ML20210F289
Text
{{#Wiki_filter:, _ _ _ _ _ _ SAG.CP3 R6 i EBASCO SERVICES INCORPORATED Seismic Design Criteria For Cable Tray Hangers For Comanche Peak Steam Electric Station No. 2 l l PREPARED l REVIEWED l APPROVED l Il PAGES l l REVISION BY l BY ll BY l DATE ll AFFECTED 1 I I I l l RO l Z. T. Shi IR. Alexandru 1 0. Kanakaris l 3/22/85 l l l l 'l I I l l l l l i R1 lZ. T. Shi lR. Alexandru 110. Kanakaris 14/30/85' Appendix 5 l l ' P. 4. 5 l l ) lP. 1 thru 9, 1 IZ. T. Shi 1R. Alexandru 1 0. Kanakaris 6/21/85 ' Appendix 3, Del. l O ll R2 l l l ll l IAppendix 5 l i I I I I l l R3 'Z. T. Shi llR. Alexandru 10. Kanakaris l 8/26/85 lp. i and 1, 2, 3 l l l l l 1 1 I I I I l l R4 lF. Ilottinger lR. Alexandru 10. Kanakaria l12/04/85 lp.1,1 thru 6, l l l l l l 18, 9. Appendix 1 l l l l l l lp. 1, 2 thru 5 l l R5 lP. Harrison IF.Ilottinger lR. Alexandru ll 8/8/86 ll7, 8, 9 l l l l Appendix 1 (2, l lit. Schoppmannl 1 3, 4.1) l l l Appendix 2 l l l Appendix 3 11 i i l l R6 IIP liarrison IF.Ilottinger R. Alexandru 1/15/87 lp. 1, I thru 9 l l p n n p s as no ed, W 1; l Appendix 2 cover l 'll lp l 1 land pages as noted, l l l I l Appendix 3 cover, i 11 l l l l Appendix 4 cover l O EDASCO SERVICES INCORPORATED 2 World Trade Center New York, NY 10048 COPYRicili @ 1985 o,. PTA"2188!RL4l6 A DR
SEISMIC DESIGN CRITERIA FOR SAG.CP3 R6 CABLE TRAY HANGERS TABLE OF C0!(RENTS q PACE G I. Purpose 1 II. Reference Documents 1 III. Design Parameters for Cable Tray Hangers 2 1. Cable Tray Span Length 2 2. Maximum Cable Tray Loading 2 3. Material 3 4. Design Loads 3 IV. Seismic Design Approaches, Seismic Input Requirement and 4 Design Acceptance Criteria 1. Static Analysis 4 2. Equivalent Static Method 7 3. Response Spectrum Method 8 V. Recommendation of Successive Methods to be Used for Design of 9 Cable Tray llansera i Appendices 1. Peak Acceleration Tables. 2. " Structural Embedments" Specification No. 2323-SS-30, Revision 2, prepared by Gibbs & 11111, Inc. including all appendices as follows: o SS-30 App. 1 Civil Engineering Instruction for the Installation of Illiti Drilled-In Bolts (CPSES Instruction Number CEI-20 Revision 9) o SS-30 App. 2 Design Criteria for Hilti Kwik and Super Kwik Bolts o SS-30 App. 3 Design criteria for Screw Anchors o SS-30 App. 4 Design Criteria for Embedded Plate Strips o SS-30 App. 4W Design Criteria for Embedded Plate Stripa (Alternate) o SS-30 App. 5 Design Criteria for Embedded Large Steel Plates o SS-30 App. 5W Dcoign Criteria for Embedded L1rge Steel Plates (Alternate) o SS-30 App. 6 Allowable Load Criteria for 1-1/2 Inch Diameter-A193 Crouted-In Anchor Bolts 3. Deleted (Data Transferred to Appendix 2 above) 4. Maximun Longitudinal Cable Tray Support Span. i 1091R
SEISMIC DESIGN CRITERIA FOR SAC.CP3 R6 CABLE TRAY !! ANGERS j l I. Purpose i n A cable tray hanger is classified as a seismic Category I structure, and V therefore, it shall be adequately designed for the effect of the postulated seismic event combined with other applicable and concurrent loads. The design requirements for seismic Category I structure are delineated in Regulatory Guide 1.29. This document provides the seismic design guideline for cable tray hangers of Comanche Peak Steam Electric Station Unit No. 2. These guidelines summarize the design parameters, applicable load combinations and their associated acceptance criteria, the various design approaches and their corresponding seismic input criteria. The following sections describe in detail the guidelines for the seismic design of the cable tray hangers and lists the applicable reference documents. In addition, cable trays shall be design verified por Reference 13 and cable tray clamps shall be design verified per R6 Reference 14. II. Reference Documents The following lists the documents referenced or prepared by Gibbs & Hill Inc. which will continue to be used for the design of seismic Category I cable tray hangers for Comanche Peak Steam Electric Station Unit No. 2. 1. Applicable Coden And Regulatory Guides o Regulatory cuide 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. o Regulatory Guide 1.89 - Qualification of Class IE Equipment for Nuclear Power Plants, Rev. 1, June 1984. o Regulatory Guide 1.92 - Combining Modal Responses and Spatial Components in Seismic Response Analyses, Rev. 1, February 1976. o NUREC 1.75 - Standard Review Plan Section 3.8.4, November 1975. o AISC - Kinual of Steel Construction, 7th Edition, including Supplements No. 1, 2 & 3. o AWS D1.1 Structural Welding code. 2. Cable tray specification No. 2323-ES-19, Revision le dated Nov. 22, 1976. 3. CPSES/FSAR Section 3.8.4.3.3 " Load Combinations and Acceptance Criteria for Other Seismic Category I Steel Structures" 4. Design Criteria for Cable Tray Supports and Their Arrangement, Cibbs and Ilill Calculation Book No. SCS - 113C 3/9-3/24 5. Structural Embedmonts Speelfication No. 2323-SS-30 Cibbs & 11111, Revision 2, June 13, 1986. 1091R SEISMIC DESIGN CRITERIA FOR SAG.CF3 R6 CABLE TRAY HANGERS 6. Design procedure: DP-1 Seismic Category I, Electrical Cable Tray Supports dated June 11, 1984. pQ 7. Refined Response Spectra for Fuel Handling Building, dated Oct. 1985 for SSE and OBE. 8. Refined Response Spectra for Reactor Building Internal Structure, dated Jan. 1985 for SSE and Jan. 1983 for OBE. 9. Refined Response Spectra for Containment Building, dated Jan. 1985 for SSE and Jan.1983 for OBE.
- 10. Refined Response Spectra for Auxiliary Building, dated Nov.1984 for SSE and Jan. 1983 for OBE.
- 11. Refined Response Spectra for Electrical Building, dated Nov. 1984 for SSE and Nov.1982 for OBE.
- 12. Refined Response Spectra for Safeguards Building, dated Nov. 1984 for SSE and Jan. 1983 for OBE.
- 13. Ebasco Comanche Peak SES Cable Tray Hanger Volume I, Book 1, Parts 1, 2 & 3, General Input Data, Revision 3, Revision 0, and Revision 0 respectively.
I IR6
- 14. Ebasco document SAG.CP19, Design Criteria and Procedures for Design l
Verification of Cable Tray Clamps for CPSES Unita 1 & 2, Rev. 1, l 1/15/87. l (V-) III. Design Parameters for Cable Tray llangers The parameters' considered in the design of cable tray hangers are as follows: 1. Cabin tray apan length _ "An-built" span lengths shall be used in the hanger design verification. 2. Maximum cable tray loading Tray Size Total Unit h ight (ths/ Foot) 6" 18 12" 35 18" 53 24" 70 30" 88 36" 105 The above data is applicable for both ladder and solid Notel a. bottom types of tr2ys. O V b. The above data is also applicable for various heights of tray side rails. c. The above unit weight includes cable, tray, tray cover and side rail extennion. 1091R - -
SEISMIC DESIGN CRITERIA FOR SAG.CP3 R6 CABLE TRAY HANGERS d. The above unit weight does not include fire proofing material weight (Thermolag and Thernoblanket). 7. e. For trays which are fire proofed, the unit weight of () cable tray including the weight of fireproofing to be used is in the " General Instructions For Cable Tray Hanger Analysis". f. All cable tray hangers shall be design verified based l on "as-built" drawings (ie. hanger members, connection lR6 and anchorage details). l g. All cable tray hanger components (members, connections base angles. base plates and anchor bolts) shall be design verified. 3. Material a. Support structure is ASTM A36 b. Expansion anchors are Hitti Kwik and Super Kwik Drilled-in bolts c. Screw anchors are Richmond inserts d. Embedded platen (strip and area plates) are ASTM A36 4. Denian loads The cable tray hangers shall be designed for the following loads and load combinations: a. Ioad definitions Normal loads, which are those loads encountered during normal plant operation and shutdown, include D - Dead loads and their rotated moments and forces. L - Live load equals zero. lR6 To - Thermal effects and loads during normal operating or shutdown conditions, based on the most critical transient or steady state condition.* Severe environmental load includes: Fego - Loads generated by the operating basis earthquake R6 including secondary wall displacement offects. Extreme environmental load includes: F,q, - Loads generated by the safe shutdown earthquake R6 including secondary wall displacement effects.
- Except for anc horage components, accident temperatures (Ta) are l
not considered in design verification p;r CpSES FSAR (pg. 3.0-03 l and 3.0-110). Accident thermal loads on anchorages are considered I generically by studies. Furthermore, por AISC Hanual of Steel R6 Construction (pg. 6-9), no reductions in F are required for y temperatures up to 700*F. l 1091R SEISMIC DgSIGN CRITg11A FOR SAG.CF3 R6 1 CABLE TRAY HANGERS l b. Load combinations The following load combinations shall be considered in design of 1 cable tray hangers: 1. D + L + F,q+o = S j 11. D + L + To Fogo = 1.5S 111. D + L + To + F,q, = 1.65 where S is the required strength based on elastic design sethods and the allowable stresses defined in Part 1 of the AISC " Specification for the Design, Fabrication, and Erection of Structural Steel for Buildings" (published in the Manual of Steel Construction, seventh edition). In no case shall allowable stress exceed 0.90 F for normal lR6 y tensile stresses and 0.50 F for shear stresses. l y IV. Seismic Design Approaches. Seismic Input Requirement, and Destan Acceptance Criteria l There are several analytical methods available which will be used in design or design verification of cable tray hangers. Because the level l of sophistication is not the same for each method, the seismic input ~ requirement must vary in order to compensate for whatever the method d l lacks in sophistication, and therefore the conservatism of results associated with each analysis method also varies. For span layouts not in conformance with Appendix 4 of this design criteria, design verification may be performed by the Response Spectrum 4 Method (Section IV.3) or, if appropriate, by the Equivalent Static Method j (Section IV.2) per Attachment Y of the General Instructions. i i l The following procedures describe the three (3) most acceptable methodat i static analysis, equivalent static method and response spectrue nothod. i The seismic input criteria for each analysis method is also addressed. IV.1 STATIC ANAI.YSIS l l a. Finite Element Model. I l l A 3-D model shall be prepared to represent cable tray hangers. An offset or eccentricity due to the assemblage of various types of structural members and/or transmission of loads shall be considered in the preparation of the computer model. i Boundary conditions at anchorage points shall properly represent the R6 actual anchorage condition. i j b. Cabla Tray Loading l 1 The total cable tray loading for each run shall be calculated based on the sina of tray and the actual tray span inngths which are shown j on the support drawing. l i i i 1091R, r I
SEISMIC DESIGN CRITERIA FOR SAG.CP3 R6 CABLE TRAY ltANGERS l The cable tray loading shall be lumped as a nodal weight at the l I actual location on the tier and, if not known, at such a location on l (] the tier that it will induce the worst member stress responses and [ V the raaximum anchorage reactions. c. Seismic Input "a" Values For a static analysis the peak spectral "g" values from the 4% damping OBE curves and the 7% damping SSE curves which were generated at the mounting locations of cable tray hangers shall be used l aultiplied by a coefficient to account for multimode response. These peak spectral "g" values for various buildings and different floor elevations can be found in the Appendix 1. For the case where the hangers were supported off the wall, the envelope of the the response l spectrum curves for the floor immediately above and below the hanger lR6 location shall be used. The required seismic design "g" values in l three (3) orthogonal directions are 1.25 (multimode response multiplier-HRM) times the peak spectral "g" values. l d. _S_tatic Analysis The sainmic load effect on the cable tray hangers will be treated no a static load. The dynamic effect from both seismic event and responso characteristics of support structure are conservatively l considered by using the 1.25 times the peak spectral "g" value as an i inpu t. Ilowever, for transverse type cant 11over and trapaze cable tray hangers, the seismic load effect due to the hanger's self-weight I p in the longitudinal direction (direction parallel to tray run) shall v be determined by multiplying the spectral "g" value corresponding to ( the CTil fundamental (lowest) longitudinal frequency by 1.25 regardless of whether that frequency is to the lef t or right of the peak response frequoney. If the cable tray hanger is attached to a steal structure, use 1.5 times the peak spectral "g" value and a fixed base boundary condition. The static analysis shall be performed for the following load cases individually:
- 1) Dead load
- 11) Seismic load in vortical direction 111) Seismic load in transverse direction tv) Seismic load in longitudinal direction v) Thermal load if any Note Seismic load includes both ODE and SSE events.
O 1091R : l
SEISMIC DESIGN CRITERIA FOR SAG.CP3 R6 CABI.E TRAY HANGERS e. Annlynis Results O The follow!ng maximum responses shall be obtained for each load h combination:
- 1) Maximum member stresses (bending, axial and shear) and nodal lR6 displacements shall be obtained. The stresses and displacements l
resulting from the simultaneous effect of three earthquake components shall be obtained by using the SRSS method.
- 11) Maximum anchorage reactions shall also be obtained by using SRSS method to account for the simultaneous effect of three earthquake components, f.
Sainmic Dontan Acceptanen of Cable Tray Hangers and their Anchorstes The cable tray hangers and their anchorages are considered to be acceptable when the structural member and connection stresses and the anchorage reactions, which are induced by the load combinations described in Sections III.4.b. are within the allowable stress limits and allowable anchorago carrying capacity. The following describes the acceptance criteria for both support structure and anchoragest 1. Support Structure Thn structural member seismic design acceptance shall be evaluated using AISC interaction formula with modification for various load combinations as follows: V ( b + Fbx + Fby)*5 1.0 combination III.4.b.i Y I'I" Fa (,f 4., fbx 4 ),~e1.5 i r load Fa Fbx combination III.4.b.it f4 fby for load (Tl 4 tbx, Fby) <~ y Fbx combination III.4.b.111 f dF for load combination 111.4.1.i I y y l f d l.5F, n 0.50 Fy for load combination III.4.b.11 lR6 i y f
- .5 1.6 F
S 0.50 Fy for load combination IV.4.b. tit lR6 y y whore fa = axial stress f shear stress y fbt = bonding strens F4, Tb1 and F = allowable strennes for axial, y bending and shear stress, per AISC 7th edition, and in all cases no morn than 0.90 Fy for normal stress R6 J and 0.50 Fy for shear stress. i 1091R i
SEISHIC DESIGN CRITERIA FOR SAG.CP3 R6 CABLE TRAY llANGERS 11. Anchorage (anchors) o Kwik-bolt and Super Kwik-bolt. /] (; 1he design criteria and allowable losda for above driven-in bolts are tabulated in Appendix 2. o Screw Anchors. The design criteria and allowable loads for screw anchors are contained in Appendix 2. When a redline drawing does not identify the bolt / thread rod saterial in a Richmond Insert, A-36 material shall be assumed in the cable tray hanger design verification. Note
- 1. The allowable loads for Hilti expansion anchors for the load combination involving OBE are the load capacities corresponding to a safety factor of 5, and for the load combination involving SSE are the load capacities corresponding to a safety factor of 4.
- 2. The safety factors for Richmond Anchors are 3.0 for both OBE and SSE.
l R6 l
- 3. Prying action on anchor bolt, if any, shall be included. The effects of the flexibility of the base plato on the anchor bolt shall be considered.
n()
- 4. For floor-mounted CTils in building areas with concrete topping, the actual anchor bolt embedded length (as determined from the redline drawing) shall be reduced by two inches (2") to acco'unt for the topping.
IV.2 EQUIVALENT STATIC HRTil0D l l a. Finite Element Model See Section IV.1.4 b. Cable Trny I,onding Sea Section IV.1.b c. _Reinmic inppt "g" Valun i. The fundamental (lowest) frequency of cable tray hanger (t ) h l nhall be datormined in each of three (3) orthogonal directions l se pa rately. 11. Determine the frequoney(of cabic tray itself corresponding to the actual apan length fe) in each of three (3) orthogonal directions separately. s 1091R -7
SgISMIC DgSIGN CRITgEIA FOR SAG.CP3 R6 CABLs TRAY HANCgRS l 111. Determine the system frequency using the following conservative formula 2 " f,2
- f 2
fsys h When f or fh are 33 H or larger this term's contribution to e g system frequency may be disregarded. The above system frequency will be calculated for each of three (3) orthogonal directions seperately. iv. Obtain the spectral "g" value corresponding to the system frequency (fsys) for each direction separately when fsys is on the right side of the peak response frequency. If fsys is at i the left side of the peak frequency, the peak spectral "g" value shall be used except as noted in Section IV.1.c and d. l v. Determine the required seismic design "g" values for the cable tray hanger by multiplying 1.25 to the above "g" value (obtained in Step iv) to account for multimode response except as noted in Section IV.1.c and d. d. F uivalent Static Method 4 The stress analysis for the cable tray hangers shall be performed on the 3-D finite element model using the "s" value obtained in Step c. The load cases which shall be considered are the same as those listed O in Section IV.1.d. e. Analysis Results See Section IV.1.e. f. Seinmic Donian Acceptance of Cable Tray Hanaers and their Anchorates See Section IV.1.f. IV.3 RESPONSE SPECTRUM METHOD a. 3-D Model of cable Tray and Tray Hansers l l Construct a 3-D model of tray systems which include and therefore simulate the dynamic behavior of cable tray itself and cable tray i hangers. In order to adequately simulate the seismic response of the cable l tray system, a minimum of 4 cable tray spans shall be included in the model, with two spans on each side of the hanger under considera-tion. The cable tray will be represented by a beam type finito element in the 3-D model, with properties obtained from tray Vendor's static load test report. The stiffness of longitudinal supports shall also be considered and simulated by a spring constant attached to the ends of 3-D codel. 1091R 1 L
SEISMIC DESIGN CRITERIA FOR SAG.CP3 R6 CABLE TRAY HANGERS. \\ s 3. Frequency Analysis w ("N Perform a frequency analysis on the above 3-D model which includes lR6 x_) all modes up to 33 Hz. Total modal mass shall be 90% of the total l . mass. If it is not, the residual mass shall be multiplied by the 1<trgest spectral acceleration at or beyond the cut-off frequency and applied as a rigid body force on the structure. c. Spectral Analysis Perform seismic response analysis for the above 3-D model using the appropriate floor response spectrum as an input. NRC Reg. Guide 1.92 shall be followed in calculating the modal response. The 4% damping of OBE curves and 7% damping of SSE curves shall be used as an input for each direction separately. Seismic responses are obtained directly from these analyses using modal superposition persNRC Reg. Guide 1.92. d. Response Spectra Analysis l I The stress analysis for cable tray hangers shall be performed on the lR6 3-D finite element model using the "g" value obtained in Step c. The load cases which shall be considered are the same as those listed in Section IV.1.d. I L e. ' Analysis Results s s () See Section IV.1.e s f. Seismic Design Acceptance of Cable Tray Hangers and their Anchorages See Section IF.1.f. 1 V. Recommendation of Successive Methods to +be Used for Design of Cable Tray Hangers s The cable tray hangers may be designed or design verified by a stetic analysis method first (IV.1). If the cable tray hangers fail to meet the seismic requirement under this most conservative method, a refined analysis method of equivalent static method (IV.2) shall be used. If the cable tray hangers still fail to meet the design criteria, then the response spectrum method (IV.3), may be used. The response spectrum nethod approach simulates better the dynamic behavior of the cable tray s'ystem under the effect of the postulated seismic event and thus mar i Produce seismic responses of the structural system closer to reality. Therefore, by response spectrum method, the conservatism associated with the seismic response obtained from static analysis and equivalent static method can be reduced to a minimum. In conclusion, if'the cable tray hangers still fail to pass the acceptance criteria by a spectral response l analysis, a much more refined analysis such as a time history analysis . () method can be used. A procedure for such analyses vill be given, should the need arise. 1091R l l l
SEISMIC DESIGN CRITERIA SAG.CP3 lR6 i FOR CABLE TRAY HANGERS l O lR6 i APPENDIX 1 Peak Acceleration Tables l O O 1091R
SEISMIC DESIGN CRITERIA FOR SAG.CP3 R6 CABLE TRAY HANGERS 1. . Reactor Building Internal Structure i Floor l Peak "g" Value Elevation i l OBE 4% SSE 7% (Ft) l H V l H V l l 905.75 l 2.95 1.54 2.99 1.94 I 885.50 l 2.41 1.45 .2.45 1.82 1 860.00 l 1.73 1.34 l 1.78 1.68 I I 832.50 1 0.99 1.23 1.08 1.53 1 808.00 l 0.54 1.14 l 0.67 1.41 I I 783.58 1 0.47 1.06 1 0.54 1.31 O i O t 1091R
SEISMIC DESIGN CRITERIA FOR SAG.CP3 R6 CABLE TRAY HANGERS s, ' 2. Safeguard Building Floor l Peak "g" Value Elevation l l l OBE 4% i SSE 7% i I (Ft) l H V l H V I i 896.5 1 2.283 1.5 2.45 2.01 1 873.5 1 2.079 1.637 l 2.26 2.212 I I 852.5 l 1.605 1.458 l 1.75 2.041 I I 831.5 l 1.141 1.30 l 1.16 1.809 I I 810.5 1 0.701 1.26 1 0.86 1.747 I I 790.5 1 0.429 1.049 1 0.62 1.456 785.5 0.392 1.017 0.57 1.410 1 773.5 l 0.327 0.949 l 0.48 1.314 I I ~ Note: Safeguard Building Peak "g" values are applicable to the Diesel Generator Area of that building. O 1091R
SEISMIC DESIGN CRITERIA FOR SAG.CP3 R6 CABLE TRAY HANGERS ' 3. Electrical Building l Floor l Peak "g" Value Elevation l l l OBE 4% i SSE 7% 1 I (Ft) l H V I H V I I 873.33 l 1.79 1.32 l 1.85 1.77 I I 854.33 l 1.57 1.31 l 1.62 1.77 I I 830.00 l 1.11 1.22 l 1.16 1.65 I I 807.0 1 0.72 1.26 0.87 .1.70 + 1 778.0 1 0.51 1.26 1 0.63 1.69 I I ~ NOTE: See sheet 4.1 of Appendix 1 for clarification of column lines defining the i:,lectrical Building. i l b O l 1091R
SEISMIC DESIGN CRITERIA FOR SAG.CP3 R6 CABLE TRAY HANGERS i . 4. Auxiliary Building i Floor l Peak "g" Value Elevation l l l OBE 4% l SSE 7% I I (Ft) l H V l H V I I 899.50 l 2.66 1.71 l 2.72 2.11 1 I 886.50 l 2.32 1.63 -l 2.36 2.16 873.50 1.98 1.66 2.02 2.22 I I 852.50 l 1.66 1.64 l 1.72 2.13 I I 831.50 l 1.22 1.58 l 1.36 2.02 i I l l 810.50 1 0.71 1.48 l 0.82 1.88 790.50 0.53 1.34 0.68 1.84 I I l Seesheet4.1ofAppendix1f5rclarificationofcolumnlinesdefining Note: l the Electrical Building. i O 1091R l
SEISMIC DESIGN CRITERIA FOR SAG.CP3 R6 CABLE TRAY HANGERS - 4.1 - The Electrical Building response spectra shall be utilized for all CTHs located within the building area boundaries defined by column rows 8.1-A, 1.9-A, A-A, and E-A. E-A I I N v l ELECTRICAL l BUILDING l I l l l l A-A I I 8.1-A 1.9-A The specific building room numbers are as follows: UNIT 2 FLOOR ELEVATION ARCH ROOM NO. 778'-0 113 i 115 115B 792'-0(Part Plan) 118 120 122 126 807'-0 134 l 840'-6 148A l 148C lR6 854'-4 150 l 150B l 151 151B i Note: Even though the "As-Built Drawings" identify these Room Nos. as Auxiliary Building, review of the Architectural drawings indicates that these rooms are physically located in the Electrical Building. 1091R
SEISMIC DESIGN. CRITERIA FOR SAG.CP3 R6 CABLE TRAY HANGERS O _5-5. Fuel Handling Building I Floor l Peak "g" Value Elevation l l l OBE 4% l SSE 7% l I (Ft) l H V l H V I I 918.0 l 2.30 0.98 l 2.70 1.29 I I l 899.50 l 2.02 1.02 2.47 1.34 860.0 l 1.14 0.94 l 1.46 1.26 I I 841.0 1 0.97 0.88 l 1.24 1.19 I I 825.0 1 0.84 0.84 1.08 1.17 I 810.50 1 0.72 0.76 1 0.92 1.12 O i i i 4 1091R
SEISMIC DESIGN CRITERIA FOR SAG.CP3 R6 CABLE TRAY HANGERS O 6. Containment Bldg l Floor l Peak "g" Value Elevation l I l OBE 4% 1 SSE 7% I I (Ft) l H V l H V I I 1000.50 1 2.39 2.23 2.49 2.51 I I f 950.58 l 1.85 1.76 l 1.98 2.09 i I I 905.75 l 1.36 1.39 l 1.52 1.83 I I i 860.00 1 0.87 1.28 l 1.05 1.58 I I 805.50 l 0.59 1.14 1 0.72 1.42 l l l i 783.58 l 0.53 1.06 l 0.65 1.31 l I
- Q l.
t Q f 1091R l l
SEISMIC DESIGN CRITERIA SAG.CP3 lR6 FOR CABLE TRAY HANGERS l F 4 i APPENDIX 2 STRUCTURAL EMBEDMENTS Appendices from Specification No. 2323-SS-30 Rev 2 I O i 1 Notes: 1. This is a Gibbs & Hill document incorporated in the l Design Criteria without any changes except that lR6 typographical errors in Appendix 2, page 4 of 9 l I were corrected. i I 2. When a redline drawing does not identify the bolt / threaded rod material in'a Richmond Insert, A-36 material shall be assumed in the cable tray hanger design verification. l l i f O 1091R
A m TEXAS UTILITIES SERVICES INC. AGENT FOR TEXAS UTILITIES GENERATING COMPANY ACTING FOR DALLAS POWER & LIGHT COMPANY TEXAS ELECTRIC SERVICE COMPANY TEXAS POWER AND LIGHT COMPANY COMANCHE PEAK STEAM ELECTRIC STATION UNITS NO. 1&2 l' STRUCHIRAL EMBEDMENTS SPECIFICATION NO. 2323-SS-30 REVISION 1 - FEBRUARY 10, 1984 REVISION 2 .%.*NE 13, 1986 ~
- ~
.< g..e. v..,
- s. 3.,
..t ,fl'....',.J.l..
- 4. -
,/ .,3 . :.';j,,,.,. j. f,. . ~. / // s'. F C h: '.-., - e / y -.. ;.................... '! I, a /.' k
- E*b W.
2 - : : g ^* k' h[j),'...';, '.. ' 5..'E Y' v e ..u. s..- i,:2.,;s _* e. 7 L G GIBBS & EILL, INC. ..s.,G. s.:. e e, D av-o, S, .~ 1., e. R,w,,..,., a..S
- i. r a.
rs NEW YCRK, NEW YORK l e g
' (y Gibbs & Hill, Inc. Specification No. 2323-SS-30 Revision 2 June 13, 1986 Page i STRUCTURAL EMBEDMENTS CONTENTS SECTION TITLE PAGE 1.0 SCOPE 1 1.1 DRILLED-IN EXPANSION BOLTS 1 1.2 SCREW ANCHORS AND EMBEDDED PLATES 1 2.0 INSTALLATION OF HILTI EXPANSION BOLTS 1 2.1 GENERAL REQUIREMENTS 1 2.2 EXPANSION BOLT SPACING 2 2.3 INTERFERENCE WITH STRUCTURAL 2 REINFORCING STEEL 2.4 CU'" TING STRUCTURAL REINFORCING STEEL 2 2.5 SETTING EXPANSION BOLTS 2 3.0 INSPECTION 3 e i. l 3.1 INSPECTICN OF EXPANSION BOLTS 3 4.0 REPAIR OF EXPANSION BOLT FAILURES 3 4.1 EXPANSION BOLT SLI?PAGE, LOOSENING, 3 [ PULLOUT OR FAILURE (RUPTURE,' DISTORTION, DEFORMATION) 4.2 CONCRETE Si-ZAR CONE FAILURE 3 5.0 REPAIR OF DAMAGED CONCRETE 4 l t 1 r L 2 - + - .,7 .,m.,c----._.r_--w-,y,.m.mm_yy,-,_f-_-,._ ,_.,_.__._,m., -,,... - - - _, _ - _ _. _.. -...,. _ ~ -. _. _.,
h . ( ,) Gibbs & Hill, Inc. V Specification No. 2323-S5-30 Revision 2 June 13, 1986 Page ii SECTION TITLE PAGE 6.0 DESIGN 4 6.1 DESIGN CRITERIA FOR EXPANSION BOLTS 4 6.2 DESIGN CRITERIA FOR SCREW ANCHORS 4 6.3 DESIGN CRITERIA'FOR EMBEDDED STEEL 4 PLATE STRIPS 6.4 DESIGN CRITERIA FOR EMBEDDED LARGE 4' STEEL PLATES ] 7.0 QUALITY ASSURANCE 4 7.1 SCREW ANCHORS AND EMBEDDED PLATES 4 7.2 DRILLED-IN EXPANSION BOLTS S APPENDIX 1 CIVIL ENGINEERING INSTRUCTION FOR THE INSTALLATION OF HILTI DRILLED-IN BOLTS (CPSES INSTRUCTION NUMBER CEI-20, REVISION 9) APPENDIX 2 DESIUN CRITERIA FOR HILTI KWIK AND SUPER KWIK BOLTS APPENDIX 3 DESIGN CRITERIA FOR SCREW ANCHORS APPENDIX 4 DESIGN CRITERIA FOR EMBEDDED PLATE STRIPS APPENDIX 4W DESIGN CRITERIA FOR EMBEDDED - f2 EEV 2 PLATE STRIPS (ALTERNATE) APPENDIX 5 DESIGN CRITERIA FOR EMBEDDED LARGE STEEL PLATES APPENDIX SW DESIGN CRITERIA FOR EMBEDDED LARGE STEEL PLATES (ALTERNATE) - fd EEV l2 APPENDIX 6 ALLOWABLE LOAD CRITERIA FOR l-1/2 INCH DIAMETER-A193 GROUTED-IN ANCHOR BOLTS 1
) Gibbs & Hill, Inc. Specification No. 2323-SS-30 Revision 2 June 13, 1986 Page iii 4 .The following DCA's have been incorporated into Revision 1 of Specification 2323-S5-30 as follows: DOA No. Rev. No. Section No. 4 12411 0 Appendix 4 13194 0 Appendix 3 13215 0 Appendix 4 1 15338 1 Appendix 6 I i 15883 0 Sect. 2.5 ]. O 1 I r 1 1 i N t r i O
Gibbs & Hill, Inc. Specification No. 2323-SS-30 Revision 2 June 13, 1986 Page 1 STRUCTURAL EMBEDMENTS 1.0 SCC *E 1.1 DRILLED-IN EXPANSION BOLTS This Specification covers the design criteria for__the use of drilled-in expansion bolts and the requirements for furnishing all. equipment, labor and materials necessary for the installation of drilled-in expansion ~ bolts in existing structural concrete. The drilled-in expansion bolts shall be Hilti Kwik-Bolt and Super Kwik-Bolt Anchors (including nuts and washers) as furnished by Hilti Fastening Systems. 1.2 SCREW ANCHORS AND EMBEDDED.?LATES This Specification covers the design criteria for the use of screw anchors and steel plates embedded in cencrete to which miscellaneous hangers and other structural supports are attached. Screw anchors are Richmond Structural Connection Inserts as furnished by Richmond Screw Anchor Co., Inc. Installation of screw anchors and fabrication and installation of embedded plates are as shown on the engineering drawings. 2.0 INSTALLATION OF HILTI EXFANSION BOLTS 2.1 CENERAL REQUIREMENTS The expansion bolts shall be installed in strict accordance with the installation instructions and procedures as developed and recommended by Hilti Fastening Systems and the requirements of this Specification. Where Hilti requirements conflict with requirements of this Specification, the Specification shall govern. 2.2 EXPANSION BOLT SPACING Unless ctherwise specified on design documents, expansion anchors shall not be spaced closer than i 10 anchor diameters. The minimum anchor spacing between i two (2) unequal sized bolts shall be the sum ef l (S) respective bolt diameters as shown in Attachment 1 cf Appendix 1 of this Specification. For expansion bolt i ~
\\ l] Gibbs & Hill, Inc. Specification No. 2323-55-30 Revision 2 June 13, 1986 Page 2 spacing less than that required by Attachments 1, 2 and 3 to Appendix,1 of this Specification Engineering approval shall be obtained prior to installation of the expansion bolt. 2.3 INTERFERENCE WITH STRUCTURAL REINFORCING STEEL Where interference between the expansion bolt and reinforcement is encountered, the bolt location shall be adjusted within tolerances as noted on design drawings to avoid such interference. In no case shall reinforcement steel be cut without prior approval of the Engineer. 2.4 CUTTING STRUCTURAL REINFORCING STEEL Rebar cutting procedure, where permitted by the Engineer, shall be in accordance with CEI-20 (Appendix 1 Os cf this Specification). 2.5 SETTING EK?ANSION ECLTS ~xpansion bolts shall be set by tightening the nut to the required terque value as given in CEI-20 (Appendix 1 of this Specification.) These torques are the minimum a minimum values required to obtain, without slippage, static tensile test load capacity of 115 percent of the allowable tensile working load given in Tables 1 and 2 of Appendix 2 of this Specification for a factor of safety of S. Torque values for other allowable tensile working loads shall be established by on-site testing 2.5.1 Setting (torque) verification of enpansion anchors, if not at time of installation of the expansion
- anchor, shall be as follows:
Setting verification shall be by application of the torque as specified in 3.1.4.1 of CEI-20 (Appendix 1) during the verification process. Nut may turn additionally due to the initial relaxation. Tcrque must i l be obtained prior to nut bottoming out in the threads. j Frequency of verification shall be per applicable site QA/QC procedures and instructions, i i b
jm Gibbs & Hill, Inc. Specification No. 2323-SS-30 Revision 2 June 13, 1986 Page 3 l 3.0 INSPECTION 3.1 INSEECTION OF EZFANSION BOLTS All installed expansion belts shall be visually inspected for proper sire, embedment length, and thread projection above top of nu, and for possible cracks, distortions and damaged concrete. 4.0 REPAIR OF EXPANSION BOLT FAILURES All expansion belts that, during installation or after inspection fail to meet the requirements of this Specification shall, be repaired as follows by the Contrac cr, unless otherwise directed by the Engineer. 4.1 EXPANSION SOLT SLI?PAGE, LOOSENING, PULLOUT OR FAILURE /~ I EU?!*JRE, 0:STCET:CN, CEFORMAT:ON) D) 4.1.1 For expansion bolts that
- slip, loosen, pull out, or fail, using appropriate equipment, the existing anchor bolt hole shall be redrilled in accordance with Appendix 1 of this Specification.
4.1 2 For cases in which the bolt can not be removed, the bolt shall be cut flush with the concrete surface driven back into the hole and the surface of the concrete patched as required by this Specification. 4.2 CONCRETE SHEAR CONE FAILURE For concrete shear cone
- failure, using appropriate equipment, the existing anchor bolt hole shall be redrilled so that the new embedment depth is 4-1/2 anchor diameters for Kwik bolts and 6-1/2 anchor diameters for Super Kwik bolts greater than the previous embedded depth.
As an alternate the expansion bolt may be relocated, however the damaged concrete shall still be repaired. s I g i
Gibbs & Hill, Inc. O' Specification No. 2323-SS-30 Revision 2 June 13, 1986 Page 4 5.0 REPAIR OF DAMAGED CONCRETE Repair of damaged concrete shall be in accordance with Specification 2323-S5-9 and Appendix 1 of this Specification. 6.0 DESIGN 6.1 DESIGN CRITERIA FOR EXPANSION BOLTS Design criteria for use of Hilti Kwik-and Hilti Super Kwik-Bolts are provided in Appendix 2 of this Specification. 6.2 DESIGN CRITERIA FOR SCREW ANCHORS Design criteria for use of Richmond structural connection inserts are provided in Appendix 3 of this O Specification. 6.3 DESIGN CRITERIA FOR EMBEDDED STEEL PLATE STRIPS 6.3.1 Design criteria for the use of embedded steel plate steips are provided in Appendix 4 of this Specification. 6.3.2 Alternative design criteria for the use of embedded steel plate strips are provided in Appendix 4W of this Specification. Appendix 4W is a Westinghouse generated _RsV Z document. The design methodology, assumptions, procedures and summary of results are provided in Westinghouse document WCAP 10923 dated 8/30/85. 6.4 DESIGN CRITERIA FOR EMBEDDED LARGE STEEL PLATES 6.4.1 Design criteria for the use of embedded large steel plates are provided in Appendix 5 of this Specification. 6.4.2 Alternative design criteria for the use of embedded large steel plates are provided in Appendix 5W of this -Rs.y 2 Specification. Appendix SW is a Westinghouse generated document. The design methodology, assumptions, proceduces and results are provided in Westinghouse document WCAP 10923 dated 8/30/85. O
(~' \\ Gibbs & Hill, Inc. Specification No. 2323-SS-30 Revision 2 June 13, 1986 Page 5 7.0 QUALITY ASSURANCE 7.1 SCREW ANCHORS AND EMBEDDED FLATES Quality assurance requirements for use of Richmond structural connection inserts and embedded plates shall be in accordance with site engineering procedures. -12E.V 2 7.2 DRILLED-IN EXFANSION BOLTS 7.2.1 MANUFAC"'URER'S REQUIREMENTS Hilti Kwik-Bolts Super Kwik-Bolts shall be supplied by the manufacturer with a certification of compliance (~} signed and dated by a responsible person within the (_/ manufacturer's organization. This certification shall state that the Hilti Kwik-Bolts and Super Kwik-Bolts furnished under the purchase crder are manufactured in accordance with Hilti Catalog Supplemen
- E-390B, dated 4/77.
In addition, the certifiation shall state the grade of-material used, part numbers, and number cf each part number covered by the certification. All materials furnished may be subject to confirmatory testing by the Contractor to assure that the quality of the material is consistent with the specifications listed in the above mentioned catalog. 7.2.2 INSTALLATION REQUIREMENTS Quality Assurance Installation Requirements shall be in accordance with Appendix 1 of this Specification. 7.2.3 DESIGN Quality assurance requirements for use of drilled-in exoansion bolts shall be in accordance with site engineering precedures. -KEV 2. ' ~ t
i ] 5 l 4 I e i SS-Jc> AFFENDIX 1 4 i i 4 i f INSTALLATION OE "HILTI" DRILLED-IN BOLTS CEI-20 REVISION 9 1 I i l O
BROWN & ROOT, INC. FROCEDURE EFFECTIYZ (h s CPSES NUMBER REVISION DATE PAGE CEI-20 j / 9 12/16/83 1 of 12 TITLE: ORIGINATOR h o /2-/(, 83 Data REVI N BT: Noem. M _W /2./e - 0.3 INSTALLATION OF "HILTI" DRILLED-IN /ft 'l b / BOLTS / ~ s TNGCG Data AFFRO7D BY: M /[-/4 CONSTRUCTION PROJECT MGR Date o.1 TABLE OF CONTENTS
1.0 REFERENCES
JTs l \\ 2.2 SCOPE - f -{ pg 2.O CENERAL 2.1 PURPOSE i i 1 2.3 RESPONSIBILITY ) 2.4 DEFINITIONS ],3 3.0 PROCEDURE 3.1 INSTALLATION 3.1.1 Locatina Bolts s[.% 3.1.2 Drilling Holes 3.1.3 Marking Bolts 3.1.4 Satting Bolts 3.1.5 Repair of Broken Concrete and Abandoned Holes 3.1.6 Modification 3.1.7 Rework of Bolts in 2-inch Concrete Toppinst Areas 3.2 INSPECTION \\ 0.11 ATTACEME:TES No. 1 Minimum Spacing Between Hilti Expansion Bolts No. 2 Minimus Bolt Clearances l No. 3 Minimum Clearances to Embedded Plates No. 4 Langth Identification System
1.0 REFERENCES
1.1 561 construction Procedure 35-1195-CCP-12, Concrete Patching, Finishing and Preparation of Construction Joints" 1.2 IM-13966, "Hilti Kwik-Bolt Testing Program". 1.3 TUF-4593, (May 22, 1978) 1.4 B&R Quality Assurance Procedure CP-QAP-16.1, " Control of Nonconfor: sing Iteas". O
O c r, a 1-ocrzo -:rtu C?$13 NUMIS REVISION QATT Pass. JOS 35-1195 CEI-20 9 12/16/83 2 of 12 1.5 TUSI Procedure No. CPP-IP-1, " Procedure for Preparation of Design l Changes". 1.6 35-1195-III-13, B&R Instruction " Calibration of Micrometer Torque Wrenches". 1.7 CP-QP-11.2, TUCCO Procedure, " Surveillance and Inspection of i Concrete Anchor Bolt Installations". i 1.8 QI-QP-11.2-1, TUCCO Instruction, " Concrete Anchor Bolt Installation". 1.9 QI-qP-11.2-3, TUCCD Instruction, " Torquing of Concrete Anchor Bolts". 1.10 QI-QP-11.2-4 TUGC0 Instruction, " Inspection of "Bilti" Super Kwik Bolts". 2.0 CENERAL 2.1 PURPOSE (- 2.1.1 The purpose of this instruction is to describe the methods to be followed in the field installation of Hilti drilled-in expansion 3 anchors. 2.2 SCOPE 2.2.1 This instruction covers the location, repair and preparation of ex-pansion bolt holes, installation of the expansion, bolts, and the per-sanent marking of bolts for identification both prior to and af ter their installation. The provisions of this instruction apply to both Hilti Kwik-Bolts and Rilti Super twik-Bolts that are used for -l installation of safety related equipment, and for the installation of non-eafety related equipment located in safety related structures. Deviations from this instruction are permitted provided they are properly approved by the Engineer. Post nut caps may not be substi-tuted for hex head nuts without prior Engineering approval. 2.3 RESPONSIBILITY 2.3.1 Establishment of control points and lines for use in layout of bolt locations shall be the responsibility of the B&R Field Engi-neering Superintendent. Determination and marking of bolt hole location shall be performed by the craft which prepares the holes and installs the bolts; and the superintendent of that craft shall be responsible for this layout work and for preparation of C{ holes and bolt installation. 4
(-C BRCWN & ROOT, INC. INSTRUCTION EITECTIVE ms W SION OAM N, c CPSES 12/16/83 3 of 12 2 8 35-1195 cEI-20 9 2.4 DEFINITIONS 2.4.1 " Drilled-in Erpansion Bolts" are bolts having expansion wedges so arranged that, when placed in a drilled hole and the nut tightened, the wedges are expanded and the bolt is securely anchored, all as manufactured by Hilti Tastening Systems, Inc. 2.4.2 "Hilti" is Hilti Tastening Systems, Inc., supplier of the expansion bolts. 2.4.3 " Bolt Langth" is the total overall length of the bolt. This is the length dimension shown in the Bill of Material on the appro-priate drawings. 2.4.4 " Setting" a bolt means positioning the bolt and tigntening the nut or post nut to the extent required to complete the expansion of the wed ges. 2.4.5 "Embedment Length" is the length of bolt extending below the sur-( face of the 4000 pai (28-day strength) structural concrete prior to setting (tightening). Where mt shown on the pipe / instrument support desi n drawings, the ministas embedsent length shalt ce as 6 toiiows: BOLT DIAMETER MINIMUM IMBEDMENT Kwik-Boits Super Kvit-Solts 1/4 1 1/8 3/8 1 5/8 1/2 21/4 3 1/4 5/8 2 3/4 l 3/4 31/4 l 1 4 1/2 6 1/2 1 1/4 5 1/2 8 1/8 Dimensions are in inches, they are according to recommendations by Hilti and correspond to the minimums shown in Abbot A. Hanks, Inc. Test Report No. 8783R on Ewik-Bolts and Test Raport No. 8786 on Super Kvik-Bolts, as published in Hilti " Architects and Engi-neers Anchor and Tastener Design Manual. O (,
EROWN & ROOT, INC. INSTRUCTION EFFECTIVE CPSES NUMBER RO/ISION OATE PAGE 12/16/83 4 of 12 " JOB 35-1195 CEI-20 9 I The above minimum embedment lengths are into structural concrete. On floors where 2-inch thick concrete topping (and thicker on l roof slabs built up to slope to drain) has been placed separately, bolts shall be of suf ficient length to provida embedment length or overall length at least equal to the thickness of the topping in addition to the length shown on the drawings. For floor mounted pipe supports only, the engineer shall evaluate and approve the suppor : for sufficient embedment length on a case-by-case basis. The areas { where this topping occurs are shown on the following drawings: Drsving No. Shee t No. Buildine l FSC-00421 1 Fuel J FSC-00421 2 Fuel FSC-00422 1 Reactor il l FSC-00422 2 Reactor #1 i FSC-00422 3 Reactor #1 i FSC-00422 4 Reactor il 5 FSC-00422 5 Reactor #1 I (~, ) FSC-00423 1 Auxiliary ( \\ ^ FSC-00423 2 Auxiliary FSC-00423 3 Auxiliary FSC-00423 4 Auxiliary TSC-00423 5 Auxiliary l FSC-00423 6 Auxiliary FSC-00423 7 Auxiliary i FSC-00423 8 Auxiliary FSC-00423 9 Auxiliary FSC-00424 1 Safeguard di FSC-00424 2 Safeguard #1 FSC-00424 3 Safeguard,#1 FSC-00424 4 Safeguard il FSC-00424 5 Safeguard il FSC-00424 6 Safeguard #1 FSC-00426 1 Service Water Intake f TSC-00425 1 Safeguard #2 FSC-00425 2 Safeguard #2 FS C-00425 3 Safeguard #2 3.0 PROCEDURE 3.1 INSTAI.LATION 3.1.1 Locating 15olts 3.1.1.1 As required by authorized engineering documents, bolt locations shall be determined by the installing craf tsmen using the control points and lines established by the Field Engineering Depart =ent; and, as l
=e t mmon. -n= CPSE3 NUMED REYt3 ION QATT PAGE JOS 35-1195 ctI-20 9 12/16/83 5 of 12 an aid in locations where reinforcing steel integrity is considered to be critical, utillaation of reinforcing steel placement drawings and suitable reinforcement detection equipment any be used. He minimum spacing and/or clearance for expansion bolts shall be pro-vided as indicated in Attachments 1, 2 and 3 unless specifically approved otherwise by the Engineer using appropriate design documents. 3.1.2 Drilled Holes i 3.1.2.1 Espansion bolt holes shall not be drilled into structural reinforcing steel unisse approved by the design engineer or his representative. Boles for the expansion bolts shall be drilled into concrete by the use of suitable power drille using "hilti" carbide assonry bits of the same nominal size 'as the bolt and which are designed and recom-monded by the Milti Corp. specifically for this purpose, or an ap-proved equal. He holes shall be drilled to depths at least one-half (h) inch greater than the embedaant length of the bolt. This is in order that any accessible / usable abandoned bolt can be cut off and driven deeper into the hole and top covered with grout or other suitable filler to close the hole. Abandoned bolts that are not usable or accessible any be lef t in place without further re-work or approval. 1 3.1.2.2 Boles shall normally be drilled as near the perpendicular to the concrete surface as feasible. In no case shall the long axis of installed bolts be more than 6' from this perpendicular direction. Excess dust should be cleaned from the hole af ter drilling. 3.1.2.3 Where cutting of structural reinforcing steel is permitted by the Engineer, Drillco water cooled carbide / diamond bits or equal shall be used. Cace the structural reinforcing steel is cut, the re-mainder of.the hole shall be drilled with a "hilti" carbide masonry bit per 3.1.2.1. Both bits shall be of the same nominal diameter as the bolt to be installed. 3.1.2.4 In limited access areas it any be difficult to drill holes for expansion bolts using equipment as required by 3.1.2.1. Tor this situation, a flexible drive drill with drill pressh scuum base and Drillco water cooled carbide / diamond bit or appreved equal may be used. Caution shall be used when drilling to avoid the cutting of structural reinforcing steel. In no case shall structural rein-forcing steel be cut without prior approval of the Engineer. 3.1.3 Markina Bolts O( 3.1.3.1 ne threaded end of bolts shall bear permanent markings which n nu w--e- - m
WCM BRoldN & ACOT, INC. INSTR E ON CPSEg NUMBER REVi3 ION 0 ATE PAG,,c 12/16/83 6 of 12 JOB 35-1195 CEI-20 9 3.1.3.2 These markings shall be made by the manufacturer by die-stamping a letter or a number 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 system if verified and documented by B&R QC. For Post Nut Series Hilti Bolts, the letter or number designation shall correspond to the overall length of the assembly with the Post Nut Cap completely installed (threads bottomed out). 3.1.3.3 Eilti Super Kwik Bolts shall be additionally marked with a " star" on the end which will remain exposed upon installation. This marking will be performed by the craf e in a manner which does not obliterate the length marking. The stamp shall be controlled by the cognizant QC Inspector. 3.1.4 Setting Bolt's 3.1.4.1 In' no case shall 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 nuts. In using double nuts, they shall be placed on the bolt so as to protect ) the bolt and and threads. The bolt shall be driven into the hole the embedment length by blows on the mandrel or nut. Projection of the bolt should be such that, af ter final tightening, the end of. the bolt is not lower than flush with the top of the nut. Its projection above the top of the nut is not limited although its change in projection during tightening shall be within the limit specified below. The mandrel, if used, is then replaced by a nut, or the top double nut is removed and the bolt is " set". The setting will be accomplished by tightening the nut against the fix-ture being installed. At that time, the nut w111 be drawn down and the bolt pulled to set the wedges by the use of a torque wrench, attaining at least the respective final values shown in the following table unless otherwise shown on the drawings. During tightening the nut, the change in bolt projection shall not exceed one nut height unless otherwise approved by the engineer. Where 5/8" dia-meter bolts are used in erecting Uni-Strut members for instrument or conduit supports in such a way that the bearing surface under the used with a flat washer, bears against the open side of the Uni-
- nut, Strut, the nut shall be tightened to 80-foot-pounds torque.
1 O i i
s.- P O ROWN & ROOT, INC. INSTtuCTICN IFET!VE CPSE3 NUMSS 'REVt3 ION CATI PAGE JOS 35-1195 CEI-20 9 12/16/83 7 of 12 BOLT SIZE TORQUE (Ft.-Lbs) (Bilti Kwik or Super Kwik, all'embedmont depths) 1/4 8 3/8 17 +- i 1/2 70 j 5/8 120 3/4 15 0 1 230 1 1/4 400 ,o, 4 i_ These values were determined by field tests conducted by Rilti at the CPSES site which yielded a miniana static tessil load, capacity equal to or greater than 115% of the tensile working loads given in Tables 1 and 2 of Appendix 2 of Specification 2323-55-30. The complete report on those tests is filed in the' 3&k-qC Depart- /' ment. (Ref. CPFA-7240 or B&R IM-13966). y n Bolts which cannot be torqued to the above minimum values'shall be l cut off, driven deeper into the bole, and patched per Reference 1.1, or shall be removed and replaced in accordance with 3.t.4.2 below.< Torque wrenches used in this operation shall be calibested and periodically recalibrated in accordance with Engineering Instidet$nn I 35-1195-IEI-13. " Calibration of Micrometer Torque Wrenches" ' Ret-i erence 1.6. 3.1.4.1.1 For post nut series Hilti bolts, setting the bolts shall be ' done ' j' in accordance with Section 3'1.4 with the following exceptions l applying to Section 3.1.4.1. Inserting bolts may be accomplished by the use of a post nut, placed on the bolt so as to protect the bolt end and threads. The bolt shall be driven into the hole the embedsent length by blows on the post nut. Projection of the bolt should be such that, af ter final tightening, the end of the bolt has a i minime thread engagement of 3/16" for 1/4".dia. and 5/16" for 'l 3/8" dia. bolts. The projection should also be. limited such i that, af ter final tightening, the threads on the post nut have not bottooed out on the bolt. The post out used ta hsert the bolt should then be removed and the bolt is " set". The setting will be accomplished by tightening a nas post nut against the I l fixture being installed. At that time, the nut will be drawn down and the bolt pulled to set the wedges by the use of a torque wrench and 3/8" drive screwdriver adapter attaining i ~ )
i A-BROWN & RC07, INC. INSTRUCTION t.-r cCTIVE CPSES NUMBER REVISION DATE PAGe 12/16/83 8 of 12 408 35-1195 CEI-20 9 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 not 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 to achieve the specified torque may be accomplished by one of the following methods: 3.1.4.2.1 The bolt shall be removed and replaced with a bolt that has an embed-ment depth increased by at least 4h bolt diameters for Eilti Kwik-Bolts and 6 bolt diameters for Hilti Super Kwik-Bolts unless other-wise directed by the Engineer. QC shall be notified prior to com-mencing work. 3.1.4.2.2 The re-installation of an expansion bolt in an empty but " pre-used" hole is acceptable provided the following requirements are met: ,s a. The existing hole has not experienced structural damage as may (' ' ") be exhibited if the previous 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. ib b. New " Replacement" expansion anchors are at least one diameter size larger. c. New embedment depth is equal to or greater than the previous bolt but in no case less than the minimum embedment required per 2.4.5 above based on the " replacement" bolt size. d. Bolts 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 cut off, driven into the hole and patched per Reference 1.1. a. QC shall be notified prior to commencing work and after the bolt has been removed so that QC may inspect the " pre-used" hole in accordance with the applicable QC procedures. f. QC shall be notified prior to commencing work. 9 4
......( (' i O k angue & Root, 1)C. INSTRO TION 1 D7ETIVE s C75E3 NUMBER REYT3 ION MIE PAGE 12/16/83 9 of 12 JOB 35-1195 CEI-20 - 9 3.1.4.2.3 The re-installation of an expansion bolt in an empty but " pre-used" hole is acceptable provided the following requirements 4 are set. The bolt being replaced has been removed from the concrete a. using a Diamond core bit of the same nominal outside diameter-as the replacement expansion bolt. The replacement bolt shall be one diameter size larger than the bolt being removed. b. The existing hole af ter bolt removal should not show evidence of structural change as in the form of severe concrete spalling. Severe concrete spelling are depths that exceed the dimensions provided in 3.1.5.1 below. New 'embedment dept.h is equal to or greater than the previous c.- bolt but in no case less than the minimum embedment required per 2.4.5 above based on the " replacement" bolt size. d. Bolts that cannot be replaced per this method may be replaced by a bolt meeting the requirements of 3.1.4.2.1, 3.1.4.2.2 or ( may be cut off, driven into the hole and patched per Reference 1.1. \\ QC shall be notified prior to commencing work, and after the e. bolt has been removed so that QC may inspect the " pre-used" hole in accordance with tne applicable QC procedures. 3.1.5 Repair of Broken Concrete and Abandoned Holes 3.1.5.1 Structural concrete that is broken or spalled as a result of bolt installation but is structurally sound shall be cleaned up and may be cosmetically repaired either in accordance with Construction Procedure CCP-12, or by the use of "NUTEC" #115 as manufactured by and according to the recommendations of Southern Imperial Coating, Inc. Spalling of structural concrete to depths greater than those listed below shall be cause for rejection of the hole and redrilling will be necessary. Max. Acceotable Hole Size Spall Depth 5/8" and under 1/2" 3/4" to 1 1/4" (incl.) 3/4" 1 Spelling of the 2" topping in areas described in Section 2.4.5 Q shall be cleaned up and repaired in accordance with Construction Procedure CCP-12 using material describel in Section 4.1.2.7 of CCP-12. Maximum spall depth is not 'to exceed depth of topping. i
O BRotm & ROOT,12C. INSTRUCTION EFFETIVE CP5ES lim 8ER REVISION DATE PAGs J08 35-1195 CEI-20 9 12/16/83 10 of 12 3.1.5.2 Abandoned holes shall be filled and patched prior to coating the concrete. This repair shall be in accordance with provisions of B&R Construction Procedure 35-1195-CCp-12 for filling " Tie Holes" by the use of patching mortar prepared as described in paragraph 4.1.1.3 of that procedure. However, abandoned OVERHEAD holes, orginally drilled for Hilti expansion bolts, which will be com-plately covered by the base plates or angles of attached fixtures and which are farther than four bolt diameters (center-to-center) from an active Hilti bolt, may be filled with "Silpruf" water-proofing sealant or "GE 1300", both as manufactured by General Electric, Inc. Holes located at a distance of four bolt diameters and closer, measured center-to-center, from Hilti bolts shall be filled and patched according to Procedure 35-1195-CCP-12 described above prior to torquing. 3.1.5.3 Unused Richmond Screv Anchors which have been ' plugged by Richmond screw-in plugs may be used for permanent anchorage only after specific approval by the Engineer. ( 3.1.6 Modification 3.1.6.1 When it is necessary, as the result of reinforcing steel interfer-ence or on-site unavailability of correct lenght bolts or for other reason, Hilti bolts may be modified, with proper QC witnessing, on-site shortening, rathreading, and stamping the new length designation. This shall be done only on a case by case basis upon approval of the design engineer responsible for the fixture or itas involved and upon completion of appropriate permanent plant documentation (i.e., DCA, CMC, FSE, Operational Traveler, Design Drawing, etc.) by the design engineer. Final bolt length shall be sufficient to satisfy-the design requirement. 3.1.6.2 Substitution of a Hilti bolt of the next larger size is acceptable, provided all spacing and embedment requirements are met or exceeded for size Hilti bolt substituted. 3.1.7 Rework of Bolts in 2-inch Concrete Topoins Areas 3.1.7.1 For areas in which the requirements of Section 2.4.5 cannot be met, the following action shall be taken: 3.1.7.1.1 Expansion bolts whicft af ter setting have less than belew indicated embedment length into the structural concrete shall be reworked by one of the methods provided in section 3.1.4.2 or as follows: (' Bolt Type Embedment Af ter Setting _ Kvik-Bolts 3h bolt diameters Super Kvik-Bolts 5h bolt diameters _I_
7 O' non & ROOT,12C. INSTRUCTION N IVE CPSE3 feJMes REVISION OATE PAG,e M8'35-1195 CEI-20 9 12/16/83 11 of 12 a. Existing Location 1. Bolt removal - The removal of in-place expansion bolts shall be completed with care so as not to damage the con-crate, thereby impairing its integrity. A hollow core hydraulic ran placed directly over an appropriately sized baseplate Wich is centered on the bolt any be used to 4 apply direct tension to pull the bolt through the expan-sion vadges. The beseplate should be a 35 inch thick square plate of a minima of 16 expansion bolt diameters in width, beardag directly against the concrete surface. 2. Once the bolt is removed, use a high speed drill and bit to drill through the wedges remaining in the side of the hole. Remove any loose wedges in the hole. 3. Using appropriate equipment, re-drill existing expansion bolt hole so that the new embedment depth is a minimum of 43s bolt diameters for Hilti Kwik-Bolts grr.ater than the previous existing embedment depth or to the specif$ed embedment depth, whichever is greater unless otherwise directed by the Engineer by appropriate design documents. 4 Reinstall the appropriate sized expansion anchor to meet the required embedment length. b. Raiocation - Abandon existing expansion anchor bolts and re-locate support structure. Abandoned bolts should be cut off, driven deeper into the hole, and patched per Reference 1.1. 3.1.7.1.2 Expansion bolts which have less than the specified designed embed-ment length into structural concrete but greater than the values indicated above in 3.1.7.1.1 shall be evaluated by the responsible design engineer. If found to be acceptable "as-is", appropriate design change documents shall be issued. If found to be unaccep-table, the expansion bolt shall be reworked in accordance with 3.1.7.1.1 a or b. 3.2 INSPECTION 3.2.1 Inspection of Hilti bolt installation shall be performed in accor-dante with References 1.6, 1.7, 1.8, 1.9. and 1.10 and other appli-cable site QA/QC procedures and instructions.
PROCEDURE EFFECTIVE BROWN & ROOT, INC. WMBER REVISION DATE PAGE CPSES JOB 35-1195 l CEI-20 9 12/16/83 12 of 12 1 3.2.2 Removal of an inspected Hilti bolt shall be documented on an IRN in accordance with CP-CPM 6.10. Removal and replacement of non-Q Rilti bolta in' Catagory I structures shall be documented on an IRN and submitted to QC for subsequent processing. I No te: An IRN is not required if a non-Q Rilti is only going to be removed and not replaced. M -.. O I 1 l l p
- o' i
=
~~ ~T .L,a _. a - - -- .L:.. O. BROWN & ROOT. INC. INSTRUCTION EFFECTIVE l CPSES NUPSER REVISION DATE PAGE '~ CEI-20 g 12/16/83 1 of 1 ATTACMENT 1
- MININLM SPACING BETWEEN HILTI EXPAMSION BOLTS Hilti Bolt CENTER T0 CENTER SPACING T 0:
Size 1/4"H11t13/8"Hilti 1/2"Hilti 5/8"H11ti 3/4"Hilti 1"Hilti 1 1/4"Hilti l 1/4 21/2 3 1/8 3 3/4 4 3/8 5 6 1/4 7 1/2 5/16 2 13/16 3 7/16 4 1/16 4 11/16 5 5/16 6 9/16 7 13/16 3/8 3 1/8 3 3/4 4 3/8 5 5 5/8 6 7/8 8 1/8 1/2 3 3/4 4 3/8 5 5 5/8 6 1/4 7 1/2 8 3/4 5/8 4 3/8 5 5 5/8 6 1/4 6 7/8 8 1/8 9 3/8 3/4 5 5 5/8 6 1/4 6 7/8 7 1/2 8 3/4 10 g 7/8 5 5/8 6 1/4 6 7/8 7 1/2 8'1/8 9 3/8 10 5/8 1 6 1/4 6 7/8 7 1/2 8 1/8 8 3/4 10 11 1/4 1 1/4 7.1/2 81/8 8 3/4 9 3/8 10 11 1/4 12 1/2 Dimensions in inches. The minimum spacing outlined in the above chart applies to Hilti bolts detailed on separate adjacent fixtures. Violation of mini-mum spacing by the installation of two separate adjacent fixtures will be approved only by issuance of an Engineering Evaluation of Separation Violation Form by the CFPE design groups (Ref. CP-EP-4.3). l Hitti 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 fix+wre drawing. N$ --w
I nJ . _ - - - _ 1 -..'. _ Z---- _ m _.m m... O ~ 3ROWN & ROOT, INC. INSTRUCTION EFFECTIVE CPSES IR3GER REVISION DATE PAGE g JOS 35-1195 CEI-20 9 12/16/83 1 of 1 ATTAC) MENT 2 MINIEM 80LT CLEARANCES * (INCHES) MINIMM OISTANCE TO Rictnond Abandoned Hilti Bolts or Hilti Bolt size Screw Anchors
- Concrete Edge
- Holes and Embedded Anchor 1-inch 14-inch Bolts that are cut Off**
1/4 75/8 12 1/4 1 1/4 1/2 3/8 8 1/4 12 7/8 1 7/8 3/4 1/2 8 7/8 13 1/2 2 1/2 1 5/8 9 1/2 14 1/8 3 1/8 1 1/4 3/4 10 1/8 14 3/4 3 3/4 1 1/2 l 1 11 3/8 16 5 2 1 1/4 .12 5/8 17 1/4 6 1/4 2 1/2 Q Measured Center to Center of bolts and bolt center to edge of concrete in inches. Minimum spacing between holes covered by this column shall be measured 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 Rictmond Screw Anchors which have been plugged (i.e., grouted. Rictnond Scree-in plug or snap-in plug, etc.). Unused Ricinond Screw Anchors located nearer to Hilti bolts than the respec-tive distances shown above may be used temporarily for construction purposes when the applied load is: (a) For 1" Richmond Anchors, less than 8,000 pcunds minus the actual load supported by the Hilti bolt; or (b) For ik" Ricinond Anchors, less than 20,000 pounds minus the actual load supported by the Hitti bolt. O' ,m-w,r- - - --,--g-g,,,n-,-m,.-,m,,,,,,mm,-e,.,w 4- -.m__,,,-,e eg- ,a-----.wmm,m -,,r-,r, e ,-w--m-,,,-+-,-n --rw---- ,a---
O ~ SROWN & 110(77, !)C. INSTRUCTION EFFECTIVE CPSE3 MDGER REVISION DATE PAGE I3 I' CEI-20 9 12/16/83 1 of 1 ATTACIMENT 3 MINIMUM CLEARANCES TO DGEDOED PLATES is Where embedded steel plates are unoccupied. by attachnents.for a ministat distance of 12 inches on both sides of a proposed Hilti' Bolt location as shown below, the center of the bolt may be as close as practical to edge of the plate without damage to plate. ~ t_ mn tr.m n n ' (,%u m., t- -n-r e k 14 i O r-r . \\ 'T 2. Where the artedded steel plates are occupied.by attactsnents within minimum distances shown above, the minimum clearance to Hilti Anchors shall be as follows: Hilti Anchor Nelson Stud Edge of plate Size to Hilti Anchor to Hilti Anchor 1/4 5 1/4 3 3/4 3/8 5 7/8 4 3/8 1/2 6 1/2 5 5/8 7 1/8 5 5/8 3/4 7 3/4 6 1/4 1 9 7 1/2 11/4 10 1/4 83/4 l Dimensions are in inches. l Distance measured with reference to center of bolts and studs.. Where location of the nearest Nelson Stud can be determined from the '5" stamps on the embedded steel plate, the minimum center-to-center clearance to the Hilti Anchor as shown above shall govern. Where location of the nearest Nelson Stud cannot be so determined. the minimum clearance to Edge of Plate" as shown above shall govern. lO 1 L5
-.a. _..-_.-.-,.,: _ - ~;~_*- ~ ~ BROWN & It00T, IIC. INSTRUCTION EFFECTIVE CPSE3 m385 REVISION DATE PAGE JOB 35-1195 CEI-20 9 12/16/83 1 of 2 ATTAC19 TENT 4 LDIGTH IDENTIFICATION SYSTS Stamp On Length of Anchor (Inches) Anchor From Up to (Not including) A 1 1/2 2 8 2 2 1/2 c 2 1/2 3 D 3 3 1/2 E 31/2 4 F 4 41/2 G 4 1/2 5 h[ l H 5 51/2 I 5 1/2 '6 J 6 6 1/2 K 61/2 7 L 7 7 1/2 M 7 1/2 8 M 8 8 1/2 0 81/2 9 P 9 91/2 l 9 1/2 10 Q R 10 11 5 11 12 T 12 13 U 13 14 Y 14 15 W 15 16 X 16 17 Y 17 18 l Z 18 19 f O .~ s _- I l
._.---..x-.-- =, ( BROWN & ROOT. I)C. INSTRUCTION EFFECTIVE CPSES lapeER REVISION CATE PAGE CEl-20 9 12/16/83 2 of 2 J08 35-1195 ATTAC) MENT 4 (cont'd) LENGTH IDENTIFICATION SY3 TEM Stamp On Length of Anchor (Inches) Anchor From Jp to (Not including) AA 19 20 88 20 21 CC 21 22 DO 22 23 EE 23 24 FF 24 25 GG 25 26 )H .26 27 11 27 28 JJ 28 29 KK 29 30, LL 30 31 m 31 32 NN 32 33 . 00 33 34 PP 34 35 QQ 35 36 RR 36 37 SS 37 38 TT 38 39 UU 39 40 VV 40 41 NOTE: 1. Stamped 1etters 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 letters as listed above. i l ( O' M"&
E 1 I J 4 i l SS-3D APPENDIX 2 i i i-I DESIGN CRITERIA FOR H:LTI KWIK-AND SUPER KWIK-BOLTS 4 f i 1 i. O 1 ---,---n,.- - -, ~.,
qk) Gibbs & Hill, Inc. Specification No. 2323-SS-30 Appendix 2 Page 1 of 9 APPENDIX 2 DESIGN CRITERIA FOR HILTI KWIK-AND SUPER KWIK-BCLTS
1.0 REFERENCES
1.1 " Architects and Engineers Anchor and Fastener Design Manual" by Hilti Fastening Systems, 3.6/Hi-1, No. H-427A 10/78. 1.2 TUSI correspondence CPPA-7419 - Reduced Design Allowables for 1" diameter Hilti Kwik-Bolts,
- dated, 11-18-80.
2.0 MINIMUM SEPARATION REQUIREMENTS 2.1 To attain the design capacity of a Hilti Kwik or Super Kwik bolt for a soecified embedment the minimum scacings () provided by App'endix 1 of this Specification must be maintained. 2.2 For installations not conforming to the provisiens of Section 2.1 above, the capacity of both anchors shall be reduced on a straight-line basis to 50 percent at half the minimum distance between embedments 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 controlled by concrete stresses. 3.0 DESIGN ALLOWABLE LOADS 3.1 Design allowable tensile and shear loads are provided in Tables 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. O
s Gibbs & Hill, Inc. Specification No. 2323-SS-30 Appendix 2 Page 2 of 9 3.2 Prior to the utilization of the allowable tensile loads in Tables 1 and 2 of this Appendix (except for the 1-inch diameter Kwik-bolts) the manufacturer shall certify the validity ef the ultimate capacities of the Kwik and Super Kwik bolts as published in reference 1.1 of this Appendix. O l i l I i i l i
~ O Gibbs & Hill, Inc. Specification No. 2323-SS-30 Appendix 2 Page 3 of 9 4.0 COMBINED LOADING When the Hilti expansion anchor is subjected to a combination of tension and shear loading the following interaction requirement shall be met: S s1 TT 4 gT T Actual applied tension load T = T1 Allowable design tension load = Actual applied shear load S = St = Allowable design shear load 5.0 REQUIRED EMBEDMENT For the required minimum anchor embedments see Appendix 1 of this Specification. O v i k ( l l
) v Oibbs & Hill, Inc. Specification No. 2323-SS-30 Appendix 2 Page 4 of 9 TABLE 1 ~ KWIK-BOLT DESIGN ALLOWABLE TENSILE & SHEAR LOADS * (lbs) FACTOR OF SAFETY FS=4.0 FS=5.0 DIAMETER EMBEDMENT TENSION SEEAR TENSION SEIAR 1/4 1 1/8" 364 653 291 522 1 1/2" 556 653 445 522 1 3/4" 675 653 540 522 2" 781 653 625 522 662 522 2 1/4" 827 653 2 1/2" S37 653 670 522 3/8" 1 5/8" 568 1276 471 1021 (~s 2" 756 1276 605 1021 t..,) 2 1/2" 975 1276 780 1021 3" 1075 1354 860 1083 s 3 1/2" 1150 1354 920 1083 4" 1187 1354 950 1083 4 1/2" 1200 1354 960 1083 1/2" 2 1/4" 1377 2079 1102 1663 2 3/4" 1800 2079 1440 1663 3 1/2" 2362 2079 1890 1663 4 1/2" 2806 2558 2245 2046 3012 2558 2410 2046 5 1/2" 6" 3075 2558 2460 2046 l R6 5/8" 2 3/4" 1650 2890 1320 2312 3 1/2" 2275 2890 1820 2312 4 1/2"' 3000 2890 2400 2312 5 1/2" 3575 3859 2860 3087 l R6 6 1/2" 4000 3859 ,3200 3087 7 1/2" 4250 3859 3400 3087 3/4" 3 1/4" 2537 4283 2030 3426 4" 3350 4283 2680 3426 5" 4125 '4283 3300 3426 6" 4500 4616 3600 3693 7" 5250 4616 4200 3693 8" 5750 4616 4600 3693 9" 5875 4616 4700 3693 1"** 4 1/2J' 4000 6719 3200 5375 5" 4725 6719 3780 5375 l ,s) 6" 5860 6719 4688 5375 l ( 7" 5860 6719 4688 5375 8" 5860 8622 4688 6898 l l
---w-(~'\\ Oibbs & Hill, Inc. Specification No. 2323-SS-30 Appendix 2 Page 5 of 9 TABLE 1 (Cont'd) FACTOR OF SAFETY FS=4.0 FS=5.0 DIAMETER EMBEDMENT TENSION SHEAR TENSION SHEAR 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 fi Design allowables are based on average ultimate tensile and shear loads published in "HILTI - Architects and Engineers Anchor and Fastener Design Manual" 3.6/Hi-1, Reference 1.1 and 1.2 of this Appendix. Design allowables are based on 4000 psi concrete (fe'=4000 psi).
- Values per Reference 1.2 of this Appendix.
) i 4 t I
4 U Gibbs & Hill, Inc. Specification No. 2323-S5-30 Appendix 2 Page 6 of 9 l TABLE 2-SUPER KWIK-BOLT DESIGN ALLOWABLE TENSILE AND SEEAR LOADS * (1bs) FACTOR OF SAFETY FS=4.0 FS=S.O DIAMETER EMBEDMENT' TENSION SNEAR TENSION SHEAR 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 1" 6 1/2" 8741 6884 6993 5507 8 1/2" 12452 6884 9962 5507 10 1/2" 12439 6804 9951 5507 () 1 1/4" 8 1/8" 10675 10369 8540 8295 10 5/8" 13420 10369 10736 S295 13 1/8" 16230 10369 12984 S295 Design allowables are based on average ultimate tensile and shea loads published in "HILTI - Architects and Engineers Anchor and Eastener Design Manual" 3.6/Hi-1. Reference 1.1 of this Appendix. Design allowables are based on 4000 psi cencrete (fc'=4000 psi). O
O Gibbs & Hill, Inc. Specification No. 2323-SS-30 Appendix 2 Page 7 of 9 EVALUATION METHOD I: PROBLEM: Calculation of the reduced allowable capacities for Hilti expansion anchors spaced at less than minimum separation requirement indicated in Appendix 1 of this Specification. EVALUATION: STEP 1: Determine actual loading conditions on the Hilti expansion anchors in question. STEP 2: Calculate the separation ratio, (S.R.) Separation ratio is defined as the ratio of the separation provided to the minimum separation required by Appendix 1 of this Specification. This O ratio must be equal to or greater than.500. SEPARATION PROVIDED (1) 3.R. = MINIMUM SEFARATION REQUIRED and S.R 2.500 (2) STEP 3: Once the separation ratio is ccmputed and actual loads are determined, the following relation shall be satisfied for acceptability of the anchor design. T 4 S s1 (3) S'(S.R.) T5(S.R.) WHERE: T = Actual Tension; S = Actual Shear; T1 = Allowable Design Tension; Si = Allowable Design Shear; S.R. = separation ratio. STEP 4: If the requirement of Formula (3) is satisfied, Hilti expansion anchors for the support in question are acceptable. If the relationship in Formula (3) is not satisfied, Hilti expansion anchors are not acceptable and an apprepriate actien shall be taken O by adjustment of separation to meet the requirement in Termula (3)
,m (v) Gibbs & 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 Hilti expansion anchor and the Richmond screw anchor when minimum separation is not provided as required 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. STEP 2: Calculate the separation ratio (S.R.). SEPARATION PROVIDED (4) S.R. = MINIMUM SEPARATION REQUIRED f-k-]/ and S.R.2.500 (5) j STEP 3: Once the separation ratio and the actual loads are
- computed, the following relations shall be satisfied for acceptability of the anchor and insert design:
For Hilti expansion anchor: T S s1 (6) T'(S.R.) S'(S.R.) For Richmond insert: 4 - 4, 4 4. S s1 (7) T 7~ T'(S.R.) S'(S.R.) For Richmond insert design allowable values see Appendix 3 of this Specification. 6 ..-_.n ..} _,._y, ,_.,4 ,e ,_.,,...-,..,_.,4._
Gibbs & Hill, Inc. Specification No. 2323-SS-30 Appendix 2 Page 9 of 9 STEP 4: If the requirements of both Formula (6) and (7) are satisfied the Hilti expansion anchor and Richmond screw anchor for the support in question are acceptable. If any of the relations in Formula (6) and (7) is not satisfied, the corresponding Hilti expansion anchor and Richmond 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 Formulas (6) and (7). O O
i SS-30 APPENDIX 3 DESIGN CRITERIA EOR SCREW ANCHORS 1 4 1 i 1 1 I t lO ) i f g--.
c -W"W ) .Gibbs & Hill, Inc. Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 3 Page 1 of 10 APPENDIX 3 DESIGN CRITERIA FOR SCREW ANCHORS 1.0 GENERAL 1.1 Screw anchors are Richmond structural connection inserts (Types EC-2, EC-6, EC-2W or EC-6W) and are prefabricated steel anchors embedded in concrete to which structural supports are attached. 1.2 ASTM A325N A490 or A443 bolts (suitable washers optional) shall be used for the Richmond insert bolt connections. ASME SA-193 threaded rods with ASME SA-194 double nuts may be used for the Richmond insert bolt f'] connections as a substitute for ASTM A325N bolts, v 1.2.1 Thread engagement into the Richmond insert shall be at least 2 x bolt diameter + 1/8 inch 1.3 In no case shall these inserts be loaded before concrete attains its 28-day design strength. 2.0 APPLICABLE
REFERENCES:
1. " Richmond Inserts for Concrete Constuction" Bulletin No. 6 Richmond Screw Anchor Co.,Inc., catalog. 2. Manual of Steel Construction AISC 7th Edition. 3.0 DESIGN CRITERIA 3.1 Design allowable tension and shear loads (under working stress condition) for respective center-to-center spacing of inserts and respective concrete thicknesses, are provided in the following Table 1. 3.2 Inserts and
- A307, A325, A490 or A449 bolts or A36 threaded rods subjected to combined tension and shear loads should satisfy the follow ng interaction formulas.
(
[ \\. ) I U Gibbs & Hill, Inc. Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 3. Page 2 of 10 FOR INSERTS: b+f \\ t S $1 T i (5 i FOR BOLTS: (Verified for specific type bolt materials.) 01; Si different for each grade. 2 T [1 +IS s1 I I pt Al
- APPLIED TENSION WHERE:
T APPLIED SHEAR S rS O DESIGN ALLOWASLE TENSION T8 S8 DESIGN ALLOWA3LE SHEAR 3.3 Minimum distances between Richmend screw anchors and Hilti belts for 100 percent perfermance of each are provided in Appendix 1 of this Specification. For those situations where minimum distances cannot be met, evaluation method 2 shown in Appendix 2 of this Specification shall be used to calculate the reduced capacity of Richmond inserts. PCI MANUAL 01 DESIGN OF CONNECTIONS FOR PRECAST PRESTRESSED CONCAETE O
NOTES FOR TABLE I {^@@ t.- /NSER7 CAFMC/7/ES AREBASED QV/NSERTf*M8f00fD /N 4000PS/ COMPRfSS/0N STREMG7H CavCRETE. 2.- ALL ALLOWABLE LOADS SHOWN /NTABLEIOf TH/S APPEND /K ARE N M/PS. l 3.- 70 DEVELO* THE FULL TfNS/ON CAPAC/TY Of/MSERT(ExCEP7 ArBEAM S/ DES) THEM/N/ HUM D/ STANCE FAEW1COVCRETE COGE 70 CENTER Oc~/NSERT SMALL BE //*FOR l'2"# /NSERrS AND 7"FOR /"# /NSERrs. 4.-70 LEVELOP 7NEFULL SHEAR CAR 4C/7V Of /NSERT (EXCEPT Ar BEAM S/ DES) THEM/N/ MUM D/STANCEFRQW CCWCRf7f l EDGE TO CEN7fR OF/NSER7 SHALL BE /4FOR l'e"# /NSERTS AND 9.S"FOR /"9 /NSERTS. 6 S-FOR BEAM S/DCS 7N/S D/ STANCE SHALL BE A M/N/kfuM 8"fCR /b"4/NSERTS AND 7'FOR/"+/NSERTS.(FQ9 TENS /0W AND SNEAR) G.- CENTER TO CfN7fR (Cfc) D/SrANCES SHOWN /N 7A84E Z OC rHiS ApprNDix AREuiNiMuu foR rar AuCWABLELOADS. 9~ 2-WHEN PART OF THE /b'd/NSERT CLUSTER (/NSERTCLUSTERS WERE 09/G/NALlY PROV/DED FOR P/PE WH/P RESTRA/N75) /S USED FOR NANGER SU/* PORTS THElX/7fRMOS7 ROW OF l /NSERTS USED FOR THE5ESUPPORTS SHALL BE ATLEAST 2d' AWAY FROW THENEARES7/NSERTS USED FO? ANYOTHER SUPPORTS 09 RESTRA/NTS BASERATE. EXAV7PLf: THfSE INSEA75 CAM l e e o e e e' BE USiD FOR MANGfR ript wxipprsrRAiur_ SuppoRys wiyy CAPAC/r/fS AS G/vfH SASC PLArf =>f /H TABE Z e e e e w: \\ v ) 1 .)g e e L ~r u" '"'s" ,-c. ""S /NSERr.$ (JNL[53 1 , i ApPROVfD BY 3 ENG/NEER e e e e e 'f~ i 1gu s u g 2o w n.> TYPICAL INSERT CLUSTER =
NOTES FOR TABLE I (Contd.) b' APPENDIX 31 8.- 70 f/NO 77/ECAA4Cfr/ES OW/NSER75 WHERf &#MC/hG AND O. coNCaEre ruiwarss, Reno,suowin ra,z o, ruis APPEND /X USE THE/NSER7 CAhk1C/7Y Of TNTNEAR&37 CO? RESPOND /AG LOWER /NSERT S*AC/NG 09 TN/AWER C0 ACRE 7E WALL, SLAB OR COLUMN /ND/CArfD /N TABLf f Of7H/S APPfND/X. i e Q e S O
O Q O [ ALLOWABLE LOADS OF RICHMOND lNSERTS AND BOLTS TO 1 L BE USED IN INTERACTION FORMULAS FOR BEAM SIDES I:lNSERT CAPACITY B: BOLT CAPACITY T: TENSION 55 SHEAR ~ l INSERT SPACING ON 6"CM ONE WAY INSERT SPACING ON 8"CK ONE WAY l AND 20"CE OR GREATER OTHER WAY ~ AND 20"CK OR GREATER OTHER WAY ~ INSERT TYPE A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER AND SIZE A-36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH l USED WITH INSERT INSERT USED WITH INSERT INSERT T. S T S T S T S I 8.9 8.9 8.9 8.9 /O.05 /O.05 /O.05 /O.05 l'+ EC2W \\ 8 /2.// 785 24.23 //. 78 /2.// 7.85 24.23 //. 78 I //. 53 //.53 //. 53 //.53 /2.85 /2.85 /2.85 /2.8S /b"/>EC6W 8 28.// /767 56.2/ 26.6/ 28.// /7.67 56.2/ 26.5/ \\ l TABLE I OBE ALLotuABLES AldD j SSE ALLOW ABLE S IAPPENDIX 3 3 ( PAGE 5 OF 10 [ i i i
O O O ALLOWABLE LOADS OF I"si RICHMOND INSERTS (EC2W) AND BOLTS TO BE USED IN INTERACTION FORMULAS FOR WALLS, SLABS & COLUMNS I: INSERT CAPACITY B: BOLT CAPACITY T: TENSION S: SHEAR INSERT SPACING ON INSERT SPACING. ON WSERT SPACING ON 84tK OR IO*C/C BOTH WAYS 12"C/C BOTH WAYS MORE 80D4WRfS(FULLCAPACm ') CONCRETE x.307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A3250R BETTER A-307 BOLTS OR A3250R BETTER THICKNESS A-36 THD. RODS BOLTS USED A-36 THD. RODS BOLTS USED A-36THD. RODS BOLTS USED USED W/NSERT W/ INSERT USED W/MSERT W/ INSERT USEDW/94SENT W/ INSERT T S T S T S T S T S T S in"on E 6 6 G G 8-85 8.85 8.85 8.85 //.S //.S //.S //.S Mit,'Kt~A g pg,77 7g5 g4,g3 jj,7g jg_ jj 7,g5 g4_g3 ll,7g jg,ff 7gg g4f3 ff,7g ' TABLE I (Contd.) 0 3 E A L L DhM8L ES At40 ~ b! "f]E ALlowA6LES l 1 IAPPENDIX 3i j 5 PAGE 6 OF 10 [
s I I ALLOWABLE LOADS OF I/2"# RICHMOND INSERTS (EC6W) AND BOLTS TO BE USED IN INTERACTION FORMULAS FOR WALLS, SLABS & COLUMNS I: INSERT CAPACITY B: BOLT CAPACITY , T: TENSION S: SHEAR IN T SPACM M 22h OR WRE INSERT SPACING ON 20"C/C BOTH WAYS ^ BOTH WAYS (FULL CAPACITY) CONCRETE A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER THICKNESS A-36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH USED WITH INSERT INSERT USED WITH INSERT INSERT T S T S T S T S I 25 25 25 25 3/.3 27 3/.3 27_ j /2'OR Tl//CKER 8 28.//. -/ 7 G 7 56.2/ 26.51 28.// - /267 56.2/ 26.5/ l ~ TABLE I (Contd.) oBE ALLDk)A8WS, AtdD k 55E ALLO \\NABLES v L I i I x i 2 IAPPENDiX 31 -l ( PAGE 70F 10/
I ALLOWABLE LOADS OF I/2"fl RICHMOND INSERTS (EC6W) AND BOLTS.(IN l 3 CLUSTER) TO BE USED IN INTERACTION-FORMULAS FOR WALLS, SLABS l 8 COLUMNS IN 12" THICK CONCRETE [ I: INSERT CAPACITY Bt BOLT CAPACITY T: TENSION' S: SHEAR INSERT SPACING ON Itc/C BOTH ' WAYS INSERT SPACING ON 18"C#, BOTH WAYS 1 A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER INSERT PATTERN A-36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH USED WITH INSERT INSERT USED WITH INSERT INSERT T S T S T S T S I 22./ 22./ 22./ 22./ 2S 25 25 2S Two lNSERS g gg,,, 77g7 Sg,g, gg,.Sj gg,jj y7 gy Sg,gy gg,$p l I /Z29 /X 29 . /7. 29 /7 29 23.2/ 23.2/ 23.2/ 23.2/ l l Foup oo B 28.// /7.G7 5G.2/ 26.5/ 28.// /7 G7 59.2/ 2G.S/ l 'NSERIS ee I 15.24 /S 2d /S.24 /S.24 2/./G 2/. AG 2/.AG 2/.M S,y /NSERS a 28,// /7, g7 Sg.gj gg,S/ gg,// /7G7 $g, gj gg,5j eee E /2.57 /2.57 /2.57 /2.57 /2 83 /783 /783 /7.83 yfyg eee B 28.// /797 59.2/ 2G.5/ 28.// ./XG7 59.2/ - 2 G.5/. 1 SEAD l l TABLE I (Contd.) rapernoix si r " PAGE 8 0F 10 / j$ ese Au. cwa 6es A90 ofE A L M&>dSL ES L
!4 O O O ~. - ALLOWABLE LOADS OF 1/2"W RICHMOND INSERTS (EC6W) AND BOLTS.(IN CLUSTER) TO BE USED IN INTERACTION FORMULAS FOR WALLS, SLABS i a COLUMNS IN 16" THICK CONCRETE l I: INSERT CAPACITY B: BOLT CAPACITY T 8 TENSION ~ S: SHEAR l e INSERT SPACING ON IOt/C BOTH WAYS INSERT SPACING ON 12"C/C BOTH WAYS l A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER INSERT PATTERN A 36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH USED WITH INSERT INSERT USED WITH INSERT INSERT T 8 T S T S T 8 yo E 20.45 20.45 20.45 20.45
- 22. /
22./ 22./ 22./ l ZNSERTS g 28, // _ /7G7 56.2/ gg.5/ 28.// /7g7 SG.2/ 99.5/ E /G.05 /G.OS /G.OS /G. OS /8.G /8.G /8.G 18.6 poup /MER75 ee g pg,, ,7, g 7 gg g, gg g, pg,, ,y g y gg g, gg 5, S' y ee Z /4.59 /4.59 /4.59 14.59 /7.44 /244 /744 /744 /NSEAIS B 28.// /7G7 S 6.2/ 26.5/ 28.// . /7 G 7 SG.2/ 26.5/ ee yetc eee I /2.57 /2.57 /2.57 /2.57 /d.9 /4.9 /4.9 /4.9 /NSER75 l l 3 gg,ll 77 g7 Sg,g; gg.Sj gg,jj /7, gy Sg 2/ gg,5/ giyyggy,*,* *, l I /O.06 /O.OG /O.OG l0.06 /2.03 /2.03 /2.03 /2.03 8 28.// /7G7 SG.2/ 2G.S/ 28.// /7. G7 SG.2/ 26.S/ TABLE I (Contd.) Jappenoix 3 5 ssE ALLovdABLE AMD o g(,q tto v 4 gt/- (PAGE 9 OFIOj g;
O O O l w l b ALLOWABLE LOADS OF l/2"W RICHMOND.lNSERTS (EC6W) AND BOLTS l (IN CLUSTER) TO BE USED IN INTERACTION FORMULAS FOR WALLS, SLABS & COLUMNS IN 22" THICK OR GREATER CONCRETE I.: INSERT CAPACITY B BOLT CAPACITY T TENSION S: SHEAR, ' INSERT SPACING ON 10NC/C BOTH WAYS INSERT SPACING ON IfC/C BOTH WAYS A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER INSERT PATTERN A-36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH USED WITH INSERT INSERT USED WITH INSERT INSERT T S T S T S T S I 20.45 20.45 20.45 20.45 22./ 22./ 22./ 22./ l y /NSER m B 28./' /7 G7 SG.2/ 2G.5/ 2 8.// /7G7 56.2/ 26.51 I /G.OS /G.05 /G.05 /G.0S /8. G /8.G 18.6 18.6 mg /NSER M ee B 28.// /7. G7 56.2/ 26.5/ 28.// /7.G7 56.2/ 26.S/ ee Z /4.59 /4.59 /4.59 /4.59 /744 /7.44 /7.44 /7 44 37y I" ERN 8 28.// /7 G7 S6.2/ 26.S/ 28.// /7.67 59.2/ 26.5/ ee eee I /3./5 /3./S /3./5 /3./S /G.22 /6.22 /G.22 /G 22 y,gg INSER7s
- , *, g gg,77 77 g7 Sg,gt gg,57 gg,77 77, gy Sg.gf gg,St -
E //.54 //.54 //.54 //.54 /4.25 /4.25 /4.25 /4.25 giyyygy /NSERTS eeee g gg,y 77, g7 gggj gg,57 gg,y 77, g7 Sg,g, gg,St TABLE I (Contd.) f APPEn0rx s1 SSE ALLoWA6LE6 ALID OSE A L Lo4)MB6ES PAGE 10 0F 10 R
_-_=. . ~. - -. I l i 1 I SS -30 i APPENDIX 4 1 i l l DESIGN CRITERIA FOR EMBEDDED PLATE STRIPS i
Gibbs & Hill, Inc. Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4. Page 1 of 22 APPENDIX 4 DESION CRITERIA FOR EM3EDDED PLATE STRIPS
1.0 DESCRIPTION
Embedded plate strips are ASTM A36 steel plates, 3/4" thick and 8" or 10" wide, embedded in concrete
- walls, columns, sides of beams and the underside of floor or roof slabs and attached to the concrete by means of Nelson studs welded to the plate.
They are used to supp. ort hangers and other structural supports which are connected to the embedded plate by welding or by threaded Nelson studs. The design of the threaded Nelson studs and the weld at the connection to the (") embedded plate is the responsibility of the designer of \\/ the hanger or the structural support. 2.0 APPLICABLE REFERENCES 1. Manual of Steel Construction AISC 7th edition Embedment Properties of Headed 2. Design Data 10 Studs-TRW Nelson Division 2-77 i 3.0 CAPACITY OF EMBEDDED PLATE STRIPS FOR CONCENTRIC LOADING 3.1 Allowable loads on embedded plate strips are shown on sheet A4.1 and A4.2 for loadings acting at mid-spans between studs and sheet A4.3 and A4.4 for loadings acting at stud locations.
- However, as shown on sheet A4.3, the maximum allowable tensile load at the i
i extreme stud location on both ends of the embedded plate strip is reduced by 40 percent. For loadings acting between mid-span and stud location the allowable load shall be determined by linear interpolation. 3.2 Loading is not permitted on the cantilever portions of the embedded plate strips beyond the last pair of studs. 3.3 Allowable loads as shown on sheet A4.2 and A4.4 are -) valid only when loadings are placed within :3/4" of the l gj centerline of the embedded plate and only if the Nelsen I studs of the embedded plate are located at least S" from l l
,.,) V Gibbs & Hill, Inc. Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4 Page 2 of 22 a concrete free edge (i.e., openings, face of beam, etc.) in any direction. 3.4 " Pin Connections" shall be assumed for load transfer to the embedded plates. Only forces normal to the embedment (P) and forces in the plane of the embedment (S) may be transferred to the embedment. Moments due to cantilever action or from any other source may be transferred to the embedment only when the embedment is stiffened for the calculated moment. 3.5 The loading pattern on sheet A4-1 and A4-3 assumes that the embedment is loaded at the midpoint of every span between pairs of studs for A4-1 and at every pair of studs for A4-3. In cases in which the load is distributed on more than one cair of studs, the full [~N normal load (P) and only half o'f the plane load (S) \\- should be considered when using the figures on sheet A4-2 and A4-4. 3.6 For capacity cf embedded plate strips for leads acting on stud line see Cases 3 and 4 (A4-5 through A4-9) 4.0 CAFACITY OF EMBIDDED FLATE STRIPS FOR LARGE ECCENTRIC LOADING 4.1 Tension and shear forces generated on the stud anchors by loads applied eccentric to the supporting stud group should be calculated to insure no failure of the stud
- anchors, 4.2 Ultimate tension and shear capacities of the stud t
anchors shall be taken from reference 2 of this Appendix. 4.3 The number of participating stud anchors may be increased by welding stiffeners to the embedded plate strips and to the support structure to ensure that the loading is spread to all the selected stud anchors. The embedded plate strip shall be checked for bending and shear. <~ 4.4 Steel cla:e material is A-36 Nuclear Safety Related as ()x defined' on Drawing 2323-S-0786 for embedded plate details. i l 1 r-- r.- .--.m
Gibbs & Hill, Inc. Specification No. 2323-55-30 Revision 2 June 13-1986 j Appendix 4 Page 3 of 22 i 5.0 REDUCED CAPACITIES OF HILTI E7.PANSION BOLT - STRIP PLATE VIOLATING MINIMUM SEPARATION REQUIR_W NT 5.1 For calculational procedures see final pages of this Appendix. 9 J. e O ) O 9
m (^PAGE 4 CF 22 " ~ Y M* 4 nux,w sTuos o 8Nh' i ~ -t ' \\ '(TTF) C)' ~ o _3 _M% ' A 1fC ./ ".j r r ; n; y k 4.J -o... d- ' p" 32 Air "A ^ e = (w> PLANOR ELEVATION ~ 2 w, n%s. - sma 3a crre) y n i 1 } i --*b' -*si i " s' l 4 m, 6
- g. g.)
< r ,r < r er a cm, P P g.t g SECTION A-A CASE 1 l LOADINGS AT MID SPAN BETWEEN STUDS l NOTATION : P--- ATLWL APPuto TENtlCN W. e -- wTt.m Areueo me m uwo. TLISI cow ce.er>t ALLomE LCAOS CH E.WbiE.CCF_O PLATE.S O3 i 2S2.S SH. A4-I ,,,,-_.w.,
((APPENDIX 4 I PAGE 5 OF 22. O
- 7. _
1; g '(o.o;s7.1) 3(alo;su) G. ~ S. p 4. \\ g i \\\\ e. ~ 1. (26.6;1co) I n f n i i t i i e e i e g o. a. o. c. e.
- c. e. n.
- s. a so. ea. 44.. es.
S (KJPS) AliOWABLE EMBEDOED PLATE CAPACITY FOR COMBNED TENSION AND SHEAR LCADS INTERACTION DESIGN CURVE FOR LCWOINGS ACTNG AT MO-SPAN BETWEEN STUDS CASE i NOTATION: P--- Ac,Tuu APFue.O TMSON LCSC, D --- MTUAL APPUE.O Se.A;t, LM. f TL,j$ { cc,wcwe. PEm ALLOWAeLE LN CH EM2iDOE.C PL.ATEt Q
- e g n-
-- trac SH. A4-2.
~ F
- tf CAPPENDlX 4 12' W.
PAGE O OF2 = me) me 4-me > O s, > 5 M"w 5 h j J.# 9 _s " ue ?' Th b.l[ 0 Q ~ , t. WPQ 3* Bir ,r8 844.J L. o.. 3.e Y 3" CfR) PLAN on ELEVATION 0 2 %.'+ a'7 r.'ts. Ne tcN suos ,i, ,ii, ,i, ,ii, out, !!R. (TYP) Q 1 1 .L q y O "4 tJ--+* --*5 -*5 wa ',cou =* 1 r 1 r 1 r 1 1 r a om, 6,9 P P P %P cm W SECTION B-B l CASE 2 LOADINGS AT STUO LOCATONS NOTATON : P__ ACTUAL APPL 1E.D TE.NSON LOWD. S--- ACTLAL APPLIEC SHP AA M-gg COAANCME. PA ALLCMAlbLE LQAOS CN EM15E.CCtLO PLATES Ot* eme-e can % a,_ aim e,e
== E23 SH. A4-3 ,-e,.--.-,--..v -,y,y y, ,pyyg,m_.,..,.. _ _ _.,,,. _-,m.
(APPENOlX 4 PAGE 7 or: 22 g O 16. IG. ,.@0;1& 4) 017ti&.45) g- .N ft. - ^N K L n 6. h g. 4, L i \\ t I SMi 0.0) g, g !.I g,
- e..,4.
G. 6.
- c. ra.
14, is. 16
- 10. e?
m SE. A.LOWABLE EMBEDDED PLATE CAPACITY FOR COMBhED TENSION AND SHEAR LOADS INTERACTlON DESIGN CURVE FOR LOADINGS ACTNG AT_ . STUD LOCATIONS l l CASE 2 NOTATION : P-ETUAL APPLit.Q TENSON LOC. I S-- AC,TLWL APPLit.O tHM UEO. TL,lSl (DhWNCHE.P5A ~ ALUMWbLE L%O ON EME.DOED PLATES 05
== H25 SH A4-4
- * + - - -
w% e------,,ecy,,--m.,-----.---.--,w ....w,-.---n. --,w-,-,..,. - - - - - - - - ~ - -. - -. _ _ _ _ _ _ _ _ _. _ _ _ _ _ _ _ _
/ APPENDIX 4 T I .4f gsm* \\ PAGE S oF 22) I f!k_.
- .4"d --
r e PA1R OF STUDS <rrF.3
- .r l er.
no o .m O ~.; ; 4.og. -s n gai 9 [. $d 8 ;! y AV VA w u,t T vP.);'a M.' L, 6 ;)?, M crve. PCAN on ELEVATION 2-Vp7%*LG. NELSON STUCS CR EQ.(TYR) L L 1l k.........?t.. 1I - -** ' L au.' W O -ve/ ' - --*s ' i' vp 'vp VP COLUM 3 BEAM CR CEluNG ~ SECTION A-A. CASE LOADINGS AT MlD SPAN BETWEEN STUD 5 ON STUD UNE . NOTATION: P.l. ACTUAL APPUED.TENSICH LCAD TU 6l S... ACTUAL APPLIED SHEAR LCAD'. CCMANCHE FEAK , ALLCWABLE tcACS CN Og i ~ EMBEDDED PLATES l m m aum - e 4 g W /h. <i "T# i .-.1123' .sH.JK-5 - - ( - l f.:, ~ ' - < - < - ' = ' ~ '--' ~ -
~ 'l 1 [ APPONDIX 4\\ \\ PAGE, 9 oF 22./ 7- ~ L 4. w w 3, Q,, ~ g(0.Qt 1430 in3, % g,433) i T 2. e L (n Q C.,C.p. c, t. 4 E. 4. ElL 1 IM, N&. 16, 2Q, 22 14, 2G. ~ 7 S ( M S) 2 O ~ - . ALLOWABLE EMBEDOED PLATE CAPACITY FOR COMBINED TENS SHEAR LOADS. INTERACTION DES)GN CURVE FOR LOADtNG5 KTING AT MlO-SPAN BETWEEN STUD 5 CN STUO UNE 1 CASE-3 . NOTATION: p.,,. ACTUAL.APPUED TENSION LCAD 3- . ACTUAL APPUED SHEAR LCAD TU$1 " COMANCHE PEAK ALLCWASLE LoAc5 CN l suesocco e'AT55 Os u < 4 u n-~. -l " T."""" , Tic,. c .e
- .( j,l
--zs23 es:A4-G 3-' - -' J 5; - ~ ~ y l l 1
g o TMAXs APPENDIX 4 PAGE la cF S2. (TTR) ~ i I3-r PAim ce muon h(Tym y i i-u - a r 9 o {. Mm 1 2 0 ~ ". y- \\ y s ' O ffD -%~W. A/' it'. 4 ', if . W - g, r ~4 w .i Vt.ji j cr4 e 4 se.cr
- f,m v
me cum PLAN' en ELEVATION 2N+x7M1.s. wu m sTuce CR ECL.(TTP.) W WI. - W ? ne?, Y. $. ' k O-VF~ ~+* '= _ ve. ve ve - vo.secotus ,w arm c ct1 LING SECTION B-B CASE-4 I OADINGS AT STUD LOCATION ON STUD LINE NOTATIONf____ . P..'.~JC.TUAi : APPLIED _ TEN 5tCN LOAD E ! ACTUACAPPLIED 4 HEAR (CAD TUS CCMANCME PEAX ALLCWASW LCADS.Ct EMeEcoED PLATES Q g 6 ~ a,- we ~~ 2323 59 A4 'I = 4 ,,,, g- - -- = ; ~ '-, - (
'( AP'PGNDIX.4 % PAGE.11 op 22) o ~ uL 1 .E g . ft. 16 '53 v L g g i O. N g 4. \\ g, Ots,52.o,o) e, '. o, t. 4. s.
- a. c. 72. 4. is, sa. to, 22. 24. ts.
O . ALLOWABLE EMBEDDED PLATE CAPACITY 'FOR COMBINED TEN 510N ANC SHEAR LOACS INTE.PJCTION DESIGN CURVE FOR LOADINGS ACTING AT l STUO 1.OCATIONS OM' STUD UNE _ CASE-4 i MTATION :_.. i LP ACTUAL
- APPLIED TENSICN.LCAD
.~S. ACTUAL APPLIED SHE.Nt LCAo _ TU S1 ccMANCHF., PEAK ALLOWABLE LOAo cd O g EMBEDOED PLATES t n n-- aus -==:.-- . 2323 SH. A4 -
- -l;l l
- -- " Z
/ APPENDIX 4 NOTF \\ PA CE 12e F 22. O) F THE LOAD Ots IN SETwtEN THE CENTER LINE cr Pt.ATg ' AND THE STUC LINE, NTERPOLAT)CN MAY BE MADE BETWEEN .O coa =<=rowetas *=^r** Awo<o= co=wu'Ar - .g s' <t 4L 'd d <L n .we. estou
- '.i 4
- I t
A .F 2 v; iv rg 7 r t , ses ' 44 L,l rs srp i i 8 ss , vs Y i .s .L 1 t t h .4 L6TUO hnat q (TYP.) CA4 2 4 A4-G) ocueLE NTER-(A4-4 4 A4-6) l JFRCM 55-50) _ PCLATICH R5dC ( FROM SS-Sc)
- F THE YARmTION OF LOAD LOCATION'13 IN TWC OtREC.TICHS DCUSLE INTERPCLATICH IS REQUIRED.
O .(23 to os cr+ =).Saite uC1. sE x Pciso l DEYONO STUC LINE TOWARDS EnGE . CF.THE PL ATE. (3) FOR ACotT1CHAL APPLICABLE NCrrES SEE l i TUS) ceuAucus etAx ALLOWA5LE LCAOS CN EMeEoCED PLATES g 4 e ~ -m m ~"T."*"""" (TM1J #1Q, t i il O
==l l-l- ~'" "'""'2 ['~ ~ ~ p323 $H, A4. - 9
=
l l
' _) Gibbs & Hill, Inc. Specification No. 2323-S5-30 Revision 2 June 13, 1986 Appendix 4 Page 13 of'22 Reduced Cacacities of Hilti Expansion Bolt-Stric Plate, Viclating Minimum Secaration Recurrement Calculation of the reduced allowable capacities for Hilti expansion anchors and embedded strip plates spaced at less than minimum separation requirement indicated in attachment 3 item 2 in Appendix 1 of G&H specification SS-30 (CE I-20 Rev. 8) Notation .6 d-Diameter of Hilti bolt (in) X Distance between Hilti bolt and nearest edge'of embedded strip plate (in) y Z Actual or estimated minimum distance between Hilti bolt and nearest Nelson stud of embedded strip plate (in) s Z=X+1.5 \\ Z Minimum distance between Nelson stud of embedded strip plate and Hilt; bolt for each to have 50% capacity (in) Zs=1.5-2.5d 2 Minimum distance between Nelson stud of embedded strip 2 plate and Hilti bolt for each to have 100% capacity (in) Zz=4.0+5.Od R Allocation ratio for distance "Z" R= d d+1.0 a Distance allocated to Hilti bolt (in) a=R (2-Zs) + 2.5d b Distance allocated to Nelson stud of embedded stip plate (in) b=Z-a b21.5" S.R. Separation ratio for Hilti bolt S.R. = a Sd R Tensile capacity reduction of Nelson stud due to separation TU requirement violation (kips) T' Allowable (working) capacity of Nelson stud in tension (kips per stud) S' Allowable (working) capacity of Nelson stud in shear (kips per stud) T Allowable design tension load for Hilti bolt, see Tables 1 A and 2, Appendix 2 of G&H specification SS-30 S Allowable design shear load for Hilti bolt, see Tables 1 A and 2, Appendix 2 of G&H Specification S5-30
. ~ a -- -. -. ..u. --.n. .- + 1 ( ) Gibbs & Hill, Inc. Specification No. 2323-55-30 1 Revision 2 June 13, 1986 Appendix 4 Page 14 of 22 T Reduced allowable tension capacity for Hilti bolt (kips) R S Reduced allowable shear capacity for Hilti bolt (kips) R P Actual applied cension load.on embedded strip plate (kips) j S Actual applied shear load on embedded strip plate (kips) i l 1 9 4 l l l l e t
/ APPDHDix 4 T. ~ \\PAGElSoF11J-W [ M.) TN W M SO (17M) STR/P PLATE l 1 P h f L 1 l a 1 1 1 o e q p j 'r Y NELSQYSt/D PDN on ELEk2T/QV ~ EDGEWEWBfDCW21 _ f $7R/P ACAff I 1r _i 4 o-t' .c N.8047 W; _Y + 4 1B userstsruo to -~v N/LT/SQL7 W - __' f$7/C L o c A rt a v o f s r w Lx47/avafsw ACTkNOWN kNOWN hOrAr/CM & N/477 8 04 7 o k seu srun an,,, l JRfCUCfC CAPActr/f50** N/Lf/ 8CL7-STR/PFLATTs YlCUT7NG M/N/MVM O$ CCAAMA17CHRfC///ACMAW7 woe., s >.m m ~~~ M =._~ i"* %= 29::>9 lSH. A4 - 10 ~
.,x Gibbs & Hill, Inc. (' -) Specification No. 2323-S5-30 Revision 2 June 13, 1986 Appendix 4 Page 16 of 22 FRCCZDURES Stec 1 Find out the distance 'Z' between the nearest Nelson stud of embedded strip plate and Hilti bolt. a) If location of stud is known, measure 'Z'. b) If location of stud is not known, measure 'X' where 'X' = distance between Hilti bolt and nearest edge of embedded strip plate Z=X+1.5" Steo 2 Determine whether spacing violation exists: A-(_) Min. Z req'd = Zs = 1.5 + 2.5d -if Z<Z, not acceptable, relocate Hil'ti bolt t -if 22Z =4.0 - 5d, both stud and Hilti belt are 2 fully developed therefore no spacing viciation exists and ne reduction is req'd. -if J. 5 + 2. 5d, s Z < A. C - 5d, v, 61 62 a spacing violation exists, proceed to step 3 Steo 3 Calculate the reduced allowable capacities of the Hilti bolt. R= d d+1.0 t l a = R(2-Zt) + 2.5d b = Z-a S.R. = a 5d Reduced allowable (working) capacity of Hilti bolt in tension and shear n I L
W (#) Gibbs & Hill, Inc. Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4 Page 17 of 22 T =T (S.R.) R A S =5 (S.R.) R A Steo 4 Calculate the reduced allowable capacities of Nelson stud. R = 12.4-2.5b (for 1.5 s b s 3.5) TU R = 28.9-7.2b (for 3.5 < b s 4.0) U Reduced allowable (working) capacity of Nelson stud in tension, ! f'i l T' = 9.95 - R u (kips / stud) T 2 Stee 5 Verification of embedded strip plate adequacy. A) Location of Nelson studs of the embedded strip plate is known. Case 1: Loadings (P&S) acting at midspan between studs; embedded strip plate is adequate when equations 1 and 2 are both satisfied. 2 2-1/2 l 5 + ? s1.0 (1) (6.75 107.16 G l I
Gibbs & Hill, Inc. Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4 Page 18 of 22 5/3 P 5 (2) S 1.54(T') [ /3 s1.0 + 17.92 Case 2: Loadings (P&S) acting at stud location; embedded strip plate is adequate when equations 3 and 2 are both satisfied. ~ 2 2 - 1/2 P s1.0 (3) S + 306.00 14.46 5/3 S + P 5/3 s1.0 (2) ( 17.92 1.54(T') O Case _3: Loadings (P&S) acting somewhere between case 1 ( and case 2 NSAY hM _ i ento wesmw (ast2). Q m' i e % z A M/D$ PAN (C4SFJ) k 1 9 ms y su swo wcarex<asf s r a q j zweronens w mer O
'Gibbs & Hill, Inc. Specification No. 2323-55-30 Revision 2 June 13, 1986 Appendix 4-Page 19 of 22 Calculation procedure: (1) Measure distance 'Y' (from nearest stud location to applied load P&S). (2) With known S (or ?) calculate allowable P (or S) for both case 1 and case 2 as per equations 1, 2, and 3, 2 respectively. (3) Interpolate by the use of either of the two following equations 4 or S. P case = P case + 3 ( 6 - Y) (P case 2 - P case t) Kips (4) 6 (Allowable) O SE S case = S case ( 6 - Y) (5 case 2 - S case 2) Kips (5) + 3 6 (Allowable) l l U
T Cibbs & Hill, Inc. Specification No. 2323-55-30 Revision 2 June 13, 1986 Appendix 4 Page 20 cf_22 (4) Compare P (allow) of case 3 (or S (allow) of case 3) with actual P (or S). 1 i ~ B) Location of Nelson studs of the embedded strip plate not known: Embedded strip plate is adequate when equations 1 and 2 are { both satisfied. i ( i I 1 2 l
N Gibbs & Hill, Inc. Specification No. 2323-55-30 Revision 2 June 13, 1986 Appendix 4 Page 21 of'22 ALLOWABLE LOADS FOR ADJACEN " SN.NS M'fMAX.) _ - a _c i (7YR) 3 e a j o h 50 $84N /A $ PAN / SPAN /B i w v L o / /\\ /\\ _9 i d A/ h N ~ 27z(D N.BCff a) Z' & Z" ara used here only for illustrative purposes. b) Z' < Z" and both 2' & Z" are bolt violations. c) The maximum capacity of the embedded strip
- plate, in particular span 1, is determined by calculating the allowable (working) capacity of the Nelson stud nearest to the Hilti bolt, (Z' in this case since Z'<Z").
d) If a load is to be placed on span lA, the maximum capacity deter =:.ned for span 1 may be used for span lA provided that no c her spac.ng v:.olation ex:.s:s for any other Nelsen stud supper:ing span lA. If another spacing violation dces e.xist, then cheese the smalles: Z d nension fer any one of the
') %d Gibbs & Hill, Inc. Specification No. 2323-55-30 Revision 2 June 13, 1986 Appendix 4 Page 22 of 22 4 studs of span lA to determine the load capacity by using the procedures cutlined on the preceeding pages. e) If a load is to be placed on span 1B, the maximum capacity of strip plate is determined by calculating the capacity of the Nelson stud located at Z" distance from Hilti Bolt, as illustrated above, provided that no other spacing violation exists for any other Nelson stud supporting span 13. Follow the procedure as mentioned above in note d if another spacing violation exists. e v
O SS -30 APPEN0!X 4W DESIC.i CRITERIA FOR E.MBEDDED PLATE STRIPS (A LTERNATEEE) [ 1 O I ( l (Attachmer:: to Westingho'use Document No. 10923 Transmit *:ed with WPT-8031 ard SD-433 Dated S/3/A6 f I 4
- O
1 et M
- O k
1 APPENDIX 4W DESIGN CRITERIA FOR EMBEDOED PLATE STRIPS 3 I 1 JUNE 3, 1986 Revision 1 i 0 l 4LO 4 C,,',wcIh. AUTHORS: ~ R. S. Orr , sv R. Condrac 1 k e e o H. P. Bonnet r f M. Mahlab l
Gibbs t. Hill, Inc. Specification No. 2323-55-30 Appendix 4W Page 1 of 14
1.0 DESCRIPTION
EmbeddedplatestripsareASTMA36steelplates,3/4"thickand8"or10" wide, embedded in concrete walls, columns, sides of beams and the underside of ficer or roof slabs, and attached to the concrete by means of Nelson studs welded to the plate. The design of the threaded Nelson studs and the weld at the connection to the embedded plate is the responsibility of the designer of the hanger or the structural support. 2.0 APPLICAELE REFERENCES 2.1 Manual of Steel Construction AISC 7th edition 2.2 Design Data 10 - Embedment Properties of Headed Studs-TRW Nelson Division 2-77 (. N 3.0 LOCATION OF AT*ACHMENTS ( 3.1 Attachments may be welded to the strip plate at any location provided that the centroid of the weld configuration is inside the stud area. For attachments that are welde'd on 2 opposite sides the centroid of each weld shall lie within the stud area. i 3.2 Attachments should be located to meet a minimum sp:cing of 12" between the center lines of attachments measured along the ceat:.r line of the plate strip (see Figure A4W-1). If this minimum spacing requirement is satis-fled each attachment may be evaluated individually. If the spacing is less than twelve inches the attachments must be evaluated concurrently as specified in paragraph 4.4 3.3 Allowable loads given in this sec' tion are only valid if the Nelson studs of the embedded plate are located at kast eight inches from a concrete free edge (i.e. ocenings, face of beam, etc) in any direction. O 1542s/238s:10A I l
l .Gibbs & Hill, Inc. Specifi~ciaticin' No. 2323-SS-30 '~ Appendix 4W ~ l' Page 2 of 14 } 3.4 Construction tolerance shall be considered during the design phase. l' Allowable loads are based on the eccentricity of the attachment center i line from the centerline of the plate strip. The design eccentricity shall be increased by 3/4" to provide location tolerance during construc- )> tion unless increased eccentricity is prevented by the one inch minimum edge distance of paragraph 3.1. 4.0 CAPACITY OF EMBEDDED PLATE STRIPS 4.1.The emcedded plate shall be evaluated for loads from all attachments or both stud capacity as specified in Paragraph 4.2 and for plate bending as specified in Paragraph 4.3. Where attachments are located closer to each other than twelve ir.ches attachments shall be evaluated concurrently as. specified in Paragrah 4.4. If the attachment is located less than 4 inches from the end of the strip plate, the allowable stud tension loads shall be reduced by a, factor if there is an adjacent strip plate. S' equals -the distance between the end studs of the 2 plate strips, see Figure A-4W-3. Note that the shear capacity does not require reduction as long as a 3 inch spacing is maintained between studs. If the end stud locations are not known the attachment weld centroid or centroids must be located at least six inches from the plate end, otherwise 5 must be asrumed to equal the minimum possible spacing ofi3". Loads applied tc the attachment are designate.d t. f. F F,M,M, y 2 x y Mz, (kips or inch kips) with z normal to the. latt e W y parallel to the plate center line. 'A' is the minimum dimension of the attachment cross-section..; hen a base plate is used, 'A' is the dimension from the compression face of the attachment member to the tension weld between the base plate and the embedment. 'Ex' is the eccentricity of the attach-ment center line from the center line of the plate. O 1542s/238s:10A ~
Gibbs & Hill, Inc. specification No. 2323-ss-30 Appendix 4W Page 3 of 14 4.2 Studs shall satisfy the allowables defined by the following equations: Stud Tension: T = (0.5F + 0.16M,)(1 + 0.4E,) + 0.2My (1 + 0.2E,) s z M F ]1/2 2 f) ' Stud Shear: V 1/2 ((F + + = s x Interaction: ( )S/3 .( )S/3,5 1 I 4.3 Plate stress shall be evaluated for attachments with minimum dimension less than four inches and shall satisfy the allowables defined by the follow.ing equations. ft = 0.375 Vs f.= 2.4 (1 .10A) (1 +.2Ex) Fz 2 ~ f3 = 1.1 (1 .15A) (1 +.07Ex) Mx f4 = 0.9 (1 .15A) (1 +.2Ex) My f=f1+f2+f3+f4 f < 27 ksi 4.4 For attachments A and B located closer than twelve inches apart at spacing 's', calculate the stud loads (T a, Tsb. Vsa. Vsb) and maximum s plate stress (fa. f ) using the equations given in 4.2 and 4.3. The b combined stud loads (Tse Vs) and plate-stress (f) calculated from the following equation should then be checked in the stud interaction ecuation and against the allowable plate stress. Ts = Gepater of (Tsa, Tsb) +(12 - 5) x lesser of (Tsa, Tsb) 12 .Vs = Greater of (Vsa. Vst) +(12 - 5) x lesser of (Vsa. Vsb) ~ 12 f = Greater of (f a. f ) +(12 - S) x lesser of (f as f) b b 12 O 15a2s/238s:10A
Gibbs.& Eill, Inc. Specification No. 2323-SS-30 Appendix 4W Page 4 of 14 ~~ These expressions assume that the higher leaded attachment is located at the most critical location. The influence of the other attachment is then obtained using linear interpolation between zero influence at twelve inch spacing and absolute summation at Zero spacing. 4.5 The numcer of participating stud anchors may be increased by welding stiffeners to th3 emcedced plate strips and to the support structure to ensure that the loading is scread to all the selected stud anchors. The embedded plate strip shall be checked for bending and shear. 4.G Steel plate material is A-36 Nuclear Safety Related as defined on Drawing 2323 0786 for embedded plate details. O l / l O 1512s/23Ss:10A
G.ibbs & Hill, Inc. ' Specification No." 2 3 2 3-S'S-3 0 " ' ~ O ~ Appendix 4W Page 5 of 14 ) <C r cm ir 1-1/:" 1.U2" M z-2: I 5 .s I I I e _ _. -_e _ 4 __ - i :t m N W! l I zc slE e - -- - e - c-- l l lM 5 1 i &l - .E T p.) (.- T g -e 1 I C-- m -e-c w L ~ -1 d O s l l ai a =o m a I m z c I N 5 a u g .===l-, 6 52 Ex 5 (= 12" MIN. FOR -e-* -O-e INDEPENDENT C - ~ '- EVALUATION) t E 4 i_ s R3 ~ L sa E* D= --e - - - e -
- J -C- -
l i 55 Lw o Mlg-e s i k5 3 T.o
- El, gzu g
, O ~
Gibbs & Hill, Inc. Specificati6n~No. 2323-55-30 Appendix 4W Page 6 of 14 5.0 REDUCED CAPACITIES OF HILTI EXPANSION BOLT - STRIP PLATE VIOLATING MINIMUM SEPARATION REQUIREMENT 5.1 The reduced allowable capa. cities for Hilti expansion anchors and embedded strip plates spaced at less than minimum separation requirement indicated in Attachment 3 item 2 in Appendix 1 of G&H specification SS-30 (CE I-20 Rev. 8) shall be calculated using the following procedure: 5.1.1 Notation (see Figure A4W-2)
- d Diameter of Hilti bolt (in)
X Distance between Hilti bolt and nearest edge of' embedded strip plate (in) Z Actual or estimated minimum distance between Hilti bolt and nearest Nelson stud of embedded strip plate (in) Z=X+1.5. Minimum distance between Nelson stud of embedded strip plate and Hilti Z1 bolt for ea,ch to have 50% capacity (in) Z =1.5+2.5d. i l . Zz Minimum distance between Nelson stud of embedded strip plate and Hilti bolt for each to have 100% capacity (in) Z =4.0+5.0d. ~ 2 R Allocation ratio for distance "Z" R= d d-1.0 a Distance allocated to Hilti bolt (in) a=R (Z-Z ) + 2.5d 1 b Distance allocated to Nelson stud of embedded strip plate (in) b=Z-a b>01.5" S.R. Separation ratio for Hilti bolt S.R. = __a_ Ed RTU Tensile capacity reduction of Nelson stud due to separation requirement violation (kips) T' Allowable (working)' capacity of Nelson stud in tension (kips per stud) S' Allowable (working) capacity of Nelson stud in shear (kips per stud) Allowable design tension load for Hilti bolt, see Tables 1 and 2 TA Accendix 2 of of G&H specification 55-30 1542s/23Es:10A
_= { l Gibba's Hill, Inc. Specificaitiloh' No. 2323-SS-30 Appendix 4W [ Page 7 of 14 SA Allewable design shear load for Hilti bolt, see Tables 1 and 2 Appendix 2 of G&H Specification 55-30 Tg Reduced allowable tension capacity for Hilti bolt (kips) SR Reduced allowable shear capacity for Hilti bolt (kips) P Actual applied tension load on embedded strip plate (kips) S Actual applied shear load on embedded strip plate (kips) e 4 ) O 9 e 9 O l l 1542s/238s:1CA
Gibba & Hill, Inc. Specification No. 2323-SS-30 Appendix 4W Page 8 of 14 V 12"(MAX.) 3 TYP. 3/4" THICX EMBEDDED /STRIPPLATE e e c = e C O e e 3-y h L NELSON STUD ,0 PLAN OR ELEVATION EDGE OF EMBEDDED STRIP PLATE a v Z Z s C /
- tH. BOLT /
1.5" z NEAREST STUD TO g d HILTI BOLT Cl STUD _ LOCATION OF STUD LOCATION OF STUD l NOT KNOWN KNOWN NOTATION O b HILTI 80LT FIGURE A 4W-2 9 artson stun 1
i Gibbs & Hill, Inc. Specification No. 2323-SS-30 Appendix 4W Page 9 of 14 5.1.2 Calculation Procedure Sten 1 Datermine the distance 'Z' between the nearest Nelson stud of embedded strip plate and Hilti bolt. a) If location of stud is known, measure 'Z'. b) If location of stud is not known, measure 'X' where 'X' = distance between Hilti bolt and nearest edge of embedded strip plate Z'=X+1. 5 " Sten 2 Determine whether spacing violation exists: Min. Z required = 21 = 1.5 + 2.5d -if Z<Z, not acceptable, relocate Hilti bolt 1 -if Z>Z =4.0 + Sd, both stud and Hilti bolt are fully developed 2 therefore no spacing violation exists and no reduction is required. _gf 1.5 + 2.5d < Z 4 4.0 + Ed L1 42 a spacing violation exists, proceed to step 3 Stem 3 Calculate the reduced allowable capacities of the Hilti bolt. o+.0 a = R(Z-Z ) + 2.5d 1 b = Z-a S.R. = y 15a2s/228s:10A
Gibbs & Hill, Inc. Specification No. 2323-SS-30 Appendix 4W Page 10 of 14 Reduced allowable (working) capacity of Hilti bolt in tension and shear Tg = TA (S.R.) SR"SA (S.R.) Steo 4 Calculate the reduced allowable capacities of Nelson stud. RTU = 12.4-2.5b (for 1.5 5b$ 3.5) RTU = 28.9-7.2b (for 3.5 5b $ 4.0) Reduced allowable (working) capacity of Nelson stud in tension. R T'=9.95-h (kips / stud) O 4 l l l l O 1542s/238s:1ap t I
I Gibbs's Bill",'Inc. Specification No. 2323-55-30 Appendix 4W / Page 11 of 14 Step 5 Verification of embedded strip plate adequacy. A) _ Location of Nelson studs of the embedded strip plate is known. Use the reduced allowable (working) capacity of the stud in tension in the inter-action equation of paragraph 4.2 for all attachments within spans 1. lA and IB (see allowable loads on adjacent spans, pas 12). B) Location of Nelson studs of the embedded strip plate is not known. Use the reduced allowable (working) capacity of the stud in tension in the interaction equation of paragraph 4.2 for all attachments located less than twelve inches along the plate strip from the Hilti bolt. O ICNE CF 2:F E ;CE I 12" 12" hHILTIBOLT O 1542s:10A
Gibbs & Hill, Inc. Specification'No. 2323-S5-30 Appendix 4W Page 12 of 14 ALLOWABLE LOADS FOR ADJACENT SPANS
- ~2 l 12" (mx.)
{ ~ (TYP.) e e 6 SPAN 1A SPAN 1 $ PAN 18 \\ n o - /\\ TN h ""5 " z-z- l 2 $TJD H. BOLT i ( l a) Z' & Z" are use'd here only for illustrative purposes b) I' < Z" and both I' & Z" are bolt violations c) The maximum capacity of the embedded strip plate.in particular scan 1, is determined by calculating the allowable (working) capacity of the Nelson stud nearest to the Hilti bolt, (Z' in this case since Z' < Z"). d) If a load is to be placed on span 1A, the maximum capacity determined for f span 1 may be used for span 1A provided that no other spacing violation exists for any other Nelson stud supporting span 1A. If another spacing violation does exist then choose the smallest Z dimension for any one of the four studs of span 1A to determine the load capacity by using the procedures outlines on.the preceeding pages. O 1542s:10A .~.-
I Gibbs & Hil.1, Inc. Specification No. 2323 -SS-30 Appendix 4W O Page 13 of 14 e) If a load is to be placed on span 18, the maximum capacity of strip plate is determined by calculating the capacity of the Nelson stud located at Z" distance from Hilti Bolt, as illustrated above, provided that no other spacing violation exists for an other Nelson stud supporting span 18. Follow the procedure as mentioned above in note d if another spacing violation exists. ~ O l i l i 1542s/238s:ICA
Gibbs & Hill, Inc. Specification No. 2323-SS-30 j Appendix 4W Page 14 of 14 f h 'h 1 { i i l 8 9 S' O e 5 l i FIGURE A-4W-3 l l
i ( SS-30 APPENDIX 5 i DESIGN CRITERIA FOR EMEEDDED LARGE STEEL PLATES i k Y l 1 4, l l 4 P i O
d Gibbs & Hill, Inc. Specification No. 2323-SS-30 Appendix 5-Page 1 of 13 APPENDIX 5 DESIGN CRITERIA FOR EMBEDDED LARGE STEEL PLATES
1.0 DESCRIPTION
Embedded large steel plates are ASTM A36 steel plates, 3/4" thick connected to concrete walls and the under side of slabs by means of Nelson studs embedded in the concrete and welded to the-plate. They are used to support hangers and other structural supports which are connected to the embedded plate' by welding or by threaded Nelsen-studs. The design of the threaded Nelson studs and the welds at the connection to the embedded plate is the respcnsibility of the designer'of the hanger or other structural support. 2.0 APPLICABLE REFERNECES s 2.1 Manual of Steel Construction AISC 7th Edition 2.2 Design Data
- 10. -
Embed =ent Properties of Headed Studs - TRW Nelson Division 2-77. 3.0 ALLOWABLE LOADS ON EMBEDDED LARGE STEEL PLATES 3.1 For design purposes each steel plate is divided into four different regions: Cantilever, Exterior, Exterior
- Corner, and Interior.
There is an additional region called " Exterior Region Near Opening" if an opening in the steel plate exists. See-Sheet A5-1. Designation of regions is as.follows: Area A; Interior Region Area B; Exterior Region 1 Area C; Exterior Corner Region il' Area D; Exterior Region Near Opening Area I; Oantilever Region 3.2 Steel plate material is A-36 Nuclear Safety Related as defined en Drawing No. 2323-S-0786 for embedded plate details. ees w se e. wed ww -e m >* e %;m
1 !A i k/ Gibbs & Hill, Inc. Specification No. 2323-SS-30 Appendix 5 Page 2 of 13 3.3 For allowable tension and shear loads at any location of each particular region of the steel plate see Sheet AS-2 through A5-4 and Sheet AS-8 through A5-10. No loading is permitted in the_ cantilever region except if special design is made for adequate load distribution. ~ 3.4 Stiffners may be used between the attachment and the plate for load distribution in order to stay within the allowable loads defined on Sheet A5-2 through A5-4 and Sheet AS-8 through A5-10. 3.5 When moment is transmitted to the plate, the moment may be converted into a couple acting on the plate; the couple is calculated as the resultant tension and compression force of the distributed pressure acting on the plate due to the moment. The tension component of the couple and the direct tension load should be combined numerically. The resulting tension force and the simultaneous shear force should be used in g)s ( conjuction with Sheets AS-2, AS-3, AS-4, A5-8, A5-9 and AS-lO in order to ensure that the plate is not overloaded. Other design methods may be used if preven by analysis. 3.6 Weld contours of adjacent attachments, including auxiliary
- steel, shall be separated by 12 inches minimum.
See Sheet A5-5. For examples, see Sheet AS-6 and Sheet AS-7 for pin and moment connections to' the large steel
- plate, respectively.
3.7 a) Allowable load capacities for attachments smaller than 6"x 6" are shown on Sheets AS-2 through A5-4. b) Allowable load capacities for attachments 6"x 6" and larger are shown on Sheets A5-8 through A5-10. Attachments should be welded all around. Note: If the attachment is not square the smaller dimension of the attachment shall be at least 6". 3.8 For plate attachments larger than 16" x 16" the use of Sheets A5-6 through AS-10 may be too conservative. In these
- cases, the total tension and shear forces may be distributed to a few lumped force points along the tension welds.
Each lumped force point should maintain
( k/ Gibbs & Hill, Inc. Specification No. 2323-SS-30 Appendix 5 Page 3 of 13 a minimum of 12" from any adjacent lumped force point. The allowable load capacity shown on Sheets A5-2 through AS-4 may then-be used to check each individual lumped force. 3.9 If the attachment is connected to more than one region of the large steel plate the smallest al.*owable load capacity of these regions should be used. 3.10 Attachment dimension refers to the dimension of the attachment at the interface with the large steel plate. O O
l - l [(PAGE 4 of:' 13 jAPP i CANTILEYER REGION (AREA E) g,.. EXTERIOR REG 10N (AREA B)6'YR) l I H l /l. ggg bhW W UW.(T7C. MMMMME %-i NT EhtlCht.','.' ?[.' r T O DN gEA REGION _ REA,,I) 1 IWM4%%StTTE!44% T cI /l/ 1/ \\ .rCANTILEYER REGION / A e: =.El IEs7 rlL ym a. -2,.Ys40m(#Ott' l.W/A&W h i.'.h l.- it.. V,'8 o /... / ~ 9 11e t,N,&& p r.l l% w.n ] l .. - (. ;REGtoEfAf,EAAhilf f I T ll.'.-l '. ' **-1]O..'.-) i: :.l : -} l 7,_ PLAN OR ELEVATION . NOTES : Fic,. i
- 1. FOR ALLOWA&LE. LOAD CAPACITY.AT ANY LOCATION OF AREA A ; INTERIOR REGION,SEE FIG.'2. AND FIG.8.
AREA 5 ; EXTERIOR RE610N,SEE FIG.'3 AND FIG.9. AREA C ; EXTERIOR CORNER REdlON, SEE I=lG.3 ANO FIG.9. - AREA D ; EXTERIOR RE6 ION NEAR OPN'6.,SEE FIG.4 AND FIG.lO. . 2.THE. DIMENSION"Di IS THE FREE EDGE DISTANCE AS SHOWN. 3.FOR LOCATION OF STEEL PLATES SEE. DE/CD S-1643. ~~ 4.FOR NELSON STUD PATTERN SEE. DE/CD 5-1582_ TUSI 4 COMANCHE PE AK TYPICAL CONFIGURATION OF LARGE STEEL PLATES FOR 0 LOADED REGIO.N } - = ~ = l -- 2 323 SH. AS-f -n,.
[ APPENDIX E) 'l S QPAGE 5 OF IS O-11 (0.0.;10.,85) lL 3 (3.1 10.f,5) 5 8 % \\ S ,k N 3' x 98. 3 .v ( \\ A 4. h, \\ 1 1 O (ii.,2.;,..) a 0. I. 2. 3 4 5 G. 7. 8 S. 10. I1. 12. l ~ S (l(IF5) ALLOWABLE LOAD CAPACITY FOR COMBINED TENSION AND SHEAR reg. ATTACHMEN TS SMALLER THAN 6"x6" INTERACTlON OESIGN CURVE FO A LOADINGS ACTING AT INTERIOR REGION (AREA A) NOTATION FP--- ACTUAL APPLIEP TEMSlON LPAp
- S--
ACTUAL APPLIEt7 SHEAR. LOAD
- TU S COM ANCHE PEAK SEE sECTION 3.5 OF THIS APPENDi%
ALLOWA8LELDADSGNLMGE 5 TEEL 2'f0R ATTAGNENTS O5 SMALLER THAN fx 6" --2323 SH. A5-2 _i.
IAPPENoix Sh (PAGE G CF (3} a 10 i S. i 30.0 7.55) i 77. b N U NgEXTERIOR (AREA %)_ 5 l 1 T \\, 4 l (0.0 t 2.95) \\ a (
- l i
EXTERIOR CORMER - g h N i 1, (AREA C) 'MAi 4bo4 lO 0. O. I. 1. 5 4 5 G. 7 3 9. 10 I1 12. S (gips) l l l ALLOWABLE LOAD C APACITY.FOR COMBINED TENSION AND SHEAR Fog ATTACHMEN TS SMALLE R THAN 6"x6". INTERACTION DESIGN CURVE FOR LOADINGS i ACTING AT EXTERIOR REGION (AREA B) 4 ACTING AT EXTERIOR CORNER REGI ON (AREA C) ~ r G. 3 COMANgl TU NOTATION E& P _ ACTUAL APPLIED TENSION LOAD, S.. ACTUAL APPLIED SHEAR LOAD
- A 44 0 WA S4 E l 0A 0 5 0 # iA 4 E' i Oi
- SEE SECTION 3.5 OF THis APPENOlX. :
S# ALLER NA 2 T.,*_~ ~ ~._ -- i --2323 SH. A5-3 l
((APPEbiolx S)S PACE ~7 OF (S ~ O n .? 4 (0.0 \\ S.bb) f' qst 4 % g f0.0;7.53) k \\ \\ w n?' \\ \\ \\ \\ l 3' L \\ \\ \\ \\ \\ \\ ~\\ hDe ' 2' kDeA4" kDe=# hDe=8" = I i i \\ I 1 \\ \\ O ).ssio.o) L3.i o.p> k.43 g.o) icii.A3;o.o) 3
- i. %.
3. 4 2 .i. .%. A n.'s. S (k'iPs) i ALLOWABLE LOAD C APACITY FOR COMBINED TE NSION AND f SHEAR Fo R. ATTACHMENTS SMALLER THAN 6'k6" IN TERACTION DESIGN CURVE FOR LOADINGS ACTING AT EXTERIOR REGION NEAR OPNti.(AREA D) w:TH De=Ts4,d8 G. 4 Nowww p___ AciuAL APPLIED TENSION LOAP8 S... ACTUAL APPLIED SHEAR l.mP* TU COMAN PEAK 5 SEE SECi'\\ON 3.5 OFTH1S APPENOlX ALLOWABLE LCADS dNWGE srm e me ArrAcmrs 0-l $ HALL EA; THA Al 6"x 6" g=
==2323 SH. AS-4 1
f APPENOlx ST (PAGE 8 OF 13/ ' C' L 1 'W A Le 3. wued M.lm.w. t-l l E! N LI S $ ^- M W_J l ~g i "5A. 4 4 l 5A = 2 e r u 'I o I ll l l i .-s. PLAN OR ELEVATION NO TE: L FOR ANYSUP70R7 WHEME ONE A7TACHMEN7 /$ /W TfW&10W Allo CNE ATTACHMENT /6 INCCMPAE66k;W, THE MlW. /2'SffA' KAT/CW CRITER/A (d) KEFERS 70 THE D/STAMCE DETWfHM THE WELO ef THE 0 72NS/0Al ATTACHMENT 70 THE CENTERLINE OF THE CCHFR13610W
- ATTACHMENY y(
g y I n,. ~d= W ra' f td. e' / tN. ~ ;.pg ' = ' ' e j iv Y t. l _lw._] : h -n u SECTION 5A-5A clGUR 5' Tuei mm m MINIMUM CLEAR DISTANCE (d) BETWEEN O;, ADJACENT ATTACHMENTS ' *y * **".*1 a. Honn,
====m. -- 2626 SH. A5-5 . _ ~.. _. - - -. - _ _ _, - _ - -
/APPED4 DIX ST EXAMPLE 'l s Acc e or 13/ P O HAW 4ert Ar exterzice. eewim ( AceA e) or tAese steet eure gWALL DE cEILIMG m m m m @- x. f l-:D u ac,A . L, ymo Ls= ( a,g t h-h cwAauet i HAuc.ea g PLAN CE. ELEVATICM i Nt -r-4 1 ^ l O (" rs_ l f 1 C C C C WW V ~ icuA4Wat SECTIOhJ GA-coa FIGURE Co C055T'104 e 17 9 * (,.o" AMD S = 3.c" 15 T'H E LAr2GE. l tras4 ft. ApeddAfE.7 j DCLUTioM s Mi2CM FICaORE. 5 Pc6.O* 5 A L LewAt t.a.
- 5.5 5 > ~6.0 ".
C' K-T U 51 c e u A W c a e f* E A w. Aus, R.15 Aos.cuArt..
- ' " "
- c7 '
- O'b TO LATECgE 5TESL Pt.,ATP l
. gog,3 = = 1.M 6 SH.AS G
,,r_
-n,n
f (APPENOix 5)\\ EXAMPLE F1 pass io cm i3 WANGER AT NTEE R EEdl N1.AEEA A) F LAEdiE 6 TEEL PLATE, O i M6E R c4m CEILIWG e, m m ,,,m M WALL _ p ho ! T_ .h....'s '. hwp.p a g j ' g j '7x nff' F '?'**-))2 7A
- L@'.[g 1
r t....- t, ~
- 5...g y Mn k.
i 4 P h sscrim - b W 6E4T10N t HAwoan. 30.NGEE l -s sectios u-7A PLAN OR ELE.VATION
- FIGUEE, 7
GUESTION : [F 6 = '2.O k, P = '2. 05 t =.%(," AND a.
- 10' 16 THE LAtsE O
=TcEt etxTo AoE.cuATE z I SOLUT10N : RT WE.LD A'. 6HE.AR : SA =__ M = "2.0/2 m1.0" TENStON.DUE To CANTILEVE.E MOMENT l PA P4- {D (*zXe.5XI 7.1. a,# ' TEN 510N DUE, To DIEECT' TENSION LCAVTPA PA" = F/z. ' 1.0" = EE60LTANT TEM 610N[EE.T 4 IPA = VA & Pi = 8.4 FEOM P'l C,U E E. "Z S a M = 5. 4." >$ t.o" o.K. AN$: Fh 15 ADEGUATE. 4: IF PA' < PA' THE.N THE. EE.5ULTANT TE.N610N IPA = F + PA' f gg ccMAHcME. PEAK MOME.NT CONNECTION To LArtc7E STEEL PLATE ~ = - - ._.. s e s c - 'Irzt SH. A5-7
/APl*Eb4 Dix 5 (r96GE IlCF 13j) O i4 "i /- QO.0; 12.2) g3 l Y sI1 6) lg \\ ll \\ 10 \\ S G
- n. 8 3
- 7 L
b# g
- a. 6
\\, 5 \\ 4 3 2 i O (ie s >.aON o O I 2 34 5 6 7 8 9 10 11 12 i3 A l'5 l'6"l7 IB 5 (KIPS) 1 i l ALLOWABLE LOAD C APACITY FOR COMBINED TENSION AND SHEAR - Fos AT TAC HME N TS 6'x 6" O R LARGER l INTERACTION DESIGN CURVE -FOR I.OADINGS ACTING AT INTERIOR REGION { AREA A)
- G8 wrAriou I
P. _ ACTUAL AFFL/10 TENS /MLeAC* s - ACTUAL. AFFDID SHEAR 1440* -y9 COMANCHE PEAK 4 SEE SEC770N 3.5 Of 7'H/S APPEND /X ,ggny,gg,gg,pg9yg,ggg STEEL $ FOR ATTACNMENTS 02 0F 6'wG A ND LARdfK -- 2323 SH. AS-8
f (APPs4cix 5 Pwa2 raoF 13 16 o-13 12 1I l0' gg _fCO,82,6) f ExTERIant (saEA g) i 8 n.g8 V7 i
- n. 6 m
Y l 5 f(OO,3.75) \\ 4 ) 3 1% TEM /CA C0KWEK (AMEA C)' Q6.Op3.09)J \\ i \\ i O (55*N O O I 2 34 56 7 8 9 1011121314151617181920 S ( KIPS) ALLOWABLE LOAD C APACITY FOR COMBINED TENSION AND i SHEAR Fo R. ATTACHMENTS 6'x 6* OR LARGER INTERACTION DESIGN CURVE FOR LOADINGS l ACTING AT EXTERIOR REGION (A RE A B) AND ACTING AT EXTERIOR CORNER REGION MREA C) \\ G9 norAnow F - ACTUAL AffL/ED 7' N6/0MLQ40* E l 3-- ACTUAL APPL /ED $NEAR LDAD * 'y Q COMAh CHE PEA K 5-SEESECr/CN 3.S Of" TH/9 APPEND /X l ,,,,y,,, g g,pg pymg i srff4 4 FQK ATTAQWENT6 l \\m)* offar AND LAR6fK eee. a me m,,., poyg . 2323 SH.AS 9 1 I
(AFPENoix sT PMiEYboriSJ ,g O I4 q f(4.7; 12.3) ,3 \\D.013.6). A a f(10.0,12. 2) 3 \\@.5;12.6\\T S \\ \\ \\ g3 r@ 4 8.8) \\ \\ -N &g N /(1.85;7.28) \\ \\ \\ 5, y \\ x x i \\ \\ \\ a- \\ 1 \\ \\ 3 ) ( \\ \\ 4 w 2-De 4-a e s-a i D -s-3 \\ \\ 2 $.76 0.0)- ) \\ 3 y O -ca.92,6.0) ( c4.e,0c)x .ucis.e,Oo) ~ O I 234 SA7 3 "9 10 l'l d l3 14 15 16 l'7 l'8 l'9 20 S ( KIPS) ALLOWABLE LOAD C APACITY FOR COMBINED TENSION AND Fost AT TACHMEN TS 6'k 6" O R LARGER SHEAR INTERACTION DESIGN CURVE FOR LOADINGS ACTING AT EXTERIOR REGION NEAR OPND. (AREA D)WITH De 2'4'G'A8" r G.10 N 0 7A T/0Al F-- ACTUAL AFFL/fD TfWs/QV 44s40* 6.- ACTUA L AFFL/fD $N/AK ADAD* ~~U$ COMANCHE PEAK k, SEE SE'C7*/ON 3.5 Of*MS APPEND /X ,giny,gggigjoscyLAggs SrEEL At FOR ATTAGHENT6 02 0F 6'x6" AND LARGLA
- 2 ;_*2, ~ NONE
--2323 sH.AS lO
4 O.< SS-3o APPENDIX 5W DESIGN CRITERIA FOR EMBEDOED LARGE STEEL Pp TES l (ALTERNAre} i j O i 1 i \\' l (Attachment to Westinghouse Document No. 10923 l Transmitted with WPT-8031 Dated 9/10/85 ) 1 e O
- =- Gibbs & Hill, Inc. Specification No. 2323-S5-30 Appendix 5W O APPENDIX 5W, DESIGN CRITERIA FOR EMBEDDED. LARGE STEEL PLATES 7 i AUGUST 30, 1985 O AUTHORS: fuhucl b ..R. S. O rr o f$l , R. Condrac i l VERIFIER: W h D,.-s m6b H. P. Bonnet APPROVED: 7 de' d./ 0
- n. nanias
/ o
Gibbs & Hill, Inc. Specification No. 2323-SS-30 Appendix SW Page 1 of 6
1.0 DESCRIPTION
Embedded large steel, plates are ASTM A36 steel plates 3/4" thick connected to concrete walls and the under side of slabs by means of Nelson studs embedded in the concrete and welded to the plate. They are used to support hangers and other structural supports which are connected to the embedded plate by welding or by threaded Nelsen studs. The desig,n of the threaded Nelson studs and the welds at the connection to the emoedded plate is the responsibility of the designer of the hanger or other structural support. 2.0 APPLICABLE REFERENCES 2.1 Manual of Steel Construction AISC 7th Edition. 2.2 Design Data 10 - Embedment Properties of Headed Studs - TRW Nelsen Division 2-77. O 3.0 ALLOWABLE LOADS ON EMBEDDED LARGE STEEL PLATES 3.1 For design purposes each steel plate is divided into different regions: Cantilever, Interior and " Exterior Region Near Opening", if an acening in the steel. plate exists. (See Fig. AEW-1). Designaticn of regions 1s as follows: Area A; Interict Region Area 0; Exterior Region Near Opening l Area E; Cantilever Region l 3.2 Steel plate material is A-36 Nuclear Safety Related as defined en Drawing No. 2323-5-0786 for embedded plate details. OV l 1541s:1CA
i Gibbo & Hill, Inc. Specification No. 2323-SS-30 i Appendix SW Page 2 of 6 3.3 Loads on attachments on the interior region (Area A) shall be evaluated by calculating stud tension and shear loads using the following algor-ithms and evalu,ating these stud 1 cads using the stud interaction equation given below. Loads on the attachment are defined as Fx, F, Fz, y Mx, M, M2 with the 2 axis taken normal to the embedment plate. y 'a' shall be taken as the smaller attachment dimension but shall not be taken greater than 6". The absolute value of the maximum load shall be used. 2 2 + y M Stud tension: T = 20 F
- I 3
0 z a + 2 Stud shear: V ((F + 0.05 M )2+ (F +.05 H ) I 3 12 a x 2 y z ( )S/3 Allowable stud load's: ( )S/3 g g a 3.4 No loading is permitted in the cantilever region except if special design is made for adequate load distribution. 3.5 Attachment to the exterior region near openings is only permitted when the edge distance, De, from the face of the opening to the first stud line is known such that the extent of the cantilever region is defined. If De t 4" loads on attachments may be evaluated in accordance with paragraph 3.3. If De < 4" stud tension and shear load shall be evaluated in accordanc's with paragraph 3.3 and these loads shall be evaluated using the following interaction equation. Y ( G )5/3 (2. m 0, )5/3 s s < 1 /~'\\ U l-1541s:10A
Gibbs & Hill, Inc. Specification No. 2323-SS-30 f 3.6 Stiffeners may be used between the attachment and the plate in order to increase the effective attachment size to stay within the allowable loads defined in paragraphs 3.3 and 3.5. i 3.7 Weld contours of adjacent attachments, including auxiliary steel, shal.1 be separated by 12 inches minimum. (See Fig. ASW-2). This minimum spacing is also acclicable across butting lines between adjacent plates. 3.6 For plate attachments larger than 16" x 16" the use of' paragraphs 3.3 anc 3.5 may be too conservative. In these cases, the total tension and shear forces may be distributed to a few lumped force points along the tension welds. Each lumped force point should maintain a minimum of 12" frem any adjacent lumped force point. The allowable lead capacity of paragranns 3.3 and 3.5 may then be used to check each individual lumped force. 3.9 If the attachment is connected to'more than one region of the large steel plate the smaller allowable load capacity of these regions should be used. 3.10 Attachment dimension refers to the dimension of the attachment at the interface with the large steel plate. If the attachment consists of a structural member and baseplate welded to the sheet plate, the dimension a shall be the distance from the compression flange of the structural member to the tension weld of the base plate to the sheet plate (see Fig. ASW-3) l Lo l 15415: 10A l l.
Gibbs & Hill, Inc. Specification No. 2323-55-30 G Appendix SW V Page 4 of 6 INTERIOR CANTILEVER REGION REGION 2" [0 '4"(TYP) (AREA A) (AREA E) f I I I: d
- )
e e l l l 1 l ~~ o - o 10"MAk ~ I 0-o-C-o l i =7yp " i l l o - o - o - o - o -o - o - o -o o l l l C-0 -o-o-o-o-o-o-o-o e e i I i I \\,.\\\\.\\\\. _o_o o.,_ O I x - x 1 N \\ o -o o o o c l \\ \\ o -o \\ \\ \\- O c 0-o-4-o o C-o ) \\ 10" sl o o N Ac i 0 -C- ) i \\._ o _ d \\ OPENING N \\ o -o i \\ i ..h_ e \\ \\ \\ h h h h \\ 3 \\l\\ o o.__ g l i 1 i \\l l 0-0-o/ C - o - o % o -o o 0r % lf - EXTERIOR REGION CANTILEVER REGION NEAR OPENING (AREA E) (AREA D) O PLAN OR ELEVATION VIEW OF SHEET EMBEDDED PLATE FIG. A5W-1 l
i Gibbs & Hill, Inc. Specification No. 2323-55-30 Appendix 5W
- O '
Page 5 of 6 m w . < B ., r R p ' t,). 1. '.., b d g. c, g j f,r.t . '." i c.. i : ;,.1 La.<.B.<. .n..-g_..s.. .:,q _ e e s e.- I A I J l d 5At i 5A i, ( T l!l T* T F ~ l l -l l 1 l i i l I i I ~ l PLAN oR ELEVATION NO TE: i FCK ANY SUFFCRT Wh!XE CNE ATTACHMENT /$ IM YEWSICW N.0 , 0 C'NE AirJCHMENT /S /WC&M?RESS/CN., G'l MIN. If $! PARA T/CW CA/7EK/A (d) K!FERS TC THE O/ STANCE DETWE!M THE WELD Cf Td: .7 ENS /CU ATTA CHMENT 70 THE CEH7fR LINE CF THE CCWPRZJ6/CW
- AITACHMENT p, L
~ - l =. w A II", 9 os, y . e. rr O rt ', 4 i zg.
- m. - -d
' r. 4. 'Ii 3/4" PLATE I p..l Y g .i gl ll l M k_ %Q l SECTON SA-5A O l .IG. 15'4-I
Gibbs &. Hill, Inc. Specification No. 2323-5S-30 Appendix SW O' Page 6 of 6 4 WANGER AT INTI. Dog EE610N_(.AEEA A) 0F LAEGE STEEL FLATE CEILfhJG m ec wAu. - \\... e
- .m s
,. v\\*.- . ~.. u 'r ~ 1 7x e. ? y / t lh' d. Lewei "1 M P % sacrim HANcasa O ~ v PL AN 07 ELE.VATION 9 516E, Jt, k fi _t l i ,_ i _ i _. _- i -s ,\\l 1 T. i N [ g: ,v }l l u " -l LN srcron JuMGr.Z - 6E4 TION "CA "/A FIGURE A5W-3
l SS -30 APPEhTIX 6 l ALLOWABLE :.OAD CR:TERIA FOR 1-1/2" DIAMETER - A193 GRCUTED IN ANCHOR BOLTS e --. -, - - + ._,,w.p-e,_v... .,,.m,_ .r__.-,- ._,,m .-_m-..
,- m (v) Gibbs & Hill, Inc. Specification No. 2323-SS-30 Appendix 6 Page 1 of 1 ALLOWABLE LOAD CRITERIA FOR l-1/2" DIAMETER - A193 GROUTED-IN ANCHOR BOLTS For a single grout-in bolt installed.in accordance with precedure set forth in CP-EI-13.0-3-Rev.1, allowable load criteria is as follows: 1. Allowable Tensile Capacity a. Ultimate load condition - 105 Kips b. Working load condition 66 Kips 2. Allowable Shear Capacity a. Ultimate load condition - 69 Kips (em,) b. Working load condition 34.5 Kips s_/ 3. Cembined Tenszen and Shear a. Ultimate load condition V s 1.405 in.2 (Tensile stress area of _T + 75 Ksi 49 Ksi 1-1/2" Oiameter - A193 belt) b. Working load condition T + V 5 1.405 in.2 47 Ksi 24.5 Ksi Use allowables given for ultimate load condition when designing for emergency / faulted (service level C&D) leads and when design I is based en normal / upset (service level A&B) loads use allowables given for working load condition. The above criteria can be used for a group of 4 bolts and 6 bolts in a 2'-9" min. concrete thickness, provided a minimum spacing of 14 in. for 4-bolt pattern and 18 in. for 6 bolt pattern is maintained. In the event of, a) overlapping due to another anchor of a near-by supper: b) edge distance effect due to proximity of cpen ng (^' etc. above criteria canne be applied directly. Such situations should then be independently examined on a case by case basis.
5?.!;.c T ccoG) ... < w-.i 3p O E:5 6'. i f: w 5 0. p;GE 1 CF 2 m.gE PEAK STE7M "'CRIC STAT *CN
- g. SIGN GANGE ALTRI".A:"ICN ggg) (pag 3E INC::RPORA T. IN DESIG DCC:F.cc DCA NO. 15.338 R-1.
=FOR OFF CE AND
- i. sArs= rxm eme: n=
2. c,2c m :cR, mE.u CRIcIN..cES =. x,m.,cERING USE ONLY 3. =ts,2 m : A. APPI.ICABLE SPEC /DG/M.E;rt 2323-SS-30 FI I. 0 3. CE AII.S THIS REVISION VOIDS AND SUPERSEDES DCA-15.338 R-0 l Add Accendix 6. " Allowable load Criteria for 1-1/2"6 - A193 Grouted in Ancher Bolts" to the referenced soecification. O 3 5.11 Q $ f' E C EIV E D t G N 1 <> 10c A 4. SUPpoganc COC y.c r.CN: OCC;.:,iENT CQNTROI, y my,, GTN-576.,, , GTN-62137 Deletec Page 2 of Revision "U" of tais DCA per telecon cetween F. L. Se:xor ,,a P. Patel en 1-12-81 5. APP!C77J., SIG4AIURES: PP/ccp A. CRIGHTCR: h M ~ B. CESIGN REPRESDcATIVE: M < vin C I# C. C' SIGN IE7IN PRICR TO ISSUE-
- # '.O.^
M [: 6. VOICR RE*rc $AE X NO ?.4. MG 7. STANCARD DISIRISC:'ICN:
- a5 (C}uG2iAI.)
(1)
- 3. F. JONES-PROCUREMENT (2) cent.In cCINEERDG (I) oc c scR cRIG. CESIG' (1)
TS FOR ORIG. DESIGN (1) psg (1) tcA re m a-92 O CIVII. ENGIkudNG (1) 1
S P EC IFICATION 2323-55-30 O APPEND 1X 6 alt.OWASLE LOAD CR'i 5.R1A FOR lE"9 - A 19 3 GROUTED-IN ANCHO R ECLTS For a single grout-in* b~olt installed"ih
- c=rdance with procedure set forth in CP-C -13.0-3-Rev.1, allowable load criteria is as follows:
- 1. Allevable Tensile capacity -
a) Ulti=ata load condition - 105 Kips b) Working load condition 66 Kips j
- 2. Allowable Shear Capacity a) Ultimate load condition - 69 Kips bl Working load condition - 3 4.5 Kips
- 3. Cembined Tension & Shear.
a) Ultimate load c=ndition ??Ksi 4TKai Ng 1.405 in.2 (Tensile stress area of ihE-A193 b=l:; T ' V + b) Working load condition k 1.405 in.2 y_ + V 47Ksi 24.5Kai Use allevables given for ulti= ate load conditica -t.an designing for emergency / faulted (service level CsDL loads a.ud when design is based on normal / upset (service level A&B) leads use allowables given for working Iced condi:.iun. The above criteria can be used for a group cf 4 bolts and 6 bolts in a 2'-9" min. concrete thickness, provided a -i imum spacing of 14 in. for 4-bolt pattern and 18 in. f: 6 bcit pattern is maintained. In the event of, a) overlapping due to another ancac of l a near-by supper. b) edge distance effect due to proximity of opening etc. above criteria cannot be applied directly. I Such situations should then be independently ex= '.ed on a case by case basis. l DCA /S338 Revl - ~ Petye 2 g 2 m e ..m.
,n.. .s... .-.~ i-..... -, h ~~ T hy.. FAGE 1CF 3 .'n ?L . [;>-$. .. ;....1.- - w&;, ~,.,,1 - . -.,n. 3.,. -T. ....-s. w p - - - Sy.3.;#.gg.- CSNGE E9::EZ:CEI ? S -~~~ r + f. 2. DESIGi CHANGZ ADIS:RI2ATICN '-- II CnVNCEE FEAK SM ETECIRIC SMTICN ~.2 LL XM , - n...., - .. ~., ....~....;.,.... -::, l y .,m.,.- i .. ~ - ~- (WIII) (MID:DtEZE) BE INC::RPCRATm IN CESIGi ECCDEN:' .DCA 10. 15,338 w ~. ?* S-I 1. SAFE:T BEEATE CCC:: MENT: XX TIS - N3 ~. - - 2. C m CPPE XX CRIGINAL DESIGNER -y. . - g i-4..... . 7 ,s. 3. CESCRIPTICN: a.:..-. Q. -c. - c.,.. v. - T,' 4* ' Q;9... A. APPLICABIE SDBC/tMJDCCI21E2C 2323-55-30 RE7. 0 \\ ..s. ..~(."..i.. B.. ct.:1..I..Is 1. Add sheet 2 of 3 hereof to Aeoendix 3 of the. M. c- .. :$h::-. ...m. _ w...MM _y&yw" ~4.::.; a. referenced specification. 'me-' ~ - " " -~~ M., .. ~. +. '.W." 2. ~Kif#A66endfii'6' "Allewable t.oad Criteria for 1 1/2"9 - A1'93 Greuted in '...a.. ..s==-.... f:i.- Anchor Bolts", to the referanced seecification. ,...g.....:....,. .,. :Z. C.~ ..,.u%e&::.r..c .. &.. 4 ~ iT s .:.A..+-. - '. <. - :. ~<. 1: ..a...>=.. a. ..... :.a,..., o, .w.. .. ? j .-u ~. 4a.s.,- w - ,, a , e. n p i V c n w m .. r '.. a t y __-4ne e ', a e. m n.g. a +' 4. sarsCamn tCCCMEmrICN: 3 p E C EtV E J. u,, h GTN-57677, GTN-61623, GTN-62137 I 5. APPEVAL sIGwItmES: JCG/sgf 12-8-82 O (}. m,.9 CATE M 47-82 A. CRIGINAICR: B. DESIGi Rty.6 ENIATIVE f5M CATE N-8"N 6. VENDCR ':"'.ANSMITIAL Fiwai.D: YES NM NO 7.
- SUNCARD DISTRIEL"!CN:
e-i AR'.S (Original) (1) B.F. Jones-Procurement (2) CCA FCm 11-80 O Cualit f wNgir.eering (1)
- It
- u a. Tsev 7-62 O
TS fcr Orig. Cesign ( I) 1 West.i.t.cuse-Site . (1). ...-(1) Civil Engineering er,os - .,....... :.,,4, h.5,.
- [ * *
-. - - - -. - - _. -... ". _.,. a-.. t
- .. ". ; ef
.,.,. ;;.;* t.,., .. a,...
==s. , m., teep""'4 'r'U"JF"""'3r g.
SCA 15,328 ~ rW. 3./ ?
- 4.. f ] '
- ,'c.f.-6. Q w; d>&.
- +-a.
z.r.,. s P EC1F1 CATION 2323-55-50 w.;. Ny. j 1.u.g.G, 5 (r.n.... ., +.. ..?. s. ,. w...S. e..,,...n.u,,i.:.: ).~ - @..e,.... E-AppgNp tX 6-F..a. :r.,.., r:,..;* c.. n .g.. 3 .x ....a. ,......:. y.u. ..%.,6 Kuub E [.2.71 O ALLOWASLIC LCAD CR\\TT.RIA FOR' Wy 3 5 i e, Uf' SROUTED-lH Agegog SCLTS 5"],.{' ...My ~,... . ?.u.. ' =y.-. ' ",p
- 1...
... v . - ~
- ..'
- Q:. 3
>.iM.. ~... ~ r.' ~~ For a. single grout-in. bWe installed.E ' ~ 'accordance with procedure set forth in CP-EI-13.0-3-Rev.1, allowable load critaria is as follows: m.
- 72.......:. : b-.
g, 3.
- c. -
.n.w. f
- a..
n.w. t
- t. ".
~..;.I.hA11owabb3 Tansile capacity -. .C '..-- g.
- 'N -
.' #k - '.\\.M"a) Ultimate load condition - 205. Kips . i b. h.e, #- fW.t.'Ti$ lE! , Jjn.. -...x..,,,s b) - Working load condition _66. Kips . er y . p......v~Wg%..~M.. . g- ,. g::: sy. ..,m..,........ bs.:
- .2 a Allowable Shear Capacity -
-.g. a.3 _ s.z. F@J' , :$:r/fa)..Ultinate -load condition - '.r-.p,
- -7; 69 Kips
, 1,.:.;.g
- ,pt
....i. n.:.y.s -)...ii:;il.) b. wort hg load. condition - 3 4.5 Kips ~. v. .;. 01:..~7?ss T4-
- :. ' ~.:::M.ci" cv.
..: ~:.- - v:. : . ;.N ' - 1.13.:. Combined Tension & Shear .t. = O..m: v.u,. . :n...- ..'%i. a..). Ultimate. load condition a- ? ~
- i.
- 7. '.
~Y . m.. .~~ .G ? '., '..i.'T + v' -f.'..?7YKai 4TKs1 1.405 in.2(Tensile. stress area of 1 g-A193 t= ~~ ,j }. b). Working load. condition . {... ..M... :.T ~ + V-1.405 in.2 s ...47Kai 24 ' !:.*h,ws a m, n.5Kai Ji...: ,S...'..M...1
- /.
- '. * ~'
o. Use allowables given for ultimate load condition when designing for amargency/ faulted service level C&D) 1cada and when design is based on norm (al/ upset (service level Ar.n) loads s. . use.allowables given for working load condition. ~ The above criteria can be used for a group of 4 bolts and 6 bolts in a 2'-9" min. concrete thickness, provided a
M-"
spacing of 14 in. for 6 bolt pattern is maintained.for 4-bolt pattern and 18 in. In the event of, a) overlapping due to another anchor of a near-by support b) edge distance effect due to pro:cinity of opening ecc. above criteria cannot be applied directly. Such situatic:is should then be independently e.canised on a esse by case basis. t .1
- I:-*-
.v
_. _ ~.. _ _.. _ _ _ _ _. i j. SEISMIC DESIGN CRITERIA SAG.CP3 lR6 FOR CABLE TRAY HANGERS l l. i-I i 1 I i 1 t' APPENDIX 3 I (DELETED) DATA TRANSFERRED TO APPENDIX 2 h i-1,. 1 O. I fi a i i i I i f i I 1 i e i I t i i i 1091R i ~ - - -. - -,, -. _.
SEISMIC DESIGN CRITERIA SAG.CP3 lR6 FOR CABLE TRAY HANGERS l APPENDIX 4 Maximum Longitudinal Cable Tray Support Span ~ . 0) Note: This is a Gibbs & Hill document incorporated in the design criteria without any changes G 4 O ~, f r
STE AIGHT ROM g_ _SL)PPOf?.T5 Fol2 L044iTt.3DIWAL LCADl% ,j ic'-C' M AX. 46-o" M.AX. , C o s'~' N' D.J S =
- u
= T R. A Y l + \\ l ~ tcWcaiTOoWALg (pace,opc.o,yc. \\ 5 O F F O Pci (,Ty P.) ,f ~,- P L A NJ 4 0, O M A4. =. LC'.c V A%. F Oft d s 2 A 1 Fort W 50* s -c'. c M. Ax. i_ 2.d.o M As. ]F.sf2Wstf r a 1 S FACE & COC. 6caJC iT oo.4AL {.7g4y S.JPPorZT # 1 a i ..3;. s ) l PLAd i T U 51 C C M A V C " E # E a ~ 4c.*4A43EME NT C' LOW 3,rJc x '. a ,O 3 cc e'e ra<-v s :eror"* (nTRAIGHT RIJ54 s. g._ _... - p w e mer <=_ c 't ....,, g '~ ...,,,,..: = g s. e. sa 's O
SUPPOE.T5 F.orz L04GiTL>D!W AL. LoADid^G . L O WG T. NPF.D2T m g g,4y < L O 4 Ca T. u \\
- PC 4p.
5.:P DCf2.T D \\ I O FACEOF WALL ,V -- .4 F. so'.o urx. - s [, 4'.Cf(MM.)FOR UNIT 4 l 6'.O'{ MAX)FOR UNIT # 2 O, o .7 D LOO'T') is'.o' vix.. 30,77027 . p y p,) = LoaJGif. l SdP70iz.T ~~2 Av e 7- %. A ) FAC.E 0.8 %%t.t. \\ l g; \\_ [# PLAW i M s p t O =JG T" d' SJPPoCT (TYF.) i t o'. o' M.A x. = = (" P- ) L o.27 f o.JGif.5JFe o ( ( L ( X I (FACE OFWALL g y .. ~..... ~ 1 ci'.o"(MrN.) ro_R UNIT + t 6'- o"(MIN. FOR UN IT 4k 2 ) PLAN TO S I l co.vxwcwE pese l n. w42t erst or toscimo:': AL l1 l cp.at.e in.Ay CF PORTS w e giz e wrAi. ru s N i _! _ t. 2._! _a _ _.. ' l
- s. j 4
_, _a._. g._. _.._ ,,, m. m4,, j a j,; -u-,_;. ~ q y2 5 sa
- .n
. g,,;. -- . u _. - -. * * = = = = _ t ,---n,. ,_,n__. ,-.,..n.
NO. R 12 ONJ TA L. T E.E = _ - . 5 L3PPO ET5 FO2. LOVG )TL)DI.W AL L O AD: MG p L OdCalT. $0PFo.7.T g 6@i4 2 i2A4 J L E / v. k 2 / ^ I[ FM.E Oc WALL / \\ 1.6 O' MA.X. g (T Y P.) ~ l PLAU PA C S OF w'ALL m \\ l I \\1r--, C Lov rT. SUPPo2T M AY EE ~ ~ o 4:TTEp oy v5rtspicAT:Ca T12 AY.
- 2.6-C' M AX
} (TYR) LOUSG SUPPORT e f J (TYP.) ( .+ l 1 -/ \\ f = ACE OF WLLL g ) PLAM .,((O ~ c L o w G I T. N SuoPot 5 4 7. TRIAY N _) ( / ,j c.' - = ' . / l _..,..y., g,\\ r. ..-) TOSI
- 2 6. O. MAY CCHACHE PEAK e
l' \\ PLAU ARRA4GEVGNT Or tou,.itdoit/AL CAST.E T ftAY SUPPORTS } -.- J MonitowTAL T E E 3 f '> H +rs. 3.m, ,,,,. ~. NCN. C,IR; 7 i - '- -- ,,, q g gy 3, g - -~ t *. ...~ _, . z __.
M OR I 2 OklTA L Cf2055 ~ ~ su pp or2.T 5 FCC LOWG tTODN AL LOADfDs A: v l L OUGIT'. SUPPOR T "T'- (7YP.) i e_ a. s = (TYR) ~l n. L ) 3 F T1 E 5 T 2. AY P-a me I i.y e PL MJ Q) 4 g j Los%iT SUFPORT (TYP.) L3 e A 9 e m o y . q t ) af , x' 3 r ri e4 sa e I^ "? 'id-O' MW l (TY P.) ; o i. nb i w 2 '~ ~ Pc A W TOSI .CouAdCHE PEAK ARRigGEb4ENT OF 1.0w'a7UCS Oti CAbt,E TRM SUPPCRTS HORi2 0 NTAL CRO S S t.., _ y. y i ~ 'L .-..s, e y, g )..,- l 2523 5H 3.3 ~:l*'**,,'~,,*'*'**'~- _ =*=*... - -}}