ML20210F304
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EBASCO SERVICES INCORPORATED Genzral Instructica3 For Cable Tray Hanger Analysis For f] Comanche Peak Steam Electric
(/ Station No. 1 and 2 REVISION i PREPARED BY I REVIEWED BY l APPROVED BY DATE PAGES AFFECTED :
1 I I I I I I I I I I I I I I I R0 IZ. T. Shi l R. Alexandrul G. Kanakaris l 6/14/85 l l I I I I I I H. Schoppaannl l I l
' l l l 1 lN. Tassoulas l I l l l l l l l l l l l l l l l l l R1 IH. Schoppmanni R. Alexandrul G. Kanakaris I 8/23/85lSee Sheet iii l l I I l- 1 F. Hettinger i I I I l l l l l l 1 1 I I I I i l lH. Schoppmannl l l I I I 1 l l R2 ,
F. Hettinger R. Alexandrul G. Kanakaris 112/20/85lSee Sheet iv l l 1 and v i
} l lL. Gorozdi l l l l l l l l l l R3 lP. Harrison i F. Hettingerl R. Alexandru I 8/8/86 ISee Sheets vi l l l l l and vii l H. Schoppmannl i I l l l l l l 1 I i l l l l l R4 I Harrison i F. Hettingerl R. Alexandru 1/15/87 See Sheet viii
! !"s(# M 5f Y ! %
COPYRIGHT @ 1985 EBASCO SERVICES INCORPORATED 2 World Trade Center New York, NY 10048 J
v 3362M ,
87021i0052 870127 PDR ADOCK 05000445 A PDR
O TABLE OF CONTENTS
?.*&*
Table of Contents i List of Attachments 11 List of Revisions iii Introduction 1 I Model 2 II Loads 3 III Boundary Conditions 9
.IV Eccentricities 11 i V Nodal Points 11 VI Warping Stresses 11 VII Footprint Loads and Embedded Plate Qualification 12.1 VIII Shear Center Location of Composite Channels 13 IX Weld Design Verification 13 i
Appendix 1 - General Instructions Specific to Unit 1 Only I
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LIST OF ATTACHMENTS SHEETS Al - Additional Weight for Structural Members Due to THERM 0 LAG (O) Fire Protection.................................................. 14 A2 - Calculated Equivalent Densities for Structural Shapes Fire Pro t e c t ed wi th TH ERM0 LAG . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 B1 - Transverse Support; Loads and Moments to Be Considered........... 23 B2 - Longitudinal Supports; Loads and Moments to Be Considered........ 24 C1 - Cable Tray (Full Fill) Unit Weight With and Without THERM 0 LAG........................................................ 25 C2 - Cable Tray Frequencies Without THERM 0 LAG in Transverse, Vertical and Longitudinal Directions............................. 26 C3 - Cable Tray Frequencies With THERM 0 LAG in Transverse, Vertical and Longitudinal Directions............................. 29 D - List of Rooms Where Cable Trays Are Fire Protected by TH ERM 0 LAG . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32 E - Additional Notes on Models and Design Verification (including KL/r requirements).................................... 33 lR4 F - Load Combinations for Computer or Hand Analysis.................. 37 G1 - Verification of Hilti Anchor Bolts for Surface Angle Connections...................................................... 39 G2 - Verification of Richmond Anchor Bolts for Surface Angle Connections...................................................... 40 G3 - Verification of Anchor Bolts Securing Surface Angles............. 40.1 G4 - Prying Action Factors for Base Plates with Four Bolts. . . . . . . . . . . . 40.4 t
G5 - Interaction Requirements for Anchor Bo1ts........................ 40.5 G6 - Comments for 'G' Attachments..................................... 40.6 G7 - Consideration of Concrete Slab Topping in Hilti Bolt Evaluation....................................................... 40.7 G8 - Concrete Compressive Stress Under CTH Anchorage Shim Plates, i Ba s e Pla t e s and Ba se Angle s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40.8 l
l G9 - Anchorage Spring Rates........................................... 40.9 i
l H - Eccentricities for Braces Welded to the Back of Vertical Post.... 41 I - Working Poin t Brace Eccent ricity. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42 J - WorkinF Point Eccentricity for Brace with Gusset Plates.......... 43 ii ( l of 2) 3362M
I-LIST OF ATTACHMENTS (Cont'd) SHEET K - The Area of various Sizes of Cable Trays......................... 44 h
U (Husky Products Inc.)
L - Comanche Peak SES Response Spectra Curves........................ 45 M - Warping Stress Tab 1es............................................ 111.1 N1 - Foot Print Ioads and Embedded Plate Qualification Attachments.... 148.1 N2 - Minimum Spacing Requirements..................................... 148.2 N3 - Footprint Load Transmittal Form.................................. 148.3 0 - Shear Center Location of Composite Channels...................... 149 P - A Temperature Values for Various Buildings and Rooms. . . . . . . . . . . . . 151 Q - Procedure to Account for Hanger Stiffness in Determination of Thermal Load...............'................................... 152 R - Dimension Tolerances and Design Verification..................... 158 S - Warping Stresses in Anchorage We1ds.............................. 159 I
T - Allowable Bolt Load Vs Clear Edge Distance of Structural l Channel Selections............................................... 160 t e
( U - Cable Tray Hangers with Conduit Attached......................... 161 V - Torsional Buckling of Angle Members.............................. 163 W - Effective Throat Thickness of Partial Penetration Bevel Groove Welds..................................................... 164 X - Inaccessible Attributes (IA) Evaluation Procedure................ 166 Y - Determination of Load Distribution Among Supports................ 171 Z - Consideration of Longitudinal Connectivity Between the Cable Tray I and Transverse Hangers........................................... 183 R4 For list of Appendix 1 attachments, see sheet A2. l 0
G ii (2 of 2) 3362M
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- REVISION LOG
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Introductica These general instructions have been written to assist personnel design verifying Cable Tray Hangers. They are a means of interpreting and
~. supplementing the Design Criteria. They are by no means a substitute or
(-/l replacement of the Design Criteria. These instructions also provide a uniform approach in calculations. The approaches identified in these instructions are those which the writers believe would have involved too much variability in interpretation, or would have been interpreted with unnecessary over-conservatism. All engineers must therefore follow these instructions exactly as specified.* For approaches which are not specifically outlined herein the engineers shall use documentation, books and other sources traditionally used and accepted in the design process.
Except where specifically noted within the General Instructions, its contents are applicable to both Units 1 and 2. Appendix 1 contains all instructions specific to Unit 1 alone.
l -g i
- The requirements herein are minimum requirements. More conservative approaches may be used provided that the hanger can pass the design verification process. If a conservative approach is used a statement to this effect must be included in the calculation.
l l
Sheet 1 (Reprinted by Rev. 4) 1/15/87 3362M i
l
O NOTES ON IDENTIFICATION OF LONGITUDINAL OR TRANSVERSE HANGERS A) A hanger is a longitudinal hanger if it has longitudinal braces and heavy duty claaps attaching the tray to the hanger. The field will identify the longitudinal hangers.
B) A hanger is also a longitudinal hanger if the hanger's vertical posts are oriented such that the strong axis opposes longitudinal forces and the tray has longitudinal type claaps (refer to sketch below).
C) Other supports for which "A" or "B" above is not applicable will be considered transverse supports.
m..-s L O M & tTLJ bl W A k, c.6Anr.(Tve) g #
I f-VrtricAL F (TYM)
Po5r
~ _- _ _ _ _ _ _ _ _, -
E
-_3, C.A && E. N Y
. -n l .
PLAbJ NIEW l
Sheet 1.1
_ (Reprinted by Rev. 4) 1/15/87 l
1 I
L__. _ _
I - Modal a) A three dimensional model shall be used and all members shall be
,s represented by lines with relative eccentricities determined in (b
s accordance with guidelines contained herein.
- 1. The user shall prepare the model using the global axes shown below.
< l+y (VERTIC AQ
+ X (TLAW5 VERSE)
+ z (tomnuomo b) For both the static analysis model and the frequency analysis model, a rigid member between post and tier shall represent eccentricities and joint loading shall be used for both.
c) All nodal point connections shall be as follows: "
l For bracing:
pin connection shall be assumed on connection with plate. (SEE ATTACHMENT "J")
pin connection shall be assumed for braces welded to back of posts (SEE ATTACHMENT "H")
For post to tiers:
[d -
all' connections shall be moment connections.
i For hanger to building connections, see Section III.
d) Local eccentricity aball be considered for gusset plate verification. The total eccentricity considered thould be equal to half the thickness of the gusset plate plus half the thickness of the angle leg welded to the gusset plate.
i e) For other eccentricity information, see Section IV.
Sheet 2 (Reprinted by Rev. 4) 1/15/87 3362M
II - Loads For loads and moments to be considered, refer to either Attachment B1 or B2 and the following legend.
O Legend: (For loads and Attachments B1 and B2)
.U WT, = hanger structural steel dead load weight
=
PpL dead load of cable tray for transverse hangers (weight per foot times Ly+L2) 2 Pot
=
dead load of cable tray for longitudinal hangers (weight per foot times LLy+E2) 2 Py =
dead load of cable tray multiplied by the vertical acceleration corresponding to system vertical frequency.
= dead load of cable tray multiplied by the horizontal PH acceleration corresponding to system frequency in the transverse direction.
Pg =
dead load of cable tray multiplied by the horizontal acceleration corresponding to system longitudinal frequency (for longitudinal supports only).
PLT
=
thermal loads for longitudinal supports only, whenever applicable (see Section II F).
k '
L ,L " Span lengths to adjacent supports.
1 2 LL1,LL2 = Span lengths to adjacent longitudinal supports (see Section II G).
gy =
Value of seismic acceleration (g) in the vertical direction.
=
sht Value of seismic acceleration (g) in the horizontal transverse direction.
- ghi
=
Value of seismic acceleration (g) in the horizontal longitudinal direction.
A) Dead Loads
, 1. Hanger structural steel dead weight (WIs ) and cable tray dead load (Ppt) shall be calculated separately for analysis.
Hanger structural steel dead weight shall be calculated from structural steel density and applied at nodal points in computer runs. For hand calculations, apply this load uniformly along each hanger structural member.
I Note: Structural steel with Thermolag requires a density l modification. (See Section II E)
B) deleted Sheet 3 (Reprinted by Rev. 4) 1/15/87 3362M i
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l I
l C) Scismic Loads on Hangers
/N 1.0 Seismic loads on hangers located in buildings lR4 For specific instructions on how to apply seismic loads due to hanger structural steel weight and cable tray weight on hangers, refer to Attachments "B1" and "B2".
The seismic loads are calculated by multiplying the appropriate weights
, , by the "g" values obtained from the response spectra for the system frequency in three directions. In addition, a multimode response multiplier (MRM) equal to 1.25 shall be used.
Depending upon the system frequencies, the product of 1.25 g shall be as follows:
for system frequencies at the left of response spectra peak or at the peak, use 1.25 x g peak for system frequencies at the right of the peak, use 1.25 x gf system for transverse type cantilever and trapeze cable tray hangers, -
the seismic load effect due to the hanger self-weight in the longitudinal direction (direction parallel to tray run) shall be determined by multiplying the spectral "g" value corresponding to the CTH fundamental (lowest) longitudinal frequency by 1.25 l regardless of whether that frequency is to the left or right of the peak response frequency.
for exception to the use of 1.25 MRM in the Equivalent Static Method, see Attachment Y Part 1 Notes:
- 1. When calculating system frequency, the tray frequency
! shall cc. respond to the larger tray span (L1 or Lg) on eu.ner side of the hanger.
- 2. Determine the system frequency by combining the support frequency with the smallest cable tray frequency among the various sizes of trays which are supported on this tray hanger.
l
- 3. For the determination of support lowest frequencies, the user should use a 3-D frequency run. Since the results from 3-D runs are sometimes difficult to interpret, it is recommended that Static Condensation for each direction i be run using the same 3-D model.
2.0 Seismic loads on hangers located in Unit 1 Yard Area manholes l l
The seismic loads are calculated by multiplying the appropriate lR4 weights by 1.5 times the ground level. enveloped peak "g" values as O
I given in Appendix 1 Attachment AA' Sheet A6 of these General l Instructions. l
, Sheet 4 (Rev. 4) 01/15/87
D) Moments on hangers p 1. For specific instructions on how to apply moments generated (j by Pot, Py , P H, P Attachments "Bl" tand and"B2".
PLT on hangers refer to E) Fire Protection Weichts I. Thermolag Weight
- 1. For unit weights of cable tray including Thermolag refer to Attachment "C1".
- 2. For Unit #2 all cable trays located in the rooms listed in I the Attachment "D" are considered to be fire protected by lR4 Thermolag. In addition, contact your group leader for l l Auxiliary Building Added Scope Thermolag room list. l For Unit #1, see Span Length Drawing for Extent of Thermolag.
l
- 3. When Thermolag is applied to the vertical posts the additional Thermolag weight shall be applied directly at the nodal point between the horizontal and vertical members.
n a s.e* wnm f kII" [
Q ffeML #-
- Note 24 Inches
, g eagug;,pgt,y .
gN Measured at C.G.
SEE 4. L[/[/
(^)
e[ TI =wmam Y ,
A s'"iPx ic ./v=Av 14'* l '
/E l wwTd li ;. '
+- ,2_. ames w i
- 4. For simplification, assume Thermolag for the entire length of the tier. For example, consider a C6x8.2 that requires the application of Thermolag:
a) For computer runs, a new density shall be input for steel covered with thermolag.
8.2 + 9.84**
= DENSITY FACTOR (D.F.)
8.2 New Density including Thermolag is equal to D.F. times -
0.284 lb/cu. in.; Refer to and use Attachment "A2".
~
b) For hand calculations, refer to and use.the Tables of Attachment "Al" or "A2".
II. Thermoblanket Weight (Unit 1) lR4 1
- 1. See Appendix 1, Attachment C', Sheet A4.2 of these General l
(' Instructions for Unit # 1 dry weight of thermoblanket. See span length drawing for extent of thermoblanket.
I l
- The value of 9.84 was taken from Attachment "Al" Sheet 5 (Rev. 4) 1/15/87 nmar
, F) Thermal Expan91cn Load
- 1. For structural systems composed of a series of individual
, components joined by standard type bolted connections, and supported at intervals by non-rigid supports, ambient temperature O induced loads are practically non-existent, primarily due to the self-limiting nature of thermal loads. The CPSES cable tray and hanger system is such a system. Many factors contribute to this phenomenon in which the structural constraint required to develop
! significant thermal loads is dissipated as the structural system is heated. Such factors include, among others, clearances in bolted connections due to initial hole oversize, clearances in bolted connections caused by bolt thread local plastic deformation under load, large and small direction changes in cable tray runs, i
longitudinal flexibility of the cable tray hanger and its i anchorage, and thermal deformations of hanger anchorages.
Despite the presence of these inherent conditions which for all practical purposes make the consideration of thermal loads on ,
cable tray hangers unnecessary, thermal loads induced onto the ;
hangers by cable tray thermal expansion /ccatraction shall nevertheless conservatively be determined as described below, and implemented into the cable tray hanger design verification using load combinations and allowable stress limits defined in Sections III and IV of the design criteria, and procedures presented in Attachments B2, P and Q of these General Instructions. Thermal effects due to temperature changes of hanger structural members
- themselves, and of tray segments supported at several points .
! within a hanger are negligible and shall not be considered.
- 2. Cable tray hanger thermal loads shall be based on the O temperature difference between CPSES FSAR maximum normal operating ambient temperatures and a 90*F installation temperature (see l Attachment P). An effective coefficient of thermal expansion of 0.0001 inch / inch /100*F shall be used. For hangers in which consideration of hanger longitudinal stiffness significantly mitigctes the consequences of the calculated thermal load, such effects shall be considered according to procedures presented in Attachment Q.
i
- 3. Only longitudinal and multidirectional supports will resist j thermal expansion of cable trays.
i j 4. For a straight "run" only the first and last longitudinal (or multidirectional) supports resist thermal expansion.
- 5. Deleted.
i Note: See Figures on sheet 6.1 for examples of items 3 & 4.
Sheet 6 ,
t (Reprinted by Rev. 4) 1/15/87 i 3362M 1
h
.--..n- -+ e-~,--,- ,,enm,,- e-, ,--~~,-*-w,
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8
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. PLAN oe ELEVATloN sum anw q l l i i de, marta ws,8 a swsitu>su.
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- J W .Y ^2. M i h i i (E"
. PLAM on ELEVATIOM NOTES:
l 1. For deviation from above sketches check with your group leader, j Specific information shall be verified by field.
I 2. If 0 is less than (+20*), consider as a straight section of tray.
l Sheet 6.1 (Reprinted by Rev. 4) 1/15/87
G) Longitudinal cp n langth7 to be und for longitudin:1 cmble tray loads onto longitudinal hengarx The tray span length between two adjacent longitudinal supports shall be verified by field and should not exceed 40'-0.* l
( 'N U
i For example, see sketch below: l LOWralTUDIN AL H
ii- i i I I I l TRAN5 VERSE dd Ii
! ! ! ! #L-CA W.,
i i i l iR TRAY ENDS [ g i i LLs 2'05. TL i A%0MED '
. 4 0'-D" * .
4 0'- O' * .
(M A x.) (M A%.)
SU PP0ft.T ^ !buPPORT B Note: LL1 & LL2 are tray span lengths measured along the tray q centerline.
Case 1: For horizontal tray offsets SE 5'-0 with standard fittings.
For vertical tray offsets 6_2'-0 with standard fittings.
- 1) For longitudinal support A, the tributary longitudinal tray span length is
+ 2 or + 2 = 22'-0 2
- 2) For longitudinal support B, the tributary longitudinal tray span length is LL1 + LL2 2
Case 2: If horizontal or vertical offsets exceed the limits of Case 1 or_ hinges are present, the distance between centerline of the offset or hinges and the support shall be considered as the tributary tray span length for the corresponding support.
For Unit No. 2, 40 feet shall be used only when the actual tributary length is not available from field. For Unit No. 1, use the as-built spans from the span length drawings.
3362M Sheet 7 l (Reprinted by Rev. 4) 1/15/87 l
l
l H) Preparation of Load Combinations Loading combinations to be considered for either computer or hand analysis shall be as per Attachment "F". For the allowable stresses for these load combinations see the latest Design Criteria. ,
1 I
O
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- -l l
Sheet 8 (Reprinted by Rev. 4) 1/15/87 l .- - -,. _ _.~.- - - - .
l I
III. BOUNDARY CONDITIONS )
A) General Approach:
Boundary assumptions should reflect the actual anchorage configuration. All Unit No. 1 hangers ana all modified Unit No. 2 hangers shall use the anchorage spring rates as described in Attachment G9. For previously analyzed unmodified Unit No. 2 hangers, the boundary conditions described in (B) through (D) below were used. The analysis of these Unit No. 2 hangers shall be reviewed, and for any which have fundamental system frequencies to the right of the spectral peak, an evaluation must be made to determine the effect of actual anchorage flexibilities.
B) Beam or Wall Connection
- 1. One-Bolt Connection:
Assume free rotation (pinned condition) about Z axis. Assum'e fixed rotations about A and Y axes considering the prying action. If the system is stable, however, (eg. bracing provided) free rotations may be assumed about X and Y axes.
J V
@! i-
-- -- . if d5 ',
t .
1 x, :
O i a
e 2
- 2. Two-Bolt Connection:
The connection detail shown below can clearly resist moments about the Y-axis and the Z-axis. Full fixity of rotation about the X axis may be assumed considering prying action.
i (f.i . %'h o-l__ ~- + -
.-h
,W i
Z (Odr& PAP &8t) Sheet 9 (Reprinted by Rev. 4) 1/15/87 3362M
C) Welded Connection
?
If a channel or structural tube member is welded all around or at hd least on two opposite sides to an embedded plate or to a surface plate anchored with at least four anchor bolts, the connection should be assumed to be fixed in all directions, i.e. three (5) translational and three (3) rotational directions.
D) Ceiling Connection
- 1. One-Bolt Connection:
Assume free rotation (pinned condition) about Y axis.
Assume fixed rotations about X and Z axes considering prying action. If the system is stable, however, (eg. bracing provided) free rotations may be assumed about X and Z axes.
T
" I l
~
L -... _ . - .
___ 6 L__
_ _ __ _5 m e em um 4 Im m check section for 5
r moment transfer.
E
&#' I M
- 2. Two-Bolt C'onnection:
If the post of a hanger is welded to one of the legs of an angle, with the other leg either being anchored to concrete with 2 or more bolts (as shown), or welded to an embedded plate or to an anchored plate secured with four bolts or more (not shown), the connection should be assumed to be fixed in all directions. For applicable prying action formula refer to Attachment "G". -
Y I iY k
~
= 7
' / check section for X- - - - - -
e moment transfer.
/ ,- M I 3
y N, i
Sheet 10 (Reprinted by Rev. 4) 1/15/87 3362M
IV - ECCENTRICITIES
,-- For computer or hand analysis, various eccentricities must be
( ; considered to realistically account for the application of loads and
\' interconnections between structural members:
- 1. For load eccentricities on tiers, see Attachments "B1" and "B2".
- 2. For connecting eccentricities between tiers and posts, use a rigid link with a length equal to the distance:
X (post) - E (tier) + fb(tier). (SEE ATT. "E", SH. 1)
- 3. For bracing eccentricities for working point condition and gusset plates, see Attachments I and J respectively.
- 4. For eccentricities for braces welded to the back of the post, see Attachment "H".
V - NODAL POINTS i
A) Assume one nodal point if the dimension between the top of the horizontal tier and the bottom of the diagonal brace is within d/2 inches foro(E 50* and d/3 inches for d' 50". The "d" is the width of the post to which bracing is welded. Refer also to ATTACHMENT "I".
B) Assume one nodal point if a gusset plate provides the anchorage
/N for the diagonal brace. Refer also to Attachment "J".
\m-VI - WARPING STRESSES A) Hanger Members Warping stresses in two directions (normal to the member crossection and in-the-plane of the crossection) must be considered for members subjected to warping effects (ie. members g4, welded "all around" at embedded plates or anchored plates). These stresses must be added to other normal and shear stress in the member.
After the static analysis results are obtained, torsional moments are found in the various members of the hanger. These torsional moments generate warping stresses (both normal and shear) which have to be added to the normal and shear stresses obtained from the frame analysis done by computer. For this purpose Attachment M and the procedure below should be used.
a) Cantilever Condition The following outlines the procedure on how to obtain the torsional stress (both normal and shear) at fixed end of a cantilever member subject to torsional moment M (K-in).
4 Sheet 11 (Rev. 4) 1/15/87 3362M
- n.---- . c---- -
,-,,,c-,-,.,
+ --, + . . - - , - ,_.,-_.-n , , , - , , - - - , - - - - , , , - - - - , , , - -
..--,-m,~ , . . - , , . . , - - , , , - . - - . - - . - .
- 1. Obtain the torsional moment MT (K-in).
A (v j 1 i/Nr '
t h ?
- 2. Determine the distance "A" from the free end to the point of application of torsional moment M T-
- 3. Obtain the warping normal stress SIGW and warping shear stress TAUW at different points on the channel section (points called 0, 1, 2, 3) as shown on Sheet 112. These stresses correspond to a given centilever " length", moment location "A" and applied torsional moment equal to 1.0 K-in.
- 4. Multiply the above torsional stresses by MT in order to obtain the actual warping normal stress and warping shear in Ksi at the fixed end of the cantilever channel members.
Please note that the above torsional stresses were calculated using AISC formulae.
b) Cantilever with several moments This case is applicable to a post with several torsional moments or a cantilever with several trays.
- MTs MYs MYJ h b f Y As:
b
(
As .
Use the procedure in (a) as many times as moments are and then perform superposition of stresses.
c) Both ends fixed This case is applicable for tiers and other members fixed at both ends. The procedure to calculate stresses is identical to (a) above. The verification should be made for the section closer to the torsional moment.
B) Anchorage Welds R4 See Attachment S.
Sheet 12 (Rev. 4) 1/15/87 3362M
-VII - FOOTFRINT LOADS AND EMBEDDED PLATE QUALIFICATION' l l
NOTE: This section is ON HOLD pending the establishment of the embedded O plate design verTTication approach by the Project at a later date.
I lR4 I
For each hanger analyzed (Unit 1 and Unit 2) which has attachments I to embedded plates or has attachments consisting of Hilti bolts / l Richmond inserts that violate the minimum spacing requirements specified in either Spec No. 2323-SS-30 Rev. 2 (see App. 2 of CTH Design Criteria) or Figure 6 (Attachment N2), a set of footprint loads (maximum absolute. values) must be developed and the information must be incorporated in the Footprint load transmittal form which is then transmitted to Stone & Webster. Each engineer lR4 must be aware that the loca'l coordinate "Y" is always assumed normal to the embedded plate to which the hanger is attached.
Therefore, the XYZ axes used in the analysis in general do not coincide with XYZ on transmittal form. The engineer must relate properly the Fx, Fy, F: and Mx, My, Mz from analysis with the Fx, Fy, Fs and Mx, My, Ms on the transmittal form. The footprint loads shall be given in Kips and Pt-kips. The forces must always be developed at the intersection point of the c.g. of the hanger member and the surface of the embedded plate and/or anchored baseplate (building surface element).
To Summarize:
- 1. Footprint load transmittal forms must be completed for each support with building attachments which affect the O qualification of embedded plates. These are attachments that are welded directly to the embedded plates or are attachments via concrete expansion anchors (CEA)/ Richmond inserts that
, are closer to an embedded plate than the minimum distance i specified in Attachment N2 or App. 2 of the CTH Design i Criteria.
l-
! 2. Ioads are required to be listed in the local coordinate system and are unsigned (maximum absolute value).
- 3. One footprint load transmittal form is required for each i attachment point and each attachment point shall be
! identified by a joint number which was used in the static l analysis model for the cable tray hanger.
i
! 4. When attachments Are removed or deleted the original
! footprint load transmittal fore shall be marked void and i
transmitted to Stone & Webster.
,! 5. Any revisions to be made to the footprint load transmittal i forms shall be prepared with all items (Nos. 1 to 9) filled 1 out on a new footprint load transmittal form with Iten No. 4 l checked off as "Yes" (see Attachment N3).
l 6. When footprint loads provided for a cable tray hanger
! attachment are based on an envelope load case derived from a l representative CTH calculation, the loads shall be indicated l as " conservative" under Item No. 5 on the footprint load transmittal form.
Sheet 12.1 (Rev. 4) 1/15/87 3362M
-.. .-- . .. . - - . . - - _ . . . . - _ . . - . . - = _ . . ~ _ . . - - _ . _ .
l I
.I O
I I
i
! J l
r i !
i i
. DELETED i
i i
O ;
I J
l L
I I
L 0 Sheet 12.2 (Deleted by Rev. 4) 01/15/87 l
3362M
VIII - SHEAR CENTER LOCATION OF COMPOSITE CHANNELS
,3
, Attachment "0" is a summary of shear center locations for the following
( ) composite sections which consist of two channels: ~
'O
- 1. C6 x 8.2 and C6 x 8.2 l l
- 2. C8 x 11.5 and C6 x 8.2
- 3. C6 x 8.2 and C4 x 5.4 ,,,
Due to variation of distance "Dy ", the above composite sections represent twenty two different sections, which should cover most of such composite sections used in the Comanche Peak project.
Note:
- 1. Attachment "0" also includes the information on C. G. and the area moments of inertia with respect to principal axes as indicated by
- I l-1 and I 2-2 (This is shown on sheet 150.)
- 2. The above information was determined by a computer program which is written in Basic and can be run on IBM PCs and other compatible models.
- 3. If the shear center location is needed for a composite section other than those listed, forward the geometrical configuration to your group leader and the information will be provided.
IX - WELD DESIGN VERIFICATION l (}
l (_/
A) Minimum Weld Size Welds not meeting the AWS code minimum weld size requirements, but found through detailed analysis to have stress within the allowable stress, are acceptable from a design verification standpoint. However, a minimum acceptable structural weld (as
~
shown on the As-Built Drawing) shall not be less than 1/8 inch.
I B) Stitch welding For members subjected to major torsional loads (ie. post member of an L-shaped hanger), stitch welding should not be used in the design of member modifications. Where such members are strengthened by attaching a new member along some length of an existing member, welding along the full modified length shall be used. For members not subjected to major torsional load, (ie. a trapeze post) stitch welding may be used.
C) Warping Stresses in Anchorage Welds See Attachment S.
D) Additional Welding Considerations Both weld and base metal thickness must be appropriately considered l in weld qualification per AISC code requirements except as noted in R4 A above.
Weld verification shall use the SRSS combination, as stated in Attachment F Part b.
i Ot Sheet 13 (Rev. 4) 1/15/87 3362M
IX - WELD DESIGN VERIFICATION (CONT.)
()
E) The following welds shall be assumed to have zero strength, unless confirmed as strength welds by radiographic examination and/or welding procedure qualification. -
- 1. Fillet welds with "as-built" leg size less than 1/8"
- 2. All seal welds For example:
a) Channel flange welded to the end of another member.
b) Butt welded member splices.
- 3. Non-Nuclear Safety ('NNS') welds.
F) Single-line fillet welds shall be assumed to have zero strength.
i i
O i
i l
l
- t O Sheet 13.1 (Added by Rev. 4) 01/15/87 3362M
. , _ _- . . . _ - - - . ..= . _ _ . - . _ ._ -
l ATTACIDENT A1 - ADDITIONAL WEIGHT FOR STRUCTURAL MEMBERS DUE TO THERMDIAC FIRE PROTECTION i O ~
WEIGHT FER LINEAR FOOT OF THERM 01AG (3/4' TEK)
CHANNELS (lbs /f t J ANGLES (1bs/f t.) COMBINED CHANNEIA (1bs/f t.)
1 -
C15 x 50 20.51 la a 4 11.93
- a 40 20.33 L6 x 6 x4 11.93 10.16 l- l
{ z 33.9 20.23 C12 x 30 17.07 z3-1/2 9.72 -
x 25 16.97 L5 x 5 10.16 CS z 11.5 on C8 x 11.5 21.06 x 20.7 36.87 x 3-1/2 8.83 en C6 x 8.2 19.01 C10 x 30 14.92 x3 8.39 C6 x 8.2 en C6 x 8.1 16.66 ,
a 25 14.79 L4 x 4 8.39 .
en C4 x 5.4 14.61~
z 20 14.66 x 3-1/2 7.95 C4 x 5.4 on C4 x 5.4 12.26 a 15.3 14.54 x3 7.51 MISC SECTIONS C9 z 20 13.56 L3-1/2 x 3-1/2 7.51 TS 5 x 5 .375 9.31 x 15 13.41 x3 7.07 W z 24 ** '
19.60 x 13.4 13.37 x 2-1/2 6.63
- CS z 18.75 12.43 L3 x 3 6.63 i a 13.75 12.26 x 2-1/2 6.38
- a 11.50 12.19 a2 5.74 C7 x 14.75 11.20 L2-1/2 x 2-1/2 5.74 EDTES:
z 12.25 11.11 x2 5.30 O C6 x 13 9.8 11.02 30.05 L2 x 2 4.86 1.
2.
All values are in Las/FT.
Weight of thermolag = 5.3 lb/sq. f t. '
m 10.5 9.94 s 8.2 9.84 C5 x 9 8.78 z 6.7 8.67 i C4 x 7.25 7.62 i a 5.4 7.49 -
- C3 x 6 4.48 Fo mulas:
z3 6.39 s 4.1 6.32 %
4b+2( t)+3 x 5.3 NC 3 x 7.1 7.32 ,
5-d ,gL 2(b+d)+3 x 5.3 m W k
! .g 2(b+d-8t)+ I" (4t+.75) x 5.3 R1 12 ,
,w J
t d
i 4b+2(d-t) +3 5.3 ~.
. 12 ,
' S -( tb + 3 a 3,3) [
i 12 5 3 1 s where 8 = Sua of the a correspos ding values of A & S.
i l
.. Tl * - - - - . - - - . _ . . - . - . --
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ATTACBIENT A2 - CALCULATED EQUIVALENT DENSITIES FOR STRUCTURAL SHAPES FIEZ PROTECTED WITH '!5ERMOLAG O -
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PROTECTED iflTH THERMOLAG O -
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ATTACIDENT d2 - CALCULATED EQUIVALENT DDISITIES FOR STRUCTURAL SHAPES FIRE PROTECTED WITH THERMOLAG
(
EtASCO SERVICES INCORMNtATB
~ '
, N.Nhh , M
- MM - mee,4 e,_ $
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me, =='"^ ; m -- r ;
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ATTACIDENT A2 - CALCULATED EQUIVALENT DENSITIES FOR STRUCTURAL SBAPES FIRE PROTECTED WITH THERMOLAG 1
ERASCO SERVICES INC0ftMMIATB
! ,,4f #FAA8W1fA ,. d.to. Af ,,,,,f _,8 i
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,, mas imunes otNERATING CD.
s Fw}ya up mT i R2 CNl;WM7IM W FA//Mlk!T DMM kle rinMNoM&
.INSEE E- .
i '
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"' "" wee owt, "e74 sw. mi. = %u .. = m.c v.,%
N'N. TW K. Lt:2 n's 1.% d.E 194f 0184 1.11 1 Aver.TWr. Lists 4 S.18 L f.514 . < 0.717 NAY TWK L1:2r le 4.'P0 4.06 f.83 4 0 578
,fify TWK L1kr1h a ht, le07 1.74 f. $70_ 0 . 8 L6.__
AVUt.THK Llie lia h6 5.08 '
f.148 0.660 renwegfus Lthe tis % 5,90 , 1.973 8.560
! NAX TNK Likel's ai 7.70 5 74 1.145 0.4S(_
Ltkat i 84
. Min TWC f "15 6.30 f. 91'7 .93 11__
i '
Mt TW[ Lf's #2 la ,.62 1 1.464 0.700 nu TMt. Lt'sitvIn .
i.50 5,60 f. 00 _ _0. Sf_
MW Tilt Lf a 8 W 3m L.7l LM iJ81_ .9 "78f. _
ATHt.TK Ll43 asu 6.10 d 1.00. 839A_
t9WMoWin( LS:3e63 'J.to i 1.911 0,5
.Hy THE LS tr it 9.40 s.69 1.105 8.4 g Miw T K L As14r 841 S.89 C.it f.813 8 101 &
Avet.THC L4 v " .s s.60 t 1.9% 0 5$0 t PM TWK L54 0ri f.10 C.le 1.'11 1 0.4 70_- 2 P w 1'H C 4 6 2 s Ses 8 07 5.74 f.178 0. 8_l5_ _
.L)1 AVft. THf. 1.tr2ges 6 90__ _% d'. Q_ N pf W TNC 18it: Il 7.70 's.74 l.1(jp 9 6 :,:
P IN THE Lli tn$' F_id 5.50 7.5 i I6_ _. r- t_ e AVR.1H(. Llis $ rin 8.50 . ,_7J f '
116J _
, (.18 4
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. 8. 35 HM THK L1hrM,at al. f5_ 1.51 1.677 02sT. o.476_ g; b
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ATTACIDENT A2 - CALCULATD BQUIVALENT DENSITIES FOR STRUCTURAL SHAPES FIRE PROTECT E WITH THERMOLAG enASCO sanvictsincoaronATse
,,N.llt ABDLKf4., d.f0M , .,_ L ,, #
.,,,. ,, v : ,,,, v.* n -or ,,,,, Anti. cay y g4s
,,,,,,, avie untmas oeNttAf#6 CD. g pp 00MANC,Ht_ PEAK 32 RND OWIT I l
- lCAu;uM1*N of 6ttWH4'Is7 Neury telak sphn0VoMt AWGLES { CONT'#) '
aw"5 = * * .w,N N RAT'8 # se ity
, .itT,,,L, .
.. ,. 259 6 ,,.. .m
. HiwTHE LAIN 3sk. 6.4 7.07 f.10$ 8184 0656 Avst nt LSin n gres 0. 438 -
1.9 n.035 d O No Twt His Tut LikAlb s LS's i3 rit 10.t. .
4.9 1
7.07 6.66 l.693 f.554 f.d'8i 0.466 Av(R TNK Lif iaths h 72 1 l.92 6.54 f l -
MAX TW K L M stis8 94 4.4 A l.705 0. 41 4 HIN TNK Ld t4N 34 66 8 39 C
f.771 06dS_
AV(k THE Ld x4 : en 9.8 1.956 .9 527
- . AVER TH( L41
- 4 e is it.8 r _ _. [GJ 0 470 l MAX TK L 484 *% ll.5 S.39 1.454 A(15 l HIN tnt L4rShah 62 7,95 f.t92 0.648 i Avit.TN( L 4 : 3's 4 9.1 l.814 0.5 3 f. -
AvfR THC L4 5h r'es 10.6 r 1.110 0.497 efAr TWK L 4s)h :4 14 7 7.95 1.5Al o.438 - m i -
HIN TWK L4pisW s.a 7. 51 2.795 0.652 R L
AvfR.TWC 1,4 384 s.5 . l.814 0J15__ $
AVfR fMC .4rjsb 98 , L1df, 0 . 8I l _..N
! WAs TWC L4:3:8s ll.G 1.51 1.5E1 _pd 1
HIN TWK L 5 5.r_sig 10.3 so.lc 1.334 0JJ_4.__ C Avrt.fHK L 5:5 r'rea 14 5 d Wio)_ 0 _ g ten #N tut L 5ni a 'a 16.1 1.Jff _0. &
AvFt TWC L 5 Sn die 80 0 __ y .,M l.f6 . .. _ t _ .hi2J_.~
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n
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ATTACBGMT A2 - CALCULATED SQUIVAI.ENT DENSITIES FOR STRUCTURAL SHAPES FIRE PROTECTED WI'Di THERMOLAG r
eBASCO SERVICES DCORPORATED u, 7 .,_d._,
. W.I LAl mill'A . ,. 4 h 4 f ,
_ , y. s.4,, ,,, , .n -tr .,,,,aBI7noi =:; 543
. _. . _ _--mn ce
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' ~~
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m ms O M %".*J .a::. P.,vn l . . . .,.. -. .. m MIN TWC LGr%:4 70 5 05 f.tGI 0 284 0.64P.
d 1.949 d 0,515 AstAdf L5r%res ##.4 m L5 s's> q O flAr THr. L5 H %
ig.0, 19 9 5.55 r I.649
- 1. d 46.
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MlW Twr, L 6 a6 fa 11.4 ti.93 1.96 1 .0.4sT AVERAGE L 6 G ,ss 14 .9 d
.l.801 0.bil THr.. L G Ga N 171 f.694 _0.,_41._
L G s G , 'a 19.6 l.609 - _f. 457 L 6 rG =8s 24 1 1.433. 0 61d_
_LGr6e84 28.7 1.4 16 6. 40f L 6 s G n 1s SS.l ,
f.S40 0.htf_
war TWC LGrGnl 57.4 11 4 f. 519_ _ e.875 n w rur L6r4ek s .L__ _to.16 f,f24 . A 611 @
AwaAGE L6a4 8a _ 10 5 d I.986 0.564_ g n
THK Lin4 88a 12.$ _l.826 _A 5_lf ~
L 6 n 4 O_ lu 1.6.23 _ ___ _ _ . _ .0 L 614 r 's To.o _t506__ _ a L.6sd#4 18.6 a r.431 . , , _ .
m THC. L 67rTri 07.! 80 16. ,_M1( _ ,0,184_ 0J10_ j
. . . = . . _ .
. _ . . . . _ . g e
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ArrACinENT A2 - CALCULATED EQUIVALENT DENSITIES FOR STRUCnTRAL SHAPES FIRE PROTECTEDWITHIHERMOLAG O
V EBASCO SERYlCES INC0ftPORATED
.R StA80WWA ,,4/h.9f* ,,,,,1,1
,, v-* s-tr' *A17 001 m:; G4%
m ')L 'M ,,
- TEXAS UNTJES @g,Tif3 gg,7 g gpp
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NMT I D'$rJ p y,o ep C9HHENTS pesisumpsu S" SML * ***
we.
- wt, wt.
'7 sm *Ts*L ven h "e74
. Hi# THE L C S's a b 7.9 9.11 1J30 c.984 0.&55 AvitAGE L GsSks 53 9.8 d 1.Mt d 0.56C M L(.x 5'ex 8s 11 7 . , 1.9 31 8.520 Ox . nAr THK LGx Alar la 16.3 9.72 1636 6.464 HW THE L8r4sh 17.t l1.93 1.6g4 0.48i s AvstAsc L6r4 k 19.6 d 1,60.9 0.457 THr. . L8r4 x It 24.1 1.493 0.414._
LB r4 e h t6.7 I.4lb _
. 0,$01_
L 814 s 's 13.I >
l.3@ f 0.186 NAt THE L8r4ri 37.4 l1.95 1. 519 _q.294
_2,_315_ g 2s R
C
. t 5
b s
0
. m. ma. . . _ _ . . .
W-"+ ww-- q-r-- .- _ , _
f -
A MMENT bi-TRANSVERSE SUPPORTS ',O !
LOADS AND MOMENTS 10 b5 COH2iD3R"'D (STATIC RWD **HANGER STRUCTURAL CAbbt TRAY $ lR4 STEEL M S- PDL
- TRAY WT I ,
L DEAD LOAD, {
4 M x - % (s.)
- Y** h av '[y'
(
O
( -
TRANSVERSE g,,9 , ggg g , g (,, g) i HOR 110MTAL.
l l
g SEISMIC LOAD ,
y,, p, (g)
LONGITUOlWAL i 4.HORIXONTAL Pi.= WTs utjM RMRM N SEISMIC LOAD I
SL THERMAL LOAD g -
I -
LY N CANTILSVS%
- * . %. hmggaj@(
+ # *- APPLY AT SASG IP $CR.Wo OR cogggg o,ym i,w.ge o i
wh%: - ____ _ _
_______]
A _
4 4 i h E. -PLAN _ DO MUf APPLY F4e CW TIER, P TRAP 95&~ Po*T Pn enouto u mePuse one posts Po*T
,e case' i
-)-- l-- A A ** Pm 4 Na Z-- .
= -
g#d, D.>*k cente r " -- - ;=-- ei - - = 1 Si * [I I Tie d apPLv ceg ocseer
- f g PLAN _ g. ,
$ INCLUDG THERMOLAG IP APPtxABLE ,
MRM = MULilMODE RESPONSE MULTIPLIER (ses SHERT 4)
- Refer also to Attachments Y and Z R4 SilEET 23 (Rev 4) 01/15/87
ATT HMENT 22-LONGITUDINAL SUPPORTS OOe mg pg e
g R4 LOADb AND MOMWNTS TO BE CONWID5KCD(f TATic RUN)STEEL R
- S RUCTU M g Trayattachedtoeachclampwith2ormorebo]ts
- l. DEA.D LOAD h e MK -
Pot ( E.)
i
( t. VEF.TICAt. SEISMIC LOAD F%.Ptn.nght = MsN bt W TRANSVERSE
[ $ HORl10MTAL. WTs n 3M n MRM My Pn (e-R)
Ms.Pg ( A)
- SE16MIC LOAD
- t.OMG1TuolWA,L' Pi.- %' @ = Mm
i 5 THERMAL LOAD MmT. PLT (A) ip Py , pg.ph" 364
- MRM CANTIL 4Va%
7 E APPLY AT SAtS tF DOVitO CR CSMTRA OP PLANET P WDLDtD i
w.aty . d A_p P L A N __
4 e ,t E6_ DO NOT APPLY F% ON TIRR, TRAP &1&
/
d Casa _
~
Potrf POST Pn enouto se eretino ou Posts e
-=
s '
~-) 4 Pm- A sa Peu 4 PHg I= =
j _
- =g*,,, c -- TIE- 8tJ ,
%l = h.I\ APPLY:AT Cg OF FCST g i cauten PLAN _ pgg .
+ *
$ llCLUDE THERMOLJ#, IF APPLICAblt MRM = MULTIMODE RESPONSE MULTIPLIER (sma sHest 4)
PDL' = TRAY WE1';11T DUE TO LONGITUDINAL SPAN *
- SEE ATTACllMENT T FOR AT VALUES NOTE: If thern.r l loads calculated above cause overstress in n hnnger which in other-wine acce ptahic for load combinations without thermal load, follow proceduren in Attarh wnt Q to account for possibic mitigating effect of hanger stiffness.
R4 SHEET 24 (Rev 4) 01/15/87 *** Refet also to Attachments Y and Z.
ATkMENT t2-LONGITUDINAL SUPPORTS (2O") R4 1.OADS AND MOMENTS To t>E COWDERCD(STATiG RUlQ (""U N k -CAbbO TAA [ k STERL Tray attached to each clamp with one bolt.
W T* Pa.. TRAY wT I i.eexo toAo f
/. Mn . Pca. ( E.)
o#' # # I WTs n gv x MRM l ^Mnv* eAPy"g'P)""'M f
h t. VERTCAL SE1SMIC LoAo
% ePbs.nsfit, n MRM "I N TRANSVERSE WTg n gg a Mau My Pn (e-R)
J/ / 1 HOR 110MTAt.
- setsMic LoAo Ms.Pw ( A)
)k 4 [og P'L = WTs a gM n MnM Pi.. M = cfil a umM w At cnuseet SEISMIC LOAD . M at.. Pu ( A + B )
T*"' ""
!k THERMAL LOAD
[1 p pc
> s M=v. plt (A + B )
p, .g. gg . m no cAwistavus m i.y AT m e e e s o m o e n
! C^^ *
- - -- - - CEstA OP PLMeet IP wtLDSD
/ -
I 4
A-fk i E6 PLAN _ oo nov Apri.y a ouvien, i wmms. . pn gMOULD te Muse ou Po6T3 (POST
=g= /
Y --
r CASE .'
-@[P08f Bi -_L_-_1., _.f 0%.
As Pn 4 %g I= g Fht
- d Cawiek TlW k APPLY.'AT Cg OF FOR
+g PLAN _
g.p 2 s IF APPt.lCA&Le
$ IWCLUDE THERMOLMir MRM = MULTIMODE RESPONSE MULTIPLIER (see eHeeT 4)
PDL' = TRAY WEICIIT DUE TO LONGITUDINAL SPAN
- SEE ATTACIIMENT P FOR AT VALUES NOTE: If thermal loads calculated above cause everstress in a hanger which is other-wise acceptabic for load cowbtnations without thermal load, follow procedures in Attachment Q to account for possible mitigating effect of hanger stiffness.
SHEET 24.1 (Rev 4) 01/15/87 *** Refer also to Attachments Y and Z. R4
ATTACIDGET C1 - CABLE TRAY (FULL FILL) UNIT WEIGHT WITH AND WITHOUT THERM 0 LAG l R2 l
l l CABLE TRAY SIZE I UNIT WEIGHT (2b/f t.) l l l 1 *l l lWITHOUT THERMOIAG l WITH THERM 01AG l I 1 . l l ..
I 36" l 205 l 142 I I I I i 1 30- l 88 1 1 19 l 1 I . I I I 24" l 70 1 96 i' I I i l I as- l 53 . I 74 l l I I I i 12- l 35 1 51 1 I I l l l 6- l 38 - l 28 I l 1 1 I l
o With 3/4" Thermola6 weight (5 31bs/ft 2
) and cable tray weight (351bs/ft2 )
B R
l , 5 E
E n
ti i
O u v.
(
l
--y . .,_..m.%. _.
m ATTACHMENT C2 -
CABLE TRAY FR'EQUENCIES WITHOUT TERMOLAG oc ec c c Transverse and Vertical Frequencies E E l c c e o
- c. c a m Q G w := w :>
ESASCO SERVICE 5 lHCORPORATE $"
U R e"
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CAELE TRAY HANGE.iS ] _x gy gag gy C.M O ilf Lify 6F ft.8dF TRAY hatrf W akhamt.a c.
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5
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$ he*6 48 G 55 24 G4.as 11.sh 96 4 h6 aj 19f % k~$ ! $ $0 i
t 67'n ! A 1 i
i
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i SilEET 27 (6/14/C5)
1 l
j l
\
l ATTACMENT C2 -
CABLE TRAY FREQUENCIES WITHOUT THERMOLAG Longitudinal (Hinged-Sliding)
EBASCO SERVICE 5 feeColtPORATB
., C M Li u,.A110if- R w i. .. 3t_ e.
esse.erdM ears 4II4l89true UT4mES GENERATE <*, GtP."*- "E suse, COMANCHE PEAK UNIT 2 CA8tE TRAY HANGERS emnes seemcv
.. g .9 '8 j -
a g.
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r.
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g g. .
'
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SilEET 30 (6/14/05)
,c ATTACHMENT C3 -
CABLE TRAY FREQUENCIES WITH THERMOLAG !
\
Longitudinal (Hinged-Sliding) 1 ElASCO SERVICE 5 INCORPORATED
, c M Li ,,411f ist Re 1.,,,, 7 .,
= "-
wee. p 6 % I d ts 4 2 6/ssTs_n.5 UTluTIES GENERATING C!EP."
sua, COMANCHE PEAK UMT 9 CAKE TRAY HANGERS pasasev O . . . . .
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ATTAC10ENT D - LIST OF ROOMS WHERE CABLE TRAYS ARE FIRE PROTECTED BY THERMOLAG PRGIECT: COMMANCE PEAK UNIT NO. 2
SUBJECT:
CABLE TRAY HANGER LOCATIONS WITH THERMOLAG J
BLDG. MAP ELEVATION ROOM NO. .
SFGD 239 773' NONE SFGD 237 785' NONE ,
SFGD 241 790' 63, 64, 65, 66, 67, 70 l SFGD 256 810' 77N, 77S, 82, 83 SFGD 257 831' 88, 94, 96 SFGD 260 852' 100,_103 AUX 240 807' 207 l R3 AUX 185 810'-6" 115B AUX 218 852'-6" 241 ELEC. CONTROL BLDG. 238 840,' NONE l DIESEL GEN. - -
NONE TURBINE -
,- NONE SERVICE WATER INTAXE - -
NONE REACTOR - -
NONE l NOTE:. All cable trays located in rooms other than those listed above are
- l. ) considered not to be fire protected with Thermolag'.
O l
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a 3362M
O .
O O ATTACHMENT E - ADDITloMAt HOTES OM MODELS FACE OF CONCRETE M AND DESIGN VERIFICATION OR RIGID BOUNDARY RIGIO 1% R
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.iSa', $ b. t I
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O i CHANNEL $
.CHAHHEL 'l l i POST RIGlD EnA R e g
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g R1GlD bAR i l (TIER ! g@
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- i ACTUAL SUPPORT CONFIGURA'il0h!
M O D E L_
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$ ses ATTACHMENT H PoA LeNerH MODEL,OP60 RElD tiAK TO SW 77 L INPUT, AFTER PUNHING NK AND j L 7 gg CHECK t* ACE WlTH AN ECCENTRICtTY EGtUAL TO pog7L ?
i c.g.,37 + c.g. , -
l m
. $ $ L= LEHGTH OF RtGID BAR REPRESENTINGr THE POST-
[ ra EPFECTIVE ECCENTRICITY -
eneAn cewTaj i L= R (PonT)-EO (Tink) + int. g, pien) 1 o15 TIGA - TIER j
-e.
SEC,TIOh! A-A SilEET 33 (REV. 4) 01/15/87
ATTACHMENT E - ADDITIONAL NOTES ON MODELS & DESIGN VERIFICATION lR4 n KL/r REQUIREMENTS U
- l. Compression Member KL/r Requirements Slenderness ratios (KL/r) for " compression members" shall be limited to 200 in accordance with AISC Specification Section 1.8.4.
All hanger members shall conservatively be considered as " compression members" except for vertical posts as noted below.
- 2. Classification of Hanger Vertical Post Members of Trapeze, LW and L Shape lR4 ,
Configurations and Their KL/r Requirements l Classification of a vertical post member as a " compression" or " tension" member shall be based upon the axial load component. If there is any static compressive force (due to dead load or tray induced thermal load),
the member shall be classified as a " compression member" and the requirement in (1) above shall be applied.
i If a vertical post member is subject to static tension and the combined static plus dynamic load does not lead to a compressive force greater than 50% of the design compressive strength (where KL/r is used to calculate the lR4 design compression strength Fa , and K values shall be per Paragraph 10), l the member is classified as a " tension member." A maximum slenderness ratio (L/r) limit of 300 is applied to these members. All other vertical post members shall be classified as " compression members" and the l
reqairements of (1) above shall be applied.
- 3. "L" and "K" Value Determination for Slenderness Ratio Check l l
L and K values shall be determined as specified on Sheets 34 thru 34.6. lR4
- Conservative K values provided in Paragraphs 5 through 9, or the K values l
! provided in Paragraph 10 shall be used for K1/r check. l
- 4. Compressive Stress Check Requirement Regardless of the member classification, a full compressive stress check shall be performed in accordance with the AISC Specification for any member subject to a compressive load, regardless of the amplitude of the l
load and whether the load is static or dynamic.
l 1 -In the compressive stress check, the appropriate "K" value shall be used. I For " compression members", conservative "K" values provided in Paragraphs lR4 5 through 9 or the new "K" values provided in Paragraph 10 shall be used. 1 For " tension members", "K" values shall be as per Paragraph 10. l E
3 l C i
e O A T
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1 l
1 l
KhAusGIT E - ADDITIONAL NOTES ON MODELS & DESIGN VERIFICATION R4 KL/r REQUIREMENTS (Cont'd)
- 5. "K" Factor for Vertical Posts Classified as Compression Members In checking the KL/r limitations for the out-of-plane (i.e longitudinal l direction of tray) behavior of transverse trapeze type hanger 2 post compression members, the following K values shall be used for the R4 configurations indicated: l 1
Type K U1 & UW 1.85 U2 & U1B1 1.55 U3 & U2B1 1.30 The "L" and the "r" are specific to the hanger at hand. The KL/r value shall not exceed the AISC Code limit of 200.
i L'J. 2 f./ ///
I- _ l l_ _ I U1 (ELEVATION) UW (PLAN) tu. HeNu$th "' M t
w>
l_ _. I l__l l_ _I U2 (ELEVATION) UlB1 (ELEVATION) l A & M l_ _a !
' 1 i i~ ~I Ka
([ m _ L,odej l i_ _i j i _ _i rar tre) I g U3 (ELEVATION) U2B1 (ELEVATION) R4 Notes: l D I -
- 1. These K values are based on fixed anchorage condition and no l
{-
longitudinal connection between the tray and the hanger. l g I -
- 2. These K values are also applicable to post compression members of l q floor mounted supports of similar configurations. I g T
?
3362M
. - -. . .. _~ - - - - - -- . - _ . _ -- _ - - -. - -
ATTACHMENT E - ADDITIONAL NOTES ON MODELS & DESIGN VERIFICATION R4 KL/r REQUIREMENTS (Cont'd)
O 6. For transverse cable tray hangers re-evaluated due to the addition of a longitudinal connection to the duct, see EBASCO Specification SAG.CP.09 for special requirements.
- 7. Additional Comments on "K" Factors The following explanations shall be used in conjunction with sheets 34 and 34.1 of these instructions concerning slenderness ratio K values for typical vertical trapeze and L-shaped hanger configurations. For non-addressed configurations, use AISC K values for simple columns unless they result in hanger modifications, in which case contact your group leader for guidance. If available, K values for the specific hanger geometry will be provided.
The members referenced below are shown in Figures on Sheet 34.3.
- a. For all tier members supported at both ends by either non-tier members or anchorages (i.e., members 2, 9, 10, 12, 13), K-1.0 should be used for in-plane and out-of-plane directions. Tier member is defined to be a horizontal member supporting a duct.
- b. For all tier members supported at one end only (i.e. members 4, 11),
K-2.1 should be used for both in plane and out-of-plane directions since these members are actually cantilevers with limited rotation.
- c. Vertical Post Members
- 1. Vertical Post Member (Tension member as defined in Paragraph 2)
See Paragraph 2 on Sheet 34.
ii. Vertical Post Member (Compression member as defined in
. Pargaraphs 1 and 2) l For trapeze post members and post members of LW, L2W, L3W, etc. R type hangers (i.e. members 1, 5, 6, 7, 8, 14, 15, 16, 17, 18), l0 K-1.0 should be used for in-plane direction with L equal to 3 actual member length. Post members are the vertical members of m these hangers which do not support a tray. For out-of-plane $
directions, K-1.85 should be used with the full post length for !
L2W type hangers (i.e. member 1), K=1.55 with the full post 5 length for L2W type hangers (i.e. members 14 and 15 as a single n post) and K-1.30 with the full post length for L3W type hangers 4
, (i.e. members 16, 17 and 18 as a single post). ]
For trapezes shown on sheet 34.1, the K values presented on I sheet 34.1 should be used to check post member slenderness ratio "
( for the out-of plane direction, using L equal to the full height l of the trapeze. For the in-plane direction, each post segment between tiers should be checked using K-1.0 with the segment length.
If distance between two tiers is less than 16", then consider the IR4 two tiers as a single tier. l 3362M
ATTACHMENT E - ADDITIONAL NOTES ON MODELS & DESIGN VERIFICATION R4 l
KL/r REQUIREMENTS (Cont'd)
- 7. Additional Comments on K factors (Cont'd)
For post members of cantilevered L-shaped hangers (i.e. member 3)
K = 2.0 should be used in both directions.
ZZU'& Fact of ceWCMTC Crve)
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l2l f l 13 l LW TYPE L2W TYPE LSW TYPE E
ALL SUPORT5 5HOWN IN ELEVATION 2 c
7
- d. Nomograph on page 5-139 of the AISC Code should not be used to calculate any K values.
[
7 5.
O :
3362M
~ -. _. _ ._. ___ - ._ - . ..-.- -__- _ -_. _ _
ATTACHMENT E - ADDITIONAL NOTES ON MODELS & DESIGN VERIFICATION R4 KL/r REQUIREMENTS (Cont'd)
- 8. (a) Cantiluvor Tronaverse Hangers Type 'A' or 'C' Clamp Note: 'G' clamp is welded, I use face of the tray l l
l l
l l
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f CHAMN5L
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,- 9 ;
a L6 cowegos j
" mernher3 'Ks2 0 l I
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Face of Concrete or R4 Rigid Boundary '
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- I
, L for Cornoression ,
i s
member, k= 2..O I I
I 2 I. ?
I C NOTE: For (IA) clamps, worst case assumption shall be type 'C' clamp. I I 7 See Attachment X - Section B2 (V)(C). I
{
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I A I y I o f (b) For bracing members, K = 1.00 shall be used for both in-plane and l 6
\ out-of plane directions. 1 I
3362M
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._e , ,,
l R4 ATTACHMENT E - ADDITIONAL NOTES ON MODELS & DESIGN VERIFICATION f 1
KL/r REQUIREMENTS (Cont'd)
- 9. Trapeze Hangers With Out-of-Plane Bracing s*
C, #.
- D w & ,
Face of Concrete / _'Y For this segment
{---] of post: K-1.0 for compression members
- L _ _ _ _]
/-@u%a./ ,
For this segment
{---] of post: K-2.1 jfor compression j member
- ____]/ , .
/
l 8
E C
l 3 7
i $
i $
1
- See sheet 34 for definition of tension and compression member e 4
O ;
e 3362M
ATTACHMENT E - ADDITIONAL NOTES ON MODELS & DESIGN VERIFICATION
- 10. Friction /Connectivity Considerations:
The following K-values in out-of-plane direction based on pinned (bolted) anchorages and friction /connectivity between the tray and hanger may be used in lieu of the K values in out-of plane direction provided in previous paragraphs for post members of Trapeze, 'LW' and 'L' configurations and tier members of cantilever supports.
(a) Trapeze and 'LW' configuration posts.
I No. of Loaded l Trapeze l Effective-Length l l Tiers l Type l Factor l I I l l 1 l U1, U1B1, l 1.21 l l 2 l U2, U2B1 1 0.99 l l 3 l U3 l 0.73 l l 4 or More l U4, U5 etc l 0.57 l (b) 'L'-Shape Support Posts.
I No. of Loaded Effective-Length l l Tiers Factor l l l l 1 1.21 l l 2 1.06 l l 3 1.00 l l 4 or More 0.91 l (c) Cantilever Support Tiers l No. of Trays Effective-Length l l Per Tier Factor l l l l 1 0.99 l l 2 0.73 l Notes: (1) For Cantilever Supports with multiple trays of width less than 12 inches, use k = 0.99.
(2) See Impe11 Report No. 01-0210-1470 Revision 1, May, 1986, O Effective-Length Factors for Buckling of Cable Tray %
Supports for derivation of this data.
(3) Use above k-values during reevaluation of the CTHs which I require modifications due to larger k-values used per previous paragraphs and also for compressive stress check A of post tension members.
(4) Contact your group leader in following cases for directions. 3 (a) Length of the post > 19'-4 -
(b) Length of the Cantilever Tier >9'-0 m (c) Anchorage is welded to Embedded Plate. If needed, O
lower k-values for fixed schorage are available.
3362M
g ATTACHMENT E - ADDITIONAL NOTES ON MODELS AND DESIGN VERIFICATION R. 4 ks
- 1. The model should be drawn in the calculations.
- 2. The global Axes should be shown.
8 ~ 3. Node points should be circled.
s
! 4. Members should have the member number indicated by placing i a box around the member number.
I 4 5. Arrow Heads should indicate the + X Local Axis for the
. member. (This is determined by the way the member incidences are input.)
- 6. Two copies of output should be printed. These copies should be separated and carbon paper discarded.
- 7. Each copy should be stamped twice with the following stamp.
i (o C u ENT . . . . . .. .. . . . . . . . . . . . . . . . ~. . . . . . . . . . . .. . PRO) ECT . ...... ....... .....-~.~.-~
SU B J E CT . . . . . . . . . . . . . . . . ~ . . . . . . . . . ~ .. - -- -- -. -~ . . ~ ~. - ~ ~ ~ -"""
l ............................................~...~.-~~~~.--.--"""*"""""
COMPUTER PROGRAM USED ....................... ................................ .....
l PRE PAR ED BY: . .. . ... . .... . .... .. .. .. .... . . . . . ..... . .. .. ... . . .. . DATE . . .... .... ..... .... .. ...
CH E CK E D BY: .. ..... .... .. .. ............... .............. .. .. .. D ATE .. ..... .................
REF. CALC. BOOK NO. ................ PRINTOUT BOOK NO. ...................
First stamp is for input where card input is copied. 'Second
- stamp is placed on front of run to reflect that the entire
( run results are correct and reasonable. E
- 8. Tabs should be placed on each copy at the lower right hand d corner on the page where the input stamp is located.
]
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W W
W V3
_ _- .- -~
ATTACHMENT E - ADDITIONAL NOTES ON MODELS & DESIGN VERIFICATION .
. 9. When using the STRUDL program, the tables 'STEELC' and 'STEEDIC' !
A shall not be used. Instead, the tables 'STEELC1' and 'STEELMC1,'
. - shall be substituted. Also, TYPE ' CHANNEL' shall be added to the end of the line. The following is an example:
2 3 TABLE 'STEELC1' 'C4x7' TYPE ' CHANNEL' 2 3 TABLE 'STEELMC1' MC6x18' TYPE " CHANNEL' Note:
The new tables have all the same properties except for the
- eccentricity eZ which has been set equal to zero.
l l'
- 10. For all calculations:
E (Modulus of elasticity for steel) = 29 x 103 kai G (Shearing Modulus of elasticity) = 11.2 x 103 kai
- 11. If any tier has an interaction equation coefficient larger than l 0.75, an unused 3/4" diameter bolt hole shall be assumed to be ]
present at the highest stress location on the tier. The section l shall be manually verified by reducing the area and soment of l inertia to account for the bolt hole. A shift of the neutral axis l R4 due to the bolt hole shall also be considered. For any tier which l has an interaction equation coefficient less than 0.75, the design verification data base shall be used to ensure that the presence of an unused 3/4" diameter bolt hole at the highest stress location l does not effect the structural integrity of the tier. l
- 12. Whenever an as-built drawing shows that a tray orientation is not
[ perpendicular to a hanger (skewed), the forces shall be appropri-
.ately decomposed into components.
l 13. The design verification of double angle bracing elements shall follow the provisions of Section 1.18.2 of AISC Specification 7th Edition
- including Supplement Nos. 1, 2 & 3.
l
- 14. Principal axes properties shall be used in the design verification of all angle sections.
e
- 15. Cable tray hanger out-of-plumbness shall only be considered in design 2 verification when the out-of-plumbness exceeds 2 degrees. C l "'
- 16. Secondary wall seismic displacement effects for OBE and SSE conditions l 7 shall be considered in cable tray hanger design verification. Wall l i
, displacement data can be found in HVAC Volume I, Book 17. l j R4
- 17. All nodal displacements shall be generated and stored for future use. l 4 I o
- 18. All angle members, including bracing, shall be designed as primary l $
{ aembers as per AISC Manual of Steel Construction, 7th Edition. d i 3362M I _ . _ _ _ _ _ _ _ _ _
ATTACHMENT E - ADDITIONAL NOTES ON MODELS & DESIGN VERIFICATION
- 19. Kelles's Grip for cable tray supports Kellem Grips are used for cable supports on vertical risers and they are connected to tray rungs for ladder trays and unistruts for solid trough trays. These rungs and unistruts shall be evaluated as a psrt of tray qualification. Kellem Grips are located within a few inches of the support. When Kellem Grips are shown on the span length drawings, the cable tray supports closest to the Kellen's Grip location shall be conservatively design verified as follows:
(a) Assume that tray rung /unistrut is capable to transmit load to the tray side rails.
(b) Calculate total weight of the vertical riser and distribute as follows:
(i) In horizontal directions distribute it to all supports on the vertical riser (ii) In vertical direction, apply load to the support closest to the Kellen Grips (c) If the cable tray atipport fails design verification, then put it on " Hold". After the rung /unistrut qualification is completed, either support modification and/or relocation of the Kellem Grips shall be coordinated with TNE Electrical Engineering.
O E
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3362M g
ATTACHMENT F - LOAD COMBINATIONS FOR COMPUTER OR HAND ANALYSIS (1 of 4) l R3 COMPUTER IDENTIFICATION: INDEPENDENT LOADS OBE LOAD CASE 1 ' DEAD LOAD' LOAD CASE 2 ' VERT NEG OBE SEIS' LOAD CASE 3 'TRANS HOR POS OBE SEIS' LOAD CASE 4 'LONG HOR POS OBE SEIS' LOAD CASE 5 ' THERMAL LOAD'"
COMPUTER IDENTIFICATION: FIRST TYPE COMBINATIONS TO BE RESOLVED INTO INDEPENDENT LOADS SSE LOAD CASE 6 ' VERT NEG SSE SEIS' IAAD CASE 7 'TRANS HOR POS SSE SEIS' ,
LOAD CASE 8 'IONG HOR POS SSE SEIS' COMPUTER IDENTIFICATION: SECOND TYPE LOAD COMBINATIONS ** l lR3 LOAD COMBINATION 234 'SRSS 2 3 4 OBE' .
LOAD COMBINATION 678 'SRSS 6 7 8 SSE' FINAL LOAD COMBINATION FOR TRANSVERSE SUPPORTS
{
l COMPUTER IDENTIFICATION: FIRST TYPE LOAD COMBINATIONS FINAL LOAD COMBINATION CONSISTING OF
! OBE 1001 LOAD CASE 1 + LOAD COMB 234 l 1002 LOAD CASE 1 - LOAD COMB 234 SSE 2001 LOAD CASE 1 + LOAD COMB 678 2002 LOAD CASE 1 - LOAD COMB 678 l
R
- Apply load in. proper direction ,{
l
- For SRSS Load Combinations l 2 l a) By Computer l .g The parameter "CBIRUCS" should be used in the code checking portion of lR3 g P-Delta Strudl. l w b) By Hand Analysis l g See Sheet 38.1. l ,
o b
=
3362M
~~ -,- -,-s n -. . . - - ---,..n -
ATTACIMENT F - LOAD COMBINATIONS FOR COMPUTER OR HAND ANALYSIS (2 of 4) l R3 FINAL LOAD COMBINATIONS FOR LONGITUDINAL SUPPORTS i
l COMPU1gR. IDENTIFICATION: FIRST TYPE LOAD COMBINATIONS 4
FINAL LOAD COMBINATION CONSISTING OF OBE 1001 LOAD CASE 1 + LOAD COMB 234*
1002 LOAD CASE 1 - LOAD COMB 234*
i 1003 LOAD CASE 1 + LOAD CASE 5 + LOAQ COMB 234**
1004 LOAD CASE 1 + LOAD CASE 5 - LOAD COMB 234**
~
1005 LOAD CASE 1 - LOAD CASE 5 + LOAD COMB 234*8 1006 LOAD CASE 1 - LOAD CASE 5 - LOAD COMB 234** ,
SSE 2001 LOAD CASE 1 + LOAD COMB 67b*
2002 LOAD CASE 1 - LOAD COMB 6788
', 2003 LOAD CASE 1 + LOAD CASE 5 + LOAD COMB 678**
2004 LOAD CABE 1 + LOAD CASE 5 - LOAD COMB 678**
4 2005 LOAD CASE 1 - LOAD CASE 5 + LOAD COMB 678**
2006 LOAD CASE 1 - LOAD CASE 5 - LOAD COMB 678**
O
- Run these cases all-the time.
b ** When thermal loads exist, also run these cases.
9 Note:
- Load combinations 1005, 1006, 2005 and 2006 may be omitted if thermal loading ,
has clearly unidirectional effects od all components of the hanger and anchorage. The purpose of thermal load reversibility in load combinations above is to simplify analysis of CTHs with unknown bracing directions (eg.
" bracing by site later"), and to enable CTH grouping without regard to bracing direction. Thus, if bracing direction and details are sufficiently defined, it is' permissible to consider thermal load as unidirectional.
! g
] 3 2
5 S
, R 1 a M
l .
1 I
3362M
i O O' O ATTACHMENT F - LOAD COMBINATIONS FOR COMPUTER OR HAND ANALYSIS (3 of 4)
! SRSS Combination at Stress Ievel By Hand Analysis i
I 1 :
l a) For Member Checking
}
Use the following interaction formula, as long as f(a)/F(a) f!!i.15:
f(adl)+f(ath)+(f(ax) + f(ay) +f(az))1 +
) F(a) i I
f(bzdl)+f(byd1)+f(bzth)+f(byth)+fh(bzz) f(bym)) + h(bsy) If(byy)) + h(bzz) I f(bys)) f*
J F(b) t Where: ;
i f(adl),f(bzdl),f(bydl) = axial, bending z and bending y stresses due to dead load, respectively
- f(ath),f(bzth),f(byth) = axial, bending ,z and bending y stresses due to, thermal load, respectively l
f(ax), f(bzz), f(byx) = axial, bending z and bending y stresses due to x seismic component, respectively I
- f(ay), f(bsy), f(byy) = axial, bending z and bending y stresses due to y j seismic component, respectively ,
- i l f(az), f(bas), f(byz) = axial, bending z and bending y stresses due to z j
seismic component, respectively F(a) = allowable axial stress ,
F(b) = the lesser of allowable bending y and bending z stresses
- This Stress Interaction Formula shall be evaluated as described in Section l IV.1.f.i of the Design Criteria.
l Sheet 38.1 (Added by Rev. 3) 8/8/86
ATTACHMENT F - LOAD COMBINATIONS FOR COMPUTER OR HAND ANALYSIS (4 of 4)
SRSS Combination at Stress Level by Hand Analysis (cont'd) b) For Weld Verification For calculation of the resultant force per inch of weld for each loading case, i.e.,
f(rwdl) = resultant force / inch of weld due to dead load, f(rvth) = resultant force / inch of weld due to thermal load, f(rwx) = resultant force / inch of weld due to seismic X component, f(rwy) = resultant force / inch of weld due to seismic Y component, f(rws) = resultant force / inch of weld due to seismic Z component.
Combine the above as follows: ~
f(rwcomb) = f(rwdl) + f(rwth) + (f(fwx)2 + f(rwy)2 + f(rwz)2)1/2 Use the combined force / inch (f(rwcomb)) to calculate required weld.
O s
a k
i 2
i 3
5 M
i 4 I $
t O .
3362M
- _ ,__ _ _-- _.___ _ _ _ _ _ _ _ _ , _ _ _ . _ _ _ _ _ _ . _ _ _ _ _ . _ . _ . _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - . _- _ -D
ATTAQDENT G1 - VERIFICATION OF BILTI ANGOR BOLT FOR SURFACE ANGLE CONNECT ANGLE IS MIN. 3/4 ING TRIM '
(AFFLIES TO 90!E RILTI KVIK AND EILTI SUPERKWIK)
If anchorage fails, go <
The tension formulas below are conservative.
to ATTACHMENT-G3.
I8 j, T
), M L R2 2 --
.q -x N_kCat, "*
f ll
' l TWO BOLTS F [ L' s
- BILTI _ t, j
(Max. Angle length = 2'-4) I BOLT I
b>, x Lr , c/ \
._ q
.A b , k
. . b w w , , e ,
l *: es O ONE B0tT 1
L ,L 42 >x44 (Max. Angle Length = 0'-9) ,
' f Yf FORCES FROM COMPUTER OUTPUT F, Fy F, M, My M, Calculate M'Z zg+Fy )
MAX BOLT TENSION -
FOR TWO BOLTS T = 2.15 m + 1 1.15 Fv b (c + 1) + 1.1 h C = 8 INCHES $
L _(C-G) ,
L L, C
- s
~
FOR TWO BOLTS T = 1.81 h + 1 1,15 Fv b (c + 1) + 1.1 llE.h.
b ~} "
I" . C = 6 INCHES E
. e Fy(C + Y) + MK FOR ONE BOLT T = 1.15' h + ( "1.1 '
lg l
O MAX SOLT SREAR ,
m 1/2
.=p,....,.F.<o.,>y.(g ]
} L 1 .- ._- -
ATTAWMENT G2 - VERIFICATION OF RIGNOND ANGOR BOLTS FOR SURFACE ANGLE CONNECTIONS ANGLE IS MIN. 3/4 I W THICK (AFFLIES TO ALL DIAMETERS OF RIQDf0ND ANGORS)
The tension formulas below are conservative. If anchorage fails, go to ATTACHMENT-G3 IY j, T
) g. L C=c Fw- i
+1 H
O Ms R2 r7,-_. ~'
V j
l 1
d E/ . I e RICHMOND ,
ANCHOR - 'l
~
TWO BOLTS e Fa got7 (Max. Angle Length = 2'-4) >/
~
i s. A
.a b 4 ,
. . b w 3 .e. .
ONE BOLT ., .
(Max. Angle Length = 0'-9) - - - - - - - 47 >f 4i a f i.
- IEHRuum 1 (YY FORCES FROM COMPUTER OUTPUT F, F F, M, M M, Calculate M',=M,+Fy[b-L_
( 2 )
MAX BOLT TENSION m R
^T = 3.20 M's + 1 1.20 Fy b (c + 1) + 1.25 Mx b
~
FOR TWO BOLTS g L (C-G)
- L L -
C = 8 INCHES g
' p l
~
N T = 2. 70 M's + 1 1.20 Fy b (c + i) + 1.25 Mx b FOR TWO BOLTS L (C-G)
- L L C = 6 INCHES y
~ '
T = 1.70 M e + 1.20 Fr (C + i) + Mx FOR ONE BOLT 3
= -
e, (C-G)
MAX BOLT SHEAR , 5 l -
S= [M,+F,.b+F,(G+i)2+ Tx }2 - 1/2 62 /
,\ L ) ,
AITACHNDIT G3 - VERIFICATION OF ANCHOR BOLM SECURING SURFACE ANGLES BASE ANGLE WIM 2 ANCHOR BOLT!i POR N 0 BOL M BOLT TDISION pY
[ Mr } f Ms I
% * "3, f C. )
- "1 \ 2(C-G)/ + "2 J
^
BOLT SHEAR 2 8 1/2
- +
p fr '-
Mh w'h + "F)2 - -
DASA- M4GLt3
/Fg NOM: 1) For ag , a 2 ** *
"3 3
%/ / (SH.40.2)
J [5
- D 4. ScLT5
- 2) L C &.G in inches.
M3 S
- 3) Mx, W & Mz in Kips-in. and
/ _ z/ /~ / /c-q rx, ry & rz in u p..
/Ee t- / -
- 4) W ' = W + rx G
, , FDR ONE BOLT
'_ c'-4 (ww.t7 30tr m sr0N O BASE ANGLE WITH 1 ANCHOR BOLT 1 2 "3 d - BOLT SHEAR hY
_(32 7,2) 1/2
%2t AMGJk- py , "1' '2 E "3Ifg**. H 3 Afx / 2) e' = The smaller dimension of
/ I
/ _ e1 & d
/ V z N 3) ei, e2, C & G in inches.
(, / FI b'
- 4) Mx & Ma in Kips-in. and
/ Aecur >di / /c-a rx, rr & r= 1n use.
e
/ e1 j. e2_/
,/_ l y / 5 G
NOTE: Please note a different point of application for loads in this >
attachment when compared to attachmentsG and G 1 2* -
See Attachment G6 R2 S
lO -
g m
l
l ATTACHMENT G3 - VERIFICATION OF ANCHOR BOLTS l
TABLE 1 - PRYING ACTION FACTORS FOR BASE ANGLES W/2 BOLTS TYPE 6 SIZE Prying action factors OF BOLTS BASE ANGLE L C (INCHES) a y a 2
8 3 REMARKS
- R2 ALL SIZES OF l'-9 HILTI KWIK 6 L8 x 6 x 3 4 MAX 8. 1.12 2.00 1.09 SUPER KWIK 1 ", 3 "*1 4 8 2 4 6. 1.09 1.69 1.06 5 8 "' 3 4"' 1"._
1h"' L5 x 5 x 3 4 "
- 5. 1.09 1.69 1.06 y gn pyg, L8 x 6 x 3 4 8. 1.27 3.07 1.23 RICHMOND INSERT "
L6 x 6 x 3 4 6. 1.26 2.56 1.21 L5 x 5 x 3 4
- 5. 1.26 2.56 1.21 l 1" DIA. L8 x 6 x 3 "
.4 .
., 8. 1.23 2.88 1.19 I fICHMOND INSERT ~
L6 x 6 x 3 4 6. 1.22 2.38 1.16 L5 x 5 x 3 4
- 5. 1.22 2.38 1.16
- See Attachment G6 . R2 1 5
! ct 2
9 E
S ti t
g O .
. ** = w
- see _ gne_ we , m = w = = m *===*=me ,e w e ,maeee-se** * * * * * *
- ATTACHMENT G3 - VERIFICATION OF ANCHOR BOLTS' TABLE 2 - PRYING ACTION FACTORS FOR BASE ANGLES W/1 BOLT TYPE 6 SIZE BASE L C PRYING ACTION FACTORS OF BOLTS ANGLE (IN) a a a REMARKS
- R2 1 2 3 ALL SIZES OF HILTI KWIK 4 L8 x 6 x 3 4 0'-9 8. 1.11 1.15 1.08 SUPER KWIK MAX 1"*3"*1 4 8 2 "
1.04 L6 x 6 x 3 4 6. 1.10 1.11 58 ", 3 4 ", 1" 1s., t5 x 5 x 3, 5. 1.10 1.11 1.04 1
D[g' L8 x 6 x 3 4 "
A 1.20 1.67 1.15 INSERT L6 x 6 x 3 4
- 6. 1.19 1.56' 1.12
" 1.56 1.12 L5 x 5 x.3 4 5. 1.19 1" DIA. L8 x 6 x 3 4 "
- 8. 1.17 1.55 1.12 '
RICHMOND l IINSERT
- L6 x 6 x 3 4 "
- 6. 1.16 1.47 1.Il l
L5 x 5 x 3 4
- 5. 1.16 1.47 1.11 l
- See Attachment G6 R2 m
e l
C S
i 5
9 S
t1
, w eue e __ w e $p - - @ e es e e e=
- e * *****m*** * *
- f i
l 'ATTACIP4ENT G4 - PRYING ACTION FACTORS FOR BASE PLATES WITH FOUR BOLTS l ESA5CO SERVICES INCORPORATED
, 7 TLiLL essa klS0l$$ .
seesnr or l caso.av M oara Mb85 ors no.33 /7. 0 02 **G: M9 l ' TEXAS UTluTIES GENERATING CO.
i COiviANG-ii FEAK Uivii 2 Fwb viviT i lR2 anoamer CAELE TRAY HANdF)E l suesscr P>t YI U G A C 'T' I CN W A C ~f'02C W62 A A3CMD2 BOL *Ts'
, 'TA B L E ! !! ,I i i I it i ;
I I i l 1
. BASE Pl.A~rt ' WITH A AldNHbR' Bo LT5 i ' '
l i j 4..'iI i I !! .
._'. ! i. ! i -
'dh.' BOLT TeAlsloAJ-BASEFtf)A$h! _.I.y_ - b' D E
! I t /=/ '/ , ___.feg'?dyMqgf i
i 24+g3 4
.T '
L, Ms/ s '/ \
4 =~
. FJ y, g b y,y // @2/l dy, f 66'LT~SREAR~i'~
s
// 'F y f t
~ [T~ Fa Midg d ') +.
~2 4 , 2 cdh
- .s s
_ . g ._ - . .
r , p - 2h max.dyR) , , (4 + ,, ,
l 3YPE $ SI2E oy BAS'E PLA'rE 9IM's GAO PRYIslG ACTl00 FACTOes y y ,
BOL~TS t dx dp 0.l Q1 Os NL SIEES Df HJLTI . J.O .
IA M J8 b .. _ . . . _ _ _ . .
WWIK & SlJPER KNhk b4IN. MAX. MAX.
- l* A.
._lYi # .RIC,HMOND ,
i,,.
l
\.
,, ' .- .. j g _.. .. , . ., g q ..
INSERT \
_ L*. $ -.R/cB M cN D _
. _ . , , . . _ , , _ _ .__,=.,,_
7,.g . . .g ._ _g_. _ _ _ _ _
INSERT
^
~ '
i i
, i R l .
2 t ,
y
, i .
2 l i i
= ._____.
g
. i i -
g
- 4 b
g
~
- See Attachment G6 R2 l Wl/D St
. . _ . . - -. _ . ~. .. _ . ..-.. .-
ATTACHMENT G5 - INTERACTION REQUIREMENTS FOR ANCHOR BOLTS O
- 1. For Hilti & Super Hilti Bolts * -
T + S g 1*0
~
T'(S.R.) S'(S.R.) .
I
- 2. For Richmond Inserts & Bolts
- A) Check Insert; +
- T' (S.R.) S' (S.R.)
B) Check bolt; , f, + , n 1.0 O
9
- Where: T = Tension Value Calculated S = Shear Value Calculated S R. = Separation ratio **
T' and S' = allowable bolt loads or insert capacity **
~
i
- See Appendix 2 of the Unit 1 or Unit 2 Seismic Design Criteria for !
Cable Tray Hangers. When a redline drawing does not identify the bolt / lR3 threaded rod material in a Richmond Insert, A-36 material shall be assumed l e in the cable tray hanger design verification. l y e
R i i l S j
O
- G3 e.
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ATTACHMENT C6'-COMMENTS FOR 'G' ATTACHMENTS
- 1. For the design verification of anchorages utilizing Hilti Kwik or Super Hilti Kwik for which arrangements and bolt sizes are not addressed in Attachments G1-G5, or if the anchorage fails, use the finite element baseplate program with bolt stiffnesses given in Teledyne Engineering Services " Anchor Bolt Shear and Tension Stiffness" Test Report dated May 25, 1979 for Hilti Kwik and Hilti Super Kwik or conservatively use values given below. For Richmond Anchors use the values shown below.
- 2. Bolt stiffnesses:
Bolt Tension Bolt Shear Bolt Type Bolt Diameter (in) Stiffness (K/in) Stiffness (K/in)
Hilti 1/4 to 1.25 461 111 Super Hilti 1/4 to 1.25 ' 461 111 Richmond 1.5 3460 652 Richmond 1 2175 485 l
Note: the above stiffnesses,were used to develop Attachments G1-G5.
l $
3 R
2 2
E 2
?
E 5
e I
O .
i Y
2 v.
I
- i. . . - - _ . _ _ _ . . _ _ _ _ _ , . _ .
I ATTACHMENT G-7 CONSIDERATION OF CONCRETE, SLAB TOPPING IN HILTI BOLT EVALUATION .
For floor-mounted CTHs in building areas with concrete topping, the actual O anchor bolt embedded length (as determined from the redline drawing) shall be reduced by two inches (2") to account for the concrete topping. Below is the listing of those applicable Units 1 & 2 Roon Numbers where the topping exists:
UNITS 1 & 2 BUILDING AREAS W/ CONCRETE TOPPING ON FLOOR SLABS BUILDING ELEVATION ARCH. ROOM NUMBER UNIT 1&2 Auxiliary 790'-6 162 thru 185 810'-6 188 thru 207 8 31'-6 210 thru 226 873'-6 244 thru 246
- 896'-4 Roof 1&2 Electri.:a1 778'-0 113 thru 115, 115A thru D 792'-0 116 thru 131 807'-0, 133,134,134 A/B
! 830'-0 135 thru 147 l
1&2 Fuel Handling .899'-6 Roof 918'-6 Roof 1 Diesel NA NA 2
Safeguard 773'-0 51 thru 62 4
I ~
E
=
R i
i 2
1 3
5 O t e
3362M
ATTACHMENT G-8 CONCRETE COMPRESSIVE STRESS UNDER CTH ANCHORAGE SHIM-PLATES, BASE PLATES, AND BASE ANGLES
~
In the evaluation of CTH anchorages, the following conclusions fron ' generic studies shall be considered:
1- HILTI KWIK AND HILTI SUPER KWIK BOLTS UP TO l-1/4 INCH DIAMETER:
The maximum specified allowable bolt tension loads
- can be sustained without exceeding the compressive stress of.the underlying concrete. For such cases, an individual evaluation of the concrete stress is not required. However, the anchorage plate stresses must be checked.
2- RICHMOND INSERTS UP TO 1 INCH DIAMETER The maximum speci' led allowable bolt tension loads
- can be sustained without exceeding, the compressive stress of the underlying concrete. For such cases, an individual evaluation of the concrete stress is not required. However, the anchorage plate stresses must be checked.
! 3- RICHMOND INSERTS 1/2 INCH DIAMETER The maximum bolt tension aust be limited to 13 kips and 24.6 kips for OBE i and SSE respectively, or else the possibility exists of exceeding the i
compressive stress of the underlying concrete. If the bolt load is greater than the above limits, the exact anchorage configuration (i.e.,
shin size and orientation) shall be evaluated to determine the actual O concrete compressive stress. If the bolt load does not exceed the limits indicated above, an individual evaluation of the concrete stress is not required. In all cases, the anchorage plate stresses must be checked.
- Allowable tension loads are specified in Appendiz 2 of the CTH Design Criteria. ,
e l
3 2
R i
2 1
3 5
O S
. t<
3362M j l
4 i
. ATTACHMENT G-9 ANCHORAGE SPRING BATES l 1
4 V The spring rates to be used shall be obtained as follows:
!_ a. For typical anchorage configuration,the spring rate values from the
. tables shown on sheet 40.10 can be used. These values were developed using the standard AISC "G" gage distances for the location i
of the anchor bolts, i.e., 3.0 in. for L5X5X3/4, 3.5 in. for L6X6X3/4 and 4.5 in. for L8X8X3/4. A +1/2 in. variation from these sages is acceptable. The distance of the bolt from the end of the angle can vary from 2.5 inches minimum to 4.5 inches maximum. If the spacing"L*
of the anchorage does not match exactly the spacing shown in the table, linear interpolation between the immediately higher and lower spacings can be used. The values shown in the table are acceptable when the centerline of the post is within +6 inches of the centerline of the two bolts, so long as, the edge of the channel attachment is not beyond the bolt centerline. The spring rates are given in the local coordinate system of the base angle and have to be converted to the global coordinate systea [or each individual STRUDL analysis.
- b. For anchorage configurations not covered by the tables on sheet 40.10
- due to a different bolt pattern, bolt type, bolt size, angle size, angle thickness, four bolt baseplate, etc., the spring rate values shall be requested from the baseplate group.
- c. For steel members welded directly to embedded plates, this joint shall be assumed rigid with all anchorage translations and rotations fixed.
Translational Stiffnesses For base angle configurations in the attached table, the
'. translational stiffnesses need not be considered in design verification. The impact of these stiffnesses on system frequency l
are insignificant for frequencies smaller than 33 Hertz and the normal CTH load range. In addition, disregarding the translational spring rates in the static analysis yields slightly higher reactions l
which is conservative. For marginal cases, where a reduction in I ,
conservativisa is required, translational spring rates can be incorporated in the design and shall be calculated on a case by case basis. ,
e For "sof ter" anchor bolts, (specifically 1" Hilti Kwik bolts and S analler, with an anchorage reaction due to the dead load greater than S 1 Kip), the impact of the translational stiffness on the frequency a may not be negligible. For these cases translational stiffnesses in
- all three directions should routinely be incorporated in the design >
verification. These stiffnesses shall be obtained from the baseplate &
! group. g T
4 5
O _
3362M a.
.I t/3
._m_,_- , -.: . . . . . . -_z-.,
- ATTACilMENT G-9 (Cost'd)
FOR TYPICAL BASEPLATE CONFIGURATIONS SPRING RATES FOR TYPICAL BASEPLATE CONFIGURATIONS N -
CASE 1: 2 BOLT PATTERN
- x Y
9' ,, A e
a* )e.
.i 4
- )
/b.
, , ,I V o .'.
I I I KMX (in.k/deg.) l KMY (in.k/deg.) i KMZ (in.k/deg.) l I ANGLE I L I----------------l----------- I-- ------------I I SIZE I (in.) 11.25 diall.5 dia.11.25 dial 1.5 dia.11.25 diali.5 dia.I I I ISU.HILTIl INSERT ISU.HILTIl INSERT ISU.HILTIl INSERT I I i 12 1 20 I 41 1 277 1 651 1 113 1 171 1 I i 18 1 21 1 46 1 417 I 904 1 152 1 199 I IL5X5X.751 24 1 22 l- 49 I 544 1 1084 1 172 1 206 I I I 30 1 22 1 49 I 653 1 1187 1 180 1 206 I I I 36 1 22 1 48 1 740 1 1229 l 184 1 202 I g________+_______+---___+________g________+_______+________+__ - _g i i 12 1 27 1 39 1 295 I 606 l 107 l 156' i 1 1 18 1 30 1 46 1 457 I 878 l 144 1 182 1 ILEX6X.751 24 1 32 1 50 1 612 1 1091 1 163 1 192 i I I 30 1 33 1 52 1 749 1 1237 I 172 1 195 I I I 36 1 33 1 52 I 863 1 1323 1 176 1 194 l f l________+_______+-_______+________+________+________+___ .__+_____ g i 1 12 1 28 1 33 1 266 1 497 8 94 1 129 I I i 18 1 33 'l 40 1 431 1 771 1 126 1 153 l IL8X8X.751 24 1 36 1 46 1 601 1 1021 1 145 I 166 i
!' l 1 30 1 39 I 50 1 764 1 1229 1 155 1 173 I I I 36 1 40 1 52 1 914 I 1395 l 160 1 175 1 r
i CASE 2: 1 BOLT PATTERN , .
- (p. 7" Y ,,- g -
. d - s ,
s
"* . E '
V & '.'.
- i , T.,
vp .//, E i .
m .
/ >
I I I I KMX (in.k/deg.) I .K M Y (in.k/degT) 1 KMZ*(in.k/deg.) i E
-l ANGLE I L I-----------------l-----------------l-----------------I m 1 SIZE I (in.) 11.25 diall.5 dia.11.25 diall.5 dia.11.25 diall.5 dia.1 l i ISU.HILTIl INSERT ISU.HILTIl INSERT ISU.HILTII INSERT I T IL5X5X.751 12 1 14- l 27 l 86 1 180 1
--- I --- I %
i i I 9 1 13 1 22 1 55 1 113 1 I 1 5 l________+_______+________+________+_____ +________+____-___+_______i. _ _
IL6X6X.751 12 1 16 1 26 I 80 1 165 1 --- 1 --- 1 1 I l 9 1 14 1 21 1 53 1 103 1 --- I --- 1 E l________+_______+________+________+________+________+________+ ____I ,
IL8X8X.751 12 1 18 1 22 1 72 1 134 1 --- I ---
I E
\ I 9 14 I 17 I 47 I 85 l ---
1 ---
1 i I 1
- Rotational degree of freedom about Z axis must be fully released for these configurations, t
ATTACIDENT H - ECCENTRICITIES FOR BR'.CES WELDED TO THE BACK CF VERTICAL POST
+- S.C.DP . POST =.
t 7a I j
- W i g"XM fl l %p l
i w i i e -
l l, Y
, ,_ a 6 i' # n g u 1 I
r I ( l mf g
--C.G.OF ant,Lt l l 3 CG2 x 6./2 R2 l7X i
l' f
u
- ^ ~
l E l
,I I
.i ce lO Rl51D LlWK WITH LEN6THad I
- c.sor enes (SEE ATTACHMENT .1) "PlH J ~ S.C.ce TIER
_ C.G.0F POST h ;
-sio ie uw. =
N N
i E
8 l
O
- e e
- _ _ - . - _ , _ , , . . . _ _ ~ . . _ . . . _ _ _ _ - . _ . . _ . , _ - _ _ , . , ~ - - - . , _ _ _ . _ - - _ _ - - -
ATTACIDENT I - WORKIJIG POINT BRACE ECCBIT11 CITY O
l f *
.O A&
. l i
/ / .
1
< ./
A/
___._1 .X y
/. i ==2,==
. a I .C.G. OF TIER i ==n==
- t .
O- ~
+--C.G OF POST
.COMDITIONS '.
tE j w< zd eon a a so
- /
. K <- FOR d 4, 50*
l T EODEL WHEW G
! o te .COMDITIONS ARE MET 3 y /
l
- (tal_ATTAc,HMENT H) 3
- W
, 9 l "
O MODEL wHEN CONDITIONS ARE NOT NET s(sea wxTsusswT s) -
PLATES ATTACIDENT J - WORKDIG FOIllT FCCEllTRICITY FOR BRACE WITH CUSSET O
i F 5 j
l i
- i l
i i i l I i l rGU55ET ACTUAt. i i l PLATS S U P P O R.T l l i r
- .DE T AIL i n s- 7 ll ( MbE l
11 \ </,
il W i
i il ll ll ii ii -
d ll si 11 il i ~
' o I
l l y ,
s l
r
.CCW4 P UT ER i MODEL
[
INPUT <
e HOTE! OUTJ.OP.. PAPER .ECCENTNC\1T g "
.MCff..SHOWN .HERE DUT SHOULO
~
BE CONSIDERED IF iT EXIST 5, g 4
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a 6
UNIT 2 ONLY lR4 ATTACIDENT K - AREA 0F CABLE TRAYS The Area of various sizes of cable trays are listed in the following table (Husky Products Inc.)
Tray Size Area (A)
(in 2) 6x4 1.102 6x6 1.102 12 x 4 1.102 12 x 6 1.102 18 x 4 1.102 18 x 6 1.402 24 x 4 1.531 24 x 6 1.402 30 x 4 1.531 30 x 6 1.402 36 x 4 1.636 36 x 6 1.951 O
,i a
V i
I
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O 4 o
i i
ATTACHMENT L - COMANCHE PEAK SES RESPONSE SPECTRA CURVES lR4 O SHEET FIGURE DATE BUILDING ELEV. (PT) DAMP. (%) SSE/0BE 48 119-B 1/85 RB - Internal 905.75 7 SSE 49 120-B 1/85 RB - Internal 885.50 7 SSE 50 121-B 1/85 RB - Internal 860.00 7 SSE 51 122-B 1/85 RB - Internal 832.50 7 SSE 52 123-B 1/85 RB - Internal 808.00 7 SSE 53 124-B 1/85 RB - Internal 783.58 7 SSE 54 137-B 1/83 RB - Internal 905.75 4 OBE 55 138-B 1/83 RB - Internal 885.50 4 OBE 56 139-B 1/83 RB - Internal 860.00 4 OBE 57 140-B 1/83 RB - Internal 832.50 4 OBE 58 141-B 1/83 RB - Internal 808.00 4 OBE 59 142-B 1/83 RB - Internal 783.58 4 OBE 60 1124-B 1/85 containment 1000.50 7 SSE 61 1125-B 1/85 Containment 950.58 7 SSE 62 1126-B 1/85 Containment 905.75 7 SSE O-s- 63 1127-B 1/85 containment 860.00 7 SSE 64 1128-B 1/85 Containment 805.50 7 SSE 65 1129-B 1/85 Containment 783.58 7 SSE 66 1142-B 1/83 containment 1000.50 4 OBE 67 1143-B 1/83 Containment 950.58 4 OBE 68 1144-B 1/83 Containment 905.75 4 OBE 69 1145-B 1/83 containment 860.00 4 OBE 70 1146-B 1/83 Containment 805.50 4 OBE 71 1147-B 1/83 Containment 783.58 4 OBE 4
s R
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,, - ATTACHMENT L - COMANCHE PEAK SES RESPONSE SPECTRA CURVES lR4 SEE NOTE BELOW:
S_HEET FIGURE DATE BUILDING ELEV. (PT) DAMP. (%) SSE/0BE 72 1256-B 11/84 Electrical 873.33 7 SSE 73 1257-B 11/84 Electrical 854.33 7 SSE 74 1258-B 11/84 Electrical 830.00 7 SSE 75 1259-B 11/84 Electrical 807.00 7 SSE 76 1260-B 11/84 Electrical 778.00 7 SSE 77 1271-B 11/82 Electrical 873.33 4 OBE 78 1272-B 11/82 Electrical 854.33 4 OBE 79 1273-B 11/82 Electrical 830.00 4 OBE 80 1274-B 11/82 Electrical 807.00 4 OBE 81 1275-B 11/82 Electrical 778.00 4 OBE 82 1316-B 11/84 Auxiliary 899.50 7 SSE 83 1317-B 11/84 Auxiliary 886.50 7 SSE 84 1318-B 11/84 Auxiliary 873.50 7 SSE 85 1319-B 11/84 Auxiliary 852.50 7 SSE l
86 1320-B 11/84 Auxiliary 831.50 7 SSE 87 1321-B 11/84 Auxiliary 810.50 7 SSE 88 1322-B 11/84 Auxiliary 790.50 7 SSE 89 1337-B 1/83 Auxiliary 899.50 4 OBE 90 1338-B 1/83 Auxiliary 886.50 4 OBE 91 1339-B 1/83 Auxiliary 873.50 4 OBE l
! 92 1340-B 1/83 Auxiliary 852.50 4 OBE 93 1341-B 1/83 Auxiliary 831.50 4 OBE 94 1342-B 1/83 Auxiliary 810.50 4 OBE 95 1343-B 1/83 Auxiliary 790.50 4 OBE kC.
1 NOTE: See Sheet 46.1 for clarification of column lines defining the Electrical Building.
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ATTACHMENT L - CLARIFICATION OF ELECTRICAL AND AUXILIARY BUILDINGS RESPONSE SPECTRA CURVES R4 O
The Electrical Building response spectra shall be utilized for all CTHs located within the building area boundaries defined by column rows 8.1-A, 1.9-A, A-A, and E-A.
E-A I I N l l w I I l ELECTRICAL l BUILDING I I I I l l A-A I I 8.1-A 1.9-A The specific building room numbers are as follows:
UNIT 1 UNIT 2 FLOOR ELEVATION ARCH ROOM NO. ARCH ROOM NO.
778'-0 113 113 O 115 115A 115 115B 792'-0(Part Plan) 119 118 121 120 122 122 125 126 129 807'-0 133 134 840'-6 148B 148A R4 148D 148C 854'-4 150 150 150A 150B 151 151 151A 151B Mote: Even though the "As-Builts Drawings" identify these Room Nos. as Auxiliary ke Building, review of the Architectural drawings indicates that these rooms are physically located in the Electrical Building.
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R4 ATTACHMENT L - COMANCHE PEAK'SES RESPONSE SPECTRA CURVES SEE NOTE BELOW:
a SHEET FIGURE DATE BUILDING ELEV. (FI) DAMP. (%) SSE/0BE 95.1 427-5 10/85 Fuel Bldg. 918.00 7 SSE 95.2 428-B 10/85 Fuel Blds. 899.50 7 SSE 95.3 429-B 10/85 Fuel Bldg. 860.00 7 SSE
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95.4 430-3 10/85 Fuel Bids. 841.00 7 SSE 825.00 *7 SSE 95.5 431-B 10/85 Fuel Blds.
95.6 432-B 10/85 Fuel Bids. 810.50 7 SSE 95.7 445-B 10/85 Fuel Bldg. 918.00 4 OBE 95.8 446-B 10/85 Fuel Bids. 899.50 4 OBE 95.9 447-5 10/85 Fuel Bldg. 860.00 4 OBE 95.10 '448-5 10/85 Fuel Bids. 841.00 4 OBE 95.11 449-B 10/85 Fuel Bids. 825.00 4 OBE 95.12 450-3 10/85 Fuel Bids. 810.50 4 OBE 96 1401-B 11/84 Safeguard 896.50 7 . SSE O 97 1402-B 11/84 Safeguard Safeguard 873.50 852.50 7
7 SSE SSE 98 1403-B 11/84 i 99 1404-B 11/84 Safeguard 831.50 7 SSE
, 100 1405-5 11/84 Safeguard 810.50 7 SSE 101 1406-B 11/84 Safeguar'd 790.50 7 SSE i 102 1407-B 11/84 Safeguard 785.50 7 SSE i 103 1408-B 11/84 Safeguard 773.50 7 SSE 104 ,
1425-B 1/83 Safeguard 896.50 4 OBE 105 1426-3 1/83 Safeguard 873.50 4 OBE i
106 1427-B 1/83 Safeguard 852.50 4 OBE l
107 1428-B 1/83 Safeguard 831.50 4 OBE Safeguard 810.50 4 OBE j 108 1429-B 1/83 I
109 1430-B 1/83 Safeguard 790.50 4 OBE k
110 1431-B 1/83 Safeguard 785.50 4 OBE y 111 1432-B 1/83 Safeguard 773.50 4 OBE 7
. i NOTE: Safeguard Building Response Spectra are applicable to the j l
- O Diesel Generator Area of that building.
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ATTACHMENT L - COMANCHE PEAK SES RESPONSE SPECTRA CURVES SELECTION OF SPECTRA FOR WALL MOUNTED CABLE TRAY HANGERS O For wall mounted cable tray hangers described in Column A below, the envelope of the response spectra curves of the floor immediately above and below the hanger location must be used for the seismic load conditions described in Column B. For all other wall mounted cable tray hangers, the response spectra curves of the floor immediately above the hanger location may be used.
l l-COLUMN A l COLUMN B Iower System i Floor Frequency l Load Buildina Elevation Range l Case Direction I
Fuel 918.0 5 to 13 Hz. l OBE Ay 3 to 37 Hz. l SSE Ay h
Aux. 810.00 7.5 to 10 Hz. l SSE Ay 16 to 20 Hz. I SSE Az 886.00 3.5 to 12.8 Hz l SSE Ay l
l Unit No. 2 Only l O SFG 896.50 10 to 20 Hz.
l l OBE Ax All frequencies l Ay 11 to 20 Hz. l Az 896.50 13 to 23 Hz. l SSE Ax All frequencies l Ay 10 to 33 Hz. l Az E
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