es the bolt. The poet out need to tasert the
- belt should thes be reaeved and the bait is "set". The setting will be accomplished by tightening a new poet amt against the fiature betag fastalled. At that time, the put win be drawn .
j, dews and the belt pulled to set the wedges by the use of a i ms torque wreach and 3/8" drive screwdriver adapter attaining g -
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EFE7IVE 3ROWN & NOOT, INC. IMrTRUCT!0N NUM8E4 Rf/73 ION 0"7I G E C75E3 ,
JC8 35-1135 CEI-20 p 12/16/83 8 of 12 at least the respective final values shown in the above table unless otherwise shown on the drawings. During tightening the post nut, the change in bolt projection shall a >t exceed k" for a k" dia. and 3/8" for 3/8" dia. bolts, unless otherwise approved by the engineer.
3.1.4.2 Replacement of expansion bolts that slip, loosen, pull out or fail ta achieve the spect.fied torque may be accesplished by one of the following asthods:
3.i.4.2.1. The bolt shall be removed and replaced with a bolt z. hat has an enhed-ment depth increased by at least 4 bolt diameters for Elti Kvik-
- . Bolts and 6h bolt diameters for 111ti Super tvik-Bolts naless other-vise directed by the Engineer. QC shall be noti.fied prior to com-manc.ing work.
. I 3.1.4.2.2 The re-installation of an arpansion bolt in an empty but "pre-used" hole is acceptable provided the following requirements are met
- a. The existing hole has not experienced structural damage as any
. be exhibited if the previcus bolt had been displaced ,through tension or shear causing severe concrete spalling. Severe concrete spalling are depths that exceed the dimensions pro-vided in 3.1.5.1 below.
- b. New "Replacement" expansion anchors are at least one diameter size larger. .
- c. New enabedment depth is equal to or greater than the previous bolt but in no case less than the =4M== embedment required per 2.4.5 above based on the "replacement" belt size.
- d. Solts that cannot be, replaced per the above may be replaced by a bolt meeting the requirements of 3.1.4.2.1 or may be l
i eut off, driven into the hole and patched per talerance 1.1.
l
- e. QC shall be notified prior to consencia; w.k and af tsr the l
- belt has been removed so that QC may inspect the "pre-us ed**
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hole in accordance with the applicable QC procedures.
- f. QC shall be notified prior to comunencing work.
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3.1.4.2.3 De re-ir,stallation of sa expansion bolt in an empty but "pre-used" hole is acceptable provided the fonoving requirements are met.
- a. De bolt being replaced has been removed from the concrete using a Diamond core bit of the same nominal outside diameter-as the replacement expansion bolt. D e replacement bolt shall be ona diamstee a1:4 larger than the bolt being removad.
- b. De existing bole af ter bolt removal should act show evidence of structural change as in the form of severe concrete span 1=g.
. Severe cancrete spaning are depths that azzeed the dimensions Provided in 3.1.5.1 below.
c.* New embedment depth is aquel to or greater than the previous bolt but in no case less than the =<nf == embedment required aer 2.4.5 above basad on the "repiscemact" bolt size.
- d. Bolts that cannot be replaced per this method may be replaced
( by a bolt meeting the nquirencots of 3.1.4.2.1. 3.1.&.2.2 or mey be cut off, stiven into the hole and patched per Eaference 1.1.
- e. QC shall be actified prior to comeecing work, and af ter the
. bolt has been removed so that QC may inspect the "pre-used" hole la accordance with the applicable QC procedures.
3.1.5 Esosir of Ernkan Concrete and Abandoned Roles 3.1.5.1 Structural concrete that 'is brokan er spaned as a result of belt installation but is structurany sound shall be cleaned up and may be cosmetically repaired either la accordance with Construction Procedure CCp-12, or by the an 62 *1rUIZC" #115 as manufactured by and according to the recommendations of Southern Imperial Coating,
- Zac. Spalling of structural concrete to depths greater than those l
listed below shall be cause for rejection of the hole and redrilling will be necessary.
j l
' Mar. Accostable Mole Size - Spall Depth f
5/8" and under 1/2" 3/4" to 1 1/4" (incl.) 3/4" Spalling of the 1" topping in areas described in section 2.4.5
(
shan be cleaned up and repaired in accordance with Conetruction Procef.ure CCp-12 asing material described in section 4.1.2.7 of CCp-12. Maxiasse spall depth is not "to exceed depth of topping.
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k-stcWN 4 RetF DC. DtIWtuCTICE N CATT paar CPSE3 EMUt - ItEYT5f0N 28 35-1195 c11-20 9 12/16/83 10 of 12 f 3.1.5.2 Abandoned holer shall be filled and patched prior to coating the coscrete. This repair shall be in accordance with provisions of B&R Construction Procedure 35-1195-CCP-12 fer filling "Tie Roles" by the use of patching nortar prepared as described in paragraph 4.1.1.3 af that procedure. Bowever, abandoned Ov m m holes, orginally drilled for Eilti expansion bolts, which will be con-plately covered by the base plates or angles of attached fixtures and which are farther than four bolt diameters (caster-to-center) from an active 111t1 bolt, may be filled with "$11 prof" water-proofing sealant or "GE 1300", both as asanf actured by Gameral Electric, Inc. ' Boles located at a distance of font bolt diameters and casser, massured canter-to-caster, from E1111 bolta shall be filled and patched according to Procedare 35-1195-CCP-12 described above prior to torquing.
3.1.5.3 Daused Richmond Screw Anchors dich have been plugged by Richacsd screw-in plugs may be used for paraanant anchorage only af ter
- specific appmal by the Engineer.
3.1.6 Modifiestien L o 3.1.6.1 Then it is necessary, as the result of reinforcing stesi interfer-enes or on-site saavailability of correct lenght bolts or for other reason, Eilti bolts may be modified, with proper QC witnessi=g, on-
- site shortening, rathreading, and stamping the saw length desigsatien.
This shall be done only as a case by case basis upon approval of the design engineer responsible for the fixture or item involved and upon coupletion of appropriate permanent plant doctamentation (i.e.,
DCA, Qic, F31, Operational Traveler, T4 sign Drawing, etc.) by the design engineer. Final bolt langth shall be sufficient to satisfy the design requirement.
3.1.6.2 Substitution of a Eilti bolt of the east larger size is acceptable, provided all spacing and asbedaant requirements are met or exceeded for size Bilti bolt substituted.
3.1.7 Rawork of Bolts in 2-inch concrete Topoint Areas 3.1.7.1 For areas in which the requirements of Section 2.4.5 cannot be set,
- the following action shall be tahan:
3.1.7.,1.1 Izpansion bolts which af ter setting have less than below indicated ambadaant length into the structural concrete shall be reworkad by
- one of the methods provided in section 3.1.4.1 or as follove:
. Bolt Tvoe Fabedsent Af ter Settint twil. $olts 3% bolt diameters super tvik-loits 54 bolt diameters p
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=== past CPSEI pejMBER GATT JOS 35-1135 cgt.20 , 12/16/83 11 of 12
- a. Existing Iscation
- 1. Belt rv -tal - The removal of fa-place expansion bolts shall l 4oupleted with care so as not to damage the con-crate, thereby tapairing its integrity. A hollow core hydrau.lic res placed directly ever sa appropriately sized baseplate which ta centered se the bolt any be maad to apply direct tension to puu the bolt through the arpan-sion wedges. The baseplate should be a % inch thich square plate et a =inf== ef 16 expansion bolt diameters in width, bearing diractly against the concrete surface.
- 2. Once the bolt is removed, use a high speed driu and bit to drill through the wedges remaining in the side of the hole. Remove any loose wedges in the hole.
- 3. Datas appropriate equipment, re-drill asisting expansion bolt hole so that the new embedment depth is a minimu:s of 4% helt diameters for tilti Erik-Bolts greater than the ;
previous existing embedment depth or to the specified embedment depth, whichever is graatar unless otharvise directed by the Engineer by appropriate design documents.
4 Rainstan the appropriate stand expansion anchor to meet
. the required embedneet langth.
! . b. Balocation - Abatidos existing erpensies anchor bol'ts and re-locate support structure. Abandoned bolts abonid be cut off.
l drives deeper into the hole, and patched per Raference 1.1.
. 3.1.7.1.2 Erpassion bolts which have less than the specified designed embed-
- ment langth 1sto erructural concrete but greater thu the values
. indicated above~1a 3.1.7.1.1 shall be evaluated by us responsible design engineer. It found to be acceptable 'as-is", appropriate l
design change docummets shall be issued. If found to be unaccep-l table, the arpansion .elt shan be reworked in accordance with I
( 3.1.7.1.1 a er b.
I 3.2 INSPECTION 1 1
3.2.1 laspection of Eilti bolt tastallation shan be performed in accor-l dance with References 1. 6, 1. 7, 1. 8. 1. 9, and 1.10 a nd o th e r a p pli- !
cable site QA/QC procedures and instructions.
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PROCEDURE EFFECT!YE -
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. BROWN & ROOT, INC. MJMBER
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REVISION DATE PAGE CPSE5 ,
b J08 35-1195 ,
CII-20 9 12/16/83 12 of 12 l l
3.2.2 Rasoval of an inspectea tilti bolt shall be doctmented on so fu in accordance with CP-CFM 6.10. Immoval and replacement of aca-Q Eilti bolts ta' catagory I structures shall be docsamented on an In and submitted to QC for subsequent processing.
Note: l An In to not required if a sea-Q Eilti is only going i to be removed and not replaced.
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i INSTRUCTION D7ET!YE 8 ROW 4 ROOT. INC. 04TE past i - CF5E3 NUPS D REYtstox JOS 35-1195 CE!-20 9 12/16/83 1 of 1 ATTACM EN7 1
- MINDtJM SPACING SETWEEN HILTI EXPAX5 ION 80LT5 l
M1111 CEN7ER T0 CENTER SPACING T 0:
Bolt size 1/4"H11ti 3/8*Hilti 1/2"H11t15/8'Hilti 3/4'Hilti 1"Hilti 1 1/4"Hilti 3 1/8 3 3/4 4 3/8 5 6 1/4 7 1/2 1/4 2 1/2 3 7/16 4 1/16 4 11/18 5 5/16 6 9/16 7 13/16 5/16 2 13/18 3 3/4 4 3/8 5 5 5/8 8 7/8 8 1/8 3/8 3 1/8
~
4 3/8 5 55/8 6 1/4 7 1/2 8 3/4 1/2 3 3/4 l
4 3/8 ,5 5/8 6 1/4 5 7/8 8 1/8 9 3/8
) . 5/8 5
. 3/4 5, 5 5/8 ,
s'1/4 6 7/8 71/2 8 3/4 10 s ..
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6 1/4 6 7/8 7 1/2 8'1/8 9 3/8 10 5/8 7/8 5 5/8 7 1/2 81/8 8 3/4 10 11 1/4 1 5 1/4 67/8 9 3/8 10 11 1/4 12 1/2 1 1/4 7 1/2 8 1/8 8 3/4 Staansions in inches.
- The minisua spacing outlined in the above chart applies to Hilti bolts detailed on separate adjacent fixtures. Violation of mini-num spacing by the installation of two separate adjacent fixturu will be approved only by issuance of an Engineering Evaluation of Separation Violation Form by the CPPE design groups (Ref. CP-EP-4.3).
Nilti bolts detailed on an individual fixture drawing may have less than the minimum spacing tabulated above. Such fixtures have been derated by engineering justification and are the responsibility of the organization issuing the respective. fixture drawing. Install-
' ation in this case shall proceed in accordance with the fixture drawing.
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3ROWN & 2007. IlC. REVISION DATE paGE
' CPSE3 NUPeER J08 35-1195 9 12/16/83 1 of g
. CEI-20 l
ATTAC) MENT 2 MINIMJM BOLT C1.EARAM:L5 *
(IMCHES)
MINIM!M DISTANCE TO Rictsnond Abandoneo Milt 1 Bolts or Screw Anchers' Concrete Edge' Holes and Embedded Ancher Hilti Bolt Size gelts that are cut Off" 1-ine n 14-inc h 12 1/4 1 1/4 1/2 -
- 1/4 7 5/8 3/4 3/8 8 1/4 12 7/8 17/8 2 1/2 1 1/2 8 7/8 13 1/2 14 1/8 3 1/8 1 1/4 5/8 9 1/2 1 1/2 3/4 10 1/8 14 3/4 3 3/4 '
5 2 1 12 3/8 16 17 1/4 5 1/4 2 1/2 1 1/4 12 5/8 ,
- Measured Center to Center of bolts and bolt center to edge of concrete in inches. -
" Minieum spacing between holes covered by this column shall be seasured center-to-center and based on size of hole being drilled. (e.g., Pilot hole spacing is based on pilot bit size.)
Locations closer than the above distances shall be used only upon approval of the engineer.
Hilti bolts may be installed as close as practical to unused Richmond screw Anchors which have been plugged (i.e., grouted. Rictsnond Scrae-in plug or snap-in plug, etc.).
Unused Richmond Screw Anchors located nearer to Hilti bolts than the respec-l tive distances shown above say be used temporarily for construction purposes den the applied load is:
. (a) For 1" Richrend Anchors. less then 8.000 pounds sinus the actual load supported by the Hilti bolt; or (b) For lin' Richmond Anchors. less than 20.000 pounds minus the actual load supported by the Hitti bolt.
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ROWN & N007. UC. INSTRUCT!0M frTICTTYE CPSE3 lueER REVfSION SATE PaGE CE!-20 9 12/15/83 1ofi ATTAC M XT 3 l
MIxpam CwwCEs To sacro Pt.ATEs is nihere embedded steel platas are unce:: spied by attachnents.for a sinimum distanca of 12 inches on both sides of a proposed Milti' Solt location as shown below, the contar of the bolt may be as close as practical to edge of the plata without dansge to plata.
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- 2. Where the estedded steel platas are ocenpied.by attactaments irithin l sinimum distances shown above, the statsma clearance to Milti Anchors I shall be as follows:
Hilti Anchor Nelson Stud Edge of plata
$1re to Hilti Anchor to Milti incher 1/4 5 1/4 3 3/4 3/8 5 7/8 4 3/8 U2 6 1/2 5 5/8 7 V8 5 5/8 3/4 7 3/4 6 U4 1 9 7 U2 1 1/4 101/4 8 3/4 .
Dimensions art in inchas.
Distanca measured with reference to cantar of bolts and studs..
)there location of the nearest Nelsen Stud can be detarsined fms the '3" stamps en the artedded stael plate, the minimim cantar-to-canter clearance to the Hilti Anchor as show above shall
. gov ern. ifhere location of the nearest Nelson Stud cannot be so detersined, the minimum clearanca to Edge of plata' as shown above shall govern.
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IFTECT!YE BROWN & ROOT, IE. INSTRUCTION DATE pgag
( CPSE3 NupeER REY 15 ION JOS 35-1195 CEI-20 9 12/16/83 1 of 2 ATTAC*ENT 4 L IDENTIIICATION ST5 TEM Stamp On 1,ane:h of Ancher (Inches)
Anchor From up to (not including)
A 1 1/2 2 8 2 2 1/2
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C 2 U2 3 .
D 3 3 1/2 3 1/2 4 E
F 4 4 UZ 4 V2 5
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G N 5 5 U2 1
- I 5 V2 %
l J 6 61/2 K 6 UZ 1 L
7 7 U2 N
7 U2 8
' N 8 8 U2 0 8 U2 9 P 9 91/2 0
- 9 1/2 10 A 10 11 5 u n
( 12 13 T
l 13 14
' U 14 15 V
15 16 W
16 17 X
17 18 Y
18 19 r
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CP513 INSTRUCTION IOGER REVISION EFFICT!YE DATE PAGE JOB 35-1195 12/16/83 '
CEl-20 .
9 2 of 2
. ATTACMENT 4 (cont'd)
LENETH IDENTIFICATION SY3 TEM l
Stamp On Length of Ancher (inches) .
Anchor ,
From Jp to Oct including)
AA 19 20 38 20 21 CC 3 22 m H D EE 23 24 FF 24 25 GG 25 26 W
26 27
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28
((. '
II JJ 27 28 29
- l. K1. , 29 30 .
LL .
30 31
. IM 31 32 NN 32 33
. 00 33 34 PP 34 35 00
- 35 36 RR 36 37 15 37 38 TT 38 39 UU 39 40 '-
YY 40 41 ICTE: 1. Stamped letters shall be on top (threaded) and of bolt.
- 2. Bolts of 19-inch length and greater may be stamped with number corresponding to the bolt length in
- inches in the same manner instead of the stamped latters as listad above.
9
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1 Ebasco Design Criteria for Project Identification Junction Boxes for Seismic Category I No. SAG.CP17 s
l Electrical conduit System
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I APPENDIX 2 Design Criteria Fc r Kwik-Bolts l (y# ..
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l NOTE: This a Brown & Roots, Inc. Document No. 2323-SS-30, Appendix 2, R5 l incorporated into the design criteria without any changes I
except for Page 4 marked R1.
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Gibbs & Bill, Inc.
Specification No. 2323-55-30 Appendix 2 Page 1 of 9 APPENDIX 2
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DESIGN CP.ITERIA FOR EILT! KWIK- AND SUPER KWIK-BOLTS 1.0 REFERD CES -
1.1 "Architects and Engineers Anchor and Fastener Design Manual" by Hil ti Fastening Systems, 3.6/Ei-1, No. E-427A
~
10/78. ,
1.2 TUSI correspondence CPPA-7419 - Reduced Design Allowables for 1" diameter Eilti Kvik-Bolts, dated, 11-18-80.
. 2.0 ' MINIMUM SEPARATION REQUIRDIENTS To atta'n the design capacity of a Eilti Kwik or Super 2.1 Kwik bolt for a specified 'er.bedmont the minimum spacings provided by Appendix 1 of this Specification =ust be
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2.2 For' installations not cer. forming to the provisiens of Section 2.1 above, the capacity of bo.h anchors shall be reduced on a straight-line basis to 50 percent at half the minimum distance between er.bedments given in Appendix 1 of this Specification. In no case shall embedments be spaced closer than half this minimum distance. ,
Methods for evaluation of this reduced capacity are given at the end of this Appendix and are contrclied by concrete stresses.
3.0 DESIGN ALLOWABLE LOADS 3.1 . Design allowable tensile and shear loads are provided in Tablec 1 and 2. These design allowables are based on the average ultimate tensile and shear loads published in Reference 1.1 and 1.2 of this Appendix . Factor of safety of less than 4 is not acceptable.
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Specification No. 2323-55-30 Appendix 2 Psge 2 of 9 3.2 Prior to the utilization of the allowable tensile leads in Tables 1 and 2 of this Appendix (except for the 1-inch diameter Kwik-bolts) the manufacturer shall certify the validity cf the ul.imate capacities of the Kwik and Super Kwik bolts as published in reference' 1.1 of this Appendix.
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Specification No. 2323-5s-30 Appendix 2 .
Page 3 of 9 4O COMBINED LOADING When the Eliti expansion anchor is subjected to a coebination of tension and shear loading the following interaction requirement shall be met: -
T 5 s1 F+F T = Actual applied tension load '
T8 = Allowable design tension load
.S = Actual applied shear load 58 = Allowable design shear load 5.0 REQUIRED IMBEDMINT .
For
- the required mini =um anchor e_9hedments see Appendix 1 of this Specifi=ation.
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Specification No. 2323-55-30 ;
Appendix 2 Page 4 of 9 TABLE 1 KWIK-BOLT OESIGN ALLOWASLE TENSILE & ==AR LOADS * (1bs)
FACTOR OF SAFETY FS=4.0 FS=5.0 DIAMETER IM3EDMENT TENSION SEEAR TENSION = =.nat
. 1/4 1 1/8" 364 653 291 522 1 1/2" 556 653 445 522 1 3/4" 675 653 540 522 2" 781 653 625 522 l
.2'1/4" 827 653 662 522 l 670 522
! 2 1/2" S37 653 3/8" 1 5/8" 568 127h 471 1021 '
! 2" 756 .1273 605 1021 l
2 1/2" 975 1276 780 1021
~ '-
3" 1075 1354 860 1083 3 1/2" 1150 1354 920 1083 4" 1187 1354 950 1083 1083 41/2" 1200 1354 960 1/2" 2 1/4" 1377 2079 1102 1663 1663 2 3/4" 1800 2079 1440 3 1/2" 2362 2079 1890 1663 4 1/2" 2806 2558 2245 2046 5 1/2" 3012 2558 2410 2046 6" 3075 2558 2460 2046 5/8" 2 3/4" 1670 2890 1320 2312 Rt 3 1/2" 2275 2890 1820 2312 4 1/2" 3000 2890 2400 2312 l
5 1/2" 3575 3859 2860 3087 RJ 6 1/2" 4000 3859 3200 3087 f
! 71/2" 4250 3859 3400 3087 2537 4283 2030 3426 3/4" 3 1/4" 4283 2680 3426 4" 3350
- 5" 4125 4283 3300 3426 6" 4500 4616 3600 3693 7" 5250 4616 4200 3693 l 4616 4600 3693 8" 5750 9" 5875 4616 4700 3693 4000 6719 3200 5375 1"** 4 1/2 6719 3780 5375 5" 4725 (h,,,} 6" 5860 6719 4688 5375 5860 6719 4688 5375 Ua 7" 8622 4688 6898 8" 5860
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'V-Gibbs & E111, Inc. l Specification No. 2323-55-30 l
- i Appendix 2 Page $ of 9 TABLE 1 (Cont'd) ,
FAC'"OR OF SAEETY FS=4.0 FS=S.O DIAMETER DIBEDMENT TENSION SEEAR TENSION 5 .z AR 9" 5860 8622 4688 6898 10" 5860 8622 4688 6898 1.1/4" 5 1/2" 5750 8920 4600 7136 6 1/2" 6775 8920 5420 7136 7 1/2" 7775 8920 6220 7136 8 1/2" 8650 8920 6920 7136 9 1/2" 9450 8920 . 7560 7136 10 1/2" 10225 8920 8180 7136 (j'f -
- Design allowables are based on average ultimate tensile and shear j
loads published in "HILTI - Architects and Engineers Anchor and
- Fastener Design Manual" 3.6/Hi-1, Reference 1.1 and 1.2 of t.his Appendix.
Design allowables are based on 4000 psi concrete (fe'=4000 psi).
- Values per Reference 1.2 of this Appendix.
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. Specification No. 3323-55-30 Appendix 2 Page 6 of 9 TABLE 2 SUPER KWIK-BOLT DESIGN ALLOWABLE TENSILE AND SEEAR LOADS * (lbs)
FACTOR OF SAz u f FS=4.0 FS=5.0
' DIAMETER EMBEDMENT TENSION SHEAR TENSION sc _AR 1/2" 3 1/4" 2496 2860 1997 2288
- 4 1/4" 3695 2860 2956 2288 5 1/4" 3641 2860 2913 2288 6 1/4" 3786 2860 3029 2288
. l' 6 1/2" 8741 6884 6993 5507 8 1/2" 12452 6884 9962 5507
^
10 1/2" 12439 6884 9951 5507
'M .. 1 1/4" 6 1/8" 10675 10369 8540 6295 10 5/8" 13420 10369 10736 S295 13 1/8" 16230 10369 12984 S295
- Design allowables are based on average ultimate tensile and
. shear loads published in "EILTI - Architects and Engineers Anchor and Fastener Design Manual" 3.6/Hi-1. Reference 1.1 of this Appendix.
Design allowables are based on 4000 psi
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Specification No. 2323-55-30 Appendix 2 Page 7 of 9 EVALUATION MITHOD I:
PROBLEM: Calculation of the reduced allowable capacities for Eilti expansion anchors spaced at less than minimum separation requirement indicated in Appendix 1 of this Specification.
EVALUATION: ,
ETIP 1: Determine actual loading conditions on the Hilti expar.sion anchors in question.
ETI? 2: Calculate the separation ratio. (S.R.)
J
, Separation ratio is defined as the ratio cf the separation provided to the minimum separatien required by Appendix 1 of this Specification. This
'.L. ,,
ratio must be equal to or greater than .500.
(1)
SEPA*ATION PROVIDED
. S.R. = :4 INDIUM SI?ARATION REQUIRED and S.R.k.500 (2) l STI? 3: Once the separation ratio is cceputed and actual loads are determined, the following relation shall be satisfied for acceptability of the anchor design. .
l T 4* S 51 (3) ,
T8(S.R.) S3(S.R.)
l WHERI: T = Actual Tension; 5 = Actual Shear; T1 = Allowable Design Tension; S1 = Allowable Design Shear; S.R. = separation ratio.
ST2? 4: If the requirement of Formula (3 ) is satisfied, Hilti expansion anchors for the support in questien are acceptable.
If the relationship in Formula (3) is not satisfied, Hilti expansion anchors are not
( acceptable and an appropriate action shall be taken t f,gg, by adjustment of separation to meet the requirement in Fermula (3)
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Cibbs & Hill, Inc.
Specification No. 2323-55-30
- Appendix 2 Page 8 of 9 EVALUATION METHOD 2:
PROBLEM: Calculation of the reduced allowable capacities for both the Eilti expansion anchor and the Richnend screw anchor when minimum separation is not provided as re qui-red in Appendix 1 of this
. Specification.
EVALUATION: ,
STEP 1: Determine actual loading condition on the Hilti expansion anchor and/or Richmond screw anchor in question.
STI? 2: Calculate the separation ratio (S.R.).
SE?ARATION PROVIDED (4)
S.R. = MINIMUM SEPARATION REQUIRED
~
and S.R.2.500 (5) 5.sr 3: Once the separation ratio and the actual loads are computem,. the following relations shall be satisfied for acceptability of the ' anchor and insert design:
For Hilti expansion anchor:
l T S s1 (6)
T'(S.R.) S'(S.R.)
For Richmond insert:
_ .g -
l T q. S $1 (7) l T'(S.R.) S'(S.R.)J t
For Richmond insert design allowable values see
. Appendix 3 of this Specification.
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Specification No. 2323-5s-30 Appendix 2 Page 9 of 9 STEP 4: If the requirements of both Formula (6) and (7) are satisfied the Eilti expansion anchor and Richnend screw anchor for the support in question are acceptable.
If any of thethe not satisfied, relations in Fcrmula'(6) and (7) 4. s corresponding Hilti expansion anchor and Rich:nond screw anchor for the support in question are not acceptable, and an appropriate action .shall be taken by adjustment of the separation to meet the requirements of For=ulas (6),
and (7).
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Ebasco Design Criteria for Project Identification Junction Boxes for Seismic Category I No. SAG.CP17
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NOTE: This Attachment is derived from Ebasco Document "TF"HNICAL R5 GUIDELINES FOR SYSTEM ANALYSIS OF CONDUIT SPAN CONFIGURATIONS - Project Identification No. SAG CP-20.
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EBASCO Interoffico Corrospondence FILE NO : SAG. TUG 1.10243 DATE: April 21, 1988 T0 : DISTRIB TION M
g OFFICE LOCATION: VARIOUS M
.FROM. F. Hettinger/K.T. Wu/H.S. Tu OFFICE LOCATION: 81/2WTC SUBJECT : TEXAS UTILITIES ELECTRIC COMANCHE PEAK SES UNIT # 1 ADDENDUM #1 TO SAG.CP10, REVISION 7 DELETION OF DOCUMENT RESTRICTIVE STAMP IN APPENDIX 1 The document control stamp on page 1 of 12 of Appendix 1 is revised to delete the restrictive stamp; attached for your use is the marked-up page of the same which'will be incorporated into Revision 8 of SAG.CP10 at a later date. This addendum is to be us'ed immediately.
Please acknowledge receipt of subject document by signing below and returning this memo to F. Hettinger at 81/2WTC no later than April 29, 1988.
Receipt Acknowledged __________________________________.,___________
PRINT NAME SIGNATURE DATE (Last Name First) t Distribution :
,K. T. Wu cc E. Odar I. Wolff (CPSES SITE) J. J. Ruggiero R. Shetty M. McGrath C. Y. Chiou NYO Conduit Personnel (K.T. Wu)
CPSES SITE Conduit Personnel (I. Wolff) i
PREPARED BY: L: :.- T. d REVIEb b Bh:' ' h[Cdp-
~
APPROVED BY: M DATE: MS/[// I,/
, - -, a f -
BROWN & ROOT, INC. PROCEDURE EFFECTIVE CPSES NUMBER REVISION DATE PAGE _
CEI-20 [g f 12/16/83 1 of 12 TITLE:
ORIGINATOR A 83
- /2-/d Da*S,e P2 VIEWED BT: 0- m ,.,--m'__' C ./g.J. J INSTALLATION OF '
'TILTI" DRILLED-IN
" Il at
- BOLTS - ,
!p ((~ (-
Date
~
. v T5GCG APPROVED BT: / cM /[-/4 CONSTRUCTION PROJECT MGR Date
. . o.1 , TABLE OF CONTENTS- <
t .
1.0 REFERENCES
2.0 CENERAL ,
2.1 PURPOSE .<,., ,
2.2 SCOPE 1- ?' ' " ,
1f 2.3 fESPONSIBILITY -
5 2.4 DEFINITIONS g P' 1.', cy y
'I "
- A'
. ,l .. ,R/
3.0 - PROCEDURE /
3.1 INSTALLATION -7 f 3.1.1 Locatine Bolts
~
iS 3.1.2 Drilling Holes ,
, 3.1.3 Markinz Bolts
! 3.1.4 Setting Bolts p 3.1.5 , Repair of Broken Concrete and Abandoned Roles ,
j 3.1.6 _ Modification 3.1.7 Rework of Bolts in 2-inch Concrete Topping Areas i 3.2 INSPECTION i
0.11 ATTACHMENTS .
No. 1 Minimum Spacing Between Hilti Expansion Bolts ,
, No. 2-
- Minimum Bolt clearances ' '
No. 3 Minimus Cleafatices to Embedded Plates .
No. 4 Length Identification System l.0 REFERENCES .
~
1.1
- B&R Construction Procedure 35-1195-CCP-12, Concrete' Patching, Finishing and Preparation of Censtruction Joints" .
1.2 IM-13966, "Hilti Kvik-Bolt Testing Program". -
1.3 TUF-4593, (tfay 22,1978) 1.4 B&R Quality Assurance Procedure CP-QAP-16.1, "Control of Nonconforming Icess".
1
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