ML13016A350

Updated Safety Analysis Report, Revision 15, Appendix C - Computer Programs

ML13016A350
Person / Time
Site:	Clinton
Issue date:	01/10/2013
From:	Exelon Generation Co
To:	Office of Nuclear Reactor Regulation
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Download: ML13016A350 (225)

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CPS/USAR APPENDIX C - COMPUTER PROGRAMS TABLE OF CONTENTS PAGE C- COMPUTER PROGRAMS C-1 C.1 CBEAM C-2 C.2 COLOAD C-3 C.3 CONCRETE C-4 C.4 CSEF-III C-5 C.5 DYNAS C-8 C.6 DYNAX C-10 C.7 FAST C-13 C.8 LAFD C-14 C.9 LUSH C-16 C.10 MESHG C-17 C.11 PCAUC C-18 C.12 PIPSYS C-20 C.13 PLFEM-II C-22 C.14 PLGIRD C-23 C.15 POLSAP4 C-24 C.16 RSG C-25 C.17 SETTLE C-26 C.18 SHAKE C-28 C.19 SLSAP4 C-30 C.20 SOR-III C-33 C.21 STAND SYSTEM C-34 C.22 STRUDL II C-36 C.23 TEMCO C-37 C.24 NONLIN2 C-39 C.25 PWRRA C-40 C.26 SLOPE C-41 C.27 SEISHANG C-42 C.28 VESLFAT C-42 C.29 References C-43 APPENDIX C C-i REV. 14 JANUARY 2011

CPS/USAR APPENDIX C - COMPUTER PROGRAMS LIST OF TABLES NUMBER TITLE PAGE C-1 Span 1 Characteristics and Output Results C-47 C-2 Span 2 Characteristics and Output Results C-48 C-3 Span 3 Characterisitcs and Output Results C-49 C-4 Resulting Total Load C-50 C-5 Concrete Strength Test Tally Sheet C-51 C-6 Calculation of Strength Test Parameters C-54 C-7 Probable Maximum Story Shears C-56 C-8 Structural Frequencies C-57 C-9 Probable Maximum Story Displacements C-58 C-10 Natural Periods for the Eight Lowest Flexural Modes C-59 C-11 Comparison of Results in kip/ft/sec Unit C-60 C-12 Comparison of Displacements and Forces C-61 C-13 Velocity in the Z-Direction C-62 C-14 Model Damping Comparison C-63 C-15 Properties of Structural Model C-64 C-16 Comparison of Nodal Accelerations in G Units C-65 C-17 Comparison of Maximum Stress Resultants in K, ft Unit atElement C, = 0 C-66 C-18 Comparison of Nodal Accelerations in G Units C-67 C-19 Comparison of Maximum Stress Resultants in K, ft Units at Element C, = 0 C-68 C-20 Displacements C-69 C-21 Anchor Forces C-70 C-22 Strain-Compatible Soil Properties C-71 C-23 Comparison of Computed Soil Properties Due to Horizontal Excitation C-72 C-24 Comparison of Stresses Due to Horizontal Excitation C-73 C-25 Comparison of Nodal Point Accelerations Due to Horizontal and Vertical Excitations C-74 C-26 Comparison of Moments for Selected Members C-75 C-27 Summary of Load Sets at Girth Butt Weld With Change in Material and Wall Thickness C-76 C-28 Six Highest Values of Stress Intensity, Girth Butt Weld With Change in Material and Wall Thickness C-77 C-29 Summary of Calculations of Cumulative Usage Factor, Girth Butt Weld With Change in Material and Wall Thickness C-78 C-30 Modal Frequencies (cycles/sec) C-79 C-31 Loads on Plate Girder Configuration C-80 C-32 Investigation of Plate Girder C-81 C-33 Deleted C-82 C-34 Deleted C-82 C-35 Applied Loads for SLSAP4 Pipe Network C-83 C-36 Force Equilibrium Reactions C-84 C-37 Periods of Plane Frame C-85 APPENDIX C C-ii REV. 11, JANUARY 2005

CPS/USAR LIST OF TABLES (Contd)

NUMBER TITLE PAGE C-38 Comparison of Moment C-86 C-39 Cantilever Beam Analysis - Natural Periods for the Eight Lowest Flexural Modes C-87 C-40 Cylindrical Tube Analysis - Selected Natural Periods C-88 C-41 Rolled Beam Design Problem C-89 C-42 Composite Beam Design Problem C-90 C-43 Column Design Problem C-91 C-44 Plate Girder Design Problem C-92 C-45 Composite Beam With Axial Loads C-93 C-46 Composite Beam With Vertical Seismic Loads C-94 C-47 Input for First Three Concrete Section Analysis Problems C-95 C-48 Results of First Three Concrete Section Analysis Problems C-96 C-49 Input for Tensile Force and Biaxial Bending Problem C-97 C-50 Results from Tensile Force and Biaxial Bending Problem C-98 C-51 Input for Nonthermal and Thermal Loads Problem C-99 C-52 Results from Nonthermal and Thermal Loads Problem C-100 C-53 Comparison of Results for Example 1 of PWRRA C-101 C-54 Comparison of Results for Example 2 of PWRRA C-102 C-55 Comparison of Results for Example 3 of PWRRA C-103 C-56 Allowable Shear, Moment and Span of Cable Tray C-104 C-57 Response of the Ceiling Mounted Support C-105 C-58 Response of the Wall Mounted Support C-106 C-59 Interaction Coefficients of the Ceiling Mounted Support C-107 C-60 Settlement for Problem 1 of SETTLE Validation C-108 C-61 Settlement for Problem 2 of SETTLE Validation C-109 C-62 Settlement for Problem 3 of SETTLE Validation C-110 C-63 Settlement of Rectangular Rigid Mat Foundation for Problem 4 of SETTLE Validation C-111 C-64 Stress for Problem 5 of SETTLE Validation C-112 APPENDIX C C-iii REV. 11, JANUARY 2005

CPS/USAR APPENDIX C - COMPUTER PROGRAMS LIST OF FIGURES NUMBER TITLE C-1 Plan, Elevation and Loading for COLOAD Validation Problem C-2 Consolidated Results for Different Locations (CONCRETE)

C-3 Comparison of Deflection of a Circular Plate Due to Uniform Pressure and Axisymmetric Edge Moment (CSEF-III vs. Hand Calculation)

C-4 Radial Moment Due to Uniform Pressure and Axisymmetric Edge Moment (CSEF-III vs. Hand Calculation)

C-5 Simply Supported Circular Plate, Linearly Varying Pressure Load for Radial Moment C-6 Simply Supported Circular Plate, Linearly Varying Pressure Load for Deflection (CSEF-III vs. KALSHEL)

C-7 Three-Story Shear Building Model for DYNAS C-8 Response History Analysis of Cantilever Beam for DYNAS Validation Problem No. 2 C-9 Comparison of Cantilever Responses from DYNAS and SAPIV (DYNAS)

C-10 Steel Frame with Rigid Girders for DYNAS Validation Problem No. 3 C-11 Comparison of Modal Components of Top-Story Distortion from DYNAS and Reference 6 C-12 2-D Cantilever Models for DYNAS Validation Problem No. 4 C-13 Shallow Spherical Shell Analyzed by DYNAX - Validation Problem 1 C-14 Axial Displacement Shallow Spherical Shell C-15 Meridional Moment Shallow Spherical Shell C-16 Finite Element Idealization of Thick-Walled Cylinder forDYNAX Validation Problem 2 C-17 Comparison of Stresses and Displacements in Thick-Walled Cylinders From DYNAX and Reference 10 C-18 Cylinder Under Harmonic Loads Analyzed by DYNAX - Validation Problem 3 C-19 Comparison of Results From DYNAX and Reference 11 of Meridional Moments and Deflections of Cylinder - (N=0, N=2)

C-20 Comparison of Results From DYNAX and Reference 11 of Meridional Moments and Deflections of Cylinder - (N=5, N=20)

C-21 Suddenly Applied Ring Line Load Analyzed by DYNAX - Validation Problem 4 C-22 Radial Displacement vs. Time - Comparison of Results from DYNAX and Reference 12 C-23 Bending Moment vs. Time - Suddenly Applied Ring (Line)Load - Comparison of Results from DYNAX and Reference 12 C-24 Spherical Cap Analyzed by DYNAX - Validation Problem 5 C-25 Comparison of Results From DYNAX and Reference 13 of Axial Displacement of Spherical Cap Under Dynamic Load C-26 Comparison of Results From DYNAX and Reference 13 of Axial Displacement of Spherical Cap Under Dynamic Load C-27 Hyperbolic Cooling Tower Analyzed by DYNAX - Validation Problem 6 C-28 Spectrum of Design Earthquake Used for DYNAX - Validation Problem 6 C-29 Comparison of Cooling Tower Meridional Forces Obtained by DYNAX and Reference 14 APPENDIX C C-iv REV. 11, JANUARY 2005

CPS/USAR LIST OF FIGURES (Contd)

NUMBER TITLE C-30 Tying of Solid and Shell Elements Analyzed by DYNAX - Validation Problem 7

C-31 Moment Diagram of Results from DYNAX and Analytical Solution C-32 Circular Plate Analyzed by DYNAX - Validation Problem 8 C-33 Cylinder Under Constant Pressure Analyzed by DYNAX and SOR-III (DYNAX)

C-34 Cylinder Under Dynamic Axial Pressure for Non-Reflecting Boundaries Analyzed by DYNAX - Validation Problem 10 C-35 Finite Element Model and Material Damping Coefficients for Cylinder Analyzed by DYNAX - Validation Problem 11 C-36 Modeling and Load Distribution C-37 Time History of Load (t)

C-38 Idealized Model of Anchor-Panel System Used in LAFD Validation Problem C-39 LUSH Validation Problem C-40 Comparison of Response Spectrum (EERC Report No. 74-4 and S&L LUSH)

C-41 Design of Tied Column - Compression Controls C-42 Design of Tied Column - Tension Controls C-43 Design of Tied Column - Biaxial Bending C-44 Example Frame for PIPSYS Static Analysis C-45 Piping System for Combined Stress Analysis (PIPSYS)

C-46 Structural Model of Piping System (PIPSYS)

C-47 Load Time History (PIPSYS)

C-48 Displacement vs. Time Joint 8 Z Direction (PIPSYS)

C-49 Rectangular Tank Filled With Water (PLFEM-II)

C-50 Moment of My at Horizontal Centerline of Walls (PLFEM-II)

C-51 Moment My At Top of Wall (PLFEM-II)

C-52 Mx Moment Along Centerline of Long Wall (PLFEM-II)

C-53 Plate With Circular Hole Under Uniform Tension (PLFEM-II)

C-54 Stresses in Plate with Circular Hole Under Uniform Tension (PLFEM-II)

C-55 Square Plate With Rectangular Hole Subjected to Temperature Variation (PLFEM-II)

C-56 Moments in Plate Due to Temperature Variation (PLFEM-II)

C-57 Loads and Configuration for PLGIRD Sample Problem C-58 POLSAP4 Input Commands for Beam Problem C-59 Generated SLSAP4 Date for Beam Problem C-60 POLSAP4 Input for Plate Problem C-61 Generated SLSAP4 Input for Plate Problem C-62 Response Spectrum for Sinusoidal Variation of Ground Motion C-63 Fourier Transform Plot from RSG for a 5 Cycle/Sec Sine Wave Time History C-64 Comparison of Desired Response Spectrum and Response Spectrum of Compatible Acceleration Time History (Damping = 0.02) from RSG C-65a Soil Profile and Properties for Consolidation Settlement Computation Using Janbu's Method (SETTLE Validation Problems 1 and 4)

C-65b Loading Area on Soil for SETTLE Validation Problems 1 to 3 C-66a Loading Area Used for Calculating Rigid Foundation Movement for Settle Validation Problem 4 APPENDIX C C-v REV. 11, JANUARY 2005

CPS/USAR LIST OF FIGURES (Contd)

NUMBER TITLE C-66b Location of Spring for Calculating Rigid Foundation Movement for SETTLE Validation Problem 4 C-67 Flow Chart for SHAKE C-68 Soil Profile and Layered Representation Used for the SHAKE Sample Problem C-69 Comparison of Shear Stresses and Accelerations Computed by SHAKE and QUAD4 (SHAKE)

C-70 Comparison of Spectral Values for Surface Motions Computed by SHAKE and QUAD4 (SHAKE)

C-71 Model of Pipe Network for SLSAP and SAPIV (SLSAP Validation Problem 1)

C-72 Comparison of Surface Stresses in a Clamped Spherical Shell Under External Pressure for SLSAP and SAPIV (SLSAP Validation Problem 2)

C-73 Model of Plane Frame for SLSAP and SAPIV (SLSAP Validation Problem 3)

C-74 Model of Pipe Assemblage for SLSAP and SAPIV (SLSAP Validation Problem 4)

C-75 Comparison of Bending Moments in a Cantilever Beam for SLSAP and Reference 43 (SLSAP Validation Problem 5)

C-76 Comparison of Bending Moments in a Simply Supported Plate for SLSAP and Reference 44 (SLSAP Validation Problem 6)

C-77 Model for Response History Analysis for SLSAP and SAPIV (SLSAP Validation Problem 7)

C-78 Comparison of SLSAP and SAPIV Transverse Deflections of the Cantilever Beam (SLSAP Validation Problem 7)

C-79 Comparison of SLSAP and SAPIV Bending Moments for the Cantilever Beam (SLSAP Validation Problem 7)

C-80 Cylindrical Tube and Load History for SLSAP and SAPIV Mode Superposition and Direct Integration Analyses (SLSAP Validation Problem 8)

C-81 Displacement Comparison of SLSAP Mode Superposition and Reference 45 for the Cylindrical Type (SLSAP Validation Problem 8)

C-82 Displacement Comparison of SLSAP Direct Integration and Reference 45 for the Cylindrical Type (SLSAP Validation Problem 8)

C-83 Circular Plate on a Rigid Foundation for SLSAP and NOBEC (SLSAP Validation Problem 9)

C-84 Comparison of Displacement and Moment Variation of Circular Plate from SLSAP and NOBEC (SLSAP Validation Problem 9)

C-85 Circular Plate for SOR-III Example C-86 LMoment Comparison SABOR-III and SOR-III C-87 Radial Shear Comparison for SABOR-III and SORLK-III C-88 Loads on Beam (STAND Validation Problem 4)

C-89 Transverse Loads on Beam (STAND Validation Problem 5)

C-90 Transverse Loads on Beam (STAND Validation Problem 6)

C-91 Ten-Story Shear Wall Model for NONLIN 2 Program C-92 Comparison of Displacement for Node 11 (NONLIN2)

C-93 Comparison of Moment for Member 1 (NONLIN2)

C-94 Pipe Whip Model for Example 1 of PWRRA C-95 Pipe Whip Model for Example 2 of PWRRA C-96 Pipe Whip Model for Example 3 of PWRRA APPENDIX C C-vi REV. 11, JANUARY 2005

CPS/USAR LIST OF FIGURES (Contd)

NUMBER TITLE C-97 Cable Tray Model for SEISHANG Program C-98 Ceiling Mounted Support Model for SEISHANG Program C-99 Wall Mounted Support Model for SEISHANG Program C-100 Soil Profile and Properites for Consolidation Settlement Computation Using Terzaghi's Method (SETTLE Validation Problem 2)

C-101 Soil Profile and Properites for Elastic Settlement Computation Using Terzaghi's Method (SETTLE Validation Problem 3)

C-102 Loading Area on Soil for SETTLE Validation Problem 5 APPENDIX C C-vii REV. 11, JANUARY 2005

CPS/USAR APPENDIX C - COMPUTER PROGRAMS The computer programs referred to in Sections 2.5, 3.7, and 3.8 by their acronyms are described herein. All programs are verified, within the stated assumptions and limitations, for correctness of utilized theory and validity of obtained results for a variety of typical problems.

Results are checked against known solutions, solutions obtained from other programs, or hand calculations. Examples of validation problems are included with the program descriptions.

Whenever applicable, internal checks, such as equilibrium and orthogonality checks, are included as an aid in checking the validity of the results.

APPENDIX C C-1 REV. 11, JANUARY 2005

CPS/USAR C.1 CBEAM CBEAM (Reinforced Concrete Beam Design and Schedule) is written to perform the routine work of reinforcement selection for rectangular cross section beams. The program is based on the design methods of the ACI 318-71 Code and Sargent & Lundy's (S&L) structural design standards.

In CBEAM, all beam sections are assumed to be rectangular sections. For stirrup reinforcement, each beam is divided into three portions: left 1/4 length; middle 1/2 length; and, right 1/4 length. The program assumes that constant shear forces are applied within each region. Design forces (bending moments and shear forces) for continuous frames should be obtained from analysis programs such as STRUDL. Design forces for individual members should be obtained by any acceptable analytical procedure.

Required input data includes identification titles, dimensions of the member sections, and design member forces. Output includes a beam schedule suitable for direct release for construction use and a longtudinal bar schedule according to S&L's structural design standards.

To demonstrate the validity of CBEAM, a typical three-span beam design was processed on CBEAM and the results compared to hand calculations.

Tables C-1 through C-3 show the beam characteristics and the resulting output for the three beams. As shown, the results compare very favorably.

APPENDIX C C-2 REV. 11, JANUARY 2005

CPS/USAR C.2 COLOAD COLOAD (Column Load Computation) computes column loads for power plant buildings. A floor plane is modeled as a mesh grid system consisting of a number of slab elements simply supported by columns. A linear interpolation scheme along with an iteration process is used to distribute floor loadings to columns. The input data consists of floor geometry, loading conditions and locations and column weight information.

COLOAD was developed by Sargent & Lundy in 1972. It is currently maintained on a UNIVAC 1106 operating under EXEC-8.

To demonstrate the validity of COLOAD, a two-story building is analyzed for column loads and the results of COLOAD are compared against hand calculations.

Models of the two floors are shown in Figure C-1. Each slab element in both floors has an area of 100 in2 with a total weight of 1000 kips. The weight of each column is 50 kips and the column weight due to uniform load is 250 kips.

Table C-4 gives the resulting total load as calculated by COLOAD and hand calculations. The results are identical.

APPENDIX C C-3 REV. 11, JANUARY 2005

CPS/USAR C.3 CONCRETE CONCRETE (Quality Control Analysis of Concrete) is a computer program used for statistical evaluation of concrete strength. It sorts and analyzes the field data collected on concrete samples and presents it in a convenient-to-interpret form.

The compressive strength test results of concrete cylinders are statistically analyzed to obtain the mean, standard deviation, coefficient of variation, moving averages, and other statistical parameters required in quality appraisal of concrete according to ACI 214-65. The strength results are also compared with the quality control limits fixed according to ACI 318-71 and the ASTM Manual on Quality Control of Materials, 15-C. Violations or inadequacies are clearly pointed out in the output.

CONCRETE was developed and is maintained by Sargent & Lundy. Since 1972, the program has been used at Sargent & Lundy on a UNIVAC 1106 operating under EXEC-8.

To demonstrate the validity of the program, a sample problem was taken from "Notes on ACI 318-71 Building Code Requirements with Design Applications" (Reference 1) and the results compared against those from CONCRETE.

Concrete strength test results from 28 day strength of 46 pairs of cylinders sampled from a particular class of concrete delivered to a site are shown in Table C-5. Figure C-2 shows the results from CONCRETE; Table C-6 shows the results from the ACI notes. The results are identical.

APPENDIX C C-4 REV. 11, JANUARY 2005

CPS/USAR C.4 CSEF-III CSEF-III (Circular Slab on an Elastic Foundation) analyzes any circular slab for arbitrary load conditions. The analysis is based on the solution to the basic differential equation for a plate on an elastic foundation, modified to include a Fourier series representation for the circumferential variation. For each Fourier harmonic, a matrix of linear equations is formulated using a finite difference representation of the plate equation and boundary equations. The system of equations is then solved by means of a Gauss elimination method.

Arbitrary normal pressure loading, edge moment and/or shear loads and axisymmetric thermal gradient loads may be considered in the analysis. At any radius, the entire circumference may be fixed against rotation or displacement allowing for a variety of support conditions or boundary conditions.

The program output includes deflection, soil pressure, radial moment, hoop moment, twisting moment, radial shear, tangential shear and Kirchhoff shear for each Fourier harmonic. Results from individual harmonics are superimposed and output along the radii at specified angles.

Moments may be converted to a Cartesian coordinate system for comparison with other programs.

Version III of CSEF was developed by Sargent & Lundy in 1971. It is currently maintained at Sargent & Lundy on UNIVAC 1100 series hardware operating under EXEC-8.

Two plate analyses are presented as examples of validation.

The first example is a concrete circular plate with Radius a = 50 ft Thickness h = 5 ft Elastic Modulus E = 576,000 ksf Poisson's Ratio = 0.17 resting on an elastic foundation with Foundation Modulus k = 518.4 kip/ft3.

The plate is analyzed for a uniform pressure load p = 50 kip/ft2 and a uniform edge load M = 1000 kip-ft/ft.

The results of the CSEF-III analysis are compared with a hand calculated solution. The hand calculations are based on equations presented in Hetenyi, "Beams on Elastic Foundation" (Reference 2). The displacements for the distributed load and edge moments are found independently and superimposed. For the uniform pressure load the displacement is APPENDIX C C-5 REV. 11, JANUARY 2005

CPS/USAR w = p/k and for the edge moment w = D1 Z1 (r) + D2 Z2 (r) where 4 k /D z 1 x R e Jo x i z 2 x Im Jo x i Jo = Bessel function of the first kind and M 2 z 1' a D1 k

z 1 a z 2 a z 1' a z 2 a 1

a z '2 1 a z '2 a 2

M 2 z '2 a D2 k

z 1 a z 2 a z 1' a z 2 a 1

a z '2 1 a z '2 a 2

' ' dZx z 1 and z 2 dx The results obtained by evaluating these equations for displacement and the appropriate expressions for radial moment are presented along with those obtained from CSEF-lll in Figures C-3 and C-4, respectively. As illustrated in these figures, the independent solutions compare favorably.

For a second example a simply supported circular plate under a linearly varying pressure load is presented. The solution is obtained for a plate having the following properties and loading:

Radius a = 100 in.

Thickness h = 2 in.

Elastic Modulus E = 3.0 x 107 psi Poissons Ratio = 0.3 Loading intensity pr c os q

a APPENDIX C C-6 REV. 11, JANUARY 2005

CPS/USAR where p = 100 psi.

Results from CSEF-III are compared with those obtained for Kalnin's Shell of Revolution (Reference 3). The comparison for radial moment and displacement are shown in Figures C-5 and C-6. Solutions obtained from both programs favorably compare with a solution presented by Timoshenko and Woinowsky-Krieger, "Theory of Plates and Shells" (Reference 4).

APPENDIX C C-7 REV. 11, JANUARY 2005

CPS/USAR C.5 DYNAS DYNAS (Dynamic Analysis of Structures) is designed to perform dynamic analysis of structures which can be idealized as three dimensional space frame and/or rigid slabs connected together by translational or torsional springs. The program considers the combined effects of translational, torsional and rocking motions on the structure. The program uses response spectrum, time history forced vibration, or static method of analysis, depending on the type of forcing function available. All the methods of dynamic analysis use the normal mode approach.

The program is capable of analyzing structures with parts having different associated dampings; composite modal damping values are obtained by weighing the damping factors according to the mass of each element. The option is also available to analyze a large structural system using the modal synthesis technique. By this, the system is divided into subsystems whose modal characteristics are computed separately and then synthesized to obtain the response of the complete system. The base motion can be applied simultaneously in two orthogonal directions. Response spectrum can be generated as specified slabs or joints.

In case of response spectra analysis, various modal responses may be combined to obtain the probable maximum responses by using three different methods: square root of the sum of the squares, doube sum, and absolute double sum method. The responses due to seismic motions from two directions are combined by using the SRSS method.

In case of time-history analysis, the decoupled differential equations of motion are numerically integrated using Newmark's -method (Reference 5). The response due to translational and rocking components from the same directions are combined algebraically. The response due to seismic motion from two directions may be combined either by SRSS or the algebraic sum method.

The DYNAS program was originally developed by Sargent & Lundy in 1970. The program is currently maintained on a UNIVAC 1106 operating under EXEC-8.

Four of the problems used to validate the program are presented.

In the first problem, a three-story shear building is analyzed and compared to a solution obtained by Biggs (Reference 6). The structure is represented by the closed-coupled system shown in Figure C-7. The masses and stiffness values used are also given in Figure C-7. For the analysis the following response spectra were used:

Frequency Displacement 1.00 cps 3.30 in.

2.18 cps 1.40 in.

3.18 cps 0.66 in.

The results obtained by Biggs and from DYNAS are compared in Tables C-7 through C-9.

In the second problem, results of DYNAS are compared to those obtained by Wilson, et al.

(Reference 7) using the SAPIV program.

APPENDIX C C-8 REV. 11, JANUARY 2005

CPS/USAR At the fixed end of a cantilever beam, shown in Figure C-8, an acceleration, shown in Figure C-8, is applied. The natural periods calculated by both SAPIV and DYNAS are shown in Table C-

10. A comparison of the bending moment at the fixed end of the cantilever beam is shown in Figure C-9.

In the third problem, a three-story shear building is analyzed and compared to a solution obtained by Biggs (Reference 6).

The structure is represented by the close-coupled spring-mass system in Figure C-10. The masses, stiffness values, and forcing functions are also given in Figure C-10. The results obtained by Biggs and from DYNAS are compared in Figure C-11.

In the fourth problem, a cantilever shown in Figure C-12, part (a), is analyzed for the first 3 seconds of a Castaic N-21-E earthquake applied along the x-direction at joint 6. The translational and rotational (x and y response) time histories at joint 4 are applied as simultaneous excitations for the cantilever shown in Figure C-12, part (b). The results of the two models are compared in Table C-11.

As demonstrated in all four problems DYNAS performs an accurate analysis.

APPENDIX C C-9 REV. 11, JANUARY 2005

CPS/USAR C.6 DYNAX DYNAX (Dynamic Analysis of Axisymmetric Structures) is a finite element program capable of performing both static and dynamic analyses of axisymmetric structures. Its formulation is based on a small displacement theory.

Three types of finite elements are available: quandrilateral, triangular, and shell. The geometry of the structure can be general as long as it is axisymmetric. Both isotropic and orthotropic elastic material properties can be modeled. Discrete and distributed springs are available for modeling elastic foundations, etc.

For static analysis, input loads can be structure weight, nodal forces, nodal displacements, distributed loads, or temperatures. Loads can be axisymmetric or nonaxisymmetric. For the solids or revolution, the program outputs nodal displacements and element and nodal point stresses in the global system (radial, circumferential, and axial). In the case of shells of revolution, the output consists of nodal displacements, and element and nodal point shell forces in a shell coordinate system (meridional, circumferential, and normal).

For dynamic analysis, three methods are available: direct integration method, modal superposition method, and response spectrum method. In the case of dynamic analysis by direct integration method or modal superposition method, a forcing function can be input as (1) nodal force components versus time for any number of nodes, or (2) vertical or horizontal ground acceleration versus time. For nonaxisymmetric loads the equivalent Fourier expansion is used. In the case of dynamic analysis by response spectrum method, spectral velocity versus natural frequency for up to four damping constants is input. The output of dynamic analysis is in terms of nodal displacements, element stresses and resultant forces and moments at specified time steps. When the modal superposition method is used, and in the case of earthquake response analysis, the requested number of frequencies and mode shapes are computed and printed together with the cumulative response of all the specified modes, as computed by the root sum square (RSS) method and the absolute sum method.

DYNAX was originally developed under the acronym ASHAD by S. Ghosh and C. L. Wilson of the University of California, Berkeley, in 1969 (Reference 8). It was acquired by Sargent &

Lundy in 1972 and is operating under EXEC-8 on a UNIVAC 1106.

To demonstrate the validity of the major analytical capabilities of DYNAX, documented results and hand calculations for several problems are compared with DYNAX results.

The first problem is taken from S. Timoshenko's book "Theory of Plates and Shells" (Reference 9). A clamped shallow spherical shell, shown in Figure C-13, is analyzed for displacement and stresses produced by a uniform pressure applied on its outside surface. DYNAX and Timoshenko's solutions are compared in Figures C-14 and C-15.

The second problem, taken from "Theory of Elasticity" by Timoshenko and Goodier (Reference 10), is a plane strain analysis of a thick-walled cylinder subjected to external pressure. The finite element idealization and the loading system used for this case are shown in Figure C-16.

Results of the DYNAX analysis are compared with the exact solution in Figure C-17. The agreement for both stresses and displacements is excellent.

The third problem was presented in an article by Budiansky and Radkowski in the August 1963 issue of the AIAA Journal (Reference 11). The structure, illustrated in Figure C-18, is a short, APPENDIX C C-10 REV. 11, JANUARY 2005

CPS/USAR wide cylinder with a moderate thickness to radius ratio. The applied loads and the output stresses are pure uncoupled harmonics. For this finite element analysis the cylinder is divided into 50 elements of equal size. This problem checks the harmonic deflections, element stresses, and forces. Figures C-19 and C-20 compare DYNAX results with the results given in the article.

The fourth problem is taken from an article by Reismann and Padlog (Reference 12). A ring (line) load of magnitude P (500 lb) is suddenly applied to the center of a freely supported cylindrical shell. The dimensions of the shell and the time history of load are shown in Figure C-

21. Because of symmetry only one-half of the cylinder is modeled using 80 elements of equal size. The time history of radial deflection and meridional moments from DYNAX and from Reismann and Padlog are compared and are shown in Figures C-22 and C-23, respectively.

For the fifth problem, the method of mode superposition is used to solve a shallow spherical cap with clamped support under the action of suddenly applied uniformly distributed load. The dimensions of the shell and the load time history are shown in Figure C-24. The first 12 modes were considered to formulate the uncoupled equations of motion. Each of these equations was solved by the step-by-step integration method using a time step of 0.1 x 10-4 seconds. The results are compared graphically with those obtained by S. Klein (Reference 13) in Figures C-25 and C-26.

The sixth problem is a hyperbolic cooling tower, as shown in Figure C-27. The tower is analyzed for horizontal earthquake motion. A response spectrum for 2% damping, as shown in Figure C-28, was used for this analysis. The RMS values of the meridional force are compared with those obtained by Abel, et al. (Reference 14) in Figure C-29.

The seventh problem demonstrates the validity of the tying routines. A moment of 100 k-ft/ft is applied at the top of a 50-foot cylindrical shell (Figure C-30). Figure C-31 shows the results from DYNAX and an analytical solution (Reference 9).

In the eighth problem, a plate, shown in Figure C-32, is analyzed for cracking due to varying temperature and the results from DYNAX are compared with hand calculations. The finite element model and material properties are also shown in Figure C-32. The temperature gradient is 2.4 F per inch thickness. The strain calculated by DYNAX is o = 1.8936E-5 and the strain calculated by hand is o = 1.81E-5.

For the ninth problem, a cylinder under constant pressure (Figure C-33) is analyzed by DYNAX and SOR-III, a public domain program (Reference 15). The flexibility matrix for the boundary conditions of the top and bottom used in SOR-III is

.33294 x 10 3 .55426 x 10 3 1 u r 3

.55426 x 10 .18453 x 10 3 1 The inverse of this matrix is then input in DYNAX as 750.8 0. 0. 2255.2 1 H

0. .5 x10 6 0. 0. 1 V

0. 0. 0. 0. 1 T 1 M 2255 .2 0. 0. 1354.7 APPENDIX C C-11 REV. 11, JANUARY 2005

CPS/USAR Table C-12 shows a comparison of results for the two programs.

The tenth problem analyzes a cylinder under constant dynamic axial pressure (Figure C-34) for nonreflecting boundaries. The velocity of the waves traveling through the cylinder due to the dynamic load can be calculated as follows:

C 1 E 100 10 ft / sec .

1 1 2 1 After two seconds the waves will reach the bottom of the cylinder. Since the dynamic load is constant, the velocity of the particles should maintain its value of 10 ft/sec over the entire cylinder for the rest of the load duration.

Table C-13 shows some of the results obtained using the nonreflecting boundary option at the bottom of the cylinder. The velocity in the z-direction at 2.2 seconds and at time 4.0 seconds is in good agreement with the actual velocity of 10 ft/sec.

In the eleventh problem, a cylinder (Figure C-35) is analyzed for frequency, mode shapes, and mixed modal damping obtained from the input material damping constants. The results are obtained based on weighing the damping factors according to the stiffness of each element.

Results of this problem are compared to hand calculations in Table C-14.

As shown in these problems, DYNAX is capable of producing accurate results from both static and dynamic analyses of shells.

APPENDIX C C-12 REV. 11, JANUARY 2005

CPS/USAR C.7 FAST FAST is used primarily for the dynamic analysis of a linear axisymmetric structure subjected to many independent loading cases. The structural model is given as input either in the form of its response for a typical dynamic load, usually a band limited white noise load, or in the form of its eigen values, eigen vectors, participation factors and modal damping ratios. The structural model input required for FAST is obtained from the results of finite element programs. Using the given input parameters, FAST computes transfer functions for various response components. A transfer function expresses the relationship in the frequency domain between a given loading and a specific response component. Using these transfer functions, the response to different loading cases may then be obtained using FAST. This approach reduces the computer analysis time for a structural model which is subjected to different time history motions since only one detailed analysis of the original structure using finite element programs is required; the analysis for the different time histories is then performed using the transfer functions obtained by FAST. The results are given in print and plot forms.

FAST was developed at Sargent & Lundy in 1975. It is currently maintained on a UNIVAC 1106 operating under EXEC-8.

To validate the code a cylindrical concrete tank on soil was analyzed and results were compared to results obtained from the DYNAX program (S&L Program No. 09.7.083-7.0).

The structural model of the tank is shown in Figure C-36, and the concrete and soil properties are shown in Table C-15. Results were compared for a time history pressure load symmetrically applied about the = 0 meridian. The meridional distribution of this pressure is shown in Figure C-36 and the time history distribution is shown in Figure C-37. The Fourier coefficients for circumferential distribution of pressure are shown in Table C-15.

As shown in Tables C-16 and C-17, the results obtained from the two programs for nodal accelerations at nodes A and B in Figure C-36 and for maximum stress resultants at element C in Figure C-36 compare favorably.

Results were also compared for the same load distribution applied about the = 0, = 120 and = 240 meridians simultaneously. Tables C-18 and C-19 show a favorable comparison of the results.

APPENDIX C C-13 REV. 11, JANUARY 2005

CPS/USAR C.8 LAFD LAFD (Analysis of Liner Anchor Forces and Displacements), calculates the maximum force and displacement of anchors, which result from local buckling of thin plate liners anchored to concrete walls. The solution method used in LAFD is described in Reference 16.

First, displacements are found for an assumed postbuckling load by a relaxation technique.

Then, using the maximum displacement, the anchor force and the strain in the buckled plate are calculated. The stress-strain relation given in a paper by Young and Tate (Reference 17) is reestablished in the program. Using the calculated strain, first stress is found and then new load. The new load is then used to find a new set of displacements. The procedure is repeated to find a second new load. This load is then compared to the load used in the previous cycle.

The procedure is repeated until the difference between the loads obtained in the last two cycles are approximately equal.

The program is capable of analyzing four types of anchors: Nelson studs of 1/2, 5/8, and 3/4 inch diameter and 3 by 3 by 1/4 inch angle continuous rib anchors. The force-deformation relations of these anchors are obtained from the manufacturer's publication (Reference 18).

The program output includes the maximum anchor force, the maximum anchor deformation, and the postbuckling load of the buckled plate.

LAFD was developed by Sargent & Lundy in 1971 and is currently maintained on a Univac 1106 operating under EXEC-8.

To validate the program, significant calculations were verified with hand calculations. As an example of this validation, a comparison of these calculations is presented for a strip of liner having the following properties:

Strip span a = 17.5 in.

Plate thickness t = 0.375 in.

Strip width w = 9 in.

Modulus of Elasticity E = 30 x 103 ksi Yield Stress o = 36 ksi 5/8"Ø Nelson Studs are used as anchors.

The anchor displacement, Ui, the force in the anchor adjacent to the buckled panel, f1, and the postbuckling load P as calculated by the program are shown in Table C-20. Substituting these displacements into the appropriate force-deformation relationship for 5/8"Ø Nelson Studs yields the anchor forces contained in Table C-21.

The validity of the solution is checked using the displacements and anchor forces given in Tables C-20 and C-21 to verify the equality of the original equations (see Figure C-38):

EA Fo P U1 U2 f1 (C-1) a APPENDIX C C-14 REV. 11, JANUARY 2005

CPS/USAR EA 0 2Un Un1 Un1 fn (C-2) a n = 1, 2, 3.N The postbuckling load, P, as determined by Equation C-1 = 21.864K as compared to 21,978K obtained from the program. Substitution into Equation C-2 yields approximately zero.

Equilibrium having been verified, results obtained from the program are valid.

APPENDIX C C-15 REV. 11, JANUARY 2005

CPS/USAR C.9 LUSH LUSH (Complex Response Analysis of Soil-Structure Interaction) is a finite element program designed for the seismic analysis of soils and structures. Unlike other dynamic soil response programs LUSH has frequency independent damping. This makes it especially appropriate for analyses requiring accuracy in the high frequency range such as generating foundation response spectra.

LUSH solves plane strain problems excited by an acceleration time history specified at the rigid base of the model. The proper strain dependent elastic moduli and damping values of each soil element are determined by iteration until compatibility between maximum principal shear strains and properties is obtained.

Most of the analysis is performed in the frequency domain using the method of complex response with complex moduli. First the stiffness matrix is formulated using the complex moduli given by the equation G

• G 1 2 2 2 i 1 2 where for a given element G* is the complex moduli, G is the shear modulus and is the damping ratio. This accounts for frequency independent viscous damping. Next, using the complex stiffness matrix the nodal point equations of motion are formulated. The input acceleration time history is converted to the frequency domain by a Fourier transform. Then the equations of motion are solved for each term of the Fourier transform and the results superimposed. This gives the Fourier transforms of all the nodal point displacement histories.

From these displacements the Fourier transforms for stress, strain, and acceleration histories can be determined. Finally the stresses, strains, and accelerations are converted to the time domain. This process is repeated for each iteration on the soil properties.

The specific output of the analysis is selected by the user. Output relating to elements includes maximum stresses, maximum principal shear strain, strain consistent shear modulus, and strain consistent damping. Nodal point output includes maximum acceleration, acceleration time histories, and response spectra.

LUSH was developed at the University of California, Berkeley by Lysmer, Udaka, Seed, and Hwang (Reference 19). Sargent & Lundy modified the program and now maintains it for use on the EXEC-8 processor of the UNIVAC 1106 computer.

The Sargent & Lundy version of LUSH was validated by comparison with a problem presented in Reference 19. This problem is quite simple but employs all the capabilities of the program.

The problem is outlined in Figure C-39. The strain dependent soil properties used are presented in Table C-22. The comparisons between the S&L version of LUSH results and the results reported in Reference 19 are given in Tables C-23, C-24, and C-25, and Figure C-40.

The agreement is very good.

APPENDIX C C-16 REV. 11, JANUARY 2005

CPS/USAR C.10 MESHG MESHG (Mesh Generator) checks input data for finite element programs. Using the member incidences and node point coordinates as prepared for a finite element program such as SLSAP, PLFEM, DYNAX, and QUAD4, the program produces a CalComp plot of the mesh.

Several isometric views of 3-D data may be obtained, axes may be rotated for 2-D data, and scaling may be specified. Element numbers are plotted proportional in size to element areas for ease in detecting errors in element connectivity or nodal coordinates.

The program was developed by Sargent & Lundy in 1970. It is currently maintained on a Univac 1106 operating on EXEC-8. Plotting is done off-line on a CalComp 905/936 system. Validity of the program is repeatedly verified by inspection of each plotted mesh.

APPENDIX C C-17 REV. 11, JANUARY 2005

CPS/USAR C.11 PCAUC PCAUC (Portland Cement Association Ultimate Design of Columns) is used to design or to investigate reinforced concrete columns using the ultimate strength theory in accordance with ACI 318-71 Code. The program is capable of designing or investigating tied columns subjected to an axial load combined with unixaial or biaxial bending moment. The program input consists of the dimensions of sections, material properties, reinforcement requirement, and loading data.

The slenderness effect is not included in the present program.

Output from the design part of the program includes the steel reinforcement arrangement, ultimate capacity for all loading cases, and interaction control points data. Output from the investigative part of the program either includes biaxial or uniaxial interaction data. Sargent &

Lundy has modified the original PCA program to follow the 1971 ACI building code and to provide more design options and greater capacity.

PCAUC is a modified version of the program "Ultimate Strength Design of Concrete Columns,"

developed by the Portland Cement Association. The program was obtained by Sargent &

Lundy in 1972 and modified. It is currently maintained on the UNIVAC 1106 operating under EXEC-8.

To validate PCAUC, documented results from several problems were compared with PCAUC results. Three of these problems are presented here.

The first problem is taken from Wang and Salmon's book "Reinforced Concrete Design" (Reference 20). The reinforcement for a 17-inch by 17-inch square tied column is designed for compression control loads. The loads include a dead-load axial load of 214 kips and bending moment of 47 ft/kips, and a liveload axial load of 132 kips and a bending moment of 23 ft/kips.

The reinforcement is designed according to the ACI Code with fc' = 3,000 psi and fy = 40,000 psi.

The solution as given in Wang and Salmon's book is identical to the solution obtained from PCAUC, shown in Figure C-41. It should be noted that the ultimate capacity provided by PCAUC has been reduced by a factor of 0.7.

The second problem is also taken from Wang and Salmon's book (Reference 21). The reinforcement for a tied column 14 inches wide and 20 inches deep is designed for tension control loads with a dead-load axial load of 43 kips and bending moment of 96 ft/kips, and a live-load axial load of 32 kips and bending moment of 85 ft/kips. The reinforcement is designed according to the ACI Code using symmetrical reinforcement with respect to its width and with fc'

= 4,500 psi and fy = 50,000 psi.

The solution as given in Wang and Salmon's book is identical to the solution obtained from PCAUC, shown in Figure C-42.

The third problem is taken from "Notes on ACI 318-71 Building Code Requirements with Design Applications," by the Portland Cement Association (Reference 22). A square tied column 28 inches by 28 inches is designed for biaxial bending loads for the following service loads:

APPENDIX C C-18 REV. 11, JANUARY 2005

CPS/USAR Dead Live Axial 550 kips 300 kips Mx 320 ft/kips 200 ft/kips My 160 ft/kips 100 ft/kips The bending is designed according to the ACI Code with fc' = 5,000 psi and fy = 60,000 psi.

The selected reinforcement obtained from PCAUC, shown in Figure C-43, is identical to that from Reference 22. It should also be noted that the interaction control points obtained by both show good agreement.

APPENDIX C C-19 REV. 11, JANUARY 2005

CPS/USAR C.12 PIPSYS PIPSYS (Integrated Piping Analysis System) analyzes piping systems of power plants for static and dynamic loadings, and computes the combined stresses. The following analyses are performed:

a. Static: Analysis of thermal, displacement, distributed, and concentrated weight loadings on piping systems;

b. Dynamic: Analysis of piping system response to seismic and fluid transient loads;

c. Stress Combination: Computes the combined stresses in the piping components in accordance with the ASME Boiler and Pressure Vessel Code,Section III (Reference 23).

The static, dynamic, and stress combination analyses can be performed independently or in sequence. Results of the static and dynamic analyses can be stored on magnetic tape for use at a later date to perform the stress combination analysis. The piping configuration can be plotted on a CalComp plotter.

The input consists of the piping system geometry, material properties, static, and dynamic loadings. Various options exist to control the length of the output. The default option generally prints only the summary of input data and final results.

PIPSYS was developed at Sargent & Lundy in 1972. It is currently maintained on a UNIVAC 1106 operating under EXEC-8.

To demonstrate the validity of the PIPSYS program the following three examples are presented.

To illustrate the validity of the static portion of PIPSYS, the problem shown in Figure C-44 was analyzed and the results compared to those given in Reference 24. Table C-26 shows the comparision of member end moments. As shown, the results from PIPSYS and Reference 24 are in good agreement.

To illustrate the validity of the stress combination analysis portion of PIPSYS, the problem outlined in Reference 25 was reanalyzed on the PIPSYS program. The layout of the piping system is shown in Figure C-45. The stress analysis is performed at location 19. The summary of loads sets and descriptions are presented in Table C-27. The results of the stress analysis are presented in Tables C-28 and C-29. The notations and equation numbers correspond to the ASME Boiler and Pressure Vessel Code (Reference 23).

It is observed that the PIPSYS results are very close to those presented in Reference 25.

To illustrate the validity of the dynamic analysis portion of PIPSYS, a problem was analyzed and the results obtained from PIPSYS were compared with those from two public domain computer programs, DYNAL (Reference 26) and NASTRAN (References 27 and 28).

Figure C-46 shows a schematic representation of the piping system analyzed. The system is modeled with simple beam elements with a total of 136 degrees-of-freedom. Figure C-47 shows the time-dependent blow-down forces at the relief valves locations. Results of PIPSYS APPENDIX C C-20 REV. 11, JANUARY 2005

CPS/USAR are compared with DYNAL and NASTRAN in Table C-30 and Figure C-48. The results from all three programs are quite close.

APPENDIX C C-21 REV. 11, JANUARY 2005

CPS/USAR C.13 PLFEM-II PLFEM (Plate Finite Element Method) analyzes plane elastic bodies, plates, and shell structures by the stiffness matrix method. The program uses two finite elements, a rectangualar element and a triangular element.

Elastic spring supports and/or an elastic foundation may be considered in the analysis.

Orthotropic materials may also be considered in conjuction with the rectangular element.

Pressure loads, concentrated forces, nodal displacements and temperature loads may be considered in the analysis. All loading cases may be factored and/or combined in any manner.

The program output includes deflections and rotations of all joints and membrane stresses (normal, shearing, and principal) at the center of each element, the resultant moments (X, Y, twisting principal) and shears and reaction forces. An equilibrium check is made to determine the accurancy of the results.

PLFEM was developed and is maintained by Sargent & Lundy. It was originally developed on a UNIVAC 1108 in 1966. Since May 1972 it has been successfully operating on the Sargent &

Lundy UNIVAC 1106 under EXEC-8.

Three sample problems are presented to demonstrate the validity of PLFEM. Plots of the computer results obtained are compared with theoretical results and results by other methods.

The first problem is an analysis of a rectangular tank filled with water which was presented by Y.

K. Cheung and J. D. Davies in an article in the May 1967 issue of "CONCRETE" (Reference 29). The finite element used was presented by Zienkiewicz and Cheung in the Proceedings of the Institute of Civil Engineers in August 1964 (Reference 30). Experimental results obtained agreed exactly with the finite element results except at a few isolated points where very small differences were noted. The PLFEM grid and loading for the tank problem are shown in Figure C-49. The grid used is the same size as Cheung and Davies. Moments in three regions of the tank are plotted along with the PLFEM results in Figures C-50 through C-52.

As a second example a rectangular plate subjected to a uniform plane stress and having a circular hole in its center is analyzed. The grid used in the PLFEM analysis is shown in Figure C-53. Because of double symmetry, only one-quarter of the plate is analyzed. Results obtained from the PLFEM analysis are plotted in Figure C-54 against the exact values as given by S.

Timoshenko and J. Goodier in "The Theory of Elasticity" (Reference 31).

As a final example, a square plate having a rectangular hole in its center is anlayzed for the effect of a temperature gradient through the plate. The grid used in the PLFEM analysis is shown in Figure C-55. Only one-quarter of the plate is analyzed because of the double symmetry. Moment values obtained by PLFEM are plotted for two regions of the plate in Figure C-56. For comparison, values of the moments obtained by an analysis based on the Hrennekoff frame work analogy are also shown.

APPENDIX C C-22 REV. 11, JANUARY 2005

CPS/USAR C.14 PLGIRD PLGIRD (Plate Girder Design and Investigation Program) performs design and investigation of the plate girder for axial and transverse loads. Input data for PLGIRD in its design mode consists of design criteria and material properties along with various load combinations. Input data for PLGIRD in its investigation mode consists of two input types. The first type of input data is the same as that for the design mode in order to obtain the configuration of the girder to be investigated. The second input type consists of revised load magnitudes and their locations.

Allowable stresses are based on the AISC Manual of Steel Construction (Reference 32).

PLGIRD was developed by Sargent & Lundy in 1968. It is currently maintained on UNIVAC 1100 series hardwater operating under EXEC-8.

The validity of PLGIRD is demonstrated in the following.

Figure C-57 shows a plate girder configuration designed by the program under the load combination shown in Figure C-57. Hand calculations are carried out for the given loading combination and the plate girder configuration. The section properties, the actual and allowable stresses and their interaction as computed by manual methods are compared with the program results.

As illustrated in Table C-31, the solutions compare favorably.

Figure C-57 shows the loading combination for which the plate girder configuration is to be investigated. Hand calculations are carried out for the given loading combination on the plate girder configuration.

The results of the hand calculations are compared with PLGIRD's results. As illustrated in Table C-32, the solutions compare favorably.

APPENDIX C C-23 REV. 11, JANUARY 2005

CPS/USAR C.15 POLSAP4 POLSAP4 (Problem Oriented Language for SLSAP4) is a preprocessor for the SLSAP4 program which allows the user to describe a structural model with commands consistent with engineering terminology. Input data consists of a free-format, self-documenting description of the problem to be solved. It eliminates the need for the normal error-prone, fixed-format numerical input with specific card sequence as described in the SLSAP4 Manual.

POLSAP4 interprets the model decription commands and generates the required fixed-format SLSAP4 input data. Control is then passed to the current operating version of the MESHG program for mesh plotting or the SLSAP4 program for the desired analysis.

The program was developed by Sarqent & Lundy in 1974. It is currently maintained on a Univac 1106 operating under EXEC-8.

Validity of the program is verified by comparison of the POLSAP4 generated data for SLSAP4 with the required input described in the SLSAP4 manual. Figures C-58 and C-60 show the POLSAP input commands for a beam and plate problem, respectively. Figures C-59 and C-61 show the generated SLSAP4 input data.

As shown, the data is correctly generated.

APPENDIX C C-24 REV. 11, JANUARY 2005

CPS/USAR C.16 RSG RSG (Response Spectrum Generator) generates dynamic response spectra (displacement, velocity, and acceleration) for single-degree-of-freedom elastic systems with various dampings, subjected to a prescribed time dependent acceleration. The program may also be used to obtain a response spectrum consistent acceleration time history in which the response spectrum of the generated acceleration time history closely envelops the given spectrum. The differential equation of motion is solved by using Newmark's -method of numerical integration (Reference 33).

The program has the capability to apply a baseline correction in an earthquake acceleration time history as well as to obtain and to plot the Fourier transform of the given acceleration time history. Options are available to obtain plots of the given acceleration time history, the generated response spectra and their envelopes. An interpolation option to obtain an acceleration time history at equal intervals or at a smaller time interval is available. The program can also be used as a postprocessor for other programs with all its options and capabilities.

Depending upon the option, the program output includes the response spectrum, the Fourier transform of a given acceleration time history, or the response spectrum consistent acceleration time history.

RSG was developed by Sargent & Lundy in 1969. Since 1972, the program has been maintained on UNIVAC 1100 series hardware operating under EXEC-8.

To illustrate the validity of the program, two sample problems are presented. For the first problem, the response spectrum for a one-degree-of-freedom damped system as presented by Biggs (Reference 34) is determined by using RSG. The system was subjected to the sinusoidal ground acceleration as shown in Figure C-62. The maximum dynamic load factor, (DLF)a,max for the damped steady-state response is plotted for 20% of critical damping; that is, / = 0.2. The response spectra obtained by Biggs and from RSG are also shown in Figure C-62. As seen by this comparison, results obtained from RSG are accurate. In addition, a Fourier transform plot of the given sine wave (5 cycle/sec) time history is shown in Figure C-63. As seen from the figure, the Fourier transform shows a peak at 5 cycle/sec. As a second validation problem, a spectrum consistent time history was generated. A comparison between the desired response spectra and the response spectrum of the compatible time history is shown in Figure C-64. As seen from this figure, a good comparison is obtained.

APPENDIX C C-25 REV. 11, JANUARY 2005

CPS/USAR C.17 SETTLE SETTLE (Settlement Analysis Program) predicts the magnitude of settlements of shallow foundation caused by foundation load. Janbu's tangent modulus method (Reference 35) is used to account for the nonlinear stress-strain behavior of soil.

The distribution of contact pressure taking into consideration the effect of the foundation rigidity is taken into account by considering that the foundation is rigid and, therefore, the settlement distribution profile is linear. The variations in contact pressure can then be determined from the conditions of force equilibrium and compatibility of the foundation and soil settlements.

The foundation settlement calculation is based on the following fundamental assumptions:

1. The soil profile can be divided into homogeneous horizontal layers with uniform thickness.

2. The stress increment caused by the applied loads can be approximated by the Boussinesq formula.

3. At any point, the stress increment contributed by each of the loading areas can be superimposed to calculate the total stress increment at that point.

The settlement at a point is computed by summing the individual settlement of each soil sublayer of a predetermined thickness. The following calculations are performed for each settlement point:

1. The stress increment caused by each loading area is computed and the total influence at the center of each soil sublayer caused by all the loading areas is accumulated.

2. After the stress increments have been accumulated, the settlements they produced are computed and accumulated. Settlements are computed by Janbu's tangent modulus concept.

3. The settlement beneath a point is considered as the total of the individual settlements of each soil sublayer.

4. After the settlement at one point has been obtained, SETTLE proceeds to calculate the settlement for the next point beneath that point.

An iterative procedure is used for rigid foundations so as to make the settlement patterns of the foundation and the subsoil compatible. If settlement patterns are not compatible, the distribution of contact pressure underneath the foundation is recalculated to satisfy the deformation prescribed by the subsoil. The new contact pressure distribution is then used to compute the new settlement pattern of the subsoil. The iteration continues until the predetermined convergence criteria are satisfied.

SETTLE was developed by Sargent & Lundy in 1976. It is currently maintained on UNIVAC 1100 series hardware operating under EXEC-8.

Results of settlement computations have been validated with those of the ICES-SEPOL program (Reference 36), a public domain program, and combined with hand calculations.

APPENDIX C C-26 REV. 11, JANUARY 2005

CPS/USAR The first three problems consist of a soil strata 45 ft thick with two different soil layers loaded by three rectangular loading areas with varying intensities (Figures C-65a, C-65b, C-100 and C-101). Problem 1 is run using Janbu's method, and the results are compared with hand calculation results. Terzaghi's method and the elastic method are illustrated in Problems 2 and 3, respectively, and are compared with the ICES-SEPOL program results. The results shown in Tables C-60 to C-62 indicate that settlements in each case are essentially the same for both methods.

The iteration procedure requires calculation of the movement of rigid foundations. The fourth problem presents this case. The soil properties are the same as those used in the first problem (Figure C-65a). This part of the calculation was validated by analyzing a 20 ft by 30 ft mat foundation loaded by four different loading zones (Figure C-66a). The mat was divided into six elements with a spring under the center of each element (Figure C-66b). The movement of the rigid foundation using a set of initial subgrade moduli was calculated by SETTLE and by hand.

As shown in Table C-63, the results are exactly the same.

The foundations for the above-mentioned four problems are at the same elevation. The fifth problem is only used to validate the stress at different depths below the foundation levels. Once the computed stress is correct, it will lead to the exact settlement calculated by the previous approach (equivalent foundation level).

Figure C-102 shows the loading area configurations and the depths from the highest foundation level. The stress calculated by SETTLE for various foundation levels is compared with the hand calculations in Table C-64. The results are exactly the same.

APPENDIX C C-27 REV. 11, JANUARY 2005

CPS/USAR C.18 SHAKE SHAKE (Soil Layer Properties and Response/Earthquake) is a program which computes response in a horizontally layered semi-infinite system subjected to vertically traveling shear waves. Strain-compatible soil properties are computed within the program. Earthquake motion can be specified at any level of the soil profile and a resulting motion can be computed anywhere else in the profile. The method is based on the continuous solution of the shear wave equation. For soil liquefaction studies, plots of stress time histories at various levels in a soil profile can also be obtained.

The input for the program includes data for the soil profile, curves of strain versus shear moduli and damping ratios, and the input earthquake motion.

The output includes the strain-compatible soil properties, response spectra of object and computed motions and printer and CalComp plots of time histories, Fourier spectra and response spectra. Stress time history plots are also included.

A flowchart listing the various options available in SHAKE is given in Figure C-67. A single SHAKE run may use several options, but the options must be performed in a logical sequence; i.e., an option cannot be used unless all the necessary information needed for that option has been supplied by previously used options.

SHAKE was originally developed by P. B. Schnabel and J. Lysmer of the University of California at Berkeley (Reference 37). It was modified and is now maintained by Sargent & Lundy. It has been used on a UNIVAC 1106 system operating under EXEC-8 at Sargent & Lundy since October 1972.

For verification of the SHAKE program, the results from SHAKE and the public domain program QUAD4 (Reference 38) were compared for a typical problem. QUAD4, a finite element program, uses a step by step integration technique in the time domain to solve the two dimensional discrete equations of motion; SHAKE uses a numerical solution in the frequency domain to solve the one dimensional wave equation. For the comparison, it was necessary to impose suitable boundary conditions on the finite model for the QUAD4 analysis to ensure only one dimensional wave progagation.

The problem solved by SHAKE and compared with the QUAD4 results analyzed the seismic response of a 100 foot layer of dense sand, Figure C-68. The properties of the sand were considered to be as follows:

Total unit weight = 125 pcf (K2) max = 65 Ko = 0.5.

The parameter (K2)max relates the maximum shear modulus, Gmax' and effective mean pressure at any depth, y, below the surface as follows:

Gmax 1000 K 2 max ' m 1/ 2 APPENDIX C C-28 REV. 11, JANUARY 2005

CPS/USAR where 1 2 K o '

' m n 3

Ko = Coefficient of lateral pressure at rest

' m = Effective vertical pressure at depth y.

Damping values and the variation of modulus values with strain were based on published data for sands (Reference 39).

The response of the sand layer was evaluated using the time history of accelerations recorded at Taft, California during the 1952 Kern County earthquake as base excitation. The ordinates of this time history were adjusted to provide a maximum acceleration of 0.15g.

The results obtained from SHAKE and the QUAD4 results are compared in Figures C-69 and C-

70. The maximum shear stresses and accelerations from both solutions are compared in Figure C-69, and the response spectra of the surface motions are compared in Figure C-70. As illustrated in these figures the two solutions compare favorably.

APPENDIX C C-29 REV. 11, JANUARY 2005

CPS/USAR C.19 SLSAP4 SLSAP4 (Sargent & Lundy Structural Analysis Program) performs static and dynamic structural analyses. The structure may consist of any of the following element types: 3-D truss, 3-D beam, plane stress or plane strain, 2-D axisymmetric solid, 3-D solid, thick shell, thin shell, isoparametric shell, boundary spring or pipe. The stiffnesses of the elements are evaluated for linear elastic isotropic or orthotropic materials. The structural stiffness is obtained by assembling all the individual element stiffnesses. In static analysis each load case may include element loadings: thermal loads, pressure loads, gravity loads, and concentrated nodal loads.

The program calculates the nodal displacements and forces or stresses in elements for multiple load cases. There are four options available in SLSAP4 dynamic analysis: frequency calculations only, frequency calculations followed by response history analysis, frequency calculations followed by response spectrum analysis, and response history analysis by direct integration. The program performs the solution of eigenvalue/vectors using either the determinant search algorithm or the subspace iteration algorithm depending on the size of the problem. The output for the time history analysis and the response spectrum analysis includes displacement of the nodes and the element stresses.

The postprocessor, developed by Sargent & Lundy, enhances the working application of the static analysis portion of the SLSAP4 program. Its primary purpose is to perform load combination analyses for structures with multiple loading cases. The postprocessor combines files from independent runs into a single file, selects output requested by the user, and checks for the absolute upper limits of the combined element stresses. It also has the capability to calculate the plate/shell minimum required moment capacities in two orthogonal directions or to calculate the principal stresses of the elements. In addition, computer graphic capabilities for contours have been implemented for the mat foundation.

SAP was orginally developed by C. L. Wilson of the University of California at Berkeley in 1968.

Sargent & Lundy currently maintains a modified SAPIV version released in 1973 (Reference 40). The program can successfully operate on either the UNIVAC 1106 operating under EXEC-8 or the CDC 7600 computer.

To demonstrate the validity of the major analytical capabilities of SLSAP4, nine of the problems used for validation are presented. These problems are taken from the SAPIV user manual (Reference 40, pp. 43-56), several other static and dynamic computer programs and classical solutions.

In the first problem, the pipe network shown in Figure C-71 is analyzed by SLSAP4 and SAPIV.

The static response of the system is calculated under the combined effects of concentrated loads, vertical (y-direction) gravity loads, uniform temperature increase, and non-zero displacements imposed at one support point. The applied loads are shown in Table C-35.

The results from both programs are compared in Table C-36. Also shown are the results from ADLPIPE (Reference 41) as given in the SAPIV user manual. As shown, all of the results compare favorably.

In the second problem, a clamped spherical shell shown in Figure C-72 is analyzed for stresses produced by a uniform pressure applied on its outside surface. The model represents a five degree wedge of the shell with eighteen thin shell elements along the thirty-nine degree meridian.

APPENDIX C C-30 REV. 11, JANUARY 2005

CPS/USAR The curves in Figure C-72 are plots of the meridian () and circumferential () direction surface predicted by SAPIV and SLSAP4 at the element centroid. The results are also identical.

In the third problem, a plane frame is analyzed to determine the three lowest frequencies and corresponding mode shapes. The frame and the beam element are shown in Figure C-73.

Results from SLSAP4 and SAPIV are compared in Table C-37. As shown, the results compare favorably.

The fourth problem deals with the response spectrum analysis of a pipe assemblage. This problem was originally presented in the PIPDYN user manual (Reference 42).

The model of the pipe assemblage is shown in Figure C-74. Z-moments are predicted for the local coordinates of the thirteen elements for the five lowest modes.

Table C-38 shows a comparison of the moment predictions from SLSAP4 and SAPIV. The proportional horizontal and vertical spectra are simultaneously specified. PIPDYN results, as documented in the SAPIV user manual, are also shown. All program results are in good agreement.

In the fifth problem, a cantilever beam, shown in Figure C-75, is analyzed under both uniform and concentrated loads. The beam is modeled using ten equal-length beam elements. It has a crosssectional area of 1 by 2 inch, length of 10 inches, and Young's modulus equal to 30 by 103 ksi. A uniform load equal to 2 kips/inch and a concentrated load of 10 kips are applied at one end of the beam.

The results from SLSAP4 are compared to analytical results obtained by Timoshenko and Gere (Reference 43). Figure C-75 shows excellent agreement between the bending moments obtained by both solutions.

In the sixth problem, a simply supported square plate under uniform loading is analyzed. A 10 in2 by 1 inch thick plate with Poisson's ratio equal to 0.3 and Young's modulus equal to 30 x 103 ksi is loaded with 1 ksi pressure.

The results obtained are compared to those presented by S. Timoshenko and S. Woinowsky-Krieger (Reference 44). Bending moments Mxx and Myy for both x and y symmetry lines obtained in the two solutions are shown in Figure C-76. The maximum bending moment which occurs at the center of the plate differs by only 1.05%.

In the seventh problem, a cantilever beam, shown in Figure C-77, is analyzed for ground acceleration. The response history of eight flexural modes is calculated by mode superposition analysis. The ground acceleration applied at node 1 is shown in Figure C-77.

The natural periods for the eight lowest flexural modes as calculated by SLSAP4 and SAPIV are given in Table C-39. The transverse deflection versus time for nodes 5 and 9 is plotted in Figure C-78. The fixed end moment versus time at element 1 is plotted in Figure C-79. The results show a favorable comparison.

For the eighth problem, the time history response of a cylindrical tube to a suddenly applied load is analyzed by mode superposition and direct integration. Results are compared with SAPIV and solutions by Timoshenko and Love (Reference 45).

APPENDIX C C-31 REV. 11, JANUARY 2005

CPS/USAR One-half of the tube, shown in Figure C-80, is idealized as an assemblage of axisymmetric elements with a total of 61 degrees of freedom. The time variation of the applied load is also shown in Figure C-80.

The twenty lowest modes calculated by SLSAP4 and SAPIV by mode superposition are listed in Table C-40. Figure C-81 shows the radial displacement versus time for SLSAP4 and Timoshenko-Love. Figure C-82 shows the plot for direct time integrations results from SLSAP4 and Timoshenko-Love. As shown, results from SLSAP4 compare favorably with results from both SAPIV and Timoshenko-Love.

In the ninth problem, a circular plate on a rigid foundation, shown in Figure C-83, is analyzed.

No-tension (zero stiffness in the region of the plate uplift) boundary elements are used to model the supporting foundation.

Results from SLSAP4 are compared with those from the NOBEC program (Reference 46) in Figure C-84. As shown, the results compare favorably.

APPENDIX C C-32 REV. 11, JANUARY 2005

CPS/USAR C.20 SOR-III SOR-III (Shell of Revolution) is a computer program used to analyze thin shells of revolution subjected to axisymmetric loading by employing a generalized Adams-Moulton method to numerically integrate the governing differential equations.

Arbitrary distribution of normal, tangential, and moment surface loadings, as well as edge forces and deflections may be analyzed in the axisymmetric loadings. Input of boundary conditions allow for the consideration of elastic support conditions. Temperature variations along the meridian or across the thickness may also be considered.

The program output includes shell displacements, outer fiber stresses and strains, and stress resultants.

SOR-III was developed by Knolls Atomic Power Laboratory for the United States Atomic Energy Commission (Reference 47). Version III was acquired by Sargent & Lundy in 1969 and is currently maintained on Sargent & Lundy's UNIVAC 1106 computer. The Sargent & Lundy version has been modified to punch data for plotting.

Results from this program have been frequently compared with other available solutions and other computer programs to check the validity of the program. One of these comparisons is the analysis of a circular flat reinforced concrete plate. The details of the problem and the boundary conditions are shown in Figure C-85. Results of the SOR-III analysis were compared with the finite element program, SABOR III (Reference 48). Figure C-86 shows the bending moment in the meridional and hoop directions, respectively. Figure C-87 shows the comparison of radial shear. As shown in these figures, results compare favorably.

APPENDIX C C-33 REV. 11, JANUARY 2005

CPS/USAR C.21 STAND SYSTEM STAND (Structural Analysis and Design) is an integrated system programmed to perform analysis and design of structural steel members according to the 1969 AISC specification. It consists of the following subsystems:

a. Beam Edit,

b. Rolled Beam Design,

c. Composite Beam Design,

d. Plate Girder Design,

e. Column Edit,

f. Column Design, and

g. Column Base Plate Design.

The program input consists of member geometry and basic loadings. The design is performed for specified combinations of basic loadings and overstress factors. For floor framing systems, the program is capable of automatically transferring reactions from tributary beams to supporting members and analyzing and designing for axial and vertical seismic loads. There are many design control parameters available, such as minimum and maximum depth limitations, shape of the rolled section, location of the lateral support of the compression flange, material grade or yield stress, deflection limitations, flange cutoff criterion and location of stiffeners, etc.

For columns, the program is capable of accounting for axial loading as well as uniaxial or biaxial bending.

For column base plate design, only axial load and column combinations are considered.

The program output includes the complete final design and provides the designer with sufficient intermediate information to evaluate the results. For rolled and composite beam designs, complete details of shop welded and field bolted end connections are contained in the output.

Supplementary information for economic evaluation of the design is also provided.

STAND was developed and is maintained by Sargent & Lundy. Since May 1972, the program has been extensively used at Sargent & Lundy on Univac 1106 hardware operating under EXEC-8. Some of the principle applications include the design of steel floor framing using various types of horizontal structural elements and the design of columns or beam columns.

To validate STAND, results from the program were compared with results from example design problems in the "Manual of Steel Construction" (Reference 49). Six problems are given.

The first is a rolled beam design problem (Example 1, pages 2-4 and 5). A beam of 36 ksi steel is designed for a 125 kip-ft bending moment, assuming its compression flange is braced at 6 foot intervals. The results, listed in Table C-41, show that STAND selects a more efficient section.

APPENDIX C C-34 REV. 11, JANUARY 2005

CPS/USAR The second is a composite beam design problem (Example 1, pp. 2-143 and 144). A noncoverplated composite interior floor beam is designed. Limits of 1-1/2 inch for dead load deflection and 1-2/10 inch for live load deflection are imposed. The results, shown in Table C-42, are nearly identical.

The third is a column design problem with three examples, (Examples 1, 2, and 5, pages 3-4, 5 and 9).

The first is the design of a W12 column of 36 ksi steel that will support a concentric load of 670 kips. The effective length with respect to its minor axis is 16 feet, and to its major axis, 31 feet.

The second is the design of an 11-foot long W12 interior bay column of 36 ksi steel that will support a concentric load of 540 kips. The column, rigidly framed at the top by 30 foot long W30 by 116 girders connected to each flange, is braced normal to its web at the top and the base.

The third is the design of a W14 column of 36 ksi steel for a tier building, 18 foot story height, that will support a 600 kip gravity load and a 190 kip-ft maximum wind moment, assuming K = 1 relative to both axes and bending is about the major axis.

The results from all three checks are identical to those in the AISC manual, and are shown in Table C-43.

The fourth problem is a plate girder design problem (Example 1, page 2-108). A welded plate girder is designed to support a uniform load of 3 kips/ft and two concentrated loads of 70 kips as shown in Figure C-88. The compression flange of the girder is laterally supported only at points of concentrated load. The close results are shown in Table C-44.

To validate the capability of analyzing and designing for axial and vertical seismic loads for floor framing systems, two examples are given.

In the fifth problem, a beam of 36 ksi steel is designed for transverse loads shown in Figure C-89 and an axial compressive load of 40 kips. The strength of concrete is 3500 ksi. The effective concrete slab width is 40 inches and the thickness of the slab is 4 inches. QL metal deck parallel to the beam is used. The distance between the top of the steel to the top of the slab is 6 inches. As seen in Table C-45 the STAND output is identical with that from hand calculations.

In the sixth problem, a beam of 36 ksi steel is designed for loads shown in Figure C-90. The strength of concrete is 3500 ksi. The effective concrete slab width is 36.2 inches and the thickness of the slab is 5 inches. QL metal deck perpendicular to the beam is used. The distance between the top of the steel and the top of the slab is 8 inches. Vertical seismic excitations are considered in the design. The STAND output is compared with hand calculations in Table C-46.

APPENDIX C C-35 REV. 11, JANUARY 2005

CPS/USAR C.22 STRUDL II STRUDL II (Structural Design Language) is primarily used for static analysis of frame and truss structures. The program is, however, capable of performing linear, static or dynamic analyses for finite element representations of structures using stiffness matrix methods. Nonlinear static problems and stability problems may also be treated.

The program is capable of analyzing plane trusses and frames, grids and elastic bodies, space trusses and frames, or three dimensional elastic solids subjected to arbitrary loads, temperature changes or specified displacements. Either earthquake accelerations or time history force may be used for dynamic analysis. Anisotropic materials may also be used. In addition to analysis, the program is capable of performing structural steel design according to the AISC Code and reinforced or prestressed concrete design according to the ACI Code.

The program output depends upon the type of finite element used and the analysis that was performed. Included in the output are displacements and member forces and moments or element stresses and moments. Eigen values, eigen vectors, and time history response or nodal response may be obtained for dynamic analyses. Member sizes may be obtained if the design portion is used.

STRUDL II was developed as part of the Integrated Civil Engineering System at the Massachusetts Institute of Technology (Reference 50). It has been in the public domain since 1968. Two versions are currently being used: one maintained by the McDonnell Douglas Automation Company on IBM 370 series hardware (Reference 51), and one maintained by UNIVAC on the 1100 series hardware (Reference 52).

APPENDIX C C-36 REV. 11, JANUARY 2005

CPS/USAR C.23 TEMCO TEMCO (Reinforced Concrete Sections Under Eccentric Loads and Thermal Gradients) analyzes reinforced concrete sections subjected to separate or combined actions of eccentric loads and thermal loads. The program can also analyze reinforced concrete sections subjected to axial force and biaxial bending. The effect of temperature is induced in the section by reactions created by the deformation restraint. No thermal loads can be specified when analysis under axial force and biaxial bending is desired.

The analysis may be done with either a cracked or an uncracked section. Material properties can be either linear or nonlinear. The program is capable of handling rectangular as well as nonrectangular sections. The effect of thermal expansion on the liner on a concrete section can be determined assuming the liner has no strength.

The program input consists of section dimensions, area and location of each layer of reinforcing steel, loads, load combinations, and material properties.

The deformations corresponding to the given eccentric loads (axial load and bending moments) are determined by an iterative procedure. Thermal load is applied on the section by inducing reactions created by the deformation restraint; i.e., there is no deformation change due to a thermal load on the section. The axial expansion can be assumed to be either free or restrained after thermal gradient is applied. An iterative procedure is employed again for finding the final strain distribution such that equilibrium of internal and external loads is satisfied.

The program output consists of an echo print of the input, combined loads, final location of neutral axis, final stresses in steel and concrete and final internal forces. Similar intermediate results (before thermal load is applied) can also be output if desired.

The program can be used to analyze a wide variety of reinforced concrete beams and columns, slabs, and containment structures subjected to various combinations of nonthermal and thermal loads.

The program was developed and is maintained by Sargent & Lundy. Since February 1972, the program has been extensively used at Sargent & Lundy on UNIVAC 1100 series hardware operating under EXEC-8.

To demonstrate the validity of TEMCO, program results are compared with hand calculated results. Five example problems are presented. The section and material properties for each problem are given in Tables C-47, C-49, and C-51 along with the applied nonthermal and thermal loads.

The first problem involves a section with two layers of steel under the action of a compressive force applied at the centerline of the section, a bending moment and a thermal gradient.

A cracked analysis of the section is required assuming nonlinear material properties.

The second problem involves a section with two layers of steel under the action of a tensile force applied at the centerline of the section, a bending moment and a thermal gradient. A cracked analysis of the section is required assuming linear material properties.

APPENDIX C C-37 REV. 11, JANUARY 2005

CPS/USAR The third problem involves a section with two layers of steel under the action of a tensile force applied at the centerline of the section, a bending moment and a thermal gradient. A cracked analysis of the section is required assuming linear material properties.

The fourth problem involves a section with ten reinforcing steel bars under the action of a tensile force and biaxial bending. A cracked analysis of the section is required assuming nonlinear material properties.

The fifth problem involves a section with two liners (one on each side) under the section of nonthermal and thermal loads. A cracked analysis of the section is required assuming nonlinearmaterial properties.

The hand calculated solutions were obtained according to the following outlined procedure:

a. Assume the location of the neutral axis and the stress distribution to be the same as given by the program under the given mechanical loading.

b. Compute the strain distribution under the given mechanical loading.

c. Compute the stress resultants by integration, using the proper stress-strain relationships.

d. Check for equilibrium with external mechanical loads.

e. If equilibrium is satisfied, compute the deformation imposed on the section by the given thermal load.

f. Compute the final deformations by subtracting the thermal deformations from the mechanical deformations.

g. For free thermal expansion, compute the new axial strain such that equilibrium is satisfied, keeping the curvature constant.

h. Compute the final stress resultants by integration, using the proper stress-strain relationships.

i. Compute the thermal loads.

j. Check for equilibrium and compare program results with hand calculated results.

Results obtained using this procedure together with those computed by TEMCO for all five problems are presented in Tables C-48, C-50, and C-52.

It is concluded that results given by the program agree very well with results obtained by hand calculations and that equilibrium between internal and external forces is satisfied for all five problems.

APPENDIX C C-38 REV. 11, JANUARY 2005

CPS/USAR C.24 NONLIN2 NONLIN2 (Nonlinear Dynamic Analysis of Two-Dimensional Structures) performs an inelastic analysis of plane structures subjected to static and dynamic loadings. The analysis considers the nonlinearity arising from a bilinear stress-strain or moment-curvature relationship.

The dynamic analysis is performed using a step-by-step numerical integration of the equations of motion.

The NONLIN2 program has evolved into a family of programs specifically tailored to solve particular structural systems. The NONLINS program is designed especially for steel structures.

The NONLlNP program is especially oriented to the analysis of piping systems. The NONLINRC program is specialized for reinforced concrete structures.

Input to the program, including options, consists of the following:

a. title, problem size parameters, plasticity information, and type of excitation;

b. material properties, elastic support information, nodal coordinates, nodal load coefficients, and nodal lumped masses;

c. fixed end forces, element connectivity, and element properties; and

d. load or acceleration cards.

Output includes:

a. an echo print of input data;

b. maximum nodal displacements and rotations at specified time intervals; and

c. maximum member forces and moments for specified time intervals.

NONLIN2 was developed at Sargent & Lundy in 1971. It is currently maintained on UNIVAC 1100 series hardware operating under EXEC-8.

The following problem was used to validate the program.

The ten-story shear wall structure shown in Figure C-91 was analyzed using the NONLINRC program. The structure was subjected to the first 4 seconds of the N-S component of the El Centro earthquake (1940). Beam elements with shear deformations were used. A strain hardening of 3% was considered. The time history of the x-displacement of the upper-most node point (node 11) is plotted in Figure C-92. The results obtained from the DRAIN-2 program (Reference 53) are shown in full circles. The time history of the moment at the base is plotted in Figure C-93. The results obtained by the DRAIN-2 program are shown in full circles. The agreement is very close.

APPENDIX C C-39 REV. 11, JANUARY 2005

CPS/USAR C.25 PWRRA PWRRA (Pipe Whip Restraint Reaction Analysis) computes the maximum response to a time-dependent forcing function of a simplified model of the pipe and restraint system for pipe whip restraint designs.

PWRRA was developed at Sargent & Lundy in 1974. It is currently maintained on UNIVAC 1100 series hardware operating under EXEC-8.

To validate the program, three sample problems were analyzed.

In the first problem, the pipe cantilever beam model of Ma and Bathe (Reference 54) was analyzed using PWRRA. The pipe was modeled with 26 nodes. The pipe and restraint properties are shown in Figure C-94. The program results are compared with the results of Reference 54 and are tabulated in Table C-53.

In the second problem, a longitudinal break at an interior point of a 24-inch pipe (Reference 55, case 3L28) was analyzed using PWRRA. The pipe model, restraint properties and forcing function are shown in Figure C-95. Since the pipe properties were not available from Reference 55, built-in properties (A106 grade B carbon steel) for pipe were used. Table C-54 shows the comparison of the program results and the results given in Reference 55.

A circumferential break of the main steamline (Reference 56, Line B) was analyzed in the third problem. The pipe method is shown in Figure C-96. Built-in material properties for carbon steel A106 grade B were used in the analysis. The restraint properties shown in Figure C-96 were obtained from Reference 57. The comparison of results is tabulated in Table C-55.

The comparisons between the results of the PWRRA program and the published references show good agreement.

APPENDIX C C-40 REV. 11, JANUARY 2005

CPS/USAR C.26 SLOPE SLOPE (Slope Stability Analysis) utilizes the theory of equilibrium of forces to determine the factor of safety against sliding of any embankment or slope. It contains the Bishop, Fellenius, and Morgenstern-Price methods of two dimensional stability analysis. In the Bishop and Fellenius methods, the factor of safety against failure is estimated along a circular surface of failure, whereas any arbitrary failure surface may be chosen for the Morgenstern-Price method.

The input includes the slope geometry, soil profile, soil properties (density, cohension, and the friction angle) and the piezometric surface(s). The program also has the capability to introduce an earthquake loading assumed as a horizontal gravitational force. Once the problem is input, several execution commands can be used to determine the factor of safety by the various methods. Also, different stages such as end-of-construction, full-lake and sudden-drawdown, can be considered in a single run.

The output includes factors of safety for each trial surface and a printer plot of the slope cross section having slope profile, soil profile, water table conditions, and failure surface for the minimum factor of safety.

SLOPE was developed and put under ICES (Integrated Civil Engineering Systems) by William A. Bailey at the Massachusetts Institute of Technology. It has been in the public domain since 1967. Sargent & Lundy currently uses the SLOPE version maintained by the McDonnell Douglas Automation Company on IBM 370 series hardware (Reference 58).

APPENDIX C C-41 REV. 11, JANUARY 2005

CPS/USAR C.27 SEISHANG SEISHANG (Seismic Analysis of Hangers) is used for the analysis and design of electrical cable and HVAC duct support systems. The program computes the allowable spans for cable trays and selects the proper member sections for various types of supports. The input load functions can be in the form of dead load, live load, or dynamic response spectra.

Program input consists of geometric data, material properties, member properties, and external loadings. Program output consists of allowable spans, member sizes, and mechanical response.

SEISHANG was developed at Sargent & Lundy in 1976. It is currently maintained on UNIVAC 1100 series hardware under EXEC-8.

To demonstrate the validity of the program, two problems are presented.

A typical cable tray, shown in Figure C-97, is analyzed and compared to the solution obtained by hand calculation. The results obtained from SEISHANG and by hand calculation are compared in Table C-56. The results show good agreement.

Two typical HVAC supports, shown in Figures C-98 and C-99, are analyzed and compared to the solution obtained from the DYNAS (09.7.090-9.0) computer program (Reference 59). The results obtained from SEISHANG and from DYNAS are compared in Tables C-57 and C-58.

The HVAC support shown in Figure C-98 is also analyzed by the PIPSYS (09.5.065-3.4) computer program (Reference 60). The results obtained from SEISHANG and from PIPSYS are compared in Table C-59. The results show good agreement.

C.28 VESLFAT VESLFAT (vessel fatigue) is a computer program used to perform ASME B&PV Code Section III analyses as required by NB-3222.2 and NB-3222.4(e) for Service Levels A and B conditions defined by the user. The VESLFAT program computes primary plus secondary and total stress ranges for all events and performs a correction for elastic-plastic analysis, if appropriate.

VESLFAT is prepared, verified, and validated, controlled and maintained under Structural Integrity Associates (SI) Quality Assurance (QA) Program, which is in compliance with the requirements of 10 CFR 50, Appendix B, 10 CFR 21, and ANSI/ASME NQA-1-1989, and meets the intent of applicable portions of ANSI N45.2. The SI QA Program was audited by NUPIC in April 2009, as part of NUPICs triennial requalification audit program, and the QA Program was judged to be acceptable for performing safety-related work for NUPIC member utilities and research institutions.

APPENDIX C C-42 REV. 14, JANUARY 2011

CPS/USAR C.29 References

1. "Notes on ACI 318-71 Building Code Requirements with Design Applications," Portland Cement Association, p. 1-14, July 1972.

2. M. Hetenyi, "Beams on Elastic Foundation," The University of Michigan Press, Ann Arbor, Michigan, pp. 100-106, 1946.

3. A. Kalnins, "Static, Free Vibration and Stability Analysis of Thin, Elastic Shells of Revolution," Technical Report AFFDL-TR-68-144, March 1969.

4. S. Timoshenko and S. Woinowsky-Krieger, "Theory of Plates and Shells," McGraw-Hill, New York, pp. 285-287, 1959.

5. N. Newmark and E. Rosenbleuth, "Fundamentals of Earthquake Engineering," Prentice-Hall, Englewood Cliffs, N. J., p. 15, 1971.

6. J. Biggs, "Introduction of Structural Dynamics," McGraw-Hill, New York, p. 266, 1964.

7. K. J. Bathe, E. L. Wilson, and F. E. Peterson, "SAP-IV - A Structural Analysis Program for Static and Dynamic Response of Linear Systems," EERC 73-11, University of California at Berkeley, June 1973.

8. S. Ghosh and E. Wilson, "Dynamic Stress Analysis of Axisymmetric Structures Under Arbitrary Loading," Report No. EERC 69-10, University of California at Berkeley, September 1969.

9. S. Timoshenko, "Theory of Plates and Shells," McGraw-Hill, New York, 1940.

10. S. P. Timoshenko and J. N. Goodier, "Theory of Elasticity," McGraw-Hill, New York, 1951.

11. B. Budianksy and P. P. Radkowski, "Numerical Analysis of Unsymmetric Bending of Shells of Revolution," Journal of the American Institute of Aeronautics and Astronautics, August 1963.

12. H. Reismann and J. Padlog, "Forced, Axisymmetric Motions of Cylindrical Shells,"

Journal of the Franklin Institute, Vol. 284, No. 5, pp. 308-319, November 1967.

13. S. Klein, "A Study of the Matrix Displacement Method As Applied to Shells of Revolution," Proceedings, Conference on Matrix Methods in Structural Mechanics, Wright-Patterson Air Force Base, Ohio, 1965.

14. J. F. Abel, P. P. Cole, and D. P. Billington, "Maximum Seismic Response of Cooling Towers," Report No. 73-DM-1, Department of Civil and Geological Engineeirng Research, Princeton University, March 1, 1973.

15. "A Program to Perform Stress Analysis of Shells of Revolution," Knolls Atomic Powers Laboratory, Schenectady, New York, September 1963.

APPENDIX C C-43 REV. 14, JANUARY 2011

CPS/USAR

16. J. M. Doyle and S. L. Chu, "Liner Plate Buckling and Behavior of Stud and Rip Type Anchors," Proceedings, First International Conference on Structural Mechanics in Reactor Technology, Vol. 4, Part H, Berlin, Germany, September 1972.

17. A. G. Young and L. A. Tate, "Design of Liners for Reactor Vessels," Proceedings, Conference on Prestressed Concrete Pressure Vessels, Institute of Civil Engineers, London, Paper J57, 1967.

18. "Nelson Stud Welding Applications in Power Generating Plants," Nelson Stud Welding Company, Lorain, Ohio.

19. J. T. Lysmer, et al. "LUSH - A Computer Program for Complex Response of Soil-Structure Systems," EERC Report No. 74-4, College of Engineering, University of California at Berkeley, April 1974.

20. C. K. Wang and C. G. Salmon, "Reinforced Concrete Design," Second Edition, Intext Educational Publishers, New York and London, pp. 436-438, 1973.

21. C. K. Wang and C. G. Salmon "Reinforced Concrete Design," Second Edition, Intext Educational Publishers, New York and London, pp. 441-445, 1973.

22. Portlant Cement Association, Notes on ACI 318-71 Building Code Requirements with Design Applications, pp. 9-25 through 9-27, 1972.

23. ASME Boiler and Pressure Vessel Code,Section III, 1974.

24. J. S. Kinney, "Indeterminate Structural Analysis," Addison-Wesley Publishing Company, Reading, Massachusetts, p. 377, 1957.

25. "Sample Analysis of a Piping System Class 1 Nuclear," prepared by Working Group on Piping of the Design Subgroup of the Nuclear Power Committee of the ASME Boiler and Pressure Vessel Committee, the American Society of Mechanical Engineers, New York, 1972.

26. ICES DYNAL User's Manual, McDonnell Douglas Automatic Co., September 1971.

27. NASTRAN Theoretical Manual, NASA SP-221, September 1970.

28. NASTRAN User's Manual, NASA SP-222, September 1970.

29. Y. K. Cheung and J. D. Davies, "Analysis of Rectangular Tanks," CONCRETE, London, England, Vol. 1, pp. 169-174, May 1967.

30. O. Zienkiwicz and Y. Cheung, "The Finite Element Method for Analysis of Elastic Isotropic and Orthotropic Slabs," Proceedings of the Institute of Civil Engineering, London, England, pp. 471-487, August 1964.

31. S. P. Timoshenko and J. N. Goodier, "Theory of Elasticity," McGraw-Hill Company, New York, 3rd Edition, p. 90, 1970.

32. AISC, Manual of Steel Construction, Seventh Edition, 1970.

APPENDIX C C-44 REV. 11, JANUARY 2005

CPS/USAR

33. N. M. Newmark and E. Rosenbleuth, "Fundamentals of Earthquake Engineering,"

Prentice-Hall, Inc., Englewood Cliffs, N. J., p. 15, 1971.

34. J. Biggs, "Introduction to Structural Dynamics," McGraw-Hill, New York, p. 260, 1964.

35. N. Janbu, "Settlement Calculation Based on the Tangent Modulus Concept," Three Guest Lectures at Moscow State University, Bulletin No. 2 of Soil Mechanics and Foundation Engineering of the Technical University of Norway, Trondheim, 1967.

36. ICES-SEPOL Soil Profile Settlement Analysis System, McDonnell Douglas Automation Company, 1974.

37. P. B. Schnabel and J. Lysmer, "SHAKE: A Computer Program for Earthquake Response Analysis of Horizontally Layered Sites," Report No. EERC 72-12, Earthquake Engineering Research Center, University of California at Berkeley, December 1972.

38. I. M. Idriss, et al. "QUAD-4, A Computer Program for Evaluating the Seismic Response of Soil Structures by Variable Damping Finite Element Procedures," Report No. EERC 73-16, Earthquake Engineering Research Center, University of California at Berkeley, July 1973.

39. H. B. Seed and I. M. Idriss, "Soil Moduli and Damping Factors for Dynamic Respnse Analysis," Report No. EERC 70-10, Earthquake Engineering Research Center, University of California at Berkeley December 1970.

40. K. J. Bathe, E. L. Wilson, and F. C. Peterson, "SAPIV, A Structural Analysis Program of Static and Dynamic Response of Linear Systems," Earthquake Engineering Research Center, Report No. EERC 73-11, June 1973.

41. "ADL Pipe Static-Thermal-Dynamic Pipe Stress Analysis," Arthur D. Little, Inc.,

Cambridge, Massachusetts, January 1971.

42. "Construction Industry Programs, PIPDYN: Dynamic Analysis of Piping Systems,"

Computer Sciences Corporation, Los Angeles, California.

43. S. Timoshenko and J. Gere, "Mechanics of Materials," Van Nostrand Reinhold Company, New York, pp.99-100, 1972.

44. S. Timoshenko and S. Woinowsky-Krieger, "Theory of Plates and Shells," McGraw-Hill, New York, p. 118, 1959.

45. H. Reismann and J. Padlog, "Forced Axisymmetric Motions of Cylindrical Shells,"

Journal of the Franklin Institute, Vol. 284, No. 5, November 1967.

46. "NOBEC, Nonlinear Bending of Circular Plates," Sargent & Lundy Program No.

09.7.096.

47. "A Program to Perform Stress Analysis of Shells of Revolution," Knolls Atmoic Power Laboratory, Schenectady, New York, September 1963.

APPENDIX C C-45 REV. 11, JANUARY 2005

CPS/USAR

48. J. H. Percy, D. R. Navaratna, and S. Klein, "Stress and Bending Analysis for Shells of Revolution," ASRL TR 121-7, MIT, Aeroelastic and Structures Research Laboratory.

49. Manual of Steel Construction, Seventh Edition, American Institute of Steel Construction, New York.

50. R. D. Logcher, et al. "ICES STRUDL II, The Structural Design Language Engineering User's Manual," Department of Civil Engineering, MIT, lst Edition, November 1968.

51. "ICES STRUDL Imporvements," McDonnell Douglas Automation Company", February 1973.

52. "ICES Application Brief," UNIVAC Marketing Support, Sperry Rand Corporation, 1972.

53. A. E. Kanaan and G. H. Powell, "General Purpose Computer Programs for Inelastic Dynamic Response of Plane Structures," Report No. 73-6, Earthquake Engineering Research Center, University of California at Berkeley, April 1973.

54. S. M. Ma and K. J. Bathe, "On Finite Element Analysis of Pipe Whip Problems,"

Proceedings Seminar of Extreme Load Conditions and Limit Analysis Procedures for Structural Reactor Safeguards and Containment Structures, Berlin, September 1975.

55. N. Bisconti, L. Lazzari, and P. P. Strona, "Pipe Whip Analysis for Nuclear Reactor Applications," Nuclear Engineering and Design (37), pp. 347-360, North Holland Publishing Company, 1976.

56. "Efforts Exerces Sur Le Bonclier Lors D'une Rupture De Tuyauterie," by GAAA, 20 Avenue Edouard Hernoit, 92350 Plessis Robinson, France (dated June 2, 1976).

57. Pipe Restraints (Option H) - General Electric Company Document (dated July 1, 1976).

58. "ICES SLOPE - Slope Stability Analysis System," McDonnell Douglas Automation Company, 1974.

59. DYNAS, Dynamic Analysis of Structures, (S&L Program No. 09.7.090-9.0).

60. PIPSYS, Integrated Piping Analysis System, (S&L Program No. 09.5.065-3.4).

APPENDIX C C-46 REV. 11, JANUARY 2005

CPS/USAR TABLE C-1 SPAN 1 CHARACTERISTICS AND OUTPUT RESULTS LEFT SIDE MIDDLE RIGHT SIDE Clear Span (ft) 23.0 Section (in.) 24.0 x 36.0 Design Moment Mu (kip-ft) 1130.70 650.0 1204.7 Design Shear Vu (kip) 345.4 134.1 230.7 Required Area (in2) CBEAM 8.62 4.57 9.31 Hand Calcs. 8.58 4.72 9.36 Required CBEAM 2 - #10 3 - #11 2 - #10 Bars 4 - #11 5 - #11 Hand 2 - #10 2 - #10 Calcs. 4 - #11 3 - #11 5 - #11 Provided Steel CBEAM 8.78 4.68 10.34 Hand Calcs. 8.78 4.68 10.34 Stirrups CBEAM #5 - at 7.0 in.** #4 - at 14.0 in.* #4 - at 4.0 in.*

Hand #5 - at 7.0 in.** #4 - at 14.0 in.* #4 - at 4.0 in.*

Calcs.

• Note: Type 1 Stirrups -

• • Note: Type 2 Stirrups -

APPENDIX C C-47 REV. 11, JANUARY 2005

CPS/USAR TABLE C-2 SPAN 2 CHARACTERISTICS AND OUTPUT RESULTS LEFT SIDE MIDDLE RIGHT SIDE Clear Span (ft) 15.5 Section (in.) 24.0 x 27.0 Design Moment Mu (kip-ft) 627.4 484.3 543.9 Design Shear Vu (kip) 132.9 70.4 103.6 Required Area (in2) CBEAM 6.51 4.77 5.42 Hand 6.69 4.73 5.45 Calcs.

Required Bars CBEAM 2 - #10 4 - #11 6 - #10 5 - #11 Hand 2 - #10 4 - #11 6 - #10 Calcs. 5 - #11 Provided Steel CBEAM 10.34 6.24 7.62 Hand 10.34 6.24 7.62 Calcs.

Type 1 Stirrups CBEAM #4 - at 6.0 in. #4 - at 12.0 in. #4 - at 12.0 in.

Hand #4 - at 6.0 in. #4 - at 12.0 in. #4 - at 12.0 in.

Calcs.

APPENDIX C C-48 REV. 11, JANUARY 2005

CPS/USAR TABLE C-3 SPAN 3 CHARACTERISTICS AND OUTPUT RESULTS LEFT SIDE MIDDLE RIGHT SIDE Clear Span (ft) 15.5 Section (in.) 24.0 x 27.0 Design Moment Mu (kip-ft) 586.3 503.1 490.4 Design Shear Vu (kip) 111.8 67.6 112.8 Required Area (in2) CBEAM 5.88 4.97 4.84 Hand 5.86 4.98 4.86 Calcs.

Required Bars CBEAM 6 - #10 4 - #11 4 - #10 Hand 6 - #10 4 - #11 4 - #10 Calcs.

Provided Steel CBEAM 7.62 6.24 5.08 Hand 7.62 6.24 5.08 Calcs.

Type 1 Stirrups CBEAM #4 - at 10.0 in. #4 - at 12.0 in. #4 - at 9.0 in.

Hand #4 - at 10.0 in. #4 - at 12.0 in. #4 - at 9.0 in.

Calcs.

APPENDIX C C-49 REV. 11, JANUARY 2005

CPS/USAR TABLE C-4 RESULTING TOTAL LOAD NODE TOTAL LOAD (kips)

COLOAD HAND CALCULATIONS 100A 600 600 100B 1237.5 1237.5 100C 350 350 200A 1237.5 1237.5 200B 0 0 200C 1237.5 1237.5 300A 350 350 300B 1237.5 1237.5 300C 600 600 APPENDIX C C-50 REV. 11, JANUARY 2005

CPS/USAR TABLE C-5 CONCRETE STRENGTH TEST TALLY SHEET Developed and distributed cooperatively by the Expanded Shale, Clay and Slate Institute and the National Ready Mixed Concrete Association for use with Form 2 or 3 to calculate strength control parameters.

Concrete source: XYZ CONCRETE CO. Class of Concrete:* Code B ; nominal minimum comp. strength 3450 psi; specified air-dry unit weight - lb. per cu. ft.; specified slump 3-5 in.; min. cement 545 lb. per cu. yd.; specified air content - %;

max. net mixing water - lb. per cu. yd.; cement brand, source and type SEVERAL TYPE I  ;

coarse agg. type, source and max. size NATURAL SAND - PQR CO.  ; fine agg. type and source GRAVEL - PQR CO.  ; other distinguishing properties________________________________________________________________________

AIR COMPRESSIVE STRENGTH, psi U.W.,

lb/ CONT. At 7 days At 28 days TEST SAMPLE 1971 SLUMP cu.

ORDER ID. NO. DATE in. ft.  % Cyl. 1 Cyl. 2 Cyl. 3 Avg. Cyl. 1 Cyl. 2 Cyl. 3 Avg.

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) 1 TC 1 7-6 4 2380 2380 3380 3410 3395 2 TC 2 7-9 4.5 2520 2520 3530 3580 3555 3 TC 3 7-9 3 2500 2500 3535 3555 3545 4 TC 4 7-9 3.5 2300 2300 3095 3125 3110 5 TC 5 7-11 4 2400 2400 3220 3300 3260 6 TC 6 7-12 3 2500 2500 3555 3595 3575 7 TC 7 7-12 4 2820 2820 3960 3990 3975 8 TC 8 7-13 4.5 2900 2900 3755 3795 3775 9 TC 9 7-17 5 2600 2600 3640 3700 3670 10 TC 10 7-17 4.5 2840 2840 3810 3860 3835 11 TC 11 7-17 3.5 2120 2120 2965 2985 2975 12 TC-12 7-17 3.5 2210 2210 3185 3215 3200 13 TC 13 7-17 2.5 2300 2300 3095 3145 3120 14 TC 14 7-19 4 2400 2400 3050 3060 3055 15 TC 15 7-20 5 2390 2390 3470 3530 3500 16 TC 16 7-20 4.5 2790 2790 3820 3860 3840 APPENDIX C C-51 REV. 11, JANUARY 2005

CPS/USAR TABLE C-5 (Contd)

CONCRETE CLASSIFICATION CODE B .

AIR COMPRESSIVE STRENGTH, psi U.W.,

lb/ CONT. At 7 days At 28 days TEST SAMPLE 1971 SLUMP cu.

ORDER ID. NO. DATE in. ft.  % Cyl. 1 Cyl. 2 Cyl. 3 Avg. Cyl. 1 Cyl. 2 Cyl. 3 Avg.

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) 17 TC 17 7-23 4 2310 2310 3035 3075 3055 18 TC 18 7-24 4 2100 2100 2800 2830 2815 19 TC 19 7-25 3 2310 2310 3400 3420 3410 20 TC 20 7-26 3 3000 3000 4200 4240 4220 21 TC 21 7-26 4 2950 2950 3790 3850 3820 22 TC 22 7-27 3 2960 2960 3990 4000 3995 23 TC 23 7-31 3 2510 2510 3660 3690 3675 24 TC 24 8-1 4 2100 2100 3210 3230 3220 25 TC 25 8-1 4.5 2340 2340 3470 3440 3455 26 TC 26 8-2 3.5 2115 2115 2990 2970 2980 27 TC 27 8-3 3.5 2220 2220 3200 3190 3195 28 TC 28 8-3 5 2170 2170 3280 3240 3260 29 TC 29 8-3 4 2215 2215 3390 3400 3395 30 TC 30 8-6 4 2160 2160 2970 2960 2965 31 TC 31 8-7 3 2300 2300 3670 3640 3655 32 TC 32 8-7 4 2800 2800 3830 3800 3815 33 TC 33 8-7 3.5 3110 3110 4470 4490 4480 34 TC 34 8-9 3.5 2560 2560 3660 3640 3650 35 TC 35 8-13 3.5 2140 2140 3390 3380 3385 36 TC 36 8-14 4 2410 2410 3600 3590 3595 37 TC 37 8-15 3.5 2120 2120 3225 3275 3250 38 TC-38 8-15 5 2100 2100 3025 3065 3045 39 TC 39 8-15 5.5 1920 1920 2650 2680 2665 40 TC 40 8-16 3.5 2200 2200 3490 3480 3485 41 TC 41 8-16 3.5 3100 3100 4040 4030 4035 APPENDIX C C-52 REV. 11, JANUARY 2005

CPS/USAR TABLE C-5 (Contd)

CONCRETE CLASSIFICATION CODE B .

AIR COMPRESSIVE STRENGTH, psi U.W.,

lb/ CONT. At 7 days At 28 days TEST SAMPLE 1971 SLUMP cu.

ORDER ID. NO. DATE in. ft.  % Cyl. 1 Cyl. 2 Cyl. 3 Avg. Cyl. 1 Cyl. 2 Cyl. 3 Avg.

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) 42 TC 42 8-17 4 2840 2840 3485 3515 3500 43 TC 43 8-20 5 2300 2300 2985 3065 3025 44 TC 44 8-20 3.5 2310 2310 3425 3445 3435 45 TC 45 8-22 5 2410 2410 3585 3615 3600 46 TC 46 8-23 3.5 2390 2390 3530 3500 3515

• Depending upon circumstances and local practice, it may not be necessary to include all of the information on class of concrete --

e.g. air content may not be specified or the data may involve several randomly used sources of cement. Any convenient code designation, letters or numbers, may be used to identify the concrete class and associate it with data on Form 2 or 3.

Comment: Form 1 provides a means of collecting the values to be used on Form 2 or 3 and displaying other data relevant to concrete control. The number of cylinders tested at a given age from the same sample may range from 1 to 3, but is typically 2 under nationally recognized specifications and codes. Thus, in many cases nothing will be recorded in one or more of Columns 7, 8, 9, 10, 11, 12, and 13.

APPENDIX C C-53 REV. 11, JANUARY 2005

CPS/USAR TABLE C-6 CALCULATION OF STRENGTH TEST PARAMETERS (For use when the number of tests being analyzed is small and, preferably when an accumulating type calculating machine or computer is available for summing strength test results and their squares.)

Developed and distributed cooperatively by the Expanded Shale, Clay and Slate Institute and the National Ready Mixed Concrete Association.

Concrete Classification Code B ; test age 28 days; no. cylinders per test 2 .

COMP. COMP. COMP.

TEST STR., psi, TEST STR., psi, TEST STR., psi, 2 2 2 ORDER x x ORDER x x ORDER x x (1) (2) (3) (1) (2) (3) (1) (2) (3) 1 3395 11526025 41 4035 16281225 81 2 3555 12638025 42 3500 12250000 82 3 3545 12567025 43 3025 9150625 83 4 3110 9672100 44 3435 11799225 84 5 3260 10627600 45 3600 12960000 85 6 3575 12780625 46 3515 12355225 86 7 3975 15800625 47 87 8 3775 14250625 48 88 9 3670 13468900 49 89 10 3835 14707225 50 90 11 2975 8850625 51 91 12 3200 10240000 52 92 13 3120 9734400 53 93 14 3055 9333025 54 94 15 3500 12250000 55 95 16 3840 14745600 56 96 17 3055 9333025 57 97 18 2815 7924225 58 98 19 3410 11622810 59 99 20 4220 17808400 60 100 21 3820 14592400 61 101 22 3995 15960025 62 102 23 3675 13505625 63 103 24 3220 10368400 64 104 25 3455 11937025 65 105 26 2980 8880400 66 106 27 3195 10208025 67 107 28 3260 10627600 68 108 29 3395 11526025 69 109 30 2965 8791225 70 110 31 3655 13359025 71 111 32 3815 14554225 72 112 33 4480 20070400 73 113 34 3650 13322500 74 114 35 3385 11458225 75 115 36 3595 12924025 76 116 37 3250 10562650 77 117 38 3045 9272025 78 118 39 2665 7102225 79 119 40 3485 12145225 80 120 Sum 137870 481053450 21110 74796300 158980 555849750 c d APPENDIX C C-54 REV. 11, JANUARY 2005

CPS/USAR TABLE C-6 (Cont'd)

INSTRUCTIONS

1. In Column 2, enter test strengths for the proper age from Column 10 or 14 of Form 1.

2. If an accumulating calculator is not available (NOTE), square the test strengths of Column 2 and enter the results in Column 3.

3. Sum the test strengths from Column 2 and their squares from Column 3 and enter the totals opposite "Sum" at the bottom of the form. To facilitate checking, it is suggested that the partial sums for each of the 3 sections of the table be recorded, and these be added to provide the values used in the calculations. The sums of Column 2 and 3 are, respectively, the values of "C" and "D" to be used in the formulas below. "n" is the total number of tests, or the last ' 'Test Order" number for which a strength test result has been recorded.

4. Average strength, X C / n 158980 / 46

= 3456 psi

5. Standard deviation, nD C 2 / n 46 x 555849750 158980 2 / 46 2556907850 0 2527464040 0 / 46 294438100 / 46 17159 46

= 373 psi NOTE: Most desk calculators are capable of accumulating the individual strength test results and their squares, thus providing the values for "C" and "D" in one operation without the necessity for entering the individual values of x2 in Column 3. In the calculation of , a slide rule will not provide the needed accuracy when this method is used.

APPENDIX C C-55 REV. 11, JANUARY 2005

CPS/USAR TABLE C-7 PROBABLE MAXIMUM STORY SHEARS PROBABLE MAXIMUM STORY SHEAR, kips MODE NUMBER BIGGS DYNAS 1 2250 2262 2 1740 1757 3 895 902 APPENDIX C C-56 REV. 11, JANUARY 2005

CPS/USAR TABLE C-8 STRUCTURAL FREQUENCIES STRUCTURAL FREQUENCY, CPS MODE NUMBER BIGGS DYNAS 1 1.00 1.00 2 2.18 2.18 3 3.18 3.18 APPENDIX C C-57 REV. 11, JANUARY 2005

CPS/USAR TABLE C-9 PROBABLE MAXIMUM STORY DISPLACEMENTS PROBABLE MAXIMUM STORY DISPLACEMENT, in.

MODE NUMBER BIGGS DYNAS 1 1.50 1.51 2 3.22 3.20 3 4.86 4.68 APPENDIX C C-58 REV. 11, JANUARY 2005

CPS/USAR TABLE C-l0 NATURAL PERIODS FOR THE EIGHT LOWEST FLEXURAL MODES PERIODS IN SECONDS MODE NUMBER SAPIV DYNAS 1 525.79 525.69 2 85.368 85.369 3 30.965 30.964 4 16.059 16.060 5 9.9006 9.9010 6 6.8276 6.8279 7 5.1865 5.1866 8 4.3777 4.3778 APPENDIX C C-59 REV. 11, JANUARY 2005

CPS/USAR TABLE C-11 COMPARISON OF RESULTS IN KIP/FT/SEC UNIT RESPONSE COMPONENT MODEL 1 MODEL 2 Maximum lateral displacement of:

Joint 1 0.170 0.160 Joint 2 0.178 0.166 Joint 3 0.149 0.137 Joint 4 0.131 0.124 Maximum lateral acceleration of:

Joint 1 -0.112 -0.108 Joint 2 0.268 0.267 Joint 3 0.168 0.166 Joint 4 -0.295 -0.284 Maximum moment in:

Member 1 -28.2 -28.2 Member 2 29.3 29.2 Member 3 -19.4 -19.5 APPENDIX C C-60 REV. 11, JANUARY 2005

CPS/USAR TABLE C-12 COMPARISON OF DISPLACEMENTS AND FORCES SOR-III DYNAX R- Hoop Meridional R- Hoop Meridional Z Displacement Rotation Force Moment Displacement Rotation Force Moment

0. -.3653-1 .6409-1 -913.4 4.43 -.3723-1 -.6511-1 -930.8 6.56

1. .1982-1 .4196-1 495.6 -42.95 .1952-1 -.4256-1 488.0 -48.63

2. .46049-1 .1207-1 1151.2 -33.19 .462-1 -.1222-1 1155.0 -32.84

3. .46049-1 -.1207-1 1151.2 -33.19 .462-1 -.1222-1 1155.0 -32.84

4. .1982-1 -.4196-1 495.6 -42.95 .1952-1 .4256-1 488.0 -48.63

5. -.3653-1 -.6409-1 -913.4 4.43 -.3723-1 .6511-1 -930.8 6.56 APPENDIX C C-61 REV. 11, JANUARY 2005

CPS/USAR TABLE C-13 VELOCITY IN THE Z-DIRECTION AT TIME 2.2 SECONDS AT TIME 4.0 SECONDS Z-VELOCITY Z-VELOCITY NODE Z-ORDINATE NONREFLECTING NODE Z-ORDINATE NONREFLECTING 1 0. -10.1 1 0. -10.5 3 1. -12.8 3 1. -10.7 5 2. -12.2 5 2. -8.92 7 3. -9.22 7 3. -10.5 11 5. -10.4 11 5. -9.44 15 7. -9.2 15 7. -9.20 17 8. -8.92 17 8. -10.4 19 9. -11.4 19 9. -10.5 23 11. -9.12 23 11. -10.7 27 13. -9.14 27 13. -10.7 31 14. -10.4 31 14. -9.75 33 15. -10.2 33 15. -9.92 37 17. -11.0 37 17. -9.62 41 20. -11.2 41 20. -9.58 APPENDIX C C-62 REV. 11, JANUARY 2005

CPS/USAR TABLE C-14 MODEL DAMPING COMPARISON MODE DYNAX HAND CALCULATIONS 1 0.0352 0.0348 2 0.0368 0.0367 3 0.0430 0.0430 APPENDIX C C-63 REV. 11, JANUARY 2005

CPS/USAR TABLE C-15 PROPERTIES OF STRUCTURAL MODEL (a) MATERIAL PROPERTIES DENSITY YOUNG'S kip sec 2 MODULUS POISSON'S MATERIAL ft 4 (kip/ft2) RATIO Concrete 0.00466 584000 0.17 Soil 0.00420 2351.5 0.42 (b) CIRCUMFERENTIAL DISTRIBUTION OF LOAD FOURIER HARMONIC NUMBER 0 1 2 3 4 Coefficient .2644 .3927 .1836 .0499 .0386 APPENDIX C C-64 REV. 11, JANUARY 2005

CPS/USAR TABLE C-16 COMPARISON OF NODAL ACCELERATIONS IN G UNITS (a) MAXIMUM RADIAL ACCELERATION NODE DYNAX FAST TIME (sec) ACCLN. TIME (sec) ACCLN.

A 0.012 8.60 0.012 8.60 B 0.132 -21.09 0.132 -21.10 (b) MAXIMUM VERTICAL ACCELERATION NODE DYNAX FAST TIME (sec) ACCLN. TIME (sec) ACCLN.

A 0.171 -17.20 0.171 -17.21 B 0.135 12.58 0.135 12.58 APPENDIX C C-65 REV. 11, JANUARY 2005

CPS/USAR TABLE C -17 COMPARISON OF MAXIMUM STRESS RESULTANTS IN K, FT UNITS AT ELEMENT C, = 0 DYNAX FAST TIME FORCE TIME FORCE COMPONENT (sec) K, ft (sec) K, ft Meridional membrane 0.10 -9.57 0.10 -9.57 force Circumferential 0.10 -9.79 0.10 -9.79 membrane force Meridional moment 0.23 15.67 0.23 15.67 Circumferential 0.10 -5.97 0.10 -5.97 moment Meridional transverse 0.10 -15.12 0.10 -15.12 shear APPENDIX C C-66 REV. 11, JANUARY 2005

CPS/USAR TABLE C-18 COMPARISON OF NODAL ACCELERATIONS IN G UNITS (a) MAXIMUM RADIAL ACCELERATION NODE DYNAX FAST TIME TIME (sec) ACCLN. (sec) ACCLN.

A 0.012 8.73 0.012 8.74 B 0.132 -21.40 0.132 -21.41 (b) MAXIMUM VERTICAL ACCELERATION NODE DYNAX FAST TIME TIME (sec) ACCLN. (sec) ACCLN.

A 0.171 -1745. 0.171 -1747 B 0.135 1276. 0.135 1277.

APPENDIX C C-67 REV. 11, JANUARY 2005

CPS/USAR TABLE C-19 COMPARISON OF MAXIMUM STRESS RESULTANTS IN K, FT UNITS AT ELEMENT C, = 0 DYNAX FAST TIME FORCE TIME FORCE COMPONENT (sec) K, ft (sec) K, ft Meridional membrane 0.10 -9.71 0.10 -9.71 force Circumferential 0.10 -9.94 0.10 -9.94 membrane force Meridional moment 0.23 15.44 0.23 15.44 Circumferential 0.10 -36.81 0.10 -36.81 moment Meridional transverse 0.10 -9.06 0.10 -9.06 shear APPENDIX C C-68 REV. 11, JANUARY 2005

CPS/USAR TABLE C-20 DISPLACEMENTS LOCATION VALUE, INCHES U1 .059492 U2 .045083 U3 .033292 U4 .023913 U5 .016642 U6 .011246 U7 .007491 U8 .004830 U9 .002874 U10 .001338 f1 16.293 kips Post-Buckling Load P = 21.978 kips APPENDIX C C-69 REV. 11, JANUARY 2005

CPS/USAR TABLE C-21 ANCHOR FORCES LOCATION VALUE, kips f1 16.270 f2 15.430 f3 14.149 f4 12.338 f5 10.935 f6 9.531 f7 6.348 f8 4.093 f9 2.436 f10 1.134 APPENDIX C C-70 REV. 11, JANUARY 2005

CPS/USAR TABLE C-22 STRAIN-COMPATIBLE SOIL PROPERTIES EFFECTIVE SHEAR STRAIN SHEAR MODULUS FRACTION OF CRITICAL eff % REDUCTION FACTOR* DAMPING (%)

CLAY SAND CLAY SAND

1. x 10-4 1.000 1.000 2.50 0.50 3.16 x 10-4 0.913 0.984 2.50 0.80 1.00 x 10-3 0.761 0.934 2.50 1.70 3.16 x 10-3 0.565 0.826 3.50 3.20 1.00 x 10-2 0.400 0.656 4.75 5.60 3.16 x 10-2 0.261 0.443 6.50 10.0 1.00 x 10-1 0.152 0.246 9.25 15.5 0.316 0.076 0.115 13.8 21.0 1.00 0.037 0.049 20.0 24.6 3.16 0.013 0.049 26.0 24.6 10.00 0.004 0.049 29.0 24.6

• This is the factor which has to be applied to the shear modulus at low shear strain amplitudes (here defined as 10-4 percent) to obtain the modulus at higher strain levels.

APPENDIX C C-71 REV. 11, JANUARY 2005

CPS/USAR TABLE C-23 COMPARISON OF COMPUTED SOIL PROPERTIES DUE TO HORIZONTAL EXCITATION ELEMENT SHEAR MODULUS G ksf DAMPING RATIO %

NUMBER REF. 1 LUSH REF. 1 LUSH 2 1537. 1512. 8.6 8.7 3 1409. 1388. 8.4 8.5 4 840. 828. 7.8 7.9 5 774. 763. 7.8 7.9 APPENDIX C C-72 REV. 11, JANUARY 2005

CPS/USAR TABLE C-24 COMPARISON OF STRESSES DUE TO HORIZONTAL EXCITATION ELEMENT x psf y psf xy psf NUMBER REF. 1 LUSH REF. 1 LUSH REF. 1 LUSH 1 110.8 111.4 158.9 157.1 377.1 373.4 2 120.5 118.3 79.8 78.3 509.2 505.8 3 28.5 28.4 29.9 29.8 443.0 440.7 4 15.8 15.3 23.3 22.8 696.8 692.2 5 39.7 38.9 42.1 41.3 648.8 644.6 APPENDIX C C-73 REV. 11, JANUARY 2005

CPS/USAR TABLE C-25 COMPARISON OF NODAL POINT ACCELERATIONS DUE TO HORIZONTAL AND VERTICAL EXCITATIONS HORIZONTAL EXCITATION VERTICAL EXCITATION X Acc. g Y Acc. g X Acc. g Y Acc. g NODAL POINT NUMBER REF. 1 LUSH REF.1 LUSH REF. 1 LUSH REF. 1 LUSH 1 .1849 .1835 Fixed Fixed .1642 .1634 2 .2142 .2119 .0121 .0116 .1392 .1370 .2084 .2046 3 .1723 .1715 Fixed Fixed .1669 .1659 4 .1444 .1443 .0000 .0000 .0000 .0000 .1322 .1299 5 .1444 .1443 Fixed Fixed .1322 .1299 6 .1646 .1630 Fixed Fixed .1170 .1165 7 .1708 .1694 .0050 .0049 .0547 .0572 .1101 .1085 8 .1855 .1842 Fixed Fixed .1068 .1051 APPENDIX C C-74 REV. 11, JANUARY 2005

CPS/USAR TABLE C-26 COMPARISON OF MOMENTS FOR SELECTED MEMBERS MOMENTS FROM MOMENTS REFERENCE FROM PIPSYS 26 (kip-ft) (kip-ft)

MAB 106.0 102.8 MBA 72.0 72.5 MBC 133.0 131.8 MCB 133.0 131.8 MCD -133.0 -131.8 MDC -133.0 -131.8 MDE 133.0 131.8 MED 86.0 84.2 MBE -158.0 -156.6 MEB -158.0 -156.6 MFE 106.0 102.8 MEF 72.0 72.5 APPENDIX C C-75 REV. 11, JANUARY 2005

CPS/USAR TABLE C-27

SUMMARY

OF LOAD SETS AT GIRTH BUTT WELD WITH CHANGE IN MATERIAL AND WALL THICKNESS LOAD NO. OF Ta Tb SET NO. LOAD SET DESCRIPTION TRANSIENTS P Mx My Mz T1 (VALVE) (PIPE) T2 1 Zero 5 0 0 0 0 0 70 70 0 2 Cold Hydro Test 3590 0 0 0 0 70 70 0 3 Hot Hydro Test, Up 40 2200 251.7 141.6 -7.1 2.4 400 400 0.3 4 Hot Hydro Test, Down 0 0 0 0 -2.4 70 94 -0.3 5 Plant Startup 100 2200 337.2 184.9 -936.0 0 70 70 0 6 Plant Shutdown 0 0 0 0 0 70 70 0 7 Plant Loading 18300 2200 381.6 204.4 -1169.6 0 70 70 0 8 Plant Unloading 2200 337.2 184.9 -936.0 0 70 70 0 9 Loss of Load, 4.1 80 2515 384.2 204.4 -1183.4 0 70 70 0 10 Loss of Load, 4.2 1500 345.7 186.4 -1011.4 0 70 70 0 11 N.O. + Earthquake 50 2200 408.6 463.3 -1134.1 0 70 70 0 12 N.O. - Earthquake 2200 265.8 -93.5 -737.9 0 70 70 0 APPENDIX C C-76 REV. 11, JANUARY 2005

CPS/USAR TABLE C-28 SIX HIGHEST VALUES OF STRESS INTENSITY, GIRTH BUTT WELD WITH CHANGE IN MATERIAL AND WALL THICKNESS VALUES FROM REFERENCE 25 PIPSYS PROGRAM LOAD SET PAIR Sn Eq. (12) Eq. (13) Ke Sn Eq. (12) Eq. (12) Ke 3 4 52549 *

• 1,000 52600 *

• 1,000 3 9 49883 *

• 1,000 49900 *

• 1,000 3 10 49620 *

• 1,000 49600 *

• 1,000 3 6 48013 *

• 1,000 48000 *

• 1,000 1 3 48013 *

• 1,000 48000 *

• 1,000 3 11 47728 *

• 1,000 47700 *

• 1,000

• Because Sn, calculated by Equation (10) is less than 3Sm Equations (12) and (13) are satisfied.

APPENDIX C C-77 REV. 11, JANUARY 2005

CPS/USAR TABLE C-29

SUMMARY

OF CALCULATIONS OF CUMULATIVE USAGE FACTOR, GIRTH BUTT WELD WITH CHANGE IN MATERIAL AND WALL THICKNESS VALUES BASED ON VALUES FROM PIPSYS REFERENCE 25 PROGRAM LOAD SET PAIR S pK e S pK e USAGE USAGE i j 2 FACTOR 2 FACTOR 3 9 40338 0.0050 40300 0.005 4 9 34400 0.0029 34400 0.003 1 11 29806 0.0002 29800 0.000 6 11 29806 0.0020 29800 0.002 6 7 29163 0.0023 29200 0.002 2 10 26254 0.0002 26300 0.000 10 12 93170 0.0000 93200 0.000 Cumulative Usage Factor 0.0126 0.0124 APPENDIX C C-78 REV. 11, JANUARY 2005

CPS/USAR TABLE C-30 MODAL FREQUENCIES (CYCLES/SEC)

MODE NUMBER PIPSYS NATRAN DYNAL 1 6.07 6.085764 6.0821088 2 10.69 10.94144 10.936468 3 11.48 11.66862 11.666215 4 14.76 15.20947 15.204282 5 20.12 22.25613 22.135260 6 23.87 28.53255 28.505264 7 25.32 30.58105 30.530972 8 28.80 31.22073 31.190062 9 30.00 32.27319 32.199679 10 42.39 43.14653 43.135100 11 42.95 43.50436 43.497053 12 58.02 58.19336 57.991710 13 77.78 76.62025 71.996751 14 90.74 93.69710 92.12974 15 91.8 96.04482 95.167976 16 93.39 97.81956 97.410131 17 96.96 99.40727 98.209594 18 101.42 104.6169 101.64513 19 102.14 105.4910 103.80206 20 103.03 107.7136 107.52304 APPENDIX C C-79 REV. 11, JANUARY 2005

CPS/USAR TABLE C-31 LOADS ON PLATE GIRDER CONFIGURATION METHOD OF MAX. BENDING INTERACTION SOLUTION Ixx (in4) MOMENT (k-ft) fb (ksi) Fb (ksi) fa (ksi) Fa (ksi) RATIO Hand 24701 2146.72 17.93 21.6 2.691 20.02 0.977 calculation PLGIRD 24702 2146.78 17.92 21.6 2.70 20.00 1.0 APPENDIX C C-80 REV. 11, JANUARY 2005

CPS/USAR TABLE C-32 INVESTIGATION OF PLATE GIRDER WEB SHEAR STRESS AXIAL SHEAR SHEAR EDGE BENDING STRESS STRESS STRESS STRESS COMPRESSION AT LEFT RIGHT BENDING AT LEFT RIGHT METHOD OF REACTION REACTION MOMENT Ixx Iyy fb Fb fa Fa INTERACTION END END ON WEB PLATE 4 4 SOLUTION (k) (k) (k-ft) (in ) (in ) (ksi) (ksi) (ksi) (ksi) RATIO (ksi) (ksi) (ksi)

HAND 235.36 242.46 2484.65 24701 2563.5 20.74 21.6 3.23 20.02 1.138 15.185 15.64 9.425 CALCULATION PLGIRD 235.63 242.28 2481.24 24702 2564 20.72 21.6 3.23 20.02 1.14 15.20 15.63 9.42 APPENDIX C C-81 REV. 11, JANUARY 2005

CPS/USAR TABLES C-33 AND C-34 HAVE BEEN DELETED.

APPENDIX C C-82 REV. 11, JANUARY 2005

CPS/USAR TABLE C-35 APPLIED LOADS FOR SLSAP4 PIPE NETWORK DIRECTION LOADING TYPE X Y Z Concentrated:

At Node 3 1000.0 At Node 4 -200.0 At Node 8 3000.0 1000.0 2000.0 Distributed Weight -6284.0 Total 3000.0 -4484.0 2000.0 APPENDIX C C-83 REV. 11, JANUARY 2005

CPS/USAR TABLE C-36 FORCE EQUILIBRIUM REACTIONS SLSAP4 SAPIV ADLPIPE NODE FX FY FZ FX FY FZ FX FY FZ 9 5643.5 - - 5643.51 - - 5659. - -

11 - -4044.7 - - -4044.59 - - -4052. -

12 2350.1 4023.1 -4960.9 2350.08 4023.01 -4960.70 2361. 4026. -4966.

13 -10993.5 4505.6 2960.6 -10993.59 4505.61 2960.70 -11021. 4509. 2966.

TOTAL -2999.9 4484.0 -2000.3 -3000.00 4484.03 -2000.00 -3001. 4483. -2000.

APPENDIX C C-84 REV. 11, JANUARY 2005

CPS/USAR TABLE C-37 PERIODS OF PLANE FRAME PERIOD PERIOD MODE (sec) (sec)

NUMBER SLSAP4 SAPIV 1 8.182 8.183 2 2.673 2.673 3 1.543 1.543 APPENDIX C C-85 REV. 11, JANUARY 2005

CPS/USAR TABLE C-38 COMPARISON OF MOMENT MOMENT MZ (kip/in.) IN ELEMENT LOCAL COORDINATES (at element end 1)

ELEMENT NUMBER SLSAP4 SAPIV PIPDYN 1 376.9 376.9 377.0 2 30.66 30.67 30.68 3 152.9 152.9 152.9 4 100.6 100.6 100.6 5 83.27 83.27 83.27 6 46.17 46.17 46.19 7 1.081 1.081 1.082 8 21.59 21.59 21.81 9 7.052 7.052 7.038 10 7.537 7.537 7.571 11 160.3 160.3 160.4 12 78.07 78.07 78.09 13 26.08 26.08 25.80 APPENDIX C C-86 REV. 11, JANUARY 2005

CPS/USAR TABLE C-39 CANTILEVER BEAM ANALYSIS -

NATURAL PERIODS FOR THE EIGHT LOWEST FLEXURAL MODES MODE PERIOD (sec) PERIOD (sec)

NUMBER SLSAP4 SAPIV 1 525.8 525.79 2 85.37 85.368 3 30.96 30.965 4 16.06 16.059 5 9.901 9.9006 6 6.828 6.8276 7 5.186 5.1865 8 4.378 4.3777 APPENDIX C C-87 REV. 11, JANUARY 2005

CPS/USAR TABLE C-40 CYLINDRICAL TUBE ANALYSIS -

SELECTED NATURAL PERIODS MODE PERIOD (sec x 10-3) PERIOD (sec x 10-3)

NUMBER SLSAP4 SAPIV 1 1.279 1.2788 5 0.6214 0.62140 10 0.3298 0.32983 15 0.1746 0.17463 20 0.1150 0.11497 APPENDIX C C-88 REV. 11, JANUARY 2005

CPS/USAR TABLE C-41 ROLLED BEAM DESIGN PROBLEM MAXIMUM MOMENTS SECTION SECTION (kip-ft) SELECTED MODULUS (in³)

AISC 125 W16 x 40 64.6 STAND 125.58 W18 x 40 68.4 APPENDIX C C-89 REV. 11, JANUARY 2005

CPS/USAR TABLE C-42 COMPOSITE BEAM DESIGN PROBLEM BENDING MOMENTS(kip-ft)

NUMBER OF CONSTRUCTION DESIGN MAXIMUM STEEL SHEAR LOAD LOAD SHEAR kips) SECTION CONNECTORS AISC 71.3 237.2 26.4 W21 x 44 42 STAND 71.3 236.5 26.3 W21 x 44 42 APPENDIX C C-90 REV. 11, JANUARY 2005

CPS/USAR TABLE C-43 COLUMN DESIGN PROBLEM AISC AISC AISC ITEMS EXAMPLE 1 EXAMPLE 2 EXAMPLE 5 670k 540 k 600 kips 100 k-ft Column Design Parameters 190 k-ft 670 k 540 k 600 kips AISC W12 x 161 W12 x 99 W14 x 142 Solution STAND W12 x 161 W12 x 99 W14 x 142 Solution APPENDIX C C-91 REV. 11, JANUARY 2005

CPS/USAR TABLE C-44 PLATE GIRDER DESIGN PROBLEM RESULTS AISC STAND Maximum 2054 2045 Bending Moment (kip-ft)

Maximum 142 141.3 Vertical Shear (kips)

Web Section 1 plate, 1 plate, 70 x 5/16 70 x 5/16 Flange Section 2 plates, 2 plates, 18 x 3/4 18 x 3/4 Stiffener End 3.5 3.56 Spacing (ft)

Stiffener 6.75 6.72 Intermediate Spacing (ft)

Area* of Stiffeners Furnished (in2) 2.0 1.88

• Required area is 1.78 in2.

APPENDIX C C-92 REV. 11, JANUARY 2005

CPS/USAR TABLE C-45 COMPOSITE BEAM WITH AXIAL LOADS ALLOWABLE AXIAL STRESS (ksi)

CONSTRUCTION CASE DESIGN CASE STAND 20.48 20.98 Hand Calculation 20.48 20.98 APPENDIX C C-93 REV. 11, JANUARY 2005

CPS/USAR TABLE C-46 COMPOSITE BEAM WITH VERTICAL SEISMIC LOADS ACCELERATION DESIGN MOMENT (k-ft)

FREQUENCY (Hz) OBE SSE OBE SSE STAND 10.5 1.88 2.02 1410.6 1484.2 Hand Calculation 10.49 1.875 2.025 1410.4 1483.9 APPENDIX C C-94 REV. 11, JANUARY 2005

CPS/USAR TABLE C-47 INPUT FOR FIRST THREE CONCRETE SECTION ANALYSIS PROBLEMS PROBLEM SECTION AND 1 2 3 MATERIAL PROPERTIES Thickness (in.) 42.0 30.0 42.0 Width (in.) 12.0 12.0 12.0 Area of 1st steel layer (in2) 6.25 2.25 3.12 Distance of lst steel layer 3.0 3.0 3.0 (in.)

Area of 2nd steel layer 6.25 4.0 3.12 (in2)

Distance of 2nd steel 37.0 25.0 37.0 layer (in.)

Concrete unit weight 150.0 150.0 150.0 (lb/ft3)

Concrete compressive 4000.0 4000.0 4000.0 strength (lb/in2)

Concrete coefficient of 5.56 x 10-6 5.56 x 10-6 5.56 x 10-6 thermal expansion (in/in/F)

Steel yield strength 45.0 45.0 45.0 (kips/in2)

Steel modulus of elasticity 29000.0 29000.0 29000.0 (kips/in2)

Material properties Nonlinear Nonlinear Linear Applied axial force (kips) -38.25 76.53 34.65 Applied bending moment 129.75 -9.49 206.25 (ft-kips)

Inside temperature (F) 82.50 67.50 247.50 Outside temperature (F) 52.50 0.0 115.50 APPENDIX C C-95 REV. 11, JANUARY 2005

CPS/USAR TABLE C-48 RESULTS OF FIRST THREE CONCRETE SECTION ANALYSIS PROBLEMS PROBLEM RESULTS 1 2 3 Equilibrating axial force -38.25 76.53 34.65 given by TEMCO (kips)

Equilibrating axial force -38.253 76.53 34.65 computed by hand (kips)

Equilibrating bending 129.75 -9.49 206.25 moment give by TEMCO (ft-kips)

Equilibrating bending 129.752 -9.493 206.25 moment computed by hand (ft-kips)

Thermal moment given by -54.58 -21.07 -137.75 TEMCO (ft-kips)

Thermal moment -54.585 -21.071 -137.757 computed by hand (ft-kips)

APPENDIX C C-96 REV. 11, JANUARY 2005

CPS/USAR TABLE C-49 INPUT FOR TENSILE FORCE AND BIAXIAL BENDING PROBLEM SECTION AND MATERIAL PROPERTIES PROBLEM 4 Thickness (in.) 42.0 Width (in.) 12.0 Area of each steel bar (in2) 1.25 Number of steel bars 10.0 Concrete unit weight (lb/ft3) 150.0 Concrete compressive strength (lb/in2) 4000.0 Steel yield strength (kips/in2) 45.0 Steel modulus of elasticity (kips/in2) 29000.0 Material properties Nonlinear Applied axial force (kips) 21.0 Applied x bending moment (ft-kips) 125.0 Applied y bending moment (ft-kips) 125.0 APPENDIX C C-97 REV. 11, JANUARY 2005

CPS/USAR TABLE C-50 RESULTS FROM TENSILE FORCE AND BIAXIAL BENDING PROBLEM RESULTS PROBLEM 4 Equilibrating axial force given 20.999 by TEMCO (kips)

Equilibrating axial force 22.733 computed by hand (kips)

Equilibrating x bending moment 125.000 given by TEMCO (ft-kips)

Equilibrating x bending moment 124.630 computed by hand (ft-kips)

Equilibrating y bending moment 125.000 given by TEMCO (ft-kips)

Equilibrating y bending moment 123.753 computed by hand (ft-kips)

APPENDIX C C-98 REV. 11, JANUARY 2005

CPS/USAR TABLE C-51 INPUT FOR NONTHERMAL AND THERMAL LOADS PROBLEM SECTION AND MATERIAL PROPERTIES PROBLEM 5 Thickness (in.) 70.92 Width (in.) 12.00 Number of reinforcement layers 6 Area of each reinforcement layer (in2) 3.96 3

Concrete unit weight (lb/ft ) 150.00 2

Concrete compressive strength (lb/in ) 4000.00 Concrete coefficient of thermal expansion (in/in/F) 0.556 x 10-5 Reinforcing steel yield strength (kips/in2) 30000.00 Material properties Nonlinear Number of liners 2 Thickness of each liner (in.) 0.375 Temperature in the first liner (F) 200.00 Temperature in the second liner (F) 100.00 Effective eccentricity of the first liner (in.) 20.00 Effective eccentricity of the second liner (in.) 60.00 2

Liner yield strength (kips/in ) 30.00 Liner modulus of elasticity (kips/in2) 30000.00 Liner coefficient of thermal expansion (in/in/F) 0.65 x 10-5 Applied axial force (kips) 165.40 Applied bending moment (ft-kips) -35.23 Applied thermal axial force (kips) 90.00 Applied thermal bending moment (ft-kips) 900.00 Applied shear force (kips) 160.71 APPENDIX C C-99 REV. 11, JANUARY 2005

CPS/USAR TABLE C -52 RESULTS FROM NONTHERMAL AND THERMAL LOADS PROBLEM RESULTS PROBLEM 5 Equilibrating axial force given by 293.22 program (kips)

Equilibrating axial force computed 293.354 by hand (kips)

Equilibrating bending moment given 161.65 by program (ft-kips)

Equilibrating bending moment 161.32 computed by hand (ft-kips)

Required shear reinforcement area 0.486 given by program (in2)

Required shear reinforcement area 0.486 computed by hand (in2)

APPENDIX C C-100 REV. 11, JANUARY 2005

CPS/USAR TABLE C-53 COMPARISON OF RESULTS FOR EXAMPLE 1 OF PWRRA MAXIMUM TIP RESULTS OBTAINED FROM DISPLACEMENT (inches)

Ma and Bathe 5.1 PWRRA 5.506 APPENDIX C C-101 REV. 11, JANUARY 2005

CPS/USAR TABLE C-54 COMPARISON OF RESULTS FOR EXAMPLE 2 OF PWRRA MAXIMUM DISPLACEMENT RESULTS MAXIMUM TIP RESTRAINT LEFT RIGHT OBTAINED DISPLACEMENT RESTRAINT RESTRAINT FROM (inches) (inches) (inches)

Bisconti, et al. 27.40 5.59 4.60 (Reference 55)

PWRRA 27.47 5.46 5.32 APPENDIX C C-102 REV. 11, JANUARY 2005

CPS/USAR TABLE C-55 COMPARISON OF RESULTS FOR EXAMPLE 3 of PWRRA MAXIMUM MAXIMUM RESULTS RESTRAINT RESTRAINT OBTAINED DEFLECTIONS REACTIONS FROM (inches) (kips)

GAAA 6.216 651.78 (Reference 56)

PWRRA 6.0758 648.48 APPENDIX C C-103 REV. 11, JANUARY 2005

CPS/USAR TABLE C-56 ALLOWABLE SHEAR, MOMENT AND SPAN OF CABLE TRAY HAND SEISHANG CALCULATION Vertical shear, static (kip) 16.05 16.05 Postive bending moment, static (k-in.) 50.64 50.83 Negative bending moment, static (k-in.) 57.62 57.64 Vertical shear seismic (kip) 20.84 20.81 Horizontal shear, seismic (kip) 12.84 12.83 Positive bending moment, seismic (k-in.) 67.51 67.61 Negative bending moment, seismic (k-in.) 76.83 76.82 Horizontal bending moment, seismic (k-in.) 153.61 153.59 Span (ft) 20.78 20.75 APPENDIX C C-104 REV. 11, JANUARY 2005

CPS/USAR TABLE C-57 RESPONSE OF THE CEILING MOUNTED SUPPORT SEISHANG DYNAS Horizontal period (sec) 0.1742 0.1765 Vertical period (sec) 0.0092 0.0093 Forces and moments due to horizontal seismic:

Vertical element (No. 1) axial (lb) 1600 1607 shear (lb) 770 772 bending (lb-in.) 17100 17208 Horizontal element (No. 9) axial 25 26 shear (lb) 302 304 bending (lb-in.) 10900 10944 Forces and moments due to vertical seismic:

Vertical element (No. 1) axial (lb) 383 340 shear (lb) 0 2 bending (lb-in.) 30 24 Forces and moments due to dead load:

Vertical element (No. 1) axial (lb) 776 774 shear (lb) 0 0 bending (lb-in.) 30 0 APPENDIX C C-105 REV. 11, JANUARY 2005

CPS/USAR TABLE C-58 RESPONSE OF THE WALL MOUNTED SUPPORT SEISHANG DYNAS Horizontal period (sec) 0.0067 0.0067 Vertical period (sec) 0.1065 0.1080 Forces and moments due to horizontal seismic:

Vertical element (No. 6) axial (lb) 0 1 shear (lb) 2 2 bending (lb-in.) 35 48 Horizontal element (No. 11) axial (lb) 101 105 shear (lb) 2 2 bending (lb-in.) 23 24 Forces and moments due to vertical seismic:

Vertical element (No. 6) axial (lb) 39 0 shear (lb) 131 128 bending (lb-in.) 2700 2676 Forces and moments due to dead load:

Vertical element (No. 1) axial (lb) 717 702 shear (lb) 303 329 bending (lb-in.) 4910 5208 APPENDIX C C-106 REV. 11, JANUARY 2005

CPS/USAR TABLE C-59 INTERACTION COEFFICIENTS OF THE CEILING MOUNTED SUPPORT INTERACTION COEFFIClENT SEISHANG PIPSYS Vertical Element (No. 2) 0.617 0.620 (No. 5) 0.520 0.516 Horizontal Element (No. 6) 0.683 0.678 Brace Element (No. 3) 0.569 0.553 APPENDIX C C-107 REV. 11, JANUARY 2005

CPS/USAR TABLE C-60 SETTLEMENT FOR PROBLEM 1 OF SETTLE VALIDATION MAGNITUDE OF SETTLEMENT (in.)

SETTLEMENT POINT JANBU'S METHOD HAND CALCULATION 1 0.0650 0.0650 2 0.0633 0.0633 3 0.0636 0.0636 4 0.0618 0.0618 5 -0.0737 -0.0737 6 -0.0751 -0.0751 7 -0.0677 -0.0677 8 -0.0731 -0.0731 9 0.0636 0.0636 10 0.0665 0.0665 APPENDIX C C-108 REV. 11, JANUARY 2005

CPS/USAR TABLE C-61 SETTLEMENT FOR PROBLEM 2 OF SETTLE VALIDATION MAGNITUDE OF SETTLEMENT (ft.)

SETTLEMENT POINT SETTLE ICES-SEPOL 1 0.0054 0.0054 2 0.0053 0.0053 3 0.0053 0.0053 4 0.0051 0.0051 5 -0.0061 -0.0061 6 -0.0062 -0.0062 7 -0.0056 -0.0056 8 -0.0060 -0.0060 9 0.0053 0.0053 10 0.0055 0.0055 APPENDIX C C-109 REV. 11, JANUARY 2005

CPS/USAR TABLE C-62 SETTLEMENT FOR PROBLEM 3 OF SETTLE VALIDATION MAGNITUDE OF SETTLEMENT (ft.)

SETTLEMENT POINT ELASTIC METHOD ICES-SEPOL 1 0.014 0.015 2 0.013 0.013 3 0.013 0.013 4 0.011 0.011 5 -0.001 -0.002 6 -0.004 -0.004 7 -0.001 -0.001 8 -0.004 -0.004 9 0.014 0.014 10 0.015 0.015 APPENDIX C C-110 REV. 11, JANUARY 2005

CPS/USAR TABLE C-63 SETTLEMENT OF RECTANGULAR RIGID MAT FOUNDATION FOR PROBLEM 4 OF SETTLE VALIDATION METHOD (ft.) x (deg.) y (deg.)

SETTLE 0.01895 0.0408 0.0141 Hand Calculation 0.01895 0.0408 0.0141 NOTES:

1. = Uniform deformation

2. x = Rotation about x-axis

3. y = Rotation about y-axis APPENDIX C C-111 REV. 11, JANUARY 2005

CPS/USAR TABLE C-64 STRESS FOR PROBLEM 5 OF SETTLE VALIDATION STRESS (psf)

DEPTH FROM HIGHEST FOUNDATION LEVEL HAND X-AXIS Y-AXIS (Ft) CALCULATION SETTLE 583.125 321.375 13.5 817.7488 817.7487 27.5 693.7432 693.7433 42.5 550.6955 550.6955 635.375 321.375 13.5 808.9652 808.9652 27.5 640.3041 640.3041 42.5 463.8836 463.8836 583.125 376.125 13.5 817.7235 817.7234 27.5 675.3727 675.3728 42.5 492.0424 492.0424 635.375 376.125 13.5 808.9374 808.9375 27.5 619.8090 619.8090 42.5 396.4908 396.4908 674.750 321.375 13.5 -815.0380 -815.0379 27.5 -389.9123 -389.9123 42.5 -149.2998 -149.2998 674.750 376.125 13.5 -815.0597 -815.0597 27.5 -405.5816 -405.5816 42.5 -199.1152 -199.1152 590.950 414.250 13.5 -904.4085 -904.4085 27.5 -479.3660 -479.3660 42.5 -166.6742 -166.6743 655.650 414.250 13.5 -959.5652 -959.5651 27.5 -621.7043 -621.7043 42.5 -326.0188 -326.0188 APPENDIX C C-112 REV. 11, JANUARY 2005

o

.... 10' J ...

t" No 10 ksf T 10' Slab (DL) 11 I-t t ~

II-' IIJ 'f' a

L 10 ksf No (DL) Slab tl-L a.. rh

.& u "f (a) Second Floor 8 G G I

~

r-I ..

I"'-

I-10 ksf 10 ksf 10' (DL) (DL) a L 10 ksf 10 ksf j

~ 10' (DL) (DL) rb-

- ~ ....

+I.t 200B is an empty node where no column exists.

The load is released in x- . and y- directions.

(b) Firs.t~F~l~o~o~r __________________________ ~

CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-l PLAN, ELEVATION, AND LOADING FOR COLOAD VALIDATION PROBLEM

SAMPLE PROBLEM TO VERIFY PROGRAM 'CONCRETE' NUMBER OF DIFFERENT LOCATIONS - - - 1 NUMBER OF DIFFERENT CONCRETES USED - 1 CURING PERIODS SPECiFIED 7 28 *0 SPECIFIED DESIGN STRENGTHS OF CONCRETES 7-DAY 28-DAY 90-DAY PSI PSI PSI CONCRETE NO. 1 AA-3 22,00.0 3000.0 .0 THE FOLLOWING RESULTS ARE FOR GOOD QUALITY CONTROL WITH EXPECTED COEFFICIENT OF VARIATION

• 15.0 %

EXPECTED WITHIN TEST COEFF. OF V~RIATtON:" 5.0 %

CLINTON POWER STATION UPDATED SAFETY ANAL YSIS REPORT FIGURE C-2 Note: Scanned image of computer print-out CONSOLIDATED RESULTS FOR DIFFERENT LOCATIONS (CONCRETE)

(SHEET 1 of 3)

.. .. ANALYSIS OF RESULTS FOR SAMPLES FROM LOCATION 1 .. .. .. ..

~ ..

~ CONCqETE MIX USED - - AA-3 CI:l (j

§

~

0- * .. .. .. HO 1 DAY CYLINDER TESTED FROM THIS LOCATION YET S*

~

. . . . . RESULTS FOR 2B-OAY STRENGTH

~

o>-I-) SL cn 1 CYl. !l ~VG MOVING RANGE SAMP CONC SAMP DAfE TEST DATE CEM SLUMP AIR TEMP FRACTURE lURING MO 0'1' VR MO DV VR IN  % OEG F en 1 CYL2 I ERtOD (j

NO PSI PSI PSI AVG PSI NO o 1 3380.0 3410.0 3395.0 3395.0 30.0 1 1 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28

3 2 3530.0 3580.0 3555.0 3475.0 50.0 2 t 0 0 0 0 0 0 0 .0 .0 0 NO INF NO lNF 28 "0 0 .0 .0 0 NO INF NO INF 28 C 3 3535.0 3555.0 3545.0 3498.3 20.0 3 1 0 0 0 0 0 0 4 3095.0 3125.0 3110.0 3403.3 30.0 4 1 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28

~

..., .0 0 NO INF NO INF 28 5 3220.0 3300.0 3260.0 3305.0 80.0 5 1 0 0 0 0 0 0 0 .0 "0 6 3555.0 3595.0 3575.0 3315.0 40.0 6 \ 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28

..., 7 3960.0 3990.0 3975.0 3603.3 30.0 7 1 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 s* 3755.0 3795.0 3775.0 3775.0 40.0 B 1 0 0 0 0 0 0 0 .0 .0 0 NO INF NO lNF 28

...... 8 I 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 9 3640.0 3700.0 3670.0 3806.7 60.0 9 t 0 0 o 3810.0 3860.0 3835.0 3760.0 50.0 1O 1 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 C 10

...... 11 2965.0 2985.0 2975.0 3493.3 20.0 11 1 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 30.0 12 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 12 3185.0 3215.0 3200.0 3336.7 1

°00 13 3095.0 31q5.0 3120.0 3098.3 50.0 13 1 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 3050.0 3060.0 3055.0 3125.0 10.0 14 1 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 14 lS 3470.0 3530.0 3500.0 3225.0 60.0 15 , 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 16 3820.0 3860.0 3840.0 3465.0 40.0 16 1 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 17 3035.0 3075.0 30~5.0 3465.0 40.0 17 1 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 30.0 18 1 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 18 2800.0 2830.0 28'5.0 3236.7 (J 0 0 0 0 0 .0 .0 NO INF NO INF 28 c 19 3400.0 3420.0 3410.0 3093.3 20.0 19 1 0 0 0 40.0 20 1 0 0 0 0 0 0 0 .* 0 .0 NO INF NO INF 28

z 20 4200.0 4240.0 4220.0 34B1.7

~:o NO INF 28 21 1 0 0 0 0 0 0 0 .0 .0

°00 NO INF tn 21 3790.0 3850.0 3820.0 3816.7 60.0 0 )lI>' r 10.0 22 1 0 0 0 0 0 0 0 ,0 .0 0 NO INF NO INF 28 I 22 3990.0 4000.0 3995.0 4011.7 r- 30.0 23 1 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28

.... 23 3660.0 3690.0 3675.0 3830.0 28 r-o "'z

- 24 3210.0 3230.0 3220.0 3630.0 20.0 24 1 0 0 0 0 0 0 0 .0 .0 0 NO INf NO INf 0-t 30.0 25 1 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 O:J=:t 25 3470.0 3440.0 3455.0 3450.0 (J

J=:trrt

--I enO 26 2990.0 2970.0 2980.0 3218.3 20.0 26 , 0 0 0 0 0 0 0 .0 .0 0 NO INF NO NO INF INF 28 28 rl/) 27 3200.0 3190.0 3195.0 3210.0 10.0 27 1 0 0 0 0 0 0 0 .0 .0 0 NO INF

--10 ~z 0 0 0 0 .0 .0 0 NO INF NO INF 28

c ." 28 3280.0 3240.0 3260.0 3145.0 40.0 28 1 0 0 0 iI1 0::0 10.0 29 1 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28

..... rr1..,. 29 3390.0 3400.0 3395.0 3283.3 iI1 :z: m Ci'> -t '"'0 2970.0 2960.0 2965.0 3206.7 10.0 30 1 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 30

-I tn tn c::

c::

0 -<0 31 3670.0 3640.0 3655.0 3338.3 30.0 31 1 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 30.0 32 1 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 N ........ r m 32 3B30.0 3800.0 3815.0 3478.3 (J -I

,.. :c 20.0 33 0 0 0 0 0 0 0 .0 .0 0 NO INF NO tNF 28 (J Z 33 4470.0 4490.0 4480.0 3983.3 ,

0 Otn rn 34 1 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28

-t) Z I ~::o 34 3660.0 3640.0 3650.0 3981.7 20.0 10.0 35 1 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 (J ." N 35 3390.0 3380.0 3385,0 3838.3 W  :::00 10.0 36 1 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 2'8 36 3600.0 3590.0 3595.0 3543.3

.--<(I)

I-- m :::0 50.0 37 1 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 37 3225.0 3275.0 3250.0 3410.0 28

-I ~-t 3025.0 3065.0 3045.0 3296.7 40.0 38 1 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF' mo 38 NO :t:l\tF" .2&

en>> 39 2650.0 2680.0 2665.0 2986.7 30.0 39 1 0 0 0 0 0 0 0 .0 .0 0 NO INF

.......... . ." I

0"'" ... BAD CONTROl.-MOVING AVERAGE 21

.0 0 NO INF NO* :fI m ,,0

'" - 40 3490.0 3480.0 3485.0 3065.0 10.0 40 0 0 0 0 0 0 0 .0

0 m ~z

z -t

--I

z o

~

til (j

~

s

s (t;

0-Ef 41 4040;0 4030.0 4035.0 3395.0 10.0 41 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 42 3485.0 351S.0 3500.0 3673.3 30.0 42 0 0 0 0 0 0 0 .0 .0 0 NO INF NO tNF 28

~(t; 43 2985.0 3065.0 3025.0 3520.0 80.0 43 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 44 3425.0 3445.0 3435.0 3320.0 20.0 44 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 o

>-I') 45 3585.0 3615.0 3600.0 3353.3 30.0 45 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 (j 48 3530.0 3500.0 3515.0 3516.7 30.0 46 0 0 0 0 0 0 0 .0 .0 0 NO INF NO INF 28 o

3 * * * * .. ... ... ...... . ... ... ...

'"0 C NUMBER OF 28-DAV SAMPLES COLLECTED FOR THIS LOCATION - - - - - 46 ft

..., REQUIRED MEAN OBSERVED STRENGTH- - - 3501.0

'"0

..., MEAN STRENGTH OF THE CONCRETE - ~ ALLOW. DESIGN STR. - 2955.1 SPEC. DESIGN STR. - 3000.0 s* STANDARO DEVIATION OF THE STRENGTH - ~ C.O.V. PERCENT 10.8 EXPECTED C.O.V. 15.0 I

WITHIN TEST STANDARD DEVIATION - - - 28.1 C.O.V. PERCENT .8 EXPECTED C.O.V. 5.0 o AVERAGE OBSERVED RANGE - - - - - - - 31.7 C

NUMBER OF BAO SAMPLES - AVERAGE STRN o NUMBER OF BAD SAMPLES - MOVING RANGE o NUMBER OF TIMES INEFFICIENT TESTING NOTICED - o

.*. RESULTS OF CONTROL ACCORDING TO ACl MANUAL **.

(""')

0 c: NUMBER OF SAMPLES FALLING BELOW FC - - - 5 PERCENT OF SAMPLES COLLECTED - 10.87

z V') -0 NUMBER OF SAMPLES FALLING BELOW FC-500 - - - - - o PERCENT OF SAMPLES COLLECTED - .00 0 00 NUMBER OF TIMES MOVING AVG FELL BELOW Fe 1 PERCENT OF SAMPLES COLLECTED - 2.17 r- "'r 1-4 -t_

ro "'2 o J::a 0-t n-l

s

::. m (1)0 * * *

• NO 0 DAY CYLINDER TESTED FROM THIS LOCATION YET V') -10

I: .......

-rr1 0:;:0 1-4

"'Z

"'1 rr1 2m en ",

--I V> V> c:: -I ""0 c::  :;:0 w -r- rn -<0 n -I ,..:E 0 OVl n

-h :z I z(T\

n." N .,. .::0 w  ::00 r-

.......... I'T1 ::0

-I -< en I'T1 1-4 0 ~-t (I>>

."  ::u-t m ", .....

0 -00 rn

z ~2

-I

-I I

I

HAND CALCULATION - - 0 CSEf-III ~----- -- X

.12

.10

.08 I-

~

I-Z w .06

~

w u

-.J a..

III 0 .04

.oz 5 10 15 20 25 30 35 40 45 50 55 0.04---~--~----r---.----.---r---'----r---~--.----r----

RAOIUS (FT)

CLINTON POWER STATION UPDATED SAF'ETY ANALYSIS REPORT FIGURE C-3 COMPARISON OF DEFLECTION OF A CIRCULAR PLATE DUE TO UNIFORM PRESSURE AND AXI-SYMMETRIC EDGE MOMENT (CSEF-III VS.

HAND CALCULATION)

H .... NO CI\LCUU'-T'ON - 0 CSEf-m -X 1.2.

1.0 x

...z

~ 0 . .,.

I:

0.2.

2S 30 RADIUS (FT)

-0..2.

CLiNTO N POWER STATION UPDATED SAfETY ANALYSIS REPORT FIGURE C-4 RADIAL MOMENT DUE TO UNIFORM PRESSURE AND AXISYMMETRIC EDGE MOMENT (CSEF-III VS. HAND CALCULATION)

°0 CSEF-ill 0 - -

KALSHEL _ .. -

r-

'24.5

'In-

.J4.0 I.

Z

\::::13;5

..q-03.0 x

1-25 z*

w

~2.0 2

....J 1.5

~

~ 1.0 a:

0.5 0.0 '~----~~--~--------------~--~--,---~~.-

10, 20 30 40 50 60 70 80 90 100 110 RADIUS QN)

CLINTON POWER STATION UPDATED SAF'ETY ANALYSIS REPORT FIGURE C-5 SIMPLY SUPPORTED CIRCULAR PLATE, LINEARLY VARYING PRESSURE LOAD FOR RADIAL MOMENT

CSEr-JI[ a--

KALSHEL * ----

1.8 1.6 1.4 0

0 1.2 to-t

~

1.0

~ 0.8 t=

u w 0.6

~

w o 0.4 0.2 0

0 10 20 30 "'0 ~o SO 70 80 90 100 110 RADIUS (IN)

CLINTON POWER STATION UPDATED SAf"ETYAN~LYSIS REPORT FIGURE C-6 SIMPLY SUPPORTED CIRCULAR PLATE, LINEARLY VARYING PRESSURE LOAD FOR DEFLECTION (CSEF-III VS. KALSHEL)

j 2'

12 2'

/// 7.7- n'1 (A)

M = 4 KIP-SEC 2 / IN.

3 K3 = 500 KIPS I IN.

M2 = 8 KIP-SEC 2, IN.

1'\2 = 1000 KIPS' IN.

M1 = 8 KIPS- SEC 2/1 N.

K I = 1500 KIPS liN.

(B)

CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-7 THREE-STORY SHEAR BUILDING

~1ODEL FOR DYNAS

_ 1= 1.0 in4; A = 100.Oin2 E =30 x 1061bl/ln2 p =1.0 lb* Slc2/ln4 I 23456 789 zotl W

• l!J

• W~

• W* ill

• WJ1 CONCENTRATED MASS llbsec 2 /ln

....- - - 8 at 50' = 4 0 0 * - - - - - - - -....

(a) NODE AND BEAM NUMBER ASSIGNMENTS FOR THE CANTI LEVER MODEL z 1000 In/sec2 - - -

o

~

a::

l&J

...J l&J o

~ 10 TIME (sec)

(b) GROUND ACCELERATION' APPLIED AT NODE 1 CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-8 RESPONSE HISTORY ANALYSIS OF CANTILEVER BEAM FOR DYNAS VALIDATION PROBLEM NO. 2

6OE+7 50

-:- SAP1V

~, + DYmS 40 U)

CD

-I z !O III

~

0

~

(!)

20 z

5 z

l&J 10 CD 0

0 2 4 6 8 10 12 16 18 TIME (SEC)

MOMENT AT NODE 1 (FDCED E"~D OF CANTILEVER)

CLINTON POWER STATION UPDATED SA F'ETY AN~LYSIS REPORT FIGURE C-9 COMPARISON OF CANTILEVER RESPONSES FROM DYNAS AND SAPIV (DYNAS)

FW O.EFftl, FIt)

• t Boys.@ 15' I .o.5F(tl CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-10 STEEL FRAME WITH RIGID GIRDERS FOR DYNAS VALIDATION PROBLEM NO.3

0.12 Biggs 0.08

+. Dynas S

,;00.04

<S

-0.04.~_*_~-=----::1::-__:-'!:---=!~_-:f'=-----

o . 0.1 0.2 0.3 0.4 0:5 0.6

t. Se(;

CLINTON POWER STATtON UPDATED SAFETY ANALYSIS REPOR.T FIGURE C-11 COMPARISON OF MODAL COMPONENTS OF TOP-STORY DISTORTION FROM DYNAS AND REFERENCE 6

1 1 2 2 3

5@3'=15 t 4

4 5

6 z

~Y (a) Model 1 (b) Model 2 Members Masses A = 0.388 sq. 4ft. Along x = 20 k 2 I = 0.091 ft. Along 9y = 100 k/ft Damping ratio = 0.02 CLINT 0 N POWER STAT 10 N UPDATED SA FE TV ANALYSIS REPORT FIGURE C-12 2-D CANTILEVER MODELS FOR DYNAS VALIDATION PROBLEM NO.4

P=1.0 PSI E" =3X(06 PSI 11 =0.167

¥-----R CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-13 SHALLOW SPHERICAL SHELL ANALYZED BY DYNAX - VALIDATION PROBLEM 1

""'2- 8 . 0

)(

Z

'-='

II) t--.6.0 Z

w

~

ld l,)

~-4.0 (I) o <:> DYNAX N

- TIMOSHENKO AND WONOWSKY - KRIEGER

-z.O o 10 20 30 40 e (OEG)

CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-14 AXIAL DISPLACEMENT SHALLOW SPHERICAL SHELL

20 10 z 0

""-z Ii d <:) DYNAX I- -10 - TIMOSHENKO AND Z WONOWSKY- KRIEGER Cal

E '"

0

E

.J

< -20 z

Q

-ei Q

~ -30

-40~------~------~------~------,

o 10 20 30 40 e- DEC;.

CLIN TON POWER STAT ION UPDAT ED SAF'ET Y ANALY SIS REPOR T FIGURE C-15 MERIDIONAL MOMENT SHALLOW SPHERICAL SHELL

,z..0.

z

~

..0 11), II')

0 0

~

. i'4 o

z II')

...... .~

'l;f' Q:

W C\J I o

Z

-l U

lL..

o

(/)

x.:(

_ _'- _ _ _ _ .....t _ _

CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-16 FINITE ELEMENT IDEALIZATION OF THICK-WALLED CYLINDER FOR DYNAX VALIDATION PROBLEM 2

-2.5 -25 E=900 PSI.

V=0.49

<:) OYNAX TIMOSHENKO -20

-2. AND GOODIER

~

Z en 0..

v -1.5 -15 I r en Z w I.aJ VI

~ VI I.aJ ltJ U -l -10 c:

< r f/')

...J Q..

~

a

-.5 -5 55 80 105 130 RAO(US- INCHES CLINTO N POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-17 COMPARISQN.OF.STRESSES AND DISPLACEMENTS THICK~WALLED CYlINDERS FROM DYNAX AND REFERENCE 10

T=SHELL THICKNESS= liN.

M= I LB;-IN./IN.

E=91. LS/IN2

'V=.3 N= FOURIER HARMONIC NUMBER T 50 e

I----L---- ~--1_ _~ R CLINTO N POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-1B CYLINDER UNDER HARMONIC LOADS ANALYZED BY DYNAX - VALIDATION PROBLEt1 3

N=Q

-J.

MERIDIONAL MOMENT Qb.IN/IN)

X-I

-.' ~

DYNAX BUDIANSKY AND

........ RADKOWSKI

-.2.

o 0.0 5 '0 AXIAL 20 30 DISTANC £

"'0 (J N) so N=2

-'.0 MERIDIONAL MOMENT (lb. IN. liN)

-.3 X-I

<:> DYNAX

-.S BUDIAt~SK'. AND

-.... UR (IN.) RADKOWSKI

-.2 o

+2 0.0 s 10 2.0 30 so A)(IAL OISTANC£ CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-19 COMPARISON OF RESULTS FROM DYNAX AND REFERENCE 11 OF MERIDIONAL MOMENTS AND DEFLECTIONS OF CYLINDER -

(N=O, N=2)

- 1.0

-0.8

-0.6

- BUDIANSKY AND 0 DYNAX

-0.4 RADKOWSKI MERIDIONAL MOMENT

- 0.2 t1b-IN.jlN.) X-1 o

0.2 0.0 5 10 20 30 40 ~O AXIAL DISTANCE (IN.)

-1.0 N=20

-0.8 (RIDtONAL MOMENT (lb~IN./IN.) X-I

- 0.6 E> OYNAX

-0.4 - BUDIANSKY AND RADKOWSKI

-0.2 o

0.2 --~-....~-....-....__-------__-----~----~

5 10 20 30 40 50 AXIAL OISTANCE (IN.)

CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT lIGUitE C:'20 COMPARISON OF RESULTS FROM DYNAX AND I  :*R£PER:ENC~. fftClF MERIiOIONAIi... MOMENtts AND'iDEFl£CTIONS OF CyL'I'NDER/J (N=5, N=20)

p p

T p II

~~-------------I----~T

... .000 5 SEC. ~

TIME HISTORY LOAD ING

1. 2 L =18 IN. MASS DENSITY (e)= Ml~7 ~,.

P=oS OOlb .

))= 0.3 R= 3 IN.

'" =0.3 IN. TIME STEP = .000 005 SEC.

E :.30X IOS lb. / lN~

CLIN TON POWER STAT ION UPDAT ED SAFET Y ANALY SIS REPOR T FIGURE C-21 SUDDENLY APPLIED RING LINE LOAD ANALYZED BY DYNAX - VALIDATION PROBLEM 4

t-zUJ It')

E

(!)

w 9a ~

Z -& ..J Q.

.q. -10=

0 a

(/) X t- z

<{ 0 U

W z ..J

..J z X << C\l

<< 0

<{

La.. ~

w :E t'> W I V)

Z <<

0 wa::: 0>- a:

~

U II t- 0 ~ )C

~

CI)

I' I

r -________~------~--------__------~------~O o

CLINT*O N POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-22 .

RADIAL DISPLACEMNET ,vS ... TIME COMPARISON OF RESuLTS FROM DYNAX AND REFERENCE 12

(!)

9C I-

'Z

~ '"

1:

0 c I:

z

<< -J

.(

z 2 z

<< 0 0

~

~ Z

~ ~

w b

lIJ a:: i:

<:) * -I~

1: .... )(

I-zkJ 1:.

0 1:

CW\

~J:

)(

u

~

I t-

~

I I

o o

o I

o co

..,.o o N

I I I CLINTON POWER STATION UPDATED SAF"ETY AN~LYSIS REPORT "Ft GURE C~23 BENotN~1 MOMENf VS:. TIME - SUDofNlv APPtfgD l(rNG' (,LINt) LOAD -CbMP~RISON OF RESuLTS PROM DYNAX AND REPERtNCE 12

~

T~ "

u W .J

~

0 en 0 ~ ~.

,Z

. gfa N'5-w 0

0 Q. --

x

&IJ en

..d

Ii

~~

0

• ~ f 0 ~o t _

"'g )(

)( D II) v*

_d .N If)

",,~Q.

CLINTO N POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-24 SPHERICAL CAP ANALYZED BY DYNAX -

VALIDATION PROBLEM 5

-.020 o DYNAX

- KLEIN

-.016

-.012

-.008 a::

w I-Z w -.004 U

~

<C(

~

Z .000 LLJ

~ STATIC LLJ DISPLACEMENT U

..J .004 Q.

en 5

..J

<C( .008

.012 0.0 .25 .~ .75 l.0 TIME X 10 SEC.

CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-25 COM'PARISON OF RESULTS FROM DYNAXAND REFERENCE 13 OF AXIAL DISPLACEMt~T OF SPHERICAL CAP UNDER DYNAMIC LOAD

o o DYNAX

-KLEIN CLINTON POWER I STATION UPDATED SAFETY AN"LYSIS REPORT FIGURE C-26 t, lr: ~~' r 0~v ,- ~

In,. : "

';CQM'pj\RlS_oN.' OF RESULTS FROM DYNAX AND

,; R~FERE~CE 13 OF MERIDIONAL TENSION

. Or'SPHE~ICAL CAP UNDER DYNAMIC LOAD

50f~ _]-THICKN E'SS VARlES FROM 6iN. TO 2+ ;H.

E = 3. +'5 X 10 ps')"

,,= .. 7 f =2.2..51 x lo-s,b . S.';;'N:t TH ICKNESS = 6 iH.

)--THICKNESS

-2.,sft.* -----------fiW"-- VARIES FRO M G iN. To 30 i~.

CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-27 HYPERBOLIC COOLING TOWER ANALYZED BY DYNAX - VALIDATION PROBLEM 6

0 z

0 u

11'1 oJ U

)-

U 0  !

2 )-

Ie u t ..,z

l 0

...c CLINTON POWER STATION UPDATED SAFETY ANAL,(SIS REPORT FIGURE C-28 SPECTRUM OF DESIGN EARTHQUAKE USED FOR DYNAX - VALIDATION PROBLEM 6

50 o

-50 t-=

lL.

t-

<{

0 0:

J: -100 t-

2 0

0:

lL.

LaJ -150 U OYNAX Z

<{ 0 ABEL, et al.

t-VI 0 0

-200

-1

<{ 0 U

0 t-o:

w 0

> 0

-250 0

0 0

-2Q5~-----r------.-----~------~-----,-----.

2 4 8 10 M[RLOIONAL FORCE t KIP/F'T.

CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-29 COMPARISON OF COOLING TOWER MERIDIONAL FORCES OBTAI NED BY DYNAX AND'* :REFERENCE 14 .

100 Dr @)

1.00 f.:\

lO~ .@i

~~

1

.3 IZ

~ II 10

~

'I

~

r 5 structure 4

3

• Z (i)

~ f Finite Element Model CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-30 TYING OF SOLID AND SHELL ELEMENTS ANALYZED BY DYNAX - VALIDATION PROBLEM 7

Moment - Ft-k/Ft.

50

+J rz.. 44-e0

+J

.&.J 0

IX!

<LI 4Z

..c

.&.J e

0

\..I 4-4

.&.J 40

..c 0 DYNAX 0"1

.~

<LI II:: Analytical Solution 38 ClINTO N POWER STATION UPDATED SAF'ETY ANALYSIS REPORT 34 FIGURE C-31 MOMENT DIAGRAM OF RESULTS FROM DYNAX AND ANALYTICAL SOLUTION

Steel Layers 1

20'" ...

'K.

T I-

~

1000 pi Circular Plate

.4 E: 3x'O I<S1 Concrete Steel 10 Layers of Concrete @ 2" 20 Each Layer Idealization CLINTON POWE~ STATION UPDATED SAF'ETY ANALYSIS REPORT FIGURE C-32 CIRCULAR PLATE ANALYZED BY DYNAX -

VALIDATION PROBLEM 8

z t

I R = 10 ft.

I L = 5 ft.

t = 0.25 ft.

I r

~---------I -......;">~ R C LI N TON p'O WE R S TAT ION UPDATED SAFETY ANALYSIS REPORT FIGURE C-33 CYLINDER UNDER CONSTANT PRESSURE ANALYZED BY DYNAX AND SOR-III (DYNAX)

-50. -50.

z l 1 E = 100 I p = 1 I

=

I

\I 0 20' t

~R r

100 I

~ l'~

CLINT 0 N POWER STA T 10 N UPDATED S~F'ETY AN~LYSIS REPORT FIGURE C-34 CYLINDER UNDER DYNAMIC AXIAL PRESSURE FOR NON-REFLECTING BOUNDARIES ANALYZED BY DYNAX - VALIDATION PROBLEM 10

i I 4 Element Material Pamping 1

Coefficient.~a 0.04 3

2 0.05 0 3 0.03 2

<D l

1 2'

~ t = 0.1' CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-35 FINITE ELEMENT MODEL AND MATERIAL DAMPING COEFFICIENTS FOR CYLINDER ANALYZED BY DYNAX - VALIDATION PROBLEM 11

A o

-- 1.5 1 thick concrete vertical wall

~

/I c ':B

• 2.0' thick concrete base slab Soil I

~

S' (@s :. 2.5" I (a) Model

\.5' (b) Meridional Load Distribution CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-36 MODELING AND LOAD DISTRIBUTION

CLINTON POWER STA.T~ON UPDATED SAFETY ANALYSIS REPORT FIGURE C-37 TIME HISTORY OF LOAD w (t)

of symmetry U U U U U Us 4 3 2 n 6 k lk f fl f2 n

~

Buckled Panel 0

f'T1

)::0 C r C

(/) ~

f'T1 N ~o +U o f'T1 lor

-I _ +U 0 +U

~

23: "'z 0-t 0

r 0 (/)0

)::of'T1 -n - U ) -U ) -kIU 2 -U , ) ~.P

~

-n r n* , n

-k(U 2 -U 3 ) l 2 0 G") .,..>z -k (Un -U n + l ) I:"u l:u 0 c ",

.-~

<-n  ;::0 -1"'0

--- ~ .. o .

)::0 f'T1 r)::o -<0

.. Fo -Fo

....... 2 F

n

-F o on I >~ o

)::o:I: w zfTl

. "C * *C

--10 co >::0 -f

~  ;::0 ,... -f l

-f 2 01 -< (/) n 2 -0

)::0 ~-t Node -1

-02 (/)}> Node -2

0 f'T1 Node -n or

:u-i co ",-

r (/) ,,0 f'T1 -<

3: (/) ~z

--I f'T1 -I 3:

E I

I 40' t 40' ---J r-I lumped moss eD = 15 kips/ft r

lOt 3 4 5 20' t20' 6

7 8

L 9 II Nodal points 4 and 5 linked by rigid element Element Unit Wt Poisson s . Shea;:/I~Qdu1US Material at 10 Strain No. pef Ratio kst I Steel 150 0.30 6000 2 Sand II 5 0.45 3000 3 Sand ( I 5* 0.*45 2700 4 Cloy 120 0.45 4000 5 Clay 120 0~45 *3700 CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-39 LUSH VALIDATION PROBLEM

0.0 NOCA\... POINT ~

0 . .5> veRTICAl- ~E:CTRU"'"

VERTlCAL ex ITA,. 'ON

~ ~c ~ICPORT NO.74-4 0.4- o ~.~L.LU~H o.~

~

~ o.~

Z 0 o.t

~ 0.0

~ NOOAL. PO\"'i 'l.

III

\J o.!!> HORIZON,.A\... ~PeGT,-,.L-....I

~IZONTAL- &l(ITATIO~

~ - e15:RC F2e:PORT NO.74-4 0.4- - 0 ~.4 L.-L-.U~H au

.J o.~

0

~

<< o.~

0.1 0

0.01 PERIOD IN ~eCONO~

CL1NTO N POWE~ STATION UPDATED SAFETY ANP.LYSIS REPORT FIGURE C-40 COMPARISON OF RESPONSE SPECTRUM (EERC REPORT NO. 74-4 AND S&L LUSH)

".C.A. - U.S.D. Of R.C. COLUMNS yALIDATION pROBLEM NO.1 - DESIGN 0' A TIED COLUMN -COMPRESSION CONTROL DESIGN Of TI[D COLUMN USE- 10 NO. 9 BARS. AST

• 10.00 SQ.IN.

• 3."7 PCT. COYER

• 1.500 IN* 1 5"

.I. -.;

ROW I ROW 2 ROw 3 ROW If It'

/ ' ~.

NO. Of BARS 2 2 3 3 10111 y ...,

COYER 1.500 1.500 1.500 I.SOO

~

LOAD APPLIED fORCES ULTIMaTE CAPACITY CASE Ap AMX AMy UP UM)( UMY UPIAP 1711 1 525* o. 105. 5,3. o. 11l~ 1.072 2 525* 75. o. 603. 86. O. I .....

INTERACTION CONTROL POINTS REQUESTED PZ P8 M8 MZ X -AXIS 778.0 30".7 166.2 176.2 y -AXIS 771.0 2"5.8 23 ... 6 199.7 Z -AXIS 77'.0 31 ... 6 167.2 193.7 CLINTON POWER STATION UPDATED SAFETY ANALY~SIS REPORT FIGURE C-41 DESIGN OF TIED COLUMN -

COMPRESSION CONTROLS

yALlDATION .. ROBLEH NO. 2 - DESIGN 0' A TIED COLUMN

• TENSION CONlRO.LS DEsIGN OF TIED COLUMN e- I~.OO T_ 20.00 FC- ~.500 FY_SO.OOO PHIC- .700 PHle- .,00 USE- , NO*ll BARS. AST - '.36 SQ.IH. - 3.35 .. CT. COVER - 1.500 IH.

17,1 ROW I ROW 2 ROW 3 ROW ..

NO. OF BARS COYER 3

1.500 3

1.500 0

1.500 0

1.500 6#11

./

~

, .It LOAD AP .. L1ED FORCES UL TIHATE CA .. ACITY CASE A~ A",X AMY UP UMX UHY UP" ,~

x 0;

1 2

115*

II S.

21'.

o.

o.

1'1.

122.

801.

2'5.

O. ,.. ~

1.057 6."6 ItfTERACTION CONTROL .. OINTS REqUESTED

~Z

.. " "B "Z X -UIS 1052.2 317.' 353.8 282.8 Y -UIS 1052.2 3IS.'I 117.2 1I0~3 1 -AXIS 1052.2 310.' 231.3 2S~.0 CLINTO N POWE~ STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-42 DESIGN OF TIED COLUMN -

TENSION CONTROLS

VALIDATION ~ROBLEM NO.3 - DESIGN OF A TIED COLUMN_BIAXiAL BENDING OESIGN OF TIED COLUMN B. 21.00 T. 28.00 Fe- 5.000 Fy_,n.ooo PHlc- .700 PHIB- .,00 USE- 12 NO'll BARS. AST. 18.72 SQ.JN *

• 2.3, PCT. COVER

• 1.500 IN.

ROW I ROW 2 Raw 3 ROW ~

NO. OF BARS ~ ~ 2 2 COVER I.SOO 1.500 1.500 1.500 LOAD APPLIED FORCES ULTIMATE CA,ActTY CASE AP AHX AMY UP UHX UMY up"p I 1330* 7'0. o. 1626. '66. O. 1.223 2 1330* o. 3. 2216. o* 655. 1.666 3 1330. 7'0. 3'". 1388. 82~. ~ll. 1.0~"

INT£RACTION CONTROL POINTS REQUESTED PZ PB M8 HZ X -AXIS Y -AXIS 3062.'

3062.'

'83.0

'83.0 1167.4 1167."

"'.1

'99.1 Z -AXIS 3062 ** 910.2 '4 ** 7 '17.1 CLINTON POWER STATION UPDATED SAF'ETY ANALYSIS REPORT FIGURE C-43 DESIGN OF TIED COLUMN -

BIAXIAL BENDING

12'-0"

~ ~D

'35K~ I = 9000 in4

..;t

.. 0 s:::

0

~

~

0 0

1<'\

..I l!\

LC'I \I

'\"""

~

H l-;

B E I = 4000 in

~

s:::

.,..., S

- 0 0 0 0 0

~

. 0 I

0

~

1<'\ tc\ l!\

'\"""

LC'I \I

~

l-; H F

f' 20'-0"

~ E = 30000 ksi CLINTON POWE~ STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-44 EXAMPLE FRAME FOR PIPSYS STATIC ANALYSIS

~ -

~

CLINtO N POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-45 PIPING SYSTEM FOR COMBINED STRESS ANALYSIS (PIPSYS)

y z x LUMPED MASS CLIN TON POWER STAT ION UPDAT ED S AF'ETY AN~L YSIS REPOR T FIGURE C-46 STRUCTURAL MODEL OF PIPING SYSTEM (PIPSYS)

24 JOINTS 19, 21, 32 22 20 Vi

.0- 18 W

U Q::

0 u... 16 JOINTS 15, 17 14 12 10 JOINT 25 8

6 4

.2

.04 .08 .12 .16 .20 .24 .28 .32 .36 TIME (sec)

CLINTON POWER STATION UPDATED SAF'ETY ANALYSIS REPORT FIGURE C-47 LOAD TIME HISTORY (PIPSYS)

NASTRAN

.28 OYNAL PIPSYS

.26 Vi c.

~

LW .24 u

~

0 LL. L

.22 l l

.20 ,Ii I

I J

.18

.16

."14

.12

.10

.08

.04 .08 .12 .16 .20 ..24 .28 .32 .36 TIME (Sec)

CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-48 DISPLACEMENT VS. TIME JOINT 8 Z DIRECTION (PIPSYS)

LOAOS (WALLS)

I ~t ~IOC AlI/OAl(I~

OF SYMME'TlZy FOr:2CE PlrESSUll1!:

~T"IC fILLED WITH WATEIt

---

x E- !)500.1C.51

\1"0*373

• 1111 I 11 111111 i' 8" 71 a" WAL.L. THleI(NEs5.0.(Q25

• FLOO Il THiel( NESS. O. !l00 PIlES~URE F LOOIl LO..... DS CLiNTO N POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-49 RECTANGULAR TANK FILLED WITH WATER (PLFEM-II)

-4

~ -8 apLF'E:M

- CH£UN6 e. PAYlC.S

~

r _I~

CLINTO N POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-50 Nm1ENT OF t,1 y AT HORIZONTAL CL OF WALLS (PLFEM-II)

COANER.

8

~

~ I

~ -Jj.

-8 0PLFEM

-CHEUNG? DAVIES

-It.

-I"

-'2 CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-51 MOMENT M AT TOP OF WALL (PLFEM-II)

Y

rOP OF WALL 20 10

-10

~ I -2,0 0PlfE.M .

~ - CHEUNCI! Et OAVlE.S

')(

I -30

-40

-50 C~INTON POWER STATION UPDATED S AFETY ANALYSIS REPORT FIGURE C-52 M MOMENT ALONG ~ OF LONG WALL x (PLFEM-II)

, j J j j I j j J 4 , A j j j A fJ a:

r-:

w

~

~

U) lA-o U)

)<

)-

CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-53 PLATE WITH CIRCULAR HOLE UNDER UNIFORM TENSION (PLFEM-II)

(;) PLFEM

~.oo

- TIMOSHENKO AND GOODIER

¥ .....11-0'9 CS2.055 Se.CTION en en UJ a:::

0' T -I L ______ a, en 2...00

.3 4 5 DISTANCE FROM EDGE OF HOLE (IN.)

CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-54 STRESSES IN PLATE WITH CIRCULAR HOLE UNDER UNIFORr~ TENSION (PLFEM-II)

}

~

x

~ ~ ~ -

()

ti

~

en 0

() ~  !::

~

~

e CV

~ - -0 If) t- == ~I'-

--~

e e IC'I

~

() 0 t'\ ~ ~

G G) G G

- It'\ <r" ~

tr"

- N I* ,oL ~, r;L I @v *1 CLINTO N POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-55 SQUARE PLATE WITH RECTANGULAR HOLE SUBJECTED TO TEMPERATURE VARIATION (PLFEM-II)

120

......... MZ HRENNEKOFF MODEL*

I-

u. 100

"-I-u.

I 80

~

NfOO MX HRENNEKOFF MODEL*

~

a: eMX PLFEM 40

8. M PLFEM 0

X Z

~

20 1 10 15 20 JOINT NO.

MX AND MZ ALONG THE 2-20 LINE 120 MX HRENNEKOFF MODEL*

I- e

u. 100

"- I-

u. 80 I

~

N~ HRENNEKOFF MODEL*

~

a:

40 <:> M PLFEM MX PLFEM 0

8.

~

X Z 20

/4 IS

'" 17 18 JOINT NO.

MX AND MZ ALONG THE 14-18 LINE

• HRENNEKOFF MODEL BASED ON A FRAMEWORK ELEMENT 0.875/SQUARE CLINTON POWER STATION UPDATED SAFETY ANf\L YSIS REPORT FIGURE C-56 MOMENTS IN PLATE DUE TO TEMPERATURE VARIATION (PLFEM-II)

0.35k/ft.

k 6.5' k l25~r-----~~~~~~~--~------~--~~L---~~--~~~~25 1~<~-----------------------36.5'------------------------~

(a) Loading Combination 26"---~1I Y

I I

.L t = 0.875" in 5.21' fr::il!:. left end I t f I f I ~ T = 1.6875" from 5.21' to 31.54' from left end

-.i I~

I

= 0.875" in 4.96' from right end x ' - - -1/2" ~I 31. 0" - - --x I

I If I

I y

I (b) Designed Plate Girder Configuration IOO.Ok 4S.0 k IOO.OX I06.7 k gO.Ok lSQ~I~_6_.5_'~1~5_.2_'~!~*~3.~3'~l~8_._5'~l~._6._5_'_1~_3._0_'~1~3~.5~~~J~ISOk

~<--~----------------------36.5,--------~--------~----~J (c) Revised Load Combination CLINTON POWE~ STATION UPDATED SAF"ETY ANALYSIS REPORT FIGURE C-57 LOADS AND CONFIGURATION FOR PLGIRD SAMPLE PROBLEM

15 SAPIV '20 CANTILEVER BEAM TEST \

NUMBER OF NODES 7 ELEMENT GROUPS LOADINGS 5 NOOAL LOAOS 15 NODE COORDINATES 1 X 0.0 Y O.~ Z 0.0 SUPPORT 2 X 0.0 Y 5.0 Z 0.0 3 X 0.0 Y 1.0 Z 0.0 GENERATE TO 6 Y 4.0 7, X 10.0' Y 0.0 Z 0.0 SUPPORT C .

ELEMENT GROUP 1 TYPE lIEAM NUMSER OF ELEMENTS 5 MATERIALS 1 SECTIONS 1 C

ELEMENT INCIDENCE 1 I 1 V 3 K 7 2 I 3 V 4 K -7 GEN* TO 4 5 I 6v 2 K 7 C

MATERIAL PROPERTIES TYPE 1 E 1000.

C SECTION PROPERTIES TYPE 1 A1 1.E6 v1 1. 12 100. 13 1000.

C ELEMENT INDEX MT 1 ST 1 ALL C

RETURN C

LOADING 1 'CONCENTRATED LOAD AT NODE 2' NODAL LOADS 2 FORCE X 1.

LOADING 2 'CONCENTRATED LOAD AT NODES 2 + 4' NODAL LOADS 2 FORCE X 1-4 FORCE X -1.

LOADING 3 'CONCENTRATED LOAD*AT NODES 2.3+5' NODAL LOADS 2,3 FORCE X 1.

5 FORCE X -2.

LOADING 4 'CONCENTRATED LOAD AT NODES 2.3,4+6' NODAL LOADS 2,4 FORCE X 1.

3,6 FORCE X -1.

LOADING 5 'CONCENTRATED LOADS AT NODES 2.3.4.* 5.+6' NODAL LOADS 2,3.5 'FORCE X 2.

4 FORCE X -3.

6 FORCE X -3.

SOLVE SLSAP4 FINISH CLINT 0 N P,QWER STATIO N UPDATED SAFETY ANALYSIS REPORT Note: Scanned image of computer print-out FIGURE C-58 POLSAP4 INPUT COMMANDS FOR BEAM PROBLEM

5 LSAP4 1106 5

F F

F 20 CANTILEVER BEAM TEST 7 1 5 0 0 0 0 0000 .00000 0 1 1 1 1 1 1 1 .00000 .00000 .00000 .00000 2 0 0 0 0 0 0 .00000 5.00000 .00000 .00000 3 0 0 0 0 0 0

• 00000 1.00000 . .00000 .00000 4 0 0 0 0 0 0 .00000 2.00000 .00000 .00000 5 0 0 0 0 0 0 .00000 3.00000 .00000 .00000 6 0 0 0 0 0 0 .00000 4.00000 .00000 .00000 7 1 1 1 1 1 1 10.00000 .00000 .00000 .00000 2 5 1 0 1 0 1 1000. .00000000 .000000 .000000 1 .10000+07 .OOQOO .00000 .10000+01 .10000+03 .10000+04 .000 .000

.00000 .00000 .00000 .00000

.00000 .OOOOO~ .00000 .00000

.00000 .00000 .00000 .00000

.00000 .*00000 .00000 .00000 1 1 3 7 1 1 0 0 0 0000000000000 00001

.00000 .00000 .00000 2 3 4 7 1 1 0 0 0 0000000000000 0000.1

.00000 .00000 .00000 3 4 5 7 1 1 0 0 0 0000000000000 000 0

.00000 .00000 .00000 4 5 6 7 1 1 0 0 0 0000000000000* 000 0 1

.00000 .00000 .00000 5 6 2 7 1 1 0 0 0 000000'0000000 000 0 1

.\~

.00000 .00000 .00000 2 1 1. 0000 .0000 .0000 .0000 .0000 .0000 2 2 1.0000 .0000 .0000 .0000 .0000 .0000 2 3 1.0000 .0000 .0000 .0000 .0000 .0000 2 4 1.0000 .0000 .0000 .0000 .0000 .0000 2 5 '2.0000 .0000 .0000 .0000 .0000 .0000 3 3 1.0000 .0000 .0000 .0000 .0000 .0000 3 4 -1.0000 .0000 .0000 .0000 .0000 .0000 3 5 2.0000 .0000 .0000 .0000 .0000 .0000 4 2 -1.0000 .0000 .0000 .0000 .0000 .0000 4 4 1.0000 .0000 .0000 .0000 .0000 .0000 4 5 -3.0000 .0000 .0000 .0000 .0000 .0000 5 3 -2.0000 .0000 .0000 .0000 .0000 .0000 5 5 2.0000 .0000

• 0000 .0000 .0000 . .0000 6 4 -1.0000 .0000 .0000 .0000 .0000 .0000 6 5 -3.0000 .0000 .0000 .0000 .0000 .0000 0

.00000 .00000 .00000 .00000

.00000 .00000 .00000 .00000

.00000 .00000 .00000 .00000

.00000 .00000 .00000 .00000

.00000 .00000 .00000 .00000 0

a CLINTO N POWER STATION UPDATED SAFETY ANALYSIS RtpORT Note: Scanned image of computer print-out FIGURE C-59 GENERATED SLSAP4 DATA FOR BEAM PROBLEM

000001 000 5 000002 000 SAPIV

• SQUARE PLATE TEST - 4 TRIANGLES '

000003 000 C 000004 000 NUMBER OF NODES 5 ELEMENT GROUPS 2 LOADINGS 4 NODAL LOADS 1 000005 000 C 000006 000 NODE COORDINATES 000007 000 1 X 0.0 Y 0.0 SUPPORT 000008 000 2 X 0.5 Y 0.0 FREE 000009 000 GEN TO 4 X 0.0 Y 0.5 000010 000 5 X O.S Y 0.5 SUPPORT 000011 000 C 000012 000 NODE RELEASE FORCE Z 000013 000 1.5 000014 000 NODE CONSTRAINT 000015 000 2 FORCE X Y MOMENT Y Z 000016 000 3 MOMENT Z 000017 000 4 FORCE X Y MOMENT X Z 000018 000 C 000019 000 ELEMENT GROUP 1 TYPE PLATE 000020 000 C 000021 000 NUMBER OF ELEMENTS 4 MATERIALS 1 000022 000 C 000023 000 ELEMENT INCIDENCE 000024 000 114 V 1 K3 000025 000 2 1 1 V 2 K 3 000026 000 3 I 2 V 5 K 3 000027 000 4 I 5 V 4 K 3 000028 000 C 000029 000 MATERIAL PROPERTIES 000030 000 TYPE 1 XCTE 1. YCTE 1. THICKNESS 0.01 DENSITY 1. N 000031 000 CXX 1.0989 CXY 0.32967 Cyy 1.0989 GXY 0.3848 000032 000 C 000033 000 ELEMENT INDEX MT 1 000034 000 ALL 000035 000 e 000,036 000 ELEMENT LOAD MULTIPL1EAS 000037 000 CASE B PRESSURE 1.

000038 000 CASE C GRAVITY Z 1.

000039 000 CASE 0 TEMPERATURE 1.

000040 000 C 000041 000 PRESSURE LOAD 1.

000042 000 ALL 000043 000 TEMPERATURE VARIATION ,.

000044 oeo ALL 000045 000 TEMPERATURE GRADIENT 1.

000046 000 ALL 000047 000 C 000048 000 RETURN 000049 000 e 000050 000 ELEMENT GROUP 2 TYPE BOUNDARY 000051 000 C 000052 000 NUMBER OF ELEMENTS 3 000053 000 C 000054 000 ELEMENT INCIDENCE 000055 000 1 NODE t DIRECTION I .J 2 K L 4 000056 000 2 NODE 2 DIRECTION 1 "2 K L 4 000057 000 3 NODE 4 DIRECTION I L 4 000058 000 C '" 2 K 000059 000 ELEMENT INDEX DISPLACEMENT 000060 000 ALL 000061 000 C 000062 000 SPECIFIED SPRING STIFFNESS 1.E+10 000063 000 ALL 000064 000 C 000065 000 RETURN 000066 000 C 000067 000 LOADING 1 \ NODAL LOAD ONLY ,

000068 000 NCDAL LOADS 000069 000 5 FORCE Z 100.

000070 000 LOADING 2 ' LOAD CASE B ONLY ,

000071 000 COMBINE CASE B 100.

000072 000 LOADING 3

• LOAD CASE CONLY ,

000073 000 COMBINE CASE ClOD.

000074 000 LOADING 4 \ LOAD CASE D DNLY ,

000075 000 COMBINE CASE D 10.

000076 000 e 000077 000 PLOT MESH 000078 000 FRAME WIDTH 11. LENGTH 8.

000079 000 C 000080 000 SOLVE SLSAP4 000081 000 C 000082 000 FINISH CLINTON POWER STATtON UPDATED SAFETY ANALYSIS REPORT FIGURE C-60 Note: Scanned image of computer print-out POLSAP4 INPUT FOR PLATE PROBLEM

000001 000 5 LSAP4 1106 000002 000 S 000003 000 F 000004 000 F 000005 000 F 000006 000 $QUARE PLATE TEST - 4 TRIANGLES 000007 000 5 2 4 a a a 0 0000 .00000 0 000008 000 1 1 1 a 1 1 1 .00000 .00000 .00000 .00000 000009 000 2 1 1 a a 1 1 .50000 .00000 .00000 .00000 000010 000 3 a 0 a 0 a 1 .25000 .25000 .00000 .00000 000011 000 4 1 1 0 1 a 1 .00000 .50000 .00000 .00000 000012 000 5 1 1 a 1 1 1 .50000 .50000 .00000 .00000 000013 000 6 4 1 000014 000 1 1.000000 1.000000 1.000000 .010000 000015 000 1.099 .330 .000 1.099 .. 000

• 385 O* .000000 000016 000 .00000 1.00000 .00000 .00000 000017 000 .00000 .00000 .00000 1.00000 000018 000 .00000 .00000 .00000 .00000 000019 000 .00000 .00000 .00000 .00000 0000"20 000 .00000 .00000 1.oaooo .00000 000021 000 1 4 1 3 a 1 .01000 1. 00000 1.00000 t.OOOOO 000022 000 2 1 2 3 a 1 .01000 1

• 00000 1.00000 1.00000 000023 000 3 2 5 3 a 1 .01000 1.00000 1.00000 1.00000 000024 000 4 5 4 3 0 1 .01000 t.ooooo 1.00000 1.00000 000025 000 7 3 000026 000 .00000 .00000 .00000 .00000

\~ 000021 000 1 1 2 1 4 1 0 .000000 .000000 .10000+11 000028 000 2 1 2 1 4 1 a .000000 .000000 .10000+11 000029 000030 000 4 1 2 1 4 1 a .000000 .000000 .10000+11 000 5 1 .0000 .0000 100.0000 .0000 .0000 .0000 000031 000 0 000032 000 .00000 .00000 .00000 .00000 000033 000 .00000 100.00000 .00000 .00000 000034 000 .00000 .00000 100.00000 .00000 000035 000 .00000 .00000 .00000 10.00000 000036 000 0

" 000031 000 0 CLINTON POWER STATION UPDATED SAFETY ANAL VSIS REPORT Note: Scanned image of computer print-out FIGURE C-61 GENERATED SLSAP4 INPUT FOR PLATE PROBLEM

t y~ =Yso sin fit Acceleration Time History n = 2~. (5) radians/sec.

3 I

/ \..

e-2 I / ~ Olw=O.~

~

-oJ if I "'-., ,.1\

et

~I o ~.

o 0.5 1.0 1.5 2.0 2.5 3.0 Q//fi Response Spectrum e/w = 0.2 n = Forcing frequency in radians/second (DLF) ,max = Maximum Dynamic Load Factor a

Biggs 000 RSG CLINTON POWER STATION UPDATED SAF'ETY ANALYSIS _R_E_P_O..;"A......

T_-J FIGURE C-62 RESPONSE SPECTRUM FOR SINUSOIDAL VARIATION OF GROUND MOTION

SINE WAVE RESP.SPECT.FBURIER TRRNSFBRM o

CD o

CD o

N o

o o

CD o

o o

N o

o o

9J .00

+-----~~-------r------~-------,------_.------~,_----_.

5.00 10.00 15.00 20.00 25.00 30.00 35.00 FREQUENCY~HZ CLINTON POWE~ STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-63 FOURIER TRANSFORM PLOT FROM RSG FOR A 5 CYCLE/SEC SINE WAVE TIME HISTORY

FREQUENCY. CPS 50.0 20.0 10.0 5.0 2.0 1 .0 0.5 50.0' 20.0 10.0 5.0 0

z

....CD

~

2.0 a:

a:::

w / ' Desired Spectrum

..J W

u u 1 .0

{- , r'\.

a:

Response Spec trum of Compatible Ac celeration

/' Time History V

0.5

/ ""

0.2 0.1

'"\

0.05 0.02 0.05 0.1 0.5 1 .0 2.0 PER I 80 .FSE;;;;C..."=*==================

CLINTON POWER STATION UPDATED SAFETY AN~LYSIS REPORT FIGURE C-64 COMPARISON OF DESIRED RESPONSE SPECTRUM AND RESPONSE SPECTRUM OF COMPATIBLE ACCELERATION TIME HISTORY (DAMPING = 0.02) FROM RSG

Cf-I 0 0 til 0 0 0

A 0

0 0 0 At C\J C\J as 0 0 0

At V

At \.0 I!\

<D

...;:t

\0 I!\

S I!\ C\J I:'- 0 I!\ 1<"\

C\J as 0 0 0

At 1\

At an

~

an

\0 an l' S

l' 0 an ('I")

N 8'

==,-...

80 HA Cf-I

\0

. \0 S-- I!\

<D rI

<D Q)

.r-!

-J-)

0 Q)

Cf-IQ) i Cf-IS-ICf-I r:iI::Stll til A

'0 til Q)Q)<D """' """'

g

~

-J-)S-I. rI C\J asAtC\J .......... ..........

> 1<"\ 0::

as rI C\J O..-l...;:t

~~ II I 0 I!\ 0 I!\

rI 1<"\ ...;:t

(+~) H.L&I:a

.CLlNTON POWER STATION UPDATED SAFETY ANALYSIS REPORT

~~~~~~--------------------~

FIGURE C-65a SOIL PROFILE AND PROPERTIES FOR CONSOLIDATION SETTLEMENT COMPUTATION USING JANBU'S METHOD (SETTLE VALIDATION PROBLEMS 1 AND 4)

Loading LENGTH (ft) WIDTH (ft) LOAD (psf) DEPTH (ft)

Area (1) 104.5 109.5 852.0 0 (2) 26.5 109*5 -1013.0 0 (3) 129.4 21.5 -1013.0 0 450 (3)

~

400 Cf-t

~

(l)

~

tU

~

'r-!

'd (1) (2)

M 0

0 0 350 I

>-t 300 lSS7, 294)

I I 550 600 X-Coordinate (ft.)

CLINTO N POWER STATION UPDATED SAF'ETY 'ANALYSIS REPORT FIGURE C-65b LOADING AREA ON SOIL FOR SETTLE VALIDATION PROBLEMS 1 TO 3

2 n.

v 6 ksf 10 ksf 1n 3 ksf 5 ksf v'"

o 10 20 30 X-Coordinate (ft.)

CLINTO N POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-66a LOADING AREA USED FOR CALCULATING RIGID FOUNDATION MOVEMENT FOR SETTLE VALIDATION PROBLEM 4

20 Spring No.

6 5

4 Q)

+J 10 n:I

~

'Eo *1 *

• o 2 3 U

I

~ 0 o 10 20 30 X-Coordinate (ft.)

CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-66b LOCATION OF SPRING FOR CALCULATING RIGID FOUNDATION MOVEMENT FOR SETTLE VALIDATION PROBLEM 4

START t

1Read option, .L t

0-( END

)

~

1 Reo.d input motion, trc:;.nsfcr Lo freq;.;c,ncy domain I and set as object mo~ion J

2 Read soil profile data. l I

31 Assign oLject motion to specified sublayer I

4 Obtain str2in-compatible soil properties by iteratio:1 and calculate stresses and strains l -"

\lithin each layer J 5 Compute n(':\1 motions, print or punch results I ,

6 -j Print a'1d/or punch tine history of Object motion ~

7 Change para:aeters of object motion or set a I --"'

computed notion as object motion J

81 Read soil property/strain-relations

.- ~

9 Compute response S?2ctra I -~

1 O-j Increase time step of earthquake motion ,

11 Decrease time step of earthqua:<:e motion 12 ~~ot Fou).-ier spe.ctr\..~m of object motion 1---'

1 3 - l i i i t Fourier spectrul'a of comput.ed motion

\

Plot time history of object motion L 14

~ --"'

15 D a l c u l a t e equivalent *shear stress history and/or plot stress ti".e history I ">

Obtain both co;Q?2ttiblc acceleration level 16 and compatihle soil ~ropertics

~t uroc("'ssinq of saved acceleration 17 lime historIes by RSG ~rogram withIn the -'-,

r sa!nC run as SliA:(E CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-67 FLOW CHART OF SHAKE

II) co ~

ex: ex: a: a:

w w w. w

~ ?i ~ ~

.J

..J ..J .J i i I I

o 0 0 0 o o

'" ~ 10.

<Xl Q

'.LJ- 3':)~_:H:fnS ONnO~9 MO,38 H.ld30 CLINTON POWER STATION UPDATED SAF'ETY ANALYSIS REPORT FIGURE C-68 SOIL PROFILE AND LAYERED REPRESENTATION USED FOR THE SHAKE SAMPLE PROBLEM

.30

~

DENSE SAND

• PUBLISHED SOLUTION o VALUES OBTAINED IN 10 VALID ATION RUN 20 30 40 50

.60 70 80 90 100~--~--~--~--~--~--~*

CLIN TON POWE R STAT ION UPDAT ED SAFET Y ANALY SIS REPOR T FIGURE C-69 COMPARISON OF SHEAR STRESSES AND ACCELERATIONS COMPUTED BY SHAKE AND QUAD4 (SHAKE)

2.0 SPECTRAL DAMPING=0.05

'-' 1.6 n

I z

o t-

<<~

a:

~ 1...2 w 0 o.U/d>il -

o o

<< 00,0 SHf\. t<E "

...J 0.8 '\ l rl-a:

t-O p,

\

W Q.

(f) OJ

.11" v 0.4

~~

~

- A "....

c~

o 0.03 0.1 0.3 3 PER(OD- SECONDS CLINTON POWE~ STATION UPDATED SAFETY AN+LYSIS REPORT FIGURE C-70 COMPARISON OF SPECTRAL VALUES FOR SURFACE MOTIONS COMPUTED BY SHAKE AND QUAD4 (SHAKE)

ROD HANGER K=I05Ibs/in fO~ln

.~

CLINTO N POWER STATION UPDATED S.AFETY ANALYSIS REPORT FIGURE C-71 MODEL OF PIPE NETWORK FOR SLSAP AND SAPIV (SLSAP VALIDATION PROBLEM 1)

, I

i!

I I

, I'll! i , I I 'j.., JA1  !

"'fl,. I , i IA'I"

('I\. " ,~'

, i , 11'"

1

'~.

J '  : L ~ i j '! iY I i ! i , , ' }.,I iA i ,

1"\:  : , I"'Y' 1

1 !1\ I 1 ; I!

i i ~ I  ! I I\~ 1 I ,

I 1 L  !  ! I ,  !

1 i 1

, i I , , L I 1  ! I I 1  ! I

'~ ,

1 i I~,

, 'I'

/"1 IIi I'i"

",I',

1  !

, I I I  :[/ III V .111! ',

I , J!t - ,

1 '

, .i-H"" ill 1 I I I ,~ ,

-l--:rl\' .i---If'" i '

, 1 iii ,  ! \'

"S.! ,

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1 i .1' CLINT 0 N POWE~ STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-72 COMPARISON OF SURFACE STRESSES IN A CLAMPED SPHERICAL SHELL UNDER EXTERNAL PRESSURE FOR SLSAP AND SAPIV (SLSAP VALIDATION PROBLEM 2)

9 AT IO*

90'

~

I

'11 '111'11111111111111,111111 10.AT 20'

~*--------200------~,

111'1111111111 I

(0) ELEVATION OF FRAME DATA: YOUNG'S MODULUS = 432000 t MASS DENSITY =1.0 FOR ALL BEAMS AND COLUMNS A,=3.0, 1.=1 ... =1 3=1.0 UNITS :FT,KIPS .

x (b) BEAM ELEMENT'DEFINITION SIt5Z AND 53 = BEAM LOCAL AXES 11,1 2 AND 13 =FLEXURAL INERTIA ABOUT 5 1.52 ,AND S3 A, = AREA ASSOCIATED WITH Sf CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-73 MODEL OF PLANE FRAME FOR SLSAP AND SAPIV (SLSAP VALIDATION PROBLEM 3)

CLINTO N POWER STATION UPDATED SA F'ETY ANALYSIS REPORT FIGURE C-74 MODEL OF PIPE ASSEMBLAGE FOR SLSAP AND SAPIV (SLSAP VALIDATION PROBLEM 4)

. 1/1-L = 10 B = I~ -

'i------=----~ --+ y 0- = 2""

P E =30 XIO-3KS(

<<(I)

Timoshenko and Gere 100

\ =2 Y ; P=Q-

\ =0; P=IO KIPS SLSAP 80

• l =-~-~ ;P=Q o \ =O~* p= 10 KIPS 60 40 20

---

~=-~~

o 2 4 6 e 10 y

(b)

CLIN TON POWER STAT ION UPDA'r ED SAFET Y ANALY SIS REPOR T FIGURE C-75 COMPARISON OF BENDING MOMENTS IN A CANTILEVER BEAM FOR SLSAP AND REFERENCE 43 (SLSAP VALIDATION PROBLEM 5)

A s.s. A= B= 10" v= *0.3 ss. .. E:- 30 'X 103 . KSI B ... x S.S. T =I"

~:: LO KSI y

I

,S.S.

M)Cx

Myy 5

4 I

/ Timo shenk o and Woin owsk y-Kri eger I

I - - Mxx /V=O ;M'fY /X=O 3

- - - Myy /V:: O;M xx /X=O SLS AP RES ULTS 2

M)(~. Iv= 0; Myy I X= 0 x Myy /V:: 0; Mxx /X= 0

.fA .2A .3A .4 A .5A CLIN TON POWER STAT ION UPDAT ED SAFET Y ANALY SIS REPOR T FIGURE C-76 COMPARISON OF BENDING MOMENTS IN A SIMPLY SUPPORTED PLATE FOR SLSAP AND REFERENCEi5 44 KSLSAP VALIDATION PROBLEM 6)

1= 1.0 in4; A= 100.0 in2 E =30x10 1bs/ln 6 2 p =1.0 /b- sec 2/ln 4 I 23 4 56 789 IQil w

• w* w~

• W* W

• liJ)q CONCENTRATED MASS t lb sec 2 / in t4---- 8 at 50' = 4 0 0 ' - - - - - - - - - . ;

(a) NODE AND BEAM NUMBER ASSIGNMENTS FOR "THE CANTI LEVER MODEL 1000 in/sec 2 ~--

10 TIME (sec)

(b) GROUND ACCELERATION APPLIED AT NODE 1 CLINTON POWER, STATION UPDATED SAFETY AN~LYSIS REPORT FIGURE C-77 MODEL FOR RESPONSE HISTORY ANALYSIS FOR SLSAP AND SAPIV (SLSAP VALIDATION PROBLEM 7)

...., I 1 r-l ~ ~

, 1

~,

I" I I I 1

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1 1 i I ,\.ui! I I CLINTON POWER STATION UPDATED SAF'ETY ANALYSIS REPORT FIGURE C-78 COMPARISON OFSLSAP AND SAPIV TRANSVERSE DEFLECTIONS OF THE CANTILEVER BEAM (SLSAP VALIDATION PROBLEM 7)

60E+ 7

- Z I

50 X*

SAPIV SLSA P 40

-z....

'. U) m

-J 30 w

iE 0

iE

(!)

20 z

Ci z

w 10 m

0 0 2 4 6 8 10 12 14 16 18 TI ME (SEC)

CLIN TON POWE R STAT ION UPDAT ED SAFET Y. ANALY SIS REPOR T FIGURE C-79 COMPARISON OF SLSAP AND SAPIV BENDING MOMENTS FOR THE CANTILEVER BEAM (SLSAP VALIDATION PROBLEM 7)

p= 1000 Ibs/in 6 2 E=30xl0 lbs/in 1:'=0.3 p= 3.663 I02 1bs sec 2 /in4 a) CYLINDRICAL TUBE P Ibs/ln 1000 ~------

TIMF b) TIME VARIATION OF LOAD CLINTON POWE~ STATION UPDATED SAFETY -

ANALYSIS I

REPORT FIGURE C-80 CYLINDRICAL TUBE AND LOAD HISTORY FOR SLSAP AND SAPIV MODE SUPERPOSITION AND DIRECT INTEGRATION ANALYSES (SLSAP VALIDATION PROBLEM 8)

I , i I i i I I  ! :

,.. J i Reismann-Padlog I " 'I ,I I

+-t-1-+-+-l-I-+-+-l--l-f-I--I-+-l-i-I-+-l---\..-.J+-H,.-t---'-i-+-t--H-t-t-t-t\' -!-1-++' , I I I I . 1 I I ,I I I I

• i ' I , X SLSAP' i

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I ,1\ I Iii I I BB( LUI'I_ll , I I CLINTO N POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-81 DISPLACEMENT COMPARISON OF SLSAP MODE SUPERPOSITION AND REFERENCE 45 FOR THEI CYLINDRICAL TUBE (SLSAP VALIDATION PROBLHl 8)

1 i I 1 1 1 i 1 i  !

t- -, "  ! I i I-t- -  ! 1\.:

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t-I -

1 1

---r-;--- - ,!

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ms+/-t

,\

1 1 I 1 1 I I  ! I I I

=

.1 Reismann-Padlog 1

~ 1 I I

0 1 ,  :.1 i 1 r-I i i l It"! J. i I X SLSAP

/-1 I X I I I i IV i I 1 1 1 , 1 I t-t-I

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t- -

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i- 0 r- i  ! \ I L i.1 , I i-Z I ,

l- E-!

r-r- <

, i 1 I"" ,

1'-'

I 1 I I CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-82 DISPLACEMENT COMPARISON OF SLSAP DIRECT INTEGRATION AND REFERENCE 45 FOR THEI CYLINDRICAL TUBE (SLSAP VALIDATION PROBLEM 8)

R = 50 ft

.. I! I 1I I II I 11 11 III r r r L \\

I 100 KSF

~

4 ~r" . "IL :~~~/ft 7777717777777)7771177l777777771111l1I7llml//lll NOB~C rm ITT1 nn ff17 /TT1 rrn /m 1771 /1l7 nn /lT7 SLSAP 2

E = 593141.8 kips/ft v = 0.205 p = 0.15 kips sec 2 /ft4 CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-83 CIRCULAR PLATE ON A RIGID FOUNDATION FOR SLSAP AND NOBEC (SLSAP VALIDATION PROBLEr~ 9)

.02 o(ft)

.01 0

10 20 50

-10000

-8000" MR(k-ft/ft)

-6000

-4000

-2000 0 10 20

.-2000 Me (k-ft/ft)

-1000 0 I 10 20

- - NOBEC o SLSAP CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-84 COMPARISON OF DISPLACEMENT AND MOMENT VARIATION OF CIRCULAR PLATE FROM SLSAP AND NOBEC (SLSAP VALIDATION PROBLEM 9)

PLAN CRO 55 5F;CTION i liN. PE:RI~ETER It¥:

MATERIAL PROPERTIES

"... - 0.17

• E - 4XI06 psr CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORr FIGURE C-85 CIRCULAR PLATE FOR SOR-III EXAMPLE

t ,"lIN 15'-0* 1.2 1- h *

~oo 150 100 Z 50 cti J

, IS :10 Z 10 8ENDINCi MOMENT lIT MERIDIONAL. OIRE"CTION 40

~31

.:10 o

..J 10 r

Z

- _10

~o BENDING' '-'laMENT Q-:(il.... . .,...,.

-JO _ _...... HOOP DIRECTION

-40

-SO CLINTON POWER STATION UPDATED SAF'ETY ANALYSIS REPORT FIGURE C-86 MOMENT COMPARISON SABOR-III AND SOR-III

z o

..U) 0 (Wl 0

N 0 0 0

C\J

-ct oN' /:J$ I CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORt FIGURE C-87 RADIAL SHEAR COMPARISON FOR SABOR-III AND SOR-III

70 KIPS 70 KIPS 3KIP S/fT .

17 FT.

142 KIPS 142 KIPS 142 KIPS mrnr-nr-r-,...,....,~9~I~KIPS 21 KIPS Mm,,,= 2054 KIP- fT.

M, =198 0 KIP-F T. , - - - Ma=1 980 KIP- fT.

SHEAR AND MOMENT DIAGRAMS CLIN TON POWER STAT ION UPDAT ED SAFET Y ANALY SIS REPOR T FIGURE C-88 LOADS ON BEAH (STAND VALIDATION PROBLEM 4)

23.5 k 11.0 k 1.22 k/ft. ~ O. 75 ~ 1.22 f - - - '----~---. . .-r----J A . . --,-,- . 7' x 7.5 J-3.8-+- 3.7-Y Basic Loading 1 2.66 k/ft.

---

"1 Jr~:---------------- -----~

11----7 .5---.~f 3.8 ~""'::3. 7--+

Basic Loading 2 Beam No.2, The C(xnp ress ion fl ange is conti nuous ly supported.

ClINT'ON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-89 TRANSVERSE LOADS ON BEAM (STAND VALIDATION PROBLEM 5)

15.72 9.41 16.2 9.41 15.72 l 1 I  !

1k-;-. :.- -L. . . !-. . ;~-. ~_ _._.-._-._";'~-

1 I 6

-l.-,",,--.";'. .....l.

.. . ....l._

.. __--:.d! . 92

_-._....J.+--.:"'"---'-.---t-:----"---.-_.'-- k/A 6.0 4.0 4.0 4.0 i 4.0 ' 6.0 CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-90 TRANSVERSE LOADS ON BEAM (STAND VALIDATION PROBLEM 6)

y E = 3600 K/in 2 I = 144.5 X 10 6 in 4 shear Area = 3840 in 2

-o 0'1

<:;tt N

II

__________ ______ ~~~ X

--~.......

Xg CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-91 TEN-STORY SHEAR WALL MODEL FOR NONLIN2 PROGRAM

o (0

~----------------~-----------------------------r IJ) 0

...-I. CD N

Z

• H Z H H Z

0 ~

Z Q 0

0 0 .......

(0 W

0 CD Z

0 a::::

CD CD lL..

0 (L

(J) 0 0

0 I X

OO*V 00* G 00*0 OO*l- OO'V- 00' 9"",,:0 dSIO-X CLINTO N POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-92 COMPARISON OF DISPLACEMENT FOR NODE 11 (NONLIN2)

a CD r---------------------~----------------------_rtf.)

a

~

r-I ~

N Z

H Z H H Z

~

0 z 0 a a

• ~

---

1 ~w . L:

Nt-4 J-C ------:-----1 a CD a

CD a

t-4 I

a o Z

~ W oo*oot r-------~--------~--~~--~--------r_------_+

0 00* 001-CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-93 C.DMPARISON OF t10MENT FOR t*1EMBER 1 (NONLIN2)

~I~c&------ 360 inches ------~""il

,-------"f ©~ -L inches

~ ~

T Wall Thickness 3 in. gap = 1.125 24 inches

/~~

Restraint Rod stress 38 ksi O.D. = 5.75 inches

~Restraint Material Z- 29. 9xl0 3 ksi 29.14" ksi r-------~--------~~

~PiPe Material

~ 26.98xl0 3 ksi Strain F (kips) 657.0 t

CLiNTO N POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-94 PIPE WHIP MODEL FOR EXAMPLE 1 OF PWRRA

472.50 inches Left Restraint Break Location j)/V

-+131.5 t-L-.

~

Right Restraint inches

~ 378. 0 inches

---

:1',.....,1 R (kips) 479.37 476.25 (kips) 409.95

~ 8111.3 kips/in

• I 6 '

(inches) .001 *

.084 Time (sec.)

~c Gap=18.898 CliNTO N POWER STATION UPDATED SAFETY AN+LYSIS REPORT FIGURE C-95 PIPE WHIP ~,10DEL FOR EXAMPLE 2 OF PWRRA

r

-=------_-7 ~

!----------------------------------~

L Tip \veight 579 Ibs.

Restraint Spring ~

276.76 ~{4 48.8~

(inches) (inches)

F (kips)

R (kips) h*

392.0 274.4

.235' R=424.38 (6) I 205.02 L-~I~~~I~--------~-~

6 (inches)

I T

.00125 .09126 Time (sec.)

-I l-. L ..I

~ Gap=5.984 Deflection Limit=3.2 CLINT 0 N POWER STATIO N UPDATED SAFETY ANALYSIS REPORT FIGURE C-96 PIPE WHIP MODEL FOR EXAMPLE 3 OF PWRRA

1.250" 0.951. 0.293-

~

(fl '0

~

N 0 0

+ ~ ~

t t --... -

=,., =II)

~

0

~.

~ - t =0.105" If"i

- KP' =0

¢ Co) 0

'I:t 0 0

It)

IVR'3115~

X X <.0

=,..,

~

$ , ~

I

.J (if i ~

I I

.1'1')

en ~

0 N

0 0.293" .1 7.414" 0.293" 8.000" I .1 (0) 200 lb. L.L. 40 psf D.L.

I vertical seismic design load  :: 1.Sg horizontal seismic design load = 4.5g CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-97 CABLE TRAY r~ODEL FOR SEISHANG PROGRAM

,\ +Y(@ ~;:4 (9

. ?. I 2

'" ~

t Q) ~

~ r =. 2.22 in4

.1

<:)

fYI!

4- ,'-.3" i /_ 9'1/ 2. {.. £" 1/ !)

. ..

• 2

~ ~I A = 2.7:l l.n I

J

~

<:l I 61 (!)

I

@ I

+) 9.~*

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3

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...1 7

~i 10 II

~f /2.

~

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,I J~ lif

~

e; I~ 1 ~

l'-O" qJ-o" Il_1f 6!..{)"

CLINTO N POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-98 CEILING MOUNTED SUPPORT MODEL FOR SEISHANG PROGRAM

q' - 0 "

I I

i 2'- 6" i I ~ <5" i 3'- 6 = 1.24 in 4 r-II I

.~

1

~~

I iI I

in 2 II I

A = 1.44

/0 ~ /

I

,I ~

t't)

~i

. i ,I C'/

9

,~!

1'1\,

l

.-f

"'l,

,I:

-.L .....

--l--'@

/1 K ~ z..

176#

2"i'6" CLINTO N POWER STATION UPDATED SAFETY AN~LYSIS REPORT FIGURE C-99 WALL MOUNTED SUPPORT MODEL FOR SEISHANG PROGRA~1

P>Pc P<Pc Excavated Effective C C Soil Pressure UNIT WT. c r

= 4232.8 psf (pcf) l+e l+e Pc (psf) o o 0

(1) 85.6 0.04 0.004 20,000

+l I.!-l 15

r:

E-i 0..

30 (2) 81. 6 0.01 0.001 20,000

~

Cl 45 ',\V/,\VI" ROCK CLINTO N POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C-100 SOIL PROFILE AND PROPERTIES FOR CONSOLIDATION SETTLEMENT COMPUTATION USING TERZAGHI'S METHOD (SETTLE VALIDATION PROBLEM 2)

Soil Profile Youngs Modulus (psf) Poissons Ratio

////////

Semi-infinite 5 x 106 0 Elastic body

//////// <= NOTE: This is a soil formula CLINTON POWER STATION UPDATED SAFETY ANALYSIS REPORT FIGURE C101 SOIL PROFILE AND PROPERTIES FOR ELASTIC SETTLEMENT COMPUTATION (SETTLE VALIDATION PROBLEM 3)

LOADING AREA LENGTH (ft) WIDTH ( ft) LOAD (psf) DEPTH ( ft)

(1) 104.5 109.5 852.0 0.0

( 2) 26.5 109.5 -1013.0 3.0

( 3) 129'.4 21. 5 -1013.0 12.0 450

( 3)

+J 400 44 (lJ

+J ctl

~

-ri

'1:J H

0 (1) (2) 0 u 350 I

>-I 300 (557,294) .

550 600 650 700 X-Coordinate (ft)

CLINTO N POWER STATIOtt UPDATED SAFETY ANALYSIS REPORT FIGURE C-102 LOADING AREA ON SOIL FOR SETTLE VALIDATION PROBLEM 5