ML20039C730
| ML20039C730 | |
| Person / Time | |
|---|---|
| Site: | Crane  |
| Issue date: | 12/22/1980 |
| From: | BECHTEL GROUP, INC. |
| To: | |
| Shared Package | |
| ML20039C723 | List: |
| References | |
| 13587-2-C01-100, 13587-2-C1-100, NUDOCS 8112300087 | |
| Download: ML20039C730 (34) | |
Text
Design Criteria 13587-2-C01-100 c.
GPU SERVICE CORPORATION i
THREE MILE ISLAND - UNIT 2 RECOVERY FACILITIES DESIGN CRITERIA DOCUMENTS
~
COVER SHEET 13587 Civil-Stn;ctural JOB NO:
DISCIPLINE:
k.
i M
,O h
Issued for Use Upon GPUSC Approval
[
]
[
$y
{p GPUSC W*
g 5
N O*
D AT E REVISION DESCRIFil0N ORIGIN ATO P APPROVA L
)
8112300087 811222 DR ADOCK 050003y0 p
LA7EST LATEST LATEST LATEST LATEST LATEST LATEST SHEET REV.
SHEEV REV.
SHEET REV.
SHEET REV.
SHEET REV.
SHEET REV.
SHEET R EV.
i 0
l
(,
ii 0
'l 0
l 2
0 3
0 4
0, l
5 0
6 0
7 0
8 0
9 0
10 0
11 0
12 0
13 0
14 0
I 15 o
16 0
17 0
18 0
J 19 0
l 20 0
l 21 0
ll 22 0
23 0
l l
24 0
l App.A 0
App.B 0
App.C 0
App.D 0
Joe NO.
13587 REV.
('..?
.h _
f gtfL DESIGN CRITERI A DOCUMENTS OtScsPLIN E (j
g Civil-Structural
- c, ".
REVISION STATUS SHEET h
PAGE 1 of 1
O, y
\\
g-
.* Design Critoria 13587-2-C01-100 V
CONTENTS '
Section;andTitle Page
1.0 INTRODUCTION
1
~~
2.0 GOVERNING CODES, REGULATIONS, AND REFERENCE DOCUMEhTS 1
' 2.1 Governing Codes, Specifications','and Industry Standards 1
s
- 2. 2 Regulations 3
2.3 Bechtel Thermal Power Organiza~ tion's Topical Reports 3
2.4 Bechtel_ Thermal Power Organization's Standards 3
2.5 Project's Standards and Documents 4
2.6 Other Reference Documents 4
3.0 SITE INFORMATION 4
3.1 Surveys and Datum 4
1 3.2 ; Vater f.evels 4
s
- s. 3. 3 Precipitation 5
s -
3.4 Groundwater Table 5
x 3.5 Frost Penetration 5
3.6 Ice 5
3.7 Air Temperature 5
3.8 Design Winds and Tornadoes 5
3.9 Seismology 6
3.10 Soil and Foundation Conditions 6
4.0 SEISMIC DESIGN CLASSIFICATION OF STRUCTURES 6
, 5. 0 CIVIL WORK CRITERIA 6
5.1 Earthwork 6
~
5.2 Roads 6
s 5.3 Railroads 7
5.4 Storm Drainage 7
6.0 DESIGN LOADS 8
x 6.1 Dead Loads (D)
-s 8
6.2 Live Loads (L) 8 6.3 Construction Loads 10 6.4 Snow Loads and Ponding 10 6.5 Crane Loads 10
~6.6 Elevator Loads 11 6.7 Design Flood Pressure 11 G.8 Design Wind and Tornado Loads 11 6.9, Seisric Loads 12 6.10 Sp4cial Considerations for Temporary Loads 13 i
Rev. 0 v.
-,- - _ - ~ ~ - - -
.~
. _ = _ =
, Design Critsria 13587-2-C01-100 CONTENTS (Cont.)
2 i
Section and Title Page
-7.0 DESIGN BASES 13 7.1 General 13 7.2 Factors of Safety for Overturning, Sliding, and Flotation 13
- 7. 3 Seismic Considerations 14 7.4 Seismic Category I Structures 15
- 7. 5 Non-Seismic Category 1 18
- 7. 6 Temperature Limits and Reductions 23 8.0 CONSTRUCTION MATERIALS 23 h
9.0 DESIGN CONTROL 24 9.1 Document Submittals 24 9.2 Design Summary 24 APPENDICE5 LIST OF BECHTEL THERMAL POWER ORGANIZATION'S APPENDIX A i
TOPICAL REPORTS-f APPENDIX B - LIST OF BECHTEL THERMAL POWER ORGANIZATION'S CIVIL / STRUCTURAL DESIGN STANDARDS AND GUIDES APPENDIX C - SUBSURFACE INVESTIGATION REPORT DESIGN REQUIREMENTS OF MASONRY i
APPENDIX D STRUCTURES I
l i
l l
f t
ii Rev.'O I
mr...
D2 sign Critoria 13587-2-C01-100
1.0 INTRODUCTION
These criteria shall govern the design of structures and facilities of the Three Mile Island - Unit 2 recovery.
The general Civil-Structural requirements for tt.e design of structures and facilities are contained herein.
Specific design requirements for major recovery facilitfEs are contained in the specific design criteria for the facility.
The design of recovery facilities shall be based on the general requirements contained herein and the additional specific requirements of the specific design criteria for the facility.
In addition, the design of the facilities shall be based on consideration of such factors as the environment, specific site conditions, plant operation and maintenance, and public safety.
Revisions or additions to existing Unit 2 structures to accommodate recovery structures, systems, and components shall conform to the Unit 2 Final Safety Analysis Report (FSAR) and the criteria contained herein.
The structural adequacy of the existing structures shall be evaluated for the new loads imposed by recovery facilities to assure conformance with the Unit 2 FSAR.
2.0 GOVERNING CODES, REGULATIONS, AND REFERENCE DOCUMENTS Unless specifically stated otherwise, the design of all structures and facilities shall be based on applicable portions of the following codes, specifications, industry standards, regulations, topical reports and standards of the Bechtel Thermal Power Organization, and other reference f'
documents. Where conflict occurs between criteria, the more restrictive shall apply.
The date of issue (or revision) indicated shall apply.
s 2.1 GOVERNING CODES, SPECIFICATIONS, AND INDUSTRY STANDARDS 2.1.1 Building Officials and Code Administrators International, "The BOCA Basic Building Code," 1978.
2.1.2 American Institute of Steel Construction (AISC) a.
" Specification for the Design, Fabrication and Erection of Structural Steel for Buildings," November 1, 1978 b.
" Code of Standard Practice for Steel Buildings and Bridges,"
September 1, 1976 c.
" Specification for Structural Joints Using ASTM A 325 or A 490 Bolts," April 26, 1978.
2.1.3 American Iron and Steel Institute (AISI), " Specification for the Design of Cold-Formed Steel Structural Members," 1968 Edition, with Commentary dated 1970 and Supplement dated 1971.
Page 1 Rev. O
Design Crit:ria 13587-2-C01-100 2.1.4 American Welding Society (AWS) a.
" Structural Welding Code," (AWS D1.1-79) b.
" Reinforcing Steel Welding Code," (AWS D12.1-75).
2.1.5 American Concrete Institute (ACI)
" Building Code Requirements for Reinforced Concrete," (ACI a.
a 318-77) b.
" Manual of Standard Practice for Detailing Reinforced Concrete Structures," (ACI 315-74) c.
" Code Requirements for Nuclear Safety Related Concrete Struc-tures," (ACI 349-76), revised 1978.
2.1.6 American Society of Mechanical Engineers (ASME), Boiler and Pressure Vessel Code, 1977, including all the approved addenda up to summer 1979, for the following sections:
Section II - Material Specifications, Part A - FerrousSection V - Nondestructive Examination Section VIII - Pressure VesselsSection IX - Welding and Brazing Qualifications 2.1.7 American National Standards Institute (ANSI), " Building Code Re-quirements for Minimum Design Loads in Buildings and Other Structures,"
2.1.8 American Petroleum Institute (API) a.
" Recommended Rules for Design and Construction of Large, Welded, Low-Pressure Storage Tanks," API Standard 620, Sixth Edition, Revision 2, December 31, 1978 b.
" Welded Steel Tanks for Oil Storage," API Standard 650, Sixth Edition, Revision 1, May 15, 1978.
2.1.9 American Water Works Association (AWWA) i a.
" Steel Pipe Design and Installation," AWA Manual Mll,1964 1
b.
" Standard for Reinforced Concrete Pressure Pipe, Noncylinder Type, for Water and Other Liquids," (AWA C302-74).
l 2.1.10 American Society for Testing and Materials (ASTM)
Applicable ASTM standard specifications are referred to in the Project Civil-Structural specifications and Section 8 of these criteria.
Page 2 Rev. O i
Q,
- -. - ~. - - - -
D2 sign Criteria 13587-2-C01-100 2.1.11 American Association of State Highway and Transportation (y
Officials (AASHTO)
" Standard Specifications for Highway Bridges," 1977 a.
b.
" Standard Specifications for Transportation Materiols and Methods of Sampling and Testing," Parts I and II,1978.
2.1.12 American Railway Engineering Association (AREA), " Manual for Railway Engineering," Volumes I and II, 1978.
2.1.13 Crane Manufacturers Association of America (CMAA), "Specifi-cations for Electric Overhead Traveling Cranes," CMAA Specification No.
70, revised 1975.
2.1.14 National Concrete Masonry Association (NCMA), " Specification for the Design and Construction of Load-Bearing Concrete Masonry," August, 1972.
2.2 REGULATIONS 2.2.1 United States Nuclear Regulatory Commission (USNRC)
Regulations USNRC regulations and regulatory guides applicable to the design of recovery facilities are listed in the General Section of the Project General Design Criteria.
2.2.2 OSHA Regulations Occupational Safety and Health Administration (OSHA) regulations appli-cable to the design of recovery facilities are listed in the General Section of the Project General Design Criteria.
2.2.3 Regulations of the State of Pennsylvania as follows:
a.
Pennsylvania Code for Fire and Panic Regulations by Department of Labor and Industry b.
Pennsylvania Department of Transportation Form 408 Specifica-tions 2.3 BECHTEL THERMAL POWER ORGANIZATION'S TOPICAL REPORTS Applicable Bechtel Thermal Power Organization's Topical Reports are listed in Appendix A of these design criteria.
2.4 BECHTEL THERMAL POWER ORGANIZATION'S STANDARDS 2.4.1 Civil / Structural Standard Details 2.4.2 Civil / Structural Design Standards and Guides listed in Appendix B Page 3 Rev. O L
D2 sign Criteria 13587-2-C01-100 2.5 PROJECT'S STANDARDS AND DOCUMcNTS I
2.5.1 Project Engineering Procedures Manual 2.5.2 TMI Unit 2 Final Safety Analysis Report (FSAR) and amendments 2.5.3 Civil-Structural specifications E
2.6 OTHER REFERENCE DOCUMENTS 2.6.1 American Institute of Timber Construction (AITC), " Timber Con-struction Manual," 1974.
2.6.2 American Concrete Institute (ACI), " Concrete Masonry Structures -
Design and Construction," 1970.
2.6.3 Metal Building Manufacturers Association (MBMA), " Recommended Design Practices Manual," 1974.
3.0 SITE INFORMATION The following site characteristics are included in FSAR Chapter 2.0:
a.
Geography and Demography (FSAR Section 2.1) b.
Nearby Industrial, Transportation, and Military Facilities (FSAR Section 2.2) c.
Meteorology (FSAR Section 2.3) d.
Hydrologic Engineering (FSAR Section 2.4) e.
Geology and Seismology (FSAR Section 2.5).
The specific information to be used in civil-structural design is given in the following subsections:
3.1 SURVEYS AND DATUM See the FSAR (Figure 1.2-2 and Section 2.5.1.2) for specific survey data and site location.
3.2 WATER LEVELS Normal water level 277 ft Maximum recorded high water level 302 ft Design flood high water level 304 ft Probable maximum flood high water level 311 ft Design low water level NA Page 4 Rev. 0 m-
Design Critoria 13587-2-C01-100 3.3 PRECIPITATION 3.3.1 Rainfall Average annual 36.5 in.
Daily maximum 12.6 in.
Design hourly maximum 5 in.
3.3.2 Snowfall i
Average annual 36 in.
Daily maximum 21 in.
Monthly maximum 34 in.
3.4 GROUNDWATER TABLE Average groundwater level is approximately at water level of the Susquehanna River. The normal water level of the river is at Clevation 277 ft.
3.5 FROST PENETRATION Depth below grade 3 ft, 4 in.
3.6 ICE 3.6.1 Damage due to the formation of ice on the Susquehanna River shall not be considered unless specifically noted in the specific oesign criteria for the facility.
3.6.2 Flooding due to the formation of an ice jam in the river is less I
severe than the maximum recorded high water level and need not be con-sidered.
3.6.3 Structures within 500 feet of the Unit 2 cooling towers shall be designed for the load from 1 inch of ice uniformly distributed on its i
j surface.
l 3.7 AIR TEMPERATURE Record low
-8 F Record high 107 F 3.8 DESIGN WINDS AND TORNAD0ES 3.8.1 Design Winds Based on 100 year recurrence interval, the design wind velocity shall be 80 mph at 30 feet above grade.
Page 5 Rev. 0 l
w.
Design Critaria 13587-2-C01-100 3.8.2 Tornadoes Site conditions:
Rotational wind velocity 290 mph Translational wind velocity 70 mph Combined wind velocity 360 mph 3.9 SEISMOLOGY The site is located in Seismic Zone 1 as defined in the BOCA Basic Building Code.
Seismic loads shall be considered in accordance with Subsection 6.9 of these criteria.
3.10 S0IL AND FOUNDATION CONDITIONS Soil and foundation conditions are given in Appendix C.
4.0 SEISMIC DESIGN CLASSIFICATION OF STRUCTURES The plant structures, systems, and components are classified into two categories in accordance with NRC Regulatory Guide No. 1.29, " Seismic Design Classification." The two categories are Seismic Category I and non-Seismic Category I.
For definitions of the two seismic design categories, see the General Section of the Project General Design Criteria.
The specific desi...: criteria for the facility will indicate the seismic design classification.
C;, -
5.0 CIVIL WORK CRITERIA 5.1 EARTHWORK 5.1.1 Unless specified otherwise by the soils engineer, the following maximum slopes shall be used for excavation and embankment:
Evaporation ponds 3:1 (Horizontal:
Road excavation and embankmer.ts 2:1 Vertical) l Others 2:1 l
l 5.1.2 The following values for compaction, expressed as percent of l
maximum dry density as determined by ASTM D 1557, shall be used:
Backfill for foundations, pipes, and electrical duct banks 95 percent Embankments 95 percent Roads 95 percent Others 90 percent l
5.2 ROADS 5.2.1 Grades shall be held to a maximum of 6 percent.
O r
Page 6 Rev. O Q.-
D2 sign Critoria 13587-2-C01-100 5.2.2 Minimum radius of curvature shall be as follows:
Access Road:
200 feet Plant Road:
50 feet 5.2.3 Minimum width of lane shall be 12 feet.
Shoulders are not required.
5.2.4 Design loading over culverts and pipes shall be in accordance with AASHTO-HS20-44, except for areas subject to special heavy transporting equipsient.
5.3 RAILROADS 5.3.1 Grades shall be held to a maximum of 1 percent.
5.3.2 Curvature shall be held to a maximum of 14 degrees, with 10 degrees preferable.
5.3.3 A minimum of 4 inches of ballast under the ties shall be used.
5.3.4 No superelevation will be required.
5.3.5 Conetruction and materials shall conform to the AREA Manual for Railway Engineering.
b rc n p t 5.4 STORM DRAINAGE 5.4.1 Runoff, resulting from rainfall, shall be conveyed to drainage ditches by sloping the tributary surface area.
Surface slopes shall be 1.0 percent minimum, but 0.5 percent minimum may be permitted in some instances, if approved by the Civil Group Supervisor.
5.4.2 Drainage ditch slopes shall be 0.5 percent minimum, but slopes as flat as 0.25 percent may be permitted in some instances, if approved by the Civil Group Supervisor.
5.4.3 Calculation of the flow shall be based on the Rational Method.
The quantity of runoff shall be determined by the Rational formula (Q= cia) where:
Q = Design discharge C = Runoff coefficient, ratio of runoff to rainfall i = Rainfall intensity A = Contributory area 5.4.4 Storm sewers shall be used near the locations of major struc-tures.
The maximum velocity shall be 8 fps and spacing between manholes shall not exceed 300 feet.
Page 7 Rev. 0
DGsign Criteria 13587-2-C01-100 6.0 DESIGN LOADS i
The following design loads shall be used for all structures and facilities unless noted otherwise in the specific design criteria for the facility.
6.1 DEAD LOADS (D) 6.1.1 The dead loads include the weight of framing, roofs, floors, walls, partitions, platforms, shielding, and all p6rmanent equipment en and materials.
The vertical and lateral pressures of liquids shall also be treated as dead loads, as provided in Section 9.2.5 of ACI 318.
6.1.2 Floors shall be checked for the actual equipment loads (see the specific design criteria for major equipment weights).
To provide for permanently attached small equipment, piping, conduits, and cable trays, a minimum of 50 psf shall be added where appropriate.
Pipe loads in areas with heavy piping concentrations and cable tray loads in areas of large concentrations of trays shall be carefully reviewed with the Project Plant Design Group and the Project Electrical Group, respectively, to determine the applicable design loads.
These areas shall include, but are not limited to, those areas identified in the specific design criteria for the facility.
Where the piping is to be supported from platforms or walkway beams, actual loads shall be determined and used.
The suitability of pipe
(-
hanger locations for main piping or unusual arrangements shall be coordinated with the Project Plant Design Group.
After pipe hanger locations and loads are fully established, all structural members shall be reviewed for structural adequacy and, if the members are overstressed, they shall be reinforced to withstand the established loads.
6.2 LIVE LOADS (L) 6.2.1 Live loads shall be as specified in Subsection 6.2.2, but in no case less than the minimum design live loads specified in Subsection 6.2.4 or the specific design criteria for the facility.
6.2.2 Live loads include floor area loads, laydown loads, equipment handling loads, lateral earth pressure, ice and snow, trucks, railroad vehicles, and similar items.
The floor area live load shall be omitted from areas occupied by equipment whose weight is specifically included in dead load.
Live load shall not be omitted where access under equip-ment is provided, for instance, an elevated tank on four legs.
The floor design live loads shall be shown both in the calculations and on the design drawings.
1 6.2.3 Posting of Live Loads The design live loads shall be marked on plates of approved design.
Such plates shall be affixed at selected conspicuous places in each space to which they relate.
Page 8 Rev. O i
u
D; sign Criteria 13587-2-C01-100 6.2.4 Minimum Design Live Loads
, CI The following minimum live loads shall be used in the design.
Live loads applicable to specific structures or facilities are listed separately in the specific design criteria for the facility, a.
General Roofs Snow loads (Subsection 6.4)
Offices 50 psf Assembly and locker rooms 100 psf Laboratories and laundry rooms 100 psf Stairs, platforms, and walkways-100 psf or 1000 lbs.*
Railings (applied in any direction 50 pif at top of railing) or 200 lbs.*
Floors on grade 250 psf Railroad support structures Coopers E-80 Railroad surcharge Per AREA Manual Truck support structures AASHT0 HS20-44 Machine shop and warehouse floor 500 psf All other elevated floors 200 psf
- Note:
Concentrated loads should be so applied as to produce maximum moment or shear.
b.
Live Load Reduction
- 1) No live load reduction shall be allowed for warehouses, storage areas, and tanks.
- 2) tio live load reduction shall be allowed for t:.e design of slabs, beams, joists, trusses, and girders for livc loads greater than 100 psf.
- 3) For live loads greater than 100 psf, the following live load reduction shall apply for the design of columns, piers, walls, and foundations:
Supporting:
Roof 0%
Roof and 1 floor 0%
t Roof and 2 floors 10%
Roof and 3 or more floors 20%
- 4) For live loads of 100 psf or less the requirements of the BOCA Basic Building Code shall apply.
1 I
l Page 9 l
Rev. 0 l
l
Design Crit ria 13587-2-C01-100 6.3 CONSTRUCTION LOADS Displacements and stresses of major structural elements shall be checked for the following loads:
a.
Metal decking for concrete slabs Weight of the concrete plJs 50 psf without increase in al?owable stress, or weight of the B
concrete plus 100 psf with one-third increase in allowable stress, whichever governs.
b.
Steel beams supporting concrete floors Weight of the concrete plus 100 psf uniform load on the tributary floor area, or weight of the concrete plus 5 kips concentrated load so applied as to produce maximum moment or shear.
One-third increase in allowable stress is permitted.
c.
Precast floor panels supporting poured-in-place topping Weight of the precast panel and topping plus 100 psf uniform load, or weight of the precast panel and topping plus 5 kips concentrated load so applied as to produce maximum moment or shear.
Increase in allowable stress shall not be permitted.
Camber shall be provided for long spans.
6.4 SNOW LOADS AND PONDING The ground snow load is 30 psf based on 100 year mean recurrence in-terval.
The minimum roof snow load shall be taken as 0.8 times the ground snow load.
To account for roof geometry and drifting, the snow load distributions and related coefficients given in Appendix L of the BOCA Basic Building Code shall be utilized.
Unless a roof surface is provided with sufficient slope toward points of free drainage or adequate individual drains to prevent the accumulation of rainwater, the roof structure shall be designed to assure stability under ponding conditions.
The provisions of Section 1.13.3 of the AISC Specification for the Design, Fabrication and Erection of Structural Steel for Buildings shall be satisfied to assure stability.
6.5 CRANE LOADS All cranes will be class B, per CMAA Specification No. 70, a.
unless noted otherwise.
Page 10 Rev. 0
Design Critsria 13587-2-C01-100 b.
Crane and equipment supplier's information shall be used for ff wheel loads, equipment loads, and weights of moving parts.
Mi Construction loads shall be considered, where applicable.
- s..
c.
Impact allowance for traveling crane supports and runway horizontal forces shall be in accordance with Paragraphs 1.3.3 and 1..4 of the AISC Specification for the Design, Fabrica-tion and Erection of Structural Steel for Buildings.
8 d.
Maximum vertical deflection for crane and monorail girders shall not exceed 1/800 of the span length.
Impact shall not be considered in determining deflection.
e.
Crane lift loads need not be combined with wind loads.
f.
The weight of the unloaded crane shall be considered simultaneously with the seismic loads. The horizontal inertia forces shall be obtained by the provisions of the BOCA Basic Building Code.
6.6 ELEVATOR LOADS Impact allowance for the supports of elevators shall be 100 percent unless otherwise specified by the equipment suppliers.
6.7 DESIGN FLOOD PRESSURE For structural and buoyancy calculations, Seismic Category I structures shall be designed to withstand the effect of the probable maximum flood high water level given in Subsection 3.2.
Non-Seismic Category I structures shall be designed for the effect of the design flood high water level given in Subsection 3.2.
6.8 DESIGN WIND AND TORNADO LOADS 6.8.1 Design wind loads shall be determined in accordance with Topical Report BC-TOP-3-A and ANSI 58.1 for the design wind velocity given in Subsection 3.8.1.
6.8.2 Tornado Loads i
The design basis tornado shall conform to Regulatory Guide 1.76, l
a.
Region I, and shall have the following characteristics:
Maximum wind velocity 360 mph l
Rotational velocity 290 mph l
Maximum translational velocity 70 mph Minimum translational velocity S mph Radius of maximum rotational velocity 150 ft Pressure drop 3.0 psi Rate of pressure drop 2.0 psi /sec l
The characteristics listed above and the techniques presented
("
t (
in Topical Report BC-TOP-3-A shall be utilized to determine tornado loads.
Page 11 Rev. 0
~_
-. ~.
v Design Criteria 13587-2-C01-100 b.
The postulated tornado missiles and the criteria for their
(.
design shall be given in the specific design criteria of the facility if applicable.
6.9 SEISMIC LOADS Topical Report BC-TOP-4-A shall be the basic reference document for seismic analysis.
Horizontal and vertical seismic accelerations shall be considered to act simultaneously. The horizontal response ectra and vertical response spectra given in BC-TOP-4-A figures 2-11 and 2-15, respectively, shall be utilized by linearly scaling to the ground accelera-tion levels indicated b:. low. The following seismic loads shall be considered based on the seismic design classification of the structure:
6.9.1 Seismic Category I a.
Safe Shutdown Earthquake Loed Seismic Category I structures and components shall be designed for no loss of function when subjected to the safe shutdown earthquake (SSE).
The ground accelerations for the SSE shall be.11 g horizontal and.08 g vertical.
Damping factors shall be as listed in Topical Report BC-TOP-4-A.
b.
Operating Brsis Earthquake Load f
Seismic Category I structures and components shall also be
(
desigr.ed to remain within appropriately defined allowable stress limits when subjected to operating basis earthquake (0BE).
The ground accelerations for the OBE shall be.06 g horizontal and.04 g vertical.
Damping factors shall be as listed in Topical Report BC-TOP-4-A.
6.9.2 Non-Seismic Category I a.
Non-Seismic Category I structures shall be designed for seismic loads determined in accordance with the BOCA Basic Building Code for Seismic Zone 1, except as noted below and in Subsec-tion 7.5 of these design criteria.
b.
Non-Seismic Category I structures whose collapse or excessive deformation could result in loss of required function of adjacent scfety-related structures, equipment, or systems shall be designed in one of the following ways:
- 1) An inelastic analysis will be performed to assure that the non-Seismic Category I structure will not collapse or deform to the extent that loss of the required safety function of adjacent safety-related structures, equipment, or systems will result when subjected to the SSE.
- 2) An elastic analysis will be performed to assure that the non-Seismic Category I structure will not collapse or deform to the extent that loss of the required safety Page 12 Rev. O p.
~.
Design Criteria 13587-2-C01-100 lp function of adjacent safety-related structures, equipment,
- (;
or systems will result when subjected to the SSE. Stresses shall be limited to 0.9 of yield or 0.9 of any failure mode.
6.10 SPECIAL CONSIDERATIONS FOR TEMPORARY LOADS a.
Temporary Conditions For structures subjected to temporary loads, one-third increase in allowable stress is permitted.
Liner plates, if used as forms, either shall be designed for the lateral pressure corre-
~
sponding to the rate of concrete placement, or shall be pro-vided with a suitable bracing system as noted on the drawings.
Design restrictions on shoring removal that are different from the normal practice reenmmended by ACI codes shall be shown on the specific design drawings.
b.
Backfill Conditions Generally structures may be backfilled with structural backfill i
when concrete compressive strength reaches 60 percent of the specified compressive strength (f').
Other backfill restric-tions, if any, shall be shown on Ehe specific design drawings.
7.0 DESIGN BASES 7.1 GENERAL All steel structures shall be designed by the working stress or clastic design methods. All reinforced concrete structures shall be desig..ed using strength design concepts.
Soil bearing pressure shall be checked for the actual loads.
The following sections establish the design methods and load combina-tions for all structures based on the seismic design classification of the structure.
In addition, seismic considerations; factors of safety for overturning, sliding, and flotation; and temperature limits and reductions are presented.
7.2 FACTORS OF SAFETi FOR OVERTURNING, SLIDING, AND FLOTATION 7.2.1 Factors of Safety (or Seismic Category I Structures All Seismic Category I structures shall be checked for overturning, sliding, and flotation using the load combinations and the minimum factors of safety indicated below.
Load Combination Minimum Factor of Safety Overturning Sliding Flotation D+H+E 1.5 1.5 Page 13 Rev. 0
D0 sign Critoria 13587-2-C01-100 D+H+W 1.5 1.5
=
D+H+E' 1.1 1.1 D+H+W 1.1 1.1 t
1.1 0+F H is the lateral earth pressure and F is the resultant bouyant force due to the probable maximum flood high water level.
D, E, W, W, and E' are g
defined in Section 7.4.1 7.2.2 Factors of Safety for Non-Seismic Category I Structures Non-Seismic Category I structures shall be checked for overturning, sliding, and flotation using the load combinations and the minimum factors of safety indicated below.
Load Combination Minimum Factor of Safety Overturning Sliding Flotation 0+H+E 1.5 1.5 D+H+W 1.5
- 1. 5 i
1.1 D+F D+H+E l' 1 l'1
~
ss H is defined in the above section.
D, E, W, and E are defined for ss ran-Seismic Category I structures in Section 7.5.l F is the resultant bouyant force due to the design flood high water level.
The last load combination in the above table shall be checked for type A and type C non-Seismic Category I structures only.
For definition of the different types of non-Seismic Category I structures, see Section
- 7. 5.
- 7. 3 SEISMIC CONSIDERATIONS In the loading combinations where seismic forces are considered, the general criterion is to use dead and live loads most likely to exist during normal operation.
Based on this criterion the loads as defined in Sections 6.1 and 6.2 shall be taken into account as follows:
a.
Dead lords (D): The total dead load must be considered in seismic analysis and design.
b.
Live Loads (L):
The design live loads are based on maximum probable loads during normal operation or shutdown and mainte-nance conuitions.
The fraction of design live load which is C'
likely to occur during normal operation (occupancy loads) is relatively small. Other leads contributing to the design live load (such as laydown, maintenance, temporary crane, etc.) Page 14 Rev. 0 1
1
D: sign Criteria 13587-2-C01-100 should not be included in the loading combinations involving seismic loads.
Therefore, in seismic analysis and design only a fraction of the design live loads should be considered. The fraction of the live load to be used should be based on func-tional requirements of the particular structure, but in no case should be less than 25 percent of the. design live load.
- 7. 4 SEISMIC CATEGORY I STRUCTURES In general, all Seismic Category I concrete structures shall be designed in accordance with ACI 349. All Seismic Category I steel structures shall be designed in accordance with the AISC Specification for the Design, Fabrication and Erection of Struc'tural Steel for Buildings.
Certain modifications and supplements to suit conditions peculiar to nuclear power plants will be noted in the allowable stresses and load combinations given in the following subsections.
The design of masonry walls in Seismic Category I structures shall be in accordance with Appendix D.
When subjected to various combinations of gravity, thermal, and environ-mental loads, Seismic Category I structures shall be proportioned to maintain elastic behavior.
Elastic behavior shall be considered as limited by the yield stress of structural steel materials or the ulti-mate capacity of rt.:inforced concrete elements.
Yield stress for steel (including reinforcing steel) is the guaranteed minimum value in the C;~
appropriate ASTM specification.
Reinforcing steel stresses shall always control the design of reinforced concrete members.
The seismic analysis of Seismic Category I structures shall conform to Topical Report BC-TOP-4-A.
7.4.1 Definitions The following nomenclature and definition of terms apply to the design of Seismic Category I structures.
j a.
Normal Loads f
Normal loads are those loads encountered during normal plant i
operation and shutdown.
They include the following:
t Dead loads as defined in Section 6.1 D
=
Live loads as defined in Section 6.2 L =
Thermal effects and loads during normal T
=
operating and shutdown conditions, based on the most critical transient or steady-state condition R, = Pipe reactions during normal operating or l
shutdown conditions, based on the most critical transient or steady-state condition Page 15 Rev. O
D: sign Crittria 13587-2-C01-100 b.
Severe Environmental Loads Severe environmental loads are those loads that could infre-quently be encountered during plant life.
They include the following:
E = Loads generated by the operating basis earthquake (OBE) as defined in Section 6.9.1.b IE W = Loads generated by the design wind as defined in Section 3.8.1 Extreme Environmental Loads c.
Extreme environmental loads are those loads which are credible but highly improbable.
They include the following:
E' = Loads generated by the safe shutdown earthquake (SSE) as defined in Section 6.9.1.a
= Loads generated by the design basis tornado as specified W
in Section 6.8.2.
They include loads due to tornado wind t
pressure, tornado-created differential pressure, tornado-generated missiles, and collapse of adjacent non-Seismic Category I structure (s).
d.
Other Definitions S = For structural steel, S is the required section strength basec on the elastic design methods and the allowable stresses defined in Part 1 of the AISC Specification for the Design, Fabrication and Erection of Structural Steel for Buildings.
U = For concrete structures, U is the section strength required to resist design loads, based on the methods described in ACI 349.
Y = For structural steel, Y is the section strength required to resist design loads, based on plastic design methods described in Part 2 of AISC Specification for the Design, Fabrication and Erection of Structural Steel for Buildings.
The one-third increase in allowable stresses for concrete and steel due to seismic or wind loadings is not permitted for Seismic Category I structures.
7.4.2 Load Combinations Seismic Category I structures and components shall be designed to resist the load combinations given in the following subsections unless noted l
otherwise in the specific design criteria for the facility.
l Page 16 i
Rev. 0
Dosirs Criteria 13587-2-C01-100 7.4.2.1 Seismic Category I Concrete Structures and Components Seismic Category I concrete structures shall be designed to resist the following load combinations.
The strength design method described in ACI 349 shall be used.
a.
Load Combinations for Service Load Conditions 1.
U = 1.4 0 + 1.7 L 2.
U = 1.4 D + 1.7 L + 1.9 E 3.
U = 1.4 D + 1.7 L + 1.7 W 4.
U = 0.75 (1.4 D + 1.7 L + 1.7 T + 1.7 R )
5.
U = 0.75 (1.4 D + 1.7 L + 1.'9 E + 1.7 T + 1.7 R )
6.
U = 0.75 (1.4 0 + 1.7 L + 1.7 W + 1.7 T + 1.7 R )
The cases of L having its full value of being completely absent shall be checked for the above combinations.
The following combinations shall also be satisfied:
7.
U = 1.2 0 + 1.9 E 8.
U = 1.2 D + 1.7 W Where lateral earth and liquid pressures are present, in addition to all the above combinations where they have been included in L and D, respectively, the requirements of Section 9.2.4 and 9.2.5 of ACI 318 shall also be satisfied.
b.
Load Cembinations for Factored Load Conditions The following load combinations, which represent extreme er.vironmental conditions, shall be satisfied.
The cases of L having its full value or being completely absent shall be checked.
9.
U=D+L+T
+R
+E'
- 10. U = 0 + L + T
+R
+W g
t 7.4.2.2 Seismic Category I Steel Structures and Components Seismic Category I steel structures shall be designed to resist the following load combinations.
For all load combinations listed below, the cases of L having its full value or being completely absent shall be checked.
a.
Load Combinations for Service Load Conditions 1.
For elastic working stress design methods, the following load combinations shall be considered:
1.
S=D+L 2.
S=D+L+E 3.
S=D+L+W I
4.
1.5S=D+L+T
+R 5.
1.5 S = D + L + T
+R
+E Page 17 Rev. 0
Design Critsria 13587-2-C01-100 R, + W 6.
1.5 S = D + L + T 4 g
=
No increase in allowable stress is permitted for load combinations 1, 2, and 3.
2.
If plastic design methods are used, the following load combinations shall be considered:
1.
Y = 1.7 D + 1.7 L g
2.
Y = 1.7 D + 1.7 L + 1.7 E 3.
Y = 1.7 D + 1.7 L + 1.7 W 4.
Y = 1.3 (0 + L + T + R) 5.
Y = 1.3 (D + L + E + T g+ R )
0 6.
Y = 1.3 (D + L + W + T
>R) g b.
Load Combinations for Ft,tored Load Conditions 1.
For elastic working stress design methods, the following load combinations shall be satisfied:
+ R
+E' 7.
1.65=D+L+T 8.
1.6 S = D + L + T + R
+V g
t 2.
If plastic design methods are used, the following load combinations shall be considered:
7.
0.9Y=D+L+T + R
+E' C; :.
8.
0.9Y=D+L+TO+R
+W g
t For load combinations 7 and 8, thermal loads may be ne-glected where it can be shown that they are secondary and self-limiting in nature and where the material is ductile.
7.4.2.3 Explanation of Load Combinations Load Combinations for Service Load Conditions a.
These combinations include all loads which are expected to be applied during normal plant operation, including loads from the design wind and the OBE as well as loads from thermal effects and pipe reactions.
b.
Load Combinations for Factored Load Conditions These combinations include events and the resulting loads which are highly improbable, the safe shutdown earthquake and the design basis tornado.
7.5 NON-SEISMIC CATEGORY I STRUCTURES All non-Seismic Category I concrete structures shall be designed in accordance with ACI 318. All non-Seismic Category I steel structures shall be designed in accordance with the AISC Specification for the Page 18 Rev. 0
'E
..r-
D: sign Critoria 13587-2-C01-100 Design, Fabrication and Erection of Structural Steel for Buildings.
In
.f addition, any modifications or supplemental requirements given in the U
following subsections shall apply.
The design of masonry walls in non-Seismic Category I structures shall be in accordance with Appendix D.
Non-Seismic Category I structures are further classified as type A, B, C, or D as follows.
Type A:
Structures which are located adjacent to safety-related systems, structures, and equipment are classified as type A.
Type A structures shall be designed for' seismic loads determined in accordance with the B0CA Basic Building Code.
In addition, these structures shall be checked to assure that they will not collapse or experience excessive deformation to the extent that they will cause loss of the safety function of adjacent safety-related systems, structures, or equipment when subjected to the safe shutdown earthquake (SSE).
Type B:
Structures which are not located adjacent to safety-related systems, structures, and equipment are classified as type B.
Type B structures shall be designed for seismic loads deter-mined in accordance with the BOCA Basic Building Code only.
Type C:
Structures which house liquid and/or solid radwaste systems and are located adjacent to safety-related systems, structures, and
~
equipment are classified as type C.
Type C structures shall be designed for seismic loads due to the operating basis earth-quake (OBE).
In addition, these structures shall be checked to assure that they will not collapse or experience excessive deformation to the extent that they will cause loss of the safety function of adjacent safety-related systems, structures, or equipment when subjected to the SSE.
Type D:
Structures which house liquid and/or solid radwaste systems but are not located adjacent to safety-related systems, structures, and equipment are classified as type D.
Type D structures shall be designed for seismic loads due to the OBE.
The simplified " inelastic" analysis procedure given in Civil / Structural Design Guide C-2.33, " Simplified Inelastic Seismic Analysis of Non-Cate-gory I Structures," is an acceptable method to determine the loads due to the SSE for type A and type C structures.
Non-Seismic Category I structures located adjacent to safety-related structures shall not be designed to prevent collapse when subjected to the design basis tornado.
The safety-related structure shall instead be checked to assure that it can withstand the collapse of the adjacent non-Seismic Category I structure (s) without loss of safety-related function.
C Page 19 Rev. O
D: sign Criteria -13587-2-C01-100 7.5.1 Definitions The following nomenclature and definition of terms apply to the design of non-Seismic Category I structures.
a.
Normal Loads Normal loads are those loads encountered during normal plant operation and shutdown.
They include the following:
D = Dead loads as defined in Section 6.1 L = Live loads as defined in Section 6.2 b.
Severe Environmental Loads Severe environmental loads are those loads that could infre-quently be encountered during plant life.
They include the following:
E = Seismic loads as specified in the BOCA Basic Building Code for type A and type B structures or seismic loads due to the operating basic earthquake (08E) for type C and type D structures W = Loads generated by the design wind as defined in Section 3.8.1 C'.
s c.
Extreme Environmental Loads Extreme environmental loads are those loads which are credible but highly improbable.
They include the following:
E
= L ads generated by the safe shutdown earthquake, ss obtained using Design Guide C-2.33 Extreme environmental loads shall be considered in the design of type A and type C structures only.
d.
Other Definitions 1
S = For structural steel, S is the required section strength based on the elastic design methods and the allowable stresses defined in Part 1 of the AISC Specification for the Design, Fabrication and Erection of Structural Steel for Buildings.
U = For concrete structures, U is the section strength required, based on the methods described in ACI 318.
Y = For structural steel, Y is the section strength required, based on plastic design methods described in Part 2 of the AISC Specification.
Page 20 Rev. O
~
~~::' ~:T' :::' T;::~T :~;:~ ~ '~ ~;::~ ~~~~~: ::~~~
Design Critoria 13587-2-C01-100 7.5.2 Load Combinations
'(
Non-Seismic Category I structures and components shall be designed to resist the load combinations given in the following subsections unless noted otherwise in the specific design criteria for the facility.
7.5.2.1 Non-Seismic Category I Concrete Structures and Components Non-Seismic Category I concrete structures shall be designed to resist the following load combinations.
The strength design method described in ACI 318 shall be used.
1.
U = 1.4 D + 1.7 L
~
2.
U = 0.75 (1.4 D + 1.7 L + 1.87 E) 3.
U = 0.75 (1.4 D + 1.7 L + 1.7 W)
The cases of L having its full value or being completely absent shall be checked for the above equations and equation 6.
The following combina-tions shall also be satisfied:
4.
U = 0.9 D + 1.43 E 5.
U = 0.9 D + 1.3 W The following load combination shall be checked for type A and type C structures only:
6.
U=D+L+E ss Where lateral earth and liquid pressures are present, in addition to all the above combinations where they have been included in L and D, respec-tively, the requirements of Section 9.2.4 and 9.2.5 of ACI 318 shall also be satisfied.
7.5.2.2 Non-Seismic Category I Steel Structures and Components Non-Saismic Category I steel structures shall be designed to resist the following load combinations.
For all load combinations listed below, the cases of L having its full value or being completely absent shall be checked.
a.
For elastic working stress design methods, the following load combinations shall be considered:
1.
S=D+L 2.
1.33 S = D + L + E 3.
1.33 S = D + L + W I
The following load combination shall be checked for type A and i
type C structures only:
l 4.
- 1. 6 S = D + L + Ess j
l l
Page 21 Rev. 0 5
z:
D: sign Criteria 13587-2-C01-100 b.
If plastic design methods are used, the following load combina-tions shall be considered:
1.
Y = 1.7 (D + L) 2.
Y = 1.3 (D + L + E) 3.
Y = 1.3 (D + L + W)
The following load combination shall be checked for type A and type C structures only:
4.
0.9 Y = D + L + Ess 7.5.2.3 Explanation of Load Combinations Combinations 1 through 5 for concrete structures and 1 through 3 for steel structures are strictly in accordance with established criteria for the design of conventional structures.
These five load combinations for concrete structures are in accordance with the ACI 318, and the three combinations for steel structures are in accordance with AISC Specification.
Combination 6 for concrete structures and 4 for steel structures involve the safe shutdown earthquake and are applicable to type A and type C structures only.
These combinations include extreme environmental loads and should be checked only to assure that the structure will not collapse or deform to the extent that it will affect the integrity of adjacent
.f safety-related systems, structures, and equipment.
Consequently, only the main framing members which resist earthquake forces should be con-sidered and sized to satisfy these combinations.
In addition to the loads listed in Section 7.5.1, the effects of differ-ential settlement and temperature changes should be considered if these effects are significant.
7.5.3 Pre-engineered Metal Buildings l
Pre-engineered metal buildings may be used for structures classified as I
type B non-Seismic Category I structures only.
'l Pre-engineered metal buildings shall conform to the requirements of this section in lieu of the requirements given in the preceding sections for non-Seismic Category I structures.
i The design of pre-engineered metal buildings shall conform to the Metal Building Manufacturers Association (MBMA), " Recommended Design Practices Manual." The combinations of loads and allowable stresses to be considered l
in the design of all members of the structure shall be in accordance l
with Section 7 of the MBMA Manual.
The basic wind load shall be 20 psf applied and proportioned as horizontal and uplift forces in accordance with Section 4 of the MBMA manual.
Seismic loads determined in accordance with the BOCA Basic Building Code for Seismic Zone 1 shall be considered in the design of pre-engineered metal buildings.
Page 22 Rev. O a
D: sign Criteria 13587-2-001-100 7.6 TEMPERATURE LIMITS AND REDUCTIONS p.
7.6.1 Steel For structural steel elements, the maximum temperatures are limited to 700 F and the allowable stress values shall be reduced by 5 percent for each 100 F inciease in temperature, using 100 F as the base for the allowables.
B 7.6.2 Concrete The limitations listed below are applicable only to concrete structural components:
The following temperature limitations are for normal operation a.
or any other long-term > period.
The temperatures are not allowed to exceed 150 F, except for local areas which may be allowed s
increased temperatures not exceeding 200 F.
b.
The following temperature limitations are for accident or any other short-term period. The temperatures are not allowed to exceed 350 F for the interior surface.
However, local areas may be allowed to reach 650 F from steam and/or water jets in the event of a pipe failure.
Temperatures higher than given in items a. and b. may be allowed c.
in concrete, if test data can be provided to evaluate the
(.
corresponding reduction in strength.
Such a reduction shall be applied to the design allowable values.
Also, evidence will be provided which verifies that the increased temperatures do not cause deterioration of concrete, either with or without load.
8.0 CONSTRUCTION MATERIALS 8.1 The principal construction materials for Seismic Category I and non-Seismic Category I structures are concrete, reinforcing steel, structural steel, masonry, and metal decking, as specified herein or in the specific design criteria for the facility.
8.2 Concrete design compressive strengths shall be as follows:
l Item f[(psi) 5000 Precast concrete panels 3000 (minimum)
All other plant structures l
Lean concrete backfill and electrical 2500 l
duct encasement Compressivestrength(fj)referstocompressivestrengthat28 days.
l 8.3 Reinforcing steel shall be deformed billet steel, conforming to l (
ASTM A 615, Grade 60.
Page 23 Rev. O
D; sign Criteria 13587-2-C01-100 8.4 Welded Steel Wire Fabric shall conform to ASTM A 185 (plain wire)
-h or A 497 (deformed wire).
8.5 Structural steel shall conform to ASTM A 36, unless otherwise noted on drawings or within specifications.
8.6 Fasteners shall conform to ASTM A 307 unless high-strength bolts are specified.
High-strength bolts shall conform to ASTM A 325 or A 490.
8.7 Anchor bolts shall conform to ASTM A 36, A 307, or A 449.
8.8 Masonry for all structures shall conform to Project Architectural Specification 13587-2-A-016 and Material Requisition 13587-2-A-016/1.
8.9 Unless otherwise required by special conditions, metal decking shall be used and considered in design for forming concrete slabs.
8.10 The Civil-Structural specifications specify all the construction materials for Seismic Category I and non-Seismic Category I structures.
9.0 DESIGN CONTROL 9.1 DOCUMENT SUBMITTALS In accordance with the Division Chief Civil Engineer's design control
(;-
procedures, design documents listed in the Project Civil-Structural Design Control Check List (DCCL) shall be submitted to the Division Chief Civil Engineer for review and approval.
9.2 DESIGN
SUMMARY
A design summary shall be prepared for each major recovery structure as listed in the Project Civil-Structural DCCL.
The design summary shall be in the form of a calculation and limited to the following information:
a.
Reference to the appropriate specific design criteria for that structure b.
Methods of analysis and design c.
Summary of results, showing the margin of safety under design loads for typical sections in the building.
C Page 24 Rev. O g
- ~ -
13587-2-C01-100 C
APPENDIX A LIST OF BECHTEL THERMAL POWER ORGANIZATION'S TOPICAL REPORT 5 FOR THREE MILE ISLAND - UNIT 2 RECOVERY FACILITIE5 l
l l
1 l
l C
A-1 Rev. 0 l
13587-2-C01-100 4
C C'
TOPICAL REPORT TITLE NUMBER, REVISION, DATE
=
BC-TOP-3-A, Rev. 3, 8-74 Tornado and Extreme Wind Design Criteria for i
Nuclear Power Plants BC-TOP-4-A, Rev. 3, 11-74 Seismic Analyses of a
Structures and Equipment for Nuclear Power Plants A-2 Rev. O V
2
- = * - - +,
-e-e,,w.-,-..-my.6,opg y..
._,m
t 13587-2-C01-100
,s f
~
{-(
i<
l.
6
... s
@ i.
~_
e s
1-l}
1 APPENDIX B 8
a i
t s t F
LIST OF s
2, BECHTEL THERMAL POWER ORGANIZATION'S i
.n Jg e.
I
'l CIVIL / STRUCTURAL DESIGN-STANDARDS AND GUIDES
' -a
~s
[_
FOR s
rk i
i w
THREE MILE ISLAND - UNIT 2 i ;
.=
4 RECOVERY FACILITIES i
,-i?,
1
,i
.g :).
j.
1 c,
i%
j
[: ( '
o i;-
b r
!s j
p I
I('
- (J 1
B-1 Rev. 0 P-
...w,,,y.
e
-s--
-*~-4
13587-2-C01-100 DESIGN STANDARDS AND GUIDES REV.
DATE 0
09/74 C-2.5 Caissons C-2.14 Structural Design of Pile Foundations 0
09/74 04/75 C-2.16 Structural Welding 1
m C-2.17 Structural Design of Diaphragms 0
10/73 C-2.22 Yard Utilities 1
05/76 1
05/77 C-2.23 Earthwork C-2.25 Structural Review of Heavy-Lift Rigging 0
06/74 C-2.26 Rotating Equipment Foundations 0
10/74 0
03/74 C-2.27 Sanitary Facilities C-2.28 Design Criteria for Nuclear Power Plant 0
02/75 Category I Structures C-2.29 Beam End Connections Steel Beam to 0
04/74 Concrete 45 Kips or Less C-2.30 Waterproofing and Waterstops 1
10/75 C-2.31 Instructions for Using Computer Programs 0
10/73 C-2.32 Strength Criteria for Structural Steel 0
03/74 for Category I Structures C-2.33 Simplified Inelastic Seismic Analysis 0
06/75 of Non-Category I Structures C-2.34 Anchor Bolt 1
04/75 C-2.36 Modular Embed Systems and Insert Plates 3
04/79 i
C-2.37 Painting and Coating Exposed Surfaces 0
12/76 of Power Plants C-2.38 Thermal Effects Combined With Real Loads 0
02/77 C-2.40 Concrete Expansion Anchors 0
08/77 C-2.42 Multi-Discipline Design Guide for 0
06/78 Embedded Conduit & Piping B-2 Rev. O I
-m..
13587-2-C01-100
(~
APPENDIX C SUBSURFACE INVESTIGATION REPORT FOR THREE MILE ISLAND - UNIT 2 REC 0VERY FACILITIES (later) i i
l l
l l
l l
l
~
C-1 Rev. O m
l 13587-2-C01-100 si^
4 APPENDIX D i
Bi DESIGN REQUIREMENTS OF MASONRY STRUCTURES i
4 i
FOR THREE MILE ISLAND - UNIT 2 i
i REC 0VERY FACILITIES s
\\
4 (later)
I I
l I
L -
D-1 Rev. 0 e-
,,,.w.,_
enw+vgw w w w,#
,