Text

Rev 2 to, Structural Embedments
	ML20206T380
Person / Time
Site:	Comanche Peak
Issue date:	06/13/1986
From:	; GIBBS & HILL, INC. (SUBS. OF DRAVO CORP.)
To:	;
Shared Package
ML20206T195	List: ML20206T199; ML20206T207; ML20206T213; ML20206T220; ML20206T239; ML20206T255; ML20206T261; ML20206T309; ML20206T327; ML20206T345; ML20206T380; ML20206T388; ML20206T400; ML20206T407; ML20206T415; ML20206T423; ML20206T429; ML20206T435; ML20206T443; ML20206T450; ML20206T845; ML20206T849; ML20206T884; TXX-4987, Forwards Evaluation & Resolution of Generic Technical Issues for Cable Tray Hangers, Prepared by Ebasco Svcs,Inc & Related Repts & Procedures;
References
	2323-SS-30, 2323-SS-30-R2, NUDOCS 8610060233
	Download: ML20206T380 (10)
	v • d • e

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t ['~'[ Gibbs & Hill, Inc. N,j. Specification No. 2323-SS-30 Revision 2 June 13, 1986 Page i 4 STRUCTURAL EMBEDMENTS CON""INTS SECTION TITLE PAGE 4 1.0 . SCOPE 1 1.1 DRILLED-IN EXPANSION BOLTS 1 1.2 SCREW ANCHORS AND EMBEDDED PLATES 1 1 2.0-INSTALLATION OF EILTI EXPANSION BOLTS 1 2.1 GENERAL REQUIREMENTS 1 0.2 EXPANSION 3CLT SPACING 2 2.3 INTERIERENCE WITH STRUCTURAL 2 ] ) ,s _-.,OP~..._ e_- u. r.s.at Aav _ ss N,)i .l' ~ 2.4 CUTTING STRUCTURAL REINFORCING STEEL 2 2.5 SETTING EXPANSION BOLTS 2 i 3.0 INSPECTION 3 3'.1 INSPECTION OF EXPANSION BOLTS 3 4.0 REPAIR OF EXPANSION BOLT FAILURES 3 i 4.1 EXPANSION BOLT SLIPPAGE, LOOSENING, 3 PULLOUT OR FAILURE (RUPTURE, DISTORTION, DEFORMATION) 4.2 CONCRETE SEEAR CONE FAILURE 3 F S.O REPAIR OF DAMAGED CONCRETE 4 ? k ....e...-.

Gibbs & Hill, Inc. Specification No. 2323-SS-30 Revision 2 June 13, 1986 Page ii SECTION TITLE pAgg 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 t 6.4 DESIGN CRITERIA FOR EMBEDDED LARGE 4 STEEL PLATES 7.0 QUALITY ASSURANCE 4 f 7.1 SCREW ANCHORS AND EMBEDDED PLATES 4 7.2 DRILLED-IN EXPANSION BOLTS 5 + APPENDIX 1 CIVIL ENGINEERING INSTRUCTION FOR THE INSTALLATION OF HILTI DRILLED-IN BOLTS (CPSES INSTRUCTION NUMBER CEI-20, REVISION 9) APPENDIX 2 DESI5N CRITERIA FOR HILTI KWIK AND SUPER KWIK BOLTS l APPENDIX 3 DESIGN CRITERIA FOR SCREW ANCHORS DESIGN CRITERIA FOR EMBEDDED PLATE APPENDIX 4 STRIPS APPENDIX 4W DESIGN CRITERIA FOR EMBEDDED - RECV 2 j PLATE STRIPS (ALTERNATE) APPENDIX 5 DESIGN CRITERIA FOR EMBEDDED LARGE i STEEL PLATES I APPENDIX SW DESIGN CRITERIA FOR EMBEDDED LARGE STEEL PLATES (ALTERNATE) EEEEV $2 i- [ l APPENDIX 6 ALLOWABLE LOAD CRITERIA FOR l-1/2 INCH DIAMETER-A193 GROUTED-IN ANCHOR BOLTS l0 _-,a-,yqw- ---s r,,p-- gn,o ...m--- -,y,- --,m=.w +yy-,wn,,,.

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4 t Gibbs & Hill, Inc. Specifica-ion No. 2323-55-30 Revision 2 June 13, 1986 l Page iii 4 i The following DCA's have been incorporated into Revision 1 of-Specification 2323-SS-30 as follows: OCA No. Rev. No. Section No. i l 12411 0 Appendix 4 13194 0 Appendix 3 l 13215 0 Appendix 4 15338-1 Appendix 6 '5883 0 Sect. 2.5 4 t p*% i k i i a f 9 I l i ,f I l l l l t i l l l i ..--.'-..--.._..-,--,-..n..,,.. ..,,,-e,_, nn--n,.. ...__,_v-,,ww,r_mw._,.,... ..,,,,,,m,,,7---.., _n,--

1 /~T - Gibbs & Eill, Inc. (,) Specification No. 2323-SS-30 Revis:en 2 June 13, 1986 Page 1 STRUCTURAL EM3EDMENTS 1.0 SCOPE 1.1 DRILLED-IN EEPANSION BOLTS This Specification covers the design cr teria for the use of drilled-in expansion bolts and the requirements for furnishing all equipment, labor and materials necessary for the.installa 1oniof drilled-in expansion bolts in existing structural concrete. The drilled-in expansion belts shall be Hilti Kwik-Bolt and Super. Kwik-Bolt Anchors (including nuts and washers) as furnished by Hilti Eastening Systems. .u.--J.a ED.....L a e .. /. e%.Z'.L A A5' - -. e., tu O. L DL W. wnw w w This Specification covers the design criteria for the use of screw anchers and steel plates embedded in cencrete to which =iscellaneous hangers and other (~} structural supperts are attached. Screw anchors are Richmond Structural Connection Inserts as furnished by (_j 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 EXPANSION BOLTS 2.1' GENERAL REQUIREMENTS The . expansion bolts shall be installed in strict accordance with the installation instructions and procedures as developed and recommended by Hilti Eastening Systems and the requirements of this Specification. Where Hilti requirements conflict with requirements of this Specification, the Specification shall govern. 22 EXPANSION BOLT SPACING Unless otherwise specified on design documents, expansion anchors shall not be spaced closer 'than 10 anchor diameters. The =1nimum anchor spacing between two (2) unequal sized bolts shall be the sum of (5) respec :ve belt diameters as shown in Attachment 1 of Appendix 1 of this Specification. For expansion bolt v 4 s-

Gibbs & Hill, Inc. [ I Scecifica::en No. 2323-53-30 Eevision 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. .. -r.:.rr: r.4 .r. w;-:. c :n-* unnL e r n.a.rog -*gv-s...L 3 u ..s-- v --..w 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. - -. h O. , h,v,. -.s, e _-. _.r.- , h,, S. A dw-.-. 7V.%ne 3.k LL1 : nw. w... v Rebar cutting procedure, where permitted by the Engineer, shall be in acccrdance with CEI-20 (Appendix 1 cf this specification). -..c. e._. _ _ v is v- .e. :p =.s I ON ""v*o*.S ,s t\\ Expansion bolts -shall be se by tightening the nut to-the required torque value as given in CEI-20 (Appendix 1 of this Specification.) These torques are the minimum values required to obtain, without slippage, a ninimum 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 5. Torque values for other allowable tensile working loads shall be established by on-site testing 2.5.1 Setting (torque) verification of expansion 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. Torque must be obtained prior to nut bottoming out in the threads. raquency of verification shall be per applicable site T QA/QC procedures and instructions. s

e-a s en. r.... na w =. a,,A, g) Specificati=n No. 2323-55-30 (_ Revision 2 June 13, 1966 Page 3 3.0 INS?ECTION O. r.:Ah.s wh, -- S -.3 .u...e.. r -. v..-~.en 3 su-All installed expansion belts shall be visually inspected for proper sice, embedment length, and thread projection above

p of nut, and for possible cracks, distortions and damaged concrete.

4.0 REFAIR OF EZ?ANSION BOLT FAILURES All expansion belts that, during installation or after inspect on fail to meet the requirements of this Specifica:icn shall, be repaired as follows by the 00n:racecr, unless otherwise directed by the Engineer. 4.1-EX?ANSION BOLT SLI?? AGE, LOOSENING, PULLOUT OR FAILURE .,N. , c:. -: v. a,N I.- -...:..

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.--u. - e _r 4.v .s.- -w-. For concrete shear cone failure,.using apprcpriate 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 1/2 anchor diameters for Super Kwik bolts greater than the previous enbedded depth. As an alternate the expansion bolt may be relocated, however the damaged concrete shall still be repaired. I i' ' I 1

A 1 Gibbs & Hill, Inc. Scecification Nc. 2323-55-30 -s I) R'evision 2 June 13, 1986 Page 4 5.0 REPAIR OF DAMAGED CONCRETE Repair of damaged concrete shall be in accordance with Specification 2323-SS-9 and Appendix 1 of this Specification. 6.0 DESIGN 4 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 Specification, k 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 _RE.V E 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 SW of this -Rs.y 2 Specification. Appendix SW is a Westinghouse generated document. The design methodology, assumptions, procedures and results are provided in Westinghouse document WCAP 10923 dated 8/30/85. 4 i a e A

Gibbs & Eill, Inc. m (V i Specification No. 2323-SS-30 Revision 2 June 13, 1986 Page 5 7,C QUALI*"Y ASSUP.1d:CE i.,

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0o...c. e.,w -a::wDu : ... S . n ~. = Quality assurance recuirements for use of Richmond structural connection inserts and e= bedded plates shall be in accordance with site engineering procedures. REv2 7.2 - DRILLED-IN EX?ANSION BCLTS 7.2.1 MANUFACTJRER'S F.EQUIREMENTS 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 =anufacturer's organication. This certification shall state that the Hilti Kwik-Bolts and Sumer Kwik-Bolts I furnished under the purchase crder are manufactured in T accordance with Eilti Cataloc Surelemen: #E-390B, dated . j 4/77. In addition, the c e rtifi a'n' ion shall state the grade ef =aterial used, pa- -"-bars, and -"-ker cf each par number covered by the certification. All materials furnished may be subject to ccnfirmatory testing by the Contractor to assure that the cuality 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 en'gineering procedures, dEV f_ l l f I I ) g y. q m-,--.p.pey..-. g --a-,+4- ,u.-wu- -y7 v-1-. w.- + y --=

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BROWN & RDOT, INC. P2CCIDURE Lr rraiVE CPSES NUMBER REVISION DA*I PACI O. [9 12/16/83 1 of 12 CEI-20 /2-/S '83 TITLE: ORIGINATOR A Data M EID.BY: m m_,. M _ m jJ M-n-N - TNSTALLATION OF d t I" DEILLED-IN j .b _s v TNGCC Date APP 107ED BY: /[-M" CDNSTRUCTION PROJECT MG1 Date o.1 TABLE OF CDPrrINTS 1.0 RETERENCIS 3 2.0 CINERAL .**1 Fi { p g g[ 2.1 PURPOSE { 2.2 SCOPE F t p

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"[ 2.3 RISPONSIBILITT p g' E Pp1 2.4 DETINITIONS j 9 j g n 3.0 PROCEDURE k 3.1 INSTALLATION 3.1.2 locating Bolts sf.2N 3.1.2 Drilling Holes 3.1.3 Marking Bolts 3.1.4 Setting Bolts g. 3.1. 5 Repair of Broken Concrete and Abandoned Holes l 3.1.6 Modification 3.1.7 Rework of Bolts in 2-inch Concrete Topping Areas 3.2 INSPECTION / O.ii ATTACHMENTS No. 1 Minirsam Spacing Batveen Hilti fxpansion Bolts No. 2 Minimum Bolt Clearances No. 3 Mini== Clearances to. Embedded Plates No. 4 Langth Idantification System

1.0 REFERENCES

1,1 B&E Construction Procedure 35-il95-CCP-12 Concrete Patching. Pinishing and Preparation of Construction Joints" 1.2 IM-13966, "Hilti Kwik-Bolt Testing Program". 1.3 TUT-4593, (May 22, 1978) 1.4 34R Quality Assurance Procedure CP-QAP-16.1, " Control of Nonconfor: sing Items". U) O

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1 BROWN & ROOT, I?C. I:tSTRUCTION un-@E CPSES NUMBER REVISION CA i r.

PAGc, 2 8 35-1195 CII-20 9

12/16/83 2 of 12 1.5 TUSI Procedure No. CPP-EP-1,." Procedure for Preparation of Design Changes". 1.6 35-Il95-IEI-13 B&R Instruction " Calibration of Micrometer Torque Wrenches". 1.7 CP-QP-ll.2, TUCCO Procedure, " Surveillance and Inspection of Concrete Anchor Bolt Installations". 1.8 QI-QP-ll.2-1, TUCCO Instruction, " Concrete Anchor Bolt Installation". 1.9 QI-QP-ll.2-3 TUCCO Instruction, " Torquing of Concrete Anchor Bolts". 1.10 QI-QP-ll.2-4 TUGC0 Instruction, " Inspection of "Hilti" Super Kwik Bolt s. 2.0 CENERAL 2.1 PURPOSE (- 2.1.1 The purpose of this instruction is to describe the nethods to be O followed in the field installation of Ifilti drilled-in expansion 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-manent 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 Hilti Super Kwik-Bolts that are used for installation of safety related equipment, and for the installation of non-safety 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 her head nuts.without: prior Engineering approval. 2.3 RESPONSIBILITT i 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 mrking 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 ( holes and bolt installation. I e . $W I

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8 AG-c i 12/16/83 3 of 12 008 35-11c! CII-20 9 2.4 DEFINI"" IONS 2.4.1 " Drilled-in Expansion Bolts"'are -bolts having expansion wedges so arranged that, when placed in a drilled hole and the nut tightened, the wedges are expanded and the bolt is securely anchored, all as manufactured by Hilti Fastening Systems, Inc. 2.4.2 "Hilti" is Hilti Fastening Systems, Inc., supplier of the expansion bolts. 2.4.3 " Bolt Length" 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 wedges. 2.4.5 "Embedment Length" is the length of bolt extending below the sur-( face of the 4000 psi (28-day strength) structural concrete prior to setting (tightening). Were mt shown on the pipe / instrument support desi n drawings, the minimum embedment lan6th snall os as 6 rollows: (\\ 30LT DIAMETER MINIMIN D(BEDMENT Kvik-Bolts Super Kwik-Bolts 1/4 1 1/8 3/8 1 5/8 1/2 21/4 3 1/4 5/8 2 3/4 3/4 3 1/4 i 1 4 1/2 6 1/2 11/4 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 Kwik-Bolts and Test Raport No. 8786 on Super Kvik-Bolts, as published in Hilti " Architects and Engi-(. neers Anchor and Fastener Design Manual. l l e O ~,-y,- -ww--e- - ' + - - = w-- 'vv-- 'w m-i -we--- w-v 3

T x0m s aco ix tas m C m x E== mE CPSZ3 NUMBER REVISION DA.- 4G: " 008 35-11e5 CEI-20 9 12/16/83 4 of 12 I The above minimum embedment lengths are into structural concrete. On floors where 2-inch thick concrete topping (and thicker on i roof slabs' built up to slope to drain) has been placed separately, bolts shall be of sufficient length to provide 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 support: for suf ficient embedment length on a case-by-case basis. The areas vbere this topping occurs are shown on the following drawings: Drawing No. Sheet No. Buildine FSC-00421 1 Fuel FSC-00421 2 Fuel iI FSC-00422 1 Reactor #1 FSC-00422 2 Reactor il FSC-00422 3 Reactor #1 FSC-00422 4 Reactor #1 } FSC-00422 5 Reactor il I FSC-00423 1 Auxiliary [ ( )' FSC-00423 2 Auxiliary / FSC-00423 3 Auxiliary FSC-00423 4 Auxiliary FSC-00423 5 Auxiliary y FSC-00423 6 Auxiliary FSC-00423 7 Auxiliary FSC-00423 8 Auxiliary FSC-00423 9 Aur414mry FSC-00424 1 Safeguard il ~ FSC-00424 2 Safeguard #1 FSC-00424 3 Safeguard il FSC-00424 4 Safeguard il FSC-00424 5 Safeguard #1 i; FSC-00424 6 Safeguard il FSC-00426 1 Service Water Intake FSC-00425 1 Safeguard #2 FSC-00425 2 Safeguard #2 FSC-00425 3 Safeguard #2 3.0 PROCEDURE i 3.1 INSTALLATION 3.1.1 Im:stine Bolts ( 3.1.1.1 As required by authorized engineering documents, bolt locations shall be determined by the installing craftsmen using the control points and lines established by the Field Engineering Departnent; and, as \\ l e -m.- ,.-m...-,.# -.y----.*,--r-my m-- r ---w- -, -, -p,-

i (3 3RCWM & ROCT, I r. I%7RLlCTION t.r: ;IVE cp$g3 NtM ER REV!sION 28 35-11oS CEI-20 9 12/16/83 5 of 12 an aid in locations where reinforcing steel integrity is considered to be critical, utilization of reinforcing steel placement drawings and suitable reinforcement detection equipment may be used. The 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 3.1.2.1 Expansion bolt holes shall not be drilled into structural reinforcing steel unless approved by the design engineer or.his representative. Holes for the expansion bolts shall be drilled into concrete by the use of suitable power drills using "hilti" carbide masonry bits of the same nominal size as the bolt and which are designed and recom-mended by the Hilti Corp. specifically for this purpose, or an ap-proved equal. The holes shall be drilled to depths at least one-half ( ) inch greater than the embedment 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 may be left in place without further re-m (O work or approval, 3.1.2.2 Holes shall normally be drilled as near the perpendicular to the concrete surface as feasible. In no case shall the long axis of i 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. Once the structural reinforcing steel is cut, the re-meinder 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 may be difficult to drill holes for expansion bolts using equipment as required by 3.1.2.1. -For. this situation, a flexible-drive drill with drill press / vacuum base and Dr111co water cooled carbide /dtamond bit or approved equal may be used. Caution shall be used when drilling to avoid the cutting of structural reinforcing steel. In no case shall structural rain-forcing steel be cut without prior approval of the Engineer. 3.1.3 Marking Bolts ( 3.1.3.1 The threaded end of bolts shall bear permanent markings which indicate the bolt length. i l l ,l gu-ee j. .wew 4e e p.m.-= = * =.-e., ~ ...-.-,.____i..,,__,,,._.,,,_,,L, .,..,_.f_,,_..__,._.m. _,.,..,_._;j__.

ERC'4N 1 RCC, L'C. IN57EUC !CN t--.:. LE w NUMBER RE'!!!*CN CA 1E t:G5 C7555 A 12/16/83 3 of 1: () '03 35-1155 CII-20 9 3.1.3.2 These markings shall be made by the manuf acturer by die-stamping a letter or a number on the top end of the bolt. This stamping shall indicate the bolt length in accordance with the " Length Identifica-tion Systen" (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 nu=ber 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 Kvik Bolts shall be additionally marked with a " star" on the end which will remain exposed upon installation. This marking vill be perforned by the craft in a manner which does not obliterate the length marking. The stamp shall be controlled by the cegnizant QC Inspector. 3.1.4 Settine Bolts 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 accomplisned 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 end 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, after 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 nur 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, er the top double nut is removed and the bolt is " set". The setting vill be accomplished by tightening the nut against the fix-ture being installed. At that time, the nut will be drawn down and the bolt pulled to set the wedges by the use cf a torque vrench, attaining at least the respective final values shown in the following table unless othenvise shown on the drawings. During tightening the nut, the change in bolt projection shall.not exceed one nut height unless other. rise approved by the engineer. Where 5/8" dia-neter 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.

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n O _, a. _ ch _n CPsg5 NUM8 G REVISION CATE PAGE J08 35-1185 CEI-20 9 12/16/83 7 of 12 1 BOLT SIZE TORQUE (Ft.-Lbs) (Hilti Kwik or Super Kwik, all embedaant depths) 1/4 8 3/8 17 1 1/2 70 5/8 120 3/4 15 0 1 230 1 1/4 400 These values were determined by field tests conducted by Hilti at the CPSES site which yielded a minizia static tensil load capacity equal to or greater than 115% of the tensile votking 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 B&R QC Depart-ment. (Ref. CFFA-7240 or B&R IM-13966). l t Bolts which cannot be torqued to the above minimum values shall be f cut off, driven deeper into the bole, and patched per Reference 1.1 ( or shall be removed and replaced in accordance with 3.1.4.2 below. (j Torque wrenches used in this operation shall be calibrated and periodically recalibrated in accordance with Engineering Instruct $on v 35-1195-III-13, " Calibration.of Micrometer Torque Wrenches", Ret-erence 1.6. l 3.1.4.1.1 For post nut series Rilti bolts, setting the bolts shall be done in accordance with Section 3.1.4 with the f allowing exceptions applying to Section 3.1.4.1. 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 embedment length j 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 minista thread engagement of'3/16" for 1/4" dia. and 5/16".for 3/8" dia. bolts.. The projection should also be limited such that, af ter final tightening, the threads on the post nut have not bottomed out on the bolt. The post nut used to insert the j i bolt should then be removed and the bolt is " set". The setting will be accomplished by tightening a new post nut against the i I 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 m M l ' T % I I l l i I ' l-

t '- ,3 A ERO W & ROOT, I?C. INSIEU C CN EYE !v? C75E3 NUMSER RE7*! ION Om : --u 'OS 35-1195 CEI-20 9 12/16/83 8 of 12 at least the respective final values shown in the above table unless otherwise shown on the drawings. During tightening the post nut, the change in bolt projection shall 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 e= bed-ment depth increased by at least 4 bolt diameters for Hilti Kvik-Bolts and 6 bolt diameters for Hilti Super Kvik-Bolts unless other-vise 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: ( ') 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 A concrete spalling are depths that exceed the dimensions pro-() vided in 3.1.5.1 below. b. New " Replacement" expansion anchors are at least one diameter size larger. c. New 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 perched 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 the applicable QC procedures. f. QC shall be notified prior to commencing work. ( 4 ,l,b l

(' O BRCWM & ROOT, I!C. IMSTRtCTION

t. r -ME i

CPSES MUMBER REYtSION W PAGE 12/16/83-9 of 12 JC8 35-1195 CII-20 9 3.1.4.2.3 ne re-installation of an expansion bolt in an empty but " pre-used" hole is acceptable provided the following requirements are met. De bolt being replaced has been removed from the concrete a. using a Diamond core bit of the same nominal outside dia:neter-as the replacement expansion bolt. n e replacement bolt shall be one diasater size larger than the bolt being removed. b. De existing hole af ter bolt removal should not show evidence of structural change as in the form of severe concrete spalling. Severe concrete spalling are depths that exceed the dimensions provided in 3.1.5.1 below. 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 this method may be replaced ( by a bolt meeting the requirements of 3.1.4.2.1, 3.1.4.2.2 or r may be cut off, driven into the hole and patched per Reference k 1.1. QC shall be notified prior to commencing work, and af ter the e. bolt has been removed so that QC may inspect the " pre-used" hole in accordance with the applicable QC procedures. 3.1.5 Reemir 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. Acceptable Hole Size Spall Depth 5/8" and under 1/2" 3/4" to 1 1/4" (incl.) 3/4" Spalling of the 2" topping in areas described in Section 2.4.5 ( shall be cleaned up and repaired in accordance with Construction Procedure CCP-12 using material described in Section 4.1.2.7 of CCP-12. Maximum spali depth is not "to exceed depth of topping. m%%

I

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BACWM & ROCT, I,5C. IXITRI C ON W--y! CPSE3 NmgER R m ! ION %c MGE 12/16/83 10 of 12 JC8 35-1195 CEI-20 9 3.1.5.2 Abandoned holes shall be filled and patched prior to coating the concrete. This repair shall be in accordanca with provisions of B&R Construction Procedure 35-1195-CCP-12 for filling " Tie Holes" by the use of patching nortar prepared as described in paragraph 4.1.1.3 of that procedure. However, abandoned OVEREZAD holes, orginally drilled for Hil't1 expansion bolts, which will be ces-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 "Silptuf" water-proofing sealant or "GE 1300", both as annufactured by General Electric, Inc. Boles located at a distanen of four bolt diameters and closer, measured center-to-center, from Bilti bolts shall be filled and patched according to Procedure 35-1195-CCP-12 described above prior to torquing. 3.1.5.3 Unused Richmond Screw Anchors which have been ' plugged by Richmond screw-in plugs may be used for peracnent anchorage only af ter specific approval by the Engineer. 3.1.6 Modification (- 3.1.6.1 When it is necessary, as the result of reinforcing eteel interfer-ence or on-site unavailability of correct lenght bolts or for other O 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 iten involved and upon completion of appropriate permanent plant documentation (i.e., DCA, CMC, F5E, Operational Traveler, Design Drawing, etc.) by the i design engineer. Final bolt length shall be sufficient to satisfy - the design requireneut. 3.1.6.2 Substitution of a Eilti bolt of the next larger size is acceptable, provided all spacing and embedaant requirements are met or exceeded for size Hilti bolt substituted. 3.1.7 Rawork of Bolts in 2-inch Concrete Topning Areas 3.1.7.1 For areas in which the requirements of Section 2.4.5 cannot be met, the following action shall be takan: 3.1.7.1.1 Expansion bolts which af ter setting have less than below 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 Tyve Embedaent Af ter Setting (' Kwik-Bolts 3h bolt disasters Super Kwik-Bolts 5 bolt diameters i

9,

^

f .t C 3RCWN & ROOT, INC. INSTRt::: TION t ---f;_IV E d gpsg5 MuMsER REVISION CAic P b,,c

48 35-1195 CEI-20 9

12/16/83 11 of 12 a. Existirg location 1. Bolt removal - The removal of in-place expansion bolts shall be coupleted with care so as not to damage the con-crate, thereby impairing its integrity. A hollow core hydraulic ran placed dire-tly over an appropriately sized baseplate which,is centered on the bolt any be used to apply direct tension to pull the bolt through the expan-sion wedges. The baseplate should be a inch thick square plate of a minimum of 16 expansion bolt diameters in width, bearing 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 4 bolt diaseters for Hilti Kvik-Bolts greater than the ( previous existing embedment depth or to the specified embedment depth, whichever is greater unless otherwise directed by the Engineer by appropriate design documents. (O the required embedment length, 4 Rainatall the appropriate sized expansion anchor to meet b. Relocation - 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 ,J indicated above in 3.1.7.1.1 shall be evaluated by the responsible design engineer. If found to be acceptable "as-is", appropriate l design change documents shall be issued. If cfound 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-dance with References 1.6, 1.7,.1.8. 1.9. and 1.10 and other appli-cable site QA/QC procedures and instructions. i - Sm (f,- ( .e'.W4* e. --.---_--.--.---.-.,----,-..-_.--,g--- .,.,y -y-w g.w- -,e-2-----e dw-.-g-e,- .q g,%-,_, --7,,,.w-w,.-.-vmw-

PROCEDURE EFFECTIVE BR0wn & ROOT, INC. NUMBER ~ REVISION DATE PAGE (' ' CPSES k JOB 35-1195 t CII-20 9 12/16/83 12 of 12 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 Hilti bolts in' Catagory I structures shall be documented on an IRN and submitted to QC for subsequent processing. Note: An IRN is not required if a non-Q Hilti is only going to be removed and not replaced. W 6. O 6 6 e s e t ) I I h P--- b .. _, - -,,, -, - -,,., _ - - _ -, - _ - _,. _ _ - ~. ,_,--.,,.,.__.,--,.,n,.

-1_. ~T- -._ _ L ~~ .,_.m. n-, /^ BROWN & ROOT. IM:. IM5TRUCTIOM EFFECTIVE ( CPSES MUPEER REVISION DATE PAGE l CEI-20 9 12/16/83 1 of 1 ~ ATTAC} MENT 1

MINIMUM SPACING BETWEEN HILTI EXPANSION BOLTS H11t1 Bolt CENTER T0 CENTER SPACING T 0:

Size 1/4"Hilti 3/8"Hilti 1/2"Hilti 5/8"Hilti 3/4"Hilti 1"Hilti 1 1/4"Hilti 1/4 2 1/2 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 ( 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 8 1/8 8 3/4 9 3/8 10 11 1/4 12 1/2 Dimensions in inches. 1 The minimum spacing outlined in the above chart applies to Hilti bolts detailed on separate adjacent fixtures. Violation of mini-mise spacing by the installation of two separate adjacent fixtures I will be approved only by issuance of an Engineering Evaluation of Separation Violation Form by the CPPE design groups (Ref. CP-EP-4.3). Hilti bolts detailed on an individual fixture drawing may have less than the minimum spacing tabulated above. Such fixtures have been derated by engineering justification and are the responsibility of the organization issuing the respective fixture drawing. Install-ation in this case shall proceed in accordance with the fixture drawing. (- e_ g i ... IV% O

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p sa0WN & ROOT, IM:. INSTRUCTION EFFECTIVE d CPSIS MUPSER REVISION DATE PAGE JOB 35-1195 CEI-20 9 12/16/83 1 of i ATTAC}fiENT 2 MINIMIM BOLT Ct.EARANCES * (INCHES) MINIMUM OISTANCE TO Ricnnone Abandoneo Milti Solts or Hilti Bolt Size Screw Anchors

Concrete Edge
Holes and Embedded Anchor 1-inen th-inch Bolts that are Cut Off**

1/4 7 5/8 12 1/4 1 1/4 1/2 3/8 8 1/4 12 7/8 17/8 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 1 11 3/8 16 5 2 1 1/4 12 5/8 17 1/4 6 1/4 2 1/2 k Measured Center to Center of bolts and bolt center to edge of concrete in inches. O 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.) r l Locations closer than the above distances shall be used only upon approval of I the engineer. Hilti bolts may be installed as close as practical to unused Ricimond Screw Anchors which have been plugged (i.e., grouted Ric!wond Screv-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 construe:1on purposes when the applied load.is: (a) For 1" Richnond Anchors, less then 8,000 pounds minus the actual load supported by the Hilti bolt; or ~* j (b) For lis" Rictmond Anchors, less than 20,000 pounds minus the actual load supported by the Hitti bolt. ( N S'& , r) k. -,. -. -,.. n :--... t

SROWN & ROOT, INC. INSTRUCTIOM EFFECTIVE CPSE5 10SE". REYTSION QATE PAGE CEI-20 9 12/16/83 1 of 1 ATTAC}9 TENT 3 j MINIMM CLEARANCES TO DSEDCED PLATES i 1s Where embedded steel plates are unoccupied by attactments.for a minimum distance of 12 inches on both sides of a proposed Milt 1' Rolt 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_,rsen ' tr.m n a ns m,., t D F = k l 1 4-i 7 T & m m-c* \\'t .w,rr, s

r

( 2. Where the embedded steel plates are occupied.by attachments within minienaa distances shown above, the minimum clearance to Hitti Anchors shall be as follows: Hilti Anchor Nelson Stud Edge of plate Stre to Hilti Anchor to Hilti An: hor 1/4 5 1/4 3 3/4 3/8 57/8 4 3/8 1/2 6 1/2 5 5/8 7 1/8 55/8 3/4 7 3/4 6 1/4 i 1 9 7 1/2 1 1/4 10 1/4 8 3/4. Dimensions are in inches. Distance seasured with reference to center of bolts and studs.. Where location of the nearest Nelson Stud can be determined from the *$* stamps on the embedded steel plate, the minimum center-to-centu clearance to the Hilti Anchor as show 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. ( Mid + .a = - - yvmewm ws---,,--em, a-mr-y--'r -e. g.ee-e- - -

a v

w -a----e- --'*-+e W'=:r'--*'*-r='"'- -'------T=*

l --_ . _ _ _.,... _ _ - - _ - : 1_.. _ _ - m _ - , L .C. _ ~ BROWN 1 2007. IlC. INSTRUCTION EFFECTIVE ( CPSES ML86ER REVISION DATE-PAGE JOB 35-1195 CEI-20 9 12/16/83 1 of 2 ATTAOMENT 4 LEMETH IDENTIFICATION SYSTEM Stamp On LarHith of Anchor (inches) Anchor From up to (Not tocluding) A 1 1/2 2 8 2 2 1/2 C 21/2 3 0 3 3 1/2 E 3 1/2 A F 4 41/2 [ G 4 1/2 5 i H 5 5 1/2 I 5 1/2 '6 J 6 6 1/2 A 61/2 7 L 7 7 1/2 l M 7 1/2 8 M 8 8 1/2 0 8 V2 9 P 9 91/2 9 1/2 10 Q R 10 11 5 11 12 T L2 13 u

,3 14 V

14 15 W 15 16 j I 16 17 Y 17 18 Z 18 19 1 1 ~L ~ \\. ,,__%_-,___v c - - _, _.r-y .-_,,,.,-.w,-..----_,..#-_4_,

~~ T p " [/ '3 ( BROWN & ROOT. !)C. INSTRUCTIOM EFFECTIYE v CPSES MUPGER REVISION DATE PAGE J08 35-1195 CEI-20 9 12/16/83 2 of 2 ATTACMENT 4 (cont'd) LENETH IDENTIFICATION SY3 TEM Stamp On length of Anchor (Inches) Anchor From Jp to (Not including) AA 19 20 8B 20 21 CC 21 22 DO 22 23 EE 23 24 FF 24 25 GG 25 26 m 26 27 11 27 28 (' JJ 28 29 KK 29 30, 7V LL 30 31 m 31 32 NN 32 33 00 33 34 PP 34 35 00 35 36 RR 36 37 SS 37 38 TT 38 39 UU 39 40 VV 40 41 e I PCTE: 1. Stamped letters shall be on top (threaded) end 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. k-I h 4 l 9 ---==: - \\ -= 1 _ _.. _ _ - _ _. -. ~. _ _ _ _. _ _ _ _ - ~. _. _.

.._m_ 4 1 a

, (..,.

t. i e i 4 i 1 i ) l A??ENDIX 2 4 l 1 j OESIGN CRITERIA FOR i 1 EILTI KWIK-AND SUPER KWIK-3OLTS !( 1 s I 0 a o i l I' + l' il f e ' i 1 1 f + i i p l t i I 4 i'i-.---

(~' n i Gibbs & Hill, Inc. \\J Specification No. 2323-S5-30 Appendix 2 Page 1 of 9 APPENDIX 2 DESIGN CRITERIA FOR HILTI KWIK-AND SUPER KWIK-BOLTS

1.0 REFERENCES

1.1 " Architects and Engineers Anchor and Eastener Design Manual" by Hilti Fastening Systems, 3.6/Hi-1, No. E-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 SIFARATION REQUIREMENTS 2.1 To attain the design capacity of a Hilti Kwik or Super Kwik bolt for a specified embedment the minimum spacings provided by Appendix 1 of this Specification must be maintained. / 1.2 For installations not cenforming to the provisiens of k -) Section 2.1 above, the capac y 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 DESION 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. i ~ i v

1 Gibbs & Hill, Inc. Specification No. 2323-55-30 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 cf the ultimate capacities of the Kwik and Super Kwik bolts as published in reference 1.1 of this Appendix. e t U 9 0 e 9 9 l' 8 i ' e s - e

~ _ - _ = 4 4 I I a \\ Gibbs & Hill, Inc. l - \\ Specification No. 2323-SS-30 Appendix 2 Page 3 of 9 i k j 4.0 COMBINED LOADING r When the Hilti expansion anchor is subjected to a i j co=bination of tension and shear loading the following interaction requirement shall be met: T S s1 F + sT 4 - Actual applied tension load T = i T8 Allowable design tension load = l S = Actual applied shear load i 51 = Allowable design shear load i j 5.0 REQUIRED EM3EDMENT \\ Tor the required minimum anchor embedments see Appendix 1 of this Specification. 1 [ ~ .f a 1 4 l r 1 1 1-i i - 1 ? 4 g? E i e 4 i,r j f i L f 4 I. f I i l 1 1 4 r } l 2 r j I d A i 1 t t 5 'W* Nw Ff-M-*P 9 *g metgi*-Wd, w wm T' grM*--*Wwt mmvw ygt mg +'-%w W wry -- wwyw m W*w wwwv W-'-

sm ( 1 ) Gibbs & Hill, Inc. Specification No. 2323-S5-30 Appendix 2 Page 4 of 9 TABLE 1 KWIK-BOLT OESIGN ALLOWA3LE TE:SILE & SHEAR LOADS * (1bs) FACTOR OF SAFETY FS=4.0 FS=5.0 DIAMETER EM3EOMENT TENSION SHEAR TENSION SHEAR 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 2 1/4" 827 653 662 522 2 1/2" S37 653 670 522 3/8" 1 5/8" 568 1276 471 1021 2" 756 1276 605 1021 2 1/2" 975 1276 780 1021 3" 1075 1354 860 1083 3 1/2" 1150 1354 920 1083 4" 1187 1354 950 1083 r \\- 4 1/2" 1200

354 960 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 5 1/2" 3012 2558 2410 2046 6"

3075 2558 2460 2046 5/8" 2 3/4" 1650 2880 1320 2312 3 1/2" 2275 2890 1820 2312 / 4 1/2" 3000 2890 2400 2312 f 5 1/2" 3575 3359 2860 3087 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" 41/2" 4000 6719 3200 5375 5" 4725 6719 3780 5375 6" 5860 6719 4688 5375 7" 5860 6719 4688 5375 8" 5860 8622 4688 6890 k) L. --L------. -.

(h ^ ' '~h Dibbs & Hill, Inc. /(,,) Specification No. 2323-SS-30 Appendix 2 Page 5 of 9 TABLE 1 (Cont'd) FACTOR OF SAFETY FS=4.0 ES=5.0 DIAMETER EMBEDMENT TENSION SEEAR TENSION SEEAR 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 Design allowables are based on average ultimate tensile and shear loads published in "HILTI - Architects and Engineers Anchor and ( Fastener Design Manual" 3.6/Ei-1, Reference 1.1 and 1.2 of this (~} Appendix. U Design allowables are based on 4000 psi concrete (fe'=4000 psi). t

- Values per Reference 1.2 of this Appendix.

l c, a' G

i f'i, .c "ibbs & Eill, Inc. i' Specification No. 2323-SS-30 1 Appendix 2 Page 6 of 9 i TABLE 2 4 i SUPER KWIK-BOLT J DESIGN ALLOWABLE TENSILE AND SEEAR LOADS * (lbs) FACTOR OF SAFETY FS=4.0 FS=5.0 DIAMETER EMBEDMENT' TENSION SEEAR TENSION SEEAR 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 6884 9951 5507 1 1/4" 6 1/8" 10675 10369 8540 8295 10 5/8" 13420 10369 10736 S295 i 13 1/8" 16230 10369 12984 S295 Design allowables are based on average ultimate tensile and i shear loads published in "HILTI - Architects and Engineers Anchor and Fastener Design Manual"'3.6/Hi-1. Reference 1.1 of this Appendix. 1 , Design allowables are based on 4000 psi concrete (fc'=4000 psi). A l i l 1 Y v ms +

,~, / ) Gibbs & Hill, Inc. \\_/ Specification No. 2323-55-30 Appendix 2 Page 7 of 9 EVALUATION METHOD I: ?ROBLEM: Calculation of the reduced allowable capacities fer Hilti expansion anchors spaced at less than minimum separation requ:rement indicated in Appendix 1 cf 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 ninimum separation required by Appendix 1 of this Specification. This ratio must be equal to or greater than.500. I SEPARATION FROVIDED (1) f^Y \\ S.R. = MINIMUM SI?ARATICN REQTIRED and S.R.2.500 (2) STEP 3: Once the separation ratio is ec=puted and actual loads are determined, the following relation shall be satisfied for acceptability of the anchor design. T _L S s1 (3) T1(S.R.) 8 S'(S.R.) WHERE: T = Actual Tension; 5 = Actual Shear; Tt = Allowable Design Tension; St = Allowable Design Shear; S.R. = separation ratio. STI? 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 appropriate action shall be taken by adjustment of separa:1cn to meet the requirement in Termula (3) i r s J

(O ,a ( 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 requi-red in Appendix 1 of this Specification. EVALUAT!ON: 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 SEFARATION REQUIRED and S.R.2.500 (5) \\m STEF 3: Once the separation ratio and the actual loads are (\\ >)

computed, the following

. relations shall be satisfied for acceppability of the anchor and insert design: For Hilti expansion anchor: T S s1 (6) T'(S.R.) S'(5.R.) For Richmond insert: -q S s1 (7) T _p T'(S.R.) S'(S.R.) For Richmond insert design allowable values see Appendix 3 of this Specification. l f~ l '% J' ~.

i i r i i n Gibbs & E111, Inc. Specification No. 2323-SS-30 Appendix 2 Sage 9 of 9 4 STEP 4: If the requirements of both Formula (6) and (7) are i satisfied the Hilti expansion anchor and Rich =end screw anchor for the support in question are l acceptable. t' If any of the relations in Formula (6) and (7) is j 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). i s d ,A. 1 4 1 J i: + d 9 [ 1 k k i 5 !t }. k i i i !j l i 1

(

f i t 2 -en, s,-,-.-- ,-m.,wn.-~,,,-vr.,--.n- ,-g-,-

e. a

..,--,--~,-.-ne,---,, --,,.~r---n--m---,,-,-,6,nL+--e-,..,

i } 4 5 i 1 t i i 1 l i 1 i i AFFENDIX 3 i e it i i i i a i t 4 i i DESION CRITERIA FOR 1 SCREW ANCHORS f l e j O j l' - ?? l li \\ .t {i i i l e l-l .I t i (@') ~ o 'n' 9E'N"M Mm" _a,__

f. 4 <~ k,,') Gibbs & Eill, Inc. Specification No. 2323-SS-30 Revision 2 June 13,.1986 Appendix 3 Page 1 of 10 AFFENDIX 3 DESIGN CRITERIA FOR SOR.W. 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 A449 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 connections as a substitute for ASTM A325N bolts, i 1.2.1 Thread-engagement inte the Richmond insert shall'be at (^T least 2 n bolt d14 meter + 1/8 inch %,) ~ 1.3 In no case shall these inserts be loaded before concrete ' attains its 25-day design strength. -{; 2.0 APPLICABLE

REFERENCES:

C .i 1. " Richmond Inserts for Concrete Constuction" Bulletin No. 6 Richmond Screw Anchor Co.,Inc.,

atalog, 2.

Manual of Steel Construe:1on AISC 7th Edition. I. 1-e 3.0 DESIGN CRITERIA i 3.1 Design allowable tension.and. shear loads (under working stress cendition) 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 following interaction formulas.

1 b w I,__,_,m.._m. + _m__,. _. ~. _ -.. r-. .~4---, ,c..

j ^ 1 4 ' v

.,. - s i.,

I D Gibbs & Hill, Inc. Scecification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 3 } Page 2 of 10 i I FOR INSERTS: f 1 I I T + S s1 .i l VT)l E p); 1 L-FOR BOLTS: (Verified for specific type bolt materials.) 1 ~ T1; Si different for each-grade. 2 T '1 I I + S s1 i iT T ~ APPLIED TENSION WHERE: T S ' APPLIED SHEAR l... T1 DESIGN ALLOWASLE TENSION 51 DESIGN ALLOWA3LE SEIAR e 3.3 Minimum distances between Richmond screw anchors and sl ] Hilti belts for 100 percent perfcr=ance.of each are pre.-ided in Appendix 1 of this Specification. ll 1. ror. those situations where minimum distances cannot be met, evaluation method 2 shown in Appendix 2 of this Soecification shall be-used. to calculate the reduced c'apacity of Richmond inserts. / .g.

i..

i e PCI MANUAL ON DESIGN. OF CONNECTIONS FOR. PRECAST l FRESTRESSED CONCRETE t I' t l t. P j ' i l -. ~.... a w-* p, ,-a w ~.m.,... .,r.- m., ..~,,--,-c

NOTES FOR TABLE I (AMjM) 1.- /NSERT CAFMC/7/ES AREBASED QV/NSER7 EMBEDDED /N 4000 PS/ COMPRESS /ON STREMSTH CQvCRETE. 2.- ALL ALLOWABLE LOADS S4'OWN /N TABLEIDF TH/S APPEND /::* ARE /N M/PS. 3.- TO DEVEL0C THE FULL TENS /ON CACAC/rY Of/HSERT(EXCEPr ArBEAM S/ DES) THEM/N/ MUM D/ STANCE FA04'1COVCRETE EDGE TO CENrER OC"/NSER7 SHALL BE //*FOR /'2*4 /NSERTS 6 AuD 7'FOR /"96 NSERTS. / 4:70 DEVELOP THEFULL SHEAR CAPACRY OF /MSERT (EXCEPT A7 BEAM S/ DES) THEM/N/ MUM D/STANCEFRQ4f CQVO?E7E EDGE TO CENTER Of /NSERr SHALL BE /4"FOR /W'9 /NSERTS 6 AND 9.5"FOR /"# /NSERTS. 5.-FbR SEAM S/ DES TH/S D/ STANCE SHALL BE A M/N/ MUM 8"FOR /b"4/MSERTS AND 7'f0R/V/NSERTS.(FO9 7 ENS /OW AND SMEAR) 6.- CENTER 70 CENTER (cfc) O/SrANCES SHOWN /N 7ABLE Z Of TM/S APPEND /XAREM/N/ MUM FOR THE ALLOWABLELOADS. z-wMEu PARr Of rue /6'e /NSERr CwSrER (tuSERTCwSrERs s WERE 09/G/NAllY PROVfDED FOR P/PE WH/P RESTRA/N/5) /S USED FOR NANGER SUPPORTS THE O'/7ERMOS7 ROW Of /NSERr5 USED FOR THESESUPPORTS SHALL. BE ATLEAST 20" AWAY FRCW. ";/EHEAREST/NSERTS USED FD? ANYOTHER SUPPORTS OR RESTRA/NTS BASERATE. EXAMPLE ; yursE JNSER75 CAW

0. n isea>en,o n -ra y g g y,Ts%g' % a

,ie r w uip a rs re> ~ r ~e ~r- . s d e in rsee z )

f j D/

= us 6 n, no wruserurse /NSERr.5 UNLCSS f APPROVEO BY y r. e e' % eaciuera g } f

J 207ww.)

=. i TYPICAL INSERT CLUSTER i O l

NOTES FOR TABLE I (Contd.) (' APPENDIX 3) smoe 4 crio b.- TO f/NO rdECAPAC/7/ES CW/NSER75 WHERE SPAC/hG AND cDucRErE rH/CKNESS ARENOr SHOWN /N TABLEI Of TN/S APPEND /X USE THE/NSERT CAAkQC/7Y OF77ffNEAREST CORRESPONDthG /.OWER /NSERT SPAC/NG OR M/AWER COAK;qETE WALL,SLA8 OR COLUMN /ND/CATED /N TABLE I OfrH/S APPEND /X. - h f e ( l l l r =+7

1 R CL O4 0 ~ / ALLOWABLE LOA S OF RICHMOND lNSERTS AND BOLTS TO BE USED IN INTERACTION FORMULAS FOR BEAM SIDES L ItINSERT CAPACITY B BOLT CAPACITY T: TENSION SiSHEAR [ INSERT SPACING ON 6"C/C ONE WAY, INSERT SPACING ON 8"C/C ONE WAY i AND 20"CK, OR GREATER UTHER WAY AND 20"CK OR GREATER OTHER WAY L INSERT TYPE A-307 BOLTS OR A-325 0R 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 USED WITH INSERT INSERT USED WITH INSERT INSERT i T. S T S T S T S i I 8.9 8.9

8. 9 8.9

/O.05 /O.05 /O.05 /O.05 /"+ EC2W 8 /2.// 785 24.23 //. 78 /2.// 7.85 24.23 //. 78 / I //. 53 //.53 //.53 //.53 /2.85 /2.85 /2.85 /2.85 /2"+Ec6 W 8 28.// /7G7 56.2/ 26.6/ 28.// /7.67 SG.2/ 26.5/ 4 TABLE I IAPPEfJDI){ 3 I (PAGE 5 0F 10 [

1 G O~ O' 1 ALLOWABi_.E LOADS OF I"si RICHMOND INSERTS (EC2W) AND BOLTS TO BE l USED IN INTERACTION FORMULAS FOR WALLS, SLABS & COLUMNS I: INSERT CAPACITY B : BOLT CAPACITY T: TENSION S: SHEAR l INSERT SPACING ON INSERT SPACING. ON INSERT SPACING ON 14tK OR l: 10"C/C BOTH WAYS 12"C/C BOTH WAYS MORE 80DiWit(S(FULLCAPACm ') l CONCRETE A307 BOLTS OR A 325 OR BETTER A-307 BOLTS OR A3250R BETTER A-307 BOLTS OR A 325OR BETTER I THICKNESS A 36 THD. RODS BOLTS USED A 36 THD. RODS BOLTS USED A 36 THD. RODS BOLTS USED USED W/NSERT W/ INSERT USED W/ INSERT W/lNSERT USED W/MSERT W/ INSERT T S T S T S T S T S T S /O"on E 6 6 6 6 88S 8.85 8.85 8.85 //. S /f S //. 5 //.S "WA B /2.// 785 24.23 J/.78 /2.// 7.85 24.23 //.78 /2.// 786 24.23 //.78 l. i a l TABLE I (Contd.) [' l i b l I i ( APPENDIX 3 [ PAGE 6 0FIO

O:1 OD O ~ i ALLOWABLE LOADS OF 1/2"W 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 I INSERT SPACING ON 22"C/C OR MORE 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 E 25 25 25 25 3/.3 27 3/.3_ 27 /2"OR TH/CKEA 8 28.//. /7 G7 56.2/ 26.51 28.// - /767 56.2/ 26.5/ l l i TABLE I (Contd.) IAPPENDIX Si ( PAGE 70F IOf

~ ~~ '~ s (.e w" ALLOWABLE LOADS OF Ik2"81 RICHMOND INSERTS (EC6W) AND BOLT j CLUSTER) TO BE USED IN INTERACTION FORMULAS FOR WALLS, SLABS i a COLUMNS IN 12" THICK CONCRETE I: INSERT CAPACITY B: BOLT CAPACITY T: TENSION' S: SHEAR l INSERT SPACING ON IfC/C BOTH WAYS INSERT SPACING ON 18"C/C BOTH WAYS i 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 l! U S E D W IT H.l N S E R T INSERT USED WITH INSERT INSERT T S T S T S T S i l I 22./ 22./ 22./ 22./ 26 25 25 25 wo 'N EAM B 28.// /7.67 56.2/ 2G.-S/

28. //

/7 G7 SG. 2/ 26.5/ I /7 23 /7 29 /7.29 /7 29 23.2/ 23.2/ 23.2/ 23.2/ foug 'NSEAIS l B 28.// /7. G7 EG.2/ 28.5/ 28.// /7 67 59,2/ 26.5/ i Stx ee E /S.24 /5. 2d /5.24 /5.24 2/./G 2/ /6 2/.AG 2/./6 /NSERTS a gg,// /7, g7 Sg gj gg,S/ gg,// /7.g7 Sg, gj gg,57 l ytyg

- e E

/2.57 /2.57 /2.57 /2.57 /7 83 /783 /283 /283 I" 'A'5 eee B 28.// /7 G7 5C. 2l 2G.5/ 28.// /767 SG.2/ 26.5/ L TABLE I (Contd.) ) ' / pernoix s; A PAGE 8 0F 10 j )

O CP O? ~ ALLOWABLE LOADS OF 1/2"# RICHMOND INSERTS (EC6W) AND BOLTS,(IN CLUSTER) TO BE USED IN INTERACTION FORMULAS FOR WALLS, SLABS & COLUMNS IN 16"'TfilCK CONCRETE l I: INSERT CAPACITY B : BOLT CAPACITY TiTENSION' S: SHEAR INSERT SPACING ON lO"C/C BOTH WAYS INSERT SPACING ON 12"C/C BOTH WAYS A-307 BOLTS OR A-325 0R BETTER A-307 BOLTS OR A 325 OR BETTER j INSERT PATTERN A 36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH j USED WITH INSERT INSERT USED WITH INSERT INSERT T 8 T S T S T s i nvo E 20.45 20.45 20.45 20.45

22. /

22./ 22./ 22./ l INSERis 8 28.//. /X G7 SG 2/ 2G.5/ 28.// /7G7 SG.2/ 29.5/ l pcyp E /G.05 /6.05 /G.OS /G. OS /8.G /8.G /8.G

18. G l

B 28.// /7 G7 56.2/ 26.5/ 28.// /7. G 7 56.2/ 26.5/ Six E l4 59 /4 59 I4 59 /4 59 /7 44 /I 44 /744 /744 /NSEAIb' B 28.// / 7. G 7 5 6.2/ 26.5/ 28.// /7. G 7 SG.2/ 26.5/ e N/NE eee I /2.57 /2.57 /2.57 /2.57 /d. 9 /4.9 /4.9 /4.9 /N M R M g gg,jp 77, gy Sg, g,

gg_5, gg,,,

77, gy Sg,g, gg,5, l s/xrgs N,* l l l I /O.06 /O.OG /O.OG /O.06 /2.03 /2.03 /2.03 /2.03 8 28.// /7'G7 66.2/ 2G.5/ 28.// /7. G7 SG.2/ 26.5/ TABLE I (Contd.) (APPENDIX 31 j (PAGE 9 OFIOj

O O O I ALLOWABLE LOADS '0F I/2"W RICHMOND.lNSERTS (EC6W) AND BOLTS j (IN CLUSTER) TO BE USED IN INTERACTION. FORMULAS FOR WALLS, SLABS a COLUMNS'IN 22" THICK OR GREATER CONCRETE I.* INSERT CAPACITY B: BOLT CAPACITY T: TENSION S: SHEAR 1 ' INSERT SPACING ON KfC/C BOTH WAYS INSERT SPACING ON 12"C/C BOTH WAYS 1 A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER l 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 l I 2a4S 2a45 2 0. 4 5 20.45 22./ 22./ 22./ 22./ y l /NSER M e

28. //

/767 56.2/ gc.5/ 2 8.// /7 G7 56.2/ 26.5/ I /G.OS /G.05 / 6. 0 5 /6.0S /8. 6 /8. 6 /8. 6 /8. 6 F G/R ee "SERM 8 28.// /7. G 7 56.2/ 26.5/ 28.// - / 7.G7 56.2/ 26.5/ l l gy ee I /4.59 /4.59 /4.59 /4.59 /244 /7.44 /7.44 / 7. 4 4 N ERN g gg,j; 77 gy Sg, g, gg_ S; gg,jf 77_ g y Sg_ g;

gg_S, eee I

/3./5 /3./S /3./5 /3./S /g.22 /6.22 /G.22 /G 22 y,gg WSERTS $ee 8 29.// / 7' G 7 56.2/ 26.5/ 28.// /7. G7 SG. 2/ 26.5/ E //.54 //.54 / /. 5 4 //.54 /4.25 /4.25 /4.2S /4.25 giyyygy WSERTS eee g gg,// 77 g7 gg gf gg.Sj gg,ft 77 g7

Sg_g, gg,57 i

l TABLE I (Contd.) rAPPEnorx 3 ; j (PAGE 10 0F 10 ; l

I O l 1 i AFFEhtIX 4 4 4 DESIGN CRITERIA FOR EM3EDDED PLATE STRIPS .m .' O e 1 0 t a 8 f J l i s I i O d

e

( e- -e e--+---s-- m u w-w m..w-n-ewe.-we e c-ww w --mrw w e -- me.'z r9 t='-vv-"rwt'm-P=N-Wu="N'W mw wwwwM h mwW--reTM"

(~] Gibbs & Hill, Inc.

(_f.

Specifica:icn No.-2323-SS-30 Revision 2 June 13, 1986 l Appendix 4. Page 1 of 22 1 APPENDIX 4 DESION CRITERIA FOR EM3EDDED FLATE STRIPS l.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 support hangers and other structural supports which are connected. to the embedded plate by welding or by threaded Nelson studs. The design of the threaded Nelsen 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 AF?LICA3LE EIFERENCES 1. Manual of Steel Construction AISC '7th edition 2. Design Data 10 Embedment Preperties of Headed Studs-TRW Nelson Division 2-77 3.0 CAPACITY OF EMBEDDED PLATE STRIPS FOR CONCENTRIC LOADING 1 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 shee A4.3, the maximum allowable tensile load at the extreme stud location on both ends cf 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 en sheet A4.2 and A4.4 are talid only when leadings are placed within :3/4" of the centerline of the embedded plate and enly if the Nelson studs of the embedded plate are located at least S" from i I p + ..2- . _. _.. -. _ _ - _ _.... -. _,. - u - - -,_

4 [O Gibbs & Hill, Inc. Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4 Page 2 of 22 a c=ncrete free edge (i.e., openings, face of beam, etc.) in any direction. 3.4 "?in C nnections" shall be assumed for load transfer to the embedded plates. Only forces normal to the embedment (?) 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 '"h e leading pattern on sheet A4-1 rnd.A4-3 assumes that the e=bedment is loac6d at the midpoint of every span between pa rs 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 pair of studs, the full normal load (?) and only half of the plane load (S) should be cens:.dered when using the figures on sheet A4-2 and A4-4. y t 3.6 For capacity of e= bedded plate strips for loads acting on stud line see Cases 3 and 4 (A4-5 through A4-9) 4.0 CA?AC:"'Y CF II~3EODED FLATE STRIPS FOR LARGE EOCENTRIC LOADING i 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 anchors shall be taken from reference 2 of ,.hi s Appendix. 4.3 The number of participating stud anchors may be increased by welding stiffeners to the embedded plate I 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 plate material is A-36 Nuclear Safety Related as defined on Drawing 2323-S-0786 for embedded plate details. Y e+ esp J i o ~ q -c v w ---+---------gi.-c- -, - - - - 4., c -, ,..-e -w, -y-e

- - ~ -.. -. W 4 1 1" r - Gibbs & Hill, Inc. Specification No. 2323-55-30 Revision 2 June 13, 1986 Appendix 4 j Page 3 of 22 t 5.0 REDUCED CAPACITIES OF HILTI EXPANSION BOLT - STRIP PLATE VIOLATING MINIMUM SEPARATION REQUIREMENT o.,-

or calculational procedures see final pages of this Appendix.

i b n 4 4 1 I I 1 ? (' i e 6 A i i 1 ,l i 1 l I W ? 4 e i 5 1 i i b

e.,=-e-+

._,,,.p.- .p g I n.-,,- ...-.--.-L,,---,--:.,__,...,

APPEblOlX 4.h E. * *J PAGE 4 opr 22) 4 _1 ax.w sTues o f Th W l lk .i O' 3 iEgi M 't U ~ / i i.f., vA ~ r \\ t1 y r r 1 ' A,r YtJ ose<Zo-W j tw> 1 PLAN m ELEVATON 2%+ 5"7N LE. g j e SNCE i, .iI. E to. O'TP) ( q Q, 1 } 2

g. g.)

7 --*31 i

3.(

i 1 r 1r 1 r m m, l* P P run e, SECTION A-A I CASE i , LOADINGS AT MO SPAN BETWEEN STUDS,, t NOTA 71oN : i P--- AC,TLML APPLE.O TE.N51CN LDC - 5-- RTLMA APPLJEC tHAS LI%D. III GChw e P"M AL_LomE. LNS G4 E.W5ECCF_O MTr S g - - ~ j ~ 2S?.S sH. A4-1 L O

CAPPENDIX 4 PAGE 5 CF 22. O 2-i ij l i i i e i I ' (0.0kGO5') }(2!Oj V4) G. I I s n L. g Q CL 2. 1. (26.S; 00) i f f f t i e t' i mit i1 Q O. 2. 6. G. 6. c.

e. 4 G.

A 90. 22. 24. SG. ~' s wm

I 0WABLE EMBEDDED PLATE CAPACITY FOR COMBNED TENSION AND SHEAR LOADS INTERACTION DESIGN CURVE FOR LCADINGS ACTNG AT MD-SPAN BETWEEN STUDS CASE i

NOTATION: P---mitwL APPue.o Ttmos Loc. B --- x.,ita L w=ur_o se.u. Lcwo. TLJ51 G N HE.PE W. ALLOWAeLE. LCAC'5 CN EW# MIED ,g ' s.m==_. e u23 sa. A4 2 -

("PAGE C OF2 4 12' W. ,..e =_ m R) mw nuos = o . -s 1, rm> \\ mP) I I 3l s 1 O E x' - Ly / y'

i

- t< 3 s sr8 - hk\\][q p } EP Q

, "* Q

" EP ]*I B'r r 344.J l Lrc6e m Y I L g" (TTR) PLAN m ELEVATION D 2 h.' 4 m "T d L G. m FLCS .i. in, .l. iiii A E, i (IT!") 1 1 ! n _I, ,.I; 4 t 9; agg.)' s

3
b' Rym A

~ 7-tr 1r <r ir 1r a 5, ur P P P %P mLp4 SECTION B-B CASE 2 LOADINGS AT STUD LOCATIONS NOTATCN : P-- ACTUAL APPLIEC TF.NSW N. S--- AC,TLWL APPLIE,0 SHEAA l.DC. g COMANCHS. P'A" alt.CMASLf. LOACS CN f.M6E.CCEO PLATr~ 3 %~ m e m w. l

== ?.323 SH. A4-3 O

(APPENOlx 4 (PAGE 7 Or: 22 a O , s. IG..@0; LLC l. I j U$7;11,A5) i g* : K r2. h h-10. A b. CL G... 4, k \\ e. )l.ISt.610.0) g g, q e. ,4. G. 6.

c. ra.

i4.. is 16

m. e2 m er..

S (ms) A LOAABLE EMBEDOED R ATE CAPACTfY FCR CCMBNED TENSON AND SHEAR LOADS INTERACTION DESIGN CURVE FCR LCADINGS ACTNG AT STUD LOCATONS ~ l CASE 2 NOTATION : P-- MTLAL APPUE.D TENSIN LOC. S--- Ac.;it.SL APPytO *Ji8A L%D. TLj$l NHE. PSA ~ alt.AA2bL* L%Q ON E.NEOCEO UTE.S .t ~ ~. -- 2523 SH.tA.-4 'd

m w--mm-

-,-n g,wwm ,,-,,-7 ,,,e.w- _r,-,,_,,,,,sa ,,_-._-_..__-e, y, _, --w,

~ ( A PP2HClxPAG 4 \\ r2' wax. 4 = gyy) = PAlR OF STUD 5 = - - (TYP.) ,= g) 7'if '; l% ir ~ ~ O E -o gq I [.!,Id,! 8.;! r -e O: i AY YA 3 g_f g .<..w.e-L tm .2 s c mr.) crvP.) PEAN cs: ELEVATION 3 2-h', x7 r.* LS, HEL5cN STuc5 CR EQ.(TYP.) l' D 3 r.... " s' b % w, g.g.y * - -sh' -7' i 4 ve ceww ve vp

seu

'O

ecunc, SECTION A-A.

t CASE-3_ LOADINGS 'AT MlD SPAN BETWEEN STUD 5 ON STUD 'UNE . NOTATION : P.. ACTUAL APPLIED.TENSICH LCAD TUSt s. ACTUAL Apeute SHEAR toA6. CCMANCHE FEAK . ALLCWASLE LCACS CN EMBEDDED PLATES l6 6 6 3 cum s m - o w._-- ,=.e aefamel_l_lj ~!*e==<= C

t ~i=== =

g ',$

[ [ APPENDIX 4 \\ s % PAGE, 9 OF 22.} 1 7 ~~~ O G. 1, i ~ 4. ) y w ? Q,. ' gC-QI L430 l 103.% $ t.435) T s,. L ~ (R 43%. ). c. L, 4 G. 6. E 1. 1 W tie. 16, 20. St.14, ts. ' 7 - S (KtPS) ~ J. J : ~ 1 . ALLOWABLE EMBEDDED PLATE CAPACITY FOR COMBINED TENSI 514 EAR LOADS. INTERICTION DES)GN CURVE FOR LOADINGS KTING AT i MlO-SPAN BETWEEN STUD 5 ON STUD UNE CASE-3 . NOTATION: F.y. ACTUAL.APPUED TENSION LOAD E;.AC.TUAL APPLIED SHEAR LOAD TU51 l " COMANCHE PEAK ALLOWA5LE LOACS CS EMBEDCED PLATES i l l g s cu m s ~nt =. )TICU OT-U I i - t a ' - t** I t =* t- - i 1

4 i WwAx_ ~ ~ 7%eessem y \\ PAGE 10 cF G7. / cren; r PA,tR CF r.Tues - Sk. X (TY P.). "ra O t -u l~ i I b,, ?.~i_ ~, 2 - f t.),Y g[ "hb- "/#Im ys f ~y tm v y.g > Q ys g w - [. s 's q mm 'Wym ~ PLAN'on ELEVATION c 1N+x7M te. - sTuce og e2.cTyra .,-s. {' i...-

k. --.

c.,a ....,.., e..: : .y n,

...==

. se g.-- +. i .--ts ,1 -+ 2,,tu, r vo.se ve ,rP. ve vo.se cotuus BEAM C O CE1UNG i V . SECTION B-B p CASE-4 i COADINGS AT STUD LOCATION:ON STUD LINE NOTATIONf_._- .P..-x7uiCAPPUED_TENSIC44 LCAD E. ACTUAr ApputD SHEAR (CAD TU$1 ccMAwcut PEAx i l At.LcwASW LOAc6.CV E.MeEcoED PLATES 5 - c- - -- u ,ms, ,i -- 2323

59..A4-7 ;,

(. _.g_ g _ p -,-- y pgg a e, e- - he --.n..

'C AP'PENDIx.4 3 PAGE. !! oF 22 / E i I .E i A 1 . it. gE(cor 8t.' Psi ~ 8.

N Y,%

- E. O g t. \\ A, \\ 2. fit,.G,52.oM g q. L 4. G.

6. 10.'FL 01. IG. 16. to. 22. 24. 2G.

~ S Oors) 'O . ALLOWABLE EMBEDDED PLATE CAPACITY 'FOR COMBINED TENSION ANC SHEAR LOADS INTEPJCTICN DESIGN Ct.RVE FOR LOADINGS ACTING AT-STUD _ LOCATIONS OWSTUD LINE 1 CASE-4 l .140TATION :_. P.T., ACTUAL' APPLIED TENS!CH. LCAD .T5.~. ACTUAL. APPLIED OHEAJt LOAD._ TU51 COMANCHEPEAK ALLOWABLE LOAD OF EMBECOED PLATT.S g - o-=~=- ) 4%b, I l

== -l-.g l._ l -1 m; * -- - un es. A4. e--- ---,-m.---w.w ,-ei--,e--i-s,-,-w----%------e--,_--e a mm u.e t emw .-,m --ye-e--ye -+-w----w----w-

( ANFMJNb1x 4 NOTE \\ PA O E 12c F 22. Cl) F THE LOAD LIES N bETWEEN THE CENTER LINE OF Pt. ATE AND THE STUC LINE. NTERPot.ATION MAY BE MADE BETwtEw CCRKESPoHCtNG GRAPHS ANQ/CR FORWULAE. E O 2 it <t -il 4 d swo it. sacar 3 -g t-

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IF TH YAR1AT10N OF LCAD LCCATION'12 IN TWC OtRECT1cHS DCU5t.t INTERPCLATION IS REQUIRec.

-(a.) Lores (r 4 s).sxALL sot. st.xrPato DEYCNo STuo LINE TOWARDS EDGE ' '*' "'^'*- O ~ (3) FCR A00tnoNAL APPLICABLE NOTES ser t c \\ l l TUSt CCMANC ME PEAX ALLOWA5LE LOACS CN 5 tueEcoco PLATts t i i cum a mt m, 4 i mm g } g'yI,l, "* * ** k " ' ** ' O. * * * = = = ' *

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n ['T Scecificatien Nc. 2323-55 (_ I O-R'evision 2 June 13, 1986 Appendix 4 Page 13 of 22 Reduced Cacacities of Eilti Exeansion Belt-Str:D Plate, Vaclarine Minimu= Seoaration Re uirement - of the reduced. allowable.cae.acities for Eilti Calculation expansion anchors and embedded strip plates spaced at less than-4 mininum separation recuiremen: indicated in attachment 3 item 2 in Appendix 1 of G&E specification SS-30 (CE I-20 Rev. 8) Notation d Diameter of Eilti bolt (in) X Distance betwee- =-' bolt and neares: edge of embedded s :1p plate (in) Z Actual or estimated mini =ur distance between Hilti bolt i and neares Nelson stud of embedded strip plate (in) w' =.v.+1.5 Z Minimum distance between Nelson stud of embedded strip - l *i plate and Eilti bolt for each te have 50% capacity (in) t Nr s us=,.3 .'.5d Minimum distance between Nelson stud of embedded strip Z2 - 1 plate and Hilti bolt for each to have 100% capacity-(in) 'z=4.0-5.Od R Allocation ratio for distance "Z" R= d f d+1.0 a-Distance allocated to Hilti bolt (in) a=R (Z-Zs) - 2.5d b Distance allocated to Nelson stud of embedded stip I-plate-(in) b=Z-a b21.5" 4 S.R. Separation ratio for Hilti bolt S.R. = a i 5d R Tensile capacity reduction of Nelson stud due to separation i TU requirement violation (kips) T' Allowable (working) capacity of Nelson stud in tension i (kips per stud) S' Allowable (working) capacity of Nelsen stud in shear (kips per stud) T Allowable design tension load fer Hilti bolt, see Tables 1 A and 2, Ac.c.endix 2 of G&E se.ecifica:1cn S5-30 S Allowable design shear load for Hilti bolt, see Tables 1 4 A and 2, Appendix 2 cf G&E Specification 55-30 i. h 4 7 w 6 ^-n-- ,y+,, ,,,,w 7,-,- ,,-.,-,,-r-- n,,,,,, -,,,,,.,,-,,a-

~... _ -.....- i i. 4 d i Gibbs & Eill, Inc. 1 Specifica icn No. 2323-S5-30 i~ Revision 2 June 13, 1986 i Appendix 4 Page 14 of 22 l 8 i i I T Reduced allowable tension capacity for Eilti bolt (kips) R S Reduced allowable shear capacity for Hilti bolt (kips) .o. 4 ? Actual applied tension load en enbedded strip plate (kips) i S Actual applied shear load on'enbedded strip plate (k ps) r a 4 9 4 1 i + t I / i t I 1 i f .I 4 i i-5 e i l f 'k t i J l - i + i 1;. t 4 7 l j J (- i 1 i i 4 i i

/ AFP5HOIx 4 ). ( PAG E 15 cF '22./ - .\\n'(MAX.) W'7WKW FMS62CED Q '(rfM) $TR/P M TE 4 l J a A 1 i f b .h j) 1, o y j-p Y NELSQV f2/D PLAN on ELEVA77QV fDGEOn"24fMDCFD - - L f

M'# N N

\\ ~ F = = y,ygyf l . x x 4, Ne w esr.ervo iv -- v H/Lr/80L7 '. f$f7/D LOCA170V Of$7tB L6CtT7QVOfS2D ACrKNOWN KNOWN ACTAr/CM . % N/L77 8047 rust .e NG2scN STUD romfp:/x Arcucen crescrr/esV M/L7/ 80LT-Sr9/PFLATTo YlCLATING M/N/ MUM R SEAARAriCH R.*W/MhfM7 E ,men. s >.m - ~ h h'. _ ms res. - - io o

f- - - v.ncs a. . c. .n =_., .f, Specification No. 2323-55-30' Revision 2 June 13, 1986 Appendix 4 Page 16 of 22 FROCEDURIS Stec 1 Find out othe distance 'Z' between the nearest Nelson stud cf enbedded strip plate and Eilti bolt, a) If location of stud is known, measureZ'. 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 Deternine whether spacing violation exists: Min. Z req'd = Zi 1.5 + 2.5d = -if Z<Z, not acceptable, relocate Eilti belt i -if Z22:=4,0 - 5d, both stud and Hilti belt are fully developed therefore no spac ng viciation exists anc ne renuc::en is rec'd. '-if J.5 + 2.5d,s Z <,4.0 - 5d, 1 62 i a spacing violation exis:s,-proceed to step 3 Stec 3 4 _ Calculate the reduced allowable capacities of the Hilti bolt. I l R= d ) d+1.0 l .a = R(2-Zs) + 2.5d b = Z-a S.R. = a 5d Reduced allowable (working) capacity cf Hilti bolt in tension and shear -\\ \\- 'A

M - ~ Gibbs & Eill, I 5.c. ' f[h Specificatien No. 2323-55-30 Revisien 2 June 13, 1986 Appendix 4 Page 17 of 22 P T =T (S.R.) R A S =S (S.R.) R A Steo 4 a f 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 l Reduced allowable (working) capacity of Nelson

stud in tension, T'

= 9.95 - R u (kips / stud) T 2 [Q s Stec 5 I: Verification of embedded strip plate adequacy. .l A) Location-of Nelson studs of the embedded strip plate is .known. f ' Case 1: Loadings (?&S) acting at midspan between studs; embedded strip plate is adequate when equations 1 - and 2 are both. satisfied. 2 2-'1/2 [ ? s1.0 (1) S + 4 107.16 (6.75 T \\ g } i-i \\b

'Q I

i r a m.,- e ....n.s n r,,,-- - 'n--- .+..,.,.,- ----, 4 i --,L,,-~,. ~, ,,.,._,,ww .n,_, -y.

p Gibbs & Hill, Inc. Specification No. 2323-55-30 b Revision 2 June 13, 1986 Appendix 4 Page 18 of 22 5/3 ? 5/3 s1.0 (2) S + 17.92 1.54(T') Case 2: Loadings (?&S) acting at stud location; enbedded strip plate is adequare when equations 3 and 2 are both satisfied. 2 2 - 1/2 S + P s1.0 (3) 306.00 14.46 _\\ 5/3 S + P 5/3 s1.0 (2) 17.92 1.54(T') .x r' Case _3: Loadings (?&5) acting somewhere between case 1 and case 2 N!!.R7M 677/D$7M)-- 7 $17/D LCC477CM (CASE 2) "2 = 4 I i Q D y' %l* M/DSPAN(cssil) y S ms wt $7zto t.ocA7/CM(CASE V E Wq EWafDDED SMP NW 4 .e

p/~' Gibbs & E111, Inc. 'l Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4 Page 19 of 22 i. Calculation' procedure: -(l) Measure distance 'Y' (from nearest stud location to applied load P&S). 1 (2) With known S (or ?) calculate allowable P (or 5) for both case 1 and case 2.as per equations 1, 2, and 3, 2 4 Tespectively. . (3) Interpolate by the use of either of the two following equations 4 or 5. P case = P case + 2 3 ( 6 - Y) (P case 2 - P case 1) kip 5 (4) 6-1* 4 (Allowable) OR ip S case = S case ( 6 - Y) (S case 2 - S case s) Kips (5) ~ + 3 6 (Allowable) 4 J 2 g 1; l: 4 I I e I i 1 > *'.2 ..,_c. ,._.--.---..-.l----, . C.--- - 1 : -,-' ---- - - - ~ - - - - - - -

1 ._.m. 4. 4 p Gibbs & Hill, Inc. . Specification No. 2323-55-30, Revision 2 June 13, 1986 Appendix 4 Page 20 of 22 1 d a (4) Compare P (allow) of case 3 (or 5.(allow) of case 3) with a::ual P (or S). i 7 i i ,o t I t i 3) Location of Nelson studs of the e= bedded strip plate not 4~ i known: bedded strip plate is adequate when equations 1 and 2 are .i n both satisfied. d 5 l r l / 6 t b' 1, 2 J f 4 4 1 i ,i i i I i e t 1 i I i i I t 4 t i A

.1 m

Gibbs & Hill, Inc.

Specification No. 2323-55-30 Revision 2 June 13, 1986 Appendix 4 Page 21 of'22 ALLOWABLE LOADS FOR ADJACEN"' SFANS 1 /2YMAY.) _ h, (7yR) } l a o e j m i,' a b. so $A4N /A SPAN / SPAM /E s i v v L o 7 / /N /N 1% %,a d NON t ~ $7t/D N.201.7 h t a) Z' & 2" are used here only for illustrative purposes. b) Z' < Z" and both Z' & 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 determined for span 1 may be used for span lA provided that no cther spacing violation ex s s for any other Nelson stud supporting span 1A. If another spacing violatien does exist, then choose the smallest Z d:.mension for any one of the a

F Gibbs & Hill, Inc. ~

Specification No. 2323-55-30 F

Revision 2 June.13, 1986 Appendix 4 Page 22 of 22 4 studs of span lA to determine the load capacity by using 4 the procedures cutlined on the preceeding pages, e) If a load is to be placed on span 13, the maximum capacity of strip plate,is determined by calculating the capacity of the 4 Nelson stud located at Z" distance from Hilti Bolt, as illustrated above, provided that no other spacing violation exists for any other llelson stud supporting span 13. Follow the procedure as mentioned above in note d if another spacing violation exists. h i f i. f. 4 h . p b i j. O } l g.; 4 I I' i. i il i s 1 i o... r..-..,.-.c s.,.l .,..n ,,._-_,.,__.,,_..-,,,,,..,.,,.,n,,,,,..__,_, ,,-_,,L. ,,L,.,,,,,.--,,-,._n.

4 4 i i.- fI:h 4 1 I l-APPENDIX 4W l i F l DE5IC.i CRITERIA FOR EMBE00ED PLATE STRIPS (A LTERN ATE) 4 1 i e m i ( O I i ~ i (Attachmer:: to Westinghouse Document No. 10923 Transmitted with NPr-8031 and 50-433 Dated S/3/AA t . s e' 1 l i i 4 i 4

s..

8 4 s t i I { ~ - -, -., -, _ - ~-

O APPENDIX 4W DESIGN CRITERIA FOR EMBEDDED PLATE STRIPS JUNE 3, 1986 Revision 1 G S h IT ej R. S. Orr $ r^ k W / \\ 'R. Condrac VERIFIER: b H. P. Bonnet APPROVED: ././ // / M. Mahlab o

Gibbs & Hill, Ir.. Specification No. 2323-55-30 Appendix 4W Pace 1 of 14 bv

1.0 DESCRIPTION

Emcedded 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 ficer or roof slans, and attached to the concrete by means of Nelson studs welded to the plate. The design of the threaded Nelsen studs and the weld at the c'ennection to tne emcedded plate is the responsibility of the designer cf the hanger er the structural sup;crt. 2.0 APPLICAELE REFERENCES 2.1 Manual of Steel Construction AISC 7th edition 2.2 Design Data 10 - Emcedment Preperties of Headed Studs-TRW Nelson Division 2-77 3.0 LOCATION OF ATTACHMENTS O 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. Fer attachments that are welde'd en 2 cpcosite sides the centroid of each weld shall lie within the stud area. 1.2 Attachments should be located to meet a minimum spacing of 12" between the center lines of attachments measured along the center line cf the plate strip (see Figure A4W-1). If this minimum spacing requirement is satis-fied 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 2.3 Allowable loads given in this sec' tion are only valid if the Nelson studs of the embedded plate are located at least eight inches frem a concrete free edge (i.e. caenings, face of beam, etc) in any direction. 6 1542s/232s:1CA 'O o y ---,.-,-v,, e---- -w ~-- g

.Gibbs & 'ill, ::n. d Specifi'eation No. 2323-55-30 Appendix 4W Page 2 of 14 /"N 3.4 Construction tolerance shall be considered curing tne design phase. Allowable loads are based on the eccentricity of the attachment center 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 EMSEDOED 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 eacn other than twelve inches attachments shall be evaluated concurrent'ly 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 S', T 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 scacing is maintained between studs. If the.end stud locations are not known the attachment weld centroid or ' centroids must be lpcated at least six inches from the plate end, f otherwise 5 must be assumed to equal the minimum possible spacing cf 3". Loads aoplied to the attachment are designated as F, F x y Fz, Mx, M, y M, (kips or inch kips) with z normal.to the_ plate and y parallel to the z plate center line. 'A' is the minimum dimension of the attachment cross-section. When 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. I 1542s/238s:10A tO

Gibbs & Hill,-Inc. Spacification No. 2323-55-30 Appendix 4W Page 3 cf 14 OO 4.2 Studs shall satisfy the allowacles defined by the following equations: Stud Tension: T = (0.5F, + 0.1EM )(1 + 0.4E ) + 0.2My (1 + 0.2E,) 3 x x M F )1/2 f)2 2 ~ 1/2 ((F Stud Shear: V, + + = x Interaction: ( )S/3.( )S/3 $ 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 following equations. fl = 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 = (1 + f3+f3 + f4 f5 27 ksi 4.4 For attachments A and S located closer than twelve inches a: art at spacing 's', calculate the stud loads (Tsa, Tsb, Vsa. Ysb) and maximum plate stress (f. f ) using the equations given in 4.2 and 4.3. The a b combined stud loads (Ts, Ys) and plate stress (f) calculated from the following equation should then be checked in the stud interaction equation 4 and against the allowable plate stress. i f Ts = Grpater of (Tsa, Tsb) +(12 - S) x lesser of (Tsa, Tsb) 12 .Vs = Greater of (Vsa. Vst) +(12 - S) x lesser of (Vsa. Vsb) 12 f = Greater of (fa. f ) +(12 - S) x lesser of (fa. f ) b b 12 1542s/232s:10A

.= G'%s.& Eill, Inc. Specification No. 2323-55-30 Appendix 4W Page 4 of 14 These expressions assume that the higher loaded attachment is located at s 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 n ro spacing. 4.5 The nu=cer of participating stud anchors may be increased by welding stiffeners to the embedded plate strips and to the sup; ort 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. 4.6 Steel plate material is A-36 Nuclear Safety Related as defined on Drawing 2323 0786 for embedded plate details. l O e 4 t / i 1 Ifd2s/2365:lCf. ( s r ,,.s www -- y. y r- .--..9-m-,, y-- ,,.,,.e 9wp.m,-- f-g _.-w--,% -v--.--w-.rwg.---g,.+w9g,y f,-.y7-.-yp

Gibbs & Eill, Inc. Specificatien Nc. 2 3 2 3-5'5 -3 0 ~ A=cen:iix 4W ~~ Pace 5 of 14 G r en 1-- 1 UT 1.yr y z -- 2: I m- - c- .: 5 l l l e ---e- --[- - -.'I m N _k.l ~ l l Mt R Di ~ G --- G - [ - - 's' l l b l l i i w g --i- _ g _ _I. _ g _ )h_ l = c w 4 a ~ i w y s l l ~ w e i e m o e I bd i l .L.- = s. a. e o c h di 6 5 4 g Ex S (= 12" MIN. FOR ~6-. O-e- INDEPENDENT T - ~ ~ ~~ EVALUATION)

1. $

-4 l-g, me l_ ~ y 'S t Y X E z;. {__- ._g - - g _ eu 1 l =w =9 he = g ~~ ~c j's.- ~ i s 3. -1 :. t y iG _..., +- w w w-==r-w +

-'e=wv-- * ~ - - - - - - ' ' ' ' " ' " ' " - " ' ' ' ' *

~ ^

Gibbs (. 11111, Inc. Specificati$n'he. 2323-55-30 "~ Appen:iix 4W Pace 6 of 14 O 5.0 REDUCED CAPACITIES OF HILTI EXPANSION BOLT - STRIP PLATE V!0LATING MINIMUM SEPARATION REQUIREMENT 5.1 The reduced allowable capacities for Hilti expansion anchors and emoedded strip plates spaced at less than minimum separation requirement indicated in Attatnment 3 item 2 in Appendix 1 of G&H specification 55-30 (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 emDedded strip plate (ir.) Z=X+1.5. 21 Minimum distance between Nelson stud of e,tbedded strip plate and Hilti bolt for each to have 50% capacity (in) I =1.5+2.5d. t - Zz Minimum distance between Nelson stud of amoedded strip plate and Hilti bolt for each to have 10C% 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 (I-Z ) + 2.5d 1 Oistance allocated to Nelson stud of em0edded strip plate (in) tr b=Z-a b > 01. 5" 5.R. Separation ratio for Hilti bolt S.R. = a__ 5d R7U Tensile cacacity reduction of Nelson. stud due to separation requirement violation (kips) T' Allowable (working) capacity of Nelson stud in tension (kips per stud) 5' Allowable (working) capacity of Nelson stud in shear (kips per stud) TA Allowable design tension load for Hilti bolt, see Tables 1 and 2 Appendix 2 of of G&H specification 55-30 15a2s/23Es:1CA

Gibbs'& Hill, Inc. Specificsdich'No. 2323-SS-30 Appendix 4W Pace 7 of 14 .f SA Allowable design shear lead for Hilti belt, see Tables 1 ar.d 2, Apoendix 2 of G&H Specification 55-30 Tg Reduced allowable tension capacity for Hilti bolt (kips) Sg Reduced allowable shear capacity for Hilti bolt (kips) P Actual applied tension load on embedded strip plate (kips) 5 Actual ADplied shear load on embedded strip plate (kips) I 2. i 1 i I l l i l 1542s/238s:lCA

Gibbs & Hill, Inc. Specification No. 2323-55-30 Appendix 4W Pace S of 14 O _12"(MAX.) _E ~ TYP. 3/4" THICX EMBIDDED /STRIPPLATE e c w f C ~ j 0 0 3-t NELSON STUD ,R FLAN OR ELEVATION EDGE OF EM5EDDED STRIP PLATE A 'O 2 2 k' C / / R.BOLTf H X 1.5" NEAREST STUD TO g O A HILil BOLI @ STUD 7 LOCATTON OF SBJD LOCATTON OF STUD NOI KNOWN KNOWN WCTATCN h HILTI RCLT FMURE A d'4 2 9 4CLSCM STL"J i 'C ,------.--+,-w- -7 -,,w-..,,,-.,,.v,.-,.,---,-7,.%y-.

Gibbs & Hill, Inc. Spacification No. 2323-SS-30 Appendix 4W .g Page 9 of 14 ,s f 5.1.2 Calculation Procedure Steo 1 Determine the distance 'Z' between the nearest Nelson stud of emtedded strip plate and Hilti bolt. a) If location of stud is known, measure 'I'. 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: Hin. Z required = Z1 = 1.5 + 2.!d 1 -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, 7,,4.0 + Sd 41 42 a spacing violation exists, proceed to step 3 Sten 3 Calculate the re'duced allowable capacities of the Hilti bolt. a = R(Z-Z ) + 2.5d 1 b = Z-a S.R. = f 1542s/23Es:10A ~ = w w - T - -+ tr---N--++^--e 7

e--

F -

r - -

r,-

- - - ---(-rtr---

-' - - -t-t- --e-- er-'-w%-i,- +--er T-7 e-en -y3 -e-r m- --9 +Mt-T--** try--+-r="-

Gibbs & Eill, Inc. Spacificatien No. 2323-SS-30 Appendix 4w Page 10 of 14 Reduced allowable (working) capacity cf Hilti bolt in tension and shear i TR=TA (5 R.) SR*SA (5 A-) Steo 4 ~ l Calculate the reduced allowable capacities of Nelson stud. 4 i RTU = 12.4-2.5b (for 1.5 1 b $ 3.5) ] RTU = 28.9-7.2b (for 3.5 1b $ 4.0) i Reduced allowable (working) capacity of Nelson stud in tension. RTU T' = 9.95 T (kips / stud) i 4 g 9 (O i i i i i 4 i i i i i ! ;j 1542s/238s:10A 3 i - <, ~.._ _.. - -_~.-- . =. ,_m ...#,,-mm---4,--,7...--.

/ Gibbs '& !!ill', Inc. Specification No. 2323-55-30 Appendix 4W Page 11 of 14 m Step 5 Verification of e=cedded 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 1B (see allowable loads on adjacent spans, Pass 12). B) Location of Nelson studs of the emoedded strip plate is not known. Use the reduced allowable.(working) cacacity 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. ?? 20?C 7 r?. lid;CE I 12" 12" hHILTIBOLT i 'l 1 ] 1542s:10A 3 O .,_-.y-.----y ,,5-ry.-r-,--w-- -y e. g.,y-.gy,.. _.,,.9.,_c p.,---.m ,.-%gge-,_. -4,-9__ yy p-g e -e

Gibbs & Hill, Inc. Spscificacion'No. 2323-S5-30 Appendix 4W Page 12 of 14 d ALLOWABLE LOADS FOR ADJACENT SPANS IE i I tz- (nr.) I l tm.) k l 5 6 i k s7Asi 1A span i s*An is i 9 L o I /\\ TN A l \\ .aso N z. z. _2 stuo H. SOLT L' 1 ( a) Z' & Z" are use~d here only for illustrative purposes b) I' < Z" and both I'. & I" 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 determined for span 1 may be used for span lA provided that no other spacing violation exists for any other Nelson stud supporting-span lA. If another spacing violation does exist then choose the smallest Z dimension for any one of the four studs of span lA to determine the load capacity by using the i procedures outlines on the preceeding pages. 4 4 1542s:10A (O) 7 I V 1 f ..-._._,,,-,,_.,c, ,~__.,_r.,.,-._,-,,.., ,,._,_m._,..,m._,._,y,-.,_____.. ._,,_m.-,-,-,.--_,,-.,_,

Gibbs & Hill, Inc. Sptcification No. 2323-55-30 Appendix 4W Page 13 of 14 e) If a load is to be placed en span 18, the maximum ca;:acity of strip eine is determined by calculating the ca;:acity of the Nelson stud located at I" distance from Hilti Bolt, as illustrated above, provided that no other spacing violation exists for an other Nelson stud supporting span 13. Follow the procedure as mentioned above in note d if another spacing violation exists. 4 4 t j I l l l 1 1542s/238s:1CA L i. 1 s e-- =c--- -,>.--s--- ,-, w -.,.e-.--w +-, - ---- c,--,, y- ,.,+.-----.%em-a--,ww.-p e e - w,- -,r,. ew--'--m-J.,,-.e-w,_v,--m

t 1 l Gibbs & Hill, Inc. Specification No. 2323-55-30 Appendix 4W l Page 14 of 14 1 1 f f l l e e j ( i i 1 O 8, ) i i S' i I I

l. -

d 8 k -. 9 # I ? f 1 1 1 3 l 1 i 1 1 i i 1 1 1 l } FIGURE A-4W-3 . ( i i t i t l. k 'A .m-+- - - - - - - -. - ~, - - --n,~n

t O 'I t APFENDIX 5 d j .i f fj t t DESIGN CRITE?.IA FOR l EMBIDDED LARGE STEEL p;A;Es i 1 i e i I i l 5 4 I h l t 1 9 4 i i

7, ?'N Gibbs & Eill, Inc. 1) Specification No. 2323-55-30 Appendix 5 Page 1 ef 13 APPENDIX 5 DESIGN CRITERIA FOR EMEEDDED 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 enbedded plate is the responsibility of the designer of the hanger or other structural support. 2.0 APPLICA3LE REEERNICES 2.1 Manual of Steel Construction AISC 7th Edition .n !(_, 2.2 Design Data 10 Embed =ent Pr:perties of Headed Studs - TRW Nelson Division 2-77. 3.0 ALLOWABLE LOADS ON EM3EDDED 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 AS-1. Designation of regions is as follows: Area A; Interior Region Area B; Exterior Region Area C; Exterior Corner Region Area D; Exterior Region Near Opening Area E; Cantilever Region 3.2 Steel plate material is A-36 Nuclear Safety Related as defined on Drawing No. 2323-5-0786 for enbedded plate details. M 6 4 J

/~T 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 A5-2 through A5-4 and Sheet AS-8 through AS-lO. 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 A5-8 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 shculd be combined numerically. The resulting tension force and the simultaneous shear force should be used in conjuction with Sheets A5-2, AS-3, AS-4, AS-8, A5 0 and A5-lO in order to ensure that the ~olate is not (')T 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 exa=ples, 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 attach =ents 6'"x 6" and larger are shown on Sheets A5-8 through A5-10. j A::achments should be welded all around. i 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 AS-B through A5-10 may'be too censervative. 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 I 1 F

.~ =- 4 [ Gibbs & F.ill, Inc. i-5 Specification No. 2323-S5-30 Appendix 5 i Page 3 of 13 1 a minimum of 12" from any adjacent lumped. force point. The allowable load capacity shown on Sheets AS-2 through 3 i A5-4 may then be used to check each individual lumped l force. l' 3.9 If the attachment is connected to more than one region of the large steel plate the smallest allowable load capacity of these regions should be used. a 4 i' 3.10 Attachment -dimension refers to the dimension of the attachment at the interface with the large steel plate. ,i I f i I I i J f 1 i t. t, i: j r

l 1

I f i i i } t i L i l 1 i j e 6 .t

l [ A P P E N D:x S)T \\,,PAGE 4 of it ' CANTILEYER REGION (AREA E) f 7 EXTERIOR REGION hAREA 5) @Y.@). ' 'F AsurriNs r uwe.cTyro. I J e ums;pammanumaset ,. n m n1rEntoR coRuER . t m... INT ERIC R,.:. EI REGION (AREA C) Iln ase'4 4.M1 I 1IDM4%88elTen"Mi'a= 119 s& MnIL c m. m R m ica 1I4 \\ Wh1 I (^"'^ c llY % ;:jll __ t,.O t-a = s' 1 /f. :.. ]l/ f / E g,,sfadomit'-a t.' ( hI ElkfCR[ " ". ' 'h-3 Nad LG.MELSON ^ -INT l'.. * ' ' '.. REG '. A,'EA A) T R 1 I.T; %..:.-WT.:-?E I n y m x., ~. LAN OR EbEVATION d 'N TES : FIG. I l' FOR ALLOWA5L5. LOAD CAPACITT AT ANY LOCATION..OF t AREA A ; INTERIOR REGION,SEE FIG.7. At4Q FIG.8. ARE.A 5 ; EXTERIOR RE6 ION,SEE F1G.'3 AND FIG.9. ARE A C ; EXTERIOR CORNER. REGION, SEE FIG.3 AND FIG.9. - AREA DL EX,TERIOR RE6 ION NEAR OPN'6.,SEE' FIG.4 At40 FIG.lO. . 2.THE. DIME.NSION"De" 15 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 S-1582 ~~ TUSl COM ANCHE PE AK TYPICAL CONFIGURATION OF LARGE STEEL PLATES FOR 3 LOADED REGIO.N "Q"'*2 ~- O -- 2 sas ss.^5-'

i 1 ( (APPENDIX 5 FAGE5orla O 11 V (0.o,;10.85) II. N[3.l;lo.63) w \\, a ( 3' \\ G. b. \\ 4. \\ \\ z 3 1. a -(ii.2s; c.a.) o. 1. 2. 3. 4 5. G. 7. e.

s. 10. Il. 12.

Q S (eies) ALLOWABLE LOAD CAPACITY FOR COMBINED TENSION AND ' SHEAR rom. ATTACHMEN TS SMALLER THAN 6"x6" INTERACTION DESIGN CURVE FO A LOADINGS ACTING AT INTERIOR REGION (AREA A) NOTATION P--- ACTUAL APPLIEU TILMS10N LPAD

S--

ACTUAL APPLIE7 SHEAR LOAp

TUSI COM ANCHE PE AK xSEE SECTION 3.5 OF THtS APPEhlDlg ALLOWA8LE40ADSONLA%E STEEL /t *FOR ATTAGNENTS f

SMALLER fHAN Gfx 6" 1 - - - ~. ~ --2525 5" ^ s.2 i O

.------,..---t

/ (APPENDIX 5 PAGE G OF (3 g-O a 9 ~ 8 ig7.53) , 7. m ~ i b \\ _v. 6. w v \\(EXTERIOR (AREA $ _ i t T \\ A 3 (0.0;2.*.)S) \\ ~ EXTERIOR CORMER-g h 7 I, (AREA C) N (1,I.4 h c.0) C. c O. I. 1. 3 4. 5 G. 7. G. 9. 30 ll. 11. S (KtPS) ALLOWABLE LOAD C APACITY FOR COMBINED TENSIO'N AND . SHEAR Foz ATTACHMEN TS SMALLE R THAN 6'x 6" IN TERACTION D ESIGN. CURV E FO R LOADINGS ACTING AT EXTERIOR REGION (AREA 8) 4 ACTING AT EXTERIOR CORNER REGION '(AREA C) G. 3 NOTATION TUSl COMANCHE PEAK P _ ACTUAC APPLIED TENSION LOAD

I S_. ACTUAL APPLIED SHEAR LOAD
A440WA34ElO/050#4MGF

$~ SEE SECTION 3.5 OF THIS APPENOlX, fSfALLER. TNAN G J f j W = 1~ --253 SH. AS-3 } i 4 .---,---,,------,---,-.--o,,.~,,,, e--.a ,a,,.,y,.-ew- -w-m -en-+- - - -wem--mrme- ,e--w-

,---,.c

,,w-e-,--,, m -,3 m ene,- a---- -,e

[ APPENDIX 5\\ (l%CE 7 OF (S) l( O g ('# .,P 4 (0.0 s B.bb) O]' you fo ;7.b3) \\ \\ \\ \\ \\ \\ \\ a '- 1 \\ \\ \\ i \\ \\ \\ ..4 -De=2' hDe =4" he = 6' kDe = 8' \\ \\ ' 2. \\ \\ fl.5510.0) (3.1,l i o.0) h.43;p.0) ((Il.4ho.0) .o (Q

7. - 8. T9. 10. I I.

12. 0. 1 2. S. A 6. G. S(l(IPS) i ALLOWABLE LOAD C APACITY FOR COMBINED TE NSION AND SHEAR FoR. ATTACHMENTS SMALLER THAN 6'k6 IN TERACTION DESIGN CURVE FOR LOADINGS ACTING AT EXTERIOR REGION NEAR.OPND. (AREA D) WITH De=T',4',I48 r G. L NORTwN p __ ACTUAL APPLIED TENSION LOAPE S... ACTUAL APPLIED SHEAR L*** TU COMAN PEAK Y SEE SECTION 3.5 OFTHtS APPENOlX ALLOWAblf LCADS QNLMGE STEEL M FCK ATTAdik' MTS f q' l $MALLEK THAhl 6"x 6" - = ". ' = ~.

e. asu z:

=.

/APPENDtx 5) (PAGE 8 OF 13/ I h .w t-l. bb - h% i i e a e e-a i a 5A. i 5A m . c le; e e = 1 .i i S i i l .~~. c l PLAN OR ELEVATION NO TE: L FOR ANY SUP70R7 WHERE ONE AffACHMENT /$ /W TEUSICM AAfD ONE ATTACHMENT /6 INCOMPASSSk;W, THE MIN.12'SEPA' KAT/Ckt CRJTEK/A (d) KEFEK$ 70 THE DISTANCE DETWEEN THE WELD ef THE . TENS /0U ATTACHMENT TO THE CENTER 1/NE OF THE CCHFRZ3610W

ATTACHMENT:

y( O ,4.c! g A Me_ y i i us. y =- =,. l =. -

v V t.

,} }8 - J j 7 D, + ~ SECTION SA-5A clGURE '5' Tusi _.C O N W A 4 MINIMUM CLEAR. DISTANCE (d) SETWEEN g' lADJACENT ATTACHMENTS ***yy - NONL -- 2626 SH. AS-5 l

E X, AM*P L.E 01 CPActsx13) APPfD40tX ST W AWGErt AT' EX TE2.b2. EE4iN ( A2f.A 6) 0F LAEGE ST5et PLATE O gWA!.L 012. CEILI4G m m m m f ~ !asf.=: f: W fg j' Ag L,. SA Ls= at t h-h CHAddr.L I HAWGRE Q.- PLAW OE ELEVAfloM 3*I4k _4- _ 4 i e o o c Je_s_ ~ P l l C C C C WP acuAawet l V SECTIOW GA-GA FlGul2E Co CODE.ST" log 37 p. G,oK AMD 5 3.on is T N E. LAIZGE, 27224 14. AD6ddAffr.7 l S o LU ri c 4 : FI2c4 PiGOEE. 5 P=6.O* 5 ALLowAhLE

5.9 5 > 3.0".

c k.. TUSI cena AWcHE FEAK Aas : pt.is A ce.c oA.ra.. PIM Cc4WecTICW To LARGE STESL PLAT" e:: o'* * = * . 90Wg. 'O ~ " " ' ^ * ~ ' l

(APPENO4x S) E,XAMPLL P'? PAse to ce is r%HGE.R AT NTE00E EE610NI.AEEA A) 0F LAEGE 6 TEE.L FLATE, O 516E jf. ' w. tq k ft. CElLIWG u_L _ d! I I ... C C ,,.m OE WAL1_._. A, g..':e ? I.'.* ? / 1.;(yRT-P 8 J6 C 6-J 1 o yg / t N' ft. P_,b ~ ~ g_ [ j % s w a t- \\ J y 7 M P % secricua 1 - bw, sccTion HAuc.eA RANGEE .J . - s 6E,CTION 7A-7A PL AN OE E,LE.VATION FIGUEE-7 CUESTION : J F 6 = 'Z.0 % P = Z. 0 5 t = 3'-G" A ND cL = lo" 16 TH E LAEGE ETEEL PLATE, ADEcVATE'2 O 6OLUTION * ' T WELD A '. A 6 HEAR: SA =_5/z = "Z.0/z = 1.0" TENSION.DUE TO CANTILEM:E MCMENT : Pi Pi-Y=MXy0'z)=a,# TEN 510N DUE, TO Dit:_.CT' TEN 510hrTCAVTPA PA" = P/t s 1.0" l 1EE.60LTANT TEN 6tOH, IPA = Fi 4 Pi = 6.4 + i

9.45 FEOM F1C,UEE 'E 5 aM = 5.d.*>SHE.E.T 4 t o'"

c.K. AN6:.f# 15 ADEGUATE 4 : IF PA' <. PA" THE.H THE. EE.50LTANT TE.NSION IPA = P + PA' f TU 51 \\ COMANCHE. PEAR MOMENT CONNECTION To LAccd STEE.L PLAT 6 y -=- _. N o N E. l ~ -- Gan SH. A5-7 .O

i (APPENDIX 5) f%GE ll OF 13/ I5 r(IO. 0,12.2) 'h %% 'I 3' N I 2- \\ l[ -IO S e

n. 8 E

\\ ~ 7 U g

a. 6

\\ 3 5 \\ \\ 4 3 2 N I (1 6.6 ;,G O N O_O I 2 3 4 5 6 7 8 9101112 G A l'5 l6"l? IB ~ O s cxies) ALLOWABLE LOAD CAPACITY FOR COMBINED TENSION AND-SHEAR - FoR AT TACHMEN TS 6 x 6* OR LARGER INTERACTION DESIGN CURVE.FOR LOADINGS ACTING AT INTERIOR REGION CAREA A) F G.8 yo7,,og P. ACTUAL AFFL/fD TEMS/On/LDAC* 5-- ACTUAL. AFPLIED SHEAR LDAO* y COMA HE PEA K $ SEE SECTION 3.5 Of7H/S APPEND /X ,7gny,gg,g9,93pyg,ggy STEEL & FOR ATTAC/ MEN 75 r l 2 OF 6'rG' A ND LAKSEK - -. ~ -- 2323 SH. A5-8

APPeactx 5 PAGE T2CF (3 16 i I I 14 13 !2 II 10' f(0.0,8.8,6) f EXTERIQR (AK1A b) ,9 en 3 S 8 d N 7 N

c. 6 i

i \\ 5 /-(Q0,3.75) \\ 4 I I I I l l t i i i ! e- {2 fXTEA/0K CORWEA (AREA C)' (\\6.Oy3.09)l\\ I 1 O m i O I 2 34 56 7 8 9 101112131415161718I920 S ( KIPS) ALLOWABLE LOAD C APACITY FOR COMBINED TENSION AND SHEAR Foc ATTACHMENTS 6'x 6' OR LARGER ^ INTERACTION DESIGN CURVE -FOR LOADINGS ACTING AT EXTERIOR REGION (A RE A B) AND ACTING AT EXTERIOR CORNER REGION (AREA C) l rG9 uorAnou F-AC72/AL AFFL/ED TEN 6/0MLQ40* S-- ACTUAL APFL/EO SHEAR LDAD

l
- se - asor7-s -exoa

,R"llL,1%, STEEL M F0K ATTA0HENT6 CFfx5 AND LAKSEK a

- ~ s ~m ~

myg --2323 SH. AS-9

(" PACE rSor 13*/ 16 I5 7y i f(4.7; 12.9) .013.6). X q f(IO.0,12. 2) 3 12 \\(s.5.12AS \\X S \\. \\ X r.0,8.8) \\ \\ N e s N A.es,7.2e) \\ \\ \\ 5,7 Y Y X \\ ~ 'e i '\\ \\- \\ \\ 1 \\ \\ 3 4 i \\ \\ \\ De= 2' I De= 4' 3 De = 6' l T_De=8' 3 i \\ \\ ~ 2 (8.76;O.0)- } \\ g A.(2,4.o) ( 86,@)N .Wlas;oo) o O I 234 5 87 8910l1' 12 l'3 - 14 l5 16 1T l'8 l'9 20 ~ ~' S (KIPS) ALLOWABLE LOAD C APA~ CITY FOR COMBINED TENSION AND Fo st. ATTACHMENTS GN 6"OR LARGER SHEAR l INTERACTION DESIGN CURVE FOR LOADINGS ACTING AT EXTERIOR REGION NEAR OPNts. (AREA D)WITH De= 2',4~6"18" IlG.lO N07AT/0Al F-- ACTUAL APPL /fD TEM $/QV 4440* 6 - ACTWA L APPL /10 SNEAK LDAD* TUSi COMANCHE - PEA K g SEE SEC770N 3.5 Of THIS APPE* D/X ,ggny,gi;j9,ogcyLAgg5 N STEEL 8 FOR ATTA0fMENT6 OF 6'x6" AND LARGER } w ~ e>~ ~. _ pggy --2523 sH.A5-lO / ~

T i I j.- ('s - J 1 i i 3 APPENDIX SW i i l DESIGN CRITERIA FOR EMBEDDED LARGE STEEL P.LATES ( ALTER.N ATE) s i i i (~' I i l i i l (Attachment to Westinghouse Document No. 10923 Transmitted with WPT-8031 Dated 9/10/85 ) l W.*E**, Pp =*

4 Gibbs & Hill, Inc. Specification :ic. 2323-55-3C Appendix SW. O

,n APPENDIX SW 4

1 y DESIGN CRITERIA FOR EMBEDDED. 4 LARGE STEEL PLATES AUGUST 30, 1985 .r= ( AUTHORS: Id. iud de .A. S. Orr i j O g {g fgf R. Condrac i I VERIFIER: M k D.-uJ b m H. P. Bonnet APPROVED: 7! ((./ /

x. saniae p

t h I -sy----- w,,-g ww wr,w -w, ,9g .,gwQ*-*vgh-.g.-. g.m-e9 v.-m &y--- n-g-- wre.--9-,m---g,gww,9w.ww-y +,-m3 yyy9-g -wrr umtyg+ w w, g-ve g vip-ey+m,w v.,-

Gibbs & Hill, Inc. Specification No. 2323-SS-30 Appendix 5W f.C( ; % 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 Nelson studs. The desig,n of the threaded Nelson studs and the welds at the connection to the embedded 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 - Emcecment Properties of Headed Studs - TRW Nelson Division 2-77. 3.0 ALLCWABLE LOADS ON EMBEDDED LARGE STEEL PLATES 3.1 For desig~n purposes each steel plate is divided into different regions: Cantilever, Interior and " Exterior Region Near Opening", if an opening in the steel. plate exists. (See Fig. AEW-1). Designation of regions is as follows: ~ / Area A; Interior Region Area 0; Exterior Region Near Opening Area E; Cantilever Region 3.2 Steel plate material is A-36 Nuclear Safety Related as defined on Drawing No. 2323-S-0786 for emoedded plate details. j 1541s:lCA

1 Gibbs & dill, Inc. Soecification No. 2323-55-30 A:opendix SW { Page 2 Of 6 V 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 evaluating these stud 1 cads using the stud interaction equation given below. Loads on the attachment are defined as Fx, F, F, y 2 with the z axis taken normal to the embedment plate. Mx, M, Mz 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 te used. 2 g[2 p g N Stud tensien: T = 20 F ( 3 0 7 0.05 M )2+ (F +.05 M )2)1/2 Stud shear: V [(F + 3 g x g y g ( )S/3 Allowable stud load's: ( )/ g g- + 3.4 No loading is permitted in the cantilever region except if special design is made for adepuate 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 y 4" 1 cads on attachments may be evaluated in accordance with ~ paragraph 3.3. If De < 4" stud tension and shear load shall be evaluated in acc:rdance with paragraph 3.3 and these loads shall be evaluated using the following interaction equation. T V (2.w s u_, )S/3 ( G )5/3 - 1 s i 4 52 3 1541s:10A

Gibbs & Hill, Inc. Specification Nc. 2323-SS-30 Appenc x an Pace 3 of 6 3.6 Stiffeners may be used between the attachment and the plate in orde-to increase the effective attachment size to stay within the allowable loads defined in paragraphs 3.3 and 3.5. 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 ao:licable 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" from any adjacent lumped force point. The allowable load capacity of paragraphs 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) 1 1 e W d

l Gibbs I, iiill, Inc. Specification No. 2323-55-30 Appendix SW Pace 4 of 6 INTERIOR CANTILEVER REGION REGION .2" +0,," (TYP) (AREAA) (AREA E) 4 l I l l e e l l l l l l O-C-O-0 0-O-O O-O-o ,10" MAX. ! TYP I O-O-O-O-O-O-O-O-O e l~l i i l l l l C-O -O-O -O-O-C-O-O-c e i t I i i -O-O O-I x x I o O O O-O \\ \\ \\-C C -C C-O-1 N'N O O i \\o 10'( sl C O t I x qi l o-O--O g ' O -O \\ De _N l l OPEllING o_6 0-O-I e - e \\- 4 b -o O \\\\\\ \\\\\\ \\1 C !/ $ -O 5 ko - a o ^ ^ r 'v EXTERIOR REGION . CANTILEVER REGION NEAR OPENING (AREA E) (AREA D) PLAN OR ELEVATION VIEW OF_ SHEET EMBEDDED PLATE l FIG. ASW-1 l

Gibbs & F.ill, Inc. 5=ecification No. 2323-55-30 ippend.ix 5W Page 5 of 6 . h.o. . f n [14 - ag g.a,_-i c.; .h. (4 .t- ,d .g. a,. g, 4.. . ;,' l 4 '4 4 4 L r \\, e e s e.. 4_A e, cA i a o i lrI e.g 2 1 I .l ll i I l + s J l PLAN os ELEVATION NO TE: l FCK ANY SUFFCRT WH!AE CNE ATTACHMENT /$ /Al TEUS/CW M GNE A TTACiMENT /S /W CvWEESS/CN, 77f! MIN.12" SEFAKA T/CW CA/TEK/A (d) K!FEKS 70 THE O/ STANCE BE TW!!H THE Vfl.C CF Td: .7ENSIGU ATTA CHMENT 70 THE CENTER LINE OF THE CCHPR136/CW

ATTACHMENi; f vilF5, t

~ y-d, A ra' A i td. :e' i d= ra' I ! I' = ;. - / 4 :x. - w y 3/4" PLATE e m ml l1 i I -. ---;D, w ~ i SECTON SA-5A 6 Q na. -

Gibbs & Eill, Inc. Specification Nc. 2323-SS-30 Accencix 5W -s P' age 6 cf 6 HANG:R AT INTE.EiOE E-IONIAEEA A) 0F LAEGE. 6 TEE.L FLATE. M CEILlWG CE %/ALL ', - ) ~... ...,. 'L h '.,*.',.~,'.

~*

? g 1 ? 7x y , S/ 7%. / b SA62.FI. N P

C.-V/ S ECTIN H AMQf.1

-5 PL AN 0E ELENATION i a 516E. P h, % (i ,_ i _ u,. )Ii 1 T A' M b i dV_ k / .y l l l i J 6 Lf T10N 3 MANGFZ - 6 E.C.TlON 7.A "7A FIGURE A5W-3 .g

/.~.' APPENDIX 6 ALLOWABLE Loan cg:rggIA yog 1-1/2" DIAMETER - A193 GROLCED IN

- NMb'O

W'b"b'w . ~~ c b h { e l 9 a 9 0 I ( 1

) Gibbs & Hill, Inc. ,/ Specifica::en No. 2323-SS-30 t-Appendix 6 Page 1 of 1 ALLOWABLE LOAD CRITERIA FOR 1-1/2" DIAMETER - A193 GROUTED-IN ANCHOR BOLTS For a single grout-in bolt installed in accordance with procedure set forth in CF-II-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 b. Working load condition - 34.5 Kips ( 3. Cc=hined Tensien and Shear H a. Ultimate load condition V s 1.435 in.2 (Tensile stress area of T + 75 Ksi 49 Ksi 1-1/2" Diameter - A193 bolt) .b. Working load condition T + V s 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) loads and when design is based on 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 support b) edge distance effect due to proximity of opening etc. above cr::eria cannot be applied directly. Such situations should then be independently examined on a case by case basis. I -k i i/ b-

S?.E" ~~C00(p Dut i \\ j 9

i ::.;,-~.

N ;CEE PEAK E F.Ri E* C.el: S A~I21 CESIGi C:RGE A"5C.0Fl"A'"I3i (h".~.~ 1 (34*/.Z ACd!0 SE I:C:RPORA.".E DI CESIGi XC.28.D:* CCAtc. 15.338 R-1. 1 SAF'I-"! ?E:/_'"ID IDC28.DC: U YES toFOR OFFICE AND 2. C?lGINA '"R: C7PE E CRIGIW. CES~ELs ~ 3. OESC?l?!"CN .,c.ERING USE Ly A. AFFI.ICABI.I :w: /tHI/CCC:MCC 2323-55-30 FW. 0 3. DE""a 5 B'IS REVISION VOIDS AND SUPERSEDES DCA-15.338 R-0 ,%i Anoendix 6. " Allowable load Criteria for 1-1/2"O - A193 Grouted in Ar.che-Bolts" to the referenced snecification. 3 5 11 o = r n., lVED O 6,,,,, m,. 4. Sver ;r.:C IX"X"*28.CO.""CN: CCC' RENT CQNTRol, M =an l GIN-576.,, .._;._. GIN-62137 Deletec Page ; or Rension "U" or t:us DCA per telecen cetween E. i. 5e:xor s_,.d P. Patel en 1-12-84 5. APP!CVAI, SIGi;L"UtES: PP/c p /~/2 Y b A. CRIGINA::CR: CA E MwlI/ /77-6C8 cA:E

s. oESIGi u -m.xma:

v mha-. i..M Y CA-Z //'7 / 7 / C. [2SIGi PE7IZW PRICR TO ISSUE: 6. Vr::DR Pr.JCED CHANGE X NO NUMBER 7. STAN:AFD Dinn.,u.-iCN: AMS (ORIG 2M.) (1)

3. F. JONES-PROCURBENT (2)

CCAIa"T DCINECGG (1) t:CC: ft:R CRIG. CESIG; (1) TS FOR GRIG. DESIGN (1) l PSE (1) CC', Fem 9-U CIVII. ENGIhNr_. (1) i i l 3 ,.,_.,_-__.-.,,.,L,

5 P E C IFICA""!O N 2323-SS.50 q / APPENDIX 6 alt.OWASLE LcAD CR\\TiRtA FOR I E"o - A 19 3 GROUTED-IN ANCMO R 50LTS For a single gr=ut-La

Ifolt installed ~i~n r.::: dance with procedure set fer h in CP-C -13.0-3-Rev.1, allowable load criteria is as follows:

1. Allevable Tensile capacity -

~

) Ulti=ata load condition - 105 Eips b; Working load c=ndition 66 Kips

2. A110wable Sbear Capacity a) Ultimate load condition - 69 Kips b) Working load condition - 3 4.5 Kips

3. C =bined Tension & Shear a) Ultimate load condition

??Isi 4IKsi ( 1.405 in.2 (Tensile stress area of thi-A19's h=l:1 T ' + V N b) Wc king load condition ( 1.405 in.2 2 + v L 47ksi 24.5Kai Use allowables given for ulti= ate load c=nditi:n -t.en desig d g for emergency / faulted (service level CAD) loads and when design is based on nc. al/ upset (service level A&3) loads use allowables given f== we*d 7 lead c=nt.i:.ivn. The above criteria can be used for a grcup of 4 bolts and 6 bolts in a 2'-9" min. concrete thickness, provided a ' '*" spacing of 14 in. for 4-bolt pattern and 18 in. f:: 6 belt pattern is maintained. In the event of, a) overlapping due to another ancher of a near-by support b) edge distance effect due to proxinity of opening etc. above criteria cannot be applied directly. Such si:uations shcu14 then be independently ex= ' ed on a case by case basist DCA /S33 2 Rev l P4yc 2 g 2 E

....z. i Q-Pn21 Ce 3 .p ...?....

-~

.~ w.

r

. -. q g.,. r. y ..p g.y,; g g. a cg,.,- n., n..- f@.l-c=.w EE PrAK 5"M"-- r'._,'. c:* S ;cIOi

C g _..

m i c5 m m m ~.A n:21 -m u ~.:.. N.- .: ~.. ..g::.,..- '.\\ ~ . i- 'J, (WI*:.) (2I: A EE EC:RECRA'5D El CISIGi m .CC410. 15.333 )

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.S.!.' 1. SAFET bra'5D N: XX TES 10 _,.. s i-- - 2. CREENA=lR:. CFPE XX CRIGDEL CE5IGiER ~~ .... a.a... --i '. - c ~n y f ' s. - 4'*. -.y.- . gr. :. - 3. L=2 -ce;;M: N-F=. ?,.... .. ?. ' ~. ' 7 9. A. APPLICAar.2 SME:CCEER 2323-55-30 " RE.7 0 $.&. u- -... = q,.-.,-. - CE.::L.I.IS 1. Add sheet 2 of 3 hereof to Accendix 3 of the - .x..-. B. .e :.. :- ..%., w..,.. g ;., j 7' + y w g.,. referenced soecification. r-- w- '- - ^ ..,h. ~.2

7. ' 'A'ddFAoisiidfii'6' "Al1cwable t oad Criteria for 1 1/2"O k193 Gmtrt=d in

~ .....c.. ..,-.-...,u... ,7' ' ' ffb.,*. Anchor Bolts" to' the refm enced seecification. O . r. , Q g...... p..y{

A '

-Kgp -. <~ . j. .,pp. i r,,,. .l, r b, -: y,,,, i w. .-h-q. m: - .,.g..y. g v. eoo ua. u--- --, e. c._ 1 V c._-m.,. a n s 4 a -~ .H it. B k _ - 4 n -ec.?

) W

..m_ ?e . 84 4. , :: maw;.uc I CCMDmcICN: li M [ E C E I V E tL ' GTN-57677. GTN-61623, GTN-62137 5. AP=CvAL sIGiAIURES: JCG/s f 12-8-82 O (},. ,,r A. CRIGnu1CR: , a,_, c;a.~/2-g -g p B. DESICT REPRISDi"iAME. / fah c;c E /2-8-8 2. 6. vDiECR SAN 5MImL RwmED: YES NX !D 7. 5"mi::ARD DIsnIEL-"CT: s' AR'.S (Mginal) (1) S.F. Jones-Procure. men- (2) Ex A m 11-80 l C; alit.f e.gineerity (1) pc::u.n. Eev 7 -32 l 'IS f:r Crig. Cesign (1) I ifesti.n.:'..cuse-sit.e (1). Civil Engineering . (1) .- x. .m ..s. g.. g.... y --.--.__7._. ._____ X. _. :...... _. ': ;-.=_ ..,.~;;, y,___ ; g y -g.,, . m.s tw 7p-A 1 I I

.m-. *, =... ~ ~., g rk,'. 3f.

a.....

~..-:- M.... e.gu,:.,.a... .. u S F EC1F~lCA I'lO N 2323-SS.50 ~' . -q.;:r.. z. :..". 5.: 4 c.. , ; ~: --- w..:.p.;;g ~.

E.,,. ~.,, ~ '... n

( - YT_ :C;.. AFF:rND tX 6-m '":I \\ w s::.- w~;. .. :. ~ ;.,: . m..- .. =.. . 15,"9 - A 193.4.. - 9~ 6coues ", ALLoWASLE LCAD CNTF.mA FOR w-t @ E D %,rw{ f:e GRou i2D-IN ANCHOR SoCTS g,

=..>.:

.,. s :. . u: . ;::t, e ~;. ...::.2 :.. r -~~ h '.W ":.:.

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Fce a. single grout-in*b' cit '= stalled a '- ~ " ~ ~ ' accordance with procedure set forth in CP-EI-13.0-3-Rev*2." allewable lead critaria is as fc11 cwa: ..:,~..~.-. .,.-:.. m. 7 W '--*" M. n.A ..t.~ . ::. ~.,-.:...- :.

1....

9c3. A11cwable Tensile cacacity - f.' ..J... '.. .',,h..M."'a) U1.i= ate 1 cad conhiticn - los. Ki s ... I.e', ..c, ..2 _...:.. ~ -.:! p,.r.b)-Worki=g load conditicn . 66 Kipa ......WW..,.W...... 7. E5_ 'J.A .,1.; . ~...

,e...g...

'. '2.::mn-c,/.~.', - - S.. .3.i.; :.3.. q r. .ie'M-' .'.2R A11cwable Shaar Capacity .J : RfE'#.:3 ./.R.Wg.

$Kfa).. Ultimata -load condition -

t; r 69 Kips -C '.. ".S c ".'.':5N '.". '.? :.

fM.;lb)? Working load. cendition - 34.5 Ki2s

... 4 *E. 2...:~-". W,c5~i . :. _...s. a.. : _ : v

...n

n. .m e-w.. ~.X.. l @_. Cc=bined Tension & Shear . ~ ~ 6. -~ W #J 1 'De.u.:: ,. g. _, .y: , ' 7- . r.. c ..:x; a).Ulti=ata. Icad,cendition + < - .~ . r,.. ....v. h.7fg,g*4-fg,g( W b. ensh st.ress area of 1W-A193 b= 1 ( i ..._.b). Working Icad. condition W.^ .) .m :'. .T +.,7_ 1.**05.4s.2 ...,4 7Kai ..,s.,- 24.5Ksi -2, .. 1 r. ' ' t <c _sswe a m. p m. . v.. . g..i. ..g-

.~...

Use allcwables given for ulti= ate load condition when desi for emargency/ faulted (service level C23) icads and 4- ' design is based on norr.al/ upset (servica level A&B) ads ., use.al.,cwables given for working lead condition. c- [ er can be used for a group of 4 bolta and y , min. concrete thickness, provided a ,,,g.,4 [ ~c~ 6 ho - pa-ern is main a:.ned.- 14 2.n. f :- 4-bolt pattern and la in. i In the event of, a) overlapping due to ancther ancher of a near-by support b) edge distance effect due to crc:c'- i of cpening etc. above criteria cannot be ap! ty Such situations should then be independen 1 r e:c' 4 edolied hirectly'. on a case b.v case basis. ~ O e \\ 4 7, .s y- \\

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