ML20205S879

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Rev 0 to Civil/Structural Design Criteria Document 18691-C-001
ML20205S879
Person / Time
Site: Haddam Neck File:Connecticut Yankee Atomic Power Co icon.png
Issue date: 01/12/1987
From:
BECHTEL GROUP, INC.
To:
Shared Package
ML20205Q691 List:
References
18691-C-001, 18691-C-1, NUDOCS 8704070149
Download: ML20205S879 (25)
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18692-C-001 -

l DESIGN CRITERIA DOCUMENTS COVER SHEET FOR NORTHEAST UTILITIES SERVICE COMPANY CONNECTICUT YANKEE POWER STATION NEW SWITCHGEAR BUILDING PROJECT 18691 JOB NO:

DISCIPLINE: Cis11/Stmtural R

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REvlsl0N DESCRIPfl0N ORIGINATORSUPV. l: DATE[iPROJECT ENG. I l DAv*

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., 18691-C-001 PAGE REVISION INDEX Pare ' Revision L 0 ii 0 1, 0 2 0 3 0 4 0 5 0 6 -0 7 0 8 0 9 0 10 0 11 0 Table 7.3-1 Sheet 1 0 Sheet 2 0 Table 7.3-2 Sheet 1 0 Sheet 2 0 Appendix A A-1 0 Appendix B B-1 0 E-2 0 Appendix C C-1 0 C-2 O Appendix D D-1 0 l

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c I8691-C-001 TABLE OF Coh7Ehis Pare I.0 Ih7RODUCTION I 2.0 GOVERNING CODES, REGULATIONS, AND REFERENCE DOCUMENTS I

3.0 SITE INFORMATION 3

4.0 CIVIL WORK CRITERIA 4 5.0 DESIGN LOADS 5

6.0 CONSTRUCTION MATERIALS 7 7.0 DESIGN BASES 8

APPENDIX A - LIST OF CIVIL SPECIFICATIONS APPENDIX B - NRC REGULATORY GUIDES APPENDIX C - NURECS APPENDIX D - BRANCH TECHNICAL POSITION (BTP), IE BULLETIN, IE NOTICE, GENERIC IITTER ii Rev. O

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18691-C-001 1.0 Ih'TRODUCTION These criteria shall govern the design of the new switchgear building and related facilities for the Connecticut Yankee Nuclear Power Plant.

For certain structures, design requirements, as set forth in these criteria, are more rigorous than code requirements. In addition, the design shall be based on consideration of such factors as the environ-ment, specific site conditions, and public safety.

2.0 GOVERNING CODES, REGULATIONS. AND REFERENCE DOCUMEh*IS

  • 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 Thermal Power Organization and other reference docu- .

ments. Where conflict occurs between criteria, the more restrictive shall apply.

2.1 GOVERNING CODES, SPECIFICATIONS, AND INDUSTRY STANDARDS

a. ACI 349-85, Code Requirements for Nuclear Safety Related Concrete Structures Including Commentary ACI 349R-85, American Concrete Institute (ACI)
b. AISC Manual of Steel Construction, 8th Edition, American Institute of Steel Construction (AISC)
c. Specification for the Design, Fabrication, and Erection of Structural Steel for Buildings, effective November 1, 1978, American Institute of Steel Construction (AISC)
d. Specification for Structural Joints Using ASTM A 325 or A 490 Bolts, dated April 26, 1978, American Institute of Steel Con-struction (AISC)
e. AWS D1.1-85, Structural Welding Code, American Welding Society (AWS)
f. Specification for the Design of Light Gage Cold-Formed Steel-Structural Members,1983 Edition, American Iron and Steel Insti-tute (AISI)
g. Standard Specifications for Highway Bridges, American Associa-tion of State Highway and Transportation Officials -(AASHTO),

1983

h. Nuclear Energy Liability and Property Insurance Association -

Mutual Atomic Energy Pool (NESLPIA-MAERP), Basic Fire Protection for Nuclear Power Plants, March 1970.

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18691-C-001

- 2.2 REGULATIONS 2.2.1 United States Nuclear Regulatorv Commission (USNRC) Rerulations

a. Code of Federal Regulations (CTR), Title 10 - Atomic Energy, Part 50, " Licensing of Production and Utilization Facilities,"

(10 CFR 50), including applicable appendices A through R

b. Regulatory Guides (formerly safety guides), Division 1. Power Reactors, U.S.N.R.C. Directorate of Regulatory Standards 2.2.2 OSHA Regulations Occupational Safety and Health Administration (OSHA), Department of Labor, " Occupational Safety and Health Standards," Title 29 - Labor, Parts 15 and 19 2.3 THERMAL P0kT.R ORGANIZATION TOPICAL REPORTS
a. BC-TOP-3-A* Tornado and Extreme Wind Design Criteria for (Rev. 3) Nuclear Power Plants
b. BC-TOP-4-A* Seismic Analysis of Structures and Equipment (Rev. 3) for Nuclear Power Plants
c. BC-TOP-9-A* Design of Structures for Missile Impact (Rev. 2) 2.4 THERMAL POWER ORGANIZATION'S STANDARDS 2.4.1 Civil / Structural Standard Details 2.4.2 Civil / Structural Design Standards and Guides including Design Guide C-2.7, Seismic Category I Cable Tray and Conduit Raceway Support Systems.

2.5 PROJECT'S STANDARDS AND DOCLMENTS 2.5.1 Plant Final Design Safety Analysis (TDSA) 2.5.2 Civil-Structural Specifications listed in Appendix A l i

  • Approved by NRC 2 Rev. O j i

18691-C-001 3.0 SITE INFORMATION The following site characteristics are given in Chapter 2.0 of the IDEA:

a.

General Site Characteristics (FDSA Section 2.1)

b. Meteorology and Climatology (FDSA Section 2.2)
c. Hydrology (FDSA Section 2.3)
d. Geology (FDSA Section 2.4)
e. Seismology (FDSA Scction 2.5)

The specific information to be used in civil-structural design is given below:

3.1 WATER LEVELS Maximum level due to probable maximum hurricane (PMH), including wave runup, ft. ms1 Elevation 30.0 3.2 PRECIPITATION 3.2.1 Rainfall I

Average annual, in.

43.13 Daily maximum, in.

12.12 l Design hourly intensity (25 year storm), in. 2.3 l t

3.2.2 Snowfall Average annual, in.

50.1 Maximum in 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br />, in. 21.0 3.3 GROUNDWATER Maximum groundwater level is approximately at plant grade El., ft 21.0 3.4 FROST PENETRATION Depth below grade, average in. 20 Depth below grade, extreme in. 48 1

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18691-C-001 3.5 AIR TEMPERATURE Maximum design, F 102 Minimum design, F

-26 Average-monthly, F 50 3.6 DESIGN VIND VELOCITY The design wind velocity shall be 115 mph. The maximum tornado wind velocity is 360 mph.

3.7 SEISMOLOGY Seismie loads shall be considered in accordance with Subsection 5.6.

q 3.8 SOIL AND FOUNDATION CONDITIONS

! The soil and foundation conditions are defined in the project's Soil and Foundation Investigation Report.

4.0 CIVIL VORK CRITERIA 4.1 EARTHWORK 4.1.1 18691-C-234.

Earthwork shall be in accordance with Technical Specification , 4.1.2 In general, unless specified otherwise by the soils engineer, the following slopes and compaction shall be used:

a. Maximum Slopes for Excavation and Embankment
1) Road excavation and embankments 2:1 4
2) Flood protection embankment 3:1
3) Others 2:1
b. Compaction j

i The following values, expressed as percent of maximum dry density as determined by ASTM D 1557, shall be used:

1) For the new switchgear building, compaction shall be in accordance with Specification 18691-C-234.
2) Embankments, percent 95 i 3) Roads, percent 95
4) Others, percent 90 4

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. 18691-C-001 4.2 ROADS Grades shall be held to a maximum of 15 percent, with 6 percent pre-ferable.

4.3 STORM DRAINAGE l 4

l 4.3.1 Runoff, resulting from rainfall, shall be conveyed to drainage  !

ditches by sloping the tributary surface area. Surface slopes shall be 1.0 percent, but 0.$ percent minimum may be permitted in some instances, af approved by the Civil Group Supervisor.

4.3.2 Drhinage ditch slopes shall be 0.5 percent, but slopes as flat as 0.25 percent may be permitted in some instances, if approved by the Civil Group Supervisor.

4.3.3 Calculation of the flow shall be based on the rational method.

Roof drainage for the new building shall outlet to the nearest store drain outlet or to a storm water drywell.

4.3.4 Near the locations of major structures, storm sewers shall be used. The maximum velocity shall be 8 fps and spacing between aanholes shall not exceed 300 feet.

5.0 DESIGN LOADS 5.1 DEAD LOADS (D)

The dead loads (D) include the weight of all permanently attached equip-ment, piping, conduits, and cable trays and materials for concrete.and steel design.

5.2 LIVE LOADS (L and 1,)

5.2.1 Floor Leadc

a. Top of mat (basement floor) 150 psf (1501*
b. Second floor 100 psf (75)* l
c. Third floor (switchgear room) 150 psf (200)*

d... Storage. areas .. 300 psf (200)*

e. Roof snov load 60 psipe 5.2.2 Eeuipment Leads Where actual equipment loads are not known, a uniform dead load of 100 psf shall be applied in addition to the live load. For battery storage and transformer, the actual load will be used.
  • To be carried to columns and foundations i

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38692-C-001 5.2.3 Cable Trav and Pipe / Conduit Loads For cable tray loads, a concentrated load of 7 kips is applied at the mid span of beams in areas where cable trays are concentrated. For pipe /

conduit loads a concentrated load of 2 kips is applied at the mid span of beams in areas where pipes / conduits are concentrated. For the final design, the actual or these assumed loads for pipe / conduit / cable tray shall be used, whichever is greater.

5.2.4 Live Loads During Operations (1,)

In loading combinations, including either earthquake or tornado effects, the live loads shall be limited to the designation L which is defined as only _ that live load expected to be present when the plant is operating.

5.2.5 Embedded Unistrut Allowable Load The new switchgear building is provided with a grid of Unistrut insert members as shown on the design drawings for future supports of pipes, conduits, etc. Allowable loads for each foot of length are:

a. Vertical = 1500 lb
b. Normal to wall (pull out) = 2000 lb 5.3 EARTH PRESSURE Earth pressure shall be in accordance with the recommendations in the project's Soil and Foundation Investigation Report. ,

5.4 GROUNDVATER AND DESIGN FLOOD PRESSURE For structural and buoyancy calculations, the high groundwater shall be as specified in Subsection 3.3.

at Ilevation 30'-0". The flood elevation shall be considered 5.5 WIND LOADS Wind and tornado loading for all structures shall be in accordance with Topical Report BC-TOP-3A and ANSI A58.1.

5.6 SEISMIC LOADS To determine the seismic loads, seismic analyses will be performed for #

the operating basis earthquake (OBE) and safe shutdown earthquake (SSI).

Analyses shall be performed for two orthogonal horizontal directions (N-S l and E-W) as well as for the vertical direction for each earthquake. The -

OBE and SSE design spectra, for the horizontal and vertical directions, "

l will be defined by Regulatory Guide 1.60 using maximum ground accelera- 4 l tions of 0.093 and 0.173 , respectively. Damping values will be in i accordance with Regulatory Guide 1.61.

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18692-C-001 5.7 TORNADO WIND AND MISSILE LOAD The postulated tornado has a rotational wind velocity of 290 mph and a translational velocity of 70 mph. This tornado has a tangential velocity of 360 mph which gives a basic wind pressure of 330 psf. An external pressure drop of 3 psi shall be applied to the concrete structure.

Postulated tornado generated missiles shall be in accordance with See-tion 3.5.1.4 of the Standard Review Plan. Tornado missiles selected are identified as Spectrum II missiles with Region I velocities and are defined as follows:

Max. Horiz.

Missile Weight (Ibs) Velocity (Fps)

a. 4" x 12" wood plank 115 272
b. 6" Sch. 40 pipe 286 170
c. 1" steel rod 8.8 167
d. 13\" p utility pole 1123 .180
e. 12" Sch. 40 pipe 749 154
f. Automobile 3990 '194

, (16.4' x 6.56' x 4.26')

Vertical velocities of 70 percent of the postulated horizontal velocities except for the small missile (c above) which has the same velocity in all directions. Missiles A, B, C, and E are to be considered at all eleva-tions and missiles D and I at elevations up to 30 feet above all grade l

levels within 1/2 mile of the facility structures. A minimum of 2'-0" thick reinforced concrete will be used to prevent scabbing by the missiles.

5.8 TROLLEY HOIST LOADS Hand trolleys are designed for a 10 percent impact while motor-operated I

trolleys are designed for a 25 percent impact.

'5.9 CONSTRUCTION LOADS .

5.9.1 Metal Decking for Concrete Slab Weight of the concrete plus 50 psf without allowable stress increase or weight of the concrete plus 100 psf with one-third stress increase, whichever governs.

5.9.2 Steel Beams Supportinr concrete T1oor Weight of concrete plus 100 psf uniform load and 5 kips concentrated load i located at points which produce maximum shear and moment. One-third stress increase is permitted.

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18691-C-001 6.0 CONSTRUCTION MATERIALS 6.1 Concrete design compressive strength (f') shall be 4000 psi at 28 days.

'6.2 Reinforcing steel shall conform to ASTM A 615, Grade 60.

6.3 Structural steel shall conform to ASTM A 36, A 588, or other ASTM i

designations listed in Section 1.4.1.1 of AISC Specification.

6.4 Anchor bolts shall conform to ASTM A 307; A 36; A 193, Gr. B7;

, A 354, Gr. BC; A 540, Gr. B23, Class 4; or A 449.

6.5 Tasteners shall conform to ASTM A 307. High-strength bolts shall conform to ASTM A 325 or A 490.

6.6 Welded steel Wire fabric shall conform to ASTM A 185 (plain wire) or l

A 497 (deformed wire).

6.7 Embedded plates shall conform to ASTM A 516, Grade 70.

6.8 Material selection shall additionally confone to the limitations included in the appropriate technical specificatios. Specialty items such as water stops, concrete expansion anchors, pipe sleeves, etc., are included in the appropriate technical specification or as noted on the design drawings.

l l 7.0 DESIGN BASES 7.1 GENERAL 4

All structural steel shall be designed by the working stress method. All reinforced concrete shall be designed using ultimate-strength concepts.

j Exceptions shall be missile barriers; these shall be designed using the limit design and elasto plastic behavior described in BC-TOP-9-A.

A minimum factor of safety shall be provided as shown below:

. Overturning 1.50 ~

Sliding 1.10 Buoyancy 1.25 i

For loads encountered during normal plant operation, structures, in i general, shall be designed in accordance with referenced codes and i

standards. Certain modifications and supplements to suit conditions peculiar to nuclear power plants will be noted in the allowable stresses and load combinations.

When subjected to various combinations of gravity, thermal, seismic, and accident loads, structures shall be generally proportioned to maintain elastic behavior. Elastic behavior shall be considered as limited by the yield stress of the effective load-carrying structural materials or 8 Rev. 0

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.. 18691-C-001 ultimate capacity of an element.

Yield stress for steel (including reinforcing priate steel) is the ASTM specification. guaranteed minimum value given in the appro-t \

Reinforcing concrete members. steel stresses shall always control the design of reinforced 7.2 DEFINITIONS 1

! The all following nomenclature and definition of terms apply to the design structures.

4 postulated are listed.All the major loads to'be encountered and/or to be

7.2.1 Normal Loads Normal operation loads are those loads to be encountered during normal plant and shutdown.

They include the following:

i D

= Dead loads as defined in Section 5.1 1

L

= Live loads as defined in Section 5.2 i

1, = Live loads as defined in Section 5.2.4

F

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= moments Lateral and vertical pressure of liquids or related internal and forces H

= Lateral earth pressure or related internal moments and forces

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T, = Thermal effects and loads during normal operating and shutdown conditions, state based on the most critical transient of steady-condition

, R, = Pipe reactions during normal operating or shutdown conditions I based on the most critical transient or steady-state condition ,

i 7.2.2 Severe Invironmental Ioads Severe environmental encountered during plant life. loads are those loads that could infrequently be 1 -

They include the following:

E, = Loads generated by the operating basis earthquake (OBI)

W

= Loads generated by the design wind as defined in Section 5.5 7.2.3 Extreme Invironmental Loads Extreme improbable. environmental loads are those loads which are credible but hig They include the following: ,

E, = Loads generated by the safe shutdown earthquake (SSI)

V g

= Loads Sectiongenerated 5.7. by the design basis tornado as specified in They include loads due to tornado wind pressure,

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18691-C-001 to tornado-created differential pressures, and tornado generated missiles N = Probable maximum winter precipitation- (PMWP) in the form of snow applied to roofs of safety-related structures as specified in Section 5.2 7.2.4 Abnormal Loads 4

4 Abnormal loads are those loads generated by a postulated high-energy pipe-break accident within a building and/or compartment thereof.

i Included in this category are the following:

P* = Pressure equivalent static load within or across a compartment and/or building generated by the postulated break and including an appropriate dynamic load factor to account for the dynamic i

nature of the load T, = Thermal loads under thermal conditions generated by the postu-pg lated break and including 7, gsd R, = Pipe reactions under thermal conditions generated by the postu-lated break and including R, Y

  1. = Equivalent static load on the structure generated by the i

reaction on the broken high-energy pipe during the postulated break and including an appropriate dynamic load factor to account for the dynamic nature of the load

' Y) = Jet impingement equivalent static load on a structure generated by the postulated break and including an appropriate dynamic load factor to account for the dynamic nature of the load Y, = Missile impact equivalent static load on a structure generated i

by or during the postulated break, such as pipe whipping, and including an appropriate dynamic load factor to account for the

dynamic nature of the load i

In determining an appropriate equivalent static load for Y , Y , and Y ,

elastoplasticbehaviormaybeassumedwithappropriatedultildtyrati,os and as long as excessive deflections will not result in loss of function of any safety-related system.  ;

7.2.5 other Definitions 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, Tabrication and Erection of Structural Steel for Buildings.

I The 33 percent increase in allowable stresses for concrete and steel due to seismic or wind loadings is not permitted. ,/

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18691-C-001 U = For concrete structures, U is the section strength required to resist design loads, based on methods described in ACI 349-85.

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.

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7.3 I.0AD C0ffBINATIONS '

Structures and components shall be designed to resist the load combina-tions given in the following subsections.

7.3.1 Concrete Structures and Components The load combinations and factors for each individual load are given in Table 7.3-1.

7.3.2 Steel Structures and Components The load combinations are given in Table 7.3-2.

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! 7.4 DESIGN ALLOWABI.ES 7.4.1 General '

The design allowables given in the following section or referenced in the applicable codes shall be used to evaluate the capacity of the section under consideration.

7.4.2 Concrete Structures and Components Section strengths are determined in accordance with ACI 349-85.

When the effects of tornado missile impact or pipe rupture impulsive or impactive loading are combined in the loading cases of Table 7.3-1, yield strain and displacement may be exceeded to the limits given in Section i

4.3 of BC-TOP-9-A. ,

1 Yielding of reinforcement is permitted in the loading cases of Table 3

7.3-1 is when 7 is combined with the other loadings, provided the following satisfied,:

a. The effects of T, are self-relieving.
b. The ability of the structure to resist the other loadings is not jeopardized. The stress in concrete in compression is

{ restricted to 0.85 f'.

l 7.4.3 Steel Structures and components l l

j Section strengths are determined in accordance with AISC Specification, f

Part I. The symbol S is defined as the AISC allowable stress. The 11 Rev. 0 l

18691-C-001 permissible stress to be used for each loading case is given in Table 7.3-2.

Vben the effects of tornado missile impact or pipe rupture impulsive or impactive loading are combined in the loading cases of Table 7.3-2, yield strain and displacement may be exceeded to the limits given in Section 4.3 of BC-TO,P-9-A.

Yielding is permitted in the loading cases of Table 7.3-2 when T is combined with the other loadings provided the following is satisfied:

a. The effects of T, are self-relieving. ,
b. The ability of the structure to resist the other loadings is not jeopardized.

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. 18691-C-001 TABLE 7.3-1 LOAD CO*fBINATIONS AND LOAD FACTORS CONCRETE

1. U ='1.4D + 1.4F + 1.7L + 1.7H + 1.7R,
2. U = 1.4D + 1.4F + 1.7L + 1.7H + 1.9E, + 1.7R,
3. U = 1.4D + 1.4F + 1.7L + 1.7H + 1.7W + 1.7R,
4. U = D + F + L + H + T, + R, + E,

] 5. U = D + F + L + H + T, + R, + Vt 1

6. U = D + F + L + H + T, + R, + 1.5 P,
7. U = D + F + L + H + T, + R, + 1.25 P, + 1.0(Y,+ Y) + Y,) + 1.25E,
8. U = D + F + L + H + T, + R, + 1.0 P, + 1.0(Yr *T j
  • Y m) + 1.0E,
9. U = 1.05D + 1.05F + 1.3L + 1.3H + 1.057, + 1.3R,
10. U = 1.05D + 1.05F + 1.3L + 1.3H + 1.43E, + 1.05T, + 1.3R,
11. U = 1.05D + 1.05F + 1.3L + 1.3H + 1.3W + 1.05T, + 1.3R, Where the structural effects of differential settlement, creep, or shrinkage may be significant, they shall be included with the dead load D i in load combinations 4 through 11. Estimation of these effects shall be i based on a realistic assessment of such effects occurring in service.

1 Where any load reduces the effects of other loads, the corresponding

) coefficient for that load shall be taken as 0.9 if it can be demonstrated that the load is always present or occurs simultaneously with the other j loads. Otherwise, the coefficient for that load shall be taken as zero.

l Where applicable, impact effects of moving loads shall be included with l the live load L.

t l In load combinations 6, 7, and 8, the maximum values,of P , T , R Y, 4

- Y , and Y,, including an appropriate dynamic load factor,,shall b,,used e

ulless an appropriate time-history analysis is performed to justify

) otherwise.

J j Load combinations 5, 7, and 8 shall be satisfied first without the i tornado missile load in 5 and without Y , Y , and Y in 7 and 8. When considering these concentrated loads, 15 cald sectionf strengths and i stresses may be exceeded provided there will be no loss of intended function of any safety-related systes.

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18691-C-001 If resistance to other extreme environmental loads such as extreme floods is specified for the plant, then an additional load combination shall be included with the additional extreme environmental load substituted for Wg in Load Combination 5.

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18691-C-001 TABLE 7.3-2 LOAD COMBINATIONS AND LOAD FACTORS J

STEEL STRUCTURES I. LOAD COMBINATIONS FOR SERVICE LOAD CONDITIONS

a. Working Stress Design Method
1. S-D+L l 2. S=D+L+E,
3. S=D+L+W 1a. 1.5 S = D + L + T, + R, 2a. 1.5 S = D + L + T, + R, + E,
3a. .1.5 S = D + L + T, + R, + W .

Both cases of L having its full value of being completely absent should

be checked for.
b. Plastic Design Method
1. Y = 1.7 D + 1.7 L
2. Y = 1.7 D + 1.7 L + 1.7 E,
3. Y = 1.7 D + 1.7 L + 1.7 W Ib. Y = 1.3 (D + L + T, + R,)

2b. Y = 1.3 (D + 1 + E, + T, + R,)

. 3b. Y = 1.3 (D + L + W + T, + R,)

  • Both cases of L having its full value or being completely absent should be checked for.
II. LOAD COMBINATIONS FOR FACTORED LOAD CONDITIONS
a. Working Stress Design Method 1

! 4. 1.6 S = D + L + T, + R, + I,

5. 1.6 S = D + 1 + T, + R, + Wg
6. 1.6 S = D + L + T, + R, + P, 7.

1.6S* = D + L + T, + R, + P, + 1.0 (Y) + Y,+ Y,) + E, I Rev. 0

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18691-C-001

8. 1.7S* = D + L + Ta +R +P I

a a + 1.0 (Yj+Y r +Y)+E a a

9. 1.6S=D+1+T o +R o +N
  • For combinations 7 and 8, in computing the required section strength, S, the plastic section modulus of steel shapes may be used.
b. Plas' tic Design Method 4

0.90 Y = D + L + T, + R, + E,

5. 0.90 Y = D + L + T, + R, + Vt 6.

0.90 Y = D + 1 + T, + R, + 1.5 P, 7.

i 0.90 Y = D + L + T, + R, + 1.25 P, + 1.0(Yy+Y r # Y m )'

+ 1.25 E,

8. '

0.90 Y =+ D 1.0+E1 + T, + R, + 1.0 a P + 1.0(Yj+Y r +y) a s

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9. 0.90 Y = D + L + 7 o +R a +N i In combinations II a and b thermal loads can be neglected where it can be shown that they are secondary and self-limiting in nature and where the material is ductile.

In combinations 6, 7, and 8, the maximum values of P , T , R and Y , including an appropriate dynamic load factor,, sh!11 8e,used Y4 , Y# ,

unles,s a time-history analysis is performed tc justify otherwise.

Combinations 5, 7, and 8 shall be first satisfied without the tornado

' missile load in 5 and without Y , Y , and Y in 7 and 8. When con-sideringtheseloads,however,locadsectiotstrengthsmaybeexceeded

' under the effect of these concentrated loads provided there will be no loss of function of any safety-related system.

For load cases, including either earthquake or tornado loads, the live load (L) shall be replaced with (L,) in accordance with Section 5.2.4.

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  • 18691-C-001 APPENDIX A LIST OF CIVIL SPECIFICATIONS 18691-C-234 Earthwork Construction 18691-C-337 Purchase of Ready-Mixed Concrete 18691-C-339
  • Forming, Placing, Finishing, and Curing of Concrete 18691-C-351 Purchase of Reinforcing Steel 18691-C-352 Placing Reinforcing Steel 18691-C-357 Installation of Expansion Anchors 18691-C-361 Purchase of Structural and Miscellaneous Steel 18691-C-362 Erection of Structural and Miscellaneous Steel 18691-C-441 Material Testing Services i

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APPENDIX B l l

NRC REGUI.ATORY GUIDES Guide No. 1.26 Quality Group Classifications and Standards for Water, Steams, and Radio-Active-Waste-Containing

. Components of Nuclear Power Plants Guide No. 1.28 Quality Assurance Program Requirements (Design and

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Construction)

Guide No. 1.29 Seismic Design Classification Guide No. 1.59 Design Basis Floods for Nuclear Power Plants Guide No. 1.60 Design Response Spectra for Seismic Design of Nuclear Power Plants Guide No. 1.61 Damping Values for Seismic Design of Nuclear Power Plants Guide No. 1.64 Quality Assurance Requirements for the Design of Nuclear Power Plants Guide No. 1.70 Standard Format and Content of Safety Analysis Reports for Nuclear Power Plants

! Guide No. 1.76 Design Basis Tornado for Nuclear Power Plants Guide No. 1.88 Collection, Storage, and Maintenance of Nuclear Power Plants Quality Assurance Records Guide No. 1.89 Qualification of Class II Equipment for Nuclear Power Plants Guide No. 1.92 Combining Nodal Responses and Spatial Components in Seismic Response Analysis Guide No. 1.94 Quality Assurance Requirements for Installation, Inspection, and Testing of Structural Concrete and Structural Steel During the construction Phase of Nuclear Power Plants 1

Guide No. 1.100 Seismic Qualifications of Electric Equipment For j Nuclear Power Plants Guide No. 1.117 Tornado Design Classification ,

Guide No. 1.120 Fire Protection Guidelines for Nuclear Power Plants i Guide No. 1.122 Development of Floor Design Response Spectra for Seismic Design for Floor-Supported Equipment or l Components l

l l B-1 Rev. 0

. u.- ,,

18691-C-001 Guide No. 1.128 Installation Design and Installation of Large Lead Storage Batteries for Nuclear Power Plants Guide No. I'.129 Maintenance, Testing, and Replacement of Large Lead Storage Batteries for Nuclear Power Plants Guide No. 1.130 Service Limits and Loading Combinations for Class I

. Plate-and-Shell-Type Component Supports Guide No. 1.142 Safety-Related Concrete Structures for Nuclear Power Plants (Other than Reactor Vessels and Containments)

B-2 Rev. 0

18691-C-001 APPENDIX C NUREGS l

NUREG-0800 Standard Review Plan The building shall be in compliance with NUREG-0800, with the following '

sections adhered to:

Chapter 3: Design of Structures, Components, Equipment, and. Systems APPLIC. ISSUED SRP NO. REV. YEAR / MONTH 3.2.1 Seismic Classification -

75/11 1 81/7 3.2.2 System Quality Group Classification -

75/11 1 81/7 i

Appendix A (formerly BTP RSB 3-1) -

75/11 1 81/7 Appendix B (formerly BTP RSB 3-2) -

75/11 i

1 81/7 i

Appendix C 0 81/7 Appendix D 0 81/7 3.3.1 Wind Loadings -

75/11 1 78/8 2 81/7 3.3.2 Tornado Loadings -

75/11 1 78/8 2 81/7 3.4.1 Flood Protection -

75/11 1 78/3 2 81/7 i

3.4.2 Analysis Procedures -

75/11 1 81/7 3.5.1.1 Internally Generated -

75/11 Missiles (Outside Containment) 1 78/4

, 2 81/7 3.5.1.4 Missiles Generated by Natural -

75/11 Phenomena 1 78/7 2 81/7 C-1 Rev. 0

_ _ _ _ _ , . _._ .__..___.-_.__.._m. - . . _ _ - - . _ _ _ . - - _ _ . . . _ - _ _ _ _ _ _ _ . . . . _ _ _ . _ , _ _ _ _ _ _ . _ _ __ _ . _ - , _ . , , . _ _ _ _ _ _ _ _ . . , _ _ _ - .-__.__,.,-_..__._,_y _. _

_. .. ~. .

18691-C-001 APPEIC. ISSUED SRP NO. REV. YEAR / MONTH BTP AAB 3-2 -

75/11 1 78/7 BTP ASB 3-2 2 81/7 3.5.1.5' Site Proximity Missiles -

75/11 (Except Aircraft) 1 81/7 3.5.2 Structures, Systems, and -

75/11 Components to be Protected 1 78/3 from Externally Generated Missiles 2 81/7 3.6.1 Plant Design for Protection -

75/11 l

Against Postulated Piping

  • 1 81/7 Tailures in Fluid Systems Outside Containment 3.7.1 Seismic Design Parameters -

75/11 1 81/7 3.7.2 Seismic System Analysis -

75/12 1 81/7 3.7.3 Seismic Subsystem Analysis -

75/12 1 81/7 3.8.5 Toundations -

75/11 1 81/7 1

4 1

j

. C-2 Rev. O

f.

18691-C-001 APPENDIX D BRANCH TECHNICAL POSITION (BTP).

IE BULLETIN, IE NOTICE, GENERIC LETTER Branch Technical SRP' Position (BTP) # Title of BTP Location ASB 3-2 " Tornado Design 3.5.1.4 (Formerly AAB 3-2) Classification" CMEB 9.5-1 " Guidelines for Fire 9.5.1 (Tornerly ASB 9.5-1) Protection for Nuclear Power Plants" I.E. Bulletin

~

79-02 Pipe Support Baseplate Designs Using Concrete Expansion Anchor Bolts I.E. Notice 85-09 Isolation Transfer Switches and Post-Tire I Shutdown Capability Generie Letter 86-10 Implementation of Fire Protection Requirements D-1 Rev. 0

.

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