3d-basis-tabs:version 2.0 computerprogramfor … · 3d-basis-tabs:version 2.0 computer program for...
TRANSCRIPT
~._------
----------~\
~J(
!,
NATIONAL CENTER FOR EARTHQUAKEENGINEERING RESEARCH
State University of New York at Buffalo
/PB95-"--S21-7S--· 1111111111111111111111111111111
II
3D-BASIS-TABS: Version 2.0Computer Program for Nonlinear Dynamic Analysis
of Three Dimensional Base Isolated Structures
by
A.M. ReinhornDepartment of Civil Engineering
State University of New York at BuffaloBuffalo, New York 14260
~. NagarajaiahDepartment of Civil Engineering
University of Missouri. Columbia, Missouri 65221
M.C. Constantinou, P. Tsopelas and R. LiDepartment of Civil Engineering
State University of New York at BuffaloBuffalo, New York 14260
Technical Report NCEER-94-0qJ8 ~ ._ .. ~~EPFlODUCED BY 1
u;ii:;~~~MtO'CO",",."o : U.S. DEPARTMENT OF COMMERCe INOMMBITo,"M'C'! IMfolme'OM 50"11" : NATIONAL TECHN ICALSpriMgr,O". V,ri'M" 22101 i INFORMATION SERVICE I
June 22, 1994 . SPRINGFIELD, VA 22161 ., .-_.______ __ _ .J
This research was conducted at the State University of New York at Buffaloand the Univer~ity of Missouri at Columbia and was partially supported by
the National Science Foundation under Grant No. BCS 90-25010 andthe New York State Science and Technology Foundation under Grant No. NEC-91029.
DISCLAIMERThe program 3D-BASIS-TABS has been developed using computational modules in 30BASIS-developed at the State University of New York at Buffalo, and ETABS-developed by theUniversity of California at Berkeley. The program 3D-BASIS-TABS has been developed, forresearch purposes, with financial support from National Center for Earthquake Engineering Research, Center for Infrastructure Research and Development, University of Buffalo,and University of Missouri - Columbia. The following DISCLAIMER OF WARRANTY applies to the use of computer program 3D-BASIS-TABS and the associated subroutines (including routines from 3D-BASIS and ETABS).
DISCLAIMER OF WARRANTYThe program 3D-BASIS-TABS, the associated subroutines, and the data files, are provided "ASIS" i.-l,Jithout warranty of any kind. The authors and the aforementioned institutions make no U!arranties, express or implied, that the program is free of error or is consistent with any particularstandard of merchmltability, or that the program will meet your requirements for any particularappl1calion. The program should not be relied on for solving a problem whose incorrect solution couldrestllt in injury to a person or loss of property. If you do use the program in such a manner, itis at your own nsk. The authors and the aforementioned institutions disclaim all liability for director consequential damages resulting from your use of the program.
The ownership of the program remains with the developers. The program should not beresold or redistributed in whole or in part for direct profit. Neither the whole programnor routines of the program shall be incorporated in to the source code or the executablebinary code of other programs without prior written permission from the authors. Programs containing 3D-BASIS-TABS routines must acknowledge acceptance of the aboveDISCLAIA1ER OF WARRANTY and of the fact that no business relationship is created between the program's users and the authors of 3D-BASIS-TABS or the aforementioned institutions. The names of the authors and the names of the aforementioned institutionsshould not be used to promote products derived from this program without specific prior\qitten permission from the authors.
NOTICEThis report was prepared by the State University of New York at Buffalo and the University of Missouri at Columbia as a result of research sponsored by the National Center forEarthquake Engineering Research (NCEER) through grants from the National Science Foundation, the New York State Science and Technology Foundation, and other sponsors.Neither NCEER, associates of NCEER, its sponsors, the State University of New York atBuffalo and the University of Missouri at Columbia, nor any person acting on their behalf:
a. makes any warranty, express or implied, with respect to the use of any information,apparatus, method, or process disclosed in this report or that such use may not infringeupon privately owned rights; or
b. assumes any liabilities of whatsoever kind with respect to the use of, or the damageresulting from the use of, any information, apparatus, method or process disclosed inthi'> report.
Any opinions, findings, and conclusions or recommendations expressed in this publication are those of the author(s) and do not necessarily reflect the views of the National ScienceFoundation, the New York State Science and Technology Foundation; or other sponsors.
3D-BASiS-TABS: Version 2.0 Computer Program for NonlinearDynamic Analysis of Three Dimensional Base Isolated Structures
502n-IO
- REPORT DOCUMENTATION IL REPORT NO.
PAGE ·1 NCEER-94-0018~. Title .nd Subtitle
7. Author(s) A.M. Reinhorn, S. Nagarajaiah,P. Tsopelas, R. Li
I~
M.C. Constantinou,
5. ReDOrt O.te
June 22, 1994
8. Performinc Ol'l(aniutlon RepL No;
9. Petfonnlnc Orpnlutlon H..... end Address
Dept. of Civil EngineeringState University of NY @ BuffaloBuffalo, N. Y. 14260
Dept. of Civil EngineeringUniversity of MissouriColumbia, Missouri 65221
10. ProlectIT.sllIWOftc Unit Ho.
11. C4nCnlctCC) Of' GtllnCCG) No.
(C) BCS 90-25010NEC-91029
12. SpOMOrinc Orpnlz:etloft H.....·.nd Address 13. Type of .Report & Period e-redNational Center for Earthquake Engineering ResearchState University of New York at Buffalo Technical reportRed llcket Quadrangle 1~.Buffalo, New York 14261
15. Supplernentllry Hotes This research was conducted at the State University of New York atBuffalo and the University of Missouri at Columbia and was partially supported by theNational Science Foundation under Grant No. BCS 90-25010 and the New York State Scienceand Technology Foundation under Grant No. NEC-91029.
16. AbstrKl (Umit: 200 words)
~ ?;This report describes the develop'ment of computer program 3D- BASI S- TABS Version 2.0.The new program is an enhanced version of 3D- BASI S- TABS. The report should beviewed as a continuation and addition to previous reports NCEER-93-0011 and NCEER-910005. The enhancements that have been made include: ~1) addition of new isolationelements; (2) models of nonlinear dampers and other hysteretic elements; (3) additionalverification; (4) addition of several new example problems;(5) new input/output format foreasier usage; and (6) updated user's manual. (§==
J;;'
17. Document ANlI~I. •• Oescriptors
b. ldentlf"...../Open~ed Terms
3D- BASI S- TABS. Non!Fnear dynamic analysis. Base isolated structures.Three dimensional analysis. Earthquake engineering. Computer program.
Co COSATI Field/Group
II. A...II.bllity St.tement
Release Unlimited
lS_ ANSI-ZJ9.18)
19. Security Class (This ReDOrt)
Unclassified20. Secu,ity Class (Thl.. Pagel
•Unclass.ifiecL~See In.ltv~lonl on RNetSe
,21. No.· of-Pages - .
16822. Price
OPTIONAL FORM 272 C4-771(Formerly NTIS-3S1
..
·../
111 1 -------
3D-BASIS-TABS: Version 2.0Computer Program for Nonlinear Dynamic
Analysis of Three Dimensional Base Isolated Structures
by
A.M. Reinhom', S. Nagarajaiah2, M.C. Constantinou', P. Tsopelas3
, and R. Li4
June 22, 1994 .
Technical Report NCEER.;94-0018
NCEER Task Number 93-5003
NSF Master Contract Number BCS 90-25010and
NYSSTF Grant Number NEC-91029
1 Professor, Department of Civil Engineering, State University ofNew York at Buffalo2 Assistant Professor, Department of Civil Engineering, University of Missouri at Columbia;
formerly Research Assistant Professor, Department of Civil Engineering, State University ofNew York at Buffalo
3 Research Associate, Department of Civil Engineering, State University ofNew York atBuffalo
4 Research Engineer, Department of Civil Engineering, State University ofNew York atBuffalo
NATIONAL CENTER FOR EARTHQUAKE ENGINEERING RESEARCHState University ofNew York at BuffaloRed Jacket Quadrangle, Buffalo, NY 14261
PREFACE
The National Center for Earthquake Engineering Research (NCEER) was established to expand anddisseminate knowledge about earthquakes, improve earthquake-resistant design, and implementseismic hazard mitigation procedures to minimize loss of lives and property. The emphasis is onstructures in the eastern and central United States and lifelines throughout the country that are foundin zones oflow, moderate, and high seismicity.
NCEER's research and implementation plan in years six through ten (1991-1996) comprises fourinterlocked elements, as shown in the figure below. Element I, Basic Research, is carried out tosupport projects in the Applied Research area. Element II, Applied Research, is the major focus ofwork for years six through ten. Element III, Demonstration Projects, have been planned to supportApplied Research projects, and will be either case studies or regional studies. Element IV,Implementation, will result from activity in the four Applied Research projects, and from Demonstration Projects.
ELEMENT IBASIC RESEARCH
• Seismic hazard andground motion
• Soils and geotechnicalengineering
• Structures and systems
• Risk and reliability
• Protective and intelligentsystems
ELEMENT IIAPPLIED RESEARCH
• The Building Project
• The NonstructuralComponents Project
• The Lifelines Project
The Highway Project
ELEMENT IIIDEMONSTRATION PROJECTS
Case Studies• Active and hybrid control• Hospital and data processing
facilities• Short and medium span bridges• Water supply systems in
Memphis and San FranciscoRegional Studies
• New York City• Mississippi Valley• San Francisco Bay Area
• Societal and economicstudies
ELEMENT IVIMPLEMENTATION
• ConferenceslWorkshops• EducationfTraining courses• Publications• Public Awareness
Research in the Building Project focuses on the evaluation and retrofit of buildings in regions ofmoderate seismicity. Emphasis is on lightly reinforced concrete buildings, steel semi-rigid frames,and masonry walls or infills. The research involves small- and medium-scale shake table tests andfull-scale component tests at several institutions. In a parallel effort, analytical models and computerprograms are being developed to aid in the prediction of the response of these buildings to varioustypes of ground motion.
111 I
!!I'e_~d;n~ page blank I---
Two ofthe short-tenn products of the Building Project will be a monograph on the evaluation oflightly reinforced concrete buildings and a state-of-the-art report on unreinforced masonry.
The protective and intelligent systems program constitutes one ofthe important areas ofresearchin the Building Project. Current tasks include the following:
1. Evaluate the perfonnance of full-scale active bracing and active mass dampers already inplace in tenns ofperfonnance, power requirements, maintenance, reliability and cost.
2. Compare passive and active control strategies in tenns of structural type, degree ofeffectiveness, cost and long-tenn reliability.
3. Perfonn fundamental studies ofhybrid control.4. Develop and test hybrid control systems.
The new computerprogram documented in this report, 3D-BASiS-TABS, Version 2. 0, is an enhancedversion of 3D-BASiS-TABS and 3D-BASiS which are special purpose programs developed byNCEERfor nonlinear dynamic analysis ofthree-dimensional base isolated structure (see reportsNCEER-93-0011 andNCEER-91-0005). One limitation associated with the use of3D-BASiS is thatthe superstructure memberforces cannot be computed - since no data regarding individual membersis specified by the user in this version. 3D-BASiS-TABS overcomes this limitation by computingsuperstructure memberforces, after the completion ofthe nonlinear time history analysis, followedby output ofpeak member forces, which can be usedfor the design ofmembers. This report brieflydescribes the development of3D-BASiS-TABS and the enhancements from Version 1.0 (NCEERReport 93-0011), which include addition ofnew isolation elementsfor modeling nonlinear dampers,special slidingfriction bearings, improvement ofother hysteretic elements, additional verification,several new example problems, new input/output format, and updated user's manual.
IV
ABSTRACf
The computer program 3D-BASIS-TABS is a special purpose program developed for
nonlinear dynamic analysis of three-dimensional base isolated structures. The program can
analyze base isolated structures with linear superstructure and nonlinear isolation system.
3D-BASIS-TABS has three options for modeling the linear superstructure (i) option 1 -
three-dimensional shear building representati~n, in which case the global stiffness matrix of
the superstructure is assembled internally by the program using story stiffnesses, specified by
the user, followed by the dynamic analysis; (ii) option 2 -- full three-dimensional represen
tation, in which case beam, column, shear wall and bracing elements of the superstructure
are modeled explicitly, followed by assembly of the global stiffness matrix, condensation,
dynamic analysis, and recovery of internal forces in structural elements by backsubstitution;
(iii) option 3 -- three-dimensional representation, in which case the dynamic characteristics
of the superstructure, such as frequencies and mode shapes, specified by the user, are used
to compute the superstructure stiffness matrix, followed by dynamic analysis. The isolation
system is modeled by representing the force-displacement relationship of each individual
isolator explicitly. The aforementioned approach for options 1 and 3 yields accurate global
response results; however, the disadvantage is that superstructure member forces cannot be
computed, since no data is available for individual members (this is the principle disadvantage
of the previous version 3D-BASIS). Option 2 in 3D-BASIS-TABS overcomes the afore
mentioned shortcoming by computing superstructure member forces, after the completion of
the nonlinear time history analysis, followed by output of peak member forces, which can be
used for the design of members.
This report describes the development of computer program 3D-BASIS-TABS
Version 2.0. The new program is an enhanced version of30-BASIS-TABS. The report should
be viewed as a continuation and addition to previous reports NCEER-93-0011 and
NCEER-91-0005. The enhancements that have been made include (i) addition ofnew isolation
v
elements; (ii) models of nonlinear dampers and other hysteretic elements; (iii) additional
verification; (iv) addition of severalnew example problems; (v) new input/output format for
easier usage; (vi) updated user's manual.
VI
SEC. TITLE
TABLE OF CONTENTS
PAGE
1 INTRODUCTION I-I
2 3D-BASIS-TABS 2-1
2.1 Input Data 2-12.2 Superstructure Stiffness Assembly 2-12.3 Eigenvalue Analysis 2-42.4 Isolation System Modeling 2-4
2.4.12.4.22.4.32.4.3.12.4.3.2
2.4.4
2.4.5
tinear Elastic Element 2-4tinear Viscous Element. 2-5Model for Biaxial Isolation Elements 2-5
Biaxial Model for Sliding Bearings 2-6Biaxial Model for ElastomericBearings and Steel Dampers 2-7
Model for Uniaxial IsolationElements 2-7Nonlinear Damping Element.. 2-7
2.5 Element For Friction Pendulum (FPS) Bearing 2-92.6 New Biaxial Element For Sliding Bearings 2-112.7 Global System Assembly.............. 2-112.8 wading Conditions 2-142.9 Solution of Global System Response , 2-142.10 Backsubstitution 2-152.11 Output Data 2-152.12 Users - Supplied Routines in Program 3D-BASIS-TABS 2-15
2.12.1 Routine for Additional Axial wad Due to OverturningMoment Effects 2-15
2.12.2 Routine for Describing the Dependency of Parameter f m a x
on Bearing Pressure 2-17
Vll
SEC. TITLE PAGE
3 VERFICATION AND EXAMPLE PROBLEMS 3-1
3.1 Three Story Reinforced Concrete Buildingwith Sliding Isolation System 3-2
3.1.1 Verification of Member Force Computations 3-7
3.2 Single Story Structure with Lead-rubber Bearing Isolation System.......... 3-73.3 Six Story Reinforced Concrete Structure
with Lead-rubber Bearing Isolation System 3-113.4 Six Story Structure with Lead-Rubber Bearings and Supplemental
Nonlinear Damper.... 3-14
4 CONCLUDING REMARKS 4-1
5 REFERENCES 5-1
APPENDIX A - 3D-BASIS-TABS PROGRAM USER'S MANUAL A-I
APPENDIX B - EXAMPLE 1 , B-1
APPENDIX C - EXA.MPLE 2 C-1
APPENDIX D - EXAMPLE 3 : D-1
APPENDIX E - EXA.MPLE 4 E-1
APPENDIX F· EXAMPLE 5 F-1
APPENDIX G - EXAMPLE 6 G-1
Vlll
FIGURE TITLE
LIST OF FIGURES
PAGE
2.0 Force-Velocity Function for Nonlinear Viscous Damper 2-8
2.1 Displacement Coordinates of the Base Isolated Structure 2-9
2.2 Displacement Coordinates of the Base Isolated Structure 2-12
2.3 Definition of Overturning Moments OVMX and OVMY, and OVMY,and Additional Force FOVM , 2-16
2.4 Variation of Friction Parameter fmax with Pressure 2-18
3.1 Superstructure Member configuration and Isolation SystemConfiguration of the Three-Story Reinforced Concrete Sliding IsolatedBuilding. Note the Location of the Structure Axis at the Center ofMass of the Base and the Location of the Column Lines 1,4, 13 and 16(Refer to the Input File Given in Appendix B) 3-3
3.2 Cross Section of the Three-Story Reinforced Concrete Sliding IsolatedBuilding (Left Extreme Column Line is 16 and Right Extreme ColumnLine is 13). Note the Details of the Sliding Bearing and RecenteringSpring Shown in the Inset and Plan Location Shown in Fig.3.3 3-4
3.3 Plan of the Sliding Isolation System with Teflon - Steel Disc SlidingBearings and Recenter ing Springs 3-5
3.4 Cross Sectional Plan of the Three-Story Reinforced Concrete SlidingIsolated Building Between Levels 2 and 3. Note the Location of theColumn Lines and bay Numbers (Refer to the Input File GivenjnAppendix B) ~ 3-6
3.5 Comparison of Response Computed Using 3D-BASIS-TABSand ANSR of Single-Story Structure on Lead-rubber Isolation SystemSubjected to EI Control earthquake with Component SOOE in XDirection and Component S90W in Y direction (PGD =108.9 mm ........ 3-10
3.6 Six-Story Reinforced Concrete Base Isolated Structure: (a) Section;(b) Plan 3-12
3.7 Comparison of Response Computed Using 3D-BASIS-TABS andDRAIN-2D of the Six-Story Base Isolated Structure to SimulatedEarthquake.. 3-13
IX
FIGURE TITLE PAGE
3.8 Comparison of Response of Six-Story Base Isolated Structure toSimulated Earthquake with (a) Supplemental Linear Viscous Dampersand (b) Supplemental Nonlinear Viscous Damper 3-15
LIST OF TABLES
TABLE TITLE PAGE
3-1 Comparison of Column Forces 3-8
3-2 Comparison of Beam Moments 3-8
x
SECI10N 1
INTRODUcnON
A class of computer programs have been developed by the authors to provide com
prehensive analysis capabilities for nonlinear dynamic analysis of three-dimensional base
isolated structures, which are, 3D-BASIS (Nagarajaiah et al. 1991a;1991b), 3D-BASIS-M
(Tsopelas et al. 1991;1994), and 3D-BASIS-TABS (Nagarajaiah et al. 1993c). The newest of
the class is computer program 3D-BASIS-TABS Version 2.0 described in this report.
Computer programs 3D-BASIS have b7en specifically developed for analysis of base
isolated structures with linear superstructure and nonlinear elastomeric and/or sliding iso
lation systems. Salient features of 3D-BASIS programs which make them specially suitable
for analysis of base isolated structures with different isolation systems are as follows:
(1) Capability to analyze isolation systems that are a combination ofelastomeric and sliding
isolation systems;
(2) Unified model capable of representing the biaxial behavior of either elastomeric or
sliding bearings and other isolation devices;
(3) Capability to capture the highly nonlinear behavior of sliding isolation systems in plane
motion;
(4) Pseudo-force solution algorithm for accurate and efficient solution of stiff differential
equations that arise in sliding systems due to stick-slip behavior;
(5) Solution algorithm with the accuracy of predictor-corrector methods and efficiency
suitable for analyzing large base isolated structures;
(6) Capability to model multistory base isolated buildings and capture the lateral-torsional
behavior under bidirectional earthquake motion;
(7) Simplicity of input requirements and execution on both main and microcomputers.
I-I
With the above mentioned capabilities 3D-BASIS programs have become increasingly
popular amongstboth researchers and practising engineers leading to several applications (i)
preliminary studies in preparation for shake table tests at SUNY-Buffalo and UC-Berkeley;
(ii) evaluation of the important effects of nonlinear biaxial interaction between orthogonal
lateral forces in isolation bearings, on the response of base isolated-structures, by Nagarajaiah
et al. (1990) and by Mokha et al. (1993); (iii) simulation of shake table test results using
measured properties of the structure and the isolation system (Nagarajaiah et al. 1992); (iv)
study oflateral torsional response ofbase isolated structures (Nagarajaiah et al. 1993a;1993b);
(v) evaluation of SEAOC code provisions for base isolated structures (Constantinou et al.
1993, Theodossiou et al. 1991, Winters et al. 1993); (vi) analysis of new base isolated buildings
and existing buildings to be retrofitted using base isolation (Amin et al. 1993, Asher et al.
1993, Button et al. 1993, Cho et al. 1993); (vi) post-earthquake evaluation studies of existing
base isolated buildings in seismically active areas such as the region of San-Andreas fault
(Clark et al. 1993).
The computer program 3D-BASIS-TABS is a special purpose program developed for
nonlinear dynamic analysis of three-dimensional base isolated structures. The program can
analyze base isolated structures with linear superstructure and nonlinear isolation system.
3D-BASIS-TABS has three options for modeling the linear superstructure (i) option 1 -
three-dimensional shear building representation, in which case the global stiffness matrix of
the superstructure is assembled internally by the program using story stiffnesses, specified by
the user, followed by the dynamic analysis; (ii) option 2 -- full three dimensional representation,
in which case beam, column, shear wall and bracing elements of the superstructure are
modeled explicitly, followed by assembly of the global stiffness matrix, condensation, dynamic
analysis, and recovery of internal forces in structural elements by backsubstitution; (iii) option
3 -- three-dimensional representation, in which case the dynamic charact~ristics of the
superstructure, such as frequencies and mode shapes, specified by the user, are used to
1-2
compute the superstructure stiffness matrix, followed by dynamic analysis. The isolation system
is modeled by representing the force-displacement relationship of each individual isolator
explicitly. The aforementioned approach for options 1 and 3 yields accurate global response
results; however, the disadvantage is that superstructure member forces cannot be computed,
since no data is available for individual members (this is the principal disadvantage of the
previous version 3D-BASIS). Option 2 in 3D-BASIS-TABS overcomes the aforementioned
shortcoming by computing superstructure member forces, after the completion of the non
linear time history analysis, followed by output of peak member forces, which can be used for
the design of members.
This report describes the development of computer program 3D-BASIS-TABS
Version 2.0. The new program is an enhanced version of3D-BASIS-TABS. The enhancements
that have been made include (i) addition of new isolation elements and models for nonlinear
dampers and nonlinear bearings; (ii) additional verifications; (iii) several new example
problems; (iv) new input/output format for easier usage; (v) updated user's manual.
The input format for the superstructure in 3D-BASIS-TABS has been retained in the
same format as in ETABS to facilitate usage. It is to be noted that the aforementioned beam,
column, shear wall and bracing elements, substructure condensation, global assembly, and
backsubstitution procedures are adopted from the computer program ETABS (Wilson et al.
1975).
1-3
SECflON2
3D·BASIS·TABS
A complete description of computer program 3D-BASIS-TABS has been presented
by Nagarajaiah et al. (1993c); however, for the sake completeness a brief description of the
structural model and the solution algorithm is presented in this section. The major steps
involved in the assembly of the structural model and the solution algorithm are presented in
the Flowchart 2.1. The detailed description of each step is described in the following sub
sections.
2.1 INPUT DATA
The input format has been retained in the same format as in ETABS to facilitate usage
(since many designers are familiar with the superstructure input requirements for ETABS).
The data in the form ofbeam, column, shearwall, and bracing member properties, conneetivity,
etc., need to be input. In addition the isolation system data in the form of isolator properties,
connectivity, etc., need to be input. The data needed for the dynamic analysis also has to be
input. The user's manual in APPENDIX A specifies the data input requirements.
2.2 SUPERSTRUCfURE STIFFNESS ASSEMBLY
The superstructure is assumed to be remain elastic at all times. Coupled lateral
torsional response is accounted for by'maintaining three degrees of freedom per floor, i.e.,
two translational and one rotational degree of freedom attached to the center of mass. The
base and floors are assumed to be rigid diaphragms.
3D·BASIS·TABS is designed to include three options for modeling the superstructure;
option 1 for 3D-shear building, in which case story stiffnesses are to be input; option 2 for full
3D-building, in which case member properties for beam, column, etc., are to be input, for
detailed member by member representation of the superstructure; option 3 for full 3D
building, in which case eigenvalues/eigenvectors are to be input. If option 1 or 3 is used,
member forces are not output, as no data for representing individual members is available.
2-1
INPUT DATA
STlFFNESS ASSEMBLYBEAM, COLUMN, WALL ELEMENT STIFFNESSES
CONDENSATION TO 3 DOF/FLOOR
EIGENVALUE ANALYSISFlXED BASE MODE SHAPES AND FREQUENCIES
GLOBAL SYSTEM ASSEMBLYGLOBAL SYSTEM· COMBINED SUPERSTRUCTURE AND ISOLATION
SYSTEM
SOLUTION FOR GLOBAL SYSTEM RESPONSESOLUTION USING PSEUDOFORCE SOLUTION ALGORITHM
BACKSUBSTlTUTlONBACKSUBST1TUT10N TO COMPUTE MEMBER FORCES
OUTPUTSUPERSTRUCTURE RESPONSE· MEMBER FORCES
ISOLATION SYSTEM RESPONSE
FLOW CHART OF MAJOR STEPS IN 3D·BASIS·TABS
2-2
In option 1, the superstructure of the three-dimensional shear building is represented
by a global stiffness matrix assembled using story stiffnesses specified by the user. The global
displacement coordinate system consists of three degrees of freedom at the center of mass of
the floors. It is assumed that the center of mass of all the floors lie on a common vertical axis;
floors and beams are rigid; walls and columns are inextensible.
In option 2, the procedure for assembly of the global stiffness matrix from ETABS
(Wilson et al. 1975) is adopted. The procedure involves (i) formulation of the lateral stiffness
matrix of each frame, which is treated as separate substructure with an associated frame
displacement coordinate system; (ii) assembly of the global stiffness matrix, using the frame
substructure stiffness transformed to the global displacement coordinate system, with the
assumption that all frame substructures are c,onnected at each floor level by a diaphragm
which is rigid in its own plane. Each joint in the structure is modeled with six degrees of
freedom. Within each frame joint three degrees offreedom (two translations and one rotation
in the floor plane) are transformed, using the rigid floor diaphragm assumption, to the frame
displacement coordinate system at that floor level. The remaining three frame joint degrees
of freedom are eliminated by static condensation. The condensed frame substructure stiffness
is transfonned to the global displacement coordinate system and added to the global structural
stiffness. The global displacement coordinate system consists of three degrees of freedom at
the center of mass of the floors. The position of the center of mass may vary from floor to
floor; hence, the mass matrix, required for dynamic analysis, will be a diagonal matrix --which
simplifies the eigenvalue' analysis. The global stiffness matrix of the superstructure, in the
fixed base condition, is used for eigenvalue analysis.
In option 3, the superstructure of the three-dimensional building is represented by a
global stiffness matrix, assembled using the dynamic characteristics, such as frequencies and
mode shapes specified by the user (minimum of three modes of vibration, with the global
displacement coordinate system of three degrees of freedom at the center of mass of the floors,
2-3
to be specified). Implicit in this approach is that the axial deformation of columns, bending
and shear deformation of column and beam members, and arbitrary location of the center of
mass, are accounted for by the condensed dynamic characteristics.
2.3 EIGENVALUE ANALYSIS
The eigenvalue analysis is performed to determine the eigenvalues and eigenvectors,
Le., frequencies and mode shapes in the fixed base condition using the global stiffness matrix.
The frequencies and mode shapes are used in the global system assembly of the superstructure
and the isolation syst~m. The frequencies and mode shapes obtained correspond to the global
coordinate system with three degrees of freedom at the center of mass of the floors.
2.4 ISOLATION SYSTEM MODELING
The isolation system is modeled with spatial distribution and explicit nonlinear
force-displacement characteristics of individual isolation devices. The isolation devices are
considered rigid in the vertical direction and individual devices are assumed to have negligible
resistance to torsion.
The following are the elements available for modeling the behavior of an isolation
system (i) linear elastic element --spring; (ii) linear viscous element --damper; (iii) hysteretic
element for elastomeric bearings and steel dampers; (iv) hysteretic element for sliding
bearings; (v) nonlinear damper element --a new element for modeling damping devices;
(vi friction pendulum (FPS) element; (vii) new biaxial element for sliding.
2.4.1 Linear Elastic Element
The linear elastic element can be used to approximately simulate the behavior of
elastomeric bearings along with the viscous element. All linear elastic devices of the isolation
system specified are combined, internally by the program, in global elements at the center of
mass ofthe base, having the combined properties ofall the elastic devices, with the translational
stiffnesses, Kx and Ky and the rotational stiffness, Kr.
2-4
(2.1 )
2.4.2 Linear Viscous Element
The linear viscous element can be used to simulate theviscous properties ofthe isolation
devices. All linear viscous devices are combined, internally by the program, in global viscous
elements at the center of mass of the base, having the combined properties of all the viscous
devices, with the translational damping coefficients ex and Cy and rotational damping coef
ficient Cr.
2.4.3 Model for Biaxial Isolation Elementsi
iI
At a bearing undergoing plane motion with displacement components /U x and U y
and velocity components (j x and (j y in the x: and Y directions, lateral forces develop and
these forces exhibit biaxial interaction. In addition a torsional moment develops at the bearing.
The contribution of this torsional moment to the total torque exerted to the structure supported
by several bearings is insignificant.
The direction of the resultant force at the bearing opposes the direction of the motion
given by:
e =tan-I(~:)
The model presented herein accounts for the direction and magnitude of the resultant
hysteretic force.
The model for biaxial interaction is based on the following set of equations proposed
by Park, Wen and Ang (1986):
(2.2)
2-5
in which, Zx and Zy are hysteretic dimensionless quantities, Y is the yield displacement, A, Y
and f3 are dimensionless quantities that control the shape of the hysteresis loop. The values
of A = 1, Y = 0.9 and f3 = O. 1 are used in this report. When yielding commences, Eq. 2.2
has the following solution, provided that A / (f3 + y) = 1:
Z y = cos e, Z y = sin e (2.3)
Zx and Zy are bounded by values.±.l and account for the direction and biaxial interaction of
hysteretic forces. The interaction curve given by Eq. 2.2 is circular.
2.4.3.1 Biaxial Model for Sliding Bearings
For a sliding bearing, the mobilized forces are described by the equations (Constantinou
et al. 1990):
(2.4 )
in which, W is the vertical load carried by the bearing and I-l s is the coefficient of sliding
friction which depends on the value ofbearing pressure, anglee and the instantaneous velocity
of sliding (;:
0= (0 2 + ( 2 )1/2y Y (2.5)
Zx and Zy, given by Eq. 2.2, are bounded by the values .±.1, account for the conditions of
separation and reattachment (instead of a signum function) and also account for the direction
and biaxial interaction of frictional forces.
The coefficient of sliding friction is modeled by the following equation (Constantinou
et al. 1990):
I-l s = f max - (f max - f min) exp (- a IV I) (2.6)
in which, f max is the maximum value of the coefficient offriction and f min is the minimum
(at 0 - 0) value of the coefficient of friction. f max' f min and a may be, in general,
functions of bearing pressure and angle e.
2-6
2.4.3.2 Biaxial Model for Elastomeric Bearings and Steel Dampers
For a elastomeric bearing, the mobilized forces are described by the equations:
FYF =a-U +(I-a)FYZ
x y x x'
FYF =a-U +(l-a)FYZ
Y y Y Y(2.7)
in which, a is the postyielding to preyielding stiffness ratio, F Y is the yield force and Y is the
yield displacement. Zx and Zy, given by Eq. 2.2 account for the direction and biaxial interaction
of hysteretic forces.
2.4.4 Model for Uniaxial Isolation Elements
The biaxial interaction can be neglected' when the off-diagonal elements of the matrix
in Eq 2.2 are replaced by zeros. This results in a uniaxial model with two either frictional or
bilinear independent elements in the two orthogonal directions. Eq.2.2 collapses to the
uniaxial model governed by the following equation (Wen 1976):
Zy = AU-lzl'"'(ySgn(UZ)+ P-»U (2.8)
where 11 = 2 in the biaxial case and this parameter controls the transition from elastic range
to the post yielding range. The value ofthis parameter can be increased to achieve near-bilinear
behavior rather than smooth bilinear behavior. The interaction curve in the uniaxial case is
effectively square. In the case of uniaxial sliding element the velocity used for calculation of
the coefficient of friction from Eq. 2.6 is either Ux or Uy'
2.4.5 Nonlinear Damping Element
Many physical systems exhibit nonlinear damping mechanisms such as Coulomb
damping, viscous damping, orifice damping, and velocity raised to power p damping. Several
fluid viscous damping and friction damping devices have been proposed. The nonlinear
damping force of such devices can be described as being proportional to the the power p of
relative velocity across the damper:
(2.9)
2-7
F
-_.-------F ----------------------~----~~~~:~--~-~-~-----------------ma. ",,"" __,.-
rqel
u
Fig. 2.0 Force-Velocity Function for Nonlinear Viscous Damper
where F 01 is an offset constant for stage i, the damping coefficient C i and the exponent
Pi may have any positive value. The- signum function S 9 n ( U) accounts for the phase
between the damping force F d and the relative velocity· V, and n is the number of stages
(maximum 2). The applications of such generalized formulation of the damping force are
demonstrated as foHows:
Coulomb damping ( P 1 = 0)
F d = CiSgn(U)
Linear viscous damping (p 1 = I)
F d = CiIUISgn(U)
Nonlinear viscous damping (p i = 2)
F d = c I IUI 2 Sgn(V)
(2.10)
(2.11)
(2.12)
where C 1 for Pi = 0 is the magnitude of the Coulomb damping force, C i for Pi = I is
the coefficient of viscous damping, and C i for Pi = 2 is the coefficient of nonlinear
visc6us damping. Devices with values of exponent Pi in the range of 0.4 to 2 have been
produced.
2-8
2.5 ELEMENT FOR FRICTION PENDULUM (FPS) BEARING
The principles of operation of the FPS Bearing have been established by Zayas et al.
1987, Mokha et al. 1990 and Constantinou et al. 1993. These principles are, of course, valid
for all types of spherical sliding bearings. A cross-section view of an FPS bearing is shown in
Fig. 2.1. The bearing consists of a spherical sliding surface and an articulated slider which is
faced with a high pressure capacity bearing material. The bearing may be installed as shown
in Fig. 2.1 or upside-down with the spherical surface down rather than up. In both installation
methods the behavior is identical.
BEARING WATERIAL-~
SEAL
ARTICULATED SUDER
ENCLOSINCCYUNDER
SPHERICAL SURFACE
Fig. 2.1 FPS Bearing Section.
The force-displacement relation of an FPS bearing in any direction is given by:
F =W
Ru + (2.13)
in which R is the radius of curvature of the spherical sliding surface, W is the normal load and
~l s is the coefficient of the sliding friction. In cases in which the normal load may be assumed
to be constant and equal to the carried weight W j, modeling of an FPS bearings may be
accomplished by combining the linear elastic element of Section 2.4.1, using stiffness
K xi = K yl = I-v' II R, and the biaxial element for sliding bearing of Section 2.4.3, using
W = W /. To reduce computational effort, all the linear elastic elements may be combined in
a global element described by translational stiffnesses K x = K y = LWi I R (L W / =total
weight) and corresponding rotational stiffness K r and associated eccentricities e~ and e ~
(see Section 2.4.1 and Nagarajaiah et al. 1989 and 1991).
2-9
In general, the vertical load on an isolation bearing does not remain constant but rather
varies as a result of the vertical ground motion and the effect of overturning moment. For
vertically rigid structures, the normal load on an FPS bearing is:
+ +g
(2.14)
where Iv i is the weight (j v is the vertical ground acceleration (positive when the direction is
upwards) and N OM is the additional axial force due to the overturning moment effects (N OM
is positive when compressive - see requirements for subroutine in Section 2.10.1.)
The direct effects of vanations in the normal load on the behavior of the FPS bearing
are to instantaneously change the stiffness and friction force. Another indirect effect is to
change the coefficient of frietion which is pressure dependent. Modeling of the behavior of
FPS bearings to this detail is important in the accurate estimation of the forces in individual
bearings. However, use of W = h/ I rather than Eq. (2.14) results in nearly the same global
isolation system response and superstructure, response. This has been demonstrated by
comparison of analytical results to shake table results of a seven-story model in which the
axial forces on individual bearings varied from 0 to 2 W" Wi being the gravity load (AI
Hussaini et al. 1994).
The forces in the FPS element are described by (Tsopelas et al. 1994):
r,,"
F -. U, + ~s • N Z.,'RW
F -. U + II • W ZY R y rs y (2.15)
whichZ, andZ yare described by Eq. 2.2 and W is described by Eq. 2.14. The current program
requires user-supplied routines to:
a) Calculate the additional force on individual bearings from overturning moments about
the two horizontal axes, and
b) Describe the variation of coefficient! max in Eq. 2.6 with bearing pressure.
Details of these routines are given in Section 2.12.
2-10
2.6 NEW BIAXIAL ELEMENT FOR SLIDING BEARINGS
The new biaxial element for flat sliding bearings is described by equations (2.4-2.6 and
2.2) with the exception that W is not constant but rather described by Eq. 2.14. The element
requires the user-supplied routines (Tsopelas et al. 1994) described in Sections 2.5 and 2.10.
It should be noted that when Uu is not given and when the user-supplied routine returns zero
for the additional axial load NOM (Eq. 2.14), the model collapses to the original constant
normal load (W = W J model.
2.7 GWBAL SYSTEM ASSEMBLY
The formulation for global system assembly of the combined superstructure and the
isolation has been presented in detail by Nagarajaiah et al. (1993c); hence, it is presented only
. briefly herein.
A typical base isolated multistory building and the displacement coordinates that will
be used in the formulation are shown in Fig. 2.2 ( U i , U b , U g may be in X or Y
direction). The superstructure is modeled as an elastic frame-wall structure with three degrees
of freedom per floor, as described earlier. The three degrees of freedom are attached to the
center of mass of each floor and base. The floors and the base are assumed to be infinitely
rigid inplane. The isolation system may consist ofelastomeric and/or sliding isolation bearings, .
linear springs, viscous elements, and nonlinear damping elements.
The equations of motion for the elastic superstructure are expressed in the following
form:
(2.16)
in which, n is three times the number of floors, M is the diagonal superstructure mass
matrix, C is the superstructure damping matrix, I< is the superstructure stiffness matrix
2-11
FIXEDREFERENCE
U.1
Jm
11
]
Fig. 2.2 Displacement Coordinates of the Base Isolated Structure
2-12
and R is the matrix of earthquake influence coefficients Le., the matrix of displacements
and rotation at the center of mass of the floors resulting from a unit translation in the X and
Y directions and unit rotation at the center of mass of the base (with respect to global structure
reference axis). Furthermore, ii, U and u represent the floor acceleration, velocity and dis
placement vectors relative to the base, ii b is the vector of base acceleration relative to the
ground and ii 9 is the vector of ground acceleration.
The equations of motion for the base are as follows:
(2.17)
in which, M b is the diagonal mass matrix of the rigid base, C b is the resultant damping
matrix of viscous isolation elements, I< b is the resultant stiffness matrix of elastic isolation
elements and f is the vector containing the forces mobilized in the nonlinear elements of the
isolation system such as the presented elements for sliding, elastomeric bearings, etc.
Employing modal reduction:
Un = <t> nxm U :x/ (2.18)
in which, <P is the modal matrix normalized with respect to the mass matrix and u ,. is the
modal displacement vector relative to the base and m is the number of eigenvectors retained
in the analysis, and combining Eqs. 2.16 to 2.18 the following equation is derived:
(2.19)
in which, ~/ = the modal damping ratio, andw/ = the natural frequency, of the fixed base
structure in the mode i. In Eq. 2.19 matrices[2~/wi] and [w~] are diagonal.
2-13
Eq. 2.16 can be written as follows:
MO, + CO, + RU I + f , = P,
At timet + 6t
Written in incremental form
(2.20)
(2.21 )
(2.22)
in which,M , C, RandP represent the reduced mass, damping, stiffness and load matrices
(see Eq. 2.19). Furthermore, the state of motion of modal superstructure and base is repre
sented by vectors fi ,, ii I and fi I (see Eq. 2.19).
2.8 WADING CONDITIONS
Vertical static loading conditions for representing dead loads, and earthquake loads
--representing seismic excitation, can be,specified. The vertical loading conditions can include
up to three independent vertical load distributions (1,11,111) and these distributions are
combmed to form load cases for the complete building. For earthquake loading conditions,
biclirectionallateral ground motions can be specified.
2.9 SOLUTION FOR GWBAL SYSTEM RESPONSE
The incremental nonlinear force vector (j, f 1+ 6.1 in Eq. 2.22 is unknown. This vector is
brought on to the right hand side of Eq. 2.22 and treated as a pseudo-force vector. The two
steps in the solution algorithm are (i) The solution ofequations ofmotion usingunconditionally
stable Newmark's constant-average-acceleration method (Newmark 1959); (ii) The solution
of differential equations governing the behavior of the nonlinear isolation elements using
unconditionally stable semi-implicit Runge-Kutta method (Rosenbrock 1964) suitable for
solution of stiff differential equations. Furthermore, a iterative procedure consisting of cor
rective pseudo-forces is employedwithin each time step until equilibrium is achieved. Detailed
explanation of the solution algorithm can be found in Nagarajaiah et al. (1991a;1991b).
2-14
2.10 BACKSUBSTITUTION
The time history of member forces are computed by backsubstitution, after the non
linear time history analysis is completed. The peak member forces are output to facilitate the
design of members. The backsubstitution procedure from ETABS is adopted.
2.11 OUTPUT DATA
The output data consists of three sets (i) input data for the structure and isolation
system; (ii) dynamic characteristics of the structure; (iii) peak response results in the fonn of
maximum response quantities; (iv) time history of response. The dynamic characteristics of
the structure output are periods and mode shapes. The peak response results of member
response and isolator response is output. A full range of options for output are available, the
details of which can be found in the user's manual in APPENDIX A
2.U USERS - SUPPLIED ROUTINES IN PROGRAM 3D-BASIS-TABS
2.12.1 Routine for Additional Axial Load Due to Overturning Moment Effects
The routine (a function) has the fonn:
FOVM(OVMX,OVMY,XP,YF,I)
in which I is the bearing number, XP and YF are arrays containing the bearing coordinated
(XP(I) =X coordinate ofbearing I etc.), and OVMX and OVMY are the overturning moments
about the X and Y axes, as illustrated in Fig. 2.3. Function FOVM is called by the main
program at all time steps: The function returns to the main program the additional axial load
FOVM on bearing I. FOVM is positive when-compressive.
2-15
z
CENTER OFMASS OF BASE
FOVM
XP(I) 1ISOLAnONBEARING................. " I
YP(I)
xOVMY
Fig. 2.3 Definition of Overturning Moments OVMX and OVMY,
and Additional Force FOVM.
It should be noted that we have assumed a unique relation between overturning
moments and additional axial load on bearings. The user is cautioned that this is a simplifi
cation ofa complex phenomenon. However, it is a commonly used engineering approximation.
The report of AI Hussaini et al. 1994 provides valuable insight into the behavior of slender
isolated structures with FPS bearings which are subjected to strong overturning moments.
To exclude the effect of the overturning moment on the additional axial force, function FOVM
should be as follows:
FUNCTION FOVM(OVMX,OVMY,SP,YP,I)IMPUCITREAL '8COMMON/MAIN1/NB,NP,MNF,MNE,NFE,MXFDIMENSION XP(NP), YP(I)FOVM=O.DORETURNEND
This default version of function FOVM in 3DBASIS-TABS.
2-16
2.12.2 Routine for Describing the Dependency of Parameter f max on Bearing Pressure
Constantinou et al. 1990 and 1993 described the dependency on bearing pressure of
the parameters in the model offriction in Eq. 2.6. Specifically, the coefficient ofsliding friction
is given by:
Il s = fmax~(fmax- fmln)eXp(-allil) (2.23)
where a is nearly independent of pressure, whereas f min is dependent on pressure for
unfilled and glass-filled PTFE but nearly independent of pressure for the PTFE-composites
used in the FPS bearings. Parameter f max is generally dependent on bearing pressure.
Since parameter f max describes the maximum friction force that is transmitted through the
bearing, its dependency on pressure is explicitly modeled in this program. However, the much
less significant dependency on pressure of parameters a and f min is neglected.
The user-supplied routine (function) has the form:
FFMAX(FRMAX,FRMIN,FNOR,I)
in which I is the bearing number, FNOR is the normal load on bearing I, which includes the
gravity, vertical ground motion and overturning moment effects, normalized by the weight
Wi on the bearing. Furthermore, FRMAX and FRMIN are, respectively, the supplied,
through the INPUT, parameters f ma xO and f minO under almost zero static pressure of
bearing I. Function FFMAX returns the value of f m a x at the bearing pressure resulting
from the instantaneous normal load. Note that parameter f min is assumed independent of
pressure, that is f minO = f min'
For example, consider the case iIi which the dependency on pressure of parameter
f m a x is neglected.
Function FFMAX should be:
FUNCTION FFMAX(FRMAX,FRMIN,FNOR,I)IMPliCIT REAL *8COMMON/MAIN1/NB,NP,MNF,MNE,NFE,MXFFFMAX=FRMAXRETURNEND
2-17
This is the default version of function FFMAX.
Consider now the case of pressure dependent parameter f max' Figure 2.4 shows the
assumed dependency on pressure of parameter f ma x' It is typical of the behavior of sliding
bearings (Soong and Constantinou 1994). An accurate representation of the variation of
parameter f Ill'" with pressure can be accounted for by using the following expression:
f In a" = f m a yO - (f ma xO - f ma x p ) tan h ( E P) ( 2 .24 )
where P is the instantaneous bearing pressure, ! maxp is the maximum coefficient of
friction at very high pressures, ! ma ,0 is the value of the coefficient at zero pressure, E is
a constant that controls the transition of f ma:l' between very low and very high pressure.
fmax
(fmaxp
PRESSURE
Fig. 2.4 Variation of Friction Parameter! Ifl~ ~ with Pressure
2-18
As an example, Constantinou et a1. 1993 gave the following values for the parameters
of a bearing at pressure of 17.2 MPa: f max :;= O. 12, f maxp = 0.05, E = 0.0 12 (P the
bearing pressure is in the units of MPa). For this case function FFMAX should be of the
fonn:
FUNCTION FFMAX(FRMAX,FRMIN,FNOR,I)IMPLICIT REAL *8COMMON/MAIN1/NB,NP,MNF,MNE,NFE,MXFDIMENSION P(SOO)DATA/P(J) = 17.2,J = 1,.. /
etc. etc.
PRES=FNOR*P(I)FFMAX =FRMAX-O.07*DTANH(O.012*PRES)END
Note that P(J) contains the bearing pressure under static conditions of bearing J.
Quantity PRES is the instantaneous bearing pressure in units of MN/m2 or MPa.
2-19
SECTION 3
VERIFICATION AND EXAMPLE PROBLEMS
3D-BASIS-TABS has been verified by the authors (Nagarajaiah et a!. 1993c). This
section describes the previous verification briefly, for completeness sake, and also describes
additional verification of 3D-BASIS-TABS.
The verification is performed using three example problems. The first example problem
consists of a three story reinforced concrete building with sliding isolation system. The second
example considered is a single story structure on lead-rubber isolation system. The third
example problem -consists of a six story reinforced concrete building with lead-rubber bearing
isolation system.
The verification using the three story reinforced concrete building with sliding isolation
system is accomplished by comparing the dynamic analysis results of program 3D-BASIS
TABS, in the form of peak member forces at a chosen instant oftime during the time history,
with the pseudo-static analysis results offinite element program STAAD; thus, validating the
member force computations in the program 3D-BASIS-TABS. The pseudo-static analysis,
performed using commercially available finite element program STAAD, consists of appli
cation of lateral forces or inertial forces, at the same instant of time as chosen in 3D
BASIS-TABS time history analysis, at the center of mass of the three floors. The lateral forces
or inertial forces are extracted from the dynamic analysis using 3D-BASIS-TABS.
The verfication using the single story structure with lead-rubber bearing isolation system
is accomplished by comparing the results at the center of mass from program 3D-BASIS-TABS
with the results of program-ANSR (Mondkar and Powell 1975); thus, validating the global
results.
The verification using the six story reinforced concrete buildingwith lead-rubber bearing
isolation system is accomplished by comparing the results of3D-BASIS-TABS with the results
of a two dimensional analysis performed using DRAIN-2D (Kannan and Powell 1975). Also,
3-1
results, at the center of mass, from program 3D-BASIS-TABS --modeling the superstructure
explicitly element-by-element-- are compared with the results of program 3D-BASIS (Na
garajaiah et a1. 1991b) using the dynamic characteristics of the superstructure, i.e., eigenvalues
and eigenvectors; thus, validating the global results.
3.1 THREE STORY REINFORCED CONCRETE BUILDING
WITH SLIDING ISOLATION SYSTEM
The three story reinforced concrete building considered has three bays in each direction
and has a square plan with dimensions 12 x 12 meters as shown in Fig. 3.1. The dimensions
of the various members shown in Fig. 3.1 are (i) beams 300 x 400 mm; (ii) interior columns
300 x 400 mm; (iii) exterior columns 300 x 300 mm; (iv) RIC bracing members 300 x 300 mm;
(v) shear wall or panel of 100 mm thickness. The floor slab is 150 mm thick. The floor masses
are (i) translational mass of 119.4 kN-sec2/m; and (ii) mass moment of inertia of 2985.6
kN-m-s2. The modulus of elasticity of the concrete is assumed to be Ee = 29862560 kN/m2.
The damping ratio in the superstructure is assumed to be 5% of critical.
The building is base isolated using a sli~ing isolation system as shown in Fig. 3.2 and
Fig. 3.3. The sliding isolation system consists of 16 sliding bearings placed concentrically under
each column and 4 recentering springs placed at the four corners of the building as shown in
Fig. 3.3. Design of the isolation system is based on appropriate code provisions. The sliding
isolation bearings are made of unfilled Teflon and polished stainless steel plates. The sliding
bearings have a coefficient offrictionf max = O. 1 andf min = 0.07. The recentering helical
springs are designed to provide an isolation period Tb = 3 sec. The sliding bearings and helical
springs are shown in Fig. 3.2 in greater detail (see the enlarged detail Fig. 3.2).
3D-BASIS-TABS is used to analyze the base isolated building excited by El Centro NS
earthquake. The input and output files for this building are given in APPENDIX B.
3-2
REC::NIE~ING
SPRING
SLAB
\~__ Y SLIDING BEARING
X . CENTER OF' MASS OF" BASE<STRUCTURE AND FRAME 1 REFE~ENCE AXES)
BRACe: PANEL" ,~~~~~~~-+__~....~'-__....$4 -LEvEL 3
® ID NUMBER OF" COLUMN LINE
FIG. 3.1. Superstructure Member configuration and Isolation System Configuration of the ThreeStory Reinforced Concrete Sliding Isolated Building. Note the Location of the Structure A..x.is atthe Center of Mass of the Base and the Location of the Co Iurnn Lines 1, 4, 13 and 16 (Refer to
the Input File Given in Appendix B)
3-3
3.5m
3.5m
RECENTERING SPRI
TEFLON-STEEL DISC SLIDING BEARING
fIG. 3.2. Cross Section of the Three-Story Reinforced Concrete Sliding Isolated Building (LeftExtreme Column Line is 16 and Right Exlreme Column Line is 13). Note the Details of theSliding Bearing and Recentering Spring Shown in the Inset and Plan Location Shown in rIO 3.3
3-4
TEFLON-STEEL DISC SLIDING BEARING, \
RECENTERING SPRING'" \e-- ---e e-- " ~
"-jI· I I
I I -Je-- ---e e--CENTER OF MASS OF BASE
I (GLO~TRlcTURE I, REFERENCE AXIS) ,
e- • e-- II I I
I. I I .1e-- ---e e-- ---e
tE
-.;:T
~tE
-.;:T
t
tE~
x
- 4m-- 4m-'- 4mI I I I
FIG. 3.3. Plan of the Sliding Isolation System with Teflon - Steel Disc Sliding Bearings andRecentering Springs
3-5
Y
xI,!I
E~
tE~
I,!I
E~
wU<l::~
CD
®
® ©® 7 B= Q11. @ 15.
BRACE nCENTER OF MASS
@ ~ ~
~ 6 @:,10oll @14J.BRACE
1
2
4
3
1- 4m ~I- 4m -1- 4m -I
BAY NUMBER
10 NUMBER OF COLUMN LINEFIG. 3.4. Cross Sectional Plan of the Three-Story Reinforced Concrete Sliding Isolated BuildingBetv.'een Levels 2 and 3. Note the Location of the Column Lines and Bay Nwnbers (Refer to theInput Fil~ Given in Appendix B)
3-6
3.1.1 Verification of Member Force Computations
The local response results, in the form of peak member forces at a chosen instant of
time (t = 3.05 sec) during the time history analysis, are verified by comparing the results of
3D-BASIS-TABS with the results of a pseudo-static analysis -- performed using commercially
available finite element program STAAD. The pseudo-static analysis using STAAD consists
of-application of lateral forces or inertial forces, at the same instant of time as chosen in
3D-BASIS-TABS time history analysis, at the center of mass of the three floors. The lateral
forces or inertial forces are extracted from the dynamic analysis using 3D-BASIS-TABS. A
comparison between the member forces computed in 3D-BASIS-TABS and STAAD is shown
in Table 3-1 and 3-2. Table 3-1 shows the column moments and forces. Table 3-2 shows the
beam moments. It is evident from the comparison in Tables 3-1 and 3-2 that member force
computation in 3D-BASIS-TABS is accurate.
3.2 SINGLE STORY STRUCTURE WITH LEAD-RUBBER BEARING ISOLATION
SYSTEM
The single story shear building has equal base dimensions L=480 inch (12192 mm); it
is supported on four corner columns; it has a height of 180 inch (4572 mm) and a total weight
of 480 Kips (2135 kN). Equal floor and base weight is considered. The center of mass of both
the floor and the base are assumed to be on the same vertical axis. The vertical axis of centers
of mass is offset from the geometric center of the building for inducing a mass eccentricity of
0.083L in the Y direction. Eccentricities ex = ey = O.lL, of the center of resistance of the
superstructure from the center of mass, are considered. The uncoupled translational period
of the superstructure Ts is 0.3 sec in both X and Y directions. The uncoupled torsional period
of the superstructure T 8 is equal to 0.58 Ts. Viscous damping of 2 percent of critical is used
for the superstructure in all the three modes.
An isolation system consisting of four lead-rubber bearings placed below the columns
is considered. The design of the isolation system is based on a ground motion with
3-7
vJ , oc
Tab
le3-
1C
om
par
iso
no
fC
olu
mn
For
ces
Flo
orM
embe
r3D
-BA
SIS
-TA
OS
ST
AD
DII
IID
MO
M-X
MO
M-Y
SH
-XS
H-Y
AX
IAL
MO
M-X
MO
M-Y
SH
-XS
H-Y
AX
IAL
(kN
-m)
(kN
-m)
(kN
)(k
N)
(kN
)(k
N-m
)(k
N-m
)(k
N)
(kN
)(k
N)
CO
L.
III
9.75
0.06
7.43
0.03
23.4
39.
730.
067.
420.
0323
.41
(TO
P)
lsI
CO
L.
#113
.29
0.03
7.43
0.03
23.4
313
.28
0.03
7.42
0.03
23.4
1(B
OT
.)
CO
L.
III
9.63
0.11
6.19
0.07
14.3
39.
620.
106.
180.
0614
.30
(TO
P)
2nd
CO
L.
#19.
610.
106.
190.
0714
.33
9.61
0.09
6.18
0.06
14.3
0(B
OT
.)
CO
L.
#110
.26
0.21
6.15
0.12
5.Q
610
.24
0.20
6.14
0.11
5.03
(TO
P)
3rd
CO
L.
III
8.82
0.16
6.15
0.12
5.06
8.81
0.15
6.14
0.11
5.03
(BO
T.)
Tab
le3-
2C
om
par
iso
no
fB
eam
Mom
ents
Flo
orM
embe
rID
3D-B
AS
IS-T
AB
SS
TA
DD
III
I-M
OM
J-M
OM
I-M
OM
J-M
OM
(kN
-m)
(kN
-m)
(kN
-m)
(kN
-m)
lsi
BE
AM
AT
BA
Y11
418
.95
15.6
918
.94
15.6
8
2n
dB
EA
MA
TB
AY
114
18.5
015
.58
18.4
815
.56
3rd
BE
AM
AT
BA
Y11
410
.29
8.26
10.2
88.
25
the characteristics of the ATC OAg S2 spectrum and on the procedure developed by Dynamic
Isolation Systems (1983). A design live load of 200 Kips (889.6 kN) is considered in addition
to the total dead load of 480 Kips (2135 kN). The bearings chosen are of 13 inch (330.2 mm)
diameter and with 18 layers of natural rubber (hardness 50) of 0.375 inch (9.53 mm) thickness.
Lead plugs of 2.5 inch (63.5 mm) diameter are present in all four bearings. The average
properties of bearings determined are the initial elastic stiffness of 17.8 K/in (3.12 kN jmm),
the postyielding stiffness of 2.74 K/in (0048 kN/mm) and the yield strength FY of 6.6 Kip (29.36
kN). The total yield strength of the isolation system is 5.5% the structural weight. The rigid
body mode period is:
(W ) 1/2
T b =2n Kb9 (3. I )
in which, W is the total weight and Kb is the total post yielding stiffness of four Lead-rubber
bearings. Tb in the present case is 2.12 sec.
The single story base isolated building excited by 1940 El Centro is analyzed using
3D-BASIS-TABS. The SOOE component is input in the X direction and S90W is input in the
Y direction. The input and output files for the single story base isolated building are given in
APPENDIX C.
Fig. 3.5 shows the bearing displacement response at corner bearing No.1 (see the
input/output files in APPENDIX C for details). The peak ground displacement (PGD) of
4.29 inch (108.96 mm) is used for normalizing the displacement response. The same base
isolated building is analyzed using ANSR (Mondkar and Powell 1975). The comparison
between the response computed using 3D-BASIS-TABS and ANSR --with completely dif
ferent modeling and solution procedures-- is shown in Fig. 3.5, from which, it is evident that
the results of 3D-BASIS-TABS are accurate. Also, the results of 3D-BASIS-TABS (see
APPENDIX C) and the results of 3D-BASIS (refer to section 7.3 of NCEER 91-0005;
Nagarajaiah et al. 1991b) are identical.
3-9
-- 3D-BASJS-TABS ----- ANSR
, 5
, 5
, 2
12
9
(SEC)6
TIME
6 9
TIME (SEC):3o
z~ 0.2u~ 0.0o)- -0.2
-0.4
-0.6
-0.8 ~-1.a -+1-.,...----r--...,_---r-"""T"""'-,....----r---r---r--r- ~_r_-r___r___f
o
z§ 0.2u~ 0.0ox -0.2
-0.4
-0.6
-O.B
-1.0 -4--..,-----r---,-- -~--r------r-...,___r-"""T"""'-,....___r_-~__:_____.,
0.4
1.0
0.8
0.6
0.4
oc....?0..."-...IZw2wu:50enoc...? 1.0 ~---------------------,ZCC 0.84:W 0.6rIl
FIG. 3.5. Comparison of Response Computed Using 3D-BASIS-TABS and ANSR of SingleStory Structure on Lead-rubber Isolation System Subjected to E1 Centro Earthquake withComponent SOOE in X Direction and Component S90W in Y Direction (POD = 108.9 mm)
3-10
3.3 SIX STORY REINFORCED CONCRETE STRUCTURE WITH LEAD-RUBBER
BEARING ISOLATION SYSTEM
The analysis of a six story reinforced concrete base isolated structure with the lead
rubber bearing isolation system is considered. The plan and section of the building are shown
in Fig. 3.6. The reinforced concrete superstructure is designed to resist lateral loads equivalent
to a seismic base shear coefficient of 0.15 g using shear walls. Damping of 5% of critical is
used for the superstructure in all the modes. 3D-BASIS-TABS is used to model the super
structure (i) using option 2 -- with member-by-member modeling; (ii) using option 3 -- with
eigenvalues and eigenvectors.
The lead-rubber bearing isolation system designed based on the procedure developed
by Dynamic Isolation Systems (1983) consists of 22 lead-rubber bearings (see Fig. 3.6(b)). A
site specific response spectrum is used in the design of the structure/isolation system. The
average isolation yield level Qd is set to 0.045W, where W is the total weight of the structure
= 25143 kN. The rigid body isolation period Tb (see Eq. 3.1) is 1.65 sec. The dynamic response
is computed for a artificial accelerogram of 20 sec duration. The artificial accelerogram is
realized from the site specific response spectrum. For more details about the isolation system
parameters and the artificial accelerogram refer to Nagarajaiah et al. (1991b). The 3D
BASIS-TABS input and output files, for option 2 are given in APPENDIX D, and for option
3 in APPENDIX E.
To verify the response the structural stiffness properties are condensed to six degrees
of freedom (one per floor in the Y direction) and used for a two dimensional analysis using
DRAlN-2D (Kannan and Powell 1975). The properties of the isolation system are lumped
with F Y= 1328 kN, Y = 0.00525 meters, a = 0.148, and Q d = 0.045W in a single isolation
element, resulting in Tb =1.6 sec. The artificial accelerogram used in 3D-BASIS-TABS analysis
is used as the excitation. The base displacement response (Y direction) is shown in Fig. 3.7.
The comparison between the results of 3D-BASIS-TABS and DRAIN-2D, shown in Fig. 3.7.
3-11
ROOF
(a) SECTION
7m
2m
8m
am
2m
2m
t. 6.65 m + 6.85 m-+
~D c:JrO Tm,
0 c::J T3.
I I I 3rd Fh I
- ~3.
D I 2nd FL.I- -
3.
- ~
D c:J 3.
LEAD-R;:LD c:J-, 3.
-LBEARINGS --
• 815-9-2.75LEADRUBBER • 818-9-4.0BEARING
• 821-9-3.59.15 m
3.6 ID...,;.,3.45 m
! -- I -- , ! CEJnR::-' -1----I-l---...i l-°~¥.~1~~_ ~_ :~:__m".1
II I I I I I
I 'I ~ ~m ~
6.85 m i j f~' ~ I' i I
J
3.6 m .I 3.6 m .:. 3.6 m .1
I
I6.65 m
(b) PLAJ.'i
FIG. 3.6. Six-Story Reinforced Concrete Base Isolated Structure: (a) Section; (b) Plan
3-12
100-E 80E-w 60
CI'l< 40I-ID
Zww_20::: .....wI-
Uu..0::So
c-CI'l~CI'l -200<l.I.J:::
-40V1u..<00
Ct: -60LUI-z -80LUu
-'00a
-3D-BASIS-TABS ---DRAIN-2D
LEAD-RUBBER BEARINGISOLA.TION SYSTEM
20
FIG. 3.7. Comparison of Response Computed Using 3D-BASIS-TABS and DRAIN-2D of theSix-Story Base Isolated Structure to Simulated Earthquake
3-13
indicates good agreement. Also, the results of 3D-BASIS-TABS (see APPENDIX D and E)
and the results of 3D-BASIS (refer to section 8 and APPENDIX B of NCEER 91-0005;
Nagarajaiah et al. 1991b) are identical.
3.4 SIX STORY STRUCTURE WITH LEAD-RUBBER BEARINGS AND
SUPPLEMENTAL NONLINEAR DAMPERS
The analysis of the six-stories base isolated structure presented previously in Section 3.3
is considered again with addition of nonlinear viscous dampers at the base to limit the max
imum base movement. The plan of the building and its characteristics are described in
Section 3.3.
The base isolation is complemented in this example by the addition of four pairs of
dampers placed at the bearings S18-9-4.0 positions along the north and south lines at the
intersection with the first interior column lines (see Fig. 3.6). Each pair of dampers has
rectangularly arranged dampers co-linear with the column lines. Each nonlinear damper has
a linear range at low velocities (Col = 877kN-sec/m, p = 1, F01-= 70kN), a nonlinear range
starting at 10 em/sec (Co2 = 182.6kN-sec/m, p = 0.5, F02 = 100kN) and is limited to deliver a
maximum force of 200 kN for velocities larger than 35 cm/sec. The design was obtained
aiming to add approximately 10% of critical damping to the damping delivered by the lead
rubber bearings.
The structure was reanalyzed with the same artificial accelerogram obtained from the
site specific response spectrum. The 3D-BASIS-TABS input-output files are presented in
Appendix G.
The response of the isolation base without supplemental damping and with the additional
dampers, with linear characteristics only, is presented in Fig. 3.8(a). The response of the same
structure with the supplemental nonlinear dampers is shown in Fig. 3.8(b). The effect of the
nonlinear dampers is particularly strong in reducing the peak base movement from 8 to 5.2
em. Although the forces in the superstructure may increase somewhat, this increase is not
substaT'tial to require a change in the design.
3-14
- LEAD RUBBER & LINEAR VISCOUS ELEMENT....... LEAD RUBBER ELEMENT ONLY
0.10
.- 0.08Ew 0.06(J)«CD 0.04u.0~ 0.02()
u. 0.000f-
-0.02zw~w -0.04()
:5 -0.060-(J)
0 -0.08
-0.100 5 10
TIME (sees)15 20
2015
- LEAD BUBBER & NONLINEAR VISCOUS ELEMENT......., LEAD RUBBER ELEMENT ONLY
5
0.10
.- 0.08E-w 0.06(J)«CD 0.04LL.0~ 0.02()
u. 0.000f-
-0.02zw~w -0.04()
:5 -0.060-C/)
Cl -0.08
-0.100 10
TIME (sees)
Fig. 3.8 Comparison of Response of Six-Story Base Isolated Structure To Simulated
Earthquake with (a) Supplemental Linear
Viscous Dampers and (b) Supplemental Nonlinear Damper
3-15
SECTION 4
CONCLUDING REMARKS
3D-BASIS-TABS Version 2.0 has been described in this report. 3D-BASIS-TABS
integrates the special features of ETABS, such as the efficient modeling approach for the
3D-superstructure, and the special features of 3D-BASIS, such as the modeling approach for
sliding isolation systems in plane motion and accurate solution algorithm; this enhanced
program will help engineers to analyze and design base isolated structures with accuracy and
efficiency.
Addition of new isolation elements for modeling nonlinear dampers has been
descrihed. Addition of frictional bearings (FPS) with variable pressure resu Iting from vertical
earthquake components and from overturning has been described. The verification of 3D
BASIS-TABS has also been described by means of several useful examples (the input and
output files of which are included in the APPENDICES). Microcomputer PC version, and
main frame VAX and SUN versions oDD-BASIS-TABS have been developed. The versatility
of 3D-BASTS-TABS stems from the fact that it can analyze base isolated structures, like sliding
isolated structures, with great accuracy and yet complete the analysis in a reasonable CPU
time on a microcomputer.
Extensions to 3D-BASTS-TABS to incorporate hybrid control capabilities are envis
aged. Hyhrid control involves augmentation of the passive isolation system with active
hydraulic devices (Reinhorn et a1. 1993, Yang et a1. 1992, Feng et a1. 1993, Nagarajaiah et al.
1993d;1993e, Riley et a1. 1993, Subramaniam et al. 1993).
4-1
SECTION 5
REFERENCES
Al-Hussaini, T., Zayas, V. and Constantinou, M.C. (1994). "Seismic isolation of multi-story framestructures using spherical sliding isolation systems." Report No. NCEER-94-0007, Nat. Ctr. forEarthquake Engrg. Res., State University of New York, Buffalo, N.Y.
Aiken, I. D., Clark, P. W., Kelly, 1. M., Kikuchi, M., Saruta, M. and Tamura, K. (1993). "Design- and ultimate-level earthquake tests of a 1/2.5-scale base-isolated reinforced concrete building"Proceedings A TC-17-1 Seminar on Seismic Isolation, Passive Energy Dissipation, and ActiveControl, Vol. 1, 281-292.
Arnin, N., Mokha, A and Fatehi, H. (1993). "Seismic isolation retrofit of the U.S. court of appealsbuilding." Proceedings A TC-17-1 Seminar on Seismic Isolation, Passive Energy Dissipation, andActive Control, Vol. 1, 185-196.
Asher, 1. W. and Hussain, S. M. (1993). "Structural engineering perspective on the design andconstruction of base isolated buildings." Proceedings ATC-17-1 Seminar on Seismic Isolation,Passive Energy Dissipation, and Active Control, Vol. 1, 95-104.
Buckle, I. G. and Mayes, R. L. (1990). "Seismic isolation: history, application and performance A world overview." Earthquake Spectra, 6(2), 161-202.
Buckle, I. G. and Liu, H. (1993)"Stability of elastomeric seismic isolation systems," ProceedingsATC-l 7-1 Seminar on Seismic Isolation, Passive Energy Dissipation, and Active Control, Vol. 1,293-306.
Buckle, I. G. (1993). "Future Directions in Seismic Isolation, Passive Energy Dissipation andActive Control." Proceedings ATC-J7- J Seminar on Seismic Isolation, Passive EnergyDissipation, and Active Control, Vol. 2, 825-830.
Button, M. R. (1993). "Story shear distributions in seismically isolated structures." ProceedingsA TC-17-J Seminar on Seismic Isolation, Passive Energy Dissipation, and Active Control, Vol. I,307-318.
Cho, D. M. and Retamal, E. (1993). "The Los Angeles County Emergency Operations Center onhigh damping rubber bearings to withstand an earthquake bigger than the big one." ProceedingsA TC-J 7-J Seminar on Seismic Isolation, Passive Energy Dissipation, and Active Control, Vol. 1,209-220.
Clark, P. W., Whittaker, A. S., Aiken, I. D. and Egan, 1. A. (1993). "Performance considerationsfor isolation systems in regions of high seismicity." Proceedings A TC-17-1 Seminar on SeismicIsolation, Passive Energy Dissipation, and Active Control, Vol. 1,29-40.
5-1
Constantinou, M. C., Mokha, A. and Reinhom, A. M. (1990). "Teflon bearings in base isolation II:Modeling." J Strnct. Engrg. ASCE, 116(2),445-474.
Constantinou, M. c., Winters, C. W. and Theodossiou, D. (1993). "Evaluation of SEAOC &UBC analysis procedures, Part 2: Flexible superstructure." Proc. ATC-J 7-J Seminar on SeismicIsolation, Passive Energy Dissipation, and Active Control, Vol. 1, 161-172.
Dynamic Isolation Systems, Inc. (1983). Seismic Base Isolation Using Lead-robber Bearings,Berkeley, Calif.
Feng, M. Q., Shinozuka, M. and Fujii, S. (1993). "A friction controllable sliding isolation system."J Engrg. Mech.., ASCE, 119(6), 569-578.
Kannan, A. M. and Powell, G. H. (1975). DRAIN-2D: a general purpose computer program fordynamic analysis of inelastic plane structures with users guide." Report No. UCB/EERC-73/22,Earthquake Engrg. Res. Ctr., University of California, Berkeley, Calif.
Kelly, 1. M. (1993) "State-of-the-art and state-of-the-practice in base isolation." ProceedingsA TC-J 7-1 Seminar on Seismic Isolation, Passive Energy Dissipation, and Active Control, Vol. 1,9-28.
Mokha, A., Constantinou, M. C. and Reinhorn, A. M. (1993). "Verification of friction model ofTeflon bearings under triaxial load. " J Struct. Engrg. ASCE, 119(1), 240-261.
Mondkar, D. P. and Powell, G. H. (1975). "ANSR-general purpose program for analysis ofnonlinear structural response." Report No. UCB/EERC-75/37, Earthquake Engrg. Res. Ctr"University of California, Berkeley, Calif.
Nagarajaiah, S., Reinhom, A. M. and Constantinou, M. C. (1990). "Analytical modeling of threedimensional behavior of base isolation devices." Proc. Fourth Us. Nat. Con! on EarthquakeEngrg., Earthquake Engrg. Res. Inst., 3, 579-588.
Nagarajaiah, S., Reinhom, A. M. and Constantinou, M. C. (1991a). "Nonlinear dynamic analysisof 3D-Base isolated structures," J Struct.Engrg., ASCE, 117(7), 2035-2054.
Nagarajaiah, S. Reinhom, A. M. and Constantinou, M. C. (1991b). "3D-BASIS: Non-lineardynamic analysis of three-dimensional base isolated structures - Part II" Report No. NCEER-9 J0005, Nat. Ctr. for Earthquake Engrg. Res., State University of New York, Buffalo, N.Y.
Nagarajaiah, S., Reinhom, A. M. and Constantinou, M. C. (1992). "Experimental study of slidingisolated structures with uplift restraint." J Struct. Engrg., ASCE, 118(6), 1666-1682,
Nagarajaiah, S., Reinhom, A. M. and Constantinou, M. C. (1993a). "Torsional coupling in slidingbase isolated structures." J Struct. Engrg., ASCE, 119( 1), 130-149.
5-2
Nagarajaiah, S, Reinhorn, A M. and Constantinou, M. C. (1993b). "Torsion in base isolatedstructures with elastomeric systems," J Struct. EtIgrg.,ASCE, 119(10),2932-2951.
Nagarajaiah, S., Li, c., Reinhorn, A M. and Constantinou, M, C. (1993c). "3D-BASIS-TABSComputer program for nonlinear dynamic analysis of three dimensional base isolated structures,"Report No. NCEER-93-0011, Nat. Ctr. for Earthquake Engrg. Res., State University of NewYork, Buffalo, N.Y.
Nagarajaiah, S., Riley, M. A and Reinhorn, A M. (1993d). "Control of sliding isolated bridgeswith absolute acceleration feedback" J Engrg. Mech., ASCE, 119(11), 2317-2332.
Nagarajaiah, S., Feng, M. Q. and Shinozuka, M. (1993e). "Active control of structures withfriction controllable isolation bearings." J Soil Dyn. and Earthquake Engrg., 12(2), 103-112.
Nagarajaiah, S., Tsopelas, P.S., Li, c., Reinhorn, A M. and Constantinou, M. C. "3D-BASIS: Aclass of computer programs for nonlinear dynamic analysis of base isolated structures," ProcA. TC-17-1 - Seminar on Base Isolation. Passive Energy Dissipation and Active Control, SanFrancisco, CA, March 11-12,1,173-184.
Newmark, N, M, (1959). "A method of computation for structural dynamics" J Engrg. Mech.Div., ASCE, 85 (3), 67-94.
Park, Y. 1., Wen, Y. K. and Ang, A H S. (1986), "Random vibration of hysteretic systems underbidirectional ground motions," Earthquake Engrg. Struct. Dyn., 14(4),543-557,
Reinhorn, AM., Nagarajaiah, S., Subramaniam, R. S. and Riley, M. A (1993). "Study of hybridcontrol for structural and nonstructural systems." Proceedings International Workshop onStmctural C01llrol, Hawaii, 405-416
Riley, M. A, Subramaniam, R. S., Nagarajaiah, S. and Reinhorn, A M. (1993). "Hybrid controlof sliding base isolated structures" Proceedings A TC-17-1 Seminar on Seismic Isolation, PassiveEnelgy Dissipation, and Active Control, Vol. 2, 799-810.
Rosenbrock, H H (1964). "Some general implicit processes for the numerical solution ofdifferential equations." Computer J, 18, 50-64.
Subramaniam, R. S., Reinhorn, A M. and Nagarajaiah, S. (1993). "Application of fuzzy settheory to the active control of base isolated structures." Proceedings Second IEEE InternationalConference on Fuzzy Systems, San Francisco, CA, 223-231,
Theodossiou. D. and Constantinou, M. C. (1991). "Evaluation of SEAOC design requirementsfor sliding isolated structures" Report No. NCEER-91-0015, Nat. Ctr. for Earthquake Engrg.Res" State University of New York, Buffalo, N.Y.
5-3
Tsopelas, P. c., Nagarajaiah, S., Constantinou, M. C. and Reinhom, A. M. (1991). "Nonlineardynamic analysis of multiple building base isolated structures program 3D-BASIS-M." Report No.NCEER-91-001-l, Nat. Ctr, for Earthquake Engrg. Res., State University of New 'York, Buffalo,N,y'
Tsopelas, P. c., Constantinou, M. C. and Reinhom, A. M. (1994). "3D-BASIS-ME: Computerprogram for nonlinear dynamic analysis of seismically isolated single and multiple structures andliquid storage tanks," Report No. NCEER-94-0010, Nat. Ctr. for Earthquake Engrg. Res., StateUniversity of New York, Buffalo, N.Y.
Tsopelas, P. c., Nagarajaiah, S. Constantinou, M. C. and Reinhom, A. M. (1994). "Nonlineardynamic analysis of multiple building base isolated structures." 1. Computers and Structures, 50(1),47-57.
Wen, Y. K. (1976) "Method of random vibration of hysteric systems." J Engrg. Mech Div.ASCE, 102(2), 249-263.
Wilson, E. L., Hollings, 1. P. and Dovey, H. H. (1975). "ETABS-Three dimensional analysis ofbuilding systems." Report No. UCB/EERC-75/13, Earthquake Engrg. Res, Ctr., University ofCalifornia, Berkeley, Calif.
Winters, C. and Constantinou, M. C. (1993) "Evaluation of static and response spectrum analysisprocedures of SEOACIUBC for seismic isolated structures." NCEER Report No. 93-0004,National Center for Earthquake Engrg, Research, State University of New York, Buffalo, N.Y.
Yang, 1. N., Li, Z., Danielians, A., and Liu, S. C. (1992). "Aseismic hybrid control of nonlinearhysteretic structures." 1. Engrg. Mech., ASCE, 118(7), 1423-1440.
5-4
APPENDIX A
3D·BASIS·TABS PROGRAM
USER'S MANUAL
A.I INPUT FORMAT
The program 3D-BASIS-TABS prompts for the input file name, the output file name
and the earthquake excitation file names; the choice of file names (e.g., EXAMPLl.DAT,
EXAMPL1.0UT, WAVEX.OAT, WAVEYDAT and WAVEZ.DAT) rests with the user.
Instructions of use of the program, input information and short cuts for various operating
systems (DOS, VAX, UNIX) are included in the distribution computer diskettes. In the
program dynamic arrays are used; also, double precision is used for accuracy. Common block
size has been set to 100,000 and should be changed if the need arises.
A free format is used to read all input data. Hence, conventional delimiters (commas,
blanks) may be used to separate data items. Standard FORTRAN variable format is used to
distinguish integers and floating point numbers. Input data must therefore, conform to the
specified variable type. All values are to be input unless mentioned otherwise. No blank lines
are to be specified.
Note: Provision is made for a line of user defined descriptive text between each set of data
items (refer to variable USER TXT in sections A.2 to A.9 and to the example data files- .
accompanying this manual).
A.2 PROBLEM TITLE
TITLE
A.3 UNITS
UNITS
TITLE upto 80 characters.
UNITS upto 80 characters.
A-I
A.4 CONTROL PARAMETERS
A.4.1 General Control Information
USER TEXT Reference information: upto 80 characters of text.
ISEV,NST,NFQ,NP,LOR, G, IEXE
(1)*
(1)
(1)
(2)
(3)
ISEV = 1 for option 1 - Data for 3D-shear building (story
shear stiffnesses to be specified in the input file).
ISEV = 2 for option 2 - Data for full 3D-building
(member properties for beams, columns etc. to be
specified in the input file).
ISEV = 3 for option 3 - Data for 3D-building
(Eigenvalues/Eigenvectors to be specified
in the input file).
NST = Number of stories in the complete building
excluding the base (If NST< 1 then NST set = 1)
NFQ = Number of eigenvectors/eigenvalues to be retained
in the analysis (If NFQ <3 then NFQ set = 3)
NP = Number of isolators such as bearings, dampers etc.
(if NP<4 then NP set = 4)
LOR = Length of earthquake records (number of data points;
the X, Y, and Z direction records must have the same length).
G = Gravitational acceleration
IEXE = Flag (integer) for data check
= 1 for data check only
= 0 data check and complete execution of analysis.
A-2
*Notes: 1. For explanation of the option 1, option 2 and option 3 refer to section 3.2 (of NCEER93-0011). If option 1 or 3 are used then member forces are not needed as output.
2. Number of eigenvectors/eigenvalues retained in the analysis should be in groups of
three - the minimum being one set of three modes.
3. Number of bearings refers to the total number of bearings which could be a combination
of linear elastic elements, viscous elements, elastomeric bearings, steel dampers, and
sliding bearings.
A.4.2 Superstructure Control Information (for ISEV =2 only; skip this section and go to
Section A.4.3 if ISEV = 1 OR 3)
USER TXT
NDF,NTF,NLD
(1)*
(1)
(2)
Reference information; upto 80 characters of text.
NDF = Number of frames with different properties
or different vertical loading
NTF = Total number of frame or shear wall elements
in the structure
NLD = Total number of load conditions
*Notes: 1. Input data for frames with identical properties and vertical loading are given onlyonce - see also section A5.1.3 on Frame Location.
2. Load conditions are defined as combinations of the four load cases - see section A8 on
Load Case Definition.
A-3
A.4.3 Integration Control Parameters
USER TXT Reference information; upto 80 characters of text.
TSI,TOL,FMNORM,MAXMI,KVSTEP
(1)*
(2)
(3)
(4)
TSI = Time step of integration.
(If TSI >TSR then TSI set = TSR;
refer to A.4.5 for details about TSR)
TOL = Tolerance for the nonlinear force
vector computation.
FMNORM = Reference moment at
the center of mass of the base
used for computing convergence.
MAXMI = Maximum number of iterations within
a time step.
KVSTEP = Index for time step variation.
KVSTEP = 1 for constant time step.
KVSTEP = 2 for variable time step.
"'Note: 1. The time step of integration cannot exceed the time step of earthquake record givenin A.4.5.
2. Tolerance for force computation may be 0.001.
3. The reference moment at the center of mass of the base can be calculated approximately
by multiplying the base shear by one half the maximum dimension at the base.
4. If MAXMI is exceeded the program is terminated with an error message.
A.4.4 Newmark's Method Control Parameters
USER TXT
GAM,BET
Reference information; upto 80 characters of text.
GAM = Parameter which produces numerical
damping within a time step.
(if GAM = 0.0 tqen GAM set = 0.5)
BET = Parameter which controls the
variation of acceleration within a
time step.
(if GAM = 0.0 then GAM set = 0.25)
A.4.5 Earthquake Control Parameters
USER TXT Reference information; upto 80 characters of text.
INDGACC,TSR,XTH,ULF
(l)a"
(l)b
(l)c
(l)d
(2)
INDGACC = 1 for a single lateral earthquake record
at an angle of incidence XTH.
INDGACC = 2 for two independent lateral earthquake
records along the X and Y axes.
INDGACC = 3 for tw~ independent lateral earthquake records
along the X and Z axes.
INDGACC = 4 for three independent lateral earthquake
records along the X, Y, and Z axes.
TSR = Time step of the earthquake
record(s).
A-5
(3)
XTH = Angle of incidence of the earthquake
with respect to the X axis in anticlockwise
direction in degrees (for INDGACC = 1).
ULF = Load factor.
*Notes: 1. Two options are available for the earthquake reGord input:
a) INDGACC = 1 refers to a single earthquake record input at any angle of incidence
XTH with respect to the X axis. Input only one earthquake record (read through a single
file e.g., WAVEX.DAT). Refer to A.9.1 for wave input information.
b) INDGACC = 2 refers to two independent earthquake records input in the X and Y
directions, e.g., EI Centro N-S along the X direction and El Centro E-W along the Y
direction. Input two independent earthquake records in the X and Y directions (read
through two files e.g., WAVEXP1.DAT and WAVEYP1.DAT). Refer to A.9.1 and A.9.2
for wave input information.
c) INDGACC = 3 refers to two independent earthquake records in X and Z directions.
Refer to A.9.1 and A.9.3 for wave input information.
d) INDGACC = 4 refers to three independent earthquake records in X, Y, and Z direc
tions. Refer to A.9.3. for wave input information.
2. The time step of earthquake record and the length of earthquake record has to be the
same in X, Y and Z directions for INDGACC = 1, 2, 3 and 4.
3. Load factor is applied to the earthquake records in X,Y and Z directions.
A.S SUPERSTRUCTURE DATA
Go to A.5.1 for ISEV = 2 (refer to A.4.1) and specify beam, column, panel and bracing
properties for full three dimensional representation of the superstructure.
Go to A.5.2 for ISEV = 1 (refer to A.4.1) and specify story stiffness for three dimensional
shear building representation of the superstructure.
A-6
Go to A.5.3 for ISEV = 3 (refer to A.4.1) and specify eigenvalues and eigenvectors for
three dimensional representation of the superstructure.
A.5.1 THREE DIMENSIONAL BUILDING (for ISEV = 2 only; Skip this section if ISEV =lOR 3)
USR TXT Reference information; upto 80 characters of text
Note: The sections A.5.1.1 to A.5.1.3 are based on the input requirements of ETABS.
A.5.l.I Story Data
USR TXT Reference information; upto 80 ch£..rar~~-,"s of text.
[(SD(N,I),I =2,6), N = 1,NST]
SD(N,2) "' .ory height [distance from the floor (or roof)
level to the floor (or base) level below].
SD(N,3) = Translational mass.
SD(N,4) = Rotational mass moment of inertia about a
vertical axis through the center of mass.
(1)
(1)
SD(N,5) = X-distance to the center of mass measured from
the STRUCTURE REFERENCE AXIS.
SD(N,6) = Y-distance to the center of mass measured from
the STRUCTURE REFERENCE AXIS.
Note: Input one set per story from the top story to the bottom story of the superstructure.
(1) The GLOBAL STRUCTURE REFERENCE AXIS has to be a yertical axis at the
center of mass of the base.
A-7
A.5.1.2 Frame Data
Repeat the following block of data for each different frame (upto the total number of
different frames = NDF).
USR TXT Reference information; upto 80 characters of text.
A.5.1.2.1 Frame Control Parameters
USR TXT Reference information; upto 80 characters of text.
M,NS,NC,NB,NCP,NBP,NFEF,NPAN,NTRU
(1)*
(2)
(3)
(4)
(5)
(6)
(7)
(8)
M = Frame identification number.
NS = Number of story levels above the base.
NC = Number of vertical column lines in the frame.
NB = Number of bays in the frame.
NCP = Number of sets of different column properties.
NBP = Number of sets of different beam properties.
NFEF = Number of sets of different fixed end moments
and shears to be applied as vertical loads to beams
NPAN = Number of infill shear panels in the frame.
NTRU = Number of bracing elements in the frame.
*Note: One set of data must be entered for each different frame. Frames with differentlocations but identical properties and vertical loading need be entered only once (see also
section A.5.1.3 on Frame location cards).
A-8
1. Frame identification numbers must be entered in numerical sequence beginning with
number one (1). This frame may be located (repeated) at different positions in the
structure.
2. If a frame does not extend the full height of the building, then only those story levels
actually existing in the frame are to be input.
3. An isolated shear wall is a single column line frame. For this case all data pertaining to
beams is meaningless and must be omitted in the data input section to follow.
4. Column properties may be referenced to any number of columns in the frame. The
number of column property sets control A.5.1.2.3.
5. The number of beam property sets control the number sets of data to be read in section
A,5.1.2.4.
6. If no vertical static loads act on the structure, then input zero, and skip section A.5 .1.2.5.
7. Ifno panel elements are included in this frame, then input zero, and skip section A.5.1.2.8.
8. If no bracing elements are included in this frame, then input zero, and skip section
A.5.1.2.9.
A.5.1.2.2 Vertical Column Line Coordinates
USR TXT Reference information; upto 80 characters of text.
(M,(CLN(J,I),I =1,2),J =1,NC)
(1) *
(2)
M = Column line identification number
CLN(J,l) =X-distance to Jth column line from frame reference point.
CLN(J,2) = Y-distance to Jth column line from frame reference point.
A-9
*Note: 1. One set of vertical column line coordinates have to be input for each column linein the frame. For frames with a single column line a second column should be specified
to define the major axis for column properties entered in section A.5.1.2.7.
2. Coordinates of column lines are measured from the frame (local) axis.
A.5.1.2.3 Column Property
USR TXT Reference information; upto 80 characters of text.
(M,(CP(J,I),J =1,9),1 =1,NCP)
~ = Identification nUJ'!lber for this column property set
CP(1,1) = Modulus of Elasticity, E.
CP(2,1) = Axial Area A.
(2)
(2)
(3)
(4)
CP(3,I) = Shear area associated with shear forces
in major axis direction.
CP(4,1) = Shear area associated with shear forces
in minor axis direction.
CP(5,1) = Torsional inertia.
CP(6,1) = Flexural inertia for bending in the major axis direction.
CP(7,1) = Flexural inertia for bending in the minor axis direction.
CP(8,1) = Rigid zone depth at the top of column (for both axis). DT.
CP(9,1) = Rigid zone depth at the bottom of column. DB.
A-10
*Note: One set of data must be supplied for each different column in this frame.
1. Property set identification numbers mustbe in increasing numerical sequence beginning
with one (1).
2. Shearing deformations are ignored if shear areas are zero.
3. The rigid zone depth is used to reduce the effective length of the column about both
axIS.
4. Usually zero unless beam extends above the floor level.
/~jor.· ../CX1S ,/ - I......
. ,. ~ column./
.,/
II ..__ j ~r-ror. r2=lS.
Fig. A-I - Typical Column Model.
A-II
A.5.1.2.4 Beam Property
USR TXT Reference information; upto 80 characters of text.
(M,(BP(J,I),J =1,9),1 =1,NBP)
(1)*
(2)
(3 )
M = Identification number for this beam property set
BP(1,1) = Modulus of Elasticity, E.
BP(2,1) = Shear Area A.
BP(3,I) = Torsional inertia.
BP(4,1) = Flexural inertia, I.
BP(5,1) = Kn - stiffness factor (e.g., 4)
BP(6,1) = KJJ - stiffness factor (e.g., 4)
BP(?,I) = KTJ - stiffness factor (e.g., 2)
BP(R,l) = Rigid zone length at end I of the beam.
BP(9,1) = Rigid zone length at end J of the beam.
"'Note: One set of data must be supplied for each different beam in the frame; skip this inputif the frame has only one column line.
1. Property set identification numbers muSt be input in increasing numerical sequence
beginning with one (1).
2. Shearing deformations are ignored if shear areas are zero.
3. The beam rigid zone lengths are used to reduce the effective length of the beam.
A-12
I 2I I
[ Cr. JJI
LI2 4. LI2 1•
IEI. KL IJ
Fig. A·2 • Typical Notation of Beam Stiffness Coefficients
A.5.1.2.5 Fixed-End Beam Loads
(if NFEF = 0 in section A.5.1.2.1 skip this section)
USR TXT Reference information; upto 80 characters of text.
(M,IFEF(I),(FEF(J,I),J =1,5),1 =1,NFEF)
(1)* M = Identification number for this vertical loading set
IFEF(I) = Index:
EQ. 0; Fixed-end forces are applied at the column faces
EQ. 1; Fixed-end forces are applied at the column centerlines
A-13
(2)
(3)
FEF(l,l) = Fixed-end reaction, M1
FEF(2,I) = Fixed-end reaction, VI
FEF(3,1) = Fixed-end reaction, M2
FEF(4,1) = Fixed-end reaction, V2
FEF(5,1) = Uniform force per unit length, w, acting
downward to be added to fixed-end reactions
*Note: One set of data must be supplied for each different type of vertical beam loading; omitthis data set if this is a single column line frame
1. Load set numbers must be input in sequence.
2. Reactions act on the beam ends and are positive as shown in the Fig. A-3.
3. Additional fixed-end forces due to the uniform load, w, are calculated using:
M = w*12/12; V = w*lj2
and are added to any specified fixed-end reactions. The forces due to uniform load, w, are
exact only for prismatic beams.
Fig. A-3 - Typical Beam Loading
A-14
A.S.l.2.6 Beam Location, Properties and Loads
USR TXT Reference information; upto 80 characters of text.
[ { I,(LB(N,M,L),L= 1,3),K,(LDB(N,M,L),L= 1,3) },N = I,NS ],M = I,NB
I = Bay identification number for this beam.
(1)*
(2)
(3)
(4)
LB(N,M,I) = Column line number at end I.
LB(N,M,2) = Column line number at end J.
LB(N,M,3) = Beam property set identification number for this beam.
K = Number of beams in sequence below to be generated
having the same properties and vertical loading as this beam.
LDB(N,M,I) = Vertical loading set identification number
for vertical load case I.
LDB(N,M,2) = Vertical loading set identification number
for vertical load case II.
LDB(N,M,3) = Vertical loading set identification number
for vertical load case III.
*Note: One set of data must be input from top to bottom and from bay to bay in the frame(unless the data generation option is used)
1. Position of I and J ends defines local coordinate .axis with local "y" positive from I to J
and local "z" positive vertically upwards. A right hand screw rule sign convention applies.
2. Beams with zero stiffness (missing beams) may be input as having a property set number
of zero; if the beam has finite stiffness, the set number must reference an existing property
set defined previously is section A.5.1.2.4.
A-15
3. The generation option can only be used to define girders within the current bay; a new
bay must be started with a new beam card.
4. The vertical loading sets defined in section A.5.1.2.5, are applied to the beams defined
herein. Three independent vertical load distributions (1,11,111) are allowed, and these
distributions are combined to form load cases for the complete building; see section A.B.
A.5.1.2.7 Column Location and properties
USR TXT Reference information; upto 80 characters of text.
[ { KK,(LC(N,M,I),I =1,2),K } ,N =I,NS l,M =I,NC
KK = Column line identification number for this column.
(1)*
(2)
(3)
LC(N,M,I) = Column property set identification number.
LC(N,M,2) = Column line number defining direction of major axis.
K = Number of columns in sequence below to be generated
having the same properties as this column member.
·Note: One card per column must be input from top to bottom and from column line to columnline of the frame (unless the data generation option is used).
1. Missing columns may be input as having a property set number of zero (0); if the column
has finite stiffness, then the set number referenced must correspond to one of the property
sets defined previously in section A.5.1.2.3.
2. Defines direction on local "y" axis; local "z" axis is in the vertical plane .with positive
upwards. A right hand screw rule convention applies.
3. Generation is allowed only within the current column line; begin a new column line
with a new column card.
A-16
A.5.1.2.8 Panel Properties
USR TXT Reference information; upto 80 characters of text.
(LP(1,I),LP(2,I),LP(3,I),(PP(J,I),J =1,5),1 = I,NPAN)
LP(l,l) =Level identification number at the top of this panel.
LP(2,1) = Column line number at the I side of this panel.
LP(3,1) = Column line number at the J side of this panel.
PP(l,l) = Modulus of elasticity, E.
PP(2,1) = Gross sectional area, A.
(2) PP(3,1) = Moment of inertia, I.
PP(4,1) = Effective shear area, Ay
PP(5,1) = Shear modulus, G.
*Note: Input one set of data per panel in any order; no generation is allowed.
1. Base is defined as level zero, and the roof level number is equal to the total number of
stories in the building.
2. A zero (0) value for the moment of inertia selects the pure shear deformation panel
model. The pure shear panel uses the gross sectional area, not the effective area, tocal
culate stiffness and stress values.
A-I?
A.S.l.2.9 Bracing Properties
USR TXT Reference information; upto 80 characters of text.
(LT(1,I),LT(2,I),LT(3,I),TP(1,I),TP(2,I),I =1,NTRU)
LT(l,I) = Level identification number at the top of this brace.
LT(2,I) = Column line number at the upper end of this brace.
LT(3,I) = Column line number at the lower end of this brace.
TP(l,I) = Modulus of elasticity, E.
TP(2,I) = Cross sectional area, A.
*Note: Input one set of data per brace in any order; no generation is allowed.
A.S.l.3 Frame location cards
USR TXT Reference information; upto 80 characters of text.
IF,IFC,Xl,Yl,ANG
(1)*
(2)
(3)
IF = Frame identification number
IFC = Force calculation code;
EO. 0; Frame forces will be calculated and printed.
EO. I; Frame forces will not be calculated.
Xl = Distance, Xl'
Y1 = Distance, Yl'
A-I8
(4) ANG = Angle between the frame x axis and the structure
(global) X axis (anti-clockwise from X to x).
*Note: One set of data must be entered in this section for each frame (or single column) inthe building; the total number of frame locations to be read is controlled by the entry in
section AA.2.
1. Frame identification numbers may be repeated, but location data set must be input in
frame identification number sequence.
2. A frame force calculation code of one (1) will suppress output of member forces.
3. Distance from Structure (Global) axis to the origin of the frame (Local) axis. Structure
reference axis has to be at the center of mass of the base.
4. Angle is input in degrees and decimal fractions e.g., 15°30' input as 15.5.
y
XI --411~frame re ferene I
pcint
&- 001------XS't'n.Icture rite rlne'
point
Fig. A-4 - Typical Coordinate Systems.
A-19
A.5.2 Shear Stiffness Data for Three Dimensional Shear Building
(for ISEV =1 only; skip this section if ISEV =2 or 3)
USR TXT Reference information; upto 80 char<:l.-cters of text
A.5.2.! Shear Stiffness· X, Y and Torsional Stiffness in 0 Direction
USR TXT
SX(I),I =1,NF
SY(I),I =1,NF
ST(I),I =1,NF
Reference information; upto 80 characters of text.
SX(I) = Shear stiffness of story I
in the X direction.
SY(I) = Shear stiffness of story I
in the Y direction.
ST(I) = Torsional stiffness of story I
in the adirection about
the center of mass of the floor.
Note: Input shear stiffness in the X and Y direction and torsional stiffness in the adirection
of each individual story starting from the top story to the first story.
A.5.2.2 Eccentricity Data· X and Y Direction'
USR TXT
EX(I),I =1,NF
EY(I),! =1,NF
Reference information; upto 80 characters of text.
EX(I) = Eccentricity of center of resistance
from the center of mass of the floor l.
EY(I) = Eccentricity of center of resistance
from the center of mass of the floor I.
Note: Input eccentricity at each individual story in the X and Y direction starting from the
top story to the first story. If both the eccentricities are zero, a default value of 0.0001 is
used to facilitate eigensolution.
A-20
A.5.3 Eigenvalues and Eigenvectors for Three Dimensional Building
(for ISEV = 3 only; skip this section if ISEV = 1 or 2)
USR TXT
A.5.3.! Eigenvalues
USR TXT
W(I),I =1,NFQ
Reference information; upto 80 characters of text
Reference information; llpto 80 characters of text.
W(I) = Eigenvalue of mode I
Note: Input from the first mode to the NFQ Il'l;ode given in section A.4.1.
A.5.3.2 Eigenvectors
USR TXT Reference information; upto 80 characters of text.
E(3*NF,I),l =1,NFQ
E(3 *NF,I) = Eigenvector of mode I.
Note: Input from the first mode to the NFQ mode given in section AA.1.
A.5,4 Superstructure Translational Mass and Rotational Mass moment ofInertia (Skip this
section if ISEV =2)
USR TXT Reference information; upto 80 characters of text.
CMX(I),I = 1,NF CMX(I) = Translational mass at floor 1.
CMR(I).I =l.NF CMR(I) = Mass moment of inertia offloor I ahout the center of mass.
Note: Input from the top floor to the first floor.
A-21
A.5.5 Superstructure Damping
USR TXT
DR(I),I =1,NE
Reference information; upto 80 characters of text.
DR(I) = Damping ratio corresponding to mode 1.
Note: Input from the first mode to the NE mode.
A.5.6 Eccentricities of center of mass
USR TXT Reference information; upto 80 characters of text.
XN(I),YN(I),I =1,NF
XN (1) = Distance of the center of mass of
the floor I from the center of mass of
the base in the X direction.
YN(1) = Distance of the center of mass of
the floor I from the center of mass of
the base in the Y direction.
(If ISEV = 1 then XN(I) and YN(1) set = a)
Note: Input from the top floor to the first floor.
A.5.7 Height of Difl'erent Floors and the Base
USR TXT
H(I),I =1,NF+ 1
Reference information; upto 80 characters of text.
H(I) = Height from the ground to the floor 1.
Note: Input heights from the top floor to the base.
A-22
A.6 ISOLATION SYSTEM DATA
USR TXT Reference information; upto 80 characters of text.
A.6.1 Stiffness Data for Linear Elastic Isolation System
t
USR TXT Reference information; upto 80 characters of text.
SXE,SYE,STE,EXE,EYE
SXE = Resultant stiffness of
the linear elastic isolation system
ill the X direction.
SYE = Resultant stiffness of
the linear elastic isolation system
in the Y direction.
STE = Resultant torsional stiffness of
the linear elastic isolation system
in the adirection
about the center of mass of the base.
EXE = Eccentricity of the center
of resistance of the linear elastic
isolation system in the X direction from
the center or Illass ur the baSt:.
A-23
EYE = Eccentricity of the center
of resistance of the linear elastic
isolation system in the Y direction from
the center of mass of the base.
Note: Data for linear elastic elements can also be input individually (refer to A,6.4.1).
A.6.2 Mass Data of the Base
USR TXT
CMXB,CMTB
Reference information; upto 80 characters of text.
CMXB = Mass of the base in the
translational direction.
CMTB = Mass moment of Inertia of the base
about the center of mass of the base.
A.6.3 Global Damping Data of the Base
USR TXT Reference information; upto 80 characters of text.
CBX,CBY,CBT,ECX,ECY
CBX = Resultant global damping coefficient
in the X direction.
CBY = Resultant global damping coefficient
in the Y direction.
CBT = Resultant global damping coefficient
in the adirection about the
center of mass of the base.
A-24
ECX = Eccentricity of the center of
global·damping of the isolation
system in the X direction from the
center of mass of the base.
ECY = Eccentricity of the center of
global damping of the isolation
system in the Y direction from the
center of mass of the base.
Note: 1. Data for viscous elements can also be input individually (refer to A.6.4.2).
A.6.4 Isolation Element Data
USR TXT Reference information; upto 80 characters of text.
Notes for sections A.6.4.1 to A.6.4.4:
(i). K= 1,NP •• Data for NP isolation elements to be given using the elements in A.6.4.1,
A6.4.2, A.6.4.3, A.6.4.4, A.6.4.5, A.6.4.6, A.6.4.7, and A.6.4.8.
(ii). The indices INELEM(NP,2) are used in the subsequent sections A.6.4.1 to A.6.4.8 to
identify the element types in the isolation system. Index INELEM(NP,2) is defined as
follows:
INELEM(K,1:2) = Indices for the isolation element K
indicating its type and whether it is a
uniaxial or biaxial element.
INELEM(K,l) = 1 for a uniaxial element
in the X direction, (or A direction)
INELEM(K,1) = 2 for a uniaxial element
in the Y direction, (or B'direction)
INELEM(K, 1) = 3 for a biaxial element
A-25
INELEM(K,2) = 1 for linear elastic element.
INELEM(K,2) = 2 for linear viscous element.
INELEM(K,2) = 3 for hysteretic element
for elastomeric bearing steel damper.
INELEM(K,2) = 4 for element for flat sliding bearing
(friction force and fmax independent of instant changes in
!,lormal force)
INELEM(K,2) = 5 for hysteretic element for flat sliding
bearing (friction force and fmax depend on instant change
in normal force)
INELEM(K,2) = 6 for FPS bearing element
INELEM(K,2) = 7 for hysteretic nonlinear stiffening element
(not available in the current Version)
INELEM(K,2) = 8 for nonlinear viscous element
A.6.4.1 Linear Elastic Element
INELEM(K,1:2) INELEM(K,l) can be either 1,2 or 3
INELEM(K,2) = 1
(Refer to A.6.4 for further details).
PS(K, 1),PS(K,2)
PS(K,1) = Shear stiffness in the X
direction for biaxial element or uniaxial
element in the X direction
(leave blank if the uniaxial element
is in the Y direction only).
PS(K,2) = Shear stiffness in the Y
direction for biaxial element or uniaxial
element in the Y direction
(leave blank if the uniaxial element
is in the X direction only).
A-26
Note: Biaxial element means elastic stiffness in both X and Y directions (no interaction
between forces in the X and Y direction).
A.6.4.2 Linear Viscous Elements
Fig. AS • Position of Viscous Elements Cluster
INELEM(K,1:2) INELEM(K,l) can be either 1,2 or 3
INELEM(K,2) = 2
(Refer to A.6.4 for further details).
CA, CB, THETAA, THETAB
CA = C(K,3) = Damping coefficient in the A direction for
biaxial element or uniaxial element in the A direction
(leave blank if the unia,xial element is in the B direction
only).
CB = PC(K,6) = Damping coefficient in the B direction for
biaxial element or uniaxial element in the B direction
(leave blank if the uniaxial element is in the A direction
only).
A-27
THETAA = PC(K,13) = Orientation angle e for damper A with X
axis in degrees (-18CF ~ e ~ 180=') (leave blank if the uniaxial element
is in the B direction only)
THETAB = PC(K,14) = Orientation angle e for damper B with X
axis in degrees (-18CF ~ e ~ 180=') (leave blank if the uniaxial element
is in the A direction only)
Note: Biaxial element means damping in both A and B directions (no interaction between
forces in two directions).
A.6.4.3 Hysteretic Element for Elastomeric Bearings/Steel Dampers
INELEM(K,1:2) INELEM(K,I) can be either 1,2 or 3
INELEM(K,2) = 3
(Refer to A,6.4 for further details).
ALP(K,I),YF(K,I),YD(K,I),I =1,2
ALP(K,l) = Post-to-preyielding stiffness ratio;
YF(K,l) = Yield force;
YD(K,l) = Yield displacement;
in the X direction for biaxial element or uniaxial
element in the X direction
(leave blank if the uniaxial element
is in the Y direction only).
ALP(K,2) = Post-to-preyielding stiffness ratio;
YF(K,2) = Yield force;
YD(K,2) = Yield displacement;
in the Y direction for biaxial element or uniaxial
element in the Y direction
(leave blank if the uniaxial element
is in the X direction only).
A-28
A.6.4.4 Biaxial Element for Sliding Bearings with (Friction Independent of
Instantaneous Change of Normal Load)
INELEM(K,1:2) INELEM(K,1) can be either 1,2 or 3
INELEM(K,2) = 4 (Refer to C.6 for further details).
(FMAX(K,I),FMIN(K,I),PA(K,I),YD(K,1),1 =1,2),FN(K)
FMAX(K, 1) = Maximum coefficient of sliding friction (leave
blank if the uniaxial element is in the Y direction only);
FMAX(K,2) = Maximum coefficient of sliding friction (leave
blank if the uniaxial element is in the X direction only);
FMIN(K, 1) = Minimum coefficient of sliding friction (leave
blank if the uniaxial element is in the Y direction only);
FMIN(K,2) = Minimum coefficient of sliding friction (leave
blank if the uniaxial element is in the X direction only);
PA(K, 1) = Constant which controls the transition of
coefficient of sliding friction from maximum to minimum
value (leave blank if the uniaxial element is in the Y
direction only);
PA(K,2) = Constant which controls the transition of
coefficient of sliding friction from maximum to minimum
value (leave blank if the uniaxial element is in the X
direction only);
YD(K,1) = Yield displacement; in the X direction for
biaxial element or uniaxial element in the X direction
(leave blank if the uniaxial element is in the Y direction
only);
A-29
YD(K,2) = Yield displacement; in the Y direction for
biaxial element or uniaxial element in the Y direction
(leave blank if the uniaxial element is in the X direction
only);
FN(K) = Initial normal force at the sliding interface.
A.6.4.5 Biaxial Element for Sliding Bearings (with Friction Dependent on
Instantaneous Change of Normal Load)
INELEM(K,1:2 INELEM(K,l) can be either 1,2, or 3
INELEM(K,2) = 5 (Refer to C.6 for further details).
(FMAX(K,I),FMIN(K,I),PA(K,I),YD(K,I),I =1,2),FN(K)
FMAX(K,l) = Maximum coefficient of sliding friction at
almost zero pressure (fmaxO in Equation 2.24) (leave blank
if the uniaxial element is in the Y direction only);
FMAX(K,2) = Maximum coefficient of sliding friction at
almost zero pressure fmaxO in Equation 2.24) (leave blank
if the uniaxial element is in the X direction only);
FMIN(K,l) = Minimum coefficient of sliding friction
(independent of pressure) (leave blank if the uniaxial
element is in the Y direction only);
FMIN(K,2) = Minimum coefficient of sliding friction
(independent of pressure) (leave blank if the uniaxial
element is in the X direction only);
PA(K,1) =Constant which controls the transition of
coefficient of sliding friction from maximum (fmax) to
minimum (fmin) value (leave blank if the uniaxial element
is in the Y direction only);
A-3D
PA(K,2) =Constant which controls the transition of
coefficient of sliding friction from maximum (fmax) to
minimum (fmin) value (leave blank if the uniaxial element
is in the X direction only);
YD(K,l) = Yield displacement; in the X direction for
biaxial element or uniaxial element in the X direction
(leave blank if the uniaxial element is in the Y direction
only);
YD(K,2) = Yield displacement; in the Y direction for
biaxial element or uniaxial element in the Y direction
(leave blank if the uniaxial element is in the X direction
only);
FN(K) = Initial normal force at the sliding interface.
A.6.4.6 Element for Friction Pendulum Bearings (FPS)
INELEM(K,1:2) INELEM(K,l) can be either 1,2 or 3
INELEM(K,2) = 6 (Refer to C.6 for further details).
ALP(K3),(FMAX(K,I),FMIN(K,I),PA(K,I),YD(K,I),I = 1,2),FN(K)
ALP(K,3) =Radius of curvature of the concave surface of
the bearing.
FMAX(K,l) = Maximum coefficient of sliding friction at
almost zero pressure (fmaxO in Equation 2.24) (leave blank
if the uniaxial element is in the Y direction only);
FMAX(K,2) = Maximum coefficient of sliding friction at
almost zero pressure fmaxO in Equation 2.24) (leave blank
if the uniaxial element is in the X direction only);
A-31
FMIN(K, 1) = Minimum coefficient of sliding friction
(independent of pressure) (leave blank if the uniaxial
. element is in the Y direction only);
FMIN(K,2) = Minimum coefficient of sliding friction
(independent of pressure) (leave blank if the uniaxial
element is in the X direction only);
PA(K, 1) =Constantwhich controls the transition of
coefficient of sliding friction from maximum (fmax> to
minimum (fmin) value (leave blank if the uniaxial element
is in the Y direction only);
PA(K,2) =Constant which controls the transition of
coefficient of sliding fr~ction from maximum (fmax) to
minimum (fmin) value (leave blank if the uniaxial element
is in the X direction only);
YD(K,l) = Yield displacement; in the X direction for
biaxial element or uniaxial element in the X direction
(leave blank if the uniaxial element is in the Y direction
only);
YD(K,2) = Yield displacement; in the Y direction for
biaxial element or uniaxial element in the Y direction
(leave blank if the uniaxial element is in the X direction
only);
FN(K) = Initial normal force at the sliding interface.
A.6.4.7 Hysteretic Nonlinear Stiffening Elements (Not available in this version)
A.6.4.8 Nonlinear Viscous Element·
(see Fig. AS for positioning definition)
INELEM(K,1:2) INELEM (K,1) can be either 1,2 or 3
INELEM(K,2) = 8 (Refer to A.6.4 for further details).
A-32
(PC(K,I), 1= 1,14)
PC(K,l) =Force offset for dampersAorBin range 1 (Fol in Eq. (2.9».
(To be determined from operation data of damper. Leave blank: if the
uniaxial element is in the B direction only);
PC(K,2) =Force offset for dampersAorB in range 2 (Fo2 in Eq. (2.9».
(To be determined from operation data of damper. Leave blank if
the uniaxial element is in the A direction only);
PC(K,3) = Nonlinear viscous constant for damper A in range 1 (ClA
in Eq. (2.9». (Leave blank: if the uniaxial element is in the B direction
only);
PC(K,4) = Nonlinear viscous constant for damper A in rallge 2 (C2A
in Eq. (2.9». (Leave blank if the uniaxial element is in the B direction
only);
PC(K,5) = Limit velocity for transition from range 1 to 2 in A direction
(V 12)A- (Leave blank ifthe uniaxial element is in the B direction only);
PC(K,6) = Nonlinear viscous constant for damper B in range 1 (ClB
in (Eq. 2.9». (Leave blank if the uniaxial element is in the A direction
only);
PC(K,7) = Nonlinear viscous constant for damper B in range 2 (C2B
in (Eq. 2.9». (Leave blank if the uniaxial element is in the A direction
only);
PC(K,S) =Limit velocity for transition from range 1 to 2 in B direction
(V12)B' (Leave blank if the uniaxial element is in the A direction only);
PC(K,9) = Power (integer or fractional) for the velocity in range 1
for either dampers A or B (PI in Eq. (2.9»);
PC(K,10) = Power (integer or fractional) for the velocity in range 2
for either dampers A or B (P2 in Eq. (2.9»;
A-33
PC(K,ll) = Maximum damper force (operational limitation) for
either one of dampers A or B (Fdmax in Eq. (2.9».
PC(K,12) = Displacement limit for damper operation start at low
velocities and displacements for either A or B.
PC(K,13) = Orientation angle 8 for damper A with x axis in degrees
(-180° ~ 8 ~ 180°)
PC(K,14) = Orientation angle 8 for damper B with x axis in degrees
(-180° ~ e ~ 180°)
*Note: This model is suitable for a cluster of two (horizontal) dampers A and B oriented
at an arbitrary angle to each other and to the building. The dampers have different nonlinear
properties, but same maximum and same offset constants).
A.6.5 Coordinates of Isolation Elements
USR TXT Reference information; upto 80 characters of text.
XP(I),YP(I),I =1,NP
XP(I) = X Coordinate of isolation
element I from the center of mass
of the base.
YP(I) = Y Coordinate of isolation
element I from the center of mass
of the base.
A-34
A.7 OUTPUT INFORMATION DATA
A.7.1 Output Parameters
USR TXT Reference information; upto 80 characters of text.
LTMH,KPD,IP1,IP2,IP3,IP4,
LTMH = afor both the time history and peak
response output.
LTMH = 1 for only peak response output.
KPD = No. of time steps before the next
response quantity is output.
IP1,IP2, IP3, IP4 = Bearing numbers of four
bearings at which the peak response values
and the force - displacement time history
response is desired.
A.7.2 Interstory drift output
USR TXT Reference information; upto 80 characters of text.
CORDX(K), CORDY(K),K= 1,6
CORDX(K) = X coordinate of the column line
K at which the interstory drift is desired.
CORDY(K) = Y coordinate of the column line
K at which the interstory drift is desired.
Note: 1. The coordinates of the column lines are with respect to the reference axis at the
center of mass of the base. Six column lines can be specified.
A-35
A.S LOAD CASE DEFINITION:
USR TXT Reference information; upto 80 characters of text.
[XM(1,L),XM(2,L),XM(3,L),XM(4,L), L= 1,NLD]
XM(l,L) = Multiplier for vertical load case I
XM(2,L) = Multiplier for vertical load case II
XM(3,L) = Multiplier for vertical load case III
XM(4,L) = Multiplier for earthquake resporise
Note: Load cases for the complete building are defined as a combination of vertical load
conditions (1,11,111), and earthquake loading. One card must be entered in this section for
each different building load case; the total number of building load cases is controlled by
the control information in section A.4.2.
A.9 EARTHQUAKE DATA
This information has to be specified in additional tiles outside the main input data tile
(e.g., WAVEXPl.DAT and WAVEVPl.DAT).
A.9.1 Unidirectional or Bidirectional Earthquake Record
Note: the following data has to be specified in the file which the user defined at the start
of the user manual in section Al e.g., in the file WAVEX.DAT
XCI),! = 1,LOR X(I) = Unidirectional acceleration component.
Note: l.If INDGACC as specified in A.4.5 is 1, then the input will be assumed at an angle
XTH specified in A4.5. If INDGACC as ~pecified in A4.5 is 2,3, or 4 then X(LOR) is
considered to be the X component of the bidirectional or tridirectional earthquake.
A-36
A.9.2 Earthquake Record in the Y Direction f«;lr the Bidirectional
Earthquake (Input only if INDGACC = 2 or 4)
Note: the following data has to be specified in the file which the user defined at the start
of the user manual in section Al e.g., in the file WAVEY.DAT
Y(1,1),1 =I,LOR Y(1,1) = Acceleration component in the Y direction.
A.9.3 Earthquake Record in the Z Direction for the Bidirectional or tridirectional Earthquake
(Input only if INDGACC=3 or 4)
Note: The following data has to be specified in the file which the user defined at the start
of the user manual in section A.I e.g., in the file
WAVEZ.DAT
Y(I,2), 1= I,LOR Y(I,2) = Acceleration component in the Z direction.
A.tO Execution Instructions
Check the README file in the distribution disk for details on execution of program.
A-37
AP
PE
ND
IXB
EX
AM
PL
EI
EXA~uaLE
WIT
II(I
)F
UL
L3
D-S
UP
EIl
ST
RU
crU
RE
(DE
AM
-CO
I.U
MN
)(1
)SL
IDIN
GIS
OL
AT
ION
SY
ST
EM
(3)
UN
IAX
IAL
EX
CIT
AT
ION
(4)
OU
TP
UT
OF
PE
AK
RE
SP
ON
SE
AN
DM
EM
BE
RF
OR
CE
S
TD
D~
IlU
ILD
UO
10
lUL
l!.
mIT
D-t
1IT
DI-
SIt
'G
EIIE
RA
LC
Dm
IllL
IDaMU'I~
2J
III18
7~
I.'
0SU
PIJI
St1l
UC
TUR
I:C
XW
DIlL_n~
III
lnE
DR
AtI
Cil
CX
II"t
III1p~
0.0
10
.00
'1
00
02
01
__
Hr:
IID
lC
IWT
mL
•..-n
DID
Br-
.I.~:
•.5
_••
251
o0
EA
llIII
QII
Aa
c:am
a.•.
..-n
IIlI
10
.02
08
.'SU
PEIlS
1IlU
CTI
IUI..-..n~
TBIJ
IDS
T<
IIlI-
GD
IDA
I.D
AB
S.l
11
1.4
28
11
'.•
00
SIX
XJ0
1)
3.'
11
1.'
28
1'.
'0
aF
IIlS
T3
.5lU
'-4
2U
'.'
00
nw
tr.
D&
.tA
FIt
ST~
1;,
11
2.
21
0,
11
CI1
II'I
IL
Ift
aa
tDJII
AI'
IS1
-,
-82
'8-2
)-I
I2
"-I
II
,-2
-6IS
-2-2
1-2
Z•
-2II
82
-510
;I-2
112
212
2II
I]6
-810
'6
-21:
1fj
216
II6
o:o
L_
PIl
lPE
llU
DI
211U
H60
0.0
'0.•
16
7•.•
707
....
11•.M
NJS
••_
51
•.2
0.2
.22
81
12
'80
o.u
o.o
ne
0.0
"0
.00
11
0.0
01
10
._
•.1
0.2
9L
vl
PIl
lPE
\lII
D:
ZliU
UiZ
"O0
.01
11
0.0
01
80
.00
16
It••.
2.
0.1
5I.U
5f.N
1L
D:A
IIO
II1
12
12
22
:I1
2J
J"
1Z
..1
,1
2,
26
12
6l
,1
21
"I
IZ
a,
II1
2I
61
13
101
II
2..
,g
IZ
12I
10I
21
31
11
12
U.1
12
12
I)
I10
I2
161
011
12
17
11
12
12
00
18
11
13
12
00
.110
1"
12
00
20
11
13
12
00
1111
11
I2
00
UU
U1
20
0lJH
U1
2D
O26
IS1
11
20
0:O
UH
IL
DC
AU
lII
1J
,2
ZI
II2
JJ
12
"1
I2
,1
II2
IS1
10
21
211
2I
112
2II
1Il
Z1
02
.42
IJ2
U2
B-1
12
116
21
31
92
14
110
21
51
11
21
81
12
2PA
NEL
IHF'
OR
HA
TlO
N3
67
29
86
25
80
0.3
70
.42
0,3
11194~2'
26
72
98
62
56
00
.37
0.6
20
.31
1194
5021
11
61
29
86
25
60
0.3
10
.11
20
.31
1101
1502
11B
RA
CE
'IN
FOR
HA
TIO
R3
711
1132
8000
00
.01
63
117
1132
8000
00
.01
62
11
111
3280
000
0.0
16
21
17
-'3
28
00
00
0.0
16
11
11
1132
8000
00
.01
61
11
7U
28
00
00
0.0
16
36
10
43
28
00
00
0.0
18
31
06
43
28
00
00
0.0
18
26
10
1132
8000
00
.01
62
10
64
32
80
00
00
.01
61
61
011
3280
000
0.0
18
11
06
4.3
28
00
00
0.0
16
314
15
43
28
00
00
0.0
13
IS1
44
32
80
00
00
.01
214
15
1132
8000
00
.01
21
511
141
3280
000
0,0
11
HIS
43
28
00
00
0.0
11
1S
144
32
80
00
00
01
FIR
ST
FRA
HE
LOC
ATI
ON
10
00
0S
UP
EJl
STR
UC
TUR
ED
AM
PIN
G0
.05
0.0
50
05
0.0
50
.05
0.0
50
.05
0.0
50
.05
EC
CE
NT
RIC
ITIE
SO
FC
EN
TE
RO
FM
ASS
o0
o0
o0
HEI
GH
TO
FFL
OO
RS
10
51
3.5
0,..
.B
ASE
ISO
LA
TIO
NSY
STD
1D
ATA
....
ST
IFF
NE
SS
DA
TAFO
R.
LIN
EA
RE
L.A
STIC
BE
AR
ING
2092
..604
120
92.6
041
60
26
80
.32
00
MA
SSO
FB
ASE
119.
041
29
85
.6G
LOBA
LD
AM
PIN
Go
10
.10
.10
0.
BEA
RNG
DA
TA].
0.1
00
72
3.6
0.0
00
25
"0
.10
.07
23
.60
00
02
54
29
2.8
5].
oJ
0.0
72
3.6
0.0
00
25
"0
.10
.01
23
.60
.00
02
54
29
2.8
5].
0.1
0.0
72
3.6
a0
00
25
40
.10
.07
23
.60
.00
02
54
29
2.8
5].
0.1
0.0
72
3.6
0.0
00
25
40
.10
.07
23
.60
.00
02
54
29
2.8
5].
0.1
0.0
72
3.6
0.0
00
25
.0.1
0.0
72
3.6
0.0
00
2S
42
92
.85
].
0.1
0.0
72
3.6
0.0
00
2.5
40
.10
.07
23
.60
.00
02
5"
29
2.8
5].
0.1
0.0
72
3.6
0.0
00
2S
.0
.10
.07
23
.60.
0002
5041
29
2.8
5].
0.1
0.0
72
3.6
0.0
00
25
40
.10
07
23
.60
.00
02
5.
29
2.8
.5].
.0
.10
.07
23
.60
.00
02
54
0.1
0.0
12
3.6
0.0
00
25
42
92
.85
].
0.1
0.0
72
3.6
0.0
00
25
40
.10
.01
23
.60
.00
02
5"
29
2.8
5].
'0
.10
.07
23
.60
.00
02
5.
0.1
0.0
12
3.6
0.0
00
25
42
92
.85
].
0.1
0.0
72
3.6
0.0
00
2.5
40
.10
.07
23
.60
,00
02
54
19
2.8
5].
0.1
0.0
72
3.6
0.0
00
25
"0
.10
.07
23
.60
.00
02
5"
29
2.8
5].
0.1
0.0
72
3.6
0.0
00
25
"0
.10
.01
23
.80
.00
02
5"
29
2.8
5].
0.1
0.0
12
3.6
0.0
00
25
"0
.10
.07
23
,60
.00
02
54
29
2.8
5].
0.1
0.0
72
3.6
0.0
00
25
40
.10
.07
23
.60
.00
02
5"
29
2.8
5C
OO
RD
INA
TES
OF
BE
AR
ING
-6-6
-6-2
B-2
-62
-66
-2-6
-2-2
-22
-26
2-6
2-2
22
26
6-6
6-2
62
66
OU
TPU
TC
ON
TR
OL
PA
IlN
1ET
ER
S1
11
23
4C
OO
RD
INA
TES
OF
DE
SIR
ED
IHT
ER
STO
RY
DR
IFT
o0
o0
o0
o0
o0
o0
LOA
DC
AS
ED
AT
Aa
00
1
B-3
e:am
uIl
UtI
OR
S,
VE
RSI
QR
1.0
FCIl.
VA
X/P
CaJ
1PU
TE
RS
.A
DG
UST
1951
3
RA
TIC
IIA
LC
ER
TE
RFO
IlEA
RTH
QU
AK
EE
RG
IRE
ElU
IIO
RE
SEA
RC
II.B
UFF
AL
OstA
RU
NIV
ER
SIT
YO
FN
EWY
OR
KA
IB
UFF
AL
O
SA
TIS
BR
AG
AR
AJA
JAB
.D
EP
T.
OF
CIV
ILE
llG
I1IE
P'J
lI"
UR
lVE
RS
ITY
OF
HlS
SDU
ILI
At
<X
lLtI
lIll
A
3.5
119.
011
298~.6
00
SE
CO
RD
3.:
51
19
."2
98
3.6
00
FIR
ST
3.5
11
9.4
29
85
.60
0FR
N"IE
DA
TAF
IRS
TFR
AM
E1
31
62
"2
10
31
8C
OL
UH
HL
IRE
CX
XlR
DlN
AT
ES
1-6
-62
-6-2
J-6
2..
-66
5-2
-66
-2-2
7-2
28
-26
92
-61
02
-21
12
21
22
613
6-6
141
6-2
IS6
21
66
6C
OLU
HN
PR
OP
ER
tIE
S1
29
86
25
60
0.0
90
.07
04
17
0.0
14
70
.00
11
0,0
00
67
50
.00
06
15
10
.20
.22
29
86
25
60
0.1
20
.09
96
0.0
99
60
.00
18
0.0
01
60
.00
09
0.2
0.2
BE
Att
PR
OP
ER
TIE
S1
29
86
25
60
0,0
99
60
.00
16
0.0
01
64
,4.2
.0.1
50
.1.5
BE1I
HLO
CA
TIO
N1
12
12
00
02
23
12
00
03
31
11
20
00
~151200D
52
61
20
00
63
71
20
00
74
81
20
00
85
61
20
00
96
71
20
00
107
81
20
00
11
59
12
00
01
26
10
12
00
01
J7
11
12
00
0I"
81
21
20
00
IS9
10
12
00
01
610
111
20
00
1711
121
ZO
O0
18
91
31
20
00
19
10lo
ll1
20
00
20
11
IS1
2.0
00
21
121
61
20
00
22
131'
11
20
00
23
I"1~
12
00
02
"U
16
12
00
0C
OU
.IHN
LO
CA
TIO
NlIS
22
16
23
17
2..
18
25
19
26
21
02
72
11
28
11
22
91
13
21
02
1'1
21
12
15
21
21
16
213
19
2..
.1
10
21
51
11
21
61
12
2PA
NEL
INFO
RH
A.T
10N
J6
72
98
62
56
00
.37
0.4
20
.31
11
9"5
02
'2
67
29
86
25
60
0.3
70
.42
0.3
11
19
45
02
41
61
29
86
25
60
0.3
70
.42
0.3
11
19
45
02
4B
RA
CE
[RF
OR
HA
TIO
Nl
71
1"3
28
00
00
0.0
16
311
711
3280
000
0.0
16
Z7
11"3
28
00
00
0.0
16
2.11
74
32
80
00
00
.01
6
VA
XV
ER
SIO
R.
19
90
SE
PtE
MB
ER
197.
11.
RE
VIS
FJ>
HA
RC
II1
97
9
TH
ISPR
O:iR
Af1
BA
SB
EE
ND
EV
lJ.D
PE
DU
SIa
;:(1
)PR
CX
iRN
t3D
-BA
SIS
DEV
ELO
PED
BY.•
.S
AT
ISH
RA
GA
RA
JAIA
BA
BD
Ul
H.
RE
IRlIO
IU\I
AN
DH
ICB
AIA
KIS
C_
alII
ST
AR
TII
DU
DE
PAR
TH
Elf
TO
FC
IVIL
r.::
-;II
IfZ
Il.1
RG
3tA
ttU
HIV
.O
FflE
W'lC
III
At
BU
FFA
LO
.(2
1I'R
OG
IW1
nA
BS
DEV
ELO
PED
BY..
.E
_L
_W
ILSO
tf8
.B
.D
OV
EY
AN
DJ.
P.
BO
llIR
.D
EPA
R'I'
HER
TO
FC
IVIL
ER
GIR
EIJ
lIII
;U
RlV
ER
SIT
YO
FC
AL
IFaR
IllA
,B
Dlm
.EY
.
....
....
..K
IRR
OR
OF
IRPU
TD
ATA
.
THII.
£ES
'!OR
!'Y8U
ILD
IIIG
III
ITA
LY
UR
nIC
lH'E
TE
R-S
EC
GD
IER
AL
CX
IIIt
RO
LI~TION
23
91
87
50
0.8
0SU
PER
S'I1
UJC
'TU
RI
CO
fTR
OL
IIfF
CR
1AII
OR
11
1IR
TE
GR
AII
OB
CC
IIT
RO
LPA
RN
if."
'I'f]
lS0
.01
o.oo~
10
00
20
1If
DI1
ftR
XH
E11
I:lD
CD
NTR
OL
PA
RN
4ET
ER
S(D
EF
AU
LTV
AI.l
JES
:0
.5A
BO
0.2
5)
o0
EA
RtB
OU
AIE
a:JR
'1"R
OL
PAR
.AH
ETER
S1
0.0
20
U.8
SU
l'DS
TR
OC
TU
RE
IIlF
'OR
I1A
IIO
NT
HIR
DST
OR
Y-G
EII
ER
AL
DA
TA
IlA
tIO
RA
LC
E:l
fTm
Fa
RE
AR
TII
QlL
\XE
ER
GIR
EE
IlII
mIl
ESE
AH
CI
STA
TE
UJI
IIV
ER
Slr
YO
FN
EWY
ORI
CA
TB
UFF
AL
O
DEV
ELO
PED
BY..
.S
AT
lSB
IlAG
AIlA
JAIA
BC
IIE
IIL
IA
RD
RE
IH
.R
EIR
BC
RR
AR
DH
ICII
AlA
KIS
C.
CX
IIS
TA
lTII
IJO
DE
PA
R,n
tEN
TO
FC
IVIL
Ell
Gll
IEE
BIR
GS
tAT
ElJ
lIIIV
.O
FHE
WY
CII
I:A
tB
UFF
ALO
PRD
GR
AH
3D-B
AS
I9-T
AB
S..
.A
GE
RE
RA
LP
R:I:
DW
II'
tIl
DE
AR
DY
lWtI
CA
RA
L!B
ISor
TB
IlI!Z
DD
tIII
SIC
BA
LB
AS
Els
ou
.rm
BII
DJ)
DG
S
AlI
IllI
EI
RE
IIlB
OR
Jl.
HlC
IIA
LA
XIS
CO
IlS
tAII
TII
DJ
DE
P'I
.O
FC
IVIL
I!II
GlII
EI!
IIII
IGST
AT
EU
RIV
.O
FHE
WII
:EI
A1'
BU
FFA
LO
OU
TP
UT
FilE
FO
RE
XA
MP
LE
1(E
XA
MP
LEF
RO
MS
EC
TIO
N4.
1•
NC
EE
RIIl
-OO
11)
VE
RS
IC.
2,
DFO
R.
VA
X/S
UR
/PC
CX
JoIP
UTD
S.S
EP
T.
18
94
DEV
ELO
PPJ>
BY
:
PA
RA
DJO
tIS
TS
OP
EL
AS
.C
8ER
LI
AR
DR
!JIF
EII
Ll
DE
PT
.O
FC
IVIL
ER
:;JI
IED
lDIG
ST
AT
EU
JriI
V.
OF
IID
I'K
Ill:
At
BU
FFA
LO
..........
..........
..........
..........
........--
-_..----
-.
8-4
8-
5
....
....
....
...
SUPE
RST
RU
CT
UR
ED
ATA
lU,
.
SU
PE
RS
TR
UC
TU
RE
CO
NT
RO
Lll
IFO
JU1A
TIO
H
UN
ITK
N-M
ET
ER
-SE
C
TH
RU
STO
REY
BU
ILD
ING
INIT
AL
Y
3 i. • 2
.02
075
09
.80
.00
.50
.25
.00
50
10
00
.0 20 1
IHO
EJC
..1
FOR
3DSH
EAR
BU
IUtI
RG
RE
PRE
S.IN
OD
-2
FOR
FUL
L3D
RE
PRE
SEN
TA
TIO
NIN
DEX
-:)
FOR
RE
PRE
SEN
TA
TIO
NU
SIN
GE.
lGEN
DA
tA
TO
TA
LN
UH
BE
RO
FS
TO
RIE
S.
NU
HB
ERO
FD
IFF
.FR
AH
ES..
..IO
TA
!.rr
uHB
ER
OF
FR
AH
ES..
NU
HB
Dl
OF
LOA
DC
Oft
DIT
IClf
S.
NU
HB
ER
.O
FF
RE
OU
EN
CIE
S.
IND
f'(
-1
FORUNIDIRECTI~
INPU
TIN
DEX
..2
FOR
BID
IRE
CT
ION
AL
INPU
T
OU
TP
UT
CO
NT
RO
LP
AR
NtE
TE
RS
11
12
3"
CO
OR
DIN
ATE
SO
FD
ESI
RE
IIlI
ITE
RS
roR
YD
RIF
To
0o
0o
0o
0o
0o
0LO
ADC
AS
ED
ATA
o0
01
GA
HA
FOR~
HE
TB
OO
.B
ETA
FOR~
HE
TB
OD
.T
Ol.
fJL
\NC
EFO
RFO
RC
Eo:
MPU
TA
TIO
H.
.-
R.E
FER
DfC
EK
:I1
EN
TO
FC
ON
VER
GEN
CE.
....
MAX
NU
HBE
RO
FIt
EIl
AT
IOH
SW
ITH
INr.
5..
.IH
DD
FOR
GRO
UN
DH
JTIO
MIN
PU
T.
TIM
EST
EP
OF
INT
EG
RA
TIO
N(N
EIo
I1A
RK
)•.•...
-.0
10
0IN
DD
FOR
TYPE
OF
TIH
ES
TE
P.
...
..
...
1
INn£
'(..
1FO
RC
ON
STA
HT
TIM
ES
rIP
IND
EX-
2F
llR
VA
RIA
BL
ET
IHE
ST
EP
TIM
EST
EP
OF
REC
OR
DL
EN
Gtf
:lO
FR
EC
OR
D.
LOA
DFA
CT
OR
..
...
..A
NG
L!:
OF
EA
RT
HQ
UA
KE
INC
IDE
NC
E.
NO
.O
FF
LO
OR
S(E
XC
L.
BA
SE
),.
110.
OF
BE
AR
ING
S.N
O.
OF
ElG
INV
EC
TO
RS
CU
HS
ID.E
RE
D.....
lNO
De
FOR
SUPE
RST
RlJ
CT
UR
[S
TIF
FN
ES
SD
AT
A-
..EN
DO
FM
IRR
OR
OF
IRPU
T..
ST
OR
YD
AT
A
LE
VE
LH
O.
IDH
EIG
HT
HA
SS
(H)
HR
··2
X(H
)I(
M)
K-X
X-Y
TH
IRD
ST
OR
Y-G
EN
ER
AL
DA
TA
J3
.SO
11
9."
'02
98
5.6
0.0
0.0
0.0
0D
OsE
CO
ND
2J.
SO1
19
."0
29
85
.60
.00
.00
.00
.00
FIR
STJ.5
01
19
.~o
29
85
.60
.00
.00
.00
.00
17
11
4132
8000
00
,01
61
117
43
28
00
00
0.0
16
36
10
"32
80
00
00
.01
63
10
6"3
28
00
00
0.0
16
28
10
U2
80
00
00
.01
82.
10
6U
28
00
00
O.0
16
16
10
"32
80
00
00
.01
61
10
64
32
80
00
00
.01
6J
1041
1.5
"32
80
00
00
.01
J1
5U
1il3
2800
000
.01
2U
UU
28
00
ao
0.0
12
15
H"3
28
00
00
0.0
11
1041
15
4.3
28
00
00
0.0
11
15
U4
32
80
00
00
.01
FIR
ST
FIW
1ELO
CA
TIO
N1
00
00
SUPE
RST
IlUC
TlJ
lll!
llIlH
PlR
G0
.05
0.0
50
.05
0.0
50
.05
0.0
50
.05
0.0
50
.05
EC
CE
lIT
RIC
ITIE
SO
FC
EN
TE
RO
FI1
ASS
o0
o0
o0
HE
IGH
TO
FFL
OO
RS
10
.51
3.5
0••
BA
S£
ISO
lAT
IOH
SYST
EH
DA
TA••
ST
IFF
NE
SS
DA
TAF
QR
LIf
fEA
RE
l...A
STIC
BE
AR
lIIG
20
92
.6'"
20
02
,64
60
26
80
.32
00
M.\
S9
OF
RA
SE
11
9.4
29
85
.6G
LCB
A.L
DN
tPIN
G0
.10
.10
.10
.O
.B£
AR8
GD
ATA
3•
0.1
0.0
72
3.6
0.0
00
25
40
.10
.07
23
.60
.00
02
54
29
2.8
53
•0
.10
.07
23
.60
.00
02
.54
0.1
0.0
72
3.6
0.0
00
2S
"2
92
.8S
3•
0.1
0.0
72
:L8
0.0
00
25
40
.10
.07
23
.60
.00
02
54
ZIl
2.8
53
•0
.10
.07
23
.60
.00
02
54
01
0,0
72
3.6
0.0
00
25
.2
92
.85
3•
0.1
00
72
3.6
0.0
00
25
40
10
.07
23
.80
.00
02
54
29
2.8
53
•0
.10
.07
23
.60
00
02
5.0
.10
.07
23
.60
.00
02
S4
29
2.8
5•
3•
0.1
0.0
72
3.6
0.0
00
25
40
.10
.07
13
.60
.00
02
54
29
2.8
53
•0
.10
.07
23
.60
.00
02
5.
0.1
0.0
72
3.6
0.0
00
25
.29
2.8
53
•o
10
.07
23
.60
.00
02
5.
0.1
0.0
12
3.6
0.0
00
25
"2
92
.85
3•
0.1
0.0
72
3.6
0.0
00
25
.0.1
0.0
72
3.6
0.0
00
25
'"2
92
.85
3•
0.1
0.0
72
3.6
0.0
00
25
.0
.10
.01
23
.60
.00
02
S.
29
2.8
53
•0
.10
07
23
.60
.00
02
5.0
.10
.07
23
,60
.00
02
5.2
92
.85
3•
0.1
0.0
72
3.6
0.0
00
2S
.0
.10
.07
23
.60
.00
02
54
29
2.8
53
•.
0.1
0.0
72
3.6
0.0
00
25
.0
.10
.07
23
.6D
.00
02
:s.-
28
2.8
53
•0
.10
.07
2J.6
0.0
00
25
.0
10
.07
23
.60
,00
02
S'"
29
2.8
53
•0
.10
.07
23
.60
.00
02
54
01
0.0
72
3.6
0.0002~
29
2.8
5C
OO
RD
INA
TES
OF
BE
AR
ING
-6-6
-6·2
-6
2-6
6-2
-6-2
-z-2
2-2
62
-62
-22
22
66
-6
•-2
•2
•6
B-6
B-7
11
1'3
28
00
00
.00
00
01
11
41
32
80
00
0.0
00
00
IS1
04
13
28
00
00
.00
00
01
08
41
32
80
00
0.0
00
00
61
04
32
.80
00
0.0
00
00
10
8'3
28
00
00
.00
00
06
10
"'3
28
00
00
.00
00
01
06
43
28
00
00
.DO
OO
O1
41
54
32
80
00
0.0
00
00
15
141
43
28
00
00
.0
00
00
14
1~
43
28
00
00
.0
00
00
IS1
44
32
80
00
0.0
00
00
141
15
"'3
28
00
00
.00
00
01
514
"32
80
00
0.0
00
00
_P
RO
PE
RT
IES
AN
DL
OIlD
S•
BA
YIf
lItB
!RS
ILE
VEL
ESA
32
98
62
56
0.0
0.1
02.
29
86
25
60
.00
.10
I2
98
62
56
0.0
0.1
0B
AY
II1.I'
IBER
S2
LE
VE
LE
SA
32
98
62
56
0.0
0,1
02
29
86
25
80
.0
0.1
0I
29
86
25
60
,00
10
BA
YJI
f1..I
tIlER
S3
LEV
ELE
SA
32
98
62
56
0.0
0.1
02
29
86
25
60
.00
.10
I298152~.00
.10
BAY
IflM
BE
IlS"
LE
VE
LE
SA
32
g8
62
58
0.0
D.1
02
29
86
25
60
.00
,10
I2
98
62
56
0.0
0.1
0B
AY
N1.
MB
ERS
.5LE
VEL
ES
A]
29
86
25
60
.00
.10
22
98
62
56
0.0
0.1
01
29
86
25
60
.00
.10
BA
YN
lH5
m5
6LE
VEL
ES
AJ
29
86
2.5
60
.DO
10
22
98
62
56
0.0
0.1
01
29
86
25
60
.00
.10
BA
YN
tI18
ER
S1
LEV
ELE
SA
J2
98
62
56
0.0
0.1
02
29
86
23
60
,00
_10
I2
98
62
56
0.0
0.1
0B
AY
NlH
IER
S8
LEV
ELE
SA
J2
98
62
56
0.0
0_1
02
29
86
2S
60
.0
0.1
0I
29
86
2.5
-60
.00
.10
BA
YIIl
DiB
ER
S9
LEV
ELE
SA]
29
86
25
60
.00
.10
22
98
62
56
0.D
O.1
0J
29
86
2.5
-60
.00
,10
.BAY
IlU
'lBE
RS
10
LEV
ELE
SA
]29862~.00
.10
22
98
82
.5-6
0.0
0.1
01
29
86
25
60
.00
.to
BA
YM
INE
RS
11
LEV
ELE
SA
329862~0.
00
.10
22
98
62
56
0,0
0.1
01
29
86
25
60
.00
.10
BAY
NlH
lER
S12
LEV
ELE
SA
J2
98
62
.56
0.0
0.1
02
29
86
25
60
.00
.10
I2
98
62
56
0,0
0.1
0B
AY
NlH
JER
S1
3LE
VE
LE
SA
]29
1!16
2560
.00
.10
TOR
SI
.00
.00
.00
TOR
SI
.00
.00
.00
TOR
SI
.00
.00
.00
TOIlS
I.0
0 DO
.00
TO
RS
I.0
0.0
0.0
0
TO
IlS
I.0
0.0
0.0
0
TO
IlS
I.0
0.0
0.0
0
TOR
SI
.00
.00
.00
TO
RS
I.0
0.0
0.0
0
TO
RS
I.0
0.0
0.0
0
TO
RS
I.0
0.0
0.0
0
TO
RS
I.0
0.0
0.0
0
TO
IlS
I.0
0
.01
60
0.0
16
00
.01
60
0.0
16
00
.01
60
0.0
16
00
.01
60
0.0
16
00
.01
00
0.0
10
00
,01
00
0.0
10
00
.01
00
0.0
10
00
FLEX
I.0
0.0
0.0
0
FLEX
I.0
0.0
0.0
0
FLEX
I.0
0.0
0.0
0
FLEX
I,D
O·
.00
.00
FLEX
I.0
0.0
0.0
0
FLEX
I.0
0.0
0.0
0
FLEX
I.0
0.0
0.0
0
FLE
XI
.00
.00
.00
FLEX
I.0
0.0
0.0
0
FLEX
I.0
0.0
0.0
0
FLE
XI
.00
.00
DO
FLEX
I.0
0.0
0 00
FLEX
I.0
0
DI
".0
0'.
00
"'.0
0
DI
4.0
0"'
.00
4.0
0
DI
'.0
04
_0
0'.
00
DI
'.0
0'.
00
".0
0
DI
"_0
0"_
DO
'.0
0
DI
"_D
O".0
0".0
0
DI
".0
0",
-DO
".0
0
DI
"_0
0'.
00
'.0
0
DI
"'.0
0"_
DO
",0
0
DI
".0
04
.00
'.0
0
UI
".0
0".0
0'.
00
UI
".0
04
.00
".0
0
UI
'.0
0
ILlJ
".0
0".0
04
.00
ILlJ
4.0
0".0
0".0
0
I<JJ
'".0
0".0
0".0
0
ILlJ
'".0
04
.00
'.0
0
ILlJ
~_OO
4.0
0'.
00
ILlJ
4.0
0".0
04
.00
ILlJ
'.0
041
100
".0
0
I<JJ
'.0
0'.
00
".0
0
ILlJ
'.0
0'.
00
"'.0
0
ILlJ
"'.0
0"'
.00
'.0
0
ILlJ
".0
0".0
0".0
0
ILlJ
".0
0".0
0~.OO
ILlJ
"'.0
0
B-
10
UJ
2.0
02
.00
2.0
0
UJ
2,0
02
.00
2.0
0
UJ
2.0
02
.00
2.0
0
UJ
2.0
02
.00
2_
00
UJ
2.0
02
.00
2.0
0...
KIJ
2.0
02
.00
2,0
0
ItIJ
2.0
02
.00
2_
00
lIJ
2.0
02
.00
2.0
0
UJ
2.0
02
.00
2_
00
lCIJ
2.0
02
.00
2.0
0
EIJ
2.0
02
,00
2.0
0
UJ
2.0
02
.00
2.0
0
UJ
Z.O
O
WI
.15
.15
.15
WI
.15
·IS
.IS WI
.IS
.15
·IS WI
.IS
.15
.15
WI
.15
.IS
.15
WI
.15
·IS
.IS WI
.IS
.•S
.15
WI
.15
.IS
.IS WI
·IS
·IS
.IS WI
.15
·IS
.IS WI
.IS
·IS
.15
WI
.15
.15
.15
WI
.15
WJ
.15
.15
.15
WJ
.IS
.15
.15
WJ
.IS
.15
.IS
WJ
.IS
.IS
.IS
WJ
.15
·IS
.15
WJ
.15
.15
.IS
WJ
.IS
.IS
·IS WJ
.IS
.15
.15
WJ
·IS
.1
5.1
5
WJ
·IS
.15
.15
WJ
·IS
.IS
.IS WJ
.15
.15
.IS WJ
.15
VE
RT
Io o o
VE
RT
Io o o
VE
Rn
o o o
VE
Iln
o o o
VE
Rn
o o o
VE
Rn
o o o
VE
RT
Io o o
VE
RT
Io o o
VE
RT
Io o o
VE
RT
Io o o
VE
RT
Io o o
mlT
Io o o
VE
RT
!o
VE
RT
2Y
mlT
3o
0o
0o
0
VE
IlT2
.VE
Rn
o0
o0
o0
VE
RI2
VE
RI'
o0
o0
o0
VE
RT2
VE
RtJ
o0
o0
o0
VE
RT
2v
mI]
o0
o0
o0
VE
RT
ZV
ER
T3
o0
o0
o0
VE
RT
ZV
ER
T3
o0
o0
o0
VE
RT
ZV
ER.T
3o
0o
0o
0
VE
RIZ
VE
RT
3o
0o
0o
0
VE
RT
2V
ER
T3
o0
o0
o0
VE
IlT
2V
ER
I3o
0o
0o
0
VE
RT
2V
ER
T3
o0
o0
o0
VE
RT
2V
ER
T]
o0
29
86
25
60
.00
I2
98
62
58
0.0
0BA
YIf
lt1B
ER
S1
4LE
VEL
E3
29
86
25
60
.00
22
98
62
58
0.0
01
29
86
25
60
.00
BA
YN1
.I1BE
RS1
5LE
VEL
E3
29
86
25
60
.00
22
98
82
S6
0.0
01
29
88
25
80
.00
BAY
NU
HB
ERS
1&LE
VEL
E]
29
88
2S
60
.00
22
98
62
.56
0.0
0I
29
86
25
60
.00
BAY
NU
HBE
RS
11
LE
VE
LE
]2
98
62
58
0.0
02
29
66
2S
60
.DO
12
98
82
S8
0.0
0B
AY
rum
ER
S1
8LE
VEL
E3
29
86
25
60
.00
22
98
62
S8
0.0
01
29
86
25
60
.00
BA
YI'I
1..M
BERS
19
LEV
ELE
]2
98
62
S6
0.0
02
29
86
25
60
.00
12
98
62
56
0,0
0BA
YH
UH
BER
S2
0LE
VEL
EJ
29
86
25
60
.DO
22
98
62
56
0.D
O1
29
86
2S
60
.00
BA
YN
UH
BE
RS
21
LEV
ELE
32
98
62
56
0.0
02
29
86
25
60
.DO
12
98
62
S6
0.0
0B
AY
KU
HB
F:R
S2
2LE
VEL
E]
29
86
25
60
.00
22
98
62
56
0.D
O1
29
86
2S
60
.00
SAY
NU
HEl
ERS
23
LEV
ELE
32
98
62
56
0.0
02
29
86
25
60
.00
12
98
82
56
0.0
0R
AYN
UH
Bm
s2
.LE
VEL
E)
29
86
25
60
.00
22
98
62
56
0.0
01
29
86
25
80
_0
0
D:lL
lJH
NP
RO
PE
RT
IES
CO
LlI
1tI
LIN
EN
O.
LEV
ELE
]2
98
62
56
0.D
O2
29
86
25
60
.DO
12
98
62
56
0.0
0C
OLl
IHN
LIN
ERO
•LE
VEL
E
29
86
25
60
.00
29
86
25
60
.00
I2
98
62
56
0.D
OC
OL
lHi
LIN
E:
NO
.LE
VEL
E
2&
86
25
60
.00
29
86
25
60
.DO
12
98
62
56
0.D
O(X
lLU
HN
LIN
EN
O.
LEV
ELE
.10
.10
SA
.10
.10
.10
SA
.10
.10
.10
SA
.10
.10
.10
SA
.10
.10
.10
SA
.10
.10
.10
SA
.10
.10
.10
SA
.10
.10
.10
SA
.10
.10
.10
SA
.IO
.10
.IO SA
.10
.10
.10
SA
.10
.10
.10
A .09
.09
.09
A .09
.09
.09
.09
.09
.09
.00
.00
toR
SI
.00
.00
.00
toR
SI
.00
.00
.00
toR
SI
.00
.00
.00
toIl
SI
.00
.00
.00
toR
SI
.00
.00
.00
toR
SI
.00
.00
.00
toR
SI
.00
.00
.00
toR
SI
.00
.00
.00
toR
SI
.00
.00
.00
toR
SI
.00
.00
.00
toR
SI
.00
.00
.00
HA
JS
A
.07
.07
.07
HA
JS
A
.07
.07
.07
HA
JS
A
.07
.07
~01
HA
JS
A
.00
.00
FLE
XI
.00
.00
.00
FLEX
I.0
0.0
0.0
0
FLEX
I.0
0.0
0.0
0
FLEX
I.0
0.0
0.0
0
FLEX
I.0
0.0
0.0
0
FLEX
I.0
0.0
0.0
0
FLEX
I.0
0.0
0.0
0
FLEX
I.0
0.0
0.0
0
FLEX
I.0
0.0
0.0
0
FLEX
I.0
0.0
0.0
0
FLEX
I.0
0.0
0.0
0
HI.
SA .07
.07
.07
HI.
SA .0
7.0
7.0
7
HIM
SA .07
.07
.07
HIM
SA
4.0
0".0
0
UI
4.0
04
.00
4.0
0
DI
4,0
0
".0
0'.
00
UI
".0
0".0
0~.OO
UI
~.OO
'.0
04
.00
DI·
'.0
0'.
00
".0
0
UI
'.0
0".0
04
.00
UI
-'.0
0~.OO
4.0
0
UI
4.0
04
.00
".0
0
UI
4.0
0'.
00
".0
0
UI
-'.0
0'.
00
'.0
0
ItII
'.0
01
j.0
0".0
0
toR
SI
.00
.00
.00
ItlI
l.S
I
.00
.00
.00
ratS
I
.00
.00
.00
TORS
I
4.0
0-'
.00
ILlJ
-'.0
0-'
.00
'.0
0
ILlJ
4.0
0-'
.00
'.0
0
ILlJ
4.0
0-'
,DO
'.0
0
ILlJ
-',0
04
.00
'.0
0
ILlJ
6.0
04
.00
'.0
0
I[JJ
".0
0'.
00
4.0
0
I[JJ
'.0
04
.00
6.0
0
ILlJ
'.0
06
.00
6.0
0
ILlJ
•.
00
'.0
0".0
0
I[JJ
'.0
0"'
.00
'.0
0
ILlJ
".0
04
.00
4.0
0
HA
JI
.00
.00
.00
HA
JI
.00
.00
.00
HA
JI
.00
.00
.00
HA
JI
B-
II
2.0
02
.00
DJ
2.0
02
.00
2.0
0
ItIJ
2.0
02
.00
2.0
9
ItIJ
2.0
02
.00
2.0
0
DJ
2.0
02
_0
02
,00
DJ
2.0
02
.00
2.0
0
IUJ
2,0
02
_0
02
.00
UJ
2_
00
2.0
02
.00
UJ
2.0
02
.00
2.0
0
UJ
2.0
02
.00
2.0
0
UJ
2.0
02
.00
2.0
0
DJ
2_
00
2.0
02
.00
HIl
I
.00
.00
.00
Kl1
II
.00
.00
.00
HIl
I
.00
.00
.00
HIl
I
.15
.15
WI
.15
.15
.15
WI
.IS
.15
.15
WI
.15
.15
.15
WI
.IS
.15
.15
WI
.15
.IS
.15
WI
.15
.15
.13
WI
.IS
.IS
.IS WI
.15
.IS
.15
WI
.15
.15
.IS
WI
.IS
.IS
.15
WI
.IS
.15
.IS DI
.20
.20
.20 DI
.20
.20
.20 DI
.20
.20
.20 DI
.IS
.15
IIJ
.15
.15
.15
IIJ
.15
.IS
.IS WJ
.IS
.15
.IS WJ
.15
.15
.15
WJ
.15
.15
.IS WJ
.IS
·IS
.15
WJ
·IS
.15
·IS
WJ
.IS
·IS
·IS
WJ
.IS
.15
.15
WJ
.IS
.IS
.IS WJ
.IS
·IS
.IS
D8
.20
.20
.20
DB
.20
.20
.20
DB
.20
.20
.20 DB
VE
Rn
o o o
VE
RT
Io o o
VE
RT
Io o o
VE
RIl
o o o
VE
RT
Io o o
VE
RIl
o o o
VE
RT
Io o o
VE
RT
Io o o
VE
RT
Io o o
VE
RII
o o o
VE
RT
Io o o
VE
RT
2o o o
VE
RT
2o o o
VE
RI2 o o o
VE
RI2
o o o
VE
RI2
o o o
mlT
2o o o
VE
RI2
o o o
VE
IlT
2o o o
VE
RT
2o o o
VE
RT
2o o o
VE
RI2
o o o
VI VE
IlI' o o o
VE
RT
3 o o o
VE
RI3 o o o
VE
RI3 o o o
VE
IlT3 o o o
VE
RI3 o o o
VE
Ill3 o o o
VE
RI' o o o
VE
RI3 o o o
VE
RI' o o o
29
86
25
60
.00
29862~a.oo
12
98
62
58
0.0
0C
XlL
lHI
LIR
E1l
O.
1ZV
EL
!
29
88
25
80
.00
29
86
2.5
60
.00
12
98
62
S6
0.0
0a
n.l
Hf
LIR
E1
1).
L!'
iU!
32
98
62
'11
0.0
02
29862~.00
12
98
62
58
0.
DOC
XlL
lHI
LIR
E11
0.LE
VE
L!
.09
.09
.09
A .09
.09
.09
A .12
.12
.12
.07
.07
.~
.07
.07
.07
PV.J
SAH
IBSA
,07
.07
.01
.07
.07
.07
MA.
JSA
HII
SA
.10
.10
.~
.10
.ro
.~
I1IU
SAM
IRSA
.00
.00
.00
talS
I
.00
.00
.00
1tI
ISI
.00
.00
.00
talS
I
.00
.00
.00
IloU
I
.00
,DO
.00
IloU
I
.00
.00
.DD
Ilo
UI
.00
.00
.00
MIW
I
.00
.00
.00
MIR
I
.00
.00
.00
MIW
I
.20
.20
.20
Dr
.20
.20
.20 Dr
.20
.20
.20
Dr
.20
.20
.20
011
.20
.20
.20 011
.20
.20
.20 DB
F"RA
HE1
0FO
RC
EC
tJD
E.x'
11
1a
.00
SUPE
RST
1ltJC
'T1l
RE
DA
HPI
IIJ•
....
.ta
lESI
IAI'E
IJA
HPI
IKl
MT
IO(I)
5.0
00
5.0
00
5.D
DD
5.0
00
5.0
00
5.0
00
5.0
00
,5.0
00
5.0
00
Y1
,DO
&IlG
.00
J2
98
62
S6
D,D
O2.
29
86
2.5
60
.00
12
98
62
'80
.00
CD
LlH
fL
IIIE
11
).
LEV
EL
!
29
86
25
80
.00
29
88
25
60
.00
12
98
62
58
0.0
0C
DL
lI1N
LIN
ER
O.
UV
EL
!
.12
.12
.12
A .09
.09
.09
.10
_~
.10
.10
.W.W
KfW
SAH
IRSA
.07
.01
.07
.07
_01
.07
HA
.JS
4H
IBS
A
.00
.00
.00
talS
1
.00
.00
.00
rtlI
ISI
.00
.00
.00
IloU
I
.00
.00
.00
IloU
I
.00
.00
.00
MIW
I
,DO
.00
.00
MIW
I
.20
.20
.20
Dr
.20
.20
.20 Dr
.20
.20
.20
DB
.20
.20
.20
011
8!.I
G81
'.
FLO
CR
IIP:
IGH
T
10
.50
01
.00
03
..50
0.0
00
....
..11I
11I1
1IlS
OU
TIC
IfS
YS
TD
fD
AI'A
••
11I•
••••••
11I1
1I
8I.S
.DV
..TM
ASS
At
THE.
CER
'1'E
Ror
MA
SSor
tHE
BA
SI!.
TIlA
RS1
..H
AS
SR
OTA
oIIR
AL
MA
SS
32
98
62
58
0.D
O2.
29
86
25
80
.00
12
98
62
56
0.0
0C
OL
lI1li
LIR
ER
O.
10
LEV
EL!
.09
.07
.07
.08
.07
.07
.09
.~
.~
Aw
..J
SA
HIl
iS
A
.00
.00
.00
rtlI
ISI
.00
,DO
.00
IloU
I
.00
.00
.00
MIS
I
.20
.20
.20
Dr
.20
.20
.20
DB
!lA
SS
11
9.4
00
298~.
60
0
Z9
86
25
60
.00
29
86
25
60
.00
12
98
62
58
0.D
OC
01
._L
INE
110.
11
LEV
ELE
.12
.10
.ro
.U.1
0.1
0.U
.10
.10
HA
.JSA
KIN
sa.
.00
.00
.00
rtlI
ISI
.00
.00
.00
IloU
1
.00
.00
.00
HIB
I
.20
.20
,20 or
.20
.20
.20 DB
BA
SElS
OI-
\TIC
ilD
AT
A:
0..
1011
alE
,I!
IlUIV
&L
EII
TG
LOB
AL
DE
VIC
EfR
OP
ER
TIE
S
GLO
BA
LIS
OL
\T1Q
l\1D
f;VJC
EA
TTH
EC
ER
TE
RO
FM
ASS
X2
98
62
56
0.0
02
98
62
56
0.D
O1
29
86
25
60
.00
COLU
MN
LIN
EM
O,
12.
LE
VE
L!
.12
.12
.12
&
.10
.10
.10
.10
.10
,~
HA
.1S
AK
INSA
.00
.00
.00
talS
I
.00
.00
.00
Ilo
UI
.00
.00
.00
MIR
I
.20
.20
.20 or
.20
,20
.20
DB
LIN
EAB
STIF
P!IE
SSIF
ILI
VIS
CO
US
DN
tPII
IG(F
/L/T
J2
09
2..
6'-
00
.10
00
20
92
.64
.00
.10
00
OF
THE
B&
Sl!•..
R
60
26
80
,31
00
.10
00
£C
[
.00
00
.00
00
ECY
.00
00
.00
00
AH
AJ
SAH
ISSA
AM
fWS
AK
IRSA
Aw
..J
SAH
IRSA
.09
.07
.01
.09
.07
.07
.09
.07
.07
29
2.8
50
00
29
2.8
.50
00
292.
.850
000
29
2.8
.50
00
29
2.8
50
00
29
2.8
50
00
29
2.8
50
00
29
2.8
.50
00
29
2.8
50
00
29
2.8
50
00
292.II~OO
29
2.8
50
00
29
2.8
50
00
29
2.8
50
00
29
2.1
15
00
029
Z.8
!laO
O
IlIJR
tW.
Pal
CE
.00
02
.5.0
00
25
_0
00
25
.OO
OZS
.00
02
5.0
00
25
.00
02
5.0
00
25
.00
02
".0
00
25
.00
02
5.0002~
.00
02
5.0
00
25
.00
02
5.0
00
25
.00
02
5.0
00
25
.GO
OlS
.00
02
S.0
00
2.5
,D0
02
S.0
00
25
.00
02
5.0
00
25
.00
02
5,0
00
25
.00
02
5.0
00
25
.00
02
5.0
00
25
.00
02
.5
23
.80
02
3.8
00
l3.6
00
23
.60
02
3.6
00
23
.60
02
3.8
00
23
.80
02
3.6
00
23
.60
02
3.6
00
2.3_
1500
23
.60
02
3.6
00
23
.80
02
3.8
00
'fAY
YIE
LD
DIS
PL
.X
YIE
LDO
ISP
L.
Y
23
.60
02
3.6
00
23
.60
02
3.6
00
23
.60
02
3.6
00
23
.60
02
3.6
00
23
.60
02
3.6
00
23
.60
02
3.6
00
23
.60
02
3.8
00
23
.80
02
3.6
00
.07
00
0.0
70
00
.07
00
0.0
10
00
.07
00
0.0
70
00
.01
00
0.0
10
00
.07
00
0.0
'00
0.0
70
00
.01
00
0.0
10
00
.07
00
0.0
10
00
.07
00
0
.01
00
0.0
70
00
.07
00
0.0
70
00
.07
00
0.0
10
00
.07
00
0.0
70
00
.01
00
0.0
70
00
_0
70
00
.01
00
0.0
10
00
.07
00
0.0
70
00
.07
00
0
.10
00
0.1
00
00
_1
00
00
.10
00
0.1
00
00
.10
00
0.1
00
00
.10
00
0.1
00
00
.10
00
0.1
00
00
_1
00
00
.10
00
0.1
00
00
.10
00
0.1
00
00
.10
00
0.1
00
00
.10
00
0.1
00
00
.10
00
0.1
00
00
.10
00
0.1
00
00
.10
00
0.1
00
00
_1
00
00
.10
00
0.1
00
00
.10
00
0.1
00
00
.10
00
0
1 2 3 • > 6 , • 91
01
11
2 13 10 15
16
SL
IDIH
GB
EA
RII
IGP
AR
NtE
TE
Rs..
(a:J
If9
IAR
TR
OR
HA
LF
tmC
E&.
FH
AX
)_
.lS
01.A
tcIl
fHA
X.
XFH
I.X':l
FH
IB'X
PM
lR"
PA:x.
....
..D
.»lE
RT
TYPE
-
DB011
DB
DB
.20
.20
.20
.20
.20
.20
.20
.20
.20
.20
.20
.20
Dr
.20
.20
,20
.20
.20
.20
.20
.20
.20
Dr orDr
.20
.20
.20
MIR
I
.00
.00
.00
.00
.00
.00
.00
.00
.00
MIR
I
MIW
I
.00
.00
.00
"U
I
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
Ilo
UI
IloU
I
Ilo
UI
IloU
I
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
IOIl
SI
TIl
lSI
toR
SI
IOIl
SI
.07
.01
.07
.01
.07
.07
HA
JSA
MIR
SA
.09
.09
.09
.09
.07
.07
,09
.~
.~
.09
.07
.07
A .~
.07
.01
.09
.07
.07
.08
,01
.07
29
86
25
60
.DO
29
86
25
60
.DO
12
98
62
56
0.0
0C
OU
Hf
LII
fER
O.
13
LE
VE
L!
29
86
25
60
.00
2Q862~O.QO
12
98
62
58
0.0
0co
ut1
IIL
INE
110.
16
LEV
El.
E
29
66
25
60
.00
29
86
25
60
,00
12
98
62
56
0.0
0C
OLU
MN
LIM
HO
.1
4L
EV
EL
E
29
86
25
60
.00
29
86
25
60
.00
12
98
62
56
0.0
0C
OL
\I1Ii
LIR
E11
0.1
5LE
VEL
E
29
86
25
60
.00
29
06
25
80
.00
29
86
25
80
,0
0
,09
.DB
.DB
.07
.07
.07
.07
.07
.07
.00
.00
.00
.00
.00
.00
.00
.00
.00
.20
.20
.20
.20
.20
.20
BE
AR
.lIIG
LO
CA
I](J
Ii1
BE
AR
IIK
lX
FIR
ST
FRN
1ELO
CA
nN
1E
P0
5It
10IiI
DA
TA
-8.0
00
-6.0
00
-6.0
00
~8.000
-6_
00
0-2
.00
02
.00
06
,00
0
B-
12B
-13
M
~
~
~ ggg ,,,. 0 "00 00" 000 000"00 ~~~ 000 ~~~ 000
Z ~~~DOD DOD DOD DOD 000
V"\~~O ~c;C! DOD DOD 000..M l:C~
~..... ..... .....
~~~• on. ..... ..0:0:0: 0;0;0; DOD "00 0;0;0;
~ ~0
S
U0 ..".. !l~ is
000 ~0000
! 19~1 000~:,;t~ ~~~ ~~'l ~"'''' :n~'l ~"''''
~~ .. i
0000ODD
~......... ......... 0:0:0:0:
~ia~0; 0. 0; •• N ~"N
.~~N .... N .. .. N
0 I'; ..: !l 0 ..0.l!~~ f I~ · ..
~I ~ :l0 '"I It '"!li ........~I
,.; 000 000 000 000 000 000 ..~i
t-)C'11"'l1"'lggg !3 000 0;0;0; 0;0;0; 0;0;0; 0;0;0; 0,0:0;~
0; 0; C, 0;
o;o;C; .. ~ g '" ..a e-8 e.; !< ir;; ..;h
:!i~!s;~~= i !< ~ ~~
....~"M
~~M'" 0..... 00 Nta""'''''' ,.; .... 000 '"OG~lD""''''1"'I ggg 000 000 ggg ggg .... ..
~o;o;o;o;o;o; :l ~:g 0;0;0; 0:0:0: DOD
!~ 5 0000 ".. .. ......'" .; ~s;
........ IES ~ r .. ~
I ill h'" c:o:o: ~ . 0
"' .. 0.. .. ·i is ;: i~ · d i~,,, ... If''IlI),,,,,coGt .;
~004C"\l!"'l4'
"NM
.0 ~o M"O~o ~o ''''0;::g
~~M"O"'''0Sg "00~~o;,
o~on O"'M O"NOM'" 0"'" OM'"OMN DM~
g~Sg~~ gt;~ ONM0; CI. 0; o;o;~ 0;0;0;,
0"'''' "~M 0 .....O"M DMM O ... ~00" ON'" 0""0 • ., OMN g:i~".0 D~D
o;o;~ O:C:O: 0;0;0;,
~O" ""0 ~DO
"'00 000 !:lDO::gg ~DD 00~"D "00
"'00 ""0 "'000;0;0; 0;0;0; 0;0;0;
~000 0 ..... DNM0 .... D"on 0 .... :!D .... D"~ D~::Ig:.~ 0., .. 8;:Joo4II DMD
'"o;o;~ 0;0;0; 0;00;
l:C~
~OM" 0 ..... ON"0." g~::: D.""O.~ 0 ....0 ..... 0 .... D"M0"0 0 .. 0 DMD
I0;0;0; 0;0;0; 0;00;,
I I
~fonDD MOD :liDO
i ~gg "'DO DO
:~~N MOO "DO
DOD NDO "'00B. ~"D "'00 NOD
:R 0;0;0; 0;0;0; 0;0:0;Ii! iHDDODg"
1i0000 0
I OCOOOCI
I... ' .....
~~5...
ClOOOOOCQClOOO..
:~
~..
~ D.M 0 .... 0 .... o .. ~ D~'" D"MOOOOOOOClOOOO : ~ ~ gc:; 0 ...... s== g:~ 0 ..... 0 ....000000000000 ...~
D~'" g:;: 0"0
~~NG~~Nci~t;iN'; . " :ZO"N 000> 0". O~M 0"'.
!Ii .. DNM DND DOD 0"0 0"'0 0"''':;:r~tDDDDD
0;0;0; 0:0:0; O;C:O; DOD DOD DO"
.. ·"1 , ,
~I!iZ"
i~~oooooocooooo t .. 1ii 000000 8'000000000000000000 lie' .••••
~000000000000
~n IIINNNNNNNNci.eGC
~;ai ~ ~1,1 I
h ""6 .... i ....6 .... B ....6 .... i~D~• I " '"Iil aa l!f' I I iIt'lG ... eG~:::::I~:~~
BU i B!<R~MN~."'''' e E;..
~ ~..
~NNN
~~
MA
X"I
N0
00
0.0
00
013
18
18
-13
.18
18
15
_1
28
0-1
5_
12
80
2.0
83
4-Z
.08
34
."0
16
-.4
01
6.2
11
9-
.21
19
9.1
32
2"9
.13
22
.20
18
-.2
01
8
S.""0
.03
4~.44D
.03
4S
.UO
.03
4S
.44
0.0
34
HA
lB
IWlI
BO
OIS
f.IH
YB
IWlI
IIO
rDiE
HA
l.O
ISP
Y
.00
0.0
00
.00
0.0
00
.00
0.0
00
.00
0.0
00
w.x
.m
tAL
MX
L.
AT
CE
RT
ER
OF
KA
SSO
FFL
OC
BS
PL
Oa
IA
ttL
.X
AD
:L,
YA
CC
L.
B
10 11 12 13 "
MAX tUN
MAX
tUN
MAX tUN
MAX tUN
MAX tUN
MAX tUN
.00
00
.00
00
.00
00
_0
00
0
.00
00
.00
00
.00
00
.00
00
.00
00
.00
00
00
00
.00
00
13
18
6"
-13
19-6
4
22
.20
55
-22
.20
55
22
.20
55
-2.2
.20
55
13.1
84.4
1-1
3_
19
44
97
7"5
-97
7"5
11
.U
66
-11
."1
66
15
,13
41
8-1
5.1
36
8
30
.11
29
-30
.77
29
30
.11
29
-30
.11
29
15
,13
11
8-1
5.1
3"8
13
30
63
-13
.30
63
U1
86
3-1
"1
84
3
1,5
36
1-1
.50
88
1
32
5.1
30
5-3
25
.13
05
32
.5.1
30
5-3
25
.13
05
1.5
88
1-1
.58
61
23
.38
87
-23
.38
87
36
.11
81
-38
.11
81
.95
11
-.8
'11
.e6
51
-,8
85
1
.88~1
-.88~1
.95
71
-.9~1l
.08
80
-.0
88
0
.05
13
-.0
51
3
.51
17
-.~117
.41
32
-.4
13
2
."1
32
-.6
13
2
.51
17
51
11
.04
11
-.0
47
1
.OJ0
7-
,03
07
9.138~
-9.1
31
15
11
.08
98
-17
.08
98
11
.08
98
-11
.08
98
9.1
38
5-0
.13
85
7.44
541
-7.4
"5
4
8.2
58
3-8
,25
83
_"1
38
-.6
73
8
.63
82
-."3
82
.011
382
-.4
.38
2
47
38
-."
73
8
.041
36-
.04
36
_020
41-
.02
84
3 Z I
-3.6
32
36
8-2
.29
26
41
92
.34
1Z26
3
.00
00
00
.00
00
00
.00
00
00
.00
00
00
.QO
OO
OD
.00
00
00
15
MAX MIN
_0
00
0_
00
00
11
."1
66
-ll.
UG
61
".1
8"3
-16
.18
43
36
.11
81
-36
.11
81
.05
73
-.0
51
3.0
30
1-.
03
07
8.2
58
3-8
.25
83
.02
8"
-.0
20
"
101I
I[S
1al
YS
IIE
AIl
sta
lTT
DtE
xS
IIE
AIl
lIK
Ey
S8
IWl
16
BE
N1
FOR
CES
MAX
"IN
.00
00
.00
00
9.7
7"5
-9·l
74
51
3.3
06
3-1
3.3
06
J2
3.3
86
1-2
3_
38
61
.08
80
-.0
88
0.O
UI
-.0
41
17
."6
54
.-1
.416
54.
.041
36-.
0"3
6
2.5
50
6.5
50
2..5
10
-43
3.7
05
-54
0_
76
3-5
25
.69
9
.00
0.0
00
00
0
.00
0.0
00
.00
0
BA
'LO
AD
11
MA
X1
HIl
i
roR
SI0
1E
JlI
.27
65
-_
21
65
ItO
IEII
T.0
88
5-
.08
95
JI0
1E
Jlt
.10
"3-
.104
.3
l1A
X.
ST
RU
CT
UR
ES
BF.
AR
(TO
PO
FB
AS
E)
FOR
CE
XFO
RC
EY
Ztt
::I1
ER
T
MAX
"IN
00
00
00
00
.03
71
03
71
_037
1-
03
71
-52
5.4
.99
.00
00
00
MAX
"IN
.27
65
.27
65
10
"31
0"3
.08
95
-089~
f'W
t.B
ASE
SHE
AR
(B!A
RI"
GL
EV
EL
)FO
RC
EX
FOR
CE
YZ
tu1
EIi
l'
MA
X"I
N.0
75
6-
07
56
18
.9"5
8-1
8.9
45
81
5.6
91
3-1
5.6
91
3
-"'1
1.8
85
.00
0.0
00
MAX
"IN
.05
62
05
62
Z2_
51
96
-22
.n
06
24
IOU
-26
10
15
LOA
DC
ON
DIT
ION
DE
FIN
ITIO
NC
AR
DS
oLO
AD
III
1.D
O_D
OIII
RE
SP
ON
SE
00
1.0
0
MAX
"IN
MA
X
"IN
MAX
HIN
O.H
Z0
5"2
07
56
-_
07
56
85
0"
-.8
50
6
22
.51
96
~2Z
_51
96
18
.91
15
8-1
8_
96
58
1_5
1Z
"-1
.51
241
241
10
15
-2"
10
15
15
.69
13
-15
.69
13
1_
61
92
-16
19
2
F1
WiE
IDF
IRS
TF
RN
IlE
LO
CA
""""ER
f'llR
CE
S
CO
LlH
iFO
RC
ES
LE
VE
L11
01
FR
AH
!TY
PE
1
LEV
ELID
-.-r.-r.
10
HA
ll
"IN
MAX
"IN
_0
00
00
00
0
.85
0"
85
0"
26
91
-.2
69
7
1.6
19
2-1
61
92
.26
97
-.2
69
1
1_
51
2"
-15
12
"
HA
J(I
lA
XIS
TOP
f01
EN
TBO
TIO
'IER
T9
76
67
13
.29
04
.-9
.74
11
7-1
3.2
90
6
tUlIO
IlA
XIS
toP
ID4
EII
TB
Ot
IDtt
HY
.05
62
.03
00
-.0
56
2-.
03
00
oL
INE
LOA
D
MA
X"I
N
MA
X"I
N
MA
X"I
N
MA
X"I
N
MA
X"I
N
MA
X"I
N
MA
X"I
N
roR
SlO
IIA
LIU
IEIf
r.0
00
0,D
OD
O
.00
00
.00
00
.00
00
.00
00
.00
00
.00
00
.00
00
.00
00
.00
00
.00
00
.00
00
.00
00
10
.95
5"
-10
.95
56
10
.95
5"
-10
.95
54
1
9.70
1101
17-9
.16
11
7
13
18
18
-13
18
18
21
.7
10
1-2
1.7
10
1
21
.7
10
1-2
L1
10
1
13
.03
77
-13
.03
77
13
.93
71
-13_
liI3
11
13
.29
04
-13
.29
04
15
.12
80
-1~.1280
30
.51
17
-30
_5
11
1
30
.51
1'
-30
.51
11
AX
IAL
FOR
CE
23
.43
20
-23
.43
20
33
.~~36
-33
.55
36
33
.55
36
-33
.55
38
23
.43
20
-23
.43
20
2..0
93
4-2
.08
34
14
4"2
42
-14
"11
2"'2
14
4.4
24
2-lu
.42
42
B-1
6
.0"0
1-.
06
01
.04
01
-.0
"0
1
.05
82
-.O
S6
2
."0
18
-.4
10
15
.38
92
38
92
.38
92
-.3
89
2
.02
15
-.0
21
5
.02
15
-.0
21
5
.03
00
~.0
30
0
.21
19
-..2
11
9
.20
81
-.2
08
1
.Z0
81
-.2
08
1
>lA
JllI
IS
IIE
AIl
7.ol
l301
-7.4
13
07
8_
03
00
-8.0
30
0
8.0
30
0-8
_0
30
0
7.4
30
7-7
.43
01
9.1
32
2-9
.13
22
16
.86
58
-16
.84
.58
16
.86
58
-16
.86
58
tUN
OR
SII
EA
Il_
02
18
-.0
27
8
.01
99
-_0
19
9
.01
99
-.0
18
9
.02
18
-.0
27
8
.20
1e
-.2
01
e
.19
27
19
21
.19
27
19
21
11 12
13 " 15 ,. "
MAX
HIN
MAX
HIN
MAX
"IN
MAX
"IN
MAX
HIN
MAX
"IN
MAX
"IN
.29
37
-_
29
37
.z0
51
-2
05
7
_ZO
.H.2
05
1
29
31
29
37
80
15
80
15
_0
00
00
00
0
.80
15
80
15
12
H3
6-1
27
43
6
16
_5
3"1
-1
65
3'"
16
.53
'"~
16
")34
1
12
1J.
36
-12
14
36
J1
75
1-J
.17
51
.61
35
61
35
3.1
01
I60
-31
01
I60
12
.72
98
-12
.72
98
16
_3
10
4-1
6.3
10
"
16
.31
0"
-16
31
06
12
.72
98
·12
_7
29
8
J41
460
-3.u
60
61
35
-.6
13
5
J1
75
1-3
17
51
B-
17
18 '"
IWl
HIN
IWl
HIN
.18
10
18
70
.13
03
13
05
1,5.
,1o,
,0-1
5.1
04
0
25
.92
91
-25
.92
91
18
.9"'
04
-18
.9"'
0",
2•.
08
"7-2
".0
84
7
1H
IN
HA
llH
IN
DO
DO
.00
00
00
00
-14
.5-5
6"
lit
39
37
-lit
59
37
-14
.67
82
111
11
02
-14
71
02
-.7
83
2
2.1
27
'-2
.12
75
-_8
08
4
1.8
61
4-1
.88
74
-.7
23
3
1.6
81
9-1
.6
81
0
-9.4
30
5
9.'
32
9-9
45
29
-.49
111
1.14
119
-1.1
4,.
9
20
21 22 23
2'
PA
IIE
LF
alC
ES
IWl
HIN
H6
XH
IR
H6
XH
IN
IWl
HIR
IWl
HIR
.IJO~
-.1
30
3
.18
70
1117
0
.39
23
-.3
92
3
.00
00
.00
00
.39
23
39
23
25
.82
91
-23
.92
91
15
.70
40
-lS
.70
,U
.07
25
-.0
72
5
.05
30
-.0
53
0
.10
09
10
09
Z•.0
8U
-24
,08
U
18
.84
04
-18
.04
04
.10
08
-,1
00
9
,0$
30
-.0
53
0
.07
25
-.0
72
5
10
11 12 13 " 13
IWl
HIR
IWl
HIli
HA
llH
IR
IWl
HIN
IWl
HIN
IWl
HIR
.00
00
.00
00
.00
00
.00
00
.00
00
.00
00
.00
00
.00
00
.00
00
00
00
.00
00
.00
00
21
.42
73
-21
.42
73
21
.42
13
-21
.U7
3
1'.
59
37
-104
1.39
37
9.8
90
2-0
.69
02
12
.68
71
-12
.68
77
12
.68
77
-12
.68
77
21
.37
96
-21
.37
98
21
.3
78
8-2
1.3
70
6
14
.11
02
-14
.71
02
9.6
75
6-9
.87
56
12
.59
82
-12
.59
82
12
.59
82
-12
.59
82
lIO
.'D
"-1
80
.'9
33
18
0.5
95
3-1
80
.59
.53
2.1
27
3-2
.U1
5
14
.28
,.4
-11
1.2
84
4
23
.34
48
-23
.34
"8
23
.34
48
-23
.34
48
1.1
88
2-1
.76
62
1.1
86
2-1
.76
82
1.8
61
4-1
.86
74
.16
24
-.1
82
11
.121
10-
12
,.8
.12
"8-.
12
"6
1.5
76
11
-1.5
78
"
1.5
76
'"-1
.5
16
4
1.6
81
9-,
.••,
9
.H0
7~.H97
.107~
10
75
.10
15
-.1
01
5
13
.73
76
-13
.13
76
13
.73
16
-13
.13
76
9.41
529
-9.1
1.52
9
6.2
36
1-6
,23
61
8.1
56
8-8
.15
68
8,I
S6
8-8
.15
68
1.0
78
2-1
.01
82
1.0
78
2-1
.01
82
I.H
"9
-I.H
"9
.10
07
10
07
.014
19-.
01
41
9
.07
"9-.
OH
9
FU!X
UR
AL
PA
IlEL'
I1
!XlI
.LQ
AIJ
•1
IWl
1H
IN
TO
P-K
IiE
RT
_DO
DO
.00
00
IlOT
-1U
lEII
T,0
00
0.0
00
0
AX
IAL
-F'O
RC
!3
0.,
US
,-3
9"
_41
55
SII
EA
Il-F
llRI:E
.00
00
.00
00
16
1M
AX
HIR
IIEA
HFO
RC
ES
00
00
.00
00
9.6
90
2-9
.69
02
9.6
15
6-8
.61
56
14
.28
44
-111
.28"
'4.1
82
,.-.
16
21
1.l
it0
7-.
14
87
6.2
36
1-6
.23
61
.10
07
-.1
00
7
BR
AC
IRG
ELEH
FJIfT
'S-
LIS
TE
DIR
SAM
E8E
QU
EI«
:E.A
SII
IPU
Tr-
ax.
I.J1A
DA
XIA
L-F
OR
CE
71
MA
X1
30
_55
03
1H
1N-1
30
,55
03
11
10 " 13
IWl
HIR
IWl
HIR
H6
XH
IN
H6
XH
IR
IWl
HIR
12
0.0
12
4·1
20
.01
24
13
0.5
50
3-1
30
.55
03
12
0.0
12
"-1
20
,01
24
2.2
33
8-2
.23
38
2.2
33
8-2
.23
38
BAY
LQA
IJ1
1IW
l1
HIN
HA
llH
Ili
HA
llH
IN
HA
llH
IN
IWl
HIli
IWl
HIN
IWl
HIli
TIlR
StU
IEII
T.2
79
42
79
4
.00
00
00
00
2190
\27
90\
.11
03
11
03
.07
81
.07
81
.07
81
-.0
78
1
.11
03
-.1
10
3
ItU
IEII
T.1
85
6-
.18
56
.05
99
~.0
59
9
.19
79
-.1
97
9
18
49
90
.-1
8.0
\99
0
23
_0
\17
1-2
3.0
\17
1
23
.41
71
-23
.U7
1
18
.,11
'190
-18
.,1
19
90
JIU
lER
T.]
97
8-
.19
79
.05
09
-.0
59
9
.18
36
18
56
15
57
66
-13
.57
66
25
.25
8"
-25
.25
81
1
25
.25
8"
-25_
2581
1
15
.57
66
-15
.57
66
HEH
BER
FllII
CE
SPI
lAH
E'0
FIR
Sr
Fa
AIlE
LOCA
FIlA
HE
TYP
E1
IWl
HIN
.82
99
-.8
29
92
.45
99
~2.4599
2.6
10
5-2
.61
05
CO
LlH
IFO
RC
ES
oL
IRE
LOAD
H6
XH
IN
LE
VE
LN
O2
TOR
$IO
RA
LI0
1E
IlT
.00
00
.00
00
LEV
l!L1
0-.-
.-.-
.-.
HA
JCIR
AX
ISlO
PI'
DtE
Rt
BO
TtU
tER
T9
.63
09
8.6
12
8-0
.63
08
-9.8
12
8
AX
IAL
FlI
ll:E
l".3
27
9-1
4.3
27
9
HIJ
iOR
AX
IS'lO
PI'D
tEH
TB
OT
fD1
ER
T.1
08
2.0
97
9-.
10
82
-,0
87
8
HA
JCIl
SIIE
AR
6.1
9"'
3-8
.19
40
'
HIII
CII
SIIE
AIl
.08
65
-.0
68
5
10
11
IWl
HIN
HA
llH
IN
IWl
HIN
.00
00
.00
00
82
99
82
99
.41
88
-.4
18
8
39
51
39
51
2_
61
05
-2_
61
05
13
.33
84
-13
.33
84
39
51
-.3
95
1
2."
59
9-2
_4
59
9
13
.31
23
-13
.31
23
\
IWl
HIR
IWl
HIR
H6
XH
U.
IWl
HIN
IWl
HIN
IWl
HIR
1IW
l
.00
00
.00
00
.00
00
,00
00
.00
00
.00
00
.00
00
.00
00
.00
00
.00
00
.00
00
_0
00
0
,00
00
11
.57
51
-U.5
15
1
11..
5751
-11
.57
.51
9.6
30
9-8
.63
09
14
55
64
-14
55
64
20
.38
72
-20
_3
87
2
20
.38
72
-20
.38
72
loll
~56"
11
.39
17
-11
.59
17
11
..5
91
1-1
1.~911
9.6
12
8-9
.61
28
1".6
78
2-1
11
.67
82
20
.32
08
-20
.32
08
20
.32
08
-20
.32
08
1'1
.67
82
21.28~
-21
.28
3%
21
.28
52
-21
.28
52
1....
32
78
-14
.32
78
.18
32
-.7
83
2
80
.82
03
-aO
.c0
3
80
.62
03
-80
.82
03
.78
32
B-1
8
.08
63
-.0
86
3
.08
63
-.0
86
3
.10
82
-.1
0B
2
.80
8'"
B0
8"
.778
1-.
71
81
.77
81
-.7
78
1
.80
8'"
.01
"8-.
07
U
.07
"8-.
07
40
8
.08
79
-.0
97
9
.72
33
-.1
23
3
.88
39
-.6
93
9
.89
39
-.6
93
8
_7
23
3
7.40
132
-7.4
73
2
1.H
32
-1.4
01
32
6.1
94
5-8
.IS
""
9.4
30
S-0
.U0
5
13
.02
16
-13
.02
18
·
13
.02
18
-13
.02
16
9.4
30
5
.05
20
-.0.
5.20
.05
20
-.0
'20
.06
65
~.0
68
5
....9
It1
-.4
B4
1
.41
48
-.401
4roB
.414
184
14
8
.48
41
12
13 " 13 16
11
16
IWl
HIN
HA
llH
IR
HA
llH
IN
HA
llHI
N
HA
llH
IN
IWl
HIR
1H
All
.30
01
30
07
.30
01
30
07
41
88
-.4
18
8
_7.5
911
59
1
.00
00
00
00
.75
91
75
91
26
69
11
."8
09
-11
.48
09
11
1.18
08-1
1.1
.18
09
13
.33
8"
-13
.33
80
\
5_2
26
7-5
_2
26
1
.89
62
~.8982
5.5
83
2-3
.58
32
15
_6
28
1
ll.l
S0
4-1
1.1
50
"
11
.1
50
4-I
I.H
O,.
13
.31
23
-13
.31
23
5.5
83
2-5
_5
83
2
.89
62
-.8
96
2
5.2
26
7-5
.22
67
18
.53
0\3
B-
19
19
20
21 22 23
2'
IK
IN
HA
XK
IN
HA
XK
IN
HA
XII
IN
HA
XH
IN
HA
XK
IN
HA
XII
IN
-_
28
69
.198~
-.188~
18
85
18
85
.26
69
-.2
80
9
."·'
21
-.U
27
.00
00
.00
00
.404
27-.
u2
7
-150
.628
1
28
.S
60B
-28
.56
08
28
.58
08
-28
.'5
60
8
150.
6281
-IS
.62
81
.19
60
-.1
96
0
.08
68
-.0
86
8
.21
58
-.2
15
8
-18
.53
43
26
.30
65
-26
.30
&5
26
.30
65
-26
_3
08
5
18
.53
43
-18
.53
43
.2U
B-
.21
58
.08
88
-.0
86
8
.19
60
-.1
96
0
10
\I 12 13 I'
HA
llK
IN
HA
llK
IH
HA
llK
IH
HA
llH
IN
HA
llII
IN
HA
llM
IN
.00
00
.00
00
.00
00
.00
00
.00
00
.00
00
.00
00
_DO
DO
.00
00
.00
00
.00
00
.00
00
111
11
96
-14
11
90
2L660~
-21
.6
60
3
21
.6
60
3-2
1.6
60
3
14
.17
96
-141
17
96
10
."'
03
3-1
0.4
03
3
lit
.81
21
-14
1.8
12
1
13
.17
85
-13
.11
85
18
.72
82
-lB
.7
28
2
18
.12
82
-18
.12
82
13
_1
78
5-1
3.1
78
5
8.9
35
6-8
.93
56
12
.75
81
-12
.75
81
1.2
64
4·1
.28
""
"1
.67
43
-51
.81
43
~1.6"3
-51
.6
14
3
1.2
84
4-1
.28
4"
4.8
66
6-4
.98
66
8.2
30
"-8
.23
94
2.9
23
2-2
.82
32
2.8
37
6·2
.63
16
2.6
37
6-2
.63
76
2.9
23
2-2
.92
32
.33
04
-.3
30
4
.10
"5
-.1
8""
2.5
31
0-2
.53
l0
2.3
33
S-2
.33
3S
2.3
33
5-2
_3
33
S
2_5
31
0-2.~10
.25
90
-.2
.59
0
.11
10
-.1
11
0
8.8
25
2-8
.82
52
13
.02
85
-13
.0
28
5
13
.02
85
-13
,02
85
8.8
2S
2-8
.82
52
6.2
38
4-6
.23
8"
8.8
93
6-8
.09
36
1.
15
04
-17
59
4
1.6
03
6-1
.60
36
1.6
03
6-1
.60
36
1.
75
04
-1.1
59
'
.19
01
19
01
.11
79
11
79
PA
HE
LFO
RC
ES
15
HA
XH
IO.0
00
00
00
0lo
ll8
12
1-1
118
12
11
2.7
58
1-U
.75
81
9.2
30
"-0
.23
94
.19
45
~.
10
4S
.17
10
-.1
71
08
.S9
38
-6.8
93
61
17
9-
.11
79
rLD
ruR
AL
PA
NE
lSI
CO
l.LO
AD
6I
HA
X1
HIN
TO
P-I
OlE
HT
.00
00
.00
00
BO
T-f
UlE
IIT
.00
00
.00
00
AX
IAL
-FO
RC
E2
20
.11
85
-22
0.7
16
5
SII
EA
lH"C
IIC
Il.0
00
0.0
00
0
16
LM
AXH
IN
BE
AH
FC
IICE
S
.00
00
.00
00
10
.40
33
-LO
.40
33
8.9
35
6-8
_9
35
6'-
.98
68
-4.9
86
6.3
30
4-_
33
04
.25
&0
-.2
59
06
.23
84
-6_
23
8"
.19
01
-.1
90
1
BR
AC
ING
E1...D
'!EIIT
S-
LIS
TE
DII
ISA
HE
SD)l
.JE
NC
EA
SIB
PU
TT
-CO
LLO
AD
AXlA
L-F
OR
CE
71
.KA
X1
31
.34
76
1M
Il-1
31
.34
76
\I
10
H I~
HA
X11
10
HA
XK
IN
HA
XK
IN
HA
XII
IN
HA
XK
IN
12
4.0
40
"0-1
2".
04
14
0
13
1.3
U6
-13
1.3
"7
6
1210
DU
O-1
2'"
0"'''
'0
1u
38
-1U
38
1."
"'3
8-1
.4
43
8
BA
rLO
AD
II
Ho\
XI
1111
1
Ho\
XK
IN
Ho\
XH
IN
Ho\
XH
IH
HA
llK
IN
Ho\
XK
IN
Ho\
XH
IH
TOR
SI<
f1E
lIT
.4U
1-.
41
19
1
.00
00
.00
00
1149
14
"91
.16
17
-.1
61
7
.11
66
11
66
_1
16
61
16
6
.16
17
16
17
IIU
lEH
T.0
61
00
61
0
.09
27
09
27
.12
02
.12
02
10
.28
56
-10
.28
58
13
19
71
-13
79
71
13
79
71
-13
79
71
10
.28
56
-10
.28
58
JIO
lEH
T.1
20
2-_
12
02
09
21
-0
92
7
_0
61
0-.
06
10
8.2
60
5-8
.26
05
17
.02
53
-17
.02
53
17_02~3
-17
.02
53
8.2
60
5-8
_2
60
5
MEM
BER
FOR
CES
fIW
IEID
FIR
ST
FR_
LOC
AF
RN
1ET
YPE
1
HA
llH
IN7
l1tJ
7740
32
03
71
-2.0
37
12
.28
97
-2.2
89
1
CO
LlH
IfO
RC
ES
LIN
EL
QA
D
HA
X11
10
LE
VE
LN
O3
TO
RSI
ON
AL
IUW
IT.0
00
0.0
00
0
LE
VI!
LID
'0'0
-.-0
'.
HA
JOIl
All
IST
OP
I'D
fEH
TB
OT
I'D1
EN
T1
0.2
'55
98
,82
38
-10
.25
59
-8.8
23
8
AX
IAL
FCII
CE
'.0
81
"-"'.001~
KIB
CIl
6X.I
ST
OP
fUlE
IIT
BOT
IOlE
HT
.20
01
.16
60
-.2
06
1•.
16
60
HA
JClIl
SII
EA
II8
.15
41
-6.1
54
1
KII
lllI
lSI
IEA
II.1
20
0-
.12
00
10 \I
HA
llH
IN
HA
llK
IN
HA
XK
IN
.00
00
.00
00
77
.377
t,,3
67
01
67
01
_5
93
65
93
6
2.2
89
7-2
.28
97
7_0
70
0-7
.07
00
59
36
.59
36
2.0
37
1-2
.03
71
7_0
305
-7.0
30
5
Ho\
XK
IO
Ho\
XK
IO
Ho\
XH
IB
Ho\
XK
IB
Ho\
XII
IB
Ho\
XK
IO
Ho\
XH
IO
.00
00
.00
00
.00
00
.00
00
00
00
.00
00
.00
00
.00
00
.00
00
.00
00
_DO
DD
.00
00
00
00
.00
00
13
.03
23
-13
.03
23
13
.03
23
-13
.03
23
10
.25
59
-10
.2.'
55
9
141
21
7-1
'12
17
19
_7
11
7-1
9.7
11
7
19
.11
17
-19
.11
11
14
.12
.11
-14
.12
17
11
.22
9"
-11
.Z2
8"
11
.2.2
8"
-11
.2.2
94
8.8
23
8-8
.82
38
13
12
72
-13
12
12
17
,09
56
-11.09~0
17.0
85
6-)
1.0
9'0
13
.12
12
-13
.12
72
8.28
1oli
-8.2
81
oli
8.2
01
4-8
.28
14
5.0
61
'-~.0615
."U
8-.U~
23
."2
2.
-13
.42
24
23
.42
.24
-23
.42
24
.41
56
-.41
.506
B-2
0
.13:
10-.
13
:10
.13
50
-_1
35
0
.20
61
-.2
06
1
I.D
I5-1
.23
15
1.1
81
2~1.le12
1.1
81
.2-L
Ieu
I.U
I.'
-1.2
31
5
.11
85
-.1
18
5
.11
85
-.1
18
5
.16
60
-.1
66
0
1.0
eO
l-1
.08
01
1.0
21
8-1
.02
18
1.0
21
9-1
.02
78
1.0
80
1-1
.0B
OI
7.8
26
3-7
.82
83
7.8
28
3-7
.82
63
8.1.
5047
·8,1
54
1
8.7
80
0-8
.79
00
11
.81
33
-11
.87
33
11
.81
33
-1\.
81
33
11
.78
00
·8.7
90
0
.08
18
-.0
81
8
.08
18
-.0
81
8
.12
00
-.1
20
0
.74
57
-.1
4.50
7
.10
82
-.1
06
Z
.70
82
-.7
06
2
.74
51
-.7
45
7
12 13 H 15 16
11 18
HA
llH
IN
HA
llH
IN
HA
llH
IO
HA
llH
IO
HA
llH
IO
HA
llM
IN
HA
llH
IN
4521
t-
.45
24
."5
24
45
24
67
01
67
01
.8""
'56
44
5
00
00
.00
00
.64
45
64
"5
'-1
52
41
52
3.1
35
4-3
13
54
31
35
4-3
U5
4
70
70
0~7
01
00
40
07
8-4
00
18
1.3
"90
-13
...9
0
,.6
90
2-1
06
90
2
8.2
39
8-8
_2
39
8
2.9
43
7-2
.94
37
2.9o
li31
-2.9
"3
1
7_
03
0}
-1.0
30
5
4.6
90
2-4
_6
90
2
1.3
49
0-1
.34
90
..._0
078
-,
00
78
10
.19
10
-10
_1
91
0
B-
21
19
1IlA
X.2
83
11
9.7
37
6U
.86
04
IIlN
-.2
83
1-1
9.1
37
6-)
S.B
BO
lt
2.
1IlA
X.2
83
11
8.7
31
61~.
88
0'
HIN
4.2
83
1-1
9.7
31
8-1
5,8
80
4
21
1IlA
X.41~
8.2
.38
81
0.1
91
0H
IN-.
oH
'2·e
.Z3
98
-10
.19
10
22
1IlA
X.1
12
8.0
47
8.0
61
4H
IN-.
11
28
-.0
47
8-.
08
74
23
1IlA
X.0
00
0.1
33
3,1
33
311
1ft
.00
00
-.1
33
)-
.13
33
2'
1I1
AX
.71
28
.08
14
.0"'6
111f
t-.
71
28
-.0
81
4-
.04
76
pAft
EL
FOR
CE
S
PU
lCU
RA
LP
AR
ELS
ICO
LLO
AD
TO
P-t
O£
NT
BO
r-1
UlE
IIT
AX
IIIL
-ro
RC
ES
BE
AR
-Pal
C!
•1
I1A
X.0
00
0.0
00
06
3.9
6'4
.00
00
1H
Ift
.00
00
.00
00
-63
_96
54
.00
00
BR
AC
ING
E1.
fJ'lE
NT
S-
LIS
TE
DIN
SN
tES
EQ
UD
CE
AS
IIi'I
PU
t,-c
oLLO
AD
AX
IAL
-FO
RC
F7
1I1
AX
£1
6.4
84
31
IIlN
-96
.48
43
11
1IlA
Xg
".3
96
1H
Ift
-04
1.3
96
1
I1A
X9
6.4
81
13
111f
t-9
6.'
U,U
I.1
IlAX
9'.
J9
61
IIlN
-94
.39
61
"1
IlAX
.51
H1
HIN
5111
1
13
1I1
AX
.511
011
1H
IN-.
57
}40
•••-_
....
EN
DO
FO
UT
PU
T**
*••*
**
B-2
2
AP
PE
ND
lXC
EX
AM
PL
E1
EX
AM
PLE
WIT
II(I
)3D
·SnE
AR
BU
ILD
ING
(ST
OR
YS
TIF
FN
ES
S)
(1)
EL
AS
TO
ME
RIC
ISO
LA
TIO
NS
YS
TE
M(3
)B
IAX
IAL
EX
CIT
AT
ION
(4)
OU
TP
UT
OF
PE
AK
RE
SP
ON
SE
/~
SIN
GL
Est
OR
YS1
IIU
CY
IlU
IIIY
BW
\StI
HII
.IC
ISC
lIJI
tlC
.S
tStD
I(S
Ill
SD
:nc.
7.'
-E
DII
.10
00
5)
un
luk
ipIn
Aen.~..
lco
nL
r-o
lIDfo~"lan
11
]"1
30
03
88
.20
tnL
eara
tlo
ncc
mL
l'V
lp
ar_
LeI'.
0.0
)·0
.00
11
00
00
10
1n..
....
k.
pa
r-.l
Ara
D.'
0.2
5••rL
hq
uu
.ccm
t.ro
lp
ar_
terw
20
.02
03
8.6
28
up
era
t.n
aC
LlU
'.In
fa.r
a.L
IOll
i.h
....
stl
ffn
•••
272.
308
21
2.S
8]0
16
0\2
02
accen
t..l
ei
toy
•• •• 8u
p.r
at.
ruct.
ure
....
...
0.6
21
0'
22
86
1au
pers
tru
ctu
red
.mp
lna
0.0
20
.02
0.0
2accen
t-ri
cl
loy
of....
o0
ha
111h
t1
80
0l.
aIa
t.le
may
u..
.d
ar..
.aL
llrn
•••
of
11
n••
r_
Iu
tlc
l-.a
.laU
_1178~
o0
00
0b
lla..
....
..0
.62
1'\
22
86
1A
lob
al
dall
lpin
so
00
00
ell
l.ta
llll
u'l
ele
al.
Lo
ra3
3O.16~9
6.39
300
.37
86
O.16~9
1.3
V'
0.3
18
4,
30
_1
65
96_J9~
0_
31
84
01&
588
.39
50
.31
84
,3
0.1
'26
_9
U6
03
67
60
.1'2
5.1
15
80
.36
16
33
0.1
0'2
6_91~6
0_31
116
O.I
Ue.l
uo
0.3
67
1co
ord
inalL
••
of
1.o
lat.
lOD
.1....
UZ
-'OZ
80
-241
02
80
-241
0-2
00
2410
-20
0o
uL
pu
t.p
ar...t.
.r.
I)0
12
J41
co
ord
i.n
at.
.afo
rlo
t..n
t.o
cy
drif
t0
0o
0o
0o
0o
0o
0LO
.dc;;
a5
e
o0
0I
C-I
/
0UTP
lirfll
,.EfO
REX
AU
PLE
:I(E
XA
MP
LEfR
OM
SE
CTI
ON
U•N
CE
ER
't.(
lQ0
5)
.1IlII
r••_
_.
PRD
GIW
13D
-BA
SIS
-TA
BS
...
AG
£N
I:R
AL
PRO
GRA
I11"
mI:
-.L
IRE
AR
DY
NA
MIC
AN
AL
'rSIS
OF
T1I
RE
!D
DlE
JlSI
CII
AL
BA
SE
ISO
lAT
ED
BU
ILD
lMiS
VE
RS
IOII
2.0
FOR
VA
X/S
UN
/PC
C01
PlI
TE
FlS
.S
EP
T.
19
84
DlV
EL
OP
ED
B1
:
AN
DR
EIR
EII
fIIC
IUtI
HIC
lL\L
\KIS
CO
NST
AlfT
llIO
UD
EP
T_
OF
CIV
ILE
llG
II'IE
ER
IRG
ST
AT
EU
IIIV
_O
J'H
nI
YOR
1tA
.tB
UFF
AL
O
SA
TIS
BIi
AG
AlL
UA
IAH
.D
EP
T.
OF
CIV
ILE
RG
IRE
ER
ING
UN
IVE
RS
ITY
OF
I'fl
SS
OU
RJ
AT
OO
LlI
1BIA
RA
TIO
RA
LC
EJIT
ERFO
RE
AR
TH
QU
AK
EE
ftG
INE
ER
IRG
RE
SE
AR
CH
,BU
FF
AL
OS
TA
TE
UJI
IIV
!RS
ITY
Of
HEW
YO
RK
AT
BU
FF
ALO
CO
RT
lUB
UT
IOIf
S=
PA
lIA
GIO
TIS
TS
OP
I!JA
S.
CB
ENL
IA
lfD
R£N
FEH
LI
DE
n.
OF
CIV
ILE
lIG
INL
ER
IRG
ST
AT
EU
NIV
.O
FN
EWYO
IUC.
At
BU
FF
AL
O
........
........
........
........
........
........
.•_....
.....
.V
EA
SIO
If1
.0F
OR
VA
X(P
CC
01
PU
TE
RS
,A
UG
Ust
19
93
DEV
ELO
PED
BY..
.S
AT
ISB
NA
GA
RA
JAIA
BCH
ENL
IA
ND
RE
IH
.R
EIN
HO
RN
AN
DH
ICH
AL
AK
ISC
.C
ON
ST
AliT
lrro
uD
EP
AR
ntE
NT
OF
CIV
ILE
NG
INE
ER
lIIG
ST
AT
EU
NIV
.O
FN
EW
YO
RK
AT
BU
FF
AL
O
RA
TIO
RA
LcD
ITE
RfO
RE
AR
tHQ
UA
KE
.E
HG
IKE
Ell
lAG
RE
SEA
RC
BS
TA
TE
uru
vtR
SIT
YO
FN
EWY
OR
KA
TB
UF
FA
LO
........
........
........
........
........
........
..,.
30
16
,.2
02
eccen
tric
ity
•• •• lIu
pe
cl!
Ilru
ct.
ure
IDII
llll
0.6
21
11
22
86
7au
perl
ltru
ctu
rll
dam
p1!l
80
.02
0,0
20
.02
occo
nu
:lcit
.Jo
f0
IaII
1I
o0
he1
Ah
t1
80
0is
ola
tio
naY
lIt.
ad
ati
latl
lln
ell
.8o
rli
near
_ll
lBU
eis
oB
l.ll
an
IIY
lIl..
o0
00
0b
aa
em
aDlII
O.6
2H
22
86
7slo
bal
dam
pin
So
00
00
ell1
stC
JlZ
Hlr
ic1
llo
lat.
oJ'
1I
))
0.1
6.5
96
.39
.50.
3781
10
.16
59
1.3
US
0.3
18
4)
)
o1
65
96
.39
.50.
3780
41O_16~9
6.3
9.5
0.3
78
.)
)
0.1
42
6,9
15
60
,36
76
0.1
42
6.9l~6
0.3
67
6)
)
0_11
126
.91
56
0_
36
76
0.H
26
.91
56
0.3
67
6co
ord
inate
so
fis
ola
t.io
nel
lllD
8l\
ta2
40
zeo
-2"0
26
0-2
"'0
-20
02"
'0-2
00
ou
t-p
ut
para
mete
ra1
50
12
3'"
co
ord
inate
sfo
rin
tera
t.o
ryd
rift
.o
0o
0o
0o
0o
0•
0lo
ad
CB
seo
00
1
........
........
........
........
........
........
........
........
..,.,..
TH
ISP
RC
GlN
1B
AS
BE
ER
DE
VE
LOP
ED
US
ING
;(1
)PR
OG
RA
I13
D-B
AS
ISD
EVEJ
,OPE
D8Y
...
SA
TlS
"N
AG
AR
AJA
IAH
AN
DR
EI
1'1.
JlE
INlf
OR
NA
ND
MIC
IlA
UJC
ISC
.C
OtI
ST
AN
TIN
OU
D.E
PAR
TH
EH
TO
FC
IVIL
EN
GIN
U:R
ING
STA
T.E
UK
IV.
OF
NEW
YO
RK
AT
BU
FF
AL
O.
(2)
Pll
llG
llH
1E
TA
llSD
EVEL
OPE
DBY
..E
.L
.W
ILSO
NH
,H
.O
OV
EYA
ND
J,
P.
HO
LL
IN,
OE
PA
RtH
EK
TO
FC
IVIL
EN
GIN
EE
RIN
GU
NIV
lllS
ITY
orC
AL
IFO
RIf
I...
.B
ER
IC£L
EY
.
VAX
VE
RS
ION
I1
99
0
SE
PT
DiB
ER
19
74
.R
EV
ISE
DH
AR
CB
19
79
....
....
...
END
OF
HIR
RO
RO
FIN
PU
T.
SIN
GL
ES
TOR
YS
TR
UC
TU
RE
WIT
UE
LA
ST
OfE
R,I
CIS
OIJ
.TIO
RS
YS
TEJ1
(SE
ES
EC
TIC
II7
.3-
NCE:
ER91000~)
sen
era
lco
nt-
rol
info
rmati
on
un
lts
kip
in
TO
TA
LN
UM
BE
RO
FS
TO
RIE
S..
.,
HU
HB
ERO
FD
IFF
.FR
AM
ES..
,T
OT
AL
NU
HB
ER
OF
F'R
AM
ES
.N
UM
BD
.O
FLO
AD
CO
KD
ITIO
MS..
NU
HIlE
RO
FF
RE
QU
EN
CIE
S,
.
••••••••
HlR
RO
RO
FIN
PU
TD
ATA
••••••••
SIN
GL
EST
CH
IYS
1'l
l1O
llR
EW
ITH
EU
ST
Cl1
ER
ICIS
OL
AT
lOfi
SYST
m4:
(SE
ES
EC
TIC
II7
.3-
HC
EER
.9
10
00
5)
unit
.1I
kip
inle
nerl
llC
'on
t.ro
lin
form
at.
ion
l1
3'7~0
38
6.2
.a
inte
ara
t-io
nco
ntr
ol
parm
net.
erl
l0
.01
0,0
01
10
00
02
01
n.-
.:l.
llrk
ap
ara
mete
ra0
.50
.25
earL
hq
uak
.cc
un
t.ro
lp
ara
mete
rs2
0.0
20
38
.62
lIu
pe'r
lltr
uetu
rein
form
ati
on
ah
ear
ati
lln
ess
21
2.5
8Z
7Z
.58
C-2
riOO
FF
LO
OR
S(E
XC
L.
BA
SE
)~O
OF
BE
AR
ING
S,
NO
OF
£IG
£N
VE
CT
OR
SC
ON
SID
ER
i:D
.IN
OD
CFO
RSU
PDlS
TR
l.JC
nJR
ES
tIF
FR
ES
SD
AT
A-
INO
Dt:
..1
FOR
JDS
BIA
R.
BU
ILD
ING
RE
PR
£S
,ll
iOD
..2
FOR
FU
LL
3DR
IP'R
ES
EIl
TA
.TIO
NIN
DE
X-
3FO
RR
EP
RE
SE
lIT
II.T
ION
US
ING
EIG
EH
DA
TA
TIM
ES
TE
PO
FIN
TE
GR
AT
ION
(HE
\oIV
JlK
)-
01
00
[~DEX
FOR
TY
PE
OF
tIM
ES
TE
P.
...
1
IND
EX
II"
lFO
RC
ON
ST
AN
TT
IME
ST
EP
IND
EX
"2
FOR
VA
RIA
BL
ET
IME
ST
EP
GA
MA
FOR
Nn
.tIA
RK
SM
ETH
OD
...5
0B
ET
AFO
RN
E.P
I1A
RK
SM
ETH
OD
Do
25
C-l
TO
LER
AH
Ct:'
fOR
FO
RC
£o
:tfP
UT
AT
IOIi
.R
EFE
RE
NC
EfD
1EN
TO
FC
ON
VE
RG
EN
cE.
HA
XN
lHB
ER
OF
ITE
RA
TIQ
NS
WIT
HIN
T.S
.IN
DD
:FO
RG
RO
UliD
KJT
ION
IRP
UT
.
[ND
EX
•I
FOR
UN
IDIR
EcT
IOti
AL
INPU
TIN
DEX
-2
FOR
.B
IDIR
EC
TIO
NA
LIP
IPU
T
.00
10
10
00
0.0 20 2
2"'-0
00
0-2
"0
.00
0-2
110
00
021
100
00
28
00
00
28
0.0
00
-20
0.0
00
-20
0.0
00
TlH
ES
TE
PO
FR
ECO
RD
LEH
G1'B
OF
REc
oRD
.LO
AD
FAC
TOR..
..A
NG
LEor
EAR
THQ
UA
KE
lPiC
IDE
lCC
E.
.02
01
50
38
.62
.00
....
....
....
..O
UT
PU
TP
AR
AM
ET
ER
S.
TU
lEH
IST
OR
YO
PT
ION
IND
EX..
0FO
RT
IME
HIS
TO
RY
OU
TP
UT
IND
EXc
1FO
RN
OT
IH£
HIS
TO
RY
OU
TPU
T
SU
PE
RS
TR
UC
TU
RE
ST
IFfN
ES
SD
AT
A.
NO
.O
FT
IME
ST
EP
SA
TW
HIC
HT
IME
HIS
TO
RY
OU
TPU
TIS
DE
SIR
ED
rOR
CE
-DIS
PLA
CE
ME
NT
TIM
EH
IST
OR
YD
ES
IRE
DA
TB
EA
RIN
GS
HU
HB
ERED
50
ST
IFF
NE
SS
(TH
RE
ED
IME
NSI
ON
AL
SH
EA
RB
UIL
DIN
G)
FLO
OR
ST
IFF
XS
TIF
FY
27
2.~80
SU
PE
RS
TR
UC
TU
RE
MA
SS..
.ru
x:JR
'IRA
NS
L.
MA
SS
.62
)
SUPE
RST
RU
CT
UR
ED
flHPI
NG
..K
JDE
SHA
PED
AH
PIN
GR
AT
IO(:
Z)
2.0
00
2.0
00
20
00
27
2.5
80
RO
TA
TIO
NA
Ltt
AS
S
22
86
70
00
ST
IFF
R
3016~202.
00
0
.00
0
ED
:E.ti
TX
48
.00
0
.00
0
ECC
ENT
Y
,.,a.
ooo
CO
OR
DIN
AT
ES
or
CO
LUH
NL
INE
SA
TW
HIC
HIN
TE
llST
OR
YD
RIF
TS
AR.
I':D
ES
IRE
DC
OL
LIN
EX
.C
OR
DV
CO
RD
.I
.00
00
00
20
00
00
0J
00
00
00
"0
00
00
0~
00
00
00
60
00
00
0
....
....
....
....
....
...,
."'.
."'O
UT
PU
T"
"~"
"'..
u
HE
[GH
T.
FLO
OR
HE
IGH
T
....
....
....
.E
IGE
NV
AL
UE
SA
ND
EIG
EtiI
VE
CT
OR
S(f
UR
EIGE~
VA
LUE
S
THR
EE
DIH
Ell
SIO
NA
LS
HE
AR
BU
Il.D
I!'IG
RE
PRE
SEN
TA
TIO
N)
....
....
....
18
0.0
00
.00
0
....
....
....
....
....
...
ISO
lJ.T
ION
SY
ST
D1
DA
tA...
CO
LUH
H
.""
I~
,.""
]
1 1012
09
ilJ8
65
131,
57
ElG
Eli
VE
CT
OR
SB
AS
D1A
TH
AS
$.A
TTH
EC
EH
TE
RO
FK
\SS
OF
TH
EB
AS
E'I
RA
NS
l.M
AS
SR
OT
AT
INA
l.H
AS
S
f1A
SS
62
12
28
67
00
0
CO
L_
.ow1
R""
,.<>
'J
I8
81
,16
-.8
84
16
11
15
5[-
02
28
97
01
89
70
1-
2J6
62
E1
7
J1
51
31
15
1Jl
65
18
2[-
02
BA
SEIS
OL
AT
ION
DA
TA
.O
PT
ION
ON
E:
EQ
UlV
AL
EN
fG
LOB
AL
DE
VIC
EP
RO
PD
HIE
S""
"'..
,,,,"
'M
M.
RE
SPO
NSE
:"
..
GLO
BA
LIS
OL
\TIO
ND
EV
ICE
AT
THE
CE
I'IT
ER
OF
MA
SSX
LIN
EA
RS
TIF
FN
ES
SIF
/LI
VIS
CO
US
DN
1PII
'IG
(F/L
/TI
.00
00
.00
00
00
00
00
00
OF
THE.
BA
SE
.R
,DO
DO
.00
00
EC
X
.00
00
.00
00
OCY
.00
00
.00
00
MAX
RE
tD
ISP
AT
THE
CE
NT
ER
Of
HA
SSO
ffL
OO
RS
(WIT
HH
ES
PIX
TT
OT
HE
BA
St:
)fl
OO
RX
OIS
P'(
O]S
PR
OT
ti(r
ad
)
.ELE
HE
IiTT
YP
E•
12
7'0
11
97
00
01
Eu.
sTC
J1£R
.IC
/DA
HP
ER
FOR
CE
ISO
LA
TO
Ri\
LP
FA
X-D
ISP
lAC
fl'f
ER
TL
OO
PPA
RA
HE
TE
RS.
AL
PFA
YY
IEL
DFO
RC
EX
YIE
LD
FOR
CE
YV
IEL
DD
ISP
LX
YIE
LD
DIS
PL
.Y
MAX
HIT
ER
ST
OR
YD
RIF
TST
OR
YX
DS
fY
OS
TT
IME
XD
RIF
TIF
L.
HT
.(1
)T
IME
YO
RIF
T/f
LH
T(1
)
.16
59
01
65
90
1"2
00
14
02
00
BE
AR
HIG
LO
C"r
ION
BE
AR
ING
x
16
59
01
65
90
1"2
00
1041
200
6.3
BS
OO
6.3
95
00
6.9
15
60
691
~60
6.3
95
00
6.3
95
00
6.S
n6
06
91
"60
C-4
3J6
II0
.37
8"0
J67
60
36
16
0
37
8,,
037
8110
.36
76
0J6
16
0
00
00
00
00
," ,,.
,'<
07
07 01
J2
2
J2
2
J2
2
C-5
07
07 01
00
00
00
00
00
.00
," ,,.
,,.
01
.01
07
3.2
2
3.2
2
l.2
2
07
07
'07
HA
X.
DIS
P.
AT
THE
CEN
TER
OF
P1A
SSO
FB
ASE
XD
ISP
'tO
ISP
RO
TtI
J..
32
-3.2
67
.00
2
HA
XR
ES
ULT
AIlT
DIS
P_
AT
THE
CE
NTE
RO
FH
.\S
SO
F8A
SE
TIM
ER
ES
.D
IsP
XC
OtP
.y
CC
I1P
3.2
ltO
J.9~O
25,
"8-:
L0
19
KILX
RE
SU
LH
JIt
BE
AR
ING
DIS
PB
EA
RIN
GrI
riE
MA
X.
DIS
PA
PlG
.W
ITH
XA
XIS
55
JO3
.26
0.3
2110
5_5
80
3_3
76
10.0
13
Itlo
7l
40
25
-_
"98
-10
57
.81
13••
MAX
BF.
AR
ING
DIS
PIN
XB
EAR
ING
TIH
E.....
.D
ISP
X
"),5
60
2.9
87
.55
60
29
87
5_
60
03
76
8.5
60
03
76
8
MAX
BEA
RIN
GD
ISP
INY
BE
AR
ING
TlH
E.....
.D
ISP
V
'.0
·3.0
98
3'0
-]
60
lt3
00
-J6
04
'.0
-]
09
B
......
TO
TA
L"e
el
AT
CE
NT
ER
OF
HA
SS
OF
FLO
OR
SFL
OO
RA
CC
L.
XA
CC
LY
AC
CL
.R
-53
_5
73
11
15
01
05
79
65
-0
79
59
1
MAX
STO
RY
SH
EA
RST
OR
YT
IME
")54
.0
X'S
HE
AR
-33
29
0
TIH
E
11_
80
0
YSI
IEA
Il
3L
35
5
I'IA
X_
STR
UC
TU
RE
SK
L\R
(TO
PO
fB
AS
E)
fOR
CE
XFO
RC
Ey
Z.tO
iEH
T
-)J
29
03
1_
35
5-1
82
00
09
MA
X_
BA
SESH
EA
R(B
EA
RIN
GL
EV
EL
)FO
RC
EX
FOR
CE
Yl
!"D
€H
T
')6
86
7-5
31
05
31
55
.10
11
~"
END
orO
UTP
UT
'"
C-6
SIX
STO
RY
R.
C.
ST'R
l.IC
TUR
EW
ITH
LE
AD
-RU
BB
ER
IlEA
1lII
1GIS
QlA
rial
BI'
S1'
DI
(sa
:S
EC
rIC
il•
--.
zza
11
-00
0')
lliu
l.l
l.o
ns-_
t-.[
"&A
l!n
,era
l(;
00l-
1"01
lDrO~t.lon
26
62
21
00
09
.81
0.u~r.l[.ruct
..r.
lnfo~t.IOII
II
IL
nte
&r_
l.lo
nccm
t.to
lIM
r_
t.ere
0.0
10
.00
11
00
00
2.0
1p
.-rll
_L
ha
d0
.,5
0.2
.,5
e.r
thq
u..
..co
ntr
ol
p&
I'-
.t..
ra
I0
.02
80
1.8
1
.ooo~z'
00
.00
01
12
30
0.0
01
33
3a
0.0
01
.81
00
.0O
Dln
00
.00
10
72
0a
.00
11
00
.00
2.1
18
00
.003U~
00
.OO
4U
I0
0.0
0,"
,a
a.0
0..
...
a0
.00
12
51
00
.00
18
&1
a0
_GO
U51
10
0
.00
03
00
6.0
00
4.5
57
.00
05
20
1.G
OO
Sl3
•.0
00
1"
.00
07
17
5.0
00
1.0
01
01
l.0
01
12
3.0
01
23
8.0
01
35
.00
Ual
.00IZ~1
.00
UZ
80
01
60
8
••••••••
sup
ll["
eL
rucL
ure
In
(o
····
····
····
··..
•6
sl-
Ol"
yin
Co
3.2
J"ii
_66S
15
61
.3III
.n
6.11
1~
sto
r-y
info
3.2
3~.66~
13
61
.3B
.U6
.8"
aLo
ryln
ra3
.23~.ti6j
15
61
.1Ii
I.U
8.9
3sto~
info
3.8
39
.2'5
0n
Ul
9.1
56
.12
.LO
ryL
nfa
3_
24
1.9
18
lBJ3
_1
B.n
B.9
1sL
ory
lnfo
3.J
36
..51
11
60
19
.13
15.1
fr_
da
Le
flu
me
co
ot.
tol
par.
..
t...
..1
6)6
212
2Ii
0'"
0co
lUD
lll
11
ne
co
ord
10
02
06
_8
SJ
013.~
•3
.'5
05.
l"~
6.8
5-
ri3
"SIl
_S
11_
05.
01
J0
56
.8S
9J0
5l3
.s10
9_
"S6
_8
51
11
065
.0
12
10
.65
6.8
S13
10
65
13..
5...
.IL
85
6_
85
U..
.2
5a
16
1"2~
6.8
5IJ
14
25
U.5
18
15
_5
56
_8
51
91
18
50
20
11
8:J
6.8
521
1185
8.9
52
21
1.8
51
3.5
23
00
.8.5
24
02
_3
25
03
.1U
11
_8
51
0.8
.52
J0
10
_8
.521
13
_"5
10_8
502
91
.05
IO.1
S)0
10
M1
0.8
531
h2
510.8~
32
1,,"
),]
133
10
53
_1
)41
06
"3
.13
5h
.B3
.13
6IJ
85
3.1
t:o
b-.
.p
rop
el'
..'..
.I
2.6
00
00
0.0
1.0
6_0
11.0
00
12
03
2.2
.60
00
00
09
.01
.01
.00
10
11
1,]
21
10
00
00
.1.0
8.0
1.0
0131
41..
26
00
00
0II
.01
.08
.00
11
02
.51.
&00
000
09
.08
.01
.00
11
81
6;1
60
00
00
II.0
1.0
9.0
0111
111
2.6
00
00
01
2.1
.1.0
02
08
18
;16
00
00
0H
.11
.11
.00
Z'1
III
2.8
00
00
0IS
1J
II.0
02
81
11
02
60
00
00
11_1
4114
1.0
0'4
11
111
2.6
00
00
0.1
8U
.U
.Da
sat..
122
60
00
00
21
6JI
.00
4.1
11
112.
6000
001
2..
1I
.00
2U
Ii"
26
00
00
014
12.
12
.00286~
UZl
iOO
OO
OIi
iIl
II.0
0ls
8
EX
AM
PL
EJ
EX
AM
PL
EW
ITII
(1)
FU
LL
JO-5
UP
ER
ST
RU
CT
UR
E(D
EA
M-C
OL
UM
N)
(1)
EL
AS
TO
ME
RIC
ISO
LA
TIO
NS
YS
TE
M(3
)U
NIA
XIA
LE
XC
ITA
TIO
N(4
)O
lTfP
lTfO
FP
EA
KR
ES
PO
NS
E
Arr
EN
DlX
D
D-I
.00
70
31
""
20
0.0
10
13
""
20
0.0
71
58
""2
00
.01
23
3,.
"2
00
_014
182
""41
20
0.0
02
66
14
"2
00
162
60
00
00
.18
.U.1
517
26
00
00
0.2
.11
.11
18
26
00
00
0.2
3.1
8.1
81
92
60
00
00
.25
.21
.21
20
26
00
00
0,2
8,2
3.2
32
12
60
00
00
.3.2
5.2
52
22
60
00
00
.33
.21
.21
belD
pro
pert
ies
12
80
00
00
.13
.00
18
98
22
60
00
00
.19
.00
51
21
32
60
00
00
.36
,01
12
"II
26
00
00
0.2
.00
'51
15
26
00
00
0.2
1.0
06
02
16
26
00
00
0.1
1.0
05
80
3be
am.
locat.
ion
11
11
23
00
0Jl"3
00
00
11
",.
00
00
J1
,.5
00
00
22
51
50
00
22
56
00
00
33
62
30
00
33
63
00
00
33
6"0
00
03
36
50
00
0"4
12
30
00
""'7
30
00
0,.,.7
40
00
0",.7
50
00
05
58
15
00
05
58
60
00
06
69
23
00
06
69
30
00
06
69
40
00
06
69
50
00
07
71
12
30
00
11
U3
00
00
71
11
'00
00
77
11
50
00
08
81
0J
50
00
88
JO6
00
00
99
132
J0
00
99
133
00
00
99
0,.0
00
09
91
35
00
00
10
10
12
1,
00
010
10
12
00
00
01
01
012
00
00
011
111
52
30
00
1111
153
00
00
11
11
15
,.0
00
01
11
11
55
00
00
12
12
J41
It0
00
12
12
1"
00
00
012
12
H0
00
00
131
J17
23
00
01
313
11J
00
00
1313
11It
00
00
13
13
11
50
00
014
lit
16
15
00
Q
I"lit
16
60
00
01
5U
19
23
00
01
515
19
30
00
01
515
19
,.0
00
01
515
195
00
00
16
16
18
15
00
01
61
61
86
00
00
17
11
22
23
00
011
172
23
00
00
11
172
2"
00
00
1717
22
50
00
01
81
820
06
00
019
193
62
30
00
19
193
6J
00
00
19
19J6
"0
00
01
91
93
65
00
00
20
20
212
J0
00
20
20
21
30
00
02
020
21•
00
00
20
20
215
00
00
2121
26
36
00
a
.00
42
95
.00
58
03
.00
73
96
.00
89
58
.01
10
4.0
13
13
.01
52
1
_0
01
18
6.0
02
66
7.0
03
79
1.0
05
20
8.0
06
03
2.0
00
.01
14
"
.00
36
48
00
.00
41
61
00
.00
"68
80
0.0
05
20
80
0.0
05
72
90
0.0
06
25
00
.00
67
11
00
0-2
colt
mlf
llo
cu
tIo
nJ
9..
62
55
32
6~
02
15
02
85
a3
96
3J
H6
3
"U
13
"J2
10
"14
70
"1
57
05
19
83
52
28
05
2"
80
52
68
06
99
36
109
06
11
90
61
29
01
10
11J
1H
IlO
1..
.1
10
11
51
10
81
91
03
82
11
00
823
10
08
26
10
09
913
39
10
13
09
11
130
91
21
30
100
126
119
15
31
11
11
50
11
13
15
011
H1
50
121
9H
312
21
lit
012
23
loll
012
25
loll
01
39
l'
"13
10
11
01
31
21
70
loll
01
66
15
1119
J15
12
19
015
151
90
151
61
90
161
118
J16
20
J80
16
22
16
016
25
18
01
79
22
317
10
22
017
11
220
171
32
20
18
02
06
19
91
5J
19
11
15
01
9l2
15
01
91
31
50
20
018
621
031
62
20
11
623
0...
62
.0
32
62
50
J26
26
03
16
27
026
62
80
29
62
90
30
63D
031
63
10
26
63
20
336
JJ
03
46
H0
35
63
50
36
6]6
0]5
6p
an
el
info
61
23
26
DO
GO
O0
_H
30
01
07
D.I
H1
13
10
00
0-3
5I
23
26
00
00
00
.lI
t30
.01
01
°12~
11
31
00
0~
12
32
60
00
00
0_
H3
0.O
lD1
012
1,1
13
10
00
31
23
26
00
00
00
.H3
0.0
10
10
.12
41
13
10
00
2.1
23
26
00
00
0O
.H
30
_01
07
O.
L24
11
31
00
01
12
32
60
00
00
0,1
U0
.01
07
0.1
24
11
31
00
06
23
24
26
00
00
00
.20
30
.03
08
0.1
16
11
31
00
050
23
24
26
00
00
00
.20
30
.03
08
0.1
16
11
31
00
04
23
24
26
00
00
00
.20
30
_03
08
0.1
76
11
31
00
03
23
24
26
00
00
0O
.Z
03
0.0
30
8O
.1
76
11
31
00
02
23
242
60
00
00
0.2
03
0.0
30
80
.17
61
13
10
00
12
321
,2
60
00
00
0.2
03
0.0
30
80
.11
61
13
10
00
62
42
52
60
00
00
01
20
.00
64
0.1
01
1U
31
00
05
24
25
26
00
00
00
_1
20
00
64
0.1
01
11
13
10
00
42
42
52
60
00
00
0.1
20
.00
64
0.1
04
11
31
00
03
24
2~
26
00
00
00
.12
0.0
06
11
0_
10
41
13
10
00
22
42~
26
00
00
00
.12
00
06
40
.10
41
13
10
00
12
42
52
60
00
00
0.1
20
.00
64
0.1
0"
11
31
00
06
25
22
60
00
00
0.5
63
0.6
59
o."'
89
11
31
00
05
Z~
22
60
00
00
0.5
6J
0_
65
90
.40
89
11
31
00
0"
2~
22
60
00
00
0.5
63
0.6
59
0_
48
91
13
10
00
32.5
02
26
00
00
00
..50
630
.65
90
.48
91
13
10
00
22
52
26
00
00
0o.
~63
0.6
59
0.1
18
91
13
10
00
12
52
26
00
00
00
.56
30
.6.5
09
0."
'89
11
31
00
03
10
12
26
00
00
00
.24
0.0
28
80
.20
91
13
10
00
2LO
122
60
00
00
0.2
'"0
.02
88
0.2
09
11
31
00
01
10
12
26
00
00
00
24
o.0
28
8o.
Z0
91
13
10
00
J1
21
"2
60
00
00
0.3
60
.0"'3
20
.31
31
13
10
00
21
216
26
00
00
00
.36
0_
04
32
0.3
13
11
31
00
01
12
142
60
00
00
0.3
60
0"3
20
.31
31
13
10
00
61
82
02
60
00
00
0.4
60
.20
27
0."
11
31
00
05
18
20
26
00
00
00
."'6
0.2
02
70
.41
13
10
00
'"1
82
02
60
00
00
0.4
60
.20
27
0.4
11
31
00
03
18
20
26
00
00
00
.69
0.3
0"2
0.6
·1
13
10
00
21
82
02
60
00
00
0.6
90
.30
62
0_
61
13
10
00
11
82
02
60
00
00
0.6
90
)0"'2
0_
61
13
10
00
22
12
62
60
00
00
02
85
00
85
70
.24
81
13
10
00
121
26
26
00
00
00
.28
50
.08
51
0.2
1,a
11
31
00
06
26
22
26
00
00
00
39
80
_2
32
60
:310
61
13
10
00
52
62
22
60
00
00
0.3
98
0.2
32
60
_340
61
13
10
00
42
62
22
60
00
00
0_
39
80
.23
26
0_
3"6
1L
31
00
03
26
22
26
00
00
00
.39
80
.23
26
03
'61
13
10
00
22
62
22
60
00
00
0.3
98
0_
23
26
0.3
10
61
13
10
00
12
62
22
60
00
00
0.3
98
02
32
60
.3'6
11
31
00
0fr
am
eL
ocat.
i0n
card
11
00
0su
pers
tru
ctu
red
lllD
pin
s0
.05
00
50
_0
50
.05
0.0
50
.05
t.o
cen
ter
of
mass
o o o o oo
0h
ei8
ht.
LOd
ille
ren
tflo
or
on
db
ase
20
.31
1.1
13
.91
0.7
6.9
3.1
0..
....
....
....
....
....
....
....·i
llo
lat,
lon
lIys
tl!l
lUd
ata
.
.stl
Cfn
eS
5d
ata
for
lin
ear
ela
st-
lcI.
so
latl
on
ayat
.1llD
I.o
00
00
mass
dat.
ao
Ct.
he
baso
36
.51
11
60
18
lob
a!
dam
p1
nS
data
o0
00
0h
ysL
ere
Llc
ele
men
tC
or
ela
aL
om
eri
cb
8l1
cir1
3a
JJ
0.l
u0
1~.909
0.0
0"'
35
30
.14
60
15
.90
90
.00
""3
53
JJ
0_
1"""0
15
_9
09
0_
00
4,3
53
0.l
lto
40
15
90
90
00
11
35
3J
J0
_1
10
65
3_
6""
0.0
05
23
20
.14
65
36
10
0_
00
52
32
JJ
01
53
87
_1
32
0.0
07
06
10
.15
38
7.1
32
0_
00
10
61
JJ
0_11
i1l0
75
.90
90
.00
'35
30
lu0
75
_9
09
0.0
04
35
3J
J0
.15
38
77
32
0.0
01
06
10
.15
38
17
32
0.0
01
06
1J
J0
.15
38
1])
20
.00
70
61
01
53
81
.73
20
_0
07
06
1J
Jo
14
40
15
90
90
.00
43
53
0.1
41
10
75
.90
90
.00
"3
53
JJ
D-
4
o1
66
5J.
6"
0_0
05
23
20
.1"'6
5J
610
00
05
23
2J
Jo
11,4
075
.90
90
OO
U5
30
_1
4"'
07
5.9
09
0.0
04
35
3J
J0
.15
38
1.1
32
0.0
01
06
10
.U3
81
73
20
.00
70
61
JJ
0.I
U0
75
.90
9o.
ooll
n)0_
1"'
'''0
75
.90
90
.00
43
53
JJ
o1
"'6
53
.6"
0.0
05
23
20
.1"6
5J.6
40
.00
52
32
JJ
0.1
41
10
75
.90
90
.00
11
35
]0
.14
40
75
.90
90
.00
43
5]
JJ
0.1
53
87
_1
32
0.0
07
06
10.1~)8
7.7
32
00
07
06
1J
J0
.15
38
7.1
32
0.0
07
06
10
.15
38
7.7
32
0.0
07
06
1J
J0
.15
38
7.1
32
0.0
01
06
10
,15
38
7.7
32
0.0
07
06
1J
J0
.IH
01
59
09
0.0
04
35
30
.IH
07
5.9
09
0_
00
"3.5
03
JJ
0_
n3
81
.13
20
.00
10
61
0.1
53
81
13
20
.00
70
61
JJ
01
"""'
01
5.9
09
0_
00
US
30
.14
40
15
.90
90
_0
0"3
53
JJ
0.1
"'1
10
75
.90
90
.00
43
53
0.1
44
07
5.9
09
0.0
0.3
53
JJ
0.1
","
,,0
15
_9
09
0.0
04
35
30
.IU
07
5.9
09
0.0
01
13
53
co
ord
inate
sC
or
tso
l,ll
I.io
nele
men
tll
-9.1
5-6
.9-9
.15
-0.0
5-9
_1
56
_6
~5
.7
-6.9
-5_
1-0
.05
-.50
.16
.6'2
.1-6
.9-2
.1-0
_0
5-2
,1
6.6
0.3
-00
51
5-6
9L
5-0
.05
1_
56
.62_
1-0
.05
5.1
-6_
9~L
1-0
_0
5'5
16
_6
6."
-0.0
5B
7-6
98
7-0
05
8_1
2_
18
16
_6
ou
tpu
t.p
ara
mete
rsL
50
12
JIt
Inl.
ers
Lo
ryd
rIft
96_
75
-9-6
_1
5
o0
o0
o0
o0
load
CA
sed
efl
n1
Lu
mo
00
1
D-
5
CD
I1R
IBU
TlO
llS
,
••••••••
I1II
IR£
IIO
FI.
PU
TD
AT
A••••••••
VlR
SIl
lI1
.DP
llIl
VA
X/P
ClD
lPII
T!R
S.
AU
GU
ST1
88
3
........
....••..
........
........
........
........
........
........
......--
-
.00
05
62
50
0.0
00
89
23
00
.00
13
33
00
.00
18
98
0°
,00
06
75
0a
.00
10
72
0a
.00
16
00
.00
2.2
18
00
.00
31
25
00
.00
US
90
0.0
05
"0
0.0
06
86
6°0
.00
12
51
00
.00
18
87
a°
.0026~
a0
.00
38
"80
0.D
OU
Bl°0
.00
"68
80
0.0
05
20
80
0.0
05
72
90
0.0
06
25
00
.00
87
11
a0
.00
03
90
6.0
00
"55
1.0
00
52
08
00
D5
8S
9.0
00
67
5.0
00
18
75
.OO
OS
.00
10
13
.00
11
25
.00
12
38
.00
13
5.0
0H
63
.00
12
51
.OO
H2
9.0
01
60
8.0
01
18
6.0
02
66
1.0
03
19
7.0
05
20
8.0
08
93
2.0
09
.01
lU
00
10
31
""
20
0_
01
01
3""
20°
.07
15
8...
20
0.0
12
33
"..
2a
0.0
1'8
2•
II2
00
.00
26
67
II,
20
0
_0
00
82
03
.00
10
81
,00
13
'1.0
01
80
2.0
01
16
1.0
01
61
1.0
02
06
1.0
02
51
1.0
02
96
1.0
03
"11
.00
38
61
.004
1311
.00
21
51
.00
28
65
.00
35
8.0
0"2
95
.00
.58
03
.00
73
96
.00
e9
58
.01
10
".0
13
13
.01
52
1
3.2
]5,.
66
51
56
1.3
9.1
56
.9.5
sto
ryIn
[o3
.23
5.6
65
15
61
.39.1~
6.9
4st
.ory
lnfo
3_
23
5.6
65
15
61
.79
.15
6.9
3sto
ryin
foJ.8
39
.24
51
11
89
.15
6.9
2II
tory
inC
o3
.24
1.9
18
18
35
.19
.15
6.9
1.l
Ito
ryIn
foJ.7
36
.57
11
60
19
.15
6.9
fram
ed
atil
.!r
8ll
leco
ntr
ol
pU
lIID
Ote
re1
63
62
12
26
0u
0co
Lum
n1
1n
oco
ord
10
02
a6
.85
Ja
13
,5
""3
.45
05
3.4
56
.85
63
.45
13
.57
7,0
5a
87
.05
6.8
59
7.0
51
3.5
109
.'5
6.8
5II
10
.65
01
21
0_
65
6.8
513
10
.65
13
.51
"1
18
56
.85
l~
14
.25
01
611
1.25
6.8
517
111_
251
3.5
18
15
.55
6.8
519
17
.85
02
01
7.8
56
_8
521
17
.85
8.9
52
217
85
13
.52
30
0.9
52
40
,2
.32
50
3.1
26
178
51
0.8
527
01
0.8
52
8J
"51
0.0
52
97
05
10
.85
30
10
.65
10
.85
31
14
.25
10
.85
32
J.4
53
.1JJ
7,0
53
_1
]/I
10
.6"
3_
13
51
".2
53
.13
61
7.8
53
.1co
lum
np
rop
ert
ios
12
60
00
00
.08
.06
.06
22
60
00
00
.09
_01
.01
:32
60
00
00
1.0
8.0
8./r,
26
00
00
0.1
1.0
9,0
95
26
00
00
0.0
9.0
8.0
86
26
00
00
0.1
1.0
9_0
9J
26
00
00
0.1
2.1
.18
26
00
00
0.1
'1.1
1.1
19
26
00
00
01
5.1
3.1
31
02
60
00
00
.17
.U.1
"1
12
60
00
00
_18
15
_IS
12
26
00
00
0_2
..1
6.1
613
26
00
00
0.1
2.1
.111
12
60
00
00
.1't
.12
.12
152
60
00
00
.16
.13
.13
162
60
00
00
.18
.15
.15
L72
60
00
00
_2.1
7,1
718
26
00
00
0.2
3,1
9.1
91
92
60
00
00
.25
.21
.21
202
60
00
00
28
.23
.23
212
60
00
00
.3.2
5.2
52
22
60
00
00
.33
.27
.21
beam
pro
pert
,ie.
12
60
00
00
.13
.00
16
96
Z2
60
00
00
.19
.00
51
21
J2
60
00
00
.36
.01
12
",
26
00
00
0_2
.00
55
71
52
60
00
00
.21
00
60
21
62
60
00
00
17
.00
58
03
SE
P'!D
IBE
R1
91
4.
REV
ISED
fVJt
CH
19
19
VA
XV
DS
ICII
.1
99
0
SA
TlS
BIl
AG
AM
JAlA
BCI
IEII
LI
AR
IIR
EI
H.R
lI_
AR
DH
ICH
AU
JC.I
SC
.C
OtI
StA
llT
INO
UD
EPA
RTI
1EH
TO
FC
IVIL
EN
GIN
EE
RIN
GS
TA
TE
Wil
Y.
OF
HEW
YO
RX
At
BU
FF
AL
O
IBIS
l'IlO
GIW
lB
AS
Il!E
IlD
EV
EL
OPE
DU
SII
''''
(1)
PRO
GRA
M3
D-R
AS
19
DEV
ELO
PED
BY".
SA
TIS
aH
AG
AR
.UA
lAB
AR
IIR
EI
H.R
lI_
AII
lltII
C11
A1.
A1<
ISC
.C
XII
ST
All
TII
Dl
DE
PA
RtH
EH
TO
FC
IVIL
Ell
GlR
ER
IRG
ST
AR
UN
IV.
OF
MEW
YQ
RXA
TB
UFF
ALO
.(2
)P
Ra
iRA
I1E
TA
BS
Dtv
EU
JPE
DBY
E_L
.W
ILSO
Ns.
s.D
OV
EYA
ND
J.
P.
IIJL
Lln
.O
E'A
RT
HE
IfT
OF
CIV
ILE
NG
lRE
ER
l1«i
UR
IVE
RSI
TY
OF
CA
LIF
CR
IiIA
,B
ERK
ELEY
.
DEV
ELO
PED
BY
sill
S!l
III
R.
C.
ST
RU
CrU
Il!
lilT
SL!
AIl-R
UIlB
!RB
!AB
IIG
IS0
1A
TII
IIII
YS
1DI
IS!!
su:T
10
II8
-Il
C!!
Un
lut.
on
l-m
et,e
nIm
en
lco
nu
ol
Info
r..n
..I.o
n2
IIII
12
10
00
II.I
IID
lup
erl
t.ru
ctu
reIn
farm
at.1
Gn
11
1ln
t.e.r
at.
10
Dco
nt.
rol
p_
,ram
ete,
r.D
.G!
0.0
01
10D
DO
10
1n
.-.D
._
thad
D.'
0.2
'.U'~.
C10
1l1t
rol
pII
UII
Mlt
enI
a.az
eo11
,81
••••••••
lup
erl
tru
ct,
ur.
info··
··.··••
••••·•·
5It
.oQ
'1
0[0
OU
TPU
TF
ilE
FOR
EXA
MPL
E3
(EX
AM
PlE
FRO
MS
EC
TIO
N'·
NC
EE
R81-OOO~)
RA
TIO
IIA
LC
ElfT
ER
FOB.
EA
RT
HQ
UA
KE
EH
GIN
U::
:R.H
lOU
SE
AA
CB
ST
An
UJl
IVE
RSI
TY
OF
HEW
YO
RKA
TB
UFF
ALO
,All
AG
IOT
IST
'SO
PI1.
AS.
CB
DI
L1
AIID
IlI!
BF
!II
LI
DE
Pt.
OF
CIV
IL_
11
IE!I
lI1
IDS
TA
T!:
Ult
IV.
OF
RW
YaI
IA
TB
UF
FA
LO
PB
CIG
IWt
3D
-BA
SIS
-TA
BS
..,A
GD
IER
AL
PR
OG
IWt
rat
IDIL
IIIE
AR
DY
lWlI
CA
1IA
LY
aIB
OF
rmw
:D
DlE
1IS
IllU
LIW
IEIS
OL
AT
ED
BU
ILD
IIIG
S
VlR
Sll
II2
.0I'
tIl
VA
X/B
Ull/
PClD
IPU
T!I
IS.
SE
Pt,
1_
DEV
ELO
PED
BI,
AII
IlIlII
IR
lI_
.tII
C11
A1.
A1<
IBC
XII
BT
AllT
IIIC
UD
EP
t,O
FC
IVIL
EIl
OII
IEE
R1I
GS
TA
n;
Ull
IV.
OF
RE
lIY
lIlI
:A
TB
UFF
AL
O
SA
nD
IIA
GA
IlA
JAiA
B.
DE
PT
.O
FC
IVIL
EIl
OII
IE!I
lIII
DU
llIV
!ll8
InO
Ft1
18S
l1U
RI
AT
Cll
UII
IIIA
IIA
na
w.
C!I
IRR
I'tI
l!A
RTB
QU
AIC
!!l
lGIl
IE!I
I1l1
DR
IS!A
IlC
II.B
UF
F..
.,ST
ATE
UJl
lVE
llSIT
YO
FIIE
WY
ORK
AT
BU
FFA
LO
........
........
........
........
........
........
........
.•.....•
.._.
...__
__.
_.._..
........
.•..•...
........
........
......•.
-._._
_--
.
0-6
0-7
belll
Dlo
cll
t.to
n1
14
23
00
01
1"3
00
00
11
'"4
00
00
11"~0000
Z2~1~000
22~80000
33
82
30
00
33
63
00
00
33
84
00
00
33
65
00
00
...
72
30
00
....
,3
00
00
41",
741
00
00
44
1.5
00
00
5.5
81
50
00
~~860000
66
92
30
00
66
93
00
00
66
94
00
00
66
9.5
00
00
77
11
23
00
01
71
13
00
00
71
11
40
00
01
11
15
00
00
88
10
1.5
00
a8
81
06
00
a0
99
13
23
00
09
91
33
00
00
99
13
41
00
00
99
13
50
00
010
10
12
14
0a
01
01
01
20
00
00
10
10
12
00
00
011
111
52
30
0a
111
11~
.30°a
01
11
11
5"0
00
01
11
11
55
00
00
121
214
1•
00
01
21
21
"0
0°0
012
12
160
00
00
13
13
11
2.3
a0
01
31
31
13
00
a0
13]J
11
..0
0a
013
13
11
.50
00
014
141
61
50
00
1.
H1
66
00
00
151
51
92
30
00
151
51
9J
0a
a0
151
51
9"
00
00
151
51
95
00
00
161
61
81
.50
00
16
16
16
60
00
011
172
22
30
00
1717
22
30°a
01
71
12
2.0
00
017
17
22
50
00
018
18
20
06
00
01
91
93
62
]0
00
191
93
6J
00
00
191
93
6•
a0
00
191
93
65
00
0°
20
20
21
23
a0
02
0ZO
21
30
00
020
20
21
"0
00
02
0ZO
21
.50
aQ
a21
21
26
36
00
0co
lum
nL
ocati
on
19
•6
2~
53
26
.50
21
.50
28
500
J9
63
311
63
411
13
",12
70
..1
"7
0
"1
57
0.5
198
J5
22
80
)
D-
8
52
.8
05
26
80
69
93
610
90
61
19
0
61
29°
110
113
71
11
10
7lit
11°
71
51
10
81
91
03
82
11
00
82
31
00
82
61
00
99
13
39
10
13
09
11
13
09
12
13
01
00
12
61
19
15
31
11
11
50
111
31
50
11lit
15
012
19
143
12
211
40
122
314
012
25
140
13
91.
10\
131
01
10
13
12
11
0lit
01
66
15
11
19
J15
121
90
15
n1
90
15
16
19
01
617
18
31
62
01
80
162
21
8a
16
25
18
017
92
2J
171
02
20
1711
22
017
1]
22
018
020
61
99
nJ
1911
15
01
912
15
01
9lJ
1~
020
01
86
210
Jl
62
20
17
62
30
•6
2..
0J2
62
S0
326
26
03
18
270
28
62
80
29
61.
9Q
30
63
00
Jl
631
02
66
J20
33
633
034
16
311
0J~
6]S
03
66
360
35
6p
an
el
inC
a6
12
32
60
00
00
0.1
"3
0.0
10
70
.12
41
13
10
00
S1
232
60
00
00
0,1
11
30
.01
01
0,1
2"
11
31
00
04
12
32
60
00
00
0.1
43
0.0
10
10
.12
41
13
10
00
J1
23
26
00
00
00
.14
30
,01
07
0.1
2"
11
31
00
02
123
26
00
00
00
.14
30
.01
07
0.1
24
11
31
00
01
I2
32
60
0'0
00
0.1
43
0.0
10
10
.12
41
13
10
00
62
J2
"2
80
00
00
0.Z
03
0.0
30
80
.17
61
13
10
00
S23
242
60
00
00
0.2
03
0.0
30
80
.17
61
13
10
00
423
2"
26
00
00
00
.20
30
.03
08
0.1
76
UJlo
aa
J23
2"
26
00
00
00
.20
30
,03
08
0.1
16
11
31
00
02
23
2"
26
00
00
00
.20
30
.03
08
0.1
16
11
31
00
01
1.3
20
\2
60
00
00
0,2
03
0.0
30
80
,17
6l1
:no
oo
621.
12
52
60
00
00
0.1
20
.00
64
0.1
04
11
31
00
05
242
52
60
00
00
0.1
20
.00
64
O.
10
41
13
10
00
42
42
52
60
00
00
0.1
20
.00
64
10
.10
"1
13
10
00
D-9
SIX
STO
RY
R.
C.
STR
UC
TU
RE
WIT
HL
EA
D-R
UB
BE
RB
EA
RIN
GIS
OlA
TIO
NS
YS
tDt
(SE
ES
EC
TIO
H8
-R
CE
E
32'
"2~
26
00
00
00
.12
0.0
06
'"0
.10
'"1
13
10
00
22'
"2~
26
00
00
00
.12
.0
.00
8'"
0.1
0'"
11
31
00
01
2'"
25
26
00
00
00
.12
0.0
06
'"0
.10
'"1
13
10
00
62
52
26
00
00
00
.56
30
.65
90
89
11
31
00
05
2,5
2.
26
00
00
00
.56
30
.65
90
89
11
31
00
04
25
22
60
00
00
0.5
63
0.8
59
O."
'89
11
31
00
03
25
22
60
00
00
0,5
63
0,6
59
0.4
89
11
31
00
02
25
22
60
00
00
0.5
63
0.6
59
0.4
89
11
31
00
01
25
22
60
00
00
0.5
63
0.6
59
0.4
89
11
31
00
03
10
122
60
00
00
0.2
40
.02
88
0.2
09
11
31
00
02
10
122
60
00
00
0.2
.0
.02
88
0.2
09
11
31
00
01
10
12
26
00
00
00.
211
0.0
28
80
.20
91
13
10
00
3U
140
26
00
00
00
.38
0,0
"'3
20
.31
31
13
10
00
2.1
214
02
60
00
00
0.3
60
.0.3
20
.31
31
13
10
00
11
21'
"2
60
00
00
0.3
60
.0.3
20
.31
31
13
10
00
61
62
02
60
00
00
0."
80
.20
21
0."
11
31
00
05
18
20
26
00
00
00
."6
0.2
02
10.
"1
13
10
00
"1
82
02
60
00
00
0."
60
.20
21
0."
11
31
00
03
18
20
26
00
00
00
.69
0.3
0.2
0.6
11
31
00
02
182
02
60
00
00
06
90
.30
"2
0_6
11
31
00
01
18
20
26
00
00
00
.69
0_
30
42
0.6
11
31
00
02
21
26
26
00
00
00
.26
50
.08
51
0.2
'81
13
10
00
12
12
62
60
00
00
0.2
85
0.0
85
10
.2"'
81
13
10
00
62
62
22
60
00
00
0.3
98
0.2
32
60
.3"'
61
13
10
00
52
82
22
60
00
00
0.3
98
0.2
32
60
3"6
11
31
00
0...
26
22
26
00
00
00
.39
80
.23
26
0.3
'61
13
10
00
32
62
22
60
00
00
0.3
98
0.2
32
6D
.3lt
61
13
10
00
22
62
22
60
00
00
-0.3
98
0.2
32
60
.3"'6
11
31
00
01
26
222
60
00
00
0.3
98
0.2
32
60
.34
61
13
10
00
t'rlll
lMl
locat.
ion
card
11
0a
0lI
up
erB
t.ru
ct.
ure
dampi~
0.0
50.0~
0.0
50
.05
0.0
50
.05
eccn
tocen
t.er
of
aUla
so
0o
0o
0o
0o
0o
0h
eis
ht.
t.o
dIf
fere
nt
flo
or
IUld
ba51
1l2
0.3
11
.11
3.9
10
.16
.93
70
........·
····
····
····
·lso
lat.l
on
ayst
.tIm
dat.
a-_
•••
st.
Ufn
ess
dat.
afo
rU
nd
rela
sti
cls
oll
lt,1
00
ay
llts
a
°0°a
0m
as.
dat.
ao
ft.
he
blu
le3
6.5
11
16
01
slo
bll
ld
amp
1n
ada
t.1"I
o0
00
0h
yst
erl
llL
!cel
Am
ent.
[or
ela
st.o
marI
cbe
llri
ll6l
1l3
J•
0.l
H0
7~.909
0.0
0"'
35
30
.14
'00
75
.90
90
.00
43
53
J3
0_
14
'00
75
.90
90
.00
,,"3
33
0_
14
,,"0
73
_9
09
0.0
0.3
53
33
0.1
"'6
5J_
6.
0.0
05
23
2°U
6~
36
'0
00
52
32
3J
0.1
53
87
.1)2
0.0
07
06
10
.15
38
7.1
32
0_
00
70
61
J3
0_
l"l"
07
5.9
09
0_
00
1tJ
53
0H
40
75
.90
90
.00
43
53
3J
0.1
53
81
73
20
.00
70
61
0.1
53
87
.73
20
.00
70
61
33
O_
U3
8]
13
20
.00
10
61
01
53
81
_7
32
00
01
06
13
30
.lH
01
5B
090
.00
"'3
53
0.1
""0
'~.909
O_
DO
U5
33
30
.14
65
3.6
"0
.00
52
32
O_
U6
53
_6
40
00
52
32
3J
0.1
""'0
1'5
.90
90
.00
'35
30
.1""0
75
.90
90
.00
US
)3
J0
.15
38
1.1
32
0.0
07
06
10
.15
38
71
32
0.0
01
06
13
3'L
IU0
1~L909
O.O
OU
SJ
D.l
UG
75
.90
90
.00
40
35
33
J'
0_
H6
53_
6'"
0.00~232
0.U
65
3.6
'"0
.00
52
32
33
O.I
HO
l~.909
0,0
0"'
35
30
.IU
07
5.9
09
0.0
01
13
»3
30
.15
36
7_
73
20
.00
10
61
0.1
53
87
73
20
.00
70
61
33
0-1
0
0_
15
38
7.7
32
0.0
07
06
10
.IS
3a
77
32
0.0
07
06
13
30
.15
38
7.1
32
0.0
01
06
10
U3
87
73
20
.00
70
61
JJ
0_
H"'
07
5.9
09
0.0
0"3
53
O.I
UO
l5
.90
90
.00
"'3
53
33
0_1~38
1.7
32
0.0
07
06
10
.15
38
71
32
0.0
01
06
13
30
.14
40
75
.D0
90
.00
43
53
0.I
U0
75
,90
90
.DO
US
33
30
.1""0
75
.90
90
.00
"3
53
0.14
11.0
75
.90
90
.00
.35
33
3O
.lU
Ol
5.9
09
0.0
0.3
53
O.H
"0
15
.90
90
.00
"3
53
coo
rdin
oll
lt••
LD
r1
,IU
Jlat
lon
ele
men
ts-9
.15
-6.9
-9_
15
-0.0
5-9
.15
6.6
-5.7
-6.9
-.5.
7-0
.05
-5_
76
.6-2
.1-6
.9-2
.1-0
,05
-2.1
6.6
0.3
-0.0
51
.5-6
.9I-
S-0
.05
1-5
6.6
27
-0.0
55
.1-6
.95
1-0
_0
5~_1
6.6
6.4
-0.0
58
.7-6
.98
.]
-0.0
58
.72
_1
8_
76
.6o
ut.
pu
t.pl
lrll
Pll
llL
erS
150
12
3"
~ntlPr.toiy
dri
ft.
96_
7~
-9-6
75
o0
o0
o0
o0
lou
dca
llil
defl
nit
.Io
n
o0°1
••••••••
END
OF
MIR
RO
RO
FIN
PU
T••••••••
sup
erst
.CU
l;t.
ure
1n
form
at.
ion
Un
lt.s
Lo
na-_
t._
r.
TOT
AI.
NU
K8E
RO
FS
TO
RIE
S..
NU
HBE
R.O
FD
IFF
.F
RN
1ES..
.TO
TAL
lflI
1BE
JlO
FFR
AM
ES••
.KU
HBER
.O
FLO
AD
CO
ND
ITIO
NS
.H
UH
BEJl
OF
I'RfJ
JUE
RC
IES
.
NO
.O
FF
LC
.QR
S(E
XC
L.
BA
sE).
.N
O.
OF
BE
AR
IlIG
5.
NO
_O
F£1
GD
IV
EC
TO
RS
Q)N
SID
ER
ED
.IN
DE
XF
tIl
SUPE
RST
RU
CT
UR
ES
TIP
Ftf
ES
SD
I\T
1I·
IND
EX
·1
FCIl
3DSH
E.A
RB
UIL
DIN
GR
EP
RE
S_
IND
EX
-2
Fd
lF
Ull
3DR
EP
RE
SE
NT
AT
ION
It/D
Dt
-3
Fa
lR
EPI
U".
SER
TA
TIO
NU
SIN
GE
IGE
ND
ATA
TIM
ES
TE
PO
FIN
TE
GR
AT
ION
{NE
"I1I
\RJO
.IN
DE
XF
aR.
TY
PEO
FtI
ME
ST
EP
.
UfD
EX
-1
FtI
lC
ON
STA
NT
TIH
ES
TE
PH
WD
•2.
FtB
lV
AR
IAB
LE
TIM
ES
TE
P
62
2 6 2
.01
00 1
0-1
1
GA
HA
Ftm
RD
f1A
RK
SH
E'T
HO
D.
BO
AFO
RN
DI1
AR
KS
HET
1IO
D.
T'01..
ERAR
CEFO
RFO
RC
EC
QiP
UT
AT
ION
.R
EFE
RE
lICl.
tDtE
KT
OF
CO
HV
ERG
ENC
E.•
.M
AX
IIlH
IER
OF
ItE
RA
TIO
NS
Wlt
'IIl
RT
.S.
,IN
DE
XFO
RG
ROU
ND
Io01
'IOR
INP
UT
.,.....
lRD
EX•
1FO
RU
RID
lRE
CT
IOH
AL
INPU
TIN
DE
X·
2FO
RB
IDIR
EC
TIO
NA
LIK
PU
T
TIH
ES
TE
PO
fR
ECO
RD
..LE
RGTI
IO
FRE
CORD
....
•.
LOA
DFA
CT
OR..
•..
.,
,..
•.
AN
GLE
OF
EART
HQ
UA
KE
INC
IDE
HC
E,
(cam
eco
nt.
rol
parl
lUM
tt.e
raF'
RAH
£ID
RU
HB
ER,..
..N
UM
BER
OF
STO
RY
l.£V
EL
S..
NU
HBE
RO
FCO
LUH
NL
INE
S.
N1.
IiBE
RO
FB
AY
S.
...
••..
..N
UH
BER
OF
DlF
r.C
OL
.PR
OP.
HU
HBE
RO
FD
IFF
.B
EN1
PRO
P.N
UH
BER
OF
DIF
F.
rEF
.'..
.H
UH
BE
RO
FPA
RE
LE
l...E
HE
NT
S.
Nl.I
1BD
.O
FB
RA
CIN
GE
LP
ME
lilS
.
.50
.25
.00
10
10
00
0.0 20 1
,02
01
00
09
.81
1..
51
1 • ,. 21
22 • o .. o
"1
1.8
.56
.85
1511
1.25
.00
I.11
1.2.
56
.85
171
4.2
.51
3..
501
.15
0.55
6.8
51
.1
7.8
5.0
02
01
7.8
.5••
52
11
7,8
.58
.95
22
1J
.8.5
13
.50
2'
.00
..,,.
.00
2.3
02
5.0
03
.10
2.
17
.85
10
.8.5
27,D
O1
0.8
52
.3
.4.5
10
.8.5
2.
7.0
.51
0.8
5'0
10
.65
10
.85
31
111.
2.5
10
.85
'23
.45
3,1
0
"7
.0.5
3.1
03
41
0.6
43
.10
"11
1.2.
53
.10
,.1
7.8
.53
.10
OCO
LUH
NID
E•
HI\
JSA
HI.
SA
Tt&
lSI
HI\
JI
HI'
IR
IGID
TO
PR
IGID
BO
T1
26
00
00
0.0
0.0
..0
..0
..0
0.0
0.0
0.0
0.0
02
26
00
00
0.0
0.D
'.0
7.0
7.0
0.0
0.0
0.0
0.0
03
26
00
00
0.0
0.1
0.0
..0
8.0
0.0
0.0
0.0
0.0
0
·26
00
00
0.0
0,1
1.0
'.0
'.0
0.0
0.0
0.0
0.0
05
26
00
00
0.0
0.0
'.0
80
8.0
0,D
O.0
0.0
0.0
0
•2
60
00
00
.00
.11
O.
.0'
.00
.00
.00
00
,00
72
60
00
00
.00
.12
.'0
.10
.00
.00
.00
.00
.00
82
60
00
00
.00
.".1
1.1
1.0
0.0
0.0
0.0
0.0
0
•2
60
00
00
.00
,15
.13
.13
.00
.00
.00
.00
.00
'02
60
00
00
.00
.17
.H...
.00
.00
.00
.00
.00
11
26
00
00
0D
O.1
8,1
5.1
5.0
0.0
0.0
1,0
0,D
O1
22
60
00
00
.00
.20
.,..,.
.00
.00
.01
.00
.00
132
60
00
00
.00
.12
.10
10
.00
.00
.00
.00
,00
"2
60
00
00
.00
,".1
2.1
2.0
0.0
0.0
0.0
0.0
015
26
00
00
0.0
0,I
..1
3,1
3.0
0.0
0.0
0.0
0.0
0I.
26
00
00
0.
DO
.18
,15
,15
,00
.00
.00
.00
.00
172
60
00
00
.00
.20
17.1
7.0
1.0
0.0
0.0
0.0
01
82
60
00
00
.00
.23
.19
,..0
1.0
0.0
0.0
0.0
0,. 2
60
00
00
.00
.25
21.2
1.0
.0
1.0
1.0
0.0
02
02
60
00
00
.D
O.2
8.2
',2
'.0
1.0
1.0
1.0
0.0
02
'2
60
00
00
.00
.30
25
.25
.01
.01
.01
.00
.00
22
26
00
00
0.0
0JJ
.27
.27
.02
.01
.01
.00
.00
0B
EA
M1
0E
SAto
RS
IF
I.f.J
lI
KII
KJJ
KIJ
RIG
IDr
RIG
IDJ
12
60
00
00
.00
.13
.00
.01
0\.
00
,..0
02
.00
.00
.00
22
60
00
00
.00
.1'
01
.01
'.0
0II
.00
2.0
0.0
0D
O3
26
00
00
0.0
0.,.
.01
.07
II.0
0II
.00
2.0
0.0
0.0
0
·26
00
00
0.0
02
00
1.0
14
.00
4.0
02
.00
.00
.00
52
60
00
00
.00
21
.01
.01
4,0
04
.00
2.0
0.0
0.0
0
•2
60
00
00
.00
.17
,0'
.00
11.0
04
.00
2.0
0.0
0.0
0B
EA
HL
OC
AT
ION
S..
..y
l.EV
lCJC
8ID
GE
.V
Ll
VL
2V
L3
1•
I•
23
0I
21
•3
00
11
1•
•0
0
OCO
LUH
NL
INE
ca:l
RD
INA
TE
SlI
NE
X1
,DO
2.0
0J
.00
...3
.45
53
.45
6J.
"'S
7'.
05
87
.05
97
.0.5
109
.,..
51
11
0.6
51
2'
10
.65
13
10
.65
y.~
6.8
51
3..
50.~
6.8
.51
3..
50.~
6.8
51
3.5
06
.85
.~
6.8
.51
3.5
0
D-
12
o ,.0
D-1
3
112
J0
00
J,
•J
11
1,
6,
11
J0
00
0,
5,
11•
00
00
•6
11,"
•,
11
,0
00
0•
21
28
J8
10
15
00
0•
1..
10
•0
00
0•
•1
5II
2J
00
0,
,,.
II
J0
00
0,
12
2
•8
•II
•0
00
05
•..
•,
•II
50
00
0,
,2
.1
0•
10
12
1•
00
0•
••
10
81
01
20
00
00
••
10
•1
05
10
120
00
00
•,
11
•1
1•
11
15
2J
00
0•
•1
2•
,J
10
11
11
•1
11
5J
00
•0
11
511
15
•0
0•
•,
61
11
111
•1
115
50
0•
0,
,..
11
12J
12
..1
•0
00
,•
15
11
8J
,.1
01
2•
12
..0
•0
••
12
,1
2l'
0•
00
0•
•2
1,.
II•
II
"2
30
•0
8,
23
,.8
•2
.1
0II
•II
"J
••
00
•3
•II
II
,II
"•
00
••
II
·II
",
0•
•0
••
,.II
"3
..I.
1,
00
0•
,1
1lJ
••
12
II
..•
"I.
••
••
•1
03
01
21
55
15
,.2
J•
00
151
15
,.3
00
00
11
••
l'1
12
11
15
15
•1
51
.•
00
••
11
1lJ
15
15
,1
5,.
,0
•0
•,.
•,.
18
1,
00
•1
1•
..1
51
2,
,...
16
•,.
18
6•
•0
•1
21
21
.."
,"
22
23
••
•if
1"
22
,•
0•
01
2•
23
..1
2,
2'
.."
•"
22
•0
•0
0lJ
••
""
,1
12
25
•0
00
16
•1
62
.0
••
••
lJ•
,."
13,
12
11
,.•
"3
.2
30
0•
I'
•0
,.,.
21
93
.3
•0
•0
,.1
16
,.•
•0
•0
15
•11
,.1
52
12
,.I.
•1
63
.,
•0
•0
I'1
15
,.2
0,
20
21
23
•0
•2
01
2.
21
30
•0
•1
5•
,.,.
,.,
11
18
20
•2
02
1•
0•
••
,.1
20
18
2.
,2
021
,•
00
02
1
·21
2.
3•
0•
0,.
•2
2,.
,.,
2'
18
11
••
22
GE
NE
RA
TEDB~
LO
CA
TIO
KS
11
•,.
22
DS
TQR
Y1
23
•,
•,
8•
,.11
12
13
..15
1.
11
18
,.2
02
1"
,1
12
211
•1
32
2,
••
3•
•J
••
•3
••
8•
8•
25
•,.
,0
2.
12
5•
25
•2
5•
••
•2
,2
52
25
12
25
22
52
12
52
52
12
•2
2•
,.6
•1
51
22
12
21
21
21
21
21
20
22
J1
92
11
15
12
21
22
12
12
12
12
12
•3
2•
1.
11
21
51
•1
32
13
21
31
21
21
•1
•0
••
•D
CO
LlI
'Ii1.
a:A
T1Q
11S
,.•
13
15
oLI
IIE
LZV
CID
1CC0
1.G
EII
2.
5•
,.1
6•
••
21
60
31
22
••
11
2.
D-
14D
-15
2<•
03
2•
•1
52
02
60
00
00
.00
-<.
.20
.<0
11
31
00
0.0
.0,
18
20
26
00
00
0.0
0.<
..2
0_<
01
13
10
00
.00
25
80
32
•<
18
20
26
00
00
0.0
0.<
6.2
0.<
0U
31
00
0.0
0J
18
20
26
00
00
0.
DO
.69
.30
.60
11
31
00
0.0
02
68
031
62
18
20
26
00
00
0.0
0.6
9.3
0_
60
11
31
00
0.0
01
18
20
26
00
00
0.0
0_
6'
.30
.60
11
31
00
0.0
02
J8
02
86
22
12
62
60
00
00
.00
.28
.09
.25
11
31
00
0.0
01
21
26
26
00
00
0.0
0.2
8_0
8.2
51
13
10
00
.00
28
80
28
66
2.
22
26
00
00
0.0
0.<
0.2
3.H
11
31
00
0.0
0,
26
22
26
00
00
0.0
0.<
0.2
3.H
11
31
00
0.0
02
88
03
08
<2
62
22
60
00
00
.00
.<0
.23
_3
51
13
10
00
.00
32
62
22
60
00
00
,00
.<0
.23
_35
11
31
00
0.0
03
06
03
16
22
.2
22
60
00
00
.00
.<0
23
.35
11
31
00
0.0
01
26
22
26
00
00
0.
DO
.<0
.23
.35
11
31
00
0.0
03
16
02
6
32
60
33
6BE
AMP
RO
PE
RT
IES
AN
DLO
AD
S
33
60
,.•
BA
YN
UM
BE
RS
1I.E
V£L
ES
AT
OR
SI
FLE
XI
KII
IUJ
KIJ
WI
WJ
VE
RIl
VE
RT
2V
ER
T3
,.6
03S
6•
26
00
00
0.0
0.1
9.0
1.0
1..
.00
"'.0
02
.00
.00
_0
00
00
,2
60
00
00
_0
0.1
9.0
1.0
14
.00
".0
02
.00
_00
.00
00
03S
60
36
6<
26
00
00
0_
00
.19
.01
.01
4.0
04
.00
2.0
0.0
0.0
00
00
32
60
00
00
.00
.19
_01
.01
".0
0"
.00
2.0
0.0
0_
00
00
03
68
03S
62
26
00
00
0.0
0.3
6.0
10
74
.00
",0
02
.00
.00
.00
00
01
26
00
00
0.0
02
0.0
10
1"
_0
0".0
02
.00
.00
.00
00
0B
AY
NU
HB
ER
S2
l.E
VE
LE
SA
TOR
SI
FL
DI
KII
IUJ
KIJ
WI
WJ
VE
RIl
VE
RT
2V
ER
T3
GE
llER
AtE
DC
CU
ttN
LO
CA
TIO
NS
62
60
00
00
.00
.21
_01
.01
".0
0"
.00
2.0
0.0
0.0
00
00
ISTO
RY
12
3<
56
78
•1
01
11
21
3.. IS
16
171
81
.2
021
22
23
2<
25
26
27
28
29
30
52
60
00
00
.00
.13
.00
.01
".0
011
.00
2.0
0.0
0.0
00
00
<2
60
00
00
00
13
.00
.01
...0
0..
.00
2.0
0.0
0.0
00
00
89
,8
11
15
2<
10
112
11
0•
..0
10
11
16
221
0•
13
00
00
00
00
00
32
60
00
00
.00
13.0
0.0
14
.00
4.0
02
.00
_0
0.0
00
00
,•
5•
11
1.
26
11
"0
119
1.
25
121
11
72
51
19
00
00
00
00
00
02
26
00
00
0.0
01
3.0
0.0
1II
.00
11.0
02
.00
_00
_00
00
0
••
5•
11
19
•1
2IS
26
12
•1
.•
01
117
•13
•0
00
00
00
00
00
12
60
00
00
.00
13
_00
.01
II.0
011
.00
2_
00
.00
.00
00
03
•5
91
11
.9
10
19
•0
•1
.•
01
11
7•
0•
00
00
00
00
00
0R
AY
NU
HB
ER
S3
29
6•
12
1.
•1
01
9•
011
19
•0
12
17•
01
10
00
00
00
00
00
I.EV
£LE
SA
TO
RS
1FL
EX
II<
lIK
JJ1l
.lJ
WI
WJ
VE
RT
!V
ER
T2
VE
RT
31
97
11
"2
29
10
19
90
13
21
•0
IS2
09
012
00
00
00
00
00
0•
2.6
00
00
0.0
017
.01
.00
11.0
0,.
.00
2,0
00
0.0
00
00
OS
TCR
Y3
13
23
3
"3
S3
6,
26
00
00
00
01
9.0
1_0
1II
.00
II_D
O2
.00
.00
_00
00
0<
26
00
00
0.0
01
9.0
101
011.
0011
.00
2.0
0.0
0.0
00
00
32
60
00
00
.00
1.
.01
.01
"_0
011
.00
2.0
0.0
0.0
00
00
22
.60
00
00
.00
.19
.01
.01
'LD
D.1
1.00
2.0
0.0
0.0
00
00
12
60
00
00
_0
0.3
.0
1..O
JII
.00
"_D
O2
.00
.00
.00
00
0B
AY
ffUH
BE
RS
<LE
VEL
ES
AT
OR
SI
FLEX
1K
llK
JJK
IJW
IW
JV
ER
TI
\/E
RT
2V
ER
TJ
62
60
00
00
.00
.20
01
.01
"_0
0"
.00
2.0
0.0
0.0
00
00
,2
60
00
00
_00
21.0
1.0
1Ito
.00
.II_D
O2
.00
00
.00
00
0<
26
00
00
0_
00
l'
01
.01
•.
00
011.
002
.00
.00
.00
00
03
26
00
00
0.0
01
9.0
1.0
14
.00
•.0
02
_0
00
0.0
00
00
PA
HE
LC
AA
DS
22
60
00
00
.00
19
.01
.01
<0
0".0
02
.00
.00
.00
00
01
26
00
00
0.0
01
9.0
1.0
111
.00
4.0
02
.00
.00
.00
00
0L
EV
EL
CO
LI
eDL
JE
AI
SA
GB
A'!
KU
MR
ER
S,
12
32
60
00
00
.00
....0
1.1
21
13
10
00
.00
LEV
ELE
SATO
RS
IFL
EX
IK
IIIU
JK
IJW
IW
JV
ER
T!
\/E
RT
2V
ER
T3
12
32
S0
00
00
.00
...0
1.1
21
13
10
00
,00
62
60
00
00
.00
.36
.01
.07
....0
011
.00
2.0
0.0
0.0
00
00
12
32
60
00
00
.00
."_0
1.1
21
13
10
00
.00
,2
60
00
00
.00
20
.01
.01
".0
0"
.00
2.
DO.0
0.0
00
00
12
32
60
00
00
.00
.._0
1.1
21
13
10
00
.00
<2
60
00
00
.00
.21
.01
01,L
OO
....0
02
.00
00
.00
00
01
23
26
00
00
0.0
0...
.01
.12
11
31
00
0.0
0,
26
00
00
0.0
0.1
3.0
0.0
1,
.00
,-D
O2
.00
_00
.00
00
01
23
26
00
00
0,0
0.1
<.0
1.1
21
13
10
00
.00
22
60
00
00
_DO
13
.00
.01
,.0
001
1.00
2.0
00
0.0
00
00
23
,.2
60
00
00
.00
20
_03
.18
11
31
00
0.0
01
26
00
00
0_
00
.13
.00
.01
....0
0II
.00
2.0
0.0
0.0
00
00
23
,.2
60
00
00
.00
.20
_03
_18
11
31
00
0.0
0B
AY
NU
MB
ER
S6
23,.
26
00
00
0.0
02
0.0
3_1
81
13
10
00
.00
LEV
ELE
SAT
OR
SI
FLE
XI
KII
IUJ
KIJ
WI
WJ
VE
RT
!V
ER
T2
VE
RT
32
3,.
26
00
00
0.0
0.2
0.0
3.1
8I1
:UO
OO
.OO
62
60
00
00
.00
.17
01
00
11.0
0Ii
.00
2,0
0.0
0.0
00
00
23
,.2
60
00
00
.00
.20
.OJ
.18
11
31
00
0.0
0,
26
00
00
0_
00
.19
01
01
....0
0•
.00
2.0
0.0
0.0
00
00
2J
,.2
80
00
00
.00
.20
.03
_18
11
31
00
0.0
0<
26
00
00
0.0
01
9.0
1.0
1"'
.00
,..0
02
.00
.00
_0
00
00
2<2
52
60
00
00
.00
.12
.01
_10
11
31
00
0.0
03
26
00
00
0.0
0.1
..0
1.0
1,L
OO
•.
00
2.0
0.0
0_0
00
00
2'
25
26
00
00
0.0
0.1
2_0
1.1
01
13
10
00
.00
22
60
00
00
.00
.19
.01
.01
4.0
0"'
.00
2.0
0.0
0.0
00
00
,.2
52
60
00
00
,00
.12
.01
.10
11
31
00
0.0
01
26
00
00
0.0
0.3
6_0
1.0
1'.
00
0\.
00
2.0
0_
00
.00
00
02
<2
52
60
00
00
.00
.12
.01
.10
11
31
00
0.0
0B
AYNUHB~
72
<2
52
60
00
00
.00
.12
.01
.10
11
31
00
0.0
0LE
VEL
ES
ATO
RS
IFL
EX
1K
IIIU
JK
IJW
Iw
JV
ER
Tl
VE
RT
2V
ER
T3
2<2
52
60
00
00
.00
.12
.01
.10
11
31
00
0.0
06
26
00
00
0DO
.20
.01
.01
"'_0
0'"
.00
2_
00
.00
00
00
02
52
26
00
00
0.0
0.5
6_6
6.'.
11
31
00
0.0
0,
26
00
00
0.
00
21
.01
.01
0\_0
0"'
_0
02
.00
.00
.00
00
02S
22
60
00
00
.00
.56
.66
,<9
11
31
00
0.0
0,
25
00
00
0.
DO
,.0
1.0
1...
.00
<0
02
.00
.00
.00
00
02
52
26
00
00
0.0
0.5
6.6
6_A
.1
13
10
00
.00
32
60
00
00
_0
01
.0
1.0
1...
.00
•.0
02
.00
.00
.00
00
02
52
26
00
00
0.0
0_
56
.66
-<.
11
31
00
0.0
02
26
00
00
0.0
01
..0
101
'".0
001
1.00
20
00
0.0
00
00
2S2
26
00
00
0.0
0.5
6.6
6.<
91
13
10
00
_0
01
26
00
00
00
01
..0
1.0
1"'
_0
0'"
.00
2.0
0.0
0.0
00
00
25
22
60
00
00
.00
.56
.66
.<.
11
31
00
0.0
0B
AY
NU
MB
ER
S8
101
22
60
00
00
.00
_2<
_03
.21
11
31
00
0.0
0L
EV
ttE
SA
TO
RS
IFL
EXI
K11
KJJ
KIJ
WI
WJ
VE
RT
lV
ER
T2
VE
RT
31
012
26
00
00
0.0
0.2
<.0
3.2
11
13
10
00
.00
•2
60
00
00
00
3.
01
07...
.00
•0
02
.00
.00
.00
00
01
01
22
60
00
00
.00
_2<
.03
.21
11
31
00
0.0
0,
26
00
00
0_0
02
0.0
101
...0
001
1.00
2.0
0.0
0.0
00
00
12
"2
60
00
00
.DO
.36
.0<
_31
11
31
00
0.0
0
·2
60
00
00
00
21
01
01"'
_00
<0
02
00
.00
.00
00
01
2"
26
00
00
0_
00
.36
.0<
.31
11
31
00
00
03
26
00
00
00
01
30
001
"'_0
0'"
.00
2.0
0.0
0.0
00
00
12
"2
60
00
00
.DO
.3.
.0'
.31
11
3\0
00
.00
22
60
00
00
00
13
00
01...
.00
t,_
00
2.0
00
00
00
00
D-
16D
-17
N..eO 0 0-0 0 0
N..mooooClO
~..~oooocc
..soocaee
..~oooooo
~oooooo
3000000~oooooo
:lOOClOOO~ooooco3000000 '""
000000000000 '""
000000000000
000000000000
000000000000
coooo00000
to4000000
::r 0, ~~c:o:c:t-tCOOOOO=-0;0;00;0;0;
0000000;0;0;0;0;0;
.."
000000OOOClOO
000000000000
.."
000000000000
000000000000
0000000000
..,000000
~~~~c:~~NNNNNN
..,000000
:;0;0;0:0:0:0:NNNNNN
..,000000
.... 000000),t. , ••••
NNNNNNz~
0000000;=,0;0;0;0; z
~
000000000000 z
~
00000'"000000
z~
0000000000
NN
..,000000 "'000000 "'000000
~:::::: ~:::::: ~::::::000000000000
000000oecooo
000000000000
000000000000
0 ...............000000
0000000000 o
:::gggggg~ ...... ~ ...."
1-01000000.... 000000);,/,~~ ... ~~~
00000000;0;0;0;0;
000000000000
0000000000
~
_ ...... ..-l P'l"""'"i:i~C:O;C:C:O;
;:
................ .-4 .... 1-1 ...... """,....,....,....
~o;c:c:o;o;o; tj000000
2 ~
lClCa::ICClC»O~ ~ ~ o. 0:-:
<
00000oocoo00100000000000000000000000
~~~~~
000000000000
gggggggOOClOOOOOOOOOJ,l"looooooz1D1D10101D1.l:l ....NNNNNN...I
~.,1O,.., .. MN"' 5 E
u.,
~.,1D1/"\ .. MN ... ...I~
8.,
000000000000
0000000
~~~~~~~W\DIOIDIDID'"NNNNNN..J
000000000000
gggggggggggggl&.l~~~~~~=
gggggg..•• , , ,W
0000000gggggg:z:gggggg~ll:lWu:JIDIDID'"NNNNNN...l
~oooooo ~oooooo ~oooooo ~OOOOOO ~OOOOOO ~OOOOOC ~OOOOOO ~OOOOOC
~ooooooN..~oooooo
::!~oooooo
::!~oooooo
N..~oooooo
N
~ooooooN..~ocoooo
N
;000000
N..mooocoo
~..~'IOOOOQO
~..~oooooo ~OOOOOO
..~oooooo
cc
~OOOOOO3000000
~QOOOOO::I0QOOOQ
,",OOOOOQ:1:0.0.0.0.0:0.
,",0000003' 0: o. o. o. 0 0.
,",000000::1000000
,",000000:l:cooooo
g .... 000000:I c: 0. Q,.o. 0: 0,
!""'IOOOOOO::10.0.0.0.0.0.
~oooooo:1:000000
MOOOOOO::J: 0: 0, 0. 0. 0. 0:
t-IOOOQOO3000000
t-otOOOOOO30.0:0:00.0:
.... 000000::100:00.0.0:
t-otOOOOOO3000000
gN
..,000000
t!o:o;~o.o;o;NNNNNN
.,000000
.... 000000....... , -NNNNNN
,",000000~ 0. 0. 0.0: 0: 0,
NNNN
..,000000t-otOOOOOOloG' , , •• ,
NNNNNN
~gggggglid - , .•••
~gggggg
:-dNNNNNN..,000000.... 000000~ , . , .. ,
NNNNNN
~gggggg
>:lNNNNNN
..,cooooo
.... oooooc::.l' • , . , ••
NNNNNN
..,000000
~~:oooo
00
cc
...,000000;J:::::: .,OOOOOQ
~::::::..,000000;;!:::::: ,",000000:J:::::: o
cc
.-4000000I-OOOOQOOw.~~~~~~
1-00000001-0000000
w~~~~~~
,MOOOOOO
;;10.0.::::
1-l000000
~::::::.... 000000""000000~~~~~ ..'~
""000000t!:::::: "'000000I-IOOCCOC
W~~~ ..·.~
... oocooo"'COOOOO::.l'~~~~~.
.... 000000
.... 000000"", .
.-4,.... ................000000
~.... 0"" ...........~O:O:OO:O:O:..
......... ..-1" .......~ooo:c:oo:
... .... "0000~OOOOOO...
"c "" ...... 0000
~o.o.o.o:o.o................ 0000
000000
~
.......... 0000000000
~<O .... OOCOcnl\lNOOOO
12
60
00
00
.00
COLU
KN
LIN
EN
O.
LEV
ELE
62
60
00
00
.00
S2
60
00
00
.0
0,
26
00
00
0.0
03
26
00
00
0.0
02
26
00
00
0.0
01
26
00
00
0.
DOCO
LUH
NL
ItlE
flO
.lE
VE
LE
26
00
00
0.0
02
60
00
00
.00
26
00
00
0,0
02
60
00
00
.00
26
00
00
0.0
01
26
00
00
0.0
0CO
LUH
NL
INE
NO
.I.
EV
llE
26
00
00
0.0
0 ...2
60
00
00
.00
26
00
00
0,0
02
60
00
00
.0
01
26
00
00
0.0
0C
OL
lHf
LIN
EN
O.
10
LEV
ELE
26
00
00
0.0
02
60
00
00
.00
26
00
00
0.
DO .00
.00
1.0
0C
OLl
.I'1N
LIN
EN
O_
11
LE
VE
l.E
26
00
00
0,0
02
60
00
00
.00
26
00
00
0.0
02
60
00
00
.00
26
00
00
0.0
01
26
00
00
0.0
0C
OLU
MN
LIN
EN
O12
LEV
ELE
26
00
00
0.0
02
60
00
00
.00
26
00
00
0.0
02
60
00
00
.00
26
00
00
0_
00
12
60
00
00
_00
OO
LlH
IL
INE
NO
.1
3lE
VE
l.E
.1>
.11
.18
.ZO
.11
.11
.17
A .18 ... .16
.Z,
.Z,
.2>
A .3.
... .36
.1>
.1>
.1'
A .11
.18
.ZO
.0.
.•0
.0.
.1>
.1>
.1>
.1> 18
.12 .. .Z,
.2>
.Z,
.Z,
.30
A
.13
.13
t1tU
SA"I
NSA
.1~
.l~
.15
.IS
.16
.U.1
6.1~
.1~
.16
.1~
.1'
HA
JSA
HIN
SA.
.15
,15
.U.1
2.1
3.1
3.2
1.2
121
,21
.21
.21
HA
JSA
HIN
SA
_25
.2S
.00
.00
.01
.07
.13
13
.13
.13
.13
.13
HA
JSA
HIN
SA
.16
.16
.IS
.l5
16
,16
.00
.00
.00
_00
.00
_00
HA
JSA
MIN
SA
.13
_13
13
.13
l3.1
3_
13
.13
.l5
15
.10
.10
MA
JSA
HIN
SA.
.12
_U
.21
.21
.21
.21
.21
.21
.21
.21
.25
.25
HA
JSA
HIH
SA.
.00
TOR
SI
.0.
.00
.00 ... ... .00
TO
IlSI
.0.
.00
.00
.01
.01
.01
TOR
SI .., .00
~.0
0.0
0.0
0.0
0
TO
RS
I
.00
.00
.00
.00
.00
.00
TO
RS
I
.00
.00
.•0
.00
.00
.00
TO
RS
I
.00
.01
.01 .., .01
.01
TO
IlSI
.00
....
,I
.00
.00
.•0
.00
..0
.00
HA
.JI
... .00
.00
.01
.•1
.01
HA
.JI
.01
.00
~.0
0.0
0.0
..0
0
HA
.J1
.00 ... .00
.00
.00
..0
HA
.JI
.00
.00
.0.
.00
.00
.00
....
,1
.00
.01
.•1
.•1
.01
.•1
He
JI
.00
HIl
I
.0. .., .01
.0.
.0. ...
HIN
I
.01 ... .00
.01
.01
.•1
HIR
1
.01 ...
2.0
0.0
0.0
0.0
0
HIN
I
.00
.01 .., .00
.00
.00
HIR
I
.00
.00
.00
.00
.01
.00
HIN
I
.00
.01
.01
.•1
.•1
.01
HIN
1
.0.
Dr
..0
..0
0.0
0.0
0.0
0.0
.
Dr
.00
.0.
.0.
.00
.00
.00
Dr
.00
..0
.00
.00
.00
.00
Dr
.0•
.00
.00
.00
.00
.00
Dr
.00
.00
.00 ... .00
.00
DT
.00
.00
.•0
.00 ... .00 Dr
.00
DB ... .00
.00
.00
.00
.0•
08
.00
.0• ... .•0
.•0
.•0
DB
.00
..0 ... .00
.00
.00
08
.00
.0• ... .00
.00
.00
DB
.00
.00
.0•
.•0
.00
.00
DB
.00
.00
.0• ... .00
.00 DB
12
.60
00
00
.DO
CO
LUH
NL
INE
110.
1&LE
VEL
!
26
00
00
0.0
02
60
00
00
.00
26
00
00
0.0
02
60
00
00
.00
26
00
00
0.D
O1
25
00
00
0.0
0CO
LUHN
LIN
EM
O.17
LE
Vn
!
26
00
00
0.0
02
60
00
00
,D
O2
60
00
00
.00
26
00
00
0.0
02
60
00
00
.00
12
60
00
00
.DO
COLI
..Il1
NL
IN[
NO
.1
8I.
EV
llE
,62
&0
00
00
.00
,2
80
00
00
.00
..2
60
00
00
.00
3.0
02
.00
1.0
0-A
lUIH
NL
IKE
NO
.H
IC
EV
E!.
!
26
00
00
0.0
02
60
00
00
.00
26
00
00
0.0
02
60
00
00
.00
26
00
00
0.0
01
26
00
00
0.0
0CO
LUM
NL
INE
NO
.2
0:..
.EV
I.lE
26
00
00
0.0
0.0
..0
0.•
0 ...1
.00
;:OLU
MN
LIN
EN
O.
21
\IVE
LE .0
0.0
..0
.3
.00
.2.0
01
_0
0:::
OU
IHN
LIN
EN
O.
22
LE
VIL
E
.1&
.13
.13
.00
HA
.JS
AH
IMS
AT
OR
SI
.11
.1~
.15
.00
.20
.17
17.0
1.Z
O.1
1.1
1.0
1.2
0.1
7,1
1.0
1.2
0.1
7.1
7.0
1.2
8.2
3.2
3.0
1
AH
A.J
SA.
HIl
iSA
taR
SI
.33
.Z7
.Z7
.OZ
.18
.01
.01
".0
0.1
-'.1
3.1
3'.
00
,15
.13
.13
.00
.15
..1
3.1
3.0
0.n
.13
.13
.00
AH
AJ
SAH
Ili
SAT
OR
SI
.17
.1~
.1~
.00
.18
.1'
.1-'
.00
.12
.10
.10
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
AH
AJ
SAtU
NSA
TOR
SI
.15
.13
.13
.00
.15
13
..
13
.00
.15
13
.13
.00
.15
.13
_13
.00
.18
.n.U
.00
.20
.16
.16
.00
A~
SAH
Ili
SA1'
QR
S1
.12
.10
.10
.00
.00
.00
.00
.00
.00
.00
_00
.00
.00
.00
00
.00
.00
.00
.00
.00
,00
.00
00
.00
~S
AH
INS
AT
OR
SI
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
_00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
Af1
AJ
SAH
ili
SAT
OR
SI
.0.
HA
.JI ... ... .0.
.0.
.0.
.•1
HA
.JI
.oi
",0
0.0
..0
0.0
..0
0
....
,I ... ... ... ... .•0 ...
....
,I ... ... .00
.0. ... .00
HA
.J1 ... .00
.•0
.0• ... .0.
HA
.JI ... ... ... .•0 ... .0Q
....
,I
...H
I.I
.00
.0•
... ... ... .01
HI.
1
.01
2.0
0.0
..•
0.0
0 ...H
Ill
.0.
.01
.0.
.0.
.•0
...HI
M1
... .0.
.0.
.0.
..1 .•1
HIl
l
... ... ... .00
... ...H
INI
.00
... .00
.•0
.00 ...
HIN
I
.00
DT ... ... .0•
.00
.00 ... Dr
.0•
.00
.00
.0. ... .0.
Dr
.GO
.00
•00
.•0
. 00 ... Dr ... ... .•0
.00 ... ... Dr ... ... .00
.00 ... ... Dr ... ... .00
.0•
..0
.•0
Dr
.GO 01 ... ... .0•
.00 ... ... DB ... ... .00 ... ... ... DB
.0•
.0•
.0•
.00 ... ... 01 .•0
.00
.00 ... ... .00 DB .0•
.0•
.00
.0•
... ..0 DB ... ..0 ... ... ... .•0 DI
HA
JSA
HIN
SA.
HA
.JS
AH
INSA
00
.00
.01
.01
.]J
13
.13
.13
.13
.13
.13
.13
.1'
.14
.16
.16
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00 ... ... .00
.0•
08
01
.•0 ... .•0
.00
.•0 ... ... .00
.00 ... .0.
01
.00
.•0
.00
.•0
.•0
.•0
.•0
.00
.00
.•0 ....00
.0.
.00
.•0
.00
.00 Dr
.•0
..0
.00
... ..0 ....00 ... ... ... .00
.00
.•0
.•0
.0.
.00 ...
HIN
I
HIN
I
.•0
..0
.•0 ... .00
.00
.00 ... .00
.00
.00
HA
.JI
.00 ... .00 ... ... .00
HA
.JI
.00
... ... •• .0.
.•0 ... ... ... .0•
.0 .00
.0•
.00
.....
0.0
0.•
0.0
0.0
0
.00
.00
.00
.00
.00
_00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
,00
,00
.00
.00
.00
.00
.00
.00
AM
AJ
SAH
INSA
1'O
RS
I
HA
JSA
HIN
SATC
JR5
I
.~
.00
_00
_00
.00
00
.00
.00
.00
_0
0.0
0.0
0,0
0.0
0.0
0.0
0.0
0.0
0_~
.00
.00
00
.00
,00
0. 00
.00
J.0
02
.00
1.0
0':O
lUJ1
NL
IltE
NO
.2
6;'E
VE
LE
00
.00
.0.
.00
.00
1.0
0CO
Ll1H
NL
INE
NO
.2
3:'E
VE.L
E
0. .00
.00
.00 ••
DB
.•0
00
.0.
.00 00
.00
.00
.00
.00
.0•
.00
.00
.00
.00
.0•
.00
.00 DB
Dr
.00
.00
.00
.00
.00
DT
.00
.00
.00
.00
... .00
.00
00
00
.00
.00 ...
.0.
2.0
0.0
0.0
0 ... .00
..1
.01
.01
.01 01
.00
.01
.00
.00
.00
.00
HIl
iI
HIl
i
.00
6.0
0.0
0.0
•.0
0.0
0
.0.
.00
.00 ... .00
.00
.00
.00
.00
.00
.00
HA
.JI
....
,I
.00
"_0
0.0
0.0
0.•
00
0
.00
00
.00
00
00
.00
.00
.00
.00
.00 ...
TO
llSI
TO
llSI
.1'
1> .l>
.1> 16
.1> l' .1> 1> 16
.00
.1.
.l>
.1>
.1>
.1>
A .18
.18
.18
.18
ZO.17
.ZO ... ... .00
.00
·26
00
00
0.0
02
60
00
00
.00
26
00
00
0.0
02
60
00
00
.00
26
00
00
0.0
0
.00
26
00
00
0.0
02
60
00
00
.00
26
00
00
0.0
02
60
00
00
.00
l2
60
00
00
.00
COLl
.JI1N
LIN
EN
O.
UlE
VE
l.E
62
60
00
00
.00
~2
60
00
00
.00
,.0
03
.00
2.0
01
.00
cOLl
.MN
LIN
EN
O.
15
LE
VE
LE
D-
20D
-21
000000000000
00g gg
000000~~~~~~
00I'i 00
iii ~~000000~~c:~C!~
oo
ti gg:!I DI gg
E
...,N,Cl
§00
" 000000
~
0000
.. 0000
:2:S- 000000
II " 000000rz. 000000jj .;';,.;';,.;.;
i~h
oo
oo
~
"~ ~~~~~~
i
000000~ ~~o:~o:o:..X
000000OOCl'OOO
C ., •••• c
000000;; ~~~~~~
2
~.,000000
O:O:~~O:O:i'"
~..
gggggg
g 01 ~~~~~~
ig 01 ~~~~~~ ~ ~~~~~~
i ioo. ..
oo.. ",
i
~
000000000000
~
~ gggggg t ggggg
000000~o:~~o:~
00 ~ 000000 ...i C!~~~~~ i 0·0000
~o:o:o:o:
NN,Cl
g ~ ~~~~~~
~
ooccoc coocce~ oocaoo 01 o:~~C!o:o:
~ ~
000000:i ~~o:o:o:o:..i
000000:i 000000
~
000000~ 0:0:0:0:0:0: :;.. ..i i
0000000:0:0:0:0:0: :;i
~
000000 OOCIOO0: 0:0: 0: 0: 0 ~ 0: 0: a. 0: 0:
~
g ;'i g~~~g~ ;'i
i i~~~~~~ :i
iooaoClOClClClOOC :i ~~~~~~ "
i i000000000000 ;i g~g~~~
i:i gggggg :i
i ~~~~~~g ~
~
0000000000
000000000000.. - ... <
000000oaoooo
, •• , •• COClOCIOOOClOOOO• - , . •. C
000000ocoaoo••• , •• C
COOODO000000..• , •. C
000000000000
0000000000
::oocoooO:O:O:O:O:O:a.a
e..
N
oocccooocooo, , ... 'g"'
e...
~000000occooc•• , ••• • &001
i
~
o.,oooocecooceo... , . 'g"'
~
~., :::000000000000.. , .. 'g"'
~
000000000000
'g"'
~
ID"""~"'I""'~~8 ~l
~ .. " .. " :~.. " ....2 H...
~......
~~.. ~ gggg :;g~ to,
~
3~" ~~E~ .... ,,0>0
::=2~....... g
~::;~~2:~ ~~~~~~.. ~ "0" ~"~ :i~
~5~..... .... ..... ..
~g~ 0"" .....~::s
... ~~ "0"" " .. " 0 ... 00"" "00 """ c:c:c: C:~~,
0 ..... .. " ... .....~:I~
.....~~: ! ;~~;ti~
~ca"C1"""":I:~" ~o. .0" "~,, nnlll"t .... ."n
... ~c: s·" "~,, :;~~ ." ... ..... ~ :::::::i:i::::"0 ""0 .... 0 ::;:;:g .. v-.ggg 0" .0" .... 0 ~o" N
""" "00 C:~O. 0:0:0. 000 .., , ,r;; 0
~~~ !5a ~O> .. "S!" .... " " .... ~ ~~~~~~ ~~~~~~~=: ha "ll" ~~=......~~~
~ .. "~~~
~ ... ~ tg~;
,,~~
~~~'00"
~~~ "0"
~i~..
~ ... ...... ....... ~,,~ !'l~; ~~~.. ~
1"'lIQ)V'lIl1O'" ""C")\Q", ... ..,
i~~ :::~~:;:~2 " .... ;iO~ ~~~ 0"" gg
~Cl",ft'lW'l ...... Il)lQ""n",,,,,...... .... "
~eE~~c: "0
:::i~~NN ~~~~:~~ag""0 .. "" ."'" 0>0"
~gg:gg ~gg "'0" ~gg..
c:o:~
~g
~ffi~.. ,,~ ~ ..... "'~ .. .. "'~
i~~ i~~ ~ .. :;; ~;::~~~~ ~~~~~~.. ~ ... "'". i~~ f:=~ e~ ~::;:=:;:~;::
8 .. ~'" ~~'"
~ " .GID.o.olCilCi.... '" .. ..,.:;~s ."0 ~~g
...t"IN"'OO ~~~'f'f~g:::g ""0 g:gg ,,~o "' .. ~~a:~o:o:0:0:0: o:c:c: C:O:C: o:o:c: ~ ~-~ t:8 i !;; ~
~.; as 000000 000000
~000000 000000a ·..·i ....E .... i .... i ....&....6 " .. ::::~~~saiaiai~aiai ~~~~~~
" S :l 000000 r0:0:0:0:0:0:
~15 "!
..s i i~.. ........ "' ... ",,'" ,~
1llI"' ... ",N_
~IQW'I ... ...,N_
i ~ IQ"""'~N'"
lD"'M"'lDnMOMNMOMN..... "" ........... ll"'I0000000~c:o:o:o:o:o:
El..
~ ....e N,~ 0
:;: Ei!!..
· ~:~· •·· .. :g
! ~ ~ :- el: c :13I :~8 ... " i~u"ggg
:8" ~ :.. ........ go 0
I....... ".
:~~.. :~ C .GG
" := f,.... ..
i :~ .... ...::a
It"""o"~!!= .. '''1E.. i 000000
!~II·OOOOOCl
°U~)Ccaf " ...
B"~ et/.....;~~~ if ...
.. l:ltl -...!~~ illi~ I~_N~."~..
~~~~~~~~~~~~;~~~!~f~~~~r:i~~-:'~~~~"...j~"';N.n.;.n.DG")';';
o~oo~gg~g~g~o~a~o~o~goloiioG~oeoGo~olo30io~i~ l'rD'f I".a~ ,"to I"~ I'm I'~ I""; l'~ I'NG
iig=i!!i§§~ig§!2!i!§;§~g:~i~~i:g~g:g~~~8~ggi~~~~n~~n~n~n~n~~~n~n~n
OCOOOOOOOOOOClCOOCOOOOO
~ag~i~~igi~~gi~~=i~iigig~~I~~i:i~i:~~~~g~gig~~~~~~~~~~~~~"~~~n~~~~_
...
."2
"'6
7-
L5
93
31
1.0
94
02
9
HA
le.
STR
UC
TU
RE
SH
UR
(TO
PO
FB
AS
E)
FOR
CE
XFO
RC
EY
ZK
ME
II'T
11A
X.
BA
SE
SHE
AR
(BE
AR
ING
LE
VE
L)
FOR
CE
XFO
RC
EY
Ztt
:liE
8T
HfU
CS
TO
RY
SH
EA
RS
TOR
YTI
ME
XS
HE
AR
TIM
EY
SIIE
AR
]6.3
10
6.3
31
13
.65
08
7.8
60
]5,8
40
-9.1
83
13
.63
01
48
.13
31
5.8
40
-10
.44
91
3.5
80
20
8.7
86
15
.83
0-8
,18
21
3,5
70
27
0.1
41
16
.18
06
.97
61
3.5
40
32'"
.61
51
&.1
80
12
.18
81
3.5
30
31
"'.8
71
••••••••
END
OF
OU
tPU
T••••••••
II
IR
ESP
ON
SE.0
01
,00
-51
9,5
19
'31
."'8
13
74
.67
1
-.li
2J.
H5
12
.18
6
-1',
,-8
74
LO
ADCONDITlO~
DE
FIN
ITIO
NC
AR
DS
OLO
AD
III
1.0
00
0
.00
.00
13
.'1
.02
13
.11
.28
,00
.00
lZ."
.01
13
.'l1
li.2
8,0
0.0
01
'.1
3.0
11
3.'
7.3
0.0
0.0
01
3.'
1.0
1"3
.5«
1.2
7.0
0.0
01
3.'
fj.0
11
3."
.1'
,DO
.00
13
.38
.01
U.~~
,08
8,0
0.0
013.~
.02
13
.81
.28
,.0
0,0
01
2.7
4.0
113
.38
.28
•.0
0.0
0".8
3,0
113.~7
.30
3.0
0.0
01
3.5
8.0
11
3.'
1.2
72
.00
.00
13
.SI
.01
13
.:U
.UI
.00
.00
13.5
l1li
.01
13
.33
.08
.00
.00
13
.'1
.02
13
.11
.28
.00
.00
12
.1•
.01
13
.'8
.28
.00
.00
15
.83
.01
13
.".S
O,D
O.0
01
3.'
8.0
11
3.'
1.2
7.0
0.0
013.~tI
.01
13
.S.5
.U.0
0.0
01
3.S
8.0
11
3.3
3.0
8
.00
.00
13
.38
.02
n.n
.28
.00
.00
12
.1.
.01
13
.'l1
li.2
8.0
0.0
01
'.1
3.0
11
3.'
7.3
0.0
0.0
01
3,5
1.0
11
3.3
8.2
7.0
0.0
01
3."
I.0
11
3.S
5.1
3.0
0.0
01
3,S
9,0
11
3.5
5.0
8
..Ax,
D[9
P.
AT
TIl
EC
ER
TE
RO
FI1
ASS
OF
BA
SEZ
DI8
P.
YD
ISP
.R
OTH
,
.00
1-.
08
2.0
0.1
"""
Il!S
UL
TA
RT
DIS
P.
AI
IIIl
C!R
TER
OF
MA
SSO
IlII
ASE
IIH
ZR
ES
.D
ISP
,Z
CO
fP.
yC
OfP
13
.'·0
.08
2_
00
0-.
08
2
I1A
XIt
ES
UL
TA
RT
B.!
AR
IIIG
DIS
P.
BEA
RIII
GID
lEH
AX
.D
ISP
AH
G.
WID
I.A
XIS
13
."0
.08
2-1
.4
95
13
.55
0.0
82
1.5
68
13
.~SO
.08
2].
4192
lJ.S
SO
.oee
-].'
92
"""
BEA
lUII
GD
ISP
.II
ZB
EAII
lIIG
IDlE
t'IA
X.
DIS
PX
13.8
10
13
,88
01
3.8
10
13_1
510
.00
8.0
01
-.0
08
.00
8
"""
BE
AIlI
IIG
DIS
P.
II
YB
.EA
lUB
GT
IH!
HM
.D
ISP
Y
13
.33
01
3.
SSO
13
.55
01
3."
0
-.0
82
-.O
i2-.
0l1l
i2-.
08
8
tMX
.TO
TAL
AC
C'L
.A
TC
ER
TE
RO
FH
AS5
OF
F1
.IJ(s
t9
rt.o
OR
.eeL
.Z
.eeL
.Y
AC
CL.
R
.)n~3
-.1
08
10
'.0
78
1U
-.1
13
37
7_
17
01
17
2."
'83
47
11
.88
88
'21.
IS74
1li1
1.8
21
22
3-1
.59
7"'S
-.1
2'1
83
.08
11
13
.08
3'"
07
42
81
-.0
81
18
8
D-
26D
-27
!..
.,;N~
N
"oo
~on~
"""i
m m "
f"t~PI:!PI:ptPlOPlQ .. Of'l
i"oCO
i.;
N~
o~.. -on
o ~.o "o "
o
§.;
.,;N~
~o
...
...~go
on~~
~ .. 0
C:~
'1' 00
! ;;
i0 0
~EE~i...... N""ICOOOClll ...00000
o~9°~
::l~ ~aiE~::~:~~a~g:~5~~ :~o:~=caoa~~~~a:~~N OOOOOOOOOOOOOCOOOC
f~~oooo~~o~~o~~ooi
···:
I!I ~!l
CO
NT
RIB
UT
ION
S:
VE
RS
ION
1.0
FaR
VA
X/P
CC
CliP
UT
ER
S.A
UG
UST
19
93
DEV
ELO
PED
BY
,
vm
sIO
Jf2
.0FO
RV
1JC
/SU
N/P
CC
lJ1P
UT
ER
S,S
EP
T.
18
9.
VA
XV
ER
SIO
N.
19
90
SE
PU
JiB
ER
191"
"',
RE
VIS
ED
MA
RC
O1
91
9
SAT
ISE
IH
AG
AR
AJA
IAfI
CH
EN
LI
AN
DR
EI
H.
RE
INH
OR
NA
ND
HIC
HA
LA
KIS
C_
CO
NS
TA
HT
IHO
UD
EPA
RlM
EN
TO
F'C
IVIL
EI'I
GIN
EE
RIN
GST
AT
EU
NIV
.O
FN
EWY
ORK
AT
BU
FFA
lD
DEV
ELO
PED
BY
SA
TlS
BN
AG
AR
AJA
IAD
,D
EP
T.
OF
CIV
ILENGIREER.I~
UN
IVF
JlS
ITY
OF
MIS
SO
UR
IA
TO
lLlI
1BlA
PAN
AG
IOT
IST
SOPE
'LA
S,C
HIN
LI
AN
DR
EN
FEN
LI
DE
PTO
FC
IVIL
ENGn~EEJURG
STA
TE
UN
IV.
orN
EWY
ORK
AT
BU
FFA
LO
OU
TPU
TFI
LEFO
REX
AM
PLE
..(E
XA
MPl
EFR
OM
SE
CT
ION
.·N
CEE
R91
-000
51
AlfD
RE
IR
EIN
UO
RII
,H
ICH
AU
JC.I
SC
ON
STA
NT
ltlO
UD
EP
T.
OF
CIV
ILE
NG
INE
ER
ING
ST
AT
EU
NIV
.O
FN
EW
YC
JIU
(A
TB
UFF
ALO
PR
aiR
AH
3D
-BA
SIS
-TA
BS
_AG
ENER
AL
PRO
GR
AM
FOR.
RC
MLl
REA
RD
YN
AM
ICA
NA
LY
SIS
OF
TII
IlE
ED
IME
NS
IOR
AL
BA
SEIS
OL
AT
ED
BU
IUH
RG
S
NA
TIO
NA
l.C
EN
TE
RFO
REA
RTH
QU
AK
EE
NG
INE
ER
ING
RE
SEA
RC
I.BU
FFA
LO
STA
TE
UN
IVE
RSI
TY
OF
HEW
YO
RKA
TB
UFF
AL
O
NA
TIO
NA
LC
EN
tER
FOR
EAR
THQ
UA
KE
EN
GIN
EE
RIN
GR
ESEA
RC
HST
AT
EU
NIV
ER
SIT
Yor
NEW
YO
RKA
TB
UFF
AL
O
TH
ISPR
CG
RA
HH
AS
BEE
ND
EV
EL
OPE
DU
SIN
G(l)
PRD
GRA
H3
D-B
AS
ISD
EVEL
OPE
DBY
SA
TIS
HN
AG
AR
AJA
IAH
AN
DR
EI
H_
RE
INH
OR
N
AN
DH
ICH
AL
AK
ISC
.C
ON
ST
AR
TIN
OU
DEP
AR
THEN
TO
FC
IVIL
DlG
IRE
"ER
ING
STA
TE
UN
IvO
FtlE
WY
ORK
AT
BU
FFA
LO.
(2
)P
RO
GR
AM
ET
AB
SD
EV
EL
OP
ED
BYE
_L
_W
ILSO
NH
.H
.D
OV
EYA
ND
J.
P.
HO
LL
IN,
DEP
AR
TMEN
TO
FC
IVIL
EN
GIN
EE
RIN
GU
NIV
ER
SIT
YO
FC
AL
IFO
RN
IA.
BE
RK
EL
EY
•
0.H
.01
5.9
09
0.0
04
35
30
14
40
75
,go
O0
.00
43
53
,, 0.1
53
87
.73
20
.00
70
61
0.1
53
87
.73
20
.00
70
61
J,
0.1
53
81
.13
20
.00
10
81
0.1
53
81
.73
20
.00
70
61
JJ
0.1
33
87
.73
20
,00
70
61
0.1~38
11
32
0.0
07
06
1,
J
0.1
4"0
75
.90
80
.00
4JS
30
.lU
07
~.909
0.0
0U
53
,J
0.1
53
87
_13
20
.00
70
61
0.1
53
67
73
20
.00
70
61
JJ
0_
H4
07
5,9
09
0,0
04
35
30
.14
40
15
90
80
.00
43
53
,J
0."
"4
07
3.8
08
0.0
04
35
30
.14
"0
75
.80
00
.00
43
53
JJ
0.1
"4
07
5.8
08
0.0
04
3'3
0.1
44
07
5_
80
80
.00
43
53
co
ord
inat.
ea
for
iao
lst-
ion
.l...n
ta-8
_1
5-6
.9-9
.15
-0.0
5-0
.15
6.6
-5.7
-8.9
-5.7
-0.0
5-5
.76
.6-2
.1-6
.9-2
.1-0
,05
-21
6.6
0.3
-0.0
51
5-6
.9lo
5-0
_0
51
.5
6.6
2.1
-0.0
55
.1-6
_9
5.1
-0.0
55
.16
.66
."-0
.05
8.1
-6.9
8_
1-0
.05
8."
2.1
8."
6.6
ou
tpu
tp
ara
met-
ers
05
01
23
".l
ntu
sto
cy
d.n
ft
96
.15
-9-6
.15
o0
o0
o0
o0
Lo
adcase
defin
itio
no
00
1
....
....
.M
IRR
OR
OF
INPU
TD
ATA
01-
SIX
STO
RY
R.
C_
ST
RU
CT
lIR
EH
ITH
LE
AD
-RU
BB
ER
BE
AR
IHG
Iso
u-n
ON
SY
ST
&I
(SE
ES
EC
TIO
N8
-H
CK
EU
nit
sto
n&
-mete
rll
sen
eri
llco
ntr
ol
in!o
rmat.
.lo
n3
66
22
10
00
9.8
10
.ln
t.o
era
tio
nco
nt.
rol
pll
ram
ete
rs0
.01
0.0
01
JOO
OO
20
1n
_ark
meth
od
0.5
0.2
5eart
hq
uak
eco
nt.
rol
pacam
et.
ors
10
_0
28
09
_8
1
....
....
...
_...
..u
p.c
str
ue
ture
In(o
rmatl
on
··..••••••••••••••••
e1
8en
valu
es
519
651
02to
2.c
.1.H
65
60
03
11
19
22
82
18
8.6
L2
01
80
nv
ecto
rs
E-
2E
-3
6 o o o 6
62
2 6 J
.01
00 1
.50
.25
.00
10
10
00
0.° 20
1
TOTA
LH
UM
BER
OF
Sn
IHE
S.
NUM
BER.
OF
DIF
F,
flW
tES
.l'O
TA
Ltru
HB
DI:
OF
FRAf
1ES..
...
NU
HBE
R.O
FLO
AD
CO
HD
ITIO
HS,
.N
lIMBE
RO
FFR
EQ
UE
NC
IES.
NO
.O
FFL
OO
RS
(EX
CL
.B
AS
E).
NO
.O
FB
EA
RIR
GS.•
.••..
•..
.N
O.
OF
EIG
EN
'n:C
TlJ
RS
CO
NSI
DE
RE
D.
...
...
IND
EXFO
RSU
PER
STR
UC
TU
RE
Sl'I
FF
NE
SS
DA
TA'"
IND
EX..
1F
CIl
(XJf
tStA
RT
TIM
Esn
pIN
DEX
-2
FOR
VA
RIA
BLE
TIH
EST
EP
TlH
IS
TIP
OF
IllT
mR
AT
IOR
(1ID
lM.\
RI.
).IN
DEX
FOR
nP
EO
FT
DtE
ST
EP
.
IND
EX-
1FO
R3D
SHF.
.AR
BU
ILD
ING
RE
PR
ES
.IN
DE
X·
2FO
RFU
LL3D
RE
PIl
ES
£NT
Atl
ON
IND
EX
•3
FOR
RE
PR
ES
EN
TA
tIC
liU
SIN
GE
lGE
ND
ATA
IND
EX-
1FO
RU
JHD
IRE
CT
IOff
AL
INP
UT
IHD
EX~
2FO
R8I
DIR
EC
TIO
NA
LIN
PUT
0.1
4"0
15
.90
90
.00
43
53
0.1
'''0
15
.90
90
.00
43
53
JJ
0.1
11
"0
75
.90
90
.00
43
53
0.1
11
'01
5.9
09
0.0
04
35
3co
ord
lnar.
...
for
ho
iati
on
oll
Dll
lDU
-9.1
5-6
.9-9
.l5
-0.0
5-9
.15
6_
6-5
.7-6
.g-5
.7-0
.05
-5.7
6.15
-2.1
-6.9
-2_
1-0
.05
-21
6.6
0.3
-0.0
51
.5-6
.91
.5-0
.05
1.5
6.6
2.1
-0.0
55
.1-6
.95
_1
-0.0
55
_1
6_
66
."-0
.05
8.1
-6.9
8.1
-0.0
58
_7
2.1
8.1
6_
6o
utp
ut
p..
rlll
lMlt
.ara
05
01
23
11
inte
cs.t
,oq
delf
t9
6.1
5-g
-6.1
5o
0o
0o
0o
0lo
ad
eaae
dell
nit
1.o
n
°00
1
GAH
AFO
RK
DI1
AR
ICS
HE
TBO
D..
8ft
AFO
RN
fH1
AR
KS
HE
T9J
O.
TOLE
RA
NC
EFO
RFa
RC
ED
:11P
UT
AT
IOR
.R
EFER
ENC
EK
I1E
lfT
OF
CO
RV
ERG
ERC
E_
.M
AXN
UM
BER
OF
ITE
KA
TIQ
RS
WIT
HIN
T.S
.IH
DD
:.FO
RG
RO
UH
Dto
TIO
ftIR
PU
T
&@
nBra
1co
nt.
ro1
.I.n
lon
oa'
t.lo
n
....
....
..EN
DO
FH
IBR
CH
lO
FIN
PUT
.
Un
Its
ton
s-m
er.
ers
SIX
STO
RY
R.
C.
STR
UC
TU
RE
WIT
HL
EA
D-R
UB
BE
R.
8EA
RIN
GIS
OU
.TlO
NS
YS
TD
t(S
EE
SEC
TIC
lN8
-"e
EE
0.00
"'51
130
.00
2.2
.21
0.0
00
28
41
O.0
00
4S
50
.00
00
85
-0.0
00
01
60
.01
.25
22
0.0
08
28
10
.00
18
13
-0.0
00
54
3-0
.00
08
4'
-0.0
00
18
8-0
.00
12
21
0.0
04
81
00
.00
14
93
0.0
00
12
70
.00
03
29
0.0
00
1.5
9
0.0
85
10
80
.04
.03
l.5
0.0
08
20
00
.00
98
2"
0.0
03
4.3
20
.00
03
U~D
.02
86
19
-0.0
10
01
2-0
.00
35
15
4-0
_0
01
40
9~D.OD8066
-0.0
01
55
0-0
.00
07
01
0.0
85
89
80
.03
19
08
O.0
02
34
"-0
.0
03
35
8-0
.00
30
22
-0.0
09
75
2-0
.00
78
2.2
-0.0
01
86
"0
.08
81
73
0.0
51
13
03
0.0
11
88
.0
.00
1..
..6
-0.0
03
28
9-0
.00
11
70
0.0
22
21
2-0
.08
5"5
8-0
,03
13
43
0.0
04
21
4-0
.00
.58
09
-0.0
03
"'8
60
.04
35
52
0.0
10
6.5
3-0
.07
21
93
0.0
0S
53
70
.00
3""2
0.0
00
1"8
0.0
00
13
10
.00
02
80
-O.O
OO
OS
I0
.01
38
11
0,0
10
89
50
.00
42
80
0.0
00
12
3-0
.00
08
25
-0.0
00
39
5-0
.00
81
78
0.0
02
89
60
.00
34
02
~0.00D595
0.0
00
37
.50
.00
02
33
-0.0
09
S2
20.10~170
-0.0
09
42
00
.06
33
91
-0.0
04
83
90
.01
66
38
0.1
00
90
80
.01
33
'"0
.07
26
S!
0.0
08
50
80
.02
98
18
0.0
00
86
90
.00
41
35
6-0
.04
12
18
4-0
.00
11
21
-0.0
16
29
9-0
.00
21
02
-0.0
01
88
80
.09
55
80
O.0
0S
81
8-0
,04
69
44
-0.0
05
.10
1-0
.01
U9
2-0
.00
30
74
0_
00
70
90
-0,0
11
25
1-0
.00
02
81
0.O
S91
108
~o.
00
66
11
0_O
BS
660
-0.0
66
69
70
_0
01
40
60
.08
49
10
0.0
00
04
5-0
.08
70
84
-0.0
05
01
98
up
era
turc
t.u
rem
aa.
35
.68
53
.5.6
65
35
.66
53
9.2
45
61
.91
83
6.U
l1
58
1.3
15
81
.31
58
1.3
17
18
18
35
.11
60
1.u
pero
t.ru
ct.
ure
dl!l
:lllp
lna
0.0
50
.05
0.0
5O
.OS
0.0
50
.05
eccn
1.0
cen
t.er
of
ma••
o0
o0
o0
o0
o0
o0
hels
hr.
1.0
dif
fere
nt.
flo
or
and
bil
lie
20
.31
7.1
13
.91
0.1
6.9
3.7
a...
.••
..•
..••
••
..•
..ls
ola
tlo
nB
Ylir
.em
data
.II
r.i.
ffn
a55
dat
.afo
r1
1n
ear
ela
st.
icia
ola
tio
n'J
ar.e
m.
oa
aa
am
aoo
dllr
.eo
ft.
he
bal
lll
36
.51
11
60
1..
lob
Al
dam
p1na
data
o0
0°
ab
y8
terl
t1c
.lsn
en
r.fo
rei
aatl
mJo
lllr
1cb
earl
ft&
aJ
J0
.14
40
15
.90
90
.00
11
3.5
30
.1'1
10
75
.90
90
.00
4.3
53
JJ
0.l
U0
75
.90
90
.00
43
53
0.1
41
40
75
.90
90
.00
43
53
JJ
0.1
41
65
3.6
40
.00
52
32
0.1
"6
53
.64
0.0
0S
23
2J
J0
.lj3
81
.13
20
.00
10
61
01
.53
81
.13
20
_0
01
06
13
JO
.IU
Ol
j.9
0Q
0.0
04
03
53
0.1
4"0
15
.90
90
.00
1l3
j3J
J0
.15
38
11
32
0.0
01
06
10
.15
38
1.7
32
0.0
01
06
1J
J0
.]j3
81
13
20
.00
10
61
a1.
538
7.1
32
0.0
07
06
1J
J0
.10
11
40
75
.90
90
.00
4.3
53
0.\
6."
01
50
.90
9O.OOIl3~3
3J
0_
14
65
J.6
"0
.00
52
32
0.U
65
3.61
10
.00
52
32
JJ
olU
OJ
5.9
09
0.00"'3~3
0.1
Il1
l0J
".9
09
0.0
01
13
53
3J
0.1
53
87
.73
20
.00
70
61
0.1
53
81
.13
20
.00
70
61
JJ
0.11
01l0
J5
.90
90
.00
4.3
53
0.1
11
....0
75
.90
90
_0
04
35
3J
J0
.14
.65
3.6
40
.00
52
32
0,H
65
3.6
40
,00
52
32
JJ
01
11
11
07
.5.9
09
0.0
04
35
30
.lU
07
5.9
09
0.0
0"3
53
JJ
0.]
j38
7.7
32
0.0
01
06
10
.15
38
7.7
32
0.0
01
06
1J
J0
.15
38
7.1
32
0.0
01
06
10
.15
38
1.1
32
0.0
07
06
13
J0
.15
38
'1.1
32
0.0
07
06
10
.15
38
1.1
32
0.0
01
06
13
,
0.1
....0
75
.90
90
.00
11
35
30
.lU
07
5.9
09
0.0
01
13
53
JJ
0.1
53
8'1
.73
20
.00
10
61
0.1
53
81
13
20
.00
70
61
,J
0.1
....0
'1.5
_9
09
0.0
04
35
30
_IH
07
5.9
09
0.0
0"3
53
JJ
E-
4E
-5
TlH
£S
rEP
OF
RE
CO
RD
,-.
02
0LE
NG
THO
FR
EC
OR
D.
..
..
•.
.-1
00
0LO
AD
FA
CT
OR
...
."
-9
.81
AN
GLE
OF
EA
RIH
QU
AX
EIN
CID
EN
CE
..
..
...
-1
.~1
EIG
EN
VA
LU
ES
AN
DE
IGE
NV
EC
TO
RS
(JD
RE
PR
ES
EN
TA
IUIi
)
SUPE
RST
RU
CT
UR
ED
AM
PIN
G.
tDD
ESH
APE
DN
tPH
IGR
AT
IO(U
~.OOO
5.0
00
5.0
00
3.aa
o~.OOO
~.OOO
PfX
)EN
1I'tB
Dl
EIG
EKV
Al.U
E
KlD
ES
HA
PE
SFL
OO
R 6X
00
95
22
0.1
00
90
80
.00
'35
,50
_095~800
.00
10
90
0-.
06
66
91
0
6Y
.L
05
77
00
.01
33
47
0-_
0"'
21
84
0.0
05
81
80
-.0
77
25
10
.00
14
06
0
6•
.o05~310
.00
07
31
0.0
13
67
10
_00
01
23
0-.
00
67
76
0-.
00
05
95
0
,X
-.0
09
75
20
.08
81
73
000
1114
60.0
22
2.1
20
.00
42
10
'0_0
43
55
20
,Y
.08
51
08
00
09
82
'0-
02
86
19
0-
_001
4109
0-
.00
01
01
0.0
02
3U
O
,...0
06
50
\30
0001
.105
00
12
52
20
-.0
00
54
30
-.0
01
22
70
_0
00
12
10
•X
00
94
20
0.0
72
65
10
-.0
01
72
70
-_0
"6
9u
o-.
00
02
81
0.0
84
97
00
•Y
.06
33
97
0.0
06
50
60
-,0
16
29
90
-.0
05
70
10
.05
9"'
08
0.0
00
04
50
••
.003
5.0\
200
00
28
00
.01
08
95
0-
_00
0Q
25
0.0
02
69
60
.00
03
75
0
3X
00
18
22
0.0
51
13
03
0-.
00
32
89
0-.
0851
.158
0-
.00
5,6
09
0.0
10
65
30
.3
Y0
'03
15
00
03
43
20
-0
10
05
20
-.0
06
06
60
.08
58
99
0-.
00
33
58
0
3•
.00
22
21
00
00
08
50
.00
82
01
0-.
oO
OO
UO
.00
46
70
00
00
32
80
2X
-.0
0"'
63
90
.02
98
18
0-
00
21
02
0-.
07
0\0
\92
0-.
00
60
11
0-.
08
70
81
10
2Y
.01
66
36
0.0
00
86
90
-_0
07
86
60
-.0
0301
110
.06
56
60
0-.
00
50
79
0
2•
.00
01
"'8
0-.
00
00
51
0.0
0.r
.28
00
-.0
00
39
50
.00
3"'
02
0.0
00
23
30
1X
0018
61.1
0.0
11
80
0\0
00
11
10
0-
.03
73
..3
0-
00
34
86
0-.
07
21
93
0
1Y
_0
06
20
00
00
03
UO
00
33
60
\0-
_0
01
55
00
.03
19
08
0-.
00
30
22
0
1•
.00
02
8"0
00
00
16
00
01
81
JO-.
00
01
88
0.0
0H
93
0.0
00
15
90
"'..
"''''
ISO
LA
TIO
NSY
STE
MD
ATA
*.*••
••••
BA
SDtA
TH
ASS
AT
TUE
CEN
TER
.O
FM
ASS
OF
THE
BA
SET
RA
NS
L.M
AS
SR
OT
AT
INA
LH
AS
S
BA
SEIS
OL
AT
ION
DA
TA_
oPT
ION
ON
E:
EQ
UIV
AL
EN
TG
LO
BA
LD
EV
ICE
PR
OP
ER
TIE
S
F.CY
.00
00
.00
00
EO
(
.00
00
.00
00
.00
00
.00
00
OF
THE
BA
SE..
R
.00
00
.00
00
-DIS
PIA
CD
1E1i
TL
OO
PPA
RA
HE
TE
RS..
AL
PF
AY
YIE
LD
FOR
CE
XY
IEL
DFO
RC
EY
YIE
LD
DIS
PL
.X
YlE
lJ)
DIS
PL
.Y
.JU
07
5.9
09
00
5.9
09
00
,001
.135
.00
,.3
3_
14
"01
5.8
09
00
S.9
09
00
.00
43
5.0
0113
511
1650
3.6
40
00
3.6
40
00
.00
52
3.0
05
23
.15
38
01
.13
20
01
.13
20
0.0
01
06
.00
70
6.1
"'4
07
5.9
09
00
~.908oo
.00
0\3
5.0
0U
5.1
53
80
1.1
32
00
1.7
32
00
.00
10
6.0
01
06
_1
53
80
7.7
32
00
7.7
32
00
.00
10
6.0
01
06
.H4
07
.5.9
09
00
5.9
09
00
.00
.35
.00
43
5.1
66
50
3.6
,.,0
00
3.6
40
00
.00
52
3.0
05
23
.Ho
\Ol
5.9
09
00
5.9
09
00
.00.
0\35
.00
"'3
5.1
53
80
1.7
32
00
7.7
32
00
.00
10
6_
00
70
6.1
"'.0
\07
5.9
09
00
3.9
09
00
.00
"35
.00
"35
.H6
S0
3.6
0\0
00
J,6
"0
00
.00
52
3.0
05
23
_HI.
I07
5.8
09
00
5.9
09
00
.00
U5
.00.
0\35
.15
38
07
_1
32
00
1,1
32
00
.00
10
6_
00
70
61
53
80
7.1
32
00
1.1
32
00
.00
10
6.0
07
06
15
36
07
.73
20
01
.73
20
0,0
07
06
.00
70
6.1
111.
107
5.9
08
00
5.9
09
00
.00
43
5.0
04
35
.15
38
07
_1
32
00
7.1
32
00
.00
70
6.0
07
06
.H4
0]
5_9
09
00
5.8
09
00
.001
135
_001
135
.111
"07
5.8
08
00
5.9
09
00
.00
"35
.00
U5
.10
\"0
15
.80
90
05
.90
90
0.0
0113
5.0
0"3
5
.00
00
.00
00
16
01
.00
0J6
.57
1
11'
1407
2.H
II0
73
.1'1
65
04
.15
38
05
_H
40
76
15
38
07
.15
38
08
.10\
.0\0
79
H6
50
10.1
411I
0711
.15
38
01
2_
H4
01
13_H
65
016
.141
407
IS1
53
80
16
.15
38
017
_1
53
80
18
Ht,
,07
19
.L
5380
20
.lU
07
21
I,H
Ol
22
.1U
Ol
EU
:HE
Nl'
TYP
E•
EL
AS
TC
lID
UC
/DA
HP
Ell
FOR
CE
ISO
LA
TO
RA
LPF
AX
LIN
EA
RS
TIF
FN
ES
S[F
/LI
VIS
CO
US
(lwt.H
PIN
G[F
IL/T
]
20
.30
01
1.1
00
13
.90
01
0.7
00
6.9
00
3.7
00
.00
0
HEI
Gl::
IT..
.FL
OO
RH
EIG
HT
GLO
BA
LIS
OL
AT
ION
DE
VIC
EA
TTH
EC
EN
TE
RO
FH
ASS
•
HA
SS
15
61
.30
01
56
1.3
00
15
61
.30
01
71
8.0
00
18
35
10
01
60
1.O
DD
RO
TA
TIO
NA
LM
AS
S
ECC
ENT
Y
35_
66
53
5.6
65
35
.66
53
9.24~
0\1
.01
83
6.5
11
51
.96
00
00
51
.0Z
1l0
00
ZII
1.2
o\6
00
05
,80
.03
10
00
11
9_
Z2
80
00
21
88
.61
20
00
SU
PE
RS
TRU
CTU
RE
MA
SS
.FL
OO
RE
CC
EN
!X
suPE
RST
RU
CT
UR
E:
HA
SS
.FL
OO
RT
'RA
tfSL.
MA
SS
.00
0.0
00
_0
00
.00
0.0
00
.00
0
DOD
_000
.00
0.0
00
.00
0D
DD
BEA
RIN
GL
OC
AT
ION
BF.
AR
ING
X
-9.1
50
-6.9
00
-91
50
-.0
50
E-6
E-7
12.~10
-"1
42
E-0
3.5
34
11
£-0
23
83
5£
-03
20
69
E-0
3-
35
18
E-0
2-.
26
64
E-0
31
3.0
10
•21
167E
-03
36
61
1£
-02
.16
56
£-0
32
18
3£
-03
.35
08
£-0
2.1
75
4[-
03
13
.51
0-.
30
39
£-0
411
352£
-01
-.1
85
2E
-02
.116
57£-
03.3
56
2£
-01
-.1
54
2£
-02
10\.
01
0.3
05
7£
-03
.21
50
E-O
I9
97
0[-
03
19
03
£-0
51736E~01
.81
63
£-0
310
\_~HO
-_
30
39
£-0
3-
22
6"£
-01
-1
08
6£
-02
.42
51
£-0
'"1
74
0£
-01
-.8
25
9£
-03
15
.01
0-.
18
20
£-0
31
69
3£
-01
.95
85
[-0
3-
_34
56
£-0
3.1
36
5[-
01
.79
10
£-0
31
5.5
10
."2
16
£-0
3-
31
86
£-0
2-.
21
0lE
-03
.38
11
£-0
32
08
6E
-02
-.
L5
52
E-0
31
6.0
10
73
53
£-0
3.1
29
4£
-01
","8
31£-
03-
68
38
£-0
3.1
09
8£
-01
.43
00
£-0
31
6.5
10
.68
18
£-0
3.9
)]9
£-0
25
15
1£
-03
.3H
9E
-03
68
40
E-0
2.3
73
9£
.-0
31
1.0
10
.21
58
£-0
3-.
11
05
[-0
1-
.•1
45
£-0
33
03
8£
-03
96
08
£-0
2-,
43
6.5
£-0
31
7.5
10
22
81
£-0
3-
","5
77£-
02-
26
08
£-0
37
16
lE-0
'"-
31
03
£-0
2-.
I12
U-0
31
8_
01
0-.
36
64
£-0
3-
12
23
[-0
2-.
29
57
£-0
32
21
9£
-03
58
31
E-0
2-.
23
98
E-0
31
8_
51
0.6
05
7£
-03
.36
56
£-0
22
02
7[-
03
45
50
£-0
32
83
7[-
02
15
89
[-0
31
9.0
10
39
97
[-0
3-
.69
80
[-0
3-
50
46
£-0
"H
09
E-0
34
82
5£
-OJ
-.4
82
8[-
04
19
.51
01
89
"£-0
3-.
12
57
[-0
3-
3461
£-01
11
89
0£
-03
12
13
£-0
3-
.13
55
£-0
4
J • 5 6 1 • • 10 11 12
1J ,. 15 ,. 11
18
19
20 21
22
·9.H
D-5
70
0-5
.70
0-5
.70
0-2
.10
0-2
.10
0-2
_1
00
.30
01
.50
01
.50
0I.
50
02
.70
05
.10
0~.100
5.1
00
6.4
00
8.1
00
8.1
00
8.7
00
8.7
00
b6
00
·6_
90
0-
.05
06
.60
0-6
.90
0-
.05
06
.60
0-.O~O
-6.
OD
D-
.05
06
_6
00
-.0
50
-6.9
00
-.0
50
6.6
00
-.0
50
-6.9
00
-.O~O
2.1
00
6.6
00
DIS
PU
OM
EN
TA
TFL
OO
RD
EG
RE
EO
FFR
EE
DC
I1T
IME
78
910
111
2
....
.."'
OU
TPU
TPA
RN
1EtE
RS
.
....
....
....
.T
IME
HIS
TO
RY
'R
ESP
ON
SE•••••••
DIS
PL
AC
aiE
NT
I\T
FLO
OR
DE
GR
llO
FFR
.EE.
DC
t4.
TIM
E1
23
CO
OR
DIR
AtE
SO
FO
JLU
HN
LIN
ES
AT
WH
ICH
INT
ER
STO
RY
DR
Ins
AR
ED
ES
IRID
CO
L,L
INE
X.
CO
RD
.Y
.C
OR
D.
19
.00
06
.75
02
-9.0
00
-6_
75
03
,00
0.0
00
fa.0
00
.00
05
.00
0.0
00
6_O
DD
.00
0
18
14
[-2
1-.
15
31
£-2
21
68
"[-
03
-.1
01
4£
-0'"
.62
67
[-0
3-.
30
30
£-0
11
.14
25
[-0
2.2
98
0£
-04
31
41
[-0
3.1
90
2E
-04
19
34
£-0
2.6
32
1E
-04
13
49
£-0
2-.
to9
51
E-0
43
34
6£
-03
-.23J3E-O~
33
31
£-0
3~302E-04
00
83
[-0
38
13
4[-
05
93
65
[-0
3_3
17
7[-
0",
50
01
E-0
33
90
7[-
0'"
-.2
58
7£
-04
.12
8"'
E-0
'"6
41
1£
-03
_1
26
2[-
04
17
18
-.3
52
1£
-21
-.5
01
6[-
22
98
91
£-0
3-.
65
20
E-0
4-
.28
72
E-0
2-.
16
35
£-0
39
66
8[-
02
.J7
61
£-0
38
95
6£
-03
_68
14
[-0
...1
09
6£
.,.0
14
89
2£
-03
78
11
£-0
237~IE-03
101,
25£-
03-.
39
96
£-0
42
6U
E-0
2-.
26
90
£-0
3.6
09
6£
-02
-.9
48
5E
-04
-.4
41
3£
-02
19
11
[-0
3-.
32
78
£-0
22
53
0E
-03
10
19
[-0
2.4903£-0~
2J19~-02
.53
65
£-0
42
48
1£
-02
.911
36E
-O'"
26
29
[-0
2.693~E-04
65
62
E-0
2.3
14
3£
-03
"60
.5£
-02
-.2
33
2£
-03
87
33
£-0
2-.
33
32
£-0
36
60
6[-
03
-_6"'59£~0"
24
20
£-0
3-.3422£-0~
-_6
12
6E
-Oa
-.2
17
8£
-03
68
08
E-0
2.2
92
8[-
03
.12
38
[-0
1."
,"0
98
[-0
3-
_72
95
[-0
2-
_29"
'""£
-03
66
72
[-0
3-.
75
03
£-0
42
4....
..[-0
2_1
33
5£
-03
-_
17
83
£-0
1-.
76
18
£-0
38
35
11
£-0
2.3
90
3[-
03
-.7
13
3£
-02
-.3
18
0£
-03
66
73
E-0
2_3
95
0[-
03
36
8.5
£-0
3.3
1160
E-0
.56
05
2[-
02
.24
20
£-0
3.2
3010
,£-0
2.1
23
6£
-03
55
17
[-0
2-
_26
70
£-0
3-
66
29
[-0
3-.
33
13
£-0
42
81
2£
-02
-1
09
8£
-03
11
96
£-0
2.6
67
8[-
01
13
35
4£
-03
-.3
]13
£-0
43
73
4£
-03
10
61
[-0
4
24
"'9
£-2
11
55
2[-
04
.39
50
£-0
'"1
36
4[-
03
22
70
[-0
49
95
8[-
0'"
68
42
[-0
'".
14
68
[-0
4.3
to5
8[-
0'"
67
27
£-0
'"6
21
'1£
-04
55
26
[-0
'"3
28
5.[
-04
20
42
[-0
'"
14
01
£-2
2-
_]9
56
[-2
211
723£
-21
1/10
80£-
02-
96
56
£-0
4.4
07
5E
-04
37
62
£-0
2.2
12
0£
-03
12
89
£-0
3.1
56
2[-
01
.66
76
£-0
3...
.36
8£
-03
67
51
£-0
3.5
76
6£
-04
'3~2E-04
.16
36
£-0
11
55
2[-
03
46
78
E-0
31
17
5£
-0]
57
96
£-0
31
91
3[-
03
10
77
£-0
227
01£-
011
LI8
lE-O
J4
21
3[-
02
-4
07
2E
-03
12
13
[-0
35
86
"£-0
2-
14
76
£-0
32
59
4£
-03
59
"8£
-02
-2
56
0[-
03
23
88
£-0
35
10
2£
-02
-.3
82
0£
-03
.13
13
£-O
J-
21
94
£-0
2-
10
54
1[-
0"
10
28
E-0
32
70
2[-
02
1.,
02
0[-
04
.11
48
£-0
"."
"16
8£
"'0
21
18
3E
-03
~2
82
9E
-03
47
17
[-0
2.1
11
3£
-03
08
70
E-0
49
95
6£
-02
.49
U£
-03
51
17
[-0
37
11
1£
-02
-.
36
95
E-0
32
95
3£
-03
.13
23
£-0
1-
53
88
£-0
3.4
2"0
[-0
39
28
9£
-03
-8
88
6[-
0'"
.11
27
[-0
'"H
66
£-0
319
24£-
011
67
0"'
[-0
6-
_98
32
[-0
2~
39
1H
-OJ
"'3
16
E-0
3.1
03
8£
-01
46
83
E-0
3~89"'£-03
19
08
£-0
17
00
1,£
-03
-6
67
5£
-03
11
78
£-0
15
11
3£
-03
.41
16
£-0
31
96
1[-
02
16
77
£-0
352
39[-
011
31
58
£-0
2.1
70
0£
-03
-.1
"'5
7[-
03
27
14
£-0
11
21
7[-
02
90
ZZ
E-0
3.!
JOl£
-OI
63
32
£-0
33
42
6£
-03
-.1
21
7£
-01
5814
1':-
033
88
3[-
03
10
18
[-0
16
20
9£
-03
-'-
39
Zl-
03
-_6
15
U-0
3-
6538
£-01
11
51
11
£-0
387118~-02
36
13
E-0
3-.•
15
9£
-03
.44
11
2£
-02
25
04
£-0
3-.
11
93
£-0
3-
.18
59
£-0
2-J792E~03
36
76
£-0
31
7"'
9[-
02
-9
93
4[-
04
81
2l[
-0'"
43
65
£-0
2-
18
36
[-0
31
66
8[-
05
20
13
[-0
21
17
5£
-03
15
06
f-0
34
38
"£-0
31
,36
4[-
06
18
75
[-0
3]0
76
[-0
31
71
1£
-05
lS~IE-03
.34
63
E-2
1-
_36
86
£-2
2."
33
3[-
03
-_
25
50
[-0
'"1
60
2£
-02
-.].
l,0
6£
-0'"
.36
90
£-0
2.8
95
4£
-01
1.6
53
3[-
03
."'3
87
£-0
4.4
92
3E
-02
16
6lE
-03
--.
]40
59
£-0
2-
.12
94
[-0
3-.
56
36
E-0
35
06
0£
-04
-9
58
9£
-03
L0
73
E-0
31
90
5£
-02
2433
£-01
12
23
8£
-02
79to
3E-0
'"1
3.0
£-0
29
82
8[-
06
21
16
[-0
326
31£-
0","
16
29
£-0
2]0
12
i;-0
4
.DID
-4
38
9£
-21
.51
035
37[-
0","
1.0
10
.98
18
£-0
'"1
51
0-.
32
J2£
-03
2.0
10
-.1
18
75
£-0
42
51
0-.
28
70
£-0
33
_010
.16
76
[-0
33
51
0.5
40
6£
-0...
"_0
10
91
62
£-0
'"...
51
0L
61
0[-
03
5.0
10
.16
19
£-0
35
HO
12
19
£-0
36
_0
10
70
43
[-0
46
51
02
1,0
1£
-04
DIS
PL
AC
n1E
NT
AT
FLO
OR
DE
GR
EE
OF
FRE
EO
Ct1
.T
IME
13
1'"
15
16
.01
0-_
42
51
1::
-21
.51
0_2
062£
-011
1.0
10
.10
73
E-0
31
,51
0-
.33
11
E-0
32
_0
10
6B
3[-
05
2_5
10
-_4
S8
0E
-OJ
3.0
10
75
81
£-0
1,
3.5
10
20
60
£-0
34
.01
0.8
48
3[-
04
4_
51
0.2
95
"[-
03
50
10
.22
88
£-O
J5
.51
0."513~-0'"
6.0
10
97
52
£-0
46
.51
0-
""-2
7£
-05
1_0
10-
_4
20
5E
-03
7.5
10
.26
I1U
-03
8.0
10
-5
54
9E
-03
8.5
10
25
U£
-03
9.0
10
41
28
£-0
39
51
01
43
5E
-O.
10
.01
0-
11
45
£-0
3L
O.5
10
47
88
£-0
3L
1.0
10
53
75
£-0
3lL
51
0-.
63
61
£-0
31
20
10
36
58
£-0
31
2~10
-.2
6"8
E-0
"!J
.OI0
-1
86
1£
-03
13
.51
0.8
51
4£
-03
1'1
.01
0-.
24
85
£-0
3H_~10
32
08
E-0
31
5.0
10
46
38
£-0
31
5.5
10
.29
"11
£-0
31
6O
LD-
58
40
£-0
31
6_
51
0.4
08
2£
-0'"
17
.01
03
66
0£
-03
17
.51
04
40
IlE
-0"
18
01
08
"'8
2£
-04
18
.51
02
91
9E
-03
19
_0
10
26
85
E-0
31
95
10
1809~-03
so
TlH
EH
ISto
Ry
OPT
JOR
.IR
OD
-0
FOR
TIM
EH
IST
OR
YO
UTP
UT
IND
EX-
1FU
RNO
TIM
EH
IST
OR
YO
UTP
UT
lfO
,O
FT
IME
ST
EP
SA
TW
RIC
HT
IME
HIS
toR
yO
U1'
PUT
ISD
ES
IRE
D.
..
..
.......
flJR
CE
-DIS
PL
AC
El1
ER
TT
IHE
:H
ISt'C
IlY
DE
SIR
ED
ATB
EAR
ING
SN
lJHBE
RED
...
.01
0-.
57
68
£-2
1,1
28
.r.[
-20
26
2lE
-22
-.4
6H
£-2
1_
57
78
E-2
1-
.l2
.7lE
-22
-51
0-.
61
11
6£
-04
-.2
21
3£
-02
-.1
36
4£
-03
-.
20
41
E-0
4-
_1
89
7£
-02
-.1
17
5E
-03
1.0
10
22
21
£-0
11
-4
50
3£
-02
-.2
19
7£
-03
.63
9lE
-04
-.4
2"'
2£
-02
-.2
2U
E-0
31
.51
0."
'"4
33
£-0
3.2
12
7[-
01
.11
62
[-0
2.1
72
5£
-04
.21
'lE
-OI
.B0
89
[-0
32
.01
0.4
21
2[-
04
-.613~£-03
-.2
32
4£
-04
.24
62
E-0
'".1
13
9£
-03
.2S
ltO
£-0
42
.,5
10-.
11
80
E-0
3.2
54
0£
-01
.10
93
[-0
2-
_33
5lE
-03
.21
09
£-0
1.9
32
8£
-03
3.0
10
-.
"'"5
63
£-0
3-
.18
42
£-0
1-
.86
87
[-0
3-
.17
5lE
-03
-.1
52
3[,
-01
-.
71
98
E-0
33
.~10
_56
33
£-0
3.4
89
4[-
02
.24
52
E-0
3.3
11
8[-
03
.28
56
£-0
2.1
21
6£
-03
4.0
10
-.2
04
3£
-03
-.1
29
"'£
-02
-.8
16
8E
-03
~.5026E-04
-.5
81
5£
-02
-.5
12
2-0
3"'
,51
0.2
90
1E
-03
-.8~64E-02
-.1
89
4E
-03
.30
09
E-0
3-.
73
00
£-0
2-
.17
33
£-0
3~.
01
0,8
70
4£
:-0
4-,
76
90
£-0
2-.21C13£~03
.18
.50
[-0
3-
.69
6.£
-02
-.2
1S
ltE
·03
5.5
10
-.
30
33
E-0
3-.
82
70
E-0
2-.
56
52
E-0
3-
.12
39
[-0
3-
.67
4lE
-02
-.4
7S
6E
-03
6.0
10
-.
44
32
E-0
4-
..5
14
3£
-02
-.1
79
5£
-03
.38
20
[-0
4-
.36
18
£-0
2-
.10
52
£-0
36
.51
0-
.10
81
£-0
3.2
20
5£
-02
-.6
21
1[-
0"
-.5
39
3£
-04
.25
7.5
!'-o
Z-
.14
12
E-0
67
.01
0-.
52
49
E-0
3.7
63
9£
-02
.33
1'1
£-0
3-
.49
51
E-0
3.5
90
7[-
02
.Z5
1R
E-0
37
.~10
.82
21
£-0
3.9
59
8£
-02
.3905E~03
.53
52
£-0
3.7
15
1E
-02
.27
30
E-0
38
.01
0-.
30
"'2
£-0
3.l
.58
4E
-Ol
_73
22
E-0
3-,4~57E-03
.13
0lE
-0l
.61
5"'
£-0
38
.51
0-.
Q417E-0~
-.1
15
9E
-Ol
-.5
67
1£
-03
.06
32
.E-0
4-,
04
20
£-0
2-
."'6
BB
E-0
39
.01
0.1
96
3[-
0"
-.2
11
3[-
01
-.8
2.2
0£
-03
.24
46
£-0
3-
.17
32
E-O
l\-
.68
43
£-0
39
.51
0.4
35
9E
-05
-.1
24
5£
-02
-.1
12
9£
-03
.98
71
1[-
05
-.1
10
9£
-OZ
-.1
02
6£
-03
10
.01
0-
.17
62
E-0
3.2
17
1£
-02
.3979E-0~
-.1
52
2£
-03
.14
25
£-0
2.S
67
8E
-05
10
.51
0.Z
13
2E
-03
-.1
70
8[-
01
-_
68
41
£-0
3,3
77
9[-
03
-.1
3"G
£-D
l-
.53
43
£.-
03
11
_0
10
-.3
17
8£
-03
.16
69
£;-
01
.71
44
[-0
3-.
"'5
33
[-0
3.1
36
5E
-Ol
.5B
4Z
E-0
31
1.5
10
-.9
80
8[-
05
.31
35
£-0
1.]
13
5£
-02
-.3
66
3£
-03
.25
38
E-O
l.9
UIO
E-0
31
20
10
-.1
26
8£
-03
-.2
05
3£
-01
-.0
92
6E
-03
.11
17
5[-
03
-.1
62
lE-O
l-.
70
07
E-0
3
E-8
E-
9
~"N N ~ ~N ....
~N ~ ~
cr'~0 0 "0 ~~ " 0 or or,
'" ~~ ~ ~~
.... ::l ::!~~ ~ E ~~
:~~ ~~~ NO> N
;::OOOOO~OOo_ooC~OOOOOOOOO~
~~~~~~~~~~??~~~~~??~~~~~~~~~~~~~~~~~~~~~~~~~~~~~.~~~~~~OMC~_mC~~.~~~~.N~
MM~NMO~~~O~~IO~~~N"'~mM~ON"'M~~lC.NN~~N~~_~MM~~Nm~NN. -, ...
... 000 .... 000 ... 000 .... 000 ... 0 ....
~~~o 0000 "0
00000000000000000000 00 0000 00++++++++ I ++ ... +- ... ++ I ++ + + ............
~~~~~~~~~~~~~~~~~~~~~
~~ ~IWlI.IlLllol i:J
CClU) ........ Oonl"'lll"'lO ... NCClon .... ~O ..... on
~~~~ ~..... CClon ..... O~CI)~NU) .. l"'ION~.~.C
~~m~~~~~~~~~~~~~~~~
_~~~~~~~__ ~~ ... __ N ... _ ...
00N~ ","'CQ
00N
~~~~~~~~?~~~~~~~~~f00 QCCO 0, , , , I I + + ,
~~~~~~~~~~~~~~~~~~~
~~~~ ~':~~ §§ ~~~Q~~OC~m~O~Mm~~N~~
~~ =:~~~~~~~~~~~N_~~NomCON
~~~~~~~~~~~~~~~~~~~
~~~S~~~~S~SSSS~S~S 00 0 0 0 0 0~~
~ ~~O~O~O~O~Q~O~O~O~O ~O 0 0 0
~NN~M~~~~~~~~~~~=~ ~N ~~ :!: ~ ~
~~~s~~~~~~~~~~s~~ 0000 00 0 Q 0 0
O ..... O~O~O~O~O~C~O~C ~O~O ,,~ ~ 0 0--NN"'''' 4 .' .n~,,; "'-- a:llCmOlO ::! ~ ~ ~--
~NN_M~N~N~~~"''''_"~'''N~'''N __ '''''''''NN_'''~'''~N_N_
~??~~~????9?????9????~9?~??~??~????~~?~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~M~N~_""'O~~lC."~~~~~~~~~~"'~~~O~O.~~~~~m~lCMN~~~~M.lC~~MOO~C•• O~~Om~NM~OM~mN~~~~NNM~MNN~~N_N~MN_NMN_~~NN"'_~~__ M.~~nN~... ,. , ., , , . . .,.
oo~
....... N ... N~?c;'9?~~~~~O.IQ ......... mo ....~_~N~
O"'OOO_CO~OOONO_OOOOOOOO_OOO"'OCOOO ... OO
??~??~~~??~?????~??????????~????????WWWWWWWWWWWWW~WWWWWWWWWWWWW~WWWWWWWWo.m~~~~~N~mN~~OM~N.NN~"_mM~_"'~ON~m._OO •• mMM=NO~N"'MO._N"~~M~m~IO..... ~m=~"mmmCO_m~_Nm. __ ~NN~_.~~~NOOM__ .O~~~CNO~O.O~.IO-_~~M~~MmNN_~M~__ ~~_~_._~_~~m~~N.. ,. ."., ., ..
~N"'"N_~_"_""'N"_"'__ N."'N_"'N"' __ ~N"" __ "'_N_
~?????~9????~????????????????????????~~W~~~~~~W~WW~~W~~~WWWWWWW~WWWWW~WWWWWW"'~O~~~~.M ... O~~m~m_"'~~~~"'.~~O.OO~~~MNON~O"CN~"O~mON~~O_O.O_O~N~O""'.""'~.~~~"'~~MN~..... _N~_~MMM.~~~_M__ ~lCm~O.~~MO~NMMN~O~O~~N_M~~_~_"'~~N_~_... ~~_m_M~"'~_N""'~~__ N~_~
~N __ "'N_"N"'NN __ "'N __ NNM"'''''''N_~
7??9~?~???????~?~~9???~~';'?~~WW~~WWW~~~WWW~~~WWWW~W~~W~
~g~~~~~~2~~;~~~~g~§~~~~§~g~. . , ,
.... N ...
99?????9???JalII.III.I~lt.lIl.lIl.lIa.lIlJWII.Il/"I(I)(Illl"'lNOCII ....... lI"'l.. CClM .... ,gl"'llOltllOON
~~~~~~~:l~~::
NN ... N ............... NN .......... N
~~???9??Cf'?????~~ ~ :B~!~:H:n:~~ ~ ~ ~ ~ ~.. ON~ ..... CCI~i,O"'Nr"<o .. OIlC......... O l"'IN=NO~CJl .. on ....lI"'lMN \D."..,.!"'l ....... "'\I"'I. . . ., " ..
N~~_NNN~~~N~""NNN"~"~NCOOOOOOOOOOOOOOOOOOOOO
~~~i~~~~5~~~~~~~~~~~~~O~O~~~~~~O~~M~~~NOO~~~
m~NNN4~~N~~~4NN~=NM~N4, . , , .. , .. , ..
... "1 .... "' .................. "1 .................. 1"'1 .... "1 .................
?999??999?9999999?????~~~~~~~~~~~~~~~~~~~~~~Mon~""""=""'CCllI"'ll"'lonU)""""l"'INu)."""'~"N.N l"'IonU) ..... O~ l"'IU) .. CJlNCJll"'ll"'l~l"'I
.CClN lI"'l ..... l"'I.NN on ... N ..... Nl"'I .... lI"'l~N. . . ., .
N0
:~ 0
"'~O ~~OO, , +"'''''''~=;N"'~
~N~
~~~
~~~~~ ~N~
~OO
~ "'''''''__ N
~ ;~~0
~N "'~O~"O.
" ~~~§~~..
~~~..... ~~~U ~~~!;!
"''''~",il!!;;:: 000
~ O~O
'l!
...... ... .. .~~~
?? 0 00 ?~??~~
~ ~~~p.lI.UIJ
:~~~~S
~~OCII ....~~ .. IO
t')"""""~l"lI"'''' ••• M~~????'??~~???~lo.IIo.IW~to.lIo.lWlLlDrolIo.lW~WIl.l
_OlC"OU)U1U)"M~C."1'U)ll"\~N"'O"~OIOQNO."~OIO"""lC«I"'NIOu:tO~_NN_ ... _~ ..... lC\DII"'I.'"
~SSS~2SS~SS;:SSO~~~O.~O.~~~C.,":~~
::~;:::::::::s:s~~~~~~
~
o,'"..
s~ssss~ssssss~ssssssss~ono~O"'Cll"\Oll"\o""'o~OnOll"\OnOno.·~~NN~~.~~~~~~~=~~~~~=
...0"0
~~~~~~..... '"
.o,::::'":iii
" ..... n""..,~"nM" •• ""~"~"~~~~9~~~~~?~~??~~??~~
~~~~~=~~~~~~~~~~~=~~O"~0~O~~n~N~~C~mlC~100NN~"'~IO~~onCII~O~IO~~~CII.
"'~~NN~~N~~~~~~~~~~~:
s~~~ssss~~s SSS~SSS~C~O~O~O~O~O onoll"loll"lon
~~~~mmss==~ ~~ii~~~~
~ ..... . .. ~ .. ..,~~ .... ~ .... ~~~~
~?~0 00 ?';'????~~ or 0, , , ,
~~~~~:
..~5 ~~~~~~~~ ~ '" ;:...
~lC~~
~~lClC_N~mlO
NNO ~::: M ... Cl ..... CIInN" .~~
~~. ~~~~~ ... ~~ ~ ~"'~,~"'N N~~MNNN""NN~""N"N ... ""~M000 OOOOOOOOOOOOOOOOOOOOO~ ...*=*
• I I I I • I I I I • , I I I I t I I I I ,
~~~~~~~~~~~==~~~~~~~~~N
"'~~ ON~N~~~_nN"_""'~~.CII_~NN~
~~=..... N_N ... OO"~O"lClCn_nO ... ~nON_~~~~N~~~"_~~~~~~~~~~~, ,
.... " ... " ..... ~~""M ... """""n ..... ~ ....... ~.00000000000000000000000000 ~
~~~~~=**~~=!=!~~!5!~~!=~;~~~~~~~~~~~~~~~~~7-~~~~~~~~~........ " " .. ~ .. "" .. M "~ .. ~ n00000000000000000000000000I I I I I I I I I I I I I I I I I I I I I I I I I I
S~~;g8=~~~~:~~~!!~:i!~!~~~lCNO~lCCIIlClC~O""~~NO"~"'OO"OO~.~ ..... ~~~~~~~~~~~~~~~~~~~~~~~~
""NNN"""'NNNN"NNNNNMNMNnNM""?~';'~??~~~??????????~?~????~~~~~~~~~~~~~~~~~~~~~~~~~~..... _~~IO" ... O~lC"nlCONCllnlC ... nlC~OQIOCII"~lCCIIlCon ..... m"CII0NlCnnlO"lCNIOION"'101OmlCN"'""NNNnN"'_~~NNIONIONIO"''''_N. . " .. , ... , ..
IlL
01
02
2,,
"0£
-01
"12
0£
-01
5910
0£-0
2.1
12
2£
-0]
66
58
£-0
]_
15
U[-
02
19.~10
13
62
1':
-01
11
57
UO
O.9
H2
£-0
3-_
2,,
"95
£-0
12
08
9[+
00
-.3
99
3£
-02
.01
0-.
6It
22
£-1
8-.
13
88
1':
-16
-4
52
1£
-18
71
15
£-1
7-.
13
88
£-1
6.3
29
7£
-18
.51
0-.
73
61
£-0
21
10
3[+
00
.63
22
£-0
2-
79
12
Ea0
2.1
27
8£
+0
0.5
91
6[-
02
1.0
10
-.1
32
8£
-01
.6"5
lE+
OO
.26
88
£-0
1."
73
2.E
-03
.52
25
£+
00
.16
70
E-O
l1
.51
02
9"3
£-0
1-
_71
04
£-0
1.2
98
3E
-Ol
29
51
.E-0
1-.
6H
ZE
-OI
.21
29
1':
-01
2.0
10
.24
75
£-0
1-.
91
20
£+
00
-2
84
0E
-Ol
.49
66
£-0
1-.
11
"1£
+0
1-.
30
93
£-0
12
.51
0.6
60
5£
-01
-.9
71
2E
+0
0-
45
56
£-0
1-.
71
25
£-0
1-.
73
'4E
+0
0-_
46
06
[-0
13
.01
0-.
71
11
£-0
2.6
91
0£
+0
0.1
94
9£
-01
-.2
75
1£
-02
60
63
£+
00
.16
52
£-0
1J_
51
0.6
21
3£
-02
.L
l57
E+
Ol
5l0
6E
-01
_3
8U
E-0
21
18
8£
+0
1."
57
3£
-01
4.0
10
_6"8
8E
-02
-.1
06
1E
+0
09
18
6£
-02
.29
11
£-0
1-.
82
69
E-O
l.9
61
2£
-03
4.5
10
10
14
[-0
1.6
12
2£
+0
0.3
02
9£
-02
-.2
"25
E-O
l.6
28,5
,£+
00.4891E.~OZ
~.DlD
-.1
37
8£
-01
.86
51
£+
00
.16
37
E-O
l2
12
2E
-01
_696
2E+
OO
_2
91
0£
-02
5.5
10
-.3
00
5£
-01
-.2
50
9£
-02
11
11
1[-
01
-.2
06
"E-O
l-.
20
75
[+0
0-.
10
07
£-0
26
.01
0-
.12,
5,7E
-Ol
-_
62
11
£+
00
-1
99
"£'-
01
.11
11
E-O
l-
.80
39
'[+
00
-.1
76
2£
-01
6.
,5,1
040
4045
£-01
-_
12
61
E+
Ol
-5
55
7[-
01
-10
043E
-Ol
-.15
66Jo
:+O
l-.
79
67
£-0
17
,01
06
10
0£
-01
·.~5"'£-01
29
98
[-0
1-.
5U
8E
-Ol
-.3
J04
£+
00
.21
63
£-0
11
.51
0.~889E-Ol
.86
44
[-0
12
84
2£
-01
.8"5
4£
-01
-2
61
0£
+0
0.8
35
8£
-02
8_
01
0-.100~£-Ql
-.5
07
U+
00
.12
02
£-0
1-.
23
28
£-0
1-.
50
45
£+
00
-1
24
5£
-01
8.5
10
23
26
£-0
13
26
6[+
00
81
11
E-0
2-
10
11
[-0
1.J~65E+OO
10
13
[-0
19
.01
0_
78
51
£-0
2_
80
82
£+
00
-.H
75
£-0
11
03
0£
-01
80
20
£+
00
-.J6
31
E-0
19
.51
0.1
70
9£
-01
.22
70
4£
+0
015
""'2
£-01
-_8
65
0£
-02
.""'
438£
+00
2~02E-Ol
lO_0
10-
.11
2.6
£-0
1.2
53""
'£+
00.1
91
9£
-01
.76
"ZE
-03
.20
18
£+
00
12
18
£-0
110
_5
10
21
88
E-O
l_3
11
3£
-01
-2
99
1£
-01
.22
57
£-0
1-.
50
86
[-0
1-
.29
99
[-0
11
1.0
10
51
79
£-0
2-
303"
"'[+
00.2
3...
.[-0
2-
40
64
[-0
1-
'l6
36
E-O
I.1
2S
0E
-Ol
11
.51
0.3
15
8E
-Ol
-8
67
7[+
00
30
84
[-0
1.2
02
4£
-01
-.8
21
6£
+0
0.2
5"8
£-0
11
2_
01
0-.
27
96
£-0
1-.
98
HIf
:-0
1-
20
97
£-0
1-.
25
16
E·O
l-_
26
58
£+
00
-_2
11
9E
-Ol
12
.51
0_
26
33
£-0
1-
63
02
£+
06
-./1
I18
7E
-Ol
-.i2
22
E-O
l-_
96
79
£+
00
-.6
25
ZE
-Ol
13
.01
01
97
4E
-Ol
-5
62
6£
+0
0-.
12
55
£-0
1-.
17
80
[-0
1-_
'80
""£
+0
0-.
20
69
[-0
21
3.5
10
50
86
£-0
2_1
43
9£
+0
1-
]98
9£
-02
-_3
73
8£
-02
.13
54
£+
01
-.7
12
6£
-02
U.0
10
31
20
£-0
1-
30
42
[+0
0-
93
23
[-0
23
81
9E
-01
-.1
32
1£
+0
0-.
70
20
£-0
21
4.5
10
2l.
54
E-0
1-
57
22
£+
00
-_
2"'
29
[-0
1-.
29
61
[-0
1-.
50
63
E+
00
-.8
09
0£
-02
15
.01
0-.
88
84
£-0
2-
13
08
£+
0.0
-.
"4
33
[-0
2-
.141
19E
.-O
l-.
56
25
E-O
l_"
'65
2£
-02
15
.51
0.6
4,5,
111£
-01
-.9
17
9£
+0
0-
39
27
[-0
1.5
85
5[-
01
-7
08
0£
+0
0-
26
11
£-0
11
6.D
ID-
9H
OE
-Ol
73
5"£
+0
0.'
90
6.[
-02
-.9
96
8E
-Ol
-.5
02
5£
+0
0.2
10
8£
-01
16
.'51
0.79~1[-01
71
09
[+0
0.3
93
0£
-01
52
..9
[-0
19
02
4£
+0
0."
9il1
7.E
-Ol
17
.01
0.2
60
9.£
-02
.83
"4[-
+0
0_1
0118
5[-0
1.2
34
1£
-01
fi,1
93£+
00.1
23
7£
-02
17
.51
0-.
12'8£~01
-.4
06
81
£+
00
-2
.67
2£
-01
-.5
68
6[-
02
-_3
36
3E
+0
0-
_1
90
9£
-01
18
.01
01
76
8E
-Ol
_2
19
7[-
+0
02
60
0£
-02
-.3
95
3E
-Ol
.2,.
1II
E+
00
59
60
£-0
21
8.'1
0_4
89
8E
-Ol
16
32
E+
00
39
02
£-0
2~OH£-Ol
.27
6:)
£+
00
81
16
£-0
21
9.0
10
.U9
IE-0
2.1
03
0E
+0
01
01
6E
-Ol
12
81
£-0
112
412[
+00
.11
"1
[-0
11
9.5
10
-.2
86
0E
-01
-2
86
9£
+0
0-:
81
01
lE-0
2-
17
57
[-0
13
13
0H
OO
86
60
[-0
2
AR
SO
LU
T£.
..ee
Lo\
tFl
.DO
RD
EGR
EEO
FF
'RE
fDC
I1.
tiM
E1
31
4IS
16
FOR
CE
AN
nD
ISP
L.
INX
DIR
AN
DY
DIR
.A
TB
EA
RI"
:;H
lI'm
UR
ED
:1
TIH
E}FO
Re
XD
ISP
XV
EL
C.
xFO
Re.
yD
[SP
.Y
VE
LC
.y
_010
09
/ill
E-1
0-.
69
33
£-1
3-
_1
38
7E
-I0
-.3
51
2£
-02
-.2
50
87
E-0
5-
.51
75
[-0
35
10
03
39
2[+
00
.23
25
E-0
3-.
"04
1£
-02
-.6
84
9£
+0
0-.
604
..6
£-0
3-
.766
2E-Q
2.1
.01
00
75.9
7E+
00.)
1131
0[-0
3-.
89
90
f:-0
2-
...0
10
[+0
1-.
,5,1
63E
-D2
-.1
00
6£
-01
1.5
10
01
43
7E
+O
l-
.29
65
E-0
2.9
88
11
£-0
2.7
88
7£
+0
1.1
53
9£
-01
.34
11
£-0
12
.01
00
.21
65
£+
00
46
37
£-0
3.7
62
0£
-02
.60
90
£+
01
.25
48
E-O
l.0
5001
E-O
I2
_5
10
0l/
i56
£+
01
.49
66
[-0
3-
_4
0"1
.E-0
2.1
14
9[+
02
."9
79
£-0
1-.
53
20
£-0
13
.01
00
5055
E,*
00.t
i85
8£
-03
-.1
26
9£
-01
-.8
19
1E
+O
l-,
16
0B
E-O
I-.
lS2
9£
+O
D3
51
00
69
3"'
E+
00
-.
HeS
E-O
).5
}11S
E.-
02-.
S0
92
E+
Ol
-.2
52
1£
-01
-.3
91
2E
-Ol
"_0
10
01
54
9£
+0
12
02
6£
-02
-.2
23
9E
-OI
.12
02
£+
01
-.1
89
2£
-01
.10
98
£+
00
'.5
10
01
1"1
£+
01
.19
72
£-0
21
92
5E
-01
-.7
98
3E
+O
l-
.15
2.1
£,-
01
-.1
29U
.,.O
O5
.01
00
"H
2E
-Ol
.14
55
£-0
2.1
80
1£
-01
-.8
22
8£
+0
1-.
29
97
£-0
1-,
11
11
£-0
15
51
00
12
00
£+
01
.1"'6
£-0
2-.
38
HE
-0l
"':.
4129
E+
OO
-.2
71
1£
-01
.12
15
£+
00
60
10
09
60
9£
+0
06
16
2E
-03
-.257~-Ol
.11
84
£+
01
-_
10
82
£-0
1.1
01
3[+
00
6.5
10
01
0"7
E+
OI
.11
23
[-0
2.9
)00
£-0
2.1
02
9£
+0
2.2
76
6£
-01
_8
32
2£
-01
1_
01
00
56
13
£-0
11
10
7[-
02
-2
69
2E
-01
.43
06
E+
OI
.26
54
£-0
1-
.S9
nE
.-0
27
.S
ICC
12
97
E+
Ol
28
44
[-0
21
20
3£
-02
.42
88
£+
01
.2""
50
£-0
1."
13
8E
-Ol
60
10
0}
JJ2
£+
00
16
t,,1
,,[·
02
13
59
E-O
I.6
14
9£
+0
1_2
99
8£
-01
35
72
[-0
18
5100
J12
8£
-01
1588
1:>
075
2"1
£-0
2.
-.3
96
6£
+0
1.~~"7£-O2
-.7
17
2£
-01
E-
12E
-IJ
12
97
£+
01
10
]5
£-0
16
00
9"[
-02
-5
67
6[-
02
39
03
£+
00
52
12
E-0
21
54
7£
-01
.L
08
8£
-01
-4
82
7£
+0
015
261'
:-01
-.2
98
7£
+0
0.3
32
0£
-01
10
21
E+
Ol
56
01
£-0
15
33
5£
+0
09
16
3£
-02
19
64
£+
00
12
1"1
':-0
1.2
73
51
':+
00
8lt
92
.E-0
23
59
0£
+0
01
09
8[-
01
.13
93
£+
00
12
27
E-O
l3
2"3
E..
-00
88
44
£-0
2
.01
0-.
13
11
£-1
5.1
33
6£
-14
.61
H£
-15
.51
0-
18
91
E+
00
.19
35
£-+
02
71
86
£+
02
1.0
10
.48
72
£+
00
.86
81
1[+
02
1116
8£+
031.~10
.21
8"£
+0
111
171£
-+03
.69
56
£+
02
2
.01
01
23
4£
+0
1-.
78
85
E+
02
11
36
£+
03
2.5
10
-."9
17
£+
01
-2
33
4£
+0
3-
.23
71
£+
03
3.0
10
22
31
£+
01
.16
08
£+
03
.17
1H
+O
J3
.51
03
90
0£
+0
0.9
13
U+
02
16
91
£+
03
4_0
10
1"2
3[-
+0
15
31
9£
+0
13
40
3£
+0
31<
1.51
01
56
9£
+0
1.1
31
1£
+0
31
05
6£
+0
35
.01
0.1
48
1£
+0
01
32
4[+
03
.78
02
£"'
01
5.S
ID.2
.52.
8£....
00
2(j
82
E+
62
2G
16
E+
03
6.0
10
-1
57
1E
+O
l-.
36
53
£+
02
-1
18
8E
+0
36
.n
o-
40
52
£+
01
H3
1E
+0
3-
62
89
E+
02
7.0
10
-_5
"38
£+
00
-.1<
1487
£"-0
28
30
7£
+0
27
.51
01
69
5£
+0
13
64
6£
+0
210
611£
+03
8.0
10
1731
1£+
01U
Jl£
+0
3-.
13
34
E+
03
6.5
10
-.2
30
0£
+0
1.8
96
9E
+0
2.1
25
3£
+0
39
01
0U
9ZE
>+
00.1
936E
-+03
90
38
£+
02
9_5
10
6309
£:+
001
90
3£
+0
2.1
18
3£
+0
31
0.0
10
.11
07
E+
01
15
3..E
+0
213
4"1'
:..-
031
0.5
10
-1
13
6£
+0
19
25
3[+
02
-13
2.5E
+03
lL0
10
70
21
£+
00
12
77
£+
03
34
52
£"-
02
ll:i
tO2
87
0£
+0
12
57
8E
+0
3.2
65
1£
+0
31
20
10
-2.
"7
1E
+O
l9
93
0£
+0
2-.
29
31
E+
02
12
51
01
91
5£
+0
1-.
73
11
£+
02
32
t,,2
[+0
21
3_
01
016
.23£
+01
73
80
£+
02
-6
95
8£
+0
21
3.5
10
94
64
[+0
03
72
"£"-
03
.76
48
£+
02
Lit
01
01
10
0[+
01
13
53
E+
03
1411
4[+
031.
._5
101
16
7£
+0
110
12.8
£+02
51
13
£+
02
15
.01
0t"
If.t7
[+0
0-.
91
11
5[-
+0
230
01<l
E+0
31
5.5
10
-1
39
1[-
01
-.7
99
6£
+0
23
67
1£
+0
21
6_
01
033
t,,0
£+01
15
3t,
,£+
03
43
25
£"-
02
16
.51
03]
.1,8
£-+
01.2
91
2£
-+0
2.3
26
0£
+0
217
01
0.801~£+00
16
.86
[+0
31
10
1£
+0
31
7.5
10
-.1
927£
+01
30
05
£+
02
-.4
12
18
£+
02
18
_0
10
"72
2£
-01
.57
79
£+
02
21
06
£"-
02
18
.51
0_2
188£
:+00
73
39
£+
01
-.4
29
5£
+0
21
9.0
10
23
78
£+
01
ll,,
35
£+
02
.75
11
£+
02
19
.51
0-
36
05
E+
Ol
-J3
12
E+
02
.-
81
13
£+
01
STR
UC
TUR
ES
HE
AR
AT
TOP
OF
BA
SE
13
.51
0-.
29
26
£-0
21'
",-0
1036
112"
[-01
14
.51
03
21
3£
-01
15
.01
0-
_2
27
2£
-01
U.5
10
.46
25
£-0
11
6.0
10
-8
"9"£
-01
16
.51
0.3205E~Ol
17
_0
10
.39
36
[-0
117
.~10
-_6
66
1E
-02
18
.01
0-.
56
70
1':
-01
18
.51
0.3
83
1£
-01
19
.01
01
"8
6[-
01
19_
51
0-
20
69
£-0
2
Z4
18
z,17
zz
.01
0_
16
91
£-1
6.0
00
0£
+0
09
42
2£
-18
.no
-6
25
9[-
02
_H1
2£
+0
0.5
59
0[-
02
L0
10
.18
71
E-O
l.3
97
3E
+0
0_1
'166
6[-0
21
.51
0.3
08
0£
-01
~1
08
6£
+0
0.1
39
9[-
01
2.0
10
.67
31
[-0
1-.
12
85
£+
01
-3
19
8[-
01
2.'
51
06
02
6[-
01
-5
32
6E
+0
0-.
'46
31
£-0
13
.01
0.4
94
9£
-02
.j3
49
[+0
01
11
29
[-0
13
.51
01
20
8£
-01
.1
15
6£
+0
13
97
5E
-Ol
4_
01
0."
07
1£
-01
-.5
00
5£
-01
-1
,77
0£
-02
1,.5
010
30
11
[-0
1.5
82
8f:
+0
06
01
7£
-02
50.0
10.5
31
0£
-01
.51
09
E+
DO
16
25
£-0
25o
,S10
-9
9.1
,7[-
02
-.3
76
1£
+0
0-.
12
06
£-0
16
.01
0,3
24
7£
-01
-.9
21
7£
+0
0-
15
60
E-O
l6
51
0.1
73
6£
-01
-.1
81
3£
+0
1-
96
..5
[-0
17
.01
0-.
35
02
.£-0
1~.5427£+DO
.15
00
£-0
17
.51
0.8
99
7E
-Ol
-.5
71
32
£+
00
-1
07
"£-0
28
.01
0-.
JOI0
£-0
1-.
50
52
.£+
00
-.1286[~01
8.5
10
-.1
96
8£
-01
39
16
E+
00
11
78
£-0
19
.01
0.1
11
2£
-01
.80
13
£-+
00
-.1
73
6£
-01
9.5
10
-.3
19
9E
-01
.61
90
£+
00
.31
98
£-0
11
0.0
10
.10
4.6
£-0
1_1
50"6
£""0
0.7
12
9£
-02
10,5
010
.90
63
E-0
2-
_92
28
£-0
1-
.29
I,2
E-O
I1
1.0
10
-.7
00
4£
-01
19
19
£+
00
19
71
[-0
11
15
10
27
26
£-0
2-.
80
25
£+
00
21
12
£-0
11
2.0
10
-2
00
9E
-Ol
-.3
69
1£
+0
0-
20
56
£-0
11
2.:
it0
-_
12
14
£-0
1-
lQ"5
.£+
OI
-12
lt.2
.E-O
l1
3.0
10
•1
23
5[-
01
-39
210£
+00
60
9"[
-02
AB
SOLU
TEI\
CC
L.
,.t
FLO
OR
DE&
R.E.
EO
FF'
R.E
D.0
1tI
ME
19
20
21
9_
01
00
18
53
Ei-
OI
51
06
E-0
2J2
HE
-02
-.1
22
9[+
02
-.3
72
6[-
01
-.U
3U
-Ol
'".:
)10
07
32
0£
+0
0-
18
40
£-0
22
16
8£
-01
-.4
60
J2'+
01
-_
1.5
21
[-0
1]2
91
£+
00
O.~100
.39
19
£+
00
.33
81
£-0
2.86~6E-OJ
-.1
35
6E
+O
l-.
30
81
E-o
l.3
88
1E
-Ol
5.0
10
0.1
01
1£
+0
0-.
18
69
[-0
21
75
2£
-01
46
16
E+
Ol
-.2
99
1E
-Ol
llll
E-O
l1
0.0
10
08
90
4£
+0
0.2
71
7£
-02
-7406E~02
-.101~E+Ol
-.2
05
4£
-01
-2
01
9£
-01
5.~100
.77
HE
+O
O-.H~8E-02
39
1B
E-O
l.1
83
1£
+0
0-.
21
11
£-0
1.1
21
5£
+0
01
0.5
10
01
53
"'E
+O
l"3
69
£-0
2-.
uo
2E
-OZ
-5
83
6E
+Q
l-.
28
86
[-0
1J3
34
[-0
16
_0
10
0.:i
.H.:i
!+-O
O-.
Gl9
8E
-03
.2.5
22
£-0
]12
38.E
"'01
-.1
08
2£
-01
.10
13
E+
00
11
.01
00
10
41
£+
01
....
.J~E-03
-_
19
72
E-O
l.5
29
0£
+0
1_
18
41
£-0
2.9
98
1£
-01
6S
10
0.5
31
1£
+0
0.1
58
8£
-02
.llU
E-0
25
82
gE
+O
l2
16
6E
-Ol
.83
22
£-0
1Jl.
51
00
.-.
32
48
E+
Ol
-.6
76
1£
-02
-.6
48
01
-02
.166
0E+
OZ
_60
9S
£-0
1.4
39
4£
-01
1.0
10
0-.
66
13
E-O
l1
41
0£
-02
.2"'I
S[-
01
·24
83
£+
01
·26
SII
[-0
1991lE~02
12
.01
00
.10
01
E+
Ol
.23
37
[-0
2.8
26
8E
-02
-.4
10
1£
+0
14
11
2£
-02
-.1
36
.5£
+0
01
..nO
O.1
0172
E+O
D2
62
9£
-02
"'2
38
£-0
2.2
06
1E
+O
l.2
44
S£
-01
.41
36
[-0
11
2.
S1
00
.72
'51
£-0
12
52
1£
-02
-.2
42
3£
-01
·"'0
91
E+
Ol
48
48
£-0
2·1
II60
E+
OO
8.0
10
0-.
82
86
£-0
1.1
88
ZE
-02
8163£~02
350\
3£+
012
99
8£
-01
3~72£-01
13
.01
00
.90
77
£+
00
18
65
£-0
2-
.11
9"£
-01
.36
56
£+
01
_1
96
6E
-Ol
u0
7E
-Ol
8_51
0D1
62
1£
+0
0.2
19
2.1
-02
.56
11
1[-
02
-_2
S"'
OE
+O
l·5.5~7E-02
-.7
17
2£
-01
13.~10D
.20
18
£+
01
.:)8
66
£-0
2_.
2673
£"-0
1-
.22
30
\£....
02
-.8
87
5£
-01
13
60
£+
00
9.0
10
0-.
12
09
E+
01
-.5
80
1£
-02
68
14
£-0
2-.
68
11
2£
+0
1-
_37
26
£-0
1-
.U3
4E
-Ol
14
.01
00
.83
86
E-O
l.9
60
.:iE
-03
-.2
66
1E
-02
·~860E+Ol
.1&
11
0£
-02
1092
E+
OO
9.5
10
0.3
31
9["
'00
35
67
£-0
2-.
41
S3
£-0
3-.
50
80
EtO
O-
.J0
81
E-O
l_J661£~OI
H.~100
.32
29
£+
00
.20
97
£-0
3-
.13
26
£-0
1-
.235
8£11
10-'
1"3
6£
-02
.37
19
£-0
11
0.0
10
0.4~68£+00
-.2
91
8£
-02
90
02
E-0
2-.
70
30
£-0
1•.
20
5"'
£-0
1-.
20
79
E-O
l1
5.0
10
0.1
87
9£
+0
1.2
.5l1
21!:
-02
-.1
01
8E
-0]
.24
..S
£+
01
86
39
£-0
26
91
0£
-02
10
..51
00-.
13
19
E+
OO
-.U
14
E-0
2.8
16
0£
-02
-.3
38
4£
+0
1-.
28
86
£-0
1.3
33
6£
-01
15
.S1
00
30
92
£+
00
U8
1E
,-O
J1
26
3£
-01
.45
83
£+
01
.12
16
£-0
14
13
0E
-Ol
11
.01
00
66
13
£+
00
-.7
27
0£
-04
.13
73
E-O
l.3
22
2£
+0
1.H
lUE
-02
99
81
E-O
l1
6_
01
00
-.7
30
1£
+0
01~2ZE-03
".2
5U
E-D
l.9
69
2£
+0
1.2
.,..
,2£
-01
.2"'
08
£-0
311
.510
0.1
73
8E
+0
16
51
5£
-02
.S5
l13
E-0
2.9
12
1£
+0
1_
60
9'5
£-0
1_4394E~01
16.~HOO
-_8
208E
+O
O-
3U
7£
-03
-1
05
6£
-02
-.2
71
3£
+0
1.1
H9
£-0
19
2.5
6£
-01
12
.01
00
49
18
£+
00
-.2
25
2.£
-02
37
23
E-0
2-.
26
15
£+
01
.U1
ZE
-02
-.1
36
5E
+0
01
1.0
10
0.8
5"!+
OO
-.1
03
0£
-03
26
92
£-0
1-.
74
0\8
£+
01
12
77
£-0
1-.62~2E·Ol
12
.51
00
.5"6
SE
'-O
I-.
22
61
£-0
2.2
68
1£
-01
.25
95
Ef.
ol
-48~8£-02
.14
60
£+
00
11
.51
00
1830
E+
OO
19
63
£-0
3.1
62
3£
-02
2"1
6£
+0
1-.
81
11
£-0
24
19
3£
-01
13.0
10
0-.
32
91
£+
00
20
72
E-0
2.8
66
8£
-02
.2H
3£
+0
11
96
6£
-01
-.4
40
1E
-Ol
18
.01
0D
,36
38
£+
00
12
82
£-0
3-
_1
91
3£
-01
-.3
88
1E
+O
l1
13
2£
-01
99
81
£-0
213
_51
00
11
59
£+
01
-_6
07
2£
-02
31
24
£-0
11
21
0£
+8
2-_
88
75
£-0
1-
.13
60
£+
00
18
.S1
00
1,.
.,0
£+
00
36
"6
[-0
33
33
9£
-02
-.4
89
9[+
00
-.8
91
2£
-02
.66
51
£-0
21
4.0
10
01
64
6£
...0
0-
16
10
£-0
26
05
3£
-03
.35
26
£+
01
41
10
£-0
2.1
09
Z£
+0
01
9.0
10
0-.
39
68
£+
00
50
9lE
-03
.32
"'3
£-0
2-.
"'0
21
£+
00
78
50
£-0
2.3
71
8£
-OZ
14S
10
0.8
79
9[-
01
-4
04
6£
-03
21
72
£-0
1So
\JoU
:+O
O-
u3
6£
-02
37
19
[-0
11
9_
51
00
89
99
£-0
13~4gE-04
-7
7S
4E
-02
.22
74
£+
01
-5
41
6£
-02
_111
29£-
0115
_010
0-
.11
18
£+
01
-2
16
1£
-02
.70
11
f::-
03
.11
78
£+
01
86
39
£-0
26
91
0[-
02
15
.51
00
.26
60
£+
00
-.4
"'2
1£
-03
63
11
£-0
2·2~89£+O1
12
16
£-0
1'"
73
0£
-01
16
.01
00
.66
18
£+
00
25
01
£-0
4.2
51
9£
-01
54
71
£+
01
·24
72
£-0
12
40
8£
-03
FaR
CE
AN
DD
ISP
L.
IRX
DIR
.A
ND
~D
tR.
AT
BE
AR
IlIG
RU
HB
UR
ID:
21
6.5
10
02
29
5£
+0
0-.
32
3"[-
04
-.2
30
S£
-02
-.1
8116
£+01
.11
49
[-0
1-
_92
56
£-0
1T
IllE
FC
IRl:
.X
DIS
P.
XV
EL
C.
XFO
lICY
DIS
P.
YII
ELC
.y
170
10
0-.
(a64
8£+
00.5
90
1£
-03
-.2
00
9£
-01
-.4
3S
9£
+0
1-.
12
17
£-0
16
25
2E
-Ol
11
.51
00
-2
66
8£
-01
.34
83
£-0
3.9
97
5£
-03
1201
1£+
01-.
81
11
£'-
02
."1
93
£-0
1.0
10
09
41
1£
-10
-.6
93
3£
-]3
-.1
38
1£
-10
-3
51
2£
-02
-_2587E-O~
51
15
£-0
31
8_
01
00
-2
02
8£
+0
018
.52£
-0.5
15
38
£-0
11
81
7£
+0
1-
11
32
£-0
1-.
99
81
E-O
Z.S
10
0.)
58
3£
-01
2.5
48
E-0
.-
_31
2}.
!-0
4-.
69
32
£+
00
6'4
6£
-03
16
62
£-0
218
51
00
-.5
10
\05
[-0
1_2
37
5E
-03
.32
17
[-0
2.2
110E
+O
O-.
89
72
£-0
266~1£-02
1.0
10
03
06
9£
-01
-.2
76
5£
-0"
-.7
59
0\[
-03
62
22
£+
01
51
63
[-0
21
00
6£
-01
19
.01
00
.95
"3
[-0
1·1
00
83
[-0
3-
_99Q
IIi£
-OJ
-.3
10
1£
-01
-7
85
0£
-02
.37
18
£-0
21
_5
10
0-.
10
So
\£+
OO
53
26
[-0
'-.
72
9.5
£-0
3.8
06
..£+
01
15
39
[-0
1_
Hll
E-O
l1
9.5
10
0.1
0,.
1£
+0
03
61
4[-
03
73
81
£-0
2_1
3111
E+
Ol
-.5
41
6£
-02
14
29
£-0
12
.01
00
19
00
.£+
00
-.1
36
0£
-03
._
17
11
£-0
26
10
0E
+O
l.2
S4
8£
-01
.8S
01
[-0
12
.51
00
.33
07
£+
00
36
39
E-0
3-
21
07
£-0
3.1
11
2E
+0
2.1
09
79
£-0
15
32
9£
-01
3.0
10
09
28
3[-
01
33
85
E-0
3-.
10
80
£-0
382
011£
+01
.16
09
£-0
1.1
52
0£
+0
0F
aRC
EA
ND
DIS
PL
.IN
XD
IRA
ND
YD
IR.
AT
BE
AR
IRG
IllI
4BU
RE
D;
,3_
.510
0-.
38
69
E-O
l.2
89
9£
-03
-.2
17
2E
-02
-.5
10
7£
+0
12
52
7£
-01
30
12
E-O
lTI
ME
FOIlC
.X
DIS
P.
XV
EL
C.
XFO
IlC.
YO
ISP
.y
VE
LC
.Y
'".0
10
03
85
S£
-01
-.4
23
5£
-03
.27
96
E-0
21
32
1£
+0
1-.
HI9
ZE
-OI
.10
98
E+
-OO
II.~100
29
41
£-0
13
71
6£
-0'"
LS
19
E-0
2-.
80
37
[+0
11
52
1£
-01
.12
91
£+
00
01
00
15
92
£-1
06
93
3E
-13
-.1
38
7£
-10
28
33
£-0
2-.
25
87
£-0
5-
_51
75
[-0
35
.01
00
.99
48
£-0
1-
_2
31
6£
-03
-.1
85
'£-0
"-.
86
26
[+0
12
99
7£
-01
11
11
£-0
1.5
10
0-.
26
11
E+
00
23
25
£-0
3-
.40
41
[-0
2-.
79
76
£+
00
-71
4150
£-03
-8
97
7£
-02
5.5
10
01
04
87
£-0
1-.
27
62
£-0
",.9
'84
£-O
J-.
25
30
£+
00
VH
£-O
l.1
21
.5£
+0
01
.0
10
0-.
47
22
£+
00
31
66
[-0
38
99
0£
-02
45
83
£+
01
-.5
31
0£
-02
12
16
£-0
16
.01
00
3898E~02
-.2
1H
£-0
4.1
13
8£
-03
.19
82
E+
Dl
10
82
£-0
1_1
013£
+-0
01_
51
00
17
86
£+
01
.29
"'5
[-0
29
88
4[-
02
8511
3£+
01·1
38
8£
-01
37
60
£-0
115
.510
0_1
0611
£+00
.25
26
£-0
3.8
S7
4£
-03
.10
"5£
+0
2_
27
66
£-0
1.8
32
2£
-01
2.0
10
09
J69
[-0
1-
...6
37
£-0
31
62
0£
-02
.50
94
[+0
12
5JZ
E-O
l8
70
1E
-01
10
10
0.1
9Z
5£
-01
20
10
£-0
3-
_1
00
7£
-02
"46
6£
+0
1.2
65
4[-
01
99
71
£-0
22
51
00
13
10
[+0
11
19
66
£-0
3-
.1,0
111£
-02
12
31
E+
02
"'9
36
£-0
1-
51
05
4£
-01
1_5
10
01
96
9E
+0
0-.
66
77
[-0
4-
.15
S8
£-0
2.6
21
5£
+0
12
44
5£
-01
41
38
£-0
13
01
00
53
10
£+
00
68
56
[-0
31
26
9[-
01
9266
E+
-Ol
16
26
['-0
1-.
15
58
t+O
O8
.01
00
38
49
£-0
1.1
'15
2£
-03
.25
51
1£
-02
.62
18
£+
01
29
96
£-0
13
57
2[-
01
3_5
10
03
51
6£
+0
0·H
66
£-0
35
14
5£
-02
.608
11E
+O
l-_
25
50
£-0
1-.
36
52
£-0
18
..'H
OO
.12
80
£+
-00
32
91
£-0
3-
29
14
£-0
3-.
39
72
£+
01
55
47
£-0
27
11
2£
-01
I,_0
100
21
1,3
£+
01
-2
02
6£
-02
22
39
£-0
11
96
0£
+0
1-.
19
72
£-0
11
01
5£
+0
09
_0
10
01
16
0£
"'0
0-
.13
29
[-0
3-.
18
45
[-0
2-
_123
11£+
-02
-_3
72
6£
-01
""3
'£-0
11&
.510
01
86
8£
+0
11
97
21
;-0
21
92
5E
-OJ
-.8
40
50
£+
01
-1
62
0£
-01
12
23
£+
00
9.5
10
03
70
6£
-01
1II
46
E-0
3_
21
51
[-0
3-
.12
18
£+
01
-.3
08
1£
-01
38
87
E-o
l5
.01
00
10
72
£-0
1l'
o5
5£
-OZ
18
01
£-0
18
13
2£
+0
1-
.Z9
1Z
E-O
l5
16
9[-
02
10
.01
00
'-3
54
£-0
11
12
8£
-03
81
52
£-0
383
59£+
-00
-.2
05
4£
-01
-.2
07
9[-
01
5_
S1
00
17
44
£+
01
.1""6
£-0
23
84
1[-
01
12
40
[+0
1-
_26
37
£-0
11
06
6E
+0
010
~100
.18
8lE
-01
61
36
£-0
0\
.20
2lE
-02
-.5
86
2E
+O
l-.
28
86
E-O
l3
33
4[-
01
6_
01
00
61B
3£+
-00
61
62
£'-
03
-.2
57
.5£
-01
.36
32
E+
Ol
-1
05
0£
-01
98
84
£-0
11
1.0
10
05
37
7£
-01
16
16
£-0
3.2
14
9£
-02
So\
11£+
Ol
.18
"L
E-0
2_9
98
1[-
01
65
10
01
14
1£
+0
11
12
3E
-02
91
00
[-0
2.1
08
9£
+-0
22
69
1£
-01
85
93
£-0
1J1
.51
00
"1
64
[-0
12
""'3
£-0
4-
37
05
£-0
31
69
8[+
02
60
95
£-0
1·(
a39
"'£
-01
10
10
09
95
6[-
01
11
07
£-0
2-
.26
9Z
E-O
l4
83
1£
+0
1.2
58
8£
-01
18
(a8
E-0
11
2.0
10
0S
89
9£
-01
85
19
E-0
52
18
4[-
02
"13
6£
+0
1.1
,7
12
£-0
21l
65E
'+O
O]
51
00
1322
.£...
01
28
U[-
02
12
03
£-0
22
88
1£
+0
12
30
S[-
01
(a2
29
£-0
11
2.
'510
08
33
1£
-01
_9"'
52£-
011
16
68
£-0
2.1
1108
£+01
-."8
48
£-0
21
46
0[+
00
80
10
01
10
9£
-01
16
44
[-0
2.1
3S
9£
-01
68
24
£+
01
29
08
£-0
1-
32
10
£-0
11
3.0
10
01
13
2E
+0
0.1
32
5£
-03
-.1
'18
5£
-02
·"03
I1iE
+O
l.1
96
6£
-01
-.u
01
£-0
18
_S
10
03
88
2£
-03
15
88
[-0
2.5
24
1£
-02
.57
43
£+
01
45
82
E-0
2-
.69
90
£-0
11
3_
S1
00
67
19
£-0
11
91
8[-
03
•1
20
5£
-02
-_2Z
o4Il
[+02
-_8
87
5£
-01
13
60
£+
00
9_0
10
02
11
5£
"'0
15
70
6E
-02
.32
74
£-0
21
22
2[+
02
-.J
43
2.£
-01
42
66
£-0
111
0_
01
00
1176
£...
-00
-.2
41
70
£-0
3-
.10
03
[-0
2.5
86
1£
+0
1.
I,1
10
£-0
2.1
09
2£
+0
09
.51
00
18
S5
£+
00
33
81
£-0
2.8
65
6£
-03
-.1
43
4£
+0
1-
29
03
£-0
13
90
8[-
01
1II
.UO
O.2
45
1£
+0
0-
_1
02
0£
-03
4/1
89
[-0
2-.
31
11
3[+
00
-.(,
43
6£
-02
37
19
£-0
110
01
00
-8
34
4£
+0
02
71
1£
-02
74
96
£-0
2.8
79
1E
+0
01
90
9£
-01
'.2
35
,.£
-01
15
.01
00
H:5
8£
-01
-.1
42
3£
-03
-_4
6.5
1£
-02
.28
22
£+
01
86
39
£-0
2_
69
10
£-0
21
0.5
10
011
96£+
111
43
69
£-0
21
03
02
£-0
25
65
0£
+0
1-
_26
63
£-0
1')
12
6£
-01
15
.51
00
36
90
£-0
1-
.IS
H£
-03
.30
21
E-O
Z."
71
9£
+0
11
21
6£
-01
'13
0£
-01
11
.01
00
12
50
£+
01
u3
5£
-OJ
19
12
£-0
1.6
73.5
£-1-
011
97
3f-
02
.94
24
[-0
11
6.0
10
0.3
47
6£
+0
0.3
83
2E
-03
.25
8}
E-O
J.9
80
\1£
+0
1.2
47
2£
-01
.24
08
£-0
31
1.
51
00
35
"9[+
01
67
61
£-0
26
48
0£
-02
15
78
£+
02
.51
55
£-0
1"'
19
3£
-01
16_
.510
0-
_2
34
1£
+-0
0-
.18
47
£-0
3-.
46
0\.
5£
-02
-_2
762.
£+01
_IH
9E
-Ol
92
50
6£
-01
120
10
01
2"5
£+
01
.2J3
7£
-02
.82
68
E-0
25
"'9
6£
+0
1.5
88
5£
-02
13"'5
E-t
-OO
11
.01
00
34
12
E-O
l-
_0\6
S3E
-00\
_3
06
8[-
02
-.7
55
3[+
01
12
17
[-0
16
25
2£
-01
12
51
00
.15
10
£+
00
.25
27
['-0
2-.
24
23
£-0
1·=
>62
8£+
01-.
36
23
£-0
2.1
37
5£
+0
011
51
00
.11
37
£+
00
.80
0Z
E-0
".1
30
6£
-02
·23
62
£+
01
81
11
£-0
20\
0193
£-01
13
_0
10
0"'
1861
:+00
18
65
E-0
21
19
'[-0
1.5
54
5£
+0
1.1
86
5£
-01
-.4
75
0£
-01
18
.01
00
."'
03
9£
-01
,ti7
11
[-0
0\
16
11
E-0
2-
_"0
38
£+
01
-_
1l3
2E
-01
.99
81
£-0
21
3.
S1
00
.21
10
£+
01
56
66
£-0
22
97
3E
-Ol
-.2
08
8£
+0
28
57
0£
-01
12
59
£+
00
18
_S
10
0-
_1
19
3£
+0
0-.
59
13
£-0
41
24
9£
-0"
7Z
59
!+0
08
97
2£
-02
.66
.51
£-0
21
'.0
10
0.8
11
.5£
-02
.96
0.:
5[-
03
-.2
66
1[-
02
_73
J6£
+O
l.4
11
8[-
02
.10
87
£+
00
10
_0
10
08
76
9[-
01
-_~363E-04
_1
09
0£
-02
-.0
\61
0£
+0
0-.
18
S0
£-0
2.3
17
8£
-02
14
.51
00
16
21
E+
00
20
91
[-0
31
32
6E
-Ol
-.2
"'1
1£
+0
14
27
9E
-02
31
36
£-0
11
9.5
10
01
67
,1£
+0
0.1
68
9£
-OJ
10\0
13[-
0",
.22
5S
£+
01
-.5
41
6£
-02
14
29
£-0
1n
_O
l00
.17
88
£+
01
.25
62
£-0
2.1
01
8£
-01
,45
18
£+
01
.10
00
£-0
15
00
7[-
02
n5
10
0-
_"'8
05
£+
00
·1~Bn:-03
.12
63
£-0
1·'
93
0£
+0
1.1
23
1£
-01
50
"5
[-0
11
60
10
0-.
35
73
£+
00
75
22
£-0
325
.1t2
£-01
.10
U£
+0
2.2
49
1£
-01
81
95
£-0
2FO
RC
EA
ND
DlS
PL
..IN
XD
IR.
AN
DY
OIR
.A
tB
EA
RlI
IGII
1I'O
IUR
ED
'3
16
.51
00
-.9
26
6£
+0
03
41
7[-
03
-.1
05
6£
-02
"'0
21
£+
01
.HU
E-O
l9
33
5£
-01
TIM
EF
eme.
XD
ISP
.X
VE
LC.
XP
llIlC
.r
DIS
P.
YV
EI£
.Y
17
.01
00
.58
50
£+
00
10
30
[-0
3.2
69
2£
-01
86
6"'
[+0
1-
_13
10
£-0
154
68.l
!:-0
117
_510
03
27
8£
+0
01
96
3£
-03
16
23
£-0
2.1
11
4&
+0
1-.
82
.50
£-0
24
Z0
JE-O
l0
10
0-.
48
23
E-I
0-.
69
33
£-1
3-
13
87
£-1
0-
_1
80
0E
-02
-.2S87E-0~
51
15
£-0
31
80
10
0.5
U5
£+
00
12
82
£-0
31
91
3E
-Ol
28
02
£+
01
-1
12
9£
-01
15
13
[-0
1.S
10
02
01
4£
+0
0.2
1.5
9[-
03
.38
49
!-0
2-.
37
11
£+
00
64
0\6
£-0
37
66
2£
-02
18
51
00
.JO
I6[-
01
36
"'6
[-0
33
33
9[-
02
36
28
£+
00
-.9
12
6£
-02
55
59
£-0
21
.01
00
.31
66
£+
00
2S
"'6
£-0
3_
12
31
£-O
Z-
.23
52
[+0
1~163£-02
10
06
£-0
119
01
00
19
H£
+0
05
09
1[-
OJ
32
43
£-0
2·"5
ZZ
!-O
l8
08
4.[
-D2
.44
8S
.£-D
21.
51
00
.73
01
[+0
02
96
0\[
-02
-_
11
03
£-0
1.6
56
9[+
01
.15
39
£-0
13
41
1£
-01
195
10
0.2
33
8[+
00
35
"'9
£-0
471
SI&
£-02
2U
Z£
+0
1-_
SH
9E
-02
11
76
£-0
12
_0
10
0-.
31
31
£-t
-OO
.18
22
£-0
3-
_110
25,£
-02
.30
10
£+
01
25
48
E-0
18
50
1£
-01
2.5
10
06
0\2
2£
+0
0.1
19
9£
-02
.35
08
E-0
2_6
50
"'£
+0
11
09
79
£-0
15
32
9[-
01
3.0
10
0.1
82
"£+
00
1"1
3[-
05
10
93
£-0
141
411£
+01
16
09
£-0
1·1
5,29
£+00
J.5
10
02
39
3£
"'0
0.1
55
4[-
03
-1
0'6
[-0
1-
.28
67
[...0
12
52
7£
-01
)91
2£
-01
....
....
....
....
...
MA
X.
RE
SP
ON
SE
....
....
....
....
....
,..0
10
087
96E
+O
O1
13
2£
-OZ
27
2"'
£-0
11
02
8£
+0
11
89
2£
-01
J098
f-tO
D
E-
14E
-15
-L.l
i9.5
1.5
68
1...
.02
-1,
"'0
2
HhX
.D
ISf
X
.09
2.0
92
.09
2.0
8B
.OO
B.0
01
-.0
08
.00
8
13
.55
01
3.5
50
13
.55
013
55
0
13
.61
01
5.6
80
13
_6
10
13
.61
0
HA
l(B
EA
RIN
GD
ISP
.IN
XB
EA
RIN
GT
Im
YD
RIF
T/n
.aT
.(I)
XD
RIF
T/F
L.
HT
.(I)
TIM
E
!.0
01
0-.
00
16
-.0
01
2-.
00
08
-.0
00
2-.
00
01
TIt
lE
-.0
......8
-.0
36
5-
,02
11
-.0
18
1-.
00
19
-.0
03
1
fVJ(
.R
EL
.D
ISf'
.A
TTH
EC
ENTE
R.
OF
tt.\
SS
OF
FUX
JRS
(WIT
HR
ES
PE
CT
TOT
HE
BA
SE
)Y
DIS
f'.
RO
TN
.(c
ad
)
fWt
INT
ER
Sro
RY
DR
InS
TQ
RY
XD
ST
.Y
OS
T.
FLO
OR
XD
ISP
6.0
01
35
-.0
01
0
•.0
01
03
.00
10
2.0
00
11
.00
03
MA
XB
EA
RIN
GD
ISP
.IN
YB
EA
RIN
GT
IHE
'M
AX
.D
ISP
Y
MAX
BA
SESH
EAR
(BE
AR
ING
LE
VE
L)
FOR
CE
XFO
RC
EY
Zfo
01E
NT
MA
X.
STR
UC
TUR
ES
HE
AR
(TO
PO
FB
AS
E)
FOR
CE
XF
OR
CE
YZ
to1
EN
T
MA
X.
TO
TA
l.A
CC
L.
AT
CE
NT:
ER
OF
MA
SS
OF
FLCX
JRS
FLO
OR
AC
CL
_X
AC
CL
.Y
AC
CL
R
MA
XS
TO
RY
SH
EA
RS
TOR
YTI
ME
XS
HE
AR
TIt
lET
SIIE
AIl
16
.31
06
.33
01
3.6
50
81
_S
59
15
.84
0-9
_1
81
13
.63
0H
8.1
32
15
.SII
O-1
0.4
41
13
.58
02
08
.78
61
5.8
30
-"8
,IB
O1
3.5
10
27
0.1
41
16
.1S
06
.97
51
3.5
1\0
32
'L6
15
16
.18
01
2.1
8"
13
.5JO
JH
.67
1
-.1
2U
95
.OE
i811
10
63
5E
i.-
.01
.28
0-
.08
11
64
,09
.03
9
-51
9_
53
6
"3L
1I8
8
-_
00
2-
.09
2-
.09
Z-.
08
8
2."
'63
"'5
91_
98
68
48
L8
51
.r.6
21
62
12
21
-1.5
97
1.7
1-L
59
33
11
-It2
3.7
U
371r
..6
71
.17
7U
81
08
08
.5.0
79
10
91
13
51
2.1
10
08
2.1
4121
131
13
.5.5
01
3_
55
01
3.5
50
13
.~.50
12
_1
84
-14
8n
....
....
....
...
EN
DO
FO
UT
PllT
....
.._•
••
.26
.28
,30
.27
,15
.08
.26
.28
.30
.27
,15
.08
.26
.28
.30
.27
.15
.08
.36
.37
.., .3.
.1.
.10
.26
.28
.30
.27
.15
.08
.17
.18
.17
.15
.11
.06
9.0
06
.15
IJ.6
3O
.1
3.6
29
.00
6.1
5IJ
.56
.0.
13
.58
9,0
06
_1
51
3.5
5.1
01
3.5
69
.00
IL1
51
3.5
3.0
.1
3.5
59
.00
6.1
52
."'0
.02
13
.5"
9.0
06
.75
2.U
.01
IJ.S
3
-9.0
0-6
.15
ll.6
5.0
6ll
.59
-9.0
0-6
.15
13
.53
.06
13
.59
-0.0
0-6
.75
13
.56
.10
13
..58
-0.0
0~5.1S
13
.55
.10
13
..58
-9.0
0-6
.15
13
.S'"
.O'
13
.51
-9.0
0-6
_1
51
3.5
3.0
21
3.5
1
.00
.00
13
_5
60
21
3.6
1.0
0.0
01
2.1
".0
11
3.5
9.0
0.0
01
5.8
3.0
11
3.5
1.0
0.0
01
3.5
80
11
3.5
6.0
0.0
01
3.5
8.0
11
3.5
5,0
0.0
01
3.5
9,0
1IJ
.55
..0
0,0
01
3.5
6,0
21
3.6
1,0
0.0
01
2_
1'"
.01
13
.59
,00
.00
15
.83
01
13
.51
.00
.00
13
.58
,01
13
.56
,00
.00
13
.58
.01
13
.55
.00
.00
13
.59
.01
13
.5.5
.00
.00
13
.,5
,6,0
21
3.6
10
0,0
01
2.7
"0
11
3..
59.0
0,0
01
5.8
3.0
11
3..
51,0
0,0
01
3.5
8.0
11
3.5
6,0
0.0
01
3.5
80
11
3.5
5.0
00
01
3..
59,0
11
3.5
5
.00
,00
13..
560
21
3.6
1.0
0,0
01
2.1
'".0
11
3.5
9.0
0,0
01
5.8
3.0
11
3.5
1.0
0.0
0]J
.S8
,01
13
.56
.00
.00
13
.58
.01
13
.55
.00
.00
IJ.5
9.0
11
3_
55
HA
X.
DIS
P.
AT
TH
EC
ENTE
R.
OF~
OF
BA
SEX
DIS
P.
YD
ISP
.R
OTH
.
.00
1-
.08
2.0
01
MA
XR
ES
ULT
AN
TD
ISP
.A
TT
HE
CE
KT
ER
OF
!'lA
SSO
FB
ASE
TIl
lElI
ES.
DIS
P.
XC
DlP
.y
CD
lP
13
_5
...0_
08
2.0
00
-_0
82
H.\X
RE
SU
LTA
NT
BE
AR
ING
DIS
PB
EA
RIN
GT
IME
HA
X.
DIS
PA
RG
.W
ITH
XA
XIS
E·
16E
-17
AP
PE
ND
IXF
EX
AM
PLE
5
EX
AM
PLE
WIT
H(I
)S
ING
LE
STO
RY
ST
RU
CfU
RE
(2)
SL
IDIN
GB
EA
RIN
GS
(3)
UN
IAX
IAL
EX
CIT
AT
ION
(4)
OU
TP
UT
OF
PEA
KR
ES
PO
NS
E
VE
RJP
ICA
TIO
IiO
FH
YS
TE
RE
tIC
EL
EH
ER
TU
NIT
UI-
Xlf
S-S
EC
GE
IIE
RA
LC
XlJ
mlO
LII
'FlR
tIIT
IOR
11
J8
10
03
86
.2IR
TE
GR
AT
ION
CO
NTR
OL
PAR
N1E
TE
R9
0.0
01
0.0
01
10
00
20
1Ii
EH
WU
(tt
ET
IIO
DC
OH
TRO
LP
AR
AH
ETE
RS
(DE
FA
ULT
VA
LIJ
C):
0•
.5A
JQ)
0.2
5)
o0
EAR
THQ
UAK
EC
OII1
RO
LP
AIW
lET
EIlS
:30
.02
0.0
38
8.2
SUPE
RSt
RU
CT
UR
EIR
FOII
:HA
TIO
R0f
tES
TO
RY
-GE
RE
RA
LD
AT
A0
.10
,12
00
00
0.0
EO
CE
NT
RIC
ITIE
S0
,00
.0H
AS
SE
S0
.01
20
00
0.0
0S
UP
ER
ST
RU
CT
UR
ED
AH
PIR
G0
,00
,00
.0E
CC
EN
TR
ICIT
IES
0.0
0.0
HE
IGH
TS
10
0.0
00
...
BA
SEIS
OlA
.TIO
NS
YS
TD
1D
AT
...••
ST
IFF
NE
SS
DA
TAFO
RL
lBE
AR
EL
AS
TIC
BE
AR
IRG
0.0
0.0
0.0
0.0
0.0
HA
SS
OF
BA
SE
10
1.3
22
00
00
0D
OO
.0G
LOB
AL
DA
MPI
NG
0.0
0.0
0.0
0.0
0.0
BE
AR
HG
DA
TA
3,
0.1
0_
03
23
6O.OOD25~
0.1
0.0
32
3.6
0.0
00
25
"2
92
_8
53
,
0,1
0.0
32
3.6
0.0
00
25
40
.10
.03
23
.60
.D0
02
,...
29
2.8
53
,0
_1
0.0
32
3_
60
.00
02
56
0.1
0.0
32
3.8
0.0
00
25
42
92
.85
3,
0.1
0.0
32
3.6
0.0
00
25
"0
.10
.03
23
.60
.00
02
51
12
92
.85
3,
0_
10
_0
32
3.6
0.0
00
25
"0
,10
.03
23
.60
.00
02
54
29
2.8
53
68
2.4
0.1
05
0.0
30
.80
.20
.10
50
.03
0.8
0.0
24
01
1.6
25
36
'8
2.4
0_
10
50
.03
0.8
0.2
0.1
05
0.0
30
.80
.02
40
17
.62
53
68
2."
0.1
05
0.0
30
.80
.20
.10
50
.03
0.8
0.0
2"0
11
.62
53
68
2."
0.1
05
0.0
30
.80
.20
.10
.50
.03
0.8
0.0
2'0
11
.62
5C
OO
RD
INA
TES
OF
BE
AR
ING
10
00
_0
10
00
.0-1
00
0_0
10
00
.0-1
00
0.0
-10
00
.01
00
0.0
-10
00
.01
00
0.0
10
00
.0-1
00
0.0
10
00
.0-1
00
0.0
-10
00
.01
00
0.a
-10
00
.aO
UT
PU
TC
ON
TR
OL
PA
RN
1E
TE
RS
11
01
23
,a:
x:JR
DIN
AT
ES
OF
DE
SIR
£[)
INT
ER
STC
IlY
DB
.IFT
o0
o0
o0
o0
o0
o0
LOA
DC
ASE
DA
TAo
0a
1
F-
I
OU
TP
UT
FIL
EF
OR
EX
AM
PL
E5
OlI
ITIl
.IB
UT
IOtf
S;
VE
RS
IOIi
1.0
FaR
.V
AX
/PC
c:::o
tPU
TE
RS,
AU
GU
ST1
99
3
..........
..........
..........
..........
..........
..........
..........
..........
..........
.........
SA
TIS
BIl
AG
AR
AJA
IAB
.D
EP
T.
OF
CIV
ILE
llG
lNE
ER
IIIG
UN
IVE
RS
ITY
orK
ISS
OU
RI
AT
CO
LlI
tBlA
lOD
DD
D.O
EC
CE
NT
RIC
ITIE
S0
.00
.0M
ASS
ES0
.01
20
00
0.0
0SU
PER
STR
UC
TUR
ED
NtP
IRG
0.0
0.0
0.0
EC
CE
IfT
RIC
ITIE
S0
.00
.0II
EIG
BT
S1
00
.00
.0••
BA
SEIS
OL
AT
ION
SYST
EH
DA
TA_
.S
TIF
FN
ES
SD
ATA
FOR
LIN
EA
R.
EL
AS
TIC
BE
AR
llfG
0.0
0.0
0.0
0.0
0.0
HA
SSO
FB
ASE
10
1.3
22
00
00
00
00
.0G
LOBA
LD
AH
PHIG
0.0
0.0
0.0
0.0
0.0
BE
AR
IIG
DA
TA
3,
0.1
0.0
12
3,6
O,0002~41
0.1
0.0
72
3.6
0.0
00
25
62
92
.85
3,
0.1
0.0
72
3_
80.
0002
.5-4
10
.10
.01
23
.60
.00
02
54
29
2.8
53
,0
,10
.07
23
.60
.00
02
56
0.1
0.0
72
3.6
O_0002~"
29
2.8
53
,0
.10
.01
23
.60
.00
02
5"
0.1
0.0
72
3,6
0.0
00
2S
42
92
.85
36
82
.40
.10
50
.03
0.8
0,0
20
.10
50
.03
0.8
0.0
24
01
1.6
23
36
82
,"0
.10
50
,03
0.8
0.0
20
.10
50
.03
0.8
0.0
20
\01
1.8
25
36
82
.40
.10
S0
.03
0.8
0.0
20
.10
50
.03
0.8
0.0
24
01
7.8
25
36
82.4
00
.10
S0
.03
0.8
0.0
20
.10
S0
.03
0_
80
.02
40
11
.82
5C
OO
RD
INA
TE
SO
FB
EA
RIN
G1
00
0_
01
00
0.0
-10
00
.01
00
0,0
-10
00
.0-I
tloo
.o1
00
0.0
-10
00
_0
10
00
_0
10
00
_0
-10
00
_01
00
0.0
"10
00
.0-1
00
0.0
10
00
.0-1
00
0.0
OU
TPU
TC
ON
TRO
LP
AR
AM
ETE
RS
11
01
23
"C
OO
RD
INA
TE
SO
FD
ES
IRE
DIR
TE
RS
TO
RY
DR
IFT
o0
o0
o0
o0
o0
o0
LOAD
CA
SE
DA
TAo
00
1S
EP
TD
tBE
R1
97
4.
RE
VIS
ED
HA
RC
B1
91
9
VAX.
VE
RS
ION
.1
99
0
TH
ISPR
CXiR
AH
HA
SB
EEN
D.t:
VEL
OPE
DU
SIN
G;
(I)
PRIX
iRN
t3
D-B
AS
ISD
EVEL
OPE
DBY
•..
SA
TIS
BN
AG
AR
AJ'A
IAB
AllD
RE
IH
.R
EIR
BO
lUl
AN
DH
lCB
AL
AK
ISC
.C
ON
STA
RTI
JIfC
XJ
DE
PAR
ntE
NT
OF
CIV
ILD
lGIJ
riE
ER
lNG
ST
AT
EU
HIV
.O
FH
EWY
OR
KA
TB
UFF
AL
O.
(2)
I'IlO
GIW
IE
TA
BS
DEV
ELO
PED
BY..
.E
.L
.W
ILSO
fID
.B
.D
OV
EYA
IID
J.
P.
HO
LL
IIi.
DE
PAR
TH
EN
TO
FC
IVIL
ER
GIN
ED
LIH
GU
NIV
ER
SIT
YO
FC
AL
IFO
RN
IA.
BE
Rm
.£Y
.
PA
HA
GIO
!lS
TS
OP
EL
AS
,C
HE
IiL
IA
IID
RE
RF
EN
LI
DE
PT
.O
FC
IVIL
ER
GlR
EE
KII
IGS
TA
TE
UN
IV.
OF
NEW
YCB
Ut
AT
BU
FFA
LO
VE
R5I
ON
2.0
FtI
lV
AX
/SU
N/P
CC
CI1
P'IJ
TER
S.S
En
.19
Q41
DEV
ELO
PED
BY
;
DEV
ELO
PED
BY..
.S
AT
ISH
NA
GA
RA
JAIA
BC
BEN
LI
AN
DR
EIH
.R
EIlII
IOR
.NA
ND
I1IC
RA
lJiX
ISC
,~STAII1'IROU
DE
PA
RtH
EN
TO
FC
IVIL
El'f
GIN
EE
IlIR
GS
TA
T!
UN
IV.
OF
HEW
Y<JR
KA
TB
UFF
ALO
AN
DR
EI
RE
INB
CR
K.
HIC
8A
lAJt
ISC
OII
ST
Alf
TlH
OU
DE
PT
.O
FC
IVIL
Ell
GIR
EE
RlH
GST
AT
E:
UB
IV.
OF
NEW
YORK
.A
TB
UFF
ALO
PRCG
RAM
3D-B
AS
IS-T
AB
S..
.A
GEN
ERA
LPB
CIJ
IW1
FCIl
IIC
IIL
IRE
AIl
DY
HA
f1IC
AN
AL
YS
ISO
FT
HR
EE
DIH
!lIS
ICII
AL
BA
SEIS
OIA
.TE
DB
UIL
DfB
GS
RA
TIO
RA
LC
ER
'r!Jt
FeR
EAR
THQ
UA
kEE
NG
INE
ER
IIIG
RE
SEA
HC
II,B
UFF
AlD
ST
ArE
UII
rvE
RS
InO
FNE
WY
ORK
AT
BU
FFA
lD
RA
TIO
RA
LC
DI1
'ER
FCBI
EA
RTH
QU
AK
EE
tfG
INE
ER
IIfG
RE
SE
AR
CI
ST
AT
EU
NIV
ER
SIt
yO
FN
EW
YO
RK
AT
BU
FFA
LO
...••...
........
..•.....
........
.......•
•.••_
.
.....*
......
..H
IRR
OR
OF
IRPU
TD
AT
A.·
··...
....•
•••••••••
END
OF
HlR
RO
RO
FIN
PU
T••••••••
VE
RlP
ICA
'UQ
RO
PH
YS
TE
RE
TIC
EU
ME
NT
UR
ITIR
-Urs
-SE
CG
ER
ER
AL
CO
RTR
OL
INF
OR
MA
TIO
N1
I3
81
00
38
6.2
INT
IGR
AtI
C8
CO
JfTR
OL
PAR
AH
E'TE
RS
0,0
01
0.0
01
10
00
20
1II
DK
'RX
r1E
TID
JO
ON
TRO
LP
AR
N4E
'TE
RS
(DE
FA
UL
TV
ALU
ES
;0
.5A
Im0
.25
)o
0EA
RTH
QU
AK
EC
OR
TRO
LPA
RA
HE
TE
HS
J0
,02
0.0
38
6.2
SU
PE
RS
TR1J
CTU
RE
IRFO
RH
AT
ION
Off
!S
TC
IlY-G
EIt
ER
AL
DA
TA
0.1
0.1
THR
EEST
OR
EYB
UIL
DIN
GIN
ITA
LY
GEN
ERA
LC
ON
TRO
LIN
FOR
MA
TIO
N
UN
ITIR
-KIP
S-S
EC
TO
TA
LH
UH
BE
RO
FS
TO
RIE
S,
NU
HB
fJl
OF
DIF
F.
FRA
ME
S..
.ro
TA
L1l
UH
BE
R.
OF
FR
AH
f'S
.N
UH
BF:
RO
FLO
AD
alR
DIT
IOtI
S..
NU
HB
Dl
OF
FR
EQ
UE
RC
IES
.,
NO
.O
FF
UX
lRS
(EX
CL
.B
ASE
)
F-2
F-3
110.
OF
BE
AR
ING
S,
NO
.O
FE
IGE
NVE
C'T
CR
SC
ON
SID
ER
ED
.•'"
....
..Ir
mE
XJt
IIS
UP
ER
ST
RU
CT
UK
ES
flF
i"R
lZS
DA
rA-
IRD
EI:
-1
FOR
3DSH
EA
RB
UIU
JIIG
RE
PR
ES
.[H
OEX
-2
_F
IIU
.3D
RE
I'IlE
SEII
TA
TIO
lIn
ma
-3
FOR
RE
PR£S
ER
TA
rIO
IIf
USI
IIG
EIG
ER
DA
TA
TIM
ES
TE
PO
FII
ITD
iRA
TIO
fI(R
DI1
AR
K.)
••••••
-.0
01
0lR
OD
PCR
TY
PEO
FT
DIE
ST
EP..
....
..••••.
-1
IRD
D'
-1
fUl
mR
ST
AR
TT
IME
ST
EP
IRD
EX
-2
Pa
lV
AR
IAB
LE
T1J
1ES
TE
P
..£
LD
fEll
TTY
PE..
SL
IDIN
GB
EA
RIN
GPA
RA
HET
ERS..
.IS
OU
toR
FHA
XX
FHA
XY
...1
8X
FH
l8t
PAlC
.10
00
0.1
00
00
.01
00
0.0
10
00
23
.60
0.1
00
00
.10
00
0.0
10
00
.01
00
02
3.8
00
.10
00
0.1
00
00
.07
00
0.0
70
00
23
.60
0.1
00
00
.10
00
0.0
70
00
.07
00
02
3.6
00
PA
YfI
EL
DD
ISP
L.
XY
IEU
JD
ISP
L.
rII
llRH
AL
FOIlC
Il
23
.80
0.0
00
2:i
.00
02
32
92
_8
50
00
23
.80
0.0
00
25
.0002~
29
2.8
50
00
23
.60
0.0
00
25
.00
02
32
92
.85
00
02
3.6
00
.00
02
5.0
00
25
29
2.8
50
00
GA
HA
_II
DW
JlIC
S1l
ET1
IJO
•••••..
,•••••••
B
ETA
FCB
IfN
1AR
1CS
HET
BO
O..
•.•
....
....
.•
roLE
IWIC
E_
FOR
CE
C04
PIIT
AT
IOlI
•..
•••..
.IlE
fEIlE
IICE
IOlI
'JIT
OF
CO
RV
EllG
ERC
E..
....
.••
-M
AX
RlH
IER
.O
FIT
ER
AT
ION
SW
ImIR
T.5
-um
EX
_G
RllU
BD
tOT
[OII
IftP
UT
,-
[HO
D:
-1
_IJ
IllD
IRE
CT
IOII
AL
IIII
'IIT
lWE
I.•
2FO
RB
IDIR
EC
TIO
RA
LIB
PU
T
tD1E
STE
PO
FIlE
CO
RD
..,
-U
JIG
tBO
F1l
Eal
RD
,-
LOA
DFA
CTO
R,
.,
,.•
.,.
••••.•
•••.•
-A
RG
LEO
FE.
AR
.TB
QU
AIE
INC
IDE
NC
E..
,50
,25
.00
10
10
00
.0 20 3
.02
01
00
38
6.2
0.0
0
.EL
f><E
IlTtY
PE
-
F.
P.
S.
BE
AR
ING
PA
RA
HE
Tm
S....
ISO
Uro
aR
AD
IUS
FHA
XX
FHA
XY
FH
l8X
FH
IHY
82
.40
00
.10
50
0.1
05
00
.03
00
0.0
30
00
82
.40
00
.10
50
0,1
05
00
,03
00
0,0
30
00
82
.40
00
.10
50
0.1
05
00
.03
00
0.0
30
00
82
.40
00
.10
50
0.1
05
00
.03
00
0.0
30
00
BE
AR
ING
LOC
AT
ID"
B:E
AR
IHG
X
PAX
PAY
YIE
LD
DlS
PL
.X
YIE
LDD
ISP
L.
YJlO
RH
ALFO
RC
E
.80
0.8
00
.02
00
0.0
20
00
4.0
11
.62
50
0.8
00
.80
0.0
20
00
.02
00
0"'
01
7.6
25
00
.80
0.8
00
.02
00
0.0
20
00
40
11
.62
50
0.8
00
.80
0.0
20
00
.02
00
04
01
7.6
25
00
suP
ER
ST
IUJC
TU
llE
ST
IFF
NE
SS
DA
TA.
st[F
FII
ES
S(t
IIIl
EE
DIH
EH
SIO
\IAL
SII
IWI
BU
ILD
ING
)FL
OO
RS
TIF
FX
ST
IFF
t
.10
0.1
00
ST
IFF
B
20
00
00
.00
0
EC
CE
IItlC
.00
0
EC
CE
IIt
Y
.00
0
10
00
.OD
D-1
00
0.0
00
-10
00
.00
01
00
0.0
00
10
00
.00
0-1
00
0.0
00
-10
00
.00
01
00
0.0
00
10
00
.00
01
00
0.0
00
-10
00
.00
0-1
00
0.0
00
10
00
.00
01
00
0.0
00
-10
00
,D
OD
-10
00
.00
0
SUPE
!lStR
UC
TIJ
RE
MA
SS.
f'L
O(R
TR
AN
SL
HA
SS
.01
0
IlOT
AT
ICR
AL
KA
SS
20
00
0.0
00
.00
0.0
00
....
....
....
...
OU
TPU
TP
AItA
HE
TER
S~
.
lIM
EH
IST
OR
YO
PT
ION
II'iD
D.
...0
FOR
TIM
EH
IST
OR
YO
UTP
UT
IND
O:
..1
FOR
NO
tIM
EH
IST
OR
YO
UTP
UT
sUPE
RST
RlIC
TU
RE
DA
HPl
liG.•
.._..
ffJD
ESI
IAPE
DA
HPI
/IGR
AT
IO(I)
1 2 3
.00
0_
00
0.0
00
NO
_O
FT
lHE
ST
EP
SA
TW
HIC
HlI
KE
HIS
tmlY
ou
tPU
t[S
DE
SIR
£D,.
FOR
CE
-DIS
PLA
CE
KE
Ht
rIM
EB
ISte
IlY
DE
SIR
ED
ATB
EAR
ING
SN
UH
BERE
D..
...
,...
,.
10
BE
IGII
t.
FLO
OR
BE
IGII
t
10
0,O
DD
.00
0
...
ISO
LA
TIO
NS
YS
TD
1D
ATA
.
BASE
HA.
TH
AS
SA
Tm
EC
EH
TE
IlO
FM
AS
Sor
T1IE
BA
SE
t1IA
NS
L.
MA
SS
RO
TA
TIR
AL
MA
SS
CO
OR
DIR
AY
ES
OF
CO
LUH
NL
INE
SA
TW
HIC
HlI
fTE
RS
TC
IlI
DR
IFT
SA
RE
DE
SIR
ED
CO
L.L
INE
X.
CO
RD
.Y
.C
OR
D.
1.0
00
.00
02
.00
0.0
00
J.0
00
,00
04
.00
0.0
00
:i.0
00
.00
06
.00
0.0
00
_·..•..•
..•..""·..
..··*OU
!PUi·_·
·......•..
...•·..··
HA
SS
10
1.3
20
20
00
00
00
0.0
00
_•••••••
EIG
DlV
AL
UE
SA
ND
EIG
EJiI
VEC
TOR
S(F
OR
TBR
EED
IHD
ISIO
RA
LS
HE
AR
BU
ILD
II'G
RE
PR.E
SDIT
AT
IOR
)•••••,.
.
BASE
ISO
lA.T
IOII
DA
TA:
0..
.101
10
llE
,..
...,
IVA
LE
!n'
GLO
JlA
LD~C£
fRll
PE
Rt[
ES
lUG
ER
WLJ
..lJE
S
GLO
BAL
[SO
LA
TIO
IID
EV
ICE
At
till!
CE
IltE
RO
FI1
ASS
lC
£IG
EH
VEC
TOR
S
LII
IEA
RS
TIF
FN
ES
SIF
/L
JV
ISC
OU
SDN1PI~(F/L/TJ
.00
00
.00
00
.00
00
.00
00
01'
tIlE
BA
S!.
...
.R
.00
00
.00
00
F-4
EC
f
.00
00
.00
00
EC
Y
.00
00
.00
00
CO
LUM
N: -[_
2_
3
1 10
.00
01
0.0
00
10
.00
0
F-
5
tWC
.T
OT
AL
AC
CL
.A
tC
t:H
TE
Ror
f1A
SS
OF
P'L
CIJ
RS
FLO
OR
AC
CL
_X
AC
CL
.Y
Aa1
.R
CO
LlH
I,_1 _
2_
3
1 .00
00
0.0
00
00
.70
71
1£
-02
2 10
.00
0.0
00
00
.00
00
0
3 .DO
OD
D1
0,
DO
D.0
00
00
30
.16
60
23
IlAX
STO
Rr
SIlE
A/l
STO
RY
TIM
E
.00
00
00
XS
IIE
A/I
.00
00
00
TIH
EY
SH
EA
R
HA
X..
ST
RU
CT
UR
ES
HE
AR
(TO
PO
FB
AS
E)
FOR
CE
XFl
JRC
E1
Z.fU
fER
T
..............
ftA.X
.R
ES
FD
IIS
E••••••••••••
MA
X.
R!L
.D
ISf.
AT
TIl
EC
DT
EIl
OF
w.s
sO
FF
LIX
IlS
(WIm
RE
SPE
CT
10
tIII
lB
ASE
IY
LC
:Dl
XD
ISP
.Y
DIS
f.R
OTR
.(r
&d
).3
02
1.8
38
.00
0
.30
2
.00
0
,DO
D.0
00
-3.0
18
8.0
00
0.0
00
0
HA
lLB
ASE
SHEA
R.(8
EA
R.1
rfG
L£
YE
L)
FOR
CE
XFO
RC
EY
ZtD
1E
NT
MAX
IRT
ER
STC
RY
DRJ
nS
TeE
l'X
OSY
,Y
OS
1.T
DIE
XD
RIF
t/F
L.
at.
(I)
Tnt
E.
YD
RIF
T/F
L.
BY
.(I)
56
55
7.6
10
.00
0.0
00
.00
.00
1-8
43
.02
.00
.00
.00
1.8
43
.02
.00
.00
.00
1.8
"3
.02
.00
.00
.00
1.8
"3
.02
.00
.00
.00
1.8
43
.02
.00
.00
.00
1.8
43
.02
.00
KA
.X..
DIS
P.
AI
THE
CEJ
lTER
OF
MS
SO
FB
ASE
x..
,DIS
P.
YD
ISP
.R
OT
H._
.00
.00
.00
.00
.00
.00
._A_..
EN
DO
FO
UT
PU
T.
-1.8
16
.00
0.0
00
tMX
RE
SUL
TA
RT
DIS
P.
AT
TH
EC
ER
TE
RO
FtI
AS
SO
FB
ASE
rIM
ER
ES
.D
ISP
.X
aJ1
P.
Yc::
mw
1.1
20
1.6
76
-1.6
16
.00
0
HA
XU
SU
LtA
Jlfl
BE
AR
ING
DIS
P,
BE
AR
l'-;
TIH
EM
AX
.D
ISP
AR
G.
WIT
HI'
AX
IS
1.7
20
1.1
20
1.7
20
1.7
20
1.6
16
1.8
76
1.6
76
1.6
76
,OD
D.0
00
.00
0.0
00
HA
XB
EA
RIN
GD
ISP
.IR
XIlE
AR
lIIG
TD
IE1l
AX
.D
ISP
X
1.1
20
-1.6
76
1.1
20
-1.6
16
1.7
2:0
-1.
61
81
,72
0-I.
67
6
tMX
BE
AR
ING
DIS
P.
INY
IlEA
RlII
GrD
IEM
AX
.D
ISP
Y
.00
0.0
00
.00
0.0
00
.00
0.0
00
.00
0.0
00
F-6
F-7
cClOCOCIIOOOC
C0000
C100QOCCOO 00000
~:::lI"lIO""'N C1""~0:S:;::;:;;~
~!a~~~~S~i~i~;~oOClc8oooooooooCla:O:C,C:0.a:~~o ' , , ...lCl .... eGl.... Cl l"'I_CIl~
!E~~5~CI;EaE:E:~0000000 ...... 000000~g,~~g~g~~o~c,o.oo
.00
10
31
~oil
20
0.O
lOlJ
....
..2
00
.01
15
8~
~2
00
.01
23
J..
"2
00
.01
48
2oil
oil2
00
.00
26
67
..4
20
0
16
26
00
00
0.1
8.1
.5.I
S11
26
00
00
0.2
.11
.11
18
26
00
00
0.2
3.1
9,1
91
92
60
00
00
.25
.21
.21
20
26
00
00
0.2
8.2
3.2
321
26
00
00
0.3
,2~
.-2
52
22
60
00
(W.3
3.2
1.2
7b
eam
pro
pert
iea
~2
60
00
00
.13
.00
16
96
22
60
00
00
.19
.00
51
21
J2
60
00
00
.36
.01l2~
I,2
60
00
00
.2.00~5.71
'j2
60
00
00
,21
_0
06
02
16
26
00
00
0.1
1_0
05
80
3be
4fP
locat.
ioD
11
42
30
00
11
43
00
00
11~40000
11
45
00
00
22
51
50
00
22
56
00
00
13
62
30
00
)3
63
00
00
)3
64
00
00
J3
65
,0
00
0I,
t,1
2J
00
0~.t,730000
~"40000
~6150000
')5
81
50
00
"1
58
60
00
0::.6
92
30
00
~69JOOOO
36
90
11
00
00
.,6
95
00
00
11
12
30
00
,',
11
13
00
00
'11
1"0
00
0'1
11
50
00
0~
81
01
50
00
~8
106
00
00
;)1
32
J0
00
_'9
lJJO
OO
O1
91
34
00
00
:9
13
50
00
0~)
101
21
40
00
:01
01
20
00
00
I J1
01
20
00°0
:I
11
15
23
00
0.!
11
15
30
00
0,;
111
5..
00
00
;l
11
15
50
00
0.2
12
141
40
00
'21
21
liO
OO
OO
!21
21
40
00
00
:)1
31
12
30
00
:I
lJ1
1J
00
00
:JU
11
,0
00
0~)
1]
175
00
00
\1,
1(,
16
I5
00
0I/
,1'
"1
66
00
00
:')
15
19
23
00
0::.
15
19
J0
00
0l'
jD
19
..0
00
0;'
)1
51
95
00
00
lfi
16
18
15
00
0'f
i1
61
86
00
00
;I
172
22
30
00
1/1
72
23
00
00
'}1
12
2..
00
00
il1
12
25
00
00
Ie1
82
00
60
00
,~19362JOOO
q1
93
63
00
00
•I
19
36
,0
00
0.·1
I93
65
00
00
12
02
12
J0
0a
'12
02
1J
00
00
d2
02
14
00
00
';12
02
l5
00
00
;2
I2
6J
60
00
.00
42
95
.00
58
0J
.00
73
96
.00
09
58
01
10
4.0
13
1J
.01
52
1
.00
11
86
.00
26
61
.00
31
91
.00
52
08
.00
69
32
.00
9au
u
,0036~8
00
.00
41
81
00
.00
46
88
00
.00
52
08
00
.00
51
29
00
.00
62
50
0.0
06
11
10
0
G2
colu
mn
locl!
ltlo
n1
9,
62
OJ5
32
6OJ
02
1OJ
02
85
03
96
JJ
Il
6J
.t,11
13
..12
10
4101
01
0..
1j
70
51
98
:)5
22
80
52
"8
05
26
00
69
93
61
09
06
119
06
12
90
11
0U
37
11
11
01
10\0
110
Jn
11
08
19
10
3B
211
00
B2
31
00
82
610
09
913
3"9
10
13
0
911
13
09
12
13
01
00
12
61
19
I~
31
11
11
50
11
13
15
01
11'
11
50
12
19
1011
31
22
116
01
22
3lo\
o0
12
25
160
13
91
14
13
10
11
0lJ
1217
014
01
66
15
111
9J
15
12
19
01
51
51
90
IS1
61
90
16
1718
J1
62
01
80
162
21
8a
16
25
180
119
22
31
71
02
2a
17
11
22
01
71
32
20
18
02
06
19
91
53
19
11
15
01
91
21~
019
1315
02
00
18
62
10
Jl
62
20
176
230
"6
2"
03
26
25
03
26
26
0J1
621
02
86
28
02
96
29
0JO
63
00
31
6JI
02
66
32
0JJ
6)3
03
"6
Jl,
0n
6JJ
03
66
36
03
56
pan
el
1n
fo6
12
32
60
00
00
0_
1"3
00
10
10
_1
2"
11
31
00
0
G-
3
12
)2
60
00
00
O.I
U0
.01
07
0.1
2'"
UlI
00
01
23
26
00
00
00
.H3
0.0
10
70
.12
'"1
13
10
00
12
32
.60
00
00
O.H
30
.01
07
012
".1
13
10
00
12
32
60
00
00
0.1
'30
.01
07
01
2'
11
31
00
0I
12
32
60
00
00
O.H
30
.01
01
0.1
2'
U3
10
00
62
32
'2
60
00
00
0.2
03
0.0
30
80
.11
61
13
10
00
52
32
'2
60
00
00
0.2
03°0
30
80
.17
61
13
10
00
I.,2
32'
"2
&0
00
00
0.2
0J
0.0
30
80
.17
61
13
10
00
J2
32
42
60
00
00
0.2
03
0.0
30
80
.11
61
13
10
00
Z2
32
'2
60
00
00
0.2
03
0.0
30
00
.11
61
13
10
00
l2
32
'2
60
00
00
0.2
03
0.0
30
80
.17
61
13
10
00
62
42
52
60
00
00
0.1
20
00
6'
0.1
04
11
13
10
00
OJ2
42
52
60
00
00
0.1
20
.00
64
10.
1041
llll
QO
O~
241
25
26
00
00
00
.12
0.0
06
"0
.10
41
11
31
00
0J
2'"
25
26
00
00
00
.12
0.0
06
'"0
.10
'1
13
10
00
224
12~
26
00
00
00
.12
0.0
06
41
0.1
04
11
13
10
00
1H
25
26
00
00
00
.12
0.0
06
1\
0.1
04
11
13
10
00
62
.52
26
00
00
00
.56
30
.65
90
.•8
91
13
10
00
52
52.
2.6
00
00
00
.56
3a
65
90
."'8
91
13
10
00
'"2~
2.2
60
00
00
0.5
63
06
59
O.'0
91
13
10
00
32
.52
26
00
00
00
.56
30
.65
90.
4185
11
13
10
00
2.2
52
26
00
00
00
.56
30
.65
90
.'6
91
13
10
00
12
52
2&
00
00
00
.56
30
.65
90
.41
89
11
31
00
0J
10
12
26
00
00
00
.2'"
0.0
28
80
.Z0
91
13
10
00
2.1
012
26
00
00
00
.24
0.0
28
80
.20
91
13
10
00
11
01
22
60
00
00
O,Z
'"0
.02
88
0.2
09
11
31
00
0]
12l'
26
00
00
00
.36
0.0
'32
0.3
13
11
31
00
02.
12
1....
26
00
00
00
.36
0.0
43
20
.31
31
13
10
00
112
142
60
00
00
0.3
60
.01
13
20
.31
3U
31
00
06
18
20
26
00
00
00
.46
0.2
02
10
.41
13
10
00
.51
82.
02
60
00
00
0...
.60
.20
27
0."
-1
13
10
00
t,1
82
02
60
00
00
0.•
60
.20
27
0....
.1
13
10
00
31
82
02
60
00
00
0.6
90
.30
U0
.61
13
10
00
2.1
82
02
60
00
00
0.6
90
.30
U0
.6ll
lIO
OO
11
82
02
60
00
00
0.6
90
.30
42
0.6
11
31
00
0Z
21
2.6
26
00
00
00
.28
50
.08
57
0.2
.81
13
10
00
L2
12
.62
60
00
00
0.2
85
0.0
85
70
.2"'
81
13
10
00
62.
622
.2
60
00
00
0.3
98
0.2
32
60
.34
61
13
10
00
'j2
62
22
60
00
00
0.3
98
0.2
32
.6O
.3ilr
o61
13
10
00
III2
62
22
60
00
00
0.3
98
0.2
32
60
.3"'6
11
31
00
0)
26
22.
26
00
00
00
.39
80
.23
26
0.3
"'6
11
31
00
02.
2.6
22
26
00
00
00
.39
80
.23
26
03
46
l13
10
00
12
62
22
.60
00
00
0.3
98
0.2
.32
60
.31
16
11
31
00
0[[
"alD
elo
c;a
tlo
ncard
11
00
0su
per3
1.[
"uctu
red
amp
ll1
S0
.05
0.0
50
.05
0.0
50
.05
O.O
'Seccn
tocen
ter
of
rna.
,so o o o o
o0
heL
&h
Lto
dlf
leren
t[L
oo
["an
db
aae
20
.31
1.1
13
.91
0.7
69
3.7
0..•
..•
..··
····
····
·1.0
1atL
on
syst
.8Il
IId
ata
•••••••••••••••
sl.
l([n
o3
ad
ata
(or
lin
ear
ela
sti
cls
01
llti
on
lSya
r.811
11o
a0
00
lDII
~dl
data
o(
the
base
36
.57
11
60
18
Lo
bal
da
mp
1n
sd
at.
ao
a0
00
hy
ste["
eL
lcele
men
t(o
rel
l1sL
amer
Lc
bearl
l18
.J
J0
.H'-
07
5.9
09
0.0
04
35
30
.14
.07
5.9
09
0.0
0....
35
)J
J0
.IU
01
5.9
09
0.0
0'3
53
0.I
U0
7.5
.90
90_0043~3
JJ
0.1
11
16
53
.6.
0.0
05
23
20
1116
53
.6'"
0.OO~232
JJ
01
53
81
73
20
.00
70
61
0.1
53
81
.13
20
.00
10
61
JJ
0.I
U0
15
.90
90
.00
.35
3O
.lU
Ol
5.9
09
0.0043~3
JJ
0.1
53
87
73
20
.00
70
61
01
53
87
.73
20
.00
70
61
JJ
01
53
87
.13
20
.00
70
61
0.1
53
87
.73
20
.00
10
61
JJ
0.I
U0
75
90
9a
00
.35
)0
.H.0
75
.90
90
.00
U5
3J
J
G-4
0.H
65
3.6
40
.00
52
32
0.1
11
65
3.6
4.
0.0
05
23
2J
J
0.l
U0
15
.90
90.001a3~3
0.l
h0
75
.90
90
.00
_3
53
JJ
0.1
53
87
.13
20
.00
70
61
0.1
.53
87
.13
20
00
70
61
JJ
0.l
U0
7.5
.90
90
.00
'35
30
.11
1.0
75
.90
90
.00
"'3
.53
JJ
0.H
65
3.6
'"0
,00
52
32
0.1
.65
3.6
.0
.00
52
32
JJ
0.H
40
75
.90
90
.00
"'3
53
0.1
"'.
01
5.9
09
0.0
0.3
53
JJ
0.1
53
87
.73
20
.00
70
61
0.1
53
87
.73
2.
0.0
07
06
1J
J
0.1
53
81
73
20
.00
70
61
0.1
53
87
.73
20
.00
70
61
JJ
0.1
53
87
.73
20
.00
70
61
01'
S38
77
32
0.0
07
06
1J
J
0.l
U0
75
.90
90
.00
11
35
30
.lU
07
5.9
09
0.0
0"'
35
3J
J0
.15
38
7.7
32
0.0
07
06
10
.15
38
77
32
0.0
01
06
1J
J
0.1
11
.07
5.9
09
0.0
04
13
53
0.1
.40
7.5
.90
9O
.00i
lroJ
53J
J
0.l
H0
75
.90
90
.00
.35
3D
.1
"'.0
7~.909
0.0
01
13
53
JJ
0.l
U0
75.
9051
0.0
0'3
53
0H
.07
5.9
09
0.0
0.3
53
J8
7.0
10
.08
7.7
18
.26
01
87
.71
8.2
60
11
.00
.52
0.0
0.0
02
.0
.09
0.0
J•
7.0
10
.08
1.7
18
.26
0.1
87
.71
8.2
60
.11
.00
.52
0.0
0.0
02
0.0
9D
.OJ
8
7.0
10
.08
1.1
18
.26
D.l
87
.11
8.2
60
.1L
O0
.52
0.0
0.0
02
0.0
90
,0J
•
7.0
10
.08
1.7
18
.26
0.1
81
.71
8.2
60
11
.00
.52
0,0
0.0
02
0.0
90
.0co
ord
inate
sfo
r1
11
01
al.i
on
ele
men
l.'s
-9.1
5-6
.9-9
.15
-0.0
5-9
.15
6.6
-5.7
-6.9
-5.7
~0.05
-5.7
6.6
-2.1
-6.9
-2.1
-0.0
5-2
.16
.6
°3
-0.0
51
5·6
.91
.5-0
.05
1.5
6.6
2.1
-0.0
.55
.1-6
.95
.1-0
.05
50.
I6
.66
.4-0
.05
87
-6.9
8.1
-0.0
58
.12
.18
76
.6-S
.76
.6-5
.1-6
.95
.16
.6.5
.1-6
.9o
utp
ut
pa[
"llD
lete
rll
15
01
23
•in
t.l!
lrA
[.0
n'
drif
t9
6.1
5-9
-6.7
5o
0o
0o
0o
0lo
ad
case
defl
nil
.io
no
aa
I
G-
5
CO
HT
'RIB
UT
IOH
S:
••••••••
MIR
RO
RO
FIN
PU
TD
AT
A••••••••
DEV
ELO
PED
BY~
VE
RSI
ON
LO
FOR
VA
X/P
C<
DiP
UT
ER
S.
AU
GU
ST1
99
3
.00
05
62
50
a.0
00
89
23
0a
.00
13
33
00
.00
18
98
00
.00
06
1S
00
.OO
lOn
00
.00
16
00
.00
22
78
00
.00
31
11
00
.00
"1S
90
0.0
05
40
0.0
06
36
60
0.0
0lU
l0
0.0
01
86
70
0.0
02
6)8
00
.00
36
46
00
,00
""1
61
00
.00
46
88
00
00
52
08
00
.00
5'2
90
0.0
06
Z.5
00
.00
61
11
00
.00
03
90
60
00
45
51
.00
05
20
8.0
00
58
59
.00
06
75
.00
07
87
5.0
00
9.0
01
01
3.0
01
12
5.0
01
23
8.0
01
35
.00
14
63
.00
12
51
.00
H2
9.0
01
60
8.0
01
18
6.0
02
66
7.0
03
79
70
05
20
8.0
06
93
2.0
09
.01
14
....
00
09
20
3.0
01
08
1.0
01
31
1l
00
16
02
.00
11
61
.00
16
11
00
20
61
.00
25
11
.00
29
61
.00
:)(.
11
.00
38
61
.00
11
31
1.0
02
15
1.0
02
96
5.0
03
58
.00
42
95
.00
58
03
.00
73
96
.00
89
58
.01
10
40
13
13
.01
52
1
.00
10
31
,.,.
20
0.0
10
13
II11
20
0.0
11
58
4,.
20
0
OI2
JJ4;
"2
00
.011
182
Ii,.
20
0.0
02
66
7"
112
00
3.2
35
.66
51
56
1.3
91
56
95
st.o
ryin
fo3
.23
5.6
65
15
61
.39
,15
6.9
..st
.ory
inC
o3
_2
3.'
L6
65
15
61
.7
9.1
56
.9J
sto
ryin
fo3
.83
9.2
-'5
17
18
9.n
6.9
2sl
.ory
In(o
J2
41
91
81
83
5.1
9.1
56
.91
sto
ry1
nfo
3.7
36
.57
11
60
19
.15
6.9
Cn
,rn
ed
at.
a(r
am
eco
nL
rol
paC
IIJI
)Qt.
ecD
16
36
21
22
60
U0
coLl
MD
rlU
ne
co
ord
I0
02
06
.85
J0
13
.5
'"3
_4
50
.53
.45
6B
56
3.4
51
3.5
77
.05
08
7.0
56
.85
97
_0
51
3.5
10
9_
45
6.8
511
10
.65
012
10
65
6,8
513
10_6
51
3..
514
11
.85
6_
85
15
14
.25
01
61
41
.25
6.8
5L7
14
.25
13
.518
15
.55
6.8
51
91
1.8
50
20
11
.85
6.8
521
17
85
8.9
52
21
7.8
51
3.5
ZJ
00
_9
521
00
2.
J25
aJ.l
26
17
.85
10
.85
21
01
0_
85
...ZB
3.4
5lO
_8
52
97
.05
10
.85
30
10
65
10
.85
31
1".2
51
0.8
53
23
_"5
J1
JJ
7_
05
3_
1JI
,1
06
_J.l
35
14
1.2
53
.13
611
85
3.1
colu
mn
pro
pert
.les
12
60
00
00
08
06
.06
22
60
00
00
.09
.01
.07
J2
60
00
00
1.0
8.0
84
26
00
00
0.1
10
90
9:I
26
00
00
00
90
8.0
86
26
00
00
01
1.0
90
97
26
00
00
01
2.
1.1
82
60
00
00
.111
.11
.11
92
60
00
00
.15
.13
.13
102
60
00
00
11
.14
.H
112
60
00
00
.18
.15
.IS
12
26
00
00
0.2
.16
.16
J.)
26
00
00
0.1
2.1
.1
111
26
00
00
0.1
11.1
2.1
21
52
60
00
00
.16
.13
.13
16
26
00
00
0.1
8.1
5.1
511
26
00
00
02
.11
.1
111
12
60
00
00
23
.19
.19
19
26
00
00
0.2
5.2
1.2
12
02
60
00
00
28
.23
.23
21
26
00
00
03
.Z5
.25
22
26
00
00
0.3
3.2
7.2
1b
eam
pro
perL
les
12
60
00
00
lJ.
00
16
96
22
60
00
00
19
.00
51
21
)2
60
00
00
36
.01
12
4...
26
00
00
0.2
..0
05
57
1.')
26
00
00
02
10
06
02
1t'i
lfiO
OO
OO
17
00
58
03
SA
TlS
BN
AG
AR
AJA
lfdI
CH
EN
LI
AN
DR
EIH
.R
EH
IUO
RN
AN
DH
ICH
AU
.lC
ISC
.O
ON
STA
HT
IHO
UD
EPA
RT
HE
rrT
Of
CIV
ILD
lGIH
D:R
ING
ST
AT
EU
liIV
.O
FN
EWY
ORK
AT
BU
FFA
LO
DE
VE
LOP
ED
BY
NA
TIO
NA
LC
EN
TE
RFO
REA
RTH
QU
AIC
.EE
lIG
INE
DlI
NG
RE
SEA
RC
HS
TA
TE
UN
IVE
RS
ITY
OF
NEW
YO
RK
AT
BU
FFA
LO
SIX
STO
RY
R.
C.
ST
RU
CT
UR
EW
ITH
LE
AD
-RU
BB
ER
BE
AR
ING
ISO
LA
tIO
NS
YS
T'D
I(S
EE
SE
CT
ION
8-
RC
Ef.:
Un
it.5
ton
.ll-
mete
r.5
sen
ecal
co
ntc
ol
Info
rmll
.Llo
nZ
66
26
10
00
9.8
10
&u
po
rstr
uct.
ure
info
rmat.
ion
11
IIn
t.ell
ocatl
on
co
nt-
rol
pac
lIl1
Iete
clIo
0.0
10
.11
00
00
20
1
ne.
cDac
km
eth
od
0.5
0.2~
1'I4
cthq
uakl
lll
co
ntr
ol
p!l
clll
Tle
t.er
s1
0.0
2D
O9
.81
....
....
...
au
pers
t.ru
ctu
reln
fo..
..•••
....
..•
..••
..•••
6st
.ory
info
mls
PR
aiR
Nf
HA
SB"
EEN
DE
VD
.OP
ED
US
ING
:(l)
PR1X
iRA
H)D
-B
AS
ISD
EV
EL
OPE
DB
y..
SA
nS
HN
AG
AR
AJA
IAB
AN
DR
EI
H.
RE
INII
OR
NA
ND
HIC
HA
LA
XIS
C.
CO
IiST
AN
TII
tOU
DE
PA
RT
tIE
lfT
OF
CIV
ILE
NG
INE
ER
ING
ST
AT
EU
NIV
.O
FN
EWY
OR
KA
TB
UF
FA
LO
.V
AX
VE
RS
IOfl
.1
99
0(2
)P
RD
iRA
t1£T
AB
SD
f:V
EL
OP
[DBY
E.
L.
WIL
SO
NH
H.
DO
VEY
AN
DJ.
P.
HO
LL
IN,
DE
PAR
TH
EN
TO
FC
IVIL
EN
GIN
EE
RIN
GU
NIV
ER
SIT
YO
FC
AL
IFO
RIt
IA,
BE
RK
D..E
Y,
SE
PT
etB
'ER
ISH
.R
EV
ISE
DH
AR
eR1
97
9
PA
HA
GIO
TIS
TS
OP
EL
\S,
CH
ENL
IA
RDR
EN
FEII
Ll
DE
PT
.O
FC
IVIL
fJfG
IJE
ER
IPIG
ST
AT
EU
HIV
.O
FN
EWY
OR
KA
TB
UFF
AL
O
HA
TIO
lIA
LC
EN
Tfl
lFO
RE
AR
TH
QU
AK
EE
ltG
lHE
ER
IMG
RE
SE
AR
CH
,B
UFF
AL
OS
TA
TE
UN
IVE
RS
ITY
OF
NEW
YO
RK
AT
BU
FFA
LO
SA
TIS
BR
AG
AR
AJA
IAB
,D
EP
T.
OF
CIV
ILE
NG
INE
ER
ING
UN
IVE
RS
ITY
OF
HIS
SO
UR
IA
TC
OL
telA
AN
DR
EI
RE
llfH
OR
H,
HIC
HA
LA
KIS
CO
NST
AR
TIR
OU
DE
PT
.O
FC
IVIL
FJl
GIR
IflH
IiG
STfr
,n:
UN
IV.
OF
HEW
YO
Rk
AT
BU
FFA
LO
VE
RS
IQII
2.0
FOR
VI\
X/S
UN
/fC
o:t
fPU
TE
RS
.S
EP
T.
19
94
PR
CG
IW1
3D
-BA
SIS
-TI\
BS
..A
GE
ND
W.
PRO
GR
N1
PC
Il.R
OH
LIR
EA
RD
YN
AM
ICA
NA
LY
SIS
OF
TRR
E'E
DIM
EN
SIO
NA
LB
AS
EIS
OL
AT
ED
BU
ILD
IRG
S-
........
........
........
........
........
........
........
........
........
...O
l!ll
'llT
FIL
E/'O
RE
XA
MPL
E6
(EX
AM
PLE
PR
OM
SI!
CI1
0N4
.J.
NC
BI!
R94
-«11
8
G-6
G-7
bo.tl
llllo
c:s
tlo
n1
1'2
30
00
11
'30
00
01
1'4
00
00
11
,.5
00
00
22
51
.5
00
02
2.5
60
00
03
36
23
00
03
36
30
00
03
36
11
00
00
33
6.5
00
00
."1
23
00
0,,"7
30
00
01
1".0
00
0"1
17
.50
00
05
.5
81
50
00
5.5
86
00
00
66
92
JO
OO
66
93
00
00
66
9"0
00
06
69
50
00
07
11
12
30
00
17
11
30
00
07
11
1'0
00
17
11
50
00
88
10
1.5
00
88
10
60
0°
99
13
23
00
99
13
30
00
99
13
"0
00
99
13
50
00
101
01
21
•0
10
10
12
00
01
01
01
2a
00
1111
15
23
011
11
1.5
30°
11L
l1
5,
00
00
ll1
1n
so
oo
o1
21
21
11
1"0
00
12
12
l"0
00
00
12
12
1"
00
0a
al.3
131
12
30
a0
13
13
11
J0
00
0
lJ13
17"
00
00
13
13
11.5
00
00
I"U
16
15
a0
01
41
1.1
66
00
00
15
15
19
2J
a°0
15
15
19
30
00°
15
15
19
•0
00
01
51
51
9.5
00
00
16
16
18
15
00
016
16
18
60
00
017
112
22
J0
00
17
17
22
30
00
017
172
2"
00
00
11
17
22
50
00
01
81
82
00
60
00
191
93
62
30
0°
19
19
36
30
00
01
91
93
6II
0a
00
19
19
36
5a
00
020
20
21
23
00
02
02
02
13
00
00
20
20
21
"a
00
02
02
02
1.5
00
00
212
12
63
60
00
colu
mn
locll
tio
n
19
"6
2.5
5J
26
.50
27
.50
28
.50
39
63
31
16
J
"1
17
3"
12
70
"I"
70
"15
10
.51
98
J.5
22
8a
G-8
.52
'8
05
26
80
69
93
61
09
06
11
9a
61
29
07
10
11J
11
11
10
114
11a
71
51
10
81
91
03
821
10
08
23
10
a8
26
10
09
91
3J
910
13
09
11
13
09
12
130
100
12
61
19
15
31
11
11
.50
11
13
15
011
loll
1.5
01
21
9lo
ll3
122
111
10
12
23
III
01
22
5H
0
13
911
"1
31
01
70
13
12
17
0lit
01
66
n1
11
9J
151
21
90
15
15
19
a1
51
61
90
16
171
8J
16
20
18
01
62
21
80
16
25
18
01
19
22
317
10
22
017
112
20
171
J2
20
18
02
06
19
91
53
19
11
15
01
91
2IS
01
91
31
50
20
a1
86
21
a31
62
20
116
23
0"
621
00
32
62
50
J26
26
a31
62
7a
28
62
80
29
62
90
306
30
03
16
31
02
66
32
a3
36
330
346
J40
JS6
3.5
03
66
36
03
56
pan
el
Info
61
23
26
00
00
00
.1"3
0,0
10
70
.12
41
13
10
00
51
232
60
00
00
0.1
"3
0.0
10
70
.12
41
13
10
00
"I
232
60
00
00
0.1
"3
0.0
10
70
.12
41
13
10
00
31
232
60
00
00
0,14
130
.01
07
0.1
24
11
31
00
02
12
32
60
00
00
0.1
43
0.0
10
70
.12
'1
13
10
00
11
23
26
00
00
00
.14
30
.01
07
0,1
2"
11
31
00
06
13
242
60
00
00
0.2
03
0.0
30
80
.17
61
13
10
00
523
242
60
00
00
0.2
03
o.
03
08
0.1
16
11
31
00
04
232'
"2
60
00
00
0,2
03
0.0
30
80
.17
61
13
10
00
J23
242
60
00
00
0.2
03
0.0
30
80
.17
61
13
10
00
223
2'
26
00
00
00
.20
30
.03
08
0.1
76
11
31
00
01
2324
12
60
00
00
0.2
03
0_
03
08
0.1
76
U3
lao
o6
24
25
26
00
00
00
,12
0.0
06
'0
.10
",1
13
10
00
52
1,
25
26
00
00
00
.12
0.0
06
"0
.10
41
13
10
00
"Zl
o25
26
00
00
00
.12
0.0
06
"0
.10
'"1
13
10
00
G-9
Un
its
ton
ll-m
ete
rs
!'u
pfl
!r:s
tru
ctu
rein
form
at.
ion
....
....
.EN
DO
FH
IRR
OR
OF
INPU
T••••••••
SIX
STO
RY
R.
c.ST
RU
CT
UR
EW
ITH
lEA
D-R
UB
BE
RB
UR
ING
ISO
LA
TIO
NS
YS
TD
1(S
EE
SE
CT
ION
8-
NIT
E
• 2. •
0_
15
38
1.1
32
0.0
01
06
10
.IS
l81
.13
20
.00
10
61
]3
0.1
50
38
1.7
32
0.0
01
06
10
.U3
81
.73
20
.00
10
61
JJ
0.1
4,.
01
~.909
0.0
0,.
35
3O
.lU
OI
5.9
09
0.0
0"3
53
]]
O_I~38
1.7
32
0.0
01
06
10
.15
38
1IJ
20
.00
70
61
JJ
O.H
40
15
.90
90
.00
43
53
0,1
4"0
15
.90
90
,00
43
53
JJ
0.1
44
01
.5.9
09
0.0
0U
53
0.1
4,.
01
.5.9
09
0.0
04
35
3J
JO
.lU
Ol
5.9
09
0.0
0.3
53
0,1
44
01
5.9
09
0.0
0"3
53
J•
1_
01
0.0
81
.11
8.2
60
.18
1.1
18
.26
0.1
1.0
O.~
20
.00
.00
20
.09
0.0
].
1.0
10
.08
7.7
18
.28
0.1
81
.11
8.2
60
.11
.0O.~
20
.00
.00
20
.09
0.0
J•
1.0
10
.08
1.1
18
.26
0.1
87
.11
8.2
80
.11
.00
.52
0.0
0.0
02
0.0
90
.03
•
7_
01
0.0
81
.11
8.2
60
.18
1.1
18
.26
0_
11
.00
.5Z
O.O
0.0
02
0.0
90
.0co
ord
inate
.C
or
ieo
1atl
on
1ll
1to
tmt.
-9.1
5-6
.9-9
.15
-0.0
5-9
.15
6.6
-5.7
-6.9
-5.7
-0.0
5-5
.76
.6-2
.1-6
.9-2
.1-0
.05
-2.1
6.6
0.3
-0.0
51
.5-6
.91
.5-0
.05
1..
56
.62
.7·0
.05
5_1
-6.9
5_I
-0_
05
'L1
6.6
6"
-0.0
58
7-6
.9B
7-0
_0
58_
72
.18
76
6-5
.76
.6-5
.7-6
95
16
_6
5_
1-6
.9o
utp
ut
par
llll
Hlt
er&
150
12
3"
J.n
tec.5
tory
drl
fl.
96
_n
-9-6
.75
o0
o0
o0
o0
load
case
defin
itio
n
o°a
I
NO
OF
FL
OO
RS
(EX
CL
BA
SE
).N
O.
orB
EA
RIN
GS.
NO
.or
EIG
EN
VE
CT
OR
SC
ON
SID
ER
ED
.
TOTA
LN
lMB
ERO
FS
TO
RIE
S.
,N
UH
BER
OF
DIF
F_
FR
AM
ES
.TO
TAl.
NU
HBE
R.
OF
FR
AM
ES
.N
UM
BE
RO
FLO
AD
CO
ND
ITIO
NS
_f'l,
UHBE
RO
FFR
EQ
UE
NC
IES.
32~
25
26
00
00
0O
.1
2O
.00
64
0.1
04
11
31
00
02
2~
25
26
00
00
00
.12
0.0
06
40.
1011
11
31
00
01
2~
2~
26
00
00
00
_1
20
.00
6'
0.1
0"
11
31
00
06
2S
22
60
00
00
0.S
63
0.6~9
0...
.89
11
31
00
0S
25
22
60
00
00
O.~6)
0.6
S9
0.'
89
11
31
00
0~
25
22
60
00
00
0.5
63
0.6
59
0.~89
11
31
00
0'3
25
22
60
00
00
0.5
63
0_
65
90.~89
11
31
00
02
25
22
60
00
00
05
63
o.6
sa0
.48
91
13
10
00
1Z
S2
26
00
00
0O
.S
63
0.6
59
0.4
89
11
31
00
0J
10
12
26
00
00
00
.Z4
0.0
28
80
.20
91
13
10
00
21
01
22
60
00
00
0.2
40
_0
28
80
.20
01
13
10
00
11
012
26
00
00
00_
2'"
0.0
28
80
.20
91
13
10
00
JlZ
U2
60
00
00
0.3
60
0"3
20
.31
31
13
10
00
Z12
142
60
00
00
0.3
60
.04
32
0.3
13
11
31
00
01
12
H2
60
00
00
0.3
60
.04
32
0.3
13
11
31
00
06
18
20
26
00
00
00
.46
0.2
02
10
_'"
11
31
00
05
18
20
26
00
00
0o
.u0
_2
02
1o.~
113J
OO
O~
18
20
26
00
00
00
_~6
0_2
02
1O
.~1
13
10
00
31
82
02
60
00
00
0.6
90
.30
.20
.61
13
10
00
21
82
02
60
00
00
0.6
90
.30
42
0.8
11
31
00
01
18
20
26
00
00
00
.69
0.3
04
20
.61
13
10
00
22
12
62
60
00
00
0.2
85
0.0
85
10.
2.r.
B1
13
10
00
12
12
62
60
00
00
0.2
85
0_
08
51
0.2
.81
13
10
00
62
62
22
60
00
00
03
98
0.2
32
60
.3"6
11
31
00
05
26
22
26
00
00
00
.39
80
.23
26
0.3
46
1131
0DO
42
62
22
60
00
00
0.J
98
0.2
32
60
.3"'
61
13
10
00
J2
62
22
60
00
00
0.3
98
0.2
32
60
.3"6
11
31
00
02
26
22
26
00
00
00
.39
80
.23
26
0.3
46
11
31
00
01
26
22
26
00
00
00
.39
80
.23
26
0.3
46
11
31
00
0[r
olllD
8lo
cati
on
card
l1
00
0su
per:
ltru
el.
ure
dam
pin
A0
.05
0.0
50
.05
O.O~
0.0
50
.05
ocen
tocen
ter
o[
ID81
!1:1
o0
o0
o0
o0
o0
o0
he1
A,h
tto
diffe~ent.
flo
or
an
db
aae
20
.31
7.1
l3.9
10
.16
_9
3_
10
....
....
....
....
....
....
....
.·ls
oll
llti
on
:IY
.llt
emd
at.
a11
I11I•
••••
.5ti
([n
os5
dat.
afo
rlinell~
ela
llt.
leJ.
.5o
lat.
ion
lIy
ote
mo
a0
00
mll.5
1!1
dll
t.a
of
l.h
eb
ll.5
e3
6.~71
16
0l
!I1
ob
B1
dam
p!n
""d
ata
aa
00
0h
yst.
ere
tic
ele
men
t[o
rela
sta
merl
cb
earl
naa
33
'0.
1414
075
.90
90.0043~3
0.1
44
01
5.9
09
0.0
04
35
33
30.
1404
015
.90
90_00U~3
0.1
44
01
5.9
09
0.OO~353
3J
ol4
65
J.6
"0
.00
52
32
0.l
It6
53
_6
'"0
.00
52
32
JJ
0.1
53
81
.13
20
.00
10
61
0.1
53
87
.73
20
.00
10
61
JJ
0.1
41
'01
5_
90
90
.00
"35
30
1U
07
5_
90
90
.00
"35
3J
Ja
15
38
71
32
0.0
01
06
10
IS3
81
73
20
_0
07
06
1J
J0
.15
38
71
J20
.00
70
61
0.1
53
87
13
20
_00
70
61
JJ
01
44
07
5.9
09
0.0
0"'3
53
O.H
"'O
l5
.90
90
,00
U5
3J
J0
_1
"65
J.6
"0
_0
05
23
20
.1'6
53
6'"
0_
00
52
32
JJ
0.1
44
07
5.9
09
'0.0
01
13
53
O_
U"'
Ol
5_
90
90
.00
43
53
3J
0_
15
38
77
32
0.0
01
06
10
.15
38
17
32
0_
00
10
61
JJ
olU
07
5.9
09
0.0
0"3
53
0.1
4"0
15
_9
09
0.0
0"'3
53
JJ
0.1
41
65
36
"0
.00
52
32
0_
14
65
3.6
40
.00
.52
32
J3
0_
14
"0
15
_9
09
0.0
04
35
30
.14
04
07
5.9
09
0.OO~353
33
o1
53
87
_7
]20
.00
70
61
0.1
53
87
13
20
00
70
61
]]
G-I
OG
-Il
....
....
....
....
....
...
SU
Pm
ST
RU
CT
UR
ED
AT
A.................
STO
RY
DA
TA
LE
VE
LN
O.
10
HE
IGH
TH
AS
S(H
)H
R··
2X
(H)
Y(H
)K
-XK
-Y
6st
.oty
info
•3
.20
35
.66
15
06
1.3
09
.15
6.9
00
,00
0.0
0,
st.o
ry1
nfo
,3
_2
03
.5.6
6U
61
.30
9.1
56
_9
00
_0
00
.00
,sto
ry1
nfo
·3
.20
35
.66
15
15
1.1
09
.15
6.9
00
.00
0.0
0)
sto
ryin
fo,
3.8
03
9.2
'"1
71
8.0
0V
.lS
6_
90
0.0
00
.00
2st
.ocy
info
Z3
.20
"1
.92
18
35
.10
9.1
56
.90
0.0
00
.00
1sta
cy
info
13
.70
36
.57
16
01
.00
9_15
06
.90
0.0
00
.00
ST
RU
CT
UR
EL
AT
ER
Al
LO
AD
S.
.CA
SE
SA
AN
DB
LE
VE
LN
OF
J[-A
rv-A
OD
l-A
FJ[
-BF
Y-B
tOI-
BX
AY
AX
8Y
8
•0
.00
0.0
00
.00
0.0
00
_0
00
.00
0.0
0,0
0,0
0,0
,0
.00
0.0
00
.00
0.0
00
.00
0.0
00
,00
.00
.00
.0
•0
.00
0.0
00
,00
0.0
00
.00
0.0
00
.00
.00
.00
.03
0.0
00
.00
0.0
00
,00
a,0
00
.00
0.0
0.0
0.0
0.0
Z0
.00
0.0
00
.00
0.0
00
.00
0,0
00
.00
.00
.00.•
I0
_0
00
.00
0.0
00
.00
0.0
00
.00
0,0
0.0
0.0
0.0
IND
EX
FO
RS
UP
fJ{S
TR
OC
TU
RE
ST
IFF
NE
SS
DA
TA
-
IND
EX
-1
FOR
3DSB
LAR
BU
ILD
ING
RE
PRE
S,IN
OD
e-
2F
OR
FU
LL
3D
RE
PR
ES
EN
TA
TIO
RIN
DEX
-3
FOR
RE
PR
ES
EN
TA
TIO
NU
SIN
GE
IGD
fD
ATA
TIM
ES
TE
PO
FII
'iTE
GR
AT
IOH
(ND
I1A
RK
).IN
OEX
FOR
TY
PE
OF
TIM
ES
TE
P.
IND
EX-
1FO
R.
CO
NST
AN
TT
IME
ST
EP
INO
D-
2FO
RV
AR
IAB
LE
TIM
ES
TE
P
GAH
AFO
RN
Dfo
IAR
KS
MET
HO
D..
.B
ET
AFO
RN
Bfo
otA
RX
.SM
ETH
OD
..,
TO
LE
RA
NC
EF
OR
FO
RC
EC
CH
PU
TA
TIO
N..
RE
FE
RD
fCE
I'D
1EN
TO
FC
ON
VE
RG
EN
CE....
~N
UH
BD
lor
ITE
RA
TIO
NS
WII
1H
NT
.S...
IND
EX
FOR
GR
OllH
DtU
TIO
NIN
PU
T.
IND
EX
-1
FOR
UN
IDIR
EC
TIO
NA
LIN
PU
TIN
OD
•2
FOR
BID
IRE
CT
ION
AL
INP
UT
TIM
ES
TE
Por
RL
CO
RD
LE
fiGT
Bor
R£
alR
D,..
LOA
DFA
CTO
R....
_.
AN
GLE
OF
"EA
RTH
QU
AK
EIN
CID
EN
CE
.
[cam
eco
ntr
ol
para
met.
raFR
AH
E10
RU
HBE
R...
KU
HB
£R
OF
ST
OR
YL
EV
EL
SN
UH
BER
or
CO
lUH
NL
INE
S.
NU
HB
ER
OF
BA
YS
.N
UH
BE
Ro
rO
IFF
_C
OL
.P
RO
P...
KU
HBE
Ror
DIF
F_
BEA
MPR
OP.
NU
HB
Elt
OF
DH
F.
n:r_
P1U
HB
ER
orP
AN
EL
EL
D1
Efl
TS
.H
UM
BfJ
I.O
FB
RA
CIN
GE
LD
1EN
TS
..
')CO
LU
HN
LIN
EC
OO
RD
INA
TE
SL
INE
XY
10
.00
0_
00
0.0
10
0 1
0.5
00
.2.5
0.1
00
01
00
00
.0 ZO1
0.0
20
10
00
9.8
11
.57 1 • 3. Z
1ZZ • o .. o
G-
12
Z0
.00
6.8
5,
0.0
01
3.5
0
•3
...~
0.0
05
3.4~
6.8~
•3
.45
13
.50
17
.05
0.0
08
7.0
56
,8~
•1.0~
13
.50
1.
9."
56
_8
511
10
.65
0_
00
1Z1
0.6
56
.85
13
10
_6
51
3.5
010
11
.85
6.8
5
"l4
r..2
50
.00
1.
l4r.
.25
6.8
51
11
'1_
25
13
.50
1B1
5.5
56
.85
I.1
7.8
50
_0
0,.
11
.85
6_
85
Z1
17
.85
8_
95
ZZ1
1.8
51
3.5
0Z
J0
_0
00
.95
Z'
0.0
02
.30
25
0.0
03
.10
Z.
17
.85
10
_8
5Z1
0.0
01
0.8
5Z
83
_4
51
0.8
5Z
.7
.05
10
.85
30
10
.65
10
.85
Jl
I'
.25
10
.85
'Z3
....5
3.1
0JJ
7_
05
3.1
0
"1
0.6
43
.10
35
110
.25
3.1
0,.
11
.85
3_
10
OCU
LUH
NID
£A
IiA
JS
AH
INS
ATO
RSI
HA
JI
HIN
1R
IGID
rap
RIG
IDB
OT
12
60
00
00
_0
00
_0
80
_0
60
_0
60
.00
0.0
00
.00
0.0
00
.00
Z2
60
00
00
.00
0_
09
0.0
10
.07
0_
00
0.0
00
,00
0.0
00
_0
03
26
00
00
0.0
00
.10
0.0
80
.08
0.0
00
.00
0.0
00
.00
0.0
0
•2
60
00
00
.00
0_
11
0.0
90
,09
0.0
00
_0
00
.00
0.0
00
.00
52
60
00
00
,00
0_
09
o.oa
0.0
80
,00
0.0
00
.00
0.0
00
.00
•2
60
00
00
.00
0.1
10
_0
90
.09
0.0
00
.00
0.0
00
.00
0.0
01
26
00
00
0.0
00
.12
0.1
00
_1
00
.00
0.0
00
.00
0_
00
0_
00
B2
60
00
0".0
0O
_H
0.1
10
.11
0.0
00
.00
0.0
00
.00
0_
00
•2
60
00
00
.00
0_
15
0.1
30
.13
0.0
00
_0
00
.00
0.0
00
.00
10
26
00
00
0.0
0o
11
D.H
0.11
1I0
.00
0.0
00
.00
0.0
00
.00
11
26
00
00
0.0
00
.18
o_
n0
_1
50
.00
0.0
00
.01
0_
00
0.0
01
22
60
00
00
_0
00
.20
0.1
60
.16
0.0
00
.00
0,0
10
.00
0_
00
13
26
00
00
0.0
00
.12
0.1
00
.10
0.0
00
_0
00
.00
0.0
00
.00
..26
00
00
0.0
0O
_H
0.1
20
.12
0.0
00
.00
0.0
00
.00
0.0
01
52
60
00
00
.00
0_
16
0_
13
0.1
30
,00
0.0
00
.00
0.0
00
.00
1.
26
00
00
0_
00
0.1
80
_1
50
_1
50
.00
0,0
00
.00
0_
00
0.0
01
12
60
00
00
.00
0_
20
0.1
70
.11
0.0
10
.00
0,0
00
.00
0_
00
1B2
60
00
00
.00
0.2
30
.19
0.1
90
.01
0.0
00
.00
0.0
00
.00
1.
26
00
00
0,0
00
_2
50
.21
0.2
10
,01
0.0
10
.01
0.0
00
.00
ZO2
60
00
00
.00
0.2
80
_2
30
.23
0.0
10
.01
0_
01
0.0
0o
00
Z1
26
00
00
0.0
0o
30
0_
25
0.2
50
.01
0.0
10
.01
0.0
00
.00
zz2
60
00
00
_0
00
.33
0.2
70
.27
0.0
20
.01
0.0
10
_0
00
.00
•B
EA
M1
0£
SA
TO
RS
1rL
Ex
IK
nK
JJK
1J
RIG
IDI
RIG
IDJ
12
60
00
00
.00
0.1
30
.00
0.0
14
.00
4.0
02
.00
0.0
00
.00
Z2
60
00
00
.00
0_
19
0.0
10
.01
".0
0..
.00
2.0
00
.00
0.0
0,
26
00
00
0.0
00
_3
60
_0
10
.07
....0
0,
.00
2.0
00
.00
0.0
0
•2
60
00
00
_0
0•
ZO0
_0
10
.01
4.0
0...
.00
2.0
00
.00
0.0
05
26
00
00
0.0
0o
Z1
0.0
10
.01
4.0
04
.00
2.0
00
.00
0.0
06
26
00
00
0.0
00
.17
0.0
10
.00
4.0
0'.
00
2.0
00
.00
0.0
0B
EN
tLO
CA
.TIO
NS
BAY
LEV
ICJC
B1
0G
E:N'
VL1
VLZ
VL
31
•1
•Z
,0
1Z
1
·,
00
11
1
·•
00
G-I
J
;:;0N
~..~
::;"l"
~
~ ";:
::N~
;:
;:
'"..,
S........... 0 ~~N lI"l"'ll"'l ... .. ~ ""... .. ~~ ~~ .. ..
CoOo:: ::::::~ ~~:::: ::::;:::5 ~~~ ~::l::l :!NO :S:~~ C.-I ......... ~~~ ~~~ N'" ~NN NNN
~".... 0 oo~ ......... N
::::~: t9'1'"'t':I .... ...,.., ..,.., .. .. ~~ ~~ .. '"'"'" '"00 OO~
~N~~~ .......... .-4 ............ ~~~ ~NN NNN
lr
CoG::: oo~
===:::t NN" "I:"'I!"'I. . ..,,,~::::~ ~~~ ~~ .. ~5:~ ~2~
00_ h~~~ ~~~ NNN
19
21
11
50
62
52
26
00
00
0.0
0O_~6
0.6
60
,49
11
31
00
0,0
0
19
11
21
50
52
52
26
00
00
0.0
0O_~6
0_
66
0.4
91
13
10
00
.00
,2
52
26
00
00
0.0
00
.56
0.6
60
."9
11
31
00
0.0
0
19
61
31
50
32
52
26
00
00
0_0
00
,56
0.6
60
.49
11
31
00
0.0
0
20
50
16
62
25
22
60
00
00
.00
0.5
60
.66
0.4
91
13
10
00
,00
I2
52
26
00
00
0.0
0O_~6
0.6
6O
."
g1
13
10
00
.00
21
60
J16
31
01
22
60
00
00
.00
0_
2"
0.0
30
.21
11
31
00
00
02
10
12
26
00
00
0_0
00
.24
O.O
J0
.21
11
31
00
0.0
0
22
60
116
11
01
22
60
00
00
_00
O,Z
"0
.03
0.2
11
13
JOO
O,D
O3
12
"2
60
00
00
.00
0.3
60
.0'
0.3
11
13
10
00
.00
23
60
•6
212
"2
60
00
00
.00
0.3
60
.04
0.3
11
13
10
00
.00
11
2"
26
00
00
0.0
00
_3
60
.0"'
0.3
11
13
10
00
.00
..6
0J2
66
16
20
26
00
00
0.0
00
.41
60
.20
0.4
01
13
10
00
.00
,1
62
02
60
00
00
_DO
0.4
60
.20
0."
,01
13
10
00
.00
2>
60
32
6,
16
20
26
00
00
0.0
00
.46
0.2
00
.40
11
31
00
0.0
0J
16
20
26
00
00
0.0
00
_6
9O
.JO
0.6
01
13
10
00
.00
26
60
J16
21
82
02
60
00
00
.00
0.6
90
.30
0.6
01
13
10
00
_0
01
16
20
26
00
00
0.0
00
.69
0.3
00
.60
11
31
00
0.0
0
27
60
26
62
21
26
26
00
00
0_
00
0.2
80
.09
0.2
51
13
10
00
.00
12
12
62
60
00
00
.00
D.2
80
.09
0.2
.51
13
10
00
.00
26
60
2.
66
26
22
26
00
00
0.0
00
."'0
0.2
30
.3.5
11
31
00
0.0
05
26
22
26
00
00
0.0
00
."0
0_
23
0.3
51
13
10
00
.00
29
60
30
6•
26
22
26
00
00
0.0
00
."0
0.2
30
.35
11
31
00
0.0
03
26
22
26
00
00
0_
00
0."
00
.23
0.3
51
13
10
00
.00
30
60
31
62
26
22
26
00
00
0.0
00
."0
0.2
30
.35
11
31
00
0.0
01
26
22
26
00
00
0.0
00
_"0
0.2
30
.35
11
31
00
0.0
0
J16
02
6
32
60
33
6B
EN
iPR
OPE
RT
IE
SA
ND
lOl\
DS
33
60
,.6
BAY
NU
HB
ER
S1
LEV
ELE
SA
tOR
SI
FL
D<
1H
IU
JH
JW
IW
JV
ER
T!
VE
RT
2V
ER
T3
3'
60
J56
62
60
00
00
,00
oI"
0.0
10
.01
".0
0".0
02
.00
o0
00
.00
00
05
26
00
00
0.0
00
_1
90
.01
0.0
1".0
0"
.00
2,0
00
_0
00
.00
00
0J5
60
36
6,
26
00
00
0.
DO
0.1
90
.01
0.0
14
.00
4.0
02
.00
0.0
00
_0
00
00
J2
60
00
00
.00
oI"
o0
10
.01
,.0
0"
.00
2.0
00
.00
0_
00
00
03
66
0J5
62
26
00
00
0.0
0o
36
0.0
10
_0
7".0
0".0
02
.00
0.0
00
.00
00
01
26
00
00
0.0
00
_2
00
.01
0.0
1"_
00
".0
02
.00
0_
00
0.0
00
00
SAY
NU
HB
ERS
2LE
VEL
ES
AT
OR
SI
FLE
XI
Kll
IUJ
KIJ
WI
WJ
VE
RT
!V
ER
T2
VE
Rn
GE
NfB
AtI
DC
OLU
HN
LO
CA
TIO
NS
62
60
00
00
.00
0_21
0.0
10
.01
'.0
04
,00
2_
00
0.0
00
.00
00
0O
STO
RY
12
3,
56
76
•1
01
1I2
13
"1
51
61
11
61
.2
02
12
22
3.. "
26
27
26
2.
30
52
60
00
00
00
o13
o0
00
_0
1".0
0,
.00
2.0
00
.00
0.0
00
00
J2
60
00
00
.00
o13
0.0
00
.01
".0
0"_
00
2.0
00
_0
00
.00
00
06
""
811
15..10
11
211
0"
I'
01
01
11
62
21
09
13
00
00
00
00
00
32
60
00
00
_0
0O
.lJ
0.0
00
.01
41.0
041
_00
2.0
00
.00
0.0
0.
00
0
59
5"
11
I"2
61
11
.0
11
"I"
25
121
11
12
51
1•
00
00
00
00
00
0,
26
00
00
0.0
0o
13
0.0
00
.01
4.0
041
.00
2.0
00
.00
0.0
00
00
••
5"
11
19
"1
21
52
612
"1
99
01
11
1•
13
•0
00
00
00
00
00
12
60
00
00
.00
0.1
30
.00
0_
01
"'.
00
41.0
02
.00
0.0
00
.00
00
03
"5
"1
11
9"
10
19
"0
"I"
"0
11
17
"0
•0
00
00
00
00
00
BAY
HU
HB
ERS
3
2"
6q
12
19
"1
0••
"0
11
I"•
01
21
7"
01
10
00
00
00
00
00
LEV
ELE
SA
TO
RS
1FL
EXI
HI
KJJ
KIJ
WI
WJ
VE
RT
lV
ER
T2
VE
RT
3
1"
71
1l'
22
•1
0••
"0
132
1
"0
152
09
01
20
00
00
00
00
00
62
60
00
00
.00
o1
70
.01
0.0
0...
.00
41.0
02
.00
0.0
00
.00
00
0oS
TOR
Y3
1J2
33
3'
J53
65
26
00
00
0_
00
oI"
0.0
10
.01
41.0
0...
. 00
2.0
0o
00
0.0
00
00
,2
60
00
00
.00
oI"
0.0
10
.01
41.0
0'.
00
2.0
00
.00
0_
00
00
03
26
00
00
0.0
0o
19
0.0
10
_0
1".0
0'.
00
2_
00
0.0
00
.00
00
02
26
00
00
0.0
00
_1
90
.01
0_
01
"_D
O"
.00
2.0
00
.00
0.0
00
00
I2
60
00
00
_0
0o
36
0.0
10
.07
'.0
04
_0
02
.00
0_
00
0.0
00
00
BAY
NU
MB
ERS
•LE
VEL
ES
ATO
RS
IFL
EX
I<I
IK
JJK
IJW
IW
JV
ER
T!
VE
RT
2V
ER
n6
26
00
00
0.0
0o
'00
.01
0_
01
".0
06
..0
02
_0
0o
00
0.0
00
00
,2
60
00
00
.00
0_
21
o0
10
.01
"_
00
'".0
02
_0
00
.00
0.0
00
00
,2
60
00
00
_0
0o
19
o0
1o
01
'.0
0".0
02
.00
0.0
0o
00
00
03
26
00
00
0_
00
o1
90
_0
10
.01
'.0
0"
.00
2.0
00
.00
0.0
00
00
PAN
ELC
AR
DS
22
60
00
00
.00
oI"
0_
01
0.0
1'.
00
"'.
00
2.0
00
.00
0_
00
00
01
26
00
00
0.0
0o
19
0.0
10
_0
1"'
.00
41.0
02
.00
0.0
0o
00
00
0L
EV
D.
CO
LI
CO
LJ
EA
ISA
GBA
YN
UM
BER
S5
12
32
60
00
00
.00
0.1
40
.01
0,1
21
13
10
00
.00
LEV
ELE
SA
TO
RS
IF
LO
I..
.1K
JJ<
IJW
IW
JV
ER
T!
\/E
RT
2V
ER
n1
23
26
00
00
0.0
00
.1'"
0.0
10
.12
11
31
00
0_
00
62
60
00
00
_0
00
.36
0.0
10
.07
'.0
0".0
02
.00
0_
00
0.0
00
00
12
32
60
00
00
.00
0.1
40
.01
0.1
21
13
10
00
.00
52
60
00
00
.00
o2
00
.01
0.0
1...
.00
....0
02
.00
0.0
00
.00
00
01
23
26
00
00
0.0
00.
141
0.0
10
.12
11
31
00
0.0
0,
26
00
00
0.0
0o
2'
0.0
10
.01
4.0
0".0
02
.00
0.0
00
.00
00
01
23
26
00
00
0,0
00.
141
0.D
10
.12
11
31
00
0.0
0J
26
00
00
0.0
0o
IJ0
.00
0.0
14
.00
It.O
O2
_0
0o
00
0.0
00
00
12
32
60
00
00
.00
D.H
0.0
10
.12
11
31
00
0.0
02
26
00
00
0.0
0o
IJo
00
0.0
14
.00
".0
02
.00
0.0
00
.00
00
02
32
.2
60
00
00
.00
0.2
00
.03
0.1
81
13
10
00
.00
12
60
00
00
_0
0o
IJ0
.00
o0
1".0
0...
.00
2.0
00
_0
00
.00
00
02
3..
26
00
00
0.0
00
.20
0.0
30
.18
11
31
00
0.0
0BA
YN
UM
BER
S6
23
..2
60
00
00
.00
0.2
00
.03
0.1
8]
13
10
00
.D
OLE
VEL
ES
ATO
RS
IF
LU
1n
lK
JJK
IJW
IW
JV
ER
T!
VE
RT
2V
>:R
n2
3..
26
00
00
0,0
00
_2
00
.03
0.1
61
13
10
00
.00
62
60
00
00
00
0.1
70
.01
o0
0"_
00
....0
02
_0
0o
00
0.0
00
00
23
2'
26
00
00
0.0
00
.20
O.O
J0
.18
11
31
00
0.0
05
26
00
00
00
0o
19
0.0
10
.01
,.0
0...
.00
2.0
0o
00
0.0
00
00
23
..2
60
00
00
.00
0.2
00
.03
0.1
81
13
10
00
.00
,2
60
00
00
00
o'9
o0
1o
01'.
00
"_0
02
.00
0.0
00
.00
00
0..
25
26
00
00
0.0
00
.12
0.0
10
.10
11
31
00
0.0
03
26
00
00
00
0o
,90
.01
o0
1...
.00
".0
02
.00
0.0
00
_0
00
00
..2
52
60
00
00
.00
0.1
20
.01
0.1
01
13
10
00
.00
22
60
00
00
.00
o'9
0.0
10
_0
141
_00
4.0
02
_0
00
_0
00
.00
00
0..
25
26
00
00
0.0
00
_1
20
.01
0.1
01
13
10
00
.00
12
60
00
00
.00
o3
60
.01
0_
01
".0
0"
.00
2.0
0o
00
0.0
00
00
..2
52
60
00
00
.00
0.1
20
.01
0.1
01
13
10
00
.00
BAY
NU
MB
ERS
7
..2
52
60
00
00
.00
0.1
20
.01
0.1
01
13
10
00
.00
LEV
ELE
SA
TO
RS
IFL
EXI
nl
KJJ
KlJ
WI
WJ
VE
RT
!V
ER
TZ
VE
RT
J
2'
25
26
00
00
0.0
00
.12
0.0
10
.10
11
31
00
0.0
06
26
00
00
0,0
0o
20
0.0
1o
01
,0
0,
.00
2_
00
o0
00
.00
00
0
G-
16G
-17
.")000000
~N..~OOOOOO
;:~OOOOOO
~oooooo
....~OOOOOO
..~OOOOOO
~OOOOOO
N..~OOOOOO
~..~OOOOOO
~oooooo
~
~OOOOOO
00000000
0000
gggg0000
"0100000::&000000
000000
1-"00000030100000
000000
..,000000
:I~~~~~~000000
~oooooo;1:000000
000000
;gggggg000000
~~~~~~g,000000
;~~~~~g,000000
_000000
:I~~~~~~000000
000000000000
000000
000000000000
000000
"C 000000000000
000000
000000OOOCIOO
000000
..C
000000000000
000000
000000000000
000000
"C 000000000000
000000
000000000000
000000
"C
..C
0000
0000
00000000
..,000000
.... 000000Iod ' , ' , ' •
NNOOOO
~gggggg
lIllNNNNNN
..,000000;:;J~O,C:~~~
NNNNNN
000000000000
000000z;:
000000000000
OO~OoOz;:
00000_000000
000000
....... """ ... _0000000
O~OOO~
O~
00
100000000
.,000000
~::::::,",000000
~::::::OOOOCIO000000
000000
000000O~~O,~~000000
000000000000
000000
000000000000
000000
0_00
.................... _00000000 000000
eiociei ~oeieieioog
0_00
<enz;:
000000000000
000000
: ::::::;:
000000000000
000000
~~~~~~000000
G:lG:IG:IlOmo0. 0. 0, 0. 0, ~000000
gggggg000000
000000, 000000
~
........................000000
~oooeioog
"""000000"""000000
:wi ~ ~.' ..' ... ~
"'000000"",,000000
:wl~~~~~~
""" .... -.... -........000000
~OOOOOo'
""" ....000000
~OOOOOo'~
...................... """000000
~eiOo'OOO
_ ...000000
l::ioooooo~
.... 000000_000000
~ ~ ... ~ .....'
"""000000"""000000:wi ' ' • ' , '
...... 0000
....... """0000000000
~OOOOOo
""" .... """,..0000
0000
0100100000
.... 0 .... 0000c.1NNOOOO
000000<CJlCJlCJla:llDOcn .... """ ........ l"'IN
000000
........ alCJlC7lallOv.lN ............ l"'I
000000
<O .... lJ:IlDlDloCU1NNl"'Il"'I~l"'l
000000
cncnC7la:l_N0000"'_
000000 <... ..., ..,It"IG:I... _ ...
<CClCCIa::JG:lO·...... _ ... N ...
O~oOO~<
000000000000
IUUH0000
0000000000
""NN
..1°00000
1::000000
e~OOOOOO
..~OOOOOO
;::OOOOClO
S~OOOOOO
joooooo
..Soooooo
~..~ClOOOOO
~..~oooooo ~oo
OOOCIO~c:~~c:00000
~oooooo::1000000
000000,",000000::1000000
ocioooo~oooooo::1000000
ciooooo~OOOOOO:1:000000
000000.,000000::I 0,0: 0. 0: 0: 0:
000000
;gggggg000000
~OOOOOO:1:000000 :l~~~~~~
000000
;gggggg000000
.,00,"00
0000000000
00000~OOOO'OO:;1'000000
000000~oooooo
::1000000
000000~OOOCIOO::1000000
000000
~OOOOOO
:I:~~~~~~000000
.... 000000:r~~~o.o:o:
OQlOOOO
,",,000000:1:000000
000000
,",,000000';1000000
OOO~OO
,",,000000:1000000
000000
~oooooo;1:000000
000000
,..00,"00
ggg::"NN""
",,000000
~~~~~c:~NNiNNNN
.,000000
~c:c:~c:~c:NNNNNN
.,000000
;2~C:~C:C:C:"NNNNN
.,000000
tlc:.c:.c:.c:~~OONNNN
""000000;:;ro:c:o:c:o:c:NNNNNN
",,000000
;:2O:O:O:C:C:C:OONNNN
"toooooo~o: 0: 0:0, C:O:
NNNNNN
.,000000
~o:o:o:o:o:o:NNNNNN
P")OCOOOO~O:O:OO:~O:
NNNNNN
.,00
~::
00
agggggg.'~ .....' ..'
""1000000:J:::::: "tgOClOOO;J..:::::: P")OOClOOO
~::::::"00:J::
~~~~~....... "'000000
;2;;::::
...............00000
00000.............. ""' ... '
000000
~ciooooci
......................000000
~ocioooo
.... ...000000
~ooo'o'oo'
... ...000000
~c'ciocic'o
...............00000
00000........ 0000
000000
-~,oooooo
M ......... OOO000000
~ciooocici
.... ...000000
~oociooo
.... a ••..............00000
oCIGO"~~~
"~NN"'''''''000000......... 0·Ill ...
0000000IIII 0"''''''''' flIII " N"'''' ""' ...
0000000IIII00 ...,00 ...
000000.... c ,.,D'll"'ilNN ...
000000... ooma ••.,,00 ............
ooooociCClO ... III 1II1'5 III NN ...
000000
... eIla •• G"" ...000000
"0'" rI '"a')NN ...
000000
26
00
00
0.0
02
60
00
00
.00
26
00
00
0.0
01
26
00
00
0.0
0CO
LUM
NL
INE
NO
,
=E
26
00
00
0.0
02
60
00
00
.00
26
00
00
0.0
02
.60
00
00
,00
26
00
00
0.0
0I
26
00
00
0.0
0C
OL
lIH
NL
ItlE
NO
.L
E:V
D.
[
26
00
00
0.0
02
60
00
00
.00
26
00
00
0.0
02
60
00
00
.00
26
00
00
0.
DOI
26
00
00
0.0
0C
OLU
HN
l!N
EN
O.
LE
VE
LE
26
00
00
0.0
02
60
00
00
.00
26
00
00
0.0
02
60
00
00
.00
26
00
00
0.0
0I
26
00
00
0,0
0C
OLU
HN
LIN
EN
O.
LEV
ELE
0.2
.50
.2.5
0.2
50
.33
0.1
30
.36
o,n
0.1
.50
.1.5
0.1
5
0.1
10
.18
0.2
00
.11
0_
11
0.1
7
0.1
80
.14
0.1
60
.2.5
0.2
50
.25
A
0_
21
0.2
10
.21
0.2
10
.21
0,2
10
,27
0.2
7
HA
.JS
AH
INS
A
0.0
00
.01
0.0
10
.01
O.l
JO
.lJ
0.1
30
.13
0.1
30
.13
0.1
30
.13
HA
.JS
AH
INS
A
O.H
0.1
'10
,15
0.1
50
.16
0.1
6O
.HO
.H0_1~
0.1~
D.H
0.1
4
t1A
JSA
HIN
SA
0.1
50_
1.5
0.1
20
.12
0.1
30
.13
0.Z
10
.21
0.2
10
.21
0.2
10
.21
HA
JS
AH
IN~
0.0
10
.01
0.0
10
.02
TOR
SI
iii.0
0"'
.00
0.0
00
.00
0.0
00
.00
TOR
SI
0.0
00
.00
0.0
00
.00
0.0
00
.00
TOR
SI
0.0
00
.00
o0
00
.01
0.0
10
.01
TO
RS
I
0.0
10
.01
0.0
10
.01
HA
JI
iii.0
0~
.00
0.0
00
.00
0.0
00
.00
HA
JI
0.0
00
,00
0.0
00
.00
0.0
00
.00
HA
JI
0.0
00
.00
0.0
00
.01
0.0
10
.01
HA
JI
0.0
10
.01
0.0
10
.01
HIN
I
2.0
02
.00
0.0
00
.00
0.0
00
.00
Hil
tI
0.0
00
.01
0.0
10
.00
0.0
00
,00
HIN
I
0.0
10
.00
0.0
00
.01
o.D
l0
.01
HIN
I
0.0
00
.00
0.0
00
.00 Dr
0.0
00
.00
0.0
00
.00
0.0
00
.00 Dr
0_
00
0.0
00
.00
0.0
00
.00
0_
00 Dr
0.0
00
.00
0_
00
0.0
00
.00
0.0
0 Dr
0.0
00
.00
0.0
00
.00 DB
0.0
00
.00
0.0
00
.00
0.0
00
.00 08
0.0
00
.00
0_
00
0.0
00
.00
0.0
0 DB
0.0
00
.00
0.0
00
.00
0.0
00
.00 DB
0.0
00
.00
0.0
0a
DO0
.00
0.0
01
0.0
00
.00
CO
LUH
HL
INE
NO
_15
LEV
ELE
26
00
00
0,0
0O
.1
82
60
00
00
.00
O.
18
26
00
00
0.0
0O
.1
82
60
00
00
.00
0.1
82
60
00
00
_00
0.2
01
26
00
00
0.0
00
.16
CO
LUM
NL
IH
EN
O.
16
LE
VE
LE
2,6
00
00
0.0
00
.18
26
00
00
0.0
00
_20
26
00
00
0.0
00
.20
26
00
00
0.0
00
.20
26
00
00
0_0
00
.20
12
60
00
00
.00
0.2
8CO
LUM
NL
INE
NO
.1
7L
EV
EL
E
26
00
00
0_0
0O
.3J
26
00
00
0.0
00
_19
26
00
00
0.0
00
_15
26
00
00
0.0
00
.15
26
00
00
0.0
0O
.1.
51
26
00
00
0_0
0O
.1.
5C
OLU
MN
LIN
E8
0_
16
LE
VE
LE
0.0
00
.00
0.0
00
.00
0.0
00
.00
0.0
00
.00
MA
JS
AH
INS
A
0.1
50
.15
0.1
50
.1.5
0.1
.50
.1.5
0.1
50
.1.5
0.1
60
.16
0.1
30
.13
HA
JS
AH
INS
A
0.1
.50
.1.5
0.1
70
.17
°17
0.1
10
.17
0.1
70
.17
0.1
70
.23
0.2
3
HA
.JSA
.H
INS
A
0.2
70
.27
0.0
10
.01
0.1
30
.13
0.1
30
.13
0_
13
0_
13
0.1
30
_1
3
HA
JS
AH
INS
A
0.0
00
,00
0.0
00
_0
0
TOR
SI
0_
00
0.0
00
.00
0.0
00
.00
0.0
0
TOR
SI
0,0
00
.01
0.0
10
.01
0.0
10
.01
TO
RS
1
0.0
2~.OO
0.0
00
.00
0.0
00
.00
TOR
SI
0.0
00
.00
0.0
00
.00
HA
JI
0.0
00
.00
0.0
00
.00
0.0
00
,00
HA
Jr
0.0
00
.00
0.0
00
.00
0.0
00
.01
HA
JI
0.0
1II
.00
0.0
00
.00
0.0
00
.00
HA
JI
0.0
00
.00
0.0
00
.00
HlN
I
0.0
10
.01
0.0
10
.01
0.0
10
.00
HIN
1
0.0
00
.00
0.0
00
.00
0.0
00
.01
MIN
I
0.0
12
.00
0.0
00
.00
0.0
00
.00
HIN
I
0.0
00
.00
0.0
00
.00 Dr
0.0
00
.00
0.0
00
.00
0.0
00
.00 Dr
0.0
00
.00
0.0
00
.00
0.0
00
.00 Dr
0.0
00
.00
0.0
00
.00
0.0
00
,00 Dr
0.0
00
.00
0.0
00
.00 DB
0.0
00
.00
0.0
00
.00
0.0
00
.00 DB
0.0
00
.00
0.0
00
.00
0.0
00
.00 DB
0.0
00
.00
0.0
00
_0
00
.00
0.0
0
DB
26
00
00
0.0
00
.00
26
00
00
0.0
02
60
00
00
_0
02
60
00
00
.00
12
60
00
00
.00
COLl
.II1N
LIN
EN
O.
10
LEV
ELE
26
00
00
0.0
02
60
00
00
.00
26
00
00
0.0
00
.00
0_
00
10
.00
CO
LUH
NL
INE
NO
.1
1LE
VEL
E
26
00
00
0_
DO2
60
00
00
_0
02
60
00
00
.00
26
00
00
00
02
60
00
00
.00
12
60
00
00
_00
COL[
JMp.I
LIN
EN
O_
12
L[l
1[L
E
26
00
00
0.0
02
60
00
00
.00
26
00
00
0_
00
26
00
00
0.0
02
60
00
00
.00
12
60
00
00
.00
CO
LlJH
NL
INE
NO
.1
3L
EV
EL
E
0.0
02
60
00
00
.00
26
00
00
0.0
02
60
00
00
.00
26
00
00
0.0
01
26
00
00
0.0
0r;
oLU
HN
LIN
EN
O.
III
I.f.
VE
L[
26
00
00
0_0
02
60
00
00
00
0,3
00
.00
0.3
60
_1
.50
.15
0.1
.5
0.1
10
.18
0.2
00
.00
0_
00
0.0
0
0_J.
50
.l.5
0.1
5o
15o
18
0_1
2 ..O
.H0
.25
02
30
.2.5
0.2
.50
.30
A
0.0
00
.19
0.1
.50
_1
50
.15
0.1
5
0.1
7o
20
0.2
.50
.00
0_
01
0.1
30
.13
o.l
J
HA
JS
A
o"
0.1
.50
.16
0_
00
0.0
00
.00
HA
JS
A
0_
13
0.1
30
.13
o13
0.1
.50
.10
HA
JSA
0_
12
0_
21
0.2
10
.21
0.2
10
_2
.5
HA
JSA
0.0
00
.01
0_
13
0_
13
0.1
3o
1)
HA
JS
A
o"
o16
0.2
.50
_0
00
.07
0.1
30
.13
0.1
3
HIN
SA
0.1
40_
1.5
0.1
6o
00
0.0
00
.00
MIN
SA
0.1
30
.13
O_
lJ0
.13
0.1
5o
10
HIN
SA
0.1
20
.21
0.2
10
_2
10
_2
10
.25
HIN
SA
0_
00
0.0
10
.13
oIJ
0.1
30
_1
3
HIN
SA
D.H
0_
16
0.0
10
.00
~.0
00
_0
00
.00
0.0
0
TO
RS
I
0.0
00
.00
0.0
00
_0
00
.00
0.0
0
TOR
SI
0_
00
0.0
00
.00
0.0
00
_0
00
.00
TO
RS
I
0.0
00
_0
10
.01
0.0
10
.01
0_
01
TOR
S1
0.0
0
'".0
00
_0
00
.00
0.0
00
.00
TO
RS
I
o0
0o
00
0.0
10
_0
0~
.00
0.0
00
,00
0.0
0
HA
JI
0.0
00
.00
0.0
00
.00
0.0
00
.00
HA
JI
0.0
00
.00
0.0
00
_0
00
.00
0.0
0
HA
JI
0_
00
0.0
10
.01
0.0
10
.01
0.0
1
HA
JI
0_
00
".0
00
.00
o0
00
.00
0_
00
HA
JI
0.0
0o
00
G-
20
0.0
10
.00
2.0
00
.00
0.0
00
.00
HIN
I
0.0
00
_0
10
.01
0.0
00
.00
0_
00
HIN
I
0.0
00
.00
0.0
00
.00
0.0
10
.00
HIN
J
0.0
00
.01
0.0
10
.01
0.0
10
.01
HIN
I
0.0
02
.00
0.0
00
_0
00
.00
0.0
0
HIN
I
o0
0o
01
0.0
00
.00
0.0
00
_0
00
.00
0.0
0 Dr
0.0
00
.00
0.0
00
_0
00
.00
0.0
0 Dr
0.0
00
.00
0.0
0o
00
0_
00
0.0
0 Dr
0_
00
0.0
00
.00
o0
00
.00
0.0
0 Dr
0.0
00
_0
00
.00
o0
0o
00
0.0
0 Dr
o0
00
_0
0
0.0
00
.00
0.0
00
_0
00
_0
00
.00 DB
0_
00
0.0
00
.00
o0
00
_0
00
_0
0
DB
0_
00
0.0
00
.00
0.0
0o
00
0_
00
08
o0
00
_0
00
.00
0.0
0o
00
0_
00
DB
0.0
00
.00
0_
00
o0
0o
00
0.0
0 OB
o0
00
_0
0
26
00
00
0.0
02
60
00
00
.00
26
00
00
0.0
00
.00
0.0
01
0.0
0C
OLU
MN
LIN
EN
O_
19
LE
VIL
E
26
00
00
0.0
02
60
00
00
_0
02
60
00
00
.00
26
00
00
0.
00
26
00
00
0.0
01
26
00
00
0.0
0C
OLU
MN
LIN
EN
O.
20
LE
:VD
.[
26
00
00
00
00
.00
0.0
00
.00
0_
00
I0
.00
CO
LUM
NL
INE
NO
.2
1L
EV
EL
[
0.0
00
.00
0.0
00
.00
0_
00
10
.00
CO
LUM
NL
INE
NO
.2
2LE
VEL
E
0.0
00
_0
0o
00
o0
0o.
00
10
00
CO
LlIM
N'
LIN
EN
O_
23
LEV
ELE o
00
o0
0
0.1
70
.18
0.1
20
.00
0.0
00
.00
0.1
50
.15
0.1
50
_1
50
.18
0.2
0
0.1
20
_0
00
_0
00
.00
o0
00
.00
A
0.0
00
.00
0.0
00
.00
0.0
00
_0
0
0.0
00
.00
0.0
00
_0
00
.00
0.0
0
A o0
0o
00
0.11
10
_1
50
.10
o0
00
_0
00
_0
0
HA
JS
A
o1
]
oIJ
o13
0.1
3
o"
0.1
6
HA
JS
A
0.1
00
.00
0.0
00
_0
00
_0
00
.00
HA
JS
A
0.0
00
.00
0.0
00
_0
00
.00
0.0
0
HA
JSA
0_
00
0.0
00
.00
o0
00
.00
0_
00
MA
JSA
0_
00
o0
0
0.14
10_
1.5
0.1
00
.00
0.0
00
_0
0
HII
'iS
A
0.1
30
_1
30
.13
0.1
30
.15
0.1
6
HIN
SA
0.1
00
.00
0.0
00
.00
0_
00
0.0
0
MIN
SA
0.0
00
.00
0.0
00
_0
00
.00
0.0
0
HIN
SA
0_
00
0.0
0o
00
0.0
00
.00
0_
00
MIN
SA
0_
00
o0
0
0.0
00
_0
00
.00
0.0
00
.00
0_
00
TO
RS
1
0.0
00
_0
00
.00
0.0
00
.00
0_
00
rOR
S1
0.0
00
.00
o0
00
.00
0_
00
0.0
0
TOR
SI
0.0
00
.00
0.0
00
_0
00
.00
0.0
0
TO
RS
1
0_
00
0.0
0o
00
o0
00
.00
0_
00
TO
RS
1
0_
00
o0
0
0.0
00
.00
0_
00
0.0
00
.00
0.0
0
HA
JI
0.0
00
_0
00
.00
0.0
00
.00
0.0
0
HA
JI
0.0
00
.00
0.0
00
.00
0.0
00
.00
HA
JI
0.0
00
.00
0.0
00
.00
0.0
00
.00
HA
JI
0_
00
0_
00
o0
00
.00
0.0
00
_0
0
HA
J1
0_
00
o0
0
G-
21
0.0
00
.01
0.0
00
_0
00
.00
0.0
0
HIN
I
0.0
00
.00
0.0
00
.00
o0
10
,01
HIN
I
0.0
00
.00
0.0
00
,00
0.0
0o
00
HIN
I
0_0
00
.00
0.0
00
.00
0.0
00
.00
HIN
I
0.0
00
.00
0_
00
0.0
00
.00
0.0
0
MIN
I
0.0
00
.00
0.0
00
.00
0.0
00
.00
0.0
00
.00 Dr
0.0
00
.00
0.0
00
_0
00
.00
0.0
0 Dr
0.0
00
.00
0.0
00
.00
0.0
00
.00 Dr
0_
00
0_
00
0.0
00
.00
0.0
00
_0
0 Dr
0.0
00
.00
0_
00
0_
00
0.0
0o
00 Dr
0.0
0o
00
0.0
00
.00
0.0
00
.00
0.0
00
.00
DB
0_
00
0.0
00
.00
0.0
00
.00
0.0
0
DB
0.0
00
.00
0.0
00
_0
00
.00
o0
0 DB
0.0
00
.00
0.0
00
.00
0.0
00
.00 DB
0_
00
o0
0o
00
0.0
00
_0
0o
00 DB
0.0
00
.00
oocoooco0000
000000000000
000000
ggggggc:iaoacc:i
.,"
ggggggCOOOOO
000000000000
000000
gggg0000
000000ooooocoociooo
000000000000
000000
000000
0:0:0:0:0:0:000000
000000OOClOOO
000000
00000000
0000cooooocooooocooooo
000000000000
000000~~~~~~aooooo
gggggg000000
00000000
0000 ~
000000000000
000000
0000000o:~~o:o:000000
gggggg000000
ggggg:;000000
MN
00000000
0000
000000000000
000000000000
o:~o:o:~o:000000
0000000: 0: 0, 0: 0: 0:000000
000000000000
000000
00000000
0000
o 000o 0000'1 0'1 .... 0
.;
000000000000000000..... .,..;,,;....;.,..;.,.;
oo
oo
000000000000
gggggg000000
000000000000
000000
000000~~~~~o000000
000000000000
oooooe
000000000000•• , ' • - ·1Ll
0000001£..z..~-'
lD"""'~N~8~
gggggg000000
gggggg000000
000000OCOOOO
ooooooi llJ
000000000000
000000
000000C1000ee
000000
000000~~~~o:~000000
, , •• _. IIolOOOOOO!!
~..
ooooeooooooe
000000000000
000000
ggggggooocoo
ooocoo000000
000000
<gggg
00000000
ciooo
00000000
0000
000000000000
000000000000000000
000000
000000
=:::::'000000000000
000000
.,"
000000000000
000000
gggggg000000
000000000000
000000
gggggg000000
0000
gggg0000
000000ooooco000000
000000000000
000000
000000000000
000000
000000000000
000000
000000000000
000000
000000000000
oC;;oooc.."
000000000000
000000
000000OOOOCO
000000
..o
0000
00000000
0000 ..!i!
000000000000
coooce000000000000
000000
000000000000
000000000000000000
000000
000000000000
000000000000OOOQOO
000000z
"
000000000000
000000
0000
00
00000000
0000 i0000000, 0: ~ ~ 0: 0:000000
000000000000
000000
gggggg000000 i
gggggg000000
000000000000
000000
000000000000
000000
gggggg000000
gggggg000000
0000
NN
00000000
ocoo
000000000000
oooocogggggg000000
000000000000
000000
000000000000
000000
000000000000
000000
ooooco000000
000000000000000000
000000
000000000000
COOOoo
0000
00
00000000
0000
000000000000
000000 ..!i!
000000000000
000000000000000000
000000
gggggg000000
z!i!
0000000: 0: ~ 0: o. 0,ooooco
000000000000
000000000000000000
OOOOClO
0000000:0:0:0:0:0:000000
0000
0000
o:o:~o:0000
000000000000
000000000000000000
000000
ggggggooooC;;o
000000:::::: 000000000000
000000
ggggggcooooo
OOOOClO0: 0: 0 .. 0: 0: 0:000000
000000000000
000000
0000
00
·00000:0:0:0:oooe <
000000000000
000000 <gggggg000000
000000000000
000000 <000000OCOOOO
000000<
000000000000
000000
000000
o:~o:o:o:o:000000
<000000000000
000000
000000000000
000000
0000
'"N0000oooe•••• 'Wooooi
~..000000ocoooo•••• ' •• lI.l
oooc-oo!!:
000000000000, , .. , . ,~
ooooooi
000000000000
, , ' , ••• lI.looooooi
000000000000
ocooocii000000000000. , , , , ' ·woooooo!!:
000000000000
oooooog000000000000 ..ooooooil
000000000000 . ..oooooolE..z..
0000
BA
SEIS
OL
AT
ION
OA
TA
;O
PT
ION
ON
E.
[QIH
VI\
l.EN
TG
LO
BM
.O
EV
ICE
PR
OP
ER
tIE
S
2'
25
26
-~.
JOO
51
00
5_
10
0
-69
00
6.6
00
-6.9
00
GLO
BA
LIS
OL
AT
ION
DE
VIC
EA
TTH
EC
EN
TE
RO
Ft1
AS.
5X
OF
THE
BA
SE_
R<e
xEC
Y
....
....
....
....
....
...
OU
TP
UTP~TERS
.
LH
fEA
l{S
TIF
FN
ES
SfF
'IL
JV
I5C
OU
SO
AH
PIN
GIF
/L/T
)0
.00
00
O.0
00
0O
.00
00
0.0
00
00
.00
00
0.0
00
00
.00
00
0.0
00
00
.00
00
0.0
00
0
TIM
EH
IST
OR
YO
PT
ION
IND
EX
·0
FOR
TIM
EH
IST
OR
YO
UT
PU
TIN
DE
X'"
1FO
RN
OT
IHE
HIS
TO
RY
OU
TP
UT
ELEM
ENT
TYPE
..
NO
.O
fT
IME
ST
EP
SA
TW
HIC
HT
IME
HIS
TO
RY
OU
TP
UT
ISD
ES
IRE
DF
'OR
C[-
DIS
PU
r,C
EJ"
1EN
TT
IME
HIS
TO
RY
D[S
JRE
DA
TB
EA
RIN
GS
NI.
.IM
8f.R
EO
.
50
VIS
CO
US
EL
EM
EN
TP
AR
AM
ET
ER
S.
lSO
LF
ol
F0
2C
I-X
C2
-XV
1-X
CI-
YC
2-Y
VI-
YP
I.2
rmax
Dy
TH
E1
A-l
TH
ET
A-2
23
70
0E
+O
l.1
00
E+
02
.B7
1E
+Q
21
B3
E+
02
.1O
O"E
'H)0
&7
1'£
+0
2.1
8J'
E+
02
.10
0E
+0
0.1
00
1:+
01
500E
+O
O.2
00
["'0
22
00
[-0
2.O
OO
E+
OO
.15
1E
+I
"7
00
["'0
1.1
00
£+
02
87
7£
+0
2.1
83
£+
02
.10
0£
+0
0_
87
7E
+0
2.1
83
£+
02
.10
0E
+0
0_
10
0H
01
50
0H
OO
.20
0E
"'0
22
00
E-0
2.O
OO
E+
OO
.15
7£
+(
"7
00
E"'
01
10
0H
02
87
7E
+0
2.1
83
E+
02
.10
0H
OO
.87
7£
+0
2.1
83
E+
02
.10
0E
+0
0.1
00
£+
01
.50
0E
+0
02
00
E-t
02
.20
0E
-02
.OO
OH
OO
_1
57
E+
(2
67
00
E+
Ol
.10
0[+
02
87
7E
+0
2.1
83
E+
02
_1
00
E:+
00
.87
7E
+0
2_
1.8
3[+
02
10
01
:+0
0.1
00
E+
Ol
50
0£
+0
0_
20
0[+
02
20
0E
-02
_OO
OE
..O
o.1
57
E+
(
EL
AS
TC
riE
RJC
/DA
HP
ER
FO
RC
EIS
OL
AT
OR
AL
PF
AX
[LE
I'1E
NT
TYPE
..
BtA
RIH
GL
OC
AT
ION
BE
AR
ING
X
I.NT
ER
STO
RY
DR
IfT
SA
RE
DE
S[R
ED
CO
OR
DIN
AT
ES
OF
CO
LUM
NL
INE
SA
TW
HiC
HC
OL
_L
lN[
X.
CO
RD
Y.
CO
RD
.1
90
00
6_
75
02
-9_
00
0-6
75
03
0.0
00
0.0
00
40
.00
00
.00
05
0.0
00
0.0
00
60
_0
00
0_
00
0
....
....
....
....
....
.M
AX
RE
SP
ON
SE
....
....
.."
.."'..
...
.*O
UT
PU
T."
'-*.*
*
MA
XR
Et.
nIs
PA
TT
HE
CE
NT
ER
OF'
MA
SSO
FFL
OO
RS
(\JI
TH
RE
SP
EC
TT
OT
HE
BA
SE
Ifl
OO
RX
DIS
PY
DIS
PR
OT
N([
"ad
)
t1JD
ES
HA
PE
S
LE
VE
L1
0D
IA1l •
-00
09
52
80
_1
00
90
70
.00
"3
56
0.0
95
58
00
_0
07
09
0-0
.06
66
97
Y0
.1.0
51
10
o.o
nJ5
11
-0_
0"2
78
4O
.oo
56
J8-0
.01
72
57
0.0
01
"'0
6
RO
T.
0.0
05
53
1o
00
07
32
0.0
13
87
10
_0
00
12
3-0
.00
67
76
-0.0
00
59
5
•-0
.00
97
57
0_
08
81
13
0.0
01
U6
0.0
22
21
2o
.00t
a.21
.ta.
a{1I1'J5~2
y0
.08
51
08
0.0
09
82
9-0
_0
28
61
9-0
.00
14
09
-0_
00
07
01
"'0
00
23
.....
RO
TN0
_0
01
,54
30
.00
04
95
a0
1n
22
-0_0
00
5"3
-00
01
22
70
.00
01
27
X-0
.00
94
25
o0
72
65
1-0
_0
01
72
1-0
.04
69
44
-00
00
28
10
.08
49
70
Ya
06
33
97
0_
00
65
10
-0.0
16
29
9-0
.0
05
70
60
_0
59
40
8a
00
00
45
RO
TN
0_
00
35
42
o0
00
28
00
_0
10
89
5-0
.00
09
25
0_
00
26
96
0.00037~
X-0
_0
07
82
50
.05
1,)
03
-0.0
03
29
0-0
.08
5.5
8-0
.00
56
09
0.0
10
15
53
Ya
01
,03
15
0.0
03
"3
5-0
_0
10
05
2-0
_00
60
66
0.0
85
89
9-0
_0
03
35
8
RO
TNa
00
22
21
0_
00
00
85
0.0
08
28
1-0
.00
06
45
0.0
01
l6JO
0.0
00
32
9
X-0
.OM
64
1o
02
98
17
-0_
00
27
02
-0
.01
u9
2-0
_00
68
11
-0.0
87
08
11
Y0
.01
66
36
a0
00
87
0-0
.00
78
66
-0.0
03
07
11
O.0
65
66
0-0
00
50
79
RO
TN0
.00
07
48
-00
00
05
1°0
01
,28
0-0
_0
00
39
50
.00
31
10
20
_0
00
23
3
X~0.OO1865
0.0
11
88
4-0
00
11
10
-00
37
3ta
J-0
.00
:H8
6-0
07
21
94
Y0
_0
06
20
00
.00
03
45
-0_
0035
6-'4
-0.0
01
55
00
_0
31
90
8-0
.00
30
22
RO
T.
O.0
00
28
4-0
.00
00
16
0.0
01
81
3-0
.00
01
88
0.0
0H
93
0.0
00
15
9
KID
EN
UH
BE
RP
ER
IOD
0.8
71
65
00
_8
32
05
10
.39
95
89
o2
60
88
80
_2
31
02
86
o1
)4)0
6
-DIS
PL
AC
EM
EN
TLO
OP
PA
RA
ME
TE
RS
.A
LP
FA
YY
IEL
DFO
RC
EX
YIE
LD
FOR
CE
YY
IEL
DD
ISP
L.
XY
IEL
DD
ISP
L.
Y
olH
07
5_9
09
00
5.9
09
00
0.0
0,0
50
.00
1,3
50
.1""0
75
.90
90
05
_90
90
00
_0
0·n
5a
00
ta3
50
.lta
65
0).
61
10
00
).6
"0
00
0_
00
52
3°.Q
05
Z3
a1
53
80
7_
73
20
01
.73
20
0o
00
70
60
_0
07
06
0.I
H0
75_
90
90
05
90
90
0o
0041
35o
00
43
5o
15
38
07
.73
20
07
73
20
00
.00
70
60
.00
70
6o
15
38
01
.13
20
07
_73
20
00
_0
07
06
0_
00
70
6o
HII
07
~.
90
90
05
.90
90
00
.00
"3
50
.00
11
35
o14
0650
3.6
41
00
03
64
00
00
.00
52
30
_0
05
23
0.1
11
40
7.5
_90
90
05
90
90
00
.00
11
35
0.0
0"3
5
°15
38
07
_73
20
01
.13
20
00
.00
70
6o
00
70
6o
14
40
75
.90
90
05
90
90
00
.00
"3
50
.00
'35
olt
a65
03.
6taO
OO
J_6
40
00
Q_
00
52
30
.00
52
3o
IUD
75
.90
90
05
.90
90
00
.00
43
50
_O
M3
50
.15
38
07
.73
20
07
.73
20
0O
.00
70
60
_0
07
06
o1
53
80
7_7
32
00
77
32
00
0.0
07
06
0.0
07
06
o1
53
80
7.7
32
00
7_7
32
00
0_
00
70
60
.00
70
6o
1114
075
.90
90
05
.90
90
00
_0
04
35
o0
04
35
0.1
53
80
11
32
00
7.7
32
00
°00
70
60
_0
07
06
o1,
,",,0
75
.90
90
05
.90
90
00
.00
43
50
.00
1,3
5o
14
...0
75_
90
90
05
'90
90
00
.00
...3
5o
00
t.3
5O
.H
40
75
90
90
05
_90
90
00
_0
04
35
o0
04
35
-69
00
-0.0
50
6.6
00
-6.9
00
-0.0
50
6.6
00
-69
00
-0.0
50
6.6
00
-0_
05
0-6
.90
0-0
.05
06
.60
0-0
.05
0-6
_9
00
-0_
05
06
60
0-0
05
0-6
90
'0"'
0_
05
02
_1
00
66
00
6.6
00
o14
1107
0.l
U0
70_
H6
50
0.1
53
80
0.1
41
10
70
.15
38
00
.15
38
0o
_14~07
0_ll
.65
00
.14
40
70
.15
38
00
.lu
07
Q.1
46
50
0_
U4
ro0
70
_1
53
80
0.1
53
80
0_
15
35
0
°11
1,.0
70_
15
38
00
_1
11
40
7a
IUD
7o
1...
..0
7
-9.1
50
-9_
15
0-9
15
0-5
_7
00
-5.7
00
-S.7
00
-21
00
-2_
10
0-2
_1
00
0_3
00
1.5
00
1.5
00
1.5
00
2.7
00
51
00
51
00
51
00
6.4
00
87
00
~L
70
08_
70
08_
70
0-5
10
0
1 2 3 , 5 6 7 8 91
0 11 12 "l' 15
16 11 18 19 20 21 22 , 6 7 8 9
10 11 ,2 13 14 "16 "18 I' 20
21 22
2J
G-
24G
-2S
9.0
06
.75
ill.6
50
.11
13
_'5
19_
00
6.1
5".6
60
.10
".6
79
.00
."4
_6
70
.12
".6
19
.00
6.7
'S"
.68
0_
10
".6
89
.00
6.7
54
.76
o.O
J".6
99
.00
6.7
54
.76
0.0
2"
_6
9
-9_
00
-67
51
3_
61
0_
07
13
..55
-9.0
0-6
.n1
3.6
00
_0
71
3.5
5-9
.00
-6_
7'S
...
67
0.1
01
3.5
5-9
.00
-6.7
5••
80
.10
13
_5
"-9
_0
0-6
.75
10
.69
0.0
"1
3.5
3-9
.00
-6.7
54
.69
0.0
21
3.5
3
0.0
00
.00
Ii.6
40
.02
13
57
0.0
00
.00
Ii.6
"0
.02
13
.56
o0
00
.00
141_
760
.01
13
.55
o0
00
_0
01
3.5
"0
.01
13
.53
0.0
00
.00
13
.5l
0.0
21
3.5
20
_0
00
.00
13
.50
0.0
11
3.5
1
0.0
00
.00
...
6'"
0.0
21
3'H
O.
DO
0_
00
".6
"0
.02
13
_5
60
_0
00
.00
lli.
76
0.0
11
3..
550
_0
00
.00
13
.54
0_
01
13
.53
0.0
00
.00
lJ.:
H0
.02
13
.52
0.0
00
_0
01
35
00
.01
13_.
".il
0_
00
0.0
0"
_6
"0
.02
13
.57
0.0
00
.00
...6
40
_0
21
3.5
60
.00
0.0
01
10
.76
0.0
]1
3.5
5o
00
0_
00
13
.54
0.0
11
3_
53
0.0
00
_0
01
3.5
10
.02
13
_5
2o
00
0_
00
13
50
0.0
11
3.S
1
0.0
00
.00
4.6
40
.02
13
.57
0.0
00
.00
".6
40
.02
13
.56
0.0
00
.00
14.1
60
.01
13
.'5
50
.00
0_
00
13
_5
40
_0
1n
..53
o0
0o
00
13
'51
0.0
21
3.5
20
.00
0.0
0JJ.5
0O
.O
J1
3_
.".il
11A
J(.
DIS
P.
AT
TH
EC
EH
TE
RO
FM
ASS
OF
BA
SE
HD
ISP
YD
ISP
.R
OT
N_
-0.0
01
-0_
05
..-0
00
1
MA
XR
ES
UL
TA
IIT
DIS
P.
AT
TH
EC
EN
TE
RO
FM
ASS
OF
BA
SE
TIM
ER
ES
.D
ISP
.X
CQ
<P
YC
Q<
P
tVJI
:IN
TE
RST
OR
YD
RIn
STO
RY
XD
ST
.Y
OS
T
MA
XB
AS
ES
HE
AR
(BE
hR
ING
LE
VE
L)
fOR
CE
XFO
RC
E'(
l!'O
-fE
HT
MA
X_
ST
RU
CT
UR
ES
HE
AR
(TO
PO
FB
AS
E)
FOR
CE
KF
OR
O;
YZ
I'Q-t
EN
T
-0.1
71
40
0\
-0_
11
39
37
-0.0
98
34
10
.10
07
89
0.1
08
1.5
20
_1
1...
.82
II
IR
ES
PO
NS
E0
.00
I0
0
89
6.2
68
-61
7.1
86
2_6
50
82
"2
_00.
5.56
31
.65
97
07
1_(,
78
30
9-1
.t;9
18
90
-1_
63
43
25
32
.._9
96
-J6~
5(,
0
-0.2
30
89
3-0
_J6
16
GB
-02
"63
74
-0.2
01
23
5{J.233~2g
0_
32
80
00
)S0
19
MA
XB
EA
RIN
GD
ISP
INX
BE
AR
ING
TIM
EM
AX
.D
ISP
X
6.2
10
-0_
00
614
.JJO
-0.0
01
6.2
10
0.0
06
62
10
-0.0
06
rv.x
8EA
RIN
GD
ISP
.IN
YB
EA
RIN
GT
IME
MA
X.
DIS
P'i
135
10
-0_
05
713
51
0-0
.0'5
713
51
0-0
05
11
35
10
-00
56
HA
X_
TO
TA
L"'
CC
l.A
TC
EN
TE
RO
FH
AS
SO
FFL
OO
RS
FLO
OR
AeC
l.X
AC
Cl.
YA
CC
l.R
-13
SJl
MAX
STO
RY
SHEA
R.
STO
RY
TIM
EX
SH
EA
RTI
ME
YS
HE
AR
lJ.8
10
-fL
23
'5lJ
.57
09
".5
42
H.G
aO
-a.3
])
13
S6
01
63
_6a
.".i
IS6
00
-10
16
21
3.5
"0
21
2.4
g0
50
80
-10
36
31
3.5
30
2.5'
52
17
16
_6
20
-12
.82
31
3_
50
02
81
55
01
6.6
40
-lJ_
57
11
3.4
60
32
".9
96
LOA
DC
ON
DIT
fON
DE
FIN
ITIO
NC
AR
DS
OL
OhD
III
10
00
00
0
EN
DO
fO
UT
PU
T..
....
.."n
....
-l
0.2
70
.28
0_
29
0.2
50
.14
0.0
7
0.2
70
_2
80
.29
0.2
5O
.H0
_0
7
0.2
70
.28
0.2
90
.23
o....
.0
.01
0.1
70
.18
0.1
7O
_H
0_
10
0.0
6
0.2
70
.28
0.2
90
.25
0_14
10
.07
0.3
80
_3
90
.43
0.3
80
.18
0_
09
YM
IF'T
/FL
.1
fT.(
2)
xD
RIF
T/F
L.
HT
.(Z
)T
IME
-00
02
1-0
.00
11
-0.0
01
3-0
_0
00
8-0
.00
03
-0_
00
01
TlM
E
-0_
04
31
-0.03"'~
-0.02~1
-0.0
16
10
-0.0
01
0-0
.00
21
0.0
0l2
0,0
01
00
.00
12
0.0
01
20
.00
08
0.0
00
'"
13_
51
00
_O
S4
0.0
00
-0.0
54
MA
XR
ES
UL
TA
NT
BE
AR
ING
DIS
P.
BE
AR
ING
TIM
EM
AX
.D
ISP
AN
G_
WIT
HX
AX
IS
LJ_5
10
IJ.H
O1
35
10
13_
51
0
0.0
57
0_0
57
0.0
'57
°05
6
-15
25
-15
64
15
41
-1_
52
4
G·2
6G
-27
NATIONAL CENTER FOR EARTHQUAKE ENGINEERING RESEARCHLIST OF TECHNICAL REPORTS
The National Center for Earthquake Engineering Research (NCEER) publishes technical reports on a variety of subjects relatedto earthquake engineering written by authors funded through NCEER. These reports are available from both NCEER' sPublications Department and the National Technical Information Service (NTIS). Requests for reports should be directed tothe Publications Department, National Center for Earthquake Engineering Research, State University of New York at Buffalo,Red Jacket Quadrangle, Buffalo, New York 14261. Reports can also be requested through NTIS, 5285 Port Royal Road,Springfield, Virginia 22161. NTIS accession numbers are shown in parenthesis, if available.
NCEER-87-0001 "First-Year Program in Research, Education and Technology Transfer," 3/5/87, (PB88-134275).
NCEER-87-0002 "Experimental Evaluation of Instantaneous Optimal Algorithms for Structural Control," by R.C. Lin, T.T.Soong and A.M. Reinhorn, 4/20/87, (PB88-134341).
NCEER-87-0003 "Experimentation Using the Earthquake Simulation Facilities at University at Buffalo," by A.M. Reinhornand R.L. Ketter, to be published.
NCEER-87-0004 "The System Characteristics and Performance of a Shaking Table," by J.S. Hwang, K.C. Chang and G.C.Lee, 6/1/87, (PB88-134259). This report is available only through NTIS (see address given above).
NCEER-87-0005 "A Finite Element Formulation for Nonlinear Viscoplastic Material Using a Q Model," by O. Gyebi andG. Dasgupta, 11/2/87, (PB88-213764).
NCEER-87-0006 "Symbolic Manipulation Program (SMP) - Algebraic Codes for Two and Three Dimensional FiniteElement Formulations," by X. Lee and G. Dasgupta, 11/9/87, (PB88-218522).
NCEER-87-0007 "Instantaneous Optimal Control Laws for Tall Buildings Under Seismic Excitations," by J.N. Yang, A.Akbarpour and P. Ghaemmaghami, 6/10/87, (PB88-134333). This report is only available through NTIS(see address given above).
NCEER-87-0008 "IDARC: Inelastic Damage Analysis of Reinforced Concrete Frame - Shear-Wall Structures," by Y.J.Park, A.M. Reinhorn and S.K. Kunnath, 7/20/87, (PB88-134325).
NCEER-87-0009 "Liquefaction Potential for New York State: A Preliminary Report on Sites in Manhattan and Buffalo," byM. Budhu, V. Vijayakumar, R.F. Giese and L. Baumgras, 8/31/87, (PB88-163704). This report isavailable only through NTIS (see address given above).
NCEER-87-001O"Vertica1 and Torsional Vibration of Foundations in Inhomogeneous Media," by A.S. Veletsos and K.W.Dotson, 6/1/87, (pB88-134291).
NCEER-87-0011 "Seismic Probabilistic Risk Assessment and Seismic Margins Studies for Nuclear Power Plants," byHoward H.M. Hwang, 6/15/87, (PB88-134267).
NCEER-87-0012 "Parametric Studies of Frequency Response of Secondary Systems Under Ground-AccelerationExcitations," by Y. Yong and Y.K. Lin, 6/10/87, (PB88-134309).
NCEER-87-0013 "Frequency Response of Secondary Systems Under Seismic Excitation," by J.A. HoLung, 1. Cai and Y.K.Lin, 7/31/87, (PB88-134317).
NCEER-87-00l4 "Modelling Earthquake Ground Motions in Seismically Active Regions Using Parametric Time SeriesMethods," by G.W. Ellis and A.S. Cakmak, 8/25/87, (PB88-134283).
NCEER-87-0015 "Detection and Assessment of Seismic Structural Damage," by E. DiPasquale and A.S. Cakmak, 8/25/87,(PB88-163712).
H-l
NCEER-87-0016 "Pipeline Experiment at Parkfield, California," by J. Isenberg and E. Richardson, 9/15/87, (PB88-163720).This report is available only through NTIS (see address given above).
NCEER-87-0017 "Digital Simulation of Seismic Ground Motion," by M. Shinozuka, G. Deodatis and T. Harada, 8/31/87,(PB88-155197). This report is available only through NTIS (see address given above).
NCEER-87-0018 "Practical Considerations for Structural Control: System Uncertainty, System Time Delay and Truncationof Small Control Forces," J.N. Yang and A...Akbarpour, 8/10/87, (PB88-163738).
NCEER-87-0019 "Modal Analysis of Nonclassically Damped Structural Systems Using Canonical Transformation," by J.N.Yang, S. Sarkani and F.X. Long, 9/27/87, (PB88-187851).
NCEER-87-0020 "A Nonstationary Solution in Random Vibration Theory," by J.R. Red-Horse and P.D. Spanos, 11/3/87,(PB88-163746).
NCEER-87-0021 "Horizontal Impedances for Radially Inhomogeneous Viscoelastic Soil Layers," by A.S. Veletsos andK.W. Dotson, 10/15/87, (PB88-150859).
NCEER-87-0022 "Seismic Damage Assessment of Reinforced Concrete Members," by Y.S. Chung, C. Meyer and M.Shinozuka, 10/9/87, (PB88-150867). This report is available only through NTIS (see address given above).
NCEER-87-0023 "Active Structural Control in Civil Engineering," by T.T. Soong, 11/11/87, (PB88-187778).
NCEER-87-0024 "Vertical and Torsional Impedances for Radially Inhomogeneous Viscoelastic Soil Layers," by K.W.Dotson and A.S. Veletsos, 12/87, (PB88-187786).
NCEER-87-0025 "Proceedings from the Symposium on Seismic Hazards, Ground Motions, Soil-Liquefaction andEngineering Practice in Eastern North America," October 20-22, 1987, edited by K.H. Jacob, 12/87,(PB88-188115).
NCEER-87-0026 "Report on the Whittier-Narrows, California, Earthquake of October 1, 1987," by J. Pantelic and A.Reinhorn, 11/87, (PB88-187752). This report is available only through NTIS (see address given above).
NCEER-87-0027 "Design of a Modular Program for Transient Nonlinear Analysis of Large 3-D Building Structures," by S.Srivastav and J.F. Abel, 12/30/87. (PB88-187950).
NCEER-87-0028 "Second-Year Program in Research, Education and Technology Transfer," 3/8/88, (PB88-219480).
NCEER-88-0001 "Workshop on Seismic Computer Analysis and Design of Buildings With Interactive Graphics," by W.McGuire, J.F. Abel and C.H. Conley, 1/18/88, (PB88-187760).
NCEER-88-0002 "Optimal Control of Nonlinear Flexible Structures," by J.N. Yang, F.X. Long and D. Wong, 1/22/88,(PB88-213772).
NCEER-88-0003 "Substructuring Techniques in the Time Domain for Primary-Secondary Structural Systems," by G.D.Manolis and G. JOOn, 2/10/88, (PB88-213780).
NCEER-88-0004 "Iterative Seismic Analysis of Primary-Secondary Systems," by A. Singhal, L.D. Lutes and P.D. Spanos,2/23/88, (PB88-213798).
NCEER-88-0005 "Stochastic Finite Element Expansion for Random Media," by P.D. Spanos and R. Ghanem, 3/14/88,(PB88-213806).
NCEER-88-0006 "Combining Structural Optimization and Structural Control," by F.Y. Cheng and C.P. Pantelides, 1/10/88,(PB88-213814).
H-2
NCEER-88-0007 "Seismic Perfonnance Assessment of Code-Designed Structures," by H.H-M. Hwang, J-W. Jaw and H-J.Shau, 3/20/88, (PB88-219423).
NCEER-88-0008 "Reliability Analysis of Code-Designed Structures Under Natural Hazards," by H.H-M. Hwang, H. Ushibaand M. Shinozuka, 2/29/88, (PB88-229471).
NCEER-88-0009 "Seismic Fragility Analysis of Shear Wall Structures," by J-W Jaw and H.H-M. Hwang, 4/30/88, (PB89102867).
NCEER-88-001O "Base Isolation of a Multi-Story Building Under a Hannonic Ground Motion - A Comparison ofPerformances of Various Systems," by F-G Fan, G. Ahmadi and I.G. Tadjbakhsh, 5118/88, (PB89122238).
NCEER-88-0011 "Seismic Floor Response Spectra for a Combined System by Green's Functions," by F.M. Lavelle, L.A.Bergman and P.D. Spanos, 5/1/88, (PB89-102875).
NCEER-88-0012 "A New Solution Technique for Randomly Excited Hysteretic Structures," by G.Q. Cai and Y.K. Lin,5/16/88, (PB89-102883).
NCEER-88-0013 "A Study of Radiation Damping and Soil-Structure Interaction Effects in the Centrifuge," by K. Weissman,supervised by J.H. Prevost, 5/24/88, (PB89-144703).
NCEER-88-0014 "Parameter Identification and Implementation of a Kinematic Plasticity Model for Frictional Soils," by J.H.Prevost and D. V. Griffiths, to be published.
NCEER-88-0015 "Two- and Three- Dimensional Dynamic Finite Element Analyses of the Long Valley Dam," by D.V.Griffiths and J.H. Prevost, 6/17/88, (PB89-144711).
NCEER-88-0016 "Damage Assessment of Reinforced Concrete Structures in Eastern United States," by A.M. Reinhorn,M.J. Seidel, S.K. Kunnath and Y.I. Park, 6/15/88, (PB89-122220).
NCEER-88-0017 "Dynamic Compliance of Vertically Loaded Strip Foundations in Multilayered Viscoelastic Soils," by S.Ahmad and A.S.M. Israil, 6117/88, (PB89-102891).
NCEER-88-0018 "An Experimental Study of Seismic Structural Response With Added Viscoelastic Dampers," by R.C. Lin,Z. Liang, T.T. Soong and R.H. Zhang, 6/30/88, (PB89-122212). This report is available only throughNTIS (see address given above).
NCEER-88-0019 "Experimental Investigation of Primary - Secondary System Interaction," by G.D. Manolis, G. Juhn andA.M. Reinhorn, 5/27/88, (PB89-122204).
NCEER-88-0020 "A Response Spectrum Approach For Analysis of Nonclassically Damped Structures," by J.N. Yang, S.Sarkani and F.X. Long, 4/22/88, (PB89-102909).
NCEER-88-0021 "Seismic Interaction of Structures and Soils: Stochastic Approach," by A.S. Veletsos and A.M. Prasad,7/21/88, (PB89-122196).
NCEER-88-0022 "Identification of the Serviceability Limit State and Detection of Seismic Structural Damage," by E.DiPasquale and A.S. Cakmak, 6/15/88, (PB89-122188). This report is available only through NTIS (seeaddress given above).
NCEER-88-0023 "Multi-Hazard Risk Analysis: Case of a Simple Offshore Structure," by B.K. Bhartia and E.H.Vanmarcke, 7/21/88, (PB89-145213).
NCEER-88-0024 "Automated Seismic Design of Reinforced Concrete Buildings," by Y.S. Chung, C. Meyer and M.Shinozuka, 7/5/88, (pB89-122170). This report is available only through NTIS (see address given above).
H-3
NCEER-88-0025 "Experimental Study of Active Control of MDOF Structures Under Seismic Excitations," by L.L. Chung,R.C. Lin, T.T. Soong and A.M. Reinhorn, 7110/88, (PB89-122600).
NCEER-88-0026 "Earthquake Simulation Tests of a Low-Rise Metal Structure," by J.S.Hwang, K.C. Chang, G.C. Lee andR.L. Ketter, 8/1/88, (PB89-102917).
NCEER-88-0027 "Systems Study of Urban Response and Reconstruction Due to Catastrophic Earthquakes," by F. Kozin andH.K. Zhou, 9/22/88, (PB90-162348).
NCEER-88-0028 "Seismic Fragility Analysis of Plane Frame Structures," by H.H-M. Hwang and Y.K. Low, 7/31/88,(PB89-131445) .
NCEER-88-0029 "Response Analysis of Stochastic Structures," by A. Kardara, C. Bucher and M. Shinozuka, 9/22/88,(PB89-174429) .
NCEER-88-0030 "Nonnormal Accelerations Due to Yielding in a Primary Structure," by D.C.K. Chen and L.D. Lutes,9/19/88, (PB89-131437).
NCEER-88-0031 "Design Approaches for Soil-Structure Interaction," by A.S. Veletsos, A.M. Prasad and Y. Tang,12/30/88, (PB89-174437). This report is available only through NTIS (see address given above).
NCEER-88-0032 "A Re-evaluation of Design Spectra for Seismic Damage Control," by C.l. Turkstra and A.G. TaIlin,11/7/88, (PB89-145221).
NCEER-88-0033 "The Behavior and Design of Noncontact Lap Splices Subjected to Repeated Inelastic Tensile Loading," byV.E. Sagan, P. Gergely and R.N. White, 12/8/88, (PB89-163737).
NCEER-88-0034 "Seismic Response of Pile Foundations," by S.M. Mamoon, P.K. Banerjee and S. Ahmad, 11/1/88,(PB89-145239) .
NCEER-88-0035 "Modeling of R/C Building Structures With Flexible Floor Diaphragms (IDARC2), " by A.M. Reinhorn,S.K. Kunnath and N. Panahshahi, 9/7/88, (PB89-207153).
NCEER-88-0036 "Solution of the Dam-Reservoir Interaction Problem Using a Combination of FEM, BEM with ParticularIntegrals, Modal Analysis, and Substructuring," by C-S. Tsai, G.C. Lee and R.L. Ketter, 12/31/88,(PB89-207146).
NCEER-88-0037 "Optimal Placement of Actuators for Structural Control," by F.Y. Cheng and C.P. Pantelides, 8/15/88,(PB89-162846) .
NCEER-88-0038 "Teflon Bearings in Aseismic Base Isolation: Experimental Studies and Mathematical Modeling," by A.Mokha, M.C. Constantinou and A.M. Reinhorn, 12/5/88, (PB89-218457). This report is available onlythrough NTIS (see address given above).
NCEER-88-0039 "Seismic Behavior of Flat Slab High-Rise Buildings in the New York City Area," by P. Weidlinger and M.Ettouney, 10/15/88, (PB90-145681).
NCEER-88-0040 "Evaluation of the Earthquake Resistance of Existing Buildings in New York City," by P. Weidlinger andM. Ettouney. 10/15/88, to be published.
NCEER-88-0041 "Small-Scale Modeling Techniques for Reinforced Concrete Structures Subjected to Seismic Loads," by W.Kim, A. EI-Attar and R.N. White, 11/22/88, (PB89-189625).
NCEER-88-0042 "Modeling Strong Ground Motion from Multiple Event Earth,quakes," by G.W. Ellis and A.S. Cakmak,10/15/88, (PB89-174445).
H-4
NCEER-88-0043 "Nonstationary Models of Seismic Ground Acceleration," by M. Grigoriu, S.E. Ruiz and E. Rosenblueth,7/15/88, (PB89-189617).
NCEER-88-0044 "SARCF User's Guide: Seismic Analysis of Reinforced Concrete Frames," by Y.S. Chung, C. Meyer andM. Shinozuka, 11/9/88, (PB89-174452).
NCEER-88-0045 "First Expert Panel Meeting on Disaster Research and Planning," edited by J. Pantelic and J. Stoyle,9115/88, (PB89-174460).
NCEER-88-0046 "Preliminary Studies of the Effect of Degrading Infill Walls on the Nonlinear Seismic Response of SteelFrames," by C.Z. Chrysostomou, P. Gergely and J.P. Abel, 12/19/88, (PB89-208383).
NCEER-88-0047 "Reinforced Concrete Frame Component Testing Facility - Design, Construction, Instrumentation andOperation," by S.P. Pessiki, C. Conley, T. Bond, P. Gergely and R.N. White, 12116/88, (PB89-174478).
NCEER-89-0001 "Effects of Protective Cushion and Soil Compliancy on the Response of Equipment Within a SeismicallyExcited Building," by J.A. HoLung, 2116/89, (PB89-207179).
NCEER-89-0002 "Statistical Evaluation of Response Modification Factors for Reinforced Concrete Structures," by H.H-M.Hwang and J-W. Jaw, 2/17189, (PB89-207187).
NCEER-89-0003 "Hysteretic Columns Under Random Excitation," by G-Q. Cai and Y.K. Lin, 1/9/89, (PB89-196513).
NCEER-89-0004 "Experimental Study of 'Elephant Foot Bulge' Instability of Thin-Walled Metal Tanks," by Z-H. Jia andR.L. Ketter, 2/22/89, (PB89-207195).
NCEER-89-0005 "Experiment on Perfonnance of Buried Pipelines Across San Andreas Fault," by J. Isenberg, E.Richardson and T.D. O'Rourke, 3/10/89, (PB89-218440). This report is available only through NTIS (seeaddress given above).
NCEER-89-0006 "A Knowledge-Based Approach to Structural Design of Earthquake-Resistant Buildings," by M.Subramani, P. Gergely, C.H. Conley, J.F. Abel and A.H. Zaghw, 1/15/89, (PB89-218465).
NCEER-89-0007 "Liquefaction Hazards and Their Effects on Buried Pipelines," by T.D. O'Rourke and P.A. Lane, 2/1/89,(PB89-218481).
NCEER-89-0008 "Fundamentals of System Identification in Structural Dynamics," by H. Imai, CoB. Yun, O. Maruyama andM. Shinozuka, 1/26/89, (PB89-207211).
NCEER-89-0009 "Effects of the 1985 Michoacan Earthquake on Water Systems and Other Buried Lifelines in Mexico," byA.G. Ayala and MJ. O'Rourke, 3/8/89, (PB89-207229).
NCEER-89-ROlO "NCEER Bibliography of Earthquake Education Materials," by K.E.K. Ross, Second Revision, 9/1/89,(PB90-125352) .
NCEER-89-0011 "Inelastic Three-Dimensional Response Analysis of Reinforced Concrete Building Structures (!DARC-3D) ,Part I - Modeling," by S.K. Kunnath and A.M. Reinhorn, 4/17/89, (pB90-114612).
NCEER-89-0012 "Recommended Modifications to ATC-14," by C.D. Poland and J.O. Malley, 4/12/89, (PB90-108648).
NCEER-89-0013 "Repair and Strengthening of Beam-to-Column Connections Subjected to Earthquake Loading," by M.Corazao and AJ. Durrani, 2/28/89, (pB90-109885).
NCEER-89-Q014 "Program EXKAL2 for Identification of Structural Dynamic Systems," by O. Maruyama, CoB. Yun, M.Hoshiya and M. Shinozuka, 5119/89, (pB90-109877).
H-5
NCEER-89-0015 "Response of Frames With Bolted Semi-Rigid Connections, Part I - Experimental Study and AnalyticalPredictions," by P.J. DiCorso, A.M. Reinhorn, J.R. Dickerson, lB. Radziminski and W.L. Harper,6/1189, to be published.
NCEER-89-0016 "ARMA Monte Carlo Simulation in Probabilistic Structural Analysis," by P.D. Spanos and M.P.Mignolet, 7/10/89, (PB90-109893).
NCEER-89-POI7 "Preliminary Proceedings from the Conference on Disaster Preparedness - The Place of EarthquakeEducation in Our Schools," Edited by KE.K. Ross, 6/23/89, (PB90-108606).
NCEER-89-0017 - "Proceedings from the Conference on Disaster Preparedness - The Place of Earthquake Education in OurSchools," Edited by KE.K Ross, 12/31189, (PB90-207895). This report is available only through NTIS(see address given above).
NCEER-89-0018 "Multidimensional Models of Hysteretic Material Behavior for Vibration Analysis of Shape MemoryEnergy Absorbing Devices, by EJ. Graesser and F.A. Cozzarelli, 617/89, (PB90-164 146).
NCEER-89-0019 "Nonlinear Dynamic Analysis of Three-Dimensional Base Isolated Structures (3D-BASIS)," by S.Nagarajaiah, A.M. Reinhorn and M.C. Constantinou, 8/3/89, (PB90-16l936). This report is availableonly through NTIS (see address given above).
NCEER-89-0020 "Structural Control Considering Time"Rate of Control Forces and Control Rate Constraints," by F.Y.Cheng and C.P. Pantelides, 8/3/89, (PB90-120445).
NCEER-89-0021 "Subsurface Conditions of Memphis and Shelby County," by K.W. Ng, T-S. Chang and H-H.M. Hwang,7/26/89, (PB90-l20437).
NCEER-89-0022 "Seismic Wave Propagation Effects on Straight Jointed Buried Pipelines," by K Elhmadi and MJ.O'Rourke, 8/24/89, (PB90-l62322).
NCEER-89-0023 "Workshop on Serviceability Analysis of Water Delivery Systems," edited by M. Grigoriu, 3/6/89, (PB90127424).
NCEER-89-0024 "Shaking Table Study of a 115 Scale Steel Frame Composed of Tapered Members," by K.C. Chang, J.S.Hwang and G.C. Lee, 9/18/89, (PB90-160169).
NCEER-89-0025 "DYNAID: A Computer Program for Nonlinear Seismic Site Response Analysis - TechnicalDocumentation," by Jean H. Prevost, 9/14/89, (PB90-161944). This report is available only through NTIS(see address given above).
NCEER-89-0026 "1:4 Scale Model Studies of Active Tendon Systems and Active Mass Dampers for Aseismic Protection,"by A.M. Reinhorn, T.T. Soong, R.C. Lin, Y.P. Yang, Y. Fukao, H. Abe and M. Nakai, 9/15/89, (PB90173246).
NCEER-89-0027 "Scattering of Waves by Inclusions in a Nonhomogeneous Elastic Half Space Solved by Boundary ElementMethods," by P.K Hadley, A. Askar and A.S. Cakmak, 6/15/89, (PB90-145699).
NCEER-89-0028 "Statistical Evaluation of Deflection Amplification Factors for Reinforced Concrete Structures," byH.H.M. Hwang, J-W. Jaw and A.L. Ch'ng, 8/31/89, (PB90-164633).
NCEER-89-0029 "Bedrock Accelerations in Memphis Area Due to Large New Madrid Earthquakes," by H.H.M. Hwang,C.H.S. Chen and G. Yu, 11/7/89, (PB90-162330).
NCEER-89-0030 "Seismic Behavior and Response Sensitivity of Secondary Structural Systems," by Y.Q. Chen and T.T.Soong, 10/23/89, (PB90-164658).
H-6
NCEER-89-0031 "Random Vibration and Reliability Analysis of Primary-Secondary Structural Systems," by Y. Ibrahim, M.Grigoriu and T.T. Soong, 11/10/89, (PB90-161951).
NCEER-89-0032 "Proceedings from the Second U.S. - Japan Workshop on Liquefaction, Large Ground Deformation andTheir Effects on Lifelines, September 26-29, 1989," Edited by T.D. O'Rourke and M. Hamada, 1211/89,(pB90-209388).
NCEER-89-0033 "Deterministic Model for Seismic Damage Evaluation of Reinforced Concrete Structures," by J.M. Bracci,A.M. Reinhorn, J.B. Mander and S.K. Kunnath, 9/27/89.
NCEER-89-0034 "On the Relation Between Local and Global Damage Indices," by E. DiPasquale and A.S. Cakmak,8115/89, (PB90-173865).
NCEER-89-0035 "Cyclic Undrained Behavior of Nonplastic and Low Plasticity Silts," by A.J. Walker and H.E. Stewart,7/26/89, (PB90-183518).
NCEER-89-0036 "Liquefaction Potential of Surficial Deposits in the City of Buffalo, New York," by M. Budhu, R. Gieseand L. Baumgrass, 1/17/89, (PB90-208455).
NCEER-89-0037 "A Deterministic Assessment of Effects of Ground Motion Incoherence," by A.S. Veletsos and Y. Tang,7/15/89, (PB90-164294).
NCEER-89-0038 "Workshop on Ground Motion Parameters for Seismic Hazard Mapping," July 17-18, 1989, edited by R.V.Whitman, 12/1/89, (PB90-173923).
NCEER-89-0039 "Seismic Effects on Elevated Transit Lines of the New York City Transit Authority," by C.J. Costantino,C.A. Miller and E. Heymsfield, 12/26/89, (PB90-207887).
NCEER-89-0040 "Centrifugal Modeling of Dynamic Soil-Structure Interaction," by K. Weissman, Supervised by J.H.Prevost, 5/10/89, (PB90-207879).
NCEER-89-0041 "Linearized Identification of Buildings With Cores for Seismic Vulnerability Assessment," by I-K. Ho andA.E. Aktan, 11/1/89, (PB90-251943).
NCEER-90-0001 "Geotechnical and Lifeline Aspects of the October 17, 1989 Lorna Prieta Earthquake in San Francisco," byT.D. O'Rourke, H.E. Stewart, F.T. Blackburn and T.S. Dickerman, 1/90, (PB90-208596).
NCEER-90-0002 "Nonnormal Secondary Response Due to Yielding in a Primary Structure," by D.C.K. Chen and L.D.Lutes, 2/28/90, (PB90-251976).
NCEER-90-0003 ';Earthquake Education Materials for Grades K-12," by K.E.K. Ross, 4/16/90, (PB91-251984).
NCEER-90-0004 "Catalog of Strong Motion Stations in Eastern North America," by R.W. Busby, 4/3/90, (PB90-251984).
NCEER-90-0005 "NCEER Strong-Motion Data Base: A User Manual for the GeoBase Release (Version 1.0 for the Sun3),"by P. Friberg and K. Jacob, 3/31/90 (PB90-258062).
NCEER-90-0006 "Seismic Hazard Along a Crude Oil Pipeline in the Event of an 1811-1812 Type New Madrid Earthquake,"by H.H.M. Hwang and C-H.S. Chen, 4/16/90(PB90-258054).
NCEER-90-0007 "Site-Specific Response Spectra for Memphis Sheahan Pumping Station," by H.H.M. Hwang and C.S.Lee, 5115/90, (PB91-108811).
NCEER-90-0008 "Pilot Study on Seismic Vulnerability of Crude Oil Transmission Systems," by T. Ariman, R. Dobry, M.Grigoriu, F. Kozin, M. O'Rourke, T. O'Rourke and M. Shinozuka, 5/25/90, (pB91-108837).
H-7
NCEER-90-0009 "A Program to Generate Site Dependent Time Histories: EQGEN," by G.W. Ellis, M. Srinivasan and A.S.Cakmak, 1/30/90, (PB91-108829).
NCEER-90-00lO "Active Isolation for Seismic Protection of Operating Rooms," by M.E. Talbott, Supervised by M.Shinozuka, 6/8/9, (PB91-110205).
NCEER-90-0011 "Program LINEARID for Identification of Linear Structural Dynamic Systems," by C-B. Yun and M.Shinozuka, 6/25/90, (PB91-110312).
NCEER-90-0012 "Two-Dimensional Two-Phase Elasto-Plastic Seismic Response of Earth Dams," by A.N. Yiagos,Supervised by J.H. Prevost, 6/20/90, (PB91-110197).
NCEER-90-0013 "Secondary Systems in Base-Isolated Structures: Experimental Investigation, Stochastic Response andStochastic Sensitivity," by G.D. Manolis, G. Juhn, M.e. Constantinou and A.M. Reinhorn, 7/1/90,(PB91-110320).
NCEER-90-0014 "Seismic Behavior of Lightly-Reinforced Concrete Column and Beam-Column Joint Details," by S.P.Pessiki, C.H. Conley, P. Gergely and R.N. White, 8/22/90, (PB91-108795).
NCEER-90-0015 "Two Hybrid Control Systems for Building Structures Under Strong Earthquakes," by J.N. Yang and A.Danielians, 6/29/90, (PB91-125393).
NCEER-90-0016 "Instantaneous Optimal Control with Acceleration and Velocity Feedback," by J.N. Yang and Z. Li,6/29/90, (PB91-125401).
NCEER-90-0017 "Reconnaissance Report on the Northern Iran Earthquake of June 21, 1990," by M. Mehrain, 10/4/90,(PB91-125377).
NCEER-90-0018 "Evaluation of Liquefaction Potential in Memphis and Shelby County," by T.S. Chang, P.S. Tang, C.S.Lee and H. Hwang, 8110/90, (PB91-125427).
NCEER-90-0019 "Experimental and Analytical Study of a Combined Sliding Disc Bearing and Helical Steel Spring IsolationSystem," by M.C. Constantinou, A.S. Mokha and A.M. Reinhorn, 10/4/90, (PB91-125385).
NCEER-90-0020 "Experimental Study and Analytical Prediction of Earthquake Response of a Sliding Isolation System with aSpherical Surface," by A.S. Mokha, M.C. Constantinou and A.M. Reinhorn, 10/11/90, (PB91-125419).
NCEER-90-0021 "Dynamic Interaction Factors for Floating Pile Groups," by G. Gazetas, K. Fan, A. Kaynia and E. Kausel,9/10/90, (PB91-170381).
NCEER-90-0022 "Evaluation of Seismic Damage Indices for Reinforced Concrete Structures," by S. Rodriguez-Gomez andA.S. Cakmak, 9/30/90, PB91-171322).
NCEER-90-0023 "Study of Site Response at a Selected Memphis Site," by H. Desai, S. Ahmad, E.S. Gazetas and M.R. Oh,10/11/90, (PB91-196857).
NCEER-90-0024 "A User's Guide to Strongmo: Version 1.0 of NCEER's Strong-Motion Data Access Tool for PCs andTerminals," by P.A. Friberg and C.A.T. Susch, 11/15/90, (PB91-171272).
NCEER-90-0025 "A Three-Dimensional Analytical Study of Spatial Variability of Seismic Ground Motions," by L-L. Hongand A.H.-S. Ang, 10/30/90, (PB91-170399).
NCEER-90-0026 "MUMOID User's Guide - A Program for the Identification of Modal Parameters," by S. RodriguezGomez and E. DiPasquale, 9/30/90, (PB91-171298).
NCEER-90-0027 "SARCF-II User's Guide - Seismic Analysis of Reinforced Concrete Frames," by S. Rodriguez-Gomez,Y.S. Chung and C. Meyer, 9/30/90, (PB91-171280).
H-8
NCEER-90-0028 "Viscous Dampers: Testing, Modeling and Application in Vibration and Seismic Isolation," by N. Makrisand M.C. Constantinou, 12/20/90 (PB91-190561).
NCEER-90-0029 "Soil Effects on Earthquake Ground Motions in the Memphis Area," by H. Hwang, C.S. Lee, K.W. Ngand T.S. Chang, 8/2/90, (PB91-190751).
NCEER-91-0001 "Proceedings from the Third Japan-U.S. Workshop on Earthquake Resistant Design of Lifeline Facilitiesand Countermeasures for Soil Liquefaction, December 17-19, 1990," edited by T.D. O'Rourke and M.Hamada, 2/1/91, (PB91-179259).
NCEER-91-0002 "Physical Space Solutions of Non-Proportionally Damped Systems," by M. Tong, Z. Liang and G.C. Lee,1/15/91, (PB91-179242).
NCEER-91-0003 "Seismic Response of Single Piles and Pile Groups," by K. Fan and G. Gazetas, 1/10/91, (PB92-174994).
NCEER-91-0004 "Damping of Structures; Part 1 - Theory of Complex Damping," by Z. Liang and G. Lee, 10/10/91,(PB92-197235).
NCEER-91-0005 "3D-BASIS - Nonlinear Dynamic Analysis of Three Dimensional Base Isolated Structures: Part II," by S.Nagarajaiah, A.M. Reinhorn and M.C. Constantinou, 2/28/91, (PB91-190553).
NCEER-91-0006 "A Multidimensional Hysteretic Model for Plasticity Deforming Metals in Energy Absorbing Devices," byE.l. Graesser and F.A. Cozzarelli, 4/9/91, (PB92-108364).
NCEER-91-0007 "A Framework for Customizable Knowledge-Based Expert Systems with an Application to a KBES forEvaluating the Seismic Resistance of Existing Buildings," by E.G. Ibarra-Anaya and SJ. Fenves, 4/9/91,(PB91-210930).
NCEER-91-0008 "Nonlinear Analysis of Steel Frames with Semi-Rigid Connections Using the Capacity Spectrum Method,"by G.G. Deierlein, SoH. Hsieh, Y-!. Shen and J.F. Abel, 7/2/91, (PB92-113828).
NCEER-91-0009 "Earthquake Education Materials for Grades K-12," by K.E.K. Ross, 4/30/91, (PB91-212142).
NCEER-91-001O "Phase Wave Velocities and Displacement Phase Differences in a Harmonically Oscillating Pile," by N.Makris and G. Gazetas, 7/8/91, (PB92-108356).
NCEER-91-0011 "Dynamic Characteristics of a Full-Size Five-Story Steel Structure and a 2/5 Scale Model," by K.C.Chang, G.C. Yao, G.C. Lee, D.S. Hao and Y.C. Yeh," 7/2/91, (PB93-116648).
NCEER-91-0012 "Seismic Response of a 2/5 Scale Steel Structure with Added Viscoelastic Dampers," by K.C. Chang, T.T.Soong, SoT. Oh and M.L. Lai, 5/17/91, (PB92-110816).
NCEER-91-0013 "Eanhquake Response of Retaining Walls; Full-Scale Testing and Computational Modeling," by S.Alampalli and A-W.M. Elgamal, 6120/91, to be published.
NCEER-91-0014 "3D-BASIS-M: Nonlinear Dynamic Analysis of Multiple Building Base Isolated Structures," by P.C.Tsopelas, S. Nagarajaiah, M.C. Constantinou and A.M. Reinhorn, 5/28/91, (PB92-113885).
NCEER-91-0015 "Evaluation of SEAOC Design Requirements for Sliding Isolated Structures," by D. Theodossiou and M.C.Constantinou, 6110/91, (PB92-114602).
NCEER-91-0016 "Closed-Loop Modal Testing of a 27-Story Reinforced Concrete Flat Plate-Core Building," by H.R.Somaprasad, T. Toksoy, H. Yoshiyuki and A.E. Aktan, 7115/91, (PB92-129980).
NCEER-91-0017 "Shake Table Test of a 1/6 Scale Two-Story Lightly Reinforced Concrete Building," by A.G. El-Attar,R.N. White and P. Gergely, 2/28/91, (PB92-222447).
H-9
NCEER-91-0018 "Shake Table Test of a 118 Scale Three-Story Lightly Reinforced Concrete Building," by A.G. EI-Attar,R.N. White and P. Gergely, 2/28/91, (PB93-116630).
NCEER-91-0019 "Transfer Functions for Rigid Rectangular Foundations," by A.S. Veletsos, A.M. Prasad and W.H. Wu,7/31191.
NCEER-91-0020 "Hybrid Control of Seismic-Excited Nonlinear and Inelastic Structural Systems," by LN. Yang, Z. Li andA. Danielians, 8/1/91, (PB92-143171).
NCEER-91-0021 "The NCEER-91 Earthquake Catalog: Improved Intensity-Based Magnitudes and Recurrence Relations forU.S. Earthquakes East of New Madrid," by L. Seeber and J.G. Armbruster, 8/28/91, (PB92-176742).
NCEER-91-0022 "Proceedings from the Implementation of Earthquake Planning and Education in Schools: The Need forChange - The Roles of the Changemakers, " by K.E.K. Ross and F. Winslow, 7/23/91, (PB92-129998).
NCEER-91-0023 "A Study of Reliability-Based Criteria for Seismic Design of Reinforced Concrete Frame Buildings," byH.H.M. Hwang and H-M. Hsu, 8/10/91, (PB92-140235).
NCEER-91-0024 "Experimental Verification of a Number of Structural System Identification Algorithms," by R.G.Ghanem, H. Gavin and M. Shinozuka, 9/18/91, (PB92-176577).
NCEER-91-0025 "Probabilistic Evaluation of Liquefaction Potential," by H.H.M. Hwang and C.S. Lee," 11/25/91, (PB92143429).
NCEER-91-0026 "Instantaneous Optimal Control for Linear, Nonlinear and Hysteretic Structures - Stable Controllers," byLN. Yang and Z. Li, 11/15/91, (PB92-163807).
NCEER-91-0027 "Experimental and Theoretical Study of a Sliding Isolation System for Bridges," by M.C. Constantinou, A.Kartoum, A.M. Reinhorn and P. Bradford, 11115/91, (PB92-176973).
NCEER-92-0001 "Case Studies of Liquefaction and Lifeline Performance During Past Earthquakes, Volume 1: JapaneseCase Studies," Edited by M. Hamada and T. O'Rourke, 2/17/92, (PB92-197243).
NCEER-92-0002 "Case Studies of Liquefaction and Lifeline Performance During Past Earthquakes, Volume 2:, United StatesCase Studies," Edited by T. O'Rourke and M. Hamada, 2/17/92, (PB92-197250).
NCEER-92-0003 "Issues in Earthquake Education," Edited by K. Ross, 2/3/92, (PB92-222389).
NCEER-92-0004 "Proceedings from the First U.S. - Japan Workshop on Earthquake Protective Systems for Bridges," Editedby I.G. Buckle, 2/4/92, (PB94-142239, A99, MF-A06).
NCEER-92-0005 "Seismic Ground Motion from a Haskell-Type Source in a Multiple-Layered Half-Space," A.P. Theoharis,G. Deodatis and M. Shinozuka, 112/92, to be published.
NCEER-92-0006 "Proceedings from the Site Effects Workshop," Edited by R. Whitman, 2/29/92, (PB92-197201).
NCEER-92-0007 "Engineering Evaluation of Permanent Ground Deformations Due to Seismically-Induced Liquefaction," byM.H. Baziar, R. Dobry and A-W.M. Elgamal, 3/24/92, (PB92-222421).
NCEER-92-0008 "A Procedure for the Seismic Evaluation of Buildings in the Central and Eastern United States," by C.D.Poland and J.O. Malley, 4/2/92, (PB92-222439).
NCEER-92-0009 "Experimental and Analytical Study of a Hybrid Isolation System Using Friction Controllable SlidingBearings," by M.Q. Feng, S. Fujii and M. Shinozuka, 5/15/92, (PB93-150282).
NCEER-92-0010 "Seismic Resistance of Slab-Column Connections in Existing Non-Ductile Flat-Plate Buildings," by A.J.Durrani and Y. Du, 5/18/92.
H-lO
NCEER-92-0011 "The Hysteretic and Dynamic Behavior of Brick Masonry Walls Upgraded by Ferrocement Coatings UnderCyclic -Loading and Strong Simulated Ground Motion," by H. Lee and S.P. Prawel, 5/11/92, to bepublished.
NCEER-92-0012 "Study of Wire Rope Systems for Seismic Protection of Equipment in Buildings," by G.F. Demetriades,M.C. Constantinou and A.M. Reinhorn, 5/20/92.
NCEER-92-0013 "Shape Memory Structural Dampers: Material Properties, Design and Seismic Testing," by P.R. Wittingand F.A. Cozzarelli, 5/26/92.
NCEER-92-0014 "Longitudinal Permanent Ground Deformation Effects on Buried Continuous Pipelines," by M.J.O'Rourke, and C. Nordberg, 6/15/92.
NCEER-92-0015 "A Simulation Method for Stationary Gaussian Random Functions Based on the Sampling Theorem," byM. Grigoriu and S. Balopoulou, 6/11/92, (PB93-127496). .
NCEER-92-0016 "Gravity-Load-Designed Reinforced Concrete Buildings: Seismic Evaluation of Existing Construction andDetailing Strategies for Improved Seismic Resistance," by G. W. Hoffmann, S.K. Kunnath, A.M. Reinhornand LB. Mander, 7/15/92, (PB94-142007, A08, MF-A02).
NCEER-92-0017 "Observations on Water System and Pipeline Performance in the Limon Area of Costa Rica Due to theApril 22, 1991 Earthquake," by M. O'Rourke and D. Ballantyne, 6/30/92, (PB93-126811).
NCEER-92-0018 "Fourth Edition of Earthquake Education Materials for Grades K-12," Edited by K.E.K. Ross, 8/10/92.
NCEER-92-0019 "Proceedings from the Fourth Japan-U.S. Workshop on Earthquake Resistant Design of Lifeline Facilitiesand Countermeasures for Soil Liquefaction," Edited by M. Hamada and T.D. O'Rourke, 8/12/92, (PB93163939).
NCEER-92-0020 "Active Bracing System: A Full Scale Implementation of Active Control," by A.M. Reinhorn, T.T. Soong,R.C. Lin, M.A. Riley, Y.P. Wang, S. Aizawa and M. Higashino, 8/14/92, (PB93-127512).
NCEER-92-0021 "Empirical Analysis of Horizontal Ground Displacement Generated by Liquefaction-Induced LateralSpreads," by S.F. Bartlett and T.L. Youd, 8/17/92, (PB93-188241).
NCEER-92-0022 "!DARC Version 3.0: Inelastic Damage Analysis of Reinforced Concrete Structures," by S.K. Kunnath,A.M. Reinhorn and R.F. Lobo, 8/31/92, (PB93-227502, A07, MF-A02).
NCEER-92-0023 "A Semi-Empirical Analysis of Strong-Motion Peaks in Terms of Seismic Source, Propagation Path andLocal Site Conditions, by M. Kamiyama, M.J. O'Rourke and R. Flores-Berrones, 9/9/92, (PB93-150266).
NCEER-92-0024 "Seismic Behavior of Reinforced Concrete Frame Structures with Nonductile Details, Part I: Summary ofExperimental Fiqdings of Full Scale Beam-Column Joint Tests," by A. Beres, R.N. White and P. Gergely,9/30/92, (PB93-227783, A05, MF-A01).
NCEER-92-0025 "Experimental Results of Repaired and Retrofitted Beam-Column Joint Tests in Lightly ReinforcedConcrete Frame Buildings," by A. Beres, S. EI-Borgi, R.N. White and P. Gergely, 10/29/92, (PB93227791, A05, MF-A01).
NCEER-92-0026 "A Generalization of Optimal Control Theory: Linear and Nonlinear Structures," by LN. Yang, Z. Li andS. Vongchavalitkul, 11/2/92, (PB93-188621).
NCEER-92-0027 "Seismic Resistance of Reinforced Concrete Frame Structures Designed Only for Gravity Loads: Part I Design and Properties of a One-Third Scale Model Structure," by I.M. Bracci, A.M. Reinhorn and J.B.Mander, 12/1/92, (PB94-104502, A08, MF-A02).
H-ll
NCEER-92-0028 "Seismic Resistance of Reinforced Concrete-- Frame Structures Designed Only for Gravity Loads: Part II Experimental Performance of Subassemblages," by L.E. Aycardi, J.B. Mander and A.M. Reinhorn,12/1/92, (PB94-10451O, A08, MF-A02).
NCEER-92-0029 "Seismic Resistance of Reinforced Concrete Frame Structures Designed Only for Gravity Loads: Part III Experimental Performance and Analytical Study of a Structural Model," by J.M. Bracci, A.M. Reinhomand 1.B. Mander, 12/1/92, (PB93-227528, A09, MF-A01).
NCEER-92-0030 "Evaluation of Seismic Retrofit of Reinforced Concrete Frame Structures: Part I - ExperimentalPerformance of Retrofitted Subassemblages, " by D. Choudhuri, J.B. Mander and A.M. Reinhorn, 12/8/92,(PB93-198307, A07, MF-A02).
NCEER-92-Q031 "Evaluation of Seismic Retrofit of Reinforced Concrete Frame Structures: Part II - ExperimenulPerformance and Analytical Study of a Retrofitted Structural Model," by J.M. Bracci, A.M. Reinhorn andJ.B. Mander, 12/8/92, (PB93-198315, A09, MF-A03).
NCEER-92-0032 "Experimental and Analytical Investigation of Seismic Response of Structures with Supplemental FluidViscous Dampers," by M.C. Constantinou and M.D. Symans, 12/21/92, (PB93-191435).
NCEER-92-0033 "Reconnaissance Report on the Cairo, Egypt Earthquake of October 12, 1992," by M. Khater, 12/23/92,(PB93-188621).
NCEER-92-0034 "Low-Level Dynamic Characteristics of Four Tall Flat-Plate Buildings in New York City," by H. Gavin,S. Yuan, J. Grossman, E. Pekelis and K. Jacob, 12/28/92, (PB93-188217).
NCEER-93-0001 "An Experimental Study on the Seismic Performance of Brick-Infilled Steel Frames With and WithoutRetrofit," by 1.B. Mander, B. Nair, K. Wojtkowski and 1. Ma, 1/29/93, (PB93-22751O, A07, MF-A02).
NCEER-93-0002 "Social Accounting for Disaster Preparedness and Recovery Planning," by S. Cole, E. Pantoja and V.Razak, 2/22/93, (PB94-142114, A12, MF-A03).
NCEER-93-0003 "Assessment of 1991 NEHRP Provisions for Nonstructural Components and Recommended Revisions," byT.T. Soong, G. Chen, Z. Wu, R-H. Zhang and M. Grigoriu, 3/1/93, (PB93-188639).
NCEER-93-0004 "Evaluation of Static and Response Spectrum Analysis Procedures of SEAOC/UBC for Seismic IsolatedStructures," by C.W. Winters and M.C. Constantinou, 3/23/93, (PB93-198299).
NCEER-93-0005 "Earthquakes in the Northeast - Are We Ignoring the Hazard? A Workshop on Earthquake Science andSafety for Educators," edited by K.E.K. Ross, 4/2/93, (PB94-103066, A09, MF-A02).
NCEER-93-0006 "Inelastic Response of Reinforced Concrete Structures with Viscoelastic Braces," by R.F. Lobo, 1.M.Bracci, K.L. Shen, A.M. Reinhom and T.T. Soong, 4/5/93, (PB93-227486, A05, MF-A02).
NCEER-93-0007 "Seismic Testing of Installation Methods for Computers and Data Processing Equipment," by K. Kosar,T.T. Soong, K.L. Shen, J.A. HoLung and Y.K. Lin, 4/12/93, (PB93-198299).
NCEER-93-0008 "Retrofit of Reinforced Concrete Frames Using Added Dampers," by A. Reinhorn, M. Constantinou andC. Li, to be published.
NCEER-93-0009 "Seismic Behavior and Design Guidelines for Steel Frame Structures with Added Viscoelastic Dampers,"by K.C. Chang, M.L. Lai, T.T. Soong, D.S. Hao and Y.C. Yeh, 5/1/93, (PB94-141959, A07, MF-A02).
NCEER-93-QOlO "Seismic Performance of Shear-Critical Reinforced Concrete Bridge Piers," by 1.B. Mander, S.M.Waheed, M.T.A. Chaudhary and S.S. Chen, 5/12/93, (PB93-227494, A08, MF-A02).
H-12
NCEER-93-0011 "3D-BASIS-TABS: Computer Program for Nonlinear Dynamic Analysis of Three Dimensional BaseIsolated Structures," by S. Nagarajaiah, C. Li, A.M. Reinhom and M.C. Constantinou, 8/2/93, (PB94141819, A09, MF-A02).
NCEER-93-0012 "Effects of Hydrocarbon Spills from an Oil Pipeline Break on Ground Water," by OJ. Helweg andH.H.M. Hwang, 8/3/93, (PB94-141942, A06, MF-A02).
NCEER-93-0013 "Simplified Procedures for Seismic Design of Nonstructural Components and Assessment of Current CodeProvisions," by M.P. Singh, L.E. Suarez, E.E. Matheu and G.O. Maldonado, 8/4/93, (PB94-141827,A09, MF-A02).
NCEER-93-0014 "An Energy Approach to Seismic Analysis and Design of Secondary Systems," by G. Chen and T.T.Soong, 8/6/93, (PB94-142767, All, MF-A03).
NCEER-93-0015 "Proceedings from School Sites: Becoming Prepared for Earthquakes - Commemorating the ThirdAnniversary of the Lorna Prieta Earthquake," Edited by F.E. Winslow and K.E.K. Ross, 8/16/93.
NCEER-93-0016 "Reconnaissance Report of Damage to Historic Monuments in Cairo, Egypt Following the October 12,1992 Dahshur Earthquake," by D. Sykora, D. Look, G. Croci, E. Karaesmen and E. Karaesmen, 8/19/93,(PB94-142221, A08, MF-A02).
NCEER-93-0017 "The Island of Guam Earthquake of August 8, 1993," by S.W. Swan and S.K. Harris, 9/30/93, (PB94141843, A04, MF-A01).
NCEER-93-0018 "Engineering Aspects of the October 12, 1992 Egyptian Earthquake," by A.W. Elgamal, M. Amer, K.Adalier and A. Abul-Fadl, 10/7/93, (PB94-141983, A05, MF-A01).
NCEER-93-0019 "Development of an Earthquake Motion Simulator and its Application in Dynamic Centrifuge Testing," byI. Krstelj, Supervised by J.H. Prevost, 10/23/93, (PB94-181773, A-IO, MF-A03).
NCEER-93-0020 "NCEER-Taisei Corporation Research Program on Sliding Seismic Isolation Systems for Bridges:Experimental and Analytical Study of a Friction Pendulum System (FPS)," by M.C. Constantinou, P.Tsopelas, Y-S. Kim and S. Okamoto, 11/1/93, (PB94-142775, A08, MF-A02).
NCEER-93-0021 "Finite Element Modeling of Elastomeric Seismic Isolation Bearings," by L.J. Billings, Supervised by R.Shepherd, 11/8/93, to be published.
NCEER-93-0022 "Seismic Vulnerability of Equipment in Critical Facilities: Life-Safety and Operational Consequences," byK. Porter, G.S. Johnson, M.M. Zadeh, C. Scawthorn and S. Eder, 11/24/93, (PB94-181765, A16, MFA03).
NCEER-93-0023 "Hokkaido Nansei-oki, Japan Earthquake of July 12, 1993, by P.I. Yanev and C.R. Scawthom, 12/23/93,(PB94-181500, A07, MF-A01).
NCEER-94-0001 "An Evaluation of Seismic Serviceability of Water Supply Networks with Application to the San FranciscoAuxiliary Water Supply System," by I. Markov, Supervised by M. Grigoriu and T. O'Rourke, 1/21/94.
NCEER-94-0002 "NCEER-Taisei Corporation Research Program on Sliding Seismic Isolation Systems for Bridges:Experimental and Analytical Study of Systems Consisting of Sliding Bearings, Rubber Restoring ForceDevices and Fluid Dampers," Volumes I and II, by P. Tsopelas, S. Okamoto, M.C. Constantinou, D.Ozaki and S. Fujii, 2/4/94, (PB94-181740, A09, MF-A02 and PB94-181757, A12, MF-A03).
NCEER-94-0003 "A Markov Model for Local and Global Damage Indices in Seismic Analysis," by S. Rahman and M.Grigoriu, 2/18/94.
H-13
NCEER-94-0004 "Proceedings from the NCEER Workshop on Seismic Response of Masonry Infills," edited by D.P.Abrams, 3/1194, (PB94-180783, A07, MF-A02).
NCEER-94-0005 "The Northridge, California Earthquake of January 17, 1994: General Reconnaissance Report," edited by1.D. Goltz, 3/11194, (PBI93943, AlO, MF-A03).
NCEER-94-0006 "Seismic Energy Based Fatigue Damage Analysis of Bridge Columns: Part I - Evaluation of SeismicCapacity," by G.A. Chang and 1.B. Mander, 3/14/94.
NCEER-94-0007 "Seismic Isolation of Multi-Story Frame Structures Using Spherical Sliding Isolation Systems," by T.M.Al-Hussaini, V.A. Zayas and M.C. Constantinou, 3/17/94, (pBI93745, A09, MF-A02).
NCEER-94-0008 "The Northridge, California Earthquake of January 17, 1994: Performance of Highway Bridges," edited byI.G. Buckle, 3/24/94, (PB94-193851, A06, MF-A02).
NCEER-94-0009 "Proceedings of the Third U.S.-Japan Workshop on Earthquake Protective Systems for Bridges," edited byI.G. Buckle and I. Friedland, 3/31/94, (PB94-195815, A99, MF-MF).
NCEER-94-0010 "3D-BASIS-ME: Computer Program for Nonlinear Dynamic Analysis of Seismically Isolated Single andMultiple Structures and Liquid Storage Tanks," by P.C. Tsopelas, M.C. Constantinou and A.M. Reinhorn,4/12/94.
NCEER-94-0011 "The Northridge, California Earthquake of January 17, 1994: Performance of Gas Transmission Pipelines,"by T.D. O'Rourke and M.C. Palmer, 5/16/94.
NCEER-94-0012 "Feasibility Study of Replacement Procedures and Earthquake Performance Related to Gas TransmissionPipelines," by T.D. O'Rourke and M.C. Palmer, 5/25/94.
NCEER-94-0013 "Seismic Energy Based Fatigue Damage Analysis of Bridge Columns: Part II - Evaluation of SeismicDemand," by G.A. Chang and J.B. Mander, 6/1194, to be published.
NCEER-94-0014 "NCEER-Taisei Corporation Research Program on Sliding Seismic Isolation Systems for Bridges:Experimental and Analytical Study of a System Consisting of Sliding Bearings and Fluid RestoringForcelDamping Devices," by P. Tsopelas and M.C. Constantinou, 6/13/94.
NCEER-94-OD15 "Generation of Hazard-Consistent Fragility Curves for Seismic Loss Estimation Studies," by H. Hwangand J-R. Huo, 6/14/94.
NCEER-94-0016 "Seismic Study of Building Frames with Added Energy-Absorbing Devices," by W.S. Pong, C.S. Tsai andG.C. Lee, 6/20/94.
NCEER-94-0017 "Sliding Mode Control for Seismic-Excited Linear and Nonlinear Civil Engineering Structures," by 1.Yang, J. Wu, A. Agrawal and Z. Li, 6/21194.
NCEER-94-0018 "3D-BASIS-TABS Version 2.0: Computer Program for Nonlinear Dynamic Analysis of Three DimensionalBase Isolated Structures," by A.M. Reinhom, S. Nagarajaiah, M.C. Constantinou, P. Tsopelas and R. Li,6/22/94.
H-14