ML20206T884
| ML20206T884 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 08/08/1986 |
| From: | Harrison P, Schoppmann H EBASCO SERVICES, INC. |
| To: | |
| Shared Package | |
| ML20206T195 | List:
|
| References | |
| CP3-8-86, NUDOCS 8610070216 | |
| Download: ML20206T884 (147) | |
Text
SAG. CP3-8/86 (7
QY EBASCO SERVICES INCORPORATED Seismic Design Criteria For Cable Tray Hangers For Comanche Peak Steam Electrical Station No. 2,
PREPARED REVIEWED APPROVED PAGES BY BY DATE AFFECTED VISION BY I
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I l RO lZ. T. Shi lR. Alexandru lG. Kanakaris 1 3/22/85 l l
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- 12. T. Shi IR. Alexridru lG. Kanakaris l 4/30/85 l Appendix 5 l
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EBASCO SERVICES INCORPORATED
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2 World Trade Center lV New York, NY 10048 COPYRIGHT @ 1981 1091R 8610070216 860917 ADOCK0500g5 PDR A
1 SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS TABLE OF CONTENTS PAGE I.
Purpose 1
II.
Reference Documents 1
III.'
Design Parameters for Cable Tray Hangers 2
1.
Cable Tray Span Length 2
lRS 2.
Maximum Cable Tray Ioading 2
3.
Material 3
4.
Design Loads 3
IV.
Seismic Design Approaches, Seismic Input Requirement and 4
Design Acceptance Criteria 1.
Static Analysis 4
2.
Equivalent Static Method 7
lR5 3.
Response Spectrum Method 8
l V.
Recommendation of Successive Methods to be Used for Design of Cable Tray Hangers 9
Appendices 1.
Peak Acceleration Tables.
l 2.
" Structural Embedments'" Specification No. 2323-SS-30, I
Revision 2, Prepared by Gibbs & Hill, Inc. including I
all appendices as follows:
l I
o SS-30 App.1 Civil Engineering Instruction for the Installation l
of Hilti Drilled-In Bolts (CPSES Instruction Number CEI-20, Revision 9)
I o SS-30 App. 2 Design Criteria for Hilti Kwik and Super Kwik Bolts IR5 I
o SS-30 App. 3 Design Criteria for Screw Anchors l
l o SS-30 App. 4 Design Criteria for Embedded Plate Strips l
l o SS-30 App. 4W Design Criteria for Embedded Plate Strips ( Alternate) l I
o SS-30 App. 5 Design Criteria for Embedded Large Steel Plates l
1 o SS-30 App. 5W Design Criteria for Embedded Large Steel Plates ( Alternate) l 1
o S S-30 App. 6 Allowable Load Criteria for 1-1/2 Inch Diameter-A193 l
Grouted-In Anchor Bolts l
1 3.
Deleted (Data Transferred to Appendix 2 above) l 4
Maximua Longitudinal Cable Tray Support Span.
i 1091R
i SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS
[~
I.
Purpose A cable tray hanger is classified as a seismic Category I structure, and therefore, it shall be adequately designed for the effect of the postulated seismic event combined with other applicable and concurrent
, loads. The design requirements for seismic Category I structure are delineated in Regulatory Guide 1.29.
This document provides the seismic design guideline for' cable tray hangers of Comanche Peak Steam Electric Station Unit No. 2.
These guidelines summarize the design parameters, applicable load combinations and their associated acceptance criteria, the varfous design approaches and their corresponding seismic input criteria. The following sections describe in detail the guidelines for the seismic design of the cable tray hangers and lists the applicable reference documents.
II.
Reference Documents The following lists the documents referenced or prepared by Gibbs & Hill Inc. which will continue to be used for the design of seismic Category I cable tray hangers for Comanche Peak Steam Electric Station Unit No. 2.
1.
APPLICABLE CODES AND REGULATORY GUIDES Regulatory Guide 1.29 - Seismic Design Classification, Rev. 3, o
September 1978.
o Regulatory Guide 1.61 - Damping Values for Seismic Design of Nuclear Power Plants, October 1973.
o Regulatory Guide 1.89 - Qualification of Class 1E Equipment for Nuclear Power Plants, Rev. 1 June 1984.
o Regulatory Guide 1.92 - Combining Modal Responses and Spatial Components in Seismic Response Analyses, Rev. 1, February 1976.
o NUREG 1.75 - Standard Review Plan Section 3.8.4, November 1975.
o AISC - Manual of Steel Construction, 7th Edition, including Supplements No. 1, 2 & 3.
o AWS D1.1 Structural Welding Code.
2.
Cable tray specification No. 2323-ES-19, Revision 3, dated Nov. 22, 1976.
3.
CPSES/FSAR Section 3.8.4.3.3 " Load Combinations and Acceptance Criteria for Other Seismic Category I Steel Structures" 4.
Design Criteria for Cable Tray Supports and Their Arrangement, Gibbs and Hill Calculation Book No. SCS - 113C 3/9-3/24 1091R -. __
SE1SMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS
,m
(
)
5.
Structural Embedments Specification No. 2323-SS-30 Gibbs & Hill, l R3
'N /
Revision 2, June 13, 1986.
6.
Design procedure: DP-1 Seismic Category I, Electrical Cable Tray Supports dated June 11, 1984.
7.
Refined Response Spectra for Fuel Handling Building, dated Oct. 1985 for SSE and OBE.
8.
Refined Response Spectra for Reactor Building Internal Structure, dated Jan. 1985 for SSE and Jan. 1983 for OBE.
9.
Refined Response Spectra for Containment Building, dated Jan. 1985 for SSE and Jan. 1983 for OBE.
- 11. Refined Response Spectra for Electrical Building, dated Nov. 1984 for SSE and Nov. 1982 for OBE.
III. Design Parameters for Cable Tray Hangers O
,,)s_,/
The parameters considered in the design of cable tray hangers are as follows:
1.
Cable tray span length "As-built" span lengths shall be used in the hanger design I
verification.
IR5 2.
Maximum cable' tray loading Tray Size Total Unit Weight (Lbs/ Foot) 6" 18 12" 35 18" 53 24" 70 30" 88 36" 105 Note:
a.
The above data is applicable for both ladder and solid bottom types of trays.
b.
The above data is also applicable for various heights of tray side rails.
~~-)
1091R SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS c.
The above unit weight includes cable, tray, tray cover lRS p
and side rail extension.
l U
d.
The above unit weight does not include fire proofing material weight (Thermolag and Thermoblanket).
e.
For trays which are fire proofed, the unit weight of cable tray including the weight of fireproofing to be used is in the " General Instructions For Cable Tray Hanger Analysis".
f.
All cable tray hangers shall be design verified based IR5 on "as-built" drawings (ie. connection details, tray hanger s).
g.
All cable tray hanger components (members, connections, I
base angles, base plates and anchor bolts) shall be lRS design verified.
l 3.
Material a.
Support structure is ASTM A36 b.
Expansion anchors are Hilti Kwik and Super Kwik Drilled-in bolts c.
Screw anchors are Richmond inserts d.
Embedded plates (strip and area plates) are ASTM A36 w1 4.
Design loads The cable tray hangers shall be designed for the following loads and load combinations:
a.
Load definitions Normal loads, which are those loads encountered during normal plant operation and shutdown, include:
D - Dead loads and their related moments and forces.
L - Live loads and their related internal moments and forces.
To - Thermal effects and loads during normal operating or shutdown conditions, based on the most critical transient or steady state condition.*
Severe environmental load includes:
F,qo - Loads generated by the operating basis earthquake Extreme environmental load includes:
F
- Loads generated by the safe shutdown earthquake egs U
1091R SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS b.
Load combinations
!v The following load combinations shall be considered in design of cable tray hangers:
1.
D + L + F,qo = S 11.
D + L + To + F
= 1.5S eqo iii. D + L + To + F
= 1.6S egs
, where S is the required strength based on elastic design methods and the allowable stresses defined in Part 1 of the AISC " Specification for the Design, Fabrication, and Erection of Structural Steel for Buildings" (published in the Manual of Steel Construction, seventh edition).
In no case shall allowable stress exceed F for normal tensile y
stresses and 0.55 F for shear stresses.
y IV.
Seismic Design Approaches, Seismic Input Requirement, and Design Acceptance Criteria There are several analytical methods available which will be used in design or design verification of cable tray hangers. Because the level of sophistication is not the same for each method, the seismic input requirement must vary in order to compensate for whatever the method lacks in sophistication, and therefore the conservatism of results associated with each analysis method also varies.
~(v For span layouts not in conformance with Appendix 4 of this design l
U criteria, design verification may be performed by the Response Spectrum lR5 Method (Section IV.3) or, if appropriate, by the squivalent Static Method l
(Section IV.2) per Attachment Y of the General Instructions.
l The following procedures describe the three (3) most acceptable methods:
static analysis, equivalent static method and response spectrum method.
l The seismic input criteria for each analysis method is also addressed.
lR5 IV.1 STATIC ANALYSIS a.
Finite Element Model A 3-D model shall be prepared to represent cable tray hangers.
l An offset or eccentricity due to the assemblage of various types of IRS structural members and/or transmission of loads shall be considered l
in the preparation of the computer model.
Boundary conditions at anchorage points shall properly simulate either the hinge or the moment connection, whichever represents the most realistic model of the actual connection.
b.
Cable Tray Ioading The total cable tray loading for each run shall be calculated based O
on the size of tray and the actual tray span length which are shown V
on the support drawing.
1091R SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS O
The cable tray loading shall be lumped as a nodal weight at the actual location on the tier and, if not known, at such a location on the tier that it will induce the worst seaber stress responses and the marinua anchorage reactions.
c.
Seismic Input "g" Values For a static analysis the peak spectral "g" values from the 4%
damping OBE curves and the 7% damping SSE curves which were generated at the mounting locations of cable tray hangers shall be used multiplied by a coefficient to account for multimode response. These peak spectral "g" values for various buildings and different floor elev4tions can be found in the Appendix 1.
For the case where the hangers were supported off the wall, the response spectrum curve developed for the next floor elevation above the hangers shall be used. The required seismic design "g" values in three (3) orthogonal directions are 1.25 (multimode response multiplier-MRM) times the peak spectral "g" values.
d.
Static Analysis The seismic load effect on the cable tray hangers will be treated as a static load. The dynamic effect from both seismic event and response characteristics of support structure are conservatively considered by using the 1.25 times the peak spectral "g" value as an
. input. However, for transverse type cantilever and trapeze cable R5 tray hangers, the seismic load effect due to the hanger's self-weight in the longitudinal direction (direction parallel to tray run) shall be l
determined by multiplying the spectral "g" value corresponding to the CTH fundamental (lowest) longitudinal frequency by 1.25 regardless of whether that frequency is to the left or right of the l-peak response frequency.
If the cable tray hanger is attached to a steel structure, use 1.5 l
times the peak spectral "g" value and a fixed base boundary l
condition.
IRS The static analysis shall be performed for the following load cases individually:
- 1) Dead load
- 11) Seismic load in vertical direction iii) Seismic load in transverse direction I
iv) Seismic load in longitudinal direction v) Thermal load if any
()
Note: Seismic load includes both OBE and SSE events.
l l
1091R,
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- - -, - - - =
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS e.
Analysis Results The following maximum responses shall be obtained for each load combination:
- 1) Maximum member stresses for bending, axial and she'ar shall be obtained. The stresses resulting from the simultaneous effect lR5 of three earthquake components shall be obtained by using the SRSS nethod.
ii) Mariaum anchorage reactions shall also be obtained by using SRSS nethod to account for the simultaneous effect of three earthquake components.
f.
Seismic Design Acceptance of Cable Tray Hangers and their Anchorages The cable tray hangers and their anchorages are considered to be acceptable when the structural member and connection stresses and the anchorage reactions, which are induced by the load combinations I
described in Sections III.4.b, are within the allowable stress limits and allowable anchorage carrying capacity. The following describes the acceptance criteria for both support structure and anchorages:
i.
Support Structure The structural member seismic design acceptance shall be evaluated using AISC interaction formula with modification for various load tombinations as follows:
(Fa,fbr, fby) 4 1.0 f_a Fbx Fby combination III.4.b.i (fa, fbx fby f r load Fby) 1.5 e
4 Fa Fbx combination III.4.b.ii (f a_, fbx, fby) e 1.6 f r load Fa Fbr Fby -
combination III.4.b.iii 1 -
f6F for load combination III.4.b.i y
y f 4 1.5F n 0.55 Fy for load combination III.4.b.ii y
y f 6 1.6 F*
6 0.55 Fy for load combination IV.4.b.iii where fa = axial stress f = shear stress y
fbi = bending stress Fa, Fbi and F = allowable stresses for axial, y
bending and shear stress, per AISC 7th edition, and in all cases
! p no more than Fy for normal stress
\\
and 0.55 Fy for shear stress.
1091R !
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS 11.
Anchorage (anchors) o Kwik-bolt and Super Kwik-bolt.
The design criteria and allowable loads for above driven-in bolts are tabulated in Appendix 2.
o Screw Anchors.
The design criteria and allowable loads for screw anchors are contained in Appendix 2.
When a redline drawing does not I
identify the bolt / thread rod material in a Richmond Insert, IRS A-36 material shall be assumed in the cable tray hanger I
design verification.
I Note:
- 1. The allowable loads for Hilti expansion anchors for the load combination involving OBE are the load capacities corres;'bnding to a safety factor of 5, and for the load combination involving SSE are the load capacities corresponding to a safety factor of 4.
- 3. Prying action on anchor bolt, if any, shall be L
included.
The effects of the flexibility of the base
[
plate on the anchor bolt shall be considered.
J
- 4. For floor-mounted CTHs in building areas with concrete l
topping, the actual anchor bolt embedded length l
(as determined from the redline drawing)
I shall be reduced by two inches (2") to account for the IR5 topping.
l IV.2 EQlIIVALENT STATIC METHOD c.
Finite Element Model See Section IV.1.a b.
Cable Tray Loading See Section IV.1.b c.
Seismic Input "g" Value i.
The fundamental (lowest) frequency of cable tray hanger (f )
h shall be determined in each of three (3) orthogonal directions separately.
ii. Determine the frequency of cable tray itself corresponding to the actual span length (fc) in each of three (3) orthogonal O
directions separately.
1091R I
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS iii. Determine the system frequency using the following conservative formula:
R5 1
1 1
isys f,
fh or larger this term's contribution to l
When f or fh are 33 Hz e
system frequency may be disregarded.
IR5 The above system frequency will be calculated for each of three (3) orthogonal directions separately.
iv.
Obtain the spectral "g" value corresponding to the system frequency (fsys) for each direction separately when fsys is on the right side of the peak response frequency. If fsys is at the lef t side of the peak frequency, the peak spectral "g" value shall be used except as noted in Section IV.1.c and d.
lRS v.
Determine the required seismic design "g" values for the cable tray hanger by multiplying 1.25 to the above "g" value (obtained in Step iv) to account for multimode response except as noted lR5 in Section IV.1.c and d.
l d.
Equivalent Static Method The stress analysis for the cable tray hangers shall be performed on g h) the finite element model 3-D using the "g" value obtained in Step c.
lR5
~
- v The load cases which shall be considered are the same as those listed in Section IV.1.d.
e.
Analysis Results See Section IV.1.e.
f.
Seismic Design Acceptance of Cable Tray Hangers and their Anchorages See Section IV.1.f.
IV.3 RESPONSE SPECTRUM METHOD a.
3-D Model of Cable Tray and Tray Hangers Construct a 3-D model of tray systems which include and therefore simulate the dynamic behavior of cable tray itself and cable tray hangers.
In order to adequately simulate the seismic response of the cable tray system, a minimum of 4 cable tray spans shall be included in the model, with two spans on each side of the hanger under considera-tion. The cable tray will be represented by a beam type finite element in the 3-D model, with properties obtained from tray Vendor's static load test report.
The stiffness of longitudinal supports shall also be considered and simulated by e spring constant attached to the ends of 3-D model.
1091R ~
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS (3
b.
Frequency Analysis Perform a frequency analysis on the above 3-D model and the frequency shall include all modes up to 33 Hz.
Total modal mass shall be 90%
of the total mass.
If it is not, the residual mass shall be multi-plied by the largest spectral acceleration at or beyond the cut-off frequency and applied as a rigid body force on the structure.
c.
Spectral Analysis Perform seismic response analysis fer the above 3-D model using the appropriate floor response spectrum as an input. NRC Reg. Guide 1.92 lR5 shall be followed in calculating the modal response.
The 4% damping of OBE curves and 7% damping of SSE curves shall be used as an input for each direction separately. Seismic responses are 1
obtained directly from these analyses using modal superposition per lR5 NRC Reg. Guide 1.92.
I d.
Static Stress Analysis Deleted lR5 e.
Analysis Results See Section IV.1.e n
(
\\
d f.
Seismic Design Acceptance of Cable Tray Hangers and their Anchorages See Section IV.1.f.
V.
Recommendation of Successive Methods to be Used for Design of Cable Tray Hangers The cable tray hangers may be designed or design verified by a static analysis method first (1V.1).
If the cable tray hangers fail to meet the seismic requirement under this most conservative method, a refined analysis method of equivalent static method (IV.2) shall be used. If the lRS cable tray hangers still fail to meet the design criteria, then the response spectrum method (IV.3), may be used.
The response spectrum lRS method approach simulates better the dynamic behavior of the cable tra) l system under the effect of the postulated seismic event and thus may produce seismic responses of the structural system closcr to reality.
Therefore, by response spectrum method, the conservatism associated with lR5 the seismic response obtained from static analysis and equivalent static l
method can be reduced to a minimum.
In conclusion, if the cable tray hangers still fail to pass the acceptance criteria by a spectral response analysis, a much more refined analysis such as a time history analysis method can be used. A procedure for such analyses will be given, should the need arise.
/3 1091A O
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS APPENDIX 1 Peak Acceleration Tables l
l I
O i
1091R
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS O 1.
Reactor Building Internal Structure i
Floor l
Peak "g" Value Elevation l
l l
OBE 4%
l SSE 7%
I I
(Ft) l H
V I
H V
I I
905.75 l
2.95 1.54 l
2.99 1.94 l
l 885.50 l
2.41 1.45 l
2.45 1.82 1
1 860.00 l
1.73 1.34 l
1.78 1.68 l
-l 832.50 l
0.99 1.23 1
1.08 1.53 l
l 800.00 0.54 1.14 0.67 1.41 1
783.58 l
0.47 1.06 l
0.54 1.31 O
I i
f O
P j
1091R
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS V 2.
Safeguard Building Floor l
Peak "g" Value Elevation l
l OBE 4%
l SSE 7%
l (Ft) l H
V I
H V
I I
896.5 1
2.283 1.5 1
2.45 2.01 IR5 l
I 873.5 1
2.079 1.637 l
2.26 2.212 I
I 852.5 l
1.605 1.458 l
1.75 2.041 I
I 8 31.5 l
1.141 1.30 l
- 1. 16 1.809 I
I 810.5 l
0.701 1.26 0.86 1.747 1
790.5 l
0.429 1.049 l
0.62 1.456 I
I 765.5 1
0.392 1.017 0.57 1,410 1
773. 5 1
0.327 0.949 l
0.48 1.314 l
Note: Safeguard Building Peak "g" values are applicable to the Diesel IR5 Generator Area of that building.
l l
l
\\
j O
1091R I
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS O 3.
Electrical Building i
Floor l
Peak "g" Value Elevation l
l l
OBE 4%
l SSE 7%
l l
(Ft) l H
V l
H V
I i
873.33 l
1.79 1.32 l
1.85 1.77 I
I 854.33 l
1.57 1.31 1.62 1.77 l
830.00 l
1.11 1.22 l
1.16 1.65 l
l 807.0 1
0.72 1.26 l
0.87 1.70 lR5 I
I 778.0 1
0.51 1.26 0.63 1.69 l
NOTE: See sheet 4.1 of Appendix 1 for clarification of column line defining l RS the Electrical Building.
I i
O 1091R 4
,,,,,------,-,,----.,,------,w,--,,,-
--,,--+,we
a m
a,
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS On V
4.
Auxiliary Building i
Floor l
Peak "g" Value Elevation l
l OBE 4%
SSE 7%
i (Pt) l H
V l
H V
l l
899.50 l
2.66 1.71 l
2.72 2.11 1
I 886.50 l
2.32 1.63 l
2.36 2.16 I
I 873.50 l
1.98 1.66 l
2.02 2.22 I
I 852.50 l
1.66 1.64 l
1.72 2.13 I
I 831.50 l
1.22 1.58 l
1.36 2.02 1
1 810.50 l
0.71 1.48 l
0.82 1.88 l
l 790.50 l
0.53 1.34 l
0.68 1.84 l
l
' Note: See sheet 4.1 of Appendix 1 for clarification of column lines defining lR5 the Electrical Building.
l l
l 01oe=
-my-w,--,wm
-um-,r--,,v,__,,--ww-e---
,-w y----m------ - + - - -
---,----em--,-m*-, - -- - - ---n%m,
.v-yy
-- w w--
w-TN"t7WT---'
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS (w
- 4.1 -
(
/
The Electrical Building response spectra shall be utilized for all CTHs located I
within the building area boundaries defined by column rows 8.1-A,1.9-A", A-A, l
cnd E-A.
I I
E-A l
l 1
I N
l l
l I
l s
ELECTRICAL I
l l
BUILDING l
l l
l 1
l l
l l
l A-A lR5 I
i i
I 8.1-A 1.9-A l
l The specific building room numbers are as follows:
~
l i
UNIT 2 i
FLOOR ELEVATION-ARCH ROOM NO.
1 l
778'-0 113 l
115 1
- C) ll5B I
N/
792'-0(Part Plan) 118 l
120 1
12 2 l
126 l
134 l
807'-0 148A I
840'-6 148C I
150 1
150B l
854'-4 151 l
151B l
l Note: Even though the "As-Built Drawings" identify these Room Nos. as Auxiliary l
Building, review of the Architectural drawings indicates that these rooms are physically located in the Electrical Building.
O 1091R
,r
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS
' 5.
Fuel Handling Building i
Floor l
Peak "g" Value Elevation l
l l
OBE 4%
l SSE 7%
I I
(Ft) l H
V l
H V
I i
918.0 l
2.30 0.98 l
2.70 1.29 I
I 899.50 l
2.02 1.02 1
2.47 1.34 I
I 860.0 l
1.14 0.94 l
1.46 1.26 I
I 841.0 1
0.97 0.88 l
1.24 1.19 l
l 825.0 l
0.84 0.84 l
1.08 1.17 l
l 810.50 l
0.72 0.76 l
0.92 1.12
- _ 73
--i )
l I
s-G 1091R
}
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS 6.
Containment Bldg Floor Peak "g" Value Elevation l
l l
OBE 4%
l SSE 7%
l l
(Ft) l H
V l
H V
1000.50 2.39 2.23 l
2.49 2.51 l
ll 950.58 l
1.85 1.76 l
1.98 2.09 l
l 905.75 l
1.36 1.39 l
1.52 1.83 1
860.00 l.
0.87 1.28 l
1.05 1.58 I
I 805.50 1
0.59 1.14 l
0.72 1.42 I
I 783.58
-l 0.53 1.06 l
0.65 1.31
[O k
8 l
l O
l l
l l
wiesa
O APPENDIX 2 l
l STRUCTURAL EMBEDMENTS l
l Appendices from Specification No. 2323-SS-30 Rev. 2 l
1 bh I
I 1R5 I
I I
Notes:
- 1. This is a Gibbs & Hill document incorporated in I
the Design Criteria without any changes except that tables for SSE Richmond Insert and Bolt Allowables are added by Ebasco.
l I
- 2. When a redline drawing does not identify the l
bolt / threaded rod material in a Richmond Insert, l
(
A-36 material shall be assumed in the cable I
tray hanger design verification.
l l
lOV 1091R j
e s
TEXAS UTILITIES SERVICES INC.
AGENT FOR TEXAS UTILITIES GENERATING CCMPANY ACTING FOR DALLAS POWER & LIGHT COMPANY TEXAS ELECTRIC SERVICE COMPANY TEXAS POWER AND LIGHT COMPANY CCMANCHE PEAK STEA.** ELECTRIC STATION UNITS No. 1 & 2
..' f f,
STRUC"' URAL EMBEDMENTS
., -a..a
.e.e - 3 0 e-
._.o.. NO.
c.
t n REVISICN 1 - FEBRUARY 10, 1984 REVISION 2
..UNE I",
1966
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Specification No. 2323-55-30 Revision 2 June 13, 1986 Page i STRUCTURAL EMBEDMENTS CONTENTS
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.. s 1.0 SCOPE 1
1.1 DRILLED-IN EXPANSION BOLTS 1
1.2 SCREW ANCHORS AND EXBEDDED PLATES 1
2.0-INSTALLATION OF HILTI EXPANSION BOLTS 1
2.1 GENERAL REQUIREMENTS 1
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2.2 EXPANSION BCLT SPACINO 2
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. INTERFERENCE WITH STRUCTURAL 2
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2.4 C*JTTING STRUCTURAL REINFORCING STEEL 2
2.5 SETTING EXPANSION BOLTS 2
3.0 INSPECTION 3
3.1 INSPECTION OF EXPANSICN BOLTS 3
4.0 REPAIR OF EXPANSION BOLT FAILURES 3
4.1 EXPANSION BOLT SLIPPAGE, LCCSENING, 3
PULLOUT OR FAILURE (RUPTURE,'
DISTORTION, DEFORMATION) 4.2 CONCRs.: SHEAR CONE FAILURE 3
5.0 REPAIR OF DAMAGED CONCRETE 4
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Specification No. 2323-55-30 Revision 2 June 13, 1986 Page ii SECTION TITLE PAGE 6.0 DESIGN 4
6.1 DESIGN CRITERIA FOR EXPANSION BOLTS 4
6.2 DESIGN CRITERIA FOR SCREW ANCHORS 4
6.3 DESIGN CRITERIA FOR EMBEDDED STEEL 4
PLATE STRIPS 6.4 DESIGN CRITERIA FOR EMBEDDED LARGE 4
STEEL PLATES 7.0 QUALITY ASSURANCE 4
7.1 SCREW ANCHORS AND EMBEDDED PLATES 4
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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 DESIUN CRITERIA FOR HILTI KWIK AND SUPER KWIK BOLTS APPENDIX 3 DESIGN CRITERIA FOR SCREW ANCHORS APPENDIX 4 DESIGN CRITERIA FOR EMBEDDED PLATE STRIPS APPENDIX 4W DESIGN CRITERIA FOR EMBEDDED
- P EEV 2 PLATE STRIPS (ALTERNATE)
APPENDIX 5 DESIGN CRITERIA FOR EMBEDDED LARGE STEEL PLATES APPENDIX SW DESIGN CRITERIA FOR EMBEDDED LARGE STEEL PLATES (ALTERNATE)
- f2 EEV I?
APPENDIX 6 ALLOWABLE LOAD CRITERIA FOR l-1/2 INCH DIAMETER-A193 GROUTED-IN ANCHOR BOLTS O
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Gibbs & Hill, Inc.
Specification No. 2323-55-30 Revision 2 i
June 13, 1986 Page iii i
The following DCA's have been incorporated into Revision 1 of Specification 2323-55-30 as follows:
DCA No.
Rev. No.
Section No, 12411 0
Appendix 4 13194 o
Appendix 3 13215 0
Appendix 4 15338 1
Appendix 6 15883 o
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Specification No. 2323-SS-30 Revision 2 June 13, 1986 Page 1 STRUCTURAL EMBEDMENTS 1.0 SCOPE
~1.1 DRII.~ID-IN EXPANSICN 30~TS This Specification covers the design criteria for the use of drilled-in expansion bolts and the regairements for furnishing all ecuipment, labor and materials necessary for the installation of 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 Fastening Systems.
1.2
-SCPZW ANCHORS AND EMBEDDED. PLATES C
This Specification covers the design criteria for the use of screw anchers and steel-plates embedded in
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concrete to which
=iscellaneous hangers and other structural supports are attached.
Screw anchors are Richmond Structural Connection Inserts as furnished by Richmond Screw Anchor Co.,
Inc.
Installation of screw anchors and fabrication and installation of embedded 3
plates are as shown on the engineering drawings.
2.0 INSTALLATION OF HILTI EXPANSION SCLTS 2.1 CENERAL PZQUIFIFINTS The expansion bolts shall be installed in strict accordance with the installation instructions and procedures as developed and recommended by Hilti Fastening Systems and the regairements of this
~
Specification.
Where Hilti requirements conflict with requirements of this Specifica icn, the Specification shall govern.
i 2.2 EXPANSICN BOLT SPACING i
Unless c:herwise specified on design d::,cument s,
expansion anchors shall no:
be spaced closer than 10 anchor diameters.
The minimum anchor spacing between i
two (2) unequal sized bolts shall be the sum cf (5) respect:.ve belt diameters as shown in A::achment 1 of Appendix 1 of this Specification.
For expansion bolt
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Specification No. 2323-55-30 Revision 2 June 13, 1986 Page 2 spacing less than that required by Attachments 1, 2
and 3 to Appendix,1 of this Specification Engineering approval shall be obtained prior to installation of the expansion bolt.
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In no case shall reinforcement steel be cut without prior approval cf the Engineer.
2.4 CUTTING STRUCTURAL EEINFCECINO STEEL Rebar cutting procedure, where permitted by the c,r~S Engineer, shall be in acccrdance with CEI-20 (Appendix 1 ss!w/)
cf this Spe'cification).
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m Expansion bolts shall be se: by tightening the nu: to the requ red terque value as given in CEI-20 (Appendix 1 of this Specification.)
These torques are the minimum values required to obtain, without slippage, a
minimum static tensile tes 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 test ng 2.5.1 Setting (tcrque) verification of enpansion anchors, if not at time of installation of the expansion
- anchor, shall be as follows:
Setting verification shall be by application ci the torque as specified in 3.1.4.1 of CEI-20 (Appendix 1) during the verification process.
Nut may turn additionally due to the initial relaxation.
Tcrque mus:
be cbtained prior to nut bot:c=ing out in the threads.
Frequency of verifica:icn shall be per applicable se QA/QC precedures and instructions.
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Specification No. 2323-SS-30 Revision 2 June 13, ice 6 Page 3 3.0 INSPECTION
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All installed expansion bolts shall be visually inspected for proper sice,.embedment length, and thread pro]ection above top of nu:, 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 mee:
the requirements of this Specification shall. be repaired as follows by the Con ractor, unless c herwise directed by the Engineer.
4.1 EXPANSION BOLT SLI?FAGE, LOOSENING, PULLOUT OR FAILURE
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- slip, loosen, pull out, or fail, using appropriate equipment, the exis: ng anchor bolt hole shall be redrilled in acceriance with Appendix 1 of this Specifica :en.
4.1.2 For cases in which the bolt can not be removed, the bolt shall be cut flush with the concrete surface driven back into the hole and the surface of the concrete patched as required by this Specification.
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- failure, using apprcpriate equipment, the existing anchor bolt hole shall be redrilled so tnat the new embedment depth is 4-1/2 anchor diameters for Kwik bolts and e-1/2 anchor diameters for Super Kwik bolts greater than the previous embedded depth.
As an alternate the expansion bolt may be relocated, however the damaged concrete shall still be repaired.
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Specification No. 2323-SS-30 Revision 2 June 13, 1986 Page 4 5.0 REPNIR 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 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 TOR SCREW ANCHORS Design criteria for use of Richmond strucrural connection inserts are provided in Appendix 3 of this
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Specification.
6.3 DESIGN CRITERIA FOR EMBEDDED STEEL PLATE STRIPS 6.3.1 Design criteria for uhe use of embedded steel plate starips 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
_EEV 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 5W of this
-Ray 2 Specification.
Appendix 5W is a Westinghouse generated docueent.
The design methodology, assumptions, procedu.es and results are provided in Westinghouse document WCAP 10923 dated 8/30/85.
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Specification No. 2323-SS-30 Revision 2 June 13, 1986 Page 5 7.0 QUALITY ASSURANCE 7.1 SCREW ANCHORS AND EMBEDDED PL.CIS Quality assurance requirements for use of Richmond structural connection inserts and embedded plates shall be in accordance with site engineering procedures.
REV G 7.2 DRILLED-!N EX?ANSICN 3CLTS
?.2.1 MANUFAO"URER'S REQUIREMENTS Hilti Kwik-Bolts Super Kwik-Bolts shall be r.upplied 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 Eilti Kwik-Solts and Super Kwik-Bolts furnished under the purchase crder are manufactured in accordance with Hilti Catalog Supplemen: #H-390B, dated 4/77.
In addition, the certifiation shall state the grade of material used, part numbers, an
-"-"er of each d
par: number covered by the certification.
All materials furnished may be subject to confirmatory testing by the Contractor to assure that the quality of the material is consistent with the specifications listed in the above mentioned catalog.
7.2.2 INSTALLATION REQUIREMENTS Quality-Assurance Installation Requirements shall be in accordance with Appendix 1 cf this Specification.
l 7.2.3 DESIGN Quality assurance requirements for use of drilled-in expansion bolts shall be in accordance with site engineering t:.re c edure s.
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/2-/4*83 TITLE:
ORICINATOR A
Data REVIEVED BY: Nb a__., M z' /
/2 - /t - 0 3 INSTALLATION OF "HILTI" DRILLED-IN
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CONSTRUCTION PROJECT MGR Date o.1 TABLE OF CONTENTS
1.0 REFERENCES
2.0 CENERAL Ep Fi{
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2.1 PURPOSE
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2.3 RESPONSIBILITY e
i 2.4 DEFINITIONS Lj 3.0 PROCEDURE 3.1
_ INSTALLATION 3.1.1 focating Bolts s[.}N 3.1.2 Drilling Holes 3.1.3 Marking Bolts 3.1.4 Setting Bolts 3.1.5 Repair of Broken Concrete and Abandoned Holes 3.1. 6 Modification 3.1.7 Rework of Bolts in 2-inch Concrete Topeing Areas 3.2 INSPECTION 0.11 ATTACHMETfS No. 1 Minimum Spacing Between Hilti Expansion Bolts No. 2
.Minimun Bolt clearances No. 3 Minimum Clearances to Embedded Plates No. 4 Langth Identification System
1.0 REFERENCES
1.1 B&R Construction Procedure 35-1195-CCP-12. Concrete Patching, Finishing and Preparation of Construction Joints" 1.2 IM-13966, "Hilti Kwik-Bolt Testing Program".
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1.3 TUF-4593, (May 22, 1978) 1.4 B&R Quality Assurance Procedure CP-QAP-16.1, " Control of Nonconforming Items".
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3ROWN & ROOT, DC.
INSTRUCTICN EFFECTIVE CPSES NUMBER REVISION OATE PAGE J08 35-1195 CEI-20 9
12/16/83 2 of 12 1.5 TUSI Procedure No. CPP-EP-1, " Procedure for Preparation of Design Changes".
1.6 35-1195-IEI-13, B&R Instruction " Calibration of Micrometer Torque Wrenches".
1.7 CP-QP-11.2. TUCCC Procedure, " Surveillance and Inspection of Concrete Anchor Bolt Installations".
1.8 QI-QP-11.2-1, TUCCD Instruction, " Concrete Anchor Bolt Installation".
1.9 QI-QP-11.2-3 TUGCO Instruction, " Torquing of Concrete Anchor lloits".
1.10 QI-QP-11.2-4 TUCCO Instruction, " Inspection of "Hilti" Super Kwik Bolts".
2.0 GENERAL t
2.1 PURPOSE 2.1.1 The purpose of this instruction is to describe the methods to be followed in the field installation of Hilti drilled-in expansion 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. Pos t nut caps may not be substi-tuted for hex head nuts without prior Engineering approval.
2.3 RESPONSIBILITT 2.3.1 Establishment of control points and lines for use in layout of bolt locations shall be the responsibility of the B&R Field Engi-neering Superintendent. Determination and marking of bolt hole location shall be performed by the craft which prepares the holes and installs the bolts; and the superintendent of that craf e shall be responsible for this layout work and for preparation of O
holes and bolt installation.
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InsTRUC ION L*FIC*IVE CPSE3 m
M ISION M
84G,c 12/16/83 3 of 12 28 35-1195 CEI-20 9
2.4 DEFINITIONS 2.4.1
" Drilled-in Expansion Bolts" are bolts having expansion wedges so arranged that, when placed in a drilled hole and the nut tightened, the wedges are 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 arpansion bolts.
2.4.3
" Bolt Length" is the totaf overall length of the belt. This is the length dine Jian 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-
~
f ace of the 4000 poi (28-day strength) structural concrete prior to setting (tightening). Where not shown on the pipe / instrument support design drawings, the minimum embedment length sna11 oe as roliows:
BOLT DIAMETER MINIMIN EMBEDMINT Kwik-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 1
4 1/2 6 1/2 1 1/4 5 1/2 8 1/8 Dimensions are in inches, they are according to recommendations by Hilti and correspond to the minimums shown in Abbot A. Hanks, Inc. Test Report No. 8783R on Kwik-Bolts and Test Report No. 8786 on Super Kvik-Bolts, as published in Hilti " Architects and Engi-(,
neers Anchor and Fastener Design Manual.
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INSTRUCTION t.rcCJ~/E
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CPSE3 NUMBER RE7?SION OA.c r
- JOB 35-1195 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 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 thiciazess 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 supporr:
for sufficient embedment length on a case-by-case basis. The areas l
where this topping occurs are shown on the following drawings:
Drawing No.
Sheet No.
Building FSC-00421 1
Fuel i
FSC-00421 2
Fuel FSC-00422 1
Reactor #1 FSC-00422 2
Reactor #1 FSC-00422 3
Reactor #1 i
FSC-00422 4
Reactor #1 i
FSC-00422 5
Reactor #1 i
d FSC-00423 1
Auxiliary
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FSC-00423 2
Auxiliary vg FSC-00423 3
Auxiliary FSC-00423 4
Auxiliary FSC-00423 5
Auxiliary FSC-00423 6
Auxiliary FSC-00423 7
Auxiliary FSC-00423 8
Auxiliary FSC-00423 9
Auxiliary FSC-00424 1
Safeguard il FSC-00424 2
Safeguard #1 FSC-00424 3
Safeguard #1 FSC-00424 4
Safegu:trd #1 FSC-00424 5
Safeguard #1 FSC-00424 6
Safeguard #1 l
FSC-00426 1
Service k*ater Intake l
FSC-00425 1
Safeguard #2
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FSC-00425 2
Safeguard #2 l
FSC-00425 3
Safeguard #2 3.0 PROCEDURE l
3.1 INSTALLATION 3.1.1 Locarine Bolts I
3.1.1.1 As required by authori:ed engineering documents, bolt locations shall be determined by the installing craf tsmen using the control points and lines established by the Field Engineering Department; and, as
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DtSTRUC ION EF7ETIVE CPSE3 NWEER REY!sION M
PAE 12/16/83 28 35-1195 CEI-20 9
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 E.rpansien 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-work or approval.
3.1.2.2 Holes shall normally be drilled as near the perpendicular to the ennerate surface as feasible. In no case shall the long axis of installed bolts be more than 6' from this perpendicular direction.
Excess dust should be cleaned from the hole af ter drilling.
3.1.2.3 Where cutting of structural reinforcing steel is permitted by the Engineer, Drillco water cooled carbide / diamond bits or equal shall be used. Once the structural reinforcing steel is cut, the re-l mainder of.the hole shall be drilled with a "hilti" carbide masonry I
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 / diamond bit or approved equal may be need. 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
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3.1.3.1 The threaded end of bolts shall bear permanent markings which indicate the bolt length.
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CPSE3 NU.yBER REVISION DA c
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12/16/83 6 of 12 JOB 35-1195 CII-20 9
3.1.3.2 These markings shall be made by the manufacturer by die-sta= ping a letter or a number on the top and of the bolt. This stamping shall indicate the bolt length in accordance with the " Length Identifica-tido System" (Attachment 4).
Bolts may also be marked on-site by the same system if verified and documented by B&R QC. For Post Nut Series Hilti Bolts, the letter or number designation shall correspond to the overall length of the asse=bly with the Post Nut Cap completely installed (threads bottomed out).
3.1.3.3 Hilti Super Kvik Bolts shall be additionally marked with a " star" on the end which will remain exposed upon installation. This marking vill be performed by the crafe in a manner which does not The sta.p shall be controlled by obliterate the length marking.
the cognizant QC Inspector.
3.1.4 settine Bolt's 3.1.4.1 In no case shall bolts be set in concrete having strength less
~
than the 28-day old design strength.
Inserting bolts =ay be accomplished either by use of a mandrel or double nuts.
In using double nuts, they shall be placed on the bolt so as to protect
?1q the bolt and and threads. The bolt shall be driven into the hole dV 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 nut is not limited although its change in projection during tightening shall be within the 11=1:
specified below.
The mandrel, if used, is then replaced by a nut, or the top double nut is removed and the bolt is " set".
The setting 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 of a torque vrench, attaining at least the respective final values shown in the following table unless otherwise shown on the drawings. During tightening the nut, the change in bolt projection shall not exceed one nut height unless otherwise approved by the engineer. Where 5/8" dia-meter bolts are used in erecting Uni-Strut members for instru=ent er conduit supports in such a way that the bearing surface under the nut, used with a flat washer, bears against the open side of the Uni-Strut, the nut shall be tightened to 80-foot-pounds torque.
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INS M CTION EWE CPSE5 NUP8G RE/ISION OATE PA G,c, 12/16/83 7 of 12 JOS 35-1195 CEI-20 9
BOLT SIZE TOROUE (Ft.-Lb s)
(Hilti Kvik or Super Kwik, all embedment depths) 1/4 8
3/8 17 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 minimum static tensil load capacity equal to or greater than 115% of the tensile working loads given in Tables 1 and 2 of Appendix 2 of Specification 2323-55-30.
The complete report on those tests is filed in the B&R QC Depart-ment.
(Ref. CPPA-7240 or B&R IM-13966).
C.
Bolts which cannot be torqued to the above minimum values shall be cut off, driven deeper into the hole, and patched per Reference 1.1 or shall be removed and replaced in accordance with 3.1.4.2 below.
Torque wrenches used in this operation shall be calibrated and periodically recalibrated in accordance with Engineering Instruction 35-1195-III-13, " Calibration of Micrometer Torque Wrenches", Rat-erence 1.6.
3.1.4.1.1 For post nut series Hilti bolts, setting the bolts shall be done in accordance with Section 3.1.4 with the following exceptions applying to Section 3.1.4.1.
Inserting bolts any 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 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 minimum 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, after final tightening, the threads on the post nut have not bottoned out on the bolt. The post nut used to insert the bolt should then be removed and the bolt is " set".
The setting vill be accomplished by tightening a new post nut against the 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 d'--'-
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ERCWN & RCOT, IIC.
INSTRUCMON t :C IVE NUMBER REVISION DATT paGE C75E5 12/16/83 8 of 12 408 35-1135 CEI-20 9
at least the respective final values shown in the above table unless otherwise shown on the drawings. During tightening the post nut, the change in bolt projection shall not exceed k" for a k" dia. and 3/8" for 3/8" dia. bolts, unless otherwise approved by the engineer.
3.1.4.2 Replacement of expansion bolts that slip, loosen, pull out or fail to achieve the specified torque may be accomplished by one of the following methods:
3.1.4.2.1 The bolt shall be removed and replaced with a bolt that has an embed-ment depth increased by at least 4h bolt diameters for Hilti Kvik-Bolts and 64 bolt diameters for Hilti Super Kwik-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 e=pty 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.tbrough tension or shear causing severe concrete spalling.
Severe concrete spalling are depths that exceed the di=ensions 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 mini =um embedment required per 2.4.5 above based on the " replacement" bolt size.
d.
Bolts that cannot be replaced per the above =ay be replaced by a bolt meeting the requirements of 3.1.4.2.1 or may be cut off, driven into the hole and patched per Reference 1.1.
QC shall be notified prior to commencing work and af ter the e.
1 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.
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3RC'iN & R00~, INC.
INSTRt:CTION E M jYE CPSEs MUMBER RE/I$f0N 00 e PAGE 12/16/83 9 of 12 408 35-1195 CII-20 9
3,1.4.2.3 The re-installation of an expansion bolt in an empty but " pre-
)
used" hole is acceptable provided the following requirements are met.
The bolt being replaced has been removed from the concrete a.
using a Diamond core bit of the same nominal outside dianeter-as the replacement expansion bolt. The replacenent bolt shall be one diameter size larger than the bolt being removed.
b.
The existing hole af ter bolt removal should not show evidence of structural change as in the form of severe concrete spalling.
Severe concrete 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 y
may be cut off, driven into the hole and patched per Reference 1.1.
QC shall be notifitd 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.
3.1.5 Reoair of Brokan Concrete and Abandoned Roles 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 nay be cosmetically repaired either in accordance with Construction Procedure CCP-12, or by the use of "NUTEC" filS 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 rejectics of the hole and redrilling will be necessary.
Max. Accentable 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 d scribed 12 Section 2.4.5 shall be cleaned up and repaired in accordance with Construction
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d Procedure CCP-12 using meterial described in Section 4.1.2.7 of CCP-12. Maximum spall depth is not "to exceed depth of topping.
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MCWI & ROUT.12C.
INSTRUCTION EFFETIVE CPSES fp5G REVTSION DATT PAGE 12/16/83 10 of 12 JO8 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 accordance with provisions of B&R Construction Procedure 35-1135-CCF-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 OVERHEAD holes, orginally drilled for Hilti expansion bolts, which will be com-plately covered by the base plates or angles of attached fixtures and which are farther than four bolt diameters (center-to-center) from an active Bilti bolt, may ha 2111ed with "Silpruf" veter-proofing sealant or "GE 1300", both as annufactured by General Electric, Inc. Roles located at a distance 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 pemanent 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 steel interfer-ence or on-site unavailability of correct lenght bolts or for other reason, Bilti bolts may be modified, with proper QC witnessing, on-site shortening, rathreading, and stamping the new length designation.
This shall be dona only on a case by case basis upon approval of the design engineer responsible for the fixture or item involved and upon completion of appropriate permanent plant documentation (i.e.,
DCA, CMC, FSE, Operational Traveler, Design Drawing, etc.) by the design engineer. Final bolt length shall be sufficient to satisfy the design requirement.
3.1.6.2 Substitution of a Hilti bolt of the next larger size is acceptable, provided all spacing and embedment requirements are set er exceeded for size Bilti bolt substituted.
3.1.7 Rawork of Bolts in 2-inch Concrete Topoint Areas 3.1.7.1 For areas in which the requirements of Section 2.4.5 cannot be net,
{
the following action shall be taken:
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 Type Embedment After Setting I
Kwik-Bolts 3% bolt diameters Super Kwik-Bolts Sh bolt diameters I
i
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28'35-1195 CEI-20 9
12/16/83 11 ef 12
,s.
Existing I4 cation 1.
Bolt renoval - The removal of in-place expansion bolts shall be completed with care so as not to damage the con-crate, thereby impairing its integrity. A hollow core hydraulic ran placed directly over an appropriately sized baseplate which is centered on the bolt may be used to apply direct tension to pull the bolt through the expan-sion wedges. The basepiste 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 diameters for Hilti Kwik-Bolts greater than the C
~
embedment depth, whichever is greater unless otherwise previous existing embedment depth or to the specified directed by the Engineer by appropriate design documents.
4 Rainstall the appropriate sized expansion anchor to meet the required embedment length.
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 wt ich have less than the specified designed embed-ment length into structural concrete but greater than the values indicated above in 3.1.7.1.1 shall be evaluated by the responsible design engineer. If found to be acceptable "as-is", appropriate design change documents shall be issued.
If found to be unaccep-table, the expansion bolt chall be reworked in accordance with 3.1.7.1.1 a or 1,.
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.
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PROCEDURE EFFECTIVE BROWN & ROOT, INC.
MJMBER
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REVISION DATE PAGE p.
Q CPSES i
JOB 35-1195 CEI-20 9
12/16/83 12 of 12 i
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.
I Note:
An IRN is not required if a non-Q Hilti is only going to be removed and not replaced.
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INSTRUCTION DTECTIVE l
CPSES NUP6ER REVISION DATE PAGE CEI-20 g
12/16/83 1 of I ATTAC M ENT 1
~
- NINIMUM SPACING BETWEEN HILTI EXPANSION BOLTS Hilti Bolt CENTER T0 C'E N T E R SPACING T 0:
Size 1/4"Hilti 3/8"Hilti 1/2"Hilti 5/8"H11ti 3/4"H11ti 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 6 1/4 6 7/8 7 1/2 8 3/4 10 e
3/4 5
5 5/8,
7/8 5 5/8 6 1/4 6 7/8 7 1/2 8'1/8 9 3/8 10 5/8 1
61/4 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.
The minimum spacing outlined in the above chart applies to Hilti bolts detailed on separate adjacent fixtures. Violation of mini-mun spacing by the installation of tw separate adjacent fixtures 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 les's than the minimum spacing tabulated above. Such fixtures have been I
derated by engineering justification and are the responsibility of j
the organization issuing the respective fixture drawing. Install-l ation in this case shall proceed in accordance with the fixture drawing.
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INSTRUCTION EFFECTIVE t~
CPSES NLDSER REVISION DATE PAGE J08 35-1195 CE!-20 9
12/16/83 1 of 1 ATTAC MENT 2 MINIMJM BOLT Ct.EARANCES *
(INCHES)
MINIMUM DISTANCE TO Rictinond Abandoned Hilti 801ts or Hilti Bolt $12e Screw Anchors
- Concrete Edge
- Holes and Embedded Anchor 1-inch 14-inch Bolts that are cut Off**
1/4 75/8 12 1/4 1 1/4 1/2 3/8 8 1/4 12 7/8 1 7/8 3/4 1/2 8 7/8 13 1/2 2 1/2 1
r 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 11/2 1
11 3/8 16 5
2 1 1/4
.12 5/8 17 1/4 6 1/4 2 1/2 fit.
Measured Center to Center of bolts and bolt center to edge of concrete in O
inches.
Minimum spacing between holes covered by this column shall be measured center-to-center and based on size of hole being drilled.
(e.g., Pilot hole spacing is based on pilot bit size.)
locations closer than the above distances shall be used only upon approval of the engineer.
Hilti bolts may be installed as close as practical to unused Riclunond Screw Anchors which have been plugged (i.e., grouted Richnond Screw-in plug or snap-in plug, etc.).
Unused Richmond Screw Anchors located nearer to Hilti bolts than the respec-tive distances shown above may be used tanporarily for construction purposes when the applied load is:
(a) For 1" Richmond Anchors, less than 8,000 pounds minus the actual load supported by the Hilti bolt; or (b) For 14" Richnond Anchors, less than 20,000 pounds r.inus the actual load supported by the Hilti bolt.
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INSTRUCTION EFFECTIVE CPSE3 MMIER REVISION DATE PAGE 8 3bI1 CEI-20 9
12/16/83 1 of 1 ATTAC) MENT 3 MINIMM CLEAAANCES TO EMBED 0ED Pt.ATES 1, Where embedded steel plates are unoccupied by attachnents.for a minimum distance of 12 inches on both sides of a proposed Milti' Bolt location as shown below, the center of the bolt may be as close as practical to edge of the plate without damale to plate.
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2.
Where the seedded steel platas are occupied.by attachments within mininum distances shown above, the minimum clearance to Hilti Anchors shall be as follows:
Hilt 1 Anchor Nelson Stud Edge of plate Size to Milti Anchor to Hilti Ancher 1/4 5 1/4 3 3/4 3/8 5 7/8 4 3/8 1/2 6 1/2 5
5/8 7 1/8 5 5/8 3/4 7 3/4 6 1/4 1
9 7 1/2 1 1/4 10 1/4 8 3/4 Dimensions are in inches.
Distance measured with reference to center of bolts and studs..
Where location of the nearest Nelson Stud can be determined from the '5" stamps on the entbedded steel plate, the minimum center-to-center clearance to the Hilti Anchor as shown above shall govern. Where location of the nearest Nelson Stud cannot be so determined, the minimum clearance to Edge of Plate" as shown above shall govern.
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BROWN & ROOT INC.
IMSTRUCTION EFFECTIVE CPSES MUMlER REVISION DATE PAGE JOB 35-1195 CEI-20 9
12/16/83 1 of 2 ATTAC19 TENT 4 LE ETH IDENTIFICATION SYSTEM Stamp On Length of Anchor (Inches)
Anchor Frost Up tD (Not including)
A 1 1/2 2
8 2
21/2 C
2 1/2 3
0 3
3 1/2 E
31/2 4
F 4
41/2 6
4 1/2 5
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H 5
5 1/2
- V I
51/2
'6 J
6 6 1/2 K
61/2 7
L 7
7 1/2 M
7 1/2 8
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N 8
8 1/2 0
8 V2 9
P 9
91/2 9 1/2 10 0
A 10 11 5
11 12 7
12 13 0
13 14 V
14 15 W
15 16 X
16 17 Y
17 18 Z
18 19 O
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INSTRUCTION EFFECTIVE
(
CP5ES lueER REVf5 ION DATE PAGE CEI-20 9
12/16/83 2 of 2 JOS 35-1195 ATTAcmENT 4 (cont'd)
LENETH IDENTIFICATION SYSTEM Stamp On Length of Ancher (Inches)
Anchor From Jp to Ont including)
AA 19 20 88 20 21 l
CC 21 22 DO 22 23 EE 23 2'
. 26 27 c
II 27 28 JJ 28 29 KK 29 30,
LL 30 31 i
Nt 31 32 l
NN 32 33
. 00 33 34 PP 34 35 l
QQ 35 36 RR 36 37 55 37 38 TT 38 39 UU 39 40 VV 40 41 ETE:
1.
Stamped letters shall be on top (threaded) and of bolt.
2.
Bolts of 19-inch length and greater may be stamped with number corresponding to the bolt length in inches in the same manner instead of the stamped i
letters as listad above.
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PPENDIX 2 DESIGN e=1-r.~~
.,. 203
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Specification No. 2323-SS-30 Appendix 2 Page 1 of 9 APPENDIX 2 DESIGN CR!TERIA FOR HILTI KWIK-AND SUPER KWIK-BOLTS
1.0 REFERENCES
1.1
" Architects and Engineers Anchor and Fastener 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 SEPARATION 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 v
maintained.
2.2 For installations not conferming to the provisiens of Section 2.1 above, the capacity of both anchers shall be reduced on a straight-line basis to SO percent at half the minimum distance between embedments given in Appendix 1 of this Specification.
In no case shall embedments be spaced closer than half this minimum distance.
Methods for evaluation of this reduced capacity are given at the end of this Appendix and are controlled by concrete stresses.
3.0 DESIGN ALLOWABLE LOADS 3.1
. Design allowable tensile and shear loads are provided in Tables 1 and 2.
These design allowables are based on the average ultimate tensile and shear loads published in Reference 1.1 and 1.2 of this Appendix.
Factor of safety of less than 4 is not acceptable.
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Gibbs & Hill, Inc.
Specification No. 2323-55-30 Appendix 2 Page 2 of 9 rior to the utilization of the allowable tensile loads 32
{nTa_.es1and4 of this Appendix (excect for the I
7-inch ciameter Kwik-belts) the -manufac'turer shall Cer:1.y the validity ef the ultimate capacities o<
-Se and Super Kwik bo'.:s as published in reference l,1
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Gibbs & Hill, Inc.
Specification No. 2323-SS-30 A'ppendix 2 Page 3 of 9 4.0 COMB'INED LOADING kThen the Hilti expansion anchor is subjected to a conbination of tension and shear loading the following interaction requirement shall be met:
S 5 1 TT+
5T T
Actual applied tedtion load T
=
T1 Allowable design tension load
=
Actual applied shear load S
=
SS =
Allowable design shear load 5.0 REQUIRED EMBEDMENT For the required m nimum anchor embedments see Accendix 1 ef this Specification.
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Specification No. 2323-SS-30 Appendix 2 Page 4 of 9 TABLE 1 KWIK-BOLT CESIGN ALLOWA3LE TENSILE & SEEAR LOADS * (1bs)
FACTOR OF SAFETY FS=4.0 FS=5.0 DIAMETER EMEEOMENT TENSICN 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" 837 653 670 522 3/8" 1 5/8" 588 1276 471 1021 2"
756 1276 605 1021
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2 1/2" 975 1276 780 1021 6-\\_'
3" 1075 1354 860 1083 3 1/2" 1150 1354 920 1083 4"
1187 1354 950 1083 4 1/2" 1200 1354 960 1C83 1/2" 2 1/4" 1377 2079 110!.
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 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"**
4 1/2>'
4000 6719 3200 5375 5"
4725 6719 3780 5375 6"
5860 6719 4688 5375 (s) 7" 5860 6719 4688 5375 8"
5860 8622 4688 6698
Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Appendix 2 Page 5 of 9 TABLE 1 (Cont'd)
FACTOR OF SAE
_f FS=4.0 FS=5.0 DIAMETER EMBEDMENT TENSICN SHEAR TENSION SEEAR 9"
5860 8622 4688 5898 10" 5860 8622 4688 6898 1 1/4" S 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 T
Design all'owables are based on average ultimate tensile and shear loads published in "HILTI - Architects and Engineers Ancher and Fastener Design Manual" 3.6/Hi-1, Reference 1.1 and 1.2 of this Appendix.
Design allowables are based on 4000 psi concrete (fe'=4000 psi).
- Values per Reference 1.2 of this Appendix.
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Specification No. 2323-SS-30 Appendix 2 Page 6 of 9 TABLE 2 SUPER KWIK-BOLT DESIGN ALLOWABLE TENSILE AND SHEAR 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 22S8 5 1/4" 3641 2860 2913 22S8 6 1/4" 3786 2860 3029 2258 1"
6 1/2" 8741 6884 6993 5507 8 1/2" 12452 6884 9962 5507 c;(~3 10 1/2" 12439 6884 9951 5507
/
1 1/4" 8 1/8" 10675 10369 8540 8295 y }..' ^ ' '
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10 5/8" 13420 10369 10736 S295 13 1/8" 16230 1C369 12984 S295 Design allowables are based en average ultinate tensile and shear loads published in "HILTI Architects and Eng neers Anchor and Fastener Design Manual" 3.6/Hi-1.
Reference 1.1 of this Appendix.
Design allowables are based on 4000 psi cencrete (fe'=4000 psi).
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Specification No. 2323-SS-30 Appendix 2 Fage 7 of 9 EVALUATION METHOD I:
FRCELEM:
Calculation of the reduced allowable capacities for Hilti expansion anchors spaced at less than minimum separation requirement indicated in Appendix 1 cf this Specification.
EVALUATION:
STE? 1:
Determine actual loading conditions on the Hilti expansion anchors in question.
STE? 2:
Calculate the separation ratio. (S.R.)
Separation ratio is defined as the ratio of the-separation provided to the minimum separation 7s re=uired by A endix 1 of this Soecification.
This L J)
ratio must be equal to or greate'r than.500.
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n e
- c. r e.:.=. n.. v O v.,
S.R.
= MINIMUM SEFARATION REQUIRED and 5.R.2.500 (2)
STEP 3:
Once the separation ratio is ce=puted and actual loads are determined, the following relation shall be satisfied for acceptability of the anchor design.
T 4
S 51 (3)
S'(S.R.)
T1(S.R.)
WHERE:
T
=
Actual Tension; 5
= Actual Shear; T1 = Allowable Design Tension; S1 = Allowable Design Shear; S.R. = roeparation ratio.
STEP 4:
If the requirement of Formula (3) is satisfied, Hilti expansion anchors for the support in questien are acceptable.
If the relationship in Formula (3) is not satisfied, Hilti expansion anchors are net accettable and an acprepriate action shall be taken by adjus =ent of separation c meet the requirement in Fermula (3)
m Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Appendix 2 Page 8 of 9 EVALUATION METHOD 2:
PROBLEM:
Calculation of the reduced allowable capacities for both the Hilti expansion anchor and the Richmond screw anchor when minimum separation is not provided as required in Appendix 1 of this Specification.
EVALUATION:
STEP 1:
Determine actual loading condition on the Hilti expansion anchor and/or Richmond screw anchor in question.
STEP 2:
Calculate the separation ratio (S.R.).
SEFARATION PROVIDED (4)
S.R.
= MINIMUM SEPARATION REQUIRED
'h
+
^~
and S.R.2.500 (5)
STE? 3:
Once the separation ratio and the actual loads are
- cenputed, the following relations shall be satisfied for acceptability of the anchor and insert design:
For Hilti expansion anchor:
T S
s1 (6)
T'(S.R.)
S'(S.R.)
For Richmond insert:
_g.
-h S
51 (7)
T q.
T5(S.R.)
SL(S.R.)
For Richmond insert design allowable values see Appendix 3 of this Specification.
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Specification No. 2323-55-30 Appendix 2 Page 9 of 9 STEP 4:
If the recuirements of both Formula (6) and (7) are satisfied the Hilti expansion anchor and Richnend screw anchor for the support in cuestion are accepcable.
If any of the relations in Formula (6) and (7) is not satisfied, the corresponding Hilti expansion anchor and Richmone 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).
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Specification No. 2323-53-30 Revision 2 June 13, 1986 Appendix 3 Fage 1 of 10 AFFENDIX 3 DESIGN CR:TERIA FCR SCREW ANCHORS 1.0 GENERAL 1.1 Screw anchors are Richmond structural connection inserts (Types EC-2, EC-6, EC-2W or EC-6W) and are prefabricated steel anchors embedded in concrete to which structural supports are attached.
1.2 ASTM A325N A490 or A449 bolts (suitable washers optional) shall be used for the Richmond insert bolt connections.
ASME SA-193 threaded rods with ASME SA-194 x.
double nuts may be used for the Richmond insert bolt
(
)
connections as a substitute for ASTM A325N bolts.
s-1.2.1 Thread engagement into the Rich =cnd inser shall be at least 2 x bolt diameter + 1/2 inch 1.3 In no case shall these inserts be loaded before concrete attains its 25-day design strength.
2.0 APPLICABLE
REFERENCES:
1.
" Rich =cnd Inserts for Concrete Constuction" Bulletin No. 6 Rich =cnd Screw Anchor Co.,Inc.,
catalog.
2.
Manual of Steel Construction AISC 7th Edition.
3.0 DESIGN CRITERIA 3.1 Design allowable tension and shear loads (under working stress cendition) for respec tve contar-c-con:or 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 fcilowing interaction fer=ulas.
Gibbs & Hill, Inc.
Specification No. 2323-55-30 Revision 2 June 13, 1986 Appendix 3 Page 2 of 10 FOR INSERTS:
rT h+/\\ b 5
51
\\ ~T)I jT, 1 V E
1 FOR BOLTS:
(Verified for specific type bolt materials.)
T; st different for each grade.
t I
S '2 (T'1Ff + I 51
' APPLIED TENSION WHERE:
T S
APPLIED SHEAR A'
T1 DESIGN ALLOWASLE TENSION S 2 OESIGN ALLOWA3LE SEEAR 3.3 Minimum distances between Richmend screw anchors and Hilti belts for 100 percent perfcrmance of each are provided in Appendix 1 of this Specification.
For those situations where minimum distances cannot be met, evaluation method 2 shown in Appendix 2 of this Specification shall be used to calculate the reduced capacity of Richmond inserts.
PCI MANUAL ON DESIGN OF CONNECTIONS FOR FRICAST FRESTRESSED CONCRETE
NOTES FOR TABLE I
(^gj$A)
>1.-/NSERT CAA4C/7/ES AREBASED QV/NSERTEMBEDDED /tv A
MO PS/ COMPRESS /ON STRENGTH CQVCRETE.
2.- ALL ALLOWABLE LOADS Sc/OWN /N TABLEIOf THIS APPEND /X AREAV M/PS-3.- TO DEVELO" THE FULL TENS /ON CACAC/TY Of/NSERT(EXCEPT Ar BEAM S/ DES) THEM/N/ MUM D/ STANCE FACW1 COVCRETE EDGE 70 CENTER Or/NSEAT SHALL BE'//'FOR l'2"9 /NSER75 6
AND 7"f0R /"96 NSERTS.
/
4.-70 DEVELOP THEFULL SHEAR CAPACRY Of /NSERT (EXCEP7 Ar BEAM S/ DES) THEM/N/ MUM D/STANCEFROW OCWCRE7E EDGE TO CENTER Of /N.SER7 SHALL BE /4'FOR /'2"9 /NSERTS 6
AND 9.S"f0R /"9 /NSERTS.
6 S.-FOR BEAM S/ DES 7N/S D/ STANCE SHALL BE A M/N/ MUM 8"FOR
/b4/NSERTS AND 7'mR/"+/NSERTS.(FQ9 TENS /OW AND SHEAR) 6.- CENTER TO CENTER (Cfc) D/SrANCES SHOWN /N 7ABLE Z Oc TH/S APPEND /X AREM/N/ MUM FOR THE ALLOWABLELOADS.
~I
)
2-WHEN PART OF THE /b'$/NJERT CLUSTER (/NSERTCLUSTERS WERE 09/G/NALLY PROV7DED FOR P/PE WH/P RESTRA/NTS)
/S USED FOR MANGER SUPPORTS THE CE/7ERMOS7 ROW OF
/NSERTS USED FOR THESESUPPORTS SHALL BE A7LEAST 2d' AWAY FROW THENEAREST/NSERTS USED FO? ANYOTHER SUPPORTS OR RESTRA/NTS BASEA' ATE.
EXAMPLE :
INfSF INSERT 5 CAM O
seuseo foA nnara F/PC WH/P AfSIR' A/N7*
$UPPORTS wtry CAPAC/7/ES AS G/VfH BASE PLATE
~
=,f
) tu rABE Z e
e e
G u
)
.y.
3,,
=
.k "o ^or " '""
g.
3
/NSERr3 UNLESS APPROVED BY
]
,'f i
y %
O e,
e ENGINEER t,
q w>
u wwn.>
TYolCAL INSERT CLUSTER
NOTES FOR TABLE I(Contd.) NI$$N8) f.- 70 f/NO THECAPAC/7/ES Of'/NSERTS WHERE MAC/hG AN 4
CONCRETE TH/CNNESS ARENCr SHOWN /N TABLEI Cf THIS APPEND /X USE THE/NSERT CA/%C/7Y Of TNENEAR[37 CCRRESPOND/Ati LOWER /NSERT SPAC/NG OR TH/NWER COACRE7E WALL,SLA8 OR COLUMN /ND/CATED /N TABLE I O,frH/S APPEND /X.
e o
t
C" ALLOWABLE LOADS OF RICHMOND lNSERTS AND BOLTS TO BE USED IN INTERACTION FORMULAS FOR BEAM SIDES I:lNSE'4T CAPACITY B t BOLT CAPACITY T: TENSION
.SiSHEAR INSERT SPACING ON 6"CE ONE WAY INSERT SPACING ON 8"CK ONE WAY i
AND 20"CK OR GREATER MHER WAY AND 20"CM OR GREATER OTHER WAY 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
)
T.
S T
S T
S T
S I
8.9 8.9
' 8. 9 8.9
/O OS
/O.0S
/O.05
/O.05
/'+ EC2W
\\
B
/2.//
785 24.23
//. 78
/2.//
7.85 24.23
//. 7 8 I
//. 53
//.53
//.53
// 5 3
/2.85
/2.85
/2.85
/2.85
/b #EC6W 8
28.//
/7G7 56.2/
26.6/
28.//
/7.67 SG.2/
26.5/
l l
I TABLE I
\\
OBE A LLotuABLE I
f APPEPJDlX 3I IPAGE 5 OF 10 [
l
l ALLOWABLE LOADS OF I"si RICHMOND INSERTS (EC2W) AND BOLTS TO BE
)
USED IN INTERACTION FORMULAS FOR WALLS, SLABS
& COLUMNS l
I: INSERT CAPACITY B: BOLT CAPACITY T: TENSION S: SHEAR INSERT SPACING ON INSERT SPACING. ON INSERT SPACING ON 14tK OR l
IO"C/C BOTH WAYS 12"C/C BOTH WAYS MORE BOTHWR(S(FULLCAPACm )
)
CONCRETE A-307 BOLTS OR A 325 OR BETTER A-307 BOLTS OR A 3250R BETTER A 307 BOLTS OR A3250R BETTER THICKNESS A-36 THD. RODS BOLTS USED A 36 THD. RODS BOLTS USED A 36 THD. ROOS BOLTS USED USED W/NSERT W/ INSERT USED W/ INSERT W/ INSERT USEDW/MSERT W/ INSERT l
T S
T S
T S
T S
T S
T S
j,.y og E
6 6
6 6
885 8.85 8.85 8.85
//. S
//.S
//.5
//.S
- 'KtE g jg,jj 7g5 g4,g3 ff,7g
/g,jf 7,85 24g3
//,78 jg jf 7g5 g4,23 ff,7g i
TABLE I (COntd.)
C) 3 ? Al L otOA8L E
'1 I
l I
( APPENDIY PAGF '
I O
O O
s I
{
i ll I
ALLOWABLE LOADS OF I/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 INSERT SPACING ON 20"C/C BOTH WAYS ~
INSERT SPACING ON 22"C/C OR MORE 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 INS ERT USED WITH INSERT INSERT T
S T
S T
S T
S i
I 25 25 25 25 3/.3 27 3/.3 27_
)
/2'OR TH/CKER j
8 28.//.
-/ 7 G 7 56.2/
2 6.51 28.// -
/267 56.2/
26.5/
~
TABLE I (Contd.)
0 I
l l
4 I
( APPENDIX 3[i PAGE 70F 10 1
ALLOWABLE LOADS OF 1/2"# RICHMOND INSERTS (EC6W) AND BOLTS.(IN CLUSTER) TO BE USED IN INTERACTION FORMULAS FOR WALLS, SLABS
& COLUMNS IN 12" THICK CONCRETE I: INSERT CAPACITY Bs BOLT C PACITY T: TENSION ~
S: SHEAR l
[
INSERT SPACING ON 12'C/C BOTH WAYS INSERT SPACING ON 18"CK, BOTH WAYS j
l A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER INSERT PATTERN A-36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH USED WITH INSERT INSERT USED WITH INSERT INSERT i
T S
T S
T S
T S
I 22./
22./
22./
22./
25 25 25 2S yo NSERm 8
28.//
/767 5 6.2/
29.-S/
28.//
/7G7 SG.2/
26.5/
I
/7 23
/7 29
/7. 2.9
/7 29 23.2/
23.2/
23.2/
23.2/
poup i
USERIS B
28.//
/7.G7 EG. 2/
26.S/
28.//
/767 59.2/
26.5/
1 ee I
/S.24
/S.24
/S.24
/S.24 2/. /G 2/.^6 2/ ^6 2/./6 gig NSER/S g
gg,jj 77, gy Sg.gj gg.5; gg.//
77g7 Sg. gj gg,St I
lE SI l? 6I lE*SI l2 0I lI OO lIOS lIOS ll00 i
N/NE NSEAIS eee B
28.//
/7G7 SG.2/
2G.5/
28.//
./XG7 SG.2/ -
26.5/
TABLE I (Contd.)
f'(4ppruoix s 'PAGE ggg gj(p(y[Q[
\\
l l
ALLOWABLE LOADS OF I/2"W RICHMOND INSERTS (EC6W) AND BOLTS,(IN I
CLUSTER) TO BE USED IN INTERACTION FORMULAS FOR WALLS, SLABS
& COLUMNS IN 16" THICK CONCRETE 1
I: INSERT CAPACITY B : BOLT CAPACITY T i TENSION' S: SHEAR INSERT SPACING ON lot /C BOTH WAYS INSERT SPACING ON 12"C/C BOTH WAY3 A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER INSERT PATTERN A-36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH USED WITH INSERT INSERT USED WITH INSERT INSERT T
8 T
S T
S T
S l-nvo I
20.45 20.45 20.45 20.45
- 22. /
22./
22./
22./
INSERTS B
28.//
/7'G7 56.2/
26.5/
28.//
/7G7 5G.2/
2G.5/
l E
/G.05
/6.05
/G.05
/G. OS
/8.G
/8. G
/8.G
- 18. G fogg
/MER75 g
gg_jj 77 gy Sg_ g; gg $,
pg,,
py, g y Sg_ g, gg,5,
S';y ee Z
/4.59
/4.59
/4.59
/4.59
/7.44
/Z44
/Z44
/X44
/NSER75 g
gg,ll 77g7 5g.gf gg,57 g g,jj (7, g 7 Se,g; gg.5y 4
1 N/ur eee I
/2.57
/2.57
/2.57
/2.57
/d. 9
/4.9
/d.9
/4.9 l
/NMR7 eee B
28.//
/7 G7 SG.2/
28.5/
28.//
/7. G7 56.2/
26.5/
j S/XTEEN * * *,
- I
/O.06
/O.0G
/O.OG
/O.06
/2.03
/2.03
/2.03
/2.03 I
IN ER/S eeee B 28.//
/7G7 SG.2/
2G.5/
28.//
/ 7. G 7 SG 2/
26.5/
l i
TABLE I (Contd.)
(APPENDIX 3 h I
i on/- A t w w et c (PAGE 9 OFIOj i
i
O O
O 1
ALLOWABLE LOADS OF 1/2"W RICHMOND-INSERTS (EC6W) AND BOLTS l
(IN CLUSTER) TO BE USED IN INTERACTION. FORMULAS FOR WALLS, l
SLABS & COLUMNS IN 22" THICK OR GREATER CONCRETE i
I_: INSERT CAPACITY B BOLT CAPACITY T: TENSION S: SHEAR I
' INSERT SPACING ON 10NC/C BOTH WAYS INSERT SPACING ON 12'C/C BOTH WAYS
{
i A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER i
INSERT PATTERN A-36 THD. RODS BOLTS USED WITH A-36 THD.~ RODS BOLTS USED WITH
]
USED WITH INSERT INSERT USED WITH INSERT INSERT j
T S
T S
T S
T S
I 2a45 2a45 20.45 20.45 22./
22./
22./
22./
y
/NSERM g
28.// -
/7 G7 5G.2/
2G.5/
28.H
/7 G7 56.2/
26.5/
I
/G.05
/G.05
/6.05
/G.05
/8. G
/8. G
/8. 6
/8. 6 gg
/A'SERM ee a
gg,f/
j7 g7 Sg gf gg 5/
gg jp
/7.g7 Sg gj gg.Si ee I
/4.59
/4.59
/4.59
/4.59
/744
/744
/7.44
/7 44 gry I" ERN 8
28.//
/7G7 56.2/
26.S/
28.//
/7.67 5G.2/
26.5/
ee eoe I
/3./5
/3./S
/3./S
/3./5
/C.22
/G.22
/6.22
/s.22 y,,,
/NSERTS 3
gg,ff
/7 G7 Sg.2/
7g.5/
28 y
/7 G7 Sg.2/
26.S/ '
S/XTEEN ee Z
//.54
//.54
//.S 4
//.54
/4.25
/4.25
/4.25
/4.25
/NSEAIS 8
28.H
/7.G7 56.2/
26.5/
28.//
/7.C7 56.2/
26.5/
TABLE I (Contd.)
fappEnorxs1 OBE A L LOkJABLE gPAGE l0 0F l0 >
j i
j ALLOWABLE LOADS OF RICHMOND INSERTS AND_ BOLTS TO BE USED IN INTERACTION FORMULAS FOR BEAM SIDES I thSERT CAPACITY 5: BOLT CAPACITY T: TENSION SiSHEAR i
INSERT SPACING ON 6'CE ONE WAY INSERT SPACING ON 8'C/C ONE WAY AND 20*CK, OR GREATER OTHER WAY AND 20*CK OR GRE ATER OTHER WAY INSERT TYPE
' A-307 BOLTS OR A 325 0R BETTER A-307 BOLTS OR A 325 OR BETTER AND SIZE A-36 TH D. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH l
USED WITH INSERT INSERT USED WITH INSERT INSERT l
l T.
S T
S T
S T
S 1
I
/4: 24 14.24 14.24
/Y.2f fl.D9
/4.02 16.o?
14.06 i
l'+ EC2W
?
l B
17.38 12.56 3277 (2.2%
17 32
/2.24 39.77
/2. PC I
J ? 45
/6.45 IP.45
/f. 95 2D.fi 20..V$
2c.5$
2c.rd
/b'#Et'6W i
l 8
44.gr 22.27 29.9g 42 42
- 4.99 22.27 84.9$
4 2. Q 1
i l
1
. l'.'
--l.-
TABLE I ss s suo-aue fAPPENDtX 3 3 PAGE F#f to [
)
y l
j
I'..__._
f ALLOWABLE LOADS OF I"W RICHMOND INSERTS (EC2W) AND BOLTS TO BE USED IN INTERACTION FORMULAS FOR WALLS, SLABS & COLUMNS i
i
)
I: INSERT CAPACITY B: BOLT CAPACITY T: TENSION S: SHEAR l
i' INSERT SPACING ON INSERT SPACING ON NSERT SPACING CW 14t/C OR KfC/C BOTH WAYS 12*C/C BOTH WAYS HORE BOTH WenMRA.L.CAPACm CONCRETE A307 BOLT 3 OR A 325 OR BETTER A-307 BOLTS OR A-325 0R BETTER. A-307 BOtJS OR A 325OR BETrER t
j THICKNESS AM Two. Roos ect.T3 USED
. A-36 THD. POOS ECLTS USED k 36 THD. ROOS BOLTS USED j
USED hhSERT W/ INSERT USED WHSERT W/ INS ERT USED kWSERT W/ INS ERT r
i I
T S
T S
T 5
T S
T S
T S
3 i' 1:)'r>n
[
Cf. (,
- 1. (a
- 9. 6 9.6
/ 4.16
/4.14
/ 4. lt 1 4.14 iP.4 (2, fl
- 12. go.
Ip.co
"#'WA R
I93? /2. T4 3E.77 iP PK 1938 /2 TS 3f.77
- 12. Pr
/1. 39-12. Cl 39 77 /fPT
\\
l
~
r i
TABLE I (Contd.)
1 t
SS E Allowa.ble.-
._ t},
~
h
=
i j
i i
s 4
1 i
i
[APPENDR 3i P
^
E i
i 1
t
,3 O
ALLOWABLN LOADS OF l'/2 # RICHMOND INSERTS (EC6W) AND BOLTS TO USED IN INTERACTION FORMULAS FOR WALLS, SLABS a COLUMNS I: INSERT CAPACITY B: BOLT CAPACITY T: TENSION S: SHEAR IN ORiORE I
' INSERT SPACING ON 20M BOTH WAYS-
~
BOTH WAYS (FULL CAPACITY)
CONCRETE A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER j
THICKNESS A-36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WiTH USED WITH INSERT INS ERT USEO WITH INSERT INSERT i'
T S
T S
T S
T S
E tjo.o go, o ci o. o go.o
- o.or 4 3,zo ro.or 43.2s
\\
12'on imcxER,8 es 4. y 2 r.27
- 89. g cp q2. <f2 ad,97 2a 27 p 9.9 cp
</2.cf2.
1 i -
TABLE I (Contd.)
l l
55E allowaue 1
i J
IAPPENWX Si l
(PAGE 70F 10[
c.
1
)
i I
i f
ALLOWABLE LOADS OF I/2"W RICHMOND INSERTS (EC6W) AND BOLTS.(IN CLUSTER) TO BE USED IN INTERACTION FORMULAS ~ FOR WALLS, SLABS t
l 8 COLUMNS IN 12" THICK CONCRETE i
S: SHEAR I: INSERT CAPACITY
.B BOLT CAPACITY T: TENSION INSERT SPACING ON l' LCM BOTH ' WAYS INSERT SPACING ON 18"CM 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 i
USED WITH INSERT INSERT
.USED WITH INSERT INSERT T
S T
S T
S T
S l
I 34.8
'3 6', 8 36.8 36.8 4I.7 41.7 4-l.7 4.l.7 wo
,NSERG 8
46.8 19.4 93.7 44,2 46,8 19.4 93.7 44.1 I
18.8 18.8 19.8 28.8 38,7 39.9 38.9 38,]
FOUR ee B
%.S 19.4 93.'7 44.2
%.S 19.4 93.7 44.2 I
15.4 25.4-15.4 25.4 36.3 3 f.3 3 f.3 35.3 t
sfx
~
- S##O d
46.8 29.4-93.7 44.2 46.8 19.4 93.7 44.2 ee I
to.3 10,0 40.9 20.9 29.7 29,7 29.7 29.9 ufys 1
/4/ w m a
4c.s 19.4 93.7 44.2 46.8 29.4 93.7-44 2 TABLE I (COntd.)
r
- \\apetuoix s 3 PAGE 8 0F 10 f GS E A LLOWA SL E l
r.
- l '
l ALLOWABLE __ LOADS OF df f RICH 50ND INSE_RTS__(EC6WlAND BOLTS,(IN C_ LUSTER) TO_BE USED IN_ INTERACTION _ FORMULAS FOR WALLS, SLA_BS j
B COLUMNS IN 16" THICK CONCRETE I INSERT CAPACITY B: BOLT CAPACITY T
- TENSION S: SHEAR I
E
'lNSERT SPACING ON IO'C/C BOTH WAYS INSERT SPACING ON 12'C/C BOTH WAYS I
A-307 BOLTS OR A 325 0R BETTER A 307 BOLTS OR A 325 OR BETTER INSERT PATTERN A 36 THD. RODS BOLTS USED WITH lA 36 THD. ROOS BOLTS USED WITH '
USED WITH INSERT INSERT USED WITH INSERT INSERT l
T S
T S
T S
T S
m I
, 3 2. ] 2 3272 32 72 32.)2 3 C. 3 6 3C36 3C 36 3.C. 56 I^'S' M 5 B ' 44 92 29.27
- 89. 9 y 4242 4y. 92 2 P.1-]
2f. 7(
42,42
&g I
25.tr 2r U 2r &&
~ 2L D-29.76 29 7(,
2 9_.,6 27.76 8
49 9P 2 2.
7 29.9 y 42 42-4477 2 2.17 89 1%
- 42. y2 {
==
r 23.34
- 23. 3 y 23.34 23.3 %
2710 2 7.10 27 9 27 9o i six
^'SE#N
' e e
a v.gr 2r. 2 7 89.9y 42 4z aq.gr 28.27 e9 9Y 4 2.m 2.
l wim-eoe I
2o.11 2o.11 2 0. it 2-o. ll 23.St/
23.sc/
13.29 23.29 -
l NA'
$ee 8
4q,92 2 P. 2 7
- 27. yf 42, p d4, fg 29,17 99 9y Q2.yz{.
sixrcru *,,*,*, I l'6. Io i6.Io I&.!*
. I&.!o
/4. 4r I99f I 9. ct,C I9 9 f.-
?#'
- ' *
- 8 [. 4 4 p 2e 27 29.14
- 42. &
44.1t 2-P. ' 7 29.14
.+.2. Y 2 -
TABLE I (Contd.)
IAPPErioix s'i (PAGE,.9 OF Oj
\\.
NSE allo wable.
.e LLOWABLE LOADS OF lh # Rid OND lNSERTS (EC6W) AND BOL (IN CLUSTER) TO BE USED IN INTERACTION FORfAULAS FOR WALLS, SLABS B COLUMNS IN 22"TIIICK OR GREATER CONCRETE T.:lNSERT CAPACITY B: BOLT C APACITY T: TENSION S: SHEAR,'
(
j INSERT SPACING ON KfC/C BOTH WAYS INSERT SPACING ON l'fC/C BOTH WAYS
~
~
A-307 BOLTS OR A-325 OR BETTER A 307 BOLTS OR A 325 OR BETTER INSERT PATTERN A 36 THD. RODS BOLTS USED WiTH A-36 THD. RODS BOLTS'USED WITH USED WITH INSERT INSERT USED WITH INSERT INSERT T
S T
8 T
S T
S-
[
32 72 12 72 32 72 32.12 303/,
3 T. 7 6 3.E 3 4 34 74 i
w NHM -
8 S4 72' 29.27 P9. 9 y 42 42 447?
- 2 P. 2-7 89 9%
42 4L Z
2-r, f y 2c4P rt (P zf. h t 2-1 7 4 29.76 227 76 29 76
)
gg 8
49.97 29.27 P91%
42.42 44.12 22.2]
P1.?V 42.42
- MM ee Z
z3.; c{
- 23. 3 G 23.3}
23 34 2-7 9 0 27.90 2710 27 9*
}
gy ee B
- 44. fr 1s.27 P1.?y 42.f7.
c4.1f 23.27
- 7. 7 %
42.y2.
- '3 eee I
2.f. ocf 2 I. o y 21.o Y
- 24. o Y 25.95 2K.9Y 2 E.15 2.T 1T i
na,4 l
"*!s
- ". *. e aq.gr 28.'7 P9.94 42 42-44.92 2-2.27 69.1V 4? 4' E
'IE.4 b (P qia 1.2. 4b 12.45 2.2.Po 22.Po 22.Po 22 F S!x1 TEN
..e.
l ("O
- 6.
44 77 22.17 27 7$
d 2. 42.
44.16' 2-b > 7
??.N 42.c& z TABLE I (Confd.)
fArmmx 3; (PAGE 10 OF IO j sse Adowallu
i i
i i
)
O t
]
t
\\
SS-30 APPENDIX 4 i
i 1
4 T
f.
I 1
J t
DESIGN CRITERIA FOR EMBEDDED PLATE STRIPS l
e i
l I
l I
i
,O 1
-+we-
()
Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4.
Page 1 of 22 APPENDIX 4 DESIGN CRITERIA FOR EMBEDDED PLATE STRIPS 1.0 DESCRIPTICN 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 place.
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 Nelson studs and the weld at the connection to the
('
embedded plate is the responsibility of the designer of t
he hanger or the structural support.
2.0 APPLICABLE REFERENCES 1.
Manual of Steel Construction AISC 7th edition Embedment Properties of Headed 2.
Design Data 10 Studs-TRW Nelson Division 2-77 3.0 CAPACITY OF EMBEDDED PLATE STRIPS FOR CONOENTRIC LOADING 3.1 Allowable loads on embedded plate strips are shown on sheet A4.1 and A4.2 for loadings acting at mid-spans between studs and sheet A4.3 and A4.4 for loadings acting at stud locations.
- However, as shown on sheet A4.3, the maximum allowable tensile load at the extreme stud location on both ends of the embedded plate strip is reduced by 40 percent.
For loadings acting between mid-span and stud location the allowable load shall be determined by linear interpolation.
3.2 Loading is not permitted on the cantilever portions of the embedded plate strips beyond the last pair of studs.
3.3 Allowable loads as shown en sheet A4.2 and A4.4 are valid only when loadings are placed within :3/4" of the es centerline of the embedded plate and only if the Nelson
(
studs of the embedded plate are located at leas: B" from
~
_ ~. -
1.
i
~
i.!O i
Gibbs~& Hill, Inc.
l Specification No. 2323-55-30 i
Revision 2 June 13, 1986 l
Appendix 4 Page 2 of 22 i
1 I
a concrete free edge (i.e.,
cpenings, face of beam, l
t etc.) in any directisn.
3.4
"?in Connections" shall be assumed for load transfer to l
the embedded plates.
Only forces normal to the 1
embedment (?)
and forces in the plane of. the embedment (S) may be transferred to the embedmont.
l Moments due to cantilever action or from any other source may be transferred to the embedmont only when the embedment is stiffened for the calculated moment.
1 1
3.5 The loading pattern on shee: A4-1 and A4-3 assumes that 4
the embedment is loaded at the midpoint of every span
~
between pairs of studs for A4-1 and at every pair of studs for A4-3.
In cases in which the load is I
l distributed on more than one pair of studs, the full normal load (P) and only half of the plane load (S) should be considered when using the figures on sheet J
A4-2 and A4-4.
{
3.6 For capacity of embedded plate strips for loads acting i
on stud line see Cases 3 and 4 (A4-5 through A4-9) j 4.0 CAPACITY OF EM3EDDED PLATI STRIPS FOR LARGE ECOENTRIC l
LCADING I
4.1 Tension and shear forces generated on the stud anchors by loads applied eccentric to the supporting stud group a
chould be calculated to insure no failure of the stud anchors.
4.2 Ultimate cension and shear capacities of the stud 2
anchors shall be taken from reference 2 of this Appendix.
f 4.3 The number of participating stud anchors may.be increased by welding stiffeners to the embedded plate j
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 i
shear.
l.
i 4.4 Steel pla:e material is A-36 Nuclear Safety Related as defined on Orawing 2323-S-0786 for embedded plate details.
j 4
1
I i
e 4
i 2
Gibbs & Hill, Inc.
Specification No. 2323-55-30 i
Revision 2 i
June 13, 1986 i
Appendix 4 i
Page 3 of 22 1
i 1
i i
l 5.0 REDUCED CAPACITIES OF HILTI EXPANSION BOLT - STRIP PLATE 1
i VIOLATINO MINIMUM SEFARATION REQUIREMENT t
I 5.1 For calculational procedures see final pages of this Appendix.
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am 3, SECTION A-A CASE 1
LOADINGS AT MID SPAN BETWEEN STUDS I
IE NOTATION :
P--- ACTLSL. APPUEO TEN'5lCN LCMC.
D-- ACTUN APPUED WEv,. m.
TLJSI Cow <>e. P"E ALLONE. LCAOS CH LW56CCE.O MTE.S i
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AlIOWABLE EMBEDDED PLATE CAPACITY FOR COM8NED TENSION AND SHEAR LCADS A
INTERACTION DESIGN CURVE FOR LCADINGS ACTNG AT MO-SPAN BETWEEN STUDS CASE i
NOTATION:
P---4Tt.wt Areur o TucoN tmo.
D---MiUAL APPUE.O SEAX. LW.
TU$l GOMANCHe.P=AX.
l l
ALLOWAELE. LCACS ON E.YeeDCEC PL. ATE.t
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. ttrat SH. A4 7.
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PAGE O OF22) g g
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%P em SECTION B-B CASE 2 LOADINGS AT STUO LOCATIONS NOTATON :
P-KTLJAL APPLIED TE.NSm 'M-S---X,TUAL APPLIE.O SHP.LAA LDC.
gg COAANCHB. P"A M.LCMAEL' LOACS CN EEBE.CC? C R AT=" 3 Oh amee- = = =
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ALLOWABLE EMBEDOED PLATE CAPACITY FOR COMBNED TENSION AND SHEAR LOADS INTERACTION DESIGN CURVE FOR LCADINGS ACTNG AT
__ STUD LOCATIONS CASE 2
NOTATION :
P-- MTUAL APPLleQ TENSIN LGC.
S--- AC,Tt WL APPLito 54*A LIEC.
TLj$1 COMANCHE. FFAA-
~
ALL%AJbt' L%Q ON l
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' / APPENDIX 4
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PAIR OF STUCS
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=
=-
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(mm O
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Sr N
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'PP msm es SECTION A-A.
CASE-3_
LOADINGS ' AT MlD SPAN BETWEEN STUD 5 ON STUD UNE NOTATION.
P.1. ACTUAL APPUED.TENSICN LCAD TV S1 s. ACTUAL. APPUED SHEAR LCA!:i.
COMANCHE N K ALLCWASLE LCADS CN EMBEDDED PLATES Og.l
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. ALLOWABLE EMBEDDED PLATE CAPACITY FOR COMBINED TENSI fMEAR LCADS.
INTERACTION DESIGN CURVE FOR LOADINGS ACTING AT MlO-SFAN BETWEEN STUD 5 ON STUD UNE CASE-3
. NOTATION:
p.,.. ACTUAL.APPUED TENSICM LOAD
- r..Ac.TuAL Apeuto sacAn tcAo TU51 "CCMANCHE PEAK l
Au.cwAsts t.cAes es
(
EMBECCED PLATES i
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s s
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v r.
ve vo o cou.m sem C emuus SECTION B-B CASE-4 COADINGS AT STUD LOCATION:ON STUD LlNE NOTATION C___
. P..-.)C.TUAk.:APPUED_TENSON LCAD Z ! ACTUAE APPUED SHEAR CCAo TU51 CCMANCHE PEAX At.LCWASCE LCACS.Ct lO
" ' ^ ' ' '
u 5
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'CAPPENefx.4g PAGE !! cF22/
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.ALLGWABLE EMBEDDED PLATE CAPACITY 'FOR COMBINED TENSION ANC SHEAR LOACS INTE.WTICN DESIGN CURVE FOR LOADINGS ACTING AT STUO LOCATIONS OM STUD UNE
_C AS E 2-MTATION :_.
[P.~. ACTUAL" APPUED TENSICN. LCAD_
- s.. ACTUAL.APPUED SHEAR LCAo-TU S1 couANcxt. PEAx ALLOWABLE LOAD CH Eh45EDOED PLATIS g,
ll c
iTTLi &
i l
. u23
.SH.A4-4
.:. ; :. t._ l._
- + - - 1 = ' -- ;
I
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NOTF
APPENOlX 4T Cl) F THE LOAD LIES N SETWEEN THE CENTER LINE OF PLATE AND THE STUC LINE, NTERFCLATION MAY BE MADE SETwEEN O
CORRESPowetW3 GRAPHS AND/CR FORMtA.AE.
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(FRCM SS-bo)
PCLATCM RECL'O
( FROM SS - Sc)
- IF THE YARtATION OF LCAO LOCATION'IS IN TWC OtREC,ilcHS DCUSLE INTERPot.ATICH IS REQUIRED.
-(2) LOADS (P 4 5) SMALL I4CT. bE KPPLIED
~
DETCNC'STUC LINE TOWARDS EDGE
(3) FCR AcomCNA1. APPLICABLE NOTES SEE i
s 4
TU51 CCuANCHE PEAX ALLOWA5LE LCAOS CN EMcECDED PLATES e i L
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Gibbs & Hill, Inc.
Specification No. 2323-55-30 Revision 2 June 13, 1986 Appendix 4 Page 13 of 22 f
i i
Reduced Cacacities of Hilti Exeansion Belt-Stric Plate, Viclatine Minimum Secaration Recuirement i
i Calculation of the reduced allowable capacities for Hilti expansion anchors and embedded strip plates spaced at less than minimum separation requirement indicated in attachment 3 item 2 in Appendix 1 of G&E specification SS-30 (CE I-20 Rev. 8)
Notation d
Diameter of Hilti bolt (in)
X Distance between Hilti bol; and nearest edge of enbedded strip plate (in) l Z
Actual or estimated minimum distance between Hilti bolt and neares Nelson stud of embedded strip plate (in) 2=X+1.5
(
Z Minimum distance between Nelson stud of embedded strip t
plate and Eilti bolt for each to have 50% capacity (in)
I =1.5-2.5d t
Z Minimum distance between Nelson stud of embedded strip 2
plate and Eilti bolt for each to have 100% capacity (in)
C:=4.0+5.Od R
Allocation ratio for distance "Z" R=
d 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 plate (in) b=Z-a b21.5" S.R.
Separation ratio for Hilti bolt S.R.
=
a 5d R
Tensile capacity reduction of Nelson stud due to separation TU requirement violation (kips)
T' Allowable (working) capacity of Nelson stud in tension (kips per stud)
S' Allowable (working) capacity of Nelson stud in shear (kips per stud)
T Allowable design tension load for Hilti bolt, see Tables 1 A
and 2, Appendix 2 of G&E specification SS-30 S
Allowable design shear load for Hilti bolt, see Tables 1 A
and 2, Appendix 2 of G&E Specification SS-30 i
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I Gibbs & Hill, Inc.
i Specification No. 2323-55-30 Revision 2 J
June 13, 1986 l
Appendix 4 Page 14 of 22 ll 1
9 T
Reduced allowable tension capacity for Hilti bolt (kips)
R S
Reduced allowable shear capacity for Hilti bolt (kips)
R
?
Actual applied tension load on enbedded strip plate (kips)
S Actual applied shear load on embedded strip plate (kips)
)
J 1
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(PAGE 15 cF 21/-
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\\I Specificatien No. 2323-55-30 Revision 2 June 13, 1986 Appendix 4 Page 16 of 22 J
4 FRCCZDURZS Stec 1 Find out the distance
'Z' between the nearest Nelson stud of embedded strip plate and Hilti bolt.
a)
If location of stud is known, measure
'Z'.
b)
If location of stud is not known, measure
'X' where
'X'
=
distance between Hilti bolt and nearest edge of e= bedded strip plate Z=X+1.5" Steo 2 Determine whether spacing tiolation exists:
Min. Z req'd = Zt
= 1.5 + 2.5d
-if Z<Z not acceptable, relocate Hilti bolt t,
-if 22Zz=4.0 - 5d, both stud and Hilti belt are fully developed therefore no spacing viciation exists and ne reduction is req'd.
2. 5d, s Z < A. O - S d,
-if,1.5
+
w-ct Zz a spacing violation exists, proceed to step 3 Steo 3 Calculate the reduced allowable capacities of the Hilti bolt.
R=
d d-1.0 a = R(Z-Zt) + 2.5d b = Z-a S.R.
=
a 5d l
Reduced allowable (working) capacity of Hilti bolt in tension and shear i
I i
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+
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Gibbs & Hill, Inc.
4 Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4 Page 17 of 22 T
=T (S.R.)
R A
i S
=S (S.R.)
R A
Steo 4 Calculate the reduced allowable capacities of Nelson stud.
R
= 12.4-2.5b (for 1.5 s b s 3.5)
TU i
R
= 28.9-7.2b (for 3.5 < b s 4.0)
'N Reduced allowable (working) capacity of Nelson stud in tension, T'
= 9.95 - R u (kips / stud)
T 2
Ster 5 Verification of embedded strip plate adequacy.
A)
Location of Nelson studs of the embedded strip plate is known.
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
[
( 107.16 (6.75
?
s1.0 (1)
S
+
I i
4
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-e-.,.,,
.,-n.,
,-m-
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-,r,--
Gibbs & Hill, Inc.
Specification No. 2323-55-30 Revision 2 June 13, 1986 Appendix 4 Fage 18 of 22 5/3 g
P T 5/3 s1.0 (2)
S
+
17.92 1.54(T')
Case 2:
Leadings (P&S) acting at stud location; embedded strip plate is adequate when equations 3 and 2 are bo-d satisfied.
~
2 2 - 1/2 P
s1.0 (3) 5
+
206.00 14.46 5/3 S
+
P 5/3 s1.0 (2) 17.92 1.54(T')
Case _3:
Loadings (F&S) acting somewhere between case 1 and case 2
NFSCM WD&)m
'-? ^ T emo wcmax (cast af Q
7 I
i
-S I
ag-
-; nos-custs>
n-x Q
sy'o swo LocAnoM(c4sr b e
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w- - -,. - -.
w
-,.---wy--w. - ---y-
=
i I
<i Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4 Page 19 of 22 Calculation procedure:
(1) Measure distance
'Y' (from nearest stud location to applied j
load P&S).
l (2) With known S
(or P) calculate allowable ? (or S) for both case 1
and case 2
as per equations 1,
2, and 3,
2 respectively.
(3) Interpolate by the use of either of the two following equations 4 or 5.
i 3
t
( 6 - Y) (P case 2 - P case 1) Kips (4)
P case
= P case
+
6 i
(Allowable)
OR l
)
]
S case
= S case 3
1
( 6 - Y) (S case 2 S case 1) Kips (5) 6 i
(Allowable) i i
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k I
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4 i
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Gibbs & Eill, Inc.
Specification No. 2323-55-30 j
Revision 2 1
June 13, 1986
}
Appendix 4 l
Page 20 of 22 i.
I (4) Compare P
(allow) of case 3 (or S (allow) of case 3) with j
actual ? (or S).
1 i
i i
f i
s i
l i
i l
3)
Location of Nelson studs of the e=cedded strip plate not 1.
known:
i l
Embedded strip plate is adequate when equations 1 and 2 are i
both satisfied.
4 L
i.
4 4
I l
i l
O 1
1 i
- - -. -.... -. -. -. - - -. ~.., - -.. _.
Cibbs & Hill, Inc.
Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4 Page 21 of'22 ALLOWABLE LOADS FCR ADJACENT SFANS c
);F6& FAY.) _.
l (M)
'I a
e 4
i 1
o
=
h 1
$ PAN /A
$/MN /
SPAN /B l
v v
L o
9 i
/
/A
/N A
,R i
N M A/
4
$72C i
i l
N.SCO a)
Z'
& Z" are used here only for illustrative purposes, b)
Z'
< Z" and both Z'
& Z" are bol viola icns.
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 maximu= capacity determined for span 1 may be used for span lA provided that no c:her spacing violation exists for any other Nelson stud supper:ing span lA.
If another spacing viciation does e.xist, then cheese the smalles:
2 d = ens:.cn for any one cf the l
l
y~
i t Gibbs & Hill, Inc.
]
Specification No. 2323-55-30 Revision 2
{
June 13, 1986 Appendix 4 Page 22 of 22 i
4 studs of spar lA to determine the load capacity by using the precedures cutlined on the preceeding pages.
4 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 Nelson stud located at Z"
distance from Hilti Bolt, as illustrated above, provided that no other spacing violation exists for any other Nelson stud supporting span 13.
Follow the procedure as mentioned above in note d if another spacing violation exists.
d 4
1 I
l.
k l
4 I
f c
, - - - - + -. - - - - _, - - -,, -
--e
-.-n
-e
i I
e
.f.S - 30
~
APPENDIX 4W i
i i
t l
OE5IC.i CRITERIA FOR EMBED 0ED PLATE STRIPS (A LTERNATea) l l
t q
1 1
1 3
1 i
i 1
(Attachmer:: to Westinghouse Document No.
10923 1
Transmitted with WPI'-8031 and 50-433 Dated 5/3/R6 J
l 1
1 t
1 4
I i
i I
\\
\\
4.
APPENDIX 4W DESIGN CRITERIA FOR EMBEDDED PLATE STRIPS 4
I
{
JUNE 3, 1986
]
Revision 1 4
.!O AUTHORS:
Ce,'micI h.,
R. S. Orr i
I y
,R. Condrac 1
VERIFIER: 0 j
H. P. Bonnet i
APPROVED:
./I./ /
s
!O J
Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Appendix 4W O
Page 1 of 14 1.0 OESCRIPTION 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 i
welded to the plate. The design of the threaded Nelson studs and the weld at the connection to the embedded plate is the responsibility of the designer of the hanger or the structural support.
2.0 APPLICAELE REFERENCES 2.1 Manual of Steel Construction AISC 7th edition 2.2 Design Data 10 - Embedment Properties of Headed Studs-TRW Nelson Division 2-77 j
3.0 LOCATION OF ATTACHMENTS i
3.1 Attachments may be welded to the strip plate at any location provided that the centroid of the weld configuration is inside the stud area. For i
attachments that are welde'd on 2 opposite sides the centroid of each weld shall lie within the stud area.
]
3.2 Attachments should be located to meet a minimum spacing of 12" between the j
center lines of attachments measured along the center line of the plate strip (see Figure A4W-1). If this minimum spacing repuirement is satis-l fied each attachment may be evaluated individually.
If the spacing is l
less than twelve inches the attachments must be evaluated concurrently as i
specified in paragraph 4.4.
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3.3 Allowable loads given in this sec' tion are only valid if the Nelson studs of the embedded plate are located at least eight inches from a concrete free edge (i.e. coenings, face of beam, etc) in any direction.
- O 1542s/238s:10A
.Gibbs & Hill, Inc.
Specifi~ciation' No. 2323-SS-30
~ ~ '
p Appendix 4W
(
Page 2 of 14 3.4 Construction tolerance shall be considered during the 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 dering construc-tion unless increased eccentricity is prevented by the one inch minimum edge distance of paragraph 3.1.
4.0 CAPACITY OF EMBEDOED PLATE STRIPS 4.1 The emcedded plate shall be evaluated for loads from all attachments or both stud capacity as specified in Paragraph 4.2 and for plate bending as specified in Paragraph 4.3.
Where attachments are located closer to each other than twelve inches attachments shall be evaluated concurrently as specified in Paragrah 4.4 If the attachment is located less than 4 inches from the end of the strip N
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 spacing is maintained between studs.
If the end stud locations are not known the attachment weld centroid or centroids must be located at least six inches from the plate end, otherwise 5 must be assumed to equal the minimum possible spacing of 3".
Loads applied to the attachment are designated as Fx, Fy Fz. Mx. Mye Mz, (kips or inch kips) with z normal to the plate and y parallel to the plate center line.
'A' is the minimum dimension of the attachment cross-section. When a base plate is used, 'A' is the dimension frem 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-l ment center line from the center line of the plate.
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Specification No. 2323-55-30 Aopendix 4W Page 3 of 14 4.2 Studs shall satisfy the allowables defined by the following equations:
Stud Tension: T = (0.5F + 0.16M )(1 + 0.4E ) + 0.2My (1 + 0.2E )
s z
x x
x p )1/2 2
)2
' Stud Shear:
V 1/2 ((F
+
=
3 x
Interaction:
(
) /3
.(
)S/3 5 g 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 j
follow.ing 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=ft+f2*f3+f4 f 1 27 ksi 4.4 For attachments A and B located closer than twelve inches a;: art at spacing
's', calculate the stud loads (Tsa, Tsb. Ysa. Vsb) and maximum i
plate stress (fa. f ) using the equations given in 4.2 and 4.3.
The b
combined stud loads (Ts, Vs) and plate stress (f) calculated from the following equation should then be checked in the stud interaction equation i
and against the allowable plate stress.
Ts = Gepater of (Tsa, Tsb) +(12 - 5) x lesser of (Tsa, Tsb) 12
.Vs = Greater of (Vsa. Ysb) +(12 - 5) x lesser of (Vsa. Ysb) 12 i
f = Greater of (fa. f ) +(12 - 5) x lesser of (fa. f )
b b
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Gibbs.& Hill, Inc.
Specification No. 2323-SS-30 Appendix 4W Page 4 of 14 These expressions assume that the higher loaded attachment is located at the most critical location. The influence of the other attachment is then obtained using linear interpolation between zero influence at twelve inch spacing and absolute summation at zero spacing.
f 4.5 The nu=cer of participating stud anchors may be increased by welding stiffeners to tne emoedced plate strips and to the support structure to ensure that the loading is scread to all the selected stud anchors. The emoedded 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.
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Specification No.2323-S'S '30' I
Appendix 4W Page 5 of 14 l
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I SpecificatidN Nb. 2323-SS-30
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Appendix 4W Page 6 of 14 5.0 REDUCED CAPACITIES OF HILTI EXPANSION BOLT - STRIP PLATE VIOLATING MINIMUM I
SEPARATION REQUIREMENT 5.1 The reduced allowable capacities for Hilti expansion anchors and embedded l
strip plates spaced at less than minimum separation requirement indicated in Attachment 3 item 2 in Appendix 1 of G&H specification 55-30 (CE I-20 i
Rev. 8) shall be calculated using the following proi:edure:
5.1.1 Notation (see Figure A4W-2) '
d Diameter of Hilti bolt (in)
X Distance between Hilti bolt and nearest edge of' embedded strip plate (in)
Z Actual or estimated minimum distance between Hilti bolt and nearest Nelson stud of embedded strip plate (in) Z=X+1.5.
It Minimum distance between Nelson stud of embedded strip plate and Hilti
~
bolt for ea,ch to have 50% capacity (in) Z =1.5+2.5d.
i
. Zz Minimum distance between Nelson stud of embedded strip plate and Hilti bolt for each to have 100% capacity (in) Z =4.0+5.0d.
2 R
Allocation ratio for distance "Z" 3
3 j
R=
d i
d-1.0 I
a Distance allocated to Hilti bolt (in) j a=R (Z-Z ) + 2.5d 1
b Distance allocated to Nelson stud of embedded strip plate (in) i b=Z-a b>01.5" 5.R.
Separation ratio for Hilti bolt S.R. =
a_
I Sd RTU Tensile capacity reduction of Nelson stud due to separation requirement violation (kips) 1 T'
Allowable (working) capacity of Nelson stud in tension (kips per stud)
S' Allowable (working) capacity of Nelsen stud in shear (kips per stud) l TA Allowable design tensicn load for Hilti bolt, see Tacles 1 and 2 Appendix 2 of of G&H specification 55-30 1542s/238s:10A I
Gibbs'& Hill, Inc.
Specificatich'No. 2323-SS-30 Appendix 4W Page 7 of 14 SA Allowable design shear load for Hilti belt, see Tables 1 and 2, Appendix 2 of G&H Specification SS-30 Tg Reduced allcwable tension capacity for Hilti bolt (kips)
SR Reduced allowable shear capacity for Hilti bolt (kips)
P Actual applied tension load on embedded strip plate (kips)
S Actual applied shear load on embedded strip plate (kips) l l
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Specification No. 2323-SS-30 Appendix 4W Page 8 of 14 O
12"(MAX.)
E
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/STRIPPLATE a
4 0
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NELSON STUD E
PLAN OR ELEVATION EDGE OF EMBEDDED STRIP PLATE Z
2 M'
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H. BOLT X
1.5" j
NEAREST STUD TO g
h j
A HILII BOLI STUD 7
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_ LOCATION OF STUD LOCATION OF STUD tvoi KNOWN KNOWN NOTAT:CN HILT SOLT FIGURE A 4W-2
Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Appendix 4W Page 9 of 14 5.1.2 Calculation Procedure Stem 1 Determine the distance 'Z' between the nearest Nelson stud of embedded strip plate and Hilti belt.
a) If location of stud is known, measure
'Z'.
b) If location of stud is not known, measure
'X' where 'X' = distance between
)
Hilti bolt and nearest edge of embedded strip plate T= X+1. 5 "
Stec 2 Determine whether spacing violation exists:
s Min. Z required = Z1 = 1.5 + 2.5d
-if Z<Z, not acceptable, relocate Hilti bolt 1
-if Z>Z =4.0 + Sd, both stud and Hilti bolt are fully developed 2
therefore no spacing violation exists and no reduction is required.
,gf 1. 5 + 2.Ed < Z 4 4.0 + Sd 41 42 a spacing violation exists, proceed to step 3 Stec 3 Calculate the reduced allowable capacities of the Hilti bolt.
R=gd7g a = R(Z-Z ) + 2.5d 1
b = Z-a S.R.=gj 1542s/228s:10A l
I
Gibbs & Ifill, Inc.
Specification No. 2323-55 Appendix 4W O
Page 10 of 14 1
Reduced allcwable (working) capacity of Hilti bolt in tension and shear TR=TA (S R-)
Sg = SA (S.R.)
Steo 4 Calculate the reduced allowable capacities of Nelson stud.
RTU = 12.4-2.5b (for 1.5 < b 5 3.5)
RTU = 28.9-7.2b (for 3.5 5b$ 4.0)
Reduced allowable (working) capacity of Nelsen stud in tensicn..
T' = 9.95 -
(kips / stud)
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Specification No. 2323-SS-30 O
Appendix 4W Page 11 of 14 Step 5 Verification of embedded strip plate adequacy.
A) location of Nelson studs of the embedded strip plate is kncwn, 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, IA and IB (see allowable loads on adjacent spans, Pass 12).
B) location of Nelson studs of the embedded strip plate is not known. Use the reduced allowable (working) capacity of the stud in tension in the interaction equation of paragraph 4.2 for all attachments located less than twelve inches along the plate strip from the Hilti bolt.
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hHILTIBOLT OV 1542s:10A
Gibbs & Hill, Inc.
Specification'No. 2323-SS-30 Appendix 4W Page 12 of 14 O..
ALLOWABLE LOADS FOR ADJACENT SPANS L2 l 12" (MAX.)
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$ FAN 1
$ PAN 18 4
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a)
Z' & I" are use'd here only for illustrative purposes b)
Z' < Z" and both I' & Z" are bolt violations c) The maximum capacity of the embedded strip plate, in particular scan 1, is determined by calculating the allowable (working) capacity of the Nelson stud nearest to the Hilti bolt, (Z' in this case since Z' < Z").
d) If a load is to be placed on span 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 1A.
If another spacing violation does exist then choose the smallest Z dimension for any one of the four studs cf span 1A to determine the load capacity by using the procedures outlines on the preceeding pages.
!O 1542s:10A
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Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Aependix 4W O
~Page 13 of 14 e)
If a load is to be placed on span 18, the maximum capacity of strip plate is determined by calculating the capacity of the Nelson stud located at Z' distance from Hilti Bolt, as illustrated above, provided that no other spacing violation exists for an other Nelson stud supporting span 18.
Follow the procedure as mentioned above in note d if another spacing violation exists.
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Specification No. 2323-SS-30 1
Appendix 4W Page 14 of 14 i
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APPENDIX 5 l
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DESIGN CRITERIA FOR t
EMEEDDED LARGE s;rg; ptArgs e G i
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Specification No. 2323-SS-30 Appendix 5 Page 1 of 13 APPENDIX 5 i
DESIGN CRITERIA FOR EMBEDDED LARGE STEEL PLATES
1.0 DESCRIPTION
Embedded large steel plates are ASTM A36 steel plates, 3/4" thick connected to concrete walls and. the under j
side of slabs by means of Nelson studs embedded in the concrete and welded to the plate.
They are used to support hangers and other structural supports which are connected to the embedded plate by welding or by threaded Nelsen studs.
The design of the threaded Nelson studs and the welds at the connection to the embedded plate is the respcnsibility of the designer of the hanger or other structural support.
2.0 AFPLICABLE REFERNECES 2.1 Manual of Steel Construction AISC 7th Edition Embed =ent Properties of Headed 2.2 Design Data 10 Studs - TRW Nelson Division 2-77.
3.O ALLOWABLE LOADS ON EMBEDDED LARCE STEEL P*.ATES 1
j 3.1 For design purpose s 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 3; Exterior Region f
Area C; Exterior Corner Region Area D; Exterior Region Near Opening i
Area E; Cantilever Region 3.2 Steel plate material is A-36 Nuclear Safety Related as
("'g defined on Drawing No. 2323-S-0786 for embedded plate
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j Specification No. 2323-SS-30 Appendix,5 Page 2 of 13 i
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I 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 A5-8 through A5-10.
No loading is permitted in the cantilever region except if special design is made for adequate load distribution.
3.4 Stiffners may be used between the attachment and the i
plate for load distribution in order to stay within the allowable loads defined on Sheet A5-2 through A5-4 and j
Sheet A5-8 through A5-lo.
i i
i 3.5 When moment is transmitted to the plate, the moment may l
be converted into a couple acting on the plate:
t.he 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 2
the couple and the direct tension load should be i
combined nu=erically.
The resulting tension force'and the simultaneous shear force should be-used in conjuction with Sheets A5-2, A5-3, A5-4, A5-8, A5-9 and j
A5-lO in order to ensure that the plate is not overloaded.
Other design methods may be used if proven 1
by analysis.
j 3.6 Weld contours of adjacent attachments, including auxiliary
- steel, shall be separated by 12 inches J
minimum.
See Sheet A5-5.
For examples, see Sheet AS-6 and Sheet AS-7 for pin and I
moment connections to the large steel
- plate, I
respectively.
1 3.7 a)
Allowable load capacities for attachments smaller than 6"x 6" are shown on Sheets A5-2 through AS-4.
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b)
Allowable load capacities for attachments 6"x 6" 1
and larger are shown on Sheets AS-8 through A5-10.
J Attachments should be welded all arcund.
Note:
If 'the attachment is not square the smaller dimension of the attachment shall be at least 6".
3.8 For plate attachments larger than 16" x 16" the use of Sheets A5-8 through A5-10 may be too conservative.
In j
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 1
3 f
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l Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Appendix 5 l
Page 3 of 13 i
1 l
a minimum of 12" from any adjacent lumped force point.
i The allowable load capacity shown on Sheets AS-2 through j
A5-4 may then be used to check each individual lumped I
iCrCe.
i 3.9 If the attachment is connected to more than one region j
of the large steel plate the smallest 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.
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l APPENDIX 5T PAGJi' 4 ofr (*3 )
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' CANTILEYE.R REGION (AREA E)
EXTERIOR REGION (AREA B)@YR)
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me. i I. FOR ALLOWASL5. LOAD CAPACITY AT ANY LOCATION OF 1 AREA A ; INTERIOR REGION,SEE FIG.2 AND FIG.8.
AREA 5 ; EXTERIOR REGION,SEE FIG.'3 AND FIG.9.
AREA C ; EXTERIOR CORNER, REdlON, SEE felG.3 ANO FIG.9. -
AREA D ; EXTERIOR. RE6 ION NEAR OPN'6.,SEE FIG.4 AND FIG.lO.
2.THE. DIMENSION"De* IS THE FREE EDGE DISTANCE AS SHOWN.
- 3.FOR LOCATION OF STEEL PLATES SEE. DE/CD S-164 5.
~ 4.FOR NELSON STUD PATTERN SEE DE/CD S-1582 TUSI COM ANCHE PE AK TYPICAL CONFIGURATION Cf LARGE STEEL PLATES FOR O:
toAoEo aEoio"
-- 2333 sH. A5-l
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IAPPENDIX 53
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ALLOWABLE LOAD CAPACITY FOR COMBINED TENSION AND SHEAR Fosa.
ATTACHMEN TS SMALLER THAN 6"x 6" l
. INTERACTION DEstGN CURVE FO A LOADINGS ACTING AT INTERIOR REGION (AREA A)
NOTATION P--- ACTUAL APPLtEP TEMSION LO@
- S--
ACTUAL APPLIEt7 SHEAR. LOAp
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COMANUE PEAK l
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ATTACHMEN TS SMALLER THAN 6"x 6 _,
INTERACTION DESIGN CURVE FO R LOADINGS ACTING AT EXTERIOR REGION (AREA B) 4 ACTING AT EXTERIOR CORNER REGION (AREA C)
G. 3 NOTATI ON TUgl P._ ACTUAL APPLIED TENSION LOAD
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ALLOWABLE LOAD C APACITY FOR COMBINED TE NSION AND SHEAR FoEL ATTACHMEN TS SMALLER THAN 6'k 6" IN TERACTION DESIGN CURVE FOR LOADINGS ACTING AT EXTERIOR REGION NEAR OPNti. (AREA D) WITH De=T's4,G'48 G* Z-NOTATION P_-- ACTU AL APPLIED TENSION LaAP3 S.. ACTUA L APPLIED SMEAR l.0A
TUSt COMANCHE PEAK SEE SECi lON 3.5 OFTHIS APPENO!X ALLOVAgif 40AOS dNMJE STEEL At FCK ATTAChWfMTS SMALLEA; THAhl 6"x 6"
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6E.CTION 7A-7A l
PLAN OR E.LE.VATION
- FIGUEE, 7
CUESTION : J F 6 = '2.0 % P = 'Z,0 5 4 = 3'- r," A ND c = lo" 16 7HE 1.AEGE O
5755' e'^rt. AocouxTa '
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l 6 HEAR: SA =__5/z = 1.0/121.0" TENSION.DUE TO,CANTILEW.E MCMENT :
P.2 PA- (b f7X 00 = 8,M TEH510N DUE, To DicECT' TEH510hrT,.0AD ' PA PA' = F/r. i 1.O" RE6ULTAHT TEN $1ON IPA = Fi & Pi = 6.4 + 1
- 9.45 3
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ALLOWABLE LOAD C APACITY FOR COMBINED TENSION AND SHEAR FoR AT TACHMEN TS 6'x 6 OR LARGER 1
INTERACTION DESIGN CURVE FOR LOADINGS ACTING AT INTERIOR REGION
{ AREA A)
G* 8 NOTAT/CM P
ACTUAL AFFLIfD TEMS/OVLDAO" s--
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I ALLOWABLE LOAD C APACITY FOR COMBINED TENSION AND SHEAR Fog AT TACHMEN TS 6'x 6" OR LA RGE R INTERACTION DESIGN CURVE FOR LOADINGS l
ACTING AT EXTERIOR REGION (A RE A B)
AND ACTING AT EXTERIOR CORNER REGION (AREA C)
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ALLOWABLE LOAD C APACITY FOR COMBINED TENSION AND I
SHEAR 5:oa AT TA C HMEN TS 6'k 6" O R LARGER INTERACTION DESIGN CURVE FOR LOADINGS ACTING AT EXTERIOR REGION NEAR OPND. (AREA D)WITH De= 2',4'6'18" r G. O N0 7A M A/
F _
ACTUAL APPL /fD TEW6/0k/ 4440*
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APPENDIX fW l
4 DESIGN CRITERIA FOR EMBEDOED LARGE STEEL F,LATES 1
( ALTER.N ATE) i I
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Specification No. 2323-SS-30 Appendix SW APPENDIX SW DESIGN CRITERIA FOR' EMBEDDED, LARGE STEEL PLATES AUGUST 30, 1985 O
AUTHORS:
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APPROVED:
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Specification No. 2323-SS-30 Appendix SW Page 1 of 6 l
l 4
1.0 DESCRIPTION
i
[
Embedded large steel, plates are ASTM A36 steel plates, 3/4" thick connected to f
concrete walls and the under side of slabs by means of Nelson studs embedded n
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 i
i 2.1 Manual of Steel Construction AISC 7th Edition.
2.2 Design Data 10 - Embedment Propertie's of Headed Studs - TRW Nelson Division 2-77.
3.0 ALLCWABLE LOADS ON EMBE00ED LARGE STEEL PLATES f
3.1 For design purposes each steel plate is divided into different regions:
1 Cantilever, Interior and ' Exterior Region Near Opening", if an opening in l
the steel. plate exists. (See Fig. AEW-1). Designation of regions is as follows:
l j
Area A; Interior Region j
Area 0; Exterior Region Near Opening i
Area E; Cantilever Region l
3.2 Steel plate material is A-36 Nuclear Safety Related as defined en Orawing No. 2323-5-0786 for emcedded plate details.
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Page 2 of 6
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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 loads using the stud interaction equation given below. Loads on the attachment are defined as Fx, F, Fz.
y Mx, M, M2 with the z axis taken normal to the embedment plate.
y
'a' shall be taken as the smaller attachment dimension but shall not be taken greater than 6".
The absolute value of the maximum load shall be used.
2 M
+ M Stud tension: T = 20
- I (z
a + 2 3
0 Stud shear: V
((F, + 0.05M)2+ (F +.05 M )2]1/2 3
12 a
g y
g T
V(h)'I
$1 (h)'I Allowable stud load's:
+
3.4 No leading is permitted in the cantilever region except if special design is made for adequate load distribution.
3.5 Attachment to the exterior region near openings is only permitted when the edge distance. 0,, frem 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" loads on attachments may be evaluated in accordance with paragrapn 3.3.
If De 4 4" stud tension and shear load shall be evaluated in accordance with paragraph 3.3 and these 1 cads shall be evaluated using the folicwing interaction ecuation.
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Specification No. 2323-55-30 Appendix SW Page 3 of 6 j
3.6 Stiffeners may be used between the attachment and the plate in order to l
increase the effective attachment size to stay within the allowable loads defined in paragraphs 3.3 and 3.5.
l 3.7 Weld centours of adjacent attachments, including auxiliary steel, shal.1 i
be separated by 12 inenes minimum. (See Fig. ASW-2). This minimum l
spacing is also acclicable across butting lines between adjacent plates.
3.6 For plate attachments larger than 16" x 16" the use of* paragraphs 3.3 and 3.5 may be too c:nservative.
In these cases, the total tension and shear i
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 i
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 j
plate the smaller allowable load capacity of these regions should be used.
i 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 strtictural member and baseplate welded to the sheet plate, the dimension j
a shall be the distance from the c:mpression flange of the structural memcer to the tension weld of the base plate to the sheet plate (see Fig.
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Specification No. 2323-SS-30 Appendix SW Page 4 of 6 i
t INTERIOR CANTILEVER REGION REGION 2" [0," (TYP)
(AREA A)
(AREA E) 4 l
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EXTERIOR REGION CANTILEVER REGION 1
NEAR OPENING (AREA E) j (AREA 0)
PLAN OR ELEVATION VIEW OF SHEET EMSE00E0 PLATE I
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Specification No. 2323-SS-30 O
Appendix SW V
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Specification No. 2323-SS-30 O.
Appendix SW Page 6 of 6 WANG:R AT INT 4.coE EE.dloN_CAEEA A) 0F LAEGE. 6 TEE.L FLATE, t
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I, S S -30 APPENDIX 6 I
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4
{
i ALLOWABLE LOAD CR:!ERIA FOR i
i 1-1/2" DIAMETER - A193 GRCUTED IN ANCliOR SCLTS I
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Specification No. 2323-SS-30 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 CP-EI-13.0-3-Rev.1, allowable load criteria is as follows:
1.
Allowable Tensile Capacity a.
Ultimate load condition - 105 Kips, 66 Kips b.
Working load condition 2.
Allowable Shear Capac:.ty a.
Ultimate load condition -
69 Kips
(
b.
Working load condition 34.5 Kips 3.
Cc=bined Tenslen and Shear a.
Ultimate load condition V
s 1.405 in.2 (Tensile stress area of T
+
75 Ksi 49 Ksi 1-1/2" Oiameter - A193 bolt; e
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 CID) loads and when design is based on normal /upse: (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 cpening etc.
above criteria cannot be applied directly.
Such situations shculd then be independently examined on a case by case basis.
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1 SA::..! Fr.A~D CDC?.CC: U YES 10 FOR Ot+lCE AND
~-
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C?lG2tATOR: C??E E CRIGINAI. CES*EL"a."e.
.. ERlNG USE ONLY
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APPIlCABI.E SPEC /GG/CEfr 2323-55-30 Fr/.
0 3.
CE"'A : S T"*IS REVISION VOIDS AND SUPERSEDES DCA-15.338 R-0 Add Accendi_x 6. " Allowable Lead Criteria for 1-1/2"O - A193 Greuted in Ar.cher Bolts" to the referenced seccification.
D 35 1145 C
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stre:n 2C m.E.TA*!CN:
GCC'.:vlENT CONTR0l, Ne GDi-576.,,
GDi-62137 Deleteo Page 2 of Rension "G" ci tnis UCA per telecen cetween E. L. Se:xcr l
s-d P. Patel en 1-12-81 5.
APPP" 3J., SICOCURES:
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A.
CRIGOUCCR:
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cESrci.s -a.se cA:riE:
y fr. iu --. :.e d :/: t i
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cES:ci Frez.a =R:Ca :o :SSuE:
6.
VC;:'CR Fr.A"'D DANCE X.
NO
.:.5 i P.O. NCMEER 7.
STANOARD DISTRIECr'.CN:
APMS (CRIG2Gl.)
(1)
- 3. F. JONES-PROCLTGENT (2)
CUAIJ"Y DCDcG (1)
DC:0 P"'R CRIG. OESIGi (11 TS FOR CRIG. DESIGN (1)
PSE (1) c-'s itFM c-33 CIVII. ENGBN (1) 4
- r.,.., _ _,., - -,, -,
,-._____.7,
S P EC IFICAT1o M 2323-55-30 APPENDIX 6
ALLOWASLE LOAD CR\\T".RIA FOR lE"9 - A 193 GRO UTE D -IN ANCHO R BOLTS
?c a single greut-in* bcit installed'ih cccrdance with precedure set forth in CP-K -13.0-3-Rev.1, allewable lead criteria is as follows:
- 1. Allowable Tensile Capacity -
a) Ulti=ata lead conditica - 105 Kips b; Working lead cendition 66 Kips
- 2. A11cwable Shear capacity a) Ulti= ate load conditien - 69 Kips b) Working lead condition - 3 4.5 Kips
- 3. Cc=bined Tensien & Shear a) U1:inate load condition 1.405 in.2(Tensile s cess area of lhi-A193 b=l ;
T - +V
??Ksi 4TKsi N b) Werking load cenditica s( l.405 in.2
_T
+ v 47hsi 24.5Ksi Ose alicwat L-u given for ulti= ate load conditic: -tan designing for emergency / faulted (service icvel C&D) icada and when design is based on acr=al/ upset (service level A&B) leads use allevables given for wer*d 7 lecd condi:.ivn.
The above criteria can be used for a g =up cf 4 bolts and 6 bolts in a 2'-9" min. concrete thickness, provided a
-'"i=am spacing of 14 in. for 4-belt pattern and la in, for 6 bcit pattern is =aintained.
In the event of, a) cverlapping due to ancther ancher of a near-by support b) edge distance effect due to proximity of cpening etc. above criteria cannot be applied directly.
Such situatiens shculd then be independently ex=- ned en a case by case basis.
/S332 Rev l
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CESIGi N AtmERIIATICN
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SAFEIE m DN: XX YES NO
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CRIM"CR: CPPE XX CRIG2;AL CESIGIER
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APPLICABIZ SIET/tWG/CCCOME2;C' 2323-55-30 RE7. 0
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Add sheet 2 of 3 hereof to Accendix 3 of the.
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referenced seecification.
h.I 2.
~fddVice'e'iidfiM "Allewabke t.oad Criteria for 1 1/2"G - 193 GNuted in
... ;.n.
K.. #
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Anchoe Bolts". to the referenc=d seecification.
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GTN-62137 5.
APPFC7AI, SIGa'ImES:
JCG/sgf 12-8-82 A.
CRIGH m :
CATE /?-8-42 B.
/
f8M CATE N-8*'8 2 6.
VDiCCR "".ANS4I':"'AL PICUIPID: YES N'd
!D 7.
- S"DNCAi'D DIS'I'4ISC"IC4:
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(1) B.F. Jones-Procurement (2)
CCA FC2" 11-80 p
C'e.alitf Agir.e-rirs
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Civil Engineering
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S P ECIFICATION 2323-35-50
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ALLOWABLE LOAD CMTFRIA FotT thap - A 193 g
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> W M T.'._ _
For a. single grout-in
- b7c t '1:istalled IE ~ ~
"~"
"'~ -
accordance with procedure set f=rth in CP-EI-13.0-3-Rev.1, allowable load cri.teria is as follows:
m.
..v...e
.u-t.c._.,w.._.....m.,
..W
.. :. e.L.:
Allcwable Tensile cacacity -
m
. ~-0
.~
~-
' T.t.'
'SM'z" a) Ultimate lead can'dition - 105. Kips d-
-l.
- 2. 6 J# '
Y.-I-W id
.i...
,$.h:. b)- Worki=g lead condition
.. i y..;M. -c.cfg;
- ,.".. s --
66.Kipa
..MS
- 'W'F.4*9-"
i -T.c?.:
-A.
.,-e.,...
w.- %
.se=ri ;. -..e:.
M f_,.
c : a,.y.; -
.2;; Allowable Shear capacity -
. - g' 't -; s D.V., ~
~ :;s..:.Z..fa)..Ulti= ate -Icad condition - 69 Kips
~....~ ',:.
5 :a 4-
.+.-9.?_.
. -::.w,r b)?WoM g lead. condition - 3 4.5 Kips
..',. a 5...2..;......* if Fr
....?r-
- ". e :
n...
..." ;,. u.e % s..
.r s
4
- c...,. sc: :
e*
..::-:s.. :::
. 7-
- ?Y.3.~.Cc=hined Tension & Shear
..,.g..,,
M~-C
,,.,g
-?
~
i.".. 77. ~.. '"
..I.*iM... )..Ulti= ate. Icad. condition el
^'Y " '
- @,.....'".' T
+V N
.?75Kai 49Kai 1.405 in.2 (Tensile. stress area of 1 g-A193 h=
t
~J U
..'s...
y
,,. r.b). Working load.conditica Q-
~
.r.,. ;.
...". : T
+
_V-1.405 in.2 0
...,47Kai 24.5Ksi
-s..
~, O. :.
. d...-
- y
..,1m a nua n:.o. -
~
r"
'i- -
i.v Use allewables given for ulti= ate load condition when designing for en zgency/ faulted (service level C3D) leads and when design is based on normal / upset (service level A&B) Icads t..
. use.allowables given for working lead condition.
.~ The above criteria can be used for a g= cup of 4 bolts and -
6 belts in a 2'-9" min. concrete thickness, crovided a m
~ spacing of 14 in. for 4-holt patter. and 18 in.
~
for 6 belt pattern is maintained.
In the event of, a) overlapping due to ancther anchor of a near-by support b) edge distance effect due to creximity of cpening ecc. above criteria cannot be applied directly".
Such situat cns should then be independennly exw-.ed on a case by case basis.
O
=
~.
.*. -y.<5:
O APPENDIX 3
)
(DELETED)
)
l I
l DATA TRANSFERRED TO APPENDIX 2 R5 i
i O
i l
lO 1091R
(
l i
I APPENDIX 4 Maximu:n Longitudinal Cable Tray Support Span k
Note:
This is a Gibbs & 11111 docu=ent incorporated in the design criteria without any changes S
i l
STE AIGHT rdOW
~
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r 46-o" MAX.
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( FACE OF C.O.UC.
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=
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o FA C E & COWC.
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l PLAd TUSI C C M A U C " E C E :'~
Ac.iAw3N.ENT OF LouirJev'.
C ABLE TRAY SJPFORTS
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