ML11314A119
| ML11314A119 | |
| Person / Time | |
|---|---|
| Site: | Crystal River  |
| Issue date: | 09/01/2011 |
| From: | Madhavkant M Enercon Services |
| To: | Office of Nuclear Reactor Regulation |
| References | |
| 3F0911-01, TAC ME5208 S09-0036 | |
| Download: ML11314A119 (89) | |
Text
Systems 7127 Calc. Sub-Type -
Priority Code 3 Quality Class S NUCLEAR GENERATION GROUP ANALYSIS / CALCULATION S09-0036 (Calculation #)
Auxiliary Building Overhead Crane (FHCR-5) Supporting Steel Structure - Analysis (Title including structures, systems, components)
BNP UNIT CR3 HNP RNP NES ALL APPROVAL Electronically Approved Rev Prepared By Reviewed By Supervisor Signature Signature Signature Name Name Name Mayankant Madhavkant Gwang Na Kyong S. Pak 0 (ENERCON) (ENERCON) (ENERCON)
Date Date Date (For Vendor Calculations)
Vendor Enercon Services Inc. Vendor Document No. N/A Owners Review By Date
Calculation No. S09-0036 Page i Revision 0 List Of Effective Pages Page Rev Page Rev Page Rev Page Rev i 0 ii 0 iii 0 iv 0 v 0 vi 0 vii 0 viii 0 ix 0 x 0 xi 0 xii 0 xiii 0 xiv 0 xv 0 xvi 0 xvii 0 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 9 0 10 0 11 0 12 0 13 0 14 0 15 0 16 0 17 0 18 0 19 0 20 0 21 0 22 0 23 0 24 0 25 0 26 0 27 0 28 0 29 0 30 0 31 0 32 0 33 0 34 0 35 0 36 0 37 0 38 0 39 0 40 0 41 0 42 0 43 0 44 0 45 0 46 0 47 0 48 0 49 0 50 0 51 0 52 0 53 0 54 0 55 0 56 0 57 0 58 0 59 0 60 0 61 0 62 0 63 0 64 0 65 0 66 0 67 0 68 0 69 0 70 0 71 0 Attachments Attach. Number of Attach. Number of Attach. Number of Rev Rev Rev Number Pages Number Pages Number Pages 1 0 50 2 0 78 3 0 9 4 0 9 5 0 25 6 0 101 7 0 292 8 0 3 9 0 3 10 0 5403 Amendments Rev & No of Rev & No of Rev & No of Rev & No of Letter Pages Letter Pages Letter Pages Letter Pages
Calculation No. S09-0036 Page ii Revision 0 Table Of Contents Page No.
List of Effective Pages ........................................................................................................................................ i Table of Contents ............................................................................................................................................... ii Revision Summary ............................................................................................................................................. v Document Indexing Tables ................................................................................................................................ v Record of Lead Review ................................................................................................................................... viii Record of Interdisciplinary Review ................................................................................................................. xvii 1.0 PURPOSE AND SCOPE ....................................................................................................................... 1
2.0 CONCLUSION
........................................................................................................................................ 1
3.0 INTRODUCTION
.................................................................................................................................... 2
4.0 REFERENCES
....................................................................................................................................... 3 4.1 Site Specifications and Procedures ................................................................................................... 3 4.2 Industrial Codes, Standards, and Manuals ........................................................................................ 3 4.3 Drawings and Sketches ...................................................................................................................... 3 4.4 Calculations......................................................................................................................................... 4 4.5 Other References ............................................................................................................................... 4 5.0 ASSUMPTIONS ..................................................................................................................................... 5 6.0 DESIGN INPUT ...................................................................................................................................... 5 6.1 Design Drawings................................................................................................................................. 5 6.2 Material Properties .............................................................................................................................. 5 6.3 Original Design Calculation ................................................................................................................ 5 6.4 New Crane Information....................................................................................................................... 5 6.5 Design Loads ...................................................................................................................................... 6 6.5.1 Dead Load (D) ............................................................................................................................. 6 6.5.2 Floor Live Loads (Lf).................................................................................................................... 6 6.5.3 Roof Live Loads (Lr) .................................................................................................................... 6 6.5.4 Crane Live Loads (Lc) ................................................................................................................. 6 6.5.5 Crane Impact Loads (I) ............................................................................................................... 6 6.5.6 Wind Loads (W) .......................................................................................................................... 7 6.5.7 Thermal Loads (T)....................................................................................................................... 7 6.5.8 Pendulum Effect .......................................................................................................................... 8 6.5.9 Seismic Load (E, E).................................................................................................................... 8
Calculation No. S09-0036 Page iii Revision 0 6.6 Load Combinations and Allowable Stresses ................................................................................... 10 7.0 METHODOLOGY ................................................................................................................................. 11 8.0 CALCULATIONS .................................................................................................................................. 13 8.1 Auxiliary Building Steel Supporting Structure .................................................................................. 13 8.1.1 GT STRUDL Model Geometry ................................................................................................. 14 8.1.2 Columns Detail .......................................................................................................................... 17 8.1.3 Discrepancies ............................................................................................................................ 20 8.1.4 Concrete Shear Wall (East - West) ......................................................................................... 21 8.1.5 Concrete Shear Wall (North -South)........................................................................................ 22 8.1.6 Crane Support Structure interface with Adjacent Auxiliary Building frame ............................. 22 8.1.7 General Model Input Procedures ............................................................................................. 23 8.2 Crane Model ..................................................................................................................................... 24 8.3 Trolley Position ................................................................................................................................. 26 8.4 Crane Bridge Positions for Structural Analysis ................................................................................28 8.5 Loads................................................................................................................................................. 40 8.5.1 Dead Load (D) ........................................................................................................................... 40 8.5.1.1. Structural Selfweight..........................................................................................................40 8.5.1.2. Floor Dead Load at Elevation 162-0 ............................................................................... 40 8.5.1.3. Roof Dead Load at Elevation 209-0 ............................................................................... 40 8.5.1.4. Dead load from adjacent frame along column line 302A ................................................. 40 8.5.1.5. Siding and Girts Dead Load .............................................................................................. 44 8.5.1.6. Concrete blocks (Hatch Cover) ......................................................................................... 44 8.5.1.7. Crane Dead Load ..............................................................................................................44 8.5.2 Live Loads (L)............................................................................................................................ 45 8.5.2.1. Floor Live Loads (Lf)..........................................................................................................45 8.5.2.2. Roof Live Load (Lr) ............................................................................................................ 45 8.5.2.3. Roof Live Load from Adjacent frame along column line 302A......................................... 45 8.5.3 Design Wind Loads (W) ............................................................................................................ 46 8.5.3.1. Wind Loads in +Z-direction (wind blow from west to east) .............................................. 46 8.5.3.2. Wind Loads in -Z-direction (wind blow from east to west) ............................................... 50 8.5.3.3. Wind Loads in +X-direction (wind blow from south to north) ........................................... 51 8.5.3.4. Wind Loads in -X-direction (wind blow from north to south) ............................................ 53 8.5.4 Operating Wind Loads (Wo) ...................................................................................................... 54 8.5.5 Crane Impact Load (IV or IL or IT) .............................................................................................. 55 8.6 Analysis Scheme and File Name Designation ................................................................................ 56
Calculation No. S09-0036 Page iv Revision 0 8.7 Member Evaluations ......................................................................................................................... 61 8.7.1 Member Code Check ................................................................................................................ 61 8.7.2 Vertical Bracing ......................................................................................................................... 61 8.7.3 Crane Runway Girder Verification ............................................................................................ 61 8.7.3.1. Sectional Properties ..........................................................................................................62 8.7.3.2. Allowable stresses ............................................................................................................. 63 8.7.3.3. Runway stress criteria (longitudinal stress) ...................................................................... 64 8.7.3.4. Check Shear Stress .......................................................................................................... 64 8.7.3.5. Code Check ....................................................................................................................... 65 8.7.4 Slack Rope Condition ............................................................................................................... 69 Attachments Total Page(s) 1 Design Criteria Document for Crystal River Unit 3 Auxiliary Building Evaluation for Crane Upgrades ........................................................................................................................................ 50 2 Crane Models............................................................................................................................................. 78 3 AISC 6th and 7th Edition Allowable Stress Design Comparison ............................................................... 9 4 Crane Drawings ........................................................................................................................................... 9 5 Operating Wind Loads ............................................................................................................................... 25 6 Two Span Crane Runway Analyses - GT STRUDL Input and Output Files ......................................... 101 7 Member Loads Spreadsheets ................................................................................................................. 292 8 Correspondence with GT Case Center....................................................................................................... 3 9 Vertical Bracing Evaluation.......................................................................................................................... 3 10 Support Reactions ................................................................................................................................. 5403
Calculation No. S09-0036 Page v Revision 0 Revision Summary Revision # Revision Summary (Include brief description of revision and a list of ECs and other modifications incorporated into revision) 0 Original Issue per EC 70139 Document Indexing Tables Document Management System Data (For update of PassPort Controlled Document information Document Service is to delete roll over data only if shown for DELETE in the following tables)
Notes - General Doc Services Text of General Notes Action (Enter ADD, DELETE, or )
ADD This calculation is issued to support the ISFSI project (EC 70139).
Reference Numbers - Reference Systems Doc Services System Action (Two letter code for systems affected by results)
(Enter ADD, DELETE, or )
ADD 7127 Reference Numbers - Other References (references to PassPort products)
Doc Services Type Reference Sub Title Action (e.g. AR, (e.g. AR No, EC No, (AR Assign No, (Enter ADD, EC, WO, WO No, etc) WO Task No, DELETE, or ) etc) etc.)
ADD EC 70139 ISFSI Auxiliary Building Crane Upgrade (FHCR-5)
ADD AR 431929431929 Crane drawing requires verification.
Calculation No. S09-0036 Page vi Revision 0 Input Document References - Controlled Documents with Cross References Doc Services Doc. Type Document Document ID Sheet Doc Minor Ref Action (e.g. CALC, Sub-Type (e.g., Calc No., Dwg. (Dwg. sheet Rev Rev Type DWG, NPAS, No., Procedure No) number if (Enter ADD, REV, (for Calc (for NPAS POM, etc) Applicable)
DELETE, or ) Amendments) Docs)
ADD DWG 522-001 1 ADD DWG 522-003 6 ADD DWG 522-004 4 ADD DWG 522-006 3 ADD DWG 522-007 1 ADD DWG 522-008 1 ADD DWG 521-102 6 ADD DWG 422-019 8 ADD DWG 422-023 11 ADD DWG 422-031 4 ADD DWG 422-005 7 ADD DWG 422-015 15 ADD DWG 001-023 26 ADD DWG 001-032 31 ADD DWG 001-012 41 ADD DWG 002-003 5 ADD CALC 2:01.16 -
ADD CALC 2:01.10 -
ADD CALC 2:01.7D -
ADD CALC 2:01.15 -
ADD CALC 2:01.14 -
ADD CALC 2:01.11 -
ADD CALC 2:01.12 -
Calculation No. S09-0036 Page vii Revision 0 Description Codes (Key Words)
Doc Services Code Action (Codes for Key Words)
(Enter ADD, (To be recorded as document DELETE, or ) description codes in PassPort)
ADD ISFSI ADD AUXILIARY BUILDING ADD FHCR-5 ADD OVERHEAD CRANE Output Document References (Doc Service is to open listed documents and add or delete this Calc as a reference)
Doc Services Document Document Document ID Revision Action Tracking Action Type Sub-Type (e.g., Calc No., Dwg. No., (AR number or EC number (Enter ADD, (e.g. CALC, DWG, Procedure No., Software that will track revision of DELETE, or ) TAG, PROCEDURE, name and version) affected document for the SOFTWARE) results of this calculation)
ADD CALC S10-0063 EC 70139 Equipment Database Data (For update of PassPort Equipment Database information)
Equipment Document References Config Mgt Equipment Equipment Type Relationship to Calc.
Action Tag (includes SFTAPL for (e.g. equipment operation affected by results, (Enter ADD, analysis software) equipment design affected by results, analysis DELETE, or ) software)
Evaluation of supporting structure for ADD FHCR-5, CRN CRN new/replacement crane
Calculation No. S09-0036 Page viii Revision 0 Record of Lead Review Document S09-0036 Revision A The signature below of the Lead Reviewer records that:
- the review indicated below has been performed by the Lead Reviewer;
- appropriate reviews were performed and errors/deficiencies (for all reviews performed) have been resolved and these records are included in the design package;
- the review was performed in accordance with EGR-NGGC-0003.
Design Verification Review Engineering Review Owners Review Design Review Alternate Calculation Qualification Testing Special Engineering Review YES N/A Other Records are attached.
Gwang Na Civil/Structure 4-14-2010 Lead Reviewer (print/sign) Discipline Date Item Deficiency Resolution No.
- 1) NONE 2) 3)
4) 5)
6) 7)
8)
FORM EGR-NGGC-0003-2-10 This form is a QA Record when completed and included with a completed design package. Owners Reviews may be processed as stand alone QA records when Owners Review is completed.
Calculation No. S09-0036 Page ix Revision 0 Record of Lead Review Document S09-0036 Revision B The signature below of the Lead Reviewer records that:
- the review indicated below has been performed by the Lead Reviewer;
- appropriate reviews were performed and errors/deficiencies (for all reviews performed) have been resolved and these records are included in the design package;
- the review was performed in accordance with EGR-NGGC-0003.
Design Verification Review Engineering Review Owners Review Design Review Alternate Calculation Qualification Testing Special Engineering Review YES N/A Other Records are attached.
Gwang Na Civil/Structure 10-3-2010 Lead Reviewer (print/sign) Discipline Date Item Deficiency Resolution No.
Section 3.0: Add following references.
NUREG-0554 1 NUREG-0612 Comment Incorporated Calculation 2:01:50 Calculation S10-0063 Section 6.5: Show load notations defined in 2 DCD (D, Lf, Lr etc.)
Comment Incorporated Section 6.5.9: Change title of section from 3 Response Spectra to Seismic Load (E, E)
Comment Incorporated Section 8.0: 4th line, explain Fig 8.8 and Table xx in this Section. For example, add column 4 base locations and boundary conditions are Comment Incorporated shown in Figure 8.8 and Table xx, respectively.
Section 8.1.7 (f): Reword this paragraph.
Explain that eigenvalue analysis is performed 5 instead of just saying mass matrix [M] and Comment Incorporated stiffness matrix [K] are calculated.
Section 8.7.3.2 (a): Change span L=20 ft to 6 24.25 ft Comment Incorporated Section 8.7.3.2 (b): Change L4x8x3/4 to 7 L6x8x7/8 Comment Incorporated Table of Contents: Add 3.0 References, 4.0 8 Introduction, 5.0 Assumptions. Update page Comment Incorporated numbers
Calculation No. S09-0036 Page x Revision 0 Change GTSTRUDL version 28 to 30 in 9 Reference.
10 Add Conclusion section. Comment Incorporated Section 3.2.2: Change Specification of 11 Structural Steel Building to Steel Construction Comment Incorporated Manual Section 5.0: Do we have maintenance 12 requirement and procedure described in this Comment Incorporated, statement is deleted Section? Or, delete these.
Section 6.5.7: Need brief explanation for this 13 load. Paragraph in DCD is also short and you Comment Incorporated can copy the statements to this Calculation.
14 Section 6.6. Update Table to match with DCD. Comment Incorporated Divide Section 5.1 to make two Separate 15 sections Design Drawings, Material Comment Incorporated Properties Section 5.1: Add Poissons Ratio, Mass 16 Density, Modulus of Elasticity.
Comment Incorporated 17 Section 5.3: Change units Section deleted Section 7.0, Item 8: Add floor in front of live 18 load. Specify seismic load direction for Comment Incorporated both N-S & E-W directions.
Section 8.6: remove = notations in left column 19 of Table. Also, change unit to kips in a Table Comment Incorporated of Lift Load Condition.
Section 8.5.3.1: For wind pressure calculation at each side of building, specify actual 20 direction. Comment Incorporated e.g.) change Windward to Windward (west side)
Specify table number to any table referenced in 21 this calculation.
Comment Incorporated Section 8.5.3: Before discussion of wind pressure calculation and actual wind velocity at 22 each elevation, show actual basic design wind Comment Incorporated velocity of 110 mph used in the following calculation. Also add reference (DBD 1/3).
Section 8.5.3: After Table 8.5, for E-W 23 direction: building height-width ratio, show Comment Incorporated actual calculation to show how we got 0.43 FORM EGR-NGGC-0003-2-10 This form is a QA Record when completed and included with a completed design package. Owners Reviews may be processed as stand alone QA records when Owners Review is completed.
Calculation No. S09-0036 Page xi Revision 0 Record of Lead Review Document S09-0036 Revision C&0 The signature below of the Lead Reviewer records that:
- the review indicated below has been performed by the Lead Reviewer;
- appropriate reviews were performed and errors/deficiencies (for all reviews performed) have been resolved and these records are included in the design package;
- the review was performed in accordance with EGR-NGGC-0003.
Design Verification Review Engineering Review Owners Review Design Review Alternate Calculation Qualification Testing Special Engineering Review YES N/A Other Records are attached.
11-01-2010 Gwang Na Civil/Structure 2-9-2011 Lead Reviewer (print/sign) Discipline Date Item Deficiency Resolution No.
- 1) NONE 2) 3)
4) 5)
6) 7)
8)
FORM EGR-NGGC-0003-2-10 This form is a QA Record when completed and included with a completed design package. Owners Reviews may be processed as stand alone QA records when Owners Review is completed.
Calculation No. S09-0036 Page xii Revision 0 Record of Lead Review Document S09-0036 Revision B The signature below of the Lead Reviewer records that:
- the review indicated below has been performed by the Lead Reviewer;
- appropriate reviews were performed and errors/deficiencies (for all reviews performed) have been resolved and these records are included in the design package;
- the review was performed in accordance with EGR-NGGC-0003.
Design Verification Review Engineering Review Owners Review Design Review Alternate Calculation Qualification Testing Special Engineering Review YES N/A Other Records are attached.
Casaba Ranganath Civil/Structure 10-15-10 Lead Reviewer (print/sign) Discipline Date Item Deficiency Resolution No.
1 Page 5, Revise # 0 to B. Comment Incorporated 2 Calculation number is shown as S10-0036 in all the sheets except the cover sheet. Comment Incorporated Change this to S09-0036.
3 Page iv, Attachments: Delete supplied from Item 4 and the page numbers should Comment Incorporated be 9 instead of 8.
4 Verify latest revision numbers for drawings listed in Page vi and in reference section.
Comment Incorporated Some of the drawings are not the latest revisions.
5 Page ix, The review comments should be hard copies and not electronic copies. Comment Incorporated Please include hard copy of the comments.
6 Section 2.0: Add in the last sentence including column base plates Comment Incorporated 7 Section 3, Page 2: In the last sentence 1st paragraph add earthquake loads. Comment Incorporated 8 Section 4.4, Page 4 Calculation S10-0063 is AR00427987 for S10-0063 is created. DCD is not final. Need to have an AR to track the already issued and the calculation S09-0036 is completion. Same for DCD in Section 4.5. verified against DCD.
Calculation No. S09-0036 Page xiii Revision 0 9 Section 7.0, Page 10, Item 2 last sentence change to and to to verify Comment Incorporated Section 8.1.2, Page 16, Column Detail: Last sentence should be 302A-I1 instead of Sentence deleted as information is already 301A-I1. Why is this mentioned separately, provided in the Table 10 when it is already stated above in that paragraph.
11 Page 18, Table: Change 302-N2 to 302A-N2 Comment Incorporated 12 Section 8.5.2.2, Page 44: Roof Live Load (Lr) - Second line delete way Comment Incorporated 13 Section 8.4, Page 54, last sentence change kook to hook. Comment Incorporated 14 Section 8.7.3.1, Page 61: Delete 8.7.3.1 below 8.7.3.1. Comment Incorporated 15 Pages 65, 66, &67: In Table under Member IR heading delete For from For Bending Comment Incorporated stress.
16 Page 18, Table: Change 302-N2 to 302A-N2. Comment Incorporated 17 In the STRUDL input in the hook down position, the Y coordinate for CN 450 is shown as -44.2 inches. This would mean that the hook will be below grade Elevation Its true, that in use hook down position will be less 119, which is not possible. Need to verify than what is evaluated in the model. Up and down this dimension. This appears to be correct positions for crane hook is provided by crane from Page 54 table (rope length of 1056.16 vendor and needs to be evaluated. Any inches) and hook up position Y coordinate intermediate position shall be enveloped by these 96.16 inches for CN 450. However, this is two extreme hook positions.
not feasible. What is the justification for using -44.26 inches Y coordinate in the hook down position for CN 450.
18 Attachment 3, Page 5. Item 1.0 last sentence change that to than. Comment Incorporated 19 Attachment 9 shows the allowable stress as 1.5 times .5 Sy. What is the reference for this allowable, this allowable is not shown in Fy /(0.6 Fy) = 1.6 is the multiplier for elastic limit DCD and why 36 ksi is not used as per and conservatively 1.5 is used in overall calculation DBD1/3, which states that the stresses can and if some over stress is observed then go up to elastic limit (Sy). Is the modification depending on overstress location and member it is to eight vertical bracing required if A 490 manually checked to see if IR is less than 1.6 or bolts are used that could reduce the number needs modification.
of bolts and thus may not have reduced section at the bolt location.
FORM EGR-NGGC-0003-2-10 This form is a QA Record when completed and included with a completed design package. Owners Reviews may be processed as stand alone QA records when Owners Review is completed.
Calculation No. S09-0036 Page xiv Revision 0 Record of Lead Review Document S09-0036 Revision C The signature below of the Lead Reviewer records that:
- the review indicated below has been performed by the Lead Reviewer;
- appropriate reviews were performed and errors/deficiencies (for all reviews performed) have been resolved and these records are included in the design package;
- the review was performed in accordance with EGR-NGGC-0003.
Design Verification Review Engineering Review Owners Review Design Review Alternate Calculation Qualification Testing Special Engineering Review YES N/A Other Records are attached.
Casaba Ranganath Civil/Structure 11-03-10 Lead Reviewer (print/sign) Discipline Date Item Deficiency Resolution No.
1 Section 4.1, Page 3: Revision number for OP-421C should be 33 instead of 32. Comment incorporated.
2 Section 4.3, Page 3: Revision numbers for Drawings 001-023, 001-032, and 001-012 Comment incorporated.
are not consistent in Page vi and Page 3.
Note: Please verify the latest revision Title and revision number of other PE documents numbers of all the Progress Energy are verified.
documents referenced in this calculation.
FORM EGR-NGGC-0003-2-10 This form is a QA Record when completed and included with a completed design package. Owners Reviews may be processed as stand alone QA records when Owners Review is completed.
Calculation No. S09-0036 Page xv Revision 0 Record of Lead Review Document S09-0036 Revision 0 The signature below of the Lead Reviewer records that:
- the review indicated below has been performed by the Lead Reviewer;
- appropriate reviews were performed and errors/deficiencies (for all reviews performed) have been resolved and these records are included in the design package;
- the review was performed in accordance with EGR-NGGC-0003.
Design Verification Review Engineering Review Owners Review Design Review Alternate Calculation Qualification Testing Special Engineering Review YES N/A Other Records are attached.
Casaba Ranganath Civil/Structure 3-12-11 Lead Reviewer (print/sign) Discipline Date Item Deficiency Resolution No.
1 Table on page 24 of calculation shows that the X and Z rotations will be restricted from rotation as per Vendor Stipulation for trolley wheels. Whereas GTSTRUDL input shows Comment incorporated.
that these are free from rotation. The calculation table requires to be revised to reflect the GTSTRUDL input.
2 S09-0036 Revision 0 calculation submitted (3/23/ for approval do not have all the attachments Comment incorporated. All attachments are
- 11) that were in Revision B, verify. Also in submitted and computer file folders are updated to Revision B attachment the File Folder have same format.
E1/HD-WL/3 does not have the same format as the rest such as E1/HD-WL/15 etc.
Calculation No. S09-0036 Page xvi Revision 0 3 Editorial:
(3/23/ a) Attachment 8, Page 1: Delete Crane
- 11) Bracket from Title.
a) This attachment is only for the crane bracket b) Attachment 8: Delete from the title on forces, therefore title is not revised.
each page from Page 4 onwards Crane b) This attachment is only for the crane bracket Bracket forces, therefore title is not revised.
c) Attachment 10: Replace Crane Bracket c) Comment Incorporated, the Attachment is
& Member Force Results for all Load renamed Support Reactions - All runs, All Cases and all Runs from title from Load Cases Excluding 7000 and 8000 Series Page 4 onwards with Support Reactions all Load Cases Excluding 7000 & 8000 series all Runs.
4 Keiths comment regarding the Load Cases Load cases LC13, LC14, and LC15 in DCD are (3/29/ LC 13, LC14, and LC15 that are in DCD are evaluated in this calculation. See revised page 10
- 11) not evaluated in Calculation S09-0036, this for clarification.
requires to be addressed.
Consider all three direction impact load Comment incorporated, load combinations in 5 simultaneously for ASME NOG-1 Load GTSTRUDL input file, calculation and all excel combinations. sheets are updated to reflect the same.
FORM EGR-NGGC-0003-2-10 This form is a QA Record when completed and included with a completed design package. Owners Reviews may be processed as stand alone QA records when Owners Review is completed.
Calculation No. S09-0036 Page xvii Revision 0 Record of Interdisciplinary Reviews PART I DESIGN ASSUMPTION / INPUT REVIEW: APPLICABLE Yes No The following organizations have reviewed and concur with the design assumptions and inputs used in this calculation:
Systems Engineering Name Signature Date Operations Name Signature Date Other Name Signature Date PART II RESULTS REVIEW:
The following organizations are aware of the impact of the results of this calculation (on designs, programs and procedures):
Systems Engineering Yes NO Name Signature Date Comments:
Operations Yes NO Name Signature Date Comments:
Other Name Signature Date Comments:
Other Name Signature Date Comments:
Other Name Signature Date Comments:
Calculation No. S09-0036 Page 1 Revision 0 1.0 PURPOSE AND SCOPE The Progress Energy Crystal River Unit 3 (CR3) Auxiliary Building (AB) Overhead Crane support steel structure is being evaluated for overhead crane (FHCR-5) replacement (EC 70139). The purpose of this calculation is to develop a computer models and perform the coupled building/crane analyses. GT STRUDL (Ref. 4.5.1) finite element analysis computer program is used for this purpose. This calculation also addresses the qualification of existing and modified structural members. Evaluation of existing connections and its modification are not addressed in this calculation.
2.0 CONCLUSION
All the structural members excluding crane brackets (qualified in calculation S10-0063, Ref.
4.4.9) and crane members (qualified by crane vendor) are structurally acceptable and meet the necessary code requirements listed in Design Criteria Document (DCD, Attachment 1). As per the evaluation, it is found that total eight vertical bracing members need modifications (Attachment 9). See calculation S10-0063 for evaluation for crane bracket, crane stops, column base connections, crane rails and all member connections.
Calculation No. S09-0036 Page 2 Revision 0
3.0 INTRODUCTION
Progress Energy Crystal River Unit 3 (CR3) is implementing the Independent Spent Fuel Storage Installation (ISFSI) for Dry Fuel Storage campaign. The Transfer Casks (TC) containing the Dry Shield Canisters (DSCs) are placed into and removed from the Spent Fuel Pool (SFP) using the AB Overhead Crane (FHCR-5). The existing overhead crane capacity (120 tons but has subsequently been derated by 40% to 72 tons, and recently derated further to 25 tons per reference 4.1.1) is inadequate to handle the proposed TC to be used at CR3. In addition, the existing overhead crane does not meet the single-failure-proof criteria of NUREG 0554 (Ref. 4.2.6) and NUREG 0612 (Ref. 4.2.7). Therefore, the overhead crane must be upgraded to increase load capacity to 130 tons/15 tons, main and aux hook capacities. The existing crane is not modified instead complete new crane, including the crane bridge structure as well as the trolley is provided by the crane vendor. Therefore, the Auxiliary Building is evaluated with the new crane loads along with other loads (e.g., dead loads, live loads, earthquake loads and wind loads).
The existing Auxiliary Building is designed to resist Operating Basis Earthquake (OBE) seismic loads and a design wind speed of 110 mph (Refs. 4.1.2, 4.4.2 and 4.4.11). Tornado loads and Maximum Hypothetical Earthquake (MHE) seismic loads were not included in the original design. This calculation and supporting Calculation S10-0063 (Ref. 4.4.9) together demonstrate that the modified crane support structure can accommodate an upgraded single-failure-proof crane under heavy load cask handling to 130 tons capacity in conjunction with the loads defined by the original plant licensing basis and ASME NOG-1 (Ref. 4.2.1). This calculation and the Design Criteria Document (Attachment 1) describe the structural modeling criteria of the coupled crane and crane support structure, as well as the loads, required load combinations, analysis methodology, and acceptance criteria. The intent of this calculation is to identify critical loads for the design/evaluation of the steel frames, connections, and column base connections.
The interface point between ENERCON and crane vendor is at the top of the runway rail where crane and supporting structure meet. ENERCON is responsible for the structure below the interface, i.e., the supporting structure and crane vendor is responsible for the above the interface, i.e., the crane bridge.
Calculation No. S09-0036 Page 3 Revision 0
4.0 REFERENCES
4.1 Site Specifications and Procedures 4.1.1 OP0421C, Operation of the Auxiliary Building Overhead Crane FHCR-5, Rev. 33 4.1.2 Crystal River Nuclear Unit 3 Final Safety Analysis Report, Rev. 32 4.1.3 DBD 1/3, Major Class I Structures, Rev. 6 4.1.4 Specification SP5209, CR3 Seismic Qualification, Rev. 0 4.2 Industrial Codes, Standards, and Manuals 4.2.1 Rules for Construction of Overhead and Gantry Cranes (Top Running Bridge, Multiple Girder),
ASME NOG-1, 2004 4.2.2 Steel Construction Manual, Allowable Stress Design 6th Edition, AISC, 1963 4.2.3 Building Code Requirements for Reinforced Concrete, ACI 318-63 4.2.4 Minimum Design Loads for Buildings and Other Structures, ASCE 7-05 4.2.5 USNRC, Regulatory Guide 1.92, Combining Modal Responses and Spatial Components in Seismic Response Analysis, Rev. 2, July 2006 4.2.6 NUREG-0554, Single-Failure-Proof Cranes for Nuclear Power Plants, May 1979 4.2.7 NUREG-0612, Control of Heavy Loads at Nuclear Power Plants, July, 1980 4.2.8 Steel Construction Manual, Allowable Stress Design 7th Edition, AISC, 1973 4.3 Drawings and Sketches 4.3.1 U-62238, General Arrangement of a Three Motor Tiger Trolley, Rev. 4 4.3.2 522-001, Auxiliary Buildings - Steel Framing Column Schedule, Rev. 1 4.3.3 522-003, Auxiliary Buildings South Steel Framing Roof at Elev. 167-6 and 162-0, Rev. 6 4.3.4 522-004, Auxiliary Buildings South Steel Framing Roof at Elev. 209-1 Crane Runway Steel at Elev. 193-7, Rev. 4 4.3.5 522-006, Auxiliary Buildings South Steel Framing Column Bracing, Rev. 3 4.3.6 522-007, Auxiliary Buildings Steel Framing East South & West Girt Elevations, Rev. 1 4.3.7 522-008, Auxiliary Buildings Steel Framing West & South Girt Elevations, Rev. 1 4.3.8 521-102, Auxiliary Buildings North Steel Framing Roof Steel Plan-Crane Runway. Roof Elev.
200-4 & 209-1, Rev. 6 4.3.9 422-019, Auxiliary Buildings - South Walls from Elev. 119-0 to Elev. 143-0 Plan, Rev. 8 4.3.10 422-023, Auxiliary Buildings - South Floor Elev. 143-0 Plan Concrete Outline, Rev. 11 4.3.11 422-031, Auxiliary Buildings South Floor Slab Elev. 162-0 Plan Sections & Details, Rev. 4 4.3.12 422-005, Auxiliary Building South - Foundation Mat Elev. 93-0 Plan Concrete Outline, Rev. 7 4.3.13 422-015, Auxiliary Building South - Walls from Elev. 93-0 to Elev. 119-0 Plan, Rev. 15 4.3.14 001-023, Layout - Plan above Reactor Auxiliary and Intermediate Buildings - Elev. 143'-0, Rev.
26 4.3.15 001-032, Layout - Plan above Reactor Building Floor Elev. 160-0 & Auxiliary Building - Elev.
162'-0, Rev. 31
Calculation No. S09-0036 Page 4 Revision 0 4.3.16 001-012, Layout - Plan above Reactor Auxiliary and Intermediate Buildings - Basement Floor -
Elev. 75-0 and 95-0, Rev. 41 4.3.17 002-003, Layout - Longitudinal Section Thru Reactor Bldg. & Spent Fuel Pit, Rev. 5 4.3.18 QR88896, Hook 130 Ton Sister, Rev. 0 (Attachment 4) 4.3.19 R88752, Crane Layout 130 Ton SFP, Sh. 1/3, Rev. 0 (Attachment 4, see Section 5.0) 4.3.20 R88752, Crane Layout 130 Ton SFP, Sh. 2/3, Rev. 0 (Attachment 4, see Section 5.0) 4.3.21 R88752, Crane Layout 130 Ton SFP, Sh. 3/3, Rev. 0 (Attachment 4, see Section 5.0) 4.3.22 R88764, Trolley Layout 130 Ton SFP, Sh. 1/4, Rev. 0 (Attachment 4, see Section 5.0) 4.3.23 R88764, Trolley Layout 130 Ton SFP, Sh. 2/4, Rev. 0 (Attachment 4, see Section 5.0) 4.3.24 R88764, Trolley Layout 130 Ton SFP, Sh. 3/4, Rev. 0 (Attachment 4, see Section 5.0) 4.3.25 R88764, Trolley Layout 130 Ton SFP, Sh. 4/4, Rev. 0 (Attachment 4, see Section 5.0) 4.3.26 NUH-08-8002, NUHOMS - OS200 Onsite Transfer Cask Inner & Outer Shell Assembly, Rev. 1 4.3.27 421-129, Auxiliary Building - North Walls from Elev. 143-0 to Elev. 162-0 Plan, Rev. 4 4.3.28 421-130, Auxiliary Building - North Walls from Elev. 143-0 to Elev. 162-0 Sections & Details, Rev. 6 4.4 Calculations 4.4.1 Calculation 2:01.16, Seismic Analysis of Steel Frame 4.4.2 Calculation 2:01.10, Steel Frames 4.4.3 Calculation 2:01.7D, Applied Load from Steel Structure 4.4.4 Calculation 2:01.15, Roof Framing, Girts, and Miscellaneous Steel 4.4.5 Calculation 2:01.14, Steel Floor Framing @ 162-0 4.4.6 Calculation 2:01.11, Steel Columns 4.4.7 Calculation 2:01.12, Vertical Bracing 4.4.8 Calculation 2:01.50, Structural Steel - Aux. Building 4.4.9 Calculation S10-0063, Auxiliary Building Overhead Crane (FHCR-5) Supporting Steel Structure
- Connection Evaluation, Rev. 0 4.4.10 Calculation 2:01.13, Crane Runway Girder 4.4.11 Calculation 2:01.48, Basic Design Requirements 4.5 Other References 4.5.1 GT STRUDL Computer Program, User Manual, Georgia Institute of Technology, Version 30.0 (see Note below) 4.5.2 Wind Forces on Structures, ASCE paper No. 3269, 1961 4.5.3 AISC, Steel Design Guide 7, Industrial buildings Roofs to Anchor Rods, Second edition 4.5.4 FPC118-PR-001, Design Criteria Document for Crystal River Unit 3 Auxiliary Building Evaluation for Crane Upgrades, Rev. 2 (Attachment 1)(Attachment Z23 of EC 70139) 4.5.5 PN036539 Transmittal 04-2: Stick model printout with cover sheet, 8/23/2010 (Attachment 2)
Note: GT STRUDL is commercially available computer software that is procured and maintained under the Enercon Services QA Program.
Calculation No. S09-0036 Page 5 Revision 0 5.0 ASSUMPTIONS No degradation of the steel and concrete structures will be considered in the building analysis.
Pending NTM 00431929, crane drawings R88752 (Refs. 4.3.19 to 4.3.21) and R88764 (Refs 4.3.22 to 4.3.25) are not official drawings, and shall be verified to ensure no changes/impact to this calculation once issued.
6.0 DESIGN INPUT 6.1 Design Drawings The design drawings for CR3 are listed in references 4.3.2 to 4.3.17. In particular, Auxiliary Building Drawings 521-102, 522-001, 522-003, and 522-004 (Refs. 4.3.8, 4.3.2, 4.3.3 and 4.3.4) provide information about steel frame, and Drawings 422-023 (Ref. 4.3.10) provide information about concrete structure serving as the support for steel frame.
6.2 Material Properties Per drawing 522-001 (Ref. 4.3.2):
Structural steel: ASTM A36 (Fy = 36,000 psi)
Modulus of Elasticity, E = 29,000 psi Poissons Ratio, = 0.3 Mass Density, = 490 pcf (Note: Material properties for the crane members are taken from the vendor supplied crane model and are different from structural steel properties mentioned above.)
6.3 Original Design Calculation The complete evaluation of the Auxiliary Building (concrete and steel) is documented in Gilbert Calculation 2:01, Books I through V. Book II discusses the design of the concrete portion of structure and the interface with the steel supporting structure. Book IV and V provides the evaluation of the steel structure.
6.4 New Crane Information The geometry and mass distribution of the crane, as provided by the crane vendor, are shown in Attachment 4 and Attachment 2. Additionally, the ANSYS structural model of the crane that incorporates all pertinent structural parameters was provided by the crane vendor and is used as a design input for the evaluation of the Auxiliary Building crane support structure.
Calculation No. S09-0036 Page 6 Revision 0
- a. Major Components Weight Component Weights Trolley Weight 80,000 lbs Bridge girder Weight 80,000 lbs
- b. Lifting Weight Capacity Hoist Lifting Weight Capacity Main Hoist 260,000 lbs (130 Tons)
Auxiliary Hoist 30,000 lbs (15 Tons) 6.5 Design Loads 6.5.1 Dead Load (D)
The dead loads will consist of the self-weight of the structural members including the supporting steel and concrete, girts, siding, purlins, roofing, and miscellaneous equipment.
The dead load of the crane (e.g., trolley, bridge girders, and additional attachments) is provided by the crane vendor and is included in the model.
6.5.2 Floor Live Loads (Lf)
At elevation 162-0, a 300 psf live load is considered in accordance with DBD 1/3 (Ref. 4.1.3).
6.5.3 Roof Live Loads (Lr)
An area roof live load at EL 209-1 of 30 psf is used as specified in DBD 1/3 (Ref. 4.1.3).
6.5.4 Crane Live Loads (Lc)
The crane live load will consist of a maximum of 130 tons for the main hook and 15 tons for the auxiliary hook (Attachment 4). The loads of main hook and auxiliary hook are not concurrent.
Therefore, only the main hook load is considered in the structural frame analysis.
6.5.5 Crane Impact Loads (I)
Impact loads resulting from the operation of the crane are applied to the structural model in accordance with DBD 1/3 (Ref. 4.1.3) and ASME NOG-1 (Ref. 4.2.1). Gilbert Calculation 2.01.13 (Ref. 4.4.10) uses the impact loads listed in DBD 1/3 for analysis. The impact loads utilized in this calculation are shown on the next page and are further discussed in the section 7.5 of Design Criteria Document (Attachment 1).
Calculation No. S09-0036 Page 7 Revision 0 Table 1: Crane Impact Factor Crane Impact ASME NOG-1 DBD 1/3 Factors Used Loads (Ref. 4.2.1) (Ref. 4.1.3) in Analysis Vertical Impact 15 25 DBD 1/3 Load (Percent of max lift load) (Percent of max lift load) 10 20 Transverse (Percent of trolley and lift load -
(Percent of trolley and lift DBD 1/3 Impact Load which is the longitudinal load - 10% applied to each horizontal load on the crane crane runway girder) bridge girders) 5 Longitudinal (Percent of gantry bridge, trolley 10 load and lifted load - which is the DBD 1/3 Impact Load (Percent of max wheel load) transverse horizontal load on the crane bridge girders) 6.5.6 Wind Loads The design wind speeds used for the original plant licensing basis are shown below. In accordance with ASME NOG-1 (Ref. 4.2.1), the new upgraded crane support structure will consider an operating wind speed as shown below.
Table 2: Wind Coefficients applied to the Auxiliary Building Wind Load Speed (mph)
Original None Tornado New None Design Original 110 Wind (W) New 110 Operating Original None Wind (WO) New 50 The design wind pressure for 110 mph wind speed is calculated in accordance with ASCE Paper No. 3269 (Ref. 4.5.2). The operating wind pressure is based on ASCE 7-05 (Ref. 4.2.4).
For further discussion, see Sections 7.7, 7.8 and 7.11 of the Design Criteria Document (Attachment 1).
6.5.7 Thermal Loads (T)
The building structure is thermally constrained only at the column attachments to the concrete structure. The building structure experiences a temperature range of 55F to 95F. Thermal expansion, considering an ambient temperature of 70F will be small and the structural configuration provides adequate flexibility. Consequently thermal expansion loads on the
Calculation No. S09-0036 Page 8 Revision 0 structure will be negligible. Therefore, thermal loads will not be considered in the analysis of the Auxiliary Building.
6.5.8 Pendulum Effect As required by NUREG-0554 Section 2.5 (Ref. 4.2.6), pendulum effect of the lifted load on the crane hoist during a seismic event are considered in the analysis of the Auxiliary Building. The lifted load is modeled in both the hook-up and hook-down positions of the main hoist of the crane such that the worst-case dynamic effects of the swinging mass are captured during the seismic analysis.
6.5.9 Seismic Load (E, E)
Enveloped response spectra curve is generated for the Auxiliary Building evaluation. See Appendix 2 of DCD (Attachment 1) for derivation of response curve. Table shown below provides the brief summary.
Seism ic Analys is for Aux. Buildin g Steel Structu re Enveloped I ) Response Spectra C urrent Licensing Basis 2) AS l\'IE NOG-I-2004 RCl,lst,d A ux. Building Q ualification Operating Basis F'S AH : OBE Ground Responsc Applicabl e OBE Response Spectra OBE Spectra envelopes :
Earthqu.1ke (OBE) Spectra (GRS) with dampi ng value for the CR- 3 site at appropriate of 1% for welded and 2. 5% for level with 4% damping (Ref.
- OBE Floor Response Spectra (FRS) at Section 5.2.4.1.2) & 4153 .8) EL. 162 ' with 4% damping J )
Analysis: OBE Ground Res ponse NOTE: '111e enveloped response spectra Spectra (GRS) with 1% damping conservati vely cnvelopes both the current (Ref. Gilbc11 Calculations 2:0 1) licensing basis & ASr..m 1\'00-1 req ui rement.
Maxim um f'SAn: MHE Ground Res ponse Applicable !\I1HE Response Spectra 1\111 £ Spectra envelopes :
Spectra (GRS) with damping value for the CR-3 site at appropriate Hypothetical of 1% for we lded and 2. 5% for level with 7% d,1mping (Ref.
- Current Licensing Basis Earthquake 0-'[HE) bolted structure (Ref. FSAR AS?"!E Noo-I-2004, Secti on 41 52
- MHE Floor Res ponse Spectra (FRS) at Section 5.2 .4.1.2) & 4153 .8) EL. 162 ' with 7% dampi ng J )
Analysis: l\1HE not included NOTE: TIle enveloped response spectra conservati vely envelopes both the curren t licensing bas is & ASl\,!E 1\00-1 requirement.
1)
Calculation No.
Enveloped spectra refcr'! to a composi te response spectra comprised of th e ma.'l:imum responses from each of the contributi ng response spectn.
- 1) GRS curves from FSAR, Fig. 2-35 for OBE (to a grou nd acceleration of O.OS g act ing horizontally and 0.033 g acting vertically) and Fig. 2-36 Page for MH E (to a ground acceleration of 0. 1 g acting horizontall y and 0.067 g acting vertically): Weston Geophysical Resea rch, Inc., Seismicity Analysis and Response Spectra for Crystal River Nuclear Power Plant. Jun e 27, 1967.
NOTE: GRS curve for 2.5% damping is obtained using linear interpolation of the GRS curves for 2% and 5%, 2010.
Revision 3)
- OBE l~'RS curves for Aux . Building elevation up to 162 ' for damp ing values of 0.5% and 1% were developed in calculation S73-OO01 ,
Revision 0, ~Response Spectrum Anal ys i s~, by M.P.H. , 1973.
- FRS curves for Aux. Building elevation for damping values of2%, 3%, and 5% were devel oped in 392-0171, Revis ion 0, " Floor Response Spectrum Generation ~, by S.J. Scrhan, 1992 .
OBE: FRS curve@ EL. 162' for 4% damping is obtained using linear interpolation of the OBE FRS curves for 3% and 5% damping, 2010 .
.MHE: FRS curve@EL. 162' for 7% damping is obtained using Lin and Chang method using l\fi-IE FRS curve for 5% damping, 20 10 . S09-0036 (NOTE: Lin & Chang method oounds Powe r, Newmark and Hall, and General Implementati on Procedure (GIP) me thods.)
9 0
Calculation No. S09-0036 Page 10 Revision 0 6.6 Load Combinations and Allowable Stresses The load combinations used in the building analysis envelope the original calculations, and the applicable load combinations per ASME NOG-1, as shown in the Design Criteria Document (Attachment 1). Table 3 presents the load combinations and corresponding allowable stresses used in the evaluation of the Auxiliary Building. The structural analysis shall analyze the structure with different crane configurations and the applicable load cases shall be applied, as required.
Table 3: Load Combinations used to qualify the structural members of the Auxiliary Building.
Allowable GT STRUDL Load Total LCs Load Combination Stress Increase Cases (LC) (Cumulative )
D + L + Lc None 2000 1 D + L + Lc + I None 2010 to 2030 by 10 4 D + L + Lc + W 1.33 3000 to 3030 by 10 8 D + L + Lc + E 1.33 7000 to 7050 by 10 14 D + L + Lc + E Elastic Limit 4000 to 4050 by 10 20 D + L + L c + IA + Wo 1.33 5000 to 5030 by 10 24 D + L + Lc + E + Wo 1.33 8000 to 8230 by 10 48 D + L + Lc + E + Wo Elastic Limit 6000 to 6230 by 10 72 L = Lf + L r I = IV or IL or IT I A = IV + IL + I T LC = 130 Ton for loaded crane hook condition OR
= 0 Ton for unloaded crane hook condition Independent Loads D = Dead Load Including Crane Members Lf = Floor Live Load Lr = Roof Live Load LC = Crane Live Load W = Wind Load (Hurricane)
WO = Operating Wind Load E = Earthquake Load (OBE)
E' = Earthquake Load (MHE) (Note: This is same as SSE)
IV = Crane Impact Load (Vertical)
IT = Crane Impact Load (Transverse)
IL = Crane Impact Load (Longitudinal)
Note: LC13, LC14 and LC15 of DCD (Attachment 1) are considered in the GT STRUDL analyses when crane is in unloaded hook up configuration, where Lc = 0 Ton.
Calculation No. S09-0036 Page 11 Revision 0 7.0 METHODOLOGY In order to analyze the Auxiliary Building with new crane upgrade, a computer structural model of the crane and supporting steel structure is prepared using GT STRUDL software (Ref. 4.5.1).
The structural model consists of the overhead crane bridges, trolley, cable, lifted load, crane runway girders and steel supporting frame with appropriate boundary conditions. This steel frame and crane/trolley are modeled using space frame members. The crane pendulum is modeled using non-linear springs. The steel column base plates are modeled using appropriate releases and the concrete shear walls are modeled using springs with appropriate spring stiffness.
The specific steps in the analysis of the Auxiliary Building are as follows:
- 1. A structural model of the existing Auxiliary Building is prepared that consists of the steel members supporting the crane. Data used in the representation of the Auxiliary Building in the model is obtained from the applicable plant drawings and calculations.
- 2. The Auxiliary Building is modeled to an extent appropriate to represent the actual structural behavior and boundary conditions. Some discrepancies were observed between the structural drawing and fabrication drawings. Field walk down was performed to verify as-built condition.
- 3. The crane including trolley and bridge girders is modeled in GT STRUDL. Vendor crane model is used to generate GT STRUDL crane model. The boundary conditions for the crane wheels interfacing with runway girder are modeled in accordance with ASME NOG-1 (Ref. 4.2.1), where as trolley wheel boundary conditions are modeled as suggested by vendor crane model.
- 4. The model is analyzed for the crane bridge located at various different positions chosen to maximize the structural response in the steel structure.
- 5. For each crane bridge position, up to four trolley positions (i.e. each end, mid-span, and the quarter point from the east side) are analyzed.
- 6. At each trolley location, analyses is performed for the loaded hook up, unloaded hook up and loaded hook down condition.
- 7. The model is subjected to the independent/primary loads as listed in Section 6.6.
- 8. The lateral load cases (e.g., seismic loads, wind loads) with directionalities are taken into account in the load combinations by using plus or minus sign conventions for both North-South and East-West direction. Ten percent (10%) of the floor live load in the building model will be considered as excitable mass in the dynamic analysis.
- 9. The dynamic input to the analysis shall be determined from the response spectra curves discussed in Section 6.5.9. The resulting structural responses in the horizontal and vertical directions will be obtained separately.
- 10. The modal frequencies and shapes are extracted from the model up to zero period accelerations (ZPA) frequency of 33 Hz, so that most of the modal mass is included in the seismic analysis. The modal responses of the structure is combined using Complete
Calculation No. S09-0036 Page 12 Revision 0 Quadratic Combination (CQC) method in compliance with Regulatory Guide 1.92 (Ref.
4.2.5).
- 11. In accordance with Regulatory Guide 1.92 (Ref. 4.2.5), the missing-mass method is used to account for residual rigid response of the structure. The missing-mass method creates independent static load cases based on the acceleration associated with the ZPA frequency.
These static load cases generated from the missing mass method are then combined with the pseudo-static loading from the dynamic responses the Square Root Sum of the Squares (SRSS) methodology to create seismic loads in each direction and that account for the dynamic structural responses due total mass of the model.
- 12. In accordance with FSAR (Ref. 4.1.2), the current plant licensing basis requires that the combination of the seismic directional responses be the envelope of the absolute sum of the responses in the vertical direction and one horizontal direction (north-south or east-west).
ASME NOG-1 requires that the directional responses in the three orthogonal directions be combined using the SRSS combination method. Since a coupled analysis of the building and crane is to be performed, a conservative and bounding approach is used that envelops the results from the two methodologies required by the current plant licensing basis and ASME NOG-1.
- 13. The resulting stresses in the structural members are computed using the load combinations specified in Section 6.6 and compared to the acceptance criteria for steel and concrete structures in accordance with the DCD (Attachment 1) and the AISC Code provisions (Ref.
4.2.2).
- 14. The members of the developed analysis models will be evaluated by GT STRUDL code checking function or by manual hand calculations. The steel connections and column base plates will be evaluated by manual hand calculations per applicable site specifications and building standards in Calculation S10-0063 (Ref. 4.4.9).
Calculation No. S09-0036 Page 13 Revision 0 8.0 CALCULATIONS 8.1 Auxiliary Building Steel Structure The model is constructed in GT STRUDL. The overall geometry is shown in Fig. 8.1 and the member identifications are shown beside the members in Figs. 8.2 to 8.9. The Auxiliary Building is modeled using GT STRUDL version 30 (Ref. 4.5.1). The steel members are modeled with space frame which may experience six force actions (i.e., axial and two shear forces, and torsion and two bending moments). The members are rigidly connected to the joints unless member releases are specified. Column base locations and boundary conditions are shown in Section 8.1.2.
Figure 8.1 3D View of Auxiliary Building with One Crane Location Case
Calculation No. S09-0036 Page 14 Revision 0 8.1.1 GT STRUDL Model Geometry Figure 8.2 PLAN VIEW - Floor at EL. 162-0 (Member IDs)
Figure 8.3 PLAN VIEW - TOS at Roof EL. 209-1 (Member IDs)
Calculation No. S09-0036 Page 15 Revision 0 Figure 8.4 ELEVATION VIEW - Column Line 301 (Member IDs)
Figure 8.5 ELEVATION VIEW - Column Line 302A (Member IDs)
Calculation No. S09-0036 Page 16 Revision 0 Figure 8.6 ELEVATION VIEW - Column Lines S1 and I1 (Member IDs)
Figure 8.7 ELEVATION VIEW - Column Lines M1 and Q1 (Member IDs)
Calculation No. S09-0036 Page 17 Revision 0 Figure 8.8 Kicker at Column line M1 (Member IDs)
Figure 8.9 Kicker at Column line Q1 (Member IDs) 8.1.2 Columns Detail Figure 8.10 shows the column bases layout. The base plates to concrete structure are modeled as fixed connections about strong axis and pin connections about weak axis for columns 302A-I1, 302A-J1, 302A-L, 302A-M1, 302A-N1, 302A-N2, 302A-O1, 302A-P1, 302A-Q1, 302A-S1, 301-I1, 301-J1, 301-L, 301-M1, 301-N1, 301-N2, 301-O1, 301-P1, 301-Q1, 301-S1.
Calculation No. S09-0036 Page 18 Revision 0 e 29'-.8" e e 24'*0" 24 -Q" 1;\ --- -!:----------~- -------~'- -------~ -
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Calculation No. S09-0036 Page 19 Revision 0 Table 4: Summary of column base boundary condition for all steel bent Support Joint Column Translational Restrain
- Rotational Restrain
- Elevation No. Location X Y Z X Y Z 162-0 8101 301-I1 - - - - - R 8111 302A-I1 - - - - - R 7101 301-J1 - - - - - R 7111 302A-J1 - - - - - R 162-0 6101 301-K - - - R - R 143-0" 5101 301-L - - - - - R 5111 302A-L - - - - - R 4101 301-M1 - - - - - R 4111 302A-M1 - - - - - R 3101 301-N1 - - - - - R 3111 302A-N1 - - - - - R 2101 301-O1 - - - - - R 2111 302A-O1 - - - - - R 1101 301-P1 - - - - - R 1111 302A-P1 - - - - - R 101 301-Q1 - - - - - R 111 302A-Q1 - - - - - R 119-0 1 301-S1 - - - - - R 12 302A-S1 - - - - - R 162-0 8100 301A-I1 - - - R - R 143-0 2112 302A-N2 - - - R - R 143-0 3123 301A-N1 - - - R - R 2123 301A-O1 - - - R - R 1123 301A-P1 - - - R - R 123 301A-Q1 - - - R - R
- R denotes that rotation/translation is released
Calculation No. S09-0036 Page 20 Revision 0 8.1.3 Discrepancies Various discrepancies were observed between the Gilbert Calculation, structural drawings and As-built condition. These differences are listed below.
- 1. Member connections at the ends of (4) 36WF230 beams spanning between column lines 301 and 302A (Total 8 connections) below EL. 162-0 floor are simple shear connections per structural drawing S-522-003 (Ref. 4.3.3). This is consistent with existing Gilbert Calculation 2:01.10 (page 40 & onward, Ref. 4.4.2), which evaluated the frame with simple shear connection at these points. However, the erection plan for the same drawing shows moment connection details for the ends of the beams mentioned above. Also, the details shown on shop drawings agree with the Erection plan (i.e. the beams are detailed with Moment Connections and not Simple Shear Connections). In the present model these beams have moment restraints at the ends to characterize the true behavior of structure.
- 2. The existing Gilbert Calculation (2:01.50, page 26, Ref. 4.4.8) considers a fictitious support in the qualification of the frame at column line K. Elimination of the fictitious support in the ongoing structural analysis shows very high loads on the anchorage connection at column line 301 and K. A modification to the connection (fixed to pinned) is required to eliminate the excessive loading. The elimination of the fictitious support in model and modification of the anchorage connection type is expected to result in a general redistribution of stresses in the structure. The present model at jt. 6101 has a pin condition to address this issue, see Section 8.1.2.
- 3. As per existing Gilbert Calculation 2:01.14 (page 18 & onwards, Ref. 4.4.5), the wind/seismic forces at EL. 162-0 floor are designed to be resisted by the truss system, which consists of braces and only one N-S beam at column line 301A between O and P.
No axial force transfer is considered for the remaining beams in the N-S direction.
Structural drawing S-522-003 (Ref. 4.3.3), Plan at EL. 162-0, does not show any axial force being carried by the N-S beams except one member mentioned above. Based on review of shop drawings and limited visual inspection from walkdown, the secondary beams running N-S direction at EL. 162-0 are configured to take axial force. Also, connection details do not indicate any slotted/oversized holes at bolt locations or other suitable mechanism to release axial force on the beams. Hence all the secondary beams (North -South direction) are modeled to transfer the axial forces.
- 4. As per existing Gilbert Calculation 2:01.15 (page 6 & onwards, Ref. 4.4.4), the wind/seismic forces on roof are designed to be resisted by the truss system, which consists of roof braces and three N-S roof beams centered along the length of the E-W beams. The calculated axial force on these beams is as high as 42.4 kips. No axial force transfer is considered for the remaining beams in the N-S direction in Gilbert Calculation.
Structural drawing S-522-004, Roof Plan at EL. 209-1, does not show any axial force being carried by any of the roof beams (N-S direction). Based on review of shop drawings and limited visual inspection from walkdown, all of the roof beams running N-S direction are configured to take axial force. Also, connection details do not indicate any
Calculation No. S09-0036 Page 21 Revision 0 slotted/oversized holes at bolt locations or other suitable mechanism to release axial force on the beams. Hence all the secondary beams (North -South direction) are modeled to transfer the axial forces.
8.1.4 Concrete Shear Wall (East - West)
As per reference 4.4.7, calculation 2:01.12, the reinforced concrete shear wall in east-west direction will provide lateral stiffness to Column 302A-O1. The wall has a thickness of 2 feet, length of approximately 24-8, and height of approximately 19 feet.
Figure 8.11 Concrete Shear Wall (East - West) at Column Line O1 (Joint 2112)
The stiffness of the shear wall can be calculated as follow:
1 k 3 H 1.2 H
3EI GA where, k = Lateral stiffness of the wall H = height of wall = 228 inches Concrete Elastic Modulus = E 57000 f C' 57000 3000 psi 3122 ksi E 3122 Shear Modulus = G 1249 ksi 2(1 ) 2(1 0.25) 1 Moment of Inertia = I ( 24in )( 296in ) 3 5.187 107 in 4 12 Area = A ( 24in )( 296in ) 7104 in 2 Therefore, the stiffness can be obtained from as follows:
Calculation No. S09-0036 Page 22 Revision 0 1 1 k 3 3
18105 kip / in H 1.2 H 228 1.2 228
3EI GA 3 3122 5.187 10 7 1249 7104 This stiffness value is for a spring constant (KFZ) in GT STRUDL at joint 2112 on for Column 302A-O1 to account for the stiffness provided by the shear wall.
8.1.5 Concrete Shear Wall (North -South)
As per reference 4.4.7, calculation 2:01.12, the reinforced concrete shear wall in North-South direction will provide lateral stiffness to Column 302A at location O1, P1 and Q1.
Wall thickness = 2 (Ref. 4.3.27)
Height of wall = H = 16 = 192 in (Ref. 4.3.28)
Length = 24-3 = 291 in (Between two columns) (Ref. 4.3.28) 1 Moment of Inertia = I ( 24in )( 291in ) 3 4.93 107 in 4 12 Area = A ( 24in )( 291in ) 6984 in 2 Therefore, the stiffness can be obtained from as follows:
1 1 k 3 3
23956 kip / in H 1.2 H 192 1.2 192
3EI GA 3 3122 4.93 10 7 1249 6984 There is no positive connection between shear wall and column to transfer tension force to the shear wall. Thus shear wall is considered to resist only compressive force through shear. At any given instance only two of the three columns will be actively involved in transferring the forces. As Column 302A-P1 is in between 302A-O1 and 302A-Q1, the stiffness value of 23956 kip/in is provided as spring constant (KFX) at joint 1112 and half of it (23956 / 2 = 11978 kips/inch) is provided to remaining columns at GT STRUDL joint 2112 and 112.
8.1.6 Crane Support Structure Interface with Adjacent Auxiliary Building frame The Crane Support structure frame at floor EL. 162-0 is connected to the adjacent Auxiliary Building. Lateral supports are provided at 302A-P1 and 302A-N1 column line to reflect the boundary condition.
At Column line L, Spent Fuel Pool wall interact with the Column 302A-L and provide lateral support in east west direction at joint 5112. A support is defined at joint 5112 to take axial force in east west direction.
Calculation No. S09-0036 Page 23 Revision 0 Figure 8.12 Connection to Concrete Slab/Beam Column Line L (Joint 5112) 8.1.7 General Model Input Procedures (a) Defined geometry including joint coordinates and member incidences.
(b) Defined member and element properties for steel and rigid link members.
(c) Defined support conditions and member end releases.
(d) Defined response spectra with acceleration versus frequency data under available damping ratios for OBE and MHE case.
(e) Defined loads including dead loads and live loads of building structure and crane, wind, and seismic loads.
(f) Eigenvalue analysis is performed using up to approximately the first 250 modes. The numbers of mode are chosen to make sure that ZPA frequency is achieved.
(g) Applied response spectrum loads in three directions, for OBE and MHE.
(h) Used Complete Quadratic Combination (CQC) method to combine structural modal responses associated with different modal frequencies.
(i) Computed a new independent static loading condition (i.e., missing loads) consisting of joint load components that reflect the mass associated with all modes ignored in a prior response spectrum analysis.
(j) Transformed response spectrum analysis results into static loading conditions (pseudostatic loads in GT STRUDL terminology) for loading combinations.
(k) Combined missing mass loads and pseudostatic loads for X, Y and Z-directions. The results from the vertical and horizontal directions are then combined using the absolute sum methodology for directional combinations. Also use SRSS combination to combine all three direction results. This produces seismic load cases in two horizontal directions which can be used in load combinations.
(l) Performed static analyses of the other defined load conditions (dead, live, and wind), and these results along with the seismic results are combined using appropriate load combinations. Wind and seismic loads are considered for north, south, east and west directions.
(m) Performed AISC code check for major crane support steels. Members that are determined to be overstressed will be modified.
Calculation No. S09-0036 Page 24 Revision 0 8.2 Crane Model The properties of the crane model in the structural analysis model (e.g. geometry, mass distribution, dynamic characteristics, etc.) are based on information provided by the crane vendor (Attachments 2 & 4). The crane vendor provided an ANSYS crane model with the crane hoist in the fully retracted position and another ANSYS model with the crane hoist in the fully extended position. As the structural analysis model of the Auxiliary Building is built in GT STRUDL, it is necessary to convert the ANSYS crane models to GT STRUDL while retaining the pertinent structural properties.
North Figure 8.13 Isometric View of GT STRUDL Crane Model (Hook Up)
The boundaries at the crane wheel and rail interface are modeled in accordance with NOG-1 (Ref. 4.2.1) and consistent with the boundary conditions in the crane vendor ANSYS model.
Table 5: Restraint conditions at the crane nodes for the sign convention defined in Figure 8.14.
Translation Rotation Node X Y Z x y z A Fixed Fixed Fixed B Fixed Free Fixed C Free Fixed Fixed D Free Free Fixed All Free E Fixed Fixed Fixed F Fixed Fixed Fixed G Free Fixed Fixed H Free Fixed Fixed
Calculation No. S09-0036 Page 25 Revision 0 Figure 8.14 Crane Boundary Conditions in Accordance with ASME NOG-1 North Figure 8.15 Isometric View of GT STRUDL Crane Model (Hook Down)
Calculation No. S09-0036 Page 26 Revision 0 8.3 Trolley Position In accordance with ASME NOG-1 (Ref. 4.2.1), consideration is given to five different trolley positions defined relative to the main hook position in the evaluation of the crane support structure. These five trolley positions are at (1) the extreme end positions on the bridge span, (2) at the quarter points of the span positions, and (3) at mid span. As per ASME NOG-1 (Ref.
4.2.1), the analyses are performed with the trolley at its extreme end positions on the bridge span, the trolley at the 1/4 points of the span positions, and trolley at mid span.
However, as a result of the crane configuration (as shown in Figure 8.16), the western quarter point location of the trolley (located 11-0 from gridline 301) is almost identical to the western extreme end position of the trolley (located 10-7 3/8 from gridline 301) and therefore the two positions will be considered together in the analysis of the Auxiliary Building. The resulting four positions of the crane trolley are shown in Figures 8.17(a) to 8.17(d)
Consider various positions of trolley from E1 to E4 as trolley moves from east to west.
Total Span of Crane bridge (rail to rail) = 46-0 (E1) East end position for hook (301) = 5-0 (E2) 1/4 Span distance = 11-6 (from east end)
(E3) Mid Span distance = 23-0 (from either ends)
(E4) 1/4 Span distance = 11-6 (from west end)
(E4) West end position (302A) = 10-7 3/8 Figure 8.16 Trolley Movement Detail (Attachment 4)
(Elevation View of Crane along with Trolley)
Calculation No. S09-0036 Page 27 Revision 0 302 302 301 301 A A I1 I1 5'-0" 11'-6" J1 J1 K K C
L C L
HOOK HOOK L L 36WF300 CRANE RUNWAY 36WF300 CRANE RUNWAY GIRDER (TYP) GIRDER (TYP)
TROLLEY POSITION E2 TROLLEY POSITION E1 NTS NTS (b)
(a) 302 302 301 301 A A I1 I1 23'-0" 35'-4 5/8" J1 J1 K K CL C L
HOOK HOOK L L 36WF300 CRANE RUNWAY 36WF300 CRANE RUNWAY GIRDER (TYP) GIRDER (TYP)
TROLLEY POSITION E3 TROLLEY POSITION E4 NTS NTS (c) (d)
Figure 8.17 Modeled Trolley Positions In accordance with ASME NOG-1 (Ref. 4.2.1), analyses are performed with the main hoist in both the loaded and unloaded hook-up position and the loaded hook-down position for a total of twelve cases at every crane bridge location. Table 6 summarizes the various trolley and hook positions and loading conditions at a representative crane bridge location. All of the trolley and hook locations are considered.
Calculation No. S09-0036 Page 28 Revision 0 Table 6: Crane Hook Loading Conditions Trolley Position on Bridge East End 1/4 Span Mid-span West End Loading Condition (N1E1) (N1E2) (N1E3) (N1E4)
Hook-up - Loaded SR1 SR2 SR3 SR4 Hook-up - Unloaded SR5 SR6 SR7 SR8 Hook-down - Loaded SR9 SR10 SR11 SR12 Note: SR denotes maximum structural responses obtained from load combinations.
8.4 Crane Bridge Positions for Structural Analysis The crane bridge girders travel along the Auxiliary Building runway girders in the N-S direction along gridlines 301 and 302A and the crane trolley moves along the crane bridge girders in E-W direction. The crane bridge girders are positioned on the runway girder to produce the highest stress conditions on the runway girders and the steel supporting structure. Each crane bridge position is combined with the various trolley and hook positions discussed in Section 8.3.
Based on the Auxiliary Building structural layout, nine bridge positions are evaluated that produce maximum structural responses in the Auxiliary Building and provide sufficient information to evaluate the structural components of the building. For any given crane rail span, the crane bridge will be positioned at:
The critical bridge position that produces the maximum positive bending moment in runway girders. This occurs when the pair of crane wheel is located near mid span of the runway girder.
The critical bridge position that produces the maximum shear in the runway girders. This occurs when the crane is placed near a column.
The position of a pair of crane wheels that produces maximum column loadings. The crane wheel loads can induce the maximum responses of columns and this generally happens when the pair of two crane wheel is directly above the column or near the column.
A unit wheel load (1.0 Kips) is applied to determine the critical bridge position. The GT STRUDL input and output files can be found in Attachment 6. Based on the runway girder locations in the structure it can be divided into three categories.
Calculation No. S09-0036 Page 29 Revision 0 1 North end 37 ft span (two span continuous crane runway girder. 37-0 & 17-0)
Two-span continuous runway beam along 302A between column lines L and I1 is modeled in GT STRUDL. x represents distance from column line L to the south most wheel of the crane.
Crane parameters: S1 = 4.5 ft, S2 = 14 ft Runway parameters: L1 = 37 ft, L2 = 17 ft Excerpt from GT STRUDL Output Load no. shown below is equal to the distance of first crane wheel (X) from support 1 as shown in diagram (i.e. load 10 means x = 10 and similarly 25_5 means x = 25.5)
Mem 1 Mem 2
Calculation No. S09-0036 Page 30 Revision 0 Table 7: Vertical Reaction at Joint 2 x (ft) R2y (kips) x (ft) R2y (kips) 5 2.90 16 3.73 6 3.02 16.25 3.73 7 3.14 17 3.73 8 3.25 18 3.72 9 3.35 18.5 3.71 10 3.44 25.5 3.22 Based on the GT STRUDL results:
N1: Maximize runway girder moment x = 9 ft N2: Maximize shear force at end of beam x = 0.5 ft (approx. end of beam at the longest span)
N3*: Maximize column axial force x = 16 ~ 17 ft. (Use x = 3)
- South span of column line L is 24.25 ft, which is greater than the span 17 ft between I1 and J1.
This means that the axial force of column L due to the building itself will be greater than that of column J1. Therefore, this wheel pattern is applied to the column line L to maximize the column axial force. Thus new x = 3, i.e. pair of wheel is exactly above the column L instead of column J1
Calculation No. S09-0036 Page 31 Revision 0 (a) Crane Bridge Position N1 (b) Crane Bridge Position N2 (c) Crane Bridge Position N3 Figure 8.18 Crane Bridge Position for North end 37 span runway girder
Calculation No. S09-0036 Page 32 Revision 0 2 Typical Intermediate span (two span crane runway girder. 24-3 & 24-3)
Typical intermediate span is 24-3 long simple beam. Two spans between column lines P1 and L1 are modeled in GT STRUDL. x represents distance from column line P1 to the south most wheel of the crane.
Crane parameters: S1 = 4.5 ft, S2 = 14 ft Runway parameters: L1 = 24.25 ft, L2 = 24.25 ft Excerpt from GT STRUDL Output:
Load no. shown below is equal to the distance of first crane wheel (X) from support 1 as shown in diagram (i.e. load 23 means x = 23)
Mem 1 Mem 2
Calculation No. S09-0036 Page 33 Revision 0 Table 8: Vertical Reaction at Joint 2 R2y R2y R2y R2y x (ft) x (ft) x (ft) x (ft)
(kips) (kips) (kips) (kips) 0.5 1.98 5 2.41 11 2.47 21 2.37 0.625 2 6 2.47 12 2.47 22 2.29 1 2.06 7 2.47 13 2.47 23 2.21 2 2.16 8 2.47 14 2.47 3 2.25 9 2.47 15 2.47 4 2.33 10 2.47 16 2.47 Based on the GT STRUDL results:
N4: Maximize shear force at end of beam x = 0.5 ft (approximately end of beam)
N5*: Maximize column axial force x = 6 ft ~ 16 ft (Use x = 3)
N6: Maximize runway girder moment x = 11 ft
- N6 condition for runway girder moment x = 11 ft also envelopes the X value range shown above for N5 condition. Thus in present evaluation x = 3 is used, which is different than obtained from 2 span runway analysis.
Calculation No. S09-0036 Page 34 Revision 0 (a) Crane Bridge Position N4 (b) Crane Bridge Position N5 (c) Crane Bridge Position N6 Figure 8.19 Crane Bridge Position for Typical span runway girder.
Calculation No. S09-0036 Page 35 Revision 0 3 South end 36 ft span (two span continuous crane runway girder. 36-0 & 24-3)
Two-span continuous runway beams between column lines S1 and P1 are modeled in GT STRUDL. x represents distance from column line S1 to the south most wheel of the crane.
Crane parameters: S1 = 4.5 ft, S2 = 14 ft Runway parameters: L1 = 36 ft, L2 = 24.25 ft Excerpt from GT STRUDL Output:
Load no. shown below is equal to the distance of first crane wheel (X) from support 1 as shown in diagram (i.e. load 20 means x = 20)
Mem 1 Mem 2
Calculation No. S09-0036 Page 36 Revision 0 Table 9: Vertical Reaction at Joint 2 R2y R2y R2y R2y x (ft) x (ft) x (ft) x (ft)
(kips) (kips) (kips) (kips) 2.25 2.23 8.5 2.99 15 3.46 18 3.55 6 2.72 9 3.04 15.25 3.47 19 3.55 7 2.83 13 3.36 16 3.50 20 3.55 8 2.94 14 3.42 17 3.53 Based on the GT STRUDL results:
N7*: Maximize column axial force x = 18 ft (max at column line Q1)
N8: Maximize runway girder moment x = 8 ft N9**: Maximize shear force at end of beam x = 2.25 ft (max shear at south end of beam S1-Q1)
- N7 condition for column axial load is similar to N3 condition and N3 envelopes this condition.
In present evaluation x = 15.25 ft different then obtained from 2 span runway girder analysis.
- based on the maximum crane travel limit to the south end of the runway girder per 522-004 (Ref. 4.3.4).
Calculation No. S09-0036 Page 37 Revision 0 (a) Crane Bridge Position N7 (b) Crane Bridge Position N8 (c) Crane Bridge Position N9 Figure 8.20 Crane Bridge Position for South end 36 span runway girder
Calculation No. S09-0036 Page 38 Revision 0 Hook Centerline coordinate for 9 Bridge positions X = 0 is located at Jt. 1, along column lines S1 and 301 (i.e. south end bent near to hatch)
S1 = Distance between outer and inner wheels of crane = 4-6 S2 = Distance between two inner wheels of crane = 14-0 A = Distance in X direction from X = 0 coordinate along S1 column line to Column Line L
= 36-0 + 24-3 x 3 + 22-9 + 23-3 = 154-9 B = Distance in X direction from X = 0 coordinate along S1 column line to Column Line O1
= 36-0 + 24-3 x 2 = 84-6 C = Distance in X direction from X = 0 coordinate along S1 column line to Column Line N1
= 36-0 + 24-3 x 3 = 108-9 Crane Bridge Position 1 (N1)
X = A + (S1 + S2/2) + (9-0) = 154-9 + 4-6 + 7-0 + 9-0 = 175-3 = 2103 inch Crane Bridge Position 2 (N2)
X = A + (S1 +S2/2) + (0-6) = 154-9 + 4-6 + 7-0 + 0-6= 166-9 = 2001 inch Crane Bridge Position 3 (N3)
X = A + (S1 +S2/2) - (2-3) = 154-9 + 4-6 + 7 (2-3) = 164-0 = 1968 inch Crane Bridge Position 4 (N4)
X = B + (S1 +S2/2) + (0-6) = 84-6 + 4-6 + 7-0 + 0-6= 96-6 = 1158 inch Crane Bridge Position 5 (N5)
X = B + (S1 +S2/2) - (2-3) = 84-6 + 4-6 + 7 (2-3) = 93-9 = 1125 inch Crane Bridge Position 6 (N6)
X = C - (S1 +S2/2) - (11-0) = 108 (4-6) - (7-0) - (11-0) = 86-3 = 1035 inch Crane Bridge Position 7 (N7)
X = (S1 +S2/2) + (15-3) = 4-6 + 7-0 + 15-3= 26-9 = 321 inch Crane Bridge Position 8 (N8)
X = (S1 +S2/2) + (8-0) = 4-6 + 7-0 + 8-0= 19-6 = 234 inch Crane Bridge Position 9 (N9)
X = (S1 +S2/2) + (2-3) = 4-6 + 7-0 + 2-3= 13-9 = 165 inch
Calculation No. S09-0036 Page 39 Revision 0 Wheel Coordinates The x coordinates and node numbers of the 8 crane wheels at each bridge positions are calculated based on the hook positions and the relative distance between wheel and the hook.
Table 10: Wheel Coordinates Hook X coordinates Crane Bridge Node Number Node Number X Coordinate of Wheel Position West Wheels East Wheels (inch) (inch) 2241 CNR1011' CNR1131' 2187 CNR1021' CNR1141' N1 2103 2019 CNR1031' CNR1151' 1965 CNR1041' CNR1161' 2139 CNR2011' CNR2131' 2085 CNR2021' CNR2141' N2 2001 1917 CNR2031' CNR2151' 1863 CNR2041' CNR2161' 2106 CNR3011' CNR3131' 2052 CNR3021' CNR3141' N3 1968 1884 CNR3031' CNR3151' 1830 CNR3041' CNR3161' 1296 CNR4011' CNR4131' 1242 CNR4021' CNR4141' N4 1158 1074 CNR4031' CNR4151' 1020 CNR4041' CNR4161' 1263 CNR5011' CNR5131' 1209 CNR5021' CNR5141' N5 1125 1041 CNR5031' CNR5151' 987 CNR5041' CNR5161' 1173 CNR6011' CNR6131' 1119 CNR6021' CNR6141' N6 1035 951 CNR6031' CNR6151' 897 CNR6041' CNR6161' 459 CNR7011' CNR7131' 405 CNR7021' CNR7141' N7 321 237 CNR7031' CNR7151' 183 CNR7041' CNR7161' 372 CNR8011' CNR8131' 318 CNR8021' CNR8141' N8 234 150 CNR8031' CNR8151' 96 CNR8041' CNR8161' 303 CNR9011' CNR9131' 249 CNR9021' CNR9141' N9 165 81 CNR9031' CNR9151' 27 CNR9041' CNR9161'
Calculation No. S09-0036 Page 40 Revision 0 8.5 Loads 8.5.1 Dead Load (D) 8.5.1.1. Structural Selfweight The selfweight of structural steel members is automatically calculated by GT STRUDL based on cross-section area and material weight density.
8.5.1.2. Floor Dead Load at Elevation 162-0 Uniform member load due to concrete floor is applied to N-S direction beams at floor.
Floor Thickness = 8 (Ref. 4.3.11)
Floor dead loads are applied to beams as uniform member load on N-S direction beams, based on tributary width.
lbf 8 Floor Load: 150 3
( ft ) 100 psf ft 12 lbf Width = 6 ft (Intermediate Beams) Dc 100 psf 6 ft 600 ft lbf Width = 3 ft (Periphery Beams) Dc 100 psf 3 ft 300 ft Near Decontamination pit (see details in GT STRUDL input files):
lbf Width = 2.75 ft Dc 100 psf 2.75 ft 275 ft lbf Width = 2.25 ft Dc 100 psf 2.25 ft 225 ft lbf Width = 2.0 ft Dc 100 psf 2 ft 200 ft lbf Width = 1.0 ft Dc 100 psf 1 ft 100 ft 8.5.1.3. Roof Dead Load at Elevation 209-0 20 psf (Calc No. 2.01.16, Ref. 4.4.1) of load is applied at the roof beams as roof dead load.
lbf Width = 6.25 ft (Intermediate Beams) Dc 20 psf 6.25 ft 125 ft lbf Width = 3.125 ft (Periphery Beams) Dc 20 psf 6.25 ft 62.5 ft 8.5.1.4. Dead Load from Adjacent Frame Along Column Line 302A The columns along 302A are shared by adjacent frame and Auxiliary Building. Therefore, part of the dead load of the adjacent frame shall be taken by the 302A column line. The
Calculation No. S09-0036 Page 41 Revision 0 tributary areas for the columns are shown in Figures 8.21 and 8.22. The dead loads at EL.
167-6 and EL. 200-4 for each tributary area are summarized in Table 11. The calculated total weights are applied at each column as joint loads.
The beam end force of each roof beam of the adjacent frame shown on drawing 522-003 (Ref. 4.3.3) is 4.3 kip. The applied uniform loads are estimated of 20 psf floor dead load and 40 psf floor live load is calculated to achieve the 4.3 kip beam end force. Likewise, the beam end force of each roof beam of the adjacent Auxiliary Building shown on drawing 521-102 (Ref. 4.3.8) is 3.1 kip. The applied uniform loads are estimated 20 psf dead load, and 40 psf live load is calculated to achieve the 3.1 kip beam end force. The joint loads applied at the columns are summarized in Tables 11 & 12.
Table 11: Roof Dead Load from adjacent Auxiliary Building frame (20 psf)
Column ID Tributary Area (ft2) Applied Joint Load (kip) 302A-Q1 180 3.6 302A-P1 360 7.2 302A-O1 360 7.2 302A-N1 349 7.0 302A-M1 342 6.9 302A-L (EL 167-6) 173 3.5 302A-L (EL 200-4) 275 5.5 302A-J1 401 8.1 302A-I1 127 2.6
Calculation No. S09-0036 Page 42 Revision 0 Table 12: Structural Selfweight from adjacent frame.
Column ID Member Section Member Length within Tributary Area (ft) Weight (kip) 302A-Q1 W12x27 36.38 0.982 W16x36 14.84 0.534 WT4x12 19.16 0.230 Total Weight (kip) 1.746 302A-P1 W12x27 73.50 1.985 W18x50 14.84 0.742 Total Weight (kip) 2.727 302A-O1 W12x27 67.00 1.809 W18x50 14.84 0.742 WT4x12 38.32 0.460 Total Weight (kip) 3.011 302A-N1 W12x27 59.13 1.597 W18x50 14.83 0.742 Total Weight (kip) 2.339 302A-M1 W12x27 67.50 1.823 W18x50 14.83 0.742 WT4x12 37.54 0.451 Total Weight (kip) 3.016 302A-L W12x27 34.80 0.942 EL 167-6 W16x36 14.83 0.534 Total Weight (kip) 1.476 302A-L W14x30 14.83 0.445 EL 200-4 W10x21 37.00 0.777 W18x45 14.83 0.668 WT4x12 26.00 0.312 12I40.8 19.74 0.806 Total Weight (kip) 3.008 302A-J1 W10x21 54.00 1.134 W27x84 18.50 1.554 W18x45 28.75 1.294 W10x33 8.50 0.281 Total Weight (kip) 4.263 302A-I1 W10x21 17.00 0.147 W14x30 14.38 0.432 W10x33 8.50 0.281 Total Weight (kip) 0.860
Calculation No. S09-0036 Page 43 Revision 0 302A-Q1 302A-P1 302A-O1 302A-N1 302A-M1 302A-L AREA = AREA = AREA = AREA = AREA = AREA =
180 ft2 360 ft2 360 ft2 349 ft2 342 ft2 173 ft2 DWG 522-003 Figure 8.21 Crane Roof at EL. 167-6 (between Column Lines Q1 and L per Ref. 4.3.3) 302A-I1 AREA = 127 ft2 302A-J1 AREA = 401 ft2 302A-L AREA = 275 ft2 DWG 521-102 Figure 8.22 Roof at EL. 200-4 (between Column Lines L and I1 per Ref. 4.3.8)
Calculation No. S09-0036 Page 44 Revision 0 8.5.1.5. Siding and Girts Dead Load Girts consists of channel section C15x33.9 and W14x22 and are used to support the siding panels.
Siding Panels: Weight = 1.5 psf (Ref. 4.4.4)
Height of building (above EL 162-0) = 47 ft Siding panels across the building height is supported using nine channels (C15x33.9) and two beams (W14x22), typically.
Conservatively use following weight.
C15x33.9: W = 35 lbs/ft W14x22: W = 25 lbs/ft Total Load of Girts per unit length = 35x9 + 25x2 = 365 lbs/ft (use 400 lbs/ft)
Load per unit height across the building = 400/47 = 8.5 psf Total load = Sidings + Girts = 1.5 + 8.5 = 10 psf.
This load is applied across the height of column based on the tributary distance between the columns.
8.5.1.6. Concrete Blocks (Hatch Cover)
The weight of eight-inch thick concrete hatch covers at EL. 162-0 at south end of the building between GT STRUDL members 123 to 128 131 to 136 are considered.
Load = 150 pcf x (8/12) ft x 5 ft = 0.5 kip/ft 8.5.1.7. Crane Dead Load The crane dead loads are obtained from manufactures crane ANSYS model (Attachment 4).
The material properties and member sections in the model provide the weight of the members. Below is the summary showing the GT STRUDL Joint where load is applied and magnitude of the load Table 13: Crane Components Dead Load GT STRUDL Joint Joint Load (Kips)
CN450 1.130 CN6 0.444 CN7 0.440 CN285 0.880 CN270 1.415 CN278 1.415 CN3 0.250 CN27 0.250 CN541 0.250
Calculation No. S09-0036 Page 45 Revision 0 8.5.2 Live Loads (L) 8.5.2.1. Floor Live Loads (Lf)
Floor live load at EL 162-0 is 300 psf as specified in DBD 1/3 (Ref. 4.1.3). This load is applied in the similar manner and location as load from concrete floor, see Section 8.5.1.2 for methodology.
Table 14: Floor Live Load Width (ft) Uniform Load (lbs/ft) 6 1800 3 900 2.75 825 2.25 675 2 600 1 300 8.5.2.2. Roof Live Load (Lr)
The roof live load specified in DBD 1/3 (Ref. 4.1.3) is 30 psf. The member load applied at the roof beams is similar in the manner roof dead load is applied, see Section 8.5.1.3 for methodology.
Table 15: Roof Live Load Width (ft) Uniform Load (lbs/ft) 6.25 187.5 3 .125 93.75 8.5.2.3. Roof Live Load from Adjacent Frame Along Column Line 302A The roof live load of the adjacent frame is estimated as 40 psf uniform loads per Sec. 8.5.1.4 in this calculation. The joint loads applied at the columns are summarized in Table 16.
Table 16: Roof Live Load from adjacent frame (40 psf)
Column ID Tributary Area (ft2) Applied Joint Load (kip) 302A-Q1 180 7.2 302A-P1 360 14.4 302A-O1 360 14.4 302A-N1 349 14.0 302A-M1 342 13.7 302A-L (EL 167-6) 173 7.0 302A-L (EL 200-4) 275 11.0 302A-J1 401 16.1 302A-I1 127 5.1
Calculation No. S09-0036 Page 46 Revision 0 8.5.3 Design Wind Loads (W)
The wind loads shall be based on a basic design wind speed of 110 mph as established in Gilbert calculations (Refs. 4.4.2 & 4.4.11). The wind pressures, as a function of height and pressure coefficients, have been established per ASCE Paper No. 3269 (Ref. 4.5.2). The design wind velocities (V) for EL. 98-0 to EL. 148-0 and EL. 148-0 to EL. 248-0 are determined as 121 mph and 149 mph, respectively, per calculation 2:01.10 (Ref. 4.4.2). The pressure coefficients, summarized in Table 17, in different directions depend on the dimensions of the building and require interpolations per ASCE Paper No. 3269 (Ref. 4.5.2).
Table 17: Pressure Coefficients (Ref. 4.5.2)
Height-Windward Leeward Side Roof width Ratio 0.25 0.9 0.3 0.8 0.5 1 0.9 0.5 0.8 -
2.5 0.9 0.6 0.8 0.8 The pressure coefficients are directly obtained from Table 17 or calculated as:
E-W direction: building height-width ratio = height / width = 90.1 / 208.75 = 0.43 Windward: 0.9 (1 0.43) (0.43 0.25)
Leeward: 0.3 0.5 0.35 (1 0.25) (1 0.25)
Sideward: 0.8
( 2.5 0.43) (0.43 0.25)
Roof: 0.5 0.8 0.52
( 2.5 0.25) ( 2.5 0.25)
N-S direction: building height-width ratio = height / width = 90.1 / 48 = 1.9 Windward: 0.9
( 2.5 1.9) (1.9 1)
Leeward: 0.5 0.6 0.56
( 2.5 1) ( 2.5 1)
Sideward: 0.8
( 2.5 1.9) (1.9 0.25)
Roof: 0.5 0.8 0.72
( 2.5 0.25) ( 2.5 0.25)
The calculated pressure coefficients are multiplied to the following wind pressure Wind pressure, q = 0.002558 V2 (Ref. 4.5.2, Eq. 8) 8.5.3.1. Wind Loads in +Z-direction (wind blow from west to east)
The wind pressures for windward, leeward, and side walls are applied at the columns and wind pressure at roof is applied at roof beams as member loads in GT STRUDL. Figures 8.23, 8.24, and 8.25 shows the column spacing on west, east, south, and north sides of the
Calculation No. S09-0036 Page 47 Revision 0 building, respectively. The member loads are calculated based on the various tributary areas based on column spacing. Tables 18, 19, 20, and 21 show the member loads applied at columns for windward, leeward, and side walls respectively.
Wind pressures at each side of building:
EL 98-0 to EL 148-0:
Windward (west side): q 0.002558 1212 0.9 33.7 psf Leeward (east side): q 0.002558 1212 0.35 13.1 psf Side (north and south sides): q 0.002558 1212 0.8 30.0 psf EL 148-0 to EL 248-0:
Windward (west side): q 0.002558 149 2 0.9 51.1 psf Leeward (east side): q 0.002558 149 2 0.35 19.9 psf Side (north and south sides): q 0.002558 149 2 0.8 45.4 psf Roof: q 0.002558 149 2 0.52 29.5 psf Figure 8.23 Column Line along 302A Looking East
Calculation No. S09-0036 Page 48 Revision 0 Table 18: Windward Pressure (West Side) due to Wind +Z-direction Spacing for Member Load @ Member Load @
Column ID Tributary Area (ft) EL 98 to 148 (lb/ft) EL 148 to 248 (lb/ft)
I1 10.5 - 537 J1 27 - 1380 L(above 162) 30.1 - 1538 L (EL 162) 23.25/2 392 594 M1 23 775 1175 N1 23.5 792 1201 O1 24.3 819 1242 P1 24.3 819 1242 Q1 (above 162) 30.1 - 1538 Q1 (EL 162) 14.0 472 715 S1 20 674 1022 Member 12 and 1 are located at column line S1. These columns are directly exposed to wind and wind load is applied on theses member based on their size and Drag coefficients obtained from paper ASCE 3629 (Ref. 4.5.2).
Drag Coefficients for structural shapes from Table 2 of ASCE 3269 (Ref. 4.5.2)
Figure 8.24 Column Line along 301 Looking West
Calculation No. S09-0036 Page 49 Revision 0 Table 19: Leeward Pressure (East Side) due to Wind +Z-direction Spacing for Member Load @ Member Load @
Column ID Tributary Area (ft) EL 98 to 148 (lb/ft) EL 148 to 248 (lb/ft)
I1 10.5 - 209 J1 17 - 338 K 18.5 - 368 L (above 162) 21.6 - 430 L (EL 162) 23.25/2 152 231 M1 23 301 458 N1 23.5 308 468 O1 24.3 318 484 P1 24.3 318 484 Q1 (above 162) 30.1 - 599 Q1 (EL 162) 14.0 184 279 S1 20 262 398 302 301 301 302 301 301 A A A A 24'-0" 24'-0" 24'-0" 24'-0" TOS EL B/BP EL 161'-4" 163'-2" COLUMN LINE ALONG I1 LOOKING SOUTH COLUMN LINE ALONG S 1 LOOKING NORTH Figure 8.25 Column Lines along S1 and I1 Looking North and South, respectively
Calculation No. S09-0036 Page 50 Revision 0 Table 20: Side Wall Pressure (South Side) due to Wind in +Z-direction Spacing for Member Load @ Member Load @
Column ID Tributary Area (ft) EL 98 to 148 (lb/ft) EL 148 to 248 (lb/ft) 301 14 - -636 301A 24 - -1090 302A 14 - -636 Table 21: Side Wall Pressure (North Side) due to Wind in +Z-direction Spacing for Member Load @ Member Load @
Column ID Tributary Area (ft) EL 98 to 148 (lb/ft) EL 148 to 248 (lb/ft) 301 14 - 636 301A 24 - 1090 302A 14 - 636 The wind suction applied at the roof beams due to the wind in +Z-direction is calculated as:
lbf lbf 29.5 2 6.25 ft 184 ft ft 8.5.3.2. Wind Loads in -Z-direction (wind blow from east to west)
The wind pressures for windward, leeward, and side walls are applied at the columns and wind pressure at roof is applied at roof beams as member loads in GT STRUDL. Figures 8.23 to 8.25 show the column spacing on west, east, south, and north sides of the building, respectively. Tables 22, 23, 24, and 25 list the member loads applied at columns for windward, leeward, and side walls, respectively.
Table 22: Windward Pressure (East Side) due to Wind in -Z-direction Spacing for Member Load @ Member Load @
Column ID Tributary Area (ft) EL 98 to 148 (lb/ft) EL 148 to 248 (lb/ft)
I1 10.5 - -567 J1 17 - -869 K 18.5 - -945 L(above 162) 21.6 - -1104 L (EL 162) 23.25/2 -392 -594 M1 23 -775 -1175 N1 23.5 -792 -1201 O1 24.3 -819 -1242 P1 24.3 -819 -1242 Q1(above 162) 30.1 - -1538 Q1 (EL 162) 14.0 -1014 -1538 S1 20 -674 1022
Calculation No. S09-0036 Page 51 Revision 0 Table 23: Leeward Pressure (West Side) due to Wind in -Z-direction Spacing for Member Load @ Member Load @
Column ID Tributary Area (ft) EL 98 to 148 (lb/ft) EL 148 to 248 (lb/ft)
I1 10.5 - -209 J1 27 - -537 L (above 162) 30.1 - -599 L (EL 162) 23.25/2 -152 -231 M1 23 -301 -458 N1 23.5 -308 -468 O1 24.3 -318 -484 P1 24.3 -318 -484 Q1 (above 162) 30.1 - -599 Q1 (EL 162) 14.0 -394 -599 S1 20 -262 -398 Table 24: Side Wall Pressure (South Side) due to Wind in -Z-direction Spacing for Member Load @ Member Load @
Column ID Tributary Area (ft) EL 98 to 148 (lb/ft) EL 148 to 248 (lb/ft) 301 14 - -636 301A 24 - -1090 302A 14 - -636 Table 25: Side Wall Pressure (North Side) due to Wind in -Z-direction Spacing for Member Load @ Member Load @
Column ID Tributary Area (ft) EL 98 to 148 (lb/ft) EL 148 to 248 (lb/ft) 301 14 - 636 301A 24 - 1090 302A 14 - 636 The wind suction applied at the roof beams due to the wind in -Z-direction is calculated as:
lbf lbf 29.5 6.25 ft 184 ft 2 ft 8.5.3.3. Wind Loads in +X-direction (wind blow from south to north)
The wind pressure for windward, leeward, and side walls are applied at the columns and wind pressures at roof is applied at roof beams as member loads in GT STRUDL. Figures 8.23 to 8.25 show the column spacing on west, east, south, and north sides of the building, respectively. Tables 26 to 29 list the member loads applied at columns for windward, leeward, and both side walls, respectively.
Wind pressures at each side of building:
EL 98-0 to EL 148-0:
Calculation No. S09-0036 Page 52 Revision 0 Windward (south side): q 0.002558 1212 0.9 33.7 psf Leeward (north side): q 0.002558 1212 0.56 21.0 psf Side (east and west sides): q 0.002558 1212 0.8 30.0 psf EL 148-0 to EL 248-0:
Windward (south side): q 0.002558 149 2 0.9 51.1 psf Leeward (north side): q 0.002558 149 2 0.56 31.8 psf Side (east and west sides): q 0.002558 149 2 0.8 45.4 psf Roof: q 0.002558 149 2 0.72 40.9 psf Table 26: Windward Pressure (South Side) due to Wind in +X-direction Spacing for Member Load @ Member Load @
Column ID Tributary Area (ft) EL 98 to 148 (lb/ft) EL 148 to 248 (lb/ft) 301 14 - 715 301A 24 - 1226 302A 14 - 715 Table 27: Leeward Pressure (North Side) due to Wind in +X-direction Spacing for Member Load @ Member Load @
Column ID Tributary Area (ft) EL 98 to 148 (lb/ft) EL 148 to 248 (lb/ft) 301 14 - 445 301A 24 - 763 302A 14 - 445 Table 28: Side Wall Pressure (East Side) due to Wind in +X-direction Spacing for Member Load @ Member Load @
Column ID Tributary Area (ft) EL 98 to 148 (lb/ft) EL 148 to 248 (lb/ft)
I1 10.5 - 447 J1 17 - 772 K 18.5 - 840 L (above 162) 21.6 - 981 L (El 162) 23.25/2 349 528 M1 23 690 1044 N1 23.5 705 1067 O1 24.3 729 1103 P1 24.3 729 1103 Q1 (above 162) 30.1 - 1367 Q1 (EL 162) 14.0 420 636 S1 20 600 908
Calculation No. S09-0036 Page 53 Revision 0 Table 29: Side Wall Pressure (West Side) due to Wind in +X-direction Spacing for Member Load @ Member Load @
Column ID Tributary Area (ft) EL 98 to 148 (lb/ft) EL 148 to 248 (lb/ft)
I1 10.5 - -477 J1 27 - -1226 L (above 162) 30.1 - -1367 L (El 162) 23.25/2 -349 -528 M1 23 -690 -1044 N1 23.5 -705 -1067 O1 24.3 -729 -1103 P1 24.3 -729 -1103 Q1 (above 162) 30.1 - -1367 Q1 (El 162) 14.0 -420 -636 S1 20 -600 -908 The wind suction applied at the roof beams due to the wind in -Z-direction is calculated as:
lbf lbf 40.9 6.25 ft 256 ft 2 ft 8.5.3.4. Wind Loads in -X-direction (wind blow from north to south)
The wind pressures for windward, leeward, and both side walls are applied at the columns and win pressures at roof is applied at roof beams as member loads in GT STRUDL. Figures 8.23 to 8.25 show the column spacing on west, east, south, and north sides of the building, respectively. Tables 30 to 33 list the member loads applied at columns for windward, leeward, and both side walls, respectively.
Table 30: Windward Pressure (North Side) due to Wind in -X-direction Spacing for Member Load @ Member Load @
Column ID Tributary Area (ft) EL 98 to 148 (lb/ft) EL 148 to 248 (lb/ft) 301 14 - -613 301A 24 - -1226 302A 14 - -613 Table 31: Leeward Pressure (South Side) due to Wind in -X-direction Spacing for Member Load @ Member Load @
Column ID Tributary Area (ft) EL 98 to 148 (lb/ft) EL 148 to 248 (lb/ft) 301 14 - -382 301A 24 - -763 302A 14 - -382
Calculation No. S09-0036 Page 54 Revision 0 Table 32: Side Wall Pressure (East Side) due to Wind in -X-direction Spacing for Member Load @ Member Load @
Column ID Tributary Area (ft) EL 98 to 148 (lb/ft) EL 148 to 248 (lb/ft)
I1 10.5 - 477 J1 17 - 772 K 18.5 - 840 L (above 162) 21.6 - 981 L (El 162) 21.6 349 528 M1 23 690 1044 N1 23.5 705 1067 O1 24.3 729 1103 P1 24.3 729 1103 Q1 (above 162) 30.1 - 1367 Q1 (El 162) 30.1 420 636 S1 20 600 908 Table 33: Side Wall Pressure (West Side) due to Wind in -X-direction Spacing for Member Load @ Member Load @
Column ID Tributary Area (ft) EL 98 to 148 (lb/ft) EL 148 to 248 (lb/ft)
I1 10.5 - -477 J1 27 - -1226 L (above 162) 30.1 - -1367 L (El 162) 30.1 -349 -528 M1 23 -690 -1044 N1 23.5 -705 -1067 O1 24.3 -729 -1103 P1 24.3 -729 -1103 Q1 (above 162) 30.1 - -1367 Q1 (El 162) 30.1 -420 -636 S1 20 -600 -908 The wind suction applied at the roof beams due to the wind in -Z-direction is calculated as:
lbf lbf 40.9 6.25 ft 256 ft 2 ft 8.5.4 Operating Wind Loads (Wo)
The operating wind loads shall be based wind speed of 50 mph, and wind pressure is calculated as per ASCE 7-05 (Ref. 4.2.4). See Attachment 5 for operating wind load calculation.
Calculation No. S09-0036 Page 55 Revision 0 8.5.5 Crane Impact Loads (IV or IL or IT)
Crane impact load is applied at the crane bridge and trolley wheels.
No. of Crane bridge wheels = 8 No. of Trolley wheels = 4 Trolley weight = 80 Kips (Section 6.4)
Crane Bridge Girder weight = 80 Kips (Section 6.4)
Hook - Loaded Lifted Load = 260 Kips (Section 6.5.4)
Maximum Wheel Load = 88.5 Kips (Ref. 4.3.20)
Vertical Impact = 25% of Lift Load (Section 6.5.5)
= 0.25 x 260
= 65 Kips Longitudinal Impact Load
= 10 % of maximum wheel load (Section 6.5.5)
= 0.1 x 88.5
= 8.85 Kips applied at each crane bridge wheel location.
Transverse Impact Load
= 10 % of trolley weight and lift load on each girder (Section 6.5.5)
= 0.1 x (266 + 80)
= 34.6 Kips This load is applied at trolley wheel locations.
Load on each wheel = 34.6 / 4 = 8.65 Lips Hook - Unloaded Lifted Load = 0 Kips Maximum Wheel Load = [(Crane bridge girder weight / 2) + (Trolley weigh)] / 4
= (80/2 + 80) / 4 = 20 Kips (Use conservatively 30 Kips)
Vertical Impact = 25% of Lift Load (Section 6.5.5)
= 0.25 x 0
= 0 Kips Longitudinal Impact Load
= 10 % of maximum wheel load (Section 6.5.5)
= 0.1 x 30
= 3 Kips applied at each crane bridge wheel location.
Transverse Impact Load
= 10 % of trolley weight and lift load on each girder (Section 6.5.5)
= 0.1 x (0 + 80)
= 8 Kips This load is applied at trolley wheel locations.
Load on each wheel = 8 / 4 = 2 Kips
Calculation No. S09-0036 Page 56 Revision 0 8.6 Analysis Scheme and File Name Designation This section explains the naming convention used for the input files, its location on DVD (electronic transmittal) and explanation for various output files generated during the analyses.
Key variable Definitions Table 34: Crane Bridge Position N1 Between column lines L and J1 - Maximum Moment N2 Between column lines L and J1 - Maximum Shear N3 Between column lines L and J1 - Maximum Column Load N4 Between column lines Q1 and L- Maximum Shear N5 Between column lines Q1 and L - Maximum Column Load N6 Between column lines Q1 and L - Maximum Moment N7 Between column lines S1 and Q1 - Maximum Column Load N8 Between column lines S1 and Q1 - Maximum Moment N9 Between column lines S1 and Q1- Maximum Shear Table 35: Trolley Position E1 Trolley in the extreme East Position E2 Trolley East 1/4 Point Position E3 Trolley in Middle Position E4 Trolley in extreme West Position Table 36: Hook Position HU Hook is in extreme UP position (Rope Length = 96.16 inch)
HD Hook is in extreme DOWN position (Rope Length = 1056.16 inch)
Table 37: Lift Load Condition WL With Lift Load (Lift Load = 260 kips)
WO Without Lift Load (Lift Load = 0 kips)
Per ASME NOG-1 (Ref. 4.2.1), three conditions of HU_WL, HU_WO, and HD_WL are considered for the hook position and hook lift load condition.
Total number of model configurations
= Crane Bridge Position x Trolley Position x (combinations of hook position and lift load condition) = 9 x 4 x 3 = 108 Input files are named in such a manner that it includes all the variables explained above, which helps in determining the exact configuration of each model.
The Table Below lists all 108 model configurations for the combinations of bridge/trolley/hook positions and load conditions. It also list the designated Model number, folder name and Input file name for each model configurations
Calculation No. S09-0036 Page 57 Revision 0 Table 38: Model Configuration Crane Model No. / GT STRUDL Trolley Hook Loading Bridge Folder Name input File name Position Position Condition Position 1 N1E1_HU_WL.gti N1 E1 HU WL 2 N1E1_HU_WO.gti N1 E1 HU WO 3 N1E1_HD_WL.gti N1 E1 HD WL 4 N1E2_HU_WL.gti N1 E2 HU WL 5 N1E2_HU_WO.gti N1 E2 HU WO 6 N1E2_HD_WL.gti N1 E2 HD WL 7 N1E3_HU_WL.gti N1 E3 HU WL 8 N1E3_HU_WO.gti N1 E3 HU WO 9 N1E3_HD_WL.gti N1 E3 HD WL 10 N1E4_HU_WL.gti N1 E4 HU WL 11 N1E4_HU_WO.gti N1 E4 HU WO 12 N1E4_HD_WL.gti N1 E4 HD WL 13 N2E1_HU_WL.gti N2 E1 HU WL 14 N2E1_HU_WO.gti N2 E1 HU WO 15 N2E1_HD_WL.gti N2 E1 HD WL 16 N2E2_HU_WL.gti N2 E2 HU WL 17 N2E2_HU_WO.gti N2 E2 HU WO 18 N2E2_HD_WL.gti N2 E2 HD WL 19 N2E3_HU_WL.gti N2 E3 HU WL 20 N2E3_HU_WO.gti N2 E3 HU WO 21 N2E3_HD_WL.gti N2 E3 HD WL 22 N2E4_HU_WL.gti N2 E4 HU WL 23 N2E4_HU_WO.gti N2 E4 HU WO 24 N2E4_HD_WL.gti N2 E4 HD WL 25 N3E1_HU_WL.gti N3 E1 HU WL 26 N3E1_HU_WO.gti N3 E1 HU WO 27 N3E1_HD_WL.gti N3 E1 HD WL 28 N3E2_HU_WL.gti N3 E2 HU WL 29 N3E2_HU_WO.gti N3 E2 HU WO 30 N3E2_HD_WL.gti N3 E2 HD WL 31 N3E3_HU_WL.gti N3 E3 HU WL 32 N3E3_HU_WO.gti N3 E3 HU WO 33 N3E3_HD_WL.gti N3 E3 HD WL 34 N3E4_HU_WL.gti N3 E4 HU WL 35 N3E4_HU_WO.gti N3 E4 HU WO 36 N3E4_HD_WL.gti N3 E4 HD WL
Calculation No. S09-0036 Page 58 Revision 0 Model No. / Crane GT STRUDL Trolley Hook Loading Folder Bridge input File name Position Position Condition Name Position 37 N4E1_HU_WL.gti N4 E1 HU WL 38 N4E1_HU_WO.gti N4 E1 HU WO 39 N4E1_HD_WL.gti N4 E1 HD WL 40 N4E2_HU_WL.gti N4 E2 HU WL 41 N4E2_HU_WO.gti N4 E2 HU WO 42 N4E2_HD_WL.gti N4 E2 HD WL 43 N4E3_HU_WL.gti N4 E3 HU WL 44 N4E3_HU_WO.gti N4 E3 HU WO 45 N4E3_HD_WL.gti N4 E3 HD WL 46 N4E4_HU_WL.gti N4 E4 HU WL 47 N4E4_HU_WO.gti N4 E4 HU WO 48 N4E4_HD_WL.gti N4 E4 HD WL 49 N5E1_HU_WL.gti N5 E1 HU WL 50 N5E1_HU_WO.gti N5 E1 HU WO 51 N5E1_HD_WL.gti` N5 E1 HD WL 52 N5E2_HU_WL.gti N5 E2 HU WL 53 N5E2_HU_WO.gti N5 E2 HU WO 54 N5E2_HD_WL.gti N5 E2 HD WL 55 N5E3_HU_WL.gti N5 E3 HU WL 56 N5E3_HU_WO.gti N5 E3 HU WO 57 N5E3_HD_WL.gti N5 E3 HD WL 58 N5E4_HU_WL.gti N5 E4 HU WL 59 N5E4_HU_WO.gti N5 E4 HU WO 60 N5E4_HD_WL.gti N5 E4 HD WL 61 N6E1_HU_WL.gti N6 E1 HU WL 62 N6E1_HU_WO.gti N6 E1 HU WO 63 N6E1_HD_WL.gti N6 E1 HD WL 64 N6E2_HU_WL.gti N6 E2 HU WL 65 N6E2_HU_WO.gti N6 E2 HU WO 66 N6E2_HD_WL.gti N6 E2 HD WL 67 N6E3_HU_WL.gti N6 E3 HU WL 68 N6E3_HU_WO.gti N6 E3 HU WO 69 N6E3_HD_WL.gti N6 E3 HD WL 70 N6E4_HU_WL.gti N6 E4 HU WL 71 N6E4_HU_WO.gti N6 E4 HU WO 72 N6E4_HD_WL.gti N6 E4 HD WL 73 N7E1_HU_WL.gti N7 E1 HU WL 74 N7E1_HU_WO.gti N7 E1 HU WO 75 N7E1_HD_WL.gti N7 E1 HD WL 76 N7E2_HU_WL.gti N7 E2 HU WL 77 N7E2_HU_WO.gti N7 E2 HU WO 78 N7E2_HD_WL.gti N7 E2 HD WL 79 N7E3_HU_WL.gti N7 E3 HU WL
Calculation No. S09-0036 Page 59 Revision 0 Model No. / Crane GT STRUDL Trolley Hook Loading Folder Bridge input File name Position Position Condition Name Position 80 N7E3_HU_WO.gti N7 E3 HU WO 81 N7E3_HD_WL.gti N7 E3 HD WL 82 N7E4_HU_WL.gti N7 E4 HU WL 83 N7E4_HU_WO.gti N7 E4 HU WO 84 N7E4_HD_WL.gti N7 E4 HD WL 85 N8E1_HU_WL.gti N8 E1 HU WL 86 N8E1_HU_WO.gti N8 E1 HU WO 87 N8E1_HD_WL.gti N8 E1 HD WL 88 N8E2_HU_WL.gti N8 E2 HU WL 89 N8E2_HU_WO.gti N8 E2 HU WO 90 N8E2_HD_WL.gti N8 E2 HD WL 91 N8E3_HU_WL.gti N8 E3 HU WL 92 N8E3_HU_WO.gti N8 E3 HU WO 93 N8E3_HD_WL.gti N8 E3 HD WL 94 N8E4_HU_WL.gti N8 E4 HU WL 95 N8E4_HU_WO.gti N8 E4 HU WO 96 N8E4_HD_WL.gti N8 E4 HD WL 97 N9E1_HU_WL.gti N9 E1 HU WL 98 N9E1_HU_WO.gti N9 E1 HU WO 99 N9E1_HD_WL.gti N9 E1 HD WL 100 N9E2_HU_WL.gti N9 E2 HU WL 101 N9E2_HU_WO.gti N9 E2 HU WO 102 N9E2_HD_WL.gti N9 E2 HD WL 103 N9E3_HU_WL.gti N9 E3 HU WL 104 N9E3_HU_WO.gti N9 E3 HU WO 105 N9E3_HD_WL.gti N9 E3 HD WL 106 N9E4_HU_WL.gti N9 E4 HU WL 107 N9E4_HU_WO.gti N9 E4 HU WO 108 N9E4_HD_WL.gti N9 E4 HD WL Output Files Mainly two types of files are generated after running the input files.
1 Output file (*.gto), the name of this file is same input file name but with file type changed from .gti to .gto. This file contains all the input information and results for Eigenvalue solution, modal analysis, generation of seismic load, deflection summary and member code checks.
2 Text Files which contain member and joint results are generated. The naming format for text file is (X)File_Y.txt is as follows:
where, X = Model no. and Y = A or B or C or S (see table 39 for explanation)
Calculation No. S09-0036 Page 60 Revision 0 Table 39: Output file X Description GT STRUDL Suffix Description Load Cases Envelope member force results for Load Cases with A 2000 to 2030 by 10 Normal allowable stresses.
3000 to 3030 by 10 Envelope member force results for Load Cases with 7000 to 7050 by 10 B
one third increase in allowable stresses. 5000 to 5030 by 10 8000 to 8230 by 10 Envelope member force results for Load Cases with 4000 to 4050 by 10 C
Elastic Limit allowable stresses. 6000 to 6230 by 10 S Member force results for all load cases All File = Member component name for which results are being extracted. (See below for complete list of all member components)
Table 40: Output file File description Member Components 1 CRANE BRACKET 2 CRANE GIRDER (Runway Girders) 3 FLOOR BRACING 4 FLOOR E-W BEAM CONNECTIONS 5 FLOOR N-S BEAM CONNECTIONS 6 MISC BEAMS 7 ROOF BRACING 8 ROOF E-W BEAM CONNECTIONS 9 ROOF N-S BEAMS CONNECTIONS 10 STEP UP COLUMN BTM CON 11 VERTICAL BRACING Three additional files are generated with following names.
RESPONSE SPECTRA ACC.TXT contains response spectra acceleration values at crane wheels and hook location.
RUNWAY MEM_L8X4.TXT and RUNWAY MEM_L8X6.TXT contains member results (all load cases) for the runway girders Total number of output files generated per configuration = 1 + (4x11) + 3 = 48 files Each configuration of model is placed under unique folder designated with its model no. and all the 108 folders are placed in main folder with name GT STRUDL RUNS and then this folder is placed under the main folder named CR3 AUX BLDG ANALYSES folder.
Calculation No. S09-0036 Page 61 Revision 0 8.7 Member Evaluations Both existing and new steel members are evaluated based on AISC 6th edition (Ref. 4.2.2) 8.7.1 Member Code Check Member code check for all members (excluding vertical bracings, runway girders, crane brackets and crane members) was carried out using GT STRUDL. GT STRUDL doesnt have a code check feature for AISC 6th edition (Ref. 4.2.2), hence a code check was carried out using the AISC 7th edition (Ref. 4.2.8) feature available in GT STRUDL. A code comparison between AISC 6th edition and AISC 7th edition is documented in Appendix 3 and shows that AISC 6th edition is generally equal or more conservative than that based on AISC 7th edition. Only difference observed is in the allowable for minor axis bending stress in compact I and H Section, where the section has higher allowable compared to 6th edition.
For all models the code check is carried out on the basis of allowable mentioned in Section 6.6 and review of the results show that all the members meet the required stress requirements.
8.7.2 Vertical Bracing In Calculation No. 2:01.12 (Ref. 4.4.7), some of the vertical braces are designed for tension only. In order to simulate the tension-only members, the braces in the X-bracing configuration are modeled as one diagonal bracing to take tensile forces only. The failure in compression in GT STRUDL warnings are ignored, and the separate hand calculations are performed to check the vertical bracing for tension force. See, Attachment 9 for vertical bracing evaluation.
Member 7301, 7303, 7313 and 7315 were overstressed using the original section sizes, these members needs to be replaced and GT STRUDL runs documents the new section properties for these members. See Attachment 9 for these member evaluations.
8.7.3 Crane Runway Girder Evaluation The crane runway girders are built-up members with a W36x300 and two angles welded on the top flanges. Since the current GT STRUDL version (Ref. 4.5.1) does not provide the function to code check the built-up members, the built-up runway girders are code checked manually in this Section. Figure 8.26 shows the runway girder section. Two L4x8x3/8 angles or L6x8x7/8 are welded on the top flanges for simple and continuous spans, respectively.
Calculation No. S09-0036 Page 62 Revision 0 1'-2 1/4" 1'-2 1/4" W36X300: A = 88.3 in2 b = 16.655 in tf = 1.68 in y Iz = 20300 in4 L4X8X3/4 or L4X8X3/4: A = 8.44 in2 L6X8X7/8 Iz = 54.9 in4 z (TYP)
Iy = 9.36 in4 L6X8X7/8: A = 11.5 in2 Iz = 72.3 in4 W36X300 Iy = 34.9 in4 y
Figure 8.26 Runway Girder Section (Section 1-1 in Ref. 4.3.3) 8.7.3.1. Sectional Properties (1) Section 1 (W36x300 with two L4x8x3/4)
Area, A 88.3 2 8.44 105.18 in 2 88.3 36.74 / 2 2 8.44 (36.74 1.68 1.05)
Centroid location, y 20.88 in 105.18 Moment of inertia, I z 20300 88.3(36.74 / 2 20.88) 2 2 9.36 2 8.44(36.74 20.88 1.68 1.05) 2 23785 in 4 AISC Design Guide 7 (Ref. 4.5.3) recommends using the Sectional Modulus of the section composed of top flange of W-section and added members (angles) for minor axis bending to account for torsion due to eccentrically applied lateral load.
Moment of inertia about y-axis of top portion of runway girder, I y 646.8 54.9 2 2 8.44(14.25 2.95) 2 2912 in 4 Iz 23785 Sectional modulus about z-axis, S z 1500 in 3 d y 36.74 20.88 2912 Sectional modulus about y-axis, S y 204 in 3 14.25
Calculation No. S09-0036 Page 63 Revision 0 (2) Section 2 (W36x300 with two L6x8x7/8)
Area of runway girder, A 88.3 2 11.5 111.3 in 2 88.3 36.74 / 2 2 11.5 (36.74 1.68 1.61)
Centroid location, y 21.49 in 111.3 Moment of inertia about z-axis, I z 20300 88.3(36.74 / 2 21.49) 2 2 34.9 2 11.5(36.74 21.49 1.68 1.61) 2 24519 in 4 Moment of inertia about y-axis of top portion of the runway girder, I y 646.8 72.3 2 2 11.5(14.25 2.61) 2 3908 in 4 Iz 24519 Sectional modulus about z-axis, S z 1608 in 3 d y 36.74 21.49 3908 Sectional modulus about y-axis, S y 274 in 3 14.25 8.7.3.2. Allowable Stresses (1) Allowable axial stress:
(a) Section 1 (W36x300 with two L4x8x3/4)
Maximum span, L = 24-3 use L 25 feet 300 in , conservatively.
Iy 2912 Radius of gyration, r 5.26 in A 105.18 kL 1 300 Slenderness ratio, 57 Fa 17.71 ksi r 5.26 (b) Section 2 (W36x300 with two L6x8x7/8)
Maximum span, L 37 feet 444 in Iy 3908 Radius of gyration, r 5.9 in A 111.3 kL 1 444 Slenderness ratio, 75 Fa 15.9 ksi r 5.9 (2) Allowable bending stress about major-axis:
Conservatively, only consider W36x300 section for bending stress.
Tension extreme fiber: Fbz 0.6 Fy 21.6 ksi Compressive extreme fiber:
( L / rz ) 2 ( 444 / 15.17) 2 Fbz .1 1.0 0 .6 F 1 . 0 0.6(36) 21.6 ksi 2(126.1) 2 (1) 2 y 2C c C b 12,000 12,000 Fbz .2 L (d / A f ) 444 (1.31) 20.6 ksi
Calculation No. S09-0036 Page 64 Revision 0 Fbz minmax( Fbz .1 , Fbz.2 ),0.6 Fy 21.6 ksi Therefore, use Fbz 21.6 ksi (3) Allowable bending stress about minor-axis Fby 0.75Fy 27 ksi 8.7.3.3. Runway Stress Criteria (longitudinal stress)
F Mz My fa x f bz f by A Sz Sy f a f bz f by Check 1.0 Fa Fbz Fby 8.7.3.4. Check Shear Stress Present condition of runway girders do not have any stiffeners and as per Section 1.10.5 of AISC 6th edition (Ref. 4.2.2) when intermediate stiffeners are omitted.
Fy Allowable shear stress Fv (C v ) but not more than 0.4 Fy 2.89 a = Clear distance between transverse stiffeners = 37 = 444 in h = Clear distance between flanges = Depth of section - 2 x flange thickness =
36.75 - 2 x 1.6875 = 33.375 in t = Thickness of web = 15/16 = 0.9375 in a / h = 444 / 33.375 = 13.30 h / t = 33.375 / 0.9375 = 35.6 4.00 4.00 k 5.34 5.34 5.64 (a ) 2 13.30 h
6000 k 6000 5.64 Cv 2.1 h Fy 35.6 36000 t
36000 Fv ( 2.1) 26.15ksi > 14.4 ksi Use Fv = 14.4 ksi 2.89 Aw = Area of web = 33.375 x 0.9375 = 31.2 in2 fv = Shear Stress = Shear Force / Aw fv Check 1.0 Fv
Calculation No. S09-0036 Page 65 Revision 0 8.7.3.5. Code Check Envelope Load from all models and Load combinations are used for the runway girder qualification. L8x4 represents the runway girder composed of W36x300 and two L8x4x3/4 and L8x6 represents the runway girder composed of W36x300 and two L8x6x7/8 in the following table.
Table 41: Runway Girder Code Check FORCE MOMENT Member Interaction Ratio MEMBER END FX FY FZ MX MY MZ Bending Stresses Shear Stresses L8 X 4 RG1 0 1.574 3.039 0.000 0.485 0.000 0.000 0.00 < 1.0 OK 0.01 < 1.0 OK L8 X 4 RG1 1 1.574 3.039 0.000 0.485 0.000 0.000 0.00 < 1.0 OK 0.01 < 1.0 OK L8 X 4 RG10 0 101.273 31.393 0.475 0.827 11.045 611.899 0.31 < 1.0 OK 0.07 < 1.0 OK L8 X 4 RG10 1 101.273 29.784 0.475 0.827 13.135 735.658 0.36 < 1.0 OK 0.07 < 1.0 OK L8 X 4 RG11 0 44.511 103.666 0.877 0.827 13.135 948.204 0.40 < 1.0 OK 0.23 < 1.0 OK L8 X 4 RG11 1 44.511 105.096 0.877 0.827 9.660 530.686 0.24 < 1.0 OK 0.23 < 1.0 OK L8 X 4 RG12 0 63.667 105.220 1.801 0.836 9.660 530.686 0.25 < 1.0 OK 0.23 < 1.0 OK L8 X 4 RG12 1 63.667 106.203 1.801 0.836 4.720 269.547 0.14 < 1.0 OK 0.24 < 1.0 OK L8 X 4 RG13 0 75.865 106.253 2.080 0.836 4.720 239.981 0.14 < 1.0 OK 0.24 < 1.0 OK L8 X 4 RG13 1 75.865 106.879 2.080 0.836 1.082 53.491 0.06 < 1.0 OK 0.24 < 1.0 OK L8 X 4 RG14 0 76.005 199.873 2.165 0.797 1.082 99.981 0.08 < 1.0 OK 0.44 < 1.0 OK L8 X 4 RG14 1 76.005 200.051 2.165 0.797 0.000 0.000 0.04 < 1.0 OK 0.45 < 1.0 OK L8 X 4 RG15 0 44.509 127.443 2.059 0.715 0.000 0.000 0.02 < 1.0 OK 0.28 < 1.0 OK L8 X 4 RG15 1 44.509 126.638 2.059 0.715 4.632 285.841 0.14 < 1.0 OK 0.28 < 1.0 OK L8 X 4 RG16 0 31.716 8.167 0.221 0.715 4.632 250.342 0.12 < 1.0 OK 0.02 < 1.0 OK L8 X 4 RG16 1 31.716 15.676 0.221 0.715 0.000 0.000 0.02 < 1.0 OK 0.03 < 1.0 OK L8 X 4 RG17 0 30.543 4.067 0.000 0.630 0.000 0.000 0.02 < 1.0 OK 0.01 < 1.0 OK L8 X 4 RG17 1 30.543 4.067 0.000 0.630 0.000 0.000 0.02 < 1.0 OK 0.01 < 1.0 OK L8 X 4 RG18 0 29.965 225.815 2.588 0.407 0.000 0.000 0.02 < 1.0 OK 0.50 < 1.0 OK L8 X 4 RG18 1 29.965 225.546 2.588 0.407 1.941 169.260 0.08 < 1.0 OK 0.50 < 1.0 OK L8 X 4 RG19 0 29.873 183.663 2.159 0.392 1.941 169.191 0.08 < 1.0 OK 0.41 < 1.0 OK L8 X 4 RG19 1 29.873 182.680 2.159 0.392 7.873 641.618 0.27 < 1.0 OK 0.41 < 1.0 OK L8 X 4 RG2 0 3.596 129.006 0.809 0.924 0.000 0.000 0.00 < 1.0 OK 0.29 < 1.0 OK L8 X 4 RG2 1 3.596 127.218 0.809 0.924 4.046 640.561 0.25 < 1.0 OK 0.28 < 1.0 OK L8 X 4 RG20 0 29.873 104.994 1.689 0.392 7.873 641.552 0.27 < 1.0 OK 0.23 < 1.0 OK L8 X 4 RG20 1 29.873 104.368 1.689 0.392 10.818 682.016 0.29 < 1.0 OK 0.23 < 1.0 OK L8 X 4 RG21 0 29.873 104.174 1.192 0.431 10.818 682.016 0.29 < 1.0 OK 0.23 < 1.0 OK L8 X 4 RG21 1 29.873 103.191 1.192 0.431 13.894 838.525 0.36 < 1.0 OK 0.23 < 1.0 OK L8 X 4 RG22 0 29.873 102.860 0.647 0.431 13.894 838.525 0.36 < 1.0 OK 0.23 < 1.0 OK L8 X 4 RG22 1 29.873 101.788 0.647 0.431 15.366 1145.485 0.47 < 1.0 OK 0.23 < 1.0 OK L8 X 4 RG23 0 29.873 43.084 0.394 0.431 15.366 1145.409 0.47 < 1.0 OK 0.10 < 1.0 OK L8 X 4 RG23 1 29.873 44.693 0.394 0.431 13.926 1089.475 0.45 < 1.0 OK 0.10 < 1.0 OK L8 X 4 RG24 0 29.873 122.713 1.183 0.431 13.926 1089.465 0.45 < 1.0 OK 0.27 < 1.0 OK L8 X 4 RG24 1 29.873 124.054 1.183 0.431 9.664 626.782 0.27 < 1.0 OK 0.28 < 1.0 OK L8 X 4 RG25 0 53.042 124.389 1.765 0.470 9.664 626.782 0.28 < 1.0 OK 0.28 < 1.0 OK L8 X 4 RG25 1 53.042 125.372 1.765 0.470 4.824 283.363 0.14 < 1.0 OK 0.28 < 1.0 OK
Calculation No. S09-0036 Page 66 Revision 0 FORCE MOMENT Member IR MEMBER END FX FY FZ MX MY MZ Bending Stresses Shear Stresses L8 X 4 RG26 0 89.083 133.834 2.099 0.470 4.824 302.054 0.17 < 1.0 OK 0.30 < 1.0 OK L8 X 4 RG26 1 89.083 134.460 2.099 0.470 1.153 67.297 0.08 < 1.0 OK 0.30 < 1.0 OK L8 X 4 RG27 0 89.018 228.299 2.305 0.528 1.153 114.194 0.09 < 1.0 OK 0.51 < 1.0 OK L8 X 4 RG27 1 89.018 228.478 2.305 0.528 0.000 0.000 0.05 < 1.0 OK 0.51 < 1.0 OK L8 X 4 RG28 0 89.345 157.453 2.664 0.550 0.000 0.000 0.05 < 1.0 OK 0.35 < 1.0 OK L8 X 4 RG28 1 89.345 156.649 2.664 0.550 5.994 353.365 0.19 < 1.0 OK 0.35 < 1.0 OK L8 X 4 RG29 0 29.538 156.504 2.228 0.550 5.994 353.365 0.16 < 1.0 OK 0.35 < 1.0 OK L8 X 4 RG29 1 29.538 155.431 2.228 0.550 12.662 821.267 0.35 < 1.0 OK 0.35 < 1.0 OK L8 X 4 RG3 0 4.436 27.016 0.168 0.924 4.046 640.483 0.25 < 1.0 OK 0.06 < 1.0 OK L8 X 4 RG3 1 4.436 25.407 0.168 0.924 4.329 678.264 0.26 < 1.0 OK 0.06 < 1.0 OK L8 X 4 RG30 0 100.482 44.277 1.417 0.550 12.662 644.233 0.32 < 1.0 OK 0.10 < 1.0 OK L8 X 4 RG30 1 100.482 42.668 1.417 0.550 18.970 838.258 0.41 < 1.0 OK 0.09 < 1.0 OK L8 X 4 RG31 0 29.538 70.523 1.308 0.550 18.970 1060.168 0.45 < 1.0 OK 0.16 < 1.0 OK L8 X 4 RG31 1 29.538 75.707 1.308 0.550 0.000 0.000 0.02 < 1.0 OK 0.17 < 1.0 OK L8 X 4 RG32 0 62.921 33.808 2.355 0.430 0.000 0.000 0.03 < 1.0 OK 0.08 < 1.0 OK L8 X 4 RG32 1 62.921 41.674 2.355 0.430 51.808 830.305 0.45 < 1.0 OK 0.09 < 1.0 OK L8 X 4 RG33 0 61.819 164.963 3.208 0.461 51.808 830.305 0.45 < 1.0 OK 0.37 < 1.0 OK L8 X 4 RG33 1 61.819 165.768 3.208 0.461 56.030 924.973 0.50 < 1.0 OK 0.37 < 1.0 OK L8 X 6 RG34 0 47.332 272.153 4.357 0.514 85.810 1131.415 0.56 < 1.0 OK 0.61 < 1.0 OK L8 X 6 RG34 1 47.332 271.302 4.357 0.514 80.216 666.829 0.39 < 1.0 OK 0.60 < 1.0 OK L8 X 6 RG35 0 47.034 271.216 4.200 0.514 80.216 666.829 0.39 < 1.0 OK 0.60 < 1.0 OK L8 X 6 RG35 1 47.034 270.175 4.200 0.514 74.060 421.725 0.29 < 1.0 OK 0.60 < 1.0 OK L8 X 6 RG36 0 46.648 205.200 3.845 0.514 74.060 421.799 0.29 < 1.0 OK 0.46 < 1.0 OK L8 X 6 RG36 1 46.648 203.498 3.845 0.514 65.540 917.158 0.45 < 1.0 OK 0.45 < 1.0 OK L8 X 6 RG37 0 46.342 203.254 3.357 0.514 65.540 917.158 0.45 < 1.0 OK 0.45 < 1.0 OK L8 X 6 RG37 1 46.342 202.781 3.357 0.514 63.427 1152.877 0.53 < 1.0 OK 0.45 < 1.0 OK L8 X 6 RG38 0 46.037 120.879 2.902 0.514 63.427 1152.918 0.53 < 1.0 OK 0.27 < 1.0 OK L8 X 6 RG38 1 46.037 119.177 2.902 0.514 56.129 1132.974 0.51 < 1.0 OK 0.27 < 1.0 OK L8 X 6 RG39 0 45.745 118.963 2.620 0.514 56.129 1132.974 0.51 < 1.0 OK 0.26 < 1.0 OK L8 X 6 RG39 1 45.745 118.584 2.620 0.514 54.448 1245.287 0.54 < 1.0 OK 0.26 < 1.0 OK L8 X 4 RG4 0 5.179 89.044 0.444 0.924 4.329 678.254 0.26 < 1.0 OK 0.20 < 1.0 OK L8 X 4 RG4 1 5.179 90.474 0.444 0.924 2.712 356.343 0.14 < 1.0 OK 0.20 < 1.0 OK L8 X 6 RG40 0 155.399 68.838 2.468 0.514 54.448 1088.971 0.55 < 1.0 OK 0.15 < 1.0 OK L8 X 6 RG40 1 155.399 67.136 2.468 0.514 45.967 1297.826 0.61 < 1.0 OK 0.15 < 1.0 OK L8 X 6 RG41 0 43.493 101.821 2.515 0.533 45.967 1602.832 0.65 < 1.0 OK 0.23 < 1.0 OK L8 X 6 RG41 1 43.493 102.861 2.515 0.533 39.894 1321.438 0.55 < 1.0 OK 0.23 < 1.0 OK L8 X 6 RG42 0 150.638 103.134 2.827 0.533 39.894 1321.438 0.61 < 1.0 OK 0.23 < 1.0 OK L8 X 6 RG42 1 150.638 104.837 2.827 0.533 28.139 1173.808 0.54 < 1.0 OK 0.23 < 1.0 OK L8 X 6 RG43 0 42.674 181.945 3.134 0.584 28.139 1469.850 0.58 < 1.0 OK 0.40 < 1.0 OK L8 X 6 RG43 1 42.674 182.418 3.134 0.584 24.425 1242.126 0.49 < 1.0 OK 0.41 < 1.0 OK
Calculation No. S09-0036 Page 67 Revision 0 FORCE MOMENT Member IR MEMBER END FX FY FZ MX MY MZ Bending Stresses Shear Stresses L8 X 6 RG44 0 87.399 182.689 3.507 0.584 24.425 1242.126 0.52 < 1.0 OK 0.41 < 1.0 OK L8 X 6 RG44 1 87.399 184.391 3.507 0.584 8.670 416.199 0.21 < 1.0 OK 0.41 < 1.0 OK L8 X 6 RG45 0 3.923 249.001 3.853 0.610 8.670 561.209 0.21 < 1.0 OK 0.55 < 1.0 OK L8 X 6 RG45 1 3.923 249.852 3.853 0.610 0.000 0.000 0.00 < 1.0 OK 0.56 < 1.0 OK L8 X 4 RG5 0 5.771 101.165 0.741 0.924 2.712 356.288 0.14 < 1.0 OK 0.23 < 1.0 OK L8 X 4 RG5 1 5.771 102.148 0.741 0.924 0.679 103.388 0.04 < 1.0 OK 0.23 < 1.0 OK L8 X 4 RG50 0 1.117 52.167 10.878 0.646 0.000 0.000 0.00 < 1.0 OK 0.12 < 1.0 OK L8 X 4 RG50 1 1.117 58.246 10.878 0.646 184.928 938.508 0.75 < 1.0 OK 0.13 < 1.0 OK L8 X 6 RG51 0 28.513 243.878 39.758 74.467 200.097 1051.410 0.70 < 1.0 OK 0.54 < 1.0 OK L8 X 6 RG51 1 28.513 241.986 39.758 74.467 151.852 272.240 0.36 < 1.0 OK 0.54 < 1.0 OK L8 X 6 RG52 0 28.882 157.131 19.674 28.310 151.852 272.240 0.36 < 1.0 OK 0.35 < 1.0 OK L8 X 6 RG52 1 28.882 155.428 19.674 28.310 155.269 509.432 0.44 < 1.0 OK 0.35 < 1.0 OK L8 X 6 RG53 0 29.216 155.281 19.410 28.310 155.269 509.432 0.44 < 1.0 OK 0.35 < 1.0 OK L8 X 6 RG53 1 29.216 153.768 19.410 28.310 164.498 1115.160 0.67 < 1.0 OK 0.34 < 1.0 OK L8 X 6 RG54 0 29.508 121.783 17.002 23.894 164.498 1115.144 0.67 < 1.0 OK 0.27 < 1.0 OK L8 X 6 RG54 1 29.508 120.742 17.002 23.894 170.493 1122.578 0.68 < 1.0 OK 0.27 < 1.0 OK L8 X 6 RG55 0 29.687 48.872 3.596 13.339 170.493 1122.553 0.68 < 1.0 OK 0.11 < 1.0 OK L8 X 6 RG55 1 29.687 48.210 3.596 13.339 174.137 1088.228 0.68 < 1.0 OK 0.11 < 1.0 OK L8 X 6 RG56 0 29.893 48.097 3.540 14.616 174.137 1088.228 0.68 < 1.0 OK 0.11 < 1.0 OK L8 X 6 RG56 1 29.893 47.057 3.540 14.616 179.580 1032.053 0.66 < 1.0 OK 0.10 < 1.0 OK L8 X 6 RG57 0 30.115 69.513 3.688 14.926 179.580 1032.030 0.66 < 1.0 OK 0.15 < 1.0 OK L8 X 6 RG57 1 30.115 70.554 3.688 14.926 184.675 1137.506 0.71 < 1.0 OK 0.16 < 1.0 OK L8 X 6 RG58 0 150.249 70.699 3.998 14.926 184.675 891.833 0.69 < 1.0 OK 0.16 < 1.0 OK L8 X 6 RG58 1 150.249 72.402 3.998 14.926 194.725 1055.553 0.77 < 1.0 OK 0.16 < 1.0 OK L8 X 6 RG59 0 55.726 145.131 21.549 45.134 194.725 1322.013 0.80 < 1.0 OK 0.32 < 1.0 OK L8 X 6 RG59 1 55.726 146.644 21.549 45.134 108.540 738.466 0.46 < 1.0 OK 0.33 < 1.0 OK L8 X 4 RG6 0 6.079 137.609 0.906 0.892 0.679 103.308 0.04 < 1.0 OK 0.31 < 1.0 OK L8 X 4 RG6 1 6.079 137.878 0.906 0.892 0.000 0.000 0.00 < 1.0 OK 0.31 < 1.0 OK L8 X 6 RG60 0 79.122 146.733 21.673 45.134 108.540 738.466 0.48 < 1.0 OK 0.33 < 1.0 OK L8 X 6 RG60 1 79.122 147.773 21.673 45.134 50.671 333.522 0.24 < 1.0 OK 0.33 < 1.0 OK L8 X 6 RG61 0 187.331 147.805 22.504 51.207 50.671 333.522 0.30 < 1.0 OK 0.33 < 1.0 OK L8 X 6 RG61 1 187.331 148.467 22.504 51.207 23.461 74.284 0.17 < 1.0 OK 0.33 < 1.0 OK L8 X 6 RG62 0 187.426 232.718 46.922 99.754 23.461 116.406 0.18 < 1.0 OK 0.52 < 1.0 OK L8 X 6 RG62 1 187.426 232.907 46.922 99.754 0.000 0.000 0.11 < 1.0 OK 0.52 < 1.0 OK L8 X 4 RG63 0 167.763 131.178 24.545 47.204 0.000 0.000 0.09 < 1.0 OK 0.29 < 1.0 OK L8 X 4 RG63 1 167.763 130.374 24.545 47.204 55.226 294.246 0.32 < 1.0 OK 0.29 < 1.0 OK L8 X 4 RG64 0 40.728 7.588 2.630 5.796 55.226 80.496 0.17 < 1.0 OK 0.02 < 1.0 OK L8 X 4 RG64 1 40.728 6.174 2.630 5.796 0.000 0.000 0.02 < 1.0 OK 0.01 < 1.0 OK L8 X 4 RG65 0 40.808 4.067 0.000 0.781 0.000 0.000 0.02 < 1.0 OK 0.01 < 1.0 OK L8 X 4 RG65 1 40.808 4.067 0.000 0.781 0.000 0.000 0.02 < 1.0 OK 0.01 < 1.0 OK
Calculation No. S09-0036 Page 68 Revision 0 FORCE MOMENT Member IR MEMBER END FX FY FZ MX MY MZ Bending Stresses Shear Stresses L8 X 4 RG66 0 40.715 194.044 32.480 62.828 0.000 0.000 0.02 < 1.0 OK 0.43 < 1.0 OK L8 X 4 RG66 1 40.715 193.776 32.480 62.828 24.360 145.432 0.13 < 1.0 OK 0.43 < 1.0 OK L8 X 4 RG67 0 40.856 156.603 23.920 46.486 24.360 145.403 0.13 < 1.0 OK 0.35 < 1.0 OK L8 X 4 RG67 1 40.856 155.620 23.920 46.486 83.808 546.872 0.41 < 1.0 OK 0.35 < 1.0 OK L8 X 4 RG68 0 41.035 87.892 14.540 28.317 83.808 546.844 0.41 < 1.0 OK 0.20 < 1.0 OK L8 X 4 RG68 1 41.035 87.266 14.540 28.317 84.883 581.716 0.42 < 1.0 OK 0.19 < 1.0 OK L8 X 4 RG69 0 41.213 87.220 14.387 28.317 84.883 581.716 0.42 < 1.0 OK 0.19 < 1.0 OK L8 X 4 RG69 1 41.213 86.236 14.387 28.317 116.387 701.700 0.54 < 1.0 OK 0.19 < 1.0 OK L8 X 4 RG7 0 6.382 123.696 1.979 0.862 0.000 0.000 0.00 < 1.0 OK 0.28 < 1.0 OK L8 X 4 RG7 1 6.382 123.338 1.979 0.862 1.979 123.517 0.05 < 1.0 OK 0.27 < 1.0 OK L8 X 4 RG70 0 41.440 86.158 14.205 28.317 116.387 701.700 0.54 < 1.0 OK 0.19 < 1.0 OK L8 X 4 RG70 1 41.440 85.085 14.205 28.317 158.755 958.551 0.72 < 1.0 OK 0.19 < 1.0 OK L8 X 4 RG71 0 41.735 36.440 2.974 5.913 158.755 958.522 0.72 < 1.0 OK 0.08 < 1.0 OK L8 X 4 RG71 1 41.735 38.049 2.974 5.913 152.197 910.208 0.69 < 1.0 OK 0.08 < 1.0 OK L8 X 4 RG72 0 42.057 102.399 17.226 33.673 152.197 910.207 0.69 < 1.0 OK 0.23 < 1.0 OK L8 X 4 RG72 1 42.057 103.740 17.226 33.673 87.677 523.705 0.41 < 1.0 OK 0.23 < 1.0 OK L8 X 4 RG73 0 57.396 103.828 17.465 33.673 87.677 523.705 0.42 < 1.0 OK 0.23 < 1.0 OK L8 X 4 RG73 1 57.396 104.812 17.465 33.673 49.641 236.826 0.23 < 1.0 OK 0.23 < 1.0 OK L8 X 4 RG74 0 78.229 115.380 22.055 43.195 49.641 260.517 0.25 < 1.0 OK 0.26 < 1.0 OK L8 X 4 RG74 1 78.229 116.005 22.055 43.195 21.212 58.055 0.11 < 1.0 OK 0.26 < 1.0 OK L8 X 4 RG75 0 78.314 193.856 42.424 82.570 21.212 96.973 0.12 < 1.0 OK 0.43 < 1.0 OK L8 X 4 RG75 1 78.314 194.035 42.424 82.570 0.000 0.000 0.04 < 1.0 OK 0.43 < 1.0 OK L8 X 4 RG76 0 76.206 134.721 26.774 51.922 0.000 0.000 0.04 < 1.0 OK 0.30 < 1.0 OK L8 X 4 RG76 1 76.206 133.916 26.774 51.922 60.240 302.216 0.28 < 1.0 OK 0.30 < 1.0 OK L8 X 4 RG77 0 40.795 133.874 26.619 51.922 60.240 302.216 0.26 < 1.0 OK 0.30 < 1.0 OK L8 X 4 RG77 1 40.795 132.802 26.619 51.922 140.087 702.229 0.59 < 1.0 OK 0.30 < 1.0 OK L8 X 4 RG78 0 91.755 35.485 3.611 6.687 140.087 554.513 0.56 < 1.0 OK 0.08 < 1.0 OK L8 X 4 RG78 1 91.755 33.876 3.611 6.687 151.756 709.094 0.64 < 1.0 OK 0.08 < 1.0 OK L8 X 4 RG79 0 41.925 59.267 10.466 20.406 151.756 896.962 0.68 < 1.0 OK 0.13 < 1.0 OK L8 X 4 RG79 1 41.925 64.452 10.466 20.406 0.000 0.000 0.02 < 1.0 OK 0.14 < 1.0 OK L8 X 4 RG8 0 6.707 122.090 1.880 0.843 1.979 123.517 0.05 < 1.0 OK 0.27 < 1.0 OK L8 X 4 RG8 1 6.707 121.107 1.880 0.843 7.143 456.664 0.19 < 1.0 OK 0.27 < 1.0 OK L8 X 4 RG80 0 27.747 29.464 5.201 5.575 0.000 0.000 0.01 < 1.0 OK 0.07 < 1.0 OK L8 X 4 RG80 1 27.747 37.331 5.201 5.575 114.426 734.750 0.54 < 1.0 OK 0.08 < 1.0 OK L8 X 4 RG81 0 27.747 142.992 24.847 51.096 114.426 734.750 0.54 < 1.0 OK 0.32 < 1.0 OK L8 X 4 RG81 1 27.747 143.797 24.847 51.096 73.493 819.662 0.48 < 1.0 OK 0.32 < 1.0 OK L8 X 6 RG82 0 38.955 236.925 35.802 68.014 77.149 967.002 0.48 < 1.0 OK 0.53 < 1.0 OK L8 X 6 RG82 1 38.955 236.074 35.802 68.014 114.123 564.231 0.40 < 1.0 OK 0.53 < 1.0 OK L8 X 6 RG83 0 38.955 236.039 35.692 68.014 114.123 564.231 0.40 < 1.0 OK 0.53 < 1.0 OK L8 X 6 RG83 1 38.955 234.998 35.692 68.014 161.784 346.363 0.40 < 1.0 OK 0.52 < 1.0 OK
Calculation No. S09-0036 Page 69 Revision 0 FORCE MOMENT Member IR MEMBER END FX FY FZ MX MY MZ Bending Stresses Shear Stresses L8 X 6 RG84 0 38.955 178.370 18.201 32.098 161.784 346.413 0.40 < 1.0 OK 0.40 < 1.0 OK L8 X 6 RG84 1 38.955 176.668 18.201 32.098 167.477 785.660 0.56 < 1.0 OK 0.39 < 1.0 OK L8 X 6 RG85 0 38.955 176.559 18.036 32.098 167.477 785.660 0.56 < 1.0 OK 0.39 < 1.0 OK L8 X 6 RG85 1 38.955 176.086 18.036 32.098 170.346 993.130 0.64 < 1.0 OK 0.39 < 1.0 OK L8 X 6 RG86 0 38.955 104.958 6.222 12.547 170.346 993.154 0.64 < 1.0 OK 0.23 < 1.0 OK L8 X 6 RG86 1 38.955 103.256 6.222 12.547 181.925 968.463 0.65 < 1.0 OK 0.23 < 1.0 OK L8 X 6 RG87 0 38.955 103.131 5.744 12.547 181.925 968.463 0.65 < 1.0 OK 0.23 < 1.0 OK L8 X 6 RG87 1 38.955 102.753 5.744 12.547 186.914 1066.271 0.69 < 1.0 OK 0.23 < 1.0 OK L8 X 6 RG88 0 131.475 57.544 5.525 12.734 186.914 944.093 0.70 < 1.0 OK 0.13 < 1.0 OK L8 X 6 RG88 1 131.475 55.842 5.525 12.734 206.317 1111.596 0.79 < 1.0 OK 0.12 < 1.0 OK L8 X 6 RG89 0 38.955 86.801 13.225 23.942 206.317 1371.084 0.83 < 1.0 OK 0.19 < 1.0 OK L8 X 6 RG89 1 38.955 87.841 13.225 23.942 196.790 1130.990 0.73 < 1.0 OK 0.20 < 1.0 OK L8 X 4 RG9 0 7.184 121.107 1.423 0.827 7.143 456.664 0.19 < 1.0 OK 0.27 < 1.0 OK L8 X 4 RG9 1 7.184 120.123 1.423 0.827 11.045 788.355 0.32 < 1.0 OK 0.27 < 1.0 OK L8 X 6 RG90 0 128.455 87.996 13.428 23.942 196.790 1130.990 0.78 < 1.0 OK 0.20 < 1.0 OK L8 X 6 RG90 1 128.455 89.699 13.428 23.942 211.197 1004.779 0.76 < 1.0 OK 0.20 < 1.0 OK L8 X 6 RG91 0 38.955 155.731 26.285 52.317 211.197 1258.917 0.80 < 1.0 OK 0.35 < 1.0 OK L8 X 6 RG91 1 38.955 156.204 26.285 52.317 178.348 1063.960 0.68 < 1.0 OK 0.35 < 1.0 OK L8 X 6 RG92 0 75.096 156.322 26.397 52.317 178.348 1063.960 0.70 < 1.0 OK 0.35 < 1.0 OK L8 X 6 RG92 1 75.096 158.025 26.397 52.317 101.651 356.682 0.33 < 1.0 OK 0.35 < 1.0 OK L8 X 6 RG93 0 3.929 215.367 45.178 90.390 101.651 485.532 0.33 < 1.0 OK 0.48 < 1.0 OK L8 X 6 RG93 1 3.929 216.218 45.178 90.390 0.000 0.000 0.00 < 1.0 OK 0.48 < 1.0 OK Therefore, the runway girders are structurally acceptable.
8.7.4 Slack Rope Condition During operation of crane under normal condition, the lifted load always generates a tension force in the rope and this force is equivalent to the lifted mass. But during earthquake, when the total mass of structure gets excited, the lifted load also gets excited. Excitation of the mass in vertical upward direction may cause the slack rope condition. If the upward excitation is high enough that the lifted mass overcomes the downward force due to its self weight, then the lifted mass will move in upward direction and produce a slack rope condition. The slack rope condition is evaluated for the seismic loading in this Section. After the complete of modal analysis, spectral accelerations at the hook joint CN450 for all the three directions due to the response spectra loading were extracted. The three directional components of each direction loading were combined using SRSS respectively to get the acceleration in three directions. This evaluation shows that the maximum vertical accelerations (Y) obtained for all the configurations (with hook loaded) have acceleration less than 1.0g. Thus the lifted mass at the hook will always have the governing downward force acting on it, which in turn will keep the rope in tension and slack rope condition will not be observed. See below for the acceleration values
Calculation No. S09-0036 Page 70 Revision 0 Hook Up with load model Cases Table 42: Spectral Accelerations at Jt. CN450 Combined directional response spectrum accelerations (g)
Model No. MHE OBE X Y Z X Y Z Model 1 0.08 0.22 0.06 0.03 0.11 0.03 Model 13 0.08 0.21 0.07 0.03 0.11 0.03 Model 25 0.08 0.21 0.07 0.03 0.11 0.03 Model 37 0.08 0.22 0.07 0.03 0.11 0.03 Model 49 0.08 0.22 0.07 0.03 0.11 0.03 Model 61 0.08 0.23 0.07 0.03 0.12 0.03 Model 73 0.08 0.23 0.07 0.03 0.12 0.03 Model 85 0.08 0.24 0.06 0.03 0.12 0.03 Model 97 0.08 0.24 0.06 0.03 0.12 0.03 Model 4 0.08 0.23 0.06 0.03 0.11 0.03 Model 16 0.08 0.22 0.07 0.03 0.11 0.03 Model 28 0.08 0.22 0.07 0.03 0.11 0.03 Model 40 0.08 0.22 0.07 0.03 0.11 0.03 Model 52 0.08 0.23 0.07 0.03 0.12 0.03 Model 64 0.08 0.23 0.07 0.03 0.12 0.03 Model 76 0.08 0.23 0.07 0.03 0.12 0.03 Model 88 0.08 0.24 0.06 0.03 0.12 0.03 Model 100 0.08 0.24 0.06 0.03 0.12 0.03 Model 7 0.08 0.23 0.06 0.03 0.12 0.03 Model 19 0.08 0.23 0.07 0.03 0.12 0.03 Model 31 0.08 0.23 0.07 0.03 0.12 0.03 Model 43 0.08 0.22 0.07 0.03 0.11 0.03 Model 55 0.08 0.23 0.07 0.03 0.12 0.03 Model 67 0.08 0.23 0.07 0.03 0.12 0.03 Model 79 0.08 0.23 0.07 0.03 0.12 0.03 Model 91 0.08 0.24 0.06 0.03 0.12 0.03 Model 103 0.08 0.24 0.06 0.03 0.12 0.03 Model 10 0.07 0.23 0.06 0.03 0.12 0.03 Model 22 0.07 0.23 0.07 0.03 0.11 0.03 Model 34 0.07 0.22 0.07 0.03 0.11 0.03 Model 46 0.07 0.22 0.07 0.03 0.11 0.03 Model 58 0.07 0.23 0.07 0.03 0.12 0.03 Model 70 0.07 0.23 0.07 0.03 0.12 0.03 Model 82 0.07 0.23 0.07 0.03 0.12 0.03 Model 94 0.07 0.24 0.06 0.03 0.12 0.03 Model 106 0.07 0.24 0.06 0.03 0.12 0.03
Calculation No. S09-0036 Page 71 Revision 0 Hook Down with load Cases Table 43: Spectral Accelerations at Jt. CN450 Combined directional response spectrum accelerations (g)
Model No. MHE OBE X Y Z X Y Z Model 3 0.00 0.21 0.01 0.00 0.11 0.00 Model 15 0.00 0.21 0.01 0.00 0.10 0.00 Model 27 0.00 0.21 0.01 0.00 0.10 0.00 Model 39 0.00 0.21 0.01 0.00 0.11 0.00 Model 51 0.00 0.21 0.01 0.00 0.11 0.00 Model 63 0.00 0.22 0.01 0.00 0.11 0.00 Model 75 0.00 0.22 0.01 0.00 0.11 0.00 Model 87 0.00 0.22 0.01 0.00 0.11 0.00 Model 99 0.00 0.22 0.01 0.00 0.11 0.00 Model 6 0.00 0.22 0.01 0.00 0.11 0.00 Model 18 0.00 0.22 0.01 0.00 0.11 0.00 Model 30 0.00 0.22 0.01 0.00 0.11 0.00 Model 42 0.00 0.22 0.01 0.00 0.11 0.00 Model 54 0.00 0.22 0.01 0.00 0.11 0.00 Model 66 0.00 0.22 0.01 0.00 0.11 0.00 Model 78 0.00 0.22 0.01 0.00 0.11 0.00 Model 90 0.00 0.22 0.01 0.00 0.11 0.00 Model 102 0.00 0.22 0.01 0.00 0.11 0.00 Model 9 0.00 0.22 0.01 0.00 0.11 0.00 Model 21 0.00 0.22 0.01 0.00 0.11 0.00 Model 33 0.00 0.22 0.01 0.00 0.11 0.00 Model 45 0.00 0.22 0.01 0.00 0.11 0.00 Model 57 0.00 0.22 0.01 0.00 0.11 0.00 Model 69 0.00 0.22 0.01 0.00 0.11 0.00 Model 81 0.00 0.22 0.01 0.00 0.11 0.00 Model 93 0.00 0.23 0.01 0.00 0.11 0.00 Model 105 0.00 0.23 0.01 0.00 0.11 0.00 Model 12 0.00 0.22 0.01 0.00 0.11 0.00 Model 24 0.00 0.22 0.01 0.00 0.11 0.00 Model 36 0.00 0.22 0.01 0.00 0.11 0.00 Model 48 0.00 0.22 0.01 0.00 0.11 0.00 Model 60 0.00 0.22 0.01 0.00 0.11 0.00 Model 72 0.00 0.22 0.01 0.00 0.11 0.00 Model 84 0.00 0.22 0.01 0.00 0.11 0.00 Model 96 0.00 0.22 0.01 0.00 0.11 0.00 Model 108 0.00 0.22 0.01 0.00 0.11 0.00