ML20207P648
| ML20207P648 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 12/15/1986 |
| From: | Harrison P, Hettinger F, Womer J EBASCO SERVICES, INC. |
| To: | |
| Shared Package | |
| ML20207P636 | List: |
| References | |
| 1651R, SAG.CP23, SAG.CP23-R, SAG.CP23-R00, NUDOCS 8701160363 | |
| Download: ML20207P648 (199) | |
Text
SAG.CP23 ENCLOSURE Cl I
I I EBASCO SERVICES INCORPORATED Seismic Design Criteria For E HVAC Ducts and Duct Supports For Comanche Peak Steam Electric Station No. 1 E
i tl l PREPARED l REVIEWED BY l BY l l APPROVED BY l
l DATE l PAGES l AFFECTED l l
1llREVISIONI l l l P. Harrison l l l l
lF. Hettinger l R.
l l l l
l RO l$ exandru l 12/15/86 l l l -
l
!l
- E I
1 I EBASCO SERVICES INCORPORATED
(
' g 2 World Trade Center -
, 3 New York, NY 10048 I
COPYRIGHT @ 1986 l
g 1651R 3 8701160363 861223 PDR ADOCK 05000445 A PDR
L SAG.CP23 SEISMIC DESIGN CRITERIA FOR HVAC DUCTS AND DUCT SUPPORTS TABLE OF CONTENTS
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PAGE I. Purpose 1 II. - Reference Documents 1 III. Design Parameters for HVAC Ducts and Duct Supports 3
- 1. HVAC Duct Span Lengths 3
- 2. HVAC Duct and Duet Support Loading 3
- 3. Material 4
- 4. Design Loads 5 IV. Seismic Design Approaches, Seismic Input Requirements and 6 F Design Acceptance Criteria
- 1. Static Analysis 7 p- 2. Equivalent Static Method 11 L 3. Response Spectrum Method 12 V. Recommendation of Successive Methods to be used for 13 h Design of HVAC Ducts and Duct Supports APPENDICES
- 1. Peak Acceleration Tables.
- 2. " Structural Embedments" Specification No. 2323-SS-30 Revision 2,'
prepared by Gibbs & Hill, Inc., including all appendices as follows:
o SS-30 App. 1 Civil Engineering Instruction for the Installation of Hilti Drilled-In Bolts (CPSES Instruction Number CEI-20, Revision 9) o SS-30 App. 2 Design Criteria for Hilti Kwik and Super Kwik Bolts o SS-30 App. 3 Design Criteria for Screw Anchors
( o SS-30 App. 4 Design Criteria for Embedded Plate Strips o SS-30 App. 4W Design Criteria for Embedded Plate Strips (Alternate)
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o SS-30 App. 5 Design Criteria for Embedded Large Steel Plates a
_ o SS-30 App. SW Design Criteria for Embedded Large Steel Plates (Alternate) o SS-30 App. 6 Allowable Load Criteria for 1-1/2 Inch Diameter-A193 Grouted-In Anchor Bolts
- 3. Ductwork Design Criteria DC-MS-85, 300 Series System Sketches, Rev.0 1651R I'4 .
I SEISMIC DESIGN CRITERIA MR HVAC DUCTS AND DUCT SUPPORTS SAG.CP23 I. Purpose HVAC ducts and duct supports are classified as either Seismic I Qtegory I or Seismic Category II structures, and therefore, shall be adequately designed for the effect of the postulated seismic event combined with other applicable and concurrent loads. To facilitate design verification, seismic Category II ducts and duct supports i shall be treated as Qtegory I unless a modification is required to satisfy the more stringent Category I requirements. he design requirements for seismic Qtegory I structures are delineated in Regulatory Guide 1.29. Bis document provides the seismic Category I I design criteria for HVAC ducts and duct supports of the Comanche Peak Steam Electric Station Unit No. 1. R ese criteria summarize the design parameters, applicable load combinations and their associated acceptance criteria, the various design approaches and their corresponding seismic input requirements. h e following sections describe in detail the criteria for the seismic design of the HVAC ducts and duct supports and lists the applicable reference documents.
These criteria do not address the design verification of duct housings, plenuas or duct mounted accessories and equipment.
II. Reference Documents The following list includes the documents referenced or prepared by either Corporate Consulting & Development Osapany, Ltd. (CCL) or Gibbs & Hill Inc., which may continue to be used for the design of Seismic Category I HVAC ducts and duct supports for Comanche Peak Steam Electric Station Unit No. 1.
- 1. Applicable Codes and Regulatory Guides a - AISC - Manual of Steel Construction, 7th Edition, including Supplement Numbers 1, 2, and 3.
= b - AWS Dl.1 Structural Welding Code.
I e - SMACNA, "Iow Pressure Duct Construction Standards," Sch Edition, Virginia 1976.
d - SMACNA, "High Pressure Duct Construction Standards," 3rd 4 I Edition, Virginia,1975.
e - AISI Specification for the Design of Cold-Formed Steel Structural Members.
f - Regulatory Guide 1.29 - Seismic Design Classification, Revision 3, September 1978.
g - Regulatory Guide 1.61 - Damping Values for Seismic Design of Nuclear Power Plants, October 1973.
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SAG.CP23 SEISMIC DESIGN CRITERIA FOR r HVAC DUCTS AND DUCT SUPPORTS
[ II. Reference Documenta (Cont'd) h - Regulatory Guide 1.92 - Combining Modal Responses and
[ Spatial Components in Seismic Response Analyses, Revision 1, February 1976.
i- NUREG 1.75 - Standard Review Plan 3.8.4, November 1975.
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- 2. Final Safety Analysis Report (FSAR), Comanche Peak Steam Electric Station, Section 3.8.4.3.3 Ioad Combinations and Acceptance Criteria for Other Seismic Category I Steel i Structures.
- 3. Seismic Qualification Report of Seismic Category I Dactwork and
{ Hangers for Comanche Peak Steam Electric Station, CCL Report Number A-424-81-10.
- 4. Eba' '
s General Instructions for HVAC Duct and Duct Support Ana. sis for Comanche Peak Steam Electric Station No.1, Rev. O, Dece.ber 15, 1986.
- 5. Duct Test Evaluation Report for the Bahnson Company, CCL Report Number A-414-81, February 19, 1982.
- 6. Duct Test Data, CCL Report Number A-413-81, March 18,1982.
- 7. Ductwork Fabrication Procedure, Subcontract Number 35-1195-0526, Bahnson Service Company (BSC) Document Procedure Number DFP-TU3I-001, Rev.13, July 15,1986.
- 8. Duct Support Design Fabrication & Installation, Subcontract Number 35-1195-0526, Bahnson Service Company (BSC) Document Procedure Number DFP-TUSI-003, Revision 11, May 6, 1985.
[ 9. Structural Fabedments Specification Number 2323-SS-30, Gibbs &
Hill, Inc. , Revision 2, June 13,1986.
- 10. Refined Response Spectra for Auxiliary Building, CPSES, Gibbs &
Hill, Inc. , Document Number FAB-4R, November,1982.
- 11. Refined Response Spectra for Containment Building, CPSES, Gibbs
[ & Hill, Inc., Document Number FRB-7R, December, 1982.
- 12. Refined Response Spectra for Electrical Building, CPSES, Gibbs &
Hill, Inc., Document Number FEB-4R, November, 1982.
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- 13. Refined Response Spectra for Fuel Building, CPSES, Gibbs & Hill, Inc. , Document Number FFB-3R, December,1982.
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SAG.CP23 I SEISMIC DESIGN CRITERIA FOR HVAC DUCTS AND DUCT SUPPORTS I II. Reference Documents (Cont'd)
- 14. Refined Response Spectra for Reactor Building Internal Structure, CPSES, Gibbs & Hill, Inc., Document Number FRB-8R, December, 1982.
3 15. Refined Response Spectra for Safeguards Building, CPSES, Gibbs &
g Hill, Inc. , Document Number FSB-5R, November,1982.
- 16. HVAC Ducts, Louvers and Accessories, Specification Number I' 2323-MS-85, Ebasco Services, Inc., Revision E0.
III. Design Parameters for HVAC Ducts and Duct Supports The parameters considered in the design of HVAC ducts and duct '
I supports are as follows:
- 1. HVAC Duct Span Lengths "As-built" span lengths shall be used in HVAC duct and duct support design verification.
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- 2. HVAC Duct and Duct Support Loading 2.1 "As-built" duct weight reflecting actual in-line equipment I and duct configuration shall be used for design verification of the HVAC ducts and duct supporto. Weight of any insulation, fire protection, or accoustical material identified on "as-built" drawings shall be included.
I 2.2 All HVAC ducts and duct supports shall be design verified based on "as-built" duct layout drawings.
2.3 All HVAC ducts and duct support components (members, connections, base angles, containment liner clips and anchor bolts, etc.) shall be design verified.
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SAG.CP23 SEISMIC DESIGN CRITERIA FOR
~ HVAC DUCTS AND DUCT SUPPORTS III. Design Parameters for HVAC Ducts and Duct Supports (Cont'd)
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- 3. Material h
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- a. Duct and duct support structural steel members conform to J
l ASTM A36.
- b. Sheet metal ductwork conforms to ASTM A525, A526, and A527.
Fy= 33 x 103 pei*
Fu (Ultimate Stress) = 45 x 103 p,ie
- Values for Fy and Fu for sheet metal have been obtained from BSC Certified Mill Test Reports (CMTRs).
1
- c. Welding electrode conforms to AWS AS.1 Class E-70 XX.
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- d. Concrete 28-day compressive strength is a minimum of 4000 psi.
. e. Nelson studs are CPL or CFL type manufactured by TRW Nelson Division.
.f. Expansion anchors are HILTI Kwih and Super Kwik bolts
[ manufactured by HILTI Fastening Systems.
- g. Screw anchors are Richmond Insert bolts conforming to ASTM A307 and A325. '
[ h. Structural Bolts (flange / flange connections) conform to ASTM A307.
- 1. Embedded plates (strip and area plates) are ASTM A36.
4 165M
SAG.CP23 SEISMIC DESIGN CRITERIA FOR
[ HVAC DUCTS AND DUCT SUPPORTS III. Design Parameters for HVAC Ducts and Duct Supports (Cont'd)
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- 4. - Design Loads The HVAC ducts and duct supports shall be design verified for
[ the following loads and load combinations:
- a. Load Definitions L D - Dead loads and their related moments and forces -
generated by applying -13 vertically to the duct and duct support masses, including insulation, duct mounted equipment h and accessories.
L - Live load equals sero.
P - Maximum positive or negative differential pressure w$ich occurs during normal plant operation, including pressure resulting from air flow, damper or valve closure and design, as defined in Appendiz 3.
PT - Pressure differential resulting from design tornado condition or wind, as defined in Appendix 3.
P - Pressure differential resulting from design basis accident such as LOCA, or lesser pipe break, as defined in Appendix 3.
- T o - 1hermal effects and loads during normal operating or
{. shutdown conditions, based on the most critical transient or steady state condition, are equal to zero.
L Fego - Loads generated by the operating basis earthquake including secondary wall displacement effects.
Fegs - Loads generated by the safe shutdown earthquake
( including secondary wall displacement effects.
- Ta - Thermal effects and loads during accident conditions, based on the most critical transient or steady state condition, are equal to zero.
Wd - Loads generated by the design wind of 140 miles /hr equal to 50 lb. per sq. ft. for ductwork located outside.
Note: LOCA related jet impingement, pipe whip and missile impact loads are zero as established in CPSES Damage Tolerance Study. -
- Thermal effects and loads are to be demonstrated by test to be zero, and are not to be explicitly considered analytically in design verification.
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SAG.CP23 SEISMIC DESIGN CRITERIA FOR
' HVAC DUCTS AND DUCT SUPPORTS III. Design Parameters for HVAC Ducts and Duct Supports (Cont'd)
- 4. Design Loads (Cont'd)
- b. Load Combinations - Duct Supports The following load combinations shall be considered in design verification of duct supports:
u i) D + L + Fego = S ii) D+L+Wd=S ,
- lii) D + L + To + Feqo = 1.5S iv) D + L + To + Wd = 1.5S v) D + L + To + Fegs = 1.6S where S is the required strength based on elastic design H methods and the allowable stresses defined in Part 1 of the AISC " Specification for the Design, Fabrication and Erection g of Structural Steel for Buildings" (published in the Manual l
of Steel Construction, seventh edition). In no case shall allowable stress exceed 0.9 Fy for normal tensile stresses and 0.50 Fy for shear stresses.
- c. Load Combinations - Ductwork l
i) D+L+Po + Feqo = S
- 11) D+L+Po+Wd"S iii) D+L+To+Po + Fego = S iv) D + L + To + Po + Wd = S j v) D+L+To+Po + Feqs = S I
I vi) D+L+T+P vii) D+L+To+PT a =S "S
where S is a measure of the strength of the effective corner f, areas of the duct and is empirically determined. Per reference 5, the allowable normal stress in the effective area is taken as 16000 psi for rectangular duct and as 6000 psi for round duct, for the normal condition.
f IV. Seisuic Design Approaches, Seismic Input Requirements, and Design Acceptance Criteria There are several analytical methods available which will be used in design or design verification of ducts and duct supports. Because the level of sophistication is not the same for each method, the I seismic input requirement must vary in order to compensate for whatever the method lacks in sophistication, and therefore the conservatism of results associated with each analysis method also I varies.
The following procedures describe the three (3) most acceptable methods: static analysis, equivalent static method, and response spectrum method. The seismic input requirements for each analysis method are also addressed.
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1651R 5
SAG.CP23 SEISMIC DESIGN CRITERIA FOR HVAC DUCTS AND DUCT SUPPORTS IV.1 STATIC ANALYSIS The Static Method described below may be used for straight runs of duct of uniform size and stiffness supported by uniformly spaced supports of uniform stiffness.
For supports which satisfy the above requirements but are within two supports of a change in the system uniformity, another analysis method, described in IV.3 below, shall be used.
The method of analysis used shall be determined by the engineer's evaluation of system uniformity.
- a. Finite Element Model 3-D models shall be prepared to represent HVAC duct and duct supports. Offsets or eccentricities due to the assemblage of various types of structural members and/or transmission of loads shall be considered in the preparation of the computer model.
Boundary conditions at anchorage points shall proper'ly simulate the most realistic model of the actual connection.
- b. HVAC Duct Loading The total duct loading for each run shall be calculated based on Paragraph III.2 above and the actual duct span lengths which are shown on the "as-built" duct layout drawings.
The duct loading shall be lumped as nodal weights at the actual
( locations of the connection to the supporting members and, if not known, at such locations on the supporting members so that the worst member etress responses and the maximum anchorage reactions will be induced.
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- c. Seismic Input "a" Values For a static analysis, the peak spectral "g" values from the 2%
damping OBE curves and the 4% damping SSE curves which are generated at the mounting locations of HVAC duct supports shall be used multiplied by a coefficient to account for multimode response. If 4% SSE curves are not available 3% SSE curves may conservatively be used. These peak spectral "g" values for various buildings and different floor elevations can be found in Appendix 1. For the case where the hangers are supported off the wall, the envelope of the response spectrum curves for the floors immediately above and below the hanger location shall be used. The required seismic design "g" values in three (3) orthogonal directions are 1.5 (multimode response multiplier-MRM) times the peak spectral "g" values.
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1651R
SAG.CP23 SEISMIC DESIGN CRITERIA EUR l HVAC DUCTS AND DUCT SUPPORTS IV.1 STATIC ANALYSIS (Cont'd)
- d. Static Analysis The seismic load effect on the HVAC duct and duct supports will be treated as a static load. 1he dynamic effect from both the seismic event and the response characteristics of support I
i structure-are conservatively considered by using the 1.5 times the peak spectral "g" value as an input. However, for transverse type cantilever and trapeze HVAC duct supports not positively connected to the duct, the seismic load effect due to the support's self-weight in the longitudinal direction lI (direction parallel to duct run) shall be determined by multiplying the spectral "g" value corresponding to the HVAC duct support's fundamental (lowest) longitudinal frequency by 1.5 regardless of whether that frequency is to the lef t or right of the peak response frequency.
If the duct support is attached to a steel structure, use 1.5 times the peak spectral "g" value and a fixed base boundary condition.
The static analysis shall be performed for the following load I
cases individually:
- 1) Dead load
- 11) Seismic load in vertical direction iii) Seismic load in transverse direction iv) Seismic load in longitudinal direction v) Thermal, pressure and wind loads, if any Note: Seismic load includes both OBE and SSE events.
- e. Analysis Results Ibe following maximum responses shall be obtained for each load combination:
- 1) Maximum member stresses (bending, axial and shear) and nodal displacements shall be obtained. The stresses and l displacements resulting from the simultaneous effect of three earthquake components shall be obtained by using the SRSS method.
ii) Maximum anchorage reactions shall also be obtained by using the SRSS method to account for the simultaneous effect of three earthquake components.
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. SAG.CP23 SEISMIC DESIGN CRITERIA FOR
-HVAC DUCTS AND DUCT SUPPORTS IV.1 ' STATIC ANALYSIS (Cont'd)
- f. Seismic Design Acceptance of Ducts Duct Supports and their Anchorages The ducts, duct supports and their anchorages are considered to be acceptable when the structural member and connection stresses and the anchorage reactions, which are induced by the load combinations described in Sections III.4.b and III.4.c, are within the allowable stress limits and allowable anchorage carrying capacity. The following describes the acceptance criteria for ducts, duct supports and their anchorages:
- 1. Duct and Duct Support Structure The structural member seismic design acceptance shall be evaluated using the'AISC interaction formula with modification for various load combinations as follows:
fa fbr for load (Ti + 75x + gfb)41.0 combination III.4.b.1, III.4.b.ii, and III.4.c.i through III.4.c.vii (fa a , fbx , fby) Zl.5 for load Fa Fbx Pby combination III.4.b.iii and III.4.b.iv
( (Faf_aFbx, f brFby, fby) gg for load combination III.4.b.y fy&Fy for load combination III.4.b.i and III.4.b.ii f yd 1.5 F, dG 0.50 Fy for load combination III.4.b.iii and III.4.b.iv fy 4 1.6 Fy 4 0.50 Fy for load combination IV.4.b.y where fa = axial stress fy = shear stress h fbi = bending stress Fa, Fbi and Fy (for duct supports) = allowable stresses for axial, bending and shear stress, per AISC 7th edition, and in all cases no more than 0.9 Fy for normal stress and 0.50 Fy for shear stress.
Fa and Fb (for ducts) = allowable stresses for axial and bending stress are as specified in Para. III.4.c.
- 11. Anchorage o Kwik-bolt and Super Kwik-bolt The design criteria and allowable loads for above driven-in bolts are tabulated in Apper. dix 2.
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[ 1651R a
' 23 SEISMIC DESIGN CRITERIA FOR' HVAC DUCTS AND DUCT SUPPORTS IV.1 STATIC ANALYSIS (Cont'd) -
- f. Seismic Design Acceptance of Ducts, Duct Supports and their L Anchorages (Cont'd)
' ii. Anchorate (Cont'd) 9- o Screw Anchors
/ The design criteria and allowable loads for screw L anchors are contained in Appendix 2. When an "as-built" drawing does not identify the bolt / threaded rod material in a Richmond Insert, A-36 material shall be assumed in
( the HVAC duct support design verification.
i o Anchorage Assemblies L Anchorage assembly allowables specified in Reference 4 are to be used in design verification unless verification is performed explicitly for each individual anchorage assembly component. Reduction of anchorage assembly allowables due to proximity of anchor bolts to each other or to embedded plates shall be in a manner consistent with Appendix 2.
Note: 1. The allowable loads for anchorages with Hilti expansion p anchors for the load combination involving OBE are the L load capacities corresponding to a safety factor of 5, and for the load combination involving SSE are the load capacities corresponding to a safety factor of 4.
- 3. Prying action on anchor bolt, if any, shall be considered. The effects of the flexibility of the base picts on the anchor bolt shall be considered.
- 4. For floor-mounted HVAC duct supports in building areas with concrete topping, the actual anchor bolt embedded
( length (as determined from the "as-built" drawing) shall be reduced by tw, inches (2") to account for the topping.
- iii. Welds Connectina Duet to Duet Supports -
AWS D1.1 weld stress criteria shall be used to design verify duct-to-support welds, without considering the AWS ainimum weld size provision.
iv. Duct Mounted Equipment In-line and permanent equipment attached to ductwork are evaluated on a case by case basis. The duct system frequency at the equipment location shall be determined and, if less that. 33 Hz, recorded in the calculation package.
1651R
SAG.CP23 SEISMIC DESIGN CRITERIA FOR HVAC DUCTS AND DUCT SUPPORTS IV.2 EQUIVALENT STATIC METHOD
' The Equivalent Static Method described below may be used for straight runs of duct of uniform size and stiffness supported by uniformly spaced supports of uniform stiffness.
L For supports which satisfy the above requirements but are within two supports of a change in the system uniformity, another analysis method, described in IV.3 below, shall be used.
L The method of analysis used shall be determined by the engineer's evaluation of system uniformity.
l L
- a. Finite Element Model See Section IV.1.a
- b. HVAC Duct Loading See Section IV.1.b
- c. Seismic Input "g" Value I
5 1. The fundamental (lowest) frequency of HVAC duct support (f ) shall be determined in each of three (3) orthogonal p directions separately.
L ii. Determine the f requency (f d ) of the HVAC duct itself corresponding to the actual span length in each of the three (3) orthogonal directions separately.
iii. Determine the system frequency using the following conservative formula:
1 1 1 L
f sys 2"f d2+f a 2
When fd or fa are 33 Hz or larger this term's contribution to the system f requency may be disregarded.
1he above system frequency will be calculated for each of three (3) orthogonal directions separately.
i v. Obtain the spectral "g" value corresponding to the system f requency (fsys) for each direction separately when fsys is on the right side of the peak response frequency. If fsys is at the left side of the peak frequency., the peak spectral t "g" vaine shall be used (except as noted in Section IV.l.d).
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SAG.CP23 l SEISMIC DESIGN CRITERIA FOR {
HVAC DUCTS AND DUCT SUPPORTS IV.2 EQUIVALENT STATIC METHOD (Cont'd)
- v. Determine the required seismic design "g" values for the HVAC duct and duct supports by multiplying 1.5 to the above
.I "g" value (obtained in Step iv) to account for multimode response. For supports with a minimum system frequency
- greater than the cut-off frequency of 33 Hz, an MRM of 1.0
- is used.
. d. Equivalent Static Method
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- W The stress analysis for HVAC ducts and duct supports shall be performed on the 3-D finite element model using the "g" value obtained in Step c. The load cases which shall be considered are the same as those listed in Section IV.1.d.
- e. Analysis Results
- W See Section IV.1.e
. f. Seismic Design Acceptance of Ducts, Duct Supports and their Anchorages See Section IV.l.f.
IV.3 RESPONSE SPECTRUM METHOD
- a. 3-D Model of Ductwork and Duct Supports Construct a 3-D model of duct systems which includes and therefore simulates the dynamic behavior of duct itself and duct I supports.
In order to adequately simulate the seismig response of the duct I system, a minimum of 4 duct spans shall be included in the model, with two spans on each side of the support under consideration. The duct will be represented by a beam type finite element in the 3-D model, with duct properties.obtained
!'I from test, and specified in Reference 4. Either 3-D models or equivalent spring representations of the duct supports may be used, as appropriate.
- b. Frequency Analysis Perform a frequency analysis of the above 3-D model which I includes all modes up to 33 Hz. Total modal mass shall be 90%
of the total mass. If it is not, the residual mass shall be
,g multiplied by the largest spectral acceleration at or beyond the 3 cut-off frequency and applied as a rigid body force on the structure.
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SAG.CP23 SEISMIC DESIGN CRITERIA FOR r
HVAC DUCTS AND DUCT SUPPORTS
'IV.3 RESPONSE SPECTRUM METHOD (Cont'd)
[ c. Spectral Analysis Perform seismic response analysis for the above 3-D model using
[
L the appropriate floor response spectrum as an input. NRC Reg.
Guide 1.92 shall be followed in calculating the modal response.
(
The 2% damping of OBE curves and 4% damping of SSE curves shall be used as an input for each direction separately. If 4% SSE curves are not available, 31 SSE curves may be conservatively
, used. Seismic responses are obtained directly from these l analyses using modal superposition per NRC Reg. Guide 1.92.
- d. Response Spectra Analysis The stress analysis for HVAC ducts and duct supports shall be performed -on the 3-D finite element model using the "g" value r obtained in Step c. The load cases which shall be considered
[ are the same as those listed in Section IV.1.d.
- e. Analysis Results
(
See Section IV.1.e ~
- f. Seismic Design Acceptance of Duct Supports and their Anchoranes See Section IV.1.f.
V.
Recommendation of Successive Methods to be Used for Desian of Duct and Duct Supports The ducts and duct supports may be designed or design verified by a static analysis method first (IV.1). If the ducts or duct supports fail to meet the seismic requirement under this most conservative method, a refined analysis method of equivalent static method (IV.2)
( shall be used. If the ducts or duct supports still f ail to meet the design criteria, then the response spectrum method (IV.3) may be used. The response spectrum method approach simulates better the
( dynamic behavior of the duct system under the effect of the postulated seismic event and thus may produce seismic responses of the structural system closer to reality. Therefore, by response spectrum method, the conservatism associated with the seismic response obtained from static analysis and equivalent static method can be reduced to a minimum. In conclusion, if the ducts or duct supports still fail to pass the acceptance criteria by a response spectrum analysis, a much more refined analysis such as a time history analysis method can be used. A procedure for such analyses will be given, should the need arise.
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I SEISMIC DESIGN CRITERIA FOR HVAC DUCTS AND DUCT SUPPORTS SAG 0CP23 I
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APPENDIX 1 Peak Acceleration Tables I
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' SAG.CP23 r -
SEISMIC DESIGN CRITERIA FOR 4' HVAC DUCTS AND DUCT SUPPORTS L
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- 1. Reactor Building Internal Structure I i i
" l l Peak "g" Value I l I I l Floor l l l L l Elevation l OBE I SSE I l (Pt) l l l l 2% l 3% l l l x v I H V l l
[' I 905.75 l I
4.23 2.17 i
5.01 3.19 I
. l l l l l l I l 885.50 l 3.45 2.05 l 4.11 3.01 L I I I I l 860.00 l 2.47 1.90 1 2.97 2.79 l l i I I
[ l 832.50 1
l I
1.41 1.75 l 1.75 2.58 l I I I 808.00 1 0.80 1.62 l 1.09 2.40 l f I I I I 5 I 783.58 1 0.70 1.50 l 1.03 2.23 I I I I I b
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SAG.CP23 SEISMIC DESIGN CRITERIA FOR !
HVAC DUCTS AND -DUCT SUPPORTS I I !
- 2. Safeguard Building i i i l l Peak "g" Value l Ficor l l l Elevation i OBE I SSE l l (Ft) l l I l l
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I l
H 2% -
V l l
I H
3%
V I I
l 896.5 I l l 873.5 I l
l 3.29 3.09 2.18 2.36 l
1 l
4.25 3.87 2.85 3.38 l
l l
l 1 I
I I l 852.5 l 2.34 2.18 1 3.00 3.16 l l l l l l 831.5 l 1.64 1.90 l 2.15 2.83 l I I I 810.5 I
l I
I 1.01 1.83 I
l I
1.52 2.74 I I
I I 790.5 0.61 1.47 I . I l 785.5 1
1 I
0.55 1.42 1
I 1
0.94 0.88 2.78 2.21 l
i l
l l l l l 773.5 i 0.47 1.32 1 0.73 2.06 l
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Note: Safeguard Building Peak "g" values are applicable to the Diesel Generator Area of that building.
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,I lI 1651R
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SAG.CP23
[ SEISMIC DESIGN CRXTERIA FOR L HVAC DUCTS AND DUCT SUPPORTS r '
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- 3. Electrical Building F
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[ l l Peak "g" Value l L
i I I l Floor l l ~l H I Elevation l OBE I SSE I L l (Ft) l l l l l 2% 1 3% 1 J l l H V l H V l l
1 1 l l h l 873.33 l 2.54 1.93 1 3.09 2.90 l I I I I L l 854.33 l 2.22 1.91 1 2.71 2.88 l I I I I I 830.00 l 1.57 1.77 l 1.94 2.68 I e l I I I L 807.0 l ..
02 1.84 l 1.50 2.78 l I I I 778.0 1 0.71 1.75 l 1.08 2.77 l l l l Note: See sheet 4.1 of Appendix 1 for clarification of column lines defining the Electrical Building.
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[ l l Peak "g" Value l L I I I Floor l l p l Elevation 1 OBE l SSE l L (Ft) l l l 2% l 3% l l l H V l H V l l l l l l 899.50 l 3.78 2.72 1 4.57 3.69 l l l l 1 r l 886.50 1 3.27 2.57 l 3.99 3.68 l L i I I I l 873.50 l 2.77 2.39 1 3.41 3.76 l l l l l l 852.50 l 2.25 2.36 l 2.87 3.71 l l l l l 1 831.50 l 1.69 2.26 l 2.25 3.40 l l l l l l 810.50 1 1.01 2.12 l 1.40 3.09 I I I I l 790.50 1 0.74 1.91 l 1.20 3.01 I I l l I ~
Note: See sheet 4.1 of Appendix 1 for clarification ,of column lines l
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SAG.CP23 SEISMIC DESIGN CRITERIA FOR
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The Electrical Building peak acceleration values shall be utilized for all HVAC Duct Supports located within the building area boundaries defined by 4 column rows 5-A, 1.9-A, A-A, and E-A.
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BUILDING I A-A u I I 5-A 1.9-A The specific building room numbers included in the present Unit 1 scope are as J follows:
Floor Elevation Arch Room No. -
778'-0 113
! 115 I
l 792'-0(Part Plan) 115A 119 121 I
l 122 125 129 L 807._0 133 840'-0 148B 148D 150 854' 150A 151 l 151A I
j Note that even though the " Unit 1 HVAC Duct Support Program Scope for I
As-Builts" identifies these Room Nos. as Auxiliary Building, review of the Architectural drawings indicates that these rooms are physically located in I the Electrical Building.
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SAG.CP23 g SEISMIC DESIGN. CRITERIA FOR L HVAC DUCTS AND DUCT SUPPORTS I
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E APPENDIX 2 STRUCTURAL EMBEDMENTS Appendices from Specification No. 2323-SS-30 Rev 2
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Notest 1. This is a Gibbs & Hill document incorporated in the Design Criteria without any changes except the tables for SSE
( Richmond Insert and Bolt Allowables are added by Ebasco. ,
- 2. When an "as built" drawing does not identify the bolt / threaded rod material in a Richmond Insert', A-36
{- material shall be assumed in the HVAC Duct Support design verification.
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AGENT FOR r TEXAS U*ILITIES GENERATING COMPANY L~ ACTING FOR CALLAS POWER & LIGHT COMPANY TEXAS ELECTRIC SERVICE COMPANY TEXAS POWER AND LIGHT COMPANY
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COMANCHE PEAK STEAM ELECTRIC STATION UNITS NO. 1&2 .
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s a NO. ,---.:. .a .e -= - 3 0 REVISION 1 - FEBRUARY 10, 1984 REVISION 2 ..~JNE 13, 1986
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Specification No. 2323-SS-30
- Revision 2 L June 13, 1986 Page i I
L STRUCTURAL EMBEDMENTS CONTENTS L SECTION TITLE ,PAGE 1.0 SCOPE 1 h 1.1 DRILLED-IN EXPANSION BOLTS 1 1.2 SCREW ANCHORS AND'EMBEDbED PLATES 1 2.0 INSTALLATION OF EILTI EXPANSION BOLTS 1 2.1 CINEML REQUIREMEN*S 1 2.2 EXPANSION SCLT SPACING 2 p 2.3 INTERFERENCE WITH STRUCTUML 2 -
L REINFORCING STEEL 2.4 CU""!!NG STRUCTURAL REIN. FORCING STEEL 2 2.5 SET!!NG EXPANSION BOLTS -
2 3.0 INSPECTION 3 3.1 INSPECTION OF EXPANSION BOLTS 3 I 4.0 REPAIR OF EXPANSION BOLT FAILURES 3 L
4.1 EXPANSION BOLT SLIPPAGE, LCOSENING, 3 p PULLOUT OR FAILURE (RUPTURE, L DISTORTION, DEFORMATION) 4.2 CONCRITE SEEAR CONE FAILURE 3 5.0 REPAIR OF DAMACED CONCRETE 4 E
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H Specification No. 2323-55-30 Revision 2 7 June 13, 1986 L, Page ii L SECTION TITLE PAGE 6.0 ' DESIGN 4 6.1 DESIGN CRITERIA FOR EXPANSION BOLTS 4 k 6.2 DESIGN CRITERIA FOR SCREW ANCHORS 4
- 6.3 DESIGN CRITERIA FOR EMBEDDED STEEL 4 PLATE STRIPS 6.4 DESIGN CRITERIA FOR, EMBEDDED LARGE 4
{ STEEL PLATES 7.0 QUALITY ASSURANCE 4
( 7.1 SCREW ANCHORS AND EMBEDDED PLATES 4 7.2 DRILLED-IN EXPANSION BOLTS 5 L
APPENDIX 1 CIVIL ENGINEERING INSTRUCTION FOR THE INSTALLATION OF HILTI DRILLED-IN BOLTS
( (CPSES INSTRUCTION NUMBER CEI-20, REVISION 9)
APPENDIX 2 DESIUN CRITERIA FOR HILTI KWIK AND SUPER KWIK BOLTS APPENDIX 3 DESIGN CRITERIA FOR SCREW ANCHORS APPENDIX 4 DESIGN CRITERIA FOR EMBEDDED PLATE STRIPS APPENDIX 4W DESIGN CRITERIA FOR EMBEDDED PLATE STRIPS (ALTERNATE) - R F_V 2 APPENDIX 5 DESIGN CRITERIA FOR EMBEDDED LARGE STEEL PLATES APPENDIX SW DESIGN CRITERIA FOR EMBEDDED LARGE STEEL PLATES (ALTERNATE) -k6Y b APPENDIX 6 ALLOWABLE LOAD CRITERIA FOR l-1/2 INCH DIAMETER-A193 GROUTED-IN ANCHOR SOLTS
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Specification No. 2323-SS-30 m Revision 2 L
June 13, 1986 Page iii s
The following DCA's have been incorporated into Revision 1 of
) Specification 2323-SS-30 as follows:
DCA No. Rev. No. Section No.
12411 O Appendix 4 13194 0 Appendix 3
[ 13215 0 Appendix.4 15338 1 , Appendix 6 15883 0 Sect. 2.5 F _
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Specification No. 2323-55-30 Revision 2 June 13, 1986 Page 1 i
STRUCTURAL EMBEDMENTS 1.0 SCOPE 1.1 DRILLED-IN EXPANSION BOLTS I This Specification covers the design criteria for'the use of drilled-in expansion bolts and the requirements for furnishing all equipment, labor and materials necessary for the installation of drilled-in expansion
- { bolts in, existing structural concrete. The drilled-in B expansion belts shall, be Hilti Kwik-Bolt and Super Kwik-Bolt Anchors (including nuts and washers) as furnished by Hilti Fastening Systems.
I 1.2 SCREW ANCHORS AND EMBEDDED. PLATES This Specification covers the design criteria for the I, use of screw anchers and steel plates embedded in concrete to which miscellaneous hangers and other.
structural supports are attached. Screw anchors are I Richmond Structural Connection Inserts as furnished by Richmond Screw Anchor Co., Inc. Installation of screw anchors and fabrication and installation of embedded plates are as shown on the engineering drawings.
2.0 INSTALLATION OF HILII EXPANSION BOLTS l 2.1 GENERAL REQUIREMENTS The expansion bolts shall be installed in strict g accordance with the installation instructions and i
E procedures as developed and recommended by Hilti j Fastening Systems tind the requirements of this l
Specification. Where Hilti requirements conflict with
- equirements of nhis Specification, the Specification shall govern.
2.2 EXPANSION BOLT SPACING i
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Unless c herwise specified on design documents, l s expansion anchors shall not be spaced closer than l l
'E 10 anchor diameters. The minimum anchor spacing between unequal si:ed bolts shall be the sum cf vo (2)
(5) respect;ve belt diameters as shown in A :achmen: 1 ef Appendix 1 of this Specifica:icn. Fer expansion bolt 1
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L Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Revision 2 June 13, 1986 5 Page 2 r
spacing less than that required by Attachments 1, 2 and 3 to Appendix,1 of this Specification Engineering I approval shall be obtained prior to installation of the expansion bolt.
2.3 INTERFIRENCE WITH STRUCTURAL REINFORCING STEEL Where interference between the expansion bolt and reinforcement is encountered, the bolt location shall be adjusted within tolerances as noted on design drawings to avoid such interference. In no case shall reinforcement steel be, cut without prior approval of the Engineer.
2.4 CUT!!NG STRUCTURAL P.IINFORCING STEEL Rebar cutting procedure, where permitted by the Engineer, shall be in accordance with CEI-20 (Appendix 1 cf this Specification).
2.5 SITTING EX?ANSION SCLTS Expansion bolts shall be set by tightening the nut to the required torque value as given in CII-20 (Appendix 1 of this Specification.) These torques are the minimum values required to obtain, without slippage, a minimum static tensile test load capacity of 115 percent of the allowable tensile working load given in Tables 1 and 2 of Appendix 2 of this Specificati'on for a factor of safety of 5.
Torque values for other allowable tensile working loads .
shall be established by on-site testing I 2.5.1 Setting (torque) verification of expansion anchors, if not at time of installation of the expansion anchor, I shall be as follows:
Setting verification shall be by application of the torque as specified in 3.1.4.1 of CEI-20 (Appendix 1) during the verification process. Nut may turn additionally due to the initial relaxation. Tcrque must ,
be obtained pricr to nut bottoming out in the threads.
Frequency of verification shall be per applicable site QA/QC precedures and instructions.
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Specification No. 2323-55-30 Revision 2 June 13, 1986 Page 3 s
i 3.0 INSPECTION 3.1 INSFECTION OF FJ*FANSICA SOLTS All installed expansion bolts shall be visually inspected for proper size, embedment length, and thread projectioc. above top of nut, and for possible cracks, distortions and damaged concrete.
4.0 REPAIR OF EXPANSION BOLT FAILURES All expansion bcits that, during installation or after F inspection fail to meet the requ rements of this L Specification shall. be repaired as follows by the Contractor, unless otherwise directed by the Engineer.
4.1 EXPANSION BOLT SLIPPAGE, LOOSENING, PULLOUT OR FAILURE i RUP-*" r " *TOET:0N, CEF0FJ"AT:ON)
{ 4.' 'or expansion bolts that slip, loosen, pull out,.or fail, using appropriate equipment, the exist ng anchor bolt hole shall be redrilled in acecrdance with Appendix 1 of this Specification.
4.1.2 For cases in which the bolt can not be removed, the bolt
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shall be cut flush with the concrete surface driven back into the hole and the surface of the concrete patched as required by this Specification.
4.2 CONORETE SEEAR CONE FAILURE For concrete shear cone failure, using appropriate I equipment, the existing anchor bolt hole shall be redrilled so that the new embedment depth is 4-1/2 anchor diameters for Kwik bolts and 6-1/2 anchor i diameters for Super Kwik bolts greater than the previous embedded depth. As an alternate the expansion bolt may be relocated, however the damaged concrete shall still be repaired. .
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Specification No. 2323-55-30 Revision 2 June 13, 1986 Page 4 1
5.0 REPAIR OF DAMAGED CONCRETE Repair of damaged concrete shall be in accordance with Specification 2323-SS-9 and Appendix 1 of this I!
s Specification.
6.0 DESIGN I 6.1 DESIGN CRITERIA FOR EXPANSION BOLTS I Design criteria Kwik-Bolts are Specification.
for use of Hilti Kwik- and Hilti Super provided* in Appendix 2 of this 6.2 DESIGN CRITERIA FOR SCREW ANCHORS Design criteria for use of Richmond structural connection inserts are provided in Appendix 3 of this l , Specification.
6.3 DESIGN CRITERIA FOR EMBEDDED STEEL PLATE STRIPS I
E 6.3.1 Design criteria for the use of embedded steel plate strips are provided in Appendix 4 of this Specification.
l 6.3.2 Alternative design criteria for the use of embedded steel plate strips are provided in Appendix 4W of this j specification. Appendix 4W is a Westinghouse generated JE.V 7-t document. The design methodology, assumptions, procedures and summary of results are provided in Westinghouse document WCAP 10923 dated 8/30/85.
6.4 DESIGN CRITERIA FOR EMBEDDED LARGE STEEL PLATES 6.4.1 Design criteria for the use of embedded large steel plates are provided in Appendix 5 of this Specification.
6.4.2 Alternative design criteria for the use of embedded large steel plates are provided in Appendix SW I, Specification.
of Appendix SW is a Westinghouse generated this -RI=_y 2 document. The design methodology, assumptions, procedures and results are provided in We:tinghouse document WCAP 10923 dated 8/30/85.
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Specification No. 2323-55-30 Revision 2 l June 13, 1986 Page 5 e
l 7.0 QUALITY ASSUPJWCE H 7.1 SCREW ANCHORS AND EMSZDDED PLATES Quality assurance requirements for use of Richmond structural connection inserts and e= bedded plates shall be in accordance with site engineering procedures.
-REV2 7.2 DRILLED-IN EXFANSICN B,CLTS L 7.2.1 MANUFACTJRER'S REQUIREMENTS . .
Hilti Kwik-Bolts Super Kwik-Bolts shall be supplied by the manufacturer with a certification of compliance signed ~and dated by a responsible person within the l =anufac:urer's organization. This certification shall state that the Hilti Kwik-Bolts and Super Kwik-Boits furnished under the purchase crder are manufactured in accordance w th Hilti Catalog Supplement #H-390B, dated 4/77. In addition, the certifiation shall state the grade of material used, part numbers, and n"+er cf each par: number covered by the certification.
All materials furnished may be subject to confirmatory testing by the Contractor to assure that the quality of the material is consistent with the specifications listed in the above mentioned catalog.
7.2.2 INSTALLATION REQUIRE!E.NTS Quality Assurance Installation Requirements shall be in accordance w.th Appendix 1 cf his Specification.
7.2.3 DESIGN Quality assurance requirements for use of drilled-in expansion bolts shall be in accordance with site engineering precedures. REV 2.
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SS -30 AFFENDIX 1 I .
. INSTALLATION OF "HILTI" DRILLED-IN BOLTS OI'-;O REVISION 9 I
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BROWN & ROOT, INC. PROCEDURE EFFICTIVE NUMBER REVISION CATE PAGE CPSES CEI-20 /9 12/16/83 1 of 12 i
/2-/4 *$,3 TITLE: ORIGINATOR C
'- Data
- INSTALLATION OF REVINED BY: N m . , M _ _- ,r wi,r* /2./4 93
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- "RILTI" DRILLED-IN / yf' BOLTS s . .
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AFFROVID BY: M /[-/Nb CDNSTRUCTION FROJECT MG1 Date o.1 TABLE OF CONTENTS k 1- "***"C*' -
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2.O CENERAL T [Es{ I; 2.1 FURPOSE .*
gg i 2.2 SCOPE 2.3 2.4 RZSFONSIBILITY DEFINITIONS 1
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- 3.0 PROCEDURE p 3.1 INSTALLATION /# .
3.1.1 Locatina Bolts h > 0.}NI&
I 3.1.2 Drilling Roles 3.1.3 Markina solts 3.1.4 Setting Bolts i 3.1.3 3.1.6 3.1.7 3.2 Repair of Broken Concrete and Abandoned Holes Modification tavork of Bolts in 2-inch Concrete Toeping Areas INSFECTION 0.11 ATTACEMETf5 No. 1 2tinimus Spacing Batveen Rilti Expansion Bolts No. 2 Minimus Bolt clearances No. 3 Minimum Clearances to Embedded Flates No. 4 Length Identification System
1.0 REFERENCES
1.1 161 construction Procedure 33-1195-CCP-12 Concrata Fatching.
Finishing and Fraparation of Coastruction Joints" 1.2 IM-13966, "Bilti Kvik-Bolt Testing Frogram".
I 1.3 TUF-4593, (May 22, 1978) 1.4 B4R Quality Assurance Procedure CF-QAF-16.1 " Control of Nonconforming Items".
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ER0 net & ROOT, IM:. IMSUUCTION EFTE"?tVE
- CPSE3 NUMOER REVISION QATE PAGF JOS 35-1195 CEI-20 12/16/83 9 2 of 12 1.5 8 TUSI Procedure No. CPF-EF-1, " Procedure for Preparation of Design Changes".
f 1.6 35-1195-IZI-13, B&R Instruction " Calibration of Micrometer Torque Wrenches".
1.7 CF-QF-11.2, TUCCO Frocedure, "Surveillsace and Inspection of Concrete Anchor Bolt Installations".
1.8 QI-QF-11.2-1. TUCCD instruction, " Concrete Anchor Bolt Installation".
1.9 QI-QF-11.2-3. TUCCO Instruction " Torquing of Concrete Anchor Bolts".
1.10 QI-QF-11.2-4, TUCCO Instruction, " Inspection of '*Rilti" Super Kwik Bolta".
2.0 CENERAL 2.1 FURPOSE 2.1.1 The purpose of this instruction is to describe the methods "to be I .
followed in the field installation of Ililti drilled-in expansion anchors.
2.2 SCOPE a 2.2.1 , This instruction covers the location, repair and preparation of ex-pension bolt holes, installation of the expansion bolts, and the per-I manent marking of bolts for identification both prior to and af ter their installation. The provisions of this instruction apply to both Hilti Kwik-Bolts and Hilti Super Kvik-Bolts that are used for installation of safety related equipment, and for the installation .
of non-safety related equipment located in safety related structures.
Deviations from this instruction are permitted provided they are properly approved by the Engineer. Post nut cape may not be substi-tuted for hex head nuts without prior Engineering approval.
I 2.3 RESPONSIBILITT I '
2.3.1 Establishment of control points and lines for use in layout of bolt locations shall be the responsibility of the B&R Field Engi-nearing Superintendent. Determination and marking of bolt hole location shall be perforned by the craf t which prepares the holes and installs the bolts; and the superintendent of that craf t shall be responsible for this layout work and for preparation of holes and bolt installation.
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s CPSI3 MUMIER REVISION JOS 35-1195 cEI-20 9 12/16/83 3 of 12 24 DEFINITIONg
! 2.4.1 " Drilled-in Expansion Bolts" are bolts having expansion wedges so arranged that, when placed in a drilled hole and the nut tightened, the wedges are expanded and the bolt is securely anchored, all as annufactured by 511t1 Fastening Systems, Inc.
( 2.4.2 "Bilti" is Eilti Fastening Systems, Inc., supplier of the expansinn bolts.
2.4.3 " Bolt Length" is the total overall length of the bolt. This is
( the length dimension shown in the Bill of Material on the appro-priate drawings.
,a 2.4.4 " Setting" a bolt means positioning the bolt and tigntening the nut or poet nut to the extent required to complete the expansion of the wedges.
2.4.5 "Embedmont Length" is the length of bolt extending below the sur-( face of the 4000 pai (28-day strength) structural concrete prior to setting (tightening). lihere mt shown on the pipe / instrument support design drawings, the miniaun embedment length shalt as as 2oliows:
. 30LT DIAMETER MINIMUM IMBEDMENT Kwik-Bolts Super Kwik-Bolts 1/4 1 1/8 -
3/8 1 5/8 -
1/2 21/4 3 1/4 5/4 2 3/4 -
3/4 3 1/4 -
1 4 1/2 6 1/2 l
, 1 1/4 5 1/2 8 1/8 Dimensions are in inches, they are according to recommendations by Rilti and correspond to the minimums shown in Abbot A. Banks, Inc. Test Report No. 87831 on Ewik-loits and Test Import No. 4786 on Super Kwik-Bolts, as published in Eilti " Architects and Ingi-(, neers Anchor and Fastener Design Manual.
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ERCWN & ROOT, IK. IM5TRUCTION EFFECgIVE f CPSE3 NUMBER REVISION OA.: l PA G ,c
',408 35-1195 CEI-20 9 ,
12/16/83 4 of 12 i The above minimum embedment lengths are into structural concrete. :
On floors where 2-inch thick concrete topping (and thicker on !
I roof slabe built up to slope to drain) has been placed separately, bolts shall be of sufficient length to provide embedment length or overall length at least equal to the thickness of the topping I in addition to the length shown on the drawings. For floor mounted pipe supports only, the engineer shall evaluate and approve the supporr:
for sufficient embednent length on a case-by-case basis. The areas where this topping occurs are shown on the following drawings:
l I Drawing No. ' Sheet No. Building I* FSC-00421 FSC-00421 FSC-00422 FSC-00422 1
2 1
2 Fuel Fuel Raaetor #1 Reactor #1 l
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FSC-00422 3 Rasctor #1 j I -
FSC-00422 4 Reactor #1 i I
FSC-00422 5 Reactor #1
') FSC-00423 '
1 Auxiliary [
FSC-00423
- 2 Auxiliary FSC-00423 3 Auxiliary
- I FSC-00423 4 Auxiliary I FSC-00423 FSC-00423 TSC-00423 5
6 7
Auxiliary Auxiliary Auxiliary FSC-00423 8 . Auxiliary FSC-00423 9 Auxiliary i TSC-00424 1 Safeguard #1 TSC-00424 2 Safeguard #1 FSC-00424 3 Safeguard il i FSC-00424 4 Safeguard #1 FSC-00424 ,
5 Safeguard #1 FSC-40424 6 Safeguard i1 FSC-00426 1 Service Water Intake
'FSC-00425 1 Safeguard i2 FSC-00425 2 Safeguard #2 FSC-00425 3 Safeguard #2 3.0 PROCEDURE 3.1 INSTALLATION 3.1.1 I4eatinst Bolts 3.1.1.1 As required by authori:ed engineering documents, bolt locations shall te determined by the installing craf tsnen using the control points and lines established by the Field Engineering Department; and, as I .
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MC W & ROOT, IJc. IM57RUCTION U HCTIVE
! NUMsG REVISION CATT PAGs, CPSE3 f
JOS 35-1195 CEI-20 9 12/16/83 5 of 12 an aid in locations where reinforcing steel integrity is considered to be critical, utilization of reinforcing steel placement drawings and suitable reinforcement detection equipment may be used. The ministas spacing and/or clearance for expansion bolts shall be pro-vided as indicated in Attachments 1, 2 and 3 unless specifically
, approved otherwise by the Engineer using appropriate design documents.
3.1.2 Drilled Holes-3.1.2.1 Erpansion bolt holes shall not be drilled into structural reinforcing steel unless approved by the design engineer or his representative.
Roles for the expansion bolts shall be drilled into concrete by the s use of suitable power drills using "hilti" carbide mascary bits of
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- the same nominal size 'as the bolt and which are designed and recom-sended by the Hilti corp. specifically for this purpose, or an ap-p>;oved equal. The holes shall be drilled to depths at lesst one-j half ( ) inch greater than the embedaant length of the bolt. This is in order that any accessible / usable abandoned bolt can be cut off and driven deeper into the hole and top covered with grout or I other suitable filler to close the hole. Abandoned bolts that are
, not usable or accessible may be left in place without further re-work or approval. .
3.1.2.2 Holes shall normally be drilled as near the perpendicular to the ennerate surface as feasible. In no case shall the long axis of installed bolts be more than 6* from this perpendicular direction.
Excess dust should be cleaned from the hole af ter drilling.
3.1.2.3 Where cutting of structural ref aforcing steel is permitted by the Engineer Drillco water cooled carbide / diamond bits or equal shall be used. Once the structural reinforcing steel is wt, the re-I mainder of the hole shall be drilled with a "hilti" carbide masonry bit per 3.1.2.1. soth bits shall be of the same nominal diameter as the bolt to be installed.
/ 3.1.2.4 in limited access areas it may be difficult to drill holes for azpansion bolts using equipment as required by 3.1.2.1. yor this situation, a fle'xible drive drill with drill press / vacuum base and Drilleo water cooled carbide / diamond bit or approved equal may be used. Caution shall be used when drilling to avoid the cutting of structural reinforcing steel. In no case shall structural rain-forcing steel be cut without prior approval of the Engineer.
3.1.3 Markint Bolts
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5 3.1.3.1 The threaded end of bolts shall bear persenent markings which indicate the bolt length.
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BROWN & ROOT, Inc. IM57RUCTION t.hjpE 8 A G,,
3 ftJM8ER RE/ISION OA r. e C75E3 408 35-1195 CEI-20 9 12/16/83 6 of 12 3.1.3.2 These markings shall be made by the manufacturer by die-stanping a letter or a number on the top and of the bolt. This stamping shall indicate the bolt length in accordance with the " Length Identifica-( tion System" (Attachment 4). Bolts any also be marked on-site by the same system if verified and documented by B&R QC. For Post
( Nut series Rilti Bolts, the letter or number designation shall
( correspond to the overall length of the assembly with the Post Nut Cap completely installed (threads bottomed out).
3.1.3.3 Hilti Super Kwik Bolts shall be additionally marked with a " star"
( on the end which will remain exposed upon installation. This marking will be performed by the craft in a manner which does not
(-
obliterate the length marking. The stamp shall be controlled by
- t. the cognizant QC Inspector.
3.1.4 settina Bolts -
3.1.4.1 In'no case shall bolts be set in concrete having strength less
. than the 28-day old design strength. Inserting bolts may be accomplished either by use of a mandrel or double outs. In using
. double nuts, they shall-be placed on the bolt so as to protect
) the bolt and and threads. The bolt shall be driven into the hole the embedaant length by blows on the mandral or nut. Projection of the bolt should be such that, af ter final tightening, the .end of. the bolt is not lower than flush with the top of the nut. Its projection above the top of the nut is not limited although its change in projection during tightening shall be within the limit specified below. The mandrel, if used, is then replaced by a nut, or the top double nut is removed and the bolt is " set". The setting vill be accomplished by tightening the nut against the fix-ture being installed. At that time, the nut will be drawn down and the bolt pulled to set the wedges by the use of a torque wrench, attaining at least the respective final values shown in the following table unless otherwise shown on the drawings. During tightening the nut, the change in bolt projection shall not exceed one nut height unless othenvise approved by the engineer. Where 5/8" dia-meter bolts are used in erecting Uni-Strut members for instrument or conduit supports in such a way that the bearing surface under the nut, used with a flat washer, bears against the open side of the Uni-Strut, the nut shall be tightened to 80-foot-pounds torque.
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1 l 3RCWN 1 ROOT, INC. IM5TRUCTION EFPwIVE !
CATT PAG, e
I CPSE3 NUMBER REVISION J08 35-1195 12/16/83 I BOLT SIZE ctI-20 9 TORQUE (Ft.-Lbs) 7 of 12 (Bilti Kwik or Super Kwik, all embedaant depths) 1/4 8 3/8 17 I 1/2 5/8 3/4 70 120 15 0 I 1 1 1/4 230 400 These values were determined by field testa conducted by Hilti I at the TPSES site which yielded a minimum static tensil load capacity equal to or greater than 115% of the tensile working loads given in Tables 1 and 2 of Appendix 2 of Specification 2323-55-30.
The complete report on those tests is filed in the B&R QC Depart-I .
ment. (Ref. CPFA-7240 or R&R IM-13966).
Bolts which cannot be torqued to the above minimum values shall be I cut off, driven deeper into the hole, and patched per Reference 1.1 or shall be removed and replaced in accordance with 3.1.4.2 below.
Torque wrenches used in this operation shall be calibrated and j
I periodically recalibrated in accordance with Engineering Instruct $on 35-1195-IEI-13. " Calibration.of Micrometer Torque Wrenches". Kai-erence 1.6.
3.1.4.1.1 For. post nut series Hilti bolts, setting the bolts shall be done in accordance with Section 3.1.4 with the following exceptions applying to Section 3.1.4.1.
Inserting bolts any be accomplished by the use of a post nut, placed on the bolt so as to protect the bolt and and threads.
The bolt shall be driven into the hole the embedmont length by blows on the post nut. Projection of the bolt should be j
I such that, af ter final tightening, the and of the bolt has a minimm thread engagement of 3/16" for 1/4" dia. and 5/16" for i Eg 3/8" di= batta. The Projectica should also be limited such that, af ter final tighta ing, the threads on the post nut have not bottomed out on the bolt. The post aut used to insert the bolt should then be removed and the bolt is " set". The setting will be accomplished by tightening a new post nut against the I- .
fixture being installed. At that time, the nut will be drawn down and the bolt pulled to eat the wedges by the use of a torque wrench and 3/8" drive screwdriver adapter attaining i
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E, E T-WE ERCWN & RCOT, INC. INSTRUCTION f
,4, Ge, RO/ISION CA e,c C75E3 NUMBER ,
JOB 35-1195 CEI-20 , 9 12/16/83 8 of 12
- I at least the respective final values shown in the above table unless otherwise shown on the drawings. During tightening the I post nut, the change in bolt projection shall not exceed k" for a k" dia. and 3/8" for 3/8" dia. bolts, unless otherwise approved by the engineer.
'I 3.1.4.2 Replacement of expansion bolts that slip, loosen, pull out or fail to achieve the specified torque any be accomplished by one of the following method.:
= 3.1.4.2.1 The bolt shall be removed and replacad with a bolt that has an embed-ment depth increased by at least 4h bolt diameters for Hilt 1 Kvik-Bolts and 6h bolt disseters for Hilti Super Kwik-Bolts unless other-I* vise directed by the Eng1,neer. QC shall be notified prior to ecm-mencing work.
3.1.4.2.2 The re-installation of an expansion bolt in an empty but " pre-used" I hole is acceptable provided the following requirements are met:
,i The existing hole has not experienced structural damage as may h]
3 a.
. be exhibited if the previous bolt had been displaced,through tension or shear causing severe concrete spalling. Severe concrete spalling are depths that exceed the dimensions ' pro-vided in 3.1.5.1 below.
- b. New " Replacement" expansion anchors are at least one diameter size larger.
- c. New embedment depth is equal to or greater than the previous bolt but in no case less than the minimum embednent required per 2.4.5 above based on the " replacement" bolt size.
- d. Bolts that cannot be. replaced per the above may be replaced by a bolt meeting the requirements of 3.1.4.2.1 or may be -
I cut off, driven into the hole and patched per Reference 1.1.
- e. QC shall be notified prior to commencing work and af ter the
- bolt has been removed so that QC may inspect the " pre-used" I hole in accordance with the applicable QC procedures.
QC shall be notified prior to commencing work.
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EFFICTIVE Itclat & R007 UC. DISTRUCTION QATI P4G, s
CPSE3 MuretR REVISION s
JOS 35-1195 cEI-20 9 12/16/83 9 of 12 r
L 3.1.4.2.3 The re-installation of an espansion bolt in an empty but " pre-f used" hole is acceptable provided the following requirements l are met.
5
- a. The bolt being replaced has been removed from the concrete
/ using a Diamond core bit of the same nominal outside diameter-
[ as the replacement expansion bolt. The replacement bolt shall be one diameter size larger than the bolt being removed.
- b. The existing hele af ter bolt removal should not show evidence of structursi change as in the form of severe concrete spalling.
Severe concrete spelling are depths that exceed the dimensions provided in 3.1.5.1 below.
c.- New aabedment depth is equal to or greater than the previous bolt but in no case less than the miniana embedment required per 2.4.5 above based on the " replacement" bolt size.
- d. Bolts that cannot be replaced per this method any be replaced by a bolt meeting the requirements of 3.1.4. 2.1, 3.1.4. 2.2 or may be cut off, drives into the hole and patched per Reference
{ , 1.1.
- e. QC shall be notified prior to commencing work, and after the
. bolt has been removed so thet QC may inspect the " pre-used" hole in ac.cordance with the applicable QC procedures.
3.1.5 Itaosir of Broken Concrete and Abandoned Roles 3.1.5.1 Structural concrete that is broksa or sys11ed as a result of bolt installation but is structurally sound shall be cleaned up and any be cosmetically repaired either in accordance with Construction Procedure CCP-12, or by the see of "IrDTEC" #113 as annufactured by and according to the reco m odations of Southern Imperial Coating.
Inc. Spalling of structural concrete to depths greater than those listed below shall be cause for rejection of the hole and redrilling will be necessary.
Max. Acceptable
[ Role Size Spell Death k
5/3" and under 1/2" 3/4" to 1 1/4" (incl.) 3/4" Spalling of the 2" topping ta areas described in Section 2.4.5
( shall be cleaned up and repaired in accordance with Construction Procedure CCP-12 using materisi described in Section 4.1.2.7 of CCF-12. Maxima spall depth is not 'to exceed depth of topping.
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iW C75E3 NUMBER . REVI!!b. DATT PA G.e JOS 35-1195 CEI-20 9 12/16/83 to of 12 3.1.5.2 Abandoned holes shall be filled and patched prior to coating the il concrete. This repair shall be in accordance with provisions of lW 34E Construction Procedure 35-1195-CCF-12 for filling " Tie Roles" l by the use of patching mortar prepared as described in paragraph ig 4.1.1.3 of that procedure. Bowever, abandoned OVEIREAD holes,
'g orginally drilled for Bilti expansion bolts, which vill be com-pistely covered by the base plates or angles of attached fixtures
! and which are farther than four bolt diameters (center-to-center) lg from an active Rilti bolt, may be filled with "Silpruf" water-l3 proofing sealant or "GE ~1300", both as annufactured by General Electric, Inc. Boles located at a distance of four bolt diameters and closer, measured center-to-center, from Rilti belts shall be filled and patched according to Procedure 35-1195-CCP-12 described B above prior to torquing.
3.1.5.3 Unused Richmond Screv Anchors which have been ' plugged by Richmond I screw-in plugs may be used for parassent anchorage caly af ter
- specific approval by the Engineer.
,3.1.6 Modification 3.1.6.1 When it is necessary, as the result of reinforcing steel interfer-I ence or on-site unavailability of correct lenght bolts or for other reason, Bilti bolts may be modified, with proper QC witnessing, on-site shortening, rathreading, and stamping the new length designation.
This shall be done only on a case by case basis upon approval of the design engineer responsible for the fixture or ites involved and I upon coupletion of appropriate permanent plant documentation (i.e.,
DCA, CMC, FSE, Operational Traveler, Design Drawing, etc.) by the design engineer. Final bolt length shall be sufficient to satisfy -
the design requirement.
3.1.6.2 Substitution of a 11111 bolt of the next larger size is acceptable, provided all spacig and embedmont requirements are met or exceeded
, for size R11t1 bolt substituted.
I 3.1.7 Rawork of Bolts in 2-inch concrete Topoint Areas 3.1.7.1 For areas in which the requirements of Section 2.4.5 cannot be met, the following action shall be taken I 3.1.7.1.1 Expansion bolts which af ter setting have less than below indicated embedment length into the structural concrete shall be reworked by one of the methods provided in section 3.1.4.2 or as followe t Bolt ?vve Embedeent Af ter Setting 3h bolt diameters Kwik-Bolts Super K.rik-Bolts 5 bolt diameters An e
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BRCW & ROCTT, DC. DtSTRUCTION at e s--a VE !
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CPSE3 EMID REVISION CATT e l
JOS 35-1135 czt.20 9 . 12/16/83 11 of 12 -
- a. Existing location
- 1. Bolt removal - The removal of in-place expansion bolts shall be completed with care so as not to danae the con-crate, thereby impairing its integrity. A hollow .or' hydraulic ran placed directly over an appropriately sized I*
l baseplate which is centered on the bolt any be used to apply direct tension to pull the bolt through the expan-sion wedges. The baseplate should be a h inch thick square plate of a minimum of 16 expansion bolt diameters in width, bearing directly against the concrete surface.
- 2. Osca the bolt is removed, ese a high speed drill and bit to drill through the wedges remaining in the side of the hole. Issove any loose wedges in the hole.
j 3. Using appropriate equipment, re-drill existing expansion 3 bolt hole so that the sev embedment depth is a minimum of 4h bolt diameters for Riiti Kwik-Bolts greater than the
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. previous existing embedment depth or to the specified embedment depth, whichever is greater unless otherwise directed by the Engineer by appropriate design documents.
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- 4. Rainstall the appropriate sized expansion anchor to meet the required embedmont length.
- b. Salocation - Abandon existing expension anchor bolts and re-locate support structure. Abandoned bolts should be cut off, driven deeper into the hole, and patched per Reference 1.1.
1.1.7.1.2 Expansion bolts which have less than the specified designed embe'l-ment length into structural concrete but greater than the values i indicated above in 3.1.7.1.1 shall be evaluated by the responsible
- design engineer. If found to be acceptable "as-is", appropriate design change documents shall be issued. If found to be unaccep-table, the expansion bolt shall be reworked in accordance with 3.1.7.1.1 a or b.
I 3.2 INSPECTION 3.2.1 Inspection of Rilti bolt installation shall be performed in accor-I g dance with References 1.6, 1.7, 1.8.1.9, and 1.10 and other appli-g cable site QA/QC procedures and instructions.
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PROCEDURE ~
EFFECT!YE '
BROWN & ROOT, INC. MJMBER REVISION DATE PAGE CPSES k J08 35-1195 CEI-20 9 12/16/83 12 of 12 :
i 3.2.2 Removal of as inspected tilti bolt shall be documented oc an IRN in accordance with CP-CFM 6.10. Removal and replacement of non-Q E11ti belts ta'Catagory I structures shall be documented on an IRN
. and submitted to QC for subesguant processing.
I Note: An IRN is not required if a non-Q Eilti is only going to be removed and not replaced. ,
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BROW 4 ROOT. IIC. Ins 7RUCTION EFFECT!YE
- t. CPSES MER R M 510N QATE M8E CEI-20 9 12/16/83 1 of 1 ATTAC
- ENT 1
- MINDEM SPACINS BETWEEN HILTI EXPAN5!0N BOLT 5 Milti ,
salt CENTER TO CENTER SPACINS 70:
Size 1/4"H11t13/8"H11ti 1/2"Hilti 5/8"Hilti 3/4"H11ti 1"Hilti 1 1/4"H11ti
/ 1/4 2 1/2 3 1/8 3 3/4 4 3/8 5 6 1/4 7 1/2 5/14 2 13/16 3 7/16 4 1/18 4 11/18 5 5/16 6 9/16 7 13/16 r 3/8 3 1/8 3 3/4 4 3/8 5 5 5/8 6 7/8 8 1/8 1/2 3 3/4 4 3/8 5 5 5/8 8 1/4 7 1/2 8 3/4
. 5/8 4 3/8 5 5 5/8 6 1/4 6 7/8 8 1/8 9 3/8 71/2 8 3/4 -
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3/4 5 5 5/8 ,
6 1/4 6 7/8 10 7/8 5 5/8 4 1/4 6 7/8 7 1/2 8*1/8 9 3/8 10 5/8 1 6 1/4 6 7/8 7 1/2 8 1/8 8 3/4 10 11 1/4 1 1/4 7 1/2 8 1/8 8 3/4 .9 3/8 10 11 1/4 12 1/2 Gimensions in inches.
- The minimum spacing outlined in the above chart applies to Hilti bolts detailed on separate adjacent fixtures. Violation of mini-mun spacing by the installation of two separate adjacent fixtures will be approved only by issuance of an Engineering Evaluation of Separation Violation Form by the CPPE design groups (Ref. CP-EP-4.3).
- Hilti bolts detailed on an individual fixture drawing may have less than the minimum spacing tabulated above. Such fixtures have been derated by engineering justification and are the responsibility of the organization issuing the respective fixture drawing. Install-ation in this case shall proceed in accordance with the fixture drawing.
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3 ROW & AM, INC. INSTRUCTION EFFECTIVE I- CPSES
- peer REY!510N CATE PAGE JOS 35-1195 12/16/83 1 of 1 CE!-20 9 ATTACINENT 2 l
MININJM 80LT CLEARANCES *
(INCHES)
I MINIMLM OISTANCE TO h Ricfmono Abandoned Hilt 1 Bolts or 3 Hilti Belt Size screw Anchers' Concreta Edge
- Holes and Embedded Anchor i 1-inch 14-inch Bolts that are cut Off**
1/4 75/8 12 1/4 1 1/4 1/2 .
m 3/8 8 1/4 12 7/8 , 17/8 3/4 l 1/2 8 7/8 13 1/2 2 1/2 1 5/8 9 1/2 14 1/8 3 1/8 1 1/4 11/2 3- 1 3/4 10 1/8 11 3/8 14 3/4 16 17'1/4 3 3/4 5
6 1/4 2
2 1/2 l 1 1/4 12 5/8 l
- Measured Center to Centar of bolts and bolt center to edge of concrete in I
inches. -
" Minimum spacing between holes covered by this column shall be measured center-l to-center and based on size cf hole being drilled. (e.g., Pilot hole spacing is based on pilot bit size.)
Locations closer than the above distances shall be used only upon approval of I the angineer.
Hilti bolts may be installed as close as practical to unused Richmond Screw l
Anchors which have been plugged (i.e., grouted. Richmond Scree-in plug or I snap-in plug, etc.).
Unused Richmond $ crew Anchors located nearer to Hilti bolts than the respec-tive distances shown above may be used temporarily for construction purposes
[ den the applied load.is:
(a) For l' Richmond Anchors, less than 8,000 pounds minus the actual load supported by the Hilti bolt; or (b) For 1h" Richmond Anchors, less than 20,000 pounds minus the actual load supported by the Hilti bolt.
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- I BROWN & 2007. INC.
CP5E3 I3 II INSTRUCTION
- 18. peer REV!$10N EFTECT!YE DATE PasE _
CEI-20 9 12/16/83 1 of 1 ATTACINENT 3 MINIMM CLEAAANCES 70 EMBED 0G PLATES 1, distance of 12 inches on both sides of a proposed Hilti' Solt locationWhere sabed I as shown below, the center of the bolt any be as close as practical to edge of the plate without damage to plate.
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- 2. WF.sre the embedded steel plates are occupied.by attachments within siaimum distances shown above, the minism clearance to Hilti Anchors shall be as follows:
Hilt 1 Anchor Nelson stud Edge of plate Size to Hilti Anchor to Hilti Anchor
! 1/4 5 1/4 3 3/4 1 3/8 5 7/8 4 3/8 l 1/2 61/2 5 l 5/8 7 1/8 5 5/8 3/4 7 3/4 6 1/4 1 9 7 V2
- 1 1/4 10 1/4 8 3/4 .
Dimensions are in inches.
Distance measured with reference to center of bolts and studs..
Where location of the nearest Nelson Stud can be determined from the "S* stamps on the embedded steel plate, the minim a center-to-center clearance to the Hilti Anchor as shown above shall 3 . govern. Where location of the nearest Nelsen Stud cannot be so detarsined, the minimum clearance to Edge of Plate" as showi i 3 above shall govern.
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INSTRUCTION EFFECTIVE 3RDW 4 ROOT. IIC. DATE PAGE l ( CPSEs NLsetR REVIst0N CEI-20 9 12/16/83 1 of 2 ATTAC)t4ENT 4 I
- l LDETHIDENTIIICATIONSYSTEM Stamp On LarHith of AneMr (Tnches)
Anchor From up to (not including)
A 8
, l ut 2
2 2 1/2 E l C 2 V2 3 .
D 3 3 1/2
' E 31/2 4 F 4 41/2 l
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4 U2 5
51/2 6
5 5 1/2
'6 6 1/2 K 6 V2 7 L 7 7 1/2
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M 7 V2 8 N 8 8 1/2 0 8 V2 9 .
I P 9 91/2 Q
- 9 1/2 10 A 10 11 3 11 12 I T ,2
- ,3 13 14 U
V 14 15 W 15 16 5 - X 16 17 Y 17 18 Z 18 19 l -
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- I* ' I Nupe REVISION TE PAGE JOB 35-1195 12/16/83 CEI-20 9 2 of 2
. ATTACMENT 4 (cont'd)
E -
LENETH IDENTIFICATION SY3 TEM Stamp On Length of Anchor (Inches)
Jp to (Not including)
Anchor ,
From AA 19 20 I IS M
,D 20 M
23 21 U
. Ni 24 25 26 25 26 27 27 28 I(
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JJ' 28 29 KK 29 30 ,
LL 30 31 I . 00 M
PP 31 32 33 34 32 M
34 35 I QQ RR SS 35 36 37 36 37 38 l
TT 38 39 UU 39 40 VV 40 41 i ETE: 1. Stamped letters shall be on top (threaded) and of bolt.
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- 2. Bolts of 19-inch length and greater may be stamped with number corresponding to the bolt length .in inches in the same manner instead of the stamped letters as listed above.
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SS-30 APPENDIX.2
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u CESIGN CRITERIA FOR H:LTI KWIK- AND SUPER KWIK-3CLTS C
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Specification No. 2323-55-30 Appendix 2 I Page 1 of 9 APPENDIX 2 DESIGN CRITERIA FOR HILTI KWIK- AND SUPER KWIK-BOLTS
1.0 REFERENCES
1.1 " Architects and Engineers Anchor p.nd Fastener Design I Manual" by Hilti Fastening Systems, 3.6/Hi-1, No. E-427A 10/78.
TUSI CPPA-7419 - Reduced I
1.2 correspondence Design Allowables for 1" diameter Hilti Kwik-Bolts, dated,
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11-18-80.
2.0 MINIMUM SEPARATION REQUIREF*2NTS 2.1 To attain the design capacity of a Hilti Kwik or Super I Kwik bolt for a specified embedment the mi.simum spacings provided by Appendix 1 of this Specification must be maintained.
I 2.2 For installations not conforming to the provisions of Section 2.1 above, the capacity of both anchors shall be reduced on a straight-line basis to 50 percent at half
.he minimum distance between embedments given I
in Appendix 1 of this Specification. In no case shall embedments be spaced closer than half this minimum distance.
Methods for evaluation of this reduced capacity are given at the end of this Appendix and are controlled by concrete stresses, i
l l 3.0 DESIGN ALLOWABLE LOADS i
I 3.1 Design allowable tensile and shear loads are provided in Tables 1 and 2. These design allowables are based on the average ultimate tensile and shear loads published in Reference 1.1 and 1.2 of this Appendix . Factor of safety of less than 4 is not acceptable.
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Specification No. 2323-55-30 F Appendix 2 Page 2 of 9 3.2 Prior to the utilization of the allowable tensile loads
- in Tables 1 and 2 of this Appendix (except for the L 1-inch diameter Kwik-bolts) the manufacturer shall certify the valicity cf the ultimate capacities of the
~ Kwik and Super Kwik bolts as published in reference 1,1 of this Appendix. .
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Specification No. 2323-SS-30 Appendix 2 Page 3 of 9 4.0 COMBINED LOADING When the Hilti expansion anchor is subjected to a l combination of tension and shear loading the following interaction requirement shall be met:
T S s1 g 74r T
T = Actual applied tenzion load T1 =
I S 51
=
=
Allowable design tenision load Actual applied shear load Allowable design ' shear load 5.0 REQUIRED EMBEDF. INT For the required minimum anchor embedments see I Appendix 1 of this Specificacion.
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E Specification No. 2323-SS-30 L Appendix 2 Page 4 of 9 E
L TABLE 1 E
L KWIK-BOLT 2ESION ALLOWABLE TENSILE & EHEAR LOADS * (1bs)
E E FACTOR OF SAFETY FS=4.0 FS=5.0 r- DIAMETER EMBEDMENT TENSION SHEAR TENSION SHEAR L 291 522 1/4 1 1/8" 364 653 522 1 1/2" 556
- 653 445 1 3/4" 675 653 540 522
[
' 2" 781 653 625 522 2 1/4" 827 653 662 522 2 1/2" 837 653 670 522 3/S" 1 5/8" 588 1276 471 1021 h 605 1021 2" 756 1276
. 2 1/2" 975 1276 780 1021 3" 1075 1354 860 1083 F 1354 920 1083 L 3 1/2" 1150 950 1083 4" 1187 1354 4 1/2" 1200 1354 960 1083 1/2" 2 1/4" 1377 2079 1102 1663 2 3/4" 1800 2079 . 1440 1663 3 1/2" 2079 1890 1663 I 4 1/2" 2362 2806 2558 2245 2046 2046 5 1/2" 3012 2558 2410 6" 3075 2558 2460 2046 I 5/8" 2 3/4" 3 1/2" 1650 2275 2890 2890 1320 1820 2312 2312 4 1/2" 3000 2890 2400 2312 5 1/2" 3575 3839 2860 3087 I
- 6 1/2" 7 1/2" 4000 4250 3859 3859 3200 3400 3087 3087 3/4" 3 1/4" 2537 42S3 2030 3426 I 4" 5"
3350 4125 4283 4283 2680 3300 3426 3426 3693 6" 4500 4616 3600 7" 5250 4616 4200 3693 I 8" 9"
5750 5975 4616 4616 4600 4700
' 3693 3693 1"** 4 1/2 4000 6719 3200 5375 5" 4725 6719 3780 5375 1 5" 5860 5719 46EB 5375 7" 5860 6719 4688 3375 3" SS60 6622 4680 669E I
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Specification No. 2323-SS-30 l Appendix 2 Page 5 of 9 TABLE 1 (Cont'd)
FACTOR OF SAFETY FS=4.0 FS=5.0 DIAMETER IM9r.DMENT TENSION SHEAR TENSION SHEAR 9" 5860 8622 4688 6898 10" 5860 8622 4688 6898 1 1/4" 5 1/2" 5750 8920 4600 7136
,I 6 1/2" 6775 8920 5420 7136 7 1/2" 7775 8920 6220 7136 8 1/2" 8650 8920 6920 7136 9 1/2" 9450 8920 . 7560 7135 I 10 1/2" 10225 8920 8180 7136 I
- Design allowables'are based on average ultimate tensile and shear loads published in "HILTI - Architects and Engineers Anchor and Fastener Design Manual" 2.6/Hi-1, Reference 1.1 and 1.2 of this Appendix.
I Design allowables are based on 4000 psi concrete (fc'=4000 psi).
- Values per Reference 1.2 of this Appendix.
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~ Specification No. 2323-55-30 l
" Appendix 2 Page 6 of 9 I
L TABLE 2
" SUPER KWIK-BOLT DESION ALLOWABLE TENSILE AND SEEAR LOADS * (lbs)
FACTOR OF SAFETY FS=4.0 FS=5.0 DIAMETER EMBEDMENT TENSION SHEAR TENSION SHEAR _
1/2" 3 1/4" 24,96 2860 1997 2288 r 4 1/4" 3695 2860 2956 2298 L 5 1/4" 3641 2860 2913 2288 6 1/4" 3786 2860 3029 2288 l 1" 6 1/2" 8741 6884 6993 5507
{. 8 1/2" 12452 6884 9962 5507 10 1/2" 12439 6884 9951 5507 1 1/4" 8 1/8" 10675 10369 8540 8295 10 5/8" 13420 10369 10736 S295 13 1/8" 16230 10369 12984 5295
{
- Design allowables are based on average ultimate tensile and shear loads published in "HILTI - Architects and Engineers Anchor and Fastener Des gn Manual" 3.6/Hi-1. Reference 1.1 of this Appendix.
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Design (fe'=4 COO psi).
allowables are based on 4000 psi concrete l
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Specification No. 2323-55-30 f- Appendix 2 L Page 7 of 9 I
L EVALUATION METHOD I:
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?ROBLEM: Calculation of the reduced allowable capacities for Hilti expansion anchors spaced at less than minimum separation requirement indicated in Appendix 1 of 7 this Specification. .
t EVALUATION:
STE? 1: Determine actual loading conditions on the Hilti expansion anchors,in question.
r STE? 2: Calculate the separation ratio. (S.R.)
L Separation ratio is defined as the ratio of the separation provided to ,the minimum separation
[ required by Appendix 1 of this Specification. This ratio must be equal to or greater than .500.
(- 5.R. = MINIMUM SEFARATION REQL* IRED SEPARATION FROVIDED (1) and S.R.2.500 (2)
{
STE? 3: Cnce the separation ratio is cceputed and actual l'oads are determined, the following relation shall be satisfied for acceptability of the anchor h- design.
T 4 S s1 (3)
[ T5(S.R.) '
S'(S.R.)
WHERE: T = Actual Tension; 5 = Actual Shear';
T1 = Allowable S2 = Allowable
( Design Shear; S.R. = separatior. ratio.
Design , Tension; r STEP 4: If the requirement of Formula (3) is satisfied,
( Hilti expansion anchors for the support in question are acceptable.
( If the relationship in Formula (3) is not satisfied, Hilti expansion anchors are not acceptable and an appropriate action shall be taken by adjustment of separation to meet the requirement
[ in Icrmula (3) l
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Specification No. 2323-SS-30
[ Appendix 2 Page 8 of 9 m
L EVALUATION METHOD 2:
PROBLEM 1 Calculation of the reduced allowable capacities for both the Hilti expansion anchor and the Richmond screw anchor when minimum separation is not p provided as required in Appendix 1 of this L Specification.
EVALUATION:
STEP 1: Determine actual loading condition on the Hilti expansion anchor and/or Richmond screw anchor in '
question.
STEP 2: Calculate the separation ratio (S.R.).
{ SEFARATION PROVIDED S.R. = MINIMUM SEPARATION REQUIRED (4) p and S.R.2.500 (5)
STEP 3: Once the separation ratio and the actual loads are c or.puted, the following relations shall be I satisfied for, acceptability '
of the anchor and insert design:
For Hilti expansion anchor:
T S s1 (6)
T'(S.R.) S 1(S.R.)
For Richmond insert-
.g .- _h T q, S s1 , (7)
T'(S.R.)
S'(S.R.) -
For Richmond insert design allowable values see Appendix 3 of this Specification.
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Specification No. 2323-55-30 Appendix 2 I Page 9 of 9 i STEP 4: If the requirements of both Formula (6) and (7) are satisfied the Hilti expansion anchor and Richmond screw anchor for .he support in question are acceptable.
If any of the relations in Formula (6) and (7) is I not satisfied, the corresponding Hilti expansion anchor and Richmond screw anchor for the support in question are not acceptable, and an appropriate be taken by adjustment of the I action shall separation to mee,t the requirements of Formulas (6) and (7).
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1g ss-w g APPENDIX 3 g .
I esszcN ca: za:A rea scazw ANCHORS I
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Specification No. 2323-55-30 F Revision 2 June 13, 1986 Appendix 3 Page 1 of 10 L
F -
APPENDIX 3 DESIGN CRITERIA FOR SCREW ANCHORS 1.0 CENERAL 1.1 Screw anchors are Richmond structural connection inserts L (Types EC-2, EC-6, EC-2W or EC-6W) and are prefabricated steel anchors embedded in concrete to which structural supports are attached.'
l.2 ASTM A325N A490 or A449 bolts -(suitable washers" opcional) shall be used for the Richmond insert bolt connections. ASME SA-193 threaded rods with ASME SA-194 double nuts may be used for the Richmond insert bolt connections'as a substitute for ASTM A325N bolts.
l 1.2.1 Thread engagement into the Richmond insert shall be at least 2 x bolt diameter + 1/8 inch 1.3 In no case shall these inserts be loaded before concrete l attains its 26-day design strength.
2.0 APPLICABLE
REFERENCES:
I
- 1. " Richmond Inserts for Concrete Constuction" Bulletin No. 6 Richmond Screw Anchor Co.,Inc.,
catalog.
- 2. Manual of Steel Construction AISC 7th Edition.
3.0 DESIGN CRITERIA 3.1 Design allowable tension and shear loads (under working stress cendition) for respective center-to-center spacing of inserts and respective concrete thicknesses, are provided in the following Table 1.
3.2 Inserts and A307, A325, A490 or A449 bolts or A36 s
threaded rods subjected to conbined cension and shear loads should sa sfy the following interaction fcrmulas.
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Specification No. 2323-SS-30
[ Revision 2 June 13, 1986 Appendix 3 Page 2 of 10 L
I L FOR INSERTS:
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- IT S $1 F/ + -( [ Fy
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L FOR BOLTS: (Verified for specific type bolt materials.)
T8; S1 different for each grade.
I 2 IS 2 ' 51
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[ (TF 3\ +M WHERE: T -
~ APPLIED TENSION S -
APPLIED SHEAR l
T1 -
DESIGN ALLOWABLE TENSION St -
' DESIGN ALLOWA3LE S*-2AR 3.3 Minimum distances between Richmond screw anchors and
[ Hilti belts for 100 percent perfer=ance of each are provided in Appendix 1 of this Specification.
For those situations where minimum distances cannot be met, evaluation method 2 shown in Appendix 2 of this Specification shall be used to calculate the reduced capacity of Richmond inserts.
PCI MANUAL ON DESIGN OF CONNECTIONS FOR FRECAST PRESTRESSED CONCRETE
[
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L .
r NOTES FOR TABLE I (^gg[
1.- lNSER7 CAFMC/7/ES ARfBASED QV/NSERTEMBfDDEO /N 4% OPS / COMPRfSS/0N STREMGTH Cl>ACRf7f.
2.- ALL ALLOV^*81F LOADS SWOWN /N7A84fIDF TH/S APPEND /W arf N M/PS.
3.- TO DEVELO** THE FULL TfHS/OW CAPAC/TV OF/MSERT(EXCEP7 L
A7 BEAM S/ DES) THEM/N/ MUM D/ STANCE FACW1C04CRE7E EDGE TO CfMTER Or/NSERr SHALL M //?f& l'2"4 6/NSERTS
[ A N D 7"fO 9 /"46 /HSCRT5.
4.-To oevfLOP rNEfua SHEAR CA91C/7V OF /NSERT (f'CfP7 A7 BEAM S/ DES) THEM/N/ MUM D/STANCEFRQW CQVO?f7f EDer to CrNTrn ociNser7 SHau afirroR 124 wSfRrS
[ .
AND 9.S"fo9 /"9 6/NSERTS.
5:FOR MAM S/MS 7N/S D/STANCf SHALL BE A M/M/ MUM 8"FOR
/b4/MSER/5 AND 7"fa9/'#/MSERTS.(FQ9 TENS /O/ AND SHEAR)
[ G.- CENTER 70 cfM7ER (Cfc) D/SrANCES SHOWN /N 7ABLE Z OC TN/S APPEND /XAREM/N/ MUM FOR THE ALLOWABLELOADS.
2- WNEN PART OF THE /b'9 6/NSERT CLUS7fR (/MSERTCLUSTERS
{
WE9E 09/G/NAllY FWOV/DED FOR P/PE WH/P RESTRA/NTS)
/$ USED fo9 NANGER SUFFY>?75 THE O./7fRMOS7 ROW OF
[ /NSERTS USED FOR THESESUPPORTS SHALL BE A7 LEAS 7 20" AWAY FRO 44 TNFNEAREST/NSERTS USED RY4 ANYO7NER SUPPORTS 09 RESTRA/NTS BA$fRATE.
EXAMPLf ;
7W6SFINSER75 CAM PtPC JG'MPRf37RANr__
e e e e le e' m BEUSED FOR NAhGfR
,$yppopy$ netry CAPActr/ES AS G/VfH 643f PLArf e e e e w: 13 f ~ i /H TA8C Z
= . . .. .
)
[ oc wrustruar n
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/NSERT.$ UN465$
APPROVfD By'
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2L C-e e e e '6
[ ExctNErn e[1 e, N
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[ TYPICAL INSERT CLUSTER -
m.-..
I NOTES FOR TABLE I(Contd.) $$$$N8) b.- 70 f/NO THECAA4C/77E5 Of'/NSER75 WHERE BR4C/hG AND
% CONCRETE TH/CNNESS ARENO7SHOWN /N TABLEI Of THIS h APPEND /X USE THE/NSERT CAAMC/7Y Of 7NENEARE57 CO? RESPOND /AG t.OWER /NSER7 S*AC/NG OR TM/AWER COACRE7E WALL,SLA8 OR COLUMN /ND/CATED /N 7A84E I Of7N/S l ApprNoix. .
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,a -r ALLOWABLE LOADS OF RICHMOND lNSERTS AND BOLTS TO BE USED IN INTERACTION FORMULAS FOR BEAM SIDES I: INSERT CAPACITY B BOLT CAPACITY T: TENSION S SHEAR INSERT SPACING ON 6"CM ONE WAY ~
INSERT SPACING ON 8"C/C ONE WAY AND 20"CR, OR GREATER OTHER WAY AND 20"CM OR GREATER OTHER WAY INSERT TYPE A-307 BOLTS OR A-325 0R BETTER A-307 BOLTS OR
. A-325 OR BETTER AND SIZE A-36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH USED WITH INSERT INSERT USED WITH INSERT INSERT T. S T S T S T S I 8.9 8.9
- 8. 9 8.9 /O.OS /O.05 /O.0S /O.05
/V EC2W .
B /2.// . 7:85 24.23 //. 78 . /2.// 7.85 24.23 //. 78
/ I //.53 //.53 //.53 //.53 /2.85 /2.85 /2.85 /2.8S
/2"#EC6W 8 28.// /7G7 56.2/ 26.6/ 28.// /7.G7 ,
SG.2/ 26.5/
TABLE I OBE /)LLOLJABLE
' IAPPENDlX 3 i
( PAGE 5 OF 10 [
1 r m c > < - _r ou v -r <- u- v , cv, #
ALLOWABLE LOADS OF 1"d RICHMOND INSERTS (EC2W) AND BOLTS 10 BE USED IN INTERACTION FORMULAS FOR WALLS, SLABS & COLUMNS I: INSERT CAPACITY a: BOLT CAPACITY T: TENSION S: SHEAR INSERT SPACING ON INSERT SPACING. ON INSERTSPAclNG ON 14t/C OR lO"C/C BOTH WAYS 12"C/C BOTH WAYS MORE80THWirS(FULLCM ')
CONCRETE g.307 BOLTS OR ' A 325 OR BETTER A 307 BOLTS OR A32 GOR BETTER A 307 BOLTS OR A3250R BETTER A 36 THD. RODS BOLTS USED A 36 THD. RODS BOLTS USED A 36THO. RODS BOLTS USED l THICKNESS USED W/ INSERT W/lNSERT USEDW/DISERT W/ INSERT USED W/ INSERT W/ INSERT ,i T S T S T S T S T S T S i y'on E 6 6 6 6 885 8.85 8.85 8.85 //.S //=C //. S //.S
"#M B /2.// 785 24.23 //.78 /2.// 7.85 24.23 //.78 /2.f/ 78S 24.23 //.78 L
TABLE I (Contd.)
of E duouABLE IAPPENDIX 3 1
$ PAGE 6 0F10[
_ _ ~ ~ ~_ ,
. a' g )
ALLOWABLE LOADS OF l/'2"W RICHMOND INSERTS (EC6W) AND '
USED IN INTERACTION FORMULAS FOR WALLS, SLABS & COLUMNS I: INSERT CAPACITY B : BOLT CAPACITY ,
, T: TENSION S: SHEAR INSERT SPACING ON 20"C/C BOTH WAYS ._ INSERT SPACING ON 22"CM OR MORE
. CONCRETE BOTH WAYS (FULL CAPACITY) ;
A-307 BOLTS OR ' A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER THICKNESS A-36 THD. RODS BOLTS USED WITH A-36 THD. RODS USED WITH INSERT INS ERT BOLTS USED WITH USED WITH INSERT INSERT l l
T S T S T S T S-I 25 25 25 26 3/.3 27 i /2"OR TH/CKER 3/.3 27 8 28.// . /7G7 56.2/ 2 6.51 '28.// . /267 56.2/ 26.5/
I TABLE I (Contd.)
l 0 0 6 k l.-[O U /9 5 L G .
,4
- IAPPENDIX 31
( PAGE 70F 10[ . .
T -
ALLOWABLE LOADS OF ik2"# RICHMOND INSERTS (EC6W) AND BOLTS.(IN CLUSTER) TO BE USED IN INTERACTION FORMULAS FOR WALLS, SLABS r
5 & COLUMNS IN 12" THICK CONCRETE
!" I: INSERT CAPACITY Bt BOLT CAPACITY T: TENSION' S: SHEAR E
[ INSEF.T SPACING ON Ifc/O BOTH ' WAYS INSERT SPACING ON 18"CM BOTH WAYS k A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER
} USED WITH INSERT INSERT USED WITH INSERT INSERT T S T S T s T S k yo I 22./ 22./ 22./ 22./ 26 25 25 2S
/MERS 8 28.// /7G7 56.2/ 29.-S/ 28.,// /7 G7 SG.2/ 26.S/
$~ FOUR ee I /YES lY 20 lI 23 lI 20 ES El 23 ?l 23 2l 23 2/
IMM **
B 28.// /7.G7 EG. 2/ 26.5/ 28.// /7 67 59.2/ 26.S/
S/K ee E /3.24 /S 2d /5.24 /5.24 , 2/. /G 2/. AG 2/.^6 2/. A6
- l
- NSERS ,, g gg,;; ;7, g7 Sg gj gg,S/ gg,jj j7gy Sg, gj gg,57 3 pyyg eee E /2.57 /2.57 /2.57 /2.57 /2 83 /783 /783 /783
- M e$ 8 28.// /7G7 5G.2/ 2G.5/ 28.// /XG7 SG.2/ 26.S/'
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i
'i TABLE I (COntd~.) r
- (appenoixs1 ggg g[Lggg,3/f PAGE S OF IO j j '
ALLOWABLE LOADS OF 1/2"# RICHMOND INSEF,TS (EC6W) AND BOLTS (IN CLUSTER) TO BE USED IN INTERACTION FORMULAS FOR WALLS, SLABS
. a COLUMNS IN 16" THICK CONCRETE I: INSERT CAPACITY B: BOLT CAPACITY Ti TENSION ~ S: SHEAR .
INSERT SPACING .ON IOt/C BOTH WAYS INSERT SPACING ON 12"C/C BOTH WAYS A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER INSERT PATTERN A 36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH USED WITH INSERT INSERT USED WITH INSERT INSERT T S T S T S T S.
Two I 20.45 20.45 20.45 20.45 22. / 22./ 22./ 22./
INSERis g 2g.// /7s7 Sg.27 gg.Si 2g.jj i7 g7 5g.21 9g.Si foup ,. E /6.05 /6.05 /G.OS /G. OS . /8.c 18. G /8.c tg. G B 28.// /767 SG. 2/ 26.S/ 28.// /7. G 7 Ss.et 26.57 Six ee Z /4.59 /4.59 /4.59 /4.59 /7.44 /244 /744 /X44
/NSEA6 se B 28.// /787 5 6.2/ 26.5/ 28.// /7G7 56.2/ 26.5/
N/4/E * ** I /2.57 /2.57 /2.57 /2.57 /d.9 /4.9 /4.9 /4.9
/N ERM ,ll B 28.// /7 G7 SG.2/ 2G.5/ 28.// /7.G7 5G.2/ 26.5/
S/XTEEN * ,*
/N ERN eee l I 10.06 /O.OG /O.OG /O.06 /2.03 /2.03 /2.03 /2.03 g gg_,, ,7 g7 Sg_ g, gg, g, gg_ ,, ,7_ g7 gg g, pg 5, TABLE I (Contd.) [APPENDlX 3 h OCE A !. LO LO4 B L E gPAGE 9 OFlO)
~'"
M lEWE
h I
i ALLOWABLE LOADS OF I/2"W RICHMOND.lNSERTS (EC6W) AND BOLTS l- (IN CLUSTER) TO BE USED IN INTERACTION.FORfAULAS FOR WALLS, i SLABS & COLUMNS IN 22" THICK OR GREATER CONCRETE i .
y I.: INSERT CAPACITY B: BOLT CAPACITY T TENSION S: SHEAR '
i ~ INSERT SPACING ON 10NC/C BOTH WAYS INSERT SPACING ON 12"C/C BOTH WAYS 1 A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER
! , INSERT PATTERN A-36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH 4 USED WITH INSERT INSERT USED WITH INSERT INSERT 5 T S T . S T S T S.
r 3_ y I ,
20.45 20.45 20.45 20.45 22./ 22./ 22./ 22./
j mp ,, I /G.OS /G.05 /G.OS /6.05 ^ /8. G /8. G /8. S /8. 6
/NSERTS ee
- 8 28.// /7.G7 SG.2/ 26.5/ 28.// /7.G7 56.2/ 26.5/
5 gyy ee Z /4.59 /4.59 /4.59 /4.59 /744 /7.44 /7.44 /*T.44 I" ERIS ee 8 28.// /7 G7 SG.2/ 26.S/ 28.// /7.67 59.2/ 26.S/
l g,,, eee I /3./5 /3./S /3./S /3./S /C.22 /6.22 /G.22 ' /G.22
/usERys ***
% ,,e 8 28.// /767 se.2/ 26.5/ 28.// /7. G7 56.2/ 26.S/ '
i gix,,,,:::: 1 a.so n.s4 a.54 a.s4 n.es is.es i4.2s is.es.
/NSEATS **** , 8 28.// /7.G7 SG 2/ 26.5/ 28.// /7.G7 56.2/ 26.S/
5 TABLE I (Contd.) Appenorx s (PAGE IO OF IO;i f l CSE Af L LoLJ/SLE L I
k u .
(r ALLOWABLE LOADS OF RICHMOND lNSERTS AND BOLTS TO BE USED IN INTERACTION FORMULAS FOR BEAM SIDES-b-
- I: INSERT CAPACITY BtBOLT CAPACITY T: TENSION SiSHEAR I
g INSERT SPACING ON 6"C/C '
ONE WAY INSERT SPACING ON 8"C/C ONE WAY
[ INSERT TYPE . A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER l AND SIZE A-36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH fl USED WITH INSERT INSERT USED WITH INSERT INSERT L T. 3 T S __
T S T S k I 13.3 5 is.ss (s.ss is.ss is.oS is.c3 15.co 15.08
> /VEC2W .
35.86 n.92 12.56, 18.35 g B n.92 12.s(o 18.85 ,
35.8(o I 1 I.So n.so n.30 G.30 19 26 19.2 8 19.2 8 \9.28 f- /b"+ mew
- p. a 41.4 0 28.27 6 3.19 42A2. ~ 41.(oo 28.27 83.19 42.42
[;
1
( -
p ,
I TABLE I .
E' .
L SSE ALLOWABLE V .
V E
I IAPPENDIX 3 I i h (PAGE 5 0F 10 [
l
rumm umrummsumsum w w t_rt_n ruu h
ALLOWABLE LOADS OF I"si RICHMOND INSERTS (EC2W) AND BOLTS TO BE j USED IN INTERACTION FORMULAS FOR WALLS, SLABS & COLUMNS i
4 I: INSERT CAPACITY B: BOLT CAPACITY T: TENSION S: SHEAR
,5 INSERT SPACING ON INSERT SPACING. ON INSERTSPACING ON 14tM OR l 10"C/C BOTH WAYS 12"C/C BOTH WAYS MORE BOTHVWtfS(FULLCAPACm ')
CONCRETE A307 BOLTS OR A 325 OR BETTER A 307 BOLTS OR A325OR BETTER A 307 BOLTS OR A3250R BETTER I
A 36 THD. RODS BOLTS USED A 36 TilD. RODS BOLTS USED A 36THD. RODS BOLTS USED l THICKNESS W/ INSERT USED W/ INSERT W/ INSERT. USEDW/NSERT_ W/ INSERT l
USED W/NSERT T S T. 8 T S T S T S' T S fo og I 9.00 9.00 9.00 9.00 \3.2B 13 26 13.26 13.2 6 n.25 11 .'2 5 n.25 n.25
- CNN B n.92 12.5 6 35.86 18.85 M.92 ,12.56 S5.56' 18.8 5 nAt 125G S5.Sto 18.8 6.
TABLE I (Contd.)
SSE ALLOWABLE I i
( APPENDIX 3PAGE
m ~ c m < r, r r r n ALLOWABLE LOADS OF lh2"W RICHMOND INS $RTS (EC6W) AND BOLTS TOI BE USED IN INTERACTION FORMULAS FOR WALLS, SLABS & COLUMNS It INSERT CAPACITY B: BOLT CAPACITY ,
, T: TENSION ,
S: SHEAR INSERT SPACING ON 22"C/C OR MORE INSERT SPACING ON 20"C/C BOTH $AYS BOTH WAYS (FULL CAPACITY)
CONCRETE . A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR ' A-325 OR BETTER THICKNESS A-36 THD. RODS BOLTS USED WITH A-36 THD. RODS ' BOLTS USED WITH USED WITH INSERT INSERT USED WITH INSERT INS #RT T S. T S T S T S-I 31.5 o '37.5 0' 37.50 . 37.5 0. 46.95 40.50 46.95 40.50
/2"OR TH/C/mR S 41.6 o . 26.21 83.19 42.41 41,40 28.27 86.\9 42.42 l i
TABLE I (Contd.) .
SSE ALLOWABLE .
IAPPENDIX 31 l
( PAGE 70F 10[
-y ,3 cm ALLOWABLE LOADS OF 1/2"81 RICHMOND-lNSERTS (EC6W) AND BOLTS.(IN CLUSTER) TO BE USED IN INTERACTION FORMULAS FOR WALLS, SLABS
& COLUMNS IN 12" THICK CONCRETE I: INSERT CAPACITY Bt BOLT ' CAPACITY T: TENSION' S: SHEAR INSERT SPACING ON 12"C/C BOTH WAYS INSERT SPACING ON 18"CA: BOTH WAYS
. A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER l INSERT PATTERS A-36 THD. RODS BOLTS USED WITH A-36 THD. RODS BOLTS USED WITH l USED WITH . INSERT INSERT USED WITH INSERT INSERT T S T S T S 3T S wo I S 3.15 33.15 33.is 3315 37.5 0 37.5 0 37.5 0 3T.5o
- 8#G
~
a 41.Go 28.2'T B3.W _
42.42 41.6 0 28.27 B3.19 42.42 roua .. I 25.94 25.94 25.94' 25.94 34.82 34.82 S4.82 34.82
- SMIS **
B 4t. go '18.27 8 3.19 ~ 42.42 41.6 0 28.27 85.19 42.42 sfx e *- I 22.86 22.86 22.86 22.86 31.7 4 31.14 3134 31.74 WSMS a 41 6 o 28.27 6 3.19 42.42 41.6o 28.27 63.t9 42.42 ufyg *** I IS.86 18.86 \8.86 i S.86 2635 2fa.'l5 2635 2.635
'" # 5 e B 4\.60 26.17 63.19 42.42 41.6 0 26.1T Ss.\9 42.42 .
TABLE I (COntd.) farpenoix si SSE ALLOWABLE
- IPAGE 8 0F 10 f
t M C O D - M L _f U7 __Ful u~
I
! ALLOWABLE LOADS OF I/2"W RICHMOND INSERTS (EC6W) AND BOLTS.(IN CLUSTER) TO BE USED IN INTERACTION FORMULAS FOR WALLS, SLABS ,
l a COLUMNS IN 16" THICK CONCRETE It INSERT CAPACITY B: BOLT CAPACITY T i TENSION' StSHEAR . .
INSERT SPACING .ON lot /C BOTH WAYS INSERT SPACING ON 12"C/C BOTH WAYS L
. 7g I S0.06 30.68 30.66 30.G8 33.15 3 S.15 33.15 S3.15 IMSER7S B 41. foo . 28.27 BS.19 42.41 41.(oo 26.17 83.19 42.42 joga ,, I 24.06 24.0 S 24.oS 24.0e 27.9 0 27.90 27.9 0 27.9 0
/MSEN75 ** ~
Al.(,o '42.42 B 2 8.27 8 3.19 41.(oo 28.27 SS.19 42.42 S)x ee Z 21.s9 2\.s9 ql.89 2l.89 2to.1to 2ta. t6 21.t t, 2to.\to
.. /NSE46 ,, B 4l. loo 28.27 8 3.19 42.42 41.(oO 28.17 63.19 42.42 afhe ... I to.sto 18.eto 18.85 is.st, 22.ss 22.ss 22.ss 22.35
'"SE"'S . *. a 4I.(oo- 2s.27 8 5.19 42.42 41. (oo 28.27 83.19 42.42'
- s/rrera *, *** ,, I 15.o9 15.09 is.o9 15.o 9 18.os is.os is.es is.es
'#8##'8 * * *
- a 41.too 28.27 6 5.19 42.42 41.too 28.27 BS.19. 42.42 TABLE I (Contd.) fappenoix 3; (PAGE 9 OFloj
%E AL_ low /ABl_E
um um um um em um em ,,, me, ,,, ,, ,,, ,,, ,,, ,,, ,,, ,
j um num uma I
ALLOWABLE LOADS OF I/2"W RICHMOND INSERTS (EC6W) AND BOLTS (IN CLUSTER) TO BE USED IN INTERACTION.FORIdULAS FOR WALLS, SLABS Bi COLUMNS IN 22" THICK OR GREATER CONCRETE B: BOLT CAPACITY T TENSION S: SHEAR
, I.: INSERT CAPACITY ~
)
~
jlU lNSERT SPACING ON 10t/C BOTH WAYS INSERT SPACING ON 12"C/C BOTH WAYS 1
A-307 BOLTS OR A-325 OR BETTER A-307 BOLTS OR A-325 OR BETTER N BOLTS USED WITH N INSERT PATTERN A-36 THD. RODS BOLTS USED WITH 'A-36 THD. RODS USED WITH INSERT INSERT USED WITH INSERT lt46ERT T 8 T S T S.
- T S .
30.68 33.15 33.15 I , 30.68 30.63 30.63 33.15 3 3.15
.J g WSERTS a 4g,go - 28.27 83.l9 42.42 4140 26.27 8 5.19 42.41 I 24.0 6 24.0% 24.Ob 24.06 t'l.90 21.90 23.9 0 23.9 0 FOUR ee
/NSERTS ee g 4t,go 2s,13 ss.t9 gggg Ag,so gg,13 g3,;9 A9,41 g,y e!
r 2s.s9 2t.ss 2t.s9 21.s9 2s 1s-2s.nu 2a.ta 1s.ru NSERG 42.42 41.6 0 28.27 63.19 42.42 e B 4\.60 26.27 83.19 I 19.7 3 19.33 24.33 24.33 24.33 24.SS
- e 19.7 3 19.7 3 N/uE
/NSER7S eee B 4).40 28.27 Ss.19 42.42 4.1.s o 28.27 St.19 42.42 '
U 3I U'3I U'DI U DI 2I'S6 SI'60 2I'6D SI*DD S/ F FE// I .
/NSEN S ee** 6 41.4 0 28.23 8 3.19 42.42 4).GO 28.27 8 3.19 42.42 TABLE I (Contd.)
~
APPENDIX 3 '
[PAGElOOFIO[
(
SSE ALLOvdASLE
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SS-3D
_ APPENDIX 4 J -
u I DESIGN CRITERIA FOR EMBEDDED PLATE STRIPS 1
I 1
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Gibbs & Hill, Inc.
Specification No. 2323-S5-30 Revision 2 h- June 13, 1986 Appendix 4.
Page 1 of 22 APPENDIX 4 DESIGN CRITERIA FOR EMBEDDED PLATE STRIPS
1.0 DESCRIPTION
Embedded plate ; strips are ASTM.A36 st' eel plates, 3/4" thick and 8" or 10" wide, embedded in concrete walls, u
col'mns, sides. of beams and the underside of floor or roof slabs and attached to the concrete by means of Nelson studs welded to the plate. They are used to
{ supp. ort' hangers and other structural. supports which are connected to the. embedded plate by welding or by threaded Nelson studs. The design of the threaded
[ Nelson studs and the weld at the connection to the embedded plate is the responsibility of the designer of the hanger or the structural support.
2.0 APPLICASLE REFERENCES
- 1. Manual of Steel Construction AISC 7th edition
- 2. Design Data 10 -
Embedment Properties of Headed Studs-TRW Nelson Division 2-77 3.0 CAPACITY OF EMBEDDED PLATE STRIPS FOR CONCENTRIC LOADING 3.1 Allowable loads on embedded plate strips are shown on
( sheet A4.1 and A4.2 for loadings acting- at mid-spans between studs and sheet A4.3 and A4.4 for loadings acting at stud locations. However, as shown on sheet A4.3, the maximum allowable tensile load at the
[. extreme stud location on both ends ef.the embedded plate strip is reduced by 40 percent. For loadings acting between mid-span and stud location the allowable load
~
shall be determined by linear interpolation.
3.2 Loading is not permitted on the cantilever portions of the embedded plate strips beyond the last pair of studs.
{
3.3 Allowable loads as shown en sheet A4.2 and A4.4 are valid only when loadings are placed within =3/4" of the
( centerline of the embedded plate and only if the Nelson studs of the embedded plate are located at least 8" from
~
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Gibbs & Hill, Inc.
Specification No. 2323-55-30 Revision 2 June 13, 1986
{' Appendix 4 Page 2 of 22 a concrete free edge (i.e., openings, face of beam, etc.).in any direction.
(
3.4 " Pin Connections" shall be assumed for load transfer to the ; embedded. plates. Only forces normal to the
[. embedment (P) and forces in the plane of "the
. embedment (S) may be transferred to the embedment.
Moments due to cantilever . action or from any other source may be transferred to the embedment only when the
{' embedment is stiffened for the calculated moment.
3.5 The loading pattern on sheet A4-1 and A4-3 assumes-that
[ 'the embedment is loaded at the midpoint of every span between pairs of studs for A4-1 and at every pair of studs for A4-3. In cases in which the load is
{ distributed on more than one pair of studs, the full normal load (P) and only half of the plane load (S) considered when using the figures on sheet I
should be A4-2 and A4-4.
3.6 For capacity of embedded plate strips for loads acting on stud line see Cases 3 and 4 (A4-5 through A4-9) 4.0 CAPACITY OF EMBEDDED FI. ATE STRIPS FOR LARGE ECCENTRIC LOADING
(- 4.1 Tension and shear forces generated on the stud anchors by loads applied eccentric to the supporting stud group should be calculated to insure no failure of the stud
{ anchors.
stud 4.2 Ultimate tension and shear capacities of the anchors shall be taken from reference 2 of this Appendix.
4.3 The number of participating stud anchors may be increased by welding stiffeners to the embedded plate
{' strips and to the support structure to ensure that the loading is spread to all the selected stud anchors. The embedded plate strip shall be checked for bending and shear.
4.4 Steel plate material is A-36 Nuclear Safety Related as defined on Drawing 2323-5-0786 for embedded plate
{ details.
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Gibbs & Hill, Inc.
Specification No. 2323-55-30 Revision 2 June 13, 1986 Appendix 4 Page 3 of 22 i
5.0 REDUCED CAPACITIES OF HILTI EY.PANSION SOLT - STRIP PLATE VIOLATING MINIMUM SEPARATION REQUIREMENT 5.1 For calculational procedures see final pages of this Appendix.
1 4
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APPENOlX 4.
M - Y "'- PAGE 4 CF 22 o _= l. _ - RLit, OF STUD 5 .-
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SECTION A- A -
[ CASE 1 _.
[ , LOADINGS AT MID SPAN BETWEEN STUDS
[ NOTA' TION :
Ac,Ttat wuto Tucics uwo.
[ P---
e-- x, Tutu muac w.m uwo. TLISI cone nxc.
[ AL ' 0mE LCAOS CH g E%ibECCE.O MTE.S
- e=== = = = _. l 2S23 SH. A4- 1 I
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. S (cps)
ALLOWABLE EMBEDDED PLATE CAPACITY FOR COMBNED TENSION AND SHEAR LOADS INTERACTION DESIGN CURVE FOR LOADINGS ACTNG AT MO-SPAN BETWEEN STUDS
( CASE i
[
NOTATION: .
P--- ALTUN MPLILO TENSOb4 U:WC, D--- AC,TUAL APPUFO SE.AA. LJ:AC. l "fL,j $1 cmus. w uc.
ALLOWAELE LCADS N jg ; EMeiDCE.D PLATEt
- y = _- _ . _
( - tm sH. A4 2 b _ _ _ . _ _ _ _ _ _ _ _ _ _ . _ . _
0 F g 12' W. (APPENDIX PAGEO OF22) 4T
[ " mg; =
. NW 5 sf ! ( .-
s, \ m" w
=
B L
-u g* , x c
f 1,P" c
.76
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erePQ -
g o B,r afg,g u ,., ,, ,,c. y ,
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PLAN on ELEVATION 26 4 4,7 r, 0'LE. ,l e W OS s i .i . su. .! . .u.
a us.
b M W) .
i n _f y @
t i i q go 4 4.j --*g -
-+s -
-+g % :g ww i,coumM 1r 1 r 1 r 1 r 1 r u og, '
WP P P P %P ce:L.wr.,
SECTION B-B -
CASE 2
[
LOADINGS AT STUO LOCATONS _.
NOTATCN :
P- ACTUAL APPLIED TE.NSK"N kJCND- '
S-- ACTLAL APPLIE.O SHE.AA N- g COMANCMB. N ALLCMAELf. L%CS CN
. E.MBE.CCE.C MT'rS
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== 2523 94. A4-3 h .
o IAPPENoix 4'\
, , fAGE 7 OF 22) 16.
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s <w I /4.LONABLE EMBEDOED PLATE CAPACITY FOR COMBNED TENSION AND h SHEAR LOADS
- g INTERACION DESIGN CURVE FOR LOADINGS ACTNG AT ST1.0 LOCATIONS
!I
! CASE 2
>I NOTATION :
- I P- MTUAL. APPUE.D TENSN LOAQ, 3 3-- ACTLWL APPy6.Q CHPAX. LOhD. TLl'$ l 5 COMANCHE. PEAA.
~
ALLNAJbt E. L%Q ON 1
(g3g E.MbE.COE.O PLATE.S a
--2525 SH. A4-4
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ft.MX;o . APPENDIX 4 4f PAGt!. 6 ofs 21
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(mr.)
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4 . _-
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PLAN on ELEVATION v -
L -
2- h *p x75eg t g ,
NELSON STUc5 -
CR EQ.(TYP.)
1l h= . . . . . . . . ? t . . . ..- %
.y (J ' %' Y 8
---*s' bitt ve cetu'uw,
,re vp .
nEm Cs 5 CEluNG
[ SECTION A-A.
[ * .
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CASE-3 LOADINGS AT MlD SPAN BETWEEN STUDS
. . ON STUD 'UNE
. NOTATION:
c.1. ACTUAL APPLIED. TENSION LCAD S . ACTUAL APPLIED SHEAR LCA6. .
TU51 CCMANCHE FEAR
^
. ALLCWAbbE \. CADS CN EMBEDDED PLATES 3*
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, o m aum* , , , , , __
4TE% .6 *T.,.-**
, { l, l, [,
-i-t-i-+= a' -t- =
, , _ , , , o,gggg- .SH.34 '-5
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a
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L 7 .
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. .$.b. * * $ (K1PS)
.AltoWABt.E EMBEDOED PLATE CAPACITY FOR COMBINED TEN 510H' AN I- ..- .
SHEAR LCADS . .
INTER CTION DES)GN CURVE FOR LOADINGS M. TING AT MlO SPAN BETWEEN STUD 5 CN STUO LINE
- s. '
P CAS E- 3 .
l .
.NOThT10N:
7.,*,. ACTUAL..APPUED TENSION LCAD
, r . ACTUAL. APPUED SHEAR LCAD TU$l "CCMANCHE PEAK s
ALLCWASLE 1.CACS CS
/
, , , , EMBECCED PLAT ~d~
5- h .-% . _._
. A 4. .
p l. ,
-i -
- + - _ = t; 2323 SH A4-G i
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PLAN en ELEVATION -
lt lg l
4 24%7%.
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. vr. ve vo.au couuk sem e CEILING I.
SECTION B-B - -
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CASE-4 EOADING5 AT STUD LOCATION:ON STUD LINE I .
g NOTATION 1L_ .
. P..TX.TUAi.* APPLIED _7ENSON LOAD l x.: ACTUACAPPUED SHEAR CCAD TUS CCMANCME PEAX
. ALL.CWASW LCAc6 .Ct g , , tuetooto etAiss
~ ,
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g ; ,,,, ,,,
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. c, t 4. G. a. to. T2. 4. IG. la. to. 22. 24. M.
S OcPs) l g' . ALLOWABLE EMBEDDED PLATE CAPACITY 'FOR COMBINED TENSION ANC
- - SHEAR LCAOS t.
I INTERACTICN DESIGN CURVE FOR LOADINGS ACilNG AT STuo LocATioHs ON'sTuo UNE ,
g C ASE '
g .h0TATION :_. -
LP,.T. ACTUAL
- APPLIED TENSICN. LCAD._
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.TSLACTUAL APPLIED SHEM LCAD_ *'
TU$1 CCMANCHT. PCAK l , , i ALLOWABLE LOAD CH weecoso Pums I 3
= -j iTRy g, i
- m i;'- - -
% y ,"" "
SH. A4 - t
- n23
l'
. /\. APPuNDix 4T -
. NOTE r A c s la o p sts. /
]
Cl) F THE LOAD LIES N bETWEEN THE CENTER LlHE OF PL, ATE
' AND THE STUC LINE, NTERPCLAT1CN MAY BE MADE SETwtEN '
.cCRassrowoNs eRAPMS AND/oR PCRuutAE. -
.N s'
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DouSLE NTER- (A#,-4 4 A4-6)
(A4 2 4 A4 G) .
F, i
(FRC4 SS-SC) PCLATICH RECL4 ('/RotA 9S-SC) -
L . . . .
4 F THE YARtATION OF LCAD kCCATION'it 1H TWC DIREC.TICHS DOUBLE NTERPOLATICM 13 REQUIRED. -
( .
(2) LOADS (P 4 5) SMALL NOT. DE %PPLIED
. DEYCNo .sTUC LINE TOWARDS EnGE ' ~
(3) FOR AcomCNAL APPLICABLE NOTES SEE .
&[
TU51 COu AWCME PEAX ALLOWABLE LCAoS CN EMcEDDED Pt.ATES j l ,l TMW #Q.
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ll Gibbs & Hill, Inc. l Specification No. 2323-55-30 i
Revision 2 i
i June 13, 1986 l l
Appendix 4 Page 13 of 22 Reduced Cacacities of Hilti Exoansion Belt-8 Strio Plate, Violating Minimum Seearation Recuirement Calculation of the reduced allowable capacities for Hilti expansion anchors and embedded strip plates spaced at less than minimum separation requirement indicated in attachment 3 item 2 in Appendix 1 of G&H specification S5-30 (CE I-20 Rev. 8) l E Notation .
I d Diameter of Hilti bolt (in)
I X Distance between Hilti bel and nearest edge of embedded l
s strip plate (in)
Z Actual or estimated minimum distance between Hilti bolt and nearest Nelson stud of embedded strip plate (in) u-X+1.5
'I Z Minimum distance between Nelson stud of embedded strip plate and Hilti bolt for each to have 50% capacity (in)
Z =1.5+2.5d I
i Za Minimum distance between Nelson stud of embedded strip clate and Hilti bolt for each to have 100% capacity (in)
'O z =4. 0+ 5 . Od R Allocation ratio for distance "Z" i R= d d+1.0 a Distance allocated to Hilti bolt (in) a=R (Z-Zs) + 2.5d Distance allocated to Nelson stud of embedded stip
- b f plate (in) b=Z-a b21.5" S.R. Separation ratio for Hilti bolt S.R. = a Sd R Tensile capacity reduction of Nelson stud due to separation TU requirement violation (kips)
T' Allowable (working) capacity of Nelson stud in tension
.g (kips per stud) g' S' Allowable (working) capacity of Nelson stud in shear (kips per stud)
T Allowable design tension load for Hilti bolt, see Tables 1 A and 2, Appendix 2 of G&H specification SS-30 S Allowable design shear load for Hilti bolt, see Tables 1 A and 2, Appendix 2 of O&H Specifica en 55-30 t .
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Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Revision 2
. Tune 13, 1986 Appendix 4 Page 14 of 22 T Reduced allowable tension capacity for Hilti bolt (kips)
R
( S R
Reduced allowable shear capacity for Hilti bolt (kips)
P Actual applied tension load on embedded strip plate (kips)
I S Actual applied shear load on embedded strip plate (kips) 5 i
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Specification No. 2323-55-30 Revision 2 5 June 13, 1986 Appendix 4 Page 16 of 22 FRCCZDURES Stee 1 Find out the distance 'Z' between the nearest Nelson stud of embedded strip plate and Hilti bolt.
a) If location of stud is known, measure 'Z'.
b) If location of stud is not known, measure 'X' where 'X' =
distance between Hilti bolt and nearest edge of embedded strip plate 1
Z=X+1.5" Steo 2 Determine whether spacing violation exists:
Min. Z req'd = Zs = 1.5 + 2.5d
-if Z<Zs, not acceptabl , relocate Hilti bolt
-if 222 2=4.0 - Sd, both stud and Hilti belt are I fully developed therefore no spac ng viclation exists and ne reduction is rec'd.
-if J . 5 + 2.5d,s 2 <14.0 - 5 d, I t "Za a spacing violation exists, proceed to step 3 Steo 3 Calculate the reduced allowable capacities of the Hilti bolt.
R= d d+1.0 a = R(Z-Zt) + 2.5d b = Z-a
- S.R. = a i
5d Reduced allowable (work ng) capacity of Hilti bolt in tensten and shear I
- l
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I Gibbs & Hill, Inc.
Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4 I Page 17 of 22 ,
l B T =T (S.R.)
R A I
N S
R
=S A
(S.R.)
Steo 4 Calculate the reduced allowable capacities of Nelson stud'.
I l
R R
3.y
= 12.4-2.5b (for 1.5 s o. s 3.5)
= 23.9-7.2b (for 3.5 < b s 4.0)
TU Reduced allowable (working) capacity of Nelson stud in tension, y T' = 9.95 - R Tg (kips / stud) l 2 Stec 5 f
Verification of embedded strip plate adequacy.
J A) Location of Nelson studs of the embedded strip plate is known.
I l
Case 1: Loadings (7&S) acting at midspan between studs; embedded strip plate is adequate when equations 1 and 2 are both satisfied.
j 2 2- 1/2 S h + [ ? s1.0 (1) l _ (107.16) (6.75j _
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Gibbs & Hill, Inc.
Specificatinn No. 2323-55-30 Revision 2 June 13, 1986 Appendix 4 Page 18 of 22 L
H IS + P 5/3 si.o (2) y 17.92 f 1.54(T')
Case 2: Loadings (P&S) acting at stud location; embedded-
[ strip plate is adequate when equations 3 and 2 are both satisfied. .
L- _ 2 2 - 1/2 S +
P $1.0 (3) 306.00 14.46 F . _
N 5/3 p S + P 5/3 s1.0 (2) 17.92 j 1.54(T')
Case _3: Loadings (P&S) acting somewhere between case 1 and case 2 (1
mwuevorm) ~-
l
=
sn/a Locxnzw (cast 2).
7 1 4 9 l gk y y MOSPAN(C4SFJ) ps y'%y
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Specification No. 2323-SS-30 Revision 2 June 13, 1986 Accendix 4
^
P' age 19 of 22 Calculation procedure:
l (1) Measure distance 'Y' (from nearest stud location to applied load P&S).
l (2) With known S (or P) calculate allowable P (cr S) for'both I case 1 and case 2 as per equations 1, respectively.
(3) Interpolate by the use of either of the 2, and 3, two following 2
equations 4 or 5. , .
P case 2 = P case + ( 6 - Y) (P case 2 - P case 2) Kips (4)
(Allowable)
I a S case 3 = S case t + ( 6 - Y) (S case 2 - S case ) Kips (5) 6 (Allowable)
I E
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F Gibbs & Hill,.Inc. I Specification No. 2323-SS-30 Revision 2 June 13, 1986 Appendix 4 Page 20 of 22 P-(4) Compare -P (allow) of case 3 (or 5 (allow) of case 3)~ with actual P (or S).
H E
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B) Location of Nelson studs of the embedded strip plate not known:
Enbedded strip plate is adequare when equations 1 and 2 are both satisfied.
[-
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. I Gibbs & Hill, Inc.
Specification No. 2323-SS-30 I Revision 2 June 13, 1986 Appendix 4 I Page 21 of '22 I ALLOWABLE LOADS FOR ADJACENT SFANS I ~
h c__ o YfNAY.) _ u -
l- ab hr '
i . .
a (7YR) 3 g
- =r , r ,,
4
% MM WM/ WAN/B
- t s.- u .. L
_1 1 P /N /N ._
% l R,a
~ -
$ NMh/
g . stuo g x.sar -
1 l
1
! a) Z' & Z" are used here only for illustrative purposes.
b) Z' < Z" and both Z' & Z" are bolt violations.
c) The maximum capacity of the embedded strip plate, in I particular span 1, is determined by calculating the allowable (working) capacity of the Nelson stud nearest to the Hilti bolt, (Z' in this case since Z' <::") .
hw d) If a load is to be placed on span lA, the maximum capacity deter =:.ned for span 1 may be used for span lA provided that no c:her spacing V:.clation ex:.s:s for an other Nelsen stud ,
supporting span lA. If another spacing violatien dees exist, I then cheese the sma'.les: 2 dimension for any one cf the
l 8
- g Gibbs & Hill, Inc. -
59' i'i**ti " u . 2323-ss-so 5 Revisio.s 2 l
j June 13, 1986 1 j Appendix 4 )
5 Page 22 of 22 3 4 studs of span 1A to determine the load capacity by using the procedures curlined on the preceeding pages.
e) If a load is to be placed on span IB, the maximum capacity of strip plate is determined by calculating the capacity of the Nelscn stud located at Z" distance from. Hilti Bolt, as illustrated above, provided that no other , spacing violation i exists for any other Nelson stud supporting span 18. Follow the procedure as mentioned above in note d if another spacing violation exists. ,
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- I ss -sc, APPENDIX 4W 1
t OE5IC.1 CRITERIA FOR EMBE00E0 PLATE STRIPS
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B l APPENDIX 4W DESIGN CRITERIA FOR EMBEDDED l
PLATE STRIPS l
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l JUNE 3, 1986 l Revision 1 l ~
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5 AUTHORS: Cu ,',ml h.,
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. Specification No. 2323-SS-30 .
Appendix 4W
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- Page 1 of 14 5'
1.0 DESCRIPTION
3 Embedded plate strips are ASTM A36 steel plates, 3/4" thick and 8" or 10" wide, embedded in concrete walls, columns, sides of beams and the underside of f1cer or roof slabs, and attached to the concrete by means of Nelson studs welded to the plate. The design of the threaded Nelson studs and the weld at
)
- the connection to the embedded plate is the responsibility of the designer of l
the hanger or the structural support. ,
2.0 APPLICABLE REFERENCES 2.1 Manual of Steel Construction AISC 7th edition 2.2 Design Data 10 - Embedment Pr'operties of Headed Studs-TRW Nelson Division 2-77 3.0 LOCATION OF ATTACHMENTS 3.1 Attachments may be welded to the strip plate at any location provided that the centroid of the weld configuration is inside the stud area. For attachmer)ts that are welde'd on 2 opposite sides the centroid of each weld I shall lie within the stud area.
3.2 Attachments should be located to meet a minimum spacing of 12" between the center lines of attachments measured along the center line of the plate strip (see Figure A4W-1). If this minimum spacing re::uirement is satis-fled each attachment may be evaluated individually. If the spacing is less than twelve inches the attachments must be evaluated concurrently as I specified in paragraph 4.4 -
3.3 Allowable loads given in this sec' tion are only valid if the Nelson studs e of the embedded plate are located at least eight inches from a concreta free edge (i.e. coenings, face of beam, etc) in any direction.
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Specifi'dati'c'n' No . 2323-SS-30 '~
Appendix 4W Page 2 cf 14 3.4 Construction tolerance shall be considered during the design phase.
Allowable loads are based on the eccentricity of the attachment center
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line from the centerline of the plate strip. The design eccentricity j shall be increased by 3/4" to provide location toleranca during construc-l tion unless increased eccentricity is prevented by the one inch minimum edge distance of paragraph 3.1.
4.0 CAPACITY OF EMBEODED PLATE STRIPS 4.1 The embedded plate shall be evaluated for loads frem all attachments or I both stud capacity as specified in Paragraph 4.2 and for plate bending as specified in Paragraph 4.3. Where attachments are located closer to each other than twelve ir.ches attachmhnts shall be evaluated concurrently as.
, specified in Paragrah 4.4.
8 If the attachment is located less than 4 inches from the end of the strip plate, the allowable stud tension loads shall be reduced by a facter S',
T if there is an. adjacent strip plate. S' equals the distance between the end studs of the 2 plate strips, see Figure A-4W-3. Note that the shear l I capacity does not require reduction as long as a 3 inch spacing is maintained between studs.
If the end stud locations are not known the attachment weld centroid or centroids must be located at least six inches from the plate end, I otherwise 5 must be assumed to equal the minimum possible spacing of 3".
Leads applied to the attachment are designated as Fx, F y F2 , Mx , My , 1 Mz , (kips or inch kips) with z normal to the plate and y parallel to the '
plata center line. 'A' is the minimum dimension of the attachment cross-Section. When a base plate is used, 'A' is the dimension frcm the compression face of the attachment member to the tension weld between the 8 base plate and the embedment. 'Ex' is the eccentricity of the attach-ment center line from the center line of the plate.
I 1542s/238s:10A
Gibbs & Hill, Inc.
. Specification No. 2323 55-30 Appendix 4W
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4.2 Studs shall satisfy the allowables defined by the following equations:
Stud Tension: T, = (0.5Fz+ 0.16M,)(1 + 0.4E,) + 0.2My (1 + 0.2E,)
2 1/2
' Stud Shear: V, = 1/2 ((F, + )2 + F3 I
Interaction: ( )S/3 .( )S/3 $g 4.3 Plate stress : hall be evaluat'ed for attachments with minimum dimension
,less than four inches and shall satisfy the allowables defined by the
, follow.ing equations.
fl = 0.375 Vs f 2= 2.4 (1 .10A) (1 + .2Ex) Fz .
f3 = 1.1 (1 .15A) (1 + .07Ex) Mx f4 = 0.9 (1 .15A) (1 + .2Ex) My ,
f=ft+f2*f3*f4 f 1 27 ksi 4.4 For attachments A and B located closer than twelve inches apart at spacing
's', calculate the stud loads (Tsa, Tsb. Vsa. Vsb) and maximum plate stress (fa. f )busing the equations given in 4.2 and 4.3. The combined stud loads (Ts, Vs) and plate stress (f) calculated from the following equation should then be checked in the stud interaction equation and against the allowable plate stress.
[
Ts = Grpater of (Ts a, Tsb) +(12 - S) x lesser of (Tsa, Tsb) 12 s 12 - 5 s
.Vs = Greater of (V a. Ysb) +(T) x lesser of (V a. Vsb) f = Greater of (fa. fb ) +(12 - 5) x lesser of (fa. fb )
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Gibbs.& Hill, Inc. ..-
Specification No. 2323-55-30 Appendix 4W
- Page 4 of 14 These expressions assume that the higher loaded attachment is located at the most critical location. The influence of the other attachment is then obtained using linear interpolation between zero influence at twelve inch .
spacing and absolute susmation at zero spacing.
i 4.5 The nu=cer of participating stud anchors may be increased by welding j stiffeners to the embedded plate strips and to the support structure to ensure that th'e loading is spread to all the selected stud anchors. The
, embedded plate strip shall be checked for bending and shear.
4.6 Steel plate material is A-36 Nuclear Safety Related as defined on Drawing 2323'S-0786 for embedded plate details.'
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- * 'Specifi' cation No." 2323-s's '3 0 ~"
Appendix 4W
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SpecificaticW No. 2323-55-30 8 ,
Appendix 4W Page 6 of 14 5.0 REDUCE 0 CAPACITIES OF HILTI EXPAHSION BOLT - STRIP PLATE VIOLATING MINIMUM SEPARATION REQUIREMENT ,
5.1 The reduced allowable capacities for Hilti expansion anchors and embedded strip plates spaced at less than minimum separation requirement indicated in Attachment 3 item 2.in Appendix 1 of G&H specification 55-30 (CE I-20 Rev. 8) shall be calculated using the following procedure:
I .
5.1.1 Notation (see Figure A4W-2) '
d Diameter of Hilti bolt (in) ~
Distance between Hilti bolt and nearest edge of' embedded strip plate I X Z
(in)
Actual or estimated minimum distance between Hilti bolt and nearest Nelson stud of embedded strip plate (in) Z=X+1.5.
Zi Minimum distance between Nelson stud of embedded strip plate and Hilti bolt for ea,ch to have 50% capacity (in) Z =1.5+2.5d.
i Zz Minimum distance between Nelson stud of embedded strip plate and Hilti
- bolt for each to have 100% capacity (in) Z =4.0+5.0d.
2 R Allocation ratio for distance'"I" '
R= d d+1.0 a Distance allocated to Hilti bolt (in) a=R (Z-Z1 ) + 2.5d b Distance allocated to Nelson stud of embedded strip plate (in)
. b=Z-a b>01.5" 5.R. Separation ratio for Hilti bolt S.R. = ^
5d RTU Tensile capacity reduction of Nelson stud due to separation requirement violation (kips) ,
Allowable (working) capacity of Nelson stud in tension (kips per stud) lI T' S' Allowable (working) capacity of Nelson stud in shear (kips per stud)
TA Allowable design tension load for Hilti bolt, see Tables 1 and 2 Appendix 2 of of G&H specification 55-30 I
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Specificatfich' N3. 2323-SS-30
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Appendix 4W
- Page 7 of 14 SA Allowable design shear load for Hitti bolt, see Tables 1 and 2 Appendix 2 of G&H Specification 55-30 TR Reduced allowable tension capacity for Hilti bolt (kips)
Reduced allowable shear capacity for Hilti bolt (kips) I Sg P Actual applied tension load on embedded strip plate (kips)
S Actual applied shear load on embedded strip plate (kips)
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Sp cification No. 2323-55-30 l
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Appendix 4W j Page 8 of 14 '
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Specification No. 2323-55-30 Appendix 4W Page 9 of 14 r, .
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5.1.2 Calculation Procedure Sten 1 - -
r Determine the distance 'Z' between the nearest Nelson stud of embedded strip
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plate and Hilti bolt.
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a) If location of stud is known, measure ,'Z'.
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' b) If location of stud is not known, measure 'X' where 'X' = distance between hilti bolt and nearest edge of embedded strip plate L' -
Z'=X+1.5" Sten 2 ,
Determine whether spacing violation exists:
Min. I required = Z1 = 1.5 + 2.5d
-if Z<Z 1, not acceptable, relocate Hilti bolt
-if Z>Z 2=4.0 + Sd, both stud and Hilti bolt are fully developed therefore no spacing violation exists and no reduction is required.
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.gf 1.5 + 2.Ed < Z 4. 4.0 + Sd
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La a spacing violation exists, proceed to step 3 Steo 3 Calculate the re'duced allowable capacities of the Hilti bolt.
a = R(Z-Z1 ) + 2.!d b = Z-a ,
S.R. = f
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Specification No. 2323-55-30 I
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Page 10 of 14 .
Reduced allowable (wrking) capacity of Hilti bolt in. tension and shear TR=TA (S.R.)
sn = sa(s.R.)
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Steo 4 .
C Calculate the reduced allowable capacities of Nelson stud.
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RTU = 28.9-7.2b (for 3.5 5b $ 4.0)
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, Reduced allowable (working) capacity of Nelsen stud in tension.
R T'=9.95-h (kips / stud) e
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Specification No. 2323-ss-30
- Appendix 4W
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Page 11 of 14 Step 5 Verification of embedded strip plate adequacy.
A) Location of Nelson studs of the embedded strip plate is known. Use the reduced allowable (working) capacity of the stud in tension in the inter- l action equation of paragraph 4.2 for all attachments within spans 1, IA and IB (see allowable loads on adjacent spans, pass 12). l
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B) Location of Nelson studs of the embedded strip plate is not known. Use the reduced allowable.(working) capacity of the stud in tension in the interaction equation of paragraph 4.2 for all attachments located less
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than twelve inches along the plate strip from the Hilti bolt.
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Specificatien'No. 2323-SS-30 L Appendix 4W Page 12 of 14
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- . ALLOWABLE LOADS FOR ADJACENT SPANS
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, SPAN 18 9
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i M. BOLT a) Z' & Z" are use'd here only for illustrative purposes b) I' < Z" and both I' & Z" are bolt violations ,
c) The maximum capacity of the embedded strip plate, in particular span 1, is
{ determined by calculating the allowable (working) capacity of the Nelson stud nearest to the Hilti bolt, (Z' in this case since I' < Z").
d) If a load is to be placed on span lA, the maximum capacity determined for span 1 may be used for span lA provided that no other spacing violation l exists for any other Nelson stud supporting span lA. If another spacing violation does exist then choose the smallest Z dimension.for any one of the four studs of span lA to determine the load capacity by using the l procedures outlines on.the preceeding pages.
1542s:10A
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Specification No. 2323-SS-30 Appendix 4W I ,
- Page 13 of 14 -
i e) If a load is to be placed on span 18, the maximum capacity of strip plate l is determined by calculating the capacity of the Nelson stud located at Z" distance from Hilti Bolt, as illustrated above, provided that no other spacing violation exists for an other Nelson stud supporting span 18. l Follow the procedure as mentioned above in note d if another spacing I violation exists.
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L DESIGN CRITERIA FOR EMBEDDED LARGE STEEL PLATES E
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Specification No. 2323-SS-30 Appendix 5 I; .Page 1 of 13 t
APPENDIX 5 DESIGN CRITERIA FOR EMBEDDED LARGE STEEL PLATES r
L
1.0 DESCRIPTION
Embedded large steel plates are ASTM A36 steel plates, 3/4". thick connected to concrete walls and the under side of slabs by means of Nelson studs embedded in the concrete and welded to the plate. They are used to
[- - support- hangers and other structural supports which are connected to the embedded plate by welding. or by threaded Nelson studs. The design of the threaded
[ Nelson studs and the welds at the connection to the
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embedded plate is.the responsibility of the designer'of the hanger or other' structural support.
[. 2.0 APPLICABLE REFERNECES 2.1 Manual of Steel Construction AISC 7th Edition 2.2 Design Data 10 -
Embednent Properties of Headed Studs - TRW Nelson Division 2-77.
[. 3.0 ALLOWABLE LOADS ON EMBEDDED LARGE STEEL PLATES 3.1 For design purposes each steel plate is divided into
( four different regions: Cantilever, Exterior, Corner, and Interior.
Exterior There is an additional region called " Exterior Region Near Opening" if an opening in f the steel plate exists. See Sheet A5-1. Designation of k regions is as follows:
Area A; Interior Region Area B; Exterior Region ,
Area C; Exterior Corner Region
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Area D; Exterior Region Near Opening
( Area I; Cantilever Region 3.2 Steel plate material is A-36 Nuclear Safety Related as defined on Drawing No. 2323-S-0786 for embedded plate
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Specification No. 2323-SS-30 Appendix 5
{ . Page 2 of 13 h 3.3 For allowable tension and shear loads at any location of -
-each particular region of the steel plate see Sheet AS-2 through AS-4 and Sheet A5-8 through A5-lo. No loading is permitted in the cantilever region except if special
{'. design is made for' adequate load distribution.
3.4 Stiffners may be used between the attachment and the E. plate for load distribution in order to stay within "the allowable loads defined on Sheet A5-2 through A5-4 and Sheet AS-8 through A5-10.
3.5- When moment is transmitted to the plate, the moment may be converted into a couple acting on the plate; th.e r couple is calculated as the resultant tension and L- compression force of.the distributed pressure acting on the plate due to the moment. The tension component of-the couple and the direct tension load shculd be combined numerically. The resulting tension force and
{- the simultaneous shear force should be used in conjuction with Sheets A5-2, AS-3, A5-4, A5-8, A5-9 and' r AS-10 in order to ensure that the plate _ is not L overloaded. Other design methods may be used if preven by analysis.
Weld
{' 3.6 auxiliary steel, contours of adjacent attachments, ' including shall be separated by 12 inches minimum. See Sheet A5-5.
For examples, see Sheet AS-6 and Sheet AS-7 for pin and moment connections to the large steel plate, respectively.
3.7 a) Allowable load capacities for attachments smaller than 6"x 6" are shown on Sheets A5-2 through A5-4.
h b) Allowable load capacities for attachments 6"x 6" and larger are shown on Sheets AS-B through A5-10.
A :achments should be welded all around.
Note: If the attachment is not square the smaller dimension of the attachment shall be at least 6".
( '3.8 For plate attachments larger than 16" x 16" the use of Sheets AS-S through AS-lO may be too conservative. In these cases, the total tension and shear forces may be
[ ciz:ributed to a few lumped force points along the tension welds. Each lumped force point should maintain
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Specification No. 2323-SS-30 p Appendix 5 L Page 3 of 13
{. a minimum of 12" from any adjacent lumped force point.
The allowable load capacity shown on Sheets A5-2 through p A5-4 may then be used to check each individual lumped
- g. force.
3.9 Ifthe attachment is connected to mere than one region of the large steel plate the smallest allowable load
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capacity of these regions should be used.
3.10 Attachment dimension iefers. to the dimension of 'he t
( attachment at the interface with the large steel plate.
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. NOTES : yi c., . .
= 1. FOR ALLOWASLE. LOAD CAPACITY .AT ANY LOCATION OF
- AREA A ; INTERIOR REGION,SEE FIG.'2. AND FIG.8.
AREA 5 ; EXTERIOR REGION,SEE FIG.'S AND FIG.9.
- AREA C ; EXTERIOR CORNER REGION, SEE FIG.3 AND FIG.9. -
AREA D ; EXTERIOR REGION NEAR, CPN'6.,SEE' FIG.4 AND FIG.lO.
2.THE DIMENSION"De" 15 THE FREE EDGE DISTANCE AS SHOWN.
3.FOR LCCATION OF STEEL PLATES SEE. DE/CD 5-1645.
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I 4.FOR NELSON STUD PATTERN SEE. DE/CD 5-15M TUSI
, COMANCHE PE AK TYPICAL CONFIGURATION OF LARGE STEEL PLATES FOR
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. INTERACTION DESIGN CURVE FO A LOADINGS (AREA A)
ACTING AT .4TERIOR (?EGION ,
NOTATION r G. 2 P--- ACTUAL APPLIEP TEMSlON LPAP*
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sEE SECTION 3.5 OFTHIS APPEND (% ALLOWA8LELCADSONLM4E STEEL Jt' FOR ATTAGNENTS
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INTERACTION DESIGN. CURVE FOR LOADINGS ACTING AT EXTERIOR REGION (AREA B) <
4 ACTING AT EXTERIOR CORNER REGION (AREA C)
G. 3 N NOTATlON TUSI '
COMANCHE PEAK P___ACTU A L A PPLI E.D TEN SION LOAD
'# SEE SECTION 3.5 OF THis APPENOlX .
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[ ALLOWABLE LOAD C APACITY FOR COMBINED TE NSION AND SHEAR - Fon. ATTACHMENTS SMALLER THAN 656" IN TERACTION DESIGN CURVE FOR LOADING 5 ACTING AT EXTERIOR REGION NEAR OPND.(AREA D'J WITH DeT*AI48 l
NOTATION r' 'G* 4 p__ ACTUAL APPLIED TENSION LOAP8 l
S,.. . ACTUA L APPLIED SHEAR L* TU COMAN PEAK
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$' $MALLEK THAN 6"x 6"
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Y u SS-35 APPENDIX SW i DESIGNCRITERIAFOREMBED0EDLARGEbTEEL'PpTES'
( ALTIER.N ATE)
(Attachment to Westinghouse Document No. 10923 Transmitted with WPT- 8031 _ Oated 9/10/85 )
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Specification No. 2323-55-30 Appendix SW g
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. APPENDIX 5W
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DESIGN CRITERIA FOR EMBEDDED-LARGE STEEL PLATES AUGUST 30, 1985 O
AUTHORS: I = l u cI h
,R. S. Orr
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R. Condrac L
VERIFIER: 4J k b.-SOY H. P. Bonnet l
APPROVED: t..
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M. Manlab
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Spe.ification No. 2323-SS-30 Appendix SW Page 1 of 6 I.
1.0 DESCRIPTION
Embedded large steel, plates are ASTM A36 steel plates, 3/4" thick connected to concrete walls and the under side of slabs by means of Nelson studs embedded in the concrete and welded to the plate. They are used to support hangers and other structural supports which are connected to the embedded plate by welding I or by threaded Nelson studs. The desig,n of the threaded Nelson studs and tha welds at the connection to the embedded plate is the responsibility of the designer of the hanger or other structural support.
I 2.0 APPLICABLE REFERENCES 2.1 Manual of Steel Construction ATSC 7th Edition.
I 2.2 Design Data 10 - Embedment Properties of Headed Studs - TRW Nelson Division 2-77.
3.0 ALLOWABLE LOADS ON EMBED 0ED LARGE STEEL PLATES 3.1 For desig'n purposes each steel plate is divided into different regions:
Cantilever, Interior and " Exterior Region Near Opening", if an opening in I the steel.p. late exists. (See Fig. AEW-1). Designation of regions is as follows:
I Area A; Interior Region Area 0; Exterior Region Ntar Opening Area E; Cantilever Region 3.2 Steel plate material is A-36 Huclear Safety Related as defined on Drawing i
No. 2323-3-0786 for embedded plate details.
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. Specification No. 2323-SS-30 Appendix SW f ',
Page 2 of 6
[ 3.3 Loads on attachments on the interior region (Area A) shall be evaluated L by calculating stud tension and shear loads using the following algor-ithms and evaluating. these stud loads using the stud interaction equation e
L given below. Loads on the attachment are defined as Fx, yF , F2 ,
Mx,My ,Mz with the z axis taken normal to the embedment. plate.
F 'a' shall be taken as the smaller attachmer.t dimension but shall not be taken grester than 6". The absolute value of the maximum load shall te used. -
L -
Stud tension: T 3= 20 0 Fg +
Stud shear: V, " 12 [(F x + 0.05 Mg )2+ (Fy + .05 Mg)2)1/2 I
a _
I T V Allowable stud loairs: (h)II +
(d)5/3 4 g-3.4 No loading is permitted in the cantilever region except if special design is made for adequate load distribution.
t 3.5 Attachment to the exterior region near openings is only permitted when the edge distance, De, from the face of the opening to the first stud line is known such that the extent of the cantilever region is defined.
I l
If Deg 4" loads en attachments may be evaluated in accordance with paragraph 3.3. If De 4 4" stud tension and shear load shall be evaluated in accordants with paragraph 3.3 and these loads shall be evaluated using the following interaction equation. ,
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Specification No. 2323-55-30 Appendix SW F Page 3 of 6 L
p 3.G Stiffeners may be used between the attachment and the plate in order to L incresse the effective attachment size to stay within the allowable loads defined in paragraphs 3.3 and 3.5.
L 3.7 Weld contours of adjacent attachments, including auxiliary steel, shal.1 I le separated by 12 inches minimum. (See Fig. ASW-2). This minimum spacing is also aop1icable across butting lines between adjacent plates.
3.6 For plate attachments larger than 16" x 16" the use of* paragraphs 3.3 anc 3.5 may be too conservative. In these cases, the total tension and shear forces may be distributed to a few lumped force points along the tension welds. Each . lumped force point should maintain a minimum of 12" from any
' adjacent lumped force point. The allowable load capacity of paragraphs 3.3 and 3.5 may then be used to check each individual lumped force.
3.9 If the attachment is connecteo to'more than one region of the large steel plate the smaller allowable load capacity of these regions should be used.
1 3.10 Attachment dimension refers to the dimension of the attachment at the interface with the large steel plate. If the attachment consists of a structural member and baseplate welded to the sheet plate, the dimension a shall be the distance from the compression flange of the structural l member to the tension weld of the base plate to the sheet plate (see Fig.
ASW-3) l l
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Specification No. 2323-55-30 Appendix SW Page 4 of 6 INTERIOR CANTILEVER I 2" [0 "(TYP) l FREGION (AREA A)
REGION (AREA E) l ., . . .
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$-o[$-o-oko I o g - ~ , ~ EXTERIOR REGION y n CANTILEVER REGION I NEAR OPENING (AREA 0)
(AREA E)
PLAN OR ELEVATION VIEW OF SHEET EMEEDDED PLATE r'IG. ASW-i I )
Gibbs & Hill, Inc.
, Specification No. 2323-55-30 Appendix SW Page 5 of 6
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THE MIN.12' S!FAKA T/CW CNE CA/7/K/A AirJCHkfMT (d) K!FfMS /d INC4WRESSACN, 70 THE O/STAN CE Bf TWf!M THE WELD CF Th l .71NflCU ATTACHMENT 70 THE CfMTERLINE CF THE CCWPRZJi/CW
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Specification No. 2323-55-30
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Appendix SW L -
Page 6 of 6 E
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. 9, ANGER AT INTECOR E Gl0N.(,AEEA A) 0F LAEGE 6 TEEL FLATE, e
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ALLOWABLE LOAD CR:!ERIA FOR l-1/2" DIAMETER - A193 GRCUTED IN 1.NOHOR BOLTS u
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Specification No. 2323-SS-30
' Appendix 6 Page 1 of 1 r
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ALLOWABLE LOAD CRITERIA FOR l-1/2" DIAMETER - A193 GROUTED-IN ANCHOR BOLTS r .
LL For a single grout-in bolt installed.in accordance with procedure set forth in CP-EI-13.0-3-Rev.1, allowable load criteria is as _
[~. follows: -
1 Allowable Tensile Capacity L Ultimate load condition - 105 Kips
- a. . ,
- b. Working load condition' - 66 Kips
~
- 2. Allowable Shear Capacity
- a. Ultimate load condition - 69 Kips
- b. Working load condition -
34.5 Kips
( 3. Cembined Tension and Shear
.. a. Ultimate load condition T + V s 1.405 in.2 (Tensile stress area of 73 Kai 49 Kai 1-1/2" 01ameter - A193 bolt)
- b. Working load condition T + V s 1.405 in.a 47 Kai 24.5 Kai
{
Use allowables given for ultimate load condition when designing for emergency / faulted (service level C&D) loads and when design is based on normal / upset (service level A&B) loads use allowables given for working load condition.
The above criteria can be used for a group of 4 bolts and 6 bolts
{' : in a 2'-9" min. concrete thickness, provided a minimum spacing of 14 in. for 4-bolt pattern and 18 in. for 6 bolt pattern is maintained.
[ In the event ef, a) overlapping due to another anchor of a near-by support b) edge distance effec: due to proximity of cpening etc. above criteria cannot be applied directly. Such situations
[ shculd then be independently examined on a case by case basis.
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- CESIG( GANGE AL"HCRIO.A'"ICH DCA 20. 15.333 R-1 (w! t.) ('/EZ A$') SE INC::RPOIUCD IN DESIGI DCCOa.nT .
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- 2. CPAINAT.R: CPPE E ORIGINAL CES GIEiL ..-
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- 2. OES. tIPrICN:
u 2323-SS-30 REV. O A. APPI.IC7J1LE SPr.J" WG/CEfr I 3. cc--A '!HIS REVISICN VOIDS AND SUPERSEDES DC.A-15,338 R-0 m
Add Aeoendix 6, " Allowable I. cad Criteria for 1-1/2"6 - A193 Grouted r in Ancher Bolts". to the, referenced specification.
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- 5. APPRCVAL SIGMRES: PP/ccp A. CRIGINA::cR: % cA:: // 2 U B. DESIGI REPRESDTDC VE: It.u QA:l:E /7 'E. ~ h I
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AL t.QWA51.E LOAD CMtTE.RtA FOR IE"' - A 19 3 I SROUTED-IN ANcMOR BOLT. S L.
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For a single grout-in*liolt installed"in a===rdance with procedure set forth in CP-ET;-13.0-3-Rev.1,
, allowable load cri aria _is as follows: .
h 1. Allowable Tensile capacity - ,
a) Ulti= ate load condition - 305 Kips b) Working load condition - 66' Kips F- -
L 2. Allowable smear capacity .
a) Ultimate load condition - 69 Kips b) Working load condition - 3 4.5 Kips f -
L
- 3. combined Tension a. Shear a) 01:1 mate load condition '
(~ .
T
+v 1.405 in.2g ;,,,gy, ,gg,,, ,,,, ,g ;.,g.,,;93 3,;;;
7YKs14TKai(
h) Working load condition
[- T + y, ( 1.405 in.2 47ksi 24.5Kai
- Use allowables given for ultimate load ce=diti:n when desig **g for emergency / faulted (service level cac) loads and when design is based on normal / upset (service level A&B) loads
{.* use allowables given for working 1 cad condi:.iwn.
The above criteria can be used for a group of 4 bolts and 6 bolts in a 2'-9" mia. concrete thickness, provided a
{ mi n d em spacing of 14 in. for 4-bolt pattern and la in.
far 6 belt pattern is maintained.
Is the event of, a) overlapping due to another anchor of
( a near-by support b) edge distance effect due to proximity of opening etc. above criteria cannot be applied directly.
Such situations should then be independently exa=ined '
on a case by case basis.
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- 2. . T(dFAnneWdfii'6"_ " Allowable toad Criteria for 1 1/2"9 - A193 Grouted in
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- 5. APPRCVAI, SIGNATURES: JCG/sgf .
12-8-82 A. CRIGINATCR: .
CATE /8 47 - 4 2 B. CESIGT REPRESINDLTIVE W f2Dt CATE[2-8"$1
- 6. VINDCR QNSMITIAI, R*J"Jr"RES: ES M M3
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.-
- b'oIt installed .E * ~
. . accor:Ence with procedura set forth in CP-El-13.0-3-Rav.1,.
. .allowable load critaria is as follows:
. ;~. ~.:< .
9chc. ..? . . ~;i:h1 . . ' ..~:. .:. . l.t. kQ- .. -
'.:;>1LAllowable Tensile Capacity -
V
' mc. ..4.:'4 -
'- ~ ^ '.
~
. ,2 T-SF^ a) Ultimate lead condition - 305. Kips .
P. . k.s " ,
%.EF.E.b)workingloadconditicin k.T (Qir. ; , 4:t. - . ~ - . - : - ~ ~':
.6s.Eipe v.-@= @MM- h. s,V.-:T'+; ~"fr 3:iin'
,:::- ; i.
~*
.m/2:4 Allowable Shear capacity - .
' Q'- * &.Q~%- .~ * . L.Di. l& *.
g.. ,..,. . ~ ' ./fss:-fa)..Ultinate-load condition - 69 Kips ...-
, 1..j. .; g :. ':
. .. ...idar b)?. Working load, condition - 3 4.5 Kips . .
- ,. ,n
.n. :g.v : . :: - .-: . . w+F .;
<. ~ . -...7. p.. . -M.. en -
- u. ;"uy.:. . ; R.. :,. . f. ... g
,n y .
.s - -
n t.;N *
- :13f !- cm bined Tension 4 Shear 5- -5 -
e . .w. 4."' :.....
. i . ...' . Ito-
[. . ..'Wi.
.-:~.z a) Ulti= ate.1 . . . , ,..:. cad condition - ~
.:f'l '. 6 V ' . -
# + v"
.". 9 7TKai 4TKai N 1.405 in.2(Tansils stress area of 1 9-A1931:::
. . '~ b). Working Icad. condition g. .s . .
.v.
,. - q. . ..
~l :g. .
. . ..'.:.".:. ;' " v - + s- .L 1.40s in 3 +
.~ .
14.5Zs1 m ~ . p..-- :. .. :..
- ~
..n. %. 47Kai I' .
- s a run. h.us. .: '- ' '. . . .
' ' ' F.
T. ~.-' "1 14? k* i Use for emergency allowables / faulted given for ultinate load condition when designing . M service upsetlevel CsD) loads and when design is based on norm (al/ 5 . use.allowables given for working 1(service cad condition. level Asa) loads - \ .
~
I The above criteria can be used for a group of 4 bolts and
=64 bolts a 4 -"_= in a 2'-9" min. concrete thickness, provided a
{ for 6 bolt pattern is maintained. spar.ing of 14 in. for 4-bolt pattarn and 18 in. In the event of, a) a near-by support b) overlapping due to another anchor of of opening acc. above criteria cannot be applied directly. edge dist Such on a esse situations by case should basis. then be independently ex=-4 ~.ed S S.
*d'
;, . ,. ......,..L-.
_ _ - _ - _ _ - _ - - - - - - - - - - - - - - - - - - ~ '
SAG.CP23 SEISMIC DESIGN CRITERIA FOR HVAC DUCTS AND DUCT SUPPORTS 9 I I \ APPENDIX 3 i Ductwork Design Criteria DC-MS-85 (300 Series System Sketches, Revision 0) 1 .I 1 5 1 I i I I I I 1es1R lt - -_ - _-_ . - - . - .
W 'n. n n . NU~ p - 7 /v u v T r BOCTWORK BRSIGN CRITERIA 3CmitB-85 TEI&S UTILITIES CMfDIC CO. IlmEI Or SYSTat SEETCERS COINICE FRAK IRIIT 30.1 . . , StEET 1 0F 6 e I llovember 14,19M i
- 1 sTS1st i l l ABEREVII.TI 3If l I asuu a arv.
JYSTF.N TITLE I 1 i t I NO. R- l NO. l I l R&TE l REMARKS ' l 20f7ATIAWIT TBITILATICII 57S7505 (FIaII DIAC. 2323-It1-0300)
- 1. CARCS Costelament Air Recirculatlag & Coeling 300/1 0 System 11/03/M
- 2. NDWCS Neutroe Detector Well Cooling System 300/2 0 11/03/M
- 3. OLDMVS t Control Rod Drive Mechaatse Westilation Systes 300/3 0 11/03/M
- 4. ECPPCS Reactor Coolant Pipe haetration Coellag System 300/4 0 11/03/M
'~
COIffAI1RWIT AIR CLEAN-OP SYSTBES (FIN DIAC. 2323-M1-0301) ,
- 5. CPFS I Containment Preaccess Filtration System 301/i 1
. 0 11/14/M
- 6. CPSS Costalament h ree Supply System 301/2 0 11/14/M 7.
I CPES l Contalement h rge Enhanet System 301/3 0 11/14/M i
- 8. CRS Containment Pressure Relief System 301/3 0 11/14/M
- 9. CSPSS Containment Rydrogen hrge Supply System 301/4 0 11/14/M
- 10. CHPES Containment Eydrogen hrse Esbaust System 301/3 0 11/14/M (
l I e i k 1677R s
. i
' h&
U rv w".3
\
r u --- u -- v , r-DOCTWORK EESICII CRITERIA BC-MS-85 Conuscs PEAK WEIT 30,1
~
INSEE OF STSTDI SKETOIES TEIASWFILITIESCBWAT SEEET 2 0F 6 . Movember 14, 1986 '
, I i 56 - t l i AssaIvzATIrw i aun I mEv. i I STSTEu TITIa I wo. Su- I me. I mTE i
I aBaaxS I SAFECUARD BUIIalNG VBffIIATION STSTBIS (FI4li DIAC. 2323-M1-0302) .
- 11. StvSS Safessard Deflding Destilation Seppky System 302/1 0 11/03/84 t
- 12. SNES :
Safeguard Building Teat 11stfoe Erheest System 302/2 0 11/03/M L - DIESEL CENERATOR ARIA TENTIIATION STSTBIS SAFECUARDS MJC. EL.810'-5 (FLOW DIAC. 2323-M1-4302)
- 13. DGtVS Diesel Generator Room West 11ation System 302A/1 0 11/03/86
- 14. DTRYS Day Tank Room Teatilation System Traise A&B 302A/2 0 11/03/86 112CTRICAL ARIA TBITIIATICII STSTEMS SAFECUARDS ELDC. (FIAW DIAC. 2323-M1-0302)
- 15. IAMVS$
Elec';rical Area Normal ventilation Supply 3023/1 0 11/03/84 System
- 16. EAPVES Electrical 3rea Normal Teat 11stico Embauet 3023/2 0 11/03/86
- System
- 17. EAEG Electrical Area Energency Cooling System 3025/3 0 11/03/86 EL. 852'-4 I- 18. EaEG Elaetrical Area Imergency Cooling System I
3023/4 0 11/03/86 IL. E10'-6 l l'
7 MM 'W W W M W W l V V F U U V l- -F DUCT 90tr DESIGat CRITERIA DC-MS-85 _INDEI 0F SYSTDt SKETOIES TIIASUTILITIESCINERATINGC COMUICEE FRAK UNIT NO.1 SuttT 3 0F 6 November 14, 1986 l l l SYSTEM l l l ABBREVIATION I l SKETCB i REY. 1 I SYSTEM 1ITLE l NO. SK- I l NO. I DATE I REMMtKS l MAIN STEAM AND FEEDWATER AREA VENTIIATION SYSTEMS (FLOW DIAC. 2323-M1-0302)
- 19. MSFWSS Main Steam and Feedwater Area Supp1h Systeu. 302C/1 0 4
11/03/86
- 20. MSF1ES t
Mala Steam and Feeduster Area Inhaust System 302C/2 0 11/03/86 AUXILIART BUIIEDIC VENTIIATION SYSTBIS (FIAU DIAC. 2323-MI-0303)
- 21. ABVSS Anzi11ery Building Ventilation Supply System i 303/1 0 11/03/86 y
- 22. FCUit Fan Coil Daits For Pump Roome 303/1 0 11/03/85 l
- 23. ABVES Auxiliary Building Ventilatica Exhaust System 303/,2 0 11/03/86 l
- 24. ABVERSS Auxiliary Building Ventilation Equipment Rooma 303/3 0 Supply System 11/03/86
- 25. ABVERES Auxiliary Building Vent 11stio6 Equipaent 303/4 0 11/03/85 Rooms Exhaust Systen I
- 26. ETES Effluent Treatment Exhaust System 303/5 0 11/03/86 1677R
& M Y M S O & M & & M S $ $ $ Y $ S DUCTuomK IESICN MITERIA BC-MS-85 ConulOE PEAK MfIT 350.1 INDEI 0F SYSTEM SKETCIES TRIAS SBEET 4 0F 6 UTILITIES GE November 14. 1986 l 8 sua4mn I l l ABBREVIATION I g i SKETm i EY. I I SYSTEM TITLE l NO. SK- I l NO. l DATE l REMARKS l FUEL BANDLDec SUILDDec VBITIIATION SYSTEMS (FLOW DIAC. 2323-M1-0303-01)
- 27. FEBVSS Fuel Bandling Building ventilation Supply 303-01/1 0
- System " 11/03/86
- 28. FHBVES Fuel Esadling Building Vestflation Exhaust 303-01/2 0 Systes 11/03/86
- 29. SFPES .
Spent Fuel Fool Exhaust System 303-01/3 0 11/03/86 (DNTROL RC3f ARi;A AIR CONDITIONING SYSTDtS (FLOW DIAC. 2323-MI-0304) ~
- 30. GACS Centrol Roce Area Air Conditioning Systen. 304h 0 11/03/86 *
- 31. CRES Control toom Exhaust Systems 304/2
_ 0 11/03/86
- 32. OL?WLSS Control Room Makew p Air Supply System 304/3 0 11/03/86
- 33. CREPASS Control Roce Emergency Pressurizatica Air 304/4A Supply System - Train "A" 0 11/03/85
- 34. GEPASS Control Room Emergency Pressurization Air 304/45 Supply System - Train *3* 0 11/03/86
- 35. CREyS Control Room Emergency Filtration System 304/M 0
- Train "A" 11/03/86 1677R
M E E W E W Wl I .. IUUUU BUCTWtar DESIcN mITERIA DC-MS-85 TEXAS UTILITIES CWWEATING CO. DmEI 0F STSTEM SKETmES CONLNCME PEAK IRIIT NO.1
-SREET S OF 6
,JBovember 14, 1956.
~ <
1 l i SrSTu. : l l ARRREVIATION I SYSTDs TITLE i sants mEY. : l__ NO. SI- i l NO. I D&TE l i REMARKS l
- 36. GUS Control Room Emergency Filtration System Train "B" ,
304/55 0 11/03/86 I s
- 37. acKTES
- Control Moon Compler Kitches & To11 Ezhaost Systee 304/6 0 11/03/M UNCONTROLLED ACCESS AREA VIlrFIIATION SYSTEE (FUNF DIAC. 2323-M1-0305)
- 38. UASS Uncontrolled Access Area supply System 305/1 I 0 11/03/06
- 39. . UA4ES .
Uncontrolled Accets Area Exhaust Systan 305/2 0 11/03/86 ("l ..
- 40. DCDPES Battery Garser Distribution Panel Exhaust 305/3 System Unit No.1 & Ilo. 2 ; 0 11/03/86
- 41. BRES Battery Roce Erhaast System Unit No. 1 & No. 2 305/4 0 11/03/86 PRIMk17 P1 ANT YENTIIAT.ON SYSTEMS (FUNF BIAC. 2323-M1-0309) l 42. PPVSS l Primary Plant Yeatilation Supply System 309/1 l
0 11/14/06
- 43. PPVES Primary Plant Ventilation Exhaust Sveten 309/2 (Sheet 1 - Diagram, sheet 2 - Tables) 0 11/14/86 A4 i PPVESFES Primary Plant Ventilatic.: Iagineered Safety 309/3 Feature Exhaust Systes 0 11/14/86 l
167T1 l l l
W W W W M M W NM W M M M M W M M M M M DOCDIORK DESIGN CRITERIA DC-MS-85 TEXAS UIII.ITIES (ENERATIE C. CalANCHE PEAK UNIT NO. I a , _INDEI 0F SYSTEM SKETCHES SHEET 6 0F 6 December 2,1986 I i SYSTEn i i Sxac i arv. i l l ABBREVIATION l l SYSTEM TITLE l NO. SK- l NO. I DATE I REMARKS l SERVICE WATER IlrTAKE STRUCTURE VENTIIATION STSTDfS (FIDW DIAC.2323-M1-0312)
- 45. SWPAES Service Water Pump Area Exhaust System 312/1 0 11/03/86
- 46. DFPRES Diesel Fire Pump Room Exhaust System 312/1 0 11/03/86 UPS AREA AIR CONDITIONINC SYSTDI (FIDW DIAC. 2323-M1-0313)
- 47. UPSDRCS UPS & Distribution Roose Cooling System 313/1 0 *1/03/86
/
0FFICE AND AREA VBrTI!ATION SYSTEMS (FIDW DIAC. 2323-MI-0304-01) (
- 48. OSAACSS Office and Service Area Air Conditioning 304-01/1 0 11/26/86 Supply Systen
- 49. OSAACRS Office and Service Area Air Conditioning 304-01/2 0 11/26/86 Return System i
- 50. OSATES Office and Service Area Toilet Exhaust System 304-01/3 0 11/26/86 l
l l ( i 1677R 1
f w 1-- m m v v m v rp r u-- x _ r- w w
~, .
REFERENCES:
I plow osA% RAM-
@ 25:5 MI-osoo acv.c.p.s J
. 2 SPECff1 CATIONS 232 3 :
- . MS-32A REv.s
..t M S-89 REV.0,400 0 3 OUCT LAYOUT (BYlMHM50ft)
_.i 2323 Mi-osso
- 2 2 SES-ME OS5t
.5 E S ES-M I O SS 2.
[3 4 ZSZ3 MI 0553 CONTA'N MEN T ,, .5 2323 MI 0554. AIR e -->= ; To VARious I. 2 5 25. M I O s 5 5
. _ CONTAINM ENT 7 Z323 Mf 055G
.- AREAS 4, G H calc's i hooLING Coll HCuSfHG SUPPLY O 8
-o 3co-s psa uEy.o 0 .
, AH-coHTAINMENT
\ Pt.ENUM
- ), Tl4ESE SECTIONS 4 UNITS ARE SAME i from (
CONTAINMENT Al R. RECIRCULATINGd. COOLING SYSTEM (CAR.CS) FAN TAG NO CP I-VAPHAV-of o2!,os,o4 CPM: Gs,ooo eacw sP(is w.s): l.o (REF: 2.8). [ l -~ SECDDi CLASSIFATtON "OUCT OPERATING CDHDtTlONS LEAKAGE 6ESCRIP71 O N (FRcM _
" #' " * " " ^ , _ NERW REMA K
gggg sAFi?Y 55'f%;! - f.!CTtCM INTERNAL (O TE? *.PEQ'.liU.*; PRESS.
'N-RScEREt4CE.
CLASS CATEGCRY TYPE PRE 55URElatWG ou T SPACE IN W.5. __ SUPPLY ouCT(FA4100MPR) o-t NNS E 8 ;S.ZjS.+f S.5 TYPICAL FOR4 dNIT5
~~~
SUPPLYDUCT(CWCIDPMIAftl t - 2. NNS g t4.o O TYPICAL FOR4dWITS li S.SiSdi S.5 PL&NUM E-S NNS E +4.0 ' 1;3. sis.4j5.5
-s$ SUPPLY OUCT .5 - 4 NNS E EJ 94 / 880 / ALL oucTwoRK coWN-
!! -no pesa/ (.S/ at STREAM oF PLENdM gI3*g _ 3,7 coot N4 co:L NouslNG S ,c NNS *E (a TYP. POR4COOUNGOLS
-so rs.a (3 ase CPI vAccuc-oi.orpao4 t; g z; gg, gg RETURN DUCT c, - o . N NS. .E ,
. fP. POR. A UNITS 13 5 ~6 - S 5
/ / / '
NOTEsr (QINTERNAt. PRE SSURES A RE SASEo ON Sf 00 4fff LL CALCULATIONS. -- samsces esecoserostavso TEXASUTIUTESGEPERATING CQ (z)MAxlMuM PRESSURE AcMoss THE oucT WALL. out To LocA. C0f1ANCHE PEAK UNIT NO I (3) TEMPERATURE RISE DuETo LocA Arao1M5ec TD 2So** =a " * ==11. ~ S K~ 44 - 00CTWORK OESIGN CRITERI A goofI
. none'w- )%---4 4 DC-MS-8S wev.o -
1 '"T,l! - .^ ..
. [ 5
v M O O_ W O r W. v w' 4 '
. .- _REEEi.RENCE6-I'Fl.OW DiAGRAPW: . . .
CESE3-M t .oDOO REV.CP.9
----4--- ->-- NS-2525i 7 .-. Ff l g 1 To 4.rmoM RexTest vessel SUEWO8m5 R CAVITY AMO MeuTftON DE
~ ZM S-89 REY.O, ADD.I l & Duct 1.AYOUTS(SY BAHWSOH) g ". .I ESES-MI-OSSO I gg g gg g l
- 2 2323-Ml-OSSt
)
j
.3ZSZ5 MI0554 L
7
-f }
4.G (H CALC'S
-03OO-2P REV.O O O - O
-g, g u- - J... ..
- n. - - -
, IP N CEL[ - ' s ' ~CMiVADPOCj04.- '- .g u <= < cak 'Y_ FAN . 30PPLY.E C34005. ~. '
~
. CONTAIN ME N T
' VENTILATION -
SYS TEM S NEUTROWDETECTOR: W E LCCOOLf N 65YSTEM (N D WCS) , 4 FAh4.TKG~N O_C C R iiMA f=.NAV50 *l;-l O(ST- E5 Y):-~C FM IS,IC O e x a SE(IN.W. .S.):.lf;_ _ (REEZ.l) - l s~ SECTIOf Ct.ASSIFICATION OPERATINGODNDITIONS. LEAKAGE., ' DESCRIPTION (FROM @ m DUCT- w as s a TERIA - -
., SAFETY SEW ffc UCTtOM INTERNALO) TEMPER 4ltstf?s:-PRE 55.
O!W Cf ASS CATEGCRY .7YPEE PRESSUREptWG DUCT SPACE REMAPF4 REFEREMCE. IN W.G. N
- . SUP.P!;Y DUCI Oil- O*. B N ST. .E > .
+
j % .
. . I;3 RETURN ~ DUCT *. ~ 2' O. 33TO!!i. .II.' ~. i s'
[ g3S , COOCING'COlC NOUSIN6 f.!. E RNS "Ir ^ .
} h.D 47 CO,I g; 2.23 3 f RETURN OUCT* * .
S 4- L' - rRNS.
~
tr. . @
'%% (; 5 , .
X // y ,/ ,/ -
/ / / '
NOTE 5:(I)lNTERNA(_ PRESSURES arc 15ASEO ON GISB543flLL CAlfULATION someco sunnces secosupostatso TEXASUTILITES GENESTING CO (2)MAYlMUM PRES 5URE . N CROSS THE OUCT WAlf. DUE TO LOCA. - ,g, , ' _ COMANCHEPEAK UNIT N01 . sg_ C3)TEMPE.RATURE. RISE DdE. TO LOCA AT 40*ff$EC TO 280*8: ,'" gw , um, m = . M. uA, 00CTWORK DESIGN CRITERIA oc-retri - 300/ r. aav, o
; ; ; ;;k
E E E E E E E E E E E E E E E E' W E E REFERENCES,8 h h h h i FLOW DIAGR.AM: 23Z 3-MS-oSco RE.V.CP-9 Z SPECit'lCATION-23 2 5: EXHAUST MS-8S A REV.O Pt.E NUM fE FAN 3 OuCTLAYOUTS(SYSANNSON)' _----p- H - - - - - > = } -> 3 i E325-MS-OSSZ
.2 ESES-MS OSSA 3
3 2323 MS-0555 {RgM . To CONTAINMENT 4' 0
-0 0-4P E V. O
,_ ;p- --->- . .> -
rd
.( ,
EXHAUST FAN CONTAINMENT
@ h h '
V syE Te= N.TIsLATI s ON CONTROL ROD DRIVE MECHANISM VENTILATION SYSTEM (CRDMVS) FA N TAG NO. CPI- VAPNCfb-CI,- 02(ST-BY) CFM: G2,too sAcH GP(IN W.G)1 "T.ZS (RcP;2) ,
** -* DUCT OPERATING (DNDITIONS LEAKAGE -
Oc- ACRf PTt ON RM CONSTR- HOM' AsNomAL CMTERIA m.u sAFeTv ee wxTen istemnAu., m - e m = REMAi:tKS f35FEREMCE. CLASS ' ATE'JKY TYPE PRESSURElitWG oucT SPACE IN W.G. c5t"^",%94,WNLaT) 1.: o. NN5 ece~um E MT '$d '*U M 3 '~ 33
- 2. 1 sss 2 3s d 'i% '2% n 3 i- SS h ExMAUST QUCT 0.*
3, (, g4 NS E - ' ^ U fTtM OF I 5 0
- I " 5' $
~
/~ //
/ //
/ / /
NO TE5:(1) INTERNAL PRESSURES ARE. BASEO ON GISSS& HILL cat 4ULATIONS- asAsco sautvices INCORPORATED (2) MAXIMUM PRESSUF:E. ACROSS DUCTWALL CUE TO LocA. TEXA5 UTILITIES GENERATING Ca (A) TEMPERATURE- RtSE DUE TD LOCA AT 40Y/S!C TO ESO'*.
=Q M
.wov si w
'~"", COMANCHE PEAK UNIT NO I Sl<-
g
/M, -J aI OC-MS-85 gev.o
; i '
r m_ r- _ y3 r- __ c -- m
-~ . - - - -
-g g g g, REFERENCE S:
1 FLOW OtA4 RAM: . E32B-M l- soo REV.CP-S SUDPLYFAN 2 SPECIFICATION 25258 ) M S - S S A' REV. O ' . E & Duct t.A' routs (by f3 ANN $oQ 1 coNTAINMENr -
.I 2523.MI- C 55o AR w; O .Z ESE S M I- OSS4 -
.3 E5ES-MI oSST.
/ -
- -^To REACTOR coot. ANT
- pan etinAreoNa ~ PtPE ~ 4 Cs i H cat.C'S
- 03OO- SP REV.I -
73
' ~
coNramucNr
^'*
- D p'
; J -
I _ - Tuest sEctioni AncsAnet co N TAINM E NT . Suppt.Y f"AN FOR LOOPS 2( 3 AHo e g4 - VENTILATION (, ST- fBY) g .
~
SYSTE MS REACTOR COOLANT PIPE PENETRA, TION COOLING SYSTEld(RCPPCS) FAN TAG NO* CPI-VAFNfSL-ol.cz.oS,oe CFM; 2000 EAOf SP(IN WAh 10.0 (REF: 2) 6 DUCT OPERATING CDHDITIONS LEAKAGE DESCR!PTl Ot4 ( h S ****""
-- M r c_:_Y SE:sffc UCTtOM INTERNAtJ.0 TEMFER."!!RE*FFF.E55. REMARKS REFEREMCE.
Of W CLASS CATEGORY TYPE PRESSUREIKWG OuCT SPACE IN W.G. N E
,f SUPPLY DUCT $7, 'g N N'S .TI'
] . I,b SUPPLY OUCT 1-E NNS 3I; + } ^
g DO 5 h I*b l ir -
/ / /
/ //
Y // - NOTES: (O INTERNAt. PRESSURES ARE BASEDON GreOS$Hft.i.CAlfUf.4TIONS,
/ / /
seasco essmcas wecomponarso TEXAS UTIUTIES GENERATING CO. (2) MAXfMUM PRESSURE ACROSS DUCTWALL DUE To1.OCA. sg-
,"yge**",, a CONANOE PEAK UNIT NO 1 (3) TEMPERATURE RtSE OuE TDLoCA AT @T/Sec TO 280*F.
aou a mu hl4 a DUCTWORK OES'GN CRITERIA Boo [4li DC NS-as e e.v. o l "?$ : : .
!4
M~~~ M ~~~ M M~~M' W D .P RE F f. R g NC lL S :
@ (Y) 6 h h 3 h h g, p to w o, Aggay
( F373-MI- 0500 REV. CP-9 f SPaciFICATsoNs
- 8, , ['3.-CPt -VADFoc -C8
- FAlt CLOSED
.I 737 5-MS-82 Rtv. o 800.5 a '
ft 2.525 -M S-92A ret I 3 puCT LAYOUT (BT BAHNSON) p-.. . - . ..-.e.. . .e .N
-l 25?5-Mi-oS5 To 055+,
N *Pl-C VADPOC-07 N I 0759 4 0760 g 4 q4 g cx(c, o3co-3p,RN4 To vARious - All NED ATMosPweRic 3 CoNTAsuMENT RECtRC. Fee 4S AIR CLEANUP
- g AR E AS UNITS Y st NoID O
~
-._p.p= . . _h _ . .. . :. .l./ . q FRou VARious
-- CouTAmue uT
( (-cpi-vAoPoc-io AREA 6 Cot 4TAIMME NT
. AIR CLEAN-UP g i g g SY6TEMS CoHTAIMMENT PREACCESS FILTRATION ~ SYGTEM" (CPF6)
FAN TAG HO CPI-VAFuAV- Il $ 12 CPM' l'4000 EACH
+ AIR. CLEANUP uwlT TAG No: CPI-VAFUPK-17 4 I& CFM 15,000 S.P (IN W.G) 8.0(RILF. 2.1)(REF: 2.2) '
3 ' OUCT OPERATING CDHDITIONS LEAKAGE
~ ~
o s=
~~ e g e P T S N RON @STR- Me' A%omAt QMM
~
SAFETY 55'5M!.- 'lCTCM INTERNAL (t) TEf.4FECTifE*c-PRE 51 R.E M AR.K*- RSFEREMCE. gg,.; O-.A S 3 CATEGCRr TYPE PRISSUREIMWG ouCT SPACE IN W.5 . RETURM DUCT '" 2 3
- I 29 NNS H, -
lj3
- -~
Re.TuRu ouCT 5-4 NHS E %
- 4 I 'I#/
DAMPE.R TO CLEANUP UNIT 9- to -50 PSIG fGo/ 280 li3 l ) _. AIR CLEANUP UNIT h.$g HMS H E pR s'u E' I; 2.I
- 3
*4* RETURN cuct 5-G-7 -83.o *
- f> ltof stof 4 5 FAN SHUT-OFF l
~I CLEAWue untT To FAN 91-12-15 06 I *io P5a6 / 200 /f80 PRESSURE q3 I RETugu puCT FROM PAN DISCHARGE 7-8 ID*l4 NN$ H +0.1 2) 12 5 l'20 / i;3 ap pggg 280 f f80
/ // '
NOT E 5:(e) :NTE.RNAL PRESSURE.S ARE. BASED ON GISBS 4 HILL CALCuLATEON 5 asAsco esRvicas INCORPORATro TEXAS UTILITIES GENERATING CO (2) MAXIMuu PREMuRE AccRoM Duct VAu. puE To t.ocA
, E. g - COMANCHE PEAK UNIT NOI S K-
.Aer . DUCTWORK CESICN GliEFuA soi/i ;
,, m .i4 m ])(ig_.) g4 00t15-85 uv.o -
;;;;; k
O M M n __ D n M .m V G p....D O g g g g g R a re me NcEti s
- f. F LOW DI AGR AM g
_ PENETRATION MV-l '
.I 15th-MI*03OO REv. CP-S E L. 6 6 7'- G- .t 1515 MI-O Soi REv. CP-$
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/ / l Nort 5:ce m re.:% ,==-et- .rts a. 4. e -w c N aie.=.s t : . .i. cAtcier.ariot e o seasco senveces wecoaronavuo TEXAS UTILITIES GENERA 1'ING CO (s) max. PRESSURE ACROSS DUCT WALL DUE To TORNADO (tate 4 , COMANCE PEAK - UNIT NO I S K-l (5) max. PRESSURE ACROSS DUCT. WALL DOE TO. LocA. . m- DUCTWORK DESIGN UilTERIA 3O1/2 l
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- M-E-i4- 7- S 2. I l,2,; 2; 3,1 NN.To NiI usT oucT. B - 4, 3 I
) 1.2 ; I. 3; 3. 2.
NOTES:(s) NTERNAL PRESSURES ARE. BASED ON GlBB5 ( HtLL CALCULATIONS nummen ggnvicEs tNCORPORATED TEXAS UTILITIES GENERATING (D (2) max PRE 55URE ACROSS DUCT WALL DUE To LOCA (3) MA). PRESSURE ACRoss Duct WALL- DUE To TORNADO (Lates) ==M. "*""" CONANCHE PEAL ( UNIT N01 SK-
,%ov. i4. is es K - l Arf OC-MS- 85 u v.o '
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pg pg hb .I 152 5 - No- 0308 R EV.C P 't PEHETRATioN Hh .2 2 3 2 5 - MI- 0 309 R EV.CP-8 l SUPPtx FAH7 El 87S'-' .5 2 3 2 5 -M1-0 Sol R E V. C P-4 l ( 8 .2. 5 PECI FICAf s0N 15 2 51 l p .I -M S - 8 5 8 REY. 0, ADD.'2 N CPL-VADP5C-20 i
,g.H5-86 REV. I 3 ~
i s s .s-ns-si Rev.o d *
,e ATHOSPHEsuC CLEANtNG UNIT l ioVARICUS SPACES 3.30CT LAwuf Dw4h(sv BAutisa4)
.I 2125-us-Osso To-os56 j
C8'X-VA FT RT-0 5 _ I ( r CONTAlHMENT..21523-Ms-0759;oN0;07624 07G5 IN
@ .S 2525-Hi-Os5 2 E3 c5eerCH sg-soe/l REV. o T -
s.ot H CatC s CPI-VADPBC-05 CPI-VADPBC-04 *050s.lP R EV. I PPVSS PRIMARY PLANT l E1'EI NSNun SUPPLY FAH 1. COtiTAINMENT AlR REF.4, SECT ON @ 3 EF t.s-
. DUCTwo RK PIP NG CLEAN-UP SYSTEM CONTAINMENT HYDROGEN PURGE SUPPLY SYSTEM (C.H PSS) 4 .FAH TAG No._CPK-VAFNCB-05,-o4(STAND 8Y) CFM *700EAOd SP(P544) = 5.2 (REF. 2.1) i
~ OL'CT OPERATING CCNDITIONS 1.EAKAGE
" A'* '-
DC "' '~' ~ R ' Yi -O P4 (Fg REMARXS P&FEREMCE.
', -5AF:.TY N',#
5 5'5 V C 'l"IlMI t h75RN A'.U) ~E!.'FSCI!WC %EM p'- Ct.A53 'AT E5".RY T YP E- PRESSUREINWG Du"T SPACE IN W.i l -* SUPPLY DUCT
. PLENUM TO CLEAHOP UNIT g.2 pin S i - # -
o - e p.t; i.2; 3.2 } 3. 5
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.PIPlHQ ~ tHSIDE CCHTAINNENT G-7 5 I M"W""" M 3 3*'
a
/ // T2=BM&b No Th St(i) m TE RNAL PR E55URE5 ARE EASED oH ogBBS ( HILL CALCULAT10N S E5ASCO SERVICES INCOctPOftATED TEXAS UTILITIES GENERATING CO (2J H AX. PRE 550RE ACROSS DUCT WALL DUE To TCRN ado ((afn) g COMANCHE PEAK O NIT NO I S K-
[ k ". mssg e DUCTWORK DESIGN UsITEnlA 301/4 wo v.i 4 -J p/- OC-t15- 85 = e v. o man. 1 f 1V "i i i ,i ;, i
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. H5-86 MS-81 REY. 8 REV.O, ADD.3
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~
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PRIMARY PLANT _
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- SECTION M CONTAINMENT AlR 3 (7) g- (5)
CLEAN-UP SYSTEMS. 1Run s~ - CONTAINMENT HYDROGEN PURGE EXHAUST SYSTEM (CHPES) FAN TAG No. CP)t-VAFNCB-01,-01 CFM = 700 SP (IM.W.G) = S.S R E F. 'L.I
+ -
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^
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, M U 4 .4 r.svor e s
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& DUCT LAYOUT (BT BAngasson)
I { glt4 Q -MI-oG50 To 0657 4
/ -
5
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= De
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[,,m,,1,SoR Uh88TS ESP" p SS-PRit4ARY PLANT PUMP rooms SAFEGUARD BJtLDlWG PLY AIR PL.SNUM VENTILATION SYSTEMS REA 4 SECTsoN@-$ , s AFEGUAR.D SUILD DJG VEbJTilATioeJ SUPPL.Y SYSTEM [6BVSS) (JNIT NaI- 24,500 CFM FAN Coll tad No: i c PI-VA AUSE.-os; ot; os; OG; 07; od CPM
- 3MNTEAcetC(sert')
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EMERGENCY FAN Coil UNITS 5 I (( ALL uwiTs 1.1 . 1 ! NOTES:(O IwTE RNAL PRESSURES ARE. SASED ON (tBBSsL HILL CALCOLATaoM S
/ / /
seasco esavoces sucostposeATse TExA5 UTIUTIES GENER ATING CO l (2) uAviuuu PREssume Aestoss pocT wAu. Due. To vostwApo (LATan) pg _ , , , , COMANCHE PEAK UNIT NO I SK-l . m- . DUCTWORK DESIGN UtlTElilA SO2/l
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/ / /
smasco eastveces --- - TEXA5 UTILITIES GENERATING CO (2) uAuuuu PItES6uer. ACROSS DUCT wnu. Curr. To Toc 4Apo (LATEE) g COMANCHE PEAK ONIT NO I S K-
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NOTES:Q) rNTERN A L PRESSURESMtE SAMD ON G#66$4 WILL cALCULAnoN4 seasco smeweces NTuo TEXAS UTIUTIESGENERATING CO. G) MAXIMUM PRESSU8tE AC4056 DuCTW4f.L DUE TOTORNADo(LATER). , g e ,g ,a. - C0t1ANCHE PEAK UNIT NO I SK-
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NOTES:( ) NTeRNAs. PRsseuRES ARE SASEDCM GIB6646tiLL GLCtt!ATt3NS 'E TEXAS UTILITIESGENERATING G ! S K-(2) MAYlMUM PRE 55URE ACROSS DOCTWALL DuE To TORMAto$A 2T ,uASCO yg g SUMCES- WCORPORATED cot 1ANCHE PEAK UNIT NO I
. AAA- o DUCTWORK DESIGN CRITERI A SO2A[E
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OtJc7 OPERATING CDHDITidNS LEAMGE
^
REMARKS DESCRf PTt O N ( h REFEREHCE.
> TE CLASS CATEGTr TYPE- PRESSUREIMWG DUCT SPACE IN W.G. N AIR IMTAME TO DAMPER, I- 2 HNG . .E MAYi MIN TEMPERATURE 5 s 5 ,, l 2- 3 NNS WH R I; 3
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-7.0 44 4 mf 10 4 ello'F UP TO CL4. COtL I 5, 2.1 - ?. 3 neAriwo costs Ano FiLTEas M "5 -
f att 22 90*F JFTER C14. COIL 5, - COft. HoustNQ To FAM INLET g, _, ggg y7 co,L I;5 OFF FAN ASCHARGE. TD Pt.ENUM ,N N 5 II i NkI [U S se-,-
- e. u . ~~e x yw;pg .5 WN DUC o 3 4 } w $ $ 4 Te.4N uat M I;3 NOT ES:(s) IM TE RNAL PR ESSURES ARE BASED 04 GISS 54 e4 ELL CALcutATeoN S seasco servicus peconPonATuo TEIAS UTIUTIES GENEflATING CO (r) uex: MUM PgessumE. AcROSS pocT vmLL CUE To ToRMApo(LATER) ,m _yu __
COMANCHE PEAK UNIT H0I $ K-
, Aaa- CUCTWOfiK DESICN CElTER!A So2 2 /I
,,,,wov, m e6 AYay1,4 DC-MS-85 nEv o moc .
! ! 3.
"; . 1 i ;iY
4
REFERENCES:
Roof vENTsLAToR 98 ~ h h6 To EMmGEMM 8. FLOW Dt AGR AM - 2525-MI-0502 REV.Cd-S ' f1
$4 M$#
ELECT R ecAL 1 SPECiFfCATaoN 25258
-P4S-83A R EV.O To coTooong, - = =@= - == g psi y A = = - mat - = a4---V- AAEA EL. 8 52*-G' 3 CUCT LA1 DOT DWG BY BANHSOM 2323-M8-oGS2 naeu oc.57 l l 4 SKE.TCH SC-302 S f 3 R E V.O g E3 '3 5 SKETCH Sat-3028f 4 RsV.o
) l
& GiH CALC *S
-03o2 -3P REV.O
, 3 p _ \} _ _ _ _ _ _ _ _ .4+E'Eggpt EL 834*-6 g 856*-2 g
ROOE VENTILATOR Q . e -
- ELECTRICAL ELECTRICAL ARJ.A Y
To ourocons
-Ed L - j, y77 , qgfy---
a FAu et uusTs d+ et A* shd VENTILATION SYSTEM S SAFE GUARDS BLDQ
. J ReA s secTiow O ELECTRICAL AREA NCRMAL VENTILATIOM EXHAUST SYSTEM -(EAMVES)
+ ROOF VENTILATORS: ' CPI-VAF NRV-Ot (02): CFM: 15000 EACH
~
~S.R (84 W.G.) '2.0 (REF: 7.)
- DUCT OPERATIM CDHDITIONS LEAKAGE
.- . SECdGi Ct.AESIFICATION CONSM MA' CRITERfA usamAt
.o 08:
- CR *Tt O r4
( g j SAFETY 55f5M!- UCTION INTERNAUC TEMPEN*FPRESS , REMAMS REFEREMCE. CLASS CATE5 CRY TYPE PRESSUREINE Ouc.T SPACE lH W.& -
-- an4AusT cucv To . :-2 .
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?
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NOTES;D) ouTERNAL PRESSURES ARE BASED eM G38654 saLL CALCULATION S
/ / /
EsASCO SERVDCES #GCORf* ORATED TEXAS UTILITIES GENER ATING CO m MAxiwou PRassuns Aegoss cucT WALL cue To ToRMADO(LATER) "y u - cot 1ANCHE PEAX UNIT NO I S K- [ usA u- CUCTWORX CE5tCN CRITEFCA 3o2S/7 :
,,,uov. s_ rum M 4/4_ OC-t15-SS a ev.c, l
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M M M M M MM N N M M N N " " 4 AEFERENCES: a m m n 8. FLOW Ot AG raw; M*) W W W 2523-Me-05o2 REv.cP-s g 2. SPECIFICATION-2 3 2 5 2 MS- 81 REV.o, ADD.O.
- 3. Duct LAYCUT DWG SY EMHNSON
~ ~ ~ ~) i- EXHAUST DOCT rROM 2325-Ms-oGS4 0656
$UPPtY CucT To 7 4. 5 KETCH SK-3d2B /l REVo uerrRCat.A:eA(
ei.. ese-<. I g EtecTRicat AREA et.as2'-G - cpi-acw-a f ru cat uw Tl S.se<Eroi g n,ycate sc.3-so2e/t nuv.o i E,* 3 * $ tim" * # "j g gc SfEk5 N
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+ FAN COfL UNIT Na CPI-VAAUSEL-IS (IG CFM: 3600 EACH 5.R (su W.G.)" 2.0 (REF. 2) N OPERATING CONDITICNS LEAKAGE SECnm Ct.ASSrFICATION Ot!CT w EM DESCR'PTt ON (FROM , SAFETY SE*3M'- ' 'CTt OM enmat RE M AQf<,,. REFERENCE.
inrE:tNAus) 7E*.*FEC:2!R**rFSES.. g". g# CLASS CATE5 CRY TYPE PRESSUREIMWG Du'T SPACE IH W.G O* RETUeu ouCT 9.j;h 5 I D .
% g.2;3 I FAM Call UNIT k.' 5 I r1 tQsu PEsc.A owl I;2;3
~
l SUPPLY DUCT 3 I # ~ 3*3 y -/ / /
/ / / -
/ //
1 l
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w oT ES:(s) N TERM AL PRESSURES Ans. SASED OM 4eOOS d W LL CALCutATaoMS asAsco somcas escostronATED TEIA5 UTILITIES GENERATWG CO l (2) MA:g. PRE.SSURE. ACRO % DUCT- *lALL DUE TO TocJADO, (LATER) ' a ===u. COMANCHE PEAK ONIT ho I S K- [ ka "TM wov.uus aw,%r DOCTWORK CE. SIGN CRITEhiA goto/3 l oc-rts-es auo 1 naa. *
. f a a: . : ; ; ; V l
e
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- _ 4 RE F E REr4 C E S g g g g 1. Flow OI AG RAss4:
2323-us-osot REv.ce-a Q --
- t. SPECIFICATION - 2 3 3 3 :
MS- 88 RExo, ADa.2 e 3. OtMT tActJT CW6 BY EWelSou SuPPo' DUCT M ; E375-M6-o652&o656 ELECTRICAL A2f4 / -7 exhaust DUCT FRoM 4. SKETD4 Set-3028/l REV-0 EL. 8&o*-6 E.AuvS5- RM 4 g S ELECTR8 CAL AREA EL. S to'-(, 5. SCETCH SK-502B/2 REv.O g4 g y g4tg, g SECTCM @. Q c CPI-Md48 {FAM Ct>LM g/ e
\ C, -05o2-5P2 REv.0 m (p) $.- - ,6. -+
. --I 1
s TT i t (C--od . e
- __a -
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cri-vAorso-6ol ELECTRICAL ARE A
~
VENTILATicN SYSTEMS SAFEGUARDS BLD4 ELECTRICAL AREA EMERGENCY COO ING SYSTEM (EAECS) EL. Blo'-G
+ FAN Cott UNIT N(2 CPI-VAAUSE-17tl8 CFU: 3600 EACH S.R(BJ W.G) 2.0 (REr- il -
5
- OUcT- OPERATING CDHOITIONS t.EAKAGE
~
" ^
DESCRIPTl OM ( M REMARK RS[EREMC.E. T
- A'E M F
~~
*N CLASS '.ATEGCRr TYPE PRESSUREIMWG DUCT SPACE !N W& O RETURN DUCT ' 5 ', I
- 2-55 -3 IJ3 FAN COfL LHIT j,j, 3 I
* * # 3eg "egega"t c h I;f;5
- SUPPLY DOCT . 3 I I;5
~ / / /
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/ / /
NO T ES:(8) IN TE RNAL PR ESSURES AME. SASED ON GsBBS ( HsL L CALCutATION $ Esasco SEstvtCEs weConPonATED TEXAS UTil.ITIES GENERATING CO (2) mar. PRE 66uRE ACROSS oucT watt pue To TORNADO (L ATE 3y - COMANCHE PEAX UNIT No I S K-
%-Hu3..w.
TM c 1,( cucTwora cEsicn csirEsA oc-ns-as soze, /+ mo l l I l -
g m g y m w mw gum r 4
REFERENCES:
b . F Low Os AGRAM: 2525-ul-o302 REY.CP-8
- 2. SPEC 158CATIOM 252 5:
.I MS- 8 9 REV. 0, AD D. 8 y .f HS-SO REY.O ADD
.5 ns-si REv. j
.4 l t S-S1 A R EV. 8 I i t d L 8 .5 H S-84.s a EW. t ( OcA f 72 25
- 3. Duct LAfour Dare Bf ESawsou ,
To MAM stet.M 4 =
=
A sHU 25-ul-FEEE"wwATER ARLAS \ so m FANS / 4.G CALC,oG545 THRu oG5G I t - = 1 _
.g'_OAI -0 30 2 - 2P R EV. o -
s' 5 4 =
% >CP3- VL DPo p -85 g g ,
e M U "w 7 , L 07 , , Noo . ,<T.-s !
]l HEArou4 cost & i cei-vnoppo-55 BJ cootiNo cost cri-vAcccc-cA i
#* d
- MAIN STEAM AND 6 FEEDWATEll'. - AREA ATioN MSTM FEE E A _ _ ELECTRICAL AstEA .
n a~ c u EA_.- 1 seauAnos am ,. . MAN STE.AM AND FEEDWATER ARE.A SUPPLY SYSTEM G4SFWSS) CFM: 7500 EACN $.FI (IN Wo): 50 (REF 2.4) n'
$ F-AM TAG No: C PI- VAF-N AV 874 IS i DtJCT OPERATING CDHDITIONS LEAKAGE
- .. EChad CLASSiFICATtON "
" " * ' CR1TER DESCR!PTI C N (FROM , SAFETY SEISNf'- UCTtOM INTERN AUO TEM.".CC:!WrPRESS' REMARKS REFERCHCE.
" E CLASS CATEGCRr TYPE- PRESSUREtM*G oucT SPACE IN W.&
-oL 80
__f
~
ArR INTAX.E To CWMPEIE l-2. NMS E i POM RATURES 'I3 cofUiESPDHD TO SUMMER 4 N46 H WIIGELDESi&RGBelTa0MS I;5 DudPER To HOUS4NG 2-3 HEA$suc,cNsfNN costs 3-4 NN5 H
~ **
h l
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$.p A ER HT I; 5 ch"To #
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'QERENT ire I;3, 2,5
$%t9A' dg%$^" 80 -88 NuS E
*hd h ' N EE nck-8$5 gYs IJ 3 N oT ES:(s) iN TE R N AL PRE 550RES ARE. BASEO oN diilSSS(, HILL CALCULATsoN S reasco ssmncas enconMMtATED TEXAS UTILITIES GENERATING CO
(.2) maw. PREssocE AcRoss cucr watt. DuE. To TostwAoo (LATEa) ~ * " Tu - COr1ANCHE PEAK UNIT NO I SK-e DUCTWORK OESIGN CRITEfdA 302C /t
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REFERENCES:
Roop vEufruaTost m$ @ @ .@ @ @ i.pi.o w o:A s = A v :- zs25-ui-o3o2 REV.cP-8
- 2. senos.sc Arnou s.n 3:
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'^
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- .- {\s.,+-- 5 -+- 4-w+
l ? cP3 -VADPSI-Of este.ssure reAusiewT poos vEwTitArost y cri-woero-s, :SotArion cmrea Ce -vroroc-44 I 4 ._ J etEcTaicat. AREA _ _ mas 4 STEAM 4 MAIN STEAM ANO. To spoosts SAFE 4ueJt.os stoq -.FEtDWATER ARL A FEEDWATEstl AREA , PIPING AREA _ . VENTILATION SYSTEM S MAIM STEAM AND FEEDWATER AREA EXHAUST SYSTEM (MSFWES)
+ FAN TV NC: CPI-VAFNRV-o3 $ 04 CFM:7500 CAcs4 ; S.R (tu W4): I.5 (REF. - 2.1) =
OPERATINGCDNOtTIONS LEAKAGE ~
.. MCT!GI CtASS?FICATION DUCT " ^*"O**'
'DESCR!PTl O N (FROM SAFETY SE'5M! - 83CTIOM INTERMAt.fi) TEMPER.Ut!qE*r PkESS' REMARKS REFEREMCE.
., gg g '; CLASS CATEZEY TYPE PRE 55UREINWG Ou!.T SPACE IN W.6. ,.
'#3/ '#*/
~
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~"5
~*
l4 SPS4 / 340 M 40 s
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h*d.'y NNS U l,3 l T ./ / / ', s l
.: / / / -
l
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/ / / l NOTES:(s) INTERNAL PRESSURES ARE SASED ON Ga365 4.HetL CAlcuLAT80NS smasco sanvocas sNCOR*ORATsD TEIAS UTILITIES GENERATING CO (2) mat. PfEEOSpeF ACROSS cVCT mht.L Duf., TO TORWADO 6ATEE) ug - COMANCHE PEAK UNIT NoI S K-l ** RF cuC1wofiX CESIGN CRIIElifA 102C/C l . new syn JMAM uL DC-MS- 85 n e.v.o l
", ; ; ; ; k l
l l E-
y L v, m m n m_ m v- m n m v ryg r' 4 REFERENCES I A4 v Q3 Oz n' v
'a'o~ o'^ca^~*
t.1$13-Mt-0 503 stEV.CP-s2. I 2.13 23-Ml- 0 509 REV. CP-8 l 12 525-Nt-0304 ol REV.CP-G 2.5PECIFICATION 1513 I .I H S. Sl REV.0, ADD.2.
- WARIOUS SPACES ,,. .2 M S-85A REV.0 EL 790'-E,813 -G g 3.0UCT t.AYouT DWG'S SY BAWM$0N s.25254n-0752.-075 5 t -015 5 f 831*-C i S S 1*-G ,
\
1.242Wi-0151 T0-016 5.132 3+e-07s2 To -0 7G 8 3 PUMP ROOMS 7 4.50tETCH 58C-309/8 R EV.O
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; _4_
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~
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. uniisi eusmo .
.N .
pg,nagy , taur SUPPLY AIR PLENUM {0gF CE SERVICED. T.TU BtNE - BLDG . REF.4, GECT10H $g gggy gyg(gggg VENTILATION SYSTEMS ! AUXIUARY BUILDING VENTILATION SUPPLY SYSTEt4 (ABV55187900CFM , 1 FAN COLL UNITS FOR PUMP ROOMS (FCUPR) l FAH COtL UNIT TAC: HO CPI-VAAUSE-054-04(ESF) CFHs3 GOO SP(IN.W.G) = 0.7. REF.1.8
- cpl-VAAUSE-OS (-eO (ESF) CFM*5000 SP(tH.W.Cr) = 0.7 R E F. 2.1 4 : C PS-MF HCS-0 5 (HON ESF) CFM* 3300.. SP(IN.W.G) = a5._ REF. 2.1 / 4 DL'CT OPERATING CDNOlTIONS LEAKAGE
~ *
- 5 "
- RE M ARJ<,*~-
Oc'~~* F C T t O P4 c REFERENCE. SA.ETY 55 5M!~ UCTLOM INTERN AUI) TEMP'OTERE*r F%E S ".
,, n -- 7~
CLAS3 CATE50RT T YP E- PRESSUREINWG OucT SPACE IN W.1
-~
"~
l-2 NNS
- O I.1; i.SJ $
,, SUPPLY DUCT (*) I 8 --
SUPPLY DUCT (P) 2-3-4 1
+ t. 5 ) 32 f ,o4 ,,/
ALL. DOCTWORK. . I*'I _@ 3 3-5 -
/ 122 p#21 DOWNSTREAM OF SECTION A
. $ t.ANPERS IN SUPPt.Y De rTS HNS E Tt N 5 Y ~
/ / / l
/ / / 1 LOCAL FAN COIL UNITS (ESF) 3 I [ CPI-VAAU52-05,040Sito a3 2.s
! LOCAL FAN CDllUNITS(NCHEST) HNS 1 CPI-VAFNC B-05-~ : l
- 2. 2
.sor = c c . rc .: . .. _ ncs.- ri.s a.w c w.a c c. c.e.35 t ...u. ce-Certe nce 3 anoco semicas suconeonArm TEXAS UTIUTIES GENER ATING CO (1).H AA.7PE550RE ACROSS DUCT WALi. 00E TO TORH ADO- ( M ue) ,gg .g __
COMANCHE PEAK U NIT NO I $ K-
, A4 A- a CUCTWORK CESIGN CRl!Ehta 303/l
,
- tov.s . n se, J M of DC-t15- E5 cm o x.n? .
i 1v 4
r t m r"w_ _rMm _ r- w att r- w w-, _r-
.. y 4 TURBaNE BwDG=2 h FROM OFFICES TURB4NE BLDGal PPVES RE FE RENCG5:
h FROM OFFICES EXHAUST air INTAlfE
- p. .E. y% E m{, y (SERYlCE BLDG PLLHUM, REr.4 SELT10HM I.FLo w oa AGR ant S n--- -
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g l, ; e l 4 gg 1. 5PeCinCATion k 5. DUCT LAYOUT OWG5 av SAHMSONe 2 3 l .I 1323-Mi-0752,-0753,-075 5 FROM VARIOUS
, 1 h -
.12323-Hi-0757 To -07Go
- 4. SKETCH SK-509/2. REv.o AREASsN Jeg 5. SKETCH SK- 309/3 REV.o Aux.ELoc.
J-1 1 wq G. SicETCH Set-S03/5 REV.O e ' CPK-VADPOC-77d CPX VADPOC-53r 7. SKETCH '5K- 303-0Y2. "REV o , LOCKED OPEN , LOCKED *OPEN - 3, 4 4 H CALC'S' l FROM DEMISTER BYPASS DUCT dL ~0 30*t -g p AEV. I Ol5CH ARCr E ' RE.F.6 SECTICH@ ETESftEF.6 SECTioN @
'M FROH FHBYES.-M . O ESF EXHAUST UNIT REF.7 SECTION@
AUXILIARY BUILDING VENTILATION SYSTEMS REF.5 SECT 10NQ AUXILIARY BUILDING VENTil ATION EXHAUST SYSTEM ( ABVES) =J3.600CFM
+ LEAKAC,E 4 l OPERATING CDNDITION5 - SECTICH CLASStFICATt ON Ot!CT NoSteAt- anAr. CR1TER!A CCNSTR REMA S REFERENCE.
o e' e. (pg3, g
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,[ TEXHAUST DUCT l-2.-3-4 3 I UNT [ CTM l3i3 I
_ EAH AUST. DU CT 2.- 7 3 g -l.S (1) 30 4 / 804 /
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///
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_ COMANCHE PEAK UNIT N O 1 S K-
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~
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REFERENCES:
l UNIT *I. g, p:LO W OI AG R AM : h h h @ SUPPLY FAN 8
- Q .E2323-HI-0303 REV.CP11
.21 25-MI-O SOS REV.CP.S CPY- VA F N AV-t S TO FILTER STORAGE
- 2. 5P E CIFIC ATION-2323t MS-32A REV.I H005!NG FCR FILTLisg
.1 - M IT
- l. 3 0001 LAYOUT DWG5 BY BAK4 SON I
HTG CotL(coot:HG Colt CPK-*CCCC-25 []
< y
.I2325-HI-0759
.2 2325- Hi-0760
~
4
- =]D FILTER STDRAGE j N2 i ROON UNITot* 4._5 KETCH : Sic. 309/s REV.o
.- cpy.VAD .
h 4 i ~ j -- l_SAFEGLRRDS BLD*G' 5'GiH CALC'S 7 " UNIT .2 _ _ , HiV EQPMT. -505-2P REV.O
} %
CPI VADPOU-O FAIL OPEN h l l , ePyss - Y AUX 1LI ARY BUILDING PRIMARY PLANT OUTSibE AIR INTAKE PLENUM SUPPLY FAN CPX-VAFNAV-2G #O LCPX-VADPGC -16 N REF:4. SECTiOH @ (STAND-BY) ,. AUXIUARY BUILDING VENTILATION EQUIPMENT ROOMS SUPPLY SYSTEM (ABVER55) 4 FAN TAG NO. CPX-VAFNAV .15 416 (STAND bY) .CFM: 30,000 EACH..SP(IN.W.Ci)
- 5.0 (REF.2. ) ,
~ ' ~ Ol'CT OPERATING ODNOtTtCNS LEAKAGE n: e -c .e ; ,
' " ~ ~ ' ' - '
a , g OM "OM A'* C N A,_ CRITERIA g SAFETY 55:5W ~ 'l Ut ' t t tNTERN A'. It) S *.* EWE'Fi% elf -
~ PSF N E CLASS CATE% Rr TYPE PRES 9JREINWG DUCT SPACE IN W.G g g-3-1 NHS I ~I PC hum fo HOUSING 14Ait(MIN. TEMPERATURES l.2) 5
~
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~
4 R GH oHD 5 8.21 3
~-
_ SUPPLY Duct (*) 3-4 NNS - 2.0 m) *st ito*F urTo coouHG CotL Hous HG TO FA*4flNLET 3-4* I - }7122,8/ 122 78'F AFTERCOOUNC Coll l.2
- 5
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reasco scavices mcon-onarro TEXA5 UTillTIES GENER ATING CO 12J MAE.?tE55URE ACROSS DUCT ~. Walt DUE TO TORN ADO (LA4cs) ($ MAu NOZILE LOADS ON COOLING COILS 600LB5 AXsAt THRUST. 500t.8g ,,, M E . mE - COMANCHE PEAK UNIT NOI S K-LATERAL FORCEJO,000.!M-LBS.BENDLNG.4 TORSIONAL MCMENT. N
. sov,3.esas Ji4 l v/,
00t15- 85 303/3 yev.o
- h
v - .-
'r-g REFERCHCE63 -
hh 4 h .% l. P LOW DI AGR AM
.IiT25-Hi-0503 REV.CPill i 9 .2 D25-Hi-0509 AEV.CP-S n
' 1.SPEClF.lCATION-2323:
~ ~~
~ MS-91A REV.I f~ N 1
PPVES 1 DUCT LAYOUT DWG BYBAHMSON 8 2325-Ni-075S g CPX-VAF EXHAUST FAN T CPx VADPGC-33 -PRIMARY PLANT EKHAU$T .12315 Mi-07GO yv_-17 AIR PLENUM TRAltt'A* .3 2325-Mi-07G2. VAR 1005'5 PACES , m j TR AIN *A % . ,+.2 32 3 -Hi- 0 7G4 REP 4 SECTIONQs Q9 IN EQOIPtettfi 200*( I b h 4.5 KETCH SK-309/1 REv.O l SiG i H CALC *SS I % -0 303-2P REV.O
. l- n- - --
f --
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4 .
. FAN TAG NO. CPx-VAFNAV 2 7 g 15,.CSH )qoco EAcM . _SP OH.W.r.) = 4.0 (REF.1 ) ,
DUCT OPERATING CDNDtTIONS l.EAKAGE DESCRIPT 0t4 ( ROM
'd CLA33 g , ,gyo t, REMAES REFERENCE.
TYFS CATES ~RY PPWIREINWG ouCT SPEE IN W.*> -
.. EKHAUSTJ DUCT l-1 -2.4 4 noe / so+ / ALL DOCTWORK TO_ FAN. IN LE T _- 2-5:2-5' ""I I *'"
/'22 _/ rig
- OPSTREAM OF FAN 5. I*I ** 3 NH5
- M FJil D CH- OG V _DNPL 3'.4 1 . I.2'; 3 TY DMI d TO EHuH *. 5* 3 I
y -
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so e r :. . ~ i
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.:,a.. an-is. ..cr.s e em_o e n sie,,s t aiu. cA*_c ir.t ncie
//
- - esmicas mcoaronsuo TEIASUTluTIES GENERATING CO p) HAx.rRE$sumE ACRoss. DUCT; watt out.To.ToRnAto.(e) ,,, g , ,, _ COMANCHE PEAK UNIT NO I S K-
, ,ter K . DUCTWORK DESIGN CRITERIA 303/4 ms. m oC-ns-es m.e
^
^
; ; ; ; k
.w. m m w m 4-RE FE.RE NC E S :
- 1. F Low Of AGRAM g g g 1323-Ms- O SO S RF.V.C,P 11
- 2. 5P E CI FI CATIO N -
CPx-VAD PDC.-85 CPx-vADPoc-86 f M, 100CT LAYOUT M BY WNW FROM CONDENSER q .I 2323- Mi- 075 s s ,
.2matsvMi-0762 PS m AG +
- puRBIBE. GLAND 4. SKETCH5K-305/2. REV.O ,
STEAM SYSTEM _ pcx.vAMEDM @ 'MVES~
% DEHISTER HOUSlH6-d f_REF.4, Exi+AUST SECTION Q)- DdCI @
PlPlH G g m3CMORE BY PAsSA - popoc. AUXlLIARTBUlLD. LNG-VENTI % TION SY. STEMS EFLUENT TREATMENT EXHAUST' SYSTEM (ETES)
~ . GEN 13JIW5Jueg;_tsoo(Mtw)_
4 _ _ _ - 4 OPERATING CDNOtTICHS LEAKAGE
.. SEcrim CLASSIFicATlof4I DL'CT e u- mm.
DESCRf PTt OP4 (FROM
, ._. CRITERIA
U SAFETY SEf5M!- UCTION INTERNAtJo TEMPE8MMU?rMESS9 ,
S. RUEETE. CLAS3 CATESCRY TYPE- PRESSUREINWG OUCT space IN WG -
'" '" ~
.. :_ EXHAUST _ DU CT_ i. g NHS H 13 3
~
~_ EXHAUST Duct' I. . 3 I
~
J t; 3
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s,y... , . : . .- u ...
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/ / I
- - sumaces necon=onaw TEX* AS UTILITIES GENER ATING CO
~ (2) HAx. Pressure ACRoss Duct WALL DUE To TORNADO ,Da (4*A) . _
COMANCHE PEAK ONIT NO 1 $ K-
. _f DUCTWORK OESIGN CRITEftlA
,,,,nowsises oc-ris-es 303/5 y>9 +-v., ..v. o 7$. :
.I.
i
- s. $
l
g g g g. @ M E M E N -
+
(I) @ R E F E R E N C E.5-
- 1. F LOW 0 8 AG R ant ;
- t. 2323-Mt-c%5-os Rty.cP-7 2.2525-M t -obo*J REY.cP-8
- 2. SPECS 3*.lCATO oNS - 2 3 2 3 :
I'lS- 8 8 R EY 0 ADD.2 b-- - 3. Coct LAvouT dY EAHusoN) i I 2323-uS-osso To oess g(RE g g 7 - 4 .
- 4. satETcs 4.y -m/s ptEv.o E G 4 H CALC S PPv55 MlOOS AEEAS -309- 2P RE Y.
FRIMAftY PLANT
- 3 op FukL IWC.maq8 surpLv Asa PLE.NUM. frEP. 4 / ; 7 7 mLp4 SECTroN@-@
O +
~ -
AuwlLI ARY BLD4 FUEL HANDLING SOILDtMG REL H480 LING SLDG L ocAL L Eu EucY VENTit.ATioN SYSTE MS FAN CotL ON T (ESF) FUEL ' HANDLIMG BUILDit4G VENTILATION SUPPL.Y SYSTEM (FHeyss) 31,350 CFM , 4 FAN CotL UMIT TAG N0. CPX-VAAUSE-os.$ of CF+4: 4ois.EACH; 5.PGu W4)ct,SS (IEEli 2)
- OPERATING CDHDtTIONS LEAKAGE
-. SECrim CLASSIFICATION OlJc7
~
E' ' IA
'DESCRf PTt ON "40" A'-
(FROM SAFETY 5Ef5M!- UCTICH INTERNAus) TEMPEC!lIF*r PF,ES S REMARi<S REFERCt4CE DIMM CLASS CATEGCRY TYPE PRESSUREIMWG ouCT SPACE IN Vli N, *
" " )
SUPPLY occ7(s) t-2 NHS I Q*" 8.I,1.2; 5
+ 2) mMW SUPPLY DUCT (*f 2-5 NNS I q l.1; 5 MMM9ERS 14 SuPR.T DUCT NMS ]I [g"MMMMSER 3 l ? / / /
i
~
/ I
//
l EAM Coll UNIT 5 I 2 ALL UNITS 2 1 // / l woT E S:(i) : wTE RN AL PR ESSURES ARE. BASED ON 4158 5 4. HILL CALCULATION S EsAscD esumcas $NCORPORATED TEXAS UTIUTIES GENER ATING C0 i (t)Manuou Psts.ssuns ACRoss puer sau. out To Toamoo (LAtesQ - COMANCHE PEAK UNIT NO 1 S K-l [M" tw, u nov. s M vk
, DUCTWORK OEstGN ChiTEhlA DC-M5- 8S 3o3.os/s eno mus? . ! ! 1Y
; !. 4 l
L _ ___
mW W W W W W W MWW m W mW @W W W" 4 g g gg R E F E R E N C E.S; Poot No. t. F LOW OI AGRAM : semon stEF. 4
@ I. 2 525-MI-0 505 -O e REuCM
- 2. 2 52 5 - Mi -0 505 R EV. CP- 8 FIRE DAuPC.R- 2 SPECIFICATIONS -
CPx-VAE8tFD-45 5 DUCT LAYOUT (BY BAetNSOM) I z523-ul-osso To can
/'""" \$ ^^ 4 SKETCH so3-on/5 REV.o CPx-vADR:C-M {"""" 5 SeeKH 505/2 REV.o p l @ 4 L^^g ,^'y,^,( ' *-oD$^I'mEv..
i am.
-E, 4 DUCT.
4 - - - -;.. - . T, - - .. < ~ . Res:. s SE4TLou$
/ r 1 N -
FIRE DLMPER I CPx-ac.eco-45 N[. 4rarou 55rts p FUEL HANDLING SOILDtMQ Aux LEARY BLDG FUEL HANDLIM4 ELD 4 VENTILATioM SYSTEMS FUEL. HANDLIMG BulLDI G VENTILATioM E%HAUST SYSTEM (FHEWES) 31,350 CFM
+ B
- DUCT OPERATING CDHDITtCNS LEAKAGE DESCRIPTt ON RM STR- MER A== N e w As. MTEM
.g9 SAFETY SE!W!,- f.'CIlfeFL t MTERN ALCs) 75MFSCICIT.*F ME! f
- REfvtAR.K5 REcERESCE.
CLASS 'ATESCRr TYPE PRE 550REltWG Dur.T SPACE IN W.& p- .[
~'
EXHAUST Duct [.$ g,( 3 I
~
)
% % $7Eg#k o 4g I.1; 3 EXHAUST DUCT 3 1 b eitg ,,,; 3 J E m ueT over 34 3 1 X> % =;g; i.y s
/ //
/ / /
// /
NOTES:6) twTERNAL PRESSURES ARE BASED oM QlSOS (HILL CALCUL ATION S ESAsco SERVICEIB INCOR*0 RATED " (23 M Axeu uM PRES 50EE ACRO % DOCT WALL QUE. 'o Tor.uAoo (LATER) TEXAS UTILITIES GENERATING C0 COMANCHE PEAK UNIT N01 S K- [h"
,,,uov.s.esac, Mok -
OUCTW0sK DESIGN CFtITEtilA DC-t15- 85 So3 -o t/2 rav o iii;
m W W W M M M M M M M M M iM M W' W WW 4 b RE FE R ENCES. b b l. A Low ot A& RAM t ' 2525 -MI-o305-ol REY.CP 7
- 2. SPECIFICAflo N S- 2 3 2 3
- HS-S1A REV. 0, ADO.I EXHAUST q .,
e 1 DUCT LAYOUT (dv CAHMSON) F """ ** * " " " " 2323-MI-c850 TO 0855 C"huECTION To g f "" * *] 4. SKETCH St-505-oi/2 REv.o EMBED DED PI PF. - 3 5. G (H CALC /5
--_4- _. -_
N8 w g 8/ w _. J_a
-0303-ol tP REV.0 Y P D asA I
_T I ,f-- g yr** * $T I i o,sT, _/ u _. . __,3a
*=4crews @< @
E.*HAUST fol- < THESE SECTIONS ARE THE SAMe. mot Sf'ENT FUE.L FbOLS No.1 AND No.2 ~ FOEL HANDLING BUILDIMG VENTILATION SYSTEMS
~
SPENT FUE.L PJoL EXHAUST SYSTEM (SPPES) k FAN TAG No CPX-VAFNAV- 534 54 (SPENT f"UEL ftOL Na l} Cp4* 4500 EACH 5.R (H W4.):5.o (REF 2) . FAN TA4 No. CPX-VAFMAV - 55 4 5f.(SPENT FUEL FteL uo.2) CFM 45co ELACH S.M (N W4.1s.o (REF 2) SECTICH CLASSIFICATlON DUCT OPERATING CCNDtTIONS LEAKAGE DESCR!PTt ON (FROM
#6# "E# ^"3 " * * ' -
ggg.; SAFETY SE'5M!c 'JCTION iNTERNAt to TEMPEUUU_*r PRS 2* REMARKA REF ERe.MCE. CLASS CATEGCRY TYPE PRESSt!REINWG Duc.T SRtcE IR W.& _f EXHAUST DUCT l-2 NNS NCHE lj 3 DEMISTEIZ HOUSING 2 NMS MONE 2] lijf
'~ g;3 D
E.'AHAUST DOCT 3 [,I3.4 N45 E
~
I I I lj3 EX4AUST DOCT 54;4-7 MNS II + l' ' I;5 ExHtOST odc7 k - 5 7. ) ' 1;3
/ / /
// /
MOTES:(s) INT E RMAL PRESSURES ARE. BASED oN GIEOS(HILL CALCULATION S EBASCO SERVICES INCOR* ORATED CD MAxlMUM PsrE45ustf- MAoS$ DUCT WAU. DUE To TogNADo (LATER) TEXAS UTILITIES GENER ATING CO COMANCHE PEAK UNIT NOI S K~
*[ k ~y OUCTWORK GESIGN CftiTE6iA go3.ci/3_
.,wev, n ,isos JY_g-d ,d, DC-i15- 85 arv. o m.,if . '
f Il
'"i . i i :i V
~ M 6M M W W W l_ FM'El D_ C% W W W WW
+
RE FEERENCES: 1 FLOW DI AGRAM:
@ @ @ g J 2325-MI-OSO4. REV.CP-it g, SPECIFICATION FROM CRE.f S T R AIN B*
sui F : 7.5ecTfC N Ot. .I 7 D 2 3 M 6* 8 T R EY.I v 3. DOCTLAYOUT(BYOMfNSON) 8 $ q 1 ES23 Mi O T56 A /C UN e T U l (TYRFOR+ cur \ .I E323*Mi 075S
\
N, a P cex-vAmeou-rs , ,
' .3 2523 -931-07G3 gt
/ @ A zo2 5-vts -OTG6 To CREFS TRAsN' ,(B 4. SKETCH SK SO4/E.REVO REF:6 SECTION L 1l S E CTf CNS@-@-@ @ ARE.SAME A SKETCH SK SO4/5 REV.o F Ro M cRMASS G. SKETCH SK*504/5AREV.0 FCR FOUR A/C UNITS OUPl"LY I OKED ^@.SO4/SSREED REF:
S SECTION@~ ] ggyggy PLENUM ll P' "
.gp igy.1 To cRES - ,
, * . '3 1
REF:4 SECTIOH@ _, 1 I L., - . I 11 .
@ CONTROL ROOM AREA N' & _ i conTRot.noou$~ S 5 $e"ci?c* ( " . *
/ @ N
$TEMs' TION f NG l } vAnsous spaces, j l .
l
-CONTROL ROOM AREA AIR CONDITidNING SYSTEM (cR ACS) ~
A/c uN rrTAEL NO. CPX-VAACCR Ot,02,OS,04 CF M 2 5,Soo tacM SP(IO W4.): c,(REF. Z)...
+ (mts_wsTsx OPERATES.DUR1HGi HORMAL, EMERGENCY 'REctRDUCATION, EMERGENCY VENTILATION.AND;l5OLATION MODES) ~. 6 Otff.T OPERATING CDHDITIONS LEAXAGE DESCRIPT1 ON { ROM M "0E *B NOR" *'
., EW SEM INTERN W lU M N T MESS @gjt REMARKS REFEREMCE.:
Ol>6fW4 CLASS CATEGCRY TYPE PRESSUREIMWG ouCT SPACE IN W.G. O'I + 0. 2 O SG 10 4 TYPICAL FOR 4 SUPPLY DUCT (FAN) TO SUPPLY PLENUM - 0 1 na sc , so4 A/C. U N I TS I I D i O* E SUPPLY PLENUM ~2-$' 3 I .
.. oMMO fjc u OR 4 g;3,,;3,g. ,
SUPPLY DUCT (Pl.P. HUM 4.$ +15 SG/ y s- / To sPActss) 3 1 ALf.DUCTWORM DOWN-4 g :.s . /s6 71s stREAMor6utytyrumu li S. I ; e,2. i. . , . . Re.Tus.N ouCT(SPACES <-1 3 -i.5 r) 7s/ Att oucrumKa#BirfAM y To PLENtJvf') 8. at I ..s , rs f5 7 Is oF RETLIRN PLENUM II D* I.I 3,I RE. TURN PLIENUM 10-Il 3 I O OR 4 (; S, fj 3.2 , ;
$CT)c'R$ T("8' ""
4 u 8 Z D 3
~
@ FOR 4 A/C UNIT HoustNCi
.I b
. MP 13 2.l;S.f j a.2 Ib -0 3 I Du i If Elf imu HOTES:0) INTERNAL PRESSURES ARE BASED ONG 6f5$4 Nf LL CALCULATtOMS. smasco scavices suconronArno TEXAS UTIUTIES GENERATING CO.
(2) M AXf MULA PRESSURE . ACROSS OUCTWAU.DUE To TDRNADO(i.ATER). _ COMANCHE PEAK UNITNOI 6K-uA Le_v.s. i9sr. MM DUCTWORK DESIGNCRITERIA DC- MS- 8 5 304/l nev.o O
Y h Y S Y W S &- - 4 ReremeHcast
@ @ @ b b b 1. Flow D' AGR AM 5
' EXHAUST .I 23 2 3 Mt- 03o4. REV.CP f E FAN
.2 23 ED-M t- 03 0 8 REV.CP- b
@ 2. SPECIFICATIONS ZS23:
(*$
* 'T m M S - S S rb. REV. 0, AD O.R
~
s '- ~ 3 3. DucTt AYouT(BYRAHNSON).
' l .: 2323 MI-015G y cPX-VAFMGU-23 .2 2 3 23-Mi- 0158
,3g3g3.gg.Ol6b CRACS '/ ~V ' ~~+~~~ f4 2323 MI OT(sG RETURN AIR DUCT =-
To 4. SKETCH SK-304/1 Rev.o REF.4 5ECTIONh@ f - E @ l OUTDOORS h G$H CALC'6 OSO4 lP REV.2
- L:__ e
_cex-VADPMu OE ' FJ N CPJf-VAFRGU E9
" EXHAUST FAN CONTROt. ROOM AREA AIR CONDITIONING SYST EMS CONT ~ROL R'OOrv1 EXH AUST SYSTEM (C R$6)
FAtTTAGNOTCPY;VAFrqiD OT$O7.J(ONE ST-f3Y) cFMs t TSO.PACH "SP6H.W.G):4 5G(REE.1).
+ ( ruis sysreM oesnAreS' DURINS NORMAS. d.EMER4ENcy VBNTIt ATeoet Mootb OdV) * - CLASSIFICATlON DLect OPERATING CDNDITIONS LEAKAGE SECTIGi "
DESCRf PTt OPd (FROM -
""C"^'-
RE M AR.K:'- REFERENCE. pgggg cAFc-eY SE S!!! '.'CTIOt t tNTERNAUO TEMPERULSE*F Fr<,E51 .. CLASS CATEGCRY TYPE- PitE55UREINWG OUC.T SPACE IN W.G. EXHAUST CPUCT S y A D OR
.. 3f g'g Z:
p g ,,3
~~
exhaust oucT 5,- o, - y r; _ 3 ,j 3 EXHAUST DUCT M U R 0;ljo'-l 3 y, Wgp p , g; 3 b f / / -
./ / /
/ / / ~
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No rn : .(c)
. wu^muum r gra.. .=ris ,**CS EdAcnose E?.MO C N Gle.a,gcue g,; gLg, CALCrgi,p_ fq Ca t ! )l ESASCO_SERVICES TEXAS UTIUTIES GENERATING CO INCORPORATED enessuam ovcTwAu. ToToRNADOCJm COMANCHE PEAK UNIT NOI S K-
[Dg.4- OUCTWOfsK OESIGN CfilTEhlA 304/2 wov.5,_tMq_ KM 4/4 00t15- 85 ney.o oms? . f 8 (": . ; .- ; ; v .
E E E E E E E E E E E E E E TR.As N *A* - TRA8 N
- a" .
REFERENCES:
l
@@ @ @@ @ @ @ @@ ' Q i $Is o'I E ^c % I"*"'
- 2. SPECIFICATIONS - ZS23:
M 6 -9 Z 15~ REV.0, ADO.I SYBAHNSON ToCREF5 To CRE"*
- 3. DUCT LAYOUT (6,0758,07f.
2 5 23-MI-075 TRAtH *A* T N4 *G* 4 , g g g 7g y 3 g . 3 0 4. I REV.O REF.7 REP 8 suPPt.Y FAN SECTION @ eEC.TioM @ supeix Pave 5. SKETCH SK-504 A REvo ' c,,.,og.g g CPX-VADEQU_.M- G. Se(ETCH SK- 304 bety.a T E3 8
\
8, l G 8 I j 8
/
CPx-noecu-is
- 7. SKETCH SK.So4 S Aatu 8, 8 6. 5kE rC H SK-304 s eavo oAs
+ ' ,
p h' , oAs
- 9. G 4 H CALC'S
- 0 50+ -I P REV.2.
, j ,
l -
' ' A _
N eu-vAoeou. 0 I l 7o caep,3m .- Crx-vAcPou es , 3 I l ne e. s . sectic
, CD-VADPou:17.
M Yc'r",^,'l'g, CONTROL ROOM AREA
,Q, ,.,c.c7 KIR~ CON DITIONINGr
, neP.+ secTioH@-6 SYSTEM S 1 -
CONTR5L ROOM MARE-UP AlR SUPPLY SYSTEM (CRrvfASS) FAN TAG No: CPK-VAFNAV-S7(, TRAIN ~A-)-SS(TRAIN *Pj) CFM8 Soi)O. SP(HM.G) t.5{REF 2)7 -- l + -Ik (THIS 5YSTEM OPERATES DURINGTHORMAL'( EMERGENCY VsNTILATIDH. MODES ONLY)_ l s Otfc7 OPERATING CONDITIONS LEAKAGE DESCR!PTt ON NSW " ^" ^'- A (R S E'SN'!," 'lCTt SM INTERNAUG TEf *PECIP.!M.*F fT.E55 REMARKS REFEREMCE. g g.4*,, SAFETY CLASS CATES KY T Y P E- PRESSUREINWG Duc.T SPACE IN W.a. p' . SUPPLY DUCT 4* - S' ,
-- -0 30 3) o TO FAN INE.ET 4-5 'O I -o-20 .I' * "O 804 l} 3 SUPPt Y DUCT S'- O' - o. 6 glN d max g 7 il M TEM PE RATURES TO FAN INLET 5-O / -o 50 / 880 10' CORRESPONDTD g/3 T k '
g,8g,{ 3 7 d2 o p 6 DE II 3
*j'I* 6UPPLY cuCT CONN. 2-5 3 g O {
~
'gfo /4) v To CRACs RET ouCT 2- 3 -W "t ' 804 ;3
/ / /
NcTE S:ci:. ;~ r -,: a. . *r e.57,wt.s A. 4 c.+ s so cc. caise s t:os t. cA_cesut ncu s
/ //
asAsco ssRvicss ancoR*oRATEo TEXAS UTILITIES GENERATING C0 (2) MAXIMUM PRE 65URE. ACROSS DUCTWALL DUE TO TORNADO (LATER) g e ,,g.a. - COMANCHE PEAK UNIT NO I. S K- [ pA- CUCTWORK CESIGN CRITEh!A g4/3 m.3,8;se pG, ) g,f DC-MS-85 w v. o -
; ; /
w .
.v ww vm
-u-g g Q g g R E F E R E N CF.5 8
- 1. F LO W c l A G R AM -13231 Mi-0 304 RI'V. CP-It
- 2. SPECIFIC ATION -1313
.I HS SSB REV.0, ADD.2
.2 MS- 82 RtEV.0, AD D.1 c ex-vAces u -oi 3.DOCT LAYOUT'DWG4(BYBAHttSOH)
.I 2323-Hi-075G 9
e
+
r v '
.1 232 3 - MI,-075 8
.31323 MI-07G5 i
$UPPhy$uc / -
- 4. SKETCH SK- 304/5 REY.0 REF.4 SECnoN@ s l 5. SKETCH SK-304/5A REV.O
.t. 6. G-iH CALC'5 8
,, ATwosPHanec suP, PLY CREPS TRAt M *A* -030+-IP REV.'l 1
AIR Ct EANUP ONIT PAN RETURN DUCT g _g CPX-VAFuPK El neF.5 6eCTIONh
. c.o M TRo t. RooN1 AREA l
AtR CONDITicNING l SYS T E M 6 CONTROL ROOM EMERGENCY PRESSURIZ ATION AIR SUPPLY SYSTEM (CREPASS)-TRAIN A' FAf4 TAS NO: CPK- VAf'NcrS-oE- CI:MiCoo .SP(IN W.G;)* 17..O (R.EF Z.t)
.M (THis SYSTEM OPERATES OuRIMS EMERandENcy macamculATf oN om sEMests.EHCY VENTILATioH e toOE-8[ ONLY)
DUCT OPERATINGCDNDITICMS ,LEAKAG E. .
-. SECrio( Ct'ASSIFicATtON OE " TWA .
.D EcSCRI P'l~t O N Asursm (FROM SAFETY SEfaf t - UCTION INTERNAt (t) REMARi$6 REFEREHCE.
., . r g r,y' TEMPEEtIIIRE*FPRESS ,
CLAS3 'ATECRY T Y F C- P.t!55UREtttV/G Out.T SP.t E IN W.*
- \
(ck s To DAMPER )- 4-5 3 I I' 3
~~
AIR Cl.eAN UP UNIT 3-2 D I -/4 804 TEMP RATURES 1; 2.2; 3
- 18.0 811e / 88 0 CORRESPONO To 5UPPLY DUCT
- ATM d -M - /0 ENM 4MM 1 CLEANUP UNIT TO fat 4 3 ' I- -et.o / 880 / 804 DESIGN CONDITIONS g3
$NN cn'af=c, O-I S I' M I' 3
- Su P RLY '.DO CT7 -
30 CLEAtiUP_._ UNIT ~ 3-D D 1 ATM
- 0.2 p) -M /to4 f tto
-M -$20l'. BEFOR.E AND - g5 g Go*F. AFTER llEATlHS coll of AIRcuRNUP UNIT PResSU t an'p Notes:, is Tc Ars.. Pr.45?"iT5 Ace G
- Ps.o C N Gle.%i titLL CALCfjf.t flC9 f 3
. ESASCO SEm4CES INCOftPOftATED TEXAS UTILITIES GENERATING CO Cz)MAxsMuM pnessunr_ . Acnos6 cucTWAtt. Due TO TD RNADo(TAT 1tR). COMANCHE PEAK UNIT NOI S K-
[h "g 4' .,, OUCTWORK DESIGN CRITERIA SO 4/4 A
,xov.2, i=>as i #4, lg4 OC-t15-85 as v.o 7,$
e .
- 3 -
. .I s
y . . . . . . . . . _
W M M W M M MM g g g g g
REFERENCES:
- 1. 5 LO W O I AG R A M -13235 Hl.0304 REV. CP.-It
- 2. SP E CIFICATION . 2 3 235
.I MS. 8 3 8 REV.0, ADD.t.
c Px-vAoPGd -0 2. .2 M S- Si REV.0, ADD.2 3.00C7 LAYOUT DWC5(BY BAHH50H) l Y ', .I 232 3 Mi-075 E i
.1 132S Mi-0758 1 I
f /' B. .3 f.313 Mi- 0765
/
~
7 ,
, g 4. SICETCH SK- 3O+/5 REv.o l 5. SKETCH SK 304/5B REv.0 4 ,
- 6. C 44 H CALC'S 8 -
- 0 So+~- I P REY.1 SUPPLY ATM O SPH ERic .
C REFS TRAIN as* FAN __ Af R CLE ANUP UNIT CRMAS6 s sE m occr c P X - VAP U P s<. - Z Z 3gppgyggg7 REF.5 SECTION @ RE.F.4 SECTioN @ ' PX -VAD W CONTROt. ROO MTAREA AlR CONDITIONING SY6T E.M S l C ONTROL ROOM EMERGENCY PRESSURIZATION AIR SU PLY $YSTE M(CREPASS)- TRAI N ~Pi FAN TAG No: C P X - VA F N C fB - OG C F M r 800 SP(IN WCq)21Z.0 (,REF, E.1)
+ ,
C THis sveveM ope = Raves ou=:Nas arviemenNcY futECIRCULATfCN OR EMERFiENCY VENTlt.ATION MOotte* ONLY) h
-. SECTIDI Cl.ASSIFICATION OUc7 OPERATING CDHDtTIONS LEAKAGE Ho @ '
CCNSTR- CRITERI A - DESCR8 cTl ON (FROM xe.4m at_ ERENCE. eg g 4 SAFETY :5Eff J:.- OCTIOl't INTERNAs.Jo TEMPECTt!U_*r PGESS , CLAS3 CATEGORr TYPE PRESSUREINWG DufT SPACE IN W.G. -
.- SUPPLY DUCT 4,3 $ y ATM 2,)
~
g; 3 (C RMASS TO .D A M P E R ) - 0. 2 Ito 104
^ M IN. d M A W AIR CLEANUf" UNIT
) g Ey lj 2.2 f 3 S*- 2* 3 I [ogpg5EMPEmu CL ANUP NT FAN 8 I "PP"
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\ SECTIONS @ T0@AJtE Twr. Gw?./ g \ SECT 10dG@ TO@hKE TW_ SAh4E IL N j TH gy FOR .5EVEM UMtT6 < Folt. SEVEH UNITS p a 8 9. SKETCH SK- 301/5 REV.O 3 REY.0 I < 3 -
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PRIMARY PLANT 3- ... VENTILATION SYSTEMS
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--- U - '~ PRIM ARY-- PL AMT VENTitATIONIEN4 AUGTrGYST E M-[P PV EdE,') - -
_- r TRAi4 A .- FAN . TAG NO: CPX-VAFMC5 = 09, I I l I 25 . CFM : 1 O EACH ' S . f'. IN W. 14.0 ; (REF. 2'.M -- , T ,
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-~ -
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- TRAtH 'A*- ATMOSPHERIC CL.EANUP LldlT" VAFtJPK-0 09,II,13, lG CFM* l 000 EACH (REF'.21) . ,
_ _ _ _ _ . . _ . TRA14",B"- ATMOSFHERIC CLEAuuP, U4lT. ' TAG Ho. CPX -VAFUP_K, ,l0,82,14, I(e_ , C,FM" l_000 EACH,(RE F_2 1)_ , _ _n ,y , (NORMAL _0PERATION.0HLY) reasco senveces enconronATs0 ' IEXASUJMIIESGENERATINGTO, lSHEE11051 7 , __LuPiartuttu tM_UNittiU. I G K.* NOTE WORK. THis 5 KETCH WITH JABLE ON SK-30g'2 SHEET 2ost ,"" y e.g% ,
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e rm r r-- r- r . r- . r r rm em r v m .c r 7 rw 4 PRIMARY PLANT VEN.TJ LATION . EX HAU ST SY.ST EM (PPVES)- PRIMARY PLANT ~ WORK THIS TABLE WITH DIAGRAM OH SKETCH SK - 50 5/2 SH E ET I 0F 2.. . VENTILATION SYSTEMS DUC.T OPERATlHG CONDITIONS . LEAKAGE CONSTR- MORM A' anNORMAL CRITERIA g .g g
- DE.5CRI PTl O N U SAEETY SE15MIC UCTION INT ERN AL(t) IEMPERATME?FPRESS. -
E CLASS CATEiGORY T_Y P E' PRE 550RE 1104 DUCT SFinEE MW6
~
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~-
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( n n n 17 n n n n n n D m M m. m. v rm_ m J, . E "DY REFERENCES, CPK-VADPt;C.g3 CPM-VADR3C-?7 -- g 4 S Tlog g f. 8~Lo w OS AG RA Nt -2323: Mi- 0 509. REY.CP-8 h hh h T hh h h h 2. SPECIFICATI0H 2323 g
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VENTILATION 9fSTEMS EXHAh6T SYSTEM [PPVESFE6) PRIMARY PLhlT VENTILATIOM 'ENGtNEER.ED SAFETY CFM:15,000 PEATOlitE: EACH SR(IN Wis.)*14.0 (REiF. 2. 2) FAN TAQ No: CPx-VAFNCD-07 (TRAIN 'A*), OlB (TRAIN 'D*) 4 ATMoSPHElt.tC CLEAHUP UNIT. TAG Ho:CPX-VAFUPK-01(TRAIM*A')W2(TitAtM*s J- CFMlHE'000TEXCH~(REF~CI) 4-Ot!CT OPERATING CDNDITIONS LEAKAGE SECTIO ( CLASSIFicATtON C N5IK' L 't. CRITERIA DE~M ~Rf PT* 9N MWWS MWWM (FRCrit t.Ctm s n T E R u w t> wmWEn ggpy ,; W M M *w
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'OA fixHAUST DUCT- FAN 5-G 3 7 t 3. 5 _8'S /
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mamm SEstWICES 3peCostPOftATED TEXA5 UTILITIES GENERATING CO NOTE 5:(s)INTE RNAL PRESSURES ARE BASED ON GISS54 HILL CALCULATION S g COMANCHE PEAK UNIT HO I S K-(2) MAX.?RE55URE ACRO $$ DUCT WAt.t. DUE TO TORNADO (Wa)
,, . DUCTWORK DESIGN CRITERIA SOCJ/3
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To ourocoRS l I exwAu \ EXHAUST FAN FAN PL_ENUM Tutseseenons AstasameIL FoA DAMPER ElGHT (S) FAN 6 SERVICE WATER INTAKE STRUCTURE SERVICE WATER PUMP ARE-A DIESEL FtRE PLIMP ROOM VENTILATION SYSTEMS EXHAUST SYSTEtv1(6WPAE6) E.XWAU6T 6YSTEM(DFPRES) FA N TAG NO:CPX-VAFNWO.0Z TD 09 CFM:80cc SP(IN W.di/; r.OFAN TAG NO:CPX VArHAV-4-l(RE F.2.2) CFMf GS8f EACH SP(IMWG):o.75 (REF. 2.8) M D L'CT .- OPERATING CDNNTIONS LEAKAGE
- .. SE(.Truf CLASSIFICATION NM "0M' ^ A E '_ CRITERIA REMAR.KT D:' R! P T t O N (FROM SAFETY M '5 M L- '.'~ T C +L istggs4Lriy 75p,:5.;_.mt ; egg 33 REFEREHCE. -
CIAIM CLASS ' ATE 50RY TYPE- PRESSURElt VY. DUCT S mcE IN W & Li h,,
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, 4o- . . LUCTWGRK CESIGN CRITERIA 3 t 2. / l __
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.E H S-9 REV ' ADD.I,(DCA12144litv2 5 OUCT LA' ROUT (6YBAMNSON)* ,
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'Ot!C.T OPERATING CDNDtTIONS t EAKAGE.
DESCRIPTt ON N
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CLASS CATEG%Y T~YPE.
,j Q"g .'- 5 REMARKS REFEREMCE.
PRESSt!REINWG DUC.T SPACE IN W.& QMO
+
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OFFICE ( SERVICE AREA AIR CONDITIONING SUPPLY SYSTEM (OSAACSS) . _3H ~ TAG NOf CPRVAACPK-05,-04 CFM = 8750(EACH) SP(IN.W.G)= 4.0 REF31. A>
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DUCT OPERATING CDNDtTIONS LEAKAGE - T
, DESCRIPTI ON- M T . C us) S REMARKS REFEREM CLASS CATEGGRY LEVEL PRE 55UREINWG OuCT SPACE IN W.G. @M
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@- VENTILATION SYSTEMS OFFICE 4 SERVICE AREA TOlLET EXHAUST SYSTEM (OSATES)
FAN Tact H05 CPX-VAFNCB-2.5, '2.G (STAND-BY) CFM= 2.07."2- SP(tH.W.G)
- l.0 REF. ?..
Y d n Otfcr OPERATING C)NDITICMS LEAKAGE
-- SECTIOl Ct.ASSIFICATt ON "
DES CR 8 P Ti Oid 6 ^ " " ^ ' - '^ (FROM SAFu__Y ME UNM INTERNAus) TEM.W-WF %W ' REMARKS REFEREMCE. DIA5% CLA55 CATEGCRY TYPE-N ,'- PRESSUREINWG DUCT SPACE IN Wi
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