ML20210D100
| ML20210D100 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 03/13/1987 |
| From: | Harrison P, Hettinger F, Schoppmann H EBASCO SERVICES, INC. |
| To: | |
| Shared Package | |
| ML20210C645 | List:
|
| References | |
| 3362M, PROC-870313, NUDOCS 8705060429 | |
| Download: ML20210D100 (34) | |
Text
{{#Wiki_filter:. . . EBASCO SERVICES INCORPORATED General Instructions For Cable Tray Hanger Analysis For O Comanche Peak Steam Electrical Station No. 1 and 2 REVISION I PREPARED BY l' REVIEWED BY I APPROVED BY I DATE I PAGES AFFECTEDI l l l l .I I I I i i I i l I I i i i l I RO Z. T. Shi R. Alexandru G. Kanakaris l 6/14/851 l l l l l IH. Schoppmannl l l l l l l l l l l lN. Tassoulas l l l l l l l l l 1 I i I i i I
-l R1 H. Schoppmanal R. Alerandrul G. Kanakaris l 8/23/85lSee Sheet 111 l l I l l I I I I IF. Hettinger l l I i 1 I I I I I I I .l lH. Schoppaann l l l l 1 I I I I R2 lF. Hettinger l R. Alexandrul G. Kanakaris ll2/20/85lSee Sheet iv l 1 1 I I and v lL. Gorozdi l l l 0 i R3 l
P. Harrison F. Hettingerl R. Alexandru
! l 8/8/86 ISee Sheets vi l
l l l l l and vii' -l l lH. Schoppaanal l l l l l l l l 1 I I l . . I I R4 P. Harrison F. Hettinger R. Alexandru 11/15/87 iSee Sheet viii I I .I and ix I i I H. Schoppaanni 1- -l l l' I _ l l l l l R5 Ifhl I IP. Harrison 1 F. Hettingerl R. Alexandru 13/13/87 lSee Sheet x g - g g4 l -lBoth R4 and.R5 l l
#/ l)'
CO?YRIGHT @ 1985 1 EBASCO SERVICES INCORPORATED I 2 World Trade Center New York, NY 10048 i 3362M B705060429 870413 PDR ADOCK 05000445 A PDR
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# REVISION LOG #
- FOR GENERAL INSTRUCTIONS FOR *
- CABLE TRAY HANGER ANALYSIS *
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- REVISION
- SHEETS *
- DATE
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- Added x
- 03/13/87 R5
- Reprinted 1
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- Revised 13.1
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- Revised 36
- 03/13/87 Revised 36.1
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- Added Revised 36.2
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- Revised 169.3
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1 l , O , 3362M i
l Introductica l These general instructions have been written to assist personnel design verifying Cable Tray Hangers. They are a means of interpreting and O supplementing the Design. Criteria. They are by=no means a substitute or 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 4 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. f O i 1
*The requirements herein are minimum requirements. - More conservative approaches any be used provided that the i hanger can pass the design verification process. If a conservative approach is used a statement to this effect must be included in the calculation.
I i ) 1
\ -Sheet 1 (Reprinted by Rev. 5) 3/13/87
.3362M l
._ _ _ _ _ ~ . - _ . _ . . -
l
. i i
O e NOTES ON IDENTIFICATION OF LONGITUDINAL OR TRANSVERSE HANGERS A) A hanger is a longitudinal hanger if it has longitudinal braces and heavy duty clamps 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 clamps (refer to sketch below). C) Other supports for which "A" or "B" above is not applicable will be considered transverse supports. ' cur im merofm> e v r e vic e p a r
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PLA,h! NIEW ; I l l O Sheet 1.1 (Reprinted by Rev. 5) 3/13/87 1
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l I - Model i a) A three dimensional model shall be used and all members shall be O represented by lines with relative eccentricities determined in accordance with guidelines contained herein. i
- 1. The user shall prepare the model using the global axes sliown below.
i l+y (VERTIC AL)
+ x (TLAW5v5ME)
+ z p onuom4 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: ~~ For bracing: pin connection shall be assumed on connection with plate. (SEE ATTAC195NT "J") pin connection shall be assumed for braces welded to back of posts (SEE ATTACHMENT "H") - For post to tiers: a11' connections shall be soment connections. For hanger to building connections, see Section III. d) Local eccentricity shall be considered for gusset plate verification. The total eccentricity considered should be equal to half the thickness of the gusset plate plus half the thickness of the angle leg welded to the gusset plate. Il e) For other eccentricity information, see Section IV. Sheet 2 (Reprinted by Rev. 5) 3/13/87 3362M
1 II - Loads- , For loads and soments to be considered, refer to either Attachment B1 .l or B2 and the following legend. O Legend: (For loads and Attachments B1 and B2) WT, = hanger structural steel dead load weight dead load of cable tray for transverse hangers (weight per foot
~
=
, Pot times L1+L ) 2 Ppt = dead load of' cable tray for longitudinal hangers (weight per foot times LL1 +2 LLy)
~
Py = dead load of cable tray multiplied by the vertical acceleration corresponding to system vertical frequency. PH
= dead load of cable tray multiplied by-the horizontal acceleration corresponding to system frequency in the transverse direction.
Pg = dead load of cable tray multiplied by the horizontal acceleration corresponding to systen longitudinal frequency (for longitudinal supports only). .
=
thermal loads for longitudinal supports only, whenever O PLT applicable (see Section II F). Ly,L2
=
Span lengths to adjacent supports. LL1,LL2 = Span lengths to adjacent longitudinal supports (see Section II G). gy = Value of seismic acceleration (3) in the vertical direction.
=
! Sht Value of seismic acceleration (3) in the horizontal transverse ! direction. shi
=
Value of seismic acceleration (3) in the horizontal longitudinal i direction.
- A) Dead Ioads
- 1. Hanger structural steel dead weight (WI.) and cable tray dead load (PpL) shall be calculated separately for analysis.
Manger 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 j each hanger structural member. l l Note: Structural steel with Thermolag requires a density J modification. (See Section II E)
- 3) deleted sheet 3 (Reprinted by Rev. 5) 3/13/87 !
) . 3362x
l C) Seismic Ioads on Hanmers 1.0 Seismic loads on hansers located in buildinas . lR4 For specific instructions on how to apply seismic loads due to i 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 systes 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 3 peak l for system frequencies'at the right of the peak, use 1.25 x sf systen j - 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 t.he spectral "g" value corresponding to the CTH fundamental (lowest) longitudinal frequency by 1.25
- regardless of whether that frequency is to the left or right of the peak response frequency.
~
for exception to the use of 1.25 MRM in the Equivalent Static Method, see Attachment Y Part 1 4 Notes:
- 1. When calculating system frequency, the tray frequency shall correspond to the larger tray span (Li .or L2) on either side of the hanger.
- 2. Determine the system frequency by combining the support l frequency with the smallest cable. tray frequency among i
, the various sizes of trays which are supported on this l tray hanger.
- 3. For the determination of support lowest frequencies, the user should use a 3-D frequency run. Since the results 2
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 hanaers located in Unit 1 Yard Area manholes l I l I The seismic loads are calculated by multiplying the appropriate lR4 weights by 1.5 times the ground level enveloped peak "3" values as l l given in Appendix 1 Attachment AA' Sheet A6 of these General l l Instructions. l I sheet 4 (Reprinted by Rev.' 5) 3/13/87
l D) Moments on hansers p 1. For specific instructions on how to apply moments generated ( by Ppt P y, P Attachments " Pg and P and "B2 on hangers refer to E) Fire Protection Weichts I. Thermolag Weight
- 1. For unit weights of cable tray including Ihermolag refer to Attachment "C1".
- 2. For Unit #2 all cable trays located in the rooms listed in l the Attachment "D" are considered to be fire protected by lR4 Thermolag. In addition, contact your group leader for l Auxiliary Building Added Scope Thermolag room list. l For Unit #1, see Span Iangth Drawing for Extent of Thermolag.
l
- 3. When Thermolag is applied to the vertical posts the additional Ibermolag weight shall be applied directly at the nodal point between the horizontal and vertical members.
i _ aa.se e 1
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S , ? m .m h-
- Note 24 Inches
, ' egg y,=;g ,ype g -
Maasured at C.G. ( 5EE 4
, TIEa I /////)
e m = m m =, W"V h # c , g u- ./veav www w* l , E l x ,
+ 2 ._ e c s o - g;.
- 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. '
= DENSITY FACTOR (D.F.)
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. Thernoblanket Weizht (Unit 1) lR4 1
- 1. See Appendix 1, Attachment C', Sheet A4.2 of these General l O Instructions for Unit # i dry weight of thernoblanket. See span length drawing for extent of thernoblanket.
l l l ! ** The value of 9.84 was taken from Attachment "Al" l Sheet 5 (Reprinted by Rev. 5) 3/13/87 m ew
F) Thsraal Expan sien Load
- 1. For. structural systems composed of a series of individual components joined by standard type bolted connections, and
- O' supported at intervals by non-rigid supports, ambient temperature induced loads are practically non-existent, primarily due to the
- self-limiting nature of thermal loads., The CPSES cable tray and I
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 systen j is heated. Such factors include, among others, clearances in bolted connections due to initial _ hole oversize, clearances in i bolted connections caused by bolt thread local plastic deformation under load, large and small direction changes in cable tray runs, longitudinal flexibility of the cable. tray hanger and its 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 / contraction 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 sessents supported at several points - j within a hanger are negligible and shall not be considered. j 2. Cable tray hanger thermal loads shall be based on the temperature difference between CPSES FSAR anximum normal operating ambient temperatures and a 90*F installation temperature (see
; Attachment P). An effective coefficient of thermal expansion of~
i 0.0001 inch / inch /100*F shall be used. ~ For hangers in which . consideration of hanger longitudinal stiffness significantly. mitigates the consequences of the calculated thermal load, such i effects shall be considered according to procedures presented in Attachment Q. l' 3. Only longitudinal and multidirectional supports will resist thermal expansion of cable trays.
- 4. For a straight "run" only the first and last longitudinal (or multidirectional) supports resist thermal arpansion.
- 5. Deleted.
i Note: See Figures on sheet 6.1 for examples of items 3 & 4. l-4 i l Sheet 6 l (Reprinted by Rev. 5) 3/13/87 i l 3362M i
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I h.i ! h" i i I- j ND TED MAL l PLAN oe ELE.VATioW MS W NT .l T l
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- i i 'ugg PL.AW a ELEVATIOW NOTES:
- 1. For deviation from above sketches check with your group leader.
, Specific information shall be verified by field. ,
- 2. If 9 is less than Q20'), consider as a straight section of tray.
Sheet 6.1 (Reprinted by Rev. 5) 3/13/87
G) kngitudinal. cpan 1snath, to be und ft:r 1rnaitudinni cable trey loads cnto lenaitudinal hanatr:: The tray span length between two adjacent longitudinal supports shall be verified by field and should not exceed 40'-0.* For example, see sketch below: L GilTUDIN ie iI Tit.AN5 VERSE J ' J, J' a J i g-TRAY ENDS f !! g i ii
'fte 2V . 'EL i l Lt.
A550MED '
. 40'-D"* '
4O k O'* , (M A x.) (M AE.) SUPP0ft.T A gyppogyB Note: LL1 & LL2 are tray span lengths measured along the tray centerline. Case 1: For horizontal tray offsets f_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
i Case 2: If horizontal or vertical offsets exceed the limits of Case 1 or hinges are present, the distance between centerline of the offset g 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. t O Sheet 7 3362M (Reprinted by Rev. 5) 3/13/87 l
H) Preparation of Load Combinations i Loading combinations to be considered for either computer or hand .i analysis shall be as per Attachment "F". For the allowable l stresses for these load combinations see the latest Design Criteria. l O O Sheet 8 l (Reprinted by Rev. 5) 3/13/87 l t
.a-.- -. -. . , - - . . - - - - - - , -
III. BOUNDARY CONDITIONS 1 A) General Approach: Boundary assumptions should reflect the actual anchorage configuration. All Unit No. 1 hangers-ana all modified Unit No. 2 i hangers shall use the anchorage spring rates as described in j Attachment G9. For previously analyzed unmodified Unit No. 2 ; hangers, the boundary conditions described in (B) through (D) below were used. The analysis of taese Unit No. 2 hangers shall < be reviewed, and for any which have fundamental system frequencies ! to the right of the spectral peak, an evaluation aust be made to determine the effect of actual anchorage flexibilities. B) Besa or Wall Connection
- 1. One-Bolt Connection: i Assume free rotation (pinned condition) about Z axis. Assunie fixed rotations about 1 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.
e , y
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=
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- 2. Two-Bolt Connection: l The connection detail shown below can clearly resist acaents about the Y-axis and the Z-axis. Full fixity of rotation about the X axis may be assumed considering prying action.
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+- -
1
; 11 O
E (44#r& PAPA 4)- Sh**t 9 - (Reprinted by Rev. 5) 3/13/87 3362M
C) Welded Connection O ! If a channel or structural tube seaber is welded all around or at least on two opposite sides to an embedded plate or to a surf ace plate anchored with at least four anchor bolts, the connection should be assumed to be fixed in all directions, i.e. three (3) 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. Ji T L :< - - - __ d b__
~
E abeck section for
~
"b5 acaent transfer.
M g
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O 2. Two-Bolt C'onnection: If the post of a hanger is welded to one of the legs of an angle, with the other les 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 < lT
- - - - -~~ _.
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l A . . - E n
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I eheck section for l g ) (e
- assant transfer.
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b O Sheet 10 (Reprinted by Rev. 5) 3/13/87 3362M
1 l IV - ECCENRICITIES i 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)'+f(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 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 ford E 50' and d/3 inches for a 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 t for the diagonal brace. Refer also to Attachment "J". VI - WARPING STRESSES A) Hanger Members i Warping stresses in two directions (normal to the seaber crossection and in-the-plane of the crossection) must be considered for members subjected to warping effects (ie. members g ' welded "all around" at embedded plates or anchored plates). These i stresses must be added to other normal and shear stress in the member. After the static analysis results are obtained, torsional acaents are found in the various members of the hanger. These torsional. i moments generate warping stresses (both normal and shear) which i 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. I a) Cantilever Condition The following outlines the procedure on how to obtain the torsional stress (both normal and shear) at fixed and of a cantilever member subject to torsional moment M (K-in). l i Sheet 11 (Reprinted by Rev. 5) 3/13/87 3362M
l'. Obtain the torsional moment MT (K-in). L a, i
}MT G F
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 cantilever " 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 Kai at the fixed end of the cantilever channel seabers.
Please note that the above torsional stresses were calculated using AISC formulae. b) Cantilever with several noments , This case is applicable to a post with several torsional noments or a cantilever with several trays. MT8 Mrs MTs
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-,As[ As:
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( 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. O Sheet 12 (reprinted by Rev. 5) 3/13/87 3362M _ m . - , . , .-- _ - - vw- - p -w. m_,
l VII - FOOTFRINT LOADS AND EMBEDDED PLATE QUALIFICATION l NOTE: This section is ON HOLD pending the establishment of the embedded plate design verTTication approach by.the Project at a later date. i R4 For each hanger analyzed (Unit 1 and Unit 2) which has attacNeents i to embedoed plates or has attachments consisting of Bilti 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 l Design Criteria) or Figure 6 (Attachment N2), a set of footprint 2 loads (maximum absolute values) must be developed and the , information aust be incorporated in the Footprint load transmittal
- form which is then transmitted to Stone & Webster. Each engineer lR4 must be aware that the local 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, Fs and Mx, My, Mz from analysis with the Fx, ' 1 Fy, Fz and Mx, My, Mz 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 J baseplate (building surface element).
- To Summarize
- 1. Footprint load transmittal forms must be' completed for each
- support with building attachments which affect the 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
- specified in Attachment N2 or App. 2 of the CTH Design Criteria.
- 2. Imads are required to be listed in the local coordinate i 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 analysis model for the cable tray hanger.
.4. When attachments Are removed or deleted the original i
footprint load transmittal form shall be marked void and j transmitted to Stone & Webster. j 5. Any revisions to be made to the footprint load transmittal forms shall be prepared with all items (Nos.1 to 9) filled I out on a new footprint load transmittal form with Ites No. 4 ! checked off as "Yes" (see Attachment N3). I I 6. When footprint loads provided for a cable tray hanger i attachment are based on an envelope load case derived from a
- representative CTH calculation, the loads shall be indicated
! as " conservative" under Ites No. 5 on the footprint load l transmittal form. sheet 12.1 (Reprinted by Rev. 5) 3/13/87 ! 3362M f
- - _ ,_._ . _ _ _ _ _ . . . _ _ _ . _ , _ . _ . . . - . _ _ _ _ . , . . _ . , . . _ . . . _ _ _ . _ _ _ _ _ _ _ _ _ _ _ . . . _ _ ~ _ - . . - . . - _ _ _ _ .
1 1 1 DELETED R4 i I l 1 1 i i i Sheet 12.2 (Reprinted by Rev. 5) 3/13/87 I 3362M :
i VIII - SHEAR CENTER LOCATION OF COMPOSITE CHANNELS i l- Attachment "O" is a suasary of shear center locations for the following composite sections which consist of two channels: i 1. C6 x 8.2 and C6 x 8.2 j g
- 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 "D y", 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 "O" 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 I2-2 (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 - A) Minimus Weld Size Welds not meeting the AWS code minimus 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. ' B) Stitch welding For assbers subjected to major torsional loads (ie. post member of. . an L-shaped hanger), stitch welding should not be used-in the I design of member modifications. Where such members are . l strengthened by attaching a new member along some length of an existing seaber, 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 veld and base metal thickness must be appropriately considered l l in weld qualification per AISC code requirements except as noted in lR4 I A above. I I Weld verification shall use the SRSS combination, as stated in
- Attachment F Part b.
1 Sheet 13 (Reprinted by Rev. 5) 3/13/87 3362M 4
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IX - WELD DESIGN VERIFICATION (CONT.) Eccentricities shall be appropriately considered in weld design () E) verification. The following welds shall be assumed to have zero strength, unless l R5 l . I 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. R4 b) Butt welded member splices.
- 3. Non-Nuclear Safety ('NNS') welds.
F) Single line fillet welds shall be assumed to have zero strength. G) For the design of welding between channels of double channel sections, l the computer program " COMBS" should be used. lR5 O ) i i l
- O Sheet 13.1 (Rev. 5) 03/13/87 i 3362M
T l
' ATTACHMENT E - ADDITIONAL NOTES ON MODELS & DESIGN VERIFICATION
- 9. When using the STRUDL program, the tables 'STEELC' and 'STEELMC' !
shall not be used. . Instead, the tables 'STEELC1' and 'STEELHC1,' i d 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 'SIEELMC1' MC6x18' TYPE " CHANNEL' ; Note:
; The new tables have all the same properties except for-the eccentricity'ez which has been set equal to zero$
n
- 10. For all calculations:
E (Modulus of elasticity for steel) = 29 x 10 3 kai
'G'(Shearing Modulus of elasticity) = 11.2 x 103 kai i
i 11. For any tier that has a stress interaction ratio larger than l-the minimum net-to gross section property ratio shown on sheet 'l i . 36.2 for the appropriate tier size, an unused 3/4" diameter bolt I-i hole shall be assumed to be present at the highest stress location on 1 the tier. The section shall be manually verified by reducing the l area and soments of inertia to account for the bolt hole. A shif t l of the neutral. axis due to the bolt hole shall be considered. I R5 The reduced section properties shown on sheet 36.2 can be used to- ~l 4 account for this bolt hole effect. l I For any tier that has a stress interaction ratio less than or equal I to the minimum net-to gross section property ratio on sheet '36.2 for the appropriate tier size, the bolt hole effect does not need . to be explicitly considered in design verification. 1 4
- 12. Whenever an as-built drawing shows that a tray orientation is not perpendicular to a hanger (skewed), the forces shall'he appropri-
, ately decomposed into components.
- 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.
- 14. Principal axes properties shall be' used in the design . verification of 8 j all angle sections. O s
[ 15. Cable tray hanger out-of pluabness shall only be considered in design verification when the out-of pluabness exceeds 2 degrees.- e h i 3362M
~. -% - _ . . , -m ,.w,m. . - - , . . - - - - , .w n .. - - . -- - - . - - , - , ,,,r-, , .. - - . , r* ..-1--
. ATTACHMENT E - ADDITIONAL NOTES ON MODELS'& DESIGN VERIFICATION-
- 16. . Secondary wall seismic displacement effects for OBE and SSE conditions l1 shall be considered in cable tray hanger design verification. Wall-O displacement data can be found in HVAC Volume I, Book 17. Use of these secondary wall displacements is ON HOLD pending finalization by l R5 SWEC. I 17.- All nodal displacements shall be generated and stored for future use. l
\ l
- 18. All angle members, including ' bracing, shall be designed as primary i R4 7 seabers as per AISC Manual of Steel Construction,'- 7th Edition. l.
l
- 19. Kellen's Grip for cable tray supports -
~
Kellen' Grips are used for cable' supports on vertical risers ar.d they- , are connected to tray rungs for ladder trays' and unistruts for solid ' trough trays. These rungs and-unistruts shall be' evaluated as a part -
.of tray; qualification. Kallen Grips are located within a few inches I
.of the support. . When Kellen 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:
~
R4 (a) Assuine that tray rung /unistrut is capable to transait load ' to the tray side rails. (b) Celculate total weight of the vertical riser and distribute as l follows: I (1) In horizontal directions distribute it to all. supports .on the vertical riser
- (ii) In . vertical direction, apply load to the support closest to i the Kellen Grips L
(c). If the cable tray support fails design. verification, then put it on " Hold" . Af ter the rung /unistrut. qualification is completed, either support modification and/or relocation of the Kellen Grips shall be coordinated with TNE Electrical Engineering. p { t 1 O n s .) N -
-{
O^ . a 3362M s-t;
- l %.. '
. REDUCED SECTION PROPERTIES FOR CHANNELS WITH 3/4 INCH HOLE AT THE FLANGE'TIP~
d l yl _ .75 .. 75"~
,1 Y 7 T" Tf '
l . X-+ x. x-i + x i I i
, l
~
X 6 Y' Y
'Cf6&CTION6 MC" BBCTIOM6 UNCUT SECTION REDUCED SECTION PROPERTIES MIN AREA S XX S-YY AREA S XX S YY -NET /
SECTION (SG. (CU. (CU. (SG. NET / (CU. NET / (CU. NET / GROSS IN) IN) IN) IN) GROSS IN) GROSS IN) GROSS RATIC' C3X4.1 1.210 1.100 0.202 1.106 0.91 0.882 0.80 0.132 0.65 0.65 l ' C3XS 1.470 1.240 0.233 1.375 0.94 1.034'O.83 0.159 0.68 0.68 C3XS 1.760 1.380 0.268 1.675 0.95 1.206 0.87 0.192 0.72 0.72 C4X5.4 1.590 1.930 0.283 1.492 0.94 1.636 0.85 0.198 0.70 0.70 C4X7.25 2.130 2.290 0.343 2.045 0.96 2.056 0.90 0.256 0.75 0.75 C5X6.7 1.970 3.000 0.378 1.879 0.95 2.654 0.88 0.282 0.75 0.75 C5X9 2.640 3.560 0.450 2.563 0.97 3.286 0.92 0.355 0.79 0.79 C6X8.2 2.400 4.380 0.492 2.318 0.97 3.994 0.91 0.389 0.79 0.79 C6X10.5 3.090 5.060 0.564 3.022 0.98 4.771 0.94 0.468 0.83 0.83 C6X13 3.830 5.800 0.642 3.777 0.99 5.576 0.96 0.557.0.87 0.87 C7X9.8 2.870 6.080 0.625 2.799 0.98 5.706 0.94 0.521 0.83 0.83 C7X12.25 3.600 6.930 0.703 3.543 0.98 6.619 0.96 0.609 0.87 0.87-C7X14.75 4.330 7.780 0.779 4.286 0.99 7.550 0.97 0.704 0.90 0.90 C8X11.5 3.380 8.140 0.781 3.321 0.98 7.787 0.96 0.683 0.87 0.87 C8X13.75 4.040 9.030 0.854 3.992 0.99 8.740 0.97 0.769 0.90 0.90 ' C8X18.75 5.510 11.000 1.010 5.488 1.00 10.872 0.99 0.964 0.95 0.95
'MC3X7.1 2.090 1.820 0.561 1.943'O.93 1.531 O.84 0.394 0.70 0.70 ;
MC3XS 2.650 2.100 0.677 2.520 0.95 1.855 0.88 0.506 0.75 0.75 ~ MC6X12 3.530 6.240 1.040 3.412 0.97 5.724 0.92 -0.834 0.80 0.80 MC6X15.1 4.440 8.320 1.750 4.325 0.97 7.840 0.94 1.507 0.86 0.86 MC6X16.3 4.790 .8.680 1.840 4.684 0.98 8.219 0.95 1.607 0.87 0.87 MCGX15.3 4.500 -8.470 2.030 4.440 0.99 8.205 0.97 1.865 0.92 0.92
- MC6X18 5.290 9.910 2.480 5.220 0.99 9.602 0.97 2.300 0.93 0.93 MC7X17.6 5.170 10.800 1.890 5.064 0.98 10.216 0.95 1.647 0.87 0.87 '
MC7X19.1 5.610 12.300 2.570 5.530 0.99 11.939 0.97 2.364 0.92 0.92 MC7X22.7 6.670 13.600 2.850 6.616 0.99 13.306 0.98 2.689 0.94 0.94 MC8X18.7 5.500 13.100 1.970 5.385 O.98 12.464 0.95 1.715 O.87 C. 87 l MC8X20 5.880 13.600 2.050 5.774 0.98 13,018 0.96 1.800 C.88 0.88 Sheet 36.2 l (Added by Rev.5) 3/13/87 l i_ _ -_ _ _ . _ . _ _
I l ATTACHMENT R - DIMENSION TOLERANCES AND DESIGN VERIFICATION
- (Unita 1 and Z Except as Noted Below) .lR5
'Ihe following tolerances are used' in the , field measurements applicable to O
l cable trays. MEASUREMENT TOLERANCES Unless otherwise shown on' drawing, the following tolerances shall apply:-
- a. All dimensions shall have a field measurement tolerance as follows:
- 1. 13/4 in. For Dimension up to 5' -0.
- 2. 11'in. For Dimension 5' -0,'- 10' -0.
- 3. +1-1/2 in. For Dimension 10' -0.
l 4. Modified Structural Shapes, Field Cut Plates, -Etc.:
+1/8 in.
- 5. IIork Point +1 in.
- 6. Cable Tray lianger Elevation 12 in. .
- 7. Transverse Location of Cable Tray 12 in.
! 8. Edge Distiance and Center to Center Distance between Bolts for
- Cable Tray Clamps,11/8 in.
- b. Cable Tray Span Tolerance is 16 in., except may not exceed' maximum .lR5 J allowable span (Unit 2 only). l
- c. The End Distance From Centerline of the Hole to the End of the Member shall have a Tolerance of +1/2 in.
- d. The Gage Distance Measured From the Centerline of the Hole to the Heel of the Angle is 11/4 in. For Qtannels, the Tolerance.is 11/8 in.
- e. A 11 in. Tolerance is Permissible in Locating:
Hilti to Another Hilti. Hilti to Richmond Screw Anchor. Richmond Screw Anchor to Another Screw Anchor.
- f. Field Measurement Tolerance for Projection of Expansion Anchor 13/8 in with Miniaua of Flush with Top of Nut.
- g. Tolerances for Location & Elevation of CTH's Iongitudinal Direction 16" '
Perpendicular - Transverse Direction 12" to tray Elevation , 12" S For CTH member and anchorage design verification, only the one most 7 4 critical of all above tolerances shall be considered. If a failure g occurs when the critical tolerance is used, consideration should be a given to the possibility of obtaining better measurements with reduced [ q tolerances. g 4 V o
}
M 4 3362M ! i 1
, . - - - - , - - - , . - . . -- m,--,-,-ar,-.-- e -----.-.,,--..r,,,~~n. , . , ,- , , - - - , . . , , ,- -
- - - - ~ , ,
l l i ATTACiDENT T ,O ALLOWABLE BOLT LOAD VS' CLEAR EDGE DISTANCE OF STRUCTURAL CHANNEL SECTIONS All connections of A-36 structural steel to cable tray clamp use 5/8"dia. (A-307, A-325 HS or A-449 HS) bearing-type bolts in 3/4" dia. oversize holes. ; I. IMPLEMENTATION INSTRUCTIONS: G L -e l s ' Slope 1 in 6 for C LMax Slope 1 in 20 for MC TYPICAL SECTION (1) Calculate 'e' dimension by using gage dimension G + 1/8" (measurement. tolerance) i (2) If calculated 'e' is less than 1/8" for accessible. hangers with l tolerance considered, use e = 1/8" 'l 3 O The above minimum 'e' value is based on the Statistical Bolt Hole. Edge l lR5 l Distance Investigation conducted for cable tray hangers. l (3) For clamps marked "IA" (Inaccessible Attribute) on as-built drawings, i the relative orientations of the tier and tray shall be reviewed. If the clamp can be attached to the channel flange, assume that the i clamp is bolted with a 5/8" diameter, A-307 bolt and'a miniaua lR4 ! e = 1/8", as per results of the Statistical Bolt Hole Edge Distance lR5 Investigation. (4) Calculate the modified allowable bolt load per Section II thru IV. - If the actual loads exceed the allowables, more accurate information j shall be obtained through a site walkdown. I (5) Friction /Connectivity Considerations for Transverse Supports: l
- I g j Longitudinal load.is considered to be transmitted via friction ! ;;;
between the tray and the tier. Transverse support-tier bolt. edge _ lR4 q ' distance shall not be evaluated for the longitudinal load, when the l " i tray is perpendicular to the tier (Section II)'and when bolted. ~l 3 friction clamps types A&C are used. l . l I' i 5 O t 3362M
ATTACHMENT X --INACCESSIBLE ATTRIBUTE (IA) EVALUATION PROCEDURE SECTION B2 - OTHER WORST CASE DESIGN ASSUMPTIONS PRESENTATION ON FINAL _ INACCESSIBLE ATTRIBUTE
) AS-BUILT DRAWING II. Miscellaneous Details & Dimensions
( a) Dimensions which are not used in Design Verification due to insignificant impact Q' "" p - -y"- 9-shall be retained as (IA). b) When as-designed information is not shcwn on the drawings, the following shall be used, as per CMCs & review of as-built data for the configuration shown. i) Use weld size as
\316 k 2 @ G 3 q," 2 @ G
-M
( e W - and apply correction factors per J Section Bl. 1 I Also use dimension to locate . 6 , sti MC6{fener channel and 1k" for ag 2" for C6* & C4 provided CG , M C C OR.C4 m maximum stress interaction oTH cHANMELS ratios, after considering the effects of measurement tolerances as per @'5HoutD SE SA Attachment R, doesn't exceed 0.95 A
' for member and 0.80 for intermittent DAMAM '
weld. ii) Use weld size as-N (bah_ 4 3 ' /t s i l 0 I ~ TlE R ;;; and apply correction factors as CHA NM E L per Section Bl. , j g , i
- 6
- 1. dc, $
; --*-- LG x 6 o R Lsx5 2-ANCHORAGE. A 1
4
ATTACHMENT X - INACCESSIBLE ATTRIBUTE (IA) EVALUATION PROCEDURE
-SECTION B2 - OTHER WORST CASE DESIGN ASSUMPTIONS INACCESSIBLE ATTRIBUTE PRESENTATION ON FINAL f)'
(s AS-BUILT ORAWING i f tii) Use the data as noted below. G V g h b 2 t' / ASHFOA b 0 1 Q j . i h i g N ' N @c E 4 e q
.e d!E s_
ISRActuG SRAClNGj' ' f L3x3 R.% x4 x o'-5 L3x3 L_ &((fS(Eh 4K3 &
'4 " 3 *
"((IAKEAD For weld between bracing and gusset plate, calculate the
'O 1 e equivalent weld size by applying correction f actors as per Section Bl. M iv) Use weld size as (C, BRACING
'A x 3 i l 1
4 Y 3 : ll I 11 i il and apply correction factors i i! as per Section Bl. t ', I ;
- I ;.
l :: 0
~_ l k 1
'ce e n i ei
)-
ATTACHMENT X -INACCESSIBLE ATTRIBUTE (IA) EVALUATION PROCEDURE SECTION B2 - OTHER WORST CASE DESIGN ASSUMPTIONS C's V. INACCESSIBLE ATTRIBUTE PRESENTATION ON FINAL AS-BUILT ORAWING - (v) Use the data as noted below. VgIA)gxg LG4 e i+ v L64 CR L5y.5 oRL5V5] W '
, , V I, .
Nb gxgo<.g N- 'sD@
.m Ns BRACING .4 I >N ERACIMQ
'4 N 3 A l[ 3 QIAMA)[
Use the weld sizes as shown and apply the correction factors as , R5 ' per Section Bl. (vi) When weld is partially as-built, use weld size as , 3 '_ c, Fo R., e Nkx / PARTI AL AS-ovfL7 - . l ' ( IRAY k' \couTINUoVS wet.D l '
-SURPME &
Fo R ops \ 14 A2@ G / PAR.T!A L As- E!LT
* + '+
kV 2@G \lNTER MITRE 4T t#Lb
-u ...u p .~p- FN C8 and apply correction factors + E t. ) +
as per Section Bl. However, .I corrected weld size shouldn't Q, .. l . exceed the as-built weld size. 3
- fc ,
3 1G /* 2 GAGEDkil OHL7 (EAh 2 s O : a 1 .
_ _ =_ . - _ _ - l ATTACIMENT X - INACCESSIBLE ATTRIBUTE (IA) EVALUATION PROCEDURE (Cont'd) l SECTION 82 - OTHER WORST CASE DESIGN ASSUMPTIONS (Cont'd) l Inaccessible- Attribute Presentation on Final O. As-Built Urawing i III. Tray Location a) The Thermolag/Ihernoblanket outline dimensions on the As-built drawing with a conservative consideration for' Ilg - -Ti Ij e7 Thermolas/Thernoblanket thickness k ' 8-+ shall be used as the tray location p!
; i 't dimensions. i- s-TL i b) If Tray location cannot be determined-from Thermolag/Thernoblanket profile, then I
i) For Cantilever and 'L' shape N/A transverse supports, locate tray at the outer end of the tier. Documented in Calculations only. ii) For Tarpeze, LW and SP-7 with brace type supports (i.e. tier i supported at two ends), no assumption shall be made. Obtain from the Site. IV. Anchor Bolts 1 a) For completely (IA) Anchorages; No assumptions shall be made. 'As-built information shall be obtained from the i Site. (see Section C). S a c n i O 5 1
. _ . , , , - , - - - - - - . _ . . . . - . . , - . - - _ , - - - - . . _ - - . _ _ - - . - - - _ . _ - . , , . . . . - - - _ . _ , . . _ _ . . . - . . . - - _ , - , . . . , - .. ,_, .~, - . . - . . , - ,
A*ffAC} MENT X - INACCESSIBLE ATTRIBUTE (IA) EVALUATION PROCEDURE (Cont'd) SECTION 82 - OTHER WORST CASE DESIGN ASSUMPTIONS (Cont'd) Inaccessible Attribute Presentation on Final O As-Built Drawing O IV. Anchor Bolts (Cont'd) . S b) For Partially (IA) individual Anchor Bolts; g i) If diameter is known, but material or embedaent is (IA), then lowest grade material or minimum embedment , assumption shall be as per following: E M r$ g f For Richmond Inserts = A-307 Bolt ,.; Material 4
" 3 $ l E
C W
= A-36 2hreaded E I _ $
Rod Material 2 g g y f g 2 g 6 o' For Hilti Kwik Bolts, H g j y .b 1/2" dia = 2-1/4" embedment - s o 1" dia = 4-1/2" embedment 2 8 4 4 ~ 1-1/4" dia = 5-1/2" embedeent M L c y [ F-For Hilti Super Kwik Bolts, 2 g g g
$ 5 g 1" dia = 6-1/2" embedment 1-1/4" dia = 8-1/8" embedment U ;
.[O O
4 P. ii) For expansion anchors (HKB & HSKB), 4 e4 C4 - fy If diameter is known, but type of bolt and embedment is (IA) then, l ' Assume Hilti Kwik Bolt with embedment per (i) above. c) For R.I., HKB and HSKB, when as-built W h" HK6 l drawing shows an (IA) dimension to 00 1 , adjacent loaded anchor bolt, a separation ratio = 0.50 shall be used. l\ # _J J.\ @l m d) For partially (IA) Multibolt Anchorages,- O where it is impractical to get physical access, completely (IA) individual bolts 2 may be disregarded in DV provided the j following conditions are satisfied; a) Angle Anchorages - minimum two bolts I are accessible. 7 E 3 ,'
~.
O 3362M Y' 2
=. - . . - . - .- .
' D ATTACIMENT' X - INACCESSIBLE ' ATTRIBUTE (IA) EVALUATION PROCEDURE (Cont'd) SECTION B2 - OTHER WORST CASE DESIGN ASSUMPTIONS (Cont'd) i Inaccessible Attribute Presentation on Final As-Built Drawing IV. Anchor Bolts (Cont'd) l' b) Plate Anchorages - minimum four bolts TRAY are accessible. b- +e ]e - _ l-c) Peak 'g' !. acceleration is used during *
- d l DV by Equivalent Static Method to mi account for possible impact on CTH uJ frequency due to disregarded (IA) ~~ ~ - - -
N1*** 4 a f e -e - C5x it.5 ici (Retain on FAB all Inaccessible Attributes as (IA) in Concrete bolt table and %
- g .()
spacing, gage and end dimensions.) V. Tray Clamps a) Tray Clamp to Tier Connection For Transverse, Longitudinal and Multi-directional Supports, the following
- shall be assumed: -
- 1) Bolted connection ii) Clamp bolted to the tier with one 5/8" dia. A-307 bearing bolt in a 3/4" dia. hole.
iii) Tier Flange clear edge distance-
- e = 1/8", as per results of the
' Bolt Hole Edge Distance Investiga-tion and Attachment T of General Instructions. ! If clamp is completely (IA) Add note:
- Gage (IA)(EA) kn If clamp is partially (IA) N k l G1 ](IA)(EA)' A-307 8 l .
' l CLAMP "G " BOLT WASHERl e i No. I DIM i MKD 11 TYPE l g i
2 3 i 5 W 3362M
' ATTACHMENT X - INACCESSIBLE ATTRIBUTE (IA) EVALUATION PROCEDURE (Cont'd)
SECTION B2 - OTHER WORST CASE DESIGN ASSUMPTIONS (Cont'd) h (f Inaccessible Attribute Presentation on Final As-Built Drawing V. Tray-Clamps (Coat'd)
- b) Tray Clamp to Tray Connection longitudinal and Multidirectional i
Supports; One bolt connection for application of Longitudinal load as per attachment 52 of General Instructions. Documented in calculations only. N/A c) For Cantilever Transverse Support, Type 'C' clamp shall be asstmed at the outer and of the Tray. Documented in calculations only. , N/A VI. Used or Unused Bolt Hole in the Tier Member t One 3/4" dia. hole in tier flange at the nazimum stress location as per Attachment E of General Instructions. Documented in ' i j calculations only. N/A I VII. hvel i Thermolas profile visually indicates con-a siderable variation in the tier level and l such instances are as-built. Small , i variation in level has insignificant impact on overall Design Verification. (Level (IA))
.i VIII. Plumb i
j Thermolag profile visually indicates con-siderable out of plumbness and such E , instances are as-built. Out of plumb- A , ness of up to 2' has insiginficant impact O } on overall Design Verification. (Plumb (IA)) [ l i $ \ k 1 3 i 5 ! e 'O i 3362M i l l L.______....__ __, _.__ ,____ __ _ _ _ , . . _ . . . . , _ _ _ . ~ . . _ _ _ . _ _ _ _ _ _ . . . , . _ _ . _ _ . - , _ . , . . - _ _ . _ . - , ,
_ _ .. -__ _ ~_. - _ . . _ _ _ ._. - ATTACHMENT Z - CONSIDERATION OF LONGITUDINAL CONNECTIVITY BETWEEN THE CABLE TRAY AND TRANSVERSE HANGERS :(CONT'D) v) Compute the tray system displacement using the following
- y. formula:
i l b tray = 1.25 "g" (386.4) - 4 y (fsystem) l
.g where:
,RS.
b tray ! = tray displacement in inches l
.I
- "g" = actual system acceleration obtained l
! from step (iii) without the 1.25 factor- l' i . l { fsystes = system frequency in Hertz ' l ? j 2) Compare the tray system displacement obtained in 1(v) with 125 l the self-weight displacements of the Appendix 4 transverse hangers in the same manner described in Part I - Case I (3)
- of this attachment.
i j Method No. 2 - Load distribution by in plane dynamic analysis
- 1) Calculate the seismic loads and displacements.for all hangers ,
included on the Appendix 4 violation.
- 1) Inap the appropriate portion of all the transverse l hanger self-weights at the model support points.
- 11) Incorporate the longitudinal stiffnesses of the transverse hangers into the in plane model.
iii) Run the snalysis and record the tray hanger
! displacements and longitudinal seismic reactions.
- 2) Compare the tray system displacements obtained in 1(111) with lR5 3 the self-weight displacements of the Appendix 4 transverse
+ hangers in the same manner' described in Part I - Case I (3) of this attachment. [- c , e l 1- 8 } ')
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< Hanger Volume I Book 24 "CTH Post- ,
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