Text

Rev 1 to Seismic Analysis of Canister Transfer Building. with Diskette
	ML20211P678
Person / Time
Site:	07200022
Issue date:	08/31/1999
From:	Bonner D, Ebbeson B; STONE & WEBSTER ENGINEERING CORP.
To:	;
Shared Package
ML20211P637	List: ML20211P634; ML20211P645; ML20211P653; ML20211P661; ML20211P666; ML20211P678; ML20211P686; ML20211P700; ML20211P707;
References
	SC-5, SC-5-R01, NUDOCS 9909140069
	Download: ML20211P678 (94)
	v • d • e

{{#Wiki_filter:1 STONE A WEBSTER ENGINEERING CORPollATION CUENT & PROJECT PAGE 10F a& 37 PRIVATE FUEL STORAGE FACILITY-PRIVATE FUEL STORAGE, LLC PLUS 4+ PGS OF ATTACHMENTS k CALCULATION TITLE F7 QA CATEGC 'V QQ SEISMIC ANALYSIS OF CANISTER TRANSFER BUILDING 2L i -NUCLEAR SAFETY RELATED _._ ll __ lil __ OTHER CALCULATION IDENTIFICATION NUMBER J.O. OR W.O. NO. DIVISION & GROUP CURRENT OPTIONAL OPTIONAL CALC.NO. TASK CODE WORK PACKAGE NO 05996.02 STRUCTURAL SC-5 NA 3008 APPROVALS - SIGNATURE & DATE CONFlRMATION REV. NO. SUPERSEDES RECulRED (X) PREPARER (SPDATE(S) REVIEWER (SyDATE(S) INDEPENDENT OR NEW CALC.NO. YES NO REVIEWER (S)/DATE(S) CALC. NO OR REV NO. fl.(. % ~ ( B.E.EBBESON O NA X 6/23/98 7/9/ff ,g s G 4 e 7/9//s / 1/J'*/40 S ae,, /L r.UL~ m i9e Irlw h.b. W b. . h g= * - h*f* kW Y tlirlq9 9/3'/91 '/"/H ^* ': J -N f TOYQMS M et W /s/ f$ Qf.f DISTRIBUTION COPY COPY GROUP NAME 8 LOCATION SENT GROUP NAME & LOCATION SENT (X) (X) RECORDS MGT. JOB BOOK R4.2 ORIG. FILES (OR FIRE FIRE FILE x FILE IF NONE) \\ / / (. A 9909140069 990909 PDR ADOCK 07200022 tv,

STONE & WEBSTER ENGINEERING CALCULATION SHEET J.0/W.0/ CALCULATION NO. REVISION PAUL 05996.02-SC-5 1 2 PREPARER /DATL REVILWLR/CllLCRLR/DAlL INDEPLNDENT RLV!L% LR B.E. EBBESON 8-28-99 D.BONNER 8/31/99 D. BONNER 8/31/99 $UBJLCTalILE QA CA1LOORY/ CODE CLASS Seismic Analysis of Canister Transfer Building i TABLE OF CONTENTS AND HISTORICAL DATA (Revisions, Additions, Deletions, Etc.) PAGE REVl510N NO. DESCRIPTION NO. DATE REMARKS 1 Title Page 2 Table of contents 3 Record of Revisions 4 Objective 4 Calculation Method 4 Assumptions 5 Sources of data and equations 5 Conclusion 6 References 7 Part i Model development Il-14 Part 2 Computer analysis 15-36 Response Spectra 37 Sliding and Uplift Forces ATTACHMENTS A Building Masses 17 pgs B Building stiffness 20 pgs C Crane and Roof models b 18 pgs D Computer Files 1 page E E-mail Memo from R. Youngs to B. Ebbeson b 1 page \\

STONE O WEBSTER ENGINEERING CALCULATION SHEET JDM0JCAEcULATION NO. REVISIOid PAGE [ 05996.02-SC-5 1 3 PREPARER /DATE REVIEW ER/CifECRER/DAT E INDEPENDENT REVIE% ER B.E. EBBESON 8-28 D.BONNER 8/31/99 D.BONNER 8/31/99 SUBJEC1/IIILE QA CAlEGORY/ CODE LEAS $ Seismic Analysis of Canister Transfer Building 1 HISTORICAL DATA - REVISION O Pane No. DescriDtion None OriginalIssue HISTORICAL DATA - REVISION 1 Revision 1 of this calculation is issued to incorporate revised soil properties and to reflect the 2000 year return period design spectra. Pane No. DescriDtion 2,4,6,10,11,12, Revised pages A-5, A-7, C-3, C-4 15-35 Replaced pages A-11 thru A-15 B-15 thru B-20 C-8 thru C-16 D-1 36,37, C-17, C-18, E-1 Added pages j %I .q . 1 .i 1 '%e6 rr

STONE a WEBSTER ENGINEERING CALCULATION SHEET WW OKAECULATION NO. REVISION PAGE 05996.02-SC-5 1 4 PREPARER /DATE REVIEWER / CHECKER /DATE INDEPENDEN'l REVIE% ER B.E. EBBESON 8-28-99 D.BONNER 8/31/99 D.BONNER 8/31/99 SUBJLCTfflTEE QA CATEGORY / CODE CLASS Seismic Analysis of Canister Transfer Building I ' OBJECTIVE: ' The purpose of this calculation is to perform the seismic analysis of the Canister Transfer Building, in order to develop amplified response spectra for use in the seismic qualification of equipment and subsystems, and to obtain building accelerations for use in the design of the structure. CALCULATION METHOD : The SWEC computer program FRIDAY (Ref. 2) is used to perform the analysis. Input to this program consist of a lumped mass model of the building, which is developed in this calculation, soil impedance functions, which were developed in calculation 05996.02-SC-4 (Ref.1), and ground acceleration time histories, which were developed in calculation 05996.02-G(PO-18)-3 (Ref. 4). - The method of soil-structure interaction analysis is the impedance method, as described in ASCE 4-86 (Reference 3). The program FRIDAY performs the analysis using the complex frequency response method. Results are obtained for the best estimate, low range and high range soil cases, and results are enveloped. ASSUMPTIONS:

1. The structural model developed in Revision 0 of this calculation was reviewed for conformance with the structural concrete drawings 05996.01-EC-2-A through 05996.02-EC.

7-A, and minor changes to the model were made. Since this design is based on assumed g critical load combinations, there may be minor changes made to the building configuration ir j the future. However, it is anticipated that any changes will be minor and will have little effect on results.

2. The bridge crane is assumed to weigh 700 kips.

3. Not used

4. Soil material damping values given in Reference 10 are used. Due to the high ground acceleration, the soil strains are assumed to be greater than the limit given in ASCE4-86 (ref.

3, sect. 3.3.2.3) 4

5. The cut-off frequency used in the FRIDAY analysis is 19.5 Hz. A test case was run using a cut-off frequency of 15 hz and results did not change significantly, indicating that frequencies above 15 Hz have little effect.

~

6. Translational accelerations at points away from the center of mass caused by rotation are i

considered insignificant.

7. - Section 3.4.2.3 of ASCE4-86 (ref. 3) allows a 15 % reduction in the ARS peak amplitude.

Due to the uncertainties discussed above, this reduction was not included.

STONE & WEBSTER ENGINEERING CALCULATION 3HEET J.0/W.0/ CALCULATION NO. REVISION PAGE 05996.02-SC-5 I s PREPARER / DALE rd. VIEWER /CliECRER/DATE INDEPENDENT REVIEW ER B.E. EBBESON 8-28-99 D.BONNER 8/31/99 D. BONNER 8/31/99 SUBJECI/rirLE QA CAlE00RY/ CODE CLASS Seismic Analysis of Canister Transfer Building I

8. Damping in the stmeture is taken to be 7 % of critical. This assumes that the stresses in the structure will exceed 50 % of ultimate strength.

SOURCES OF DATA AND EOUATIONS: 1 See the next page for a list of references used in this calculation. CONCLUSION: The seismic analysis of the Canister Transfer Building has been completed and the results appear to be reasonable. Results are contained on the computer runs (Attachment D), and response spectra have been enveloped and plotted, as shown on pages 15 - 30. Results at El.170' and El.100' have been peak broadened and are shown on pages 31-36. The analysis is based on a preliminary configuration of the building, and may require adjustment if the building configuration changes substmially. CONFIRMATION REOUIRED r i l r

f sTONEO WEBSTER ENGINEERINo CALCULATION SHEET J.OlW.01CALCULAllON NO. REVISION PAGE 05996.02-SC-5 1 6 PRLPARER/ DALE REVIEWLR/CHLCKER/DATE INDLPENDLN'I REVILWLR B.E. EBBESON 8-28-99 D.BONNER 8/31/99 y D.BONNER 8/31/99 $UBJLCTmTLE QA CA1LGORY/ CODE CLASS Seismic Analysis of Canister Transfer Building I

References:

1. Calculation 05996.02-SC-4, Rev.1, ' Development of Soil Impedance Functions for Canister Transfer Building' 2. SWEC Computer Program FRIDAY, ST-243, Version 02, Level 01. 3. ASCE 4, ' Standard for Seismic Analysis of Safety-Related Nuclear Structures',. 1986, American Society of Civil Engineers.

4. Calculation 05996.02-G(P018)-3, Rev. O, ' Development of Time Histories for 2000 Year A Return Period Design Spectra'

5. SWEC Computer Program MASS, ST-237, Version 00, Level 01.

6. SWEC Computer Program RIG 3, ST-248, Version 01, Level 00.

7. SWEC Computer Program RIG 4, ST-249, Version 01, Level 00.

8. Computer Program GTSTRUDL, Version 9801 NT, Completion No. 3716, March 1998. d

9. Private Fuel Storage Facility Design Criteria, Revision 2, June 20,1997, Stone & Webster Engineering Corporation, Denver, Colorado.

10. Calculation 05996.02-G(P018)-2, Rev. O, ' Soil and Foundation Parameters for Dynamic 2

Soil-Structure Interaction Analyses,2000 Year Return Period Design Ground Motions' b 4

11. Computer Program INTBSL, ST-307, Version 00, Level 02.

4 4 . 'j

sToNEO CEBsTER ENGINEERING CALCULATION SHEET 10/W 01CALCULAllON NO. REV1510N PAUL 05996.02-SC 5 1 7 PREPARER /DA'I L REVIEWLR/ CHECKER /DAIt INDLPLNDLN1 REVIEWLR B.E. EBBESON 8-28-99 D. BONNER 8/31/99 D. BONNER 8/31/99 $UBJLCTrilTLE QA CAlLOORY/CODL CLAS$ Seismic Analysis of Canister Transfer Building I PART 1 MODEL DEVELOPMENT A lumped mass model of the building will be developed. A sketch of the model is shown on the following page. A node will be included at El. 95'-0", which is the bottom of the base mat. The mass properties at this node will consist of the contributions from the base mat, the major walls between El.100'-0" and El 115'-0', and some of the interior partition walls. An allowance (5 %) will be made for miscellaneous equipment. A second node will be included at El.130'-0", which will include the roofs at El.130'-0", main walls between El. I15'-0" and El.130'-0", walls between El.130'-0" and el.150'-0", and interior partition walls. At the crane elevation, approximately El.170'-0", two nodes will be included. Since the only shear walls in the East-West direction are on column lines 1,8, and 11, the out-of plane response j of the North-South wall may cause increased response at locations away from the E-W shear j walls, especially when the crane is located in the middle of the building. To account for this, a { mass point including a portion of the mass in the E-W direction is separated from the rest of the building, and is connected to the nodes at El.130' and 190' with member selected such that the frequency in the E-W direction matches the out-of-plane stiffness of the N-S walls. In the N-S j and vertical directions, the effect of the crane on the building response is not significant, therefore, the total mass between El.150' and 180' will be included in the other mass point at { El.170'. See pages 9 and 10, and also Attachment C for details of crane model. j The top node of the model is at El.190'-0", and includes the roof and walls between El. I80' and i I El.190'. At the roof El.190', the roof spans 65 feet from north to south walls. It is relatively flexible in the vertical direction compared to the walls. Therefore, a mass point is added to the stick model to account for this effect. The effective mass and member properties are selected such that it simulates the roof frequency. For detail of roof model, see Attachment C. s' Mass properties and the center of mass for each node point are calculated using the SWEC / computer program MASS (Ref. 5). Attachment A provides sketches showing attribute masses for each mass point location from walls, roof and mat, as well as computer input and output. The stiffness of the members between nodes is representative of the walls between elevations. Hand calculations are used to develop the properties of these walls (i.e. area, shear areas, moments ofinertia, torsional constant, and center of rigidity). Using these properties, the SWEC program RIG 3 (Ref. 6) is used to develop a member stiffness matrix between El. 95'-0' and the center of mass at El.130'-0". The SWEC program RIG 4 (Ref. 7) was used to develop the stiffness matrices between the other nodes. The programs RIG 3 and RIG 4 account for the difference in location of the center of mass of the structure and the location of the center of rigidity. Attachment B provides calculation of member properties and computer input and output.

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STONE & WEDsTER ENGINEERING CALCULATION SHEET J 0 /W 0/CALCULAIlON NO. REVISION PAUL 05996.02-SC-5 I i1 PREPARER /DA~lL REVIEW LR/L}lLCRLR/DA'l L INDLPLNDENT REVIL% LR B.E. EBBESON 8-28-99 D. BONNER 8/31/99 D.BONNER 8/31/99 $U13JLCVillLL QA CAILOORY/ CODE CLASS Seismic Analysis of Canister Transfer Building i PART 2 COMPUTER ANALYSIS Computer program FRIDAY is used to generate response spectra for mass points at El.100', 130',170', and 190' plus roof. Three computer runs, best estimate soil case, low range and high range soil cases are performed. The results are contained on text files on the diskette included as Attachment D. The output from three computer runs are enveloped, which are plotted and attached in this calculation. For use in the crane specification, the response spectra at El.170' and El.100' have been peak broadened, and are attached. A fourth compu'.er analysis was performed to obtain the acceleration time histories at node 1 for the high range soil case (see page 37). The horizontal acceleration time histories at node 1 were used as input to the baseline b correction program INTBSL (Reference 11) to obtain the peak horizontal velocities. The major input to the program is described below: , IMPEDANCE FUNCTIONS The soil impedance functions were developed in calculation 05996.02-SC-4 (ref.1). However, sinc: the latest revision to the seismic analysis program FRIDAY (ref. 2), the output from ' REFUND' is no longer directly usable in FRIDAY. Consequently, the data had to be reformatted. The information was retrieved from mainframe disk files, reformatted, and stored on the same disk files. The data set names of these files are: Best Estimate soil case J STRUCTRL. BEE.STIFFN Low Range soil case STRUCTRL. BEE.STIFFL High Range soil case STRUCTRL. BEE.STIFFH g GROUND TIME HISTORIES '^ The ground acceleration time histories were developed in Reference 4 and were tranmitted via e-mail. They were retrieved and stored under disk file name "STUCTRL. BEE (ATHORIG)", which are used as input to FRIDAY program. The FRIDAY limits the number of time points to 4000 (20 seconds for a time interval of.005 seconds), so only the first 20 seconds of the time histories were used. This will have negligible effect on results (see Attachment E).

sToNEO WEBSTER ENGINEERINo CALCULATION SHEET J.OlW.0/CALCULAIlON NO. ret /ISION PAGE 05996.02 SC-5 1 12 PREPARER /DATE REVIEWLR/CliECKER/DAIL INDLPLNDEN1 REVILWER B.E. EBBESON 8-28-99 D.BONNER 8/31/99 D.BONNER 8/31/99 $UBJECTffilLE QA CATLOORY/ CODE CLAS$ Seismic Analysis of Canister Transfer Building 1 MASS PROPERTIES AND STIFFNESS MATRIX The masses, centroid of masses, and mass moment ofinertia are output from MASS program, given in Attachment A. The stiffness matrices are output from RIG 3 and RIG 4 programs given in Attachment B. RESPONSE SPECTRA FREOUENCIES l The response spectrum from computer output is calculated for 80 frequencies at various increments. These increments are verified to ensure that they meet the requirement of ASCE4-86 (ref. 3), and are shown on the following pages. Computer Loc Input to and output from the computer program MASS (ST-237) are contained in Attachment A. Input to and output from the computer programs RIG 3 (ST-248) and RIG 4 (ST-249) are contained in Attachment B. Input to and output from the PC based computer program GTSTRUDL (ref. 8) are contained in Attachment C. Attachment D contains text files of the four analyses using the program FRIDAY (ST-243). The analyses are: 1 File Name Date Description SVBEST. ZIP 8/27/99 Best Estimate soil case i .1 SVLOW. ZIP ~ 8/27/99 Low Range soil case SVHIGH. ZIP 8/27/99 High Range soil case b NODEI 8/27/99 Acceleration Time histories at Node

1. High Range soil The two INTBSL computer runs to obtain maximum horizontal velocities (see p. 37) are also included in Attachment D.

NODElX. ZIP 8/27/99 Velocity at Node 1 x direction m NODElZ. ZIP 8/27/99 Velocity at Node 1 z direction

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REVISION PAGE 059%.02-SC-5 0 13 PREPARER /DATE REVIEWER / CHECKER /DATE INDEPENDENT REVIEWER B.E. EBBESON 6-18-98 6 dre., 1/p/4s

1. I 1//3/79 svan.CTmTLE QWCATEGORY/ CODE CLASS Seismic Analysis of CanisterTransferBuilding I

Frequency Increment Verification from Friday Output Frequencies Frequency Frequencies Calculated Freq. Comparison to Periods Table 3400-1 Increments Calculated increments req. Increments Calculated Hz Hz Hz Hz second 0.5 0.1 0.500 0.027 less than 0.1 hz 2.00000 0.6 0.527 0.029 1.89597 0.7 0.556 0.031 1.79745 0.8 0.587 0.032 1.70386 0.9 0.619 0.034 1.61523 1 0.653 0.036 1.53122 1.1 0.689 0.038 1.45157 1.2 0.727 0.040 1.37607 1.3 0.767 0.042 1.30449 1.4 0.809 0.044 1.23664 1.5 0.853 0.047 1.17231 1.6 0.1 0.900 0.049 1.11134 1.8 0.2 0.949 0.052 1.05353 2 1.001 0.055 0.99873 2.2 1.056 0.058 0.94678 2.4 1.114 0.061 0.89753 2.6 1.175 0.064 0.85085 2.8 0.2 1.240 0.068 0.80659 3.1 0.3 1.308 0.072 0.76464 3.4 1.380 0.076 0.72487 3.7 1.455 0.080 0.68716 4 0.3 1.535 0.084 0.65142 4.5 0.5 1.619 0.089 less than 0.1 hz 0.61753 5 1.708 0.094 less than 0.2 hz 0.58541 5.5 1.802 0.099 0.55496 7 6 1.901 0.104 0.52610 i 6.5 2.005 0.110 0.49873 1 7 2.115 0.116 0.47279 y 7.5 2.231 0.122 0.44820 8 2.354 0.129 0.42489 i 8.5 2.483 0.136 0.40279 9 0.5 2.619 0.144 0.38183 10 1 2.763 0.152 less than 0.2 hz 0.36197 11 2.914 0.160 less than 0.3 hz 0.34315 1 12 3.074 0.169 0.32530 13 3.243 0.178 0.30838 14 3.421 0.188 0.29234 15 3.608 0.198 0.27713 16 1 3.806 0.209 0.26272 18 2 4.015 0.220 less than 0.3 hz 0.24905 20 4.235 0.232 less than 0.5 hz 0.23610 J

STONEO WEBSTER ENGINEERINO CALCULATION SHEET JM KAlmATI N NO. REVISION PAGE 059%.03 SC-5 0 14 PREPARER /DATE REVIEWER / CHECKER /DATE INDEPENDF,$ '1//3/59 { VT REVIEWER B.E. EBBESON 6-18-98 6 /Jfro -7/e/f8 A) SUBJECT /ITTLE QWCATEGORY/ CODE CLASS Seismic Analysis of CanisterTransfer Building I l Frequencies Frequency Frequencies Calculated Freq. Comparison to Periods Table 3400-1 increments Calculated increments req. Increments Calculated Hz Hz Hz Hz second 22 2 4.468 0.245 less than 0.5 hz 0.22382 25 3 4.713 0.258 0.21217 j 28 4.972 0.273 0.20114 j 31 5.244 0.288 0.19068 34 3 5.532 0.303 0.18076 5.836 0.320 0.17136 6.156 0.338 0.16244 6.494 0.356 0.15399 6.850 0.376 0.14598 7.226 0.397 0.13839 7.623 0.418 0.13119 8.041 0.441 0.12437 8.482 0.465 0.11790 0.947 0.491 less than 0.5 hz 0.11177 9.438 0.518 less than 1 bz 0.10595 9.956 0.546 0.10044 10.502 0.577 0.09522 11.079 0.607 0.09026 11.686 0.641 0.08557 12.327 0.676 0.08112 13.004 0.714 0.07690 13.717 0.752 0.07290 14.470 0.795 0.06911 15.265 0.838 0.06551 16.103 0.884 less than 1 hz 0.06210 16.987 0.931 less than 2 hz 0.05887 17.918 0.982 0.05581 ~ 18.900 1.036 0.05291 19.936 1.094 0.05016 21.030 1.157 0.04755 22.188 1.215 less than 2 hz 0.04507 23.403 1.283 less than 3 hz 0.04273 J 24.685 1.356 0.04051 26.042 1.431 0.03840 27.473 1.505 0.03640 28.977 1.595 0.03451 30.572 - 1.676 0.03271 32.248 1.766 0.03101 34.014 less than 3 hz 0.02940 I l i .I

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..-.m~-~.~ CALCULATION SHEET J M.OKALCULATION NO. REVISION PAGE 05996.02-SC-5 1 37 3 PREPARER /DA'I t REVIEWER /CliECKER/DATE INDLPENDLN [ KLV!LW LR B.E. Ebbeson 08/27/99 D. Bonner 08/31/99 D. Bonner 08/31/99 SUBJECTallLL QA CAlLUURY/ CODE CLASS j Seismic Analysis of Canister Transfer Building I SLIDING AND UPLIFT FORCES For use in the stability evaluation (Calculation 05996.02-G(B)-13, Rev.1), horizontal and vertical forces are tabulated. Since the accelerations are highest for the high range soil case, only these results need be tabulated. i s JOINT EL. MASS X MASS Y MASS Z Ax Ay Az SHEAR X UPLIFT SHEAR Z 1 95 1257.0 1257.0 1257.0 0.805 0.720 0.769 32583 29142 31126 2 130 490.7 490.7 490.7 0.864 0.764 0.834 13652 12072 13178 3 170 299.2 299.2 157.0 0.939 0.829 0.966 9047 7987 4884 4 190 219.8 166.9 219.8 0.955 0.839 1.067 6759 4509 7552 5 190 0.0 52.9 0.0 0.000 2.013 0.000 0 3429 0 6 170 0.0 0.0 142.2 0.000 0.000 2.366 0 0 10834 TOTAL 62040 57139 67572 WEIGHT 72988 Additionally, acceleration time histories at the mat-soil interface (node 1 of the model) are required for the stability evaluation. An additional FRIDAY analysis was performed to generate these acceleration time histories. Again, since the accelerations for the high range soil case exceed those for the best estimate and low range soil cases, the high range results were provided. A text file of this analysis is included in Attachment D. The time histories were stored in the .y main frame disk file DSN=STRUCTRL. BEE.NODEITH. ? A The maximum horizontal velocities of the mat (node 1 of the model) were also requested. To j obtain this information, the acceleration time histories described above were used as input to the program INTBSL (Ref.11), which among other things calculates the velocity time history and maximum velocity. Results are included in Attachment D. The maximum velocity in the X direction (N-S) is 21.7 in/sec and the maximum velocity in the Z direction (E-W) is 19.8 in/sec.

STONEO WEBSTER ENGIhTERING CALCULATION SHEET J. /W. JCALEULATION NO. REVISION PAGE 05996.02-SC-5 0 A- / PREPARER /DATE REUEWER/CH KER/DATE INDEPENDENT REVIEWER 6% 6hvHe (drMome 6/zaco SUBJECT /ITTLE QA CATEGORY / CODE CLASS c773 Jcsnue /?Mt v.si s 1 Attachment A Building Masses The building masses are distributed at elevations 100',130' 170' and 190'. The masses, centroid of masses, and mass moment ofinertia are calculated at each elevation using SWEC computer program MASS. The attributed masses to each mass point location from walls, roofs and mat are shown on the attached sketches. The computer input and output are also attached. Notice that the origin of the coordinate system is located on the north side of the building at the intersection of column lines 1 and D. The x axis points toward south and y axis toward east. The z axis points vertically upward. l I ) 9 )

CALCULATION SHEET STONE & WEBSTER ENGINEERING CORFORATION ,,,,,,,,,,,,,,, u,,, y c o, ,,,,,, m a so,o., or19so 2 -se-s-o A-2 P EPA E2/oATE 4 Chen 6/zzh8 c WIEtE2/ 5c cuEn/02TE troEPE# RENT GEYlEUER/DATE S h ace n91 '7/0MC SUSJECT/ TITLE / drt$ S'Dimi e &t's (JA CATESORY / CODE CL ASS I bNit"e#e bui ldt 9 M45 g El._\\0 0' Qo_oS Q ID' o ggs' VI. t Bo ' l'I 6' lp' E l.17 0' I > lle O '. ' ZO' _L-- ._._l.Ql50' go' o \\Aoi E l. ) '3 0 ' p.pg iS' o g gt,5 ' til, I t S ' 1$ () 107.5 ' 5; ! f. g, g. .g 4 A ATTAbtf S T FAGE E 039t&.02-SC 4 gc,e

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CALCULATlON SHEET

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I si NE a wEssTER EwolNEERING CORPORATION CALCULATION SHEET J.0./U.O. / C'.LC UL ATip.3 W* kE Vl8104 W gsoso ss 8 T9 NOS ~ SC-b~ { k~b PIE PA;ER / D ATE ()(< f/is /f1 R EV)f CJR / CMECKE2 / D ATE INSEPE20Epf REVIEUER/DATE 4 C46 bu2/49 ff. hot b/n/n 92 9/Sk2 ~ SusdECT/ TITLE 04,):ATESORY/ CODE CL ASS 67$ 5E 'imt $# 't ft 3 7 i _I 6,93' gL, I t, L'- S 'k n 4-. i _ ll.Di[l _ f EL. iso 2 / u 'e GL. M l L 11.&7' r 26.%' S 6' TRIAN6ulAR. WALLS MDDELED AS RECIA%ULA.R,. @ e</, lines /, B 8 'I. Lodei w.raNMs enb5 CIMEA&ou:

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1 f. f, C-S tc I Nf N2o f dt.e 4esM A 0000 F L 0000 A 000000000000000 0000000000000 0000 000000000000000 0000000000000 0000 0 555555555550055 5555555550000 0 0000 7 0 0 2 2 222222222220088 2 2222222220000 0000 0 222222222224444 2222222224444 3333 9 111111111111111 1111111111111 1111 4 0000000000 0000 0000 000 00 0000 0000000000 0000 0000 555 77 0000 = 555555555505555 0550002220011 0 0000 M O O Y Y 772727222202208 Y 0775506660044 0505 6636363333 3332 6688 111 44 5858 56 0 y b 3 1 000000000000000 00000000 000 0000 000000000000000 00000000 000 0000 000000055500000 0000000000000 0 0000 O 0 x v M 611777799451111 N 0222222220222 1717 799444438513399 88336505 688 3030 2222 - 1 11 11222 11 211 1212 ( = ~h. 02 I 0 000000000000000 0000000000000 0000 5 3 000000000000000 0000000000000 0000 4 1 000000000000000 0000000000000 5555 T T 0 222222222212222 2222221112222 T 1111 L N N T E O O M I I S T T S C C D MRE E N R A I I D D S 8 R = T X 000000000000000 Y 0000000000000 U 0000 O C 000000000000000 0000000000000 O 0000 Y N 000000000000000 N 0000005556633 L 0000 Y I L I L F Y E 222000055502222 5005552221133 L 5555 L S 588333322536688 S 3773333331122 3333 L L 111 2211 L 1 1 11 T A L L C 7 V M M E 8 R L 4 L 3 A U 1 I K T S 00000'0000000000 0000000000000 0000 ER 000000000000000 0000000000000 0000 N w 000000000000000 0000000000000 0000 I N N X ( 555555555550033 5555555550000 L 2020 F 1111111111122 1111111112222 6565 O 2 2 = 0 S x T NEM OM N I S I L MRO

j f, S, CT -2 6 A S r S N O E/3 4( M.A BC 7C $M& 7 d 7 6 6 0 7 3 6 6 0 6 1 1 0 0 1 1 1 1 7 7 0 7 3 = = = = 0 = Y Y Y Y 0 Y - x x X x 0 x I 1 I I I 03 1 0 0 0 0 0 0 0 0 0 2 9 9 9 0 9 8 2 2 2 5 2 9 9 9 9 4 7 6 0 0 0 0 9 7 7 7 0 7 7 8 8 8 8 3 4 4 4 4 1 '= = = = = Z Z 2 Z 0 Z I I 1 I 7 I 8 43 1 0 0 0 0 0 - 0 0 0 - 2 1 9 1 1 9 4 3 4 5 9 5 0

5 7

9 9 - 7 S 0 0 2 0 6 E 9 M 9 9 6 0 E 6 E 6 0 3 2 R 3 T 3 2 1 G S E Y D S S =. = = = 2 = l Y Y Y Y 0 Y I x t X X I 0 A W E T N 0 0 - 0 A 0 0 0 0 0 0 E 0 A H 9 7 I 8 T 9 N3 6 6 T 6 7 3 8 R 3 T 5 9 E 3 U 3 5 2 N 5 0 5 2 6 I 2 8 2 1 9 1 A 1 FO S E S I = = = = T = x x x x x R x l I I A 1 E l P L O D A R P P 0 I R C S T E N S N S A E A I M R C S P i

+ i n r., -er. -r o. 4 ur r r t wo a4 H ia e c tmH. 4/w 123456789012345M78901234 111111 11122222 809876543 2 1 70 - 987 si 6 ,E 5 .. G + ) 3 2 6 0 ~- ,.b 1 7' 2 22 .M 98 5 99 Y 6 6 22 O 5 4 0055025 008855 .. M 3 6677656 665577 2 11111',1 111111 .e 1 50 9 4-7 33 3 6 5555555 3 3. 7, 5 4 2222080 OO880O 5 3 3333323 33 2 8 1 040 9-8 1 7 0 6 5 5 4 11111 .1 222 2-688 6' 0 7 3 3333313 - O211O2 7 -2 1111191 1 1300 0 97 81 L 7 E 6. 0 V 5L E 4E 0 L 3 7 2S2222222 222222 1 1S 020A 9M 8 c 7 0 68 4477 6 L 5T....... 3366 V 4C2222222 3 3 6666686 881155 s 2Y2222212 881166 s 1E e10L e 9L u 8A F 7V u4 7 3 6 3 2 5L 5 .'.4.. W 4L.... 7. 9 3U00000'2.09006600999999939 999999909 8 2K22112519221111999999919 1 1S 9 9999999 9 it b 4

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0000050 009900 0,000060 000020 002200 6 7 0 0 2 0 002200 4 8 5 5 0 5 .,1 n 0 Z

055025 Z 008855 7 9

2 2 0 0 N 6677656 665577 7 2 3 3 23 1111111 111111 2 7 5 5 0 5 0 9 9 9 2 1- = = = = 0 = 0000000 00 Y Y Y Y 0 Y 0000000 33 . = x x x x 0 x 5555555 0,0 3. '. 0. t. M I I I I 5 I O O 0 Y 2222080 Y 008800 7 3333323 3'1 1 8 0 0 0 0 o 4 0 0 0 0 u. 3 2 3 5 5 0 5 6 4 2 2 2 0 2 i 1 9 2 2 2 6 2 6 7 7 7 7 0000000 000 0 5 3 3 3 3 3 .v 0000000 000 0 9 3 3 3 3 0000000 000000 7 z 2 2 2 n 0 0 x 1111111 x 022202 3333393 688 6 i 11111 1 211 2 = = = = =0 2 Z Z Z 0 Z 2 1 I I I 7 I 3 0 3 1 0 0000000 000000 0 0 0 0 0 7 0000000 000000 6 0 0 0 0 0 1 0000000 000000 T T 3 1 3 2 1 5 2222222 222222 3 4 1 9 4 L N N 0 7 9

7 5

E O O 9 7 2 S 7 9 I I 2 9 1 E 9 M 0 S T T 2 0 5 E 0 E 1 S C C 4 2 9 R 2 T 2 A E E 1 G S M R R E Y I I D S D D B s = = = 0 = S = T x 0000000 Y 000000 G Y Y Y 3 Y l Y C 0000000 447700 Y I I I I x I N 0000000 N 336600 0 A Y I L I L E 2222222 881155 W L S 6666686 S 881166 E L L 2222212 L T N A L L 7 0 0 0 A 0 1 V W W 3 0 0 0 0 E 8 A A H L 0 4 7 6 I 7 T 9 L 3 E 7 0 7 T 5 0 U 1 I 7 0 1 R 9 T 8 K T 4 6 1 E 5 U 7 S R 9 7 9 N 7 O 8 i! 0000000 008800 E 6 2 6 I 2 B 2 \\' 0000050 00550C N 7 7 A 0000020 0 0 4 4 0.G. I F N N O S i.,f s 0000050 006600 F E 22112 1 221111 O S I = = = I = T = 0 S x x. x x R x x T I A I E I N P E L O M D M N I A R O P P O I I R C S S G T E N S S I N S A R E A I A R M M O C B P ) ,+

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3 88 88 9 2 11 11 - 1 1 50 ,A 98 7 7 3 6 55 5 7 4 22 OO' D 5 3 33 2 8 1 040 9 8 1 7 0 6 3 5 2 4 11 1 7 3 33 6 3 0 7 2 11 C2 1 1 1300 e 0 99 81 L 7 E-6

0. -

V 5L 0 0 E 4E L 3 9 2S22 22 2 1 1S J20A 9M 8 . 7 h 4C22 68 5T.... f' 55 5 0 3 66 66 6 S 2Y22 S 1E A10L I 9L D 8A E 7V-3 6 0 2 5L 9 4L. 9. 9992999919 9 3U009009996999939 s 2K119119992999919 I 1S 9 999 9999 9 it G e

5-cs- ) 2 e 0 v. m 4 ef 7 5 f ru1 0 me am nr ep u aa c A 0 F L 0 A 00 00 0 00 00 0 0 00 00 0 0 8 0 0 0 0 0 0 0 Z Z 55 2 55 0 9 0 0 0 0 0 0 88 88 9 1 11 11 1 2 0 = = = = 0 = 00 Y Y Y Y 0 v 00 = x x x x 0 x 55 00 O 0 M I I I I I O O Y 0 Y 22 Y 00 0 9 33 1 ~. 1 0 0 0 0 c 6 0 0 0 0 0 .i p 8 - 9 0 0 0 0 ee 8 4 5 5 5 5 1 8 8 S 8 0 8 9 7 i 7 7 00 0 0 - 2 5 5 5 5 7 0 0 0 0 0 00 0 0 00 00 O 0 5 1 1 1 1 0 O X X 11 X 02 1 33 6 3 2 11 2 1 = = = = = = 0 2 2 Z Z 0 2 2 1 1 I I 0 1 0 N 1 3 1 0 00 00 0 0 0 0 0 9 00 00 0 0 0 0 0 0 0 1 09 00 T T 0 s 0 2 2 3 2 5 Ph 22 T 2 5 0 5 0 2 L N N T 0 7 0 7 1 ~ E O O r M 9 7 7 S 7 8 I I 8 9 1 E 9 N 9 S T 7 9 3 2 E 3 E 3 ~ S C D 2 1 9 R 1 T 1 ME 8 N 1 G S E R R A E Y I I D S D D S S R = = = = S = a T X 00 Y 00 O 0 O Y Y Y '0 Y I Y C 00 00 O 0 Y I t X t X t N 00 M 00 L 0 0 A Y I L I L F Y E 22 55 .L M W L S 66 S 66 E L L 22 L T T N 2. A L L C 0 0 0 0 A 0 6 4.- V M M 0 0 0 0 0 E 0 ER A H L 1 1 0 1 I 0 T 3 L 3 A 3 8 3 T 8 0 U 1 I 8 4 8 R 4 T 9 a. K T 2 3 2 E 3 U 3 S R 3 1 3 N 1 O 1 00 00 0 E 9 1 9 I 1 B 1 00 90 0 N 7 7 A 00 00 0 I f i N N X O S 00 00 L 2 F E 11 11 6 O S I 2 = = = = I = T = 0 S X x x X x R X X T I I I A I E I N P E L O N D A R O I P P M N O I I R C S S G T E N S S I N S I M MO R E A R C B P l i ;' 1!

STONE A WEBSTER ENo!NEERINo CALCULATION SHEET J. ma/cAmmN Na RMSION PAGE 05996.02-SC.S 0 6-1 PREPARER /DATE REVIEWER /CHECER/DATE INDEPENDENT REVIEWER C Ch r., 4/nkn D. L(out Unke AML 110/98 SUBJEC f/rITLE QAtATEGORY/CODECI ASS crA smnue /hntutris I Attachment B Building Stiffness The building stiffness for members between mass points is calculated manually. The calculations include cross section areas, moment ofinertia, and center of rigidity. To account for the eccentric of the center of rigidity from the mass centroid, the stiffhess matrix is calculated using SWEC program RIG 3 and RIG 4. The results are given in AttaJuent Notice that the origin of the coordinate system used in RIG 3 and RIG 4 is located on the 3 south side of the building at the intersectica ofcolumn lines 11 and L. The x axis points ' toward nonh and z axis toward east, with y axis being venical. This system is consistent with the coordinate system used in FRIDAY program. The properties froin the output of MASS program are adjusted to match this coordinate system. AA ll} W 6

STONE & WEBSTER ENGINEERING CORPORATION CALCULATlON SHEET ,,3, fa o, f c,,,,a,y,o a, gEy,,, u

5010 61 e g s 9 4. o 2. s e - T B-2 PIEPAIE2/@iTE LEggs 3/CMEC%EQ /DATE 1%DEPE%DE%T REVIEOER/DATE

-4 Cht+, 6/t2/98 M. Shi/ca 1% 1/6hl SUSJECT / TITLE GA CAfESORY / CODE CL ASS 0773 SElswic hmyris r -~ ATIAmaggr 6 hb $NSS W [s}I,11 Ate hldf r eggma 05%,ot sc.-6 g (&st) ^ MAT Th u - s ' l I A, \\ A1 f A, l I L c u s)3 _ 2 I t l l t I \\ s In to i lAt# 60' 3 o' I ???# l f*' Ai. t95 bo) gro = At: 7tf I66) l t,q uo 43,6u0 _4 w > 15 4 Hf1ooxGo41(a,M0(IBI) y-118.9 tr3, &qo (It3.f fromerrtGs WS [y $,bdo)( 5 )(,15 ) a 2,7, g 3, )c -1 ( /\\l o be. : foy C o lc w /+ fra s. ob $ ltYa* * *' M *lrtee s HfInf $$4 3 $ o d, v..-v a., a si,- n, < a- -.w. c usa, e-r a a.p.),.s A f,'. </e,ev p<<* @<f 9 ) 4 1,c aso eson

a. re

sme awasun eNoiseenmcomAmu CALCULATION SHEET J.@./J.O./CALCULAfs;J g,g-w:Vltt0A pagg $$ 9 9 40 2 - CC. { p g,, 3 I "'* *'.sa /of Tg P: spa 7 r.svJtOrs/CusC tR / Daft I"DEFaxpatLT cavaruta/DATE i Che 6A1MB

a. %

6hzxs

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SUBJECT / TITLE (f1 CATESCRY/ Coot CL ASS t*7~t$ SCttww /lMt4rit [ messe 6 Major w11, t uo '- u p.,,o s a mano6%(o,02. 'J-S \\ln+ Ital 0,'rs ekg m (Fast ) g y, 'b s' ~4 o' >s' i t s au th) sd /f*72,5, LW hs' y= ~~~ 27' 2,. 25 2r g y, t y, 3 152' 70' Arar x s Ay As /Ft.x 2 ='- !~4 Git 171' 47.5 47,z ut) 24,57o / i fe d, 't$ 67,5 3 0 y ~2._ g 4cp _ q ogo' a 36t}' 't? ! 3 2'T , o /,2t.44 i fl 610~~ s 928 t- = / ] T o 8 2. - 60 e 15 32 5 q,0 i,9 go s = 3o 247 o 3ovi 7,g4 t o o e, 2 5 y 2. = 50 t z 2.6 - 77.5 _ ;), [25 - _ g,psy,, zs 1 t vo 172,5- -32.5 gfsr . ipss- = 55 x 2 P =' ti o t o 7. 5 -32.s it&TS~ -3s15 .. l ' -i2.5 400 -1450 / ho is 30y 7. = I727 2 - Toft l96 k'l.5 76644 -20,520 / so s t = b0 iS L 7.5 goo - q,og o /

CALCULATION SHEET J/4./.J.O./ CALC 4LATi&J KO kE vletsJ 'patt is010 s1 0T9$$0E

SCa f O

k~Y p;:.reais:/o ATE isy s; /Cuscuan / oats insperizar navitysm/ oats S O 4" b/Jz/98 (L 6/tz/49 W 9/03(1b SUsJECT/ TITLE GA #ATreonv/ CODE CL ASS dr8 CD tiriie AM+'of DS Z ATTAcam 6 Ares y z Ay As*mmoms.o2-scs 7 Y 35 y 2 = 14 0 3o o 4.Z oo o IMV2 =2'70 261 o 70, N o o 7.y70%2 100 60 0 22 U #0 0 t'l o P O C2 0 1%s y t = 32,5 y 1 3t,5 tio - lb.if 6 8 M" -570 31.5 y l 32.5 140 -16.76 75do yts M.5 y I s 31.5 11 0 - t h,5f 1,676 -5>S A = 2 569 5 3%,6F7 7471 7 -)%657l A " 1309 B ' 5 = 7471/A 2.41' = y= hypoYumsf*d ht hollow ra c h<n ple of I3s'n 162' I t*~ y WJh wsJI thatJc-n,rn Of 2' ll A ' t' li l Il s' y 161 ')' ( L L N u 116 y o o s ft I c a = 1 u .zgg,5~,1613 1 .c \\ (_

CALCULATION SHEET J.s./,.:.e./ CALCuLAttw as LEVisasw past s r9 9402 se-r o /- S a,a., P;EPAIE2/DATE EEVfD / CMECNE2 / D ATE IC3EPE3 DENT E VIEUE2/DATE 1 Ch n sh>J48 B. Ahz/fo Oll3/ft SUBJECT / TITLE QA CAft40RY/ CODE CL ASS y'~ ttp$ $f/fMtC //wuptS

C erAcenc 6 M A }iry WAll 4 Gl.100'- l'50' PEE 6

oggan oS9%o2.-Sc.-5 M-S Pa. re dtow 3 ( 1544t ) i 80' t 8 2.' 3,, b5 r s' \\W Gs' , o' (So s ) y, l l lio' 2s' .11, < - ,s 1s-2v 2 s. ,o ') Y 172' 30 30' Arer x Ax f*' t u z ' now Aa.s t,s>,i. = 2,o 1 't (tas) { t ) = 1 Bo Bo' ~' 14,tt uo - ~L Clo) Lt ) s'40 To' ),1 ara [. T 2 ( 60)(1) = 2.4 0 x o o tov) = : 10 !, 7.go 9 00 tio!v1. . t o. 160 1,600 = to l i l. ilth ,f' loff 'itB 171 12.Q,4 83 1yt6zy2 = g, S o 3 z. c 140 15 7,6 a o /0 2-47 7,t) I O 3o y l = ,~,l t ;tS 3),)Sf Q 2.9 y 1 3 5 W \\12 4, g,p5 25y 2 95y1 > 11 O g o1.5, t i, SW ts x.s 1 > 3o4 tBG sb. M 1,11 t +t ' 9 t ti,747 i

CALCULATION SHEET 4.g./u.o./cALcuts TerJ a. navistc; not 659 9662. - SC-C 0 esoto et ic tPA,.En /g ate CtJv er 2/cMscut' /DATE 1:otPExot2T lawra/03TE J 4 Clife b/Z)/48 U. b/P/Ge 9llbffb musJacT/ TITLE GA CWISORY/ CODE CL ASS $7~8 $$/SOfiC M&ffi$ [ INkils l5 l lvV - l*b o' n. 6 H - S f) r e e.ts e ~ gns,an 09f%o2-sc.-S l w

Te t

270,( 2I,2-13 8.r f 41.18 S ' = \\ Bo y ( 13 9,r - Bo f to' k.14 y = 40V ( 13 0,5 - 3 o 7 4 71 ytos = ~24oy I') S f

q k og s

to ( tio - 138.r[ . rl 10 ( l 6o - 13 8 r [ eof [o ( 138.L'-ill Y 46 = fs 1 ( 19t9 + ?>8 lil1 - 13BifN 2y 171 B = y y k 1 [30N + 240 ( 13 9.Y - II7 36,/9 = g(i) (30) -r 3 a (241-13 f.5[ 3.6 = g(s)(tr9

w (st't 5-D8 T

] 3 3T h(S) {SrY + W { 172.5 - 09.s7 o.60 3 g(s)(ry9 + ll o (DB.r-io'l.57 ~ , l V) = {(t)urs)b wy(16- 08.r7 isan [ = 1 % 5,0ft vio# Ce.dh of (s tidi h - $ ( N' 4 At g ota, A t 8 ~2. * ~2. = 1H by, r 3.i4 rg o gn/y g.5 5A,,e w,ff, 161 y 1. =3W 12 5 11,5 3 o A re i,,C/.<ve s, s -<e bl 5o y1 '50 o o G-w wsJIs }pa tsogloV

1

-i los F 2 e Sto - 72 5 .g,g>y ,g,,7, o 7,,,,em e, LTs. y 2. 9 ott k7, r - n, rw ghear f p,e' N-se!w #ipo j M ylo x 2

2 0 0

1if 1'2 4, sT-5e LN t 6.o #

STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET ,,,,,,,,,,,,t,,,,,, o m, mo s, D C 916 o z - S C- %~ O f.7 P;EPAxt2 /#1TE CEvjl"E / CNECKEft / O ATE lEDEPENDENT REviEGEft/DATE 4 Chn bh1M8 M. /42MB

21 1/1blS$

susJECT/ TITLE GA cATktonv/ code cL Ass (*T/$.([/lM1/[ /t? $ lf$1$ T w a s \\C\\. tuo'- 11 0 ' W:dM 0 Pxs 7 6'W h I(#L/ ( gna 0599G,OZ-SC~6 1 h 191' vo' 35' W 8 t' IT / sti S o' ) S' \\S' sy' I k$ \\'}5 / y - pI 11 8 42' ], 4 0' ' ], 24# g o, goe 'i S ' 4 l 1 i. /, j t ..a ./, , ~. h t s -<m s g $4 l l e 9 n g, or 4 ' \\ , l / J u. m, se ev-

CALCULATlON SHEET "".$./J.G./ CALC;LifisJ kO. J G.E vlst O2 Pact er99&o2 se-r o A-4 an., PIEPAIE2/Gt.TE REviE3EG /jNECNE3 /D ATE lt EPE% DEXT ft IE;ER/ GATE 4Chn'HNCs M. N W bhine 7/Is/SP SUSJECT/ TITLE GA CATEMRY/ CODE CL ASS dr$ wtymc R& toc z W 5 , u,..: 3. ;.a 6 (fl. luv' - l'Jo' 6 -W 17:44(l ~ g g, gunan oet%o2 sc.-5 p Boy 2. = lbo b1.C ' l o, 6tio 160 '4*I 5 ta 6'15 15 VL = Soy 1 5 30 o o s r >

2. 5 11 o

-32 r - r,rtr G C 8 z. no - 67,y - 7, q sr T4D o o 2513fv i 3 x 32 s x 1

917

-IGar -),sw 70 x 2.

140

67. r 190

- 67 5 7 o y't. %f yt 7 $5 / L b7'1.T 11 NI / g, = ,,p, N N'-'. (

CALCULATION SHEET "".T./Jr.5. / CALCULATl;W Lg.

" " * * " ' " " " " " " " ^ *
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8 *[Q 4 & 0 2 - $ f-T Q f.f P2EPAIER /D ATE CEviE".;g / CipCK E2 / D ATE l!DEPENDE%T REVIEi!ER/DATE 6 442/G9 H. Mod' 6h1/GB SUSJECT/ TITLE .L>W 'llibl# QA CAft pV/ CODE CL ASS fR$ SOf Fritt AutufDf T 6l. (v0'- 1% o' LC-W b ett e AMCHMDff b In Ix nur 9 cau:,as 05m.o2 sc-6 16 0 yl.h'?.r.o,$g[ 7,iyy,, r w 16e v ( M,r - o,66 7 1,6 2 y, o r o 68* '3o x =

u. u o s

l')o y (-vt.r-o.40) 187 = 1t O 5 ( - bl.r - 0.5 97 Tsil = 2 y k 2 (ny/ 4 _W o ( o.6B f 0.2.o = 3 y (O)(32.rf + $7.r( 16,M+ 0.lSY 0 37 kl2)h of + 140 ( 67.T'- 0 6 B f k SZ = ~2 ' #6 1- (v)(1 oY + tu o (. 67X t 0.68 ) tv g [ z.) (3rf + 7 o ( 8'r - o.68 f Lof (2.)[3sf.tJol854onkBV = 5.11 ~ ~ 4 9. q1 s t O ' f t * ^ c de4u of % di4 5.(Mc*e) 9 ~A x AX E-w $hoorwalls are L Only OS< % ' '2 '1 D .%b% ~10.14 0 inclu ded, Sim N-s WNIL %151l s 3s.S Lt0 b,\\bd } rove ughpbl* &#'" 32,581 53%f Iko 4'.t W reusfiy 8 hear /m # # 'bb,5 Y l = 3L'S - \\t O '\\e 5'li g.w darostib. 7,y 7 o g 7, > 78 0 go. 2,3,4 @ ~ N 3o 14200 '2.x 3 r r 2. 5 f .135 y 1 \\10 o g \\ ~ - q ri,r ii 2,9 e ~ $ = t t 'i. tr F + lt 8 '

' " " * "'" '"""'"" " " ^" "

OALCULATION SHEET J.s./.;'.o. / C1LCUL;.Ts uJ ws. LEY sica past 0$9 9 fo di- $f-5~ 0 8-/0 we st FIEPA%E3 /D ATE LEVIEgD /J%ECREQ / D ATE 1%CEPENDE T REVJr0 Eft / ATE 5 thru 4/n/4e M. BLw/ &/n/4e 11X2 1/HlT5 SutJECT/ TITLE QA CATE@Y/ CODE CL ASS $[/{f7)/l* h&$lt [ h/ll3 lsl. 130'- 170' 0 ATTACHMDff Ib raar la V6(flCd CAggna 059%02.-5C-5 (N2 g(p bs' s1 5 4 260 W Arm 2S W S 2. = h

y. I'l.5 7 2

'l t o "2. y 2 b1 Y1 _ 10413 lus,t L hysim*l di#nen) bppWK Nhd h A hallo 9 f acingle of 65' x 2 62' wm todl Ditkriew of 7 q lbs n2bz)1z I= U b1L_ = = z S. r v i o c N+ 1 u 2 ( & r w 162) V chcd Cenb of nea 4 A y Ay i V o y a

to o 1.bt gt,q uo

- \\ 3 5 Y 2 = 10 Bo 5,byg r 100 x i.-* to o o o E its. 's ' \\, 2 m,1,io n ni _ n 7,1,, 1518 M F,tB 8 5 'O /

CALCULATlON ' SH EET 4.v./e.e./cucutafia u. .. EVi a P.e

osmos, 0 r494 0 2-SC-r 0

6- // P%EPAXER /D ATE f.EVIEg2/ MECKER /D ATE 1%DEPE2DE%T RE]V*E3 PAT { S &lten b/12)fB U. 6h2MB W libl915 .U. JECT / TITLE GA CATEe$f y/ CODE CL ASS _ _l' M Sct.fwe ifm94ylis Z 47ACH,VDr7__ b 14)nll$ Gl. 130' - 170' pu ff 2 mm 06m.02 sc.-5 ) g_g ggp o j j L7M {gg - go r e 1 5' t%5.b' g_ g is' rl.s' Af6 07 x 2 = 1 ;o y 262 = yggyo 2 y 17 5 y 2. = go y So F, boo = ss 5 2 = \\ *10 0 = 0 2y 2.6 2 x 2. )oyB Y 131 (1,g, g g X N s0 ft* ,187,ytg/gqgg, q,g t10 ( t61-l28.6 ),.. r 3o. tr y to _ 7 te = j 70 (116.6-60), .J-le b7 y (D \\10 ( tis.6 7 r t g, it ,,o t.v kit)(t6tY 4 I 04S bM'IS8 bf

Go. ol y. io r k

r 1, n o,,o [ ente o f f t p dih i i.

2. = 0

CALCULATlON SHEET J.;t./.J.C. / C A LC4 LaTI LO %;;. AE Vigt DJ PAtt ososo st 8 79 fhe$ ~$$ # T O k'/ 0 PIEPAIE2/01TE4 ch e 6/nks CEVAIEE$2 / NECKE2 / D ATESh>Ra irG 1 2/ n k t 12EEPEXDEET EEVIEUtst /DATE nr SUBJECT / TITLE ~ QA C OftV / CODE CL ASS 80$ .1 D.$ rvtit-A?vM*7JI$ Z NdN' 5 l. }S o'- 170 3 ,l AUmgr b G -W ' (htccftw py je cunan OS%.02-$OS \\'t.S' is' to' sg* f hT N \\'is$ 192' go 8 2 (1Do 7y { o o y *2. !V TT y1 = 70 2 V ( 'L T + "Z,0 + '2 d ( 2 ) = pgo 3yo W I y ? x k (t) { tooi 5 '7.'>b t o = 28o( wrP r 2,g 3 so = 2 v.n (t)(l7 5 7+ 7o Nltu$= W %io 1 ~ ~ ~7.f f s o j (,,s f* of flipd e $ ft b y Ay tooy t 2 dro 2.b t 52,400 11\\'l.51"LS70 So 5, bW \\ W s L = %To O O Lv1o S 9, @o E = \\ t% 4 '

sTowe s wessTen ewoineeniwa coneonATion CALCULATION SHEET J.5./s.w./ calc;L.Tsa t:o, ,,y,,, g reo,o es O Tf14 02 - $r- $~~ O A-l$ p;traita /er.Tt CrysJe tf / CMtcutc / D AVE 1EpePE: Dext tyglt/pAlT 4 l'htri 4/2>HB D. W 4nzMe Hibif SUSJECT/ TITLE 0A CAft40RY/ CODE CLASS $Tb $f/$VT1/C /fWittof fif f IAIsIls E(. I7o'- t4o'* s Ib Vert'Ical ikvJsw GMLn 051H,.02-SC-F 2M' GS 1 5 Y f S h $b O' x. e, m 1.,, poS ft' E D Twt *1 9 -ti (4r x zb ti y t t 9 = 2,5 G >ao ft 1 L 6 tr + Tb L) N-s O se u% ~ 4 1' O 45 wo N g fp Ass 2 5 so x 2 = to w ty2avs 14.357 # .I 3rw 47 ni 2 2oo y gy g (d(thlY 5 59* $Y f10 %3 vio r#

F' STONE & WEBSTER ENGINEERING CORPORATION ' CALCULATlON S4EET ,,,f;,,,j,,,,,,,,,,,,,,,, ,,y,,, u am, o r e %sz - se-r o B-t'f PIEPAIE2/3&TE EEVIEJEP/ CNECRE2 /C ATE IRIEPENCENT REVIECE2/DATE S C/t+ 6 hah 8 H. As s /> >u-xe AL 1/MG suedEcT / TsTLE oa CATpony/ CODE CL ASS 'dfs fflinste /$MWYlos I Wstils til. 170'- l et o mr.cmw,._8 G W Dsu dd" W? IA cAtc.inost.oz-sc,-s 'I f $5 C Agw

2. x 6 5 y 2.

= L6 o 14 y t f y 'Z. ~Z v o _ _ = t.4 6o M* 2 x k ( t )l h Y f* o d t-4to# "5 *

t.. o y t o '~

6(52 r? W 8 toi y 10 -e. h-, Cedu of flipd h

9. = n i 2=0

\\ e sa e

STONE & WEBSTER ENGINEERING CORPORATION CALCULATlON SHEET ,,,, f;,,, f ou,,,,,,,, a a, ,,,,,,t, O 6' W (,, o 7 - S c - 5 / 6 - /5' .so,o., EEviEC E R / CHECKE2 / D AT E l%DEPE::0ERT REVIE2ER /DATE Pr.EPAlta/os.T164.m ehh4 /e SUOJECT / TITLE QA CATEGORY / CODE CL ASS $E r sm e e. A a.<<ve>< 0f Caassr,six A us tee B e.s g. 1. So o # t O AfC. $Y < rents add N G s.) C-o o AD / +/ A T1?S Gb 0 e4 a ( o W \\ " %g l 't. L t-Xs 1Lt %g hi n t-l %5 / 2.1. 7 ' (P,. 'i-A h', 0) [b a nt. .t g..

l. c L -

/'5 f 8 7 + / 't '7... / 3 To~t.. 3 )( = . z. c i. /s o. 37 * /3/. 43. .2. M na v

w. -

t. u. n r... -

ne. oo _1 ~~ 4) 3., s s-ts t a t.. o o ( s* ~ 's 1) 3*o u s t L, r, s >L. I 's t. t. S (sra ss ..Je ' ~f~H 6 St9 3 R t4 $[ A ab fic / D Ay' ff e<A nM s TH C., ~ 2 Go dyr a A rgi AGC 7'M C Y YA t.a d s 0F 'rt4E {ffsn N A5t' PA-o <d A & C Cr> r1c n o F* mass

/ A. c, -es -z o. B c S H r o es e o d 4 v. e c. Ms c 7ei 4Are 123456/ 809 8 0 7 0 6 0 5 6 4 1 3 2 2 1 709 8-0 R 7 0 6 0 5 9 4 1 3 5 L 2 F. 60' 1 a 9 0 8 0 7 0 6 0-s 5 0 4 5 a 3-8 e-2 1 1 - 50 90 0 83-0- 71 0 6 6 7 3 5. 4 4L 8 2 3E 4 5 2 1D 340N 1 9A 0 -8 0 7T 0 6' 5E.0 6 0 1 1 - 3N0 2 4 0 6 7 2E1 1 7 1E 30W 0 9T 0 8E 7S 05 L 6

0. 7 E4L5S0.07 VE 3L536 L

2A911 1W 1,2 0 s. 9F 8O 76K E 5I 52 1 4R04.2709 V 3T1M00262 2 3010 9 9S t 8S E 7E 8 8 6N 5F71.935.09 6e 4F r 3l37680 e 2i22513. s 1S112110

2 S, -es 2o / f T f W o /* 7 / sf G A r M c e. l7/e f4c 60+D 0 9 9 7 0 1 2 0 0 0 0 1 1 1 0 + + + + + + 6 0 D b D D 0 1 5 6 ? 8 4 4 2 5 6 8 1 3 6 9 0 9 4 3 4 0 %24 0 2 9 0 4 5 9 2 60 2 2 8 4 2 3 + 0 0 0 0 0 0 D 0009 8 7 9 0 1 1 1 0 0 0 1 1 1 5 + + + + + + D D D D D D 0 5 2 5 0 4 4 9 6 4 5 9 3 8 0 5 9 4 1 3 0 5 9 8 6 0 9 + 5 5 8 5 1 9 D 8 6 1 1 9 2 00 0 0 0 0 0 0 0 58 1 7 9 8 1 0 0 0 0 0 0 1 1 1 + + + + + + 7 0 0 0 0 D D 0 4 7 4 4 0 8 s + 2 1 6 0 5 1 D 4 5 9 2 4 4 0 1 4 1 9 6 2 0 8 0 8 1 5 5 74 1 1 7 9 1 4 a_ 8 0 0 0 0 0 0 4 R 0 EB 8 M 5 6 8 8 9 7 0 E 0 0 0 0 0 0 0 + M + + + + + + 3 D-0 D D 0 D D 1 0 T 6 9 5 4 5 7 0-N 6 3 2 6 4 8 0 E 4 9 2 9 9 9 L 6 L 1 7 0 1 8 0 E 2 A 5 5 2 8 8 4 1 V 5 5 1 7 1 8 W I 0 U 0 0 O 0 0 0 A 23 EQ 4 T 0-00 E + ++ E D 00 H 7 8 6' 9 7 9 0-00 T 0 0 0 0 0 0 N 5 00 + + + + + + E 7 00 F 0 0 D D D D E 7 00 D 5 5 9 7 2 6 n 6 53 2 5 3 1 6 6 1 91 X 3 9 9 5 5 0 i E 6 4 7 4 9 4 l B 0~ 00 t 7 6 5 0 5 2 2 1 5 1 6 2 i S 411 0 M L 000 0 0 0 0 0 0 0 L +++ + A D0D D S W 000 0 S 000 0 E F 200 0 N 8 7 5 7 8 9 4 O 701 0 F 0 0 0 0 0 0 209 5 F + + + + + + ~, X 26204 I D 0 0 D 0 D I T 2 5 6 4 5 5 R 00000 S 9 2 6 2 9 5 T 7 3 4 4 0 9 M 000000 A 4 7 5 8 5 0 433333 L 1 6 1 1 5 6 ++++++ C 4 2 5 1 8 2 S 0D0DDD O S 000000 L 0 0 0 0 O 0 E 508030 N 909710 E F 680370 H F 513220 T I 2111110 T S 0000000 ~ !i 1 h

f f. r, -cr. 2 s. A f T fo NEs. Ri4 Hee^ 4 c e. 77 4McM s 123456789o1234 t1111 809 8 0 0 7 0 0 6 0 0 5 6 6 4 1 1 3 2 2 2 1 709 8 0 0 -7 0 0 6 0 0 5-9 9 4 1 1 3 5 5 g 2 1 -4 60 T' 9 0 8-0 0 7 0 0 6' 0 0 5 0 0 4 0 3 3 2 4 20 1 0 9 17 9 501 1 9 8. 0 0 7L 0 L 0 2 6E 0 E 0 0 5 0 3 4D 5 D 0 0 3N 7 N 3 2 2A A 1 4400 0 1 93 - 0 1 0 7 81 7 0 0 6 6L 0 L 0 1 5E - 0 E 0 m 4 5-5 1 3N 5 N 5-7 2E 3 E 3 7 1E E 30W' W 0 9T T 0 8E E 7B 0 -- B 0 L 6 0 0 E 5S S V 4L000 L000 E 3L375 L796 L 2A117 A114 1W W 1,2 0 9F F 8O O ~ 76X 0. X0 5I56.500 I6.0400 8 8 EV 4R434 R 3T T3 2.. m 1M0 100 2 M 0100 4010 0 9S S B 8S S E 7E E-9 6N33 5 N3 5F16.846 F6 00 49 4F -F 8 P 3I71138 .I11011 O 2T23522 T33333. S 1S111110S111110 .i1

/ 4 s f4 ( w %s %s twe N l I

s. s. s. =.. =. =.

8S88aS -9 g 2 c.2 EC A

S $. M 8

5 5 7 + o o o o o o

s. s. s. S. : :

EEE5*9 s .m eRn + d 4*i*a N,, =,. = .hghkh [ga~5g , Os ~' ,,, n. E. n.._ .. - a ,j o. ..,7 g' d :m. n.8 8-2 2 R R ~ I i$eaeg = an -*o=m g d,

g. d d 'd d & &

m mm _ m. d-N N N f g; g i 3-3 g h Y C y u m d-dd E 5 !. a c i -g y g. I d 4 4 d-d d .s g !IIIIII 8 m .=.... =. a aa= g g g ooooo I-YI a E d d m d

d. d d.

y g E E-23o -3 dddddd. z.-. -

p, b. 9% e w% k R k A s b Q s N % M S h. vv \\g Nk 8 %88iiY +$aksR S E a % $. A N U o 3m a m a8% R. 9. 8 + d dd 9** B885EE +R aA RR R m - -a g g A. 8 dd d o o o O. 8B8 5$ $$$k $ 4 4 0 2 3. E ' $ 58ES '*4 g. 9 E.. m && 4 o R; n' 99 d g s?- 8sogg&8 k22RRR + + + + J E ~ =*E E a y a6m${3 i n i 4 9 q ".. - dd P-o a o o-o o m mm w

== si V W s ~ N N ?9TT 88 + s g{.RR Ra 2

== n i y6g=c-m m .g d-oo q..n ? E ,d =Y T 1. o o o g g d. 5 glo G = ggg8gy sa$iiRe ,oo s 5 ddddd 5 ??999 {${3335

$8

~ 1 s =18188 g 4444o ~ g dooooo. ,.g..

STONEO WEBSTER ENoINEERING CALCULATION SHEET J. /w. /CAlrULATION No. REVISION PAGE 05996.02-SC-5 0 C-f PREPARER /DATE REVIEWER /CliECKER/DATE s rkn h/nMe s GL, n 6/t<l11 INDEPENDNEN 'REVIE$W 'R0 SUBJECT / TITLE QA CATEGORYiCODE CLASS OI8 5'C/[Pr!T $ M *///S I Attachment C Crane and Roof Model The crane railis approximately on El.170'. The north and south walls supporting the crane is relatively flexible in the E-W direction, and may cause increased response especially when the crane is located in the middle of the building. The effective mass and member properties of the walls are calculated to simulate the crane frequency in the E-W direction. GTSTRUDL program is used for the frequency estimation. The roof at El.190 ft. spans 65 ft. from the north wall to the south wall. It is relatively flexible in the vertical direction compared to the walls. To account for this effect, a mass point 5 is added to the stick model. The frequency and effective mass of the roof are estimated. }}4 _g i;j p r 4 .s 5 8 = ~..

CALCULATION. SHEET Ja./J.o./c LcutATs.; ao, g E visi,,s p;,og e soio si O C-2 .X EPA 2 E2 / 01.TE 7,.EVI ECED / CZECKE3 / D ATE 110E PE% DE%T MVIE%ER /D AT E S Chen 6 lumb B. LLL - 'lu/W I4% %M SUSJECT/ TITLE GA C$60RY/ CODE CLASS dn3 Sinnuc b'wS Z Norfh f$ bit ll1 WAUS $f 6Whoss on X

p" s-w s,<. ch o n :

~ Crdhe 13ridpc C# M'dhA A v e n eol. 6 es "o 'm p@t, @ ^ 9 e 2 m e e e n N 2 @t o g 4 <g @ <6 h C @U a i I@ d [s< w s o f g / 4 lA t f 4 o C = + 2 e e <( 4 a-s 2 r1 9 >' - w v c,. ( c-m 2. o e gtit 069N OI.*N~D-T J J 'u 8 11 g

ST NE & WEBSTER EWNEERING CORPORAMW CALCULATlON SHEET J.@./J.0./ CALCUf C.Tigj LA gg y ggg gs >ggg isoio si O 6ff(. r 1-6 c - $* l g,3 P;EPAL E2/ DATE (JCC Fj '& g [71 CEVI EU E2 / CMECN E 'l / D ATE 8%DEPE%DE2T GEVIE 4 &hwa / /zt H 2 A G1Ln 'b.6 47 6 \\ SUBJECT / TITLE QA CATMORY/ CODE CL A8s e r8 Cf/3wt ht*/sd I \\ { Mem bey po pes /m Wd\\ U ""'

2 '

22 70 2~7 3' 4e 12. N I 1 (Y)(3 Y-y= I i3. -y 3 T9= h (s){Y Y = IG. I ..L (+ (2 9 9, + t n. 19 To % a N A I As L4 0 kOo)(qf 2.13 3 s I = a _4 ye 3-g Lio)(yi O3 1 I). g ( q.)(io[ = ~433.3 4 ru n e Prnd e 1: .Eshmded hfAl kmfH 7oo k = blf of f4% Nt to II. Wall Awd 0 % e< ha lf 9 W. W all. Et egu*q ik 6 M/ Dir4chon. W

4foK

-f T 4. %, // s. M, . fi,. a, Nee Abcled Com stk Oufftsf ) ( w past S j gus,an OS%.02 %-6 1 j

CALCULATION SHEET "".1.@. / J.D. / C A L C4 LAf t sJ LJ. LEvill;J PAGE no,o s, O S 9%. o 1 - 6c-C f C t,f 6 ds 4/n/Ge [{q /3 (( P/g, OEVIEOE0 / C%ECKED / D ATE 4%DEPEIDE2T R E;ER/DATE PJ EPAiER / D '.TE R GJL. % l a /97 'lI5/19 SdSJECT/ TITLE QA CAT (GORY / CODE CLASS C7g Srawe /hetyn.s ~ ~ Es/n*,& of wd/ Hifneu brid c Obe @ mid pf latwee n col u m n Lines @t@ t v e p e u q s'. Li w Oindis f: t/.% W1 M IXi s 2240 k (cc.e > holow ) ' I' M #' p cd b' s .o m 9 A= k = _p 3g7 t ' E '1 ', o.176' OP G3 3 59 viq ueo I ( 4 01 (t o y yo P 30' = b56 9 1 %4 J-e 1 n o' q pr 2 2.5 g W 4 5 45 9 I

w t 1

9. M.,

//r: = = 2.ri 3 7240-A r.s p 4

r,

6 Fw Ent and n/est mits m e+be, ft* 5 i .t I = St.tr x 2. g,t, 5, = ) t12 t. ' 51 *S-(456o 9 ; } ' M = (274 o 3 2 )/u 2 = .d u n ee: we.s - si. a h cl.gtf u /e n L.s. /. s //e c. /u ~ - /dfle e (-f-e d os resul+r g /\\Mnhnte tuens M Wii ( 3 5', iz y' x 2')*

u. if =

/ 3/ 3 Nam " 2. y t o y r25 y.ir = 3 75 x col. (, [u y o 5 17. r ) x. i r {'

2. r 7.

b ATIACHMENT VrY'0 t. par A S 2 2 9 o le gunan 059 % OL-bu G

CALCULATION SHEET " ".0."p./CA%crLAftw c,4. 'd WEVISt&M P 98 Q$ %. r,1. - S c g-O d-f f e soio st KEPALE3 /3 ATE C E v' ? '..<dCKEJ / D ATE VIEUER/DATE SUSJECT/ TITLE , u,5)_L Glst'/4! 1%DEPE3tE%TkE 2/1sfff S dsn bh z/4B GA cap 0RY / CODE CLASS C76 fCimte ha'j.f13 0 o' a um vvmn y1, '1, w -w s t ms u m ~. } u g gre 11' I Y \\

\\l Y

C. $ 11 Q, g

Y3

= if > 3.5 52.s 26 56 i = ' 8/ z 6 z, 2 2 ' I, g o, xo' o,q 2 u 01. 2 3 - o.s Y 3442 g(Ols f = 31 Sr 15 s (3.5 '2.o 7 - 29.19 sq. s 4t* pmud.- Ld3 T9 '9 a, g = M, W4 eI 18tst A 5 T2 Yn ted - L,nh WLE wn c2. A _~ 3&y Et T3 m hypov. m a.te la q lac.i q A o scvE - Udu t O (= ( ) % 4 If5 Yli oco F5f L5 G r' ,.j y. 3 6,909 PM hd $-- f $ny3 /pM t N,w, g y q = w e, m k / ft r . e paar 6 cua m 0644I,.oksc-6

CALCULATION SHEET J.0./J.0./ C ALC A LaTlaJ L O. LEvisitA P.et 6f4%.o1 - sc -s~ e-c PlEPAIEJ /Df.TE EEvlE"e E2 / CMECKE R / D ATE 4 Chn 442ME (3. ( L - 4/ssl97 1%DEPE%DE%TNE lEUE2IWW DATE 'l SUSJECT/ TITLE GA CATEWORV/ CODt CL ASS dM $[1/hf/t* h / W il$ [2.cof - 4pynug Lae q Lt A = (6r-t )( 26 t-14) = top 6 # h5 5 u-a s ee p5 p t y/ c W r = w, n b y. 3 c, o f-y, -d M9.vwvs2qfg g,7 fj5 W 4t9: %D (s's S i l ( \\_ 0 manerr 6 mar cmana 0544 fe.o2-sc-6 ) l l

STONE & WE.iSTER ENGINEERING CORPORATION CALCULATION SHEET ,,,, f a,,,,,,t,y,gm, ,,,,,, a F o e44(,.o2-sc. r e-7 } PI EPA ER/o T 'atys Ec E2 / c%ECKE3 / D ATE 1%DEPEIDE%T RE EUER/DATE 0 $0 $ $l14*< h/Z2N8 7fl3/W o n SUSJECT/ TITLE Q A CATE(IRY / CODE 'CL ASS d78 (filn* tC. hll3 dd M./45 J foid h g /m p, /,,j<:,

p.,, [

f,yp,, o s. \\ A ssune s' le-gL f o+ g ; pw, (1'1)(Gs)(2:)(&= s2 9 ' *y?' M, d 5 M ol Y' 2 t 9. o - r z. 9 i <, c, 9 3 er 1 Pc.cnho s4 mes AE A (.r n % M* Y' fi t n o A g f I;.]%

e. H

= 1 Oc,t? g g+ ' A. .tse r I y6__ par 9 agm oc4 6,oz495

7 g (

- - - ACTIVE UNITS. LENGTH WEIGHT ANGLE TEMPERATURE TIME
    - ASSUMED TO BE INCH POUND RALIAN FAHRENHEIT SECOND Reading global defaults file C:\\ Prog.am Files \\GTSTRUDL 9801\\ defaults.gts

{ 1} > $ Put any startup'esmmands in this file { 1} > { 2} > CINPUT 'c:\\ temp \\ wall.dat' { .3) > STRUDL 'GTWALL' ' CANISTER WALL SUPPORTING CRANE BRIDGE, 700k' GTSTRUDL e

** :>, +***** ****** ****** ****** ** ** ****** **

+ e, +

- - - - t s
s t, * * * **
- +*

OWNED BY AND PROFRIETARY.7 THE GEORGIA TECH RESEARCH CORPORATION

RELEASE DATE VERSION COMPLETION NO.
March 1998 9901 NT 3716 i

e ?E3,

- - - ACTIVE UNITS - LENGTH WEIGHT ANGLE TEMPERATURE TIME
    - ASSUMED TO BE INCH POUND RADIAN FAHRINHEIT SECOND j

f Reading global defaults file C:\\ Program Files \\GTSTRUDL 9801\\ defaults.gts -[ { '4} > $ Put any startup commands in this file { 4} > 'T { 5} > $ INPUT FILE C:\\ TEMP \\ WALL.DAT { 6} > UNIT FT FIPS { 7)> CONSTANTS { B} > E 519000. ALL { 9} > G 216000. ALL {

10) > DENSITY.15 ALL

{ 11 > JOINT COORDINATES { 12 >1 0. O. O. { 13 >2 3 0. ' O. O. { 14} > 3 55. O. O. WWW C f4Cf $ equ. so. sst%,o2-se-M./

i

~ d '{ 15}'> 4 80. O. O. {

16) > 5 105. O.

O.

{

'17} > 6 130 O. O. -{ 18 ) ' >.'7 155. O. O. ( 19} > 8, 185. O. O. {- 2(s) > 9 0.

35. C.

{

21) > 10 30.

'35. O. { 22)'> 11 55.

35. O.

( 23} > 12 80,

35. O.

( 24}'> 13 105. 35. O. { 2 5 } > 14 13 0. 3 5. O. { 26} > 15 155, 35. O. { 27} > 16 185. 35. O. {.

28) > 17 0.

60. O.

{ 29} > 18 30.

60. O.,

{

30) > 19 55.

60 O. -{ 31} > 20 80. 60-O. { 32} > 21 105 60. O. {

33) > 22 130. 60.

O. {

34) > 23 155, 60.

O. { 35} > 24 185. 60. O. {

36) > 25 92.5 35.

O. ) { 37} > 31 185. O. -35. I i

38) > $

[

39} > STATUS SUPPORT 1 TO 8 9 17 TO 24 31 {

40) > $ JOINT RELEASES

{ 41} > $ MOM X Y Z KFX 3.5 KFZ 3.5 KFY 135.7 l -{- 42} > type plate j { 43} >. ELEMENT INCIDENCES { 44} > 1 1 2 10 9 .{ 45'}'> 2 2 3 11 10 .{

46) > 3 3

.4 12 11 { 47} > 5 5 6 14 13 { A8) > 6 6 7 15 14 {' (9) > 7 7 8 16 15 {

50) > 8' 9

10 -18 17 .. [ 51} > 9. 10 11 19 18 4 - ( 52}.> 10 11 12' 20 19 j (

53) > 12 13 14 22 21 4

-( 54} > 13 34 15 23 .22 / { '55} > 14 15' 16 24 23 -{

56) > 16 8

16 31' { 57).> $ .{ '58} > 41 2S_ 12 4 j '{

59) > 42 4

5 25 { 60} > 43 13 25 5 { 61)-> 44 12 25 20 { '62} > 45 21 20-25 { 63} > 46 251 13 21 {' -64} > ELEMENT PROPERTIES {

65) > 1 TO 3 5 to 10 12 to 14 TYPE 'SBCR' thi 2.

I {

66) > 16 '41 to 46' TYPE 'SBCT' THI 2.

{. 67} > s' {.' 68} > TYPE SPACE FRAME 1 [- {

69) > MEMBER INCIDENCES f@M4EWT d

{. 70} > 22 2 10 s. { 71} > 23 3 11 /4, 9 dsfu, A4, oSf 94.01-SC~f, /I +

p m r. { 72} > 24 4 12 { .73} > 25_ ' 5-13 '{. '74) > 26 -6 14- { 75} > 27' '7. .15 '{.

76) > 29

,9 10 { -- 77} > 30 10 11 { - 78} > 31 'll.12 { ' ~79).> 32 12 25 i 80} > 33 -25 _13 i, 81),>.34 13 14- { 82} > 35-l 14-15. {

83) > 36 15 16

{ 84;i >. MEMBER PROPERTIES PRISMATIC -{ ~85) > 22 TO 27 AX 12. 'AY 12. AZ 12. IX 36. IY 16 IZ 9. {

86) > 29 TO 36 AX 40.'AY 40.

AZ 40. IX 213.3 IY 53.3 IZ 333.3 { 87} > INERTIA OF NODES LUMPED { 88} > DYNAMIC DEGREES OF FREEDOM STATIC CONDENSATION {- 89} > NODES 10 TO 15 25 TRANS X Y Z {- 90} > INERTIA OF JOINTS WEIGHT GRAVITY 32.2 '{

91) > 25 TRANS ALL 350.

{

92}'> UNITS. CYCLES-

{ 93} > EIGEN PARAM {

94) > FREQUENCY SPECS 0. TO 60.

'{ 95}-> DYNAMIC ANALYSIS EIGENVALUE

- - - NARNING_STCHCK -- Default value of Poisson's Ratio. 0.0 has been used for the following finite elements. Use CONSTANTS or MATERIAL command to specify a different value for Poisson's Ratio.

1 2 3-5 6 7 8 9 10 12 13 14 16 41 42 43 44 45 46 BANDWIDTH INFORMATION'BEFORE RENUMBERING. j 3 THE MAXIMUM BANDWIDTH IS 5 AND OCCURS AT JOINT 25 ,. g ' THE AVERAGE BANDWIDTH IS 1.250 ~~ THE STANDARD DEVIATION OF THE BANDWIDTH IS 1.479 ?l 2.729 1

BANDWIDTH INFORMATION AFTER RENUMBERING.

h776/REA/7 C THE MAXIMUM BANDWIDTH IS 1 AND OCCURS AT JOINT-11 /MM /0 THE AVERAGE BANDWIDTH IS 0.875 6fti'. A/#. # fM/. #f- #~f 8. / f .THE STANDARD DEVIATION OF THE BANDWIDTH IS 0.331

. (- l 1.206

\\'

TIME FOR CONSISTENCY CHECKS FOR 33 MEMBERS-0.01 SECONDS TIME FOR BANDWIDTH REDUCTION 0.05 SECONDS TIME TO GENERATE 33 ELEMENT STIF. MATRICES 0.09 SECONDS TIME TO ASSEMBLE THE STIFFNESS MATRIX 0.04 SECONDS TIME TO PROCESS 26 JOINTS 0.00 SECONDS TIME TO GENERATE REDUCED STIFFNESS MATRIX 0.02 SECONDS TIME TO ASSEMBLE LUMPED MASS MATRIX 0.13 SECONDS TIME FOR CONDENSATION 0.03 SECONDS TIME TO TRANSFORM EIGENPROBLEM 0.00 SECONDS TIME FOR TRIDIAGONALIZATION 0.01 SECONDS TIME TO COMPUTE EIGENVALUES 0.00 SECONDS TIME TO COMPUTE EIGENVECTORS 0.01 SECONDS TIME TO TRANSFORM EIGENVECTORS 0.00 SEC.vNDS TIME TO TRANSFORM EIGENVECTORS TO JOINTS 0.01 SECONDS

EIGEN-SOLUTION CHECKS
MODE------EIGENVALUE-------FREQUENCY-------FREQUENCY--------PERIOD--------

ESTIMATED---/ ((RAD /SEC)**2) (RAD /SEC) (CYC/SEC) (SEC/CYC) ACCURACY 1 7.491824D+02 2.737120D+01 4.356261D+00 2.295547D-01 5.394276D-12 2 1.129333D+03 3.360554D+01 5.348488D+00 1.869687D-01 2.800572D-12 3 1.465680D+03 3.828420D+01 6.093120D+00 1.641195D-01 1.298282D-12 4 3.226343D+03 5.680091D+01 9.040145D+00 1.106177D-01 2.629682D-13 5 4.599753D+03 6.782148D+01 1.079412D+01 9.264303D-02 2.144478D-13 6 1.002018D+04 1.001008D+02 1.593154D+01 6.276857D-02 6.961054D-14 7 2.880257D+04 1.697132D+02 2.701070D+01 3.702237D-02 6.314329D-14 8 6.829362D+04 2.613305D+02 4.159204D+01 2.404306D-02 3 5.669331D-14 9' 1.021353D+05 3.195861D+02 5.086371D+01 1.966038D-02 1.713016D-14 10 1.339734D+05 3.660237D+02 5.825448D+01 1.716606D-02 1.803308D-14 ORTHOGONALITY CHECK h $/GEWT C WITH RESPECT TO MASS gg g l'W. Afe, e fff$, $2-fe-f, R /

l l l OFF DIAGONALS: MAXIMUM = 0.5773E-14 MINIMUM =- 0.1751E-18 MEAN = 0.3563E-15 l DIAGONALS: MAXIM 0M = 0.1000E+01 MINIWJM = 0.1000Z+01 MEAN = 0.1000E+01 WITH RESPECT TO STIFFNESS OFF DIAGONALS: MAXIMUM = 0.5496E-10 g MINIMUM = 0.1137E-12 MEAN = 0.9512E-11 [MSI /1 DIAGONALS: MAXIMUM = 0.1340E+06 / ' MINIMUM = 0.7492E+03 MEAN = 0.3544E+05

END OF EIGEN-SOLUTION CHECKS
TIME TO CHECK EIGENSOLUTION 0.04 SECONDS

{ 96} > LIST DYNAMIC EIGENVALUES 10 1

RESULTS OF LATEST ANALYSES
PROBLEM - GTWALL TITLE - CANISTER WALL SUPPORTING CRANE BRIDGE, 700k ACTIVE UNITS FEET KIP CYC DEGF SEC EIGENVALUES MODE------EIGENVALUE-------FREQUENCY-------FREQUENCY--------PERIOD-------

STATUS---/ ( (RAD /SEC) * *2 ) (RAD /SEC) (CYC/SEC) (SEC/CYC) 1 7.491824D+02 2.737120D+01 4.356261D+00 2.295547D-01 ACTIVE 2 1.129333D+03 3.360554D+01 5.348488D+00 1.869687D-01 ACTIVE 3 1.465680D+03 3.828420D+01 6.093120D+00 1.641195D-01 ACTIVE

[ 4 3.226343D+03 5.680091D+01 9.040145D+00 1.106177D-01 ACTIVE 5 4.599753D+03 6.782148D+01 1.079412D+01 9.264301D-02 ACTIVE 6 1.002018D+04 1.001008D+02 1.593154D+01 6.276857D-02 ACTIVE 7 2.880257D+04 1.697132D+02 2.701070D+01 3.702237D-02 ACTIVE l 8 6.829362D+04 2.613305D+02 4.159204D+01 2.404306D-02 ACTIVE 9 1.021353D+05 3.195861D+02 5.086371D+01 1.966038D-02 ACTIVE 10 1.339734D+05 3.660237D+02 5.825448D+01 1.716606D-02 ACTIVE { 97} > LIST DYNAMIC EIGENVECTORS 3 1

RESULTS OF LATEST ANALYSES *

) PROBLEM - GTWALL TITLE - CANISTER WALL SUPPORTING CRANE BRIDGE, 700k ACTIVE UNITS FEET KIP CYC DEGF SEC ATMcMewr e Ntf /3 Mte. o ff %. n - sc-c, R. i EIGENVECTORS (UNITS: INCHES & RADIANS) MODE 1 JOINT /---------------------TRANS--------------------//- .................... ROTATION-----------------/ X-TRANS Y-TRANS Z-TRANS X-ROTATION Y-ROTATION Z-ROTATION JOINT 1 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 .0.0000000E+00 a JOINT 2 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 ($ 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 3 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 d 0.0000000E+00 0.0000000E+00 0.0000000E+00

j JOINT 4 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 t 1 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 5 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 6 GLOBAL 0.0000000E+0D 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+0C JOINT 7 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 8 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 9 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 10 GLOBAL

-0.2044358E-06 -0.1061910E-09 -0.1469601 0.2759829E-04 0.7691143E-03 0.6205631E-11 ' JOINT 11 GLOBAL -0.4985082E-06 -0.2210803E-09 -0.4657946 0.1953751E-04 0.1310491E-02 0.1284191E-10 i

I JOINT 12 GLOBAL -0.1083125E-05 -0.3564405E-09 -0.8866019 0.1319189E-04 0.1244130E-02' O.3581813E-10 JOINT 13 GLOBAL -0 2006933E-05 -0.8073441E-09 -0.8992041 0.1234029E-04 -0.1154040E-02 0.4595572E-10 JOINT 14 GLOBAL -0.4362429E-05 -0.3339971E-09 -0.5095986 0.2222902E-04 -0.1204710E-02 0.1661665E-09 I JOINT 15 GLOBAL -0.9260458E-05 -0.1013408E-07 -0.2133538 0.3765972E-04 -0.7591495E-03 -0.6200242E-10 i JOINT 16 GLOBAL -0.2284826E-04 0.1584283E-07 0.4223437E-03 0.7154282E-04 -0.4825602E-03 0.2484156E-08 JOINT 17 GLOBAL. 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 18 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 ] 0.0000000E+00 0.0000000E+00 i JOINT 19 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 20 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 j 0.0000000E+00 0.0000000E+00 i JOINT 21 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 22 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 23 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 24 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0'.0000000E+00 0.0000000E+00 JOINT 25 GLOBAL -0.1468714E-05 -0.5363540E-09 -1.000000 0.2122436E-03 0.3996363E-04 -0.5042452E-11 1 JOINT 31 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 l 0.0000000E+00 0.0000000E+00 MODE 2 JOINT /---------------------TRANS--------------------//-

ROTATION-----------------/

X-TRANS Y-TRANS 2-TRANS X-ROTATION Y-ROTATION Z-ROTATION JOINT 1 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 2 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 3 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 ' JOINT 4' GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 5 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 6 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 7 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 8. GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 r JOINT 9 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00-0.0000000E+00 0.0000000E+00 hf0hfM7" C /Hf /f f-fu. oS9ft.os.re-r f.t

JOINT 10 GLOBAL 0.1345871E-05 0.7001832E-09 -0.3771777 0.3015787E-05 0.1272545E-02 -0.4086819E-10 JOINT 11 GLOBAL 0.3277187E-05 0.1453140E-08 -0.6107591 0.3744271E-04 0.6665630E-04 -0.8449999E-10 JOINT 12 GLOBAL 0.7108138E-05 0.2339083E-08 -0.4037960 0.3450674E-04 -0.1286383E-02 -0.2350472E-09 JOINT 13 GLOBAL O.1313815E-04 0.5273221E-08 0.1876766 0.6321055E-06 -0.2577756E-02 -0.3014655E-09 ' JOINT 14 GLOBAL 0.2848449E-04 0.2207055E-08 0.9355829 0.4414980E-04 -0.1672709E-02 -0.1083749E-08 JOINT 15 GLOBAL 0.6034192E-04 0.6599568E-07 1.000000 0.2695907E-05 0.1400016E-02 0.3972723E-09 JOINT 16 GLOBAL 0.1485455E-03 -0.1030239E-06 0.1044104E 0.2579961E-03 0.3134547E-02 -0.1614867E-07 JOINT 17 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 18 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 19 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 20 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 J01NT 21 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 22 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 23 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 24 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 25 GLOBAL 0.9630609E-05 0.3514769E-08 -0.1611048 0.1881981E-04 -0.1939018E-02 0.3299575E-10 JOINT 31 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 MODE 3 7 JOINT /---------------------TRANS--------------------//-

ROTATION-----------------/

i' X-TRANS Y-TRANS Z-TRANS X-ROTATION' Y-ROTATION Z-ROTATION JOINT 1 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 O.0000000E+00 0.0000000E+00 JOINT 2 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 3 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 'O.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 4 GLOBAL 0.0000000E+00 0.0000C00E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 5 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000500E+00 0.0000000E+00 JOINT 6 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 7 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 (0.0000000E+00

0. 0000000E4 00 0.0000000E+00

$rreawr e /4tterts-i 44sc. oSYff, es-se-5', /.1

~ I l l l l l J3 INT 8. GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 9 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 10 GLOBAL 0.1003284E-05 0.5226761E-09 0.9593030 0.5372003E-04 -0.2397043E-02 -0.3047482E-10 JOINT 11 GLOBAL 0.2439913E-05 0.1081723E-08 1.000000 0.8590967E-04 0.2230633E-02 -0.6296253E-10 JOINT 12 GLOBAL 0.5283997E-05 0.1738729E-08 -0.6056595E-01 0.2299267E-04 0.3297798E-02 -0.1747188E-09 JOINT 13 ' GLOBAL 0.9745119E-05 0.3903493F-08 -0.4115951 0.5935460E-04 -0.1142739E-02 -0.2240177E-09 l JOINT 14 -GLOBAL 0.2107970E-04 0.1650405E-08 0.2546352 0.1172156E-04 -0.2330242E-02 -0.8012119E-09 JOINT 15 GLOBAL 0.4457400E-04 0.487246BE-07 0.6501898 0.3009163E-04 0.2400720E-03 0.2890509E-09 l JOINT 16 GLOBAL 0.1095095E-03 -0.7596582E-07 0.1066491E J 0.1564894E-03 0.2309010E-02 -0.1190381E-07 I JOINT 17 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 18 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 19 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 20 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 21 GLOBAL 0.0000000E+00 0.00000bOE+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 ) JOINT 22 GLOBAL 0.0000000E+00 0.0000000E+00

0. 000 0 'J0 0E+ 00 O.0000000E+00 0.0000000E+00 JOINT 23 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 24 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 JOINT 25 GLOBAL 0.7153863E-05 0.2609394E-08

-0.4203155 0.4896093E-04 0.1174849E-02 0.2446507E-10 JOINT 31 GLOBAL 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 0.0000000E+00 {

98) > PRINT DYNAMIC DATA 1........................................

PROBLEM DATA FROM INTERNAL STORAGE
r JOB ID - GTWALL JOB TITLE - CANISTER WALL SUPPORTING CRANE BRIDGE, 700k ACTIVE UNITS - LENGTH WEIGHT ANGLE TEMPERATURE TIME FEET KIP CYC DEGF SEC h77WWfA/7" C We e. 4 ff% -s2. rc.r, / i

/4de~ /4

m DYNAMIC STRUCTURAL DATA DYNAMIC DEGREES OF FREEDOM 0**** CONDENSATION METHOD: STATIC 0 JOINT TRANSLATION ROTATION 10 X Y Z 11 X Y Z 12 X Y Z 13 X-Y Z 14 X Y Z 15 X Y Z 25 X Y Z JOINT INERTIAS 0****-' INERTIA OF JOINTS LUMPED HAS BEEN SPECIFIED 0**** EFFECTIVE FRACTIONAL MEMBER LENGTH FOR MASS MOMENT OF INERTIA TERMS IS 0.100E-01' 0**** JOINT INERTIAS ARE-IN THE CURRENT WEIGHT UNITS 0**** ACCELERATION OF GRAVITY = 32.20000 0 JOINT TRANS X TRANS Y TRANS Z ROTAT X ROTAT Y ROTAT Z DAMPING 25 350.00 350.00 350.00 C.00000E+00 'O.00000E+00 0.00000E+00 0.00000E+00 m MODAL DAMPING RATIOS 'd t.................... 4 0**** MODAL DAMPING RATIOS HAVE NOT BEEN SPECIFIED J MEMBER ADDED MASS LOCATION ALONG MEMBER MEMBER SYSTEM EFFECTIVE DIRECTIONS TYPE START END MASS VALUE-Y d Nic 17 $ N *AU. 0$$$$o02* K-f,f,j l 1 )

DYNAMIC PARAMETERS ONUMBER OF DYNAMIC DEGREES-OF-FREEDOM = 21 ONUMBER OF CONDENSED DEGREES-OF-FREEDOM = 27 OEIGENPROBLEM SOLUTION TECHNIQUE: TRIDIAGONALIZATION OMAXIMUM FREQUENCY = 60.00000 0 COMPUTE RIGID BODY MODES: NO 0EIGENVALUE TOLERANCE. 8.4294E-08 0 EIGENVECTOR TOLERANCE = 8.4294E-08 0 AVERAGE HALF BAND WIDTH OF THE STIFFNESS MATRIX = 10 0****************************************

END OF DATA FROM INTERNAL STORAGE

{'

99) > LIST DYNAMIC MASS

SUMMARY

1

RESULTS OF LATEST ANALYSES
PROBLEM - GTWALL TITLE - CANISTER WALL SUPPORTING CRANE BRIDGE, 700k ACTIVE UNITS FEET KIP CYC DEGF SEC j......../................/................/................/................;

GLOBAL CENTER OF MASS MASS MOMENT AXIS COORDINATE TOTAL MASS TOTAL WEIGHT OF INERTIA /......../................/................/................/................/ X 92.50000 88.94410 2864.000 0.1995791E-26 Y 35.00000 88.94410 2864.000 146084.0 Z-0.0000000E+00 88.94410 2864.000 146084.0 f......../................/................/................/................/ { 100} > finish-1

RUN-TIME PERFORMANCE

SUMMARY

CPU Time 00:00:01.00 Elapsed Time 0 00:00:01 On Wed Aug 18 13:37:01 1999 /L lc ///JVT d d$se: Mpo eSt% $ s. rc-1~, f.1 A46f /8

CALCULATION SIIEET JmW.OKALCULATION NO. REVISION PAGE 05996.02-SC 5 1 D-/ PREPARLR/DAT E REVIEWER /CHLCKER/DAll INDLPLNDENT REVILw LR B.E. EBBESON 8-28-99 D. BONNER 8/31/99 D. BONNER 8/31/99 SUlijlCT/IllLL QA CAILGORY/CODL CLASS Seismic Analysis of Canister Transfer Building I ATTACHMENT D DISKETTE .f p 6 l 3 1 O 9 4 s / a

9 N

o 0 \\

CA t-c. 0 5' 44G. 0 2.- Sc-S tea.a, q l M TT A C H M E d 'T' E f Bob Youngs <BYoungs@geomatrix.com> on 08/17/99 02:05:21 AM _ w To: Bruce Ebbeson/ Civil /SWEC@SWEC cc: . Subject RE: Skull Valley 2.000-yr time histories The only problem is that a 20-sec duration for the fault normal component results in seven NRC frequencies with peak responses less than the design spectrum (instead of the max.i. mum of 5 specified in the SRP). This can be i fixed by multiplying the fault normal time history by a factor of 1.0058 (a 0.58% increase). And yes, the time histories are in g's

Original Message-----

From bruce.ebbeson@stoneweb. cts [mailto: bruce.ebbesonestoneweb.com] Sent: Saturday, August 14, 1999 11:55 AM To: Bob Youngs Cc: Stanley.Macie@stoneweb.com

Subject:

Re: Skull Valley 2,000-yr time histories l Thanks for the data. 'You didn't say, but I assume that the data is acceleration in g's at time intervals of.005 sec. The program Im using can only accept up 'to 4096 time points,~so I truncated the time histories at 20 seconds. I hope' e-k that's not a problem. +4 ,f.. i l l l l I ( i

3 .l/- 1 .t 1. 1 .1 I y f } N.:. ilVI ATION f lI; 0 6 %'i 60 2.- Sc -6 9_ept t I i i t b 2 t.i 1}}

ML20211P678

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