ML20206T849
| ML20206T849 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 08/08/1986 |
| From: | Harrison P, Shoppmann H EBASCO SERVICES, INC. |
| To: | |
| Shared Package | |
| ML20206T195 | List:
|
| References | |
| CP4-8-86, NUDOCS 8610070205 | |
| Download: ML20206T849 (21) | |
Text
SAG. CP4-8/86
'N E
EBASCO SERVICES INCORPORATED Seismic Design Criteria For Cable Tray Hangers For Comanche Peak Steam Electrical Station No. 1 I
i PREPARED i REVIEWED l
APPROVED l l
PAGES l
lREVISIONI BY l
BY l
BY l DATE l
AFFECTED l
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' Document Number SAG.CP3, Rev 3 l 8/26/85 l l
1 I
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l R1 :
lR."Sullivan ~lR. Alexandru lG. Kanakaris l12/20/85 ip. 1, 1 thru 6, I
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l 19, Appendir 1 l
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lP. Q [lF. Hettinger lR. Al x ndr l 8/8/86 li, 2 thru 10, l
l R2 Harrison 1
IH. Schoppaannl f
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l l Appendices 1, 2 & 31 I
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l l
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4 EBASCO SERVICES INCORPORATED 2 World Trade Center New York, NY 10048 COPYRIGHT @ 1981 v
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SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS O
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
lR2 2.
Cable Tray Loading 2
l 3.
Material 3
4.
Design Ioads 3
IV.
. Seismic Design Approaches, Seismic Input Requirement and 4
Design Acceptance Criteria 1.
Static Analysis 4
2.
Equivalent Static Method 8
lR2 3.
Response Spectrum Method 9
l V.
Recommendation of Successive Methods to be Used for Design of Cable Tray Hangers 10 Appendices 1.
Peak Acceleration Tables.
l N
I 2.
" Structural Embedments" Specification No. 2323-SS-30 l
Revision 2, Prepared by Gibbs & Hill, Inc. including I
all appendices as follows:
l l
o SS-30 App.1 Civil Engineering Instruction for the Installation 1
of Hilti Drilled-In Bolts (CPSES Instruction I
Number CEI-20, Revision 9) l l
l o SS-30 App. 2 Design Criteria for Hilti Kwik and Super Kwik Bolts l
1 1
o SS-30 App. 3 Design Criteria for Screw Anchors l
I o SS-30 App. 4 Design Criteria for Embedded Plate Strips lR2 I
o SS-30 App. 4W Design Criteria for Embedded Plate Strips (Alternate) o SS-30 App. 5 Design Criteria for Embedded Large Steel Plates I
o SS-30 App. SW Design Criteria for Embedded Large Steel Plates I
(Alternate) l l
o SS-30 App. 6 Allowable Load Criteria for 1-1/2 Inch Diameter-A193 l
Grouted-In Anchor Bolts I
3.
Deleted (Data Transferred to Appendix 2 above) l I
4.
Maximum Longitudinal Cable Tray Support Span.
l i
1477m
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. 1.
These guidelines summarize the design parameters, applicable load combinations and their associated acceptance criteria, the various design approaches and their corresponding seismic input criteria. The following sections describe in detail the guidelines for the seismic design of the cable tray hangers and lists the applicable reference documents.
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.1.
1.
APPLICABLE CODES AND REGULATORY GUIDES o Regulatory Guide 1.29 - Seismic Design Classification, Rev. 3, September 1978.
o Regulatory Guide 1.61 - Damping Values for Seismic Design of O
Nuclear Power Plants, October 1973, o Regulatory Guide 1.89 - Qualification of Class lE 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.
NUREG 1.75 - Standard Review Plan Section 3.8.4, November 1975.
o l'
i o AISC - Manual of Steel Construction, 7th Edition, including Supplements No. 1, 2 & 3.
o AWS Dl.1 Structural Welding Code.
2.
Cable tray specification No. 2323-ES-19, Revision 1, dated i
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
, 1477m
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS
/%
(
)
5.
Structural Embedments Specification No. 2323-SS-30, Gibbs & Hill lR2 Revision 2, June 13, 1986.
l 6.
Design procedure: DP-1 Seisaic 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.
10.
Refined Response Spectra for Auxiliary Building, dated Nov.1984 for SSE and Jan.1983 for OBE.
11.
Refined Response Spectra for Electrical Building, dated Nov.1984 for SSE and Nov. 1982 for OBE.
12.
Refined Response Spectra for Safeguards Building, dated Nov.1984 for SSE and Jan.1983 for OBE.
III. Design Parameters for Cable Tray Hangers f-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 lR2 verification.
2.
Cable tray loading 2.1 The As-Built tray and cable weight (reflecting the actual cable fill) and the As-Built thermolag or thernoblanket configuration shall be used for design verification of the supports.
2.2 As an option to 2.1 if the As-Built cable fill is not available the maximum loadings listed below may be utilized for the support design verification. However, if by using these maximum loadings the support fails to meet the seismic requirements then the As-Built cable fill shall be obtained and the design verification completed in accordance with 2.1.
Trai Size Total Unit Weight (Lbs/ Foot) 6" 18 12" 35 18" 53 24" 70 L
30" 88
[ )h 36" 105 s.,
i 1477m
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS
.,s
(
)
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.
c.
The above unit weight includes cable, tray, tray cover, and side rail extension.
jR2 d.
The above unit weight does not include fire proofing material weight (Thermolag and Thermoblanket).
2.3 For trays which are fire proofed, the unit weight of fireproofing to be used is in the " General Instructions For Cable Tray Hanger Analysis". The Configuration (extent) of the fireproofing is shown on the As-Built drawings.
2.4 All cable tray hangers shall be design verified based on "as-built" l
drawings.
l lR2 2.5 All cable tray hanger components (members, connections, base angles, l
base plates, embedded plates and anchor bolts) are design verified.
l 3.
Material a.
Support structure is ASTM A36
[ T b.
Expansion anchors are Hilti Kwik and Super Kwik Drilled-in bolts V
c.
Screw anchors are Richmond inserts d.
Embedded plates (strip and area plates) are ASTM A36 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:
Dead loads and their related moments and forces.
D 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.*
l (.
1477m
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS
- []
Severe environmental load includes:
G/
F
- Loads generated by the operating basis earthquake eqo Extreme environmental load includes:
F
- Loads generated by the safe shutdown earthquake egs
b.
Load combinations The following load combinations shall be considered in design of cable tray hangers:
1.
D+L+F
=S ego ii. 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 q
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.
For span layouts not in conformance~with Appendix 4 of this Design l
Criteria, design verification may be performed by the Response Spectrum lR2 Method (Section IV.3) or, if appropriate, by the Equivalent Static l
Method (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.
lR2 The seismic input criteria for each analysis method is also addressed.
l IV.1 STATIC ANALYSIS a.
Finite Element Model A 3-D model shall be prepared to represent cable tray hangers. An l
offset or eccentricity due to the assemblage of various types of lR2 structural members and/or transmission of loads shall be considered I
in the preparation of the computer model.
l
( 1477m
N..
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS
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Boundary conditions at anchorage points shall properly simulate either the hinge or the moment connection, wnichever represents the most realistic model of the actual connection.
b.
Cable Tray Loading The total cable tray loading for each run shall be calculated based s
9 on Paragraph III-2 above and the actual tray span length which are
'4, shown on the Span Length Sketches obtained from the site.
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 l
the tier that it will induce the worst member stress responses and the maximum anchorage reactions.
i 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.
't These peak spectral "g" values for various buildings and different floor elevations can be found in the Appendix 1.
For the case where the hangers were supported off the wall, the 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)
+
f-
' (
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 l
tray hangers, the siesmic load effect due to the hangers self-weight l
l in the longitudinal direction (direction parallel to tray run) shall l
be determined by multiplying the spectral "g" value corresponding to lR2 l
the CTH fundamental (lowest) longitudinal frequency by 1.25 regardless l
of whether that frequency is to the lef t or right of the peak response l
frequency.
l i
If the cable tray hanger is attached to a steel structure, use l
l 1.5 times the peak spectral "g" value and a fixed base boundary lR2 l
condition.
l l
The static analysis shall be performed for the following load cases j
individually:
l i) Dead load 1
- 11) Seismic load in vertical direction
\\.
, 1477m
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- 1 t
j
'A h
SEISMIC DESIGN CRITERIA FOR ~
U --
. t CABLE TRAY HANGERS 1,
' '1
- . r s
(
iii) Seismic load in transverse direction q
iv) Seismic load in longitudinal direction v) Thermal load if any 1Note: Seismic load includes both OBE and SSE events.
i e.
Analysis Results The following maximum responses shall be obtained for each load combination:
j) Maximum member stresses for bending, axial'and shear shall be
['
obtained. The stresses resulting from the simultaneous effect IR2 of three earthquake components shall be obtained by using the SRSS method.
ii) M ximum anchorage reactions shall also be obtained by using SRSS method to account for the simultaneous effect of three earthquake components.
f.
Seismic Design Acceptance of Cable Tray Hangers and their Anchorages y
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 O
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:
1.
Support Structure
.A i~*
The structural member seismic design acceptance shall be
~
.'N' evaluated using AISC interaction formula with modification for
(
l various load combinations as follows:
i i
i
?
I fa fbr fby
- g Fa,Fbx, Fby) " 1.0 combination III.4.b.i g
ad
~. ',
fa fbx fby f r load I
pFa, Fbx, Fby) dd
-~ 1.5 combination III.4.b.ii f r 1 ad (fa fbx fby) G
.6 l
Fa Fbx Fby combination III.4.b.iii f sf F for load combination III.4.b.i y
v
\\ -
f mE 1.5F en 0.55 Fy for load combination III.4.b.ii 1
v y
si
. i i'
I t,
3 i
i s
i 1477m i
't.k 43
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SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS f ()
f dII.6 F d5 0.55 Fy for load y
y 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 no more than Fy for normal stress and 0.55 Fy for shear stress.
ii. 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 l
identify the bolt / thread rod material in a Richmond Insert, lR2 Q
A-36 material shall be assumed in the cable tray hanger I
k,/
design verification.
I s
Note:
1.
The allowable loads for Hilti expansion anchors for the load combination involving OBE are the load capacities corresponding to a safety factor of 5, and for the load combination involving SSE are the load capacities corresponding to a safety factor of 4.
2.
The safety factors for Richmond Anchors are 3.0 for OBE and 1.8 for SSE.
3.
Prying action on anchor bolt, if any, shall be included. The effects of the flexibility of the base plate on the anchor bolt shall be considered.
4.
For floor-mounted (THn a building areas with concrete l
topping, the retnt. sr ' or bolt embedded length (as lR2 determined frco.ne e,ine drawing) shall be reduced l
by two inches (2") to account for the topping l
- 1477m
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS (m)
IV.2 EQUIVALENT STATIC METHOD lR2
%/
a.
Finite Element Model See Section IV.1.a b.
Cable Tray Loading See Section IV.1.b c.
Seismic Input "g" Value 1.
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 (fe) in each of three (3) orthogonal directions separately.
iii. Determine the system frequency using the following conservative formula:
1
__1
_1 7 + _I 7 fsys fc h
When f or fh are 33 H or larger this term's contribution lR2 c
z
(
to the system frequency may be disregarded.
l 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 & d).
lR2 v.
Determine the required seismic design "g" values for the cable tray hanger by multiplying 1.25 to the above "g" value (obtained in Step iv) to account for multimode response (except as noted in Section IV.1.c & d).
R2 l
d.
Equivalent Static Method l
l The stress analysis for the cable tray hangers shall be performed on l
the finite element model 3-D using the "g" value obtained in Step c.
lR2 The load cases which shall be considered are the same as those listed l
in Section IV.1.d.
e.
Analysis Results See Section IV.1.e.
O 1477m
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS
/ 'g f.
Seismic Design Acceptance of Cable Tray Hangers and their Anchorages
~
See Section IV.1.f.
IV.3 RESPONSE SPECTRUM METHOD lR2 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 spane on each side of the hanger under consideration. 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 a spring constant attached to the ends of 3-D model.
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 g7 shall be multiplied by the largest spectral acceleration at or g
beyond the cut-off frequency and applied as a rigid body force on the structure.
c.
Spectral Analysis Perform seismic respcuse analysis for the above 3-D model using the appropriate floor response spectrum as an input. NRC Reg. Guide 1.92 lR2 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 I
are obtained directly from these analyses using modal superposition lR2 per NRC Reg. Guide 1.92.
I d.
Static Stress Analysis Deleted.
lR2 e.
Analysis Results i
See Section IV.1.e 1477m
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS O()
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.
Hhngers 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, e refined analysis method of equivalent static method (IV.2) shall be used. If the lR2 cable tray hangers still fail to' meet the design criteria, then the response spectrum method (IV.3), may be used. The response spectrum lR2 method approach simulates better the dynamic behavior of the cable tray l
system under the effect of the postulated seismic event and thus may produce seismic responses of the structural system closer to reality.
Therefore, by response spectrum method, the conservatism associated with lR2 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.
4 i!o 1
i j
i i
- O 1477m i
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS 4
r i
i I
i i
i i
i i
APPENDIX 1 1
Peak Acceleration Tables 4
I Y
1 l
I l
i i
l l
l 1
i
<, m ve r.ww-e--,, v m w e.- - -
-,w.-w-.gce,w w e,,
ee--n.,--mvw-everv,,w.,w-,--
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS v 1.
Reactor Building Internal Structure I
Floor l
Peak "g" Value Elevation l
OBE l
.l I
2%
I 4%
l 3%
l 7%
l l
l l
(Ft) l H V
IH V
lH V
l H V
I I
- 1 i
i 905.75 l 4.23 2.17 l 2.95 1.54 l 5.01 3.19 l 2.99 1.94 i
i l
I i
i 885.50 l 3.45 2.05 l 2.41 1.45 1 4.11 3.01 l 2.45 1.82 l
l 1
l l
l 860.00 l 2.47 1.90 l 1.73 1.34 l 2.97 2.79 l 1.78 1.68 I
I I
I I
IL-832.50 l 1.41 1.75 1 0.99 1.23 l 1.75 2.58 l 1.08 1.53 l
l 1
1 I
i 808.00 1 0.80 1.62 1 0.54 1.14 l 1.09 2.40 1 0.67 1.41 1
I I
I I
I 783.58 1 0.70 1.50 1 0.47 1.06 l 1.03 2.23 1 0.54 1.31 l
O I
I I
i i
v 1477m
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS 2.
Safeguard Building i
I Floor l
Peak "g" Value l
l Elevation i
OBE l
SSE l
2%
l 4%
1 3%
1 7%
l l
l 1
l (Ft) l H V
lH V
lH V
l H V
l l
l l
l l
896.5 13.29 2.18 l 2.28 1.5 l4.25 2.85 l 2.45 2.01 l
l l
l l
l 873.5 13.09 2.36 l 2.08 1.64 13.87 3.38 l 2.26 2.21 l
l l
l l
852.5 l2.34 2.18 l 1.61 1.46 13.00 3.16 l 1.75 2.04 l
1 1
I l
831.5 11.64 1.90 l 1.14 1.30 12.15 2.83 l 1.16 1.81 lR2 I
I I
i 810.5 11.01 1.83 1 0.70 1.26 11.52 2.74 l 0.86 1.75 l
l 1
I I
790.5 10.61 1.47 l 0.43 1.05 l0.94 2.78 l 0.62 1.46 l
l l
l l
,C 785.5 10.55 1.42 l 0.39 1.02 10.88 2.21 l 0.57 1.41 l
l l
l l
773.5 10.47 1.32 1 0.33 0.95 10.73 2.06 1 0.48 1.31 1
I I
I I
I 7
I I
Note: Safeguard Building Peak "g" values are applicable to the Diesel l
Generator Area of that building.
I 4
1477m
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS i
G 3.
Electrical Building i
Floor l
Peak "g" Value Elevation i
OBE I
SSE l
l 2%
l 4%-
l 3%
l 7%
l l
l 1
I l
(Ft) l H V
lH V
IH V
l H V
i 1
I I
I I
873.33 12.54 1.93 l 1.79 1.32 13.09 2.90 l 1.85 l'.77 l
l l
l l
1 854.33 l2.22 1.91 l 1.57 1.31 12.71 2.88 l 1.62 1.77 l
l l
l l
l 830.00 l1.57 1.77 l 1.11 1.22 l1.94 2.68 l 1.16 1.65 l
l l
l l
l 807.0 11.02
.1.84 l 0.72 1.26 11.50 2.78 1 0.87 1.70 lR2 I
I l
l 1
778.0 10.71 1.75 1 0.51 1.26 11.08 2.77 l 0.63 1.69 l
1 I
I I
l l
n Note: See sheet 4.1 of Appendix 1 for clarification of column lines defining l
the Electrical Building.
l f
l A
O 1477m l
r SEISMIC. DESIGN CRITERIA FOR CABLE TRAY HANGERS
. 2' 4.
Auxiliary Building i
Floor l
Peak "g" Value l
Elevation l
OBE I
SSE l
l 2%
l 4%
l 3%
1 7%
l l
l l
1 1
(Ft) l H V
lH V
IH V
l H
-V l
1 i
I i
I 899.50 13.78 2.72 1 2.66 1.71 14.57 3.69 l 2.72 2.11 l
l l
l l
l 4
886.50 13.27 2.57 l 2.32 1.63 13.99 3.68 2.36 2.lb l
I I
I I
i 873.50 12.77 2.39 l 1.98 1.66 13.41 3.76 1 2.02 2.22 l&2 I
I I
I I
i 852.50 12.25 2.36 l 1.66 1.64 12.87 3.71 l 1.72 2.13 l
l l
l l
1 831.50 11.69 2.26 l 1.22 1.58 12.25 3.40 l 1.36 2.02 l
1 1
I I
i 810.50 11.01 2.12 1 0.71 1.48 l1.40 3.09 I 0.82 1.88 l
pd l
l l
l l
790.50 10.74 1.91 1 0.53 1.34 l1.20 3.01 1 0.68 1.84 l
l 1
l l
1 l
I Note: See sheet 4.1 of Appendix 1 for clarification of column lines defining I
the Electrical Building I
r
.i 4
I O
1477m j
SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS v
- 4.1 -
The Electrical Building peak acceleration values shall be utilized for all I
CTHs located within the building area boundaries defined by column rows 5-A, l
1.9-A, A-A, and E-A.
l I
I N
l l
E-A l
l l
I
^
UNIT 1 l
ELECTRICAL l
l BUILDING I
l l
l A-A I
I i
1 5-A 1.9-A l
l l
The specific building room numbers included in the present Unit 1 scope are as I
follows:
I I
Floor Elevation Arch Room No.
lK2 1
778'-0 113 l
115 l
O 115A 792'-0(Part Plan) 119 121 1
122 l
125 l
129 l
807'-0 133 1
840'-0 148B l
148D l
150 1
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these Room Nos. as Auxiliary Building, review of the Architectural drawings I
indicates that these rooms are physically located in the Electrical Building.
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SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS O 1 5.
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4 SEISMIC DESIGN CRITERIA FOR CABLE TRAY HANGERS
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APPENDIX 2 i
STRUCTURAL EMBEDMENTS l
l Appendices from Specification No. 2323-SS-30 Rev.2 l
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Notes: 1 This is a Gibbs & Hill document incorporated in l
the Design Criteria without any changes except l
l the tables for SSE Richmond Insert and Bolt l
Allowables are added by Ebasco.
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2 When a redline drawing does not identify the I
bolt / threaded rod material in a Richmond Insert, l
A-36 material shall be assumed in the cable l
tray hanger design verification.
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4 TEXAS UTILITIES SERVICES INC.
AGENT FOR TEXAS UTILITIES GENERATING COMPANY ACTING FOR DALLAS POWER & LIGHT COMPANY TEXAS ELECTRIC SERVICE COMPANY TEXAS POWER AND LIGHT COMPANY CCMANCHE PEAK STEAM ELECTRIC STATION UNITS No. 1 & 2
. O STRUC"' URAL EMBEDMENTS e - e,.r. ~.e... C.. No.
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Specification No. 2323-SS-30 Revision 2 June 13, 1986 Page i STRUCTURAL EMBEDMENTS
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., Ls-snus 1.0 SCOPE-1 1.1 DRIL*ED-IN EXPANSION BOLTS 1
1.2 SCREW ANCHORS AND'EXBEDDED PLATES 1
2.0 INSTALLATION OF HILTI EXPANSION BOLTS 1
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3.0 INSPECTION 3
3.1 INSPECTION OF EXPANSION BOLTS 3
4.0 REPAIR OF EXPANSION BOLT FAILURES 3
4.1 EXPANSION BOLT SLIPPAGE, LOOSENING, 3
PULLOUT OR FAILURE (RUPTURE, DISTORTION, DEFORMATION) 4.2 CONCRETE 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
g 7.2 DRILLED-IN EXPANSION BOLTS 5
(O APPENDIX 1 CIVIL ENGINEERING INSTRUCTION FOR THE INSTALLATION OF HILTI DRILLED-IN BOLTS (CPSES INSTRUCTION NUMBER CEI-20, REVISION 9)
APPENDIX 2 DESIGN 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 EV 2 PLATE STRIPS (ALTERNATE)
APPENDIX 5 DESIGN CRITERIA FOR EMBEDDED LARGE STEEL PLATES APPENDIX SW DESIGN CRITERIA FOR EMBEDDED LARGE STEEL PLATES (ALTERNATE)
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APPENDIX 6 ALLOWABLE LOAD CRITERIA FOR l-1/2 INCH DIAMETER-A193 GROUTED-IN ANCHOR BOLTS O
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1 Specification No. 2323-SS-30 j
Revision 2 June 13, 1986 Page 111 i
i The following DCA's have been incorporated into Revision 1 of Specification 2323-SS-30 as follows:
2 DCA No.
Rev. No.
Section No.
12411 0
Appendix 4 j
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13194 0
Appendix 3 i
13215 0
Appendix 4 15338 1
Appendix 6 15883 0
Sect. 2.5 I
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Specification No. 2323-SS-30 Revision 2 June 13, 1986 Page 1 STRUCTURAL EMBEDMENTS 4
1.0 SCOPE 1.1 DRILLED-IN EXPANSION BOLTS
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This Specification covers. the design criteria for the use of drilled-in expansion bolts and the requirements for furnishing all equipment, labor and materials necessary for the installation of drilled-in expansion bolts in existing structural concrete.
The drilled-in expansion belts shall be Hilti Kwik-Bolt and Super-Kwik-Bolt Anchors (including nuts and washers) as furnished by Hilti Fastening Systems.
1.2 SCREW ANCHORS AND EMBEDOED. PLATES This Specification. covers the design criteria for the use of screw anchers and steel plates embedded in
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cencrete to which miscellaneous hangers and other structural suppcrts are attached.
Screw anchors are Richmond Structural Connection Inserts as furnished by Richmond Screw Anchor Co.,
Inc.
Installation of screw anchors and fabrication and installation of embedded plates are as shown on the engineering drawings.
2.0 INSTALLATION OF HILTI EXPANSION BOLTS I
2.1 GENERAL REQUIREMENTS The expansion bolts shall be installed in strict i
accordance with the installation instructions and procedures as developed and recommended by Hilti Fastening Systems and the requirements of this Specification.
Where Hilti requirements conflict with requirements of this' Specification, the Specification shall govern.
2.2 EXPANSION BOLT SPACING Unless ctherwise specified on design documents, expansion anchors shall not be spaced closer than
+
10 anchor diameters.
The minimum anchor spacing between two (2) unequal siced bolts shall be the sum cf (5) respective belt diameters as shown in A::achment 1 of Appendix 1 of this Specification.
For expansion bolt W
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Specification No. 2323-SS-30 Revision 2 June 13, 1986 Page 2-spacing less than that required by Attachments 1, 2' and 3 to Appendix,1 of this Specification Engineering approval shall be obtained prior to installation of the expansion bolt.
2.3 INTERFERENCE WITH STRUCTURAL' REINFORCING STEEL-Where interference between the expansion bolt and reinforcement is encountered, the bolt location shall be adjusted within tolerances as noted on design drawings to avoid such interference.
In no case shall.
reinforcement steel be cut without prior appreval of the Engineer.
2.4 CUTTING STRUCTURAL REINFCRCINO STEEL Rebar cutting procedure, where permitted by the Engineer, shall be in acccrdance with CEI-20 (Appendix 1
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cf this Specification).
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2.5 SE!!ING EN?ANSION ECLTS Expansion-bolts shall be set by tightening the-nut to the required ::rque 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 test load capacity of 115 percent of the allowable tensile working load given in ' Tables 1 and 2 of Appendix 2 of -this Specification for a factor of safety.cf'5.
Torque values for other allowable tensile working loads shall be established by on-site testing 2.5.1 Setting (torque) verification of e::pansion anchors, if not at time of installation of the expansion-anchor, shall be as follows:
Setting verification shall' be by application of.due 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 obtained prior to nut bottoming out in the threads.
Frequency of verification shall be per applicable site QA/QC procedures and instructions, n
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Specification No. 2323-SS-30 Revision 2 June 13, 1986 Page 3 3.0 INSPECTION 3.1 INSEECTION OF EXPANSION BOLTS All installed expansien belts shall be visually inspected for proper size, embedment length, and thread pro]cc ion above top of nut, and for possible cracks, distortions and damaged concrete.
4.0 REFAIR OF EZPANSION BOLT FAILURES
-All expansion belts that, during installation or sfter inspection fail to meet the requirements of this Specification shall. be repaired as follows by the Contracter, unless c:herwise directed by the Engineer.
4.1 EXPANSICN SOLT SLI?FAGE, LCCSENING, PULLCUT OR FAILURE t :."... ". t. r.,
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4.1.1 For expansion bolts that
- slip, loosen, pull out, or fail, using appropriate equipment, the existing anchor bolt hole shall be redrilled in accordance with l
Appendix 1 of this Specifi. cation.
4 1
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 4
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into the hole and the surface of the concrete patched as required by this Specification.
4.2 CONORETE SEEAR CONE FAILURE 1
i For concrete shear cone
- failure, using appropriate equipment, the exist:nq anchor bolt hole shall be redrilled so that the new e=bec=ent depth is 4-1/2 anchor diameters for Kwik bolts and 6-1/2
' anchor diameters for Super Kwik bolts greater than the previous encedded depth.
As an alternate the expansion bolt may be relocated, however the damaged concrete shall still be repaired.
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Specification No. 2323-55-30 Revision 2 June 13, 1986 Page 4 5.0 REPAIR OF DAMAGED CONCRETE Repair of damaged concrete shall be in accordance with Specification 2323-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 FOR SCREW ANCHORS Design criteria for use of Richmond structural connection inserts are provided in Appendix 3 of this Specification.
6.3 DESIGN CRITERIA FOR EMBEDDED STEEL PLATE STRIPS 6.3.1 Design criteria for the use of embedded steel plate.
strips 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
_EGN E document.
The design methodology, assumptions, procedures and summary of results are provided in Westinghouse document WCAP 10923 dated 8/30/85.
6.4 DESIGN CRITERIA FOR EMBEDDED LARGE STEEL PLATES 6.4.1 Design criteria for the use of embedded large steel plates are provided in Appendix 5 of this Specification.
6.4.2 Alternative design criteria for the use of embedded large steel plates are provided in Appendix SW of this
-Ray 2 Specification.
Appendix SW is a Westinghouse generated document.
The design methodology,
' assumptions, proceduces and results are provided in Westinghouse document WCAP 10923 dated 8/30/85.
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Specification No. 2323-SS-30 Revision 2 June 13, 1986 Page 5 1
7.0 QUALITY ASSURANCE 7.1 SCREW ANCHORS AND EMBEDDED FLATES Quality assurance requirements for use of Richmond structural connection inserts and embedded plates shall be in accordance with site engineering procedures.
-EbEV E 7.2 DRILLED-IN EXFANSICN BCLTS 7.2.1 MANUFACTURER'5 REQUIREMENTS Hilti Kwik-Bolts Super Kwik-Bolts shall be supplied by the manufacturer with a certification of compliance signed and dated int a
responsible person within the g-^g manufacturer's organica:1on.
This certification shall 4
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state that the Hilti Kwik-Bolts and Super Kwik-Bolts b
furnished under the purchase crder are manufactured in-accordance with Hilti Catalog Supplement #E-39CB, dated 4/77.
In addition, the certifiation shall state the grade of material used, part numbers, and nu=ber cf each part number covered by the certification.
All materials furnished may be subject to confirmatory testing by the Contractor to assure that the quality of the material is consistent with the specifica:icns listed in the above mentioned catalog.
7.2.2 INSTALLATION REQUIREMENTS Quality Acsurance Installation Requirements shall be in accordance with Appendix 1 of this Specification.
i 7.2.3 DESIGN e'
Quality assurance requirements for use of drilled-in i
expansion bolts shall be in accordance with site engineering procedures.
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55-30 APPEICIX 1 1
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l INSTALLATION OF "HILTI" DRILLED-IN BCLTS CII-20 REVISION 9
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BRCUN & ROOT, INC.
PROCEDURZ EF7ECTIVE CPSES NUMBER RIVISION DATE PAGE I
[g 12/16/83 1 of 12 CEI-20
/2-// '83 TITLZ:
CRIGINATOR h
C Data REVIEWD BT: N o a_,. M --_ e
/2 - / 4 - 9 3 INSTALLATION OF d
"HILTI" DRILLED-IN
/ft b
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BOLTS
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s IBGC3 Date
/[-/4 APF10VED BY:
CONSTRUCTION FROJECT MGR Date o.1 TABLE OF CONTENTS 1.0 RITERENCES 2.0 CENERAL W [
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2.1 PURPOSE
.g s 2.2 SCOPE 1
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l 2.3 RESPCHSIBILITY p
2.4 DEFINITIONS j
3.0 PROCEDURE 7- (ONISg 3.1 INSTALLATION 3.1.1 locating Bolts 3.1.2 Drilling Holes 3.1.3 Mar king Bolts 3.1.4 Setting Bolts 3.1.5 Repair of Broken Concrete and Abandoned Holes i
3.1.6
_ Modification 3.1.7 Rework of Bolts in 2-inch Concrete Topping Areas 3.2 INSPECTION 0.11 ATTACHME?rTS No. 1 Minimum Spacing Between Hilti Expansion Solts No. 2 Minimus Bolt Clearances No. 3 Minimum Clearances to Embedded Plates No. 4 Iangth Identification System
1.0 REFERENCES
1.1 54R Construction Procedure 35-1195-CCP-12, Concrete Patching, Finishing and Preparation of Construction Joints" 1.2 IM-13966, "Hilti Kvik-Bolt Testing Program".
1.3 TU7-4593, (May 22, 1978) 1.4 B&R Quality Assurance Procedure CP-QAP-16.1, " Control of Nonconforming Items".
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INSTRUCTION EITICTIVE CPSE3 NUMBER REVISION QATT PAGE JOS 35-1195 CEI-20 9
12/16/83 2 of 12 1.5 TUSI Procedure No. CPP-EF-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 TUCCO Procedure, " Surveillance and Inspection of Concrete Anchor Bolt Installations".
1.8 QI-QP-11.2-1, TUCCO Instruction, " Concrete Anchor Bolt Installation".
1.9 QI-QP-11.2-3. TUCCD Instruction, " Torquing of Concrete Anchor Bolts".
1.10 QI-QP-11.2-4, TUCCO Instruction, " Inspection of "Hilti" Super Kvik Bolts".
2.0 CINERAL 2.1 PURPOSE
(-
2.1.1 The purpose of this instruction is to describe the methods to be followed in the field installation of 1111t1 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 l
properly approved by the Engineer. Post nut caps may not be substi-tuted for hex head nuts without prior Engineering approval.
2.3 RES PONSIBILITY l
l 2.3.1 Establishment of control points and lines for use in layout of l
bolt locations shall be the responsibility of the B&R Field Engi-l neering Superintendent. Determination and marking of bolt hole location shall be performed by the craf t which preparea the holes and installs the bolts; and the superintendent of that craf t shall be responsible for this layout work and for preparation of l
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holes and bolt installation.
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INSTRUCTIcM EFFETIVE
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CPSE3 WER REVISION M
88G,c 12/16/83 3 of 12 2 8 35-1196 CEI-20 9
l 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 out tightened, the wedges are expanded and the bolt is securely anchored, all as annufactured by Hilti Fastening Systems, Inc.
2.4.2 "Hilti" is Hilti Festaning Systems, Inc., supplier of the expansion bolts.
2.4.3
" Bolt Langth" is the total overall length of the bolt. This is the length dimension shown in the Bill of Material on the appro-priate drawings.
2.4.4
" Setting" a bolt means positioning the bolt and tigntening the nut or post nut to the extent required to complete the expansion of the wed ges.
Z.4.5 "Embedment Length" is the length of bolt extending below the sur-(
face of the 4000 psi (28-day strength) structural concrete prior to setting (tightening). Where m t shown on the pipe / instrument support desi n drawings, the minimum embedsent length snelt ce as 6
tollows 3OLT DIAMETER MINIMCM DGEDMENT Kwik-Bolts Super Kvik-Bolts 1/4 1 1/8 3/8 1 3/8 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. Banks, Inc. Test Report No. 8783R on Kwik-loits and Test Report No. 8786 on Super Kwik-Bolts, as published in Hilti " Architects and Engi-(
neers Anchor and Fastener Design Manual.
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INSTRUCTION EFFEC ~ VE y
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Cysgs NUMBER RE7IIION OA*:
JOB 35-1195 CEI-20 9
12/16/83 4 of 12 i,
The above minimum anbedment 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 embedmeat length or overall length at least equal to the thickness of the topping in addition to the length shown on the drawings. For floor mounted pipe supports only, the engineer shall evaluate and approve the support:
for sufficient embedment length on a case-by-case basis. The areas where this topping occurs are shown on the following drawings:
Drawing No.
Sheet No.
Buildine 1
FSC-00421 1
Fuel FSC-00421 2
Fuel FSC-00422 1
Reactor #1 FSC-00422 2
Reactor #1 FSC-00422 3
Reactor #1 FSC-00422 4
Reactor #1 FSC-00422 5
Reactor fl I
FSC-00423 1
Auxiliary
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FSC-00423 2
Auxiliary j
g 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 di FSC-00424 2
Safeguard #1 FSC-00424 3
Safeguard il FSC-00424 4
Safeguard #1 FSC-00424 5
Safeguard #1 FSC-00424 6
Safeguard #1 FSC-00426 1
Service Water Intake TSC-00425 1
Safeguard #2 TSC-00425 2
Safeguard #2 FSC-00425 3
Safeguard #2 3.0 PROCEDURE 3.1 INSTALLATION 3.1.1 Locating Bolts 3.1.1.1 As required by authori:ed engineering documents, bolt locations shall
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be deternised by the installing craf tsmen using the control points and lines established by the Field Engineering Department; and, as l
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IMITRUCTION EITETIVE CPSEE NUMBER REVISION CATE
- PAGc, 2 8 35-1195 CEI-20 9
12/16/83 5 of 12 an aid in locations where reinforcing steel integrity is considered to be critical, ut111:stion of reinforcing steel l
P acement drawings and suitable reinforcement detection equipment may be used. The ministas spacing and/or clearance for expansion bolta shall be pro-vided as indicated in Attachments 1, 2 and 3 unless specifically approved otherwise by the Engineer using appropriate design documents.
3.1.2 Drilled Holes-3.1.2.1 Expansion bolt holes shall not be drilled into structural reinforcing steel unless approved by the design engineer or his representative.
Boles for the expansion bolta 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 (i) inch greater than the embedment length of the bolt. This i
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 1
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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 emnerate 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-I mainder of the hole shall be drilled with a "hilti" carbide ansonry 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 la limited access areas it any be difficult to drill holes for expansion bolts using equipment as required by 3.1.2.1.
yor this situation, a flexible drive drill with drill press / vacuum base and Drillco water cooled carbide / diamond bit or approved equal may be i
used. Caution shall be used when drilling to avoid the cutting of structural reinfcecing steel. In no case shall structural rein-forcing steel be cut without prior approval of the Engineer.
3.1.3 Mark.$nst Bolts
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3.1.3.1
':he threaded end of bolts shall bear per:nanent markings which indicate the bolt length.
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SRC)iN & RCOT, INC.
INSTRUCTION t.- r.CTIVE C75E5 NUP6ER REVISION CATE DAGE 3
12/16/83 6 of 12 408 35-1195 CEI-20 9
3.1.3.2 These markings shall be made by the manufacturer by die-stamping a letter or a number on the top and of the bolt. This stamping shall indicate the bolt length in accordance with the " Length Identifica-tion System" (Attachment 4).
Bolts may also be marked on-site by the same system if verified and documented by B&R QC. yor Post Nut Series Hilti Bolts, the letter or number designation shall correspond to the overall length of the assembly with the Post Nut Cap completely installed (threads bottomed out).
3.1.3.3 Eilti Super Kwik Bolts shall be additionally marked with a " star" on the end which will remain exposed upon installation. This marking vill be performed by the craf t in a manner which does not obliterate the length marking. The stamp shall be controlled by the cognizant QC Inspector.
3.1.4 Settine Eolts 3.1.4.1 In no ease shall bolts be set in concrete having strength less than the 28-day old design strength. Inserting bolts may be
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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
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the bolt and and threads. The bolt shall be driven into the hole O
the embedment length by blows on the mandrel or nut.
Projection of the bolt should be such that, af ter final tightening, the end of.the bolt is not lower than flush with the top of the nut.
Its projection above the top of the cut is not limited although its change in projection during tightening shall be within the limit specified below. The mandrel, if used, is then replaced by a nut, or the tcp double nut is removed and the bolt is " set".
The setting vill be accomplished by tightening the cut 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 wrench, attaining at least the respective final values shova 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 instrunent or conduit supports in such a way that the bearing surface under the used with a flat washer, bears against the open side of the Uni-
- nut, Strut, the nut shall be tightened to 80-foot-pounds torque.
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O 3RCWM & 2007, INC.
INSTRUCTION FFECTIVE CPSE3 MUPSE8 REfISION CATE PAG,c JOS 35-1195 CEI-20 9
12/16/83 7 of 12 BOLT SIZE TORQUE (Ft.-Lb s)
(Hilti Kwik or Super Kwik, all enhedsent 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-SS-30.
The complete report on those tests is filed in the B&R QC Depart-ment. (Ref. CFFA-7240 or B&R IM-13966).
Bolts which cannot be torqued to the above minimum values shall be cut ef f, 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 Ioetruction 35-1195-III-13 " Calibration of Microseter Torque Wrenches", aet-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 may be accomplished by the use of a post nut, placed or. 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 misiswa thisad sagagssant of 3/16" for 1/4" dis, 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 bottomed out on the bolt. The post nut used to insert the bolt should then be removed and the bolt is " set".
The setting will 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 s:rewdriver adapter attaining
0 ERC',iN & RCCT, INC.
INSTRUCTION t.r G.:
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C75E3 NUMBER RE7!! ION DA 408 35-1195 CEI-20 9
12/16/83 8 of 12 at least the respective final values shown in the above table unless otherwise shown on the drawings. During tightening the post nut, the change in bolt projection shall not exceed k" for a k" dia. and 3/8" for 3/8" dia, bolts, unless otherwise approved by the engineer.
3.1.4.2 Replacement of expansion bolts that slip, loosen, pull out or fail to achieve the specified torque may be accomplished by one of the following methods:
3.1.4.2.1 The bolt shall be removed and replaced with a bolt that has an embed-ment depth increased by at least 4 bolt diameters for Hilti Kwik-Bolts and 6 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 empty but " pre-used" hole is acceptable provided the following requirements are met:
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a.
The existing hole has not experienced structural damage as may g
be exhibited if the previous bolt had been displaced, through
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j tension or shear causing severe concrete spalling. Severe concrete spalling are depths that exceed the dimensions pro-vided in 3.1.5.1 below.
b.'
New " Replacement" expansion anchors are at least one diameter size larger.
c.
New embedment depth is equal to or greater than the previous bolt but in no case less than the minimum embedment required per 2.4.5 above based on the " replacement" bolt size.
d.
Bolts that cannot be. replaced per the above may be replaced by a bolt meeting the requirements of 3.1.4.2.1 or may be cut off, driven into the hole and patched per Reference 1.1.
e.
QC shall be notified prior to commencing work and af ter the bolt has been removed so that QC may inspect the " pre-used" hole in accordance with the applicable QC procedures.
f.
QC shall be notified prior to commencing work.
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BRQnet & ROOT. IK.
INSTRucTICN EITETIVE CPSE3 MUMBER REVISION CATE PAGE 12/16/83 9 of 12 JOB 35-1195 CEI-20 9
3.1.4.2.3 The re-installation of an expansion bolt in an empty but " pre-used" hole is acceptable provided the following requirements are met.
a.
The bolt being replaced has been removed from the concrete using a Diamond core bit of the same nominal outside diameter-as the replacement expansion bolt. The replacement bolt shall be one diameter size larger than the bolt being removed.
b.
The existing hole af ter bolt removal should not show evidence of structural change as in the form of severe concrete spalling.
Severe concrete spelling are depths that exceed the dimensions provided in 3.1.5.1 below.
New embedment depth is equal to or greater than the previous c.
bolt but in no case less than the minimisa 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 O(
by a bolt meeting the requirements of 3.1.4. 2.1, 3.1.4. 2.2 or may be cut off, driven into the hole and patched per Reference 1.1.
QC shall be notified prior to commencing work, and af ter the e.
bolt has been removed so that QC may inspect the " pre-used" hole in accordance with the applicable QC procedures.
3.1.5 Reesir of Broken 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 any be cosmetically repaired either in accordance with Construction Procedure CCP-12, or by the use of "NUIEC" #11S as annufactured by and according to the recommendations of Southern Imperial Coating, Inc. Spalling of structural concrete to depths greater than those listed below shall be cause for rejection of the hole and redrilling will be necessary.
Max. Accootable Hole Size Spall Depth 5/8" and under 1/2" 3/4" to 1 1/4" (incl.)
3/4" Spalling of the 2" topping in areas described in Section 2.4.5
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shall be cleaned up and repaired in accordance with Construction Frocedure CCF-12 using material described in Section 4.1.2.7 of CCF-12. Maximum spall depth is not io exceed depth of topping.
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INSTRUCTION EFETIVE CPSE3 U BER REVISION DATE PAGI JOB 35-1195 CEI-20 9
12/16/83 10 of 12 3.1.5.2 Abandoned holes shall be filled and patched prior to coating the concrete. This repair shall be in accordance with provisions of B&R Construction Procedure 35-1195-CCF-12 for filling " Tie Holes" by the use of patching mortar prepared as described in paragraph 4.1.1.3 of that procedure. However, abandoned OVERHEAD holes, orginally drilled for Hitti expansion bolts, which will be ces-plately covered by the base plates or angles of attached fixtures and which are farther than four bolt diameters (center-to-center) from an active Hilti bolt, a&y be filled with "Silpruf" water-proofing sealant or "GE 1300", both as manufactured by General Electric, Inc. Holes located at a distance of four bolt diameters and closer, measured center-to-center, from Hilti bolts shall be fillert 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 permanent anchorage only af ter specific approval by the Engineer.
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3.1.6 Modification 3.1.6.1 When it is necessary, as the result of reinforcing steel interfer-ence or on-situ unavailability of correct lenght bolts or for other reason, Hilti bolts may be modified, with proper QC witnessing, on-site shortening, rathreading, and stamping the new length designation.
l This shall be done only on a case by case basis upon approval of the design engineer responsible for the fixture or iten involved and upon completion of appropriate permanent plant documentation (i.e.,
DCA, CMC, FSE, Operational Traveler, Design Drawing, etc.) by the design engineer. Final bolt length shall be sufficient to satisfy-the design requirement.
3.1.6.2 Substitution of a Hilti bolt of the next larger size is acceptable, provided all spacing and embedment requirements are met or exceeded for size Hilti bolt substituted.
3.1.7 Rawork of Bolts in 2-inch Concrete Topoing Areas 3.1.7.1 For areas in ubich the requirements of Section 2.4.5 cannot be set, 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:
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Bolt Type Embedment Af ter Setting Kwik-Bolts 3h bolt diameters Super Kwik-Bolts 5h bolt diameters I
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IMsiRUCTION EFFECTIVE CPSEs feJMBER REVf3 ION OATE
- MGe, 28 35-1195 cEI 20 9
12/16/83 11 of 12 a.
Existing location 1.
Bolt removal - The removal of in-place expansion bolts shall be completed with care so as not to damage the con-crate, thereby impairing its integrity. A hollow core hydraulic ran placed directly over an appropriately sized baseplate which is centered on the bolt any be used to apply direct tension to pull the bolt through the expan-sion wedges. The baseplats should be a 35 inch thick square plate of a minima 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 hols. 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 433 bolt diameters for Hilti Kvik-Bolts greater 'than the
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previous existing embedment depth or to the specified embedment depth, whichever is greater unless otherwise directed by the Engineer by appropriate design documents.
4 Rainstall the appropriate sized expansion anchor to meet the required embedsent 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.
l 3.1.7.1.2 Expansion bolts which have less than the specified designed embed-ment length into structural concrete but greater than the values indicated above in 3.1.7.1.1 shall be evaluated by the responsible design engineer. If found to be acceptable "as-is", appropriate design change documents shall be issued. If found to be unaccep-table, the expansion bolt shall be reworked in accordance with 3.1.7.1.1 a or b.
3.2 INSPECTION 3.2.1 Inspection of Hilti bolt installation shall be performed in accor-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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M.H8ER REVISION DATE PAGE CPSES f
JOB 35-1195 CEI-20 9
12/16/83 12 of 12 3.2.2 Removal of an inspected Rilti bolt shall be documented on an IRN in accordance with CP-CPM 6.10.
Removal and repiscenent of non-Q Rilti bolts in' Catagory I structures shall be documented on an IRN and submitted to QC for subsequent processing.
Note:
An IRN is not required if a non-Q Rilti is only going to be removed and not replaced.
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INSTRUCTION EFFECTIVE 5
CPSES MUPBER REVISION CATE PAGE CEI-20 g
12/16/83 1 of 1 ATTAC} MENT 1
- MINIMLM SPACING BETWEEN HILTI EXPANSION BOLTS hilti Bolt CENTER TO CENTER SPACING T O:
Size 1/4"Hilti 3/8"Hilti 1/2"H11t15/8"Hilti 3/4"H11t1 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 $/16 6 9/16 7 13/16 3/8 3 1/8 3 3/4 4 3/8 5
5 5/8 67/8 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
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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
6 1/4 6 7/8 7 1/2 8 1/8 8 3/4 10 11 1/4 i
1 1/4 7 1/2 81/8 8 3/4 9 3/8 10 11 1/4 12 1/2 Dimensions in inches.
The minimum spacing outlined in the above chart applies to Hilti bolts detailed on separate adjacent fixtures. Violation of mini-mun spacing by the installation cf two 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 less than the minimum spacing tabulated above. Such fixtures have been dorated by engineering justification and are the responsibility of the organization issuing the respective fixture drawing. Install-ation in this case shall proceed in accordance with the fixture drawing.
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INSTRUCTION EFFECTIVE CPSES 14BSER REVISION DATE PAGE i
MS 35-1195 CEI-20 9
12/16/83 1 of 1 ATTACl#fENT 2 MINI)t!M BOLT C1.EARANCES *
(INCHES)
MINIMUM DISTANCE TO Rictmond Abandoned Milti Bolts or Hilti Bolt Size Screw Anchors
- Concrete Edge
- Holes and Embedded Anchor 1-inc h 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 17/8 3/4 1/2 8 7/8 13 1/2 2 1/2 1
5/8 9 1/2 14 1/8 3 1/8 1 1/4 3/4 10 1/8 14 3/4 3 3/4 1 1/2 1
11 3/8 16 5
2 1 1/4 12 5/8 17 1/4 6 1/4 2 1/2 Measured Center to Center of bolts and bolt center to edge of concrete in inches.
Minimum spacing between holes covered by this column shall be measured center-to-center and based on size of hole being drilled.
(e.g., Pilot hole spacing is based on pilot bit size.)
Locations closer then the above distances shall be used only upon approval of the engineer.
Hilti bolts may be installed as close as practical to unused Ricimond Screw Anchors which have been plugged (i.e., grouted. Ricinond Scree-in plug or snap-in plug, etc.).
Unused Ricleond Screw Anchors located nearer to Hilti bolts then the respec-tive distances shown above may be used temporarily for construction purposes when the applied load.is:
(a) For 1" Ricfmond Anchors, less than 8,000 pounds minus the actual load supported by the Mllti bolt; or (b) For lh" Ricleond Anchors, less than 20,000 pounds minus the actual load supported by the Hilti bolt.
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INSTRUCTION EFTECTIVE CPSES E8eER REVISION DATE PAGE CEI-20 9
12/16/83 1 of 1 ATTAC)tiENT 3 MINIMJA CLEARANCES TO EMBEOG PLATES is Where embedded steel plates are unoccupimi by attactments for a mintmm distance of 12 inches on both sides of a proposed Hilti' Bolt location as shown below, the center of the bolt may be as close as practical to edge of the plate without damage to plate.
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Where the entedded steel plates are occupied.by attactements within miniums distances shown above, the minimum clearance to Hilti Anchors shall be as follows:
Hilti Anchor Nelson Stud Edge of plate Size to Hilti Anchor to Hilti anchor 1/4 5 1/4 3 3/4 3/8 5 7/8 4 3/8 1/2 6 1/2 5
5/8 7 1/8 5 5/8 3/4 7 3/4 6 1/4 1
g 7 1/2 1 1/4 10 1/4
,8 3/4.
Dimensions are in inches.
Distance seasured with reference to center of bolts and studs..
Where location of the nearest Nelson Stud can be determined from the *$* stamos on the embedded steel plate, the minimum center-to-center clearance to the Hilti Anchor as shown above shall govern. Where location of the r.earest Nelson Stud cannot be so determined, the minimum clearance to Edge of Plate" as shows above shall govern.
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INSTRUCTION EITECTIVE CPSES 78.t9ER REVISION DATE past J08 35-1195 CEI-20 9
12/16/83 1 of 2 ATTAC) MENT 4 LENETH IDENTIFICATION SYSTEM Stamp On Length of Anchor (Inches)
Anchor From up to (Not including)
A 1 1/2 2
B 2
2 1/2 C
2 1/2 3
D 3
3 1/2 E
3 1/2 4
F 4
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H 5
51/2 O
I 51/2
'6 J
6 6 1/2 K
61/2 7
L 7
7 1/2 M
7 1/2 8
M 8
8 1/2 0
8 U2 9
P 9
9 1/ z 9 1/2 10 0
R 10 11 5
11 12 T
12 13 0
13 14 V
14 15 W
15 16 16 17 Y
17 18 Z
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INSTRUCTION EFFECTIVE CPSES MUpeER REVISION CATE PAGE J08 35-1195 CEI-20 9
12/16/83 2 of 2 ATTAC}NENT 4 (cont'd)
LENETH IDENTIFICATION SY3 TEM Stamp On Length of Anchor (Inches)
Anchor From Jp to (Not including)
AA 19 20 88 20 21 CC 21 22 DO 22 23 EE 23 24 FF 24 25 GG 25 26
.}H 26 27 II 27 28 O
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JJ 28 29 KK 29 30.
LL 30 31 m
31 32 NN 32 33 00 33 34 PP 34 35 QQ 35 36 RR 36 37 SS 37 38 TT 38 39 UU 39 40 VV 40 41 ETE:
1.
Stamped letters shall be on top (threaded) end of bolt.
2.
Bolts of 19-irch length and greater may be stamped with number corresponding to the bolt length in inches in the same manner instead of the stamped letters as listed above.
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Specification No. 2323-SS-30 Appendix 2 Page 1 of 9 APPENDIX 2 DESIGN CRITERIA FOR HILTI KWIK-AND SUPER KWIK-BOLTS
1.0 REFERENCES
1.1
" Architects and Engineers Anchor and 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 SEFARATICN REQUIREM7tTIS 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 =ust be maintained.
N 2.2 For installatiens not cenfor=ing to the provisiens of Section 2.1 above, the capacity of both anchors shall be reduced on a straight-line basis to 50 percent at half the minimum distance between embedments given in Appendix 1 of this Specification.
In no case shall embedments be spaced closer than half this min mum 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 I
1 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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Appendix 2
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Page 2 of 9
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3.2 Prior to the utilisati:n of the allowable tensile loads in Tables 1 and 2 of this Appendix (except for the 1-inch diameter Kwik-bolts) the manufacturer shall l
certify the validity cf the ultimate capacities of the i
Kwik and Super Kwik bolts as published in reference 1.1 j
of this Appendix, i
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,4 Soecification No. 2323-SS-30 Appendix 2 Page 3 of 9 I
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4.0 COMBINED LOADING When the Hilti expansion anchor is subjected to a combination of tension and shear leading the following interaction requirement shall be met:
5 s1 TT4 57 T
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T1 Allowable design tension load
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Actual applied shear load S
=
S2 Allowable design shear load
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5.0 REQUIRED EMBEDMENT For the required mini =um anchor embed =ents see Appendix 1 of this Specification.
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Specification No. 2323-55-30 Appendix 2 Page 4 of 9 TABLE 1 KWIK-BOLT 2ESIGN ALLOWASLE TENSILE a 2.s-AR LOADS * (1bs)
FACTOR OF SAFITY FS=4.0 FS=5.0 DIAMETER EM3EDMENT TENSION SEEAR TENSION SEEAR 1/4 1 1/8" 364 653 291 522 1 1/2" 556 653 445 522 1 3/4" 675 653 540 522 2"
781 653 625 522 2 1/4" 827 653 662 522 2 1/2" S37 653 670 522 3/8" 1 5/8" 568 1276 471 1021 2"
756 1276 605 1021 2 1/2" 975 1076 780 1021
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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 1102 1663 2 3/4" 1800 2079 1440 1663 3 1/2" 2362 2079 1990 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 1/2J' 4000 6719 32C0 5375 5"
4725 6719 3780 5375 6"
5860 6719 4688 5375 7"
5S60 6719 4688 5375 3"
5860 5622 4688 6898 jg I
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Specification No. 2323-SS-30 Appendix 2 Page 5 of 9 i
i TABLE 1 (Cont'd)
FACTOR OF SAFETY FS=4.0 ES=5.0 DIAMETER EMBEDMENT TENSION SHEAR TENSION SHEAR 9"
5860 8622 4688 6898 10" 5860 8622 4688 6898 l
1 1/4" 5 1/2" 5750 8920 4600 7136 6 1/2" 6775 8920 5420 7136 7 1/2" 7775 8920 6220 7136 8 1/2" 8650 8920 6920 7136 9 1/2" 9450 8920 7560 7136 10 1/2" 10225 8920 8180 7136 Design allowables are based on average ultimate tensile and shear
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loads published in "HILTI - Architects and Engineers Ancher and Fastener Design Manual" 3.6/Hi-1, Reference 1.1 and 1.2 of this s
i Appendix.
Design allowables are based on 4000 psi concrete (fc'=4000 psi).
- Values per Reference 1.2 of this Appendix.
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p)
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Gibbs & Hill, Inc.
Specification No. 2323-55-30 Appendix 2 Page 6 of 9 TABLE 2 SUPER KWIK-BOLT DESIGN ALLOWABLE TENSILE AND SHEAR LOADS * (1bs)
FAOTOR OF SAFETY FS=4.0 FS=5.0 DIAMETER EMBEDMENT TENSION SHEAR TENSION SHEAR 1/2" 3 1/4" 2496 2860 1997 2288 4 1/4" 3695 2860 2956 2288 5 1/4" 3641 2860 2913 2288 6 1/4" 3786 2860 3029 2288 1"
6 1/2" 8741 6884 6993 5507 8 1/2" 12452 6884 9962 5507 10 1/2" 12439 6884 9951 5507
/}
1 1/4" 6 1/8" 10675 10369 8540 6295
(,,/
10 5/8"
~3420 10369 10736 S295 13 1/8" 16230 10369 12984 S295 Design allowables are based on average ultimate tensile and shear loads published in "HILTI -
Architects and Engineers Anchor and Fastener Des gn Manual" 3.6/Hi-1.
Reference 1.1 of this Appendix.
Design allowables are based on 4000 psi concrete (fe'=4000 psi).
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Specification No. 2323-SS-30 Appendix 2 Page 7 of 9 4
EVALUATION METHOD I:
PROBLEM:
Calculation of the reduced allowable capacities for Hilti expansion anchors spaced at less than minimum separation requirement indicated in Appendix 1 of this Specification.
EVALUATION:
i i
STEP 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 required by Appendix 1 of this Specification.
This
'~
rat:o must be equal to or greater than.500.
1 SEPARATION FRCVIDED (1) 3.R.
= MINIMUM SEPARATION REQL' IRED and S.R.2.500 (2)
STEF 3:
Cnce the separation ratio is cc=puted and actual loads are determined, the following relation shall be satisfied for acceptability of the anchor design.
S s1 (3)
T
~4 S'(S.R.)
TL(S.R.)
WHERE:
T = Actual Tension; S
= Actual Shear; T1 = Allowable Design Tension; St = Allowable l-Design Shear; S.R.
= separation ratio.
STEP 4:
If the recuirement of Formula (3) is satisfied, i-Hilti expansion anchors for the support in question are acceptable.
If the relationship in Formula (3) is not satisfied, Hilti expansion anchors are not acceptable and an appropriate action shall be taken by adjustment of separation to meet the requirement in Fer=ula (3)
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.,. - -,,. - ~ -. _. - - - - - _ - - - -
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, V 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.
STE? 2:
Calculate the separation ratio (S.R.).
SEFARATION PROVIDED (4)
S.R.
= MINIMUM SEFARATION REQUIRED p%(,,)
and S.R.2.500 (5)
STEF 3:
Once the separation ratio and the actual leads are
- cenputed, the following relatiens shall be satisfied for acceptability of the anchor and insert design:
For Hilti expansion anchor:
T S
s1 (6)
It(S.R.)
St(S.R.)
For Richmond insert:
4 3
-9
- 73 S
s1 (7)
T
_p Ti(S.R.)
St(S.R.)
For Richmond insert design allowable values see l
Appendix 3 of this Specification.
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Gibbs & Hill, Inc.
Specification No. 2323-55-30 Appendix 2 Page 9 of 9 t
1 STEP 4:
If the recuirements of both Formula (6) and (7) are satisfied the Hilti expansion anchor and Rich =end screw anchor for the support
.n cuestion are acceptable.
If any of the. relations in Formula (6) and (7) is not satisfied, the corresponding Hilti expansion anchor and Richmond screw anchor for the support in cuestion are not acceptable, and an appropriate action shall be taken by adjustment of the j
separation to meet the requirements of Formulas (6) and (7).
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i 55-30 AFPENDIX 3 i
i 4
h DESIGN CRITERIA FOR SCREW ANCEORS I O i
1 1
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Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 3 Page 1 of 10 AFFENDIX 3 DESIGN CRITERIA FOR SCREW ANCHORS 1.0 CENERAL 1.1 Screw anchors are Richmond structural connection inserts (Types _EC-2, EC-6, EC-2W or EC-6W) and are prefabricated steel anchors embedded in concrete to which structural supports are attached.
1.2 ASTM A325N A490 or A449 bolts (suitable washers optional) shall be used for the Richmond insert bolt connections.
ASME SA-193 threaded rods with ASME SA-194 double nuts may be used for the Richmond insert bolt connections as a substitute for ASTM A325N bolts.
s
\\
1.2.1 Thread engagement int the Richmond insert shall be at least 2 n bolt diameter + 1/8 inch 1.3 In no case shall these inserts be loaded before cencrete attains its 25-day design strength.
2.0 APPLICABLE
REFERENCES:
1.
" Richmond Inserts for Concrete Constuction" Bulletin No. 6 Richmond. Screw Anchor Co.,Inc.,
catalog.
2.
' Manual of Steel Construction AISC 7th Edition.
3.0 DESIGN CRITERIA 3.1 Design allowable tension and shear loads (under working stress c enditi'on) for respective center-to-center-spacing of inserts and respective concrete thicknesses, are provided in the following Table 1.
3.2 Inserts and A307,
- A325, A490 or A449 bolts or A36 threaded rods subjected to combined tension and shear loads should satisfy the following interaction fermulas, k
- ~ _.
T n
Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 3 Page 2 of 10 FOR INSERTS:
f b
TT)h+J f
T S
-si j
jTp FOR BOLTS:
(Verified for specific type bolt materials.)
T*; S1 different for each grade.
S '2 2
I I
s1 T
+
mW WHERE:
T APPLIED TENSION S
APPLIED SEEAR T2 DESIGN ALLOWABLN TENSION s
S2 DESIGN ALLOWA3LE SEEAR 3.3 Minimum distances between Richmend screw anchors and Hilti belts for 100 percent perfer=ance of each are provided in Appendix 1 of this Specification.
I 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.
J PCI MANUAL ON DESIGN OF CONNECTIONS FOR FRECAST FRESTRESSED CONCRETE l
NOTES FOR TABLE I
(^E%
t.- /NSERT CAF34C/7/ES AREBASED QY'/NSER7 EMBEDDED /N 4000PS/ COMPRESS /CN STREMGTH CavCRE7E.
2.- ALL ALLOWABLE LOADS Sc/cWN tyyggirrof TH/S AppEygn:
ARE N M/PS.
3.- TO DEVELO* THE FULL TENS /OH CAPAC/TY Of/MSERT(EXCEP7 A7 BEAM S/ DES) THEM/N/ HUM D/S7ANCE FA041COVCRETE EDGE 70 CENTER W/NSERr SMALL BE'//'fEW /l2"9 /NSERTS 6
AND 7"FOR /"# /NSER75.
4.-70 DEME 20P THEFULL SNEAR CAPACRY Of /NSERT (EXCEP7 A7
\\
BEAM S/ DES) THEM/N/ MUM O/STANCEFRQ+1 CQVO?f7E EDGE TO CENTER Of /M.SCR7 SHALL BE /4'FOR /'e"4 /NSERTS AND 9.S"FOR /"$ /NSERTS.
S.-FOR BEAM S/ DES 7N/S D/ STANCE SHAll BE A M/M/ MUM 8"FOR
/b"4/NSERTS AND 7'f0R/#/NSERTS.(F09 TENS /OW AND SNEAR) 6.- CENTER TO CfM7ER (C/C} D/SrANCES SHOWN /N 7ASLF Z O' TM/S APPEND /X AREM/N/ MUM FOR THE ALLOWA&ELOADS.
X-WHEN PART OF THE /b'9 /NSERT CLUS7fR (/MSTR7 CLUSTERS 6
WERE 09/G/NALLY F190V7DED FOR P/PE WH/P RESTRA/NTS)
/$ USED FOR MANGER SUFFOR73 7HE O'/7ERMOS7 ROW OF
/NSERTS USED FOR 77/ESESUPPORTS SHALL BE ATLEAST 20" AWAY FROW THENEARES7/NSERTS USED F09 ANy'OTHER SUPPORTS OR RESTRA/NTS BASERATE.
EXAMPLE :
TNfSE INSERT 5 CAM O
acu>ro a nmea e
P/PG WN/pRFSTRA1Hr_
,$gj p p o p yS y ;y y CAPACfr/ES AS GIVFH BASE P't. Arf
=,f
, tu rA8E Z a
e e
e J
u
)
=
d j
s
. G:
" = " ' ' ' " ' ' "
S tNSERf.$ UNL[5$
e[] e,
'6 ic APPROVfD BY y
Exc/NCER e
e e
{
e e pgs
~
20"(M/N.)
1 i
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TYPICAL INSERT CLUSTER
NOTES FOR TABLE I(Contd.) NI$$N$)
b.- 70 F/NO THECAPAC/7/ES OF'/NSER75 WHERE SPAC/hG AND CONCRETE 7N/CNNfSS ARENOrSHOWN /N TABLE Z Cf THIS APPEND /X USE THE/NSERT CA8;C/7Y Of THENfARE37 CO? RESPOND /hG LOWER /NSERT SPAC/NG OR 7W/AWER COACRETE WALL,SLA8 OR COLUMN /ND/CATED /N 7ABLE I Of7///S APPfND/X.
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--__-._y
,--.r r-
..._____-_m,
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1 ALLOWABLE LOADS OF RICHMOND lNSERTS AND BOLTS TO BE USED IN INTERACTION FORMULAS FOR BEAM SIDES I INSERT CAPACITY B BOLT CAPACITY T: TENSION SiSHEAR i
INSERT SPACING ON 6"CE ONE WAY INSERT SPACING ON 8"C/C ONE WAY AND 20"CE OR GREATER UTHER 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.05
/O.0S
/O.05
/O.05 l
/V EC2W l
8
/2.//
785 24.23
//. 78
/2.//
7.85 24.23
//. 7 8
/
I
//. 53
//.53
//.53
//.53
/2.85
/2.85
/2.85
/2.85
/2"+&r6W
\\
8 28.//
/7G7 56.2/
26.6/
28.//
/7.67 SG.2/
26.9 i
I TABLE I OBE ALLOLJABLE i
f APPENDili 3 I
( PAGE 5 OF 10 [
im
O O
O
}
ALLOWABLE LOADS OF I"W RICHMOND INSERTS (EC2W) AND BOLTS 10 BE USED IN INTERACTION FORMULAS FOR WALLS, SLABS & COLUMNS I: INSERT CAPACITY B: BOLT CAPACITY T: TENSION S: SHEAR i
i INSERT SPACING ON INSERT SPACING. ON INSERT SPACING ON 14tA: OR IO"C/C BOTH WAYS 12"C/C BOTH WAYS MORE 80THWilrS(FULL.CAPACITJ) l CONCRETE g.307 BOLTS OR A 325 OR BETTER A 307 BOLTS OR A3250R BETTER A 307 BOLTS OR A3250R BETTER THICKNESS A 36 THD. RODS BOLTS USED A 36 THD. RODS BOLTS USED A 36 THD. RODS BOLTS USED USED W/NSERT W/ INSERT USED W/ INSERT W/ INSERT USEDW/BISERT W/ INSERT T
S T
S T
S T
S T
S T
S i:y on 1*
6 6
6 6
8.85 8.85 8.85 8.85
//. S
// 6
//.S
//.S l
- 'WR g
,p,p7 7g5 g4,g3 jj,7g jg,jj 7,g5 g4,g3
- ,7g jg,77 7gg g4,g3 77,7g i
TABLE I (COntd.)
l a [4 [ /l l L o t J A 8 l l i
l l
i fAPPENDIX 3 i 1
\\ PAGE 6 OF 10[
s
i J
J 4
)
ALLOWABLE LOADS OF I/2"W RICHMOND INSERTS (EC6W) AND BOLTS TO BE I
)
USED IN INTERACTION FORMULAS FOR WALLS, SLABS & COLUMNS It 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 4
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 E
25 25 25 25 3/.3 27 3/.3 27_
8 28.//
/7 G7 56.2/
26.51 28.//
/7.67 56.2/
26.5/
l 1
TABLE I (Contd.)
i OSE ALLola4SLE i
l
[ APPENDIX 5]
, PAGE 70F 10j
(
O O
O y
I ALLOWABLE LOADS OF I/2"# RICHMOND INSERTS (EC6W) AND BOLTS (IN l
CLUSTER) TO BE USED IN INTERACTION FORMULAS FOR WALLS, SLABS 8 COLUMNS IN 12" THICK CONCRETE I: INSERT CAPACITY B BOLT CAPACITY T: TENSION S: SHEAR 1
INSERT SPACING ON IfC/C BOTH ' WAYS INSERT SPACING ON 18"C/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 l
T S
T S
T S
T S
i I
22./
22./
22./
22./
25 25 25 2S TWO WSERm 8
28.//
/767 SG.2/
26.-S/
28.//
/7 G7 SG. 2/
26.5/
I lY 20 ll' 20 lI' ES lI 20 20' El E * ?l 2 El 20'2l FOUR ee NSMM B
28.//
/7 G7 BC.2/
28.5/
28.//
/767 SC.2/
26.5/
ee E
/3.24
/S. 2d
/S.24
/S.24
,2/./G 2/. AG 2/.A6 2/./6 S/X l
Nsem g
gg,//
/7 g7 Sg.g/
gg.5/
gg,71
/7sy Sg. gj gg,57 ytyg eoe E
/2.57
/2.57
/2.57
/2.57
/7 83
/783
/783
/783
- "O B
28.//
/7 G7 59.2/
2G.5/
28.//
/XG7 59.2/
26.S/
ee l
TABLE I (Contd.)
r
'( APPENDlX 3 '
ogf ALLoggA3LE PAGE 8 0F 10 j l
l j
I ALLOWABLE LOADS OF I/2"# RICHMOND INSERTS (EC6W) AND BOLTS.(IN CLUSTER) TO BE USED IN INTERACTION FORMULAS FOR WALLS. SLABS a COLUMNS IN 16" THICK CONCRETE l
I INSERT CAPACITY B: BOLT CAPACITY T8 TENSION ~
S: SHEAR
/
INSERT SPACING ON IOT/C BOTH WAYS INSERT SPACING ON 12"C/C BOTH WAYS A-307 BOLTS OR A-325 OR BETTER A 307 BOLTS OR A-325 OR BETTER j
INSERT PATTERN A 36 THD. RODS BOLTS USED WITH A 36 THD. RODS BOLTS USED WITH USED WITH INSERT INSERT USED WITH INSERT INSERT l
T a
T S
T s
T s
Two I
20.45 20.45 20.45 20.45
- 22. /
22./
22./
22./
INsER7S g
gg,//
77 G7 SG.gf gg,5/
gg,ll l7g7 SG.2/
gg,5; I
/G.05, /6.05
/G.OS
/G. Os
/8.c
/8. G
/8.G
- 18. G poup
/MERM g
gg,//
77 g7 Sg, gj gg S, gg,jj jy, a 7 Sg,g; gg,5,
S',x ee I
/4.59
/4.59
/4.59 14.59
/7.44
/Z 44
/Z44
/744
/NSEAIS B
28.//
/767 5 6.2/
26.5/
28.//
/7. G 7 58.2/
26.5/
Ming eee I
/2.57
/2.57
/2.57
/2.57
/4. 9
/4.9
/4.9
/4.9
/MMR5 *ll 5
gg,77 77 gy Sg gj gg Sj gg,77 77, gy 5g,g, gg,St S/XTEEN l I
/O.06
/0 OG
/O.OG 10.06
/2.03
/2.03
/2.03
/2.03
$**l 8 28.//
/7G7 SG 2/
2G.5/
28.//
/7.G7 SG.2/
26.5/
i.
l TABLE I (COntd.)
[APPENDlX 3 (
OCE A7 L L6 LO48 L E gPAGE 9 OFl0)
l O
O O
)
l ALLOWABLE LOADS OF l/2"# RICHMOND.lNSERTS (EC6W) AND BOLTS l
(IN CLUSTER) TO BE USED IN INTERACTION.FORIAULAS FOR WALLS, 1
SLABS & COLUMNS IN 22" THICK OR GREATER CONCRETE i
T.* INSERT CAPACITY B: BOLT CAPACITY T: TENSION S: SHEAR
~
' INSERT SPACING ON 10MC/C BOTH WAYS INSERT SPACING ON 12'C/C BOTH WAYS A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER j
INSERT PATTERN A-36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH USED WITH INSERT INSERT USED WITH INSERT INSERT T
S T
S T
S T
S I
20.45 20.45 2 0. 4 5 20.45 22./
22./
22./
22./
y
/NSERM g
28,//
j7 g7 56.2/
2G.5/
2 8.//
/7G7 56.2/
26.5/
E
/G.05
/6.05
/6.05_
/G.OS
/8. G
/8.G
/8. S
/8. 6 pogg
/NSER M ee B
28.//
/ 7. G 7 56.2/
26.5/
28.//
/7.G7 56.2/
26.6/
\\
37y ee Z
/4.59
/4.59
/4.59
/4.59
/744
/7.44
/7.44
/7.44 l# ER'5 ee B
28.//
/7 G7 56.2/
26.S/
28.//
/7.67 SG.2/
26.5/
eeo I
/3./S
/3./S
/3./S
/3./S
/C.22
/6.22
/6.22
/6.22 y,gg INSERys
,ll g
gg,77 77 g7 Sg,gj gg,5; gg,j, j7 gy Se,g; gg.Si gjyyggy l,*,* l E
//.54
//.54
//. S 4
//.54
/4.25
/4.2S
/4.25
/4.25
/NSE/gry eeee g
gg,y 77, g7 gg, g, gg,5j gg,y 77, gy
- Sg_g, gg,57 i
TABLE I (Contd.)
f AppEnonc 3 q l
DBE A L L O LJA'8L E gPAGEl00Fl0 i
l O
O O
l
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R T-1 l
ALLOWABLE LOADS OF RICHMOND INSERTS AND__ BOLTS TO BE USED IN INTERACTION FORMULAS FOR BEAM SIDES _
t I INSERT CAPACITY B: BOLT CAPACITY T: TENSION S SHEAR INSERT SPACING ON 6'CE ONE WAY INSERT SPACING ON 8'CK ONE WAY l
AND 20'CK OR GREATER OTHER WAY AND 20*CK OR ORE ATER OTHER WAY j
INSERT TYPE
'A 307 BOLTS OR A 325 0R BETTER A-307 BOLTS OR A 325 OR BETTER l
AND SIZE A-36 TH D. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH USED WITH INSERT INSERT USED WITH INSERT INSERT T
S T
S T
S T
S l
I
/4 24
]4,24 14,24 19,29 f t.of
/4.02 14.o ?
It.o9 y
8 1738 12.54 32.77
[2 8%
17 32
/2.24 39.77 f9. DC I
l r.4s is. 4 r iP.45
/f. 45 30 74 2 c.2 4 2e.r4 2 o.rd,
,g, g
8 44.qr 2 p. 27 29,97 42,42 44,99 29.27 84,%
4242 l
l l
~
TABLE I SS E Allowalle.
i
[PAGE506to\\
l
.)
)
APPENDIX 3 n'
g a
)
q P
B I
I ALLOWABLE LOADS OF I"W RICHMOND INSERTS (EC2W) AND BOLTS TO BE USfD iA INTERACTION FORMULAS 50R WALLS, SLABS 8 COLUMNS
~
l I: INSERT CAPACITY B: BOLT CAPACITY T: TENSION S: SHEAR I
INSERT SPACING ON INSERT SPACING ON NSERT SPACING ON l4tA OR
~
I KfC/C BOTH WAYS 12*C/C BOTH WAYS HORE BOTHWersFULLCAPACm j
CONCRETE
-A307scnys OR' A 32$ OR BETTER A 307 BOLTS ORi325 OR BETTER A 307 BotJS OR[A 3250R BETTER l
THICKNESS A36THo.pooS ECL.TS USED
. A 36 THD. POOS BOLTS USED A 36 TMD. ROOS BOLTS USED l
USED WhSERT W/ INSERT USED WWSERT W/ INS ERT USED RNSERT W/ INSERT i
T S
T S
T S
T S
T S
T S
I l
in on
[
cf.f
- 7. &
- 9. 6 9.f i g.ib Iq.It t4,14 iq ig if, y (p, gl (p. 40 I2.Go
"W R 19 3? /2 T4 32.77 IP Er 19.32 /2.ri 32.77
/fJt
/t. 3P 12. Cl 39 77
/ PAT I
TABLE I (Contd.)
S5 E Allowalle r
l i
s.
1 fAPPENWS) i PAGE 60F)c i l
3 l
l O
O O
3-g
,k 1.'
i ALLOWABLN LOADS OF_ l'/2"W RICHMOND INSERTS (EC6W) AND BO USED IN INTERACTION FORMULAS FOR WALLS, SLABS & COLUMNS I: INSERT CAPACITY B: BOLT CAPACITY T: TENSION S: SHEAR 4
l lNSERT SPACI.5N3 ON 20M BOTH WAYS-INS RfSPACINGM 22M ORNORE
~
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 j
USED WITH INSERT INS ERT USED WITH INSERT INSERT l
}
T S
T S
T S
T S
I' go.o go, o et o. o 40.0 ro.o?
43,zo To.o?
4 3.20 l
12'OR THICKEA i
0 44 18 2h27 29 9Y
- 2. Q 04,9? ' 2 E. */
E 9. W Y2s WL TABLE I (Contd.)
5SE 8 Ilo w a U e I
l 1
1 1
J P
1
( APPENDtX 3PAG
~.
]
l O
O O
s ALLOWABLE LOADS OF 1/2"# RICHMOND INSERTS (EC6W) AND BOLTS.(IN CLUSTER) TO BE USED IN INTERACTION FORMULAS FOR WALLS, SLABS j
8 COLUMNS IN 12" THICK CONCRETE I: INSERT CAPACITY Bt BOLT CAPACITY T: TENSION ~
S: SHEAR INSERT SPACING ON 12"C/O BOTH ' WAYS INSERT SPACING ON 18"CA: BOTH WAYS A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER INSERT PATTERN j
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 7vo I
36.8
'36.6 36.8 36.8 41.7 4l.7 4 I.7 4-l.7 WSNB a
46.8 19.4 93.7 4-4.2 46,8 29.4 93.7 44.1 l
I 28.8 18.8 19.8 18.8 38,7 33.9 38.9 38,9 FOUR ee B
46.8 19.4 93.7 44.2 46.8 29.4 93.7 44.2 S/K e*
I 25.4 25.4 25.4 25.4 36.3 3 f.3 3 f.3 35.3 WSMS B
46.8 10.4 93.7 44.1 46.8 19.4 93.7 44.2 e
ufyg eae I
10.3 10,9
'20.9 20.9 29.7 29,7 29.7 29.7 Nsws
- ,* *e a 46,8 19.4 93.7 44.2 46.8 29.4 9 3.'7 -
44.2 I
j I
TABLE I (Contd.)
rapernoix s I
' PAGE 8 0F 10 j; SS E A LLOWA SLE
(
j
l
&JH W
l
' ALLOWABLE LOADS OF d?"f RICHMOND INSERTS _(EC6W) AN
~
j CLUSTERLTO_BE USED__IN_ INTERACTION FORMULA _S FOR WALLS, SLABS l
8_ COLUMNS IN 16" THICK CONCRETE i
I lNSERT CAPACITY B : BOLT CAPACITY Ti TENSloN 5: SHEAR l
INSERT SPACING ON 10'C4 BOTH WAYS INSERT SPACING ON 82'CK BOTH WAYS l
A 307 BOLTS OR A 325OR BETTER A 507 BOLTS OR A 325 OR BETTER INSERT PATTERN a.36 THD. RODS BOLTS USED WITH l A 56 THD. ROOS
' BOLTS USED WITH '
USED WITH INSERT
. INSERT USED WITH INSERT INSERT T
S T
S T
S T
S m
I 32.]2 3272 32 72 32.]2 3&36 3C36 3C 34 35.3 C I^' N 8 ' 417f 2;p.2 7 89.9%
42.p2
- 49. 7f 2 P.17 87.$
42 42 !
I 2y.gf 2IO 2r gp 2I4P 29.76 21 74 1.7 74 2 7,74 FDt/P ee a
449P 2 2. >7 29.9y 42 4z aq.77 2 a. > 7 r y.1%
42 42 l I
2 3.3Y
- 23. 3 Y 13.3Y
- 23. 3 V 2710 2 7.10 17 9*
17 10 six
^'"#6 e e B
4412 2.k. 2 7 29.9y 42 4z 44.97 2P.2 7 P9 9Y 42 92.
l svin e oee Z
wo.11 2.o.11 2 e. it ze. II 2 3.Sc/
23.at/
>3.29 23.29 l
'"#8 'see 8
4.4.9f 2P.27 ry. 7y (A2.42 Ef. ft 2.e. >7 et,y y 42 yz :
sixmnv * *, *,1 I rs.to i&.to I4.!*
.I&.Io 14.t/s I99f
- 11. d[
- 11. Vf
'###*lll
' 4 4,.7f 2.p. 2 7 g,9%
42 4z v4,yp-2.r.27 f t,yp 4.2p.
s
" : TABLE I (Contd.)
'Amaoix 31 Hoep orps i
\\.
NE bilewable.
t i -
O O
O j
5 m
E' xLLOWABLE LOADS OF lh"# RICnMOND lNSERTS (EC6W) AND BOLTd (IN CLUSTER) TO BE USED IN INTERACTION FORfAULAS FOR WALLS,_
SLABS 8 COLUMNS IN 22" THICK OR GREATER CONCRETE i
l T.: INSERT CAPACITY B: BOLT CAPACITY T: TENSION S: SHEAR,'
INSERT SPACING ON KfC/C BOTH WAYS INSERT SPACING ON IfC/C BOTH WAYS
~A-307 BOLTS OR T
~
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 72 72 32 72 32.12 3 r. 3 /,
3.r. 7 4 3.5 34 34 74 f
"M" e
a9 7r 2.r.27 r9.9 y 42.<l2 a 4 7r 22.2-7 a.9.9 4 42 4z r
2g,gr zr.t 2 2-r.tr zr. b r 21 74 26 76 29 76 19 2 C m
- MM a
49 9r 2 9.
7 PS94 42 42 44.12 2 9 *]
P17V 42 * *
~
I z3.i(f 23.3 %
23.J V 23 74 27 1o 27.9.o 2 7. y o 27 9 yr
""'8 8
4.4. fr 2s. z7 p9.fy 42.f2.
c41f 2sd7 py 7c/
4 2 4 2.
e l
I st.oy zi. s q 2.1.o y 2s og zs,gs 2r.gr 2s. sr 2x gr g,,
E *e *e e
.aq.19 2e. 2 7 89.1 9
% 41 44.9e 2-2.27
- 69. T V 42 4' r
.is.q b i9. q4 t.r. 44 ir.44 2.2.so 2 2. ro
- 22. go 2 2. Fo sixtrr,v S
-44 77
- 29. >7 27 7y 42.4L e4.19-1.t. ' 7 21 99 42A t u
TABLE I (Confd.)
fAmeix s/
i f
pspioor so N$E
/$Il0WsSle -
~. - -... -. _ _.
1 i
l i
t SS-3D APPENDIX 4 i
l 1
i 1
f f
4 i
DESIGN CRITERIA FOR l
EMBEDDED PLATE STRIPS l
l 1
1 h
0 I
i l
M q.-
a Gibbs & Hill, Inc.
Specification.No. 2323-55-30 Revision 2 June 13, 1986 Appendix 4 Page 1 of 22 APPENDIX 4 DES!ON CRITERIA FOR EM3EDDED PLATE STRIPS i=
1.C DESCRIPTION
)
Embedded plate strips are ASTM A36 st' eel plates, 3/4" thick and 8" or 10" wide, embedded in concrete walls, 1
- columns, sides of beams and the underside of. floor or j
roof slabs and attached to the concrete by means of
. Nelson studs welded to the plate.
They are used to support hangers and other structural supports which. are cennected to 'the embedded plate by welding or by threaded Nelson studs.
The design of the threaded a
Nelson studs and the weld at the connection to the embedded plate is the responsibility of the designer of i'
the hanger or the structural support.
2.0 APPLICABLE REFERENCES i
1.
Manual of Steel Construction'AISC 7th edition 2.
Design Data 10 Embedment Preperties of Headed 4
j Studs-TRW Nelson Division 2-77 3.0.
CAPACITY OF EMBEDDED PLATE STRIPS FOR CCNCENTRIC~LOADINO 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 l
acting at' stud locations.
- However, as shown-on sheet A4.3, the maximum allowable tensile load at the extreme stud location on both ends cf the embedded plate strip is reduced by 40 percent.
For loadings acting between mid-span and stud location the allowable load 4
shall be determined by linear interpolation.
i j
3.2 Loading is not permitted on the cantilever portions of j
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 leadings are placed within :3/4" of the centerline of the embedded plate and enly if the Nelsen I
studs of the embedded plate are located at leas: 8" from i
f i
' ud 9
f i
,,,..n_._
. _ - --,,,_ -,__., _,,-,, ~.
,,n
/m)
LJ Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4 Page 2 of 22 a concrete free edge (i.e.,
cpenings, face of beam, etc.) in any direction.
3.4
"?in Ocnnections" shall be assumed for' load transfer to the embecded plates.
Only forces normal to the embedment (P) and forces in the plane of the embedment (S) may be transferred to the embedment.
Moments due to cantilever acticn or from any other source may be transferred to the embedment only when' the embedment is stiffened for the calculated moment.
3.5 The leading pattern on sheet A4-1 and A4-3 assumes that the embedment is leaded at the midpoint of. every span cetween pairs of
- stude, for A4-1 and at every pair of studs for A4-3.
In cases in which the load is distributed on more than ene pair of studs, the full normal load (?) and only half of the ' plane load (S) n)
should be censidered when using the figures en sheet
(\\~ /
A4-2 and A4-4.
3.6 For capacity of embedded pinte strips for leads acting on stud line see Cases 3 and 4 (A4-5 through A4-9) 4.0 CAPACITY CF EM3EOCED FLATE STRIPS FOR LARGE ECOENTRIC LOADING 4.1 Tension and shear forces generated on the stud anchors by loads applied eccentric to the supporting stud group should be calculated to insure no failure of the stud anchors.
4.2 Ultimate tension and shear capacities of the stud anchors shall be taken from reference 2 of this Appendix.
4.3 The number of participating stud anchors may be increased by welding stiffeners to the embedded plate strips and to the support structure to ensure that the loading is spread to all the selected stud anchors.
The enbedded plate strip shall be checked for bending and shear.
4.4 Steel plate material is A-36 Nuclear Safety Related as defined en Orawing 2323-5-0786 for embedded plate
- details, s
4
Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Revision 2 June 13,- 1986 Appendix 4 Page 3 of 22 1
5.0 REDUCED CAPACITIES OF HILTI EXPANSION BOLT - STRIP PLATE VIOLATING MINIMUM SEPARATION REQUIREMENT 5.1 For calculational procedures see final pages of this Appendix.
i 1,
l i
i i
3 4
t 2
i I
- i l
n-
- <,,-n-_-_---._.,
nn--,
n n, ww w
APPENOlX 4.T g g*-
PAGE 4 CF 22) 4
= #1 -
Pnit, OF STUD 3 o
g vtie v
_3 m
O s
"t a
".j,
-8 3
M4 '
/I f l V f
'/
h-r e t
'i e
ira 1
Av
~
^
ktJ
-oa.,sZo-i mw)
PLAN m ELEVATION em,a%s.
- svuos x m.
I cne) y
{\\
1 J.
}
~-** ' t O
4*>'
~ ' ' '
~
~
- m%=
, r
< r 3,
<g I
P P
m.
SECTION A-A l
l CASE 1
LOADINGS AT MID SPAN BETWEEN STUDS i
ii NOTA 7 ion :
P--- MTL4L M'PUE.O TE.HBICN UW3 5-- MTL.M APPutD WA. MSc.
TLJSI comoe. &_u:.
A4.10 m E U%DS H E.NbE.CCEO PLATE.S Og:
- -~
i 2S2.3 SH. A4-1 I
"s l
I (f' APPENDIX 4 PAGE 5 OF22.
O
- 7..
1; g
lo.o;e5) 1(alo;SW G.
S g
A.
3
\\\\
a.
1.
(2M;i00) i, g
o.
a.
6.
c.
e.
- c. e. n.
- s. a so. ea. 44.. er,.
s wm 9
ALLOWABLE EMBEDDED PLATE CAPACITY FOR COM8NED TENSION AND SHEAR LGADS INTERACTION DESIGN CURVE FOR LOADINGS ACTNG AT MO-SPAN BETWEEN STUDS CASE i
NOTATION:
P--- Ac,Ttat. Mvue.o TueoN um, 3--- ATuAt w=ur.o sex Lewo.
TL,jd t ocuncus. Ps.n:.
ALLOWAeLE. LCACS H
' " * ' " * " " ' ^ " ' '
Os
~
gz_-
-- trae sH. A4 2
?
F CAPPENDlX 4'\\
12' MAA.
PAGEO OF22) g g
- 3. g,- := me,
==. w nuos
=
- ".>. \\
m ei
_3 3"
0
--g'
< e o
a
/6
)"d x
f 1,5 0
-u
'Sb t ~ [t
~
Q
" ne J
t MPd g*
1r8
- g Bir 844.J u o v.e Y GTR)
PLAN on ELEVATION i
0 2.%'+ 7 r,'t.G.
6M sp m
i si
.l.
si e OR ER.
m W) y Q
.L 1
i L
1;
- --6
= --+g
,3
_8 O
4 3,1t.; -
0 4
w m,co u m s i r 1 r 1 r 1 r 1 r a cm, GP P
P P
%P ceLNr,i, SECTION B-B CASE 2 LOADINGS AT STUD LOCATONS NOTATCN:
P-Mn.JAL APPLIED TE.NSON 1.043 5-- AC,TLAL APPLIE.O SHPLAA 1.IMO.
g COMANCMe. PA" ALLCWAELE LOACS CN E.M6E.CO!.O PLATE.S Og nam l
=== 2323 SH. A4-3
/APPENOlx 4 PAGEI 7 OF 22 g
4 0
16.
lG.A0;i&.M)
(47;A45) i i4, :
h r
^e io.
b.
(lL.
G.<.
t s.
\\
E I
St.610.0) i.
3 0
E.,,4.
G.
6.
C.
iiiL I4. IG.
16 IID. 21L %
M.
ALLOWABLE EMBEDOED PLATE CAPACITY FOR COMBNED TENSION AND SHEAR LOADS INTERACT'lON DESIGN CURVE FOR LOADINGS ACTNG AT STUO LOCATONS CASE 2
NOTATION :
P-~ MTUAL APPLie.Q TENSN LOMD.
S--- AC,TLAL APPLi&O "J4E.MC, LOMl3.
TU$l COh%dCHE. PEAA,
~
ALLouubLE L%O ON EMef"QOE.O PLA ES T
Og=
- - 157,5 SH. A4 4 w --,
-,,----,.---.,------n--,
n,,--
(APPENDIX 4PAG i
- l4 WuAx. m
=. m.3__
PA1R OF STUDS
=
e Ak
-y Q mr.2
- g O
ga,i
_"{
F 9 6I VA bb I.3.$-1l,I 8l
[ AU e
Q,tTve.); M.
' ['T $ r.)y '2 l
' Mk2 PLAN on ELEOATION 5
z-%', x7 r.*ts.,
wutses sTues
' CR EQ.(TYP.)
O u w ' ' :N
' V = 'i ' %. r g
S X
3r ve ve ve
- cewkw, muua es.
criuws SECTION A-A.
CASE-3 LOADINGS ' AT MID SPAN BETWEEN STUD 5 ON STUD UNE
. NOTATION -
P.;. ACTUAL APPUEO.7ENSICH LCAD TU51 s. ACTUAL. APPUED SHEAR LOAD'.
CCMANCHE FEAR
.>tL = u tenes en O
cmoceo emte 3
~-
--= f==
% l, * ; ~ 1 ~ s - < ~. = :.., ~. -.
TEU,8
~
1
[ APPONDIX 4 \\
A PACE, 9 op 22/
7 G
g q
t w
l w
3, Of: f Ci10*')
10 a.tei.4as) 1 T
!l 1
2.
L
.- (RGhC.g).
0, L, 4
&,E IQ, 1 N IG. lA SCL 2L 14, SG.
7
.. d.::-~
( w S) 0
~..
. ALLOWABLE EMBEDOED PLATE CAPACITY FOR COMBINED TENS SHEAR LCADS.
INTER CTION DES)GN CURVE FOR LOADNGS M, TING AT MlO-SPAN SETWEEN STUD 5 CN STUD UNE
~
CAS E-3 l
1
.NOTAT10N:
p..,:, ACTUAL. APPLIED TENSICM LOAD TL)SI 3-
.Ar.,TUAL APPLIED SHEAR LCAD "CCMANCHE PEAX, ALLCWASLE LCACS CN O
ivesDoEo e'ATss 3
n - --
- 9TIQ, i
ii
-- z323 ex A4-c
-t l
l
-'--'J==--
.=.
_ I?.' WAKE
/ APPEN Dix 4T g
\\ PAOU 19 CF G.2. /
CTTR) ~
1 I3-I PA,tm ernruos l
- a R (TYP.),
\\
,p c
i-a
- ~,
o O
Mm l_9
".f b a
YU_v
[,s1;
. s ' %v'n4 Af fl.h '
y O
y.g.) @cb-QQ w.
- f. ' s
's y
~
ag,m PLAN'on ELEVATION 2N#x7Vts.
wetscu sTuos er.sca.avra a C c-.
r.
,.., e..
.y O
"e * ~
u vo.ep vP.
e.
ve vo.sp eca uu<>
v szm e emuus SECTION B-B CASE-4 COADINGS AT STUD LOCATION ON STUD LINE NOTATION f__.-
. P-.~~.AC.TUACAPPUED TEN 5tCt4 LCAD Z.! ACTUACAPPUED SHEAR (CAD TU$}
CCMANCME PEAX i
ALLCWASW LCAOS.Ct E.McEDOED PLATES g
om. -- -
m4
= -g,p -,-- r
-- 2323 s9..A4 '7
'C APPaNoix.4 g PAGF.11 o822./
l 2.
. lG.
l A
l It.
Ik
\\
l c.
o
.g g
\\
2.
10t,.s,s2.oA
~
'Q, 2,. 4. G.
Ib. 10. IL 4. lie. 18. to, 22. 24. SG.
i O
~
S * "*)
~
l
. ALLOWABLE EMBEDDED PLATE CAPACITY 'FOR COMBINED TENSION i
SHEAR LOAOS l
y.
I NTERACTICN DESIGN CURVE FOR LOADINGS ACTING AT STUD LOCATIONS OM' STUD UNE I
dASE-4 MTATION:
i l
IP. ACTUAL
- APPLIED TENSION.LCAD
.T S.. ACTUAL. APPLIED SHEAR LCAD TU $1 CCMANCHE PCAX
'A ALLOWABLE LOAD Cb U
EMBECOED PLATT.S g
. a w an= ~ _.._
" T "* "
=
- [
'TTLJ &
)
l
- ['
1;'~ ~ -
..a U23 SH.A4-m-
l
^
/ APPUNDix 4 g NOTF s, PA og ind,es. j Cl) IF THE LCAD Ots N SETwtEN THE ctNTER LINE OF PLATE
~ AND THE STUC LINE,NTERPOLATION MAY BE MADE BETwtEN O
e="uiiaro~aias *=^*** ^a= <== 'o=wu'^= -
g t
.d.
id it i t
<t a
,, g _( q.i <
i,.
__ _ g
.A_
- '.c ;
9
.r,4 3
n i
- t. W V M W W
/, fV W
t
-4 c
..n t.,o. w a x e.)
(A4 2 4 A44)
OcueA.E NTER-(A4 4 4 A4-6) i JFRCN SS-SC)
PCLAT)CM RSCfD (PRonA SS-50)
- F THE YARtATION OF LOAD LOCATION'13 IN TWC OtRECTICHS DOUBLE INTERPOLATION IS REQUIRED.
)
-(2) LOADS hP k 5) SMALL NOT. DE %PPOED DEYoNo Stuo LINE TCWARDS EDGE l
. op.TME PLATE.
(3) FOR AOctTiONAL APPLICABLE NCrrES SEE TU51 couANCME PEAX ALLOWABLE LCAoS CH ;
EMeEoOED PLATES
' "T TXW /'Q, i
gg gg, Q.g g i Q l, Q
~ ' = i = = ' T
~ " =*
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. (~h (s,)
Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4 Page 13 of 22 Reduced Cacacities of Hilti Excansion Bolt-Stric Plate, Violating Minimum Seoaration Recuirement Calculation of the reduced allowable capacities for Hilti expansion anchors and embedded strip plates spaced at less than minimum separation requirement indicated in attachment 3 item 2 in Appendix 1.of G&H specification SS-30 (CE I-20 Rev. 8)
Notation d
Diameter of Hilti bolt (in)
X Distance between Hilti bol and nearest edge of embedded strip plate (in)
Z Actual or estimated minimum distance between Hilti bolt e~
and nearest Nelson stud of embedded strip plate-(in)
(g)
Z=X+1.5 Z
Minimum distance between Nelson stud of embedded strip i
plate and F'.lti bolt for each to have 50% capacity (in)
Z =1.5-2.5d t
Z Minimum distance between Nelsen stud of embedded strip plate and Hilti bolt for each to have 100% capacity (in)
Z =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-S ) + 2.5d t
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 belt, see Tables 1 A
and 2, Appendix 2 of G&E specification SS-30 I'
S Allowable design shear load for Hilti bolt, see Tables 1
(
A and 2, Appendix 2 cf G&E Specifica:1cn 55-30
Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4 Page 14 of 22 i
l T
Reduced allowable tension capacity for Hilti bolt (kips)
R j
S Reduced allowable shear capacity for Hilti bolt (kips) i R
P Actual applied tension load on embedded strip plate (kips)
S Actual applied shear load on embedded strip plate (kips) 4 I
l I
i 1
l
/ APPONDix 4 T.
\\,PAGE,15 oF 22/-
n
.A'(man 0
%rHK;WL%e&Ooro U
"(r>M) sinte PLATE f
u o
L
.~
d l
[
{i 3
q j;
e L a st,o v,,,o PDN on ELEM7/QV
~
n;tw&~EWstLlorn
___-%f SMPPLArf
\\_.-,
x 0
F 4
~
H.Botr W=
_Y e
9
=
urarsraruo to
=v NHJ/ 60t7 W
fSyr/D LOCA776WOf$7tB L6C17/QVOfSZD AC7kNOWN KNOWN MOrA770M
& N/47/ B047 ecuiCfLes.x
- kas w s7uo MfCUCfD CARAC /7'/F5W N/47/ BCL7-SrR/PPLArto V/04A77HG M/N/ MUM O5 ermn>ticen.n;winexetr woe s 3.= =
=-
---. w q
== m
,SH. A4 - 10
-( m)
Gibbs & Hill,.Inc.
\\s /
Specification No. 2323-SS-30 1
Revision 2 June 13, 1986 Appendix 4 Page 16 of 22 PRCCZDURZS Stec 1 Find out the distance
'Z' between the nearest Nelson stud of embedded strip plate and Hilti bolt.
a)
If location of stud is known, measure
'Z'.
b).
If location of stud is not known, measure
'X' where
'X'
=
distance between Hilti bolt and nearest-edge of embedded strip plate Z=X+1.5" Steo 2 Determine whether spacing violation exists:
Min. Z req'd = Zt 1.5 + 2.5d
=
-if Z<Zs, not acceptable, relocate Hilti bolt
-if 222:=4.0 + Sd, both stud and Hilti belt are fully developed therefore no spacing viciation exists and ne reduction is req'd.
-if J. 5 + 2.5d,s Z <14.0 - Sd, 2
"Z 3
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(2-Zs) + 2.5d b = Z-a S.R.
=
a i
5d i
Reduced allowable (working) capacity of Hilti bolt in tension and shear O
l (_ /
i
k Gibbs & Hill, Inc.
Specification No. 2323-55-30 Revision 2 June 13, 1986 Appendix 4 Page 17 of 22 j
T
=T (S.R.)
R A
S
=S (S.R.)
R A
Step 4 i
1 Calculate the reduced allowable capacities of Nelson stud.
4 i
R
= 12.4-2.5b (for 1.5 s b s 3.5)
~
R
= 28.9-7.2b (for 3.5 < b s 4.0)
TU Reduced allo'wable (working) capacity of Nelson stud in tension,
-s T'
= 9.95 - Ryg (kips / stud) 3 i
I i
Stec 5 Verification of embedded strip plate adequacy.
A)
Location of Nelson studs of the embedded strip plate is known.
I 4
Case 1:
Loadings (F&S) acting at midspan between studs; embedded strip plate is adequate when equations 1 and 2 are both satisfied.
2 2-1/2 S
h I
+
?
$1.0 (1) 4 107.16)I I\\ 6.75 ) -
1 9
Gibbs & Hill, Inc.
Specification No. 2323-S5-30 Revision 2 June 13, 1986 Appendix 4 Page 18 of 22 l
[S
+
P 5/3 s1.0 (2) 1.54(T')j 17.92 Case 2:
Loadings (P&S) acting at stud location: embedded strip plate is adequate when equations 3 and 2 are both satisfied.
~
2 2 - 1/2 S
+
P
$1.0 (3) 306.00 14.46 5/3 S
+
P 5/3 s1.0 (2) 17.92 1.54(T')
O Case _3:
Loadings (P&S) acting somewhere between case 1 and case 2
m.sou awrm)
- +
$17/n Loc,4170N (cosE 2).
"2 1
6
= Q
&g
?
MICSPAN(CASf2) 3 (g 3 y
y'%S
$7zte McAn0N(c4sr e V'
ms r#_
__q D
SMP NW O
,a,,..
.. ~
l 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 load P&S).
(2) Eith known S
(or P) calculate allowable P (or S) for both case 1
and case 2
as per equations 1,
2, and 3,
2 respectively.
(3) Interpolate by the use of either of the two following equations 4 or 5.
P case 2) Kips (4)
( 6 - Y) (P case 2
= P case s P case 3
+
6 (Allowable) 9B s
( 6 - Y) (S case 2 - S case s) Kips (5)
S case 3 = S case
+
6 (Allowable)
+
r i
4
.....m...
,_.._..._,_.,,,v-.
Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4 Page 20 of 22 (4) Compare P
(allow) of case 3 (or S (allow) of case 3) with actual P (or S).
B)
Location of Nelson studs of the e.T. bedded strip plate not known:
Enbedded strip plate is adequate when equations 1 and 2 are both satisfied.
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Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4 Page 21 of'22 ALLOWABLE LOADS FOR ADJACENT SPANS l
1 ffMAX.) _ ~
(ryn) y e
_ c a
g
(
ir r
ir h
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d AESCA/
stuo N. BOLT a)
Z'
& Z" are used here enly for illustrative purposes.
b)
Z'
< Z" and both Z'
& Z" are bolt violations.
c)
The maximum capacity of the embedded strip
- plate, in particular span 1, is determined by calculating the allowable (working) capacity of the Nelson stud nearest to the Hilti bolt, (Z' in this case since Z'<Z").
d)
If a
load is to be placed on span lA, the maximum capacity determined for span 1 may be used for span lA prov ded that no cther spacing violation exists for any other Nelsen stud supporting span lA.
If another spacing viclatien dces exist, then cheese the smalles:
Z dimension for any one of the
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Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4 Page 22 of 22 4 studs of span 1A to determine the load capacity by using the procedures cutlined on.he preceeding pages, e)
If a load is to be placed on span IB, the mr.x! mum 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 cther Nelson stud supporting span 1B.
Follow the procedure as mentioned above in note d if another spacing violation exists.
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$$ &O APPENDIX 4W DE5IC.i CRITERIA FOR EMBEDDED PLATE STRIPS (ALTERNATesi) 4 O
4 i
(Attachmer:: to Westinghduse Document No.
10923 Transmittf.d with WFf-8031 and SD-433 Dated 5/3/R6 e
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APPENDIX 4W DESIGN CRITERIA FOR EMBEDDED PLATE STRIPS JUNE 3, 1986 Revision 1 l
AUTHORS:
C,l,wel h.,
R. S. Orr
$?kW/
'R.Nondrac j
VERIFIER: 'b H. P. Bonnet APPROVED:
./I_/ // /fs M. Mahlab
Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Appendix 4W Page 1 of 14
1.0 DESCRIPTION
EmbeddedplatestripsareASTMA36steelplates,3/4"thickand8"or10" i
wide, embedded in concrete walls, columns, sides of beams and the underside of floor or roof slabs, and attached to the concrete by means of Nelson studs welded to the plate. The design of the threaded Nelson studs and the weld at i
the connection to the embedded plate is the responsibility of the designer of the hanger or tne structural support.
2.0 APPLICABLE REFERENCES 2.1 Manual of Steel Construction AISC 7th edition i
2.2 Design Data 10 - Embedment Properties of Headed Studs-TRW Nelson Division l
2-77 l
3.0 LOCATION OF ATTACHMENTS 3.1 Attachments may be welded to the strip plate at any location provided that the centroid of the weld configuration is inside the stud area. For attachments that are welded 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 center lines of attachments measured along the center line of the plate strip (see Figure A4W-1). If this minimum spacing ret;uirement is satis-fied each attachment may be evaluated individually. If the spacing is less than twelve inches the attachments must be evaluated concurrently as specified in paragraph 4.4.
3.3 Allowable loads given in this sec' tion are only valid if the Nelson studs of the emoedded plate are located at least eight inches from a concrete l
free edge (i.e. coenings, face of beam, etc) in any direction.
O 1542s/238s:10A
.Gibbs & Hill, Inc.
Specifi'dati'on' No. 2323-SS-30 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 attachthent center line from the centerline of the plate strip. The design eccentricity
~
shall be increased by 3/4" to provide location tolerance during construc-tion unless increased eccentricity is prevented by the one inch minimum edge distance of paragraph 3.1.
4.0 CAPACITY OF EMBEDDED PLATE STRIPS 4.1 The embedded 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 frcm the end of the strip plate, the allowable stud tension loads shall be reduced by a factor S',
E' 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, F F, Mx, M,
2 y
y Mg, (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 from the compression face of the attachment member to the tension weld between the base plate and the t.a 2dment.
'Ex' is the eccentricity of the attach-ment center line from the center line of the plate.
O 1542s/238s:1CA
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I Specification No. 2323-SS-30 Appendix 4W Page 3 of 14 4.2 Studs shall satisfy the allowables defined by the following equations:
Stud Tension: T = (0.5F, + 0.16M,)(1 + 0.4E,) + 0.2My (1 + 0.2E,)
3 M
F )1/2 f)2 2
Stud Shear:
V, 1/2 ((F,
=
+
+
interaction: -(
)S/3.{
)S/3 $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 following equations.
ft = 0.375 Vs f,= 2.4 (1
.10A) (1 +.2Ex) Fz 2
f3 = 1.1 (1
.15A) (1 +.07Ex) Mx f4 = 0.9 (1
.15A) (1 +.2Ex) My
~
f=f1+f2*f3+f4 f $ 27 ksi 4.4 For attachments A and 8 located closer than twelve inches apart at spacing
's', calculate the stud loads (Tsa, Tsb Vsa. Vsb) and maximum plate stress (fa. f ) using the equations given in 4.2 and 4.3.
The b
combined stud loads (Tse Vs) and plate stress (f) calculated frcm the following equation should then be checked in the stud interaction equation and against the allowable plate stress.
Ts = Grpater of (Tsa, Tsb) +(12 - 5) x lesser of (Tsa, Tsb) 12
.Vs = Greater of (Vsa. Vs3) +(12 - S) x lesser of (Vsa. Vsb) 12 f = Greater of (fa. f ) +(12 - 5) x lesser of (f. f )
b a
b 12 O
1542s/238s:1cA
a-Gibbs.& Hill, Inc.
Specification No. 2323-S5-30 Appendix 4W Page 4 of 14 O*
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 sumation at zero spacing.
4.5 The nu:r.oer of participating stud anchors may be increased by welding stiffeners to the embedded plate strips and.to the support structure to
~
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The ensure that the loading is spread to all the selected stud anchors.
embedded plate strip shall be checked for bending and shear.
4.6 Steel p' ate material is A-36 Nuclear Safety Related as defined on Drawing 2323 0786 for embedded plate details.-
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G.ibbs T. Hill, Inc.
'Specifi' cation No. 2323-S'$ '30 ~'
Os Appendix 4W Page 5 of 14 4
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8 s.:.
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SpecificaticN NC. 2323-SS-30 Appendix 4W Page 6 of 14 5.0 REDUCED CAPACITIES OF HILTI EXPANSION BOLT - STRIP PLATE VIOLATING MINIMUM SEPARATION REQUIREMENT 5.1 The reduced allowable capacities for Hilti expansion anchors and embedded strip plates spaced at less than minimum separation requirement indicated in Attachment 3 item 2 in Appendix 1 of G&H specification 55-30 (CE I-20 Rev. 8) shall be calculated using the following procedure:
5.1.1 Notation (see Figure A4W-2) ~
d Diameter of Hilti bolt (in)
X Distance between Hilti bolt and nearest edge of' embedded strip plate (in)
Z Actual or estimated minimum distance between Hilti bolt and nearest Nelson stud of embedded strip plate (in) Z=X+1.5.
Zi Minimum distance between Nelson stud of embedded strip plate ard 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 i
R Allocation ratio for distance "Z" R=
d d+1.0 a
Distance allocated to Hilti bolt (in) a=R (Z-Z ) + 2.5d 1
b Distance allocated to Nelson stud of embedded strip plate (in) i b=Z-a b>01.5" 5.R.
Separation ratio for Hilti bolt S.R. = a 5d RTU Tensile capacity reduction of Nelson stud due to separation requirement violation (kips)
T' Allowable (working) capacity of Nelson stud in tension (kips per stud)
S' Allowable (working) capacity of Nelson stud in shear (kips per stud)
TA Allowable design tension load for Hilti bolt, see Tables 1 and 2 Accendix 2 of of G&H scecification S5-30 15a2s/232s:10A
Gibba'& Hill, Inc.
Specificati6h'No. 1323-SS-30
~
Appendix 4W Page 7 of 14 O
SA Allowable design shear load for Hilti bolt, see Tables 1 and 2 Appendix 2 of G&H Specification 55-30 TR Reduced allowable tension capacity for Hilti bolt (kips)
SR Reduced allowanle shear capacity for Hilti bolt (kips)
P Actual applied tension load on embedded strip plate (ki_ps)-
5 Actual applied shear load on embedded strip plate (kips)
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Specification No. 2323-SS-30 Appendix 4W Page 8 of 14
_ 12"(MAX.)
E TYP.
,~
3/4" THICK EMBEDDED
/STRIPPLATE e
e s
O P
O O
O-9 I
(
a L. NELSON STUD R
PLAN OR ELEVATION EDGE OF EMBEDDED STRIP PLATE V
2 2
C
/
- 9. BOLT #
l H
y 1.5"
=
NEAREST STUD TO g
O A.
HILTI BOLI W
z.lL STUD LOCATION OF STUD LOCATION OF STUD hoi KNOWN KNOWN WCTATICN h HILTI BOLT FIGURE A AW-2 9 NELSCM STUD
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Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Appendix 4W Page 9 of 14 5.1.2 Calculation Procedure Sten 1 Determine the distance 'Z' between the nearest Nelson stud of embedded strip plate and Hilti bolt.
i a) If location of stud is known, measure
'Z'.
b)
If 1ccation of stud is not known, measure 'X' where 'X' = distance between Hilti bolt and nearest edge of embedded strip plate Z=X+1.5" Stec 2 Determine whether spacing violation exists:
0b 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 + 2.5d < Z 4 4.0 + Sd 12 41 a spacing violation exists, proceed to step 3 l
Stec 3 Calculate the re'duced allowable capacities of the Hilti bolt.
d R= 0+1.0 a = R(Z-Z ) + 2.!d 1
b = Z-a S.R. = [
1542s/228s:ICA l
Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Appendix 4W 0
Page 10 of 14 Reduced allowable (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 = 12.4-2.56 (for 1.5 5b5 3.5)
RTU = 28.9-7.2b (for 3.5 5 b $ 4.0)
,i Reduced allowable (working) capacity of Nelson stud in tension.
E TU T' = 9.95 7
(kips / stud)
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1542s/238s:10A
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,,y,,w w
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Specification No. 2323-SS-30 Appendix 4W Page 11 of 14 Step 5 Verification of embedded strip plate adequacy.
A) Location of Nelson studs of.the embedded. strip plate is known. Use.the reduced allowable (working) capacity of the stud in tension in the inter-action equation of paragraph 4.2 for all attachments within spans 1, 1A 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.
O l
ZONE CF D:FI.LECE 12" 12" hHILTIBOLT 0
1 1542s:10A i
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Specification'No. 2323-SS-30 Appendix 4W Page 12 of 14 ALLOWABLE LOADS FOR ADJACENT SPANS 1,
2 l 12- (max.)
I
~
(TYP.)
.a g
SPAN 1A SPAN 1 SPAN 1B U
ve n.
-n
,~
\\
/,. >
_._.\\,
._2 siuo H. BOLT O
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a)
I' & I" are use'd here only for illustrative purposes b)
Z' < Z" and both I' & I" are bolt violations c) The maximum capacity of the embedded strip plate, in particular span 1, is determined by calculating the allowable (working) capacity of the Nelson stud nearest to the Hilti bolt, (Z' in this case since Z' < Z").
d)
If a load is to be placed on span IA, the maximum capacity determined for span 1 may be used for span 1A provided that no other spacing violation exists for any other Nelson stud supporting span 1A.. If another spacing violation does exist then choose the smallest Z dimension for any one of the four studs of span 1A to determine the load capacity by using the procedures outlines on.the preceeding pages.
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Specification No. 2323-SS-30 Appendix 4W Page 13 of 14 O
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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Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Appendix 4W Page 14 of 14 l
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55 -3D APPENDIX 5 l
DESIGN CRITEP.IA FOR EMBEDDED LARGE-STEEL PLATES i
4 4
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Specification No. 2323-SS-30 Appendix 5
_Page 1 of 13 APPENDIX 5 DESIGN CRITERIA FOR EMSEDDED LARGE STEEL PLATES
1.0 DESCRIPTION
Embedded large steel plates are ASTM A36 steel plates, 3/4" thick connected to concrete walls and the under side of slabs by means of Nelson studs embedded in the concrete and welded to the-plate.
They -are used to support hangers and other structural supports which are connected to the embedded plate by welding or by threaded Nelsen studs.
The design of the threaded Nelson studs and the welds at the connection to the.
embedded plate is.the respcnsibility of the designer'of the hanger or other' structural support.
('^g 2.0 APPLICABLE EEFERNECES
.O 2.1 Manual of Steel Constructio'n AISC 7th Edition 2.2 Design Data 10 Embednent Properties of Headed Studs - TRW Nelson Division 2-77.
3.0 ALLOWABLE LOADS ON EMBEDDED LARGE STEEL PLATES 3.1 For design purposes each steel plate is divided into four different regions:
Cantilever, Exterior, Exterior
- Corner, and Interior.
There is an additional region called " Exterior Region Near Opening" if an opening in the steel plate exists.
See Sheet AS-1.
Designation of regions is as follows:
Area A; Interior Region Area B; Ex.erior Region Area C; Exterior Corner Region Area D; Exterior Region Near Opening Area I: Cantilever Region 3.2 Steel plate material is A-36 Nuclear Safety Related as 7-s defined en Drawing No. 2323-S-0786 for embedded plate details.
t Gibbs & Hill, Inc.
4 Specification No. 2323-SS-30 Appendix 5 Page 2 of 13 3.3 For allowable tension and shear loads at any location of each particular region of the steel plate see Sheet AS-2 through A5-4 and Sheet AS-8 through A5-lo.
No loading is permitted in the~ cantilever region except if special design is made for' adequate load distribution.
3.4 Stiffners may be used between the attachment and the plate for load distribution in order to stay within the allowable loads defined on Sheet A5-2 through A5-4 and
' Sheet A5-8 through AS-lo.
t 3.5 When moment is transmitted to the plate,- the moment may be converted into a couple acting on the plate; th.e couple is calculated as the resultant tension and compression force of the distributed pressure acting on the plate due to the moment.
The tension component of the ' couple and the direct tension load shculd be combined numerically.
The resulting tension force and
(_
the simultaneous shear force should be used in l s,)
conjuction with Sheets A5-2, AS-3, AS-4, A5-8, AS-9 and A5-lO in order to ensure that the plate is not f
overloaded.
Other design methods may be used if preven by analysis.
1
[
l 3.6 Weld contours of adjacent attachments, including auxiliary
- steel, shall be separated by 12 inches minimum.
See Sheet.A5-5.
For examples, see Sheet AS-6 and Sheet AS-7 for pin and moment connections to the large steel
- plate, respectively.
3.7 a)
Allowable load capacities for attachments smaller than 6"x 6" are shown on Sheets AS-2 through A5-4.
b)
Allowable load capacities for attachments 6"x 6" and larger are shown on Sheets AS-8 through A5-lo.
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-B through AS-lO may be too conservative.
In these
- cases, the total tension and shear forces may be distributed to a few lumped force peints along the tension welds.
Each lumped force point should maintain 1
l
s Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Appendix 5 Page 3 of 13 a minimum of 12" from any adjacent lumped force point.
The allowable load capacity shown on Sheets AS-2 through AS-4 may then be used to check each individual lumped force.
3.9 If the attachment is connected to more-than one region of the large steel plate the smallest allowable load capacity of these regions should be used.
3.10 Attachment dimension refers. to the dimension of 'he t
attachment at the interface with the large steel plate.
1 I
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. (PAM 4 CF 13 )3 I APPEND x 5 Or
' CANT 1 LEVER REGloN (AREA E)
Ex m i,R esi,N > R u e ve d;
- StJTTING q
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LinM-
, d,3@iEY@ERid M
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- ,1TERIOR CORNER RJ.' ' ?
3l RE610N(AREA C) n-1 1.['.f ' f. REGION.h 9KEA,h (TYM) es r.-
.ix11tRIOR REGION Y Y/
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PLAN OR ELEVATION
. NOTES :
r i c,. i
- 1. FOR ALLOWA&LE LOAD CAPACITY.AT ANY LOCATION OF AREA A ; INTERIOR REGION,5EE nG.'2 AMD FIG.6.
AREA 5 ; EXTERIOR RE610N,SEE FIG.'S AND FIG.9.
AREA C ; EXTERIOR CORNER REGION, SEE FIG.3 ANO FIG.9. -
AREA D ; EXTERIOR RE610N NEAR OPN'6.,SEE FIG.4 AND FIG.lO.
3.FOR LOCATION OF STEEL PLATES SEE. DE/cD 5-164 5.
~ 4.FOR NELSON STUD PATTERN SEE. DE/CD S-1582 TUSl COMANCHE PE AK TYPICAL CONFIGURATION OF O
LARGE STEEL PLATES FOR i
5 LOADED REGIO.N
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_ _ - - 2323 SH.A5-f
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.l IAPPENDIX 53 QPAGE 5 OF'IS)
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S ( & s)
I ALLOWABLE LOAD CAPACITY FOR COMBINED TENSION AND SHEAR Foia.
ATTACHMENTS SMALLER THAN 6"x6" INTERACTION DESIGN CURVE FOR LOADINGS ACTING AT INTERIOR REGION (AREA A)
G. 2 NOTATION P--- ACTUAL APPLIEP TEMSlON LPAP
- l S__
ACTUAL APPLIEI7 SHEAR. LDAP 5
-~U S COM AN CHE PE AK f
i x
SEE SECTION 3.5 OF THIS APPEt4D(X A440MA64E44/BSON!.4r4E STEEL M FOR ATTAGNENTS -
O $
SMAll.!R THAN dx 6"
~ = = ~ -
--237.3 SH. A5-2
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ALLOWABLE LOAD C APACITY FOR COMBINED TENSION AND SHEAR FoR ATTACHMENTS SMALLER THAN 6"x 6 IN TERACTION D ESIGN. CURVE FO R LOADINGS ACTING AT EXTERIOR REGION (AREA B) 4. ACTING AT EXTERIOR CORNER REGION (AREA C)
G. 3 NOTATION TUS1 COMANCHE PEAK P__ ACTUAL APPLIED TENSION LOAD
- S._. ACTUAL APPLIED SHEAR LOADS A44dWA34E l0/05 0#4/#4Ei O
- See sectio" 2 e os rsis ^eer o'><
- Pst'e'tt<Mufy"##>
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- - 2323 SH. AS-3 I
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ALLOWABLE LOAD C APACITY FOR COMBINED TE NSION AND l
SHEAR FoR.
ATTACHMENTS SMALLER THAN 6'k 6" IN TERACTl0N DESIGN CURVE FOR LOADINGS
_ ACTING AT EXTERIOR REGION NEAR OPNI5.(AREA D) WITH De='2',4I48 NOTATION P--- ACTUAL APPLIED TEMSWN LOAP3
$__. ACTUA L Al'l* LIED SHEAR l.8A
TU COMAN PEAK 5 SEE SECTlON 3.5 OFTHtS APPENOlX ALLOWAblf LCADS dNLAAGE STEEL & FOR ATTACWEN76 f
$ MALL EA; THA Al & x 6" ee
=~= %.
== 2323 SH. A5 4 1
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/APPG4 DIX ST EX, AMPLE 'l (PAGE 9 OF 13/
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P.A PL {d M XesXi'a = a,V TENstoH DUE, TO DIEECT TEH510CTCAVTPI PA" = FA i.0" 1
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TU 51 COMANCHF. PEAK MOMENT CONNECTION TO LAECs STEEL PLATE
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_ INTERACTION DESIGN CURVE FOR LOADINGS ACTING AT INTERIOR REGION
= G. 8 norAriou P - AC70AL AFFL/fD TENS /0/LDAO*
5 - ACTUAL. AFPDED $ HEAR 40AD*
~~y $
COMANCHE PEA K
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,gg gy,gg,39,95 gyyggy STffL & FOR ATTA0fMENTS
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INTERACTION DESIGN CURVE FOR LOADINGS ACTING AT EXTERIOR REGION (ARE A B)
AND ACTING AT EXTERIOR CORNER REGION (AREA C) rG9 norAriou F-AC72fA4 Affl/ED 7"EN6/0NLo4D*
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--2323 SH. AS-lO l
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O.<
SS -30 APPENDIX 5W i
DESIGNCRITERIAFOREMBEDOEDl.ARGEbTEEL'Pt.ATES
( ALTERN ATE)
O I
]
(Attachment to Westinghouse Document No.
10923 j
Transmitted with WPT-8031 Dated 9/10/85
)
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Gibbs & Hill, Inc.
Specification No. 2323-SS-30
,.ppendix 5W O
APPENDIX 5W DESIGN CRITERIA FOR EMBEDDED.,
LARGE STEEL' PLATES AUGUST 30, 1985 t
- O AUTHORS:
Ishvel b
..R. S. O rr q
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VERIFIER: M k h.-s-,N' H. P. Bonnet
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Specification No. 2323-SS-30 Appendix SW O-Page 1 of 6
1.0 DESCRIPTION
Embedded large steel, plates are ASTM A36 steel plates, 3/4" thick connected to concrete walls and the under side of slabs by means of Nelson studs embedded in the concrete and welded to.the plate. They are used to support hangers and other structural supports which are connected to the embedded plate by welding or by threaded Nelson studs. The desig,n of the threaded Nelson studs and the welds at the connection to the embedded plate is the responsibility of the designer of the hanger or other structural support.
2.0 APPLICABLE REFERENCES 2.1 Manual of Steel Construction AISC 7th Edition.
2.2 Design Data 10 - Embedment Properties of Headed Studs - TRW Nelson Division 2-77.
O 3.0 ALLOWABLE LOADS ON EMBEDDED LARGE STEEL PLATES 3.1 For design purposes each steel plate is divided into different regions:
Cantilever, Interior and " Exterior Region Near Opening", if an opening in the steel. plate exists. (See Fig. AEW-1). Designation of regions is as l
follows:
l Area A; Interior Region l
Area 0; Exterior Region Near Opening Area E; Cantilever Region 1
3.2 Steel plate material is A-36 Nuclear Safety Related as defined on Drawing No. 2323-5-0786 for embedded plate details.
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Specification No. 2323-SS-30 Appendix SW p
Page 2 of 6 C/
3.3 Loads on attachments on the interior region (Area A) shall be evaluated by calculating stud tension and shear loads using the following algor-ithms and evalu,ating.these stud loads using the stud interaction equation given below. Loads on the attachment are defined as Fx, F, F,
y 2
Mx,M,M: 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 2
M
+ M Stud tension: T = 20 F
+[*
3 20 2
a + 2 0.05 M )2+ (F +.05 M )2)1/2 Stud shear: V
((F
+
2 y
2 3
12 a
x i
T V(d)S/3 51 (h)Il Allowable stud load's:
+
O 3.4 No loading is permitted in the cantilever region except if special design is made for adequate load distribution.
3.5 Attachment to the exterior region near openings is only permitted when the edge distance, De, from the face of the opening to the first stud line is known such that the extent of the cantilever region is defined.
If Dey 4" loads on attachments may be evaluated in accordance with paragraph 3.3.
If De < 4" stud tension and shear load shall be evaluated in accordance with paragraph 3.3 and these loads shall be evaluated using the following interaction equation.
Y (IT iii5)5/3 5I s
5/3 s
(2.975 0,I O
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Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Appendix SW Page 3 of 6 3.G Stiffeners may be used between the attachment and the plate in order to increase the effective attachment size to stay within the allowable loads defined in paragraphs 3.3 and 3.5.
3.7 Weld contours of adjacent attachments, including auxiliary steel, shall be separated by 12 inches minimum. (See Fig. ASW-2). This minimum spacing is also applicable across butting lines between adjacent plates.
3.6 For plate attachments larger than 16" x 16" the use of* paragraphs 3.3 and i
3.5 may be tco conservative.
In these cases, the total tension and shear forces may be distributed to a few lumped force points along the tension welds.
Each lumpec force point should maintain a minimum of 12" frem any
' adjacent lumped force point. The allowable load capacity of paragraphs 3.3 and 3.5 may then be used to che.ck each individual lumped force.
4 3.9 If the attachment is connected to 'more than one region of the large steel plate the smaller allowable load capacity of these regions should be used.
1 3.10 Attachment dimension refers to the dimension of the attachment at the interface with the large steel plate.
If the attachment consists of a structural member and baseplate welded to the sheet plate, the dimension i
a shall.be the distance from the compression flange of the structural member to the tension weld of the base plate to the sheet plate (see Fig.
ASW-3) t 4
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Specification No. 2323-SS-30 Appendix SW Page 4 of 6 i
INTERIOR CANTILEVER l
REGION REGION
=
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(AREA A)
(AREA E) l
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!O PLAN OR ELEVATION VIEW OF SHEET EMEEDDED PLATE l
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Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Appendix SW 6
Page 5 of 6 h
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.TJNSICU ATTA CHMEHT 70 THE CEHTER L/Hf CF THE CCho'R136ICW
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Specification No. 2323-ss-30 Appendix 5W 1
Page 6 of 6
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JS -30 I
APPENDIX 6 j,
i ALLOWABLE LOAD CR:TERIA FOR 1-1/2" DIAMETER - A193 GROUTED IN ANCHOR BOLTS 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 capacity a.
Ultimate load condition -
69 Kips 34.5 Kips b.
Working load condition 3.
Cc=bined Tension 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) b.
Working load condition T
+
V s 1.405 in.2 47 Ksi 24.5 Ksi i
Use allowables given for ultimate load condition when designing for emergency /f aulted ( service level C&D) 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 i
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) ease distance effect due to proximity of cpening etc.
above criteria cannet be applied directly.
Such situations should then be independen ly examined on a case by case basis.
i IA
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C31ANCE PEAK STT.M EE.T"RIC STATICH CESIGN GANGE MmIORI";CICE 1
(WII.I.) ()GfZM E INCDRPOIUCID IN DESIGN DOC 08.!Nr DCA NO.15.338 R-1.
1 SA.T ?."/CID DOC 28.!NT: U YES NO FOR Ot-C AA,D-2.
CRIGINATCR: CPPE E ORIGINAI, CES:NiNEik
- c,ms cERING USE ON' Y 3.
DESO.IFr!CN:
A.
APPI.ICABI.E SPE"./DNGn.uE.fr 2323-55-30 Rr/.
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S.
DE:"r-- <
THIS REVISIOl VOIDS AND SUPERSEDES DCA-15.338 R-0 Add Accendix 6. " Allowable Imad Criteria for 1-1/2"6 - A193 Grouted in Ancher Bolts". to the referenced seecification.
l 35.1105 P :. L :, IVED I
10 N 1 o iCc 4 1
4.
.wsr m.uC DCE"28 ?MCICN:
OCC:.',ENT CQNTR0f, N wa GIN-576,,,
'/. ' ::, GIN-62137 Deletec Page 2 of Rension "U" of tnis LCA per telecen cetween E. i.. Beuor ed P. Patel en 1-12-81 5.
APP!C/AI, SIGNA 2VRES:
PP/ccp
/ "/ 2-Y b A.
CRIGINAICR:
h CTCE I
B.
DESIGi REPRESENJCIVE:
/Zu DICE /"71~h o m b -.. e i
M ex:E d :/rt C.
cESIGN arnEx PRICR a ISScE:
6.
VE2COR E ATED CHANG 2 X NO Y.EER f-7.
Sr m DISTRIBITr!CN:
j AR*.S (CRIGINAI.)
(1)
B. F. JONES-PROCURS D T (2) cuAr.:n con:EERnc (1)
DCIC FCR CRIG. CESIGi (1)
TS FOR CRIG. DESIGN (1)
PSE (1) ccA ! CPM 9-83 CIVIL ENGINE.~:. RING (1)
" " - * - - = - _ _ _ _,, _,,,
~
S P ECIF1CATicN 2323-55-Sc APPEND 1X 6
alt.OWA5LE LOAD CR\\TY.RIA FOR
!!!"9-A193 SROUT'dD-IN AMcMO R BOLTS For a single grout-in*tiolt installed Tn
- c=rdance with procedure set forth in CP-El-13.0-3-Rev.1, allowable load criteria is as follows:
- 1. Allowable Tensile Capacity -
a) Ulti= ate load condition - 105 Eips bJ Working load condition 66 Kipe
- 2. Allowable Shear capacity a) Ultimate load condition - 69 Kips b) Working load condition - 3 4.5 Kips
- 3. Combined Tension s Shear a) Ultimate load condition 7!Ksi 4TKai Mg 1.405 in.2 (Tens 11e stress area of thi-A193 b=it;
~
T
+V b) Working icad condition
( l.405 in.2-I
+v 47ksi 24.5Kai Use allowables given for ultimate load c=ndi:1== -t.an designing
- er emergency / faulted (service level CsD) loads and when design is based on normal / upset (service level A&B) leads j
use allowables given for working l=ad condi:.iwn.
i The above criteria can be used for a group cf 4 bolts and 6 bolts in a 2'-9" min. concrete thickness, provided a minimum spacing of 14 in, for 4-bolt pattern and la in.
f:: 6 belt pattern is maintained.
l In the event of, a) overlapping due to another anchor of a near-by support b) edge distance effect due to proximicy of opening etc. above criteria cannot be applied directly.
Such situations shculd then be independently examined on a case by case basis.
l l
/S332 Rev l l
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(WIZZ,) (1EIM0tE2E) BE INCCRPCRA32D IN DESIGE ICCDGNr
.DCA NO.
15,338
~ ~ '
c 4f8-
~
2..
1.
skyttT REIATED DOCCMEN!': XX TES NO 2.
CRIGINA2CRs CPPE XX CRIGINAL DESIGER L ~i..
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DESCRIPfICN:
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APPLICABIZ SDEEVtHGdc0CIMNr 2323-55-30
.RE7 0 h'iQ.
A.
...e.n
Add sheet 2 of 3 hereof to Accendix 3 of the.'..... '
.b.___.,._.
.m. _.,w i M
-g~' *,q5p' ' 4.r%
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referenced specification.
~. ;r.
2.
~RdFAccendGN' " Allowable t.oad Criteria for 1 1/2"0 - A193 Grouted in
- W '.
.._ 3
..... a..
. m,- 3.... g-..9 3.d:.
Anchor Bolts". to' the referenced seecification.
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GTN-62137 j
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APPBCVAL SIGIAIURES:
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CRIGINAICR:
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CESICT REPRESENIATIVE. C[J hM?
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6.
VENECR ""GNSMITIAI, PJEX:UIPE: 'IES NN ID 7.
- SUNCARD DISmI2CIICi:
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(1) B.F. Jones-Procurement (2)
ECA FCRa 11-80 c: alit f d'ngir.e-ri:~g (1) h:::un. Te 7-62 IS f r orig. Cesign (1)
West.f,t.cuse-Site (1).
l Civil Engineering (1)
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- ,' S P E C I FIC A T IC M 2323'.66'30
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f.c- . :n e.. [Ill 'N ..g ggaun ALLOWABLE LcAD CMTr.mA FOR !pp - A 193 ,9 , m UW egou ; go-ts AMcHOR BON [ ..:f' 3,.,,... u. ...-g. ':* ::.v.: ...,:4. 4... 2. .? %%ga....:. ' !=. MMtl_,_ ror a.singin grout-in 'bsIt Installed iH ' - ,. = :._.. 'accordance with procedure set forth in CP-EI-13.0-3-Rev'.1, allowable load criteria is as follows:
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.... :., :~.;.. 9R2 v :. 72....... .:,..h.; Allowable Tensile Canacity - s ~%: hit i:x.. :-l.r rii "- . ;t? - N ' Meo'a) Ultimate load can'dition - 105. Kips 6: '. ' W> .[# [ ..;:.):Y..c;:. b) Working load condition
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. - p. : .m.2 p A11owable Shear Capacity - .,.,.. n :.- - ,? q f:,.a.'i f :. M'?' ' ,,t g;. e $JI."Pa).. Ultimata -load condition - 69 Kips -... ~ ~ . y; . ".'.f. 1. ?le v.)... ::.i.4.br b eWorking load. condition - 3 4.5 Kips . -..,,...g :.;, r +1. ..; 7..
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.. q.a).Ul*.i= ate.Icad, condition i... ' !. '. [@~,' .d'l '. T' +V- . ? @E? 7 5K n i 4 TK n i 8M 1.405 in.2(Tensile. stress area of 1 9-A1931:= \\ b). Working load. condition
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~... ' O.! /4.,;. ' no - W. Lv- ^? Use allowables given for ultimate load condition when designing for emergency / faulted design is based on norm (al/ upset service level C&D) 1cada and when (service level Asa) 1 cads s. . use.allowables given for worki=g 1 cad condition. The above criteria can be used for a group of 4 bolts and 6 bolts in a 2'-9" min. concrete thickness, provided a m 4 " 4 - "m spacing of 14 in. for 6 bolt pattern is maintained.for 4-bolt pattern and 18 in. In the event of, a) a near-by support b) overlapping due to another anchor of of opening etc. above criteria cannot be applied directly. edg Such situations should then be independennly exa.c.ined on a case by case basis. es .. - ~
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SEISMIC DESIGN CRITERIA FOR CALLE TRAY HANGERS O APPENDIX 3 (DELETED) l O lR2 DATA TRANSFERRED TO APPENDIX 2. l O l 1477m l l
j 4 l E i I a 1 i s } APPENDIX 4 Mcximum Longitudinal Cable Tray Support Span i j I F I l 4 h i I i l l Note: This is a Gibbs & Hill document incorporated in j l the design criteria without any changes l ) i f r y h
STE. AIGHT T20M e-50PPol2.T5 For2. LOQCaiTdDiMAL LcAD.WCi = I A,' T C'-O' M AX. M*.0" MAX. COV"W_cas l "f 2. AYn ~ s S ~ g;i.? ei;%.15 ' \\ pacs or wuc. \\ ) . j-P L. A M I AO' O M A%. = r* / Ao'.c v Ax. som Ws 24 i g Fort v 50' I Jmo'. c M A t t to.c,.. _I F3G W s W .r s 3: o u oes irop; 'At {.72Ay r FA C E & COWC. s;PPocT # i-h
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MOR l 2 ONJ TA L T E.E-y ___ = S UPPC2T5 FO2. LOVGITL)Dt.W AL L O AD MG + 8 a .' __l' "o j LodCotT. $0PFo.27 6j14 e (TEAN e J L b f / o, i 2 / I(FACE Oc WALL / \\ - e d.o* a x. 1 ( =i (T Y P.) PLAd FA C 6 OF w'ALL \\ l I \\1 i o i C Lov rf. 5dPPO2T M AY EE M TTR.D of VE fZ.sFicATeod TEAV. 7.6-C' M AX l (TYR) LOUStI SUPPORT I(TYP.) e F J em f/ Xi = w ( = AC E OF WL t.L g i } PLAM F l f9 i m L ovGIT.
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