ML20107E999
| ML20107E999 | |
| Person / Time | |
|---|---|
| Site: | Vogtle  |
| Issue date: | 10/31/1984 |
| From: | BECHTEL GROUP, INC. |
| To: | |
| Shared Package | |
| ML20107E986 | List: |
| References | |
| NUDOCS 8411050168 | |
| Download: ML20107E999 (88) | |
Text
{{#Wiki_filter:- - . . . . . f .. [ i VOGTLE ELECTRIC GENERATING PLANT GEORGIA POWER COMPANY t i t-L [ AUXILIARY BUILDING DESIGN REPORT [: i l' l' - Prepared i by Bechtel Power Corporation, Los Angeles, California i October 1984 i
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L;- r VEGP-AUXILIARY BUILDING DESIGN REPORT (. [ TABLE OF CONTENTS Section' Page
1.0 INTRODUCTION
1 h DESCRIPTION OF STRUCTURE 2 { 2.0: 2.1 General Description 2 ! 2.2 L'ocation and Foundation Support 2 f.
- 2.3 Geometry and Dimensions 3 2.4 Key Structural Elements 3 2.5 Major Equipment 5 2.6 Special Features 5 3.0 DESIGN BASES 6 3.1 Criteria 6 3.2 Loads 7 f 3.3 Load Combinations and Stress / Strength Limits 13 3.4 Materials 13-4.0- STRUCTURAL ANALYSIS AND DESIGN 16 4.1 Selection of Governing Load Combination 17 4.2 Vertical Load Analysis 17 4.3 Lateral Load Analysis 18 4.4 Combined Effects of Three Component Earthquake Loads 19 4.5 Roof and Floor Slabs 19 4.6 Shear Walls 21 4.7 Basemat 22 5.0 MISCELLANEOUS ANALYSIS AND DESIGN 25 5.1 ' Stability Analysis 25 5.2 Tornado Load Effects 26 i
VEGP-AUXILIARY BUILDING DESIGN REPORT TABLE OF CONTENTS (cont) Section Page 5.3 Abnormal Loads Effects 27 5.4 Walls and Corbel Supporting the Cask Handling Crane 28 5.5 Foundation Bearing Pressure 29/30
6.0 CONCLUSION
29/30
7.0 REFERENCES
29/30 i TABLE FIGURES 6 APPENDICES A Definition of Loads B Load Combinations C Design of Structures for Tornado Missile Impact 1 ii i
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, VEGP-AUXILIARY BUILDING DESIGN REPORT
[. O LIST OF. TABLES 1 Table Page (c
-: 1 Auxiliary Building Seismic Acceleration a Values 31 2; -Tornado Missile Data 32
(- 3 ' Design Results of Floor Slabs 33 4 Design Results.of Shear Walls 35 5 Design Results of Basemat Elenients 38 ( 6 Factors of Safety for Structural Stability 39 7 Tornado Missile Analysis Results 40 8 Design Results;of Corbels Supporting the Cask Handling Crane 41 k: :9- Maximum' Foundation-Bearing Pressures 42 [: p iii I.
l VEGP-AUXILIARY BUILDING DESIGN REPORT LIST OF FIGURES Figure 1 Location of Auxiliary Building 2 Auxiliary Building Floor Plan El. 119'-3", Level D 3 Auxiliary Building Section Looking North 4 Auxiliary Building Sections Looking East and West 5 Auxiliary Building Floor Plan El. 195'-0", Level A 6 Auxiliary Building Floor Plan El. 220'-0", Level 1 7 Pictorial Representation of Lateral Earth Pressures and Structural Surcharges 8 Wind and Tornado Effective Velocity Pressure Profiles 9 Representative Slab Details 10 Representative Shear Wall Details 11 Basemat Computer Model 12 Representative Basemat Analysis Results 13 Representative Basemat Details 14 Corbel Reinforcing iv
VEGP-AUXILIARY BUILDING DESIGN REPORT
1.0 INTRODUCTION
( The Nuclear Regulatory Commission Standard Review Plan,
-NUREG-0800, requires the preparation of design reports for Category 1 structures.
( This design report represents one of a series of 11 design reports and one seismic analysis report prepared for the Vogtle ( Electric Generating Plant (VEGP). These reports are listed below: (
- Containment Building Design Report
- Containment Internal Structure Design Report
- Auxiliary Building Design Report
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- Control Building Design Report
- Fuel Handling Building Design Report
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- NSCW Tower and Valve House Design Report
- Diesel Generator Building Design Report
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- Auxiliary Feedwater Pumphouse Design R0 port
- Category 1 Tanks Design Report
- Diesel Fuel Oil Storage Tank Pumphouse Design Report
[
- Category 1 Tunnels Design Report
- Seismic Analysis Report
{ The Seismic Analysis Report describes the seismic analysis methodology used to obtain the acceleration responses of ( Category 1 structures and forms the basis of the seismic loads in all 11 design reports. The purpose of this design report is to provide the Nuclear Regulatory Commission (URC) with specific design and construction information for the auxiliary building, in order to assist in plan-ning, and conducting a structural audit. Quantitative information is provided regarding the scope of the actual design computations and the final design results. The report includes a description of the structure and its function, design criteria, loads, materials, analysis and design methodology, and a design summary of representative key struc-tural elements incl"iing the governing design forces. 1
VEGP-AUXILIARY BUILDING DESIGN REPORT i w,
2.0 DESCRIPTION
OF STRUCTURE
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2.1 GENERAL DESCRIPTION __
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The auxiliary building is a seven-story, reinforced concrete, building common to the two-unit plant which houses the radio- h__ - active waste treatment facilities, heat exchangers, pumps, hot I machine shop, cask handling crane, and heating, ventilating, and p air-conditioning facilities, and other associated equipment. The ( building is a shear wall box type structure with floor and roof ] slabs acting as rigid diaphragms spanning between the walls. I There are three stories above grade designated as levels 2 and 3 I with level 1 being the grade level, and four subterranean stories designated as levels A, B, and C, with level D being the basemat level. The interior walls contain openings for doorways, piping, f* electrical cable trays, and heating, ventilating, and air condi-tioning (HVAC) duct systems. The exterior walls are solid except 6 for openings at grade level for the railroad door, cask handling crane access to the fuel handling building, heat exchanger doors - and openings at levels 1 and 2, and other small openings. There
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are openings in the roof slab at elevation 260'-0" for the HVAC air intake. 2.2 LOCATION AND FOUNDATION SUPPORT f All Category 1 structures are founded within the area of the power block excavation. The excavation removed in-situ soils [ to elevation 130i where the marl bearing stratum was encountered. All Category 1 stru'ctures are located either directly on the - marl bearing stratum or on Category'1 backfill placed above the marl bearing stratum. The backfill consists of densely compacted _ select sand and silty sand. The nominal finished grade elevation is 220'-0". The high groundwater table is at elevation 165'-0". The auxiliary building is located south of the fuel handling and containment buildings and north of the radwaste transfer building - (see figure 1). A 5 -inch seismic gap is provided to separate 2
u VEGP-AUXILIARY' BUILDING-DESIGN REPORT p k the auxiliary building from these adjacent structures. The basemat is founded and placed directly_on'the marl. bearing stratum'at elevation 109'-3". The top of marl elevation is 1130'-0" 2and level D is keyed 20'-9" down into the marl. Category 1
' backfill is placed against the south, east, and west walls of the-building from.the top of the marl up to the finished grade elevation. In addition, this Category 1 backfill is placed againstithe north wall from the top of the marl up to the bottom
{ of theLadjacent fuel handling and containment buildings basemats at elevations 154'-0" and 158'-6" respectively. 2.3 GEOMETRY AND DIMENSIONS The auxiliary building plan dimensions are approximately 129 feet wide by 440. feet;long. The level 4 roof slab in the center
'section of the building is at elevation 288'-2" and the level 3 roof slabs in- the east and west wings of the building are -at
( elevation 260'-0".. Building plan and section drawings are shown L lin figures 2 through 6. { 2.4' KEY.-STRUCTURAL ELEMENTS 1The key structural elements in the' auxiliary building include the h roof-and floor slabs, shear walls, and basemat. h _The following is a brief description of the function and design considerations.for these elements. z2.4.1 Roof and Floor Slabs The auxiliary building has three main roof slabs, level 4 eleva- { tion 288'-2" at the center section cask handling crane bay, and level 3 elevation 260'-0"'at the two wings. The roof
' slabs are 2 feet thick and the roof is flat. The slabs are
' structurally supported by walls and concrete beams. Part of V the auxiliary building roof slab is used to form a portion of L _theTcontainment access shafts. Several missile barriers are 3
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- provided on theJroof'to protect. openings-provided for main steam
, ~ and feedwater accident exhaust' venting, HVAC air intake, and
_ Category.1 piping.- ) The main floor slabs are at the following elevations;' level C - t
- 143 '-6", l level B - 170 '-6", level A 195 '-0", level:1 - 220'-0",
Land level 2 -;240'~0".- - They vary from 2' feet to 3 feet'8 inches
. thick.. The floor slabs =are structurally supported by' walls, concrete beams, andccolumns.
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The level 1 floor slab of the center section cask handling crane ]
-bay has a railEoad access for shipping and receiving new-and
- spent fuel casks.
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2;4.2 Shear Walls
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All-~ walls in the auxiliary building are designed as shear walls contributing to:the lateral load carrying capacity of the
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fstructure, unless the' contribution of a given wall to story
-rigidity is:small.
The ? interior shear walls vary from 2 feet to 4 -feet- thick, with
'the thicker walls located on the subterranean levels.
The ext'erior: shear walls are'6 feet thick at level D,.5 feet at C,14 ' feet at levels B and ' A, 3 ' feet. at levels 1 and 2, and-2 feet minimum at level 3.
'.2.4.3 Basemat The auxiliary. building basemat is approximately 129 - feet wide by 440 feet long, and has a uniform thickness of 10 feet. Top of the basemat is ~ elevation 119'-3" .- The basemat contains several~ sumps
-that!'are lined-with 1/4-inch-thick stainless steel plate and ~J.
unlined concrete pits. Top of the sumps and pits are of various
- elevations approximately 5 feet lower than the top of basemat.
The basemat.is stiffened-by the level D shear walls that divide l 4
e . VEGP-AUXILIARY BUILDING DESIGN REPORT h, 4this~. level into.many room compartments. These rooms house systems composed of mechanical.and electrical equipment that include { < tanks, pumps, and electrical-switchgear.
, '2.5- . MAJOR' EQUIPMENT ,
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cMajor systems with equipment housed in the auxiliary building
-include the chemical and volume control system (CVCS), emergency core cooling. system (ECCS)', residual heat relaoval (RHR) system,-
heating,' HVAC-systems, and other' associated equipment. Much of ff 1the equipment associated with these systems is serviced by an
. overhead monorailfsystem. Structural steel platforms are provided h to access valves in the associated piping systems.
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Electrical cable tray, HVAC duct, and piping systems are supported from structural steel; platforms, or structural steel used to support metaltdecking for shoring purposes during construction, or have an independent structural steel support from embeded plates on
. walls and' slabs.
h 2.6 SPECIAL FEATURES'
!2.6.1 Tornado Missile Barriers
{. zReinforch d1 concrete barriers are provided, where necessary, for itornado missile protection for thel openings in-the exterior walls [f i -or: roofs.
'2.'6.2 Walls and Corbels Supporting the Cask Handling Crane New.~and spent ~ fuel. casks are transported to and from the fuel-handling building by the ccsk handling crane. The cask handling crane bay is-located at the centerline of the auxiliary building.
For wall and slab layout in this area refer to figure 6. {f The'. cask handling crane is supported at elevation 264'-7" by a continuous concrete' corbel and beam 5 feet wide by 6 feet 7 inches deep-that is monolithic with the 2-feet-thick crane
- supporting concrete walls. The supporting walls are laterally stiffened by floor and roof slabs at levels 1, 2, and 3.
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VEGP-AUXILIARY BUILDING DESIGN REPORT Additionally the walls are buttressed with 4-foot-square concrete pilasters that are located approximately 20 feet on center. The pilasters are monolithic with the crane supporting walls and extend from the level 1 floor slab up to the corbel and beam to provide column-like support. 2.6.3 Main Steam Isolation Valve (MSIV) Room Walls and Slabs The MSIV> room is located south of each containment building at level 1. The main steam pipe lines enter the auxiliary building from the tunnels at the east and west sides of the building for units 1 and 2 respectively, and they exit the building at the north exterior wall. The main steam lines are routed through and restrained by the 4 foot and 2 foot-thick five-way restraint walls. Several pipe whip restraints are provided to prevent the pipes from whipping against the walls and slabs during a pos-tulated pipe break accident. Walls and slabs in this area vary
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from 2 feet to 3 feet thick. Structural steel platforms and monorails are provided to service the main steam isolation valvec'. Refer to figure 6. 3.0 DESIGN BASES 3.1 CRITERIA The following documents are applicable to the design of the auxiliary building. 3.1.1 Codes and S'andards t A. American Concrete Institute (ACI), Building Code Requirements for Reinforced Concrete, ACI 318-71, including 1974 Supplement. B. American. Institute of Steel Construction (AISC), Specification for the Design, Fabrication, and Erecti7n of Structural Steel for Buildings, adopted February 12, 1969, and Supplements No. 1, 2, and 3. 6
_ _s__ _ _ __ ___ m . _mm- -- - VEGP-AUXILIARY BUILDING DESIGN REPORT I 3.1.2 Regulations
- 10 CFR 50, Domestic Licensing of Production and Utiliza-tion Facilities.
3.1.3 General Design Criteria (GDC)
- GDC 1, 2, 4, and 5 of Appendix A, 10 CFR 50 3.1.4 Industry Standards Nationally recognized industry standards, such as American Society for Testing and Materials (ASTM), American Concrete Institute, and American Iron and Steel Institute (AISI), are used to specify material properties, testing procedures, fabrication, and construction methods.
3.2 LOADS The auxiliary building is designed for all credible loading conditions. The loads are listed and defined in Appendix A. l 3.2.1 Normal Loads 3.2.1.1 Dead Loads (D) i These loads include the weight of concrete walls, roof and floor slabs, structural steel platforms, beams and columns, piping, conduits, cable tray, HVAC' ducts, supports, mechanical and electrical equipment. The dead loads used to account for equip-ment, mechanical, electrical, and piping loads are listed below L by level: Level Load (psf) 3 100 2 300 1 300 7
VEGP-AUXILIARY BUILDINGtDESIGN REPORT Level Load (psf) 1 Actual cask carrier loading at the railroad-entrance i 1 Drum storage area-1000
'A 300
'B 300
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C 300 D 200 3 .' 2 .1 ~. 2 - Live Loads (L) These loads include occupancy loads, soil pressures, hydrostatic pressures due to groundwater, movable equipment loads, and' pre-cipitation loads. The live loads used for design are listed below. Live loads due to' soil pressure distribut.on acting on
-the exterior. walls are shown pictorially in figure 7.
The minimum roof;1ive load of.30 psf envelops the effects of occupancy, snow, and 100-year rainwater ponding loads.
- Roof live load 30 psf l* Floor live load in~ areas not occupied by equipment 100 psf e
- Level 1 railroad entrance (cask, skid and rail car) 256 kips total
- Monorails Lift capacity of the hoist plus impact
-3.2.1.3 Operating Thermal Loads (T g)
-The operating temperature inside the' auxiliary building ranges t
- from 40*F to 100*F.
8 _ ___u-------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - "
L VEGP-AUXILIARY BUILDING DESIGN REPORT 3.2.1.4 Operating Pipe and Equipment Loads (Rg ) The pipe and equipment reactions during normal or shutdown { condition are included in the 100 psf to 300 psf of the design dead loads (D). 3.2.2 Severe Environmental Loads ( 3.2.2.1 Operating Basis Earthquake, OBE (E) Based on the plant site geologic and seismologic investigations, the peak ground acceleration for OBE is established as 0.12g. The free-field response spectra and the development of horizontal and vertical floor accelerations and in-structure response spectra of the basemat, floor and roof slab elevations are discussed in the Seismic Analysis Report. Table 1 shows the horizontal and vertical floor accelerations. The OBE damping values, as percentages of critical, applicable to the auxiliary building design are as follows. Reinforced concrete structures 4 Welded steel structures 2 f Bolted steel structures 4 y The dynamic lateral earth pressures acting on the auxiliary building due to the OBE are computed by the Mononobe-Okabe method of analysis for dynamic earth pressures in dry cohesion-less materials. Figure 7 shows the dynamic lateral earth pressure distribution acting on the exterior walls of the building. 3.2.2.2 Design Wind (W)
)
The auxiliary building is designed for a wind velocity of 110 mph I which is based on a wind speed 30 feet above ground (reference 1). Exposure C, applicable for flat open country, is used. The effective velocity pressure profile for the 110-mph wind is shown i in figure 8. 9
y VEGP-AUXILIARY BUILDING DESIGN REPORT I 3.2.3 Extreme Environmental Loads 3.2.3.1 Safe Shutdown Earthquake, SSE (E') Based on the plant site geologic and seismologic investigations, the peak ground acceleration for SSE is established as 0.20g. The free-field' response spectra and the development of horizontal and vertical floor accelerations and in-structure response spectra of the basemat, floor and roof slab elevations are discussed in the Seismic Analysis Report. Table 1 shows the horizontal and vertical floor accelerations. The SSE damping values, as percentages of critical, applicable to the auxiliary building design are as follows. Reinfcrced concrete structures 7 Welded steel structures 4 Bolted s, teel structures 7 The dynamic lateral earth pressures acting on the auxiliary
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building due to the SSE are computed by the Mononobe-Okabe method of analysis for cynamic earth pressures in dry cohesion-less materials. Figure 7 shows the dynamic lateral earth pressure distribution acting on the exterior walls of the building. 3.2.3.2 Tornado Loads (Wt ) atmos-Loadg due to the design tornado include wind pressures, pheric pressure differentials, and tornado missile strikes. The design tornado parameters, which are in conformance with the Region I parameters' defined in Regulatory Guide 1.76, are as I follows:
- Rotational tornado speed 290 mph ,
- Translational tornado speed 70 mph maximum 5 mph minimum
- Maximum wind speed 360 mph
- Radius of tornado at maximum rotational speed 150 feet 10 J f
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-' " " " ^ - ~ _ - - _ _ . _ _ - _ _ _ . _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
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VEGP-AURILIARY BUILDING DESIGN REPORT
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- Atmospheric pressure differential -3 psi
- Rate of pressure differential change 2 psi /sec The auxiliary building is a partially vented structure. Conser-vatively, all walls and slabs are designed for a tornado pressuri-zation effectlof-13 psi.
The auxiliary building is also designed to withstand tornado missile impact effects from airborne objects transported by the tornado. The tornado missile design parameters are listed in table 2. Missile trajectories up to and including 45 degrees from the horizontal use the listed horizontal velocities. Those trajectories greater than 45 degrees use the listed vertical velocities. Tornado loading (W ) is defined as the worst case of +"e t following combinations of tornado load effects: Wt
- tg (Velocity pressure effects)
Wt* tp (Atm spheric pressure drop effects) ~ W t *Wtm (Missile impact effects) , W t* tg + 0.5 Wtp I t tq ' tm Wt tg + 0.5 Wtp + tm The tornado effective velocity pressure profile used in the design (see figure 8) is in accordance with reference 2. The effective velocity ' pressure includes the size coefficient and I is used in conjunction with the ext'ernal pressure coefficient to determine the net positive and negative pressures. No f reduction in pressure is made for the shielding effects that may be provided by adjacent structures. 3.2.3.3 Probable Maximum Precipitation, PMP (N) i The load due to probable maximum precipitation is applied to auxiliary building roof areas. 11
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'VEGP-AUXILIARY BUILDING DESIGN REPORT E
w p o n 4 ' ? _ b Special roof scuppers are provided with sufficient capacity to [ ensure that the depth of ponding water due to the PMP rainfall - does not exceed 18 inches. This results in an applied PMP load [ e of 94 psf.
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E 3.2.3.4 Blast Load (B) ; r - h ; The blast load accounts for a postulated site-proximity explosion. The blast load is conservatively taken as a peak positive incident f j overpressure- of 2 psi (acting inward or outward) applied as a I - uniform static load. g- { d, 3.2.4 ' Abnormal Loads P EE 3.2.4.1 Pressure Load (Pa) The differential ~ uniform pressure load due to a postulated pipe r ' I break accident in the main steam and feedwater line areas vary in - e-p magnitude, with a maximum differential pressure load of 9.7 psi. _ n E The wa?.ls and slabs that are designed for a main steam and E! ..
- i. C feedwater line break are indicated in figures 5 and 6. -
me: 4 - y The differential uniform pressure loads due to a postulated pipe k break accident outside the main steam and feedwater line areas - vary in magnitude, with a maximum differential pressure load of - N 8 psi. E = . W g ' 3.2.4.2 Thermal Loads under Accident Conditions (Ta) E The main steam and "feedwater line area walls and slabs are = E / designe~d for the thermal effects du'e to a maximum room tempera-EL= ture of 320*F. Walls and slabs that are designed for main steam E and feedwater line thermal accident conditions are indicated in k t E figures 5 and 6 W b ga Pipe Reactions under Thermal Conditions (Ra) 3.2.4 3 y Pipe reactions under thermal conditions generated by the postu-h lated pipe break accident are considered for major supports in the main steam and feedwater line areas. The reactions vary in a E 12
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,_ .VEGP-AUXILIARY BUILDING DESIGN REPORT magnitude with a maximum pipe support reaction of 315.5 kips.
Walls and slabs that are designed for main steam and feedwater line pipe reactions under thermal conditions are indicated in figures 5 and 6. 1 3.2.4.4 Pipe Rupture Loads (Y r , Y 3
, Y,)
Loads on walls and slabs generated by the reaction of a ruptured L high-energy pipe are.most significant in the main steam and feedwater line areas. The reactions vary in magnitude with the maximum loads occurring in the five-way restraint walls. In addition to the five-way restraint reactions, pipe whip restraint reactions due to ruptured high-energy pipes are considered for wall and slab design. The main steam and feedwater line five way restraint walls are shown in figures 5 and 6. Jet impingement loads are considered for the design of walls and slabs. The loads vary in magnitude, with a maximum jet impinge-
- ment load' of 1,134 kips occurring in the main steam and feedwater line area. The main steam and feedwater line area, where jet impingement loads occur, are indicated in figures 5 and 6.
- 3.3 _ LOAD COMBINATIONS ~AND STRESS / STRENGTH LIMITS The load combinations and stress / strength limits for structural steel and concrete are provided in Appendix B.
f 3.4' MATERIALS
! , The following materials and material properties were used in the design of the auxiliary building.
L 3.4.1 Concrete l Compressive strength f'c = 5 ksi
- Modulus of elasticity E = 4,285 ksi c
- Shear modulus G = 1,780 ksi f~
- Poisson's ratio o = 0.17 - 0.25 13
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~VEGP-AUXILIARY BUILDI'NG DESIGN' REPORT a
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High' strength; concrete used in the main steam and feedwater areas:: ,
- Compressive strength f'c = 6 ksi
*- Modulus of elasticity. E = 4,696 ksi-c
*. Shear modulus G = 1,955 ksi ]
*. Poisson's ratio. v = 0.17 - 0.25 3.4.2 Reinforcement-ASTM A615, Grade 60 e' . Minimum yield. strue F = 60 ksi
- Minimum tensile strength F = 90 ksi ult 7-9% in 8 inches
*- ' Minimum elongatien 3.4.3 Structural' Steel 3.4.3.1. ASTM A36
. Minimum. yield stress
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F y = 36 ksi
*' . Minimum tensile strength F = 58 ksi ult
- Modulus of elasticity E = 29,000 ksi s
3.4.3.2- ' ASTM A500, Grade B: Structural Tubing i ,
. Minimum' yield stress F y = 46 ksi
*- Minimum' tensile strength Ftilt = 58 ksi
- Modulus of" elasticity Es.= 29,000 ksi-i 3.4.4 . Structural Bolts
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3.4.4.1' ASTM A325 (1/2-inch to'1-inch diameter' inclusive)
- Minimum yield stress F y = 92 ksi
*. Minimum tensile. strength Fult = 120 ksi
. ASTM'A325 (1-1/8-inch to 1-1/2-inch diameter inclusive)
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-3.4.4.2
- Minimum yield stress F = 81 ksi y
- Minimum tensile strength F = 105 ksi ult 14
p L; VEGP-AUXILIARY BUILDING DESIGN. REPORT y 3.4.4.3 ASTM A307-
*: Minimum yield stress F is not applicable
*- Minimum tensile strength F = 60 ksi ult l
3.4.5 Anchor Bolts and Headed Anchor Studs 324.5.1 ASPI A36
- Minimum yield stress F = 36 ksi y
Minimum tensile strength F ult = 58 ksi 3.4.5.2 ASTM A108
* ' Minimum yield stress F = 50 ksi y
- Minimum tensile strength F = 60 ksi ult 3.4.5.3 ASTM A307 I
- Minimum yield stress F is not applicable y
F
. Minimum tensile strength ult = 60 ksi L
3.4.6 Foundation Media-
-3.4.6.1 General Description
- See section 2.2 3.4.6.2 Category 1 Backfill
- Moist unit weight y ,= 126 pcf
- Saturated unit weight yt = 132 pcf
- Shear modulus G Depth (feet) 1530 ksf 0-10 2650 ksf 10-20 3740 ksf 20-40 5510 ksf 40-Marl bearing stratum
- Angle of internal friction & = 34*
* ' Cohesion C=0 15
VEGP-AUXILIARY BUILDING DESIGN REPORT 3.4.6.3 Modulus of Subgrade Reaction
- Static 60 kcf
- Dynamic 85 kcf 3.4.6.4 Net Bearing Capacities
- Ultimate 63.7 ksf
- Allowable static 21.2 ksf
- Allowable dynamic 31.9 ksf 4.0 STRUCTURAL ANALYSIS AND DESIGN This section provides the methodologies employed to analyze the auxiliary building and to design its key structural elements, using the applicable loads and load combination specified in section 3.0.
A preliminary proportioning of key structural elements is based on plant layout and separation requirements, and, where appli-cable, the minimum thickness requirements for radiation shielding and for the prevention of concrete scabbing or perforation due o . tornado missile impact. The proportioning of these elements is finalized by confirming that strength requirements and where applicable, ductility and/or stiffness requirements are satisfied. In addition, for both manual and computer analyses and design, representative analysis and design results are provided to illustrate the resppnse of the key structural elements for governing load combinations. The structural analysis is performed either by manual analysis or computer analysis. In the manual analysis, the building structure or substructure'is considered as an assemblage of slabs, girders, walls, and columns, and the analysis is performed using standard structural analysis techniques. In the computer analysis, the building structure or substructure is modeled as an assemblage of finite elements, and the analysis is 16
' - -- - -- -- _.. ....w. ..,i , g
h VEGP-AUXILIARY BUILDING DESIGN REPORT L I L performed using the standard finite element method utilizing a computer program. For manual analyses, the analysis techniques, boundary condi-tions, and application of loads are described to illustrate f the method of analysis. For computer analyses, the modeling techniques, boundary condi-tions, application of loads, and description of the computer model are provided to illustrate the overall method of analysis. 4.1 SELECTION OF GOVERNING LOAD COMBINATION [ An evaluation of load magnitudes, load factors, and load combina-tions is performed to determine the load combination that governs the overall response of the structure. It is determined { that load combination equation 2, for steel design (Appendix B, Table .B.1) and equation 3 for concrete design ( Appendix B, Table B.2) containing OBE, govern over all other load combina-tions, and hence forms the basis for the overall structural k analysis and design of the auxiliary building. All other load combinations, including the effects of abnormal loads and tornado loads, are evaluated where applicable on a local area basis (sections 5.2 and 5.3). The localized response f is combined with the analysis.results of the overall structural response, as applicable, to conf'.rm that design integrity is maintained. (. 4.2 VERTICAL LOAD ANALYSIS The vertical load carrying elements of the auxiliary building consist of concrete slabs and beams that support the applied { vertical loads, walls and columns that support the slabs and beams, and the basemat which transmits the loads from the walls and columns to the foundation medium. Representative vertical load carrying elements are identified in figure 6. [ The analysis of the building for vertical loads begins at the roof slab and proceeds progressively down through each level of 17 b.. _ - - _ - _ - - - - - - - - -
ur VEGP-AUXILIARY BUILDING DESIGN REPORT T - _s E the building to the basemat. Slabs and beams are analyzed for w the vertical loads applied to them. The total vertical load on g a wall or column at a given level is computed based on its self E weight, the vertical loads at that level from the slab tributary { areas, and the cumulative vertical loads from the levels above.
=.
4.3 LATERAL LOAD ANALYSIS The lateral load carrying elements of the auxiliary building i consist of concrete slabs acting as rigid diaphragms to resist applied lateral loads, the shear walls which transmit the loads from the slab diaphragm to the basemat, and the basemat which transmits the loads from the walls and columns to the foundation 1 medium. Representative lateral load carrying elements are identified in figure 2. ] Since the building structure utilizes the slab diaphragms for g horizontal shear distribution, the lateral load analysis is E performed by a conventional rigidity and mass analysis. In this , analysis, the maximum horizontal design forces for earthquake f loads and soil pressure leads are applied at each slab level, as j appropriate. The design horizontal earthquake load at each { 1evel of the building is obtained by mulitiplying the lumped story mass at that level by the maximum floor acceleration applicable to that level. The design horizontal soil pressure load at each level of the building is obtained from the lateral 5 earth pressure with due consideration to the seismic effects and the surcharge effects from the adjacent structures (i.e., fuel . handling, control, radwaste transfer, and containment buildings). In the analysis, the horizontal shear loads are carried pro-gressively down from the roof diaphragm through each level of - the building to the basemat, to obtain the story shear at each level. The story shear load at each level is distributed to _ the shear walls at that level in proportion to their relative rigidities. _ To account for the torsion caused by the seismic wave propaga-tion effects, the inherent building eccentricity between the , center of mass and center of rigidity at each level is 18
' ' - .. . . - m. ,..i u u,,
w t tVEGP-AUXILIARY BUILDING DESIGN REPORT ( D
; m_ c-increased by 5 percent' of the maximum plan dimension'in the -
j
-computation.of the torsional moment. The torsional moment is h -obtained:as the. product of this augmented eccentricity land the
,- l story: shear'at that level. 'The shear in the walls resulting from this torsional moment is computed based on the relative rigidities
=of the walls.
- For; a' given shear wall the- shear due to story shear (direct shear) and shear'due to torsional moment (torsional shear)-are l' combinedTat a given level.-to obtain the total design shear load.
.s
{ -The torsional shear-is-neglected when it acts in a direction-
. opposite.to the direct shear.
, 4.4 COMBINED EFFECTS OF.'THREE COMPONENT EARTHQUAKE LOADS p'
-The' combination of co-directional' responses-due to three L Tcomponent earthquake effects is performed using either the
-Square Root of the Sum of the. Squares (SRSS) method, i.e.,
2 or the Component Factor method, i.e., I R'= Rf + R . + R R=Ri + 0.4 R3 + 0.4 Rk R = 0.4 Rf 3 R3 + 0.4 Rk R = 0.4 Ri.+ 0.4 R3+Rk wherein-100 percent of the design . forces from any one of the three components of the~ earthquake is considered in combination 1with 40 percent of the design forces from each of the other two
, components of-the' earthquake.
4.5 ROOF- AND FLOOR SLABS
. 4. 5. l~ -Analysis and Design Methodology A-: representative. slab panel forming plan (elevation 260'-0") of the: auxiliary building is presented in figure 6, showing the
' structural elements.provided for vertical and lateral support of
.the slab panels, which consist of load bearing shear walls.
I 19
i i a VEGP-AUXILIARY BUILDING DESIGN REPORT
=
Based on the panel configuration, the relative stiffness of the supporting members and the type of fixity provided, slab panels } are analyzed for one-way or two-way slab action using appropriate boundary conditions and standard beam and plate formulas. _, Equivalent uniformly distributed loads are applied to slab panels. The design vertical earthquake loads for slab panels at $ a given level are obtained by multiplying the effective mass from h l the applied loading (including its own mass) by the maximum floor 7 acceleration at that level. 1 i Based on the floor flexibility study, it is concluded that the d effects of vertical flexibility on the auxiliary building floor j accelerations and response spectra are insignificant, as long as j the fundamental floor system frequency is equal to or higher than j 8 cps. The evaluation of the floor systems in the auxiliary M,i building demonstrates that their frequencies are higher than this ; value. The details of the floor flexibility study are provided in l the seismic Analysis Report. Slab panels are selected for design on the basis of the controlling ( combination of design load intensity, span, panel configuration, j and support conditions. _ The structurhi design is based on strength consideration and consists of sizing and detailing the reinforcing steel to meet ] - the ACI 318 Code requirements. In general, the reinforcing 1 requirements are determined for the governing face of the slab lj 4 and conservatively provided on both faces. See figure 9. As appropriate, additional reinforcement is provided in the slab s adjacent to large floor openings. J 4.5.2 Design Results The design results for governing load combinationa are presented af in table 3 for representative slab panels. j u I 5 4 a 20 g i
~
q i
~_ , VEGP-AUXILIARY BUILDING DESIGN REPORT
{ {4.6,
~
C 4. 6.11 SHEAR WALLS-- Analysis'and Design Methodology The~ location of shear walls is identified-in figure-2'for
.' representative levels.-
iThe details of_ the' analysis methodology used Lto compute the total in-plane. design loads at~various levels of a shear wall (( [ - .areidescribed under' lateral load analysis in sections 4.2 and
'4.3. > The in-plane design loads include axial loads resulting
-from-the.: overturning moment.
h
.The=out-of-plane; design' loads are considered using the soil pressure distribution on;the. exterior walls, as applicable, and
~
hm Lthe-inertia loads on the walls due to the structural acceleration cause'd by the design. earthquake. Soil pressure loads are {;
. applied;as triangular and uniform pressure loads.
*The; design in-plane shear force and the. overturning moment e acting on a shear wall.at a given' level is computed by-considering the shear loads acting at all. levels above, and the U 1resulting overturning. moments.' Conventional beam analysis is used to compute the bending moment and out-of-plane shear forces resulting from the out-of-plane design loads.- At governing sections, the combined effects of in-plane overturning moment andlaxial loads, and the.out-of-plane loads are evaluated.
,- The shear wall design is performed in accordance with the h .ACI 318 Code using.the following methodology:
1 ( A.- The horizontal and vertical' reinforcement required to resist the design shear loads is determined. E
. B .1 The flexural capacity of the shear wall using the h_ reinforcement determined is obtained using the Cardenas equation (reference 3).
4 I 21 I: .
.. m VEGP-AUXILIAR'I BUILDING DESIGN REPORT -,
5 i C. If the flexural capacity computed is less than the design overturning moment, then the reinforcement required is determined in one of the following two _ ways: #
- 1. The total vertical reinforcement required for the design moment is computed using the Cardenas E_
equation and is distributed uniformly along the length of the wall. 7
- 2. The reinforcement required in the end sections of _
the wall to resist the overturning moment is [ computed and provided in the end sections. D. The reinforcement provided for the in-plane loads is h evaluated for the combined effects of in-plane and out-of-plane loads, and additional reinforcing is added if necessary. _ 4.6.2 Design Results - The design results for governing load combinations are presented s in table 4 for representative shear walls, and typical design R details are shown in figure 10. _ 4.7 BASEMAT E 4.7.1 Analysis Methodology and Computer Model The auxiliary building basemat is analyized using a finite- - element model with the structural design language computer program (STRUDL), which is a genera'l purpose computer program _ for finite-element analysis. This program uses the direct . stiffness approach to perform a linear elastic analysis of a three-dimensional finite-element model. The finite-element model is prepared using conventional modeling techniques. The basemat is modeled using plate and membrane : elements, and spring-type boundary conditions are used to ! 22
s VEGP-AUXILIARY BUILDING DESIGN REPORT characterize the' stiffness effect of the soil. The vertical stiffnesszof each soil spring-is determined by-multiplying the' nodal tributary area by the. modulus of subgrade reaction.
. Plate bending elements (pure bending only) are superimposed on f . membrane elements'to model the' structural shear walls in the
~
;fi'rst1 story above the basemat~(to' represent the stiffness
( interaction effects at-the' wall /basemat junction). The superimposed bending and membrane elements. simulate in-plane and Lout-of-plane. wall. stiffness properties. Plate bending elements are used to model'the basemat. There are a total of 2,934 plate bending. elements,.-1,073 membrane elements, and 1,932 spring-type
~
boundary conditions used to model the basemat. Figure 11 shows'the computer plots of the basemat model zindicating node number and element number for the portion of the
~
.basemat modeled. .Only.one half of the basemat is modeled taking advantage of the symmetry of the auxiliary building in the L east-west direction about the building centerline at column h line-A 10*
The boundary. conditions for the basemat are modeled as follows: h; spring-type boundary conditions, representing the vertical 1 translational soil stiffness are attached to each basemat node; h cand plate bending elements used to model the basemat floor have both in-plane east-west and north-south horizontal translational
' degrees of. freedom fixed at each node, and the remaining degrees of freedom are released. Along the axis of building symmetry
.(nodes 1 through 31), symmetrical boundary conditions are used
'for vertical and north-south loads, and anti-symmetrical boundary
. conditions are used for east-west loads. The shear wall plate h bending elements have the out-of-plane rotational degree of freedom along the axis parallel to the wall fixed at the top node Lof the wall to account for the slab continuity with the wall.
'All remaining degrees of freedom are released. The shear wall membrane elements have-all degrees of freedom released.
p 23 f.
VEGP-AUXILIARY BUILDING DESIGN REPORT 4.7.2 Application of Loads The magnitude and distribution of loads applied to the basemat model are consistent with the cumulative results of the vertical and horizontal load analyses of the overall building structure. As described in the other sections of this report, the loads include dead load, live load, vertical and horizontal seismic loads, and lateral soil pressure loads. The cumulative horizontal and vertical loads and accompanying overturning moments, obtained from the shear wall analysis of the structure (as described in section 4.3)'are used to compute the elastic stresses at the base of the shear walls using the principle P/A i M/S. The resulting linear triangular pressure distribution is divided into a series of stepped uniform loads that are applied to the basemat floor plate bending elements over a two-element width at the wall-basemat junction. Equipment and floor occupancy loads are applied as concentrated nodal forces and uniform pressure distribution on the top of the basemat. 4.7.3 Design Methodology The design of the basemat, including the sizing and detailing of main reinforcing steel is done in accordance with the ACI 318 Code using manual calculations. The design consists of determining the governing bending moments in different basemat zones and computing the area and spacing of steel reinforcing required to resist bending. Basemat shear is computed using the design moments from the finite element analysis and determining the moment gradient between adjacent elements. An independent manual basemat shear calculation is performed considering the mat as a beam on an elastic foundation to ensure identification of the governing basemat design shear. The basemat shear stresses are checked and shear reinforcement is provided where required. l l l 24
y ~ VEGP-AUXILIARY BUILDING DESIGN REPORT s . I' 4;7.4: Design Results y , Representative results of.the basemat analysis:are provided.in ifigure 12.;.Infaddition, tabl'e 5 shows the design results of: critical elements with maximum moment.- Representative = design
? . details are:provided in figure 13.
L5.0 MISCELLANEOUS ANALYSIS AND DESIGN
.'As described in section 4.1, the auxiliary building is evaluated p
ti s ' for; the effects of abnormal loads and tornado- loads, where appli-
' cable,on,a-local' area. basis.. In addition, the-overall stability h .of the auxil'iary building is. evaluated. This section describes
- these. analyses and significant special provisions 1 employed in
~ :the auxiliary.b'uilding design.
(. L 5.1- STABILITY ANALYSIS
.TheJoverall stability of the-auxiliary building is evaluated by.
- determining the factor of. safety against overturning, sliding, and flotation.
5.1.1' Overturning The factor of: safety against overturning is determined using ' the equivalent static method and the energy balance method. The equivalent static method does not account for_the dynamic characteristics cf the loading and, therefore, results :in a factor of' safety significantly lower than the energy balance method.
' The factor of safety obtained from the energy balance method
- reflects.the actual design conditions and, therefore, provides a h more appropriate. measure of-the design margin.
The - factor of safety against overturning using the equivalent
~
static method is defined as the ratio of the resisting moment due
.to net gravity forces to the overturning moment caused by the maximum lateral forces acting on the structure. The gravity forces are reduced to account for the effects of buoyancy and the vertical component of earthquake.
25
VEGP-AUXILIARY BUILDING DESIGN REPORT The factor of safety against overturning using the energy balance method is defined as the ratio of the increase in the potential energy at the point of overturning about the critical edge of the structure to the maximum kinetic energy that could be imparted to the structure as a result of earthquake loading. The energy balance analysis methodology is described in reference 4. 5.1.2 Sliding The factor of safety against sliding is defined as the ratio of combined frictional and passive sliding resistance cf the founda-tion to the maximum calculated lateral force. 5.1.3 Flotation The factor of safety against flotation is defined as the ratio of the total weight of the structure and its foundation to the buoyant force, defined as the volume of the ground water displaced by the submerged portion of the structure multiplied by the unit weight of water. 5.1.4 Analysis Results The minimum required factors of safety and the calculated factors of safety for stability are provided in table 6. 5.2 TORNADO LOAD EFFECTS Tornado load effects result from wind pressures, atmospheric pressure differentials, and tornado missile strikes. The magni-tude and combinations of tornado load effects considered are described in section 3.2. The load combination involving tornado load effects is specified by equation 8 of Table B.2 in Appendix B. Controlling roof and exterior wall panels are evaluated for tornado load effects, and the localized response is combined with I the analysis results of the overall structural response, as applicable, to confirm that design integrity is maintained. l 26
VEGP-AUXILIARY-BUILDING DESIGN REPORT. h e I h LAdditional-reinforcing. steel is provided, if-necessary, to lsatiisfy design: requirements in accordance~ with .the ACI 318 Code. ( JIn addition,~ barriers are provided for the openings in the exterior, walls or roofs unless the systems or. components located
.in.the: exterior rooms are nonsafety-related. In this case, the
-interior' walls and sl' abs are treated as barriers for the safety-related systems or components. located in.the interior rooms. Any
. openings.in the exterior walls or slabs and the interior walls or j slabs!that may be susceptible to missile entry are evaluated
[ Lto' ensure that no safety-related systems'or components are l located-in a potential path of the missile. b The methodology used to analyze.and design the structural, elements to withstand the tornado load effects is described in reference.2.
. Specific procedures _used for analysis of missile impact effects h
are' described.in Appendix C. (7 Representative results of'the tornado. missile analysis are provided
. in table 7.
All wall and roof panels providing protection against tornado load t Efects have a minimum thickness of 24 and 21 inches, respectively, to preclude missile perforation and concrete scabbing. 5.3 ' ABNORMAL LOADS EFFECTS
-Abnormal. loads generated by a postulated high-energy pipe break accident occur in the main steam isolation valve (MSIV) and main feedwater isolation valve (MFIV) areas, and adjacent areas which are vented.
'The MSIV/MFIV areas subjected to the abnormal loads consists of the break-exclusion zones between the containment building and the five-way restraints. The MSIV areas are located south of the containment building between column lines A y7 and A 18 IO#
h; Unit 1, and A and A 3 for Unit 2. The zones subjected to the 2 abnormal loads are bounded by levels 1 and 3 for the MSIV area, h and: levels A and 1 for the MFIV area. L 27
VEGP-AUXILIARY BUILDING DESIGN REPORT The MSIV/MFIV area is analyzed using the BSAP computer program, utilizing a finite element medel. Conventional modeling tech- _ niques are used to model the structural walls and slabs in the L MSIV/MFIV area. The loads applied to the model include dead
=
loads, live loads, vertical and horizontal OBE/SSE loads, pres- .= sure loads, and thermal loads. Load combination equations 9, 10, and 11 of Appendix B, Table B.2 are considered in determining the 3 design forces. To ensure that the requirements of the ACI 318 Code are satisfied, 7 the reinforcing steel provided on the basis of overall structural response, as per the design methodology described in section 4, , is evaluated for the governing design forces resulting from the effects of abnormal loads, using the OPTCON computer program. OPTCON calculates tne thermal moment, considering the relaxation - effects of concrete-cracking and reinforcement-yielding. For each load' combination analyzed, the state of stress and strain is determined before the thermal load is applied. Then the thermal moment is approximated based upon an iterative approach which - considers equilibrium and compatibility conditions. The final force-moment set (which includes the cracked section final ; thermal moment) is checked to verify that it falls within the Code allowable interaction diagram. k 5.4 WALLS AND CORBEL SUPPORTING THE CASK HANDLING CRANE The wall and corbel supporting the cask handling crane in the - auxiliary building are shown in figure 14. The wall and corbel {_ are designed and detailed in accordance with the provisions of "_ the ACI 318 Code. The concentrated cask handling crane truck [
~
loads are applied eccentrically at the rail centerline to the g corbel shelf which is monolithic with the wall. The corbel shelf _
- is designed to transfer the moment resulting from the load {
eccentricity and shear to the supporting wall. Level 3 walls and j slab at the corbel location are analyzed like a frame for the E out-of-plane moment resulting from the wall to rail eccentricity. } 5 I 28
- M L
tr VEGP-AUXILIARY BUILDING DESIGN REPORT p b The walls and slab are designed for the appropriate applied 3, moment and' axial load. Design results are shown in table 8. 5.5 FOUNDATION BEARING PRESSURE The maximum calculated bearing pressures under the governing
- design-load conlitions are provided in table 9.
6.0 CONCLUSION
The. analysis and design of the auxiliary building includes all credible loading conditions and complies with all applicable design requirements.
7.0 REFERENCES
- 1. " Building Code Requirements for Minimum Design Loads in Buildings and Other Structures," ANSI A58.1-1972, American National Standards Institute, New York, N.Y., 1972.
- 2. BC-TOP-3-A, Revision 3, Tornado and Extreme Wind Design Criteria for Nuclear Power Plants, Bechtel Power Corp.,
August 1974.
'3.. Design Provisions for Shear Walls, Portland Cement Associa-tion, 1973.
- 4. BC-TOP-4-A, Revision 3, Seismic Analysis of Structures and Equipment of Nuclear Power Plants, Bechtel Power Corp.,
November 1974. , 1 29/30
VEGP-AUXILIARY BUILDING DESIGN REPORT TABLE 1
+
AUXILIARY BUILDING SEISMIC ACCELERATION VALUES Floor Accelerations (g's)( } SSE OBE Level Elevation E-W N-S Vert. E-W N-S Vert. Level D 119'-3" 0.18 0.19 0.29 0.11 0.12 0.18 Level C 143'-6" 0.19 0.19 0.29 0.12 0.12 0.19 Level B 170'-6" 0.21 0.22 0.30 0.13 0.14 0.19 Level A 195'-0" 0.22 0.25 0.30 0.14 0.16 0.19 Level 1 220'-0" 0.24 0.28 0.30 0.15 0.18 0.20 (grade level) Level 2 240'-0" 0.26 0.33 0.36 0.16 0.21 0.23 East Wing Level 2 240'-0" 0.26 0.33 0.36 0.16 0.21 0.23 West Wing Level 3 260'-0" 0.26 0.34 0.36 0.17 0.22 0.23 East Wing Level 3 260'-0" 0.26 0.34 0.36 0.17 0.22 0.23 West Wing Level 4 288'-2" 0.38 0.36 0.36 0.25 0.24 0.23 (1) The actual acceleration values used in the design of the structure may be higher than the values shown. 31
VEGP-AUXILIARY BUILDING DESIGN REPORT TABLE 2 , TORNADO MISSILE DATA , I End-On End-On Height Horizontal Vertical l Weight Limit Velocity Velocity l Missile W (lb) (ft) (ft/sec) (ft/sec) 4" x 12" x 12' Plank 200 216 200 160 3" 9 std x 10' Pipe 78.5 212 200 160 1" 9 x 3' Steel Rod 8 Unlimited 317 254 ) 6" 9 std x 15' Pipe 285 101 160 128 12" 9 std x 15' Pipe 744 46 150 120 13-1/2" 9 x 35' 1490 30(1) 211 169 Utility Pole Automobile (20-ft 4000 0 75 60 projected area) (1) To 30 feet above all grade levels within 1/2 mile of facility structures. I I I l l l C 32
y TABLEL3
- DESIGN RESULTS OF FLOOR SLABS (Sheet 1 of 2)
Governing I} Load combination . Structural Element Equation .A s Required As Provided ' g .. O Level 3 Roof Slab :N k Slab between Ayy and A 12 3 1.88-in.2 E-W- 2.0 in.2E-W p from A A to AD.and-slab 0.52 in.2 N-S I2) 1.0 in.2 N-S ' between Ayy and A 12.5 g from A to Ag E 5 Slabs between A16 and 3 1.95 in.2 N-S 2.0 in.2 N-S E O A yg from A C3 to Ag 1.37 in.2 E-W 2.0 in.2 E-W e, 5 (1) Load combination equations correspond to equations in Appendix B. h (2) Governed by minimum Code reinforcing requirements, m. w
M TABLE 3 DESIGN RESULTS OF FLOOR SLABS.(Sheet 2 of 2)'-' Governing I} Load Combination . Design' Force' Design Capacity-Structural Element Equation or A -Required or Ag Provided' -g s O' Slab between'A and S' 9 1.60 in.2-E-W 2.08 in.2 E-W ' east of A18 n rth of A C3 0.52 in.2 N-S(2)- 1.00 in.2 N-S- .; e u Level 1 Floor Slab 4
. to
. ft-k /ft (Mn = 180 ft-k M j $ Slab between A 9 and A yy '3 Mu = 143.6 /ft k k from AC to A F Y = 424 9yn = 711 .
u O ft-k t-k Slab between Ag and A yy 3 M u = 73 /ft $Mn = 112 /ft - from A p to Ag Vy = 440 $Vn = 55 g j 2: I E m l (1) Load combination equations correspond to equations in Appendix B. O H-(2) Governed by minimum Code reinforcing requirements.
~
m " - " v '~ v v v m m m g j , g - TABLE 4 DESIGN RESULTS OF SHEAR WALLS.'(Sheet 1 of.3) Governing II) - Load Combination Design Capacity (2) Structural Element Equation Design Force i Exterior Wall ft-k Level D wall at 3 Mu = 2,903,283 $Mn = 3,087,164 column line A yg In-plane V k- V n
= 2,637 :h
,u = 61,653 c k .
Nu_= 22,272 ft-k C - ft-k = 320 /ft I "m .3 /ft $M n Level D wall Mu.=.256.5 interiot' face interior face .
- column line A Ccmbined in-plane ft-k ft-k E and out-of-plane 'Mu = 454.8 /ft $M n = 560 /ft loads exterior face interior face @
k V = 100.8 k
/ft 0
V = 78.4 /ft D _E @ k N N" = 172.7 /ft tension $ Interior Walls N' In-Plane Loads Level D wall 3 M = 589,576 ft-k $Mn = 813,320 u k column line A yy V = 8,084 k y n
= 8,158 u
between AA and A C N g = p,716 I (1) Load combination equations correspond to equations in Appendix B. (2) Design capacity is computed keeping Nu constant at the design force.
lj ll o ssrg $ o:cH5 go h oz $mO t _ t t f f l
- a. / /
t 2 2 n n n o i z i _ d d i e v o i H r o 2 1 3 2 1 3 r P l l a a s t t A l o o a t t c - i 2 2 t . r n n e i i B V
) 1 5 3 6 1 x 5 2 i f d o n t t e 2 l f f p a / / p t t 2 2 A
_ e n n n n e o i i _ h z i S d i s ( e r 4 4 1 n r o 2 o S i H . . L u q 2 2 i t L a 4 A e l l u W R a a q E t t e L R s o B A A l o A E a t t o T H c t S i 2 2 t d F r A - n n n O e A i i o S V Q 1 7 p s T B 2 9 e L R E 3 1 r U I r S I P o E I n i c R I g io on s N n ti A D n G idat - o I S nana roiu A R-3 3 i t E eLb q a D v mE p I P u G o o C A E- q e n _ o t i n p t e .A a m 4 n e 1d i l A n b a m E l l l e a n A o c - a w ,i A d r l a u D n o t c u l me e u w n e A R B R L - r vl t E E t e o e I P I P
)
1 h S L cb ( wo
- m - m- - m. .m w. w r ,,_ ,_,fm q rt m rg f: ,
-TABLE'4 DESIGN RESULTS-OF SHEAR WALLS (Sheet'3'ofI3) -
Governing (1} A s Required A g 'Provided Load' , Combination Structural Element -Equation . Vertical Horizontal.- Vertical- Horizontal' 4 tn '
#G Level D wall column line A yy- 's}
r between A D and AG - PIER A PIER B w -E .j 145 in.2. total 2.64 in.2/ft 417 in.2 total. 3.12 in.2/ft H I
" PIER A 3 5
g PIER B 3 41 in.2 total 0.86-in.2/ft 107 in.2 total 1.58 in.2/ft Q c H (1) Load combination equations correspond to equations in Appendix B. e 5 m O k l l I l
l N@ [ EM5EO O$5z Ob e y t) ik c. a pn 7 3 9 5 4 a 5 1 7 4 4 C 5 1 1 6 6 n , . , , , nM 4 7 9 5 5 5 g$ 5 1 9 5 i( 1 s e D . B # e i x d n S e T p N ] p E k A M - E . n L en i E ci r s T o) n A Fs 4 0 2 8 4 o M i 0 4 3 4 0 i E S nx ga 0 5 5 1 1 t a 5 , , A i- 9 1 7 1 3 u q E B sy 2 1 7 4 4 L e( 1 e B F D A O o T M t S [ T d L n U o S p E s R ) n e 1 o r N ( i r G gt o I nan c S ino E nii s D rbt n ema 3 3 3 3 3 o vou oCq i t
- E a m m
d u q a o 'e L n o i t a n
. 3 7 i e 7 0 7 0 b l 7 1 5 4 6 m E 1 2 6 1 4 o M c
l . . . . . a o o o o o d u N N N N N a t o c L M u r ) t S 1 ( M oco m
-~
', . *, w. . _;
a{'
; . s n -w. . ,
~
- -Q _ yj .
TABLE,6-
%, . FACTORSLOF. SAFETY FOR STRUCTURAL bTABILITY: . _ .
~
g y. _ I , .sy3 ,
' Overturning Sliding ,
Flotation
' ~
- Factor of . Safety: Factor of Safety : Factor of Safety q,a ,
' ' ~
~ '
Calculated' . ..
/:- c Load (1 3(. Mini::tda.- Equivalent Energy. Minimum-. .
Minimum:; -- Calculated- Required Calculated Combina.tibn Required -Static Balance Required , f< I D#H+E 1- 5
. .1. 7, See note 1.5' ~ - 1. 7 -
l
.(2) g' m D + H +=E' 1.1 .1.3 _
273 - 1.1 ' cl23 - -
" P
- i. D + F' -
1.1. 2.8' . tp ta c. (1) D H
= Dead weight of structure
= Lateral earth pressure -
<w h
E = OBE E' = SSE 1- F' = Buoyant force ..E J .cn s The.. factor'of safety'for;the SSE load case also' satisfies the' minimum (2) g i required factor of safety for the OBE case. i Q' j (3) Lateral loads caused by' design wind,. tornado, and blast are less in. m. j magnitude.than lateral loads caused by design OBE and.SSE. 1 i i l i 1
- l. - - . _ _ .
f7 eg4 $ h5 e O E@N ey lt bio ali wit 6 0 0 0 0 ota 1 1 1 1 1 lcR lu AD
- m t
y dt + ei c p tli 5 4 2 5 9 uit . t pta 4 4 1 2 1 W 5 mcR ou 0 CD
+
)
l g ( t S s T s L e " . U S n) kt 3 3 2 2 2 t y, E cf W R i( s h i S T I S e s Y z t 7 L i 5 c A S h 8 7 5 e E N t) . f L A l dt 0 0 0 2 0 f B e if 2 1 2 1 3 e A T E L n a W( d I P a S o S l I M h 5 5 o t) . . d O gt 7 0 2 1 2 a D nf 0 2 4 2 3 n A e( 1 r N L o _ R t O T g n o g nl o ed ) A 2 1 f o n m. l a l e) n l n n l a a a A p r o 8 l 7 A 3 C d n a i o t a m n n l el a wl wt a l l ot al o w ad g l a A w 1 H n f o n y y i b w no e w r w d ( A r n eE eh e t e A e m o oi rb w it o h o , a go r oid w r t o wd t u c w lta i gt i i l n . epc rA u rA r o r a e n e " g - ni o e o e l o e n f b f b o n m arL t e s t eid t m 3 o 8 3 i Pc x n( x n a nu C ol 1 ol . n . sd ei ei rl i l A r eA r e B r en Da 2 l l mo n A g 1 l nn n e n l me o e o 2 c n l g e e 3 ad l n p n a l 3 a nA pd n G e v o -. - e ut e u w s e n w eb v a eb a v a vl vl t r v o t 7 e o 4 e o e e el e el 1 el A ) . L cA L cb p L ab L s A L s A 1 ( g
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O X4-888 8888 EEE @@@@ Xp u (ft-kips) M k MOMENT PROFILE AT X-X FOR LOAD COMBINATION 3 GROUND MOTION Figure 12 REPRESENTATIVE BASEMAT ANALYSIS RESULTS
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[ Figure 14 CORBEL REINFORCING
I VEGP-AUXILIARY BUILDING DESIGN REPORT APPENDIX A DEFINITION OF LOADS
- k. _ .
+
o _.3 i VEGP-AUXILIARY GUILDING DESIGN REPORT h
, APPENDIX A DEFINITION OF LOADS 5
The loads considered are normal' loads, severe environmental - I_ loads,-extremeEenvironmental loads, abnormal. loads, and potential site. proximity;1oads. ( A.1 NORMAL LOADS h Normal loads are those loads-to be encountered, as specified,
;during construction stages, during test conditions,-and later, duringl normal plant operation and shutdown. They include the
{ ~following: D Dead loads or their related internal moments and (} , forcds, including hydrostatic loads and any permanent t [ ,
~ loads except prestressing forces.
. L Live-loads.or their related internal moments and forces,._ including any movable equipment' loads and
{ other loads which vary _with intensity and occurrence, e.g., lateral soil pressures. Live load intensity
._ varies depending upon the load condition and the type of structural element.
I :T g Thermal effects and loads _during normal operating or shutdown conditions, based on the most critical transient or steady-state condition. t' _1R g Pipe reactions during normal operating or shutdown-conditions, based on the most critical transient or
-steady-state conditions.
-;I' A-1
VEGP-AUXILIARY BUILDING DESIGN REPORT A.2 SEVERE ENVIRONMENTAL LOADS Severe environmental loads are those loads to be infrequently encountered during plant life. Included in this category are: E Loads generated by the operating basis earthquake (OBE). These include the associated hydrodynamic and dynamic incremental soil pressures. W Loads generated by the design wind specified for the plant. A.3 EXTREME ENVIRONMENTAL LOADS Extreme environmental loads are those loads which are credible but are highly improbable. They include: E' Loads generated by the safe shutdown earthquake (SSF). These include the associated hydrodynamic and dynamic incremental soil pressures. Wt L ds generated by the design tornado specified for the plant. They include loads due to wind pressure, differential pressure, and tornado-generated missiles. N Loads generated by the probable maximum precipitation. B Loads generated by postulated blast along transporta-tion routes. i A.4 ABNORMAL LOADS Abnormal loads are those lo,'ds generated by a postulated high-energy pipe break accident within a building and/or compartment thereof. Included in this category are the following: P Pressure load within or across a compartment and/or a building, generated by the postulated break. Ta Thermal loads ,enerated by the postulated break and including T g. 1 A-2
L-VEGP-AUXILIARY BUILDING DESIGN REPORT { E
-R a
, Pipe'and equipment' reactions under thermal conditions generated by the postulated break and including R g.
Y Load on.a structure generated by the reaction of a r. ruptured high-energy. pipe during.the postulated event.
.Y Load.on'a structure generated by the jet impingement 3
from a ruptured high-energy pipe during the postulated l break.- Y,. Load'on a. structure or pipe restraint resulting from the impact of a ruptured high-energy pipe during the
-postulated event.
o ll [ t
^
A-3/4
- f. VEGP-AUXILIARY BUILDING DESIGN REPORT L-APPENDIX B LOAD COMBINATIONS
i- > c VEGP-AUXILIARY BUILDING DESIGN' REPORT {. s
' APPENDIX'B LOAD COMBINATIONS h
B.1
~
STEEL STRUCTURES The steel structures and components are designed in accordance with elastic working stress design' methods of Part-1 of the American Institute of Steel Construction'(AISC) specification,
- using.the: load combinations specified in table B.l.
t B.2 CONCRETE STRUCTURES
'The concrete structures and components are designed in accor-dance with the' strength design methods of the American Concrete
' Institute (ACI) Code, ACI 318, using the load combinations k . specified in table B.2.
L . i r s B-1/2
w ummer - - - - - - f' TABLE B.1I "I [ STEEL DESIGN LOAD COMBINATIONS ELASTIC METHOD 1 Strength Pa To Ta E E' W Wt Ro Ra 11- gY 11 Y Y Limit (f s)
- Ep D L l l
Service Load Conditions 1 1.0 1.0 1.0 O 2 1.0 1.0 1.0 1.0 m h 3 1.0 1.0 1.0 1.0 4 1.0 1.0 1.0 1.0 1.5 h 5 1.0 1.0 1.0 1.0 1.0 1.5 y 6 1.0 1.0 1.0 1.0 1.0 1.5 H m . Factored Load 7 1.0 1.0 1.0 1.0 1.0 1.6 b5 to (See note b.) 8 1.0 1.0 1.0 1.0 1.0 1.6 h b 9 1.0 1.0 1.0 1.0 1.0 1.6 h (See notes c and d.) . 10 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.6 y 11 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.7 C1
. (See notes c and d.) 1.0 1.0 12 1.0 1.0 1.0 1.0 1.0 1.6 t3 13 1.0 1.0 1.0 1.0 1.0 1.6 $
H 2*
- a. See Appendix A for definition of load symbols. f is the allowable stress for the elastic design method defined kN in Part 1 of the AISC, " Specification for the Design, Fabrication, and Erection of Structural Steel for O Builoings." The ono-third increase in allowable stresses permitted for seismic or wind loadings is not W considered. d
.b. When considering tornado missile load, local section strength may be exceeded provided there will be no loss of function of any safety-related system. In such cases, this load combination without the tornafo missile load is also to be considered.
- c. When considering Y , Y and Y loads, local section strength may be exceeded provided there will be no loss of function of any saketyE relate 5 system. In such cases, this load combination withoutjY , rY , and Y,is also to be considered.
~
- d. For this load combination, in computing the required section strength, the plastic section modulus of steel shapes, except for those which do not meet the AISC criteria for compact sections, may be used.
?
m - 1 , k i TABLE ~B.2(") CONCRETE DESIGN LOAD'. COMBINATIONS. - l STRENGTH METHOD
- St.ength W-g D . L P
a To T' a E 'E' ,W .t R o Ra 1 Y
YL Y'1,, 1,1 Limit Service Load Conditions 1 -1.4 1.7' U g 1.7 U O' 1.4 1. "'
(See note b.) 2 (see note c.) 3 1.4 . 1.7 1.9 'U. f 1.275. .'U" >'.
-4 1.05 1.275 1.275 ~
1.275 1.275 -U 5 1.05 1.275 1.275 6 1.05 1.275 1.275 1.425 1.275 U h. H Factored Load conditions
-7 1.0 1.0 1.0 1.0 1.0 U.
1.0 U , C: - (See note d.) .8 1.0- 1.0 1.0 -1.0 H D3 1.0 U 9 1.0 1.0 1.5 1.0 1.0 .1.0 1.0 1.0 U
# 10 1.0 1.t. 1.25 1.0 1.25 g (See note e.) 1.0 1.0 1.0 1.0 U M (See note e.) 11 1.0 1.0 1.0 1.0 1.0 ~
1.0 1.0 U ! 12 1.0 1.0 1.0 1.0 1.0 U 13 1.0 1,0 1.0 m H Q
.2
- a. See Appendix A for definition of load symbols. U is.the required strength based on strength method per Act 318-71.
- b. Unless this equation is more severe, the load combination 1.2D+1.7W is also to be considered. {
g
- c. Unless this eqcation is more severe, tue load combination 1.2D+1.9E is also to be considered. o
- d. When considering tornado missile load, local section strength may be exceeded provided there will be no loss of. function of ps any safety-related. system.
Y a
- In such cases, this load combination without the tornado missile load is also to be considered.Hlocal section loads, e.
When considering Tj,ysfe,m.nd any safety-related s In Y,such cases, this load combination without Y , Y , and Y, is also to be considered.
- f. Actual load factors used in design may have exceeded those shown in this t ble u
8w,,. a VEGP-AUKILIARY BUILDING DESIGN REPORT-I
.c 1
l l APPENDIX ~C DESIGN OF fTRUCTURES FOR TORNADO MISSILE IMPACT
- 1. ,
k 4 9 s
--- - - , - - - - . .m________,._ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
" =
VEGP-AUXILIARY BUILDING DESIGN REPORT _ APPENDIX C DESIGN OF STRUCTURES FOR TORNADO MISSILE IMPACT . . c.1 INTRODUCTION This appendix contains methods and procedures for analysis and design of steel and reinforced concrete structures and structural elements subject to tornado-generated missile impact effects. Postulated missiles, and other concurrent loading conditions are identified in Section 3.2 of the Design Report. Missile in. pact effects are assessed in terms of local damage and structural response. Local damage (damage that occurs in the immediate vicinity of the impact area) is assessed in terms of perforation and scabbing. Evaluation of local effects is essential to ensure that protected items would not be damaged directly by a missile perforating a protective barrier or by scab particles. Empirical formulas are used to. assess local damage. Evaluation of structural response is essential to ensure that protected items are not damaged or functionally impaired by deformation or collapse of the impacted structure. Structural response is assessed in terms of deformation limits, strain energy capacity, structural integrity, and structural stability. Structural dynamics principles are used to predict structural response. C.1.1 Procedures The general procedures for analysis and design of structures or structural elements for missile impact effects include:
- a. Defining the missile properties (such as type, material, deformation characteristics, geometry, mass, trajectory, strike orientation, and velocity).
C-1
VEGP-AUXILIARY BUILDING DESIGN REPORT
- b. Determining impact location, material strength, and thickness required to preclude local failure (such as perforation for steel targets and scabbing for rein-forced concrete targets).
- c. Defining the structure and its properties (such as geometry, section strength, deformation limits, strain energy dbsorption capacity, stability characteristics, and dynamic response characteristics).
- d. Determining structural response considering other concurrent loading conditions.
- e. Checking adequacy of structural design (stability, integrity, deformation limits, etc.) to verify that local damage and structural response (maximum defor-mation) wi'l not impair the function of safety-related items.
C.2 LOCAL EFFECTS Evaluation of local effects consists of estimating the extent of local damage and ch,racterization of the interface force-time function used to predict structural response. Local damage is confined to the immediate vicinity of the impact location on the struck element and consists of missile deformation, penetration of the missile into the element, possible perforation of the element, and, in the case of reinforced concrete, dislodging of concrete particles from the back face of the element (scabbing). Because of the complex physical pr.ocesses associated with missile impact, local effects are evaluated primarily by application of empirical relationships based on missile impact test results. Unless otherwise noted, these formulas are applied considering a normal incidence of strike with the long axis of the missile parallel to the line of flight. C-2
VEGP-AUXILIARY BUILDING DESXGN REPORT C.2.1 Reinforced Concrete Elements The parts of the building structure that offer protection for safety-related equipment against tornado-generated missiles are provided with f = 4000 psi minimum concrete strength, have 24-inch-minimum-thick walls, and have 21-inch-minimum-thick roofs. Therefore, the walls and roofs of these structures are resistant to perforation and scabbing by the postulated missiles discussed in Section 3.2 of the Design Report under tornado loads. C.2.2 Steel Elements Steel barriers subjected to missile impact are designed to preclude perforation. An estimate of the steel element thick-ness for threshold of perforation for nondeformable missiles is provided by equation 2-1, which is a more convenient form of the Ballistic Research Laboratory (BRL) equation for perforation of steel plates with material constant taken as unity (reference 1). 2 (Ek )2/3 NYms T p
=
672D E k 2 (2-1) where: T p
= steel plate thickness for threshold of perforation (in.).
E = missile kinetic energy (ft-lb). k 2 M, = mass of the missile (lb-s /ft). V = missile striking velocity (ft/s). s D = missile diameter (in.).I"I
- a. For irregularly shaped missiles, an equivalent diameter is used. The equivalent diameter is taken as the diameter of a circle with an area equal to the circumscribed contac;, or projected frontal area, of the noncylindrical missile. For pipe missiles, D is the outside diameter of the pipe.
C-3
VEGP-AUKILIRRY BUILDING DESIGN REPORT The design thickness to prevent perforation, tp, must be greater than the predicted threshold value. The threshold value is increased by 25 percent to obtain the design thickness. t = 1.25 T, (2-2) p where: t = design thickness to preclude perforation (in.). p C.3 STRUCTURAL RESPONSE DUE TO MISSILE IMPACT LOADING When a missile strikes a structure, large forces develop at the missile-structure interface, which decelerate the missile and accelerate the structure. The response of the structure depends on the dynamic properties of the structure and the time-dependent nature of the applied loading (interface force-time function). The force-time function is, in turn, dependent on the type of impact (elastic or plastic) and the nature and extent of local damage. C.3.1 General In an elastic impact, the missile and the structure deform elastically, remain in contact for a short period of time (dura-tion of impact), and subsequently disengage due to the action of clastic interface restoring forces. In a plastic impact, the missile or the structure or both may deform plastically or sustain permanent deformation or damage (local damage). Elastic restoring forces are small, and the missile and the structure tend to remain in contact after impact. Plastic impact is much more common in nuclear plant design than elastic impact, which is rarely encountered. For example, test data indicate that the impact from all postulated tornado-generated missiles can be characterized as a plastic collision. C-4
~
I VEGP-AUXILIARY BUILDING DESIGN REPORT If the interface forcing function can be defined or conserva-tively idealized (from empirical relationships or from theoreti-cal considerations), the structure can be modeled mathematically, and conventional analytical or numerical techniques can be used to predict structural response. If the interface forcing func-tion cannot be defined, the same mathematical model of the structure can be used to determine structural response by appli-cation of conservation of momentum and energy balance techniques with due' consideration for type of impact (elastic or plastic). In either case, in lieu of a more rigorous analysis, a conserva-tive estimate of structural response can be obtained by first determining the response of the impacted structural element and then applying its reaction forces to the supporting structure. The predicted structural response enables assessment of struc-tural design adequacy in terms of strain energy capacity, defor-mation limits, stability, and structural integrity. Ihree different procedures are given for determining structural response: the force-time solution, the response chart solution, and the energy balance solution. The force-time solution involves numerical integration of the equation (s) of motion and is the most general method applicable for any pulse shape and resistance function. The response chart solution can be used with compar-able results, provided the idealized pulse shape (interface forcing function) and the resistance function are compatible with the response chart. The energy balance solution is used in cases where the interface forcing function cannot be defined or where an upper limit check on structural response is desired. This method will consistently overestimate structural response, since the resisting spring forces during impact are neglected. In defining the mass-spring model, consideration is given to local damage that could affect the response of the element. For concrete slab elements, the beneficial effect of formation of a fracture plane which propagates from the impact zone to the back of the slab (back face fracture plane) just prior to scabbing C-5
VEGP-AUXILIARY BUXLDING DESIGN REPORT E L (reference 2) is neglected. The formation of this fracture plane limits the forces transferred to the surrounding slab and signifi-
- cantly reduces overall structural response. Since scabbing is r to be precluded in the design, the structural response check is made assuming the fracture plane is not formed. It is recognized,
} however, that should the missile velocity exceed that for thresh-old of scabbing, structural response would be limited by this [ mechanism. Therefore, the structural response is conservatively evaluated I ignoring formation of the fracture plane and any reduction in response. I C.3.2 Structural Assessment i
! The predicted structural response enables assessment of design ; adequacy in terms of strain energy capacity, deformation limits,
[ stability, and structural integrity. i
?
For structures allowed to displace beyond yield (elasto-plastic j response), a check is taade to ensure thet deformation limits g would not be exceeded, by comparing calculated displacements or
; required ductility ratios with allowable values (such as those contained in table C-1). ! C.4 REFERENCES h 1. Gwaltney, R. C., " Missile Generation and Protection in ; Light-Water-Cooled Power Reactor Plants," ORNL NSIC-22, Oak r Ridge National Laboratory, Oak Ridge, Tennessee, for the ?
USAEC, September 1968. l "Results of Missile Impact Tests on Reinforced
- l 2. Rotz, J. V.,
Concrete Panels," Vol 1A, pp 720-738, Second Specialty Conference on Structural Design of Nuclear Power Plant Facilities, New Orleans, Louisiana, December 1975. t-t
VEGP-AUXILIARY BUILDING DESIGN REPORT TABLE C-1 DUCTILITY RATIO 3 (Sheet 1 of 2) Maximum Allowable Value Member Type and Load Condition .of Ductility Ratio (p ) Reinforced Concrete _ Flexure (1), Beams and one-way slabs (2) 0.10 110 P-P' Slabs with two-way reinforcing (2)~ 0.10 <10 or.30 p-p' TSee 3 and 4) Axial compressionIII: Walls and columns 1.3 Shear, concrete beams and slabs in region controlled by shear: Shear carried by concrete only 1.3 Shear carried by-concrete and stirrups 1.6 Shear carried completely by
' stirrups 2.0 Shear carried by bent-up bars 3.0 Structural Steel Columns (5) 'E/r $20 1.3 1/r >20 1.0 Tension due to flexure 10 Shear 10 e
7 Axial tencion and steel plates in 0.5 g" Y L. membrane tension (6) I compression members not required 10 . for stability of building structures C-7
W
'VEGP-AUXILIARY BUILDING DESIGN REPORT' TABLE.C-1
' DUCTILITY _ RATIOS (Sheet 2 of ~ 2 ) .
Notes: L(1) :The interaction' diagram used to determine the allowable ductility ratio for elements subject to combined flexure and axial compression is provided in figure C-1. (2)- p and p' are the positive and negative _ reinforcing steel ratios -respectively. (3) Ductility ratio up.to 10 can be used without an angular rotation check. (4) Ductility ratio up to 30 can be used provided an angular rotation check is made. (5)' A/r is the memberislenderness ratio. The value specified is for axial compression. For columns and beams with uniform moment-the following value is used: 14 x 104 1 .
-Y + y < 10 F
y\p (6) e "d
- are the ultimate and yield strains.
e u "hallybe s taken as the' ASTM-specified minimum. x C-8 __________ ____________________________________________________j
W l-vag e-auxit .urto a p., - 4 = DUCTILITY RATIO FOR o COMPRESSION ONLY y, = DUCTILITY RATIO FOR Pb ' "b
= AXIAL LOAO ANO FLEXURE ONLY MOMENT UNDER FOR VALUES OF 4 AND pg SEE TABLE C 1 P, ,
. P, " 4P"
\
g M,- 4M;
\
N N P, M, o O O.
.a J 4.
Pb ' "b I l I 0.1ffA, t
/
/ I 1 !
MOMENT u b
#8 #f
, ALLOWASLE DUCTILITY RATIO (Al R EIN FORCED CONCR ETE INTE RACTION (El ALLOWA8LE DUCTILITY RATIO #VS P DI AGR AM (P VS MI Figure C-1 MAXIMUM ALLOWABLE DUCTILITY RATIO FOR HEINFORCED CONCRETE SECTION WITH BEAM-COLUMN ACTION _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . _ _ . _}}