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Permit D15-0168 - WASHINGTON PLACE / HOTEL INTERURBAN - TOWER CRANE -
This record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D15-0168 WASHINGTON PLACE - TOWER CRANE 223 ANDOVER PARK EAST RECORDSDIGITAL D-) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION Page # Coda Exemption, � � � I3ri6f Explanatory 6escrlofion, Sfatutte/Ruilo The Privacy Act of 1974 evinces Congress' intent that social security numbers are a private concern. As such, individuals' social security Personal Information — numbers are redacted to protect those Social Security Numbers individuals' privacy pursuant to 5 U.S.C. sec. 5 U.S.C. sec. 340,352 DR1 Generally — 5 U.S.C. sec. 552(a), and are also exempt from disclosure 552(a); RCW 552(a); RCW under section 42.56.070(1) of the Washington 42.56.070(1) 42.56.070(1) State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card numbers, electronic check numbers, credit Personal Information — expiration dates, or bank or other financial RCW DR2 Financial Information — account numbers, which are exempt from 42.56.230(5) RCW 42.56.230(4 5) disclosure pursuant to RCW 42.56.230(5), except when disclosure is expressly required by or governed by other law. Personal Information — Redactions contain information used to prove RCW DR3 Driver's License. — RCW identity, age, residential address, social security 42.56.230 (7a 42.56.230 number or other personal information required to & c) (7a & c) apply for a driver's license or identicard. Redacted content contains a communication between client and attorney for the purpose of obtaining or providing legal advice exempt from RCW Attorney -Client Privilege — disclosure pursuant to RCW 5.60.060(2)(a), 5.60.060(2)(a); DR4 RCW 5.60.060(2)(a); RCW which protects attorney -client privileged RCW 42.56.070(1) communications, and RCW 42.56.070(1), which 42.56.070(1) protects, under the PRA, information exempt or prohibited from disclosure under another statute. WASHINGTON PLACE - TOWER CRANE 223 ANDOVER PARK E D15-0168 City of Tukwila • Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 '•' Phone:206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.Rov DEVELOPMENT PERMIT Parcel No: 0223100090 Permit Number: D15-0168 Address: 223 ANDOVER PARK E Issue Date: 10/1/2015 Permit Expires On: 3/29/2016 Project Name: WASHINGTON PLACE -TOWER CRANE Owner: Name: SOUTH CENTER WA L L C Address: 8448 N MERCER WAY, MERCER ISLAND, WA, 98040 Contact Person: Name: OMAR LEE Address: 18230 E VALLEY HWY, STE 195, KENT, WA, 98032 Contractor: Name: ABSHER CONSTRUCTION CO Address: 1001 SHAW RD , PUYALLUP, WA, 98372 License No: ABSHEC*345PS Lender: Name: EAST WEST BANK Address: 10900 NE FOURTH ST, SUITE 200, BELLEVUE, WA, 98005 DESCRIPTION OF WORK: Phone: (425) 251-1600 Phone: (253) 845-9544 Expiration Date: INSTALLATION OF TOWER CRANE FOR CONSTRUCTION OF A NEW HOTEL. DRIVE 14 EACH 24" STEEL PILES, FOLLOWED BY #11 REBAR WITHING STRUCTURAL SLAB ON GRADE FOR FOUNDATION OF CRANE Project Valuation: $320,000.00 Fees Collected: $6,589.03 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type of Construction: VB Occupancy per IBC: U Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-46B: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No �Q� �) J APW Permit Center Authorized Signature: u/ Date: V ` I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and a to the conditions attache to this permit. Signature: Date: Print This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 3: 1) Obtain approval from Labor & Industries prior to placing crane in operation. 2) Provide a safety/basic operations briefing to Tukwila Fire Dept. personnel prior to placing crane in operation. 1: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 2: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 4: Prior to erecting the crane mast above the 200 feet threshold applicant shall submit copy of FAA approval. 25: PW RECEIVED VIA EMAIL Copy of FAA Determination Of No Hazard To Air Navigation For Temporary Structure (Aeronautical Studies No. 2015-ANM-1796 -OE & 2028-OE thru 2031-OE; 5 total), which satisfies PW condition. 5: 'BUILDING PERMIT CONDITIONS' 6: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 7: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 8: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 9: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 10: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 11: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 12: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 13: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 24: Also refer to "BUILDING CUSTOM CONDITION" 14: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 15: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 16: Structrual Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 17: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 18: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 19: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 20: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 21: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 22: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 23: Special inspection are listed, however, all related "Inspection Criteria" for this crane footing not listed, shall fall under the building structural drawings for this portion of that footing. Refer to item 6 on the crane reinforcement plan. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 1400 FIRE FINAL 0201 FOOTING 0101 PRE -CONSTRUCTION 4037 SI-CAST-IN-PLACE 4000 SI-CONCRETE CONST 4034 SI-METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4035 SI-SOILS CITY OF TUKWILA Community Development Department • Public Works Department • Permit Center 6300 Southeenter Blvd., Suite 100 Tukwila, WA 98188 http://wxvw.TukwilaWA..gov SITE LOCATION Building Permit No. U L\,) - Project No. Date Application Accepted: Date Application Expires: use CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print" King Co Assessor's Tax No.: Site Address: 223 Andover Park E Suite Number: Floor: Tenant Name: Washington Place, LLC New Tenant: ❑ .....Yes ❑ ..No PROPERTY OWNER Name: Washington Towers, LP. Address: 18230 E Valley HWY #195 City: Kent State: WA Zip: 98032 CONTACT PERSON — person receiving all project communication Name: Omar Lee Address: 18230 E Valley HWY #195 City: Kent State: WA Zip: 98032 Phone: (425) 251-1600 Fax: (425) 251-1900 Email: omarplee@gmail.com GENERAL CONTRACTOR INFORMATION Company Name: Absher Construction Company, INC. Address: 1001 Shaw Road City: Puyallup State: WA Zip: 98371 Phone: (253) 841-9544 Fax: (253) 841-0925 Contr Reg No.: ABSHEC*345PS Exp Date: 01/08/2017 Tukwila Business License No.: BUS-0994658 ARCHITECT OF RECORD Company Name: Group West Architects Architect Name: Paul Soldwedel Address: 3601 Fremont Ave N. City: Seattle State: WA Zip: 98103 Phone: (260) 826-4447 Fax: Email: psoldwedel@groupwestcompanies.com ENGINEER OF RECORD Company Name: Brienen Structural Engineers, P.S. Engineer Name: Paul J. Brienen , S.E. Address: 596 Industry Drive, Suite 221 City: Tukwila State: WA Zip: 98188 Phone: (206) 397-0000 Fax: Email: pbrienen@pse-ps.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: East West Bank Address: 10900 Northeast 4th St Suite 200 FE'y: Bellevue State: WA Zip: 98005 W\ApplicationsTortns-Applications On Linc\2011 ApplicationsTcmtit Appliauion Revised - 8.9.1 Ldocx Revised: August 2011 bh Page I of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 320,000 Existing Building Valuation: $ 0 Describe the scope of work (please provide detailed information): Drive 14 (EA) 24" steel piles, followed by #11 rebar within structural slab on grade for building crane foundation. Will there be new rack storage? ❑..... Yes JZ.. No If yes, a separate pernut and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I" Floor 960 1808 2 nd Floor Yd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? El ....... Yes ❑....... No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: El ....... Sprinklers ❑....... Automatic Fire Alarm B .......None ❑ .......Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ ....... Yes ❑ .......No If "yes', attach list of materials and storage locations on a separate 8-112"x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ ....... On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Linc\2011 ApplicationsTermit Application Rcviscd - 8-9-1 I.docx Revised: August 2011 Page 2 of 4 bh PUBLIC WORKS PERMIT INFORMATION - 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ... Water District #125 ❑ .. Highline El.. Renton ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑... Valley View ❑ .. Renton ❑ .. Seattle ❑ ...Sewer Use Certificate ❑... Sewer Availability Provided Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with ADDlication (mark boxes which anpl ❑ ...Civil Plans (Maximum Paper Size — 22" x 34" ❑ ...Technical Information Report (Storm Drainage) ® .. Geotechnical Report ❑ ...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance ❑ ...COnstrrction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection _ Irrigation Domestic Water ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line 11 ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size.. WO # ❑ ...Water Only Meter Size............ WO # ❑ ...Deduct Water Meter Size " ❑ ...Sewer Main Extension.............Public ❑ Private ❑ ❑ ...Water Main Extension.............Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Day Telephone: Mailing Address: City State Zip RUpplieat ionsWorms-Applicat ions On Linc\2011 ApplicationsTetmit Application Revised - 8-9-1 I.docx Revised: August 2011 Page 3 of 4 bh PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING Print Name: Omar P. Lee Mailing Address: 18230 E. V AGENT: Hwv Suite 195 07/06/2015 Day Telephone: (425) 251-1600 Kent City WA 98032 State Zip H:Wpplications\For -Applications On Linc\2011 ApplicationsTeratit Application Revised- 8-9-1 l.docx Revised: August 2011 Page 4 of 4 bh DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $3,621.68 D15-0168 Address: 223 ANDOVER PARK E Apn: 0223100090 $3,621.68 DEVELOPMENT $3,452.60 ADDITIONAL PLAN REVIEW R000.345.830.00.00 1.00 $66.50 PERMIT FEE R000.322.100.00.00 0.00 $3,381.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $169.08 TECHNOLOGY FEE • •. 1: R000.322.900.04.00 0.00 $169.08 $3,621.68 Date Paid: Thursday, October 01, 2015 Paid By: CHRISTINE LEE Pay Method: CREDIT CARD 06737D Printed: Thursday, October 01, 2015 12:40 PM 1 of 1 SYSTEMS Date Paid: Monday, July 06, 2015 Paid By: CHRISTINE LEE Pay Method: CREDIT CARD 06923D Printed: Monday, July 06, 2015 2:07 PM 1 of 1 /rU IJ SYSTEMS Y I . , LOR Retain a co INSPECTION RECORD ,® 6 VN- yvithermit iptf 1N N0. py p PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Bivd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type AI{�spection: l�► Address: !1 : Date Caile Special Instructions: Date Wanted: a.m. 3-10-t 6 p.m. Requester: Phone No: _ IInspector: e—"�i I Date: 3 — `®, j fc7� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be. paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 1)S- Q �� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 PrP'e�ct: /�/4� WA-f h t' l�i .•IType o Inspecti�prift Address: ft i--- E �Z ~ Date Called: Special Instructions: 4A( Date Wanted: Ia.m. 8" -- S- P.M. Requester: Phone No: Inspector: Dater REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call. to schedule reinspection. N M I s N 0 s COPY TO BE REMOVED AFTER CONSTRUCTION ftwil it ft -blot �/ 1'111111flll"111111110� / / �, \ \ an 7'-3" — — -+ �— — — — E-- — n n n n I i I i n n I' n n C � C 1 1/2" I X 61' ,2'-6" I, 3'-6" �2'-6" TE 3' — 6" 1 CRANE PLACEMENT PLAN Scale: 1/4" = V-0" i REVISION$ No chara =; shalt be made fm the scope of work thol4 prior TuW43 SWIding O r dorl. NOTE; rzvwm Wm mi quiet a low 00 abaft and may mdud9 ad0o d pkngeaiewJ9" 10'-0" R NOTE 3 ON S2, / —I— \ TYP 4 LOC E- -�- Plan Ow ssk ARpno�l cat constnicb�on' d does not a 0d ]3' 321t4 i9 8'-0" 8'-0" - nu'L MY of Tuk W BUtLQ1{VQ DIVISt0A1 —F — — $Zg3031 24" 0 STEEL � '"AUG 2015 Ta co REVIEWED PIECE"r This plan was mvmv cd for general cones with the �D �DtE?QI� o lea v/ as WnCWW by the jurisdiction:19 Structural Provisions of the Code ❑ Non -Structural Provisions of Uu International uil Building Code V� o2s�8L[69L5���� ❑ Others: The project applicant is responsible for conforatance with all applicable codes, conditions of approval, and permit requirements subject to the requirements and interpretations of the governing REV EAA/EC FOR authority. This review does not relieve the Architect and Engi of Record of the responsibility for a complete design I C @10- F O tl,PLJAN lCE with the laws of the governing jurisdiction and the State of Washi Jurisdiction ct-r7 Q.L" r //f< 4v,c,4 ��.:�ayC arr ay s J By - ,� Date p/�'I ` REID I SEF 14 2015 MIDDI-FT014lINC Code Review Consult:.Li� A J Cifyf�f Tt kvjila SUILDIi JG DiVIS1OIq CJ >� REVISIO�N N0,1 CrIt! of Tukwila i uli 2015 North RECEIVED CITY OF TUKWILA Is (b 8 I AUG 2 7 2015 PERMIT CENTER Z W W W � UU J LU N 0 C6 Co 0 W JJ 0 r •� Z cn' m w a U ro v NO IJ N to CL o r- ± U') N c6 00 o Ai CRANE REIN #11 T&B (2) #11 T w/ STD HOOK ES TYP (10) PLCS (2) #11 x 13'-0" T n 4.n w/STD HOOK n ; TE CEMENT P • • C NOTE 4, TYP 4 LOC rij n ' LT uNOTE ,S- '�'I'� TYP 4 L C R E"EWE AUG 3 ' 2G15 REID MIDDLETON, INC. #11 @ 8" OC T&B 2 LAYERS OF #11 @ 8" OC T&B, FORM SAVER AT CJ w/ MAIN PILE CAP REINF CJ Cy, 32114 I ADDED CJ REINF 0- ��EVI� H CnnE C SEP city Of SUILDIN FOR LIANCE Ijr:J 2015 lxveils. 11VISI014 CJ ; + AUG 3 ' Lu1 10 ir,IDDLEM-1 R C IVED ITY F KWILA AUK! 2015 Scale: 1/4" = V-0" 0 1 Am, NOTES: 1. ALL #11 REINF SHALL BE ASTM A615 Fy=80 ksi @ 8" OC OR ASTM A615 Fy = 60 ksi @ 6" OC. REINF GRADE. SPACE SHALL MATCH CENTER CORE LAYOUT. ALL OTHER REINF SHALL BE ASTM A615 Fy= 60 ksi. 2. STANDARD HOOKS SHALL BE PROVIDED FOR THE OUTER MOST T&B REINF BARS AT CENTER CORE PILE CAP EDGE. 3. CRANE ANCHOR BY CRANE MANUFACTOR, CONTR TO PROVIDE TEMPORY SUPPORT. 4. PROVIDE (28) #8 STIRRUPS @ 8" OC @ EA CRANE ANCHOR, PROVIDE STIRRUPS #8 STIRRUPS PER S3.101 ELSEWHERE. STIRRUPS SHALL HAVE 135- HOOKS ON TOP AND 90° HOOKS ON BOTTOM. 5. WHERE T&B REINF IS SHOWN CONTINUING THROUGH CJ, PROVIDE LENTON GRADE 80 FORM SAVERS. 6. ALL GENERAL NOTES AND INSPECTION CRITERIA FROM THE BUILDING STRUCTURAL DRAWINGS APPLY TO THIS PORTION OF THE FOOTING. THIS PORTION OF THE FOOTING IS PART OF THE BUILDING. THE North 0 Lu N � O QN to 06 N 0 00 -i `C 10 -Z_ w a w Um m� Q 0 U N to ONE, 3�E TE I 3" CLR TYP @ MAT EDGI NOTE 4 0 PILE CAP SECTION Scale: 1/4" = V-0" 9" TYP @ ANCHOR NOTE 3 m `SEE S2 FOR REINF TEMP SUPT BY CONTR, TYP @ EA ANCHOR L-FMWE3 " 2015 REID MIDDLETON, INC. Al REVIEWED FOR CODE COMPLIANCE APPROVED SEP 14 2015 City of Tukwila BUILDING DIVISION IJ AUG 3 12015 REID MIDDJL-ETON, INC _ RECEIVED CITY OF TUKWILA AUG 2 7 2015 PERMIT CENTER NOTES: 1. ALL #11 REINF SHALL BE ASTM A615 Fy=80 ksi @ 8" OC OR ASTM A615 Fy = 60 ksi @ 6" OC. REINF GRADE. SPACE SHALL MATCH CENTER CORE LAYOUT. ALL OTHER REINF SHALL BE ASTM 615 Fy= 60 ksi. 2. STANDARD HOOKS SHALL BE PROVIDED FOR THE OUTER MOST T&B REINF BARS AT CENTER CORE PILE CAP EDGE.W) 3. CRANE ANCHOR BY CRANE MANUFACTOR, CONTR TO PROVIDE TEMPORY SUPPORT. s 4. PROVIDE (28) #8 STIRRUPS @ 8" OC @ EA CRANE ANCHOR, PROVIDE STIRRUPS #8 STIRRUPS PER S3.101 ELSEWHERE. STIRRUPS SHALL HAVE 135° HOOKS ON TOP PD 900 HOOKS ON BOTTOM. 5. WHERE T&B REINF IS SHOWN CONTINUING THROUGH CJ, PROVIDE LENTON GRADE 80 FORM SAVERS. 6. ALL GENERAL NOTES AND INSPECTION CRITERIA FROM THE BUILDING STRUCTURAL DRAWINGS APPLY TO THIS PORTION OF THE FOOTING. THIS PORTION OF THE FOOTING IS PART OF THE BUILDING. THE TOWER CRANE LOADING IS TEMPORARY CONSTRUCTION LOAD ONLY. J Q F— W 0 M W z � L0 N O Q C6 N C) T- C6 CD N O 00 w T'- C N C ;o aa) o Z ,� N -f U) Co W d W UCO m� Q � U N In U') N _O o6 o CRANE ANCHOR DETAIL Scale: 1/2" = V-0" Q E" E M AUG 3 1 2015 (J REID MIDDLETON, INC. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 14 2015 City of Tukwila BUILDING DIVISION Al D _ REID 11WIDDLETON, INC. RECEIVED CITY OF TUKWILA AUG 2 7 2015 PERMIT CENTER NOTES: 1. ALL #11 REINF SHALL BE ASTM A615 Fy=80 ksi @ 8" OC OR ASTM A615 Fy = 60 ksi @ 6" OC. REINF GRADE. SPACE SHALL MATCH CENTER CORE LAYOUT. ALL OTHER REINF SHALL BE ASTM A615 Fy= 60 ksi. 2. STANDARD HOOKS SHALL BE PROVIDED FOR THE OUTER MOST T&B REINF BARS AT CENTER CORE PILE CAP EDGE. 3. CRANE ANCHOR BY CRANE MANUFACTOR, CONTR TO PROVIDE TEMPORY SUPPORT. 4. PROVIDE (28) #8 STIRRUPS @ 8" OC @ EA CRANE ANCHOR, PROVIDE STIRRUPS #8 STIRRUPS PER S3.101 ELSEWHERE. STIRRUPS SHALL HAVE 1350 HOOKS ON TOP AND 900 HOOKS ON BOTTOM. « 5. WHERE T&B REINF IS SHOWN CONTINUING THROUGH CJ, PROVIDE LENTON GRADE 80 FORM SAVERS. 6. ALL GENERAL NOTES AND INSPECTION CRITERIA FROM THE BUILDING STRUCTURAL DRAWINGS APPLY TO THIS PORTION OF THE FOOTING. THIS PORTION OF THE FOOTING IS PART OF THE BUILDING. THE u LO � N Q co 0 � co O _�o r� � k z� J -13 m w a W Um m� Q� O U ^� N In LL lO N 06 00 O TOWER CRANE LOADING IS TEMPORARY CONSTRUCTION LOAD ONLY. #11 x 15'-0" @ 12" OC, CENTER ON CJ UD EWE EUG 2115 110 REID MIDDLETON, INC. I REBAR PER PLAN TYP ��,I� C I II \u/ I 'I JJ ll AUS 3 _ 2o;5 REID MIDDLETON. INC. (RECEIVED CITY OF TUKWILA AUG 2 7 2015 PERMIT CENTER NOTES: 1. ALL #11 REINF SHALL BE ASTM A615 Fy=80 ksi @ 8" OC OR ASTM A615 Fy = 60 ksi @ 6" OC. REINF GRADE. SPACE SHALL MATCH CENTER CORE LAYOUT. ALL OTHER REINF SHALL BE ASTM A615 Fy= 60 ksi. 2. STANDARD HOOKS SHALL BE PROVIDED FOR THE OUTER MOST T&B REINF BARS AT CENTER CORE PILE CAP EDGE. 3. CRANE ANCHOR BY CRANE MANUFACTOR, CONTR TO PROVIDE TEMPORY SUPPORT. 4. PROVIDE (28) #8 STIRRUPS @ 8" OC @ EA CRANE ANCHOR, PROVIDE STIRRUPS #8 STIRRUPS PER S3.101 ELSEWHERE. STIRRUPS SHALL HAVE 135° HOOKS ON TOP AND 90° HOOKS ON BOTTOM. 5. WHERE T&B REINF IS SHOWN CONTINUING THROUGH CJ, PROVIDE LENTON GRADE 80 FORM SAVERS. 6. ALL GENERAL NOTES AND INSPECTION CRITERIA FROM THE BUILDING STRUCTURAL DRAWINGS APPLY TO THIS PORTION OF THE FOOTING. THIS PORTION OF THE FOOTING IS PART OF THE BUILDING. THE TOWER CRANE LOADING IS TEMPORARY CONSTRUCTION LOAD ONLY. N O M 8 4•w:rN Oco n c C N � Y M L N W v— Lu N Q 00 o� 00 0 vl- w J c 0 a) O z U) om w d W U T m � Q O U N � 1.L 0 N 06 06 o � m 0 6" 6' - m TO BE REMOVED AFTER CONSTRUCTION M 0, _0 NO 'A F r 1, ri IFAII Flomm morimm I /A/mmo ff� m /,&a 7'-3" n n n C � � M. . . ... . . . CN nn n n C = C .I N CD in 1 1/2" 3'-6" 2'-6n 3'-6" �2' - 6" TE 3'-6" 1 CRANE PLACEMENT PLAN Scale: 1/4" = 1'-0" REND NO 10"mV" shad! W Made to the scope of work without prior Otyp��rtp�i. of Tukwila Building is and � ���� /18W ON1 Dian reviaw %ft 10'-0" CV M i V FILE — — FiLE 'Co24" O STEEL Permit No. PILES TYP Plan review approval is subject to emote and omissions. Approval of construction documwb does not autt dze the violation of any adVW code Or Odnarme. Of aired Field Copy end cordg s is a&jWWed9Od: NOTE 3 ON S2, /'i— \ TYP 4 LOC � —H \_I"/ S4 By: Date: S5 C""fu�Cwila f -;- BUIWING-6IVISION CJ This plan was reviewed for general confonnaaa with the folbway as amended by the jurisdiction: ,19 Structural Provisions of the International Building Code 0 Non -Structural Provisions of the Intenmak ud Bnildiag Code The project applicant is responsible for conformance with all applicable codes, conditions of approval, and permit requirements subject to the requirements and, uttgrprctations of the governing authority. This review does not relieve, thg,Architect and Engineers of Record of the responsibility for a complete design in accordance with the laws of the governing jurisdiction and the State of Washington. Jurisdiction o o r `r-W(wi t By W-4w oY Date REID MIDDLETON, INC. Code Review Consultant 1 I-N`,E/ jl_�l�FED FOR k1i .t 11 Ju1) SEPARATE PERMIT REQUIRE FOR: Ua t$'isn w4rg cny of Tukwila CJ fVED CITY OF UKWILA, AUG 2. 12015 PERMITCENTER North, . VG' N O M O Q 00 4D CD U Y C to N oV7 too 0 co Z W 0 W H Cn ~ W z� W a- W Um� Q O U J N t1� amrz �iN I •• 31wrl", OF # !l Al (2) LAY 11 T&B —�— � —H n nMEMEL— _ C C C C 1 • C u I u i TE CRANE RMFOREMENT P . 1/��'-0'1 NOTE 4, TYP 4 LO( c u LJ NOTE 3, TYP 4 LOC S4 ADJUST REINF HORIZ AS REQD TO MISS CRANE ANCHORS. DO NOT SPACE GREATER THAN18" OC AROUND CRANE ANCHORS. ADJUSTED BARS MAY BE DECKED INTO A THIRD LAYER. 2 LAYERS OF #11 T&B 32114 ' E V � QgE UU AUG 2 J15 REID MIDDLET N, INC. REC VED CITY OKTUKWILA AUG 2\1 2015 - 2 LAYERS OF #11 PER CENTER T&B, FORM SAVER AT CJ w/ MAIN PILE CAP REINF S5 /'I' \ /'i— CJ �—H 9 CJ ADDED , CJ REINF 40 RoTEs Y-- Y. Y w Y• yl� � Y— yr� Y' Y' Y' Y1 Y' Y-� Y1 Y— Y' r' r- Al 1. ALL #11 REINF SHALL BE ASTM A615 Fy=80 ksi @ 8" OC OR ASTM A615 Fy = 60 ksi @ 6" OC. REINF GRADE. SPACE SHALL MATCH CENTER CORE LAYOUT. ALL OTHER REINF SHALL BE ASTM A615 Fy= 60 ksi. 2. STANDARD HOOKS SHALL BE PROVIDED FOR THE OUTER MOST T&B REINF BARS AT CENTER CORE PILE CAP EDGE. 3. CRANE ANCHOR BY CRANE MANUFACTOR, CONTR TO PROVIDE TEMPORY SUPPORT. 4. PROVIDE (28) #8 STIRRUPS @ 8" OC @ EA CRANE ANCHOR, PROVIDE STIRRUPS #8 STIRRUPS PER S3.101 ELSEWHERE. STIRRUPS SHALL HAVE 135° HOOKS ON TOP AND 90° HOOKS ON BOTTOM. 9 5. WHERE T&B REINF IS SHOWN CONTINUING THROUGH CJ, PROVIDE LENTON GRADE 80 FORM SAVERS. vi' 6. ALL GENERAL NOTES AND INSPECTION CRITERIA FROM THE BUILDING STRUCTURAL DRAWINGS APPLY TO THIS PORTION OF THE FOOTING. THIS PORTION OF THE FOOTING IS PART OF THE BUILDING. THE N O M O 00 CD V Y CD CQ W Lo W N o� co O U) Z W O H U) ~ w Lu Um m9 O U N 1n ^ O CD 1..1.. lLo N Q — c6 o CTE i A Il1Tr O 3" CLR TYP @ MAT EDG PILE CAP SECTION Scale: 1/4" = 1'-0" FOR j AUG 2 0 2015 111, REID MIDDLETON, INC. RECEIVED CITY OF TUKWILA AUG 2 1 2015 PERMIT CENTER //3V (r'z�', . I/— Flp Mlpp FTOne NOTES: 1. ALL #11 REINF SHALL BE ASTM A615 Fy=80 ksi @ 8" OC OR ASTM A615 Fy = 60 ksi @ 6" OC. REINF GRADE. SPACE SHALL MATCH CENTER CORE LAYOUT. ALL OTHER REINF SHALL BE ASTM A615 Fy= 60 ksi. 2. STANDARD HOOKS SHALL BE PROVIDED FOR THE OUTER MOST T&B REINF BARS AT CENTER CORE PILE CAP EDGE. 3. CRANE ANCHOR BY CRANE MANUFACTOR, CONTR TO PROVIDE TEMPORY SUPPORT. 4. PROVIDE (28) #8 STIRRUPS @ 8" OC @ EA CRANE ANCHOR, PROVIDE STIRRUPS #8 STIRRUPS PER S3.101 ELSEWHERE. STIRRUPS SHALL HAVE 135° HOOKS ON TOP AND 90° HOOKS ON BOTTOM. 5. WHERE T&B REINF IS SHOWN CONTINUING THROUGH CJ, PROVIDE LENTON GRADE 80 FORM SAVERS. 6. ALL GENERAL NOTES AND INSPECTION CRITERIA FROM THE BUILDING STRUCTURAL DRAWINGS APPLY TO THIS PORTION OF THE FOOTING. THIS PORTION OF THE FOOTING IS PART OF THE BUILDING. THE TOWER CRANE LOADING IS TEMPORARY CONSTRUCTION LOAD ONLY. ,m.-A m.-A �,—A i. A o,..A o..A o.A w.A ,.A ,.,..A t o,..A o,..A U) J_ Q w 0 M w Cn Z N O M O C O 00 ti y w O V Y CN co CU ci) U Cl) .CD i � m W tn T- W N Q 00 C) 00 O U) Z w O uj t- v_) w z w CU Q a w a m H m U Lo O N o6 r 00 O CRANE ANCHOR DETAIL Scale: 1/2" = 1'-0" 0 AUG 2 0 2015 REID MIDDLETON, INC. (RECEIVED CITY OF TUKWILA AUG 2 1205 PERMIT CENTER NOTES: 1. ALL #11 REINF SHALL BE ASTM A615 Fy=80 ksi @ 8" OC OR ASTM A615 Fy = 60 ksi @ 6" OC. REINF GRADE. SPACE SHALL MATCH CENTER CORE LAYOUT. ALL OTHER REINF SHALL BE ASTM A615 Fy= 60 ksi. 2. STANDARD HOOKS SHALL BE PROVIDED FOR THE OUTER MOST T&B REINF BARS AT CENTER CORE PILE CAP EDGE. 'U1 3. CRANE ANCHOR BY CRANE MANUFACTOR, CONTR TO PROVIDE TEMPORY SUPPORT. 4. PROVIDE (28) #8 STIRRUPS @ 8" OC @ EA CRANE ANCHOR, PROVIDE STIRRUPS #8 STIRRUPS PER S3.101 ELSEWHERE. STIRRUPS SHALL HAVE 135° HOOKS ON TOP AND 9 HOO ON BOTTOM. 5. WHERE T&B REINF IS SHOWN CONTINUING THROUGH CJ, PROVIDE LENTON GRADE 80 FORM SAVERS. 6. ALL GENERAL NOTES AND INSPECTION CRITERIA FROM THE BUILDING STRUCTURAL DRAWINGS APPLY TO THIS PORTION OF THE FOOTING. THIS PORTION OF THE FOOTING IS PART OF THE BUILDING. THE O M. O OJ � coco U N cn Y M W C: N N L L Lo w N Q 00 C) 00 0 U) Z w 0 J U) w O z w co W m U/J 0 U J N Ln u') N c6 00 TOWER CRANE LOADING IS TEMPORARY CONSTRUCTION LOAD ONLY. PERMIT CENTER REID MIIDDI[TON, INC. NOTES: 1. ALL #11 REINF SHALL BE ASTM A615 Fy=80 ksi @ 8" OC OR ASTM A615 Fy = 60 ksi @ 6" OC. REINF GRADE. SPACE SHALL MATCH CENTER CORE LAYOUT. ALL OTHER REINF SHALL BE ASTM A615 Fy= 60 ksi. 2. STANDARD HOOKS SHALL BE PROVIDED FOR THE OUTER MOST T&B REINF BARS AT CENTER CORE PILE CAP EDGE. 3. CRANE ANCHOR BY CRANE MANUFACTOR, CONTR TO PROVIDE TEMPORY SUPPORT. 4. PROVIDE (28) #8 STIRRUPS @ 8" OC @ EA CRANE ANCHOR, PROVIDE STIRRUPS #8 STIRRUPS PER S3.101 ELSEWHERE. STIRRUPS SHALL HAVE 135° HOOKS ON TOP AND 90° HOOKS ON BOTTOM. 5. WHERE T&B REINF IS SHOWN CONTINUING THROUGH CJ, PROVIDE LENTON GRADE 80 FORM SAVERS. 6. ALL GENERAL NOTES AND INSPECTION CRITERIA FROM THE BUILDING STRUCTURAL DRAWINGS APPLY TO THIS PORTION OF THE FOOTING. THIS PORTION OF THE FOOTING IS PART OF THE BUILDING. THE TOWER CRANE LOADING IS TEMPORARY CONSTRUCTION LOAD ONLY. D150 N O M O QN� c" O 00 r�f N t N C O U Y FsL cc M c Coos W Lo � N O 0 00 O W 0 i — H co H 5; W O Z'p w U J w a m 0 i co U Lo 0 N co 00 0 550 EC H 20 Li1=r-%cmPr101=0 LIEBHERR Tower Crane ri REVIEWED FOR CODE COMPLIANCE APPROVED SEP 14 2015 City of Tukwila BUILDING DIVISION JUL 08 2015 TUKWILA PUBLIC WORKS Configuration 1 with 550 HC Tower on 630 EC-H Base Section max. 277 ft (84.5m) HUH on concrete footing max. 285 ft (86.9m) HUH on undercarriage p 1!;%M. 0 16 8 r TEN. x 0 267 ft (81.5m) 550 HC Undercarriage 32'-10" 00.0m) gauge 630 K-H Undercarriage 32'-10"(10.0m)gouge Configuration II with 550 HC Tower max. 256 ft (78m) HUH on concrete footing max. 263 h (80.3m) HUH on undercarriage RECEIVED CITY OF TUKWILA Revised 0913 JUL 0 6 2015 PERMIT CENTER the crane company Jib Assemblies 90'-T 275m 550 EC-H ZO Ut=r%onic 274'-7" 83.7m (D 9'-10" (3m) I 4— 267 h (81.Sm) —� €-> a Min. hook position 7,720 Ibs (3 500kg) — —--------------------r-- _ 8,8201bs (4 000kg) LM2 2.45m ----------- I___ --------- ------------ ------ L---------- L ----------L_________ 235 fi (71.50 --� 5 ---------------- -_- 11,0201bs (5 000 kg) - 12,570 lbs (5 700 kg) LJV12 ---- _ p------------ ----------- 1------------ _____L --------- 1--------- L , � 202fi (61.5m) ---------------------------- 16,31016s (7400kg) _ 18,3001bs (8300 kg) LM2 ---------- -----L-- I LIT 169 fi (51.5m) T11 24,4701bs (11100kg) -- 26,460 lbs (12 000 kg) LM2. ----------- --- ---- ----------- i-----------�---- 37,4801bs (17000kg) 39,680 Ibs (18 000 kg) LM2 Configuration 1 with 550 HC Tower on 630 EC-H Base Section ALMORROW NOTE! Consult Morrow for specific information regarding alternate tower configurations, founda- tion details, dimensions, reaction forces and slab opening requirements. IMPORTANT! Please consult crane's operation manual before erecting, operating, servicing and dismantling crane. Configuration 1 550 HC tower sections on 630 EC-H undercarriage and base section N 8'-6" 1.6m 19'-0" 5.8m o; 32' 10" IOm e No. of Tower Elements Tower Element Type static concrete footing raii'twelling undercomage feet meters feet meters 0 630 ECH BS 49 14.9 76 23.1 1 550H(STS 68 20.7 95 28.9 2 550 H( STS 87 26.5 114 34.7 3 550 HC STS 106 32.3 133 40.5 4 550 H( STS 125 36.1 152 46.3 5 550 H( STS 144 43.9 171 52.1 6 550 HC STS 163 49.7 190 57.9 7 550 HC STS 182 55.5 209 63.7 8 550 HC STS 201 61.3 228 69.5 9 550 HC STS 220 67.1 247 75.3 10 550 HC STS 239 72.9 266' 81.1' 11 550 HC STS 258' 78.7' 285' 86.9' 12 * 550 HC STS 277' 84.5' - - 550 E C= H 20 Litr•onic Configuration II 550 HC tower sections on 19'-0" (5.8m) 550 HC standard tower section (undercarriage) 6'-6" L6m 19'-0" 5.8m = e 32'-10" IOm Q o No. of Tower Elements Tower Element Type stafic concrete footing railtrovelling undercarriage feet meters feet meters 1 550 H( STS 28 8.4 54 16.5 2 550 H( STS 47 14.2 73 22.3 3 550 HC STS 66 20 92 28.1 4 550 HC STS 85 25.8 111 33.9 5 550 HC STS 104 31.6 130 39.7 6 550 HC STS 123 37.4 149 45.5 7 550 HC STS 142 43.1 168 51.3 8 550 H( STS 161 49 187 57.1 9 550 HC STS 180 54.8 206 62.9 10 550 H( STS 199 60.6 225 68.7 11 550 H( STS 218 66.4 244 74.5 12 550 H( STS 237' 72.1' 263' 80.3' 13 550 H( STS 256' 76' - - ' Lower top climbing unit to base of crane prior to operating crane at maximum hook height. NOTE! Special tower configurations giving additional hook heights are available using reinforced base tower sections and/or reinforced tower sections. Contact MORROW for more information. NOTE! Contact MORROW for specific information regarding climb- ing inside the structure details such as dimensions, reaction forces and slab opening requirements. 19LMORROW 550 E C- H 20 Litr-%onic Tie-in Details ` NOTE! Tie-in assemblies must be positioned and installed according to manufacturer requirements. Restrictions apply; please consult operation manual or contact Morrow Equipment for specific rec- ommendotions. Lower top climbing unit to upper tie-in prior to operating crane. Centerline of Crone T oin Collor [Site conditions dependent] TIE-IN ASSEMBLY with 550 HC Tower Sections plan view or Connection plates (2) by contractor NOTE! The tie-in assembly shown above is on example of a typical installation. Please note, however, that factors determining the installation of tie-in assemblies may vary due to project specific criteria. f Minimum clearance between face of structure and the center of crane is 816" (2.bm) when using 550 NC tower. The maximum clearance is dependent upon project specific criteria. Verify all dimensions. Contact Morrow for additional information regarding dimensions, alternate tower configurations, reaction forces, tie-in installation and slab opening requirements. SIMORROW reAn Assembly Tie -In Assembly E E N M II b Unit TOP CLIMBING with 550 HC Tower Sections Tied to Structure 550 EC-H 20 Ut:-`C3M1= Radius and Capacities Hook Jib Tip Maximum ft 69 82 95 108 121 136 154 169 187 202 220 235 253 267 Radius Radius Capacity -Radius m 21 25 29 33 37 41.5 47 51.5 57 61.5 67 71.5 77 81.5 267 ft 274'-7" 44,090 lbs - 65 ft Ibs 41230 33,820 28,810 24,960 21,890 19,140 16,450 14,660 12,850 11,620 10,320 9390 8,420 7,720 d 81.5m 83.7m 10 000 kg -19.8m kg 18 700 15 340 13 070 11310 9 930 8 680 7 460 6 650 5 830 5 270 4 680 4 260 3 820 3 500 235 ft 241'-10" 44,090lbs- 72 ft Ibs 44,090 38,290 32,690 28,370 24,960 21,890 18,890 16,910 14,880 13,490 12,040 11,020 71.5m 73.7m 20 000 kg - 22m kg 20 000 17 370 14 830 12 870 11320 9 930 8 570 7 670 6 750 6120 5 460 5 000 i a 202 It 2094" 44,090 Ibs - 84 ft Ibs 44,090 44,090 38,490 33,510 29,560 26,010 22,550 20,240 17,920 16,310 d 61.5m 63.7m 20 000 kg - 25.5m kg 20 000 20 000 17 460 15 200 13 410 11800 10 230 9180 8130 7 400 169 ft 176'-2" 44,090 Ibs - 99 ft Ibs 44,090 44,090 44,090 39,990 35,3B0 31,220 27,160 24,470 51.5m 53.7m 20 000 kg - 30.1 m kg 20 000 20 000 20 000 18140 16 050 14160 12 320 11 100 LM 136 ft 143'-4" 44,090 Ibs -117 ft Ibs 44,090 44,090 44,090 44,090 42,370 37,480 41.5m 43.7m 10 000 kg - 35.6m kg 10 000 20 000 20 000 20 000 19 220 17 000 Standard mode Hook Jib Tip Maximum ft 69 82 1 95 108 121 136 114 169 187 202 220 235 253 267 Radius Radius Capacity - Radius m 21 25 19 33 37 41.5 47 51.5 57 61.5 67 71.5 77 81.5 267 ft 274'-7" 44,090lbs-71 ft Ibs 44,090 37,260 31,790 27,600 24,250 20,860 18,320 16,380 14,420 13,070 11,640 10,650 9,590 8,820 m 81.5m 83.7m 20 000 kg - 21.5m kg 20 000 16900 14 410 12 520 11000 9 460 8 310 7 430 6 540 5 930 5180 4 830 4 350 4 000 235 ft 241'-10" 44,090 Ibs- 79 ft Ibs 44,090 42,530 36,380 31,640 27,890 24,490 21,210 19,030 16,800 15,280 13,690 12,570 J 71.5m 73.7m 20 000 kg - 24.1m kg 20 000 19 290 16 500 14 350 12 650 11 110 9 620 8 630 7 610 6 930 6 210 5 700 41 ~ a 202 ft 2094" 44,090 lbs - 92 h Ibs 44,090 44,090 42,590 37,150 32,830 28,900 25,130 22,600 20,060 18,300 d 61.5m 63.7m 20 000 kg -18.1 m kg 10 000 10 000119 310 16 850 14 890 13110 11400 10 250 9100 8 300 169 ft 176'-2" 44,090 Ibs -106 ft Ibs 44,090 44,090 44,090 43,060 38,120 33,660 29,320 26,460 51.Sm 53.7m 20 000 kg - 32.3m kg 10 000 20 000 20 000 19 530 17 290 15 270 13 300 12 000 LM2 136 ft 143'-4" 44,090 Ibs -123 ft Ibs 44,090 44,090 44,090 44,090 44,090 39,680 41.5m 43.7m 1 20 000 kg - 37.6m kg 20 000 20 000 20 000,20 000,20 000,18 000 Heavy lift mode IMPORTANT! Litronic0 cranes are equipped with Liebherr's state of the art PLC system that provides precise monitoring, control and coordina- tion of all cranes functions. This feature also permits a load increase of up to 20% as illustrated in the heavy lift mode (LM2) chart above. Contact Morrow for more information regarding the many features of the 550 EC-H 20 Litronic tower crane. Consult Operation Manual before erecting, operating, servicing or dismantling crane. 550 EC-H ZO Litrronic Foundation Details on concrete footing 8'A" (1.45m) 8'A" (1.45m) Minimum 8'-6" 11 outside to outside Minimum 81fi" outside to outside clearance p dm 550 HC tower section clearance p 6m 550 HC tower section 630 E(-H base section 550 HC tower section Reinforcing Reinforcing Bolted steel each way Ilinned steel each way Foundation , anchors (4) 7'-3" o.c. z.zmo.c.'� anchors (4) 1,�� Reinforcing 1.1m o.c. Reinforcing steel each way steel each way M h on 630 EC-H Base Section with 550 HC Tower Undercarriage Details on rail -travelling undercarriage Minimum 191-W Minimum 19' 0" o E o 31'-10" 1 Rail 32'-l0" Rail lOm gauge lom gauge 630 EC-H 550 HC NOTE! For information regarding rail -travelling, static undercarriages and central ballast configurations, see 550 EC-H Litronic Operation Manual. SIMORROW 550 EC-H 20 Litr- c3nic Hoist Speed and Capacities Hoist Unit WiW 300 Vz 401 2-Part Line LM I 147 hp (1 10 kW) FC hoist unit Variable frequency drive (VFD) 3-5peed electromagnetic gear shifting bL 237 Speed Capacity Line Speed Capacity Line Speed up to 44,090 Ibs @ 89 fpm up to 21,605 Ibs @ 157 fpm up to 20 000 kg up to 9 800 kg @ 27 m/min @ 48 m/min 2 up to 25,355 Ibs @ 151 fpm up to 11,245 Ibs @ 266 fpm up to 11 500 kg up to 5 100 kg @ 46 m/min @ 81 m/min 3 up to 14,110 Ibs @ 253 fpm up to 4,850 Ibs @ 459 fpm up to 6 400 kg up to 2 200 kg @ 77 m/min @ 140 m/min IMPORTANT! Capacities and line speeds indicated will vary depending on the amount of hoist wire rope installed. This crane model may be equipped with a hoist unit other than that specified in the data shown above. To verify, check serial number and refer to 550 EC-H 20 Litronic Operation Manual for additional information. Motor Information Drive Unit Horsepower Kilowatts Speed Trolley (VFD) 14 hp 10.5 kW 0 - 299 fpm 0 - 91 m/min Swing (VFD) 3 x 10 hp 3 x 7.5 kW 0.6 rpm Travelling 4 x 10 hp 4 x 7.5 kW 82 fpm 25 m/min NOTE! VFD denotes variable frequency drive. Power Requirements • 480 V phase -phase, 277 V each phase to ground with 120° phase shift between phases. Do not use open Delta. • Required power supply: 3-phase 480 V, 60 Hz; 3-wire plus ground; no Neutral. • Required service: 250 Amperes (Rail travelling undercarriage power requirements available upon request). Specifications subject to change without prior notice. For additional information, contact MORROW. AILMORROW 550 EC-N 20 LH=r-%=nIG Description Dimensions IxWxIxWxH Weight Description Dimensions Weight Tower Top H (Complete)*FS 30'-10" x 5'-10" x 6'-3" 9.4m x 1.78m x 1.91 m 12,020 Ibs 5 450 kg Jib Section #611 39'-6" x 5'-9" x 7'-7" 12.03m x 1.74m x 2.3m 9,700 Ibs 4 400 kg Slewing Assembly (Complete)' I 1 22'-5" x 9'-6" x 10'-8" 6.82m x 2.9m x 3.25m 37,700 Ibs 17 100 kg Jib Section #621 � 39'-5" x 5'-9" x 6' 6" 12.02m x 1.74m x 1.98m 6,830 Ibs 3 100 kg Slewing Assembly Upper Part 2 n.18'3" x 9'-0" x 8'-10" 5.56m x 2.74m x 2.68m 21,500 Ibs 9 750 kg Jib Section Al.O #631 39'-5" x 5'-9" x 6'-5" 12.02m x 1.74m x 1.96m 5,290 Ibs 2 400 kg Slewing Assembly Lower Ports 4'-2" x 9'-6" x 10'-8" 1.26m x 2.9m x 3.25m 16,200 Ibs 7 350 kg Jib Section ® #635 19'-8" x 5'-9" x 6'-5" 6m x 1.74m x 1.96m 2,755 Ibs 1 250 kg Hoist Unit (VFD) 4 prrpEJ1. 147 hp 1110 kW) 9'-10" x 7-10" x 6'-11 " 3m x 2.4m x 2.1m 14,550 Ibs 6 600 kg Jib Section © #632 34'-1 " x 5'-9" x 6'-5" 10.4m x 1.74m x 1.96m 4,080 Ibs 1 850 kg Counterjib Section # 1 M. (Inner) 424' 20'-10" x 6'-4" x 6-11" 6.34m x 1.93m x 1.85m 6,170 Ibs 2 800 kg Jib Section © #633 34'-1 " x 5'-9" x 6'-5" 10.4m x 1.74m x 1.96m 4,080 Ibs 1 850 kg Counterjib Section #2 (Intermediate) { 1 J4" 17'-]" x 6'-1 " x 6'-1 " 5.2m x 1.86m x 1.85m 5,290 Ibs 2 400 kg Jib Section #634 34'-1 " x 5'-9" x 6'-5" 10.4m x 1.74m x 1.96m 3,405 Ibs 1 545 kg Counterjib Section #3 (Outer) �" 31'-10" x 7'-11 " x 6'-1 " 9.7m x 2.42m x 1.85m 10,580 Ibs 4 800 kg Jib Section © #636 34'-1 n x 5'-9" x 6'-5" 10.4m x 1.74m x 1.96m 2,515 Ibs 1 140 kg Counterjib A s 190-h version) 85'-0" x 7-11 " x 6'-1 " 25.9m x 2.42m x 1.85m 33,950 Ibs 15 400 kg Jib Tip Section #641 6'-1 " x 5'-9" x 6'-5" 1.86m x 1.74m x 1.96m 705 Ibs 320 kg Counterjib B 6 (74-k version) 68'-7" x 7'-11 " x 6'-1 " 20.9m x 2.42m x 1.85m 28,"0 Ibs 12 900 kg Jib Assembly Pt 1 (Inner) 8 OO (All jibs) 77'-9" x 5'-9" x 7'-7" 23.7m x 1.74m x 2.3m 25,350 Ibs 11 500 kg Counterweight 7 j j Block A " 4'-6" x 11 " x 10'-9" 1.37m x 0.28m x 3.27m 6,350 Ibs 2 880 kg Jib Assembly Pt 2 8 OO@©@©@) 267-8 (81.5m) 194'-2" x 5'-9" x 6'-5" 59.2m x 1.74m x 1.96m 29,980 Ibs 13 600 kg Counterweight 7 Block C +� t 4'-6" x 11 In x 13'-7" 1.37m x 0.28m x 4.14m 8,730 Ibs 3 960 kg Jib Assembly Pt 2 8 0©©©@@ 235-8 (71.5m) 161'-5" x 5'-9" x 6'-5" 49.2m x 1.74m x 1.96m 27,120 Ibs 12 300 kg Counterweight 7 Block D ++ t 2'-11 " x V-6" x 5'-11 " 0.9m x 0.43m x 2.64m 5,290 Ibs 2 400 kg Jib Assembly Pt 2 8 OOOOO 202-N (61.5m) 3 < 6 6 9 128'-7" x 5'-9" x 6'-5" 39.2m x 1.74m x 1.96m 22,930 Ibs 10 400 kg Base Section 630ECH (P/B) " 40'-9" x 8'-10" x 8'-10" 12.42m x 2.68m x 2.68m 31,970 Ibs 14 500 kg Jib Assembly Pt 2 8 169-h (51.5m) OO©O 95%10" x 5'-9" x 6'-5" 29.2m x 1.74m x 1.96m 18,520 Ibs 8 400 kg Tower Section 550HC (P/P) 20'-7" x 8'-0" x 8'-0" 6.28m x 2.45m x 2.45m 14,150 Ibs 6 420 kg Jib Assembly 8 OOOOO 136-k (41.5m) Complete 139'-5" x 5'-9" x 7'-7" 42.5m x 1.74m x 2.3m 37,480 Ibs 17 000 kg W Top Climbing Unit w/hydroulics ® 40'-B" x 9'-1" x 10'-4" 12.4m x 2.77m x 3.16m 22,420lbs 10 170 kg Hook Block H "V 4 W 2'-7" x 1'-4" x 9'-10" 0.8m x 0.4m x 3m 2,200 Ibs 1 000 kg Jib A -frame w/ladder 4-=4 „ W 26'-1 1 " x V-7" x 4'-8" 8.2m x 0.48m x 1.41m 1,100 lbs 500 kg Trolley J4 Lrl IH �� - W j- 7'-10" x 7'-0" x 4'-7" 2.4m x 2.14m x 1.4m 1,81t1bs 820 NOTE! Weights and dimensions are approximate. Scale components before lifting. Please consult Operation Manual before erecting, operating, servicing or dismantling crane. ' Stewing Assembly Complete includes operator's cab, platforms, three swing motors, stewing ring, stewing ring support and four non -detachable climbing shoes. 2 Slewing Assembly Upper Port includes operator's cob, platforms and three swing motors. J Slewing Assembly Lower Port includes stewing ring, stewing ring support and four non -detachable climbing shoes. Q Includes 147 hp I 1 10 W4 hoist drive with rope drum, switchgeor & resistor panels, & hoist unit frame. Weight indicated includes 968 It (295m) of wire rope. Contact Morrow for information. s Counterjib A includes counterjib sections 1, 2, 2, 3, pendant bars, handrails and D block. Counterjib B is required for jibs 202 It (61.5m) and longer. D block weighs 5,290 Ibs (2 400 kg). 6 Counterjib B includes counterjib sections 1, 2, 3, pendant bars, hondroits and D block. Counterjib A is required for jibs 169 h (51.5m) and shorter. D block weighs 5,290 Ibs (2 400 kg). When fabricating counterweights, consult 550 ECH 20 Litronic Operation Manual for concrete requirements. 8 Complete Jib Assemblies include jib sections, pendant bars, jib A -frame, pendant bar connecting pins and plates, trolley drive unit, trolley wire rope, hook block assembly and trolley assembly. The 131-h (40m) Jib Assembly does not require a jib A-Irome. MORROW 3218 Pringle Road SE • P O Box 3306 • Salem OR 97302-0306 USA +1 503.585.5721 • fax +1 503.363.1172 • www.morrow.com • info@morrow.com USA: Salem OR • Atlanta GA • Charlotte NC • Chicago IL • Dallas TX • Denver CO • Honolulu HI Houston TX • Los Angeles CA • Miami FL Milwaukee WI • New York NY • St Louis MO San Francisco CA • Seattle WA • Tompo FL • Washington DC Australia: Brisbane QLD • Sydney NSW Perth WA New Zealand: Auckland Wellington • Canada: Montreal QC • Toronto ON • Vancouver BC • Mexico: Mexico City • Brazil: Sao Paulo Printed in the USA MEC - 550ECH2OLit - PDF - 0913 I 1T:1'�M1M'AIIIIMW-AI ,I- Basol encl• sur M sf may. �. Mk n frti»I1 • 'M NM 7�" (R(l •IditIVilmLA•aIIt•IIIt: FC 710042 Dual Foundation Details Plan View Dual base enclosure N14 Mast anchor expansion V bolts (4) by contractor C/L Most N (See General Nof\e. 8r] 1 1/2" clearance \\� , I I 1 �- 3" clearance) Elevation (Concrete footing) Mast anchor CA Mast expansion I - bolts (4) by contractor .� \ L. Mast i c j y 1'-6 7/8" -��- m �3'-1 I3/4" i Rebor �� (Sea eneral Note 21 i 7-7 1 /2" � j T-7 1 T 15'-3" minimum Plan View Concrete footing E E .S E -� co 0 N Morrow Equipment Co., L.L.C. IMPORTANT! Verify that the use of a slab foundation conforms to all applicable federal, state and local standards and codes PRIOR to foundation installation. Mast section 4. Co Buffer spring assembly M-' I °° n Reinforced Base frame concrete Mast Base Section A -A GENERAL NOTES 1. Foundation: 15'-3' x 14'-10 3/8' x 1'-2° with 3,625 psi concrete at 28 days. 2. Rebar: #5 ASTM A615-60 12° o.c. each way, top and bottom. (See manual.) 3. Foundation based on 490-foot most height. For greater heights, contact Morrow engineering department. 4. Foundation designed for minimum soil bearing of 1,000 psf. 5. Alternative pit foundation available. Contact Morrow for information. 6. Refer to the manufacturer's manual before installing, operating, servicing, repairing, jumping or dismantling hoist. 7. For specific information including dimensions, forces or alternative configurations, contact Morrow engineering. 8. 3/4' x 17' Williams "0 Nigh Tensile Spin-tock Anchor Bolt and nut assembly. fR 1 S06C 14 Head assembly with ASTM A 109/ C 1045 bolt and nutl or approved equivalent. Bolt by contractor. Install according to bolt manufacturers requirements. Drill holes 13/44n diameter allowing for i I' embedment, Bolt is also available through Morrow upon request. R 1 S-type anchor bolts not intended for use at extreme cold temperatures. 9. 1 /2' x 3' x 3" sq. washer ASTM A36 steel plate by contractor. Washer also available from Morrow upon request. Drill hole = 13/ 16` dia. at centerline. 10. This datasheet contains information for `typical` FC7100-12D installation, i.e., configured for car on lehhand side of most (when viewing hoist from side opposite structure]. Contact Morrow for additional information. FC 710042 Dual Foundation Details Buffer spring assembly (2) 1 ea. Carl Base fram Structure side Mast section Mast section to base frame connection bolt (4) Mast anchor expansion bolt (4) by contractor fj`Sne Ger)e(Crl Na?t CJ1 See "Plan View/Concrete footing" for spacing .10 y. �`ii:.•:�-���,,; Steel plate washer jsee veneral Blot-- 91 ./ y,•;r�"" Kam,. , � ;,� � /�� , i• i y Reinforced ' concrete ,.._------ foundation [See General Notes l; 2;; 4 and Rebar mats (2) [See Generol Nate .27 Foundation View Note! Distance from building face to Typical center of most depends on the type of most tie installed. Alternate anchoring methods available. Refer to Manual or contact Morrow Equipment for information. Note! Hoist cars are equipped with doors at each end. An optional side door with a 10',6' x 67° opening is available. Holes drilled in slab for mast anchor expansion bolts (4) [See Gene: al Note 8 j Morrow Equipment Co., L.L.C. e ' FC 7100m12 Dual Tie Details (S3A System) • slab mounted 4 3/8" o.c. 4 ea. 1 " SAE grade 5 bolts () )� and nuts with ASTM F436 washers by contractor. Structure WE - - (Available through /vlorrovv " on request.) Bolts must comply with ' 14� local codes. _ �� Rebar by contractor 7 of I 'c (on approval of engineer of record) C/L Pivot 3„ 1 _ 8°max. -) _ _80 max. -- Wall bracket by Morrow Mast Tie Connection Slab mounted - Side view Bottom ottocrt eat 1,'Pe 2'-1 1 " (890mm) center to center of bolt holes 4 3/8" (1 IOmm) center to center of bolt holes Slab Bracket Typical -Isometric views IMPORTANT! ANSI A)0.4 11.3 specifies a 112` (min.) to 2 112" (max.) clearance between car platform sill and landing sill. Verify before installing to assure compliance with applicable standards, codes and regulations. NI 8'-1 1 /8" max 7-5 1 /4" min 1'-6 3/8" Wall bracket Pivot CA most Y \ I Q t' J— '4 CA mast Mast tie frame �n `,,II ' Most \Anchor bolt (4) Mast Tie Assembly Plan view Note! Must tie assemblies may be installed between :t8° from the horizontal. Important! An additional Y in n'ast lie leri ?n is .^.d:eo'' When using a wat)- mounted tie connection. L 61-7 1 /4" to 6-9 1/4" Base enclosure ! I Reinforced (typical) concrete foundation • Door I , 1 i C/L Mast !i " I"ltlist car Most tie Si assembly `a It �.. — I ' i C/L Mast `-' i• r'>z " P"�—� Power k P ' +; cable ` ! guide � fiaist car 1 t; Door Morrow Equipment Co., L.L.C. 13'-1 1 /2" ; 2'-9" Plan View k- FC 710042 Dual Tie Details (S3A System) • wall mounted Structure Structure , v a1 Wall bracket J � / 4/` v n ` v ' by Morrow Embedded bracket (Available through Morrow upon request) \` • \ . ' . 8 max • � P 8°max ••-VIA D Bolts must _ Rebar by contractor comply with local codes (on approval of engineer of record) (2) 1 " x 2 1 /2" SAE grade 5 bolt with ASTM F436 washer by contractor (Available upon request) Mast Tie Connection Face mounted - Side view V1�� ,l a;ruch;�ier�f h-p 2'-11" (890mm) center to center of bolt holes 4 3/8" ( i i Omm) center to center of bolt holes . Wall Bracket Typical - Isometric views RD L Most tie assem6ly IMPORTANT! ANSI A 10.4 11.3 specifies a 112' (min.) to 2 112' (max.) clearance between car platform sill and landing sill. Verify before installing to assure compliance with applicable standards, codes and regulations. T ' 6 N CA Mast ast tie ame \Anchor bolt (2) Mast Mast Tie Assembly Plan view Note! Most tie assemblies may be installed between tBo from the horizontal. 8'-4 1 /8" max CA Most 7'-8 1 /4" min 311 I+, CA Pivot 1'�6 3/8" _......... _ J _Wall bracket Pivot ! _ Important! A ;eductian of 3" in mast tie len9ldh is maCe Wner? Using a Sia:Y mounted tie connection. ( ( L. �ry : 41tttl� inn" t• t t I' C/L Mast ! n! g ilk wired. Pow�r cable. ze varies. +lust guide pport 1 f 3t lbs/ft Z. j S'll by confirdctor. Hoist car Door 13'-1 1 /2" 2'-9" Plan View Morrow Equipment Co., L.L.C. FC 710042 Dual Tie-in Details 3- - _ °_ ¢ 0 E `o c�0� E O rn j E Es \ n hti X a a_ o O= o� Z R o M o Car with optional side door installed 10'-6" x 6'-7" opening , Landing (typ.) — Gate and threshold by contractor Power cable guide ` MORROW Power cable . guide Hoist configuration shown is an example of an installation with optional side door. Other configurations are possible. Federal, state and local standards or codes may apply. I i N 0 -a co M ar o � a y Z Trolley rail' c 0 m a- -0 \ a) y ? o � � � o -0 .� 0 ZE NOTE: Engineer of record to veriJ; that slob/woll is adequate !or anchor forces. :11axG71u n mast tie spacing is bosea.' on ANSI A 1 i;.4. Morrow Equipment Co., L.L.C. r ii CO 00 o, t Attachment Type A: Most tie with tie-in bracket mounted on top of reinforced slab. Attachment Type B: Most tie with tie-in bracket attached to bottom of reinforced slab. Attachment Type C: Mast tie with tie-in bracket mounted on face of reinforced structure. Most Tie Attachment points/types NOTE? VVhen wall bracket is mounted to race of st udvr an addiiianat 3' i7?mm? is added to the d;oarce front the canten,ne of mast to the --of t of 1;racKat attachment to structure. CA Mast �S 8. 2, 3/4" 8'-1 1 /8" max. (L) Most Tie Inclination details Most tie lengths (L) are from 7-5 1/4' minimum to 8'-1 1/8' maximum when angle of inclination is 0° (horizontal). Most tie inclination 0° to t8°. Tie length adjustments are in 2' (50mm) increments. FC 7100m12 Dual Tie Details (S3A System) It components Inner mast tie braces(2) Mast bracket P Rack PC, Cul lv,,�) roci�s ore f-siouil.-C Circlip OT tv%aST seCTion 'Ai�,;O.hf: 298 IV ; ldu�%i�� rocl�s i: 60 88 qualiiy or igher A352-51 US, 2 20 tM." fl) ,bi-qu, s ;`00 INMI Cross brace Pin zPin Tie bracket Pin connection Mast bracket rr pin (3) o' Intermediate mast tie 1,,,Circlip rnoq c"me's oe, brace (1) -15 :E? K j0r'S 6�r �--Iosl sedf;,, WL�Z* Pin C Circlip Outer mast tie (2) of In z tric.;ernews Circlip S3A System Mast Tie Assembly Exploded view Morrow Equipment Co., L.L.C. Max. load capacity ......................7,100 Ibs per car Number of passengers .................29 per car Car inside dimensions (approx.) .... 12'-9" x 4'-11" x 7-6 1 /2" Door opening..............................6'-6 3/4" x 4'-10 3/4" Mast section length .......................4'-11 3/8" Speed.........................................Up to 175 fpm Motors (VFD) (per car)..................3 x 14.7 hp Power requirement t ....................A80 Volt - 3 phase - 60 Hz Max. height on standard masts............................660' Max. freestanding mast height 2............. ....... ....... 30'-0" Maximum mast overhang 3................ :......... ........ 30'-0" Maximum mast tie spacing 3.......................... ...... 30'-0" Minimum mast tie spacing...................................19'-8" Power supply fuses (per car)..................................100 Amps Starting current (pet" car)......................................91 Amps Power consumption (per car)................................66 kVA I dBO }: phase—ohase„ 277 V each phase to around with t 2n° phase shift between phases. 3-phase, 60 NZ power supply plus around wiia. Do not use Open -Delta supply. 2 Re^yuii e.5 use of an embedded foundation frome in lieu of most anchor exaonsion Cods. See operation manual or concoct hiar;ow engineering or specific information. a Overhana and most tie saacina figures vary. See operation manual e; contact Morrow engineering for specinc information,. WEIGHTS Base enclosure (without car)...............2,358 Ibs (per car) Hoist car twithout motorpock)....... .... ..3,282 Ibs ea. Base enclosure (with car)...................7,605 Ibs (per car) Mast section (double rock) ... ............. A ... 298 Ibs ea. Motorpack (3 x 14.7 hp)..................1,965 Ibs (per car) SAFETY FEATURES • Electronic and mechanical door interlocks on hoist car and base enclosure doors. • Automatic stop and final limit switches limit hoist car travel when reaching end positions. • Main "ON/OFF" switch lockable to prevent unauthorized operation. • Spring buffers. • NO counterweights required. KEY FEATURES • Equipped with highly efficient variable frequency drives for smooth, economical and dependable operation. • Mast sections can be added without special equipment. • Modular design facilitates ease of transport, erection and dismantlement. • Recessed stainless steel control panel. • Internal fault diagnosis system. 77' 77� t ©Rti�tltf. iof=::: ,t:!;,: cFx.,.. �i:^i,+Y : ,j 7r „tii: -, p ... . l,..i : li.i _>„ :`C.../i .. > �.uC;i C,... ,. ,.:,.,.roll, t... . J; ..r%,'..,. C;r' >srYC: .v. ..,. MC51 .., ... ,.,.: ,.r;5 ;r1C.?t':•7;i .,.. .a ..., .,, ,.,'"iC: ' f0; C:>'., .,.,,.; Ci'r5, CJ..r.,, •.,, 'Viv;'rG";.':" ir.)17ic r.,. CO tID .i1L C n . ShownC...' aE —cf ,.; lrodtt:'CiTfiC_ rl V✓t;l<G, 11JtltiCC7....,... .,.... ... ... .. :..... rn.., ... ,,. ,:y VL::,: , ,5 sL?f:�[C•ar� ,... ."iJir ";l-i' .. 'ti'_ . . , rMorrow Equipment C Q M P A i!i Y, L. L. C. The American home of 3218 Pringle Road SE • P O Box 3306 • Salem, Oregon 97302-0306 USA L®ERNERR 503.585,5721 • Fax 503.363.1 172 • www.morrow.com • info@morrow.com TOWER CRANES Atlanta, GA • Charlotte, NC Chicago, IL • Denver, CO Honolulu, HI • Houston, TX Los Angeles, CA • Millwood, NY • Milwaukee, WI Pensacola, FL • St. Louis, MO • Son Francisco, CA • Dallas, TX Seattle, WA • Miami, FL • Tampa, FL • Washington, DC Sydney, Australia • Brisbane, Australia • Auckland, New Zealand • Wellington; New Zealand • Vancouver, BC, Canada • Toronto, ON, Canada + Mexico City, Mexico ?ruled in the S.A. ;tAEC - FC 7100-12D - EN" 7 2159 - Pew 2 - 1209 - PD` BSE Brienen Structural Engineers, P.S. F1#.�C " 'AUG 2015 EC;.co -'I LL MINN::', FE I 7E W E 1.�+ Ie i AUG3?2015 Washington Place 1 L2 2°'s-0°5 -oo' T� ���� MI�DLETON, INC. Tower Crane Pile Cap Structural Calculations Revision 2 REVIEWED FOR CODE COMPLIANCE APPROVED 14 2015 Gila kLJ1L"-iiqo uiuISION REVISION `I.. s. August 28t", 2015 RECEIVED Project Number 15002 CITY OF TUKWILA AUG 2 7 2015 lb 1\5%- 016 PERMIT CENTER Phone: (206) 397-0000 1316 Central Avenue South, Suite 200, Kent, WA 98032 www.bse-ps.com O 0 0 O 0 0 2.5.152 1CfL�'nr� (1X ateI 0 r iJo� vL �0 °°0 M CC1 _0 0- � 0 C � =0 0 � 0 � 0 - `O UJ T � F�/ (�\] S) 0 O rn ^0 ,p r0 1� � °0 =0 M v� ZO —0 c�= -0 � Cl-- O `�O �O � 0 t'-O �0 _0 _0 M 0 0 o O N 0 M0 0 0 00 r'0 c,0 0 O 0 M 0 - 0 0 r 0 O O 0 O 0 0 0 �o o o 0 0 ~o 0 0 7 U, N rl 0 0 a 0 co au P • r r . r� r'o o o O O o^ o wo 0 �Qj z O O O O 0 �0 E 0 O O O e— N LO O N co N co Q. 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N !Z C w E CM AM a� 0 L v v 0 N W d 9 a m a rn Lo to 0 N (O N co I W x m a w E IT Im (u 0 0 2 a v 0 N LLJ Q CO 12 .1 rn 0 LO 0 N M N 35 a m U a� a a� c m U v H N O O T F I T CD m C N E 0 2 a •c cn T T v T v 0 N w ti Q cn 13 F Q x a O w 14 rn 0 LO LO C N (O N co a CL W E cm 12 0 0 2 o. co JOBBTLE: JDSNO: JOB NO. SUBJECT: DESIGNER: DESIGNER SHEET: DATE: DATE Concrete Beam CODocity Diagram/Input As, = 11.46 sq. in fy, = 80 ksi AS2 = 0.00 sq. in fy2 = 60 ksi AS3 = 0.00 sq. in fy3 = 60 ksi Mu = 5377.0 f1-k rc = 5000 psi q = 0.90 B= 0.80 Results f:\Sofhvore\Spreodo*els\fCcncrete bending CapacltyxlsxlConcrele Beam Capocity ' f d2 = 5" • ... ds = 6" 1. b = 60" al r d = 120" 0 M„ _ T ( del - a J = 7577.5 tt-k > MU = 5377.0 ff-k OK Maximum Reinforcing Check p = 0.0017 < 0.75•p bol = 0.0166 ACI-99 Sieel Strain = 0.0718 > 0.005 ACI-02 Calculations: Minimum Reinforcing Check p min > 0.0027 or 4/3'1:1 Mn > Mu Result Summary Strength - OK Maximum Reinforcing Ratio - OK Minimum Reinforcing Ratio - OK T = As, fyt + As2 fy2 + AS3 fy3 = 916.80 k r As, fy, d, + As2 fy2 d2 + AS3 fy3 d3 1 _ - 7334.40 in-k den = d - ` T _ . ) 120" 916.80 k = 1 12.00" T 916.80k c= o/B1= 4,49" 0 0.85 f', b 255.00 k/in = 3.60" Ku = Mu•12000/bdA2 = 86 Ku = 4lMn" 12000/bdA2 = 121 15 1 of 238 BSE Brienen Structural Engineers, P.S. ILE Washington Place Tower Crane Pile Cap Structural Calculations June 28th, 2015 Project Number 15002 t) t 5 '-- 0 1 & 8 SEP 14 2015. RECEIVED CITY OF TUKWILA AUG 2 12015 PERMIT CENTER Phone: (206) 397-0000 1316 Central Avenue South, Suite 200, Kent, WA 98032 www.bse-ps.com 2 of 238 T-6' 6'-01 3'-6- ;D �eh -j A 2'- 6" 10, - 0" 8. -0. 81 - G" 3'- 6" in r - 3' F +4- n n - — - — - - t--',-4 - Cf4tA -e kjo 4--r- 4- - - - T- LU u u NOTE 3 TYP 4 LbC L----------- 3'- 6- 2- - 6- 'L 3- - IV 3'%* -------- 4-1. 10 ci � c TE NOTES: North 1. - - - INDICATES P PILE CAP REBAR SHO% 19D.-hTC A— T1Y— AC k.—M 7r,{,C- cew covvl� IKMORROW Footin loading g 3218 Pringle Road, SE P.O. Box 3306 Ph: (503) 585-5721 Salem, Oregon 97302-1544 Salem, Oregon 97302-0306 Fax: (503) 315-1297 USA USA www.morrowequipment.com Status PRELIMINARY Job#: Customer: Absher Construction Company Project: WA Place Location: Tukwila WA USA Reference #: 1 of 1 Equipment: Liebherr 550 EC-H 20 Litronic Reach, ft.: 267 (m): 81.5 Height, ft.: 237 (m): 72.20 Configuration: 12x 550 HC STS or equivalent Comments: Top climbing unit MUST be lowered or removed. 2 part operation only Md •;* M: Overturning moment H: Horizontal load at the top of concrete V: Vertical load Md: Slewing torque moment about the centerline of the tower it toads re rgp rt draatiser . , II0vq. Mode M H V Md i l e Ca ,w1 In Operation 4,940,191 • ft-Ibs 23,830. Ibs 412,524 Ibs 508,180 ft-Ibs L /�� r 6,698 kNrn 106 kN 1,835 kN 689 kNm Out of Operation 8,105,070 ft-Ibs 41,590 Ibs 402,408 Ibs 0 ft-Ibs L /' 8 g 10,989 kNm 185 kN 1,790 kN 0 kNm In Erection 4,755,801 ft-lbs 12,589 Ibs 291,352 Ibs 0 ft-Ibs 6,448 kNm 56 kN 1,296 kN 0 kNm General Notes 1. The contractor shall be responsible for the proper design and construction of the tower crane footing, observing all local, state or provincial and federal codes. 2. The crane footing shall be designed by a professional engineer registered with the local jurisdiction. The engineer shall accomodate project specific conditions such as allowable soil bearing pressure, differential settlement, and water table influer 3. Per USDOL OSHA § 1926.1435(b)(4)(i), the controlling entity responsible for the installation of the foundations and structural supports must supply a letter, to the AID director, stating that the tower crane foundations and structural supports are installed in accordance with their design, prior to crane erection. 4. The tower crane design is per DIN 15018. Tower Crane Wind Design Criteria is shown on the attached sheet. Footing loading accounting for site specific wind criteria can be provided upon request. 5. The footing loads are only valid for rigid footings. Flexible steel supports or pile supported footings shall have a dynamic factor added to the In Operation Load Case, for service level loading. M x 1.1, H x 1.1, V x 1.1, Md x 1.5 6. The foundation anchors shall be secured to a tower section and held plumb and secure to a tolerance of 1:500 while the concrete footing is being constructed and cured. Foundation anchors are not to be reused. 7. The concrete must reach a minimum strength of 4500 psi before erection of the tower crane. 8. Footings deeper than the minimum depth require vertical tension reinforcing to transfer crane anchor uplift forces. In Operation is restricted to windspeeds up to 45 MPH. If windspeeds exceed, or are anticipated to exceed 45 MPH, the tower crane shall be placed Out of Operation and the tower crane allowed to weathervane 360 degrees. 10.The contractor shall verify all dimensions and site conditions prior to starting work. Any deviations from these documents shall be brought to the immediate attention of the Morrow Engineering Department. 11. Drawings SHALL NOT be scaled. 6/5/2015 Prepared by: Garrett Schra Checked by: 4 of 238 Tower Crane Wind Design Criteria Morrow Equipment Company, L.L.C. provides tower cranes based on the standard manufacturer's loading. The standard manufacturer's loading for all of our models from Liebherr, Pecco, and Wolff, follow standards which have a maximum storm wind speed Out of Operation of 94 mph, and an In Operation maximum wind speed of 45 mph. Each of our tower crane loading reports, for both the footing and the tie-in, reference the manufacturer's design standard for the speck crane in question. Wind pressures for each of the three standards that are used in our fleet are provided below. DIN 120, DIN 1055 (referenced in DIN 15018 & 15019), and FEM 1.001. The DIN standard is the Deutsche Industrie Norm, German Industrial Standard, which can be found at www2.din.de The FEM standard is the Federation Europeenne De La Manutention, European Federation of Materials Handling and Storage Equipment, which can be found at www.fem-eur.com If this standard tower crane wind design criteria does not meet site requirements, footing loading accounting for site specific wind criteria can be provided upon request, for a fee. DIN 120 wind pressures In operation Out of Operation pee mph onitorea Y/N Pressure psf Height ft 49 Y 6.144 Full Height 80 N 16.4 Over 0' to 6 '- " 94 N 22.5 Over 65'-7" to 328'-0" er - UIN 1 uaa wfna pressures reTerencea in DIN 15013 a Speed m h YIN sf Monitored PressurePOverl'-3 Height In Operation 45 Y .2eight Out of Operation 63 N 10A'-3" 8 N 1 ..7 to fi '-7" 94 23 - to 32 -0" FEM 1.001 wind pressures In Operation Out of Operation pee m h Monitored Y/N Pressure sf Height ft 4 Y 5.2 Fu I Hei ht 80.5 N 16.7 Over 0' to 65'-7" 94 N 23 Over 65 -7" to 328'-0" Over 15019) In Erection wind is specked by the Manufacturer in the manual, and may vary per crane model. Per USDOL OSHA 1926.1417(a): "The employer must comply with all manufacturer procedures applicable to the operational functions of the equipment, including its use with attachments." MORROW 3218 Pringle Rood S.E. P. O. Box 3306 Salem, Oregon 97302-0306 U.S.A. PH: (503) 585-5721 Fax: (503) 315-1297 Email: engineering@morrow.com Tower Crane Wind Design Criteria Job #: The American Home of DIN and FEM Standards Date:5-16-14 L1EBHEIRiR Dr. by: WJS Page:: {� Ck. by: MJQ L1 of t1 5 of 238 7'-2 5!8" (2,200 mm) ao E E N O !` N i 6.` Climbing side (K-brace side) Tower Section -� Climbing Side (K-brace side) Standard Tower Section 3" 6'-0" min. Liebherr 550 HC Foundation Plan 1'-4 3l4" `4,. Reinforcing Steel Top & Bottom, Each Way NOTE: The climbing side of the crane MUST be perpendicular to the face of the structure or line of clearance for proper climbing and dismantlement of the crane. Footing Anchor Reinforcing Steel Top & Bottom Each Way 425mm I k 76mm ■ 3" 8" Concrete Leveling Pads Recommended 18" x 18" x 7 1l2" or 457mm x 457mm x 190mm with 112" or 13mm Shim Pack (Adjust height If deeper footing is used). Liebherr 550 HC Foundation Plan 1 204mm 1,829mm min. 76mm NOTE: The footing anchors shall be secured to a lower section and held PLUMB and SECURE to a tolerance of 1:500 vertically while the foundation is being constructed and curing. FAILURE to follow this procedure could result in misalignment of the lower crane and costly corrective measures. Morrow Equipment LMHMR Nom C OM P A N Y, L. L. C. 3218 Pringle Road S.E. P. O. Box 3306 Salem, Oregon 97302-0306 U.S.A. PH: (503) 585-5721 Fax: (503) 315-1297 Emall: englneering@morrow,com Foundation using Job #: Date: 6-27-14 Liebherr 550 HC Dr, by: RW Page: Standard Tower Section Ck. by: MJQ T of R of 5)qR Top of foundation Liebherr 550 HC '°bN. Date: 02-01-00 Foundation Anchor Stool Dr. by: BM Page: Pinned Application Detail Ck.by: ,yyJ,, 1 Of 1 7 of 238 DL UPPER CRANE LATERAL FORCE (H) TOWER MOMENT OF INERTIA TOWER 550 HC TOWERS 211,469 IN 4 FORCE LATERAL 290 HC TOWERS 63,733 IN 4 (w) L 132 HC TOWERS 47,117 IN 4 100 LC TOWERS 28,888 IN EFFECTWEIGHTI(W) I S60 TOWERS 164,263 IN4 S35 TOWERS 143,729 1N BASE SHEAR S16 TOWERS 66,660 IN4 Vseismic = CsW ±Evi SEISMIC COEFFICIENTS PER ASCE 7-10 1. BASE SHEAR V=CsW (12.8-1) VERTICAL SEISMIC LOAD EFFECT Ev = 0.2 SDSW (12.4.4) 2. THE TOTAL EFFECTIVE WEIGHT (W) OF THE TOWER CRANE IS THE FOOTING FORCE OUT OF OPERATION (V). THE TOWER WEIGHTS ARE GIVEN IN THE EQUIPMENT BROCHURE. THE TOWER LATERAL FORCE (w) IS DISTRIBUTED OVER THE HEIGHT OF THE TOWER (h). THE UPPER CRANE WEIGHT IS (W) MINUS THE TOWER WEIGHTS. THE UPPER CRANE LATERAL FORCE (H) IS CONCENTRATED AT THE HEIGHT OF THE UNDER SIDE OF THE JIB, WHICH IS GIVEN IN THE EQUIPMENT BROCHURE. THE DEAD LOAD OVERTURNING MOMENT OF THE CRANE (MDL) IS 1/2 OF THE MAXIMUM CAPACITY x RADIUS GIVEN IN THE RADIUS AND CAPACITY CHARTS OF THE BROCHURE. 3. SEISMIC RESPONSE COEFFICIENT (Cs) IS FOR DESIGN SPECTRAL RESPONSE ACCELERATION IN THE SHORT PERIOD RANGE FOR MAXIMUM CONSIDERED EARTHQUAKE DETERMINED FROM SITE SPECIFIC GEOTECHNICAL REPORT AND SECTION 11.4. 4. RESPONSE MODIFICATION COEFFICIENT (R=3) TABLE (15.4.2) 5. SEISMIC RISK CATEGORY 11 PER TABLE (1.5-1) SEISMIC IMPORTANCE FACTOR (1=1) TABLE (1.5-2) & ASCE 37-02 SECTION (6.1) 7. SEISMIC LOAD EFFECT (E) PER SECTION 12.4.2. PLEASE NOTE THAT SEISMIC LOADS ARE AT THE STRENGTH LEVELS IN ASCE 7-10. BASIC LOAD COMBINATIONS PER SECTION 2.4.2.3 FOR ALLOWABLE STRESS DESIGN ARE TO BE USED 1N ORDER TO BE CONSISTENT WITH THE CRANE MANUFACTURER'S DESIGN STRESS LEVELS. 8. THE TOWER BASE OVERTURNING MOMENT DETERMINED BY THE SEISMIC LOAD EFFECT SHOULD NOT EXCEED THE TOWER BASE OVERTURNING MOMENT GIVEN IN THE FOOTING FORCES CHART. IF THE OVERTURNING BASE MOMENT IS EXCEEDED, THEN THE CRANE'S CONFIGURATION WILL NEED TO BE EVALUATED BY MORROW'S ENGINEERING DEPARTMENT. 9. THE TOWER TIE-IN HORIZONTAL REACTION FORCE (HA) DERIVED FROM THE SEISMIC LOAD EFFECT SHOULD NOT EXCEED THE MAXIMUM VALUE GIVEN IN THE CONNECTION PIN REACTION FORCES CHART. IF THE HORIZONTAL REACTION FORCE (HA) IS EXCEEDED, THEN THE CRANE'S CONFIGURATION WILL NEED TO BE EVALUATED BY MORROW'S ENGINEERING DEPARTMENT. Ilk MORROW 3218 Pringle Road S.E. P. O. Box 3306 Salem, Oregon 97302-0306 U.S.A. PH: (503) 585-5721 Fax: (503) 315-1297 Email: engineering@morrow.com TOWER CRANE Job #: The Ameriewi Home of SEISMIC COEFFICIENTS Date:07-30-13 UMHMR PER ASCE 7-1 0 Dr. by: SEEBER Page: {� Ck. by: MJO Ii of it BSE Brjenen Structural Engineers, P.S. C pCiV1 ac- UCLA s Project: 4k ccc,Q \- dpo>5 D 1. Date: 8 of 238 IL V= qo 2 o a op V p UZ/ Ley S = 00 V� = l3 �f�z� — I 1 �� C A-ss�vA." L ;�.Q L O[''tCti}�u�. apt )urt pi It r'/VCG /Z PL It 9 pecItcAl, OA o 9 �V lucre L O �s Cv/► �i f d-_sf�jr7 ��KeK (' ye �G r T � 1p 'M e . Phone: (206) 397-0000 1—' E UvA-e, 1316 Central Avenue South, Suite 200, Kent, WA 98032 www.bse-ps.com BSE Brienen Structural Engineers, P.S. Phone: Project: oye iz---Cm 1'+.A G^Q S Date: 9 of 238 civ-r © f>Wwt:!6E bS SU'K4 kV " LTVE Lram �Alo lzv*� Uo"s kS tom - i 1zPOVac, L 1 w L oA-Q's►1�� L. �. 1316 Central Avenue South, L©OZ,A L3 www.bse-ps.com BSE Project: Brienen Structural Engineers, P.S. --I IQ rts IL- E'I A.sP LP 412 G s s CAsV- 1 1,0 -r) ff oo 110+ f,oL, 1, U -- 110 L i = kO C A sr- 5 - Z? t.. 0 5) 1,,0 L 2 sD C N z j S n C-A-SS s- 3 i1D 10 b -� j �.� L 3 �5D (4�Srz- - — 3�4 1 U ll -- I ,v 1.3 L V P130 cA-SV- s - q V). 1, 0 ,-) L) L 10 of 238 Date: C ftI-, 7 -1 P usP, 6,0 C 456 7- IN '/ C 45L-7- ZP /( CA-sE7-zn4 C� s� 7 -3N C.heF- ,7 -yn •f CNSF, 7-4N tl rJ -est Cc,s<� vs� � o��- v-� S ru; Lvt(�s Phone: (206) 397-0000 1316 Central Avenue South, Suite 200, Kent, WA 98032 www.bse-ps.com 11 of 238 BSE Project: Brienen Structural Engineers, P.S. A--5 7— IC) LUD ComGo's t,LF-u I 60MO LILFD - I P r IN -z� 3P _ 3 jy 1,q)) Io -t' 1-.1L7 �- (, % D -- O L 7— �- \ . Z t, — 1•�l L3 �zv t 1.7 L4 Date: 6;yl v Uyp & - I? 6-IN "/ 6 - /r 6 - z t, 4p { �ti r� S-c CvMCI S !'`ter p,� T `1 C Ck dA b-q I Phone: (206) 898-4636 596 Industry Drive, Suite 221, Tukwila, WA 98188 www.bse-ps.com 12 of 238 BSE Project: Date: Brienen Structural Engineers, P.S. Y, 4 (" Z"(On s JAJ er 000 - or Sed v I L4_ LoCA SC)5 - IN '.M fl- o r p • Phone: (206) 898-4636 596 Industry Drive, Suite 221, Tukwila, WA 98188 www.bse-ps.com 13 of 238 E< E ... ..........____........__.._._ � i } r� ~ , ,1 , J , _... _......... _.... :.... __......................... .......:I._._.:. ..._......._.�.. ._........- J --- ---- tl 1----+-77r --- ---- - - -- - __ __.._.._.._. _...... CL .m S O4 i IE HE 14 of 238 15 of 238 = U' V- ................... ........... :.............. ..... -r• -.t..... ..... *........._..t....—� _ ......... _ ; r _.... a..? .. _.......:..».». _ _........_.._ i _ t • � + I t. it , t I o I o O 0 N LLl LL 16 of 238 N x m LL rn c Q LLI N C C C N N O c 49 O m 1 m J C .N a iU A 0 17 of 238 m N N O N N v O N W LL Q U) 18 of 238 BSE Brienen Structural Engineers, P.S. Project: Date: `1o) 6, A '2 arf (1 per VsfZ UPPC4L. t✓ -R07 4- 2 �x Prt =� 1 > ��� Off- (k7 . Phone: (206) 8984636 www.bse-ps.com 19 of 238 BSE Brienen Structural Engineers, P.S. Project: Date: com n u-r && F--o oJo r-rw �rOk+ , 0 aT pv7 Ll..o s Phone: (206) 898-4636 596 Industry Drive, Suite 221, Tukwila, WA 98188 www.bse-ps.com 20 of 238 f AFE" License #*IQGJ6729ZQVM4HB SAFE Analysis & Design Report Prepared by BSE Model Name: 15002 Tower Crane Pile Cap.fdb 27 June 2015 21 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 04.1.0 - License #*1QGJ6729ZQVM4HB Contents 27 June 2015 Contents ModelDefinition.............................................................................................................................................................. 4 1. Model geometry........................................................................................................................................................ 5 1.1. Connectivity................................................................................................................................................... 5 2. Model properties....................................................................................................................................................... 7 2.1. Material properties......................................................................................................................................... 7 2.2. Section properties.......................................................................................................................................... 7 2.3. Support properties......................................................................................................................................... 8 3. Model assignments................................................................................................................................................... 9 3.1. Slab assignments.......................................................................................................................................... 9 3.2. Support assignments..................................................................................................................................... 9 4. Model loading......................................................................................................................................................... 10 4.1. Load patterns............................................................................................................................................... 10 4.2. Load cases.................................................................................................................................................. 11 4.3. Load combinations....................................................................................................................................... 13 AnalysisResults............................................................................................................................................................ 15 5. Analysis results....................................................................................................................................................... 16 5.1. Support results............................................................................................................................................. 16 5.2. Structure results........................................................................................................................................... 61 Design......................................................................................................................................................................... 146 6. Design summary................................................................................................................................................... 147 6.1. Preferences............................................................................................................................................... 147 6.2. Overwrites.................................................................................................................................................. 147 6.3. Slab design................................................................................................................................................ 149 6.4. Beam design.............................................................................................................................................. 197 6.5. Punching check/design.............................................................................................................................. 197 List of Figures Figure1: Finite element model..................................................................................................................................... 4 Figure2: Deformed shape.......................................................................................................................................... 15 Figure3: Finite element model................................................................................................................................. 146 List of Tables Table 1: Concrete Slab Design Summary 02 - Span Definition Data. Table 2: Material Properties 03 - Concrete ......................................... Table 3: Material Properties 04 - Rebar............................................. Table 4: Material Properties 05 - Tendon ........................................... Table 5: Slab Properties 02 - Solid Slabs, Part 1 of 2........................ Table 5: Slab Properties 02 - Solid Slabs, Part 2 of 2........................ Table 6: Beam Properties 02 - Rectangular Beam ............................. Table 7: Beam Properties 06 - Design Data ....................................... Table 8: Column Properties 02 - Rectangular .................................... Table 9: Soil Properties...................................................................... Table 10: Spring Properties - Point .................................................... Table 11: Spring Properties - Line ...................................................... Table 12: Slab Property Assignments ................................................ Table 13: Point Spring Assignments .................................................. Table 14: Load Patterns..................................................................... Table 15: Load Assignments - Point Loads, Part 1 of 2..................... ...................................................................... 5 ...................................................................... 7 ...................................................................... 7 ...................................................................... 7 ........... I.......... Error! Bookmark not defined. ...................... Error! Bookmark not defined. ...................................................................... 7 ...................................................................... 8 ...................................................................... 8 ....................................... I.............................. 8 ...................................................................... 8 ...................................................................... 8 ...................................................................... 9 ...................................................................... 9 .................................................................... 10 .................................................................... 10 BSE Page 2 of 213 22 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB List of Tables 27 June 2015 Table 15: Load Assignments - Point Loads, Part 2 of 2............................................................................................. 10 Table16: Load Cases 02 - Static............................................................................................................................... 11 Table 17: Load Cases 06 - Loads Applied................................................................................................................. 12 Table18: Load Combinations..................................................................................................................................... 13 Table 19: Soil Pressures - Summary.......................................................................................................................... 16 Table20: Nodal Reactions......................................................................................................................................... 52 Table 21: Sum Of Reactions, Part 1 of 2.................................................................................................................... 61 Table 21: Sum Of Reactions, Part 2 of 2.................................................................................................................... 62 Table 22: Nodal Displacements - Summary, Part 1 of 2............................................................................................ 63 Table 22: Nodal Displacements - Summary, Part 2 of 2.......................................................................................... 104 Table 23: Design Preferences 01 - Resistance Factors........................................................................................... 147 Table 24: Design Preferences 02 - Rebar Cover - Slabs......................................................................................... 147 Table 25: Design Preferences 03 - Rebar Cover - Beams....................................................................................... 147 Table 26: Design Preferences 04 - Prestress Data.................................................................................................. 147 Table 27: Slab Design Overwrites 01 - Strip Based................................................................................................. 147 Table 28: Slab Design Overwrites 02 - Finite Element Based, Part 1 of 2............................................................... 148 Table 28: Slab Design Overwrites 02 - Finite Element Based, Part 2 of 2............................................................... 148 Table 29: Punching Shear Design Overwrites 01 - General.................................................................................... 148 Table 30: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 1 of 3............................................ 149 Table 30: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 2 of 3............................................ 154 Table 30: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 3 of 3............................................ 160 Table 31: Concrete Slab Design 02 - Punching Shear Data, Part 1 of 3................................................................. 197 Table 31: Concrete Slab Design 02 - Punching Shear Data, Part 2 of 3................................................................. 197 Table 31: Concrete Slab Design 02 - Punching Shear Data, Part 3 of 3................................................................. 198 BSE Page 3 of 213 23 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #`1QGJ6729ZQVM4HB Model Definition 27 June 2015 Model Definition ". J E I w...A x_�- X i � yy ---- - -- ---- tt I J l s I 1 Figure 1: Finite element model BSE Page 4 of 213 24 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 1. Model geometry 27 June 2015 1. Model geometry This section provides model geometry information, including items such as joint coordinates, joint restraints, and element connectivity. 1.1. Connectivity Table 1: Concrete Slab Design Summary 02 - Span Definition Data Table 1: Concrete Slab Design Summary 02 - Span Definition Data Strip SpanlD Spanl-ength ft StartDist ft GlobalX1 ft GlobalY1 ft GlobalX2 ft GlobalY2 ft CSA1 Cantilever Start 4.0000 0.0000 -6.0000 -10.0000 -6.0000 -6.0000 CSA1 Span 1 2.3750 4.0000 -6.0000 -6.0000 -6.0000 -3.6250 CSA1 Span 2 7.2500 6.3750 -6.0000 -3.6250 -6.0000 3.6250 CSA1 Span 3 2.3750 13.6250 -6.0000 3.6250 -6.0000 6.0000 CSA1 Span 4 8.0000 16.0000 -6.0000 6.0000 -6.0000 14.0000 CSA1 Cantilever End 3.5000 24.0000 -6.0000 14.0000 -6.0000 17.5000 CSA2 Cantilever Start 4.0000 0.0000 6.0000 -10.0000 6.0000 -6.0000 CSA2 Span 1 2.3750 4.0000 6.0000 -6.0000 6.0000 -3.6250 CSA2 Span 2 7.2500 6.3750 6.0000 -3.6250 6.0000 3.6250 CSA2 Span 3 2.3750 13.6250 6.0000 3.6250 6.0000 6.0000 CSA2 Cantilever End 4.0000 16.0000 6.0000 6.0000 6.0000 10.0000 CSA3 Cantilever Start 4.0000 0.0000 -3.6250 -10.0000 -3.6250 -6.0000 CSA3 Span 1 2.3750 4.0000 -3.6250 -6.0000 -3.6250 -3.6250 CSA3 Span 2 7.2500 6.3750 -3.6250 -3.6250 -3.6250 3.6250 CSA3 Span 3 2.3750 13.6250 -3.6250 3.6250 -3.6250 6.0000 CSA3 Cantilever End 11.5000 16.0000 -3.6250 6.0000 -3.6250 17.5000 CSA4 Cantilever Start 4.0000 0.0000 3.6250 -10.0000 3.6250 -6.0000 CSA4 Span 1 2.3750 4.0000 3.6250 -6.0000 3.6250 -3.6250 CSA4 Span 2 7.2500 6.3750 3.6250 -3.6250 3.6250 3.6250 CSA4 Span 3 2.3750 13.6250 3.6250 3.6250 3.6250 6.0000 CSA4 Cantilever End 4.0000 16.0000 3.6250 6.0000 3.6250 10.0000 CSA5 Cantilever Start 4.0000 0.0000 16.0000 -10.0000 16.0000 -6.0000 CSA5 Span 1 2.3750 4.0000 16.0000 -6.0000 16.0000 -3.6250 CSA5 Span 2 7.2500 6.3750 16.0000 -3.6250 16.0000 3.6250 CSA5 Span 3 2.3750 13.6250 16.0000 3.6250 16.0000 6.0000 CSA5 Cantilever End 4.0000 16.0000 16.0000 6.0000 16.0000 10.0000 CS131 Cantilever Start 4.0000 0.0000 -10.0000 6.0000 -6.0000 6.0000 CS131 Span 1 2.3750 4.0000 -6.0000 6.0000 -3.6250 6.0000 CSB1 Span 2 3.6250 6.3750 -3.6250 6.0000 0.0000 6.0000 CS131 Span 3 3.6250 10.0000 0.0000 6.0000 3.6250 6.0000 CS131 Span 4 2.3750 13.6250 3.6250 6.0000 6.0000 6.0000 CSB1 Span 5 10.0000 16.0000 6.0000 6.0000 16.0000 6.0000 CSB1 Span 6 8.0000 26.0000 16.0000 6.0000 24.0000 6.0000 CS131 Span 7 8.0000 34.0000 24.0000 6.0000 32.0000 6.0000 CS61 Cantilever End 3.5000 42.0000 32.0000 6.0000 35.5000 6.0000 CS132 Cantilever Start 4.0000 0.0000 -10.0000 3.6250 -6.0000 3.6250 CSB2 Span 1 2.3750 4.0000 -6.0000 3.6250 -3.6250 3.6250 CS62 Span 2 7.2500 6.3750 -3.6250 3.6250 3.6250 3.6250 CSB2 Span 3 2.3750 13.6250 3.6250 3.6250 6.0000 3.6250 CSB2 Span 4 10.0000 16.0000 6.0000 3.6250 16.0000 3.6250 CSB2 Cantilever End 19.5000 26.0000 16.0000 3.6250 35.5000 3.6250 CSB3 Cantilever Start 4.0000 0.0000 -10.0000 -3.6250 -6.0000 -3.6250 CS63 Span 1 2.3750 4.0000 -6.0000 -3.6250 -3.6250 -3.6250 BSE Page 5 of 213 15002 Tower Crane Pile Cap.fdb 1. Model geometry 25 of 238 SAFE 2014 04.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 1: Concrete Slab Design Summary 02 - Span Definition Data Strip SpanlD Spanl-ength It StartDist ft GlobalXl ft GlobalYl It GlobalX2 ft GlobalY2 ft CS133 Span 2 7.2500 6.3750 -3.6250 -3.6250 3.6250 -3.6250 CS133 Span 3 2.3750 13.6250 3.6250 -3.6250 6.0000 -3.6250 CS133 Span 4 10.0000 16.0000 6.0000 -3.6250 16.0000 -3.6250 CS133 Cantilever End 19.5000 26.0000 16.0000 -3.6250 35.5000 -3.6250 CS134 Cantilever Start 4.0000 0.0000 -10.0000 -6.0000 -6.0000 -6.0000 CSB4 Span 1 2.3750 4.0000 -6.0000 -6.0000 -3.6250 -6.0000 CS134 Span 2 3.6250 6.3750 -3.6250 -6.0000 0.0000 -6.0000 CSB4 Span 3 3.6250 10.0000 0.0000 -6.0000 3.6250 -6.0000 CS64 Span 4 2.3750 13.6250 3.6250 -6.0000 6.0000 -6.0000 CS64 Span 5 10.0000 16.0000 6.0000 -6.0000 16.0000 -6.0000 CSB4 Span 6 8.0000 26.0000 16.0000 -6.0000 24.0000 -6.0000 CSB4 Span 7 8.0000 34.0000 24.0000 -6.0000 32.0000 -6.0000 CSB4 Cantilever End 3.5000 42.0000 32.0000 -6.0000 35.5000 -6.0000 BSE Page 6 of 213 26 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 2. Model properties 27 June 2015 2. Model properties This section provides model properties, including items such as material properties, section properties, and support properties. 2.1. Material properties Table 2: Material Properties 03 - Concrete Table 2: Material Properties 03 - Concrete Material E U A UnitWt Fe LtWtConc kip/in2 1/F Ib/ft3 kip/in2 4000Psi 1800.997 0.200000 5.5000E-06 1.5000E+02 4.000 No C5x50 2015.000 0.200000 5.5000E-06 1.5000E+02 5.000 No Table 3: Material Properties 04 - Rebar Table 3: Material Properties 04 - Rebar Material E UnitWt Fy Fu kip/in2 Ib/113 kip/in2 kip/in2 A615Gr60 29000.000 4.9000E+02 60.000 90.000 Table 4: Material Properties 05 - Tendon Table 4: Material Properties 05 - Tendon Material E UnitWt Fy Fu kip/in2 lb/ft3 kip/in2 kip/in2 ,! A416Gr270 28500.000 4.9000E+02 245.100 270.000 2.2. Section properties Table 5: Slab Properties 02 - Solid Slabs Table 5: Slab Properties 02 - Solid Slabs Slab Type MatProp Thickness Ortho in Slab120 Slab C5x50 120.0000 No SLAB96 Slab 4000Psi 96.0000 No Table 6: Beam Properties 02 - Rectangular Beam Table 6: Beam Properties 02 - Rectangular Beam Beam MatProp Depth WidthTop WidthBot in in in W24 C5x50 1000.0000 24.0000 24.0000 BSE Page 7 of 213 15002 Tower Crane Pile Cap.fdb 2. Model properties 27 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 7: Beam Properties 06 - Design Data Table 7: Beam Properties 06 - Design Data [:--B—Oam- MatRebarl- MatRebarS FingWOpt CoverTop CoverBot NoDesign in in W24 A615Gr60 A615Gr60 Analysis 3.0000 3.0000 No Property Table 8: Column Properties 02 - Rectangular Table 8: Column Properties 02 - Rectangular Column MatProp SecDim2 SecDim3 AutoRigid AutoDrop IncludeCap I in in COL1 4000Psi 24.0000 12.0000 No No No 2.3. Support properties Table 9: Soil Properties Table 9: Soil Properties Soil Subgrade 1b/ft3 SOIL1 1.7280E+05 Table 10: Spring Properties - Point Table 10: Spring Properties - Point Spring Ux kip/in Uy kip/in Uz kip/in Rx kip-in/rad Ry kip4n/rad Rz kip-in/rad NonlinOpt PS-0 1.0000 1.0000 1.0000 0.000 0.000 0.000 None (Linear) PSPR1 40.0000 40.0000 650.0000 0.000 0.000 0.000 None (Linear) Table 11: Spring Properties- Line Table 11: Spring Properties- Line Spring VertStiff RotStiff NonlinOpt kip/in/in kip/rad LSPR1 0.00100 0.0010 None (Linear) BSE Page 8 of 213 28 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 3. Model assignments 27 June 2015 I Model assignments This section provides model assignments, including assignments to slabs, beams, and joints. 3.1. Slab assignments Table 12: Slab Property Assignments Table 12: Slab Property Assignments Area SlabProp 1 SIab120 2 SIab120 3.2. Support assignments Table 13: Point Spring Assignments Table 13: Point Spring Assignments 'Point Spring PSPR1 9 11 PSPR1 12 PSPR1 13 PSPR1 14 PSPR1 16 PSPR1 17 PSPR1 18 PSPR1 25 PSPR1 26 PSPR1 29 PSPR1 34 PSPR1 41 PSPR1 42 PSPR1 BSE Page 9 of 213 29 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 4. Model loading 27 June 2015 4. Model loading This section provides model loading information, including load patterns, load cases, and load combinations. 4.1. Load patterns Table 14: Load Patterns Table 14: Load Patterns LoadPat Type SelfwtMult DEAD DEAD 1.000000 L1 WIND 0.000000 L3 WIND 0.000000 L4 WIND 0.000000 L2 WIND 0.000000 Table 15: Load Assignments - Point Loads, Part 1 of 2 Table 15: Load Assignments - Point Loads, Part 1 of 2 Point LoadPat Fx Fy Fgrav kip kip kip 5 DEAD 0 0 103 5 L1 0 0 -559 5 L3 0 0 -791 5 L2 0 0 -559 6 DEAD 0 0 103 6 L1 0 0 -559 6 L2 0 0 559 6 L4 0 0 -791 7 DEAD 0 0 103 7 L1 0 0 559 7 L3 0 0 791 7 L2 0 0 559 8 DEAD 0 0 103 8 L1 0 0 559 8 L2 0 0 -559 8 L4 0 0 791 Table 15: Load Assignments - Point Loads, Part 2 of 2 Table 15: Load Assignments -Point Loads, Part 2 of 2 I Point C ° Mx kip-ft My MIA3, Mz kip -it XDim in YDim l in l 5 0.0000 0.0000 0.0000 0.0000 0.0000 5 0.0000 0.0000 0.0000 0.0000 0.0000 5 0.0000 0.0000 0.0000 0.0000 0.0000 5 0.0000 0.0000 0.0000 0.0000 0.0000 6 0.0000 0.0000 0.0000 0.0000 0.0000 6 0.0000 0.0000 0.0000 0.0000 0.0000 6 0.0000 0.0000 0.0000 0.0000 0.0000 6 0.0000 0.0000 0.0000 0.0000 0.0000 7 0.0000 0.0000 0.0000 0.0000 0.0000 BSE Page 10 of 213 15002 Tower Crane Pile Cap.fdb 4. Model loading 30 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 15: Load Assignments - Point Loads, Part 2 of 2 Point Mx kip-ft My kip-ft Mz kip-ft XDim in YDim in 7 0.0000 0.0000 0.0000 0.0000 0.0000 7 0.0000 0.0000 0.0000 0.0000 0.0000 7 0.0000 0.0000 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 4.2. Load cases Table 16: Load Cases 02 - Static Table 16: Load Cases 02 - Static LoadCase lnitialCond AType LRFD1 Zero Linear LRFD6-1 P Zero Linear LRFD6-2P Zero Linear LRFD6-1 N Zero Linear LRFD6-2N Zero Linear LRFD6-3P Zero Linear LRFD6-3N Zero Linear LRFD64P Zero Linear LRFD6-4N Zero Linear LRFD4-1 N Zero Linear LRFD4-3N Zero Linear LRFD4-1 P Zero Linear LRFD4-3P Zero Linear LRFD4-2N Zero Linear LRFD4-2P Zero Linear LRFD4-4N Zero Linear LRFD4-4P Zero Linear ASD5-IN Zero Linear ASD5-2P Zero Linear ASD5-3N Zero Linear ASD7-1 N Zero Linear ASD7-3N Zero Linear ASD7-1 P Zero Linear ASD7-3P Zero Linear ASD5-1 P Zero Linear ASD5-3P Zero Linear ASD7-2P Zero Linear ASD7-2N Zero Linear ASD1 Zero Linear ASD54N Zero Linear ASD5.4P Zero Linear ASD74P Zero Linear ASD74N Zero Linear ASD5-2N Zero Linear BSE Page 11 of 213 15002 Tower Crane Pile Cap.fdb 4. Model loading Table 17: Load Cases 06 - Loads Applied Table 17: Load Cases 06 - Loads Applied LoadCase LoadPat SF 1.400000 LRFD1 DEAD LRFD6-1P DEAD 0.900000 LRFD6-1 P L1 1.700000 LRFD6-2P DEAD 0.900000 LRFD6-2P L2 1.700000 LRFD6-1 N DEAD 0.900000 LRFD6-1 N L1 -1.700000 LRFD6-2N DEAD 0.900000 LRFD6-2N L2 -1.700000 LRFD6-3P DEAD 0.900000 LRFD6-3P L3 1.700000 LRFD6-3N DEAD 0.900000 LRFD6-3N L3 -1.700000 LRFD6-4P DEAD 0.900000 LRFD6-4P L4 1.700000 LRFD6-4N DEAD 0.900000 LRFD6-4N L4 -1.700000 LRFD4-1 N DEAD 1.200000 LRFD4-1 N L1 -1.700000 LRFD4-3N DEAD 1.200000 LRFD4-3N L3 -1.700000 LRFD4-1 P DEAD 1.200000 LRFD4-1 P L1 1.700000 LRFD4-3P DEAD 1.200000 LRFD4-3P L3 1.700000 LRFD4-2N DEAD 1.200000 LRFD4-2N L2 -1.700000 LRFD4-2P DEAD 1.200000 LRFD4-2P L2 1.700000 LRFD4-4N DEAD 1.200000 LRFD4-4N L4 -1.700000 LRFD4-4P DEAD 1.200000 LRFD4-4P L4 1.700000 ASD5-IN DEAD 1.000000 ASD5-IN L1 -1.000000 ASD5-2P DEAD 1.000000 ASD5-2P L2 1.000000 ASD5-3N L3 -1.000000 ASD5-3N DEAD 1.000000 ASD7-1 N DEAD 0.600000 ASD7-1 N L1 -1.000000 ASD7-3N DEAD 0.600000 ASD7-3N L3 -1.000000 ASD7-1 P DEAD 0.600000 ASD7-1 P L1 1.000000 ASD7-3P DEAD 0.600000 ASD7-3P L3 1.000000 ASD5-1 P DEAD 1.000000 ASD5-1 P L1 1.000000 ASD5-3P L3 1.000000 ASD5-3P DEAD 1.000000 ASD7-2P DEAD 0.600000 31 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 BSE Page 12 of 213 15002 Tower Crane Pile Cap.fdb 4. Model loading Table 17: Load Cases 06 - Loads Applied LoadCase LoadPat SF ASD7-2P L2 1.000000 ASD7-2N DEAD 0.600000 ASD7-2N L2 -1.000000 ASD1 DEAD 1.000000 ASD54N L4 -1.000000 ASD5-4N DEAD 1.000000 ASD5-4P L4 1.000000 ASD5-4P DEAD 1.000000 ASD74P DEAD 0.600000 ASD7-4P L4 1.000000 ASD74N DEAD 0.600000 ASD74N L4 -1.000000 ASD5-2N DEAD 1.000000 ASD5-2N L2 -1.000000 4.3. Load combinations Table 18: Load Combinations 32 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 18: Load Combinations ICombo Load SF Type DSStrength DSServinit DSServNorm DSServLong LRFD1-STRENG LRFD1 1.00000 Linear Add Yes No No No TH 0 LRFD4-1 N-STR LRFD4-1 N 1.00000 Linear Add Yes No No No ENGTH 0 LRFD4-1 P-STRE LRFD4-1 P 1.00000 Linear Add Yes No No No NGTH 0 LRFD4-2N-STR LRFD4-2N 1.00000 Linear Add Yes No No No ENGTH 0 LRFD4-2P-STRE LRFD4-2P 1.00000 Linear Add Yes No No No NGTH 0 LRFD4-3N-STR LRFD4-3N 1.00000 Linear Add Yes No No No ENGTH 0 LRFD4-3P-STRE LRFD4-3P 1.00000 Linear Add Yes No No No NGTH 0 LRFD4-4N-STR LRFD4-4N 1.00000 Linear Add Yes No No No ENGTH 0 LRFD4-4P-STRE LRFD4-4P 1.00000 Linear Add Yes No No No NGTH 0 LRFD6-1 N-STR LRFD6-1 N 1.00000 Linear Add Yes No No No ENGTH 0 LRFD6-1 P-STRE LRFD6-1 P 1.00000 Linear Add Yes No No No NGTH 0 LRFD6-2N-STR LRFD6-2N 1.00000 Linear Add Yes No No No ENGTH 0 LRFD6-2P-STRE LRFD6-2P 1.00000 Linear Add Yes No No No NGTH 0 LRFD6-3N-STR LRFD6-3N 1.00000 Linear Add Yes No No No ENGTH 0 LRFD6-3P-STRE LRFD6-3P 1.00000 Linear Add Yes No No No NGTH 0 LRFD6-4N-STR LRFD6-4N 1.00000 Linear Add Yes No No No ENGTH 0 BSE Page 13 of 213 33 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 4. Model loading 27 June 2015 Table 18: Load Combinations Combo Load SF Type DSStrength DSServinit DSServNorm DSServLong LRFD6-4P-STRE LRFD6-4P 1.00000 Linear Add Yes No No No NGTH 0 BSE Page 14 of 213 34 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB Analysis Results 27 June 2015 Analysis Results BSE Page 15 of 213 35 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 5. Analysis results 27 June 2015 5. Analysis results 5.1. Support results This section provides support results, including items such as column, support, and spring reactions, . Table 19: Soil Pressures - Summary Table 19: Soil Pressures - Summary Panel OutputCase MaxPress kiphn2 MinPress kip/in2 GlobalXMax ft GlobalYMax ft GlobalXMin It GlobalYMin It 8 LRFD1 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 LRFD1 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 LRFD1 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 LRFD1 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 LRFD1 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 LRFD1 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 LRFD1 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 LRFD1 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 LRFD1 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 LRFD1 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 LRFD1 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 LRFD1 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 LRFD1 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 LRFD1 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 LRFD1 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 LRFD1 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 LRFD1 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 LRFD1 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 LRFD1 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 LRFD1 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 LRFD1 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 LRFD1 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 LRFD1 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 LRFD1 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 LRFD1 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 LRFD1 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 LRFD1 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 LRFD1 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 LRFD1 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 LRFD1 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 LRFD1 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 LRFD1 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 LRFD1 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 LRFD1 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 LRFD1 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 LRFD1 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 LRFD1 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 LRFD1 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 LRFD1 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 LRFD1 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 LRFD1 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 LRFD1 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 LRFD1 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 LRFD1 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 BSE Page 16 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 36 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel OutputCase MaxPress kip/in2 MinPress kip/in2 GlobalXMax ft GlobalYMax ft GlobalXMin ft GlobalYMin ft 58 LRFD1 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 LRFD1 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 LRFD1 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 LRFD1 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 LRFD1 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 LRFD1 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 LRFD1 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 LRFD1 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 LRFD1 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 LRFD1 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 LRFD1 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 LRFD1 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 LRFD1 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 LRFD1 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 LRFD6-1 P 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 LRFD6-1 P 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 LRFD6-1 P 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 LRFD6-1 P 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 LRFD6-1 P 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 LRFD6-1 P 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 LRFD6-1 P 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 LRFD6-1 P 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 LRFD6-1 P 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 LRFD6-1 P 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 LRFD6-1 P 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 LRFD6-1 P 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 LRFD6-1 P 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 LRFD6-1 P 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 LRFD6-1 P 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 LRFD6-1 P 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 LRFD6-1 P 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 LRFD6-1 P 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 LRFD6-1 P 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 LRFD6-1 P 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 LRFD6-1 P 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 LRFD6-1 P 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 LRFD6-1 P 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 LRFD6-1 P 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 LRFD6-1 P 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 LRFD6-1 P 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 LRFD6-1 P 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 LRFD6-1 P 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 LRFD6-1 P 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 LRFD6-1 P 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 LRFD6-1 P 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 LRFD6-1 P 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 LRFD6-1 P 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 LRFD6-1 P 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 LRFD6-1 P 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 LRFD6-1 P 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 LRFD6-1 P 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 LRFD6-1 P 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 LRFD6-1 P 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 LRFD6-1 P 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 BSE Page 17 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 37 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel Outputcase MaxPress MinPress GlobalXMax GlobalYMax GlobalXMin GlobalYMin kip/in2 kipfin2 ft ft ft ft 52 LRFD6-1 P 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 LRFD6-1P 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 LRFD6-1 P 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 LRFD6-1 P 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 LRFD6-1 P 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 LRFD6-1 P 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 LRFD6-1P 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 LRFD6-1 P 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 LRFD6-1 P 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 LRFD6-1 P 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 LRFD6-1 P 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 LRFD6-1 P 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 LRFD6-1 P 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 LRFD6-1 P 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 LRFD6-1 P 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 LRFD6-1 P 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 LRFD6-1 P 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 LRFD6-1 P 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 LRFD6-2P 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 LRFD6-2P 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 LRFD6-2P 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 LRFD6-2P 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 LRFD6-2P 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 LRFD6-2P 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 LRFD6-2P 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 LRFD6-2P 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 LRFD6-2P 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 LRFD6-2P 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 LRFD6-2P 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 LRFD6-2P 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 LRFD6-2P 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 LRFD6-2P 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 LRFD6-2P 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 LRFD6-2P 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 LRFD6-2P 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 LRFD6-2P 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 LRFD6-2P 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 LRFD6-2P 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 LRFD6-2P 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 LRFD6-2P 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 LRFD6-2P 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 LRFD6-2P 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 LRFD6-2P 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 LRFD6-2P 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 LRFD6-2P 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 LRFD6-2P 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 LRFD6-2P 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 LRFD6-2P 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 LRFD6-2P 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 LRFD6-2P 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 LRFD6-2P 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 LRFD6-2P 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 LRFD6-2P 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 LRFD6-2P 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 BSE Page 18 of 213 38 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 5. Analysis results 27 June 2015 Table 19: Soil Pressures - Summary Panel OutputCase MaxPress kiplin2 MinPress kip/in2 GlobalXMax ft GlobalYMax ft GlobalXMin ft GlobalYMin ft 46 LRFD6-2P 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 LRFD6-2P 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 LRFD6-2P 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 LRFD6-2P 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 LRFD6-2P 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 LRFD6-2P 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 LRFD6-2P 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 LRFD6-2P 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 LRFD6-2P 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 LRFD6-2P 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 LRFD6-2P 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 LRFD6-2P 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 LRFD6-2P 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 LRFD6-2P 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 LRFD6-2P 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 LRFD6-2P 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 LRFD6-2P 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 LRFD6-2P 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 LRFD6-2P 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 LRFD6-2P 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 LRFD6-2P 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 LRFD6-2P 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 LRFD6-1 N 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 LRFD6-1 N 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 LRFD6-1 N 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 LRFD6-1 N 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 LRFD6-IN 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 LRFD6-1 N 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 LRFD6-1 N 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 LRFD6-1 N 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 LRFD6-1 N 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 LRFD6-1 N 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 LRFD6-1 N 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 LRFD6-1 N 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 LRFD6-IN 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 LRFD6-1 N 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 LRFD6-1 N 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 LRFD6-1 N 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 LRFD6-1 N 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 LRFD6-1 N 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 LRFD6-1 N 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 LRFD6-1 N 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 LRFD6-1 N 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 LRFD6-lN 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 LRFD6-1 N 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 LRFD6-1 N 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 LRFD6-1 N 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 LRFD6-1 N 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 LRFD6-1 N 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 LRFD6-1 N 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 LRFD6-1 N 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 LRFD6-1 N 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 LRFD6-1 N 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 LRFD6-1 N 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 BSE Page 19 of 213 39 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 5. Analysis results 27 June 2015 Table 19: Soil Pressures - Summary Panel OutputCase MaxPress kipfin2 MinPress kip/in2 GlobalXMax ft GlobalYMax It GlobalXMin ft GlobalYMin ft 40 LRFD6-1 N 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 LRFD6-1 N 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 LRFD6-1 N 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 LRFD6-1 N 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 LRFD6-1 N 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 LRFD6-1 N 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 LRFD6-1 N 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 LRFD6-1 N 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 LRFD6-1 N 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 LRFD6-1 N 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 LRFD6-1 N 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 LRFD6-1 N 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 LRFD6-1 N 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 LRFD6-1 N 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 LRFD6-1 N 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 LRFD6-1 N 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 LRFD6-1 N 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 LRFD6-1 N 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 LRFD6-1 N 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 LRFD6-1 N 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 LRFD6-1 N 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 LRFD6-1 N 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 LRFD6-1 N 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 LRFD6-1 N 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 LRFD6-1 N 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 LRFD6-1 N 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 LRFD6-2N 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 LRFD6-2N 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 LRFD6-2N 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 LRFD6-2N 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 LRFD6-2N 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 LRFD6-2N 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 LRFD6-2N 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 LRFD6-2N 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 LRFD6-2N 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 LRFD6-2N 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 LRFD6-2N 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 LRFD6-2N 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 LRFD6-2N 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 LRFD6-2N 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 LRFD6-2N 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 LRFD6-2N 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 LRFD6-2N 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 LRFD6-2N 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 LRFD6-2N 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 LRFD6-2N 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 LRFD6-2N 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 LRFD6-2N 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 LRFD6-2N 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 LRFD6-2N 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 LRFD6-2N 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 LRFD6-2N 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 LRFD6-2N 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 LRFD6-2N 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 BSE Page 20 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 40 of 238 SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel OutputCase MaxPress kip/in2 MinPress kipfin2 GlobalXMax ft GlobalYMax ft GlobalXMin ft GlobalYMin It 36 LRFD6-2N 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 LRFD6-2N 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 LRFD6-2N 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 LRFD6-2N 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 LRFD6-2N 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 LRFD6-2N 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 LRFD6-2N 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 LRFD6-2N 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 LRFD6-2N 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 LRFD6-2N 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 LRFD6-2N 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 LRFD6-2N 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 LRFD6-2N 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 LRFD6-2N 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 LRFD6-2N 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 LRFD6-2N 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 LRFD6-2N 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 LRFD6-2N 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 LRFD6-2N 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 LRFD6-2N 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 LRFD6-2N 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 LRFD6-2N 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 LRFD6-2N 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 LRFD6-2N 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 LRFD6-2N 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 LRFD6-2N 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 LRFD6-2N 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 LRFD6-2N 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 LRFD6-2N 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 LRFD6-2N 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 LRFD6-3P 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 LRFD6-3P 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 LRFD6-3P 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 LRFD6-3P 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 LRFD6-3P 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 LRFD6-3P 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 LRFD6-3P 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 LRFD6-3P 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 LRFD6-3P 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 LRFD6-3P 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 LRFD6-3P 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 LRFD6-3P 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 LRFD6-3P 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 LRFD6-3P 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 LRFD6-3P 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 LRFD6-3P 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 LRFD6-3P 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 LRFD6-3P 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 LRFD6-3P 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 LRFD6-3P 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 LRFD6-3P 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 LRFD6-3P 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 LRFD6-3P 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 LRFD6-3P 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 BSE Page 21 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 41 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel Outputcase MaxPress MlnPress GlobalXMax GlobalYMax GlobalXMin GlobalYMin kip/in2 kip/in2 ft ft ft ft 32 LRFD6-3P 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 LRFD6-3P 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 LRFD6-3P 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 LRFD6-3P 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 LRFD6-3P 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 LRFD6-3P 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 LRFD6-3P 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 LRFD6-3P 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 LRFD6-3P 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 LRFD6-3P 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 LRFD6-3P 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 LRFD6-3P 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 LRFD6-3P 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 LRFD6-3P 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 LRFD6-3P 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 LRFD6-3P 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 LRFD6-3P 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 LRFD6-3P 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 LRFD6-3P 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 LRFD6-3P 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 LRFD6-3P 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 LRFD6-3P 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 LRFD6-3P 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 LRFD6-3P 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 LRFD6-3P 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 LRFD6-3P 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 LRFD6-3P 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 LRFD6-3P 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 LRFD6-3P 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 LRFD6-3P 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 LRFD6-3P 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 LRFD6-3P 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 LRFD6-3P 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 LRFD6-3P 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 LRFD6-3N 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 LRFD6-3N 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 LRFD6-3N 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 LRFD6-3N 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 LRFD6-3N 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 LRFD6-3N 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 LRFD6-3N 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 LRFD6-3N 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 LRFD6-3N 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 LRFD6-3N 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 LRFD6-3N 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 LRFD6-3N 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 LRFD6-3N 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 LRFD6-3N 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 LRFD6-3N 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 LRFD6-3N 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 LRFD6-3N 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 LRFD6-3N 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 LRFD6-3N 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 LRFD6-3N 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 BSE Page 22 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 42 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel OutputCase MaxPress MinPress GlobalXMax GlobalYMax GlobalXMin GlobalYMin kip/in2 kip(in2 ft ft ft ft 28 LRFD6-3N 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 LRFD6-3N 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 LRFD6-3N 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 LRFD6-3N 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 LRFD6-3N 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 LRFD6-3N 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 LRFD6-3N 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 LRFD6-3N 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 LRFD6-3N 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 LRFD6-3N 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 LRFD6-3N 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 LRFD6-3N 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 LRFD6-3N 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 LRFD6-3N 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 LRFD6-3N 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 LRFD6-3N 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 LRFD6-3N 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 LRFD6-3N 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 LRFD6-3N 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 LRFD6-3N 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 LRFD6-3N 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 LRFD6-3N 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 LRFD6-3N 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 LRFD6-3N 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 LRFD6-3N 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 LRFD6-3N 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 LRFD6-3N 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 LRFD6-3N 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 LRFD6-3N 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 LRFD6-3N 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 LRFD6-3N 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 LRFD6-3N 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 LRFD6-3N 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 LRFD6-3N 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 LRFD6-3N 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 LRFD6-3N 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 LRFD6-3N 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 LRFD6-3N 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 LRFD6-4P 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 LRFD6-4P 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 LRFD6-4P 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 LRFD6-4P 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 LRFD6-4P 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 LRFD6-4P 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 LRFD6-4P 0.0000 0.0000 -10.0000 17.5000 -10.0000 17,5000 15 LRFD6-4P 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 LRFD6-4P 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 LRFD6-4P 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 LRFD6-4P 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 LRFD6-4P 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 LRFD6-4P 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 LRFD6-4P 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 LRFD6-4P 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 LRFD6-4P 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 BSE Page 23 of 213 43 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #"1QGJ6729ZQVM4HB 5. Analysis results 27 June 2015 Table 19: Soil Pressures - Summary Panel Outputcase MaxPress MinPress GlobalXMax GlobalYMax GlobalXMin GlobalYMin kip/in2 kip/in2 ft ft ft ft 24 LRFD6-4P 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 LRFD6-4P 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 LRFD6-4P 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 LRFD6-4P 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 LRFD64P 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 LRFD6-4P 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 LRFD64P 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 LRFD6-4P 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 LRFD6-4P 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 LRFD6-4P 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 LRFD6-4P 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 LRFD6-4P 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 LRFD64P 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 LRFD6-4P 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 LRFD6-4P 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 LRFD6-4P 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 LRFD6-4P 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 LRFD6-4P 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 LRFD64P 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 LRFD64P 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 LRFD64P 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 LRFD6-4P 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 LRFD6.4P 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 LRFD6-4P 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 LRFD6-4P 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 LRFD64P 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 LRFD64P 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 LRFD6-4P 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 LRFD6-4P 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 LRFD64P 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 LRFD64P 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 LRFD64P 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 LRFD64P 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 LRFD6-4P 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 LRFD6-4P 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 LRFD6-4P 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 LRFD6-4P 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 LRFD6-4P 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 LRFD6-4P 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 LRFD6-4P 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 LRFD6-4P 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 LRFD6-4P 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 LRFD6-4N 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 LRFD64N 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 LRFD6-4N 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 LRFD64N 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 LRFD64N 0.0000 0.0000 -10.0000 10.0000 -10,0000 10.0000 13 LRFD64N 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 LRFD64N 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 LRFD6-4N 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 LRFD6-4N 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 LRFD6-4N 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 LRFD6-4N 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 LRFD6-4N 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 BSE Page 24 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 44 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel Outputcase MaxPress kip/in2 MinPress kiplin2 GlobalXMax ft GlobalYMax It GlobalXMin ft GlobalYMin ft 20 LRFD6-4N 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 LRFD6-4N 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 LRFD6-4N 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 LRFD6-4N 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 LRFD6-4N 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 LRFD6-4N 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 LRFD6-4N 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 LRFD6-4N 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 LRFD6-4N 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 LRFD6-4N 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 LRFD6-4N 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 LRFD6-4N 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 LRFD6-4N 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 LRFD6-4N 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 LRFD6-4N 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 LRFD6-4N 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 LRFD6-4N 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 LRFD64N 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 LRFD64N 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 LRFD64N 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 LRFD6-4N 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 LRFD6-4N 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 LRFD6-4N 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 LRFD6-4N 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 LRFD6-4N 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 LRFD6-4N 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 LRFD6-4N 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 LRFD6-4N 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 LRFD6-4N 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 LRFD6-4N 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 LRFD64N 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 LRFD64N 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 LRFD6-4N 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 LRFD6-4N 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 LRFD6-4N 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 LRFD64N 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 LRFD6-4N 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 LRFD6-4N 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 LRFD64N 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 LRFD6-4N 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 LRFD6-4N 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 LRFD6-4N 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 LRFD6-4N 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 LRFD64N 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 LRFD64N 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 LRFD6-4N 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 LRFD4-1 N 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 LRFD4-1 N 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 LRFD4-1 N 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 LRFD4-1 N 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 LRFD4-1 N 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 LRFD4-1 N 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 LRFD4-1 N 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 LRFD4-1 N 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 BSE Page 25 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 45 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel Outputcase MaxPress kip/in2 MinPress kip/in2 GlobalXMax ft GlobalYMax ft GlobalXMin ft GlobalYMin ft 16 LRFD4-1 N 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 LRFD4-1 N 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 LRFD4-1 N 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 LRFD4-1 N 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 LRFD4-1 N 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 LRFD4-1 N 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 LRFD4-1 N 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 LRFD4-1 N 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 LRFD4-1 N 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 LRFD4-1 N 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 LRFD4-1 N 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 LRFD4-1 N 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 LRFD4-1 N 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 LRFD4-1 N 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 LRFD4-1 N 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 LRFD4-1 N 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 LRFD4-1 N 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 LRFD4-1 N 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 LRFD4-1 N 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 LRFD4-1 N 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 LRFD4-1 N 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 LRFD4-1 N 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 LRFD4-1 N 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 LRFD4-1 N 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 LRFD4-1 N 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 LRFD4-1 N 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 LRFD4-1 N 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 LRFD4-1 N 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 LRFD4-1 N 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 LRFD4-1 N 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 LRFD4-1 N 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 LRFD4-1 N 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 LRFD4-1 N 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 LRFD4-1 N 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 LRFD4-1 N 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 LRFD4-1 N 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 LRFD4-1 N 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 LRFD4-1 N 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 LRFD4-1 N 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 LRFD4-1 N 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 LRFD4-1 N 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 LRFD4-1 N 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 LRFD4-1 N 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 LRFD4-1 N 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 LRFD4-1 N 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 LRFD4-1 N 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 LRFD4-1 N 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 LRFD4-1 N 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 LRFD4-1 N 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 LRFD4-1 N 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 LRFD4-3N 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 LRFD4-3N 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 LRFD4-3N 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 LRFD4-3N 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 BSE Page 26 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 46 of 238 SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4H B 27 June 2015 Table 19: Soil Pressures - Summary Panel Outputcase MaxPress kip/in2 MinPress kiplin2 GlobalXMax ft GlobalYMax ft GlobalXMin ft GlobalYMin ft 12 LRFD4-3N 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 LRFD4-3N 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 LRFD4-3N 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 LRFD4-3N 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 LRFD4-3N 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 LRFD4-3N 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 LRFD4-3N 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 LRFD4-3N 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 LRFD4-3N 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 LRFD4-3N 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 LRFD4-3N 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 LRFD4-3N 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 LRFD4-3N 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 LRFD4-3N 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 LRFD4-3N 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 LRFD4-3N 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 LRFD4-3N 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 LRFD4-3N 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 LRFD4-3N 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 LRFD4-3N 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 LRFD4-3N 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 LRFD4-3N 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 LRFD4-3N 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 LRFD4-3N 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 LRFD4-3N 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 LRFD4-3N 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 LRFD4-3N 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 LRFD4-3N 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 LRFD4-3N 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 LRFD4-3N 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 LRFD4-3N 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 LRFD4-3N 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 LRFD4-3N 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 LRFD4-3N 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 LRFD4-3N 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 LRFD4-3N 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 LRFD4-3N 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 LRFD4-3N 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 LRFD4-3N 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 LRFD4-3N 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 LRFD4-3N 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 LRFD4-3N 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 LRFD4-3N 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 LRFD4-3N 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 LRFD4-3N 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 LRFD4-3N 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 LRFD4-3N 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 LRFD4-3N 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 LRFD4-3N 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 LRFD4-3N 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 LRFD4-3N 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 LRFD4-3N 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 LRFD4-3N 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 LRFD4-3N 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 BSE Page 27 of 213 47 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 5. Analysis results 27 June 2015 Table 19: Soil Pressures - Summary Panel Outputcase MaxPress MinPress GlobalXMax GlobalYMax GlobalXMin GlobalYMin kip/in2 kip/in2 ft ft ft ft 8 LRFD4-1 P 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 LRFD4-1 P 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 LRFD4-1 P 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 LRFD4-1 P 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 LRFD4-1 P 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 LRFD4-1 P 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 LRFD4-1 P 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 LRFD4-1 P 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 LRFD4-1 P 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 LRFD4-1 P 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 LRFD4-1 P 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 LRFD4-1 P 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 LRFD4-1 P 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 LRFD4-1 P 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 LRFD4-1 P 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 LRFD4-1 P 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 LRFD4-1 P 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 LRFD4-1 P 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 LRFD4-1 P 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 LRFD4-1 P 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 LRFD4-1 P 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 LRFD4-1 P 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 LRFD4-1 P 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 LRFD4-1 P 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 LRFD4-1 P 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 LRFD4-1 P 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 LRFD4-1 P 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 LRFD4-1 P 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 LRFD4-1 P 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 LRFD4-1 P 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 LRFD4-1 P 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 LRFD4-1 P 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 LRFD4-1 P 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 LRFD4-1 P 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 LRFD4-1 P 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 LRFD4-1 P 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 LRFD4-1 P 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 LRFD4-1 P 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 LRFD4-1 P 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 LRFD4-1 P 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 LRFD4-1 P 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 LRFD4-1 P 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 LRFD4-1 P 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 LRFD4-1 P 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 LRFD4-1 P 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 LRFD4-1 P 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 LRFD4-1 P 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 LRFD4-1 P 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 LRFD4-1 P 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 LRFD4-1 P 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 LRFD4-1 P 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 LRFD4-1 P 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 LRFD4-1 P 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 LRFD4-1 P 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 BSE Page 28 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 48 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel Outputcase MaxPress kip/in2 MinPress kip/in2 GlobalXMax ft GlobalYMax It GlobalXMin It GlobalYMin ft 72 LRFD4-1 P 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 LRFD4-1 P 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 LRFD4-1 P 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 LRFD4-1 P 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 LRFD4-3P 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 LRFD4-3P 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 LRFD4-3P 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 LRFD4-3P 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 LRFD4-3P 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 LRFD4-3P 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 LRFD4-3P 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 LRFD4-3P 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 LRFD4-3P 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 LRFD4-3P 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 LRFD4-3P 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 LRFD4-3P 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 LRFD4-3P 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 LRFD4-3P 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 LRFD4-3P 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 LRFD4-3P 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 LRFD4-3P 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 LRFD4-3P 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 LRFD4-3P 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 LRFD4-3P 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 LRFD4-3P 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 LRFD4-3P 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 LRFD4-3P 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 LRFD4-3P 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 LRFD4-3P 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 LRFD4-3P 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 LRFD4-3P 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 LRFD4-3P 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 LRFD4-3P 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 LRFD4-3P 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 LRFD4-3P 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 LRFD4-3P 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 LRFD4-3P 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 LRFD4-3P 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 LRFD4-3P 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 LRFD4-3P 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 LRFD4-3P 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 LRFD4-3P 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 LRFD4-3P 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 LRFD4-3P 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 LRFD4-3P 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 LRFD4-3P 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 LRFD4-3P 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 LRFD4-3P 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 LRFD4-3P 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 LRFD4-3P 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 LRFD4-3P 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 LRFD4-3P 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 LRFD4-3P 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 LRFD4-3P 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 BSE Page 29 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 49 of 238 SAFE 2014 v14.1.0 - License #*1 QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel Outputcase MaxPress kip/in2 MinPress kip/in2 GlobalXMax ft GlobalYMax ft GlobalXMin ft GlobalYM n It 66 LRFD4-3P 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 LRFD4-3P 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 LRFD4-3P 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 LRFD4-3P 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 LRFD4-3P 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 LRFD4-3P 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 LRFD4-3P 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 LRFD4-3P 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 LRFD4-2N 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 LRFD4-2N 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 LRFD4-2N 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 LRFD4-2N 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 LRFD4-2N 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 LRFD4-2N 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 LRFD4-2N 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 LRFD4-2N 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 LRFD4-2N 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 LRFD4-2N 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 LRFD4-2N 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 LRFD4-2N 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 LRFD4-2N 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 LRFD4-2N 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 LRFD4-2N 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 LRFD4-2N 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 LRFD4-2N 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 LRFD4-2N 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 LRFD4-2N 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 LRFD4-2N 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 LRFD4-2N 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 LRFD4-2N 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 LRFD4-2N 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 LRFD4-2N 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 LRFD4-2N 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 LRFD4-2N 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 LRFD4-2N 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 LRFD4-2N 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 LRFD4-2N 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 LRFD4-2N 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 LRFD4-2N 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 LRFD4-2N 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 LRFD4-2N 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 LRFD4-2N 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 LRFD4-2N 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 LRFD4-2N 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 LRFD4-2N 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 LRFD4-2N 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 LRFD4-2N 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 LRFD4-2N 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 LRFD4-2N 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 LRFD4-2N 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 LRFD4-2N 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 LRFD4-2N 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 LRFD4-2N 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 LRFD4-2N 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 BSE Page 30 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 50 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel Outputcase MaxPress kip/in2 MinPress kipAn2 GlobalXMax ft GlobalYMax ft GlobalXMin ft GlobalYMin ft 60 LRFD4-2N 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 LRFD4-2N 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 LRFD4-2N 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 LRFD4-2N 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 LRFD4-2N 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 LRFD4-2N 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 LRFD4-2N 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 LRFD4-2N 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 LRFD4-2N 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 LRFD4-2N 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 LRFD4-2N 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 LRFD4-2N 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 LRFD4-2P 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 LRFD4-2P 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 LRFD4-2P 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 LRFD4-2P 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 LRFD4-2P 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 LRFD4-2P 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 LRFD4-2P 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 LRFD4-2P 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 LRFD4-2P 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 LRFD4-2P 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 LRFD4-2P 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 LRFD4-2P 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 LRFD4-2P 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 LRFD4-2P 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 LRFD4-2P 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 LRF04-2P 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 LRFD4-2P 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 LRFD4-2P 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 LRFD4-2P 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 LRFD4-2P 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 LRFD4-2P 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 LRFD4-2P 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 LRFD4-2P 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 LRFD4-2P 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 LRFD4-2P 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 LRFD4-2P 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 LRFD4-2P 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 LRFD4-2P 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 LRFD4-2P 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 LRFD4-2P 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 LRFD4-2P 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 LRFD4-2P 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 LRFD4-2P 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 LRFD4-2P 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 LRFD4-2P 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 LRFD4-2P 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 LRFD4-2P 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 LRFD4-2P 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 LRFD4-2P 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 LRFD4-2P 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 LRFD4-2P 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 LRFD4-2P 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 BSE Page 31 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 51 of 238 SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel Outputcase MaxPress kip/in2 MinPress kip/in2 GlobalXMax ft GlobalYMax ft GlobalXMin ft GlobalYMin ft 54 LRFD4-2P 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 LRFD4-2P 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 LRFD4-2P 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 LRFD4-2P 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 LRFD4-2P 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 LRFD4-2P 0.0000 0.0000 16.0000 10.0000 16,0000 10.0000 64 LRFD4-2P 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 LRFD4-2P 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 LRFD4-2P 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 LRFD4-2P 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 LRFD4-2P 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 LRFD4-2P 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 LRFD4-2P 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 LRFD4-2P 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 LRFD4-2P 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 LRFD4-2P 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 LRFD4-4N 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 LRFD4-4N 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 LRFD4-4N 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 LRFD4-4N 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 LRFD44N 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 LRFD44N 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 LRFD44N 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 LRFD4-4N 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 LRFD44N 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 LRFD4-4N 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 LRFD4-4N 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 LRFD4-4N 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 LRFD4-4N 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 LRFD4-4N 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 LRFD4-4N 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 LRFD4-4N 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 LRFD44N 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 LRFD4-4N 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 LRFD4-4N 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 LRFD4-4N 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 LRFD4-4N 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 LRFD4-4N 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 LRFD4-4N 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 LRFD4-4N 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 LRFD44N 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 LRFD4-4N 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 LRFD4-4N 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 LRFD4-4N 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 LRFD44N 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 LRFD4-4N 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 LRFD4-4N 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 LRFD44N 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 LRFD4-4N 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 LRFD44N 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 LRFD44N 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 LRFD4-4N 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 LRFD4-4N 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 LRFD44N 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 BSE Page 32 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 52 of 238 SAFE 2014 v14.1.0 - License #*1 QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel OutputCase MaxPress kip/M2 MinPress kiplin2 GlobalXMax It GlobalYMax ft GlobalXMin ft GlobalYMin It 50 LRFD4-4N 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 LRFD4-4N 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 LRFD4-4N 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 LRFD4-4N 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 LRFD4-4N 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 LRFD4-4N 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 LRFD4-4N 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 LRFD4-4N 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 LRFD4-4N 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 LRFD4-4N 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 LRFD4-4N 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 LRFD4-4N 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 LRFD4-4N 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 LRFD4-4N 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 LRFD4-4N 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 LRFD4-4N 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 LRFD4-4N 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 LRFD4-4N 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 LRFD44N 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 LRFD4-4N 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 LRFD4-4P 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 LRFD44P 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 LRFD44P 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 LRFD44P 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 LRFD4-4P 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 LRFD44P 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 LRFD4-4P 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 LRFD44P 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 LRFD4-4P 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 LRFD4-4P 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 LRFD4-4P 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 LRFD4-4P 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 LRFD44P 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 LRFD44P 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 LRFD44P 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 LRFD4-4P 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 LRFD44P 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 LRFD4-4P 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 LRFD4-4P 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 LRFD44P 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 LRFD44P 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 LRFD4-4P 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 LRFD4-4P 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 LRFD4-4P 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 LRFD4-4P 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 LRFD4-4P 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 LRFD4-4P 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 LRFD44P 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 LRFD44P 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 LRFD44P 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 LRFD44P 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 LRFD44P 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 LRFD44P 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 LRFD4-4P 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 BSE Page 33 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 53 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel OutputCase MaxPress kip/in2 MinPress kip/in2 GlobalXMax ft GlobalYMax ft GlobalXMin ft GlobalYMin ft 44 LRFD4-4P 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 LRFD4-4P 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 LRFD4-4P 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 LRFD44P 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 LRFD4-4P 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 LRFD44P 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 LRFD44P 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 LRFD44P 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 LRFD44P 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 LRFD4-4P 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 LRFD4-4P 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 LRFD4-4P 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 LRFD44P 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 LRFD44P 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 LRFD44P 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 LRFD44P 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 LRFD44P 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 LRFD4-4P 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 LRFD4-4P 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 LRFD4-4P 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 LRFD44P 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 LRFD4-4P 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 LRFD4-4P 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 LRFD4-4P 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 ASD5-1 N 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 ASD5-1 N 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 ASD5-1 N 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 ASD5-1 N 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 ASD5-1 N 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 ASD5-1 N 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 ASD5-1 N 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 ASD5-1 N 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 ASD5-1 N 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 ASD5-1 N 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 ASD5-1 N 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 ASD5-1 N 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 ASD5-1 N 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 ASD5-1 N 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 ASD5-1 N 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 ASD5-1 N 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 ASD5-1 N 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 ASD5-1 N 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 ASD5-1 N 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 ASD5-1 N 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 ASD5-1 N 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 ASD5-1 N 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 ASD5-1 N 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 ASD5-1 N 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 ASD5-1 N 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 ASD5-1 N 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 ASD5-1 N 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 ASD5-1 N 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 ASD5-1 N 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 ASD5-1 N 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 BSE Page 34 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 54 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel Outputcase MaxPress kiplin2 MinPress gAn2 GlobalXMax ft GlobalYMax ft GlobalXMin ft GlobalYMin ft 38 ASD5-1 N 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 ASD5-1 N 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 ASD5-1 N 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 ASD5-1 N 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 ASD5-1 N 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 ASD5-1 N 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 ASD5-1 N 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 ASD5-1 N 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 ASD5-1 N 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 ASD5-1 N 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 ASD5-1 N 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 ASD5-1 N 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 ASD5-1 N 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 ASD5-1 N 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 ASD5-1 N 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 ASD5-1 N 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 ASD5-1 N 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 ASD5-1 N 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 ASD5-1 N 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 ASD5-1 N 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 ASD5-1 N 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 ASD5-1 N 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 ASD5-1 N 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 ASD5-1 N 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 ASD5-1 N 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 ASD5-1 N 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 ASD5-1 N 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 ASD5-1 N 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 ASD5-2P 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 ASD5-2P 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 ASD5-2P 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 ASD5-2P 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 ASD5-2P 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 ASD5-2P 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 ASD5-2P 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 ASD5-2P 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 ASD5-2P 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 ASD5-2P 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 ASD5-2P 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 ASD5-2P 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 ASD5-2P 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 ASD5-2P 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 ASD5-2P 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 ASD5-2P 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 ASD5-2P 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 ASD5-2P 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 ASD5-2P 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 ASD5-2P 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 ASD5-2P 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 ASD5-2P 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 ASD5-2P 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 ASD5-2P 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 ASD5-2P 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 ASD5-2P 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 BSE Page 35 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 55 of 238 SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel Outputcase MaxPress kiplin2 MinPress kiplin2 GlobalXMax ft GlobalYMax ft GlobalXMin It GlobalYMin It 34 ASD5-2P 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 ASD5-2P 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 ASD5-2P 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 ASD5-2P 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 ASD5-2P 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 ASD5-2P 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 ASD5-2P 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 ASD5-2P 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 ASD5-2P 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 ASD5-2P 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 ASD5-2P 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 ASD5-2P 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 ASD5-2P 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 ASD5-2P 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 ASD5-2P 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 ASD5-2P 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 ASD5-2P 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 ASD5-2P 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 ASD5-2P 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 ASD5-2P 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 ASD5-2P 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 ASD5-2P 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 ASD5-2P 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 ASD5-2P 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 ASD5-213 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 ASD5-2P 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 ASD5-2P 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 ASD5-2P 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 ASD5-2P 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 ASD5-2P 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 ASD5-2P 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 ASD5-2P 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 ASD5-3N 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 ASD5-3N 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 ASD5-3N 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 ASD5-3N 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 ASD5-3N 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 ASD5-3N 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 ASD5-3N 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 ASD5-3N 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 ASD5-3N 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 ASD5-3N 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 ASD5-3N 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 ASD5-3N 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 ASD5-3N 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 ASD5-3N 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 ASD5-3N 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 ASD5-3N 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 ASD5-3N 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 ASD5-3N 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 ASD5-3N 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 ASD5-3N 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 ASD5-3N 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 ASD5-3N 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 BSE Page 36 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 56 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel Outputcase MaxPress kip/in2 MinPress kip/in2 GlobalXMax ft GlobalYMax ft GlobalXMin ft GlobalYMin ft 30 ASD5-3N 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 ASD5-3N 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 ASD5-3N 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 ASD5-3N 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 ASD5-3N 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 ASD5-3N 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 ASD5-3N 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 ASD5-3N 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 ASD5-3N 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 ASD5-3N 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 ASD5-3N 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 ASD5-3N 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 ASD5-3N 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 ASD5-3N 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 ASD5-3N 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 ASD5-3N 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 ASD5-3N 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 ASD5-3N 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 ASD5-3N 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 ASD5-3N 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 ASD5-3N 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 ASD5-3N 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 ASD5-3N 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 ASD5-3N 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 ASD5-3N 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 ASD5-3N 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 ASD5-3N 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 ASD5-3N 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 ASD5-3N 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 ASD5-3N 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 ASD5-3N 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 ASD5-3N 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 ASD5-3N 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 ASD5-3N 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 ASD5-3N 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 ASD5-3N 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 ASD7-1 N 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 ASD7-1 N 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 ASD7-1 N 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 ASD7-1 N 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 ASD7-1 N 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 ASD7-1 N 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 ASD7-1 N 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 ASD7-1 N 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 ASD7-1 N 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 ASD7-1 N 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 ASD7-1 N 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 ASD7-1 N 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 ASD7-1 N 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 ASD7-1 N 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 ASD7-1 N 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 ASD7-1 N 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 ASD7-1 N 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 ASD7-1 N 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 BSE Page 37 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 57 of 238 SAFE 2014 v14.1.0 - License #*lQGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel Outputcase MaxPress kip/M2 MinPress kiplin2 GlobalXMax ft GlobalYMax ft GlobalXMin ft GlobalYMin ft 26 ASD7-1 N 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 ASD7-1 N 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 ASD7-1 N 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 ASD7-1 N 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 ASD7-1 N 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 ASD7-1 N 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 ASD7-1 N 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 ASD7-1 N 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 ASD7-1 N 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 ASD7-1 N 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 ASD7-1 N 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 ASD7-1 N 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 ASD7-1 N 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 ASD7-1 N 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 ASWAN 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 ASWAN 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 ASD7-1 N 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 ASD7-1 N 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 ASD7-1 N 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 ASD7-1 N 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 ASD7-1 N 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 ASD7-1 N 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 ASD7-1 N 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 ASD7-1 N 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 ASD7-1 N 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 ASD7-1 N 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 ASD7-1 N 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 ASD7-1 N 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 ASD7-1 N 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 ASD7-1 N 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 ASD7-1 N 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 ASD7-1 N 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 ASD7-1 N 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 ASD7-1 N 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 ASD7-1 N 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 ASD7-1 N 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 ASD7-1 N 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 ASD7-1 N 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 ASD7-1 N 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 ASD7-1 N 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 ASD7-3N 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 ASD7-3N 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 ASD7-3N 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 ASD7-3N 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 ASD7-3N 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 ASD7-3N 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 ASD7-3N 0.0000 0.0000 -10.0000 17,5000 -10.0000 17.5000 15 ASD7-3N 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 ASD7-3N 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 ASD7-3N 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 ASD7-3N 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 ASD7-3N 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 ASD7-3N 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 ASD7-3N 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 BSE Page 38 of 213 58 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 5. Analysis results 27 June 2015 Table 19: Soil Pressures - Summary Panel Outputcase MaxPress MinPress GlobalXMax GlobalYMax GiobalXMin GlobalYMin kiplin2 kip/in2 ft It ft ft 22 ASD7-3N 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 ASD7-3N 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 ASD7-3N 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 ASD7-3N 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 ASD7-3N 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 ASD7-3N 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 ASD7-3N 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 ASD7-3N 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 ASD7-3N 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 ASD7-3N 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 ASD7-3N 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 ASD7-3N 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 ASD7-3N 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 ASD7-3N 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 ASD7-3N 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 ASD7-3N 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 ASD7-3N 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 ASD7-3N 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 ASD7-3N 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 ASD7-3N 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 ASD7-3N 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 ASD7-3N 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 ASD7-3N 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 ASD7-3N 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 ASD7-3N 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 ASD7-3N 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 ASD7-3N 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 ASD7-3N 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 ASD7-3N 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 ASD7-3N 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 ASD7-3N 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 ASD7-3N 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 ASD7-3N 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 ASD7-3N 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 ASD7-3N 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 ASD7-3N 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 ASD7-3N 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 ASD7-3N 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 ASD7-3N 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 ASD7-3N 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 ASD7-3N 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 ASD7-3N 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 ASD7-3N 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 ASD7-3N 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 ASD7-1 P 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 ASD7-1 P 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 ASD7-1 P 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 ASD7-1 P 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 ASD7-1 P 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 ASD7-1 P 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 ASD7-1 P 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 ASD7-1 P 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 ASD7-1 P 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 ASD7-1 P 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 BSE Page 39 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 59 of 238 SAFE 2014 v14.1.0 - License #'1QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel OutputCase MaxPress kip/in2 MinPress kip/in2 GlobalXMax ft GlobalYMax ft GlobalXMin It GlobalYMin ft 18 ASD7-1 P 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 ASD7-1 P 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 ASD7-1 P 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 ASD7-1 P 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 ASD7-1 P 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 ASD7-1 P 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 ASD7-1 P 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 ASD7-1 P 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 ASD7-1 P 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 ASNAP 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 ASD7-1 P 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 ASD7-1 P 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 ASD7-1 P 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 ASD7-1 P 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 ASD7-1 P 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 ASD7-1 P 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 ASD7-1 P 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 ASD7-1 P 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 ASD7-1 P 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 ASD7-1 P 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 ASD7-1 P 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 ASD7-1 P 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 ASD7-1 P 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 ASD7-1 P 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 ASD7-1 P 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 ASD7-1 P 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 ASD7-1 P 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 ASD7-1 P 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 ASD7-1 P 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 ASD7-1 P 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 ASD7-1 P 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 ASD7-1 P 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 ASD7-1 P 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 ASD7-1 P 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 ASD7-1 P 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 ASD7-1 P 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 ASD7-1 P 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 ASD7-1 P 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 ASD7-1 P 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 ASD7-1 P 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 ASD7-1 P 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 ASD7-1 P 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 ASD7-1 P 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 ASD7-1 P 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 ASD7-1 P 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 ASD7-1 P 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 ASD7-1 P 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 ASD7-1 P 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 ASD7-3P 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 ASD7-3P 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 ASD7-3P 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 ASD7-3P 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 ASD7-3P 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 ASD7-313 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 BSE Page 40 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results Table 19: Soil Pressures - 60 of 238 SAFE 2014 v14.1.0 - License #"1QGJ6729ZQVM4HB 27 June 2015 Panel Outputcase MaxPress MinPress GlobalXMax GlobalYMax GlobalXMin GlobalYMin kip/in2 kip/in2 ft ft ft ft 14 ASD7-3P 0.0000 0.0000 -10,0000 17.5000 -10.0000 17.5000 15 ASD7-3P 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 ASD7-3P 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 ASD7-3P 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 ASD7-3P 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 ASD7-3P 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 ASD7-3P 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 ASD7-3P 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 ASD7-3P 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 ASD7-3P 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 ASD7-3P 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 ASD7-3P 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 ASD7-3P 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 ASD7-3P 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 ASD7-3P 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 ASD7-3P 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 ASD7-3P 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 ASD7-3P 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 ASD7-3P 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 ASD7-3P 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 ASD7-3P 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 ASD7-3P 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 ASD7-3P 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 ASD7-3P 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 ASD7-3P 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 ASD7-3P 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 ASD7-3P 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 ASD7-3P 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 ASD7-3P 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 ASD7-3P 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 ASD7-3P 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 ASD7-3P 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 ASD7-3P 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 ASD7-3P 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 ASD7-3P 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 ASD7-3P 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 ASD7-3P 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 ASD7-3P 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 ASD7-3P 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 ASD7-3P 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 ASD7-3P 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 ASD7-3P 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 ASD7-3P 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 ASD7-3P 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 ASD7-3P 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 ASD7-3P 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 ASD7-3P 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 ASD7-3P 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 ASD7-3P 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 ASD7-3P 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 ASD7-3P 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 ASD7-3P 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 ASD5-1 P 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 ASD5-1 P 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 BSE Page 41 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 61 of 238 SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures • Summary Panel Outputcase MaxPress MinPress GlobalXMax GlobalYMax GlobalXMin GlobaiYMin kipfin2 kipfin2 ft ft ft ft 10 ASD5-1 P 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 ASD5-1 P 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 ASD5-1 P 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 ASD5-1 P 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 ASD5-1 P 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 ASD5-1 P 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 ASD5-1 P 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 ASD5-1 P 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 ASD5-1 P 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 ASD5-1 P 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 ASD5-1 P 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 ASD5-1 P 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 ASD5-1 P 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 ASD5-1 P 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 ASD5-1 P 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 ASD5-1 P 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 ASD5-1 P 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 ASD5-1 P 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 ASD5-1 P 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 ASD5-1 P 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 ASD5-1 P 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 ASD5-1 P 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 ASD5-1 P 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 ASD5-1 P 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 ASD5-1 P 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 ASD5-1 P 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 ASD5-1 P 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 ASD5-1 P 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 ASD5-1 P 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 ASD5-1 P 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 ASD5-1 P 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 ASD5-1 P 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 ASD5-1 P 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 ASD5-1 P 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 ASD5-1 P 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 ASD5-1 P 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 ASD5-1 P 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 ASD5-1 P 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 ASD5-1 P 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 ASD5-1 P 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 ASD5-1 P 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 ASD5-1 P 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 ASD5-1 P 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 ASD5-1 P 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 ASD5-1 P 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 ASD5-1 P 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 ASD5-1 P 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 ASD5-1 P 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 ASD5-1 P 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 ASD5-1 P 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 ASD5-1 P 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 ASD5-1 P 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 ASD5-1 P 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 ASD5-1 P 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 BSE Page 42 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 62 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel OutputCase MaxPress MinPress GlobalXMax GlobalYMax GlobalXMin GlobalYMin kip/in2 kip/in2 It ft ft ft 74 ASD5-1 P 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 ASD5-1 P 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 ASD5-3P 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 ASD5-3P 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 ASD5-3P 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 ASD5-3P 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 ASD5-3P 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 ASD5-3P 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 ASD5-3P 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 ASD5-3P 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 ASD5-3P 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 ASD5-3P 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 ASD5-3P 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 ASD5-3P 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 ASD5-3P 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 ASD5-3P 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 ASD5-3P 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 ASD5-3P 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 ASD5-3P 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 ASD5-3P 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 ASD5-3P 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 ASD5-3P 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 ASD5-3P 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 ASD5-3P 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 ASD5-3P 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 ASD5-3P 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 ASD5-3P 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 ASD5-3P 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 ASD5-3P 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 ASD5-3P 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 ASD5-3P 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 ASD5-3P 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 ASD5-3P 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 ASD5-3P 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 ASD5-3P 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 ASD5-3P 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 ASD5-3P 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 ASD5-3P 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 ASD5-3P 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 ASD5-3P 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 ASD5-3P 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 ASD5-3P 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 ASD5-3P 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 ASD5-3P 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 ASD5-3P 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 ASD5-3P 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 ASD5-3P 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 ASD5-3P 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 ASD5-3P 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 ASD5-3P 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 ASD5-3P 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 ASD5-3P 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 ASD5-3P 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 ASD5-3P 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 BSE Page 43 of 213 63 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #"1QGJ6729ZQVM4HB 5. Analysis results 27 June 2015 Table 19: Soil Pressures - Summary f Panel Outputcase MauPress kip/in2 MinPress kip/in2 GlobalXMax It GiobalYMax ft GlobalXMin ft GlobalYMin ft 68 ASD5-3P 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 ASD5-3P 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 ASD5-3P 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 ASD5-3P 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 ASD5-3P 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 ASD5-3P 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 ASD7-2P 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 ASD7-2P 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 ASD7-2P 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 ASD7-2P 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 ASD7-2P 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 ASD7-2P 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 ASD7-2P 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 ASD7-2P 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 ASD7-2P 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 ASD7-2P 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 ASD7-2P 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 ASD7-2P 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 ASD7-2P 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 ASD7-2P 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 ASD7-2P 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 ASD7-2P 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 ASD7-2P 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 ASD7-2P 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 ASD7-213 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 ASD7-2P 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 ASD7-2P 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 ASD7-2P 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 ASD7-2P 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 ASD7-2P 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 ASD7-2P 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 ASD7-2P 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 ASD7-2P 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 ASD7-2P 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 ASD7-2P 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 ASD7-2P 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 ASD7-2P 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 ASD7-2P 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 ASD7-2P 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 ASD7-2P 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 ASD7-2P 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 ASD7-2P 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 ASD7-2P 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 ASD7-2P 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 ASD7-2P 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 ASD7-2P 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 ASD7-2P 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 ASD7-2P 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 ASD7-2P 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 ASD7-2P 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 ASD7-213 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 ASD7-2P 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 ASD7-2P 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 ASD7-2P 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 BSE Page 44 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 64 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel OutputCase MaxPress MinPress GlobalXMax GlobalYMax GlobalXMin GlobalYMin kip/in2 kip/in2 ft ft ft It 64 ASD7-2P 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 ASD7-2P 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 ASD7-2P 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 ASD7-2P 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 ASD7-2P 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 ASD7-2P 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 ASD7-2P 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 ASD7-2P 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 ASD7-2P 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 ASD7-2P 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 ASD7-2N 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 ASD7-2N 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 ASD7-2N 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 ASD7-2N 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 ASD7-2N 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 ASD7-2N 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 ASD7-2N 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 ASD7-2N 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 ASD7-2N 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 ASD7-2N 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 ASD7-2N 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 ASD7-2N 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 ASD7-2N 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 ASD7-2N 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 ASD7-2N 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 ASD7-2N 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 ASD7-2N 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 ASD7-2N 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 ASD7-2N 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 ASD7-2N 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 ASD7-2N 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 ASD7-2N 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 ASD7-2N 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 ASD7-2N 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 ASD7-2N 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 ASD7-2N 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 ASD7-2N 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 ASD7-2N 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 ASD7-2N 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 ASD7-2N 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 ASD7-2N 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 ASD7-2N 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 ASD7-2N 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 ASD7-2N 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 ASD7-2N 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 ASD7-2N 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 ASD7-2N 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 ASD7-2N 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 ASD7-2N 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 ASD7-2N 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 ASD7-2N 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 ASD7-2N 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 ASD7-2N 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 ASD7-2N 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 BSE Page 45 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 65 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel OutputCase MaxPress kipfin2 MinPress kipfin2 GlobalXMax ft GlobalYMax ft GlobalXMin ft GiobalYMn ft 58 ASD7-2N 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 ASD7-2N 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 ASD7-2N 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 ASD7-2N 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 ASD7-2N 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 ASD7-2N 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 ASD7-2N 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 ASD7-2N 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 ASD7-2N 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 ASD7-2N 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 ASD7-2N 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 ASD7-2N 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 ASD7-2N 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 ASD7-2N 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 ASD1 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 AM 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 ASD1 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 ASD1 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 ASD1 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 ASD1 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 ASD1 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 ASD1 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 ASD1 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 ASD1 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 ASD1 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 ASD1 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 ASD1 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 ASD1 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 ASD1 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 ASD1 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 ASD1 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 ASD1 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 ASD1 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 ASD1 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 ASD1 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 ASD1 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 ASD1 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 ASD1 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 ASD1 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 ASD1 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 ASD1 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 ASD1 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 ASD1 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 ASD1 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 ASD1 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 ASD1 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 ASD1 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 ASD1 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 ASD1 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 ASD1 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 ASD1 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 ASD1 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 ASD1 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 ASD1 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 BSE Page 46 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 66 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel OutputCase MaxPress MinPress GlobalXMax GlobalYMax GlobalXMin GlobalYMin kip/in2 kip/in2 ft ft ft ft 52 ASD1 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 ASD1 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 ASD1 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 ASD1 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 ASD1 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 ASD1 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 ASD1 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 ASD1 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 ASD1 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 ASD1 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 ASD1 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 ASD1 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 ASD1 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 ASD1 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 ASD1 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 ASD1 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 ASD1 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 ASD1 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 ASD5-4N 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 ASD5-4N 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 ASD5-4N 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 ASD5-4N 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 ASD5-4N 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 ASD5-4N 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 ASD5-4N 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 ASD5-4N 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 ASD5-4N 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 ASD5-4N 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 ASD5-4N 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 ASD5-4N 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 ASD5-4N 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 ASD5 4N 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 ASD5 4N 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 ASD5-4N 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 ASD5-4N 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 ASD5 4N 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 ASD5-4N 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 ASD5-4N 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 ASD54N 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 ASD5 4N 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 ASD5-4N 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 ASD5-4N 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 ASD5 4N 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 ASD5-4N 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 ASD5-4N 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 ASD5-4N 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 ASD5 4N 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 ASD5 4N 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 ASD5-4N 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 ASD5 4N 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 ASD5-4N 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 ASD5-4N 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 ASD5-4N 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 ASD5-4N 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 BSE Page 47 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 67 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel OutputCase MaxPress MinPress GlobalXMax GlobalYMax GlobalXMin GlobalYMin kip/in2 kip/in2 ft ft It ft 46 ASD5-4N 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 ASD5-4N 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 ASD5-4N 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 ASD5-4N 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 ASD5-4N 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 ASD5-4N 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 ASD5-4N 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 ASD5-4N 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 ASD5-4N 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 ASD54N 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 ASD5-4N 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 ASD5-4N 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 ASD5-4N 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 ASD5-4N 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 ASD5-4N 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 ASD5-4N 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 ASD5-4N 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 ASD5-4N 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 ASD5-4N 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 ASD5-4N 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 ASD5 4N 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 ASD5 4N 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 ASD5-4P 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 ASD5-4P 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 ASD5-4P 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 ASD5-4P 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 ASD5-4P 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 ASD5-4P 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 ASD5-4P 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 ASD5-4P 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 ASD5-4P 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 ASD5-4P 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 ASD5-4P 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 ASD54P 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 ASD5-4P 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 ASD5-4P 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 ASD54P 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 ASD5-4P 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 ASD5-4P 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 ASD5-4P 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 ASD5-4P 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 ASD5-4P 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 ASD5-4P 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 ASD5-4P 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 ASD54P 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 ASD5-4P 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 ASD5-4P 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 ASD54P 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 ASD54P 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 ASD5-4P 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 ASD5-4P 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 ASD5-4P 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 ASD5-4P 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 ASD5-4P 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 BSE Page 48 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 68 of 238 SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4H B 27 June 2015 Table 19: Soil Pressures - Summary Panel Outputcase MaxPress MinPress GlobalXMax GlobalYMax GlobalXMin GiobalYMin kip/in2 kip/in2 It ft It ft 40 ASD5-4P 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 ASD5-4P 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 ASD5-4P 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 ASD5-4P 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 ASD5-4P 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 ASD5-4P 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 ASD5-4P 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 ASD5-4P 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 ASD5-4P 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 ASD5-4P 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 ASD5-4P 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 ASD5 4P 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 ASD5-4P 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 ASD5-4P 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 ASD5-4P 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 ASD5-4P 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 ASD5-4P 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 ASD5-4P 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 ASD5-4P 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 ASD5-4P 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 ASD5-4P 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 ASD5-4P 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 ASD5-4P 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 ASD5-4P 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 ASD5-4P 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 ASD5-4P 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 ASD7-4P 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 ASD7-4P 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 ASD7-4P 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 ASD7-4P 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 ASD7-4P 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 ASD7-4P 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 ASD7-4P 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 ASD7-4P 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 ASD7-4P 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 ASD7-4P 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 ASD7-4P 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 ASD7-4P 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 ASD74P 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 ASD7-4P 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 ASD7-4P 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 ASD7-4P 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 ASD74P 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 ASD7-4P 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 ASD74P 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 ASD7-4P 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 ASD74P 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 ASD7-4P 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 ASD74P 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 ASD74P 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 ASD74P 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 ASD7-4P 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 ASD7-4P 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 ASD7-4P 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 BSE Page 49 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 69 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel OutputCase MaxPress MinPress GlobalXMax GlobalYMax GlobalXMin GlobalYMin kip/in2 kip/in2 ft ft ft ft 36 ASD7-4P 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 ASD7-4P 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 ASD7-4P 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 ASD7-4P 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 ASD7-4P 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 ASD7-4P 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 ASD7-4P 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 ASD74P 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 ASD7-4P 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 ASD7-4P 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 ASD7-4P 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 ASD74P 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 ASD7-4P 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 ASD7-4P 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 ASD7-4P 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 ASD7-4P 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 ASD7-4P 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 ASD7-4P 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 ASD7-4P 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 ASD74P 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 ASD7-4P .0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 ASD7-4P 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 ASD74P 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 ASD74P 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 ASD7-4P 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 ASD74P 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 ASD74P 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 ASD7-4P 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 ASD7-4P 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 ASD7-4P 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 ASD7-4N 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 ASD7-4N 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 ASD74N 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 ASD7-4N 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 ASD7-4N 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 ASD7-4N 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 ASD7-4N 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 ASD74N 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 ASD7-4N 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 ASD7-4N 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 ASD7-4N 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 ASD7-4N 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 ASD74N 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 ASD74N 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 ASD7-4N 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 ASD74N 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 ASD7-4N 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 ASD7-4N 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 ASD7-4N 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 ASD7-4N 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 28 ASD7-4N 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 ASD7-4N 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 ASD7-4N 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 ASD7-4N 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 BSE Page 50 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 70 of 238 SAFE 2014 04.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 19: Soil Pressures - Summary Panel OutputCase MaxPress kiprn2 MinPress kip/in2 GlobatXMax ft GlobalYMax ft GlobalXMin ft GlobalYMin ft 32 ASD7-4N 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 ASD7-4N 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 ASD7-4N 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 ASD7-4N 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 ASD7-4N 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 ASD7-4N 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 ASD7-4N 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 ASD74N 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 ASD74N 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 ASD7-4N 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 ASD7-4N 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 ASD7-4N 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 ASD74N 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 ASD7-4N 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 ASD74N 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 ASD74N 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 ASD74N 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 ASD7-4N 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 ASD7-4N 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 ASD7-4N 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 ASD74N 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 ASD74N 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 ASD74N 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 ASD7-4N 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 ASD74N 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 ASD74N 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 ASD7-4N 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 ASD74N 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 ASD7-4N 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 ASD74N 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 ASD74N 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 ASD74N 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 ASD74N 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 ASD74N 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 8 ASD5-2N 0.0000 0.0000 -10.0000 -6.0000 -10.0000 -6.0000 9 ASD5-2N 0.0000 0.0000 -10.0000 -2.0000 -10.0000 -2.0000 10 ASD5-2N 0.0000 0.0000 -10.0000 2.0000 -10.0000 2.0000 11 ASD5-2N 0.0000 0.0000 -10.0000 6.0000 -10.0000 6.0000 12 ASD5-2N 0.0000 0.0000 -10.0000 10.0000 -10.0000 10.0000 13 ASD5-2N 0.0000 0.0000 -10.0000 14.0000 -10.0000 14.0000 14 ASD5-2N 0.0000 0.0000 -10.0000 17.5000 -10.0000 17.5000 15 ASD5-2N 0.0000 0.0000 -6.0000 -6.0000 -6.0000 -6.0000 16 ASD5-2N 0.0000 0.0000 -6.0000 -2.0000 -6.0000 -2.0000 17 ASD5-2N 0.0000 0.0000 -6.0000 2.0000 -6.0000 2.0000 18 ASD5-2N 0.0000 0.0000 -6.0000 6.0000 -6.0000 6.0000 19 ASD5-2N 0.0000 0.0000 -6.0000 10.0000 -6.0000 10.0000 20 ASD5-2N 0.0000 0.0000 -6.0000 14.0000 -6.0000 14.0000 21 ASD5-2N 0.0000 0.0000 -6.0000 17.5000 -6.0000 17.5000 22 ASD5-2N 0.0000 0.0000 -3.0000 -6.0000 -3.0000 -6.0000 23 ASD5-2N 0.0000 0.0000 -3.0000 -2.0000 -3.0000 -2.0000 24 ASD5-2N 0.0000 0.0000 -3.0000 2.0000 -3.0000 2.0000 25 ASD5-2N 0.0000 0.0000 -3.0000 6.0000 -3.0000 6.0000 26 ASD5-2N 0.0000 0.0000 -3.0000 10.0000 -3.0000 10.0000 27 ASD5-2N 0.0000 0.0000 -3.0000 14.0000 -3.0000 14.0000 BSE Page 51 of 213 71 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 04.1.0 - License #*lQGJ6729ZQVM4HB 5. Analysis results 27 June 2015 Table 19: Soil Pressures • Summary Panel OutputCase MaxPress MinPress GlobaiXMax GlobalYMax GlobalXMin GlobalYMin kip/in2 kip/in2 It It ft It 28 ASD5-2N 0.0000 0.0000 -3.0000 17.5000 -3.0000 17.5000 29 ASD5-2N 0.0000 0.0000 0.0000 -6.0000 0.0000 -6.0000 30 ASD5-2N 0.0000 0.0000 0.0000 -2.0000 0.0000 -2.0000 31 ASD5-2N 0.0000 0.0000 0.0000 2.0000 0.0000 2.0000 32 ASD5-2N 0.0000 0.0000 0.0000 6.0000 0.0000 6.0000 33 ASD5-2N 0.0000 0.0000 0.0000 10.0000 0.0000 10.0000 34 ASD5-2N 0.0000 0.0000 0.0000 14.0000 0.0000 14.0000 35 ASD5-2N 0.0000 0.0000 0.0000 17.5000 0.0000 17.5000 36 ASD5-2N 0.0000 0.0000 3.6250 -6.0000 3.6250 -6.0000 37 ASD5-2N 0.0000 0.0000 3.6250 -2.0000 3.6250 -2.0000 38 ASD5-2N 0.0000 0.0000 3.6250 2.0000 3.6250 2.0000 39 ASD5-2N 0.0000 0.0000 3.6250 6.0000 3.6250 6.0000 40 ASD5-2N 0.0000 0.0000 3.6250 10.0000 3.6250 10.0000 43 ASD5-2N 0.0000 0.0000 6.0000 -6.0000 6.0000 -6.0000 44 ASD5-2N 0.0000 0.0000 6.0000 -2.0000 6.0000 -2.0000 45 ASD5-2N 0.0000 0.0000 6.0000 2.0000 6.0000 2.0000 46 ASD5-2N 0.0000 0.0000 6.0000 6.0000 6.0000 6.0000 47 ASD5-2N 0.0000 0.0000 6.0000 10.0000 6.0000 10.0000 50 ASD5-2N 0.0000 0.0000 9.3333 -6.0000 9.3333 -6.0000 51 ASD5-2N 0.0000 0.0000 9.3333 -2.0000 9.3333 -2.0000 52 ASD5-2N 0.0000 0.0000 9.3333 2.0000 9.3333 2.0000 53 ASD5-2N 0.0000 0.0000 9.3333 6.0000 9.3333 6.0000 54 ASD5-2N 0.0000 0.0000 9.3333 10.0000 9.3333 10.0000 57 ASD5-2N 0.0000 0.0000 16.0000 -6.0000 16.0000 -6.0000 58 ASD5-2N 0.0000 0.0000 16.0000 -2.0000 16.0000 -2.0000 59 ASD5-2N 0.0000 0.0000 16.0000 2.0000 16.0000 2.0000 60 ASD5-2N 0.0000 0.0000 16.0000 6.0000 16.0000 6.0000 61 ASD5-2N 0.0000 0.0000 16.0000 10.0000 16.0000 10.0000 64 ASD5-2N 0.0000 0.0000 24.0000 -6.0000 24.0000 -6.0000 65 ASD5-2N 0.0000 0.0000 24.0000 -2.0000 24.0000 -2.0000 66 ASD5-2N 0.0000 0.0000 24.0000 2.0000 24.0000 2.0000 67 ASD5-2N 0.0000 0.0000 24.0000 6.0000 24.0000 6.0000 68 ASD5-2N 0.0000 0.0000 24.0000 10.0000 24.0000 10.0000 71 ASD5-2N 0.0000 0.0000 32.0000 -6.0000 32.0000 -6.0000 72 ASD5-2N 0.0000 0.0000 32.0000 -2.0000 32.0000 -2.0000 73 ASD5-2N 0.0000 0.0000 32.0000 2.0000 32.0000 2.0000 74 ASD5-2N 0.0000 0.0000 32.0000 6.0000 32.0000 6.0000 75 ASD5-2N 0.0000 0.0000 32.0000 10.0000 32.0000 10.0000 Table 20: Nodal Reactions Table 20: Nodal Reactions Point OutputCase Fx Fy Fz Mx My Mz 9 LRFD1 0 0 195 0.0000 0.0000 0.0000 11 LRFD1 0 0 205 0.0000 0.0000 0.0000 12 LRFD1 0 0 185 0.0000 0.0000 0.0000 13 LRFD1 0 0 232 0.0000 0.0000 0.0000 14 LRFD1 0 0 253 0.0000 0.0000 0.0000 16 LRFD1 0 0 243 0.0000 0.0000 0.0000 17 LRFD1 0 0 214 0.0000 0.0000 0.0000 18 LRFD1 0 0 168 0.0000 0.0000 0.0000 BSE Page 52 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 72 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 20: Nodal Reactions Point OutputCase Fx kip Fy kip Fz kip Mx kip-ft My kip-ft Mz kip -It 25 LRFD1 0 0 153 0.0000 0.0000 0.0000 26 LRFD1 0 0 199 0.0000 0.0000 0.0000 29 LRFD1 0 0 185 0.0000 0.0000 0.0000 34 LRFD1 0 0 139 0.0000 0.0000 0.0000 41 LRFD1 0 0 161 0.0000 0.0000 0.0000 42 LRFD1 0 0 171 0.0000 0.0000 0.0000 9 LRFD6-1 P 0 0 80 0.0000 0.0000 0.0000 11 LRFD6-1 P 0 0 41 0.0000 0.0000 0.0000 12 LRFD6-1 P 0 0 117 0.0000 0.0000 0.0000 13 LRFD6-1 P 0 0 114 0.0000 0.0000 0.0000 14 LRFD6-1 P 0 0 38 0.0000 0.0000 0.0000 16 LRFD6-1 P 0 0 77 0.0000 0.0000 0.0000 17 LRFD6-1 P 0 0 159 0.0000 0.0000 0.0000 18 LRFD6-1 P 0 0 162 0.0000 0.0000 0.0000 25 LRFD6-1 P 0 0 193 0.0000 0.0000 0.0000 26 LRFD6-1 P 0 0 189 0.0000 0.0000 0.0000 29 LRFD6-1 P 0 0 218 0.0000 0.0000 0.0000 34 LRFD6-1 P 0 0 221 0.0000 0.0000 0.0000 41 LRFD6-1 P 0 0 82 0.0000 0.0000 0.0000 42 LRFD6-1 P 0 0 45 0.0000 0.0000 0.0000 9 LRFD6-2P 0 0 72 0.0000 0.0000 0.0000 11 LRFD6-2P 0 0 96 0.0000 0.0000 0.0000 12 LRFD6-2P 0 0 50 0.0000 0.0000 0.0000 13 LRFD6-2P 0 0 315 0.0000 0.0000 0.0000 14 LRFD6-2P 0 0 363 0.0000 0.0000 0.0000 16 LRFD6-2P 0 0 340 0.0000 0.0000 0.0000 17 LRFD6-2P 0 0 272 0.0000 0.0000 0.0000 18 LRFD6-2P 0 0 15 0.0000 0.0000 0.0000 25 LRFD6-2P 0 0 -14 0.0000 0.0000 0.0000 26 LRFD6-2P 0 0 240 0.0000 0.0000 0.0000 29 LRFD6-2P 0 0 209 0.0000 0.0000 0.0000 34 LRFD6-2P 0 0 -43 0.0000 0.0000 0.0000 41 LRFD6-2P 0 0 -100 0.0000 0.0000 0.0000 42 LRFD6-2P 0 0 -77 0.0000 0.0000 0.0000 9 LRFD6-1 N 0 0 170 0.0000 0.0000 0.0000 11 LRFD6-1 N 0 0 222 0.0000 0.0000 0.0000 12 LRFD6-1 N 0 0 121 0.0000 0.0000 0.0000 13 LRFD6-1 N 0 0 185 0.0000 0.0000 0.0000 14 LRFD6-1 N 0 0 288 0.0000 0.0000 0.0000 16 LRFD6-1 N 0 0 235 0.0000 0.0000 0.0000 17 LRFD6-1 N 0 0 116 0.0000 0.0000 0.0000 18 LRFD6-1 N 0 0 53 0.0000 0.0000 0.0000 25 LRFD6-1 N 0 0 4.754E+000 0.0000 0.0000 0.0000 26 LRFD6-1 N 0 0 67 0.0000 0.0000 0.0000 29 LRFD6-1 N 0 0 20 0.0000 0.0000 0.0000 34 LRFD6-1 N 0 0 -42 0.0000 0.0000 0.0000 41 LRFD6-1 N 0 0 125 0.0000 0.0000 0.0000 42 LRFD6-1 N 0 0 174 0.0000 0.0000 0.0000 9 LRFD6-2N 0 0 178 0.0000 0.0000 0.0000 11 LRFD6-2N 0 0 167 0.0000 0.0000 0.0000 12 LRFD6-2N 0 0 188 0.0000 0.0000 0.0000 13 LRFD6-2N 0 0 -16 0.0000 0.0000 0.0000 14 LRFD6-2N 0 0 -38 0.0000 0.0000 0.0000 16 LRFD6-2N 0 0 -28 0.0000 0.0000 0.0000 BSE Page 53 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 73 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 20: Nodal Reactions Point OutputCase Fx kip Fy kip Fz kip Mx kip-ft My kip-ft Mz kip-ft 17 LRFD6-2N 0 0 2.916E+000 0.0000 0.0000 0.0000 18 LRFD6-2N 0 0 201 0.0000 0.0000 0.0000 25 LRFD6-2N 0 0 211 0.0000 0.0000 0.0000 26 LRFD6-2N 0 0 16 0.0000 0.0000 0.0000 29 LRFD6-2N 0 0 29 0.0000 0.0000 0.0000 34 LRFD6-2N 0 0 222 0.0000 0.0000 0.0000 41 LRFD6-2N 0 0 307 0.0000 0.0000 0.0000 42 LRFD6-2N 0 0 297 0.0000 0.0000 0.0000 9 LRFD6-3P 0 0 56 0.0000 0.0000 0.0000 11 LRFD6-3P 0 0 42 0.0000 0.0000 0.0000 12 LRFD6-3P 0 0 69 0.0000 0.0000 0.0000 13 LRFD6-3P 0 0 242 0.0000 0.0000 0.0000 14 LRFD6-3P 0 0 216 0.0000 0.0000 0.0000 16 LRFD6-3P 0 0 231 0.0000 0.0000 0.0000 17 LRFD6-3P 0 0 248 0.0000 0.0000 0.0000 18 LRFD6-3P 0 0 81 0.0000 0.0000 0.0000 25 LRFD6-3P 0 0 85 0.0000 0.0000 0.0000 26 LRFD6-3P 0 0 251 0.0000 0.0000 0.0000 29 LRFD6-3P 0 0 253 0.0000 0.0000 0.0000 34 LRFD6-3P 0 0 89 0.0000 0.0000 0.0000 41 LRFD6-3P 0 0 -56 0.0000 0.0000 0.0000 42 LRFD6-3P 0 0 -68 0.0000 0.0000 0.0000 9 LRFD6-3N 0 0 194 0.0000 0.0000 0.0000 11 LRFD6-3N 0 0 221 0.0000 0.0000 0.0000 12 LRFD6-3N 0 0 169 0.0000 0.0000 0.0000 13 LRFD6-3N 0 0 57 0.0000 0.0000 0.0000 14 LRFD6-3N 0 0 109 0.0000 0.0000 0.0000 16 LRFD6-3N 0 0 82 0.0000 0.0000 0.0000 17 LRFD6-3N 0 0 27 0.0000 0.0000 0.0000 18 LRFD6-3N 0 0 135 0.0000 0.0000 0.0000 25 LRFD6-3N 0 0 112 0.0000 0.0000 0.0000 26 LRFD6-3N 0 0 5.656E+000 0.0000 0.0000 0.0000 29 LRFD6-3N 0 0 -15 0.0000 0.0000 0.0000 34 LRFD6-3N 0 0 90 0.0000 0.0000 0.0000 41 LRFD6-3N 0 0 263 0.0000 0.0000 0.0000 42 LRFD6-3N 0 0 288 0.0000 0.0000 0.0000 9 LRFD6-4P 0 0 131 0.0000 0.0000 0.0000 11 LRFD6-4P 0 0 93 0.0000 0.0000 0.0000 12 LRFD6-4P 0 0 166 0.0000 0.0000 0.0000 13 LRFD6-4P 0 0 6.985E+000 0.0000 0.0000 0.0000 14 LRFD6-4P 0 0 -68 0.0000 0.0000 0.0000 16 LRFD6-4P 0 0 -30 0.0000 0.0000 0.0000 17 LRFD6-4P 0 0 58 0.0000 0.0000 0.0000 18 LRFD6-4P 0 0 212 0.0000 0.0000 0.0000 25 LRFD6-4P 0 0 245 0.0000 0.0000 0.0000 26 LRFD6-4P 0 0 92 0.0000 0.0000 0.0000 29 LRFD6-4P 0 0 125 0.0000 0.0000 0.0000 34 LRFD6-4P 0 0 277 0.0000 0.0000 0.0000 41 LRFD6-4P 0 0 233 0.0000 0.0000 0.0000 42 LRFD6-4P 0 0 197 0.0000 0.0000 0.0000 9 LRFD6-4N 0 0 119 0.0000 0.0000 0.0000 11 LRFD6-4N 0 0 170 0.0000 0.0000 0.0000 12 LRFD6-4N 0 0 72 0.0000 0.0000 0.0000 13 LRFD6-4N 0 0 292 0.0000 0.0000 0.0000 BSE Page 54 of 213 74 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #*1 QGJ6729ZQVM4HB 5. Analysis results 27 June 2015 Table 20: Nodal Reactions Point OutputCase Fx Fy Fz Mx My Mz kip kip kip kip-ft kip-ft ki -ft 14 LRFD6-4N 0 0 393 0.0000 0.0000 0.0000 16 LRFD6-4N 0 0 342 0.0000 0.0000 0.0000 17 LRFD6-4N 0 0 218 0.0000 0.0000 0.0000 18 LRFD6-4N 0 0 3.342E+000 0.0000 0.0000 0.0000 25 LRFD6-4N 0 0 48 0.0000 0.0000 0.0000 26 LRFD64N 0 0 164 0.0000 0.0000 0.0000 29 LRFD6-4N 0 0 113 0.0000 0.0000 0.0000 34 LRFD6-4N 0 0 -98 0.0000 0.0000 0.0000 41 LRFD64N 0 0 -26 0.0000 0.0000 0.0000 42 LRFD64N 0 0 23 0.0000 0.0000 0.0000 9 LRFD4-1 N 0 0 212 0.0000 0.0000 0.0000 11 LRFD4-1 N 0 0 266 0.0000 0.0000 0.0000 12 LRFD4-1 N 0 0 160 0.0000 0.0000 0.0000 13 LRFD4-1 N 0 0 235 0.0000 0.0000 0.0000 14 LRFD4-1 N 0 0 342 0.0000 0.0000 0.0000 16 LRFD4-1 N 0 0 287 0.0000 0.0000 0.0000 17 LRFD4-1 N 0 0 162 0.0000 0.0000 0.0000 18 LRFD4-1 N 0 0 89 0.0000 0.0000 0.0000 25 LRFD4-1 N 0 0 38 0.0000 0.0000 0.0000 26 LRFD4-1 N 0 0 110 0.0000 0.0000 0.0000 29 LRFD4-1 N 0 0 59 0.0000 0.0000 0.0000 34 LRFD4-1 N 0 0 -12 0.0000 0.0000 0.0000 41 LRFD4-1 N 0 0 159 0.0000 0.0000 0.0000 42 LRFD4-1 N 0 0 211 0.0000 0.0000 0.0000 9 LRFD4-3N 0 0 236 0.0000 0.0000 0.0000 11 LRFD4-3N 0 0 265 0.0000 0.0000 0.0000 12 LRFD4-3N 0 0 209 0.0000 0.0000 0.0000 13 LRFD4-3N 0 0 107 0.0000 0.0000 0.0000 14 LRFD4-3N 0 0 163 0.0000 0.0000 0.0000 16 LRFD4-3N 0 0 134 0.0000 0.0000 0.0000 17 LRFD4-3N 0 0 73 0.0000 0.0000 0.0000 18 LRFD4-3N 0 0 171 0.0000 0.0000 0.0000 25 LRFD4-3N 0 0 145 0.0000 0.0000 0.0000 26 LRFD4-3N 0 0 48 0.0000 0.0000 0.0000 29 LRFD4-3N 0 0 24 0.0000 0.0000 0.0000 34 LRFD4-3N 0 0 120 0.0000 0.0000 0.0000 41 LRFD4-3N 0 0 297 0.0000 0.0000 0.0000 42 LRFD4-3N 0 0 324 0.0000 0.0000 0.0000 9 LRFD4-1 P 0 0 122 0.0000 0.0000 0.0000 11 LRFD4-1 P 0 0 85 0.0000 0.0000 0.0000 12 LRFD4-1 P 0 0 156 0.0000 0.0000 0.0000 13 LRFD4-1 P 0 0 164 0.0000 0.0000 0.0000 14 LRFD4-1 P 0 0 92 0.0000 0.0000 0.0000 16 LRFD4-1 P 0 0 129 0.0000 0.0000 0.0000 17 LRFD4-1 P 0 0 205 0.0000 0.0000 0.0000 18 LRFD4-1 P 0 0 198 0.0000 0.0000 0.0000 25 LRFD4-1 P 0 0 225 0.0000 0.0000 0.0000 26 LRFD4-1 P 0 0 232 0.0000 0.0000 0.0000 29 LRFD4-1 P 0 0 258 0.0000 0.0000 0.0000 34 LRFD4-1 P 0 0 251 0.0000 0.0000 0.0000 41 LRFD4-1 P 0 0 117 0.0000 0.0000 0.0000 42 LRFD4-1 P 0 0 82 0.0000 0.0000 0.0000 9 LRFD4-3P 0 0 98 0.0000 0.0000 0.0000 11 LRFD4-3P 0 0 86 0.0000 0.0000 0.0000 BSE Page 55 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 75 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 20: Nodal Reactions Point OutputCase Fx kip Fy kip Fz kip Mx kip-ft My kip-ft Mz kip-ft 12 LRFD4-3P 0 0 108 0.0000 0.0000 0.0000 13 LRFD4-3P 0 0 291 0.0000 0.0000 0.0000 14 LRFD4-3P 0 0 270 0.0000 0.0000 0.0000 16 LRFD4-3P 0 0 283 0.0000 0.0000 0.0000 17 LRFD4-3P 0 0 294 0.0000 0.0000 0.0000 18 LRFD4-3P 0 0 117 0.0000 0.0000 0.0000 25 LRFD4-3P 0 0 118 0.0000 0.0000 0.0000 26 LRFD4-3P 0 0 294 0.0000 0.0000 0.0000 29 LRFD4-3P 0 0 292 0.0000 0.0000 0.0000 34 LRFD4-3P 0 0 118 0.0000 0.0000 0.0000 41 LRFD4-3P 0 0 -21 0.0000 0.0000 0.0000 42 LRFD4-3P 0 0 -32 0.0000 0.0000 0.0000 9 LRFD4-2N 0 0 220 0.0000 0.0000 0.0000 11 LRFD4-2N 0 0 211 0.0000 0.0000 0.0000 12 LRFD4-2N 0 0 227 0.0000 0.0000 0.0000 13 LRFD4-2N 0 0 33 0.0000 0.0000 0.0000 14 LRFD4-2N 0 0 16 0.0000 0.0000 0.0000 16 LRFD4-2N 0 0 24 0.0000 0.0000 0.0000 17 LRFD4-2N 0 0 49 0.0000 0.0000 0.0000 18 LRFD4-2N 0 0 237 0.0000 0.0000 0.0000 25 LRFD4-2N 0 0 244 0.0000 0.0000 0.0000 26 LRFD4-2N 0 0 59 0.0000 0.0000 0.0000 29 LRFD4-2N 0 0 68 0.0000 0.0000 0.0000 34 LRFD4-2N 0 0 252 0.0000 0.0000 0.0000 41 LRFD4-2N 0 0 342 0.0000 0.0000 0.0000 42 LRFD4-2N 0 0 334 0.0000 0.0000 0.0000 9 LRFD4-2P 0 0 114 0.0000 0.0000 0.0000 11 LRFD4-2P 0 0 139 0.0000 0.0000 0.0000 12 LRFD4-2P 0 0 90 0.0000 0.0000 0.0000 13 LRFD4-2P 0 0 365 0.0000 0.0000 0.0000 14 LRFD4-2P 0 0 418 0.0000 0.0000 0.0000 16 LRFD4-2P 0 0 392 0.0000 0.0000 0.0000 17 LRFD4-2P 0 0 318 0.0000 0.0000 0.0000 18 LRFD4-2P 0 0 51 0.0000 0.0000 0.0000 25 LRFD4-2P 0 0 19 0.0000 0.0000 0.0000 26 LRFD4-2P 0 0 283 0.0000 0.0000 0.0000 29 LRFD4-2P 0 0 249 0.0000 0.0000 0.0000 34 LRFD4-2P 0 0 -14 0.0000 0.0000 0.0000 41 LRFD4-2P 0 0 -66 0.0000 0.0000 0.0000 42 LRFD4-2P 0 0 -41 0.0000 0.0000 0.0000 9 LRFD4-4N 0 0 161 0.0000 0.0000 0.0000 11 LRFD4-4N 0 0 214 0.0000 0.0000 0.0000 12 LRFD4-4N 0 0 111 0.0000 0.0000 0.0000 13 LRFD4-4N 0 0 341 0.0000 0.0000 0.0000 14 LRFD4-4N 0 0 447 0.0000 0.0000 0.0000 16 LRFD4-4N 0 0 394 0.0000 0.0000 0.0000 17 LRFD4-4N 0 0 264 0.0000 0.0000 0.0000 18 LRFD4-4N 0 0 39 0.0000 0.0000 0.0000 25 LRFD4-4N 0 0 -15 0.0000 0.0000 0.0000 26 LRFD4-4N 0 0 207 0.0000 0.0000 0.0000 29 LRFD4-4N 0 0 152 0.0000 0.0000 0.0000 34 LRFD4-4N 0 0 -68 0.0000 0.0000 0.0000 41 LRFD4-4N 0 0 8.613E+000 0.0000 0.0000 0.0000 42 LRFD4-4N 0 0 60 0.0000 0.0000 0.0000 BSE Page 56 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 76 of 238 SAFE 2014 04.1.0 - License #'1QGJ6729ZQVM4HB 27 June 2015 Table 20: Nodal Reactions Point Outputcase Fx kip Fy kip Fz kip Mx kip-ft My kip-ft Mz kip-ft 9 LRFD4-4P 0 0 173 0.0000 0.0000 0.0000 11 LRFD4-4P 0 0 137 0.0000 0.0000 0.0000 12 LRFD4-4P 0 0 206 0.0000 0.0000 0.0000 13 LRFD4-4P 0 0 57 0.0000 0.0000 0.0000 14 LRFD4-4P 0 0 -14 0.0000 0.0000 0.0000 16 LRFD4-4P 0 0 22 0.0000 0.0000 0.0000 17 LRFD4-4P 0 0 103 0.0000 0.0000 0.0000 18 LRFD4-4P 0 0 248 0.0000 0.0000 0.0000 25 LRFD4-4P 0 0 278 0.0000 0.0000 0.0000 26 LRFD4-4P 0 0 135 0.0000 0.0000 0.0000 29 LRFD4-4P 0 0 165 0.0000 0.0000 0.0000 34 LRFD4-4P 0 0 306 0.0000 0.0000 0.0000 41 LRFD4-4P 0 0 267 0.0000 0.0000 0.0000 42 LRFD4-4P 0 0 233 0.0000 0.0000 0.0000 9 ASD5-1 N 0 0 165 0.0000 0.0000 0.0000 11 ASD5-1 N 0 0 199 0.0000 0.0000 0.0000 12 ASD5-1 N 0 0 133 0.0000 0.0000 0.0000 13 ASD5-1 N 0 0 187 0.0000 0.0000 0.0000 14 ASD5-1 N 0 0 254 0.0000 0.0000 0.0000 16 ASD5-1 N 0 0 220 0.0000 0.0000 0.0000 17 ASD5-1 N 0 0 140 0.0000 0.0000 0.0000 18 ASD5-1 N 0 0 88 0.0000 0.0000 0.0000 25 ASD5-1 N 0 0 54 0.0000 0.0000 0.0000 26 ASD5-1 N 0 0 106 0.0000 0.0000 0.0000 29 ASD5-1 N 0 0 74 0.0000 0.0000 0.0000 34 ASD5-1 N 0 0 22 0.0000 0.0000 0.0000 41 ASD5-1 N 0 0 127 0.0000 0.0000 0.0000 42 ASD5-1 N 0 0 160 0.0000 0.0000 0.0000 9 ASD5-2P 0 0 108 0.0000 0.0000 0.0000 11 ASD5-2P 0 0 125 0.0000 0.0000 0.0000 12 ASD5-2P 0 0 92 0.0000 0.0000 0.0000 13 ASD5-2P 0 0 263 0.0000 0.0000 0.0000 14 ASD5-2P 0 0 299 0.0000 0.0000 0.0000 16 ASD5-2P 0 0 282 0.0000 0.0000 0.0000 17 ASD5-2P 0 0 232 0.0000 0.0000 0.0000 18 ASD5-2P 0 0 65 0.0000 0.0000 0.0000 25 ASD5-2P 0 0 43 0.0000 0.0000 0.0000 26 ASD5-2P 0 0 208 0.0000 0.0000 0.0000 29 ASD5-2P 0 0 185 0.0000 0.0000 0.0000 34 ASD5-2P 0 0 21 0.0000 0.0000 0.0000 41 ASD5-2P 0 0 -4.960E+000 0.0000 0.0000 0.0000 42 ASD5-2P 0 0 12 0.0000 0.0000 0.0000 9 ASD5-3N 0 0 180 0.0000 0.0000 0.0000 11 ASD5-3N 0 0 199 0.0000 0.0000 0.0000 12 ASD5-3N 0 0 161 0.0000 0.0000 0.0000 13 ASD5-3N 0 0 112 0.0000 0.0000 0.0000 14 ASD5-3N 0 0 149 0.0000 0.0000 0.0000 16 ASD5-3N 0 0 130 0.0000 0.0000 0.0000 17 ASD5-3N 0 0 88 0.0000 0.0000 0.0000 18 ASD5-3N 0 0 136 0.0000 0.0000 0.0000 25 ASD5-3N 0 0 117 0.0000 0.0000 0.0000 26 ASD5-3N 0 0 70 0.0000 0.0000 0.0000 29 ASD5-3N 0 0 53 0.0000 0.0000 0.0000 34 ASD5-3N 0 0 100 0.0000 0.0000 0.0000 BSE Page 57 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 77 of 238 SAFE 2014 v14.1.0 - License #*1 QGJ6729ZQVM4HB 27 June 2015 Table 20: Nodal Reactions Point Outputcase Fx kip Fy kip Fz kip Mx kip-ft My kip-ft Mz kip-ft 41 ASD5-3N 0 0 209 0.0000 0.0000 0.0000 42 ASD5-3N 0 0 227 0.0000 0.0000 0.0000 9 ASD7-1 N 0 0 110 0.0000 0.0000 0.0000 11 ASD7-1 N 0 0 141 0.0000 0.0000 0.0000 12 ASD7-1 N 0 0 80 0.0000 0.0000 0.0000 13 ASD7-1 N 0 0 120 0.0000 0.0000 0.0000 14 ASD7-1 N 0 0 182 0.0000 0.0000 0.0000 16 ASD7-1 N 0 0 150 0.0000 0.0000 0.0000 17 ASD7-1 N 0 0 79 0.0000 0.0000 0.0000 18 ASD7-1 N 0 0 40 0.0000 0.0000 0.0000 25 ASD7-1 N 0 0 11 0.0000 0.0000 0.0000 26 ASD7-1 N 0 0 49 0.0000 0.0000 0.0000 29 ASD7-1 N 0 0 21 0.0000 0.0000 0.0000 34 ASD7-1 N 0 0 -18 0.0000 0.0000 0.0000 41 ASD7-1 N 0 0 81 0.0000 0.0000 0.0000 42 ASD7-1 N 0 0 111 0.0000 0.0000 0.0000 9 ASD7-3N 0 0 124 0.0000 0.0000 0.0000 11 ASD7-3N 0 0 140 0.0000 0.0000 0.0000 12 ASD7-3N 0 0 109 0.0000 0.0000 0.0000 13 ASD7-3N 0 0 45 0.0000 0.0000 0.0000 14 ASD7-3N 0 0 77 0.0000 0.0000 0.0000 16 ASD7-3N 0 0 60 0.0000 0.0000 0.0000 17 ASD7-3N 0 0 27 0.0000 0.0000 0.0000 18 ASD7-3N 0 0 88 0.0000 0.0000 0.0000 25 ASD7-3N 0 0 74 0.0000 0.0000 0.0000 26 ASD7-3N 0 0 13 0.0000 0.0000 0.0000 29 ASD7-3N 0 0 4.085E-001 0.0000 0.0000 0.0000 34 ASD7-3N 0 0 60 0.0000 0.0000 0.0000 41 ASD7-3N 0 0 163 0.0000 0.0000 0.0000 42 ASD7-3N 0 0 178 0.0000 0.0000 0.0000 9 ASD7-1 P 0 0 57 0.0000 0.0000 0.0000 11 ASD7-1 P 0 0 34 0.0000 0.0000 0.0000 12 ASD7-1 P 0 0 78 0.0000 0.0000 0.0000 13 ASD7-1 P 0 0 79 0.0000 0.0000 0.0000 14 ASD7-1 P 0 0 35 0.0000 0.0000 0.0000 16 ASD7-1 P 0 0 58 0.0000 0.0000 0.0000 17 ASD7-1 P 0 0 104 0.0000 0.0000 0.0000 18 ASD7-1 P 0 0 104 0.0000 0.0000 0.0000 25 ASD7-1 P 0 0 121 0.0000 0.0000 0.0000 26 ASD7-1 P 0 0 121 0.0000 0.0000 0.0000 29 ASD7-1 P 0 0 138 0.0000 0.0000 0.0000 34 ASD7-1 P 0 0 137 0.0000 0.0000 0.0000 41 ASD7-1 P 0 0 57 0.0000 0.0000 0.0000 42 ASD7-1 P 0 0 35 0.0000 0.0000 0.0000 9 ASD7-3P 0 0 43 0.0000 0.0000 0.0000 11 ASD7-3P 0 0 35 0.0000 0.0000 0.0000 12 ASD7-3P 0 0 50 0.0000 0.0000 0.0000 13 ASD7-3P 0 0 154 0.0000 0.0000 0.0000 14 ASD7-3P 0 0 140 0.0000 0.0000 0.0000 16 ASD7-3P 0 0 148 0.0000 0.0000 0.0000 17 ASD7-3P 0 0 157 0.0000 0.0000 0.0000 18 ASD7-3P 0 0 56 0.0000 0.0000 0.0000 25 ASD7-3P 0 0 58 0.0000 0.0000 0.0000 26 ASD7-3P 0 0 158 0.0000 0.0000 0.0000 BSE Page 58 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 78 of 238 SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 27 June 2015 Table 20: Nodal Reactions Point OutputCase Fx kip Fy kip Fz kip Mx kip-ft My kip-ft Mz kip-ft 29 ASD7-3P 0 0 158 0.0000 0.0000 0.0000 34 ASD7-3P 0 0 59 0.0000 0.0000 0.0000 41 ASD7-3P 0 0 -25 0.0000 0.0000 0.0000 42 ASD7-3P 0 0 -32 0.0000 0.0000 0.0000 9 ASD5-1 P 0 0 113 0.0000 0.0000 0.0000 11 ASD5-1 P 0 0 93 0.0000 0.0000 0.0000 12 ASD5-1 P 0 0 131 0.0000 0.0000 0.0000 13 ASD5-1 P 0 0 145 0.0000 0.0000 0.0000 14 ASD5-1 P 0 0 107 0.0000 0.0000 0.0000 16 ASD5-1 P 0 0 127 0.0000 0.0000 0.0000 17 ASD5-1P 0 0 166 0.0000 0.0000 0.0000 18 ASD5-1 P 0 0 152 0.0000 0.0000 0.0000 25 ASD5-1 P 0 0 165 0.0000 0.0000 0.0000 26 ASD5-1 P 0 0 178 0.0000 0.0000 0.0000 29 ASD5-1 P 0 0 190 0.0000 0.0000 0.0000 34 ASD5-1 P 0 0 177 0.0000 0.0000 0.0000 41 ASD5-1 P 0 0 103 0.0000 0.0000 0.0000 42 ASD5-1 P 0 0 84 0.0000 0.0000 0.0000 9 ASD5-3P 0 0 98 0.0000 0.0000 0.0000 11 ASD5-3P 0 0 93 0.0000 0.0000 0.0000 12 ASD5-3P 0 0 103 0.0000 0.0000 0.0000 13 ASD5-3P 0 0 220 0.0000 0.0000 0.0000 14 ASD5-3P 0 0 212 0.0000 0.0000 0.0000 16 ASD5-3P 0 0 217 0.0000 0.0000 0.0000 17 ASD5-3P 0 0 218 0.0000 0.0000 0.0000 18 ASD5-3P 0 0 104 0.0000 0.0000 0.0000 25 ASD5-3P 0 0 102 0.0000 0.0000 0.0000 26 ASD5-3P 0 0 215 0.0000 0.0000 0.0000 29 ASD5-3P 0 0 211 0.0000 0.0000 0.0000 34 ASD5-3P 0 0 99 0.0000 0.0000 0.0000 41 ASD5-3P 0 0 21 0.0000 0.0000 0.0000 42 ASD5-3P 0 0 17 0.0000 0.0000 0.0000 9 ASD7-2P 0 0 52 0.0000 0.0000 0.0000 11 ASD7-2P 0 0 67 0.0000 0.0000 0.0000 12 ASD7-2P 0 0 39 0.0000 0.0000 0.0000 13 ASD7-213 0 0 197 0.0000 0.0000 0.0000 14 ASD7-2P 0 0 227 0.0000 0.0000 0.0000 16 ASD7-2P 0 0 212 0.0000 0.0000 0.0000 17 ASD7-2P 0 0 171 0.0000 0.0000 0.0000 18 ASD7-2P 0 0 17 0.0000 0.0000 0.0000 25 ASD7-2P 0 0 -5.889E-001 0.0000 0.0000 0.0000 26 ASD7-2P 0 0 151 0.0000 0.0000 0.0000 29 ASD7-2P 0 0 132 0.0000 0.0000 0.0000 34 ASD7-2P 0 0 -19 0.0000 0.0000 0.0000 41 ASD7-2P 0 0 -51 0.0000 0.0000 0.0000 42 ASD7-2P 0 0 -37 0.0000 0.0000 0.0000 9 ASD7-2N 0 0 115 0.0000 0.0000 0.0000 11 ASD7-2N 0 0 109 0.0000 0.0000 0.0000 12 ASD7-2N 0 0 120 0.0000 0.0000 0.0000 13 ASD7-2N 0 0 2.034E+000 0.0000 0.0000 0.0000 14 ASD7-2N 0 0 -9.695E+000 0.0000 0.0000 0.0000 16 ASD7-2N 0 0 -4.173E+000 0.0000 0.0000 0.0000 17 ASD7-2N 0 0 13 0.0000 0.0000 0.0000 18 ASD7-2N 0 0 127 0.0000 0.0000 0.0000 BSE Page 59 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 79 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 20: Nodal Reactions Point OutputCase Fx kip Fy kip Fz kip Mx kip-ft My kip-ft Mz kip-ft 25 ASD7-2N 0 0 132 0.0000 0.0000 0.0000 26 ASD7-2N 0 0 20 0.0000 0.0000 0.0000 29 ASD7-2N 0 0 26 0.0000 0.0000 0.0000 34 ASD7-2N 0 0 138 0.0000 0.0000 0.0000 41 ASD7-2N 0 0 189 0.0000 0.0000 0.0000 42 ASD7-2N 0 0 183 0.0000 0.0000 0.0000 9 ASD1 0 0 139 0.0000 0.0000 0.0000 11 ASD1 0 0 146 0.0000 0.0000 0.0000 12 ASD1 0 0 132 0.0000 0.0000 0.0000 13 ASD1 0 0 166 0.0000 0.0000 0.0000 14 ASD1 0 0 181 0.0000 0.0000 0.0000 16 ASD1 0 0 173 0.0000 0.0000 0.0000 17 ASD1 0 0 153 0.0000 0.0000 0.0000 18 ASD1 0 0 120 0.0000 0.0000 0.0000 25 ASD1 0 0 110 0.0000 0.0000 0.0000 26 AM 0 0 142 0.0000 0.0000 0.0000 29 ASD1 0 0 132 0.0000 0.0000 0.0000 34 ASD1 0 0 99 0.0000 0.0000 0.0000 41 ASD1 0 0 115 0.0000 0.0000 0.0000 42 ASD1 0 0 122 0.0000 0.0000 0.0000 9 ASD5 4N 0 0 136 0.0000 0.0000 0.0000 11 ASD5-4N 0 0 169 0.0000 0.0000 0.0000 12 ASD5-4N 0 0 104 0.0000 0.0000 0.0000 13 ASD5-4N 0 0 250 0.0000 0.0000 0.0000 14 ASD5-4N 0 0 316 0.0000 0.0000 0.0000 16 ASD54N 0 0 283 0.0000 0.0000 0.0000 17 ASD5-4N 0 0 200 0.0000 0.0000 0.0000 18 ASD5 4N 0 0 58 0.0000 0.0000 0.0000 25 ASD5-4N 0 0 24 0.0000 0.0000 0.0000 26 ASD5-4N 0 0 164 0.0000 0.0000 0.0000 29 ASD5-4N 0 0 128 0.0000 0.0000 0.0000 34 ASD5-4N 0 0 -11 0.0000 0.0000 0.0000 41 ASD5 4N 0 0 39 0.0000 0.0000 0.0000 42 ASD5-4N 0 0 71 0.0000 0.0000 0.0000 9 ASD5-4P 0 0 142 0.0000 0.0000 0.0000 11 ASD5-4P 0 0 123 0.0000 0.0000 0.0000 12 ASD5-4P 0 0 160 0.0000 0.0000 0.0000 13 ASD5-4P 0 0 82 0.0000 0.0000 0.0000 14 ASD5 4P 0 0 45 0.0000 0.0000 0.0000 16 ASD5 4P 0 0 64 0.0000 0.0000 0.0000 17 ASD5 4P 0 0 106 0.0000 0.0000 0.0000 18 ASD5 4P 0 0 181 0.0000 0.0000 0.0000 25 ASD5 4P 0 0 196 0.0000 0.0000 0.0000 26 ASD5 4P 0 0 121 0.0000 0.0000 0.0000 29 ASD5 4P 0 0 136 0.0000 0.0000 0.0000 34 ASD5 4P 0 0 210 0.0000 0.0000 0.0000 41 ASD5-4P 0 0 191 0.0000 0.0000 0.0000 42 ASD5 4P 0 0 173 0.0000 0.0000 0.0000 9 ASD74P 0 0 87 0.0000 0.0000 0.0000 11 ASD74P 0 0 65 0.0000 0.0000 0.0000 12 ASD74P 0 0 107 0.0000 0.0000 0.0000 13 ASD7-4P 0 0 16 0.0000 0.0000 0.0000 14 ASD7-4P 0 0 -27 0.0000 0.0000 0.0000 16 ASD74P 0 0 -5.243E+000 0.0000 0.0000 0.0000 BSE Page 60 of 213 80 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #*1 QGJ6729ZQVM4HB 5. Analysis results 27 June 2015 Table 20: Nodal Reactions Point OutputCase Fx Fy Fz Mx My Mz kip kip kip kip-ft kip-ft kip-ft 17 ASD7-4P 0 0 45 0.0000 0.0000 0.0000 18 ASD7-4P 0 0 133 0.0000 0.0000 0.0000 25 ASD7-4P 0 0 152 0.0000 0.0000 0.0000 26 ASD7-4P 0 0 64 0.0000 0.0000 0.0000 29 ASD7-4P 0 0 83 0.0000 0.0000 0.0000 34 ASD7-4P 0 0 170 0.0000 0.0000 0.0000 41 ASD7-4P 0 0 145 0.0000 0.0000 0.0000 42 ASD7-4P 0 0 124 0.0000 0.0000 0.0000 9 ASD7-4N 0 0 80 0.0000 0.0000 0.0000 11 ASD7-4N 0 0 110 0.0000 0.0000 0.0000 12 ASD7-4N 0 0 51 0.0000 0.0000 0.0000 13 ASD7-4N 0 0 183 0.0000 0.0000 0.0000 14 ASD7-4N 0 0 244 0.0000 0.0000 0.0000 16 ASD7-4N 0 0 213 0.0000 0.0000 0.0000 17 ASD7-4N 0 0 139 0.0000 0.0000 0.0000 18 ASD7-4N 0 0 10 0.0000 0.0000 0.0000 25 ASD7-4N 0 0 -20 0.0000 0.0000 0.0000 26 ASD7-4N 0 0 107 0.0000 0.0000 0.0000 29 ASD7-4N 0 0 76 0.0000 0.0000 0.0000 34 ASD7-4N 0 0 -50 0.0000 0.0000 0.0000 41 ASD7-4N 0 0 -7.109E+000 0.0000 0.0000 0.0000 42 ASD7-4N 0 0 22 0.0000 0.0000 0.0000 9 ASD5-2N 0 0 170 0.0000 0.0000 0.0000 11 ASD5-2N 0 0 167 0.0000 0.0000 0.0000 12 ASD5-2N 0 0 172 0.0000 0.0000 0.0000 13 ASD5-2N 0 0 68 0.0000 0.0000 0.0000 14 ASD5-2N 0 0 63 0.0000 0.0000 0.0000 16 ASD5-2N 0 0 65 0.0000 0.0000 0.0000 17 ASD5-2N 0 0 74 0.0000 0.0000 0.0000 18 ASD5-2N 0 0 174 0.0000 0.0000 0.0000 25 ASD5-2N 0 0 176 0.0000 0.0000 0.0000 26 ASD5-2N 0 0 77 0.0000 0.0000 0.0000 29 ASD5-2N 0 0 79 0.0000 0.0000 0.0000 34 ASD5-2N 0 0 178 0.0000 0.0000 0.0000 41 ASD5-2N 0 0 235 0.0000 0.0000 0.0000 42 ASD5-2N 0 0 232 0.0000 0.0000 0.0000 5.2. Structure results Table 21: Sum Of Reactions, Part 1 of 2 Table 21: Sum Of Reactions, Part 1 of 2 OutputCase GlobalFX GlobalFY GlobalFZ GlobalMX GlobalMY LRFD1 0 0 2702 2950.6641 -23681.2324 0.0000 LRFD6-1 P 0 0 1737 1896.8555 -29002.9994 0.0000 LRFD6-2P 0 0 1737 -11882.4945 -15223.6494 0.0000 LRFD6-1 N 0 0 1737 1896.8555 -1444.2994 0.0000 LRFD6-2N 0 0 1737 15676.2055 -15223.6494 0.0000 LRFD6-3P 0 0 1737 -7852.2195 -24972.7244 0.0000 LRFD6-3N 0 0 1737 11645.9305 -5474.5744 0.0000 LRFD64P 0 0 1737 11645.9305 -24972.7244 0.0000 BSE Page 61 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 81 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 21: Sum Of Reactions, Part 1 of 2 GlobalFY GlobalFZ GlobalMX GlobalMY GlobalMZ LRFD6-4N 0 0 1737 -7852.2195 -5474.5744 0.0000 LRFD4-1 N 0 0 2316 2529.1406 -6518.8492 0.0000 LRFD4-3N 0 0 2316 12278.2156 -10549.1242 0.0000 LRFD4-1 P 0 0 2316 2529.1406 -34077.5492 0.0000 LRFD4-3P 0 0 2316 -7219.9344 -30047.2742 0.0000 LRFD4-2N 0 0 2316 16308.4906 -20298.1992 0.0000 LRFD4-2P 0 0 2316 -11250.2094 -20298.1992 0.0000 LRFD4-4N 0 0 2316 -7219.9344 -10549.1242 0.0000 LRFD4-4P 0 0 2316 12278.2156 -30047.2742 0.0000 ASD5-1 N 0 0 1930 2107.6172 -8809.6660 0.0000 ASD5-2P 0 0 1930 -5997.8828 -16915.1660 0.0000 ASD5-3N 0 0 1930 7842.3672 -11180.4160 0.0000 ASD7-1 N 0 0 1158 1264.5703 -2043.5996 0.0000 ASD7-3N 0 0 1158 6999.3203 -4414.3496 0.0000 ASD7-1 P 0 0 1158 1264.5703 -18254.5996 0.0000 ASD7-3P 0 0 1158 -4470.1797 -15883.8496 0.0000 ASD5-1 P 0 0 1930 2107.6172 -25020.6660 0.0000 ASD5-3P 0 0 1930 -3627.1328 -22649.9160 0.0000 ASD7-2P 0 0 1158 -6840.9297 -10149.0996 0.0000 ASD7-2N 0 0 1158 9370.0703 -10149.0996 0.0000 ASD1 0 0 1930 2107.6172 -16915.1660 0.0000 ASD5-4N 0 0 1930 -3627.1328 -11180.4160 0.0000 ASD5-4P 0 0 1930 7842.3672 -22649.9160 0.0000 ASD74P 0 0 1158 6999.3203 -15883.8496 0.0000 ASD7-4N 0 0 1158 -4470.1797 -4414.3496 0.0000 ASD5-2N 0 0 1930 10213.1172 -16915.1660 0.0000 Table 21: Sum Of Reactions, Part 2 of 2 Table 21: Sum Of Reactions, Part 2 of 2 OutputCase GlobalX GlobalY GlobalZ It ft ft LRFD1 0.0000 0.0000 0.0000 LRFD6-1 P 0.0000 0.0000 0.0000 LRFD6-2P 0.0000 0.0000 0.0000 LRFD6-1 N 0.0000 0.0000 0.0000 LRFD6-2N 0.0000 0.0000 0.0000 LRFD6-3P 0.0000 0.0000 0.0000 LRFD6-3N 0.0000 0.0000 0.0000 LRFD6-4P 0.0000 0.0000 0.0000 LRFD6-4N 0.0000 0.0000 0.0000 LRFD4-1 N 0.0000 0.0000 0.0000 LRFD4-3N 0.0000 0.0000 0.0000 LRFD4-1 P 0.0000 0.0000 0.0000 LRFD4-3P 0.0000 0.0000 0.0000 LRFD4-2N 0.0000 0.0000 0.0000 LRFD4-2P 0.0000 0.0000 0.0000 LRFD4-4N 0.0000 0.0000 0.0000 LRFD4-4P 0.0000 0.0000 0.0000 ASD5-1 N 0.0000 0.0000 0.0000 ASD5-2P 0.0000 0.0000 0.0000 ASD5-3N 0.0000 0.0000 0.0000 ASD7-1 N 0.0000 0.0000 0.0000 BSE Page 62 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results Table 21: Sum Of Reactions, Part 2 of 2 OutputCase GlobalX GlobalY GlobalZ ft ft ft ASD7-3N 0.0000 0.0000 0.0000 ASD7-1 P 0.0000 0.0000 0.0000 ASD7-3P 0.0000 0.0000 0.0000 ASD5-1 P 0.0000 0.0000 0.0000 ASD5-3P 0.0000 0.0000 0.0000 ASD7-2P 0.0000 0.0000 0.0000 ASD7-2N 0.0000 0.0000 0.0000 ASD1 0.0000 0.0000 0.0000 ASD5-4N 0.0000 0.0000 0.0000 ASD5 4P 0.0000 0.0000 0.0000 ASD7-4P 0.0000 0.0000 0.0000 ASD74N 0.0000 0.0000 0.0000 ASD5-2N 0.0000 0.0000 0.0000 82 of 238 SAFE 2014 04.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node OutputCase Ux in Uy in UZ in Rx Radians Ry Radians Rz ] Radians i 8 27 LRFD1 0.000000 0.000000 -0.424785 0.000000 0.000000 0.000000 9 -34 LRFD1 0.000000 0.000000 -0.400675 0.000000 0.000000 0.000000 10 -42 LRFD1 0.000000 0.000000 -0.376324 0.000000 0.000000 0.000000 11 -70 LRFD1 0.000000 0.000000 -0.325700 0.000000 0.000000 0.000000 12 -70 LRFD1 0.000000 0.000000 -0.325700 0.000000 0.000000 0.000000 13 28 LRFD1 0.000000 0.000000 -0.299500 0.000000 0.000000 0.000000 14 -89 LRFD1 0.000000 0.000000 -0.273575 0.000000 0.000000 0.000000 15 -22 LRFD1 0.000000 0.000000 -0.414321 0.000000 0.000000 0.000000 16 14 LRFD1 0.000000 0.000000 -0.389158 0.000000 0.000000 0.000000 17 -43 LRFD1 0.000000 0.000000 -0.366072 0.000000 0.000000 0.000000 18 11 LRFD1 0,000000 0.000000 -0.314659 0.000000 0.000000 0.000000 19 11 LRFD1 0.000000 0.000000 -0.314659 0.000000 0.000000 0.000000 20 -78 LRFD1 0.000000 0.000000 -0.289367 0.000000 0.000000 0.000000 21 42 LRFD1 0.000000 0.000000 -0.262633 0.000000 0.000000 0.000000 22 -23 LRFD1 0.000000 0.000000 -0.406112 0.000000 0.000000 0.000000 23 -35 LRFD1 0.000000 0.000000 -0.382164 0.000000 0.000000 0.000000 24 -44 LRFD1 0.000000 0.000000 -0.358354 0.000000 0.000000 0.000000 25 -71 LRFD1 0.000000 0.000000 -0.307776 0.000000 0.000000 0.000000 26 -71 LRFD1 0.000000 0.000000 -0.307776 0.000000 0.000000 0.000000 27 -79 LRFD1 0.000000 0.000000 -0.281598 0.000000 0.000000 0.000000 28 -90 LRFD1 0.000000 0.000000 -0.255625 0.000000 0.000000 0.000000 29 -24 LRFD1 0.000000 0.000000 -0.398407 0.000000 0.000000 0.000000 30 16 LRFD1 0.000000 0.000000 -0.373380 0.000000 0.000000 0.000000 31 -45 LRFD1 0.000000 0.000000 -0.350470 0.000000 0.000000 0.000000 32 9 LRFD1 0.000000 0.000000 -0.299483 0.000000 0.000000 0.000000 33 9 LRFD1 0.000000 0.000000 -0.299483 0.000000 0.000000 0.000000 34 -80 LRFD1 0.000000 0.000000 -0.274326 0.000000 0.000000 0.000000 35 41 LRFD1 0.000000 0.000000 -0.247671 0.000000 0.000000 0.000000 36 -25 LRFD1 0.000000 0.000000 -0.388465 0.000000 0.000000 0.000000 37 -36 LRFD1 0.000000 0.000000 -0.364665 0.000000 0.000000 0.000000 38 -46 LRFD1 0.000000 0.000000 -0.341051 0.000000 0.000000 0.000000 39 -72 LRFD1 0.000000 0.000000 -0.291127 0.000000 0.000000 0.000000 40 -72 LRFD1 0.000000 0.000000 -0.291127 0.000000 0.000000 0.000000 BSE Page 63 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 83 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node OutputCase Ux in Uy in Uz in Rx Radians Ry Radians Rz Radians 41 33 LRFD1 0.000000 0.000000 -0.265328 0.000000 0.000000 0.000000 42 -91 LRFD1 0.000000 0.000000 -0.239409 0.000000 0.000000 0.000000 43 -26 LRFD1 0.000000 0.000000 -0.382333 0.000000 0.000000 0.000000 44 13 LRFD1 0.000000 0.000000 -0.357385 0.000000 0.000000 0.000000 45 -47 LRFD1 0.000000 0.000000 -0.334545 0.000000 0.000000 0.000000 46 12 LRFD1 0.000000 0.000000 -0.284339 0.000000 0.000000 0.000000 47 12 LRFD1 0.000000 0.000000 -0.284339 0.000000 0.000000 0.000000 48 -81 LRFD1 0.000000 0.000000 -0.259965 0.000000 0.000000 0.000000 50 -28 LRFD1 0.000000 0.000000 -0.363655 0.000000 0.000000 0.000000 51 -38 LRFD1 0.000000 0.000000 -0.339768 0.000000 0.000000 0.000000 52 -49 LRFD1 0.000000 0.000000 -0.315986 0.000000 0.000000 0.000000 53 -74 LRFD1 0.000000 0.000000 -0.267540 0.000000 0.000000 0.000000 54 ~74 LRFD1 0.000000 0.000000 -0.267540 0.000000 0.000000 0.000000 55 -83 LRFD1 0.000000 0.000000 -0.243104 0.000000 0.000000 0.000000 57 -29 LRFD1 0.000000 0.000000 -0.354168 0.000000 0.000000 0.000000 58 17 LRFD1 0.000000 0.000000 -0.329487 0.000000 0.000000 0.000000 59 -50 LRFD1 0.000000 0.000000 -0.306654 0.000000 0.000000 0.000000 60 18 LRFD1 0.000000 0.000000 -0.257889 0.000000 0.000000 0.000000 61 18 LRFD1 0.000000 0.000000 -0.257889 0.000000 0.000000 0.000000 62 -84 LRFD1 0.000000 0.000000 -0.234351 0.000000 0.000000 0.000000 64 -31 LRFD1 0.000000 0.000000 -0.331224 0.000000 0.000000 0.000000 65 26 LRFD1 0.000000 0.000000 -0.306841 0.000000 0.000000 0.000000 66 -52 LRFD1 0.000000 0.000000 -0.284155 0.000000 0.000000 0.000000 67 25 LRFD1 0.000000 0.000000 -0.236062 0.000000 0.000000 0.000000 68 25 LRFD1 0.000000 0.000000 -0.236062 0.000000 0.000000 0.000000 69 -86 LRFD1 0.000000 0.000000 -0.212765 0.000000 0.000000 0.000000 71 -33 LRFD1 0.000000 0.000000 -0.308642 0.000000 0.000000 0.000000 72 29 LRFD1 0.000000 0.000000 -0.284425 0.000000 0.000000 0.000000 73 -54 LRFD1 0.000000 0.000000 -0.261844 0.000000 0.000000 0.000000 74 34 LRFD1 0.000000 0.000000 -0.214117 0.000000 0.000000 0.000000 75 34 LRFD1 0.000000 0.000000 -0.214117 0.000000 0.000000 0.000000 76 -88 LRFD1 0.000000 0.000000 -0.190936 0.000000 0.000000 0.000000 8 14 LRFD6-1 P 0.000000 0.000000 -0.057904 0.000000 0.000000 0.000000 9 14 LRFD6-1 P 0.000000 0.000000 -0.057904 0.000000 0.000000 0.000000 10 -57 LRFD6-1 P 0.000000 0.000000 -0.060311 0.000000 0.000000 0.000000 11 11 LRFD6-1 P 0.000000 0.000000 -0.063048 0.000000 0.000000 0.000000 12 -78 LRFD6-1 P 0.000000 0.000000 -0.066769 0.000000 0.000000 0.000000 13 42 LRFD6-1 P 0.000000 0.000000 -0.069580 0.000000 0.000000 0.000000 14 -92 LRFD6-1 P 0.000000 0.000000 -0.072051 0.000000 0.000000 0.000000 15 14 LRFD6-1 P 0.000000 0.000000 -0.057904 0.000000 0.000000 0.000000 16 14 LRFD6-1 P 0.000000 0.000000 -0.057904 0.000000 0.000000 0.000000 17 -57 LRFD6-1 P 0.000000 0.000000 -0.060311 0.000000 0.000000 0.000000 18 11 LRFD6-1 P 0.000000 0.000000 -0.063048 0.000000 0.000000 0.000000 19 -78 LRFD6-1 P 0.000000 0.000000 -0.066769 0.000000 0.000000 0.000000 20 42 LRFD6-1 P 0.000000 0.000000 -0.069580 0.000000 0.000000 0.000000 21 -92 LRFD6-1 P 0.000000 0.000000 -0.072051 0.000000 0.000000 0.000000 22 16 LRFD6-1 P 0.000000 0.000000 -0.119103 0.000000 0.000000 0.000000 23 16 LRFD6-1 P 0.000000 0.000000 -0.119103 0.000000 0.000000 0.000000 24 -59 LRFD6-1 P 0.000000 0.000000 -0.122315 0.000000 0.000000 0.000000 25 9 LRFD6-1 P 0.000000 0.000000 -0.123455 0.000000 0.000000 0.000000 26 -80 LRFD6-1 P 0.000000 0.000000 -0.125369 0.000000 0.000000 0.000000 27 41 LRFD6-1 P 0.000000 0.000000 -0.126823 0.000000 0.000000 0.000000 28 -94 LRFD6-1 P 0.000000 0.000000 -0.129095 0.000000 0.000000 0.000000 29 -36 LRFD6-1 P 0.000000 0.000000 -0.156125 0.000000 0.000000 0.000000 BSE Page 64 of 213 84 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #*1 QGJ6729ZQVM4HB 5. Analysis results 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel lin Node OutputCase Ux Uy in Uz in Rx Radians Ry Radians Rz Radians J 30 -36 LRFD6-1P 0.000000 0.000000 -0.156125 0.000000 0.000000 0.000000 31 -60 LRFD6-1 P 0.000000 0.000000 -0.160344 0.000000 0.000000 0.000000 32 -72 LRFD6-1 P 0.000000 0.000000 -0.160429 0.000000 0.000000 0.000000 33 -72 LRFD6-1 P 0.000000 0.000000 -0.160429 0.000000 0.000000 0.000000 34 -91 LRFD6-1 P 0.000000 0.000000 -0.161091 0.000000 0.000000 0.000000 35 48 LRFD6-1 P 0.000000 0.000000 -0.163104 0.000000 0.000000 0.000000 36 13 LRFD6-1 P 0.000000 0.000000 -0.175272 0.000000 0.000000 0.000000 37 13 LRFD6-1 P 0.000000 0.000000 -0.175272 0.000000 0.000000 0.000000 38 -61 LRFD6-1 P 0.000000 0.000000 -0.179460 0.000000 0.000000 0.000000 39 12 LRFD6-1 P 0.000000 0,000000 -0.179658 0.000000 0.000000 0.000000 40 -81 LRFD6-1 P 0.000000 0.000000 -0.181518 0.000000 0.000000 0.000000 41 -81 LRFD6-1 P 0.000000 0.000000 -0.181518 0.000000 0.000000 0.000000 42 48 LRFD6-1 P 0.000000 0.000000 -0.163104 0.000000 0.000000 0.000000 43 -37 LRFD6-1 P 0.000000 0.000000 -0.201165 0.000000 0.000000 0.000000 44 -37 LRFD6-1 P 0.000000 0.000000 -0.201165 0.000000 0.000000 0.000000 45 -62 LRFD6-1 P 0.000000 0.000000 -0.204398 0.000000 0.000000 0.000000 46 -73 LRFD6-1 P 0.000000 0.000000 -0.205771 0.000000 0.000000 0.000000 47 -82 LRFD6-1 P 0.000000 0.000000 -0.207754 0.000000 0.000000 0.000000 48 -82 LRFD6-1 P 0.000000 0.000000 -0.207754 0.000000 0.000000 0.000000 50 17 LRFD6-1 P 0.000000 0.000000 -0.245023 0.000000 0.000000 0.000000 51 17 LRFD6-1 P 0.000000 0.000000 -0.245023 0.000000 0.000000 0.000000 52 -64 LRFD6-1 P 0.000000 0.000000 -0.248737 0.000000 0.000000 0.000000 53 18 LRFD6-1 P 0.000000 0.000000 -0.249763 0.000000 0.000000 0.000000 54 -84 LRFD6-1 P 0.000000 0.000000 -0.252519 0.000000 0.000000 0.000000 55 -84 LRFD6-1 P 0.000000 0.000000 -0.252519 0.000000 0.000000 0.000000 57 26 LRFD6-1 P 0.000000 0.000000 -0.291446 0.000000 0.000000 0.000000 58 26 LRFD6-1 P 0.000000 0.000000 -0.291446 0.000000 0.000000 0.000000 59 -66 LRFD6-1 P 0.000000 0.000000 -0.295358 0.000000 0.000000 0.000000 60 25 LRFD6-1 P 0.000000 0.000000 -0.296194 0.000000 0.000000 0.000000 61 -86 LRFD6-1 P 0.000000 0.000000 -0.298802 0.000000 0.000000 0.000000 62 -86 LRFD6-1 P 0.000000 0.000000 -0.298802 0.000000 0.000000 0.000000 64 29 LRFD6-1 P 0.000000 0.000000 -0.335348 0.000000 0.000000 0.000000 65 29 LRFD6-1 P 0.000000 0.000000 -0.335348 0.000000 0.000000 0.000000 66 -68 LRFD6-1 P 0.000000 0.000000 -0.339490 0.000000 0.000000 0.000000 67 34 LRFD6-1 P 0.000000 0.000000 4340079 0.000000 0.000000 0.000000 68 -88 LRFD6-1 P 0.000000 0.000000 -0.342627 0.000000 0.000000 0.000000 69 -88 LRFD6-1 P 0.000000 0.000000 4342627 0.000000 0.000000 0.000000 71 -41 LRFD6-1 P 0.000000 0.000000 -0.355502 0.000000 0.000000 0.000000 72 -41 LRFD6-1P 0.000000 0.000000 -0.355502 0.000000 0.000000 0.000000 73 -69 LRFD6-1 P 0.000000 0.000000 -0.358819 0.000000 0.000000 0.000000 74 -77 LRFD6-1 P 0.000000 0.000000 -0.360236 0.000000 0.000000 0.000000 75 20 LRFD6-1 P 0.000000 0.000000 -0.361791 0.000000 0.000000 0.000000 76 20 LRFD6-1 P 0.000000 0.000000 -0.361791 0.000000 0.000000 0.000000 8 27 LRFD6-2P 0.000000 0.000000 -0.720157 0.000000 0.000000 0.000000 9 -34 LRFD6-2P 0.000000 0.000000 -0.583623 0.000000 0.000000 0.000000 10 -42 LRFD6-2P 0.000000 0.000000 -0.446114 0.000000 0.000000 0.000000 11 -70 LRFD6-2P 0.000000 0.000000 -0.171976 0.000000 0.000000 0.000000 12 -70 LRFD6-2P 0.000000 0.000000 -0.171976 0.000000 0.000000 0.000000 13 42 LRFD6-2P 0.000000 0.000000 0.119211 0.000000 0.000000 0.000000 14 -92 LRFD6-2P 0.000000 0.000000 0.236255 0.000000 0.000000 0.000000 15 -22 LRFD6-2P 0.000000 0.000000 -0.696529 0.000000 0.000000 0.000000 16 14 LRFD6-2P 0.000000 0.000000 -0.559060 0.000000 0.000000 0.000000 17 -43 LRFD6-2P 0.000000 0.000000 -0.423304 0.000000 0.000000 0.000000 18 11 LRFD6-2P 0.000000 0.000000 -0.146986 0.000000 0.000000 0.000000 BSE Page 65 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 85 of 238 SAFE 2014 v14.1.0 - License #"1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node Outputcase Ux in Uy in Uz in Rx Radians IRy Radians Rz Radians J 19 11 LRFD6-2P 0.000000 0.000000 -0.146986 0.000000 0.000000 0.000000 20 42 LRFD6-2P 0.000000 0.000000 0.119211 0.000000 0.000000 0.000000 21 -92 LRFD6-2P 0.000000 0.000000 0.236255 0.000000 0.000000 0.000000 22 -23 LRFD6-2P 0.000000 0.000000 -0.678030 0.000000 0.000000 0.000000 23 -35 LRFD6-2P 0.000000 0.000000 -0.543170 0.000000 0.000000 0.000000 24 -44 LRFD6-2P 0.000000 0.000000 -0.406683 0.000000 0.000000 0.000000 25 -71 LRFD6-2P 0.000000 0.000000 -0.128496 0.000000 0.000000 0.000000 26 -71 LRFD6-2P 0.000000 0.000000 -0.128496 0.000000 0.000000 0.000000 27 41 LRFD6-2P 0.000000 0.000000 0.154498 0.000000 0.000000 0.000000 28 -94 LRFD6-2P 0.000000 0.000000 0.271540 0.000000 0.000000 0.000000 29 -24 LRFD6-2P 0.000000 0.000000 -0.660048 0.000000 0.000000 0.000000 30 16 LRFD6-2P 0.000000 0.000000 -0.522977 0.000000 0.000000 0.000000 31 -45 LRFD6-2P 0.000000 0.000000 -0.387122 0.000000 0.000000 0.000000 32 9 LRFD6-2P 0.000000 0.000000 -0.111149 0.000000 0.000000 0.000000 33 9 LRFD6-2P 0.000000 0.000000 -0.111149 0.000000 0.000000 0.000000 34 -91 LRFD6-2P 0.000000 0.000000 0.176164 0.000000 0.000000 0.000000 35 48 LRFD6-2P 0.000000 0.000000 0.292773 0.000000 0.000000 0.000000 36 -25 LRFD6-2P 0.000000 0.000000 -0.636065 0.000000 0.000000 0.000000 37 -36 LRFD6-2P 0.000000 0.000000 -0.502400 0.000000 0.000000 0.000000 38 -46 LRFD6-2P 0.000000 0.000000 -0.367012 0.000000 0.000000 0.000000 39 -72 LRFD6-2P 0.000000 0.000000 -0.089416 0.000000 0.000000 0.000000 40 -72 LRFD6-2P 0.000000 0.000000 -0.089416 0.000000 0.000000 0.000000 41 -91 LRFD6-2P 0.000000 0.000000 0.176164 0.000000 0.000000 0.000000 42 48 LRFD6-2P 0.000000 0.000000 0.292773 0.000000 0.000000 0.000000 43 -26 LRFD6-2P 0.000000 0.000000 -0.620755 0.000000 0.000000 0.000000 44 13 LRFD6-2P 0.000000 0.000000 -0.484809 0.000000 0.000000 0.000000 45 -47 LRFD6-2P 0.000000 0.000000 -0.350414 0.000000 0.000000 0.000000 46 12 LRFD6-2P 0.000000 0.000000 -0.076945 0.000000 0.000000 0.000000 47 12 LRFD6-2P 0.000000 0.000000 -0.076945 0.000000 0.000000 0.000000 48 -82 LRFD6-2P 0.000000 0.000000 0.074772 0.000000 0.000000 0.000000 50 -28 LRFD6-2P 0.000000 0.000000 -0.575115 0.000000 0.000000 0.000000 51 -38 LRFD6-2P 0.000000 0.000000 -0.441631 0.000000 0.000000 0.000000 52 -49 LRFD6-2P 0.000000 0.000000 -0.308206 0.000000 0.000000 0.000000 53 -74 LRFD6-2P 0.000000 0.000000 -0.041159 0.000000 0.000000 0.000000 54 -84 LRFD6-2P 0.000000 0.000000 0.109991 0.000000 0.000000 0.000000 55 -84 LRFD6-2P 0.000000 0.000000 0.109991 0.000000 0.000000 0.000000 57 -29 LRFD6-2P 0.000000 0.000000 -0.552929 0.000000 0.000000 0.000000 58 17 LRFD6-2P 0.000000 0.000000 -0.419140 0.000000 0.000000 0.000000 59 -50 LRFD6-2P 0.000000 0.000000 -0.287800 0.000000 0.000000 0.000000 60 18 LRFD6-2P 0.000000 0.000000 -0.022708 0.000000 0.000000 0.000000 61 -86 LRFD6-2P 0.000000 0.000000 0.153170 0.000000 0.000000 0.000000 62 -86 LRFD6-2P 0.000000 0.000000 0.153170 0.000000 0.000000 0.000000 64 -31 LRFD6-2P 0.000000 0.000000 -0.501681 0.000000 0.000000 0.000000 65 26 LRFD6-2P 0.000000 0.000000 -0.369565 0.000000 0.000000 0.000000 66 -52 LRFD6-2P 0.000000 0.000000 -0.239763 0.000000 0.000000 0.000000 67 34 LRFD6-2P 0.000000 0.000000 0.066880 0.000000 0.000000 0.000000 68 -88 LRFD6-2P 0.000000 0.000000 0.197590 0.000000 0.000000 0.000000 69 -88 LRFD6-2P 0.000000 0.000000 0.197590 0.000000 0.000000 0.000000 71 -33 LRFD6-2P 0.000000 0.000000 -0.452944 0.000000 0.000000 0.000000 72 29 LRFD6-2P 0.000000 0.000000 -0.321722 0.000000 0.000000 0.000000 73 -54 LRFD6-2P 0.000000 0.000000 -0.192700 0.000000 0.000000 0.000000 74 -77 LRFD6-2P 0.000000 0.000000 0.087028 0.000000 0.000000 0.000000 75 20 LRFD6-2P 0.000000 0.000000 0.217374 0.000000 0.000000 0.000000 76 20 LRFD6-2P 0.000000 0.000000 0.217374 0.000000 0.000000 0.000000 BSE Page 66 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 86 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 j Panel Il Node CSutputcase Ux in Uy in Uz in Rx Radians Ry Radians RZ iRadians 8 27 LRFD6-1 N 0.000000 0.000000 -0.527771 0.000000 0.000000 0.000000 9 -34 LRFD6-1 N 0.000000 0.000000 -0.496055 0.000000 0.000000 0.000000 10 -42 LRFD6-1 N 0.000000 0.000000 -0.463824 0.000000 0.000000 0.000000 11 -70 LRFD6-IN 0.000000 0.000000 -0.393982 0.000000 0.000000 0.000000 12 -70 LRFD6-1 N 0.000000 0.000000 -0.393982 0.000000 0.000000 0.000000 13 28 LRFD6-1 N 0.000000 0.000000 -0.356952 0.000000 0.000000 0.000000 14 -89 LRFD6-1N 0.000000 0.000000 -0.320354 0.000000 0.000000 0.000000 15 -22 LRFD6-1 N 0.000000 0.000000 -0.474800 0.000000 0.000000 0.000000 16 14 LRFD6-1 N 0.000000 0.000000 -0.442442 0.000000 0.000000 0.000000 17 -43 LRFD6-1 N 0.000000 0.000000 -0.412052 0.000000 0.000000 0.000000 18 11 LRFD6-1 N 0.000000 0.000000 -0.341513 0.000000 0.000000 0.000000 19 11 LRFD6-1N 0.000000 0.000000 -0.341513 0.000000 0.000000 0.000000 20 -78 LRFD6-1 N 0.000000 0.000000 -0.305274 0.000000 0.000000 0.000000 21 42 LRFD6-1 N 0.000000 0.000000 -0.268091 0.000000 0.000000 0.000000 22 -23 LRFD6-1 N 0.000000 0.000000 -0.433953 0.000000 0.000000 0.000000 23 -35 LRFD6-1 N 0.000000 0.000000 -0.403719 0.000000 0.000000 0.000000 24 -44 LRFD6-1N 0.000000 0.000000 -0.372678 0.000000 0.000000 0.000000 25 -71 LRFD6-1 N 0.000000 0.000000 -0.303376 0.000000 0.000000 0.000000 26 -71 LRFD6-1N 0.000000 0.000000 -0.303376 0.000000 0.000000 0.000000 27 -79 LRFD6-1 N 0.000000 0.000000 -0.266022 0.000000 0.000000 0.000000 28 -90 LRFD6-1 N 0.000000 0.000000 -0.230145 0.000000 0.000000 0.000000 29 -24 LRFD6-IN 0.000000 0.000000 -0.393752 0.000000 0.000000 0.000000 30 16 LRFD6-1 N 0.000000 0.000000 -0.360957 0.000000 0.000000 0.000000 31 -45 LRFD6-1 N 0.000000 0.000000 -0.329777 0.000000 0.000000 0.000000 32 9 LRFD6-IN 0.000000 0.000000 -0.261595 0.000000 0.000000 0.000000 33 9 LRFD6-1 N 0.000000 0.000000 -0.261595 0.000000 0.000000 0.000000 34 -80 LRFD6-1 N 0.000000 0.000000 -0.227336 0.000000 0.000000 0.000000 35 41 LRFD6-1 N 0.000000 0.000000 -0.191611 0.000000 0.000000 0.000000 36 -25 LRFD6-1 N 0.000000 0.000000 -0.346457 0.000000 0.000000 0.000000 37 -36 LRFD6-1 N 0.000000 0.000000 -0.312730 0.000000 0.000000 0.000000 38 -46 LRFD6-1 N 0.000000 0.000000 -0.279599 0.000000 0.000000 0.000000 39 -72 LRFD6-1 N 0.000000 0.000000 -0.213878 0.000000 0.000000 0.000000 40 -72 LRFD6-1 N 0.000000 0.000000 -0.213878 0.000000 0.000000 0.000000 41 33 LRFD6-1 N 0.000000 0.000000 -0.181407 0.000000 0.000000 0.000000 42 -91 LRFD6-1 N 0.000000 0.000000 -0.146721 0.000000 0.000000 0.000000 43 -26 LRFD6-1 N 0.000000 0.000000 -0.317518 0.000000 0.000000 0.000000 44 13 LRFD6-IN 0.000000 0.000000 -0.284223 0.000000 0.000000 0.000000 45 -47 LRFD6-1 N 0.000000 0.000000 -0.252143 0.000000 0.000000 0.000000 46 12 LRFD6-1 N 0.000000 0.000000 -0.185921 0.000000 0.000000 0.000000 47 12 LRFD6-1 N 0.000000 0.000000 -0.185921 0.000000 0.000000 0.000000 48 -81 LRFD6-1 N 0.000000 0.000000 -0.152723 0.000000 0.000000 0.000000 50 -28 LRFD6-1 N 0.000000 0.000000 -0.244349 0.000000 0.000000 0.000000 51 -38 LRFD6-1 N 0.000000 0.000000 -0.212544 0.000000 0.000000 0.000000 52 -49 LRFD6-1 N 0.000000 0.000000 -0.180432 0.000000 0.000000 0.000000 53 -74 LRFD6-1 N 0.000000 0.000000 -0.114970 0.000000 0.000000 0.000000 54 -74 LRFD6-1 N 0.000000 0.000000 -0.114970 0.000000 0.000000 0.000000 55 -83 LRFD6-1 N 0.000000 0.000000 -0.081438 0.000000 0.000000 0.000000 57 -29 LRFD6-1 N 0.000000 0.000000 -0.210799 0.000000 0.000000 0.000000 58 17 LRFD6-1 N 0.000000 0.000000 -0.178603 0.000000 0.000000 0.000000 59 -50 LRFD6-IN 0.000000 0.000000 -0.147112 0.000000 0.000000 0.000000 60 18 LRFD6-1 N 0.000000 0.000000 -0.081808 0.000000 0.000000 0.000000 61 18 LRFD6-1 N 0.000000 0.000000 -0.081808 0.000000 0.000000 0.000000 62 -84 LRFD6-1N 0.000000 0.000000 -0.048789 0.000000 0.000000 0.000000 64 -31 LRFD6-1 N 0.000000 0.000000 -0.135010 0.000000 0.000000 0.000000 BSE Page 67 of 213 87 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #"1QGJ6729ZQVM4HB 5. Analysis results 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node Outputcase Ux in Uy in Uz in Rx Radians Ry Radians Rz Radians 65 26 LRFD6-1 N 0.000000 0.000000 -0.103064 0.000000 0.000000 0.000000 66 -52 LRFD6-1 N 0.000000 0.000000 -0.071568 0.000000 0.000000 0.000000 67 34 LRFD6-1 N 0.000000 0.000000 0.064786 0.000000 0.000000 0.000000 68 -88 LRFD6-1 N 0.000000 0.000000 0.097138 0.000000 0.000000 0.000000 69 -88 LRFD6-1 N 0.000000 0.000000 0.097138 0.000000 0.000000 0.000000 71 -33 LRFD6-1 N 0.000000 0.000000 -0.062119 0.000000 0.000000 0.000000 72 29 LRFD6-1 N 0.000000 0.000000 -0.030341 0.000000 0.000000 0.000000 73 -69 LRFD6-1 N 0.000000 0.000000 0.064792 0.000000 0.000000 0.000000 74 -77 LRFD6-1 N 0.000000 0.000000 0.096667 0.000000 0.000000 0.000000 75 20 LRFD6-1 N 0.000000 0.000000 0.128760 0.000000 0.000000 0.000000 76 20 LRFD6-1 N 0.000000 0.000000 0.128760 0.000000 0.000000 0.000000 8 27 LRFD6-2N 0.000000 0.000000 0.174005 0.000000 0.000000 0.000000 9 -34 LRFD6-2N 0.000000 0.000000 0.068469 0.000000 0.000000 0.000000 10 -57 LRFD6-2N 0.000000 0.000000 -0.154787 0.000000 0.000000 0.000000 11 11 LRFD6-2N 0.000000 0.000000 -0.257575 0.000000 0.000000 0.000000 12 -78 LRFD6-2N 0.000000 0.000000 -0.358423 0.000000 0.000000 0.000000 13 42 LRFD6-2N 0.000000 0.000000 -0.456883 0.000000 0.000000 0.000000 14 -92 LRFD6-2N 0.000000 0.000000 -0.545659 0.000000 0.000000 0.000000 15 -22 LRFD6-2N 0.000000 0.000000 0.163832 0.000000 0.000000 0.000000 16 14 LRFD6-2N 0.000000 0.000000 0.058714 0.000000 0.000000 0.000000 17 -57 LRFD6-2N 0.000000 0.000000 -0.154787 0.000000 0.000000 0.000000 18 11 LRFD6-2N 0.000000 0.000000 -0.257575 0.000000 0.000000 0.000000 19 -78 LRFD6-2N 0.000000 0.000000 -0.358423 0.000000 0.000000 0.000000 20 42 LRFD6-2N 0.000000 0.000000 -0.456883 0.000000 0.000000 0.000000 21 -92 LRFD6-2N 0.000000 0.000000 -0.545659 0.000000 0.000000 0.000000 22 -23 LRFD6-2N 0.000000 0.000000 0.155886 0.000000 0.000000 0.000000 23 -35 LRFD6-2N 0.000000 0.000000 0.051817 0.000000 0.000000 0.000000 24 -59 LRFD6-2N 0.000000 0.000000 -0.170633 0.000000 0.000000 0.000000 25 9 LRFD6-2N 0.000000 0.000000 -0.273901 0.000000 0.000000 0.000000 26 -80 LRFD6-2N 0.000000 0.000000 -0.374832 0.000000 0.000000 0.000000 27 41 LRFD6-2N 0.000000 0.000000 -0.472932 0.000000 0.000000 0.000000 28 -94 LRFD6-2N 0.000000 0.000000 -0.561696 0.000000 0.000000 0.000000 29 -24 LRFD6-2N 0.000000 0.000000 0.147810 0.000000 0.000000 0.000000 30 16 LRFD6-2N 0.000000 0.000000 0.042917 0.000000 0.000000 0.000000 31 -60 LRFD6-2N 0.000000 0.000000 -0.182040 0.000000 0.000000 0.000000 32 -72 LRFD6-2N 0.000000 0.000000 -0.284891 0.000000 0.000000 0.000000 33 33 LRFD6-2N 0.000000 0.000000 -0.384380 0.000000 0.000000 0.000000 34 -91 LRFD6-2N 0.000000 0.000000 -0.483976 0.000000 0.000000 0.000000 35 48 LRFD6-2N 0.000000 0.000000 -0.571351 0.000000 0.000000 0.000000 36 -25 LRFD6-2N 0.000000 0.000000 0.136611 0.000000 0.000000 0.000000 37 -36 LRFD6-2N 0.000000 0.000000 0.033545 0.000000 0.000000 0.000000 38 -61 LRFD6-2N 0.000000 0.000000 -0.185905 0.000000 0.000000 0.000000 39 12 LRFD6-2N 0.000000 0.000000 -0.288633 0.000000 0.000000 0.000000 40 -81 LRFD6-2N 0.000000 0.000000 -0.391163 0.000000 0.000000 0.000000 41 -91 LRFD6-2N 0.000000 0.000000 -0.483976 0.000000 0.000000 0.000000 42 48 LRFD6-2N 0.000000 0.000000 -0.571351 0.000000 0.000000 0.000000 43 -26 LRFD6-2N 0.000000 0.000000 0.129184 0.000000 0.000000 0.000000 44 13 LRFD6-2N 0.000000 0.000000 0.025313 0.000000 0.000000 0.000000 45 -62 LRFD6-2N 0.000000 0.000000 -0.193050 0.000000 0.000000 0.000000 46 -73 LRFD6-2N 0.000000 0.000000 -0.296018 0.000000 0.000000 0.000000 47 -82 LRFD6-2N 0.000000 0.000000 -0.398328 0.000000 0.000000 0.000000 48 -82 LRFD6-2N 0.000000 0.000000 -0.398328 0.000000 0.000000 0.000000 50 -28 LRFD6-2N 0.000000 0.000000 0.107558 0.000000 0.000000 0.000000 51 -38 LRFD6-2N 0.000000 0.000000 0.004787 0.000000 0.000000 0.000000 BSE Page 68 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 88 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node OutputCase Ux in Uy in Uz in Rx Radians Ry Radians Rz Radians 52 -64 LRFD6-2N 0.000000 0.000000 -0.208141 0.000000 0.000000 0.000000 53 18 LRFD6-2N 0.000000 0.000000 -0.308863 0.000000 0.000000 0.000000 54 -84 LRFD6-2N 0.000000 0.000000 -0.411299 0.000000 0.000000 0.000000 55 -84 LRFD6-2N 0.000000 0.000000 -0.411299 0.000000 0.000000 0.000000 57 -29 LRFD6-2N 0.000000 0.000000 0.097571 0.000000 0.000000 0.000000 58 26 LRFD6-2N 0.000000 0.000000 -0.024945 0.000000 0.000000 0.000000 59 -66 LRFD6-2N 0.000000 0.000000 -0.225828 0.000000 0.000000 0.000000 60 25 LRFD6-2N 0.000000 0.000000 -0.325283 0.000000 0.000000 0.000000 61 -86 LRFD6-2N 0.000000 0.000000 -0.426726 0.000000 0.000000 0.000000 62 -86 LRFD6-2N 0.000000 0.000000 -0.426726 0.000000 0.000000 0.000000 64 -31 LRFD6-2N 0.000000 0.000000 0.075822 0.000000 0.000000 0.000000 65 29 LRFD6-2N 0.000000 0.000000 -0.043968 0.000000 0.000000 0.000000 66 -68 LRFD6-2N 0.000000 0.000000 -0.243476 0.000000 0.000000 0.000000 67 34 LRFD6-2N 0.000000 0.000000 -0.342173 0.000000 0.000000 0.000000 68 -88 LRFD6-2N 0.000000 0.000000 -0.443080 0.000000 0.000000 0.000000 69 -88 LRFD6-2N 0.000000 0.000000 -0.443080 0.000000 0.000000 0.000000 71 -33 LRFD6-2N 0.000000 0.000000 0.056119 0.000000 0.000000 0.000000 72 -41 LRFD6-2N 0.000000 0.000000 -0.052277 0.000000 0.000000 0.000000 73 -69 LRFD6-2N 0.000000 0.000000 -0.251217 0.000000 0.000000 0.000000 74 -77 LRFD6-2N 0.000000 0.000000 -0.350597 0.000000 0.000000 0.000000 75 20 LRFD6-2N 0.000000 0.000000 -0.450405 0.000000 0.000000 0.000000 76 20 LRFD6-2N 0.000000 0.000000 -0.450405 0.000000 0.000000 0.000000 8 -22 LRFD6-3P 0.000000 0.000000 -0.423226 0.000000 0.000000 0.000000 9 14 LRFD6-3P 0.000000 0.000000 -0.332682 0.000000 0.000000 0.000000 10 -43 LRFD6-3P 0.000000 0.000000 -0.243293 0.000000 0.000000 0.000000 11 11 LRFD6-3P 0.000000 0.000000 -0.064650 0.000000 0.000000 0.000000 12 11 LRFD6-3P 0.000000 0.000000 -0.064650 0.000000 0.000000 0.000000 13 -89 LRFD6-3P 0.000000 0.000000 0.118654 0.000000 0.000000 0.000000 14 49 LRFD6-3P 0.000000 0.000000 0.193458 0.000000 0.000000 0.000000 15 -22 LRFD6-3P 0.000000 0.000000 -0.423226 0.000000 0.000000 0.000000 16 14 LRFD6-3P 0.000000 0.000000 -0.332682 0.000000 0.000000 0.000000 17 -43 LRFD6-3P 0.000000 0.000000 -0.243293 0.000000 0.000000 0.000000 18 11 LRFD6-3P 0.000000 0.000000 -0.064650 0.000000 0.000000 0.000000 19 11 LRFD6-3P 0.000000 0.000000 -0.064650 0.000000 0.000000 0.000000 20 42 LRFD6-3P 0.000000 0.000000 0.105186 0.000000 0.000000 0.000000 21 -92 LRFD6-3P 0.000000 0.000000 0.180382 0.000000 0.000000 0.000000 22 -24 LRFD6-3P 0.000000 0.000000 -0.444526 0.000000 0.000000 0.000000 23 16 LRFD6-3P 0.000000 0.000000 -0.354662 0.000000 0.000000 0.000000 24 -45 LRFD6-3P 0.000000 0.000000 -0.265875 0.000000 0.000000 0.000000 25 9 LRFD6-3P 0.000000 0.000000 -0.086082 0.000000 0.000000 0.000000 26 9 LRFD6-3P 0.000000 0.000000 -0.086082 0.000000 0.000000 0.000000 27 -90 LRFD6-3P 0.000000 0.000000 0.095545 0.000000 0.000000 0.000000 28 -93 LRFD6-3P 0.000000 0.000000 0.170555 0.000000 0.000000 0.000000 29 -25 LRFD6-3P 0.000000 0.000000 -0.454629 0.000000 0.000000 0.000000 30 -36 LRFD6-3P 0.000000 0.000000 -0.368621 0.000000 0.000000 0.000000 31 -46 LRFD6-3P 0.000000 0.000000 -0.281093 0.000000 0.000000 0.000000 32 -72 LRFD6-3P 0.000000 0.000000 -0.099095 0.000000 0.000000 0.000000 33 -72 LRFD6-3P 0.000000 0.000000 -0.099095 0.000000 0.000000 0.000000 34 41 LRFD6-3P 0.000000 0.000000 0.085660 0.000000 0.000000 0.000000 35 -94 LRFD6-3P 0.000000 0.000000 0.160993 0.000000 0.000000 0.000000 36 -26 LRFD6-3P 0.000000 0.000000 -0.460329 0.000000 0.000000 0.000000 37 13 LRFD6-3P 0.000000 0.000000 -0.371665 0.000000 0.000000 0.000000 38 -47 LRFD6-3P 0.000000 0.000000 -0.284593 0.000000 0.000000 0.000000 39 12 LRFD6-3P 0.000000 0.000000 -0.105688 0.000000 0.000000 0.000000 BSE Page 69 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 89 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node OutputCase Ux Uy Uz Rx Ry Rz in in in Radians Radians Radians 40 12 LRFD6-3P 0.000000 0.000000 -0.105688 0.000000 0.000000 0.000000 41 -91 LRFD6-3P 0.000000 0.000000 0.074540 0.000000 0.000000 0.000000 42 48 LRFD6-3P 0.000000 0.000000 0.149552 0.000000 0.000000 0.000000 43 -27 LRFD6-3P 0.000000 0.000000 -0.464896 0.000000 0.000000 0.000000 44 -37 LRFD6-3P 0.000000 0.000000 -0.377133 0.000000 0.000000 0.000000 45 -48 LRFD6-3P 0.000000 0.000000 -0.289479 0.000000 0.000000 0.000000 46 -73 LRFD6-3P 0.000000 0.000000 -0.113824 0.000000 0.000000 0.000000 47 -73 LRFD6-3P 0.000000 0.000000 -0.113824 0.000000 0.000000 0.000000 48 -82 LRFD6-3P 0.000000 0.000000 -0.026944 0.000000 0.000000 0.000000 50 -29 LRFD6-3P 0.000000 0.000000 -0.469741 0.000000 0.000000 0.000000 51 17 LRFD6-3P 0.000000 0.000000 -0.381996 0.000000 0.000000 0.000000 52 -50 LRFD6-3P 0.000000 0.000000 -0.296674 0.000000 0.000000 0.000000 53 18 LRFD6-3P 0.000000 0.000000 -0.123972 0.000000 0.000000 0.000000 54 18 LRFD6-3P 0.000000 0.000000 -0.123972 0.000000 0.000000 0.000000 55 -84 LRFD6-3P 0.000000 0.000000 -0.038315 0.000000 0.000000 0.000000 57 -31 LRFD6-3P 0.000000 0.000000 -0.472354 0.000000 0.000000 0.000000 58 26 LRFD6-3P 0.000000 0.000000 -0.385808 0.000000 0.000000 0.000000 59 -52 LRFD6-3P 0.000000 0.000000 -0.301671 0.000000 0.000000 0.000000 60 25 LRFD6-3P 0.000000 0.000000 -0.131174 0.000000 0.000000 0.000000 61 25 LRFD6-3P 0.000000 0.000000 -0.131174 0.000000 0.000000 0.000000 62 -86 LRFD6-3P 0.000000 0.000000 -0.046270 0.000000 0.000000 0.000000 64 -33 LRFD6-3P 0.000000 0.000000 -0.474927 0.000000 0.000000 0.000000 65 29 LRFD6-3P 0.000000 0.000000 -0.389001 0.000000 0.000000 0.000000 66 -54 LRFD6-3P 0.000000 0.000000 -0.305554 0.000000 0.000000 0.000000 67 34 LRFD6-3P 0.000000 0.000000 -0.136165 0.000000 0.000000 0.000000 68 34 LRFD6-3P 0.000000 0.000000 -0.136165 0.000000 0.000000 0.000000 69 -88 LRFD6-3P 0.000000 0.000000 -0.051673 0.000000 0.000000 0.000000 71 19 LRFD6-3P 0.000000 0.000000 -0.476231 0.000000 0.000000 0.000000 72 -41 LRFD6-3P 0.000000 0.000000 -0.391538 0.000000 0.000000 0.000000 73 -55 LRFD6-3P 0.000000 0.000000 -0.307277 0.000000 0.000000 0.000000 74 -77 LRFD6-3P 0.000000 0.000000 -0.138604 0.000000 0.000000 0.000000 75 -77 LRFD6-3P 0.000000 0.000000 -0.138604 0.000000 0.000000 0.000000 76 20 LRFD6-3P 0.000000 0.000000 -0.053820 0.000000 0.000000 0.000000 8 -34 LRFD6-3N 0.000000 0.000000 -0.195622 0.000000 0.000000 0.000000 9 -34 LRFD6-3N 0.000000 0.000000 -0.195622 0.000000 0.000000 0.000000 10 -56 LRFD6-3N 0.000000 0.000000 -0.311762 0.000000 0.000000 0.000000 11 -70 LRFD6-3N 0.000000 0.000000 -0.366450 0.000000 0.000000 0.000000 12 28 LRFD6-3N 0.000000 0.000000 -0.418572 0.000000 0.000000 0.000000 13 -89 LRFD6-3N 0.000000 0.000000 -0.470394 0.000000 0.000000 0.000000 14 49 LRFD6-3N 0.000000 0.000000 -0.515879 0.000000 0.000000 0.000000 15 14 LRFD6-3N 0.000000 0.000000 -0.167664 0.000000 0.000000 0.000000 16 14 LRFD6-3N 0.000000 0.000000 -0.167664 0.000000 0.000000 0.000000 17 -57 LRFD6-3N 0.000000 0.000000 -0.286206 0.000000 0.000000 0.000000 18 11 LRFD6-3N 0.000000 0.000000 -0.339911 0.000000 0.000000 0.000000 19 -78 LRFD6-3N 0.000000 0.000000 -0.392371 0.000000 0.000000 0.000000 20 42 LRFD6-3N 0.000000 0.000000 -0.442857 0.000000 0.000000 0.000000 21 -92 LRFD6-3N 0.000000 0.000000 -0.489786 0.000000 0.000000 0.000000 22 -35 LRFD6-3N 0.000000 0.000000 -0.147013 0.000000 0.000000 0.000000 23 -35 LRFD6-3N 0.000000 0.000000 -0.147013 0.000000 0.000000 0.000000 24 -58 LRFD6-3N 0.000000 0.000000 -0.267252 0.000000 0.000000 0.000000 25 -71 LRFD6-3N 0.000000 0.000000 -0.321586 0.000000 0.000000 0.000000 26 -79 LRFD6-3N 0.000000 0.000000 -0.372244 0.000000 0.000000 0.000000 27 -90 LRFD6-3N 0.000000 0.000000 -0.424205 0.000000 0.000000 0.000000 28 -93 LRFD6-3N 0.000000 0.000000 -0.470080 0.000000 0.000000 0.000000 BSE Page 70 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 90 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node OutputCase Ux in Uy in Uz in Rx Radians Ry Radians Rz Radians 29 16 LRFD6-3N 0.000000 0.000000 -0.125399 0.000000 0.000000 0.000000 30 16 LRFD6-3N 0.000000 0,000000 -0.125399 0.000000 0.000000 0.000000 31 -59 LRFD6-3N 0.000000 0.000000 -0.243654 0.000000 0.000000 0.000000 32 9 LRFD6-3N 0.000000 0.000000 -0.298968 0.000000 0.000000 0.000000 33 -80 LRFD6-3N 0.000000 0.000000 -0.352851 0.000000 0.000000 0.000000 34 41 LRFD6-3N 0.000000 0.000000 -0.404094 0.000000 0.000000 0.000000 35 -94 LRFD6-3N 0.000000 0.000000 -0.451149 0.000000 0.000000 0.000000 36 -36 LRFD6-3N 0.000000 0.000000 -0.100234 0.000000 0.000000 0.000000 37 -36 LRFD6-3N 0.000000 0.000000 -0.100234 0.000000 0.000000 0.000000 38 -60 LRFD6-3N 0.000000 0.000000 -0.218879 0.000000 0.000000 0.000000 39 -72 LRFD6-3N 0.000000 0.000000 -0.275212 0.000000 0.000000 0.000000 40 33 LRFD6-3N 0.000000 0.000000 -0.329512 0.000000 0.000000 0.000000 41 -91 LRFD6-3N 0.000000 0.000000 -0.382351 0.000000 0.000000 0.000000 42 48 LRFD6-3N 0.000000 0.000000 -0.428130 0.000000 0.000000 0.000000 43 13 LRFD6-3N 0.000000 0.000000 -0.087831 0.000000 0.000000 0.000000 44 13 LRFD6-3N 0.000000 0.000000 -0.087831 0.000000 0.000000 0.000000 45 -61 LRFD6-3N 0.000000 0.000000 -0,203959 0.000000 0.000000 0.000000 46 12 LRFD6-3N 0.000000 0.000000 -0.259891 0.000000 0.000000 0.000000 47 -81 LRFD6-3N 0.000000 0.000000 -0.315447 0.000000 0.000000 0.000000 48 -81 LRFD6-3N 0.000000 0.000000 -0.315447 0.000000 0.000000 0.000000 50 -38 LRFD6-3N 0.000000 0.000000 -0.056340 0.000000 0.000000 0.000000 51 -38 LRFD6-3N 0.000000 0.000000 -0.056340 0.000000 0.000000 0.000000 52 -63 LRFD6-3N 0.000000 0.000000 -0.168723 0.000000 0.000000 0.000000 53 -74 LRFD6-3N 0.000000 0.000000 -0.224213 0.000000 0.000000 0.000000 54 -83 LRFD6-3N 0.000000 0.000000 -0.279211 0.000000 0.000000 0.000000 55 -83 LRFD6-3N 0.000000 0.000000 -0.279211 0.000000 0.000000 0.000000 57 -31 LRFD6-3N 0.000000 0.000000 0.046495 0.000000 0.000000 0.000000 58 17 LRFD6-3N 0.000000 0.000000 -0.041630 0.000000 0.000000 0.000000 59 -64 LRFD6-3N 0.000000 0.000000 -0.153049 0.000000 0.000000 0.000000 60 18 LRFD6-3N 0.000000 0.000000 -0.207600 0.000000 0.000000 0.000000 61 -84 LRFD6-3N 0.000000 0.000000 -0.262993 0.000000 0.000000 0.000000 62 -84 LRFD6-3N 0.000000 0.000000 -0.262993 0.000000 0.000000 0.000000 64 -33 LRFD6-3N 0.000000 0.000000 0.078101 0.000000 0.000000 0.000000 65 29 LRFD6-3N 0.000000 0.000000 0.023311 0.000000 0.000000 0.000000 66 -66 LRFD6-3N 0.000000 0.000000 -0.118292 0.000000 0.000000 0.000000 67 25 LRFD6-3N 0.000000 0.000000 -0.172335 0.000000 0.000000 0.000000 68 -86 LRFD6-3N 0.000000 0.000000 -0.227285 0.000000 0.000000 0.000000 69 -86 LRFD6-3N 0.000000 0.000000 -0.227285 0.000000 0.000000 0.000000 71 19 LRFD6-3N 0.000000 0.000000 0.092162 0.000000 0.000000 0.000000 72 -41 LRFD6-3N 0.000000 0.000000 0.037534 0.000000 0.000000 0.000000 73 -68 LRFD6-3N 0.000000 0.000000 -0.085314 0.000000 0.000000 0.000000 74 34 LRFD6-3N 0.000000 0.000000 -0.139128 0.000000 0.000000 0.000000 75 -88 LRFD6-3N 0.000000 0.000000 -0.193816 0.000000 0.000000 0.000000 76 -88 LRFD6-3N 0.000000 0.000000 -0.193816 0.000000 0.000000 0.000000 8 27 LRFD64P 0.000000 0.000000 0.223440 0.000000 0.000000 0.000000 9 -34 LRFD6-4P 0.000000 0.000000 0.141832 0.000000 0.000000 0.000000 10 -57 LRFD64P 0.000000 0.000000 -0.061144 0.000000 0.000000 0.000000 11 11 LRFD6-4P 0.000000 0.000000 -0.142893 0.000000 0.000000 0.000000 12 -78 LRFD64P 0.000000 0.000000 -0.223625 0.000000 0.000000 0.000000 13 42 LRFD64P 0.000000 0.000000 -0.302408 0.000000 0.000000 0.000000 14 -92 LRFD64P 0.000000 0.000000 -0.372833 0.000000 0.000000 0.000000 15 -22 LRFD64P 0.000000 0.000000 0.185491 0.000000 0.000000 0.000000 16 14 LRFD64P 0.000000 0.000000 0.104401 0.000000 0.000000 0.000000 17 -57 LRFD64P 0.000000 0.000000 -0.061144 0.000000 0.000000 0.000000 BSE Page 71 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 91 of 238 SAFE 2014 v14.1.0 - License #*1 QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node _ OutputCase Ux Uy Uz Rx Ry Rz in in in Radians Radians Radians 18 11 LRFD6-4P 0.000000 0.000000 -0.142893 0.000000 0.000000 0.000000 19 -78 LRFD6-4P 0.000000 0.000000 -0.223625 0.000000 0.000000 0.000000 20 42 LRFD6-4P 0.000000 0.000000 -0.302408 0.000000 0.000000 0.000000 21 -92 LRFD6-4P 0.000000 0.000000 -0.372833 0.000000 0.000000 0.000000 22 -23 LRFD6-4P 0.000000 0.000000 0.156247 0.000000 0.000000 0.000000 23 -35 LRFD6-4P 0.000000 0.000000 0.076621 0.000000 0.000000 0.000000 24 -59 LRFD6-4P 0.000000 0.000000 -0.120329 0.000000 0.000000 0.000000 25 9 LRFD64P 0.000000 0.000000 -0.201232 0.000000 0.000000 0.000000 26 -80 LRFD64P 0.000000 0.000000 -0.280707 0.000000 0.000000 0.000000 27 41 LRFD6-4P 0.000000 0.000000 -0.358255 0.000000 0.000000 0.000000 28 -94 LRFD6-4P 0.000000 0.000000 -0.428533 0.000000 0.000000 0.000000 29 -24 LRFD6-4P 0.000000 0.000000 0.127044 0.000000 0.000000 0.000000 30 16 LRFD6-4P 0.000000 0.000000 0.045716 0.000000 0.000000 0.000000 31 -60 LRFD6-4P 0.000000 0.000000 -0.157772 0.000000 0.000000 0.000000 32 -72 LRFD6-4P 0.000000 0.000000 -0.237396 0.000000 0.000000 0.000000 33 33 LRFD6-4P 0.000000 0.000000 -0.314174 0.000000 0.000000 0.000000 34 -91 LRFD6-4P 0.000000 0.000000 -0.392518 0.000000 0.000000 0.000000 35 48 LRFD6-4P 0.000000 0.000000 -0.461828 0.000000 0.000000 0.000000 36 -25 LRFD6-4P 0.000000 0.000000 0.092050 0.000000 0.000000 0.000000 37 13 LRFD6-4P 0.000000 0.000000 -0.010747 0.000000 0.000000 0.000000 38 -61 LRFD6-4P 0.000000 0.000000 -0.175745 0.000000 0.000000 0.000000 39 12 LRFD64P 0.000000 0.000000 -0.255460 0.000000 0.000000 0.000000 40 -81 LRFD64P 0.000000 0.000000 -0.335820 0.000000 0.000000 0.000000 41 -91 LRFD6-4P 0.000000 0.000000 -0.392518 0.000000 0.000000 0.000000 42 48 LRFD6-4P 0.000000 0.000000 -0.461828 0.000000 0.000000 0.000000 43 -26 LRFD6-4P 0.000000 0.000000 0.070262 0.000000 0.000000 0.000000 44 -37 LRFD64P 0.000000 0.000000 -0.038803 0.000000 0.000000 0.000000 45 -62 LRFD6-4P 0.000000 0.000000 -0.200876 0.000000 0.000000 0.000000 46 -73 LRFD6-4P 0.000000 0.000000 -0.281282 0.000000 0.000000 0.000000 47 -82 LRFD64P 0.000000 0.000000 -0.361669 0.000000 0.000000 0.000000 48 -82 LRFD6-4P 0.000000 0.000000 -0.361669 0.000000 0.000000 0.000000 50 17 LRFD64P 0.000000 0.000000 -0.088623 0.000000 0.000000 0.000000 51 17 LRFD6-4P 0.000000 0.000000 -0.088623 0.000000 0.000000 0.000000 52 -64 LRFD6-4P 0.000000 0.000000 -0.247807 0.000000 0.000000 0.000000 53 18 LRFD6-4P 0.000000 0.000000 -0.326430 0.000000 0.000000 0.000000 54 -84 LRFD6-4P 0.000000 0.000000 -0.407134 0.000000 0.000000 0.000000 55 -84 LRFD64P 0.000000 0.000000 -0.407134 0.000000 0.000000 0.000000 57 26 LRFD64P 0.000000 0.000000 -0.141985 0.000000 0.000000 0.000000 58 26 LRFD64P 0.000000 0.000000 -0.141985 0.000000 0.000000 0.000000 59 -66 LRFD6-4P 0.000000 0.000000 -0.299235 0.000000 0.000000 0.000000 60 25 LRFD6-4P 0.000000 0.000000 -0.376721 0.000000 0.000000 0.000000 61 -86 LRFD64P 0.000000 0.000000 -0.456554 0.000000 0.000000 0.000000 62 -86 LRFD6-4P 0.000000 0.000000 -0.456554 0.000000 0.000000 0.000000 64 29 LRFD64P 0.000000 0.000000 -0.192486 0.000000 0.000000 0.000000 65 29 LRFD6-4P 0.000000 0.000000 -0.192486 0.000000 0.000000 0.000000 66 -68 LRFD64P 0.000000 0.000000 -0.348855 0.000000 0.000000 0.000000 67 34 LRFD64P 0.000000 0.000000 -0.425575 0.000000 0.000000 0.000000 68 -88 LRFD64P 0.000000 0.000000 -0.504956 0.000000 0.000000 0.000000 69 -88 LRFD6-4P 0.000000 0.000000 -0.504956 0.000000 0.000000 0.000000 71 -41 LRFD6-4P 0.000000 0.000000 -0.215049 0.000000 0.000000 0.000000 72 -41 LRFD64P 0.000000 0.000000 -0.215049 0.000000 0.000000 0.000000 73 -69 LRFD64P 0.000000 0.000000 -0.370594 0.000000 0.000000 0.000000 74 -77 LRFD64P 0.000000 0.000000 -0.448230 0.000000 0.000000 0.000000 75 20 LRFD64P 0.000000 0.000000 -0.526283 0.000000 0.000000 0.000000 BSE Page 72 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results Table 22: Node Outputcase 76 20 LRFD64P 8 27 LRFD6-4N 9 -34 LRFD64N 10 -42 LRFD64N 11 -70 LRFD6-4N 12 -70 LRFD64N 13 28 LRFD64N 14 -89 LRFD6-4N 15 -22 LRFD64N 16 14 LRFD64N 17 -43 LRFD64N 18 11 LRFD64N 19 11 LRFD6-4N 20 -78 LRFD6-4N 21 -92 LRFD64N 22 -23 LRFD64N 23 -35 LRFD6-4N 24 -44 LRFD64N 25 -71 LRFD64N 26 -71 LRFD64N 27 -79 LRFD6-4N 28 -94 LRFD6-4N 29 -24 LRFD64N 30 16 LRFD64N 31 -45 LRFD64N 32 9 LRFD64N 33 9 LRFD64N 34 -91 LRFD64N 35 48 LRFD6-4N 36 -25 LRFD64N 37 -36 LRFD6-4N 38 -46 LRFD6-4N 39 -72 LRFD64N 40 -72 LRFD64N 41 -91 LRFD64N 42 48 LRFD6-4N 43 -26 LRFD64N 44 13 LRFD64N 45 -47 LRFD64N 46 12 LRFD64N 47 12 LRFD64N 48 -82 LRFD64N 50 -28 LRFD64N 51 -38 LRFD6-4N 52 -49 LRFD6-4N 53 -74 LRFD6-4N 54 -84 LRFD6-4N 55 -84 LRFD6-4N 57 -29 LRFD6-4N 58 17 LRFD6-4N 59 -50 LRFD6-4N 60 25 LRFD64N 61 -86 LRFD64N 62 -86 LRFD64N Nodal Displacements - Su Ux Uy in in 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 92 of 238 SAFE 2014 v14.1.0 - License #*10GJ6729ZQVM4HB 27 June 2015 nary, Part 1 of 2 Uz Rx in Radians -0.526283 0.000000 -0.769592 0.000000 -0.656985 0.000000 -0.543389 0.000000 -0.313525 0.000000 -0.313525 0.000000 -0.199153 0.000000 -0.085795 0.000000 -0.718189 0.000000 -0.604748 0.000000 -0.493357 0.000000 -0.261668 0.000000 -0.261668 0.000000 -0.148418 0.000000 0.063429 0.000000 -0.678391 0.000000 -0.567974 0.000000 -0.455798 0.000000 -0.223440 0.000000 -0.223440 0.000000 -0.110080 0.000000 0.138377 0.000000 -0.639281 0.000000 -0.525776 0.000000 -0.413709 0.000000 -0.183818 0.000000 -0.183818 0.000000 0.084707 0.000000 0.183250 0.000000 -0.591504 0.000000 -0.479422 0.000000 -0.366493 0.000000 -0.136911 0.000000 -0.136911 0.000000 0.084707 0.000000 0.183250 0.000000 -0.561833 0.000000 -0.448749 0.000000 -0.337059 0.000000 -0.110119 0.000000 -0.110119 0.000000 0.038114 0.000000 -0.482757 0.000000 -0.372186 0.000000 -0.261412 0.000000 -0.039083 0.000000 0.105826 0.000000 0.105826 0.000000 -0.445855 0.000000 -0.335003 0.000000 -0.225890 0.000000 0.073213 0.000000 0.182999 0.000000 0.182999 0.000000 Ry Rz Radians Radians 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 BSE Page 73 of 213 93 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 5. Analysis results 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node OutputCasa Ux in Uy in Uz in Rx Radians Ry Radians Rz j Radians i 64 -31 LRFD6-4N 0.000000 0.000000 -0.362096 0.000000 0.000000 0.000000 65 26 LRFD6-4N 0.000000 0.000000 -0.252525 0.000000 0.000000 0.000000 66 -52 LRFD6-4N 0.000000 0.000000 -0.144457 0.000000 0.000000 0.000000 67 34 LRFD64N 0.000000 0.000000 0.150282 0.000000 0.000000 0.000000 68 -88 LRFD6-4N 0.000000 0.000000 0.259466 0.000000 0.000000 0.000000 69 -88 LRFD6-4N 0.000000 0.000000 0.259466 0.000000 0.000000 0.000000 71 -33 LRFD6-4N 0.000000 0.000000 -0.282068 0.000000 0.000000 0.000000 72 29 LRFD6-4N 0.000000 0.000000 -0.173204 0.000000 0.000000 0.000000 73 -69 LRFD6-4N 0.000000 0.000000 0.076567 0.000000 0.000000 0.000000 74 -77 LRFD6-4N 0.000000 0.000000 0.184661 0.000000 0.000000 0.000000 75 20 LRFD6-4N 0.000000 0.000000 0.293252 0.000000 0.000000 0.000000 76 20 LRFD6-4N 0.000000 0.000000 0.293252 0.000000 0.000000 0.000000 8 27 LRFD4-IN 0.000000 0.000000 -0.618796 0.000000 0.000000 0.000000 9 -34 LRFD4-1 N 0.000000 0.000000 -0.581914 0.000000 0.000000 0.000000 10 -42 LRFD4-1 N 0.000000 0.000000 -0.544465 0.000000 0.000000 0.000000 11 -70 LRFD4-1 N 0.000000 0.000000 -0.463775 0.000000 0.000000 0.000000 12 -70 LRFD4-1 N 0.000000 0.000000 -0.463775 0.000000 0.000000 0.000000 13 28 LRFD4-1 N 0.000000 0.000000 -0.421131 0.000000 0.000000 0.000000 14 -89 LRFD4-1 N 0.000000 0.000000 -0.378977 0.000000 0.000000 0.000000 15 -22 LRFD4-1 N 0.000000 0.000000 -0.563583 0.000000 0.000000 0.000000 16 14 LRFD4-1 N 0.000000 0.000000 -0.525833 0.000000 0.000000 0.000000 17 -43 LRFD4-1 N 0.000000 0.000000 -0.490497 0.000000 0.000000 0.000000 18 11 LRFD4-1N 0.000000 0.000000 -0.408940 0.000000 0.000000 0.000000 19 11 LRFD4-1 N 0.000000 0.000000 -0.408940 0.000000 0.000000 0.000000 20 -78 LRFD4-1 N 0.000000 0.000000 -0.367282 0.000000 0.000000 0.000000 21 42 LRFD4-1 N 0.000000 0.000000 -0.324370 0.000000 0.000000 0.000000 22 -23 LRFD4-1 N 0.000000 0.000000 -0.520977 0.000000 0.000000 0.000000 23 -35 LRFD4-1 N 0.000000 0.000000 -0.485611 0.000000 0.000000 0.000000 24 -44 LRFD4-IN 0.000000 0.000000 -0.449468 0.000000 0.000000 0.000000 25 -71 LRFD4-1N 0.000000 0.000000 -0.369328 0.000000 0.000000 0.000000 26 -71 LRFD4-1 N 0.000000 0.000000 -0.369328 0.000000 0.000000 0.000000 27 -79 LRFD4-1 N 0.000000 0.000000 -0.326364 0.000000 0.000000 0.000000 28 -90 LRFD4-1 N 0.000000 0.000000 -0.284922 0.000000 0.000000 0.000000 29 -24 LRFD4-1 N 0.000000 0.000000 -0.479125 0.000000 0.000000 0.000000 30 16 LRFD4-1 N 0.000000 0.000000 -0.440967 0.000000 0.000000 0.000000 31 -45 LRFD4-1 N 0.000000 0.000000 -0.404878 0.000000 0.000000 0.000000 32 9 LRFD4-1 N 0.000000 0.000000 -0.325770 0.000000 0.000000 0.000000 33 9 LRFD4-1 N 0.000000 0.000000 -0.325770 0.000000 0.000000 0.000000 34 -80 LRFD4-1 N 0.000000 0.000000 -0.286121 0.000000 0.000000 0.000000 35 41 LRFD4-1 N 0.000000 0.000000 -0.244683 0.000000 0.000000 0.000000 36 -25 LRFD4-1 N 0.000000 0.000000 -0.429699 0.000000 0.000000 0.000000 37 -36 LRFD4-1 N 0.000000 0.000000 -0.390873 0.000000 0.000000 0.000000 38 -46 LRFD4-1 N 0.000000 0.000000 -0.352681 0.000000 0.000000 0.000000 39 -72 LRFD4-1 N 0.000000 0.000000 -0.276262 0.000000 0.000000 0.000000 40 -72 LRFD4-IN 0.000000 0.000000 -0.276262 0.000000 0.000000 0.000000 41 33 LRFD4-1 N 0.000000 0.000000 -0.238263 0.000000 0.000000 0.000000 42 -91 LRFD4-1 N 0.000000 0.000000 -0.198023 0.000000 0.000000 0.000000 43 -26 LRFD4-1 N 0.000000 0.000000 -0.399447 0.000000 0.000000 0.000000 44 13 LRFD4-1 N 0.000000 0.000000 -0.360806 0.000000 0.000000 0.000000 45 -47 LRFD4-1 N 0.000000 0.000000 -0.323832 0.000000 0.000000 0.000000 46 12 LRFD4-1 N 0.000000 0.000000 -0.246850 0.000000 0.000000 0.000000 47 12 LRFD4-1 N 0.000000 0.000000 -0.246850 0.000000 0.000000 0.000000 48 -81 LRFD4-1 N 0.000000 0.000000 -0.208430 0.000000 0.000000 0.000000 50 -28 LRFD4-1 N 0.000000 0.000000 -0.322275 0.000000 0.000000 0.000000 BSE Page 74 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 94 of 238 SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node Outputcase Ux in Uy in Uz in Rx Radians Ry Radians Rz Radians 51 -38 LRFD4-1 N 0.000000 0.000000 -0.285351 0.000000 0.000000 0.000000 52 -49 LRFD4-1N 0.000000 0.000000 -0.248143 0.000000 0.000000 0.000000 53 -74 LRFD4-1N 0.000000 0.000000 -0.172300 0.000000 0.000000 0.000000 54 -74 LRFD4-1 N 0.000000 0.000000 -0.172300 0.000000 0.000000 0.000000 55 -83 LRFD4-1 N 0.000000 0.000000 -0.133532 0.000000 0.000000 0.000000 57 -29 LRFD4-1 N 0.000000 0.000000 -0.286692 0.000000 0.000000 0.000000 58 17 LRFD4-1 N 0.000000 0.000000 -0.249207 0.000000 0.000000 0.000000 59 -50 LRFD4-1 N 0.000000 0.000000 -0.212824 0.000000 0.000000 0.000000 60 18 LRFD4-1 N 0.000000 0.000000 -0.137070 0.000000 0.000000 0.000000 61 18 LRFD4-1 N 0.000000 0.000000 -0.137070 0.000000 0.000000 0.000000 62 -84 LRFD4-1N 0.000000 0.000000 -0.099007 0.000000 0.000000 0.000000 64 -31 LRFD4-1 N 0.000000 0.000000 -0.205986 0.000000 0.000000 0.000000 65 26 LRFD4-IN 0.000000 0.000000 -0.168815 0.000000 0.000000 0.000000 66 -52 LRFD4-1N 0.000000 0.000000 -0.132458 0.000000 0.000000 0.000000 67 25 LRFD4-1 N 0.000000 0.000000 -0.057899 0.000000 0.000000 0.000000 68 25 LRFD4-1 N 0.000000 0.000000 -0.057899 0.000000 0.000000 0.000000 69 -88 LRFD4-1 N 0.000000 0.000000 0.056223 0.000000 0.000000 0.000000 71 -33 LRFD4-1 N 0.000000 0.000000 -0.128257 0.000000 0.000000 0.000000 72 29 LRFD4-1 N 0.000000 0.000000 -0.091289 0.000000 0.000000 0.000000 73 -54 LRFD4-1 N 0.000000 0.000000 4054855 0.000000 0.000000 0.000000 74 -77 LRFD4-1 N 0.000000 0.000000 0.052739 0.000000 0.000000 0.000000 75 20 LRFD4-1 N 0.000000 0.000000 0.089922 0.000000 0.000000 0.000000 76 20 LRFD4-1 N 0.000000 0.000000 0.089922 0.000000 0.000000 0.000000 8 -34 LRFD4-3N 0.000000 0.000000 -0.281480 0.000000 0.000000 0.000000 9 -34 LRFD4-3N 0.000000 0.000000 -0.281480 0.000000 0.000000 0.000000 10 -56 LRFD4-3N 0.000000 0.000000 -0.387062 0.000000 0.000000 0.000000 11 -70 LRFD4-3N 0.000000 0.000000 -0.436243 0.000000 0.000000 0.000000 12 28 LRFD4-3N 0.000000 0.000000 -0.482751 0.000000 0.000000 0.000000 13 -89 LRFD4-3N 0.000000 0.000000 -0.529017 0.000000 0.000000 0.000000 14 49 LRFD4-3N 0.000000 0.000000 -0.569616 0.000000 0.000000 0.000000 15 14 LRFD4-3N 0.000000 0.000000 -0.251055 0.000000 0.000000 0.000000 16 14 LRFD4-3N 0.000000 0.000000 -0.251055 0.000000 0.000000 0.000000 17 -57 LRFD4-3N 0.000000 0.000000 -0.359326 0.000000 0.000000 0.000000 18 11 LRFD4-3N 0.000000 0.000000 -0.407338 0.000000 0.000000 0.000000 19 -78 LRFD4-3N 0.000000 0.000000 -0.464378 0.000000 0.000000 0.000000 20 42 LRFD4-3N 0.000000 0.000000 -0.499136 0.000000 0.000000 0.000000 21 -92 LRFD4-3N 0.000000 0.000000 -0.541354 0.000000 0.000000 0.000000 22 -35 LRFD4-3N 0.000000 0.000000 -0.228905 0.000000 0.000000 0.000000 23 -35 LRFD4-3N 0.000000 0.000000 -0.228905 0.000000 0.000000 0.000000 24 -58 LRFD4-3N 0.000000 0.000000 -0.338745 0.000000 0.000000 0.000000 25 -71 LRFD4-3N 0.000000 0.000000 -0.387538 0.000000 0.000000 0.000000 26 -79 LRFD4-3N 0.000000 0.000000 -0.432586 0.000000 0.000000 0.000000 27 -90 LRFD4-3N 0.000000 0.000000 -0.478982 0.000000 0.000000 0.000000 28 -93 LRFD4-3N 0.000000 0.000000 -0.520000 0.000000 0.000000 0.000000 29 16 LRFD4-3N 0.000000 0.000000 -0.205409 0.000000 0.000000 0.000000 30 16 LRFD4-3N 0.000000 0.000000 -0.205409 0.000000 0.000000 0.000000 31 -59 LRFD4-3N 0.000000 0.000000 -0.313477 0.000000 0.000000 0.000000 32 9 LRFD4-3N 0.000000 0.000000 -0.363143 0.000000 0.000000 0.000000 33 -80 LRFD4-3N 0.000000 0.000000 -0.411635 0.000000 0.000000 0.000000 34 41 LRFD4-3N 0.000000 0.000000 -0.457166 0.000000 0.000000 0.000000 35 -94 LRFD4-3N 0.000000 0.000000 -0.499508 0.000000 0.000000 0.000000 36 -36 LRFD4-3N 0.000000 0.000000 -0.178376 0.000000 0.000000 0.000000 37 -36 LRFD4-3N 0.000000 0.000000 -0.178376 0.000000 0.000000 0.000000 38 -60 LRFD4-3N 0.000000 0.000000 -0.286722 0.000000 0.000000 0.000000 BSE Page 75 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 95 of 238 SAFE 2014 v14.1.0 - License #"1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node OutputCase Ux in Uy in Uz in Rx Radians Ry Radians Rz Radians 39 -72 LRFD4-3N 0.000000 0.000000 -0.337596 0.000000 0.000000 0.000000 40 33 LRFD4-3N 0.000000 0.000000 -0.386368 0.000000 0.000000 0.000000 41 -91 LRFD4-3N 0.000000 0.000000 -0.433653 0.000000 0.000000 0.000000 42 48 LRFD4-3N 0.000000 0.000000 -0.474559 0.000000 0.000000 0.000000 43 13 LRFD4-3N 0.000000 0.000000 -0.164414 0.000000 0.000000 0.000000 44 13 LRFD4-3N 0.000000 0.000000 -0.164414 0.000000 0.000000 0.000000 45 -61 LRFD4-3N 0.000000 0.000000 -0.270425 0.000000 0.000000 0.000000 46 12 LRFD4-3N 0.000000 0.000000 -0.320820 0,000000 0.000000 0.000000 47 -81 LRFD4-3N 0.000000 0.000000 -0.371154 0.000000 0.000000 0.000000 48 -81 LRFD4-3N 0.000000 0.000000 -0.371154 0.000000 0.000000 0.000000 50 -38 LRFD4-3N 0.000000 0.000000 -0.129147 0.000000 0.000000 0.000000 51 -38 LRFD4-3N 0.000000 0.000000 -0.129147 0.000000 0.000000 0.000000 52 -63 LRFD4-3N 0.000000 0.000000 -0.231282 0.000000 0.000000 0.000000 53 -74 LRFD4-3N 0.000000 0.000000 -0.281543 0.000000 0.000000 0.000000 54 -83 LRFD4-3N 0.000000 0.000000 -0.331305 0.000000 0.000000 0.000000 55 -83 LRFD4-3N 0.000000 0.000000 -0.331305 0.000000 0.000000 0.000000 57 17 LRFD4-3N 0.000000 0.000000 -0.112234 0.000000 0.000000 0.000000 58 17 LRFD4-3N 0.000000 0.000000 -0.112234 0.000000 0.000000 0.000000 59 -64 LRFD4-3N 0.000000 0.000000 -0.213639 0.000000 0.000000 0.000000 60 18 LRFD4-3N 0.000000 0.000000 -0.262861 0.000000 0.000000 0.000000 61 -84 LRFD4-3N 0.000000 0.000000 -0.313211 0.000000 0.000000 0.000000 62 -84 LRFD4-3N 0.000000 0.000000 -0.313211 0.000000 0.000000 0.000000 64 26 LRFD4-3N 0.000000 0.000000 -0.074453 0.000000 0.000000 0.000000 65 26 LRFD4-3N 0.000000 0.000000 -0.074453 0.000000 0.000000 0.000000 66 -66 LRFD4-3N 0.000000 0.000000 -0.174121 0.000000 0.000000 0.000000 67 25 LRFD4-3N 0.000000 0.000000 -0.222919 0.000000 0.000000 0.000000 68 -86 LRFD4-3N 0.000000 0.000000 -0.272878 0.000000 0.000000 0.000000 69 -86 LRFD4-3N 0.000000 0.000000 -0.272878 0.000000 0.000000 0.000000 71 29 LRFD4-3N 0.000000 0.000000 -0.037637 0.000000 0.000000 0.000000 72 29 LRFD4-3N 0.000000 0.000000 -0.037637 0.000000 0.000000 0.000000 73 -68 LRFD4-3N 0.000000 0.000000 -0.136395 0.000000 0.000000 0.000000 74 34 LRFD4-3N 0.000000 0.000000 -0.185010 0.000000 0.000000 0.000000 75 -88 LRFD4-3N 0.000000 0.000000 -0.234731 0.000000 0.000000 0.000000 76 -88 LRFD4-3N 0.000000 0.000000 -0.234731 0.000000 0.000000 0.000000 8 -22 LRFD4-1 P 0.000000 0.000000 -0.146681 0.000000 0.000000 0.000000 9 14 LRFD4-1 P 0.000000 0.000000 -0.141295 0.000000 0.000000 0.000000 10 -43 LRFD4-1 P 0.000000 0.000000 -0.137056 0.000000 0.000000 0.000000 11 11 LRFD4-1 P 0.000000 0.000000 -0.130475 0.000000 0.000000 0.000000 12 11 LRFD4-1 P 0.000000 0.000000 -0.130475 0.000000 0.000000 0.000000 13 -78 LRFD4-1 P 0.000000 0.000000 -0.128777 0.000000 0.000000 0.000000 14 42 LRFD4-1P 0.000000 0.000000 -0.125859 0.000000 0.000000 0.000000 15 -22 LRFD4-1 P 0.000000 0.000000 -0.146681 0.000000 0.000000 0.000000 16 14 LRFD4-1 P 0.000000 0.000000 -0.141295 0.000000 0.000000 0.000000 17 -43 LRFD4-1 P 0.000000 0.000000 -0.137056 0.000000 0.000000 0.000000 18 11 LRFD4-1 P 0.000000 0.000000 -0.130475 0.000000 0.000000 0.000000 19 11 LRFD4-1 P 0.000000 0.000000 -0.130475 0.000000 0.000000 0.000000 20 -78 LRFD4-1 P 0.000000 0.000000 -0.128777 0.000000 0.000000 0.000000 21 42 LRFD4-1 P 0.000000 0.000000 -0.125859 0.000000 0.000000 0.000000 22 -24 LRFD4-1 P 0.000000 0.000000 -0.203859 0.000000 0.000000 0.000000 23 16 LRFD4-1 P 0.000000 0.000000 -0.199113 0.000000 0.000000 0.000000 24 -45 LRFD4-1P 0.000000 0.000000 -0.195929 0.000000 0.000000 0.000000 25 9 LRFD4-1P 0.000000 0.000000 -0.187630 0.000000 0.000000 0.000000 26 9 LRFD4-1P 0.000000 0.000000 -0.187630 0.000000 0.000000 0.000000 27 -80 LRFD4-1 P 0.000000 0.000000 -0.184153 0.000000 0.000000 0.000000 BSE Page 76 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 96 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node Outputcase Ux in Uy in Uz in Rx 'Radians Ry Radians Rz Radians 28 41 LRFD4-1 P 0.000000 0.000000 -0.179895 0.000000 0.000000 0.000000 29 -25 LRFD4-1 P 0.000000 0.000000 -0.236240 0.000000 0.000000 0.000000 30 -36 LRFD4-1P 0.000000 0.000000 -0.234267 0.000000 0.000000 0.000000 31 -46 LRFD4-1 P 0.000000 0.000000 -0.231977 0.000000 0.000000 0.000000 32 -72 LRFD4-1 P 0.000000 0.000000 -0.222813 0.000000 0.000000 0.000000 33 -72 LRFD4-1 P 0.000000 0.000000 -0.222813 0.000000 0.000000 0.000000 34 33 LRFD4-1 P 0.000000 0.000000 -0.216585 0.000000 0.000000 0.000000 35 -91 LRFD4-1 P 0.000000 0.000000 -0.212393 0.000000 0.000000 0.000000 36 -26 LRFD4-1 P 0.000000 0.000000 -0.255981 0.000000 0.000000 0.000000 37 13 LRFD4-1 P 0.000000 0.000000 -0.251855 0.000000 0.000000 0.000000 38 -47 LRFD4-1 P 0.000000 0.000000 -0.249675 0.000000 0.000000 0.000000 39 12 LRFD4-1 P 0.000000 0.000000 -0.240588 0.000000 0.000000 0.000000 40 12 LRFD4-1 P 0.000000 0.000000 -0.240588 0.000000 0.000000 0.000000 41 -81 LRFD4-1 P 0.000000 0.000000 -0.237225 0.000000 0.000000 0.000000 42 -91 LRFD4-1 P 0.000000 0.000000 -0.212393 0.000000 0.000000 0.000000 43 -27 LRFD4-1 P 0.000000 0.000000 -0.279899 0.000000 0.000000 0.000000 44 -37 LRFD4-1 P 0.000000 0.000000 -0.275973 0.000000 0.000000 0.000000 45 -48 LRFD4-1 P 0.000000 0.000000 -0.272575 0.000000 0.000000 0.000000 46 -73 LRFD4-1 P 0.000000 0.000000 -0.264996 0.000000 0.000000 0.000000 47 -73 LRFD4-1 P 0.000000 0.000000 -0.264996 0.000000 0.000000 0.000000 48 -82 LRFD4-1 P 0.000000 0.000000 -0.261680 0.000000 0.000000 0.000000 50 -29 LRFD4-1 P 0.000000 0.000000 -0.320452 0.000000 0.000000 0.000000 51 17 LRFD4-1 P 0.000000 0.000000 -0.315627 0.000000 0.000000 0.000000 52 -50 LRFD4-1 P 0.000000 0.000000 -0.312870 0.000000 0.000000 0.000000 53 18 LRFD4-1 P 0.000000 0.000000 -0.305025 0.000000 0.000000 0.000000 54 18 LRFD4-1 P 0.000000 0.000000 -0.305025 0.000000 0.000000 0.000000 55 -84 LRFD4-1 P 0.000000 0.000000 -0.302737 0.000000 0.000000 0.000000 57 -31 LRFD4-1 P 0.000000 0.000000 -0.361826 0.000000 0.000000 0.000000 58 26 LRFD4-1 P 0.000000 0.000000 -0.357198 0.000000 0.000000 0.000000 59 -52 LRFD4-1 P 0.000000 0.000000 -0.354665 0.000000 0.000000 0.000000 60 25 LRFD4-1 P 0.000000 0.000000 -0.346779 0.000000 0.000000 0.000000 61 25 LRFD4-1 P 0.000000 0.000000 -0.346779 0.000000 0.000000 0.000000 62 -86 LRFD4-1 P 0.000000 0.000000 -0.344395 0.000000 0.000000 0.000000 64 -33 LRFD4-1 P 0.000000 0.000000 -0.400844 0.000000 0.000000 0.000000 65 29 LRFD4-1 P 0.000000 0.000000 -0.396297 0.000000 0.000000 0.000000 66 -54 LRFD4-1P 0.000000 0.000000 -0.394021 0.000000 0.000000 0.000000 67 34 LRFD4-1 P 0.000000 0.000000 -0.385961 0.000000 0.000000 0.000000 68 34 LRFD4-1 P 0.000000 0.000000 -0.385961 0.000000 0.000000 0.000000 69 -88 LRFD4-1 P 0.000000 0.000000 -0.383542 0.000000 0.000000 0.000000 71 19 LRFD4-1 P 0.000000 0.000000 -0.417896 0.000000 0.000000 0.000000 72 -41 LRFD4-1 P 0.000000 0.000000 -0.414503 0.000000 0.000000 0.000000 73 -55 LRFD4-1 P 0.000000 0.000000 -0.411263 0.000000 0.000000 0.000000 74 -77 LRFD4-1 P 0.000000 0.000000 -0.404164 0.000000 0.000000 0.000000 75 -77 LRFD4-1 P 0.000000 0.000000 -0.404164 0.000000 0.000000 0.000000 76 20 LRFD4-1P 0.000000 0.000000 -0.400630 0.000000 0.000000 0.000000 8 -22 LRFD4-3P 0.000000 0.000000 -0.512009 0.000000 0.000000 0.000000 9 14 LRFD4-3P 0.000000 0.000000 -0.416073 0.000000 0.000000 0.000000 10 -43 LRFD4-3P 0.000000 0.000000 -0.321737 0.000000 0.000000 0.000000 11 11 LRFD4-3P 0.000000 0.000000 -0.132077 0.000000 0.000000 0.000000 12 11 LRFD4-3P 0.000000 0.000000 -0.132077 0.000000 0.000000 0.000000 13 -89 LRFD4-3P 0.000000 0.000000 0.060031 0.000000 0.000000 0.000000 14 49 LRFD4-3P 0.000000 0.000000 0.139722 0.000000 0.000000 0.000000 15 -22 LRFD4-3P 0.000000 0.000000 -0.512009 0.000000 0.000000 0.000000 16 14 LRFD4-3P 0.000000 0.000000 -0.416073 0.000000 0.000000 0.000000 BSE Page 77 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 97 of 238 SAFE 2014 v14.1.0 - License #"10GJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node Outputcase Ux in Uy in Uz in Rx Radians Ry Radians Rz Radians 17 -43 LRFD4-3P 0.000000 0.000000 -0.321737 0.000000 0.000000 0.000000 18 11 LRFD4-3P 0.000000 0.000000 -0.132077 0.000000 0.000000 0.000000 19 11 LRFD4-3P 0.000000 0.000000 -0.132077 0.000000 0.000000 0.000000 20 42 LRFD4-3P 0.000000 0.000000 0.048908 0.000000 0.000000 0.000000 21 -92 LRFD4-3P 0.000000 0.000000 0.128814 0.000000 0.000000 0.000000 22 -24 LRFD4-3P 0.000000 0.000000 -0.529899 0.000000 0.000000 0.000000 23 16 LRFD4-3P 0.000000 0.000000 -0.434672 0.000000 0.000000 0.000000 24 -45 LRFD4-3P 0.000000 0.000000 -0.340976 0.000000 0.000000 0.000000 25 9 LRFD4-3P 0.000000 0.000000 -0.150257 0.000000 0.000000 0.000000 26 9 LRFD4-3P 0.000000 0.000000 -0.150257 0.000000 0.000000 0.000000 27 -80 LRFD4-3P 0.000000 0.000000 -0.058639 0.000000 0.000000 0.000000 28 -93 LRFD4-3P 0.000000 0.000000 0.120635 0.000000 0.000000 0.000000 29 -25 LRFD4-3P 0.000000 0.000000 -0.537871 0.000000 0.000000 0.000000 30 -36 LRFD4-3P 0.000000 0.000000 -0.446764 0.000000 0.000000 0.000000 31 -46 LRFD4-3P 0.000000 0.000000 -0.354175 0.000000 0.000000 0.000000 32 -72 LRFD4-3P 0.000000 0.000000 -0.161479 0.000000 0.000000 0.000000 33 -72 LRFD4-3P 0.000000 0.000000 -0.161479 0.000000 0.000000 0.000000 34 33 LRFD4-3P 0.000000 0.000000 -0.068481 0.000000 0.000000 0.000000 35 -94 LRFD4-3P 0.000000 0.000000 0.112634 0.000000 0.000000 0.000000 36 -26 LRFD4-3P 0.000000 0.000000 -0.542258 0.000000 0.000000 0.000000 37 13 LRFD4-3P 0.000000 0.000000 -0.448247 0.000000 0.000000 0.000000 38 -47 LRFD4-3P 0.000000 0.000000 -0.356281 0.000000 0.000000 0.000000 39 12 LRFD4-3P 0.000000 0.000000 -0.166618 0.000000 0.000000 0.000000 40 12 LRFD4-3P 0.000000 0.000000 -0.166618 0.000000 0.000000 0.000000 41 -81 LRFD4-3P 0.000000 0.000000 -0.074501 0.000000 0.000000 0.000000 42 48 LRFD4-3P 0.000000 0.000000 0.103122 0.000000 0.000000 0.000000 43 -27 LRFD4-3P 0.000000 0.000000 -0.544835 0.000000 0.000000 0.000000 44 -37 LRFD4-3P 0.000000 0,000000 -0.451941 0.000000 0.000000 0.000000 45 -48 LRFD4-3P 0.000000 0.000000 -0.359179 0.000000 0.000000 0.000000 46 -73 LRFD4-3P 0.000000 0.000000 -0.173049 0.000000 0.000000 0.000000 47 -73 LRFD4-3P 0.000000 0.000000 -0.173049 0.000000 0.000000 0.000000 48 -82 LRFD4-3P 0.000000 0.000000 -0.080870 0.000000 0.000000 0.000000 50 -28 LRFD4-3P 0.000000 0.000000 -0.545726 0.000000 0.000000 0.000000 51 -38 LRFD4-3P 0.000000 0.000000 -0.453311 0.000000 0.000000 0.000000 52 -50 LRFD4-3P 0.000000 0.000000 -0.362385 0.000000 0.000000 0.000000 53 18 LRFD4-3P 0.000000 0.000000 -0.179234 0.000000 0.000000 0.000000 54 18 LRFD4-3P 0.000000 0.000000 4179234 0.000000 0.000000 0.000000 55 -84 LRFD4-3P 0.000000 0.000000 -0.088533 0.000000 0.000000 0.000000 57 -29 LRFD4-3P 0.000000 0.000000 -0.545634 0.000000 0.000000 0.000000 58 -39 LRFD4-3P 0.000000 0.000000 -0.453413 0.000000 0.000000 0.000000 59 -51 LRFD4-3P 0.000000 0.000000 -0.362666 0.000000 0.000000 0.000000 60 25 LRFD4-3P 0.000000 0.000000 -0.181759 0.000000 0.000000 0.000000 61 25 LRFD4-3P 0.000000 0.000000 -0.181759 0.000000 0.000000 0.000000 62 -86 LRFD4-3P 0.000000 0.000000 -0.091863 0.000000 0.000000 0.000000 64 -31 LRFD4-3P 0.000000 0.000000 -0.543331 0.000000 0.000000 0.000000 65 -40 LRFD4-3P 0.000000 0.000000 -0.451816 0.000000 0.000000 0.000000 66 -52 LRFD4-3P 0.000000 0.000000 -0.362561 0.000000 0.000000 0.000000 67 -76 LRFD4-3P 0.000000 0.000000 -0.182459 0.000000 0.000000 0.000000 68 -76 LRFD4-3P 0.000000 0.000000 -0.182459 0.000000 0.000000 0.000000 69 -88 LRFD4-3P 0.000000 0.000000 -0.092588 0.000000 0.000000 0.000000 71 -33 LRFD4-3P 0.000000 0.000000 -0.541064 0.000000 0.000000 0.000000 72 -41 LRFD4-3P 0.000000 0.000000 -0.450538 0.000000 0.000000 0.000000 73 -54 LRFD4-3P 0.000000 0.000000 -0.361663 0.000000 0.000000 0.000000 74 -77 LRFD4-3P 0.000000 0.000000 -0.182532 0.000000 0.000000 0.000000 BSE Page 78 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 98 of 238 SAFE 2014 04.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node OutputCase Ux in Uy in Uz in Rx Radians Ry Radians Rz Radians 75 -77 LRFD4-3P 0.000000 0.000000 -0.182532 0.000000 0.000000 0.000000 76 20 LRFD4-3P 0.000000 0.000000 -0.092658 0.000000 0.000000 0.000000 8 27 LRFD4-2N 0.000000 0.000000 0.082980 0.000000 0.000000 0.000000 9 14 LRFD4-2N 0.000000 0.000000 -0.024677 0.000000 0.000000 0.000000 10 -57 LRFD4-2N 0.000000 0.000000 -0.227908 0.000000 0.000000 0.000000 11 11 LRFD4-2N 0.000000 0.000000 -0.325002 0.000000 0.000000 0.000000 12 -78 LRFD4-2N 0.000000 0.000000 -0.420430 0.000000 0.000000 0.000000 13 42 LRFD4-2N 0.000000 0.000000 -0.513161 0.000000 0.000000 0.000000 14 -92 LRFD4-2N 0.000000 0.000000 -0.597227 0.000000 0.000000 0.000000 15 -22 LRFD4-2N 0.000000 0.000000 0.075049 0.000000 0.000000 0.000000 16 14 LRFD4-2N 0.000000 0.000000 -0.024677 0.000000 0.000000 0.000000 17 -57 LRFD4-2N 0.000000 0.000000 -0.227908 0.000000 0.000000 0.000000 18 11 LRFD4-2N 0.000000 0.000000 -0.325002 0.000000 0.000000 0.000000 19 -78 LRFD4-2N 0.000000 0.000000 -0.420430 0.000000 0.000000 0.000000 20 42 LRFD4-2N 0.000000 0.000000 -0.513161 0.000000 0.000000 0.000000 21 -92 LRFD4-2N 0.000000 0.000000 -0.597227 0.000000 0.000000 0.000000 22 -23 LRFD4-2N 0.000000 0.000000 0.068862 0.000000 0.000000 0.000000 23 16 LRFD4-2N 0.000000 0.000000 -0.037093 0.000000 0.000000 0.000000 24 -59 LRFD4-2N 0.000000 0.000000 -0.240456 0.000000 0.000000 0.000000 25 9 LRFD4-2N 0.000000 0.000000 -0.338076 0.000000 0.000000 0.000000 26 -80 LRFD4-2N 0.000000 0.000000 -0.433616 0.000000 0.000000 0.000000 27 41 LRFD4-2N 0.000000 0.000000 -0.526004 0.000000 0.000000 0.000000 28 -94 LRFD4-2N 0.000000 0.000000 -0.610055 0.000000 0.000000 0.000000 29 -24 LRFD4-2N 0.000000 0.000000 0.062437 0.000000 0.000000 0.000000 30 -36 LRFD4-2N 0.000000 0.000000 -0.044598 0.000000 0.000000 0.000000 31 -60 LRFD4-2N 0.000000 0.000000 -0.249883 0.000000 0.000000 0.000000 32 -72 LRFD4-2N 0.000000 0.000000 -0.347275 0.000000 0.000000 0.000000 33 33 LRFD4-2N 0.000000 0.000000 -0.441236 0.000000 0.000000 0.000000 34 -91 LRFD4-2N 0.000000 0.000000 -0.535278 0.000000 0.000000 0.000000 35 48 LRFD4-2N 0.000000 0.000000 -0.617781 0.000000 0.000000 0.000000 36 -25 LRFD4-2N 0.000000 0.000000 0.053368 0.000000 0.000000 0.000000 37 13 LRFD4-2N 0.000000 0.000000 -0.051269 0.000000 0.000000 0.000000 38 -61 LRFD4-2N 0.000000 0.000000 -0.252371 0.000000 0.000000 0.000000 39 12 LRFD4-2N 0.000000 0.000000 -0.349563 0.000000 0.000000 0.000000 40 -81 LRFD4-2N 0.000000 0.000000 -0.446870 0.000000 0.000000 0.000000 41 -91 LRFD4-2N 0.000000 0.000000 -0.535278 0.000000 0.000000 0.000000 42 48 LRFD4-2N 0.000000 0.000000 -0.617781 0.000000 0.000000 0.000000 43 -37 LRFD4-2N 0.000000 0.000000 -0.060135 0.000000 0.000000 0.000000 44 -37 LRFD4-2N 0.000000 0.000000 -0.060135 0.000000 0.000000 0.000000 45 -62 LRFD4-2N 0.000000 0.000000 -0.257564 0.000000 0.000000 0.000000 46 -73 LRFD4-2N 0.000000 0.000000 -0.355243 0.000000 0.000000 0.000000 47 -82 LRFD4-2N 0.000000 0.000000 -0.452253 0.000000 0.000000 0.000000 48 -82 LRFD4-2N 0.000000 0.000000 -0.452253 0.000000 0.000000 0.000000 50 17 LRFD4-2N 0.000000 0.000000 -0.075090 0.000000 0.000000 0.000000 51 17 LRFD4-2N 0.000000 0.000000 -0.075090 0.000000 0.000000 0.000000 52 -64 LRFD4-2N 0.000000 0.000000 -0.268731 0.000000 0.000000 0.000000 53 18 LRFD4-2N 0.000000 0.000000 -0.364125 0.000000 0.000000 0.000000 54 -84 LRFD4-2N 0.000000 0.000000 -0.461517 0.000000 0.000000 0.000000 55 -84 LRFD4-2N 0.000000 0.000000 -0.461517 0.000000 0.000000 0.000000 57 26 LRFD4-2N 0.000000 0.000000 -0.090696 0.000000 0.000000 0.000000 58 26 LRFD4-2N 0.000000 0.000000 -0.090696 0.000000 0.000000 0.000000 59 -66 LRFD4-2N 0.000000 0.000000 -0.281657 0.000000 0.000000 0.000000 60 25 LRFD4-2N 0.000000 0.000000 -0.375867 0.000000 0.000000 0.000000 61 -86 LRFD4-2N 0.000000 0.000000 -0.472318 0.000000 0.000000 0.000000 BSE Page 79 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 99 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements -Summary, Part 1 of 2 Panel Node Outputcase Ux Uy Uz . Rx Ry Rz in in in Radians Radians Radians 62 -86 LRFD4-2N 0.000000 0.000000 -0.472318 0.000000 0.000000 0.000000 64 29 LRFD4-2N 0.000000 0.000000 -0.104916 0.000000 0.000000 0.000000 65 29 LRFD4-2N 0.000000 0.000000 -0.104916 0.000000 0.000000 0.000000 66 -68 LRFD4-2N 0.000000 0.000000 -0.294557 0.000000 0.000000 0.000000 67 34 LRFD4-2N 0.000000 0.000000 -0.388055 0.000000 0.000000 0.000000 68 -88 LRFD4-2N 0.000000 0.000000 -0.483995 0.000000 0.000000 0.000000 69 -88 LRFD4-2N 0.000000 0.000000 -0.483995 0.000000 0.000000 0.000000 71 -41 LRFD4-2N 0.000000 0.000000 -0.111278 0.000000 0.000000 0.000000 72 -41 LRFD4-2N 0.000000 0.000000 -0.111278 0.000000 0.000000 0.000000 73 -69 LRFD4-2N 0.000000 0.000000 -0.300221 0.000000 0.000000 0.000000 74 -77 LRFD4-2N 0.000000 0.000000 -0.394525 0.000000 0.000000 0.000000 75 20 LRFD4-2N 0.000000 0.000000 -0.489244 0.000000 0.000000 0.000000 76 20 LRFD4-2N 0.000000 0.000000 -0.489244 0.000000 0.000000 0.000000 8 27 LRFD4-2P 0.000000 0.000000 -0.811182 0.000000 0.000000 0.000000 9 -34 LRFD4-2P 0.000000 0.000000 -0.669481 0.000000 0.000000 0.000000 10 -42 LRFD4-2P 0.000000 0.000000 -0.526755 0.000000 0.000000 0.000000 11 -70 LRFD4-2P 0.000000 0.000000 4241769 0.000000 0.000000 0.000000 12 -70 LRFD4-2P 0.000000 0.000000 -0.241769 0.000000 0,000000 0.000000 13 28 LRFD4-2P 0.000000 0.000000 -0.101651 0.000000 0.000000 0.000000 14 -92 LRFD4-2P 0.000000 0.000000 0.184688 0.000000 0.000000 0.000000 15 -22 LRFD4-2P 0.000000 0.000000 -0.785312 0.000000 0.000000 0.000000 16 14 LRFD4-2P 0.000000 0.000000 -0.642451 0.000000 0.000000 0.000000 17 -43 LRFD4-2P 0.000000 0.000000 -0.501748 0.000000 0.000000 0.000000 18 11 LRFD4-2P 0.000000 0.000000 -0.214413 0.000000 0.000000 0.000000 19 11 LRFD4-2P 0.000000 0.000000 -0.214413 0.000000 0.000000 0.000000 20 -78 LRFD4-2P 0.000000 0.000000 -0.075628 0.000000 0.000000 0.000000 21 -92 LRFD4-2P 0.000000 0.000000 0.184688 0.000000 0.000000 0.000000 22 -23 LRFD4-2P 0.000000 0.000000 -0.765055 0.000000 0.000000 0.000000 23 -35 LRFD4-2P 0.000000 0.000000 -0.625063 0.000000 0.000000 0.000000 24 -44 LRFD4-2P 0.000000 0.000000 4483473 0.000000 0.000000 0.000000 25 -71 LRFD4-2P 0.000000 0.000000 -0.194448 0.000000 0.000000 0.000000 26 -71 LRFD4-2P 0.000000 0.000000 -0.194448 0.000000 0.000000 0.000000 27 41 LRFD4-2P 0.000000 0.000000 0.101426 0.000000 0.000000 0.000000 28 -94 LRFD4-2P 0.000000 0.000000 0.223181 0.000000 0.000000 0.000000 29 -24 LRFD4-2P 0.000000 0.000000 -0.745421 0.000000 0.000000 0.000000 30 16 LRFD4-2P 0.000000 0.000000 -0.602987 0.000000 0.000000 0.000000 31 -45 LRFD4-2P 0.000000 0.000000 -0.462223 0.000000 0.000000 0.000000 32 9 LRFD4-2P 0.000000 0.000000 -0.175324 0.000000 0.000000 0.000000 33 9 LRFD4-2P 0.000000 0.000000 -0.175324 0.000000 0.000000 0.000000 34 -91 LRFD4-2P 0.000000 0.000000 0.124863 0.000000 0.000000 0.000000 35 48 LRFD4-2P 0.000000 0.000000 0.246344 0.000000 0.000000 0.000000 36 -25 LRFD4-2P 0.000000 0.000000 -0.719308 0.000000 0.000000 0.000000 37 -36 LRFD4-2P 0.000000 0.000000 -0.580543 0.000000 0.000000 0.000000 38 -46 LRFD4-2P 0.000000 0.000000 -0.440094 0.000000 0.000000 0.000000 39 -72 LRFD4-2P 0.000000 0.000000 -0.151800 0.000000 0.000000 0.000000 40 -72 LRFD4-2P 0.000000 0.000000 -0.151800 0.000000 0.000000 0.000000 41 -91 LRFD4-2P 0.000000 0.000000 0.124863 0.000000 0.000000 0.000000 42 48 LRFD4-2P 0.000000 0.000000 0.246344 0.000000 0.000000 0.000000 43 -26 LRFD4-2P 0.000000 0.000000 -0.702683 0.000000 0.000000 0.000000 44 13 LRFD4-2P 0.000000 0.000000 -0.561391 0.000000 0.000000 0.000000 45 -47 LRFD4-2P 0.000000 0.000000 -0.422102 0.000000 0.000000 0.000000 46 12 LRFD4-2P 0.000000 0.000000 -0.137875 0.000000 0.000000 0.000000 47 12 LRFD4-2P 0.000000 0.000000 -0.137875 0.000000 0.000000 0.000000 48 -82 LRFD4-2P 0.000000 0.000000 0.020846 0.000000 0.000000 0.000000 BSE Page 80 of 213 100 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 5. Analysis results 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node OutputCase Ux in Uy in Uz in Rx - Radians Ry Radians Rz Radians 50 -28 LRFD4-2P 0.000000 0.000000 -0.653041 0.000000 0.000000 0.000000 51 -38 LRFD4-2P 0.000000 0.000000 -0.514438 0.000000 0.000000 0.000000 52 -49 LRFD4-2P 0.000000 0.000000 -0.375917 0.000000 0.000000 0.000000 53 -74 LRFD4-2P 0.000000 0.000000 -0.098489 0.000000 0.000000 0.000000 54 -74 LRFD4-2P 0.000000 0.000000 -0.098489 0.000000 0.000000 0.000000 55 -84 LRFD4-2P 0.000000 0.000000 0.059773 0.000000 0.000000 0.000000 57 -29 LRFD4-2P 0.000000 0.000000 -0.628822 0.000000 0.000000 0.000000 58 17 LRFD4-2P 0.000000 0.000000 -0.489744 0.000000 0.000000 0.000000 59 -50 LRFD4-2P 0.000000 0.000000 -0.353511 0.000000 0.000000 0.000000 60 18 LRFD4-2P 0.000000 0.000000 -0.077970 0.000000 0.000000 0.000000 61 -86 LRFD4-2P 0.000000 0.000000 0.107578 0.000000 0.000000 0.000000 62 -86 LRFD4-2P 0.000000 0.000000 0.107578 0.000000 0.000000 0.000000 64 -31 LRFD4-2P 0.000000 0.000000 -0.572657 0.000000 0.000000 0.000000 65 26 LRFD4-2P 0.000000 0.000000 -0.435317 0.000000 0.000000 0.000000 66 -52 LRFD4-2P 0.000000 0.000000 -0.300653 0.000000 0.000000 0.000000 67 25 LRFD4-2P 0.000000 0.000000 -0.028811 0.000000 0.000000 0.000000 68 -88 LRFD4-2P 0.000000 0.000000 0.156675 0.000000 0.000000 0.000000 69 -88 LRFD4-2P 0.000000 0.000000 0.156675 0.000000 0.000000 0.000000 71 -33 LRFD4-2P 0.000000 0.000000 -0.519082 0.000000 0.000000 0.000000 72 29 LRFD4-2P 0.000000 0.000000 -0.382670 0.000000 0.000000 0.000000 73 -54 LRFD4-2P 0.000000 0.000000 -0.248809 0.000000 0.000000 0.000000 74 -77 LRFD4-2P 0.000000 0.000000 0.043100 0.000000 0.000000 0.000000 75 20 LRFD4-2P 0.000000 0.000000 0.178536 0.000000 0.000000 0.000000 76 20 LRFD4-2P 0.000000 0.000000 0.178536 0.000000 0.000000 0.000000 8 27 LRFD4-4N 0.000000 0.000000 -0.860617 0.000000 0.000000 0.000000 9 -34 LRFD4-4N 0.000000 0.000000 -0.742844 0.000000 0.000000 0.000000 10 -42 LRFD4-4N 0.000000 0.000000 -0.624030 0.000000 0.000000 0.000000 11 -70 LRFD4-4N 0.000000 0.000000 -0.383318 0.000000 0.000000 0.000000 12 -70 LRFD4-4N 0.000000 0.000000 -0.383318 0.000000 0.000000 0.000000 13 28 LRFD4-4N 0.000000 0.000000 -0.263332 0.000000 0.000000 0.000000 14 -89 LRFD4-4N 0.000000 0.000000 -0.144418 0.000000 0.000000 0.000000 15 -22 LRFD4-4N 0.000000 0.000000 -0.806972 0.000000 0.000000 0.000000 16 14 LRFD4-4N 0.000000 0.000000 -0.688139 0.000000 0.000000 0.000000 17 -43 LRFD4-4N 0.000000 0.000000 -0.571801 0.000000 0.000000 0.000000 18 11 LRFD4-4N 0.000000 0.000000 -0.329095 0.000000 0.000000 0.000000 19 11 LRFD4-4N 0.000000 0.000000 -0.329095 0.000000 0.000000 0.000000 20 -78 LRFD4-4N 0.000000 0.000000 -0.210426 0.000000 0.000000 0.000000 21 42 LRFD4-4N 0.000000 0.000000 -0.091542 0.000000 0.000000 0.000000 22 -23 LRFD4-4N 0.000000 0.000000 -0.765415 0.000000 0.000000 0.000000 23 -35 LRFD4-4N 0.000000 0.000000 -0.649866 0.000000 0.000000 0.000000 24 -44 LRFD4-4N 0.000000 0.000000 -0.532588 0.000000 0.000000 0.000000 25 -71 LRFD4-4N 0.000000 0.000000 -0.289392 0.000000 0.000000 0.000000 26 -71 LRFD4-4N 0.000000 0.000000 -0.289392 0.000000 0.000000 0.000000 27 -79 LRFD4-4N 0.000000 0.000000 -0.170423 0.000000 0.000000 0.000000 28 -94 LRFD4-4N 0.000000 0.000000 0.090018 0.000000 0.000000 0.000000 29 -24 LRFD4-4N 0.000000 0.000000 -0.724654 0.000000 0.000000 0.000000 30 16 LRFD4-4N 0.000000 0.000000 -0.605786 0.000000 0.000000 0.000000 31 -45 LRFD4-4N 0.000000 0.000000 -0.488810 0.000000 0.000000 0.000000 32 9 LRFD4-4N 0.000000 0.000000 -0.247993 0.000000 0.000000 0.000000 33 9 LRFD4-4N 0.000000 0.000000 -0.247993 0.000000 0.000000 0.000000 34 -80 LRFD4-4N 0.000000 0.000000 -0.130782 0.000000 0.000000 0.000000 35 48 LRFD4-4N 0.000000 0.000000 0.136821 0.000000 0.000000 0.000000 36 -25 LRFD44N 0.000000 0.000000 -0.674747 0.000000 0.000000 0.000000 37 -36 LRFD4-4N 0.000000 0.000000 -0.557565 0.000000 0.000000 0.000000 BSE Page 81 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 101 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node Outputcase Ux in Uy in Uz in Rx Radians Ry Radians Rz Radians 38 -46 LRFD4-4N 0.000000 0.000000 -0.439575 0.000000 0.000000 0.000000 39 -72 LRFD4-4N 0.000000 0.000000 -0.199295 0.000000 0.000000 0.000000 40 -72 LRFD44N 0.000000 0.000000 -0.199295 0.000000 0.000000 0.000000 41 33 LRFD4-4N 0.000000 0.000000 -0.083819 0.000000 0.000000 0.000000 42 48 LRFD44N 0.000000 0.000000 0.136821 0.000000 0.000000 0.000000 43 -26 LRFD44N 0.000000 0.000000 -0.643762 0.000000 0.000000 0.000000 44 13 LRFD44N 0.000000 0.000000 -0.525332 0.000000 0.000000 0.000000 45 -47 LRFD4-4N 0.000000 0.000000 -0.408748 0.000000 0.000000 0.000000 46 12 LRFD44N 0.000000 0.000000 -0.171049 0.000000 0.000000 0.000000 47 12 LRFD4-4N 0.000000 0.000000 -0.171049 0.000000 0.000000 0.000000 48 -81 LRFD44N 0.000000 0.000000 -0.054128 0.000000 0.000000 0.000000 50 -28 LRFD4-4N 0.000000 0.000000 -0.560683 0.000000 0.000000 0.000000 51 -38 LRFD44N 0.000000 0.000000 -0.444994 0.000000 0.000000 0.000000 52 -49 LRFD44N 0.000000 0.000000 -0.329123 0.000000 0.000000 0.000000 53 -74 LRFD44N 0.000000 0.000000 -0,096413 0.000000 0.000000 0.000000 54 -74 LRFD44N 0.000000 0.000000 -0.096413 0.000000 0.000000 0.000000 55 -84 LRFD44N 0.000000 0.000000 0.055608 0.000000 0.000000 0.000000 57 -29 LRFD44N 0.000000 0.000000 -0.521748 0.000000 0.000000 0.000000 58 17 LRFD44N 0.000000 0.000000 -0.405607 0.000000 0.000000 0.000000 59 -50 LRFD4-4N 0.000000 0.000000 -0.291601 0.000000 0.000000 0.000000 60 18 LRFD44N 0.000000 0.000000 -0.060403 0.000000 0.000000 0.000000 61 -86 LRFD44N 0.000000 0.000000 0.137406 0.000000 0.000000 0.000000 62 -86 LRFD44N 0.000000 0.000000 0.137406 0.000000 0.000000 0.000000 64 -31 LRFD44N 0.000000 0.000000 -0.433072 0.000000 0.000000 0.000000 65 26 LRFD44N 0.000000 0.000000 -0.318277 0.000000 0.000000 0.000000 66 -52 LRFD4-4N 0.000000 0.000000 -0.205348 0.000000 0.000000 0.000000 67 34 LRFD44N 0.000000 0.000000 0.104400 0.000000 0.000000 0.000000 68 -88 LRFD4-4N 0.000000 0.000000 0.218551 0.000000 0.000000 0.000000 69 -88 LRFD4-4N 0.000000 0.000000 0.218551 0.000000 0.000000 0.000000 71 -33 LRFD4-4N 0.000000 0.000000 -0.348205 0.000000 0.000000 0.000000 72 29 LRFD4-4N 0.000000 0.000000 -0.234152 0.000000 0.000000 0.000000 73 -54 LRFD44N 0.000000 0.000000 -0.121699 0.000000 0.000000 0.000000 74 -77 LRFD44N 0.000000 0.000000 0.140733 0.000000 0.000000 0.000000 75 20 LRFD44N 0.000000 0.000000 0.254413 0.000000 0.000000 0.000000 76 20 LRFD44N 0.000000 0.000000 0.254413 0.000000 0.000000 0.000000 8 27 LRFD44P 0.000000 0.000000 0.132415 0.000000 0.000000 0.000000 9 -34 LRFD44P 0.000000 0.000000 0.055973 0.000000 0.000000 0.000000 10 -57 LRFD4-4P 0.000000 0.000000 -0.134265 0.000000 0.000000 0.000000 11 11 LRFD44P 0.000000 0.000000 -0.210320 0.000000 0.000000 0.000000 12 -78 LRFD44P 0.000000 0.000000 -0.285633 0.000000 0.000000 0.000000 13 42 LRFD44P 0.000000 0.000000 -0.358687 0.000000 0.000000 0.000000 14 -92 LRFD44P 0.000000 0.000000 -0.424400 0.000000 0.000000 0.000000 15 -22 LRFD4-4P 0.000000 0.000000 0.096708 0.000000 0.000000 0.000000 16 14 LRFD4-4P 0.000000 0.000000 0.021010 0.000000 0.000000 0.000000 17 -57 LRFD44P 0.000000 0.000000 -0.134265 0.000000 0.000000 0.000000 18 11 LRFD44P 0.000000 0.000000 -0.210320 0.000000 0.000000 0.000000 19 -78 LRFD44P 0.000000 0.000000 -0.285633 0.000000 0.000000 0.000000 20 42 LRFD44P 0.000000 0.000000 -0.358687 0.000000 0.000000 0.000000 21 -92 LRFD44P 0.000000 0.000000 -0.424400 0.000000 0.000000 0.000000 22 -23 LRFD4-4P 0.000000 0.000000 0.069223 0.000000 0.000000 0.000000 23 16 LRFD4-4P 0.000000 0.000000 -0.034294 0.000000 0.000000 0.000000 24 -59 LRFD44P 0.000000 0.000000 -0.190152 0.000000 0.000000 0.000000 25 9 LRFD44P 0.000000 0.000000 -0.265407 0.000000 0.000000 0.000000 26 -80 LRFD44P 0.000000 0.000000 -0.339492 0.000000 0.000000 0.000000 BSE Page 82 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 102 of 238 SAFE 2014 v14.1.0 - License #*1 QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements • Summary, Part 1 of 2 Panel Node Outputcase Ux Uy Uz Rx Ry Rz in in in Radians Radians Radians 27 41 LRFD4-4P 0.000000 0.000000 -0.411327 0.000000 0.000000 0.000000 28 -94 LRFD4-4P 0.000000 0.000000 -0.476892 0.000000 0.000000 0.000000 29 -36 LRFD4-4P 0.000000 0.000000 -0.067576 0.000000 0.000000 0.000000 30 -36 LRFD4-4P 0.000000 0.000000 -0.067576 0.000000 0.000000 0.000000 31 -60 LRFD4-4P 0.000000 0.000000 -0.225615 0.000000 0.000000 0.000000 32 -72 LRFD4-4P 0.000000 0.000000 -0.299780 0.000000 0.000000 0.000000 33 33 LRFD44P 0.000000 0.000000 -0.371030 0.000000 0.000000 0.000000 34 -91 LRFD4-4P 0.000000 0.000000 -0.443820 0.000000 0.000000 0.000000 35 48 LRFD4-4P 0.000000 0.000000 -0.508258 0.000000 0.000000 0.000000 36 13 LRFD44P 0.000000 0.000000 -0.087329 0.000000 0.000000 0.000000 37 13 LRFD44P 0.000000 0.000000 -0.087329 0.000000 0.000000 0.000000 38 -61 LRFD44P 0.000000 0.000000 -0.242211 0.000000 0.000000 0.000000 39 12 LRFD4-4P 0.000000 0.000000 -0.316390 0.000000 0.000000 0.000000 40 -81 LRFD4-4P 0.000000 0.000000 -0.391527 0.000000 0.000000 0.000000 41 -91 LRFD4-4P 0.000000 0.000000 -0.443820 0.000000 0.000000 0.000000 42 48 LRFD44P 0.000000 0.000000 -0.508258 0.000000 0.000000 0.000000 43 -37 LRFD4-4P 0.000000 0.000000 -0.113611 0.000000 0.000000 0.000000 44 -37 LRFD4-4P 0.000000 0.000000 -0.113611 0.000000 0.000000 0.000000 45 -62 LRFD4-4P 0.000000 0.000000 -0.265389 0.000000 0.000000 0.000000 46 -73 LRFD4-4P 0.000000 0.000000 -0,340507 0.000000 0.000000 0.000000 47 -82 LRFD4-4P 0.000000 0.000000 -0.415595 0.000000 0.000000 0.000000 48 -82 LRFD4-4P 0.000000 0.000000 -0.415595 0.000000 0.000000 0.000000 50 17 LRFD44P 0.000000 0.000000 -0.159227 0.000000 0.000000 0.000000 51 17 LRFD44P 0.000000 0.000000 -0.159227 0.000000 0.000000 0.000000 52 -64 LRFD4-4P 0.000000 0.000000 -0.308398 0.000000 0.000000 0.000000 53 18 LRFD44P 0.000000 0.000000 -0.381692 0.000000 0.000000 0.000000 54 -84 LRFD44P 0.000000 0.000000 -0.457352 0.000000 0.000000 0.000000 55 -84 LRFD4-4P 0.000000 0.000000 -0.457352 0.000000 0.000000 0.000000 57 26 LRFD4-4P 0.000000 0.000000 -0.207736 0.000000 0.000000 0.000000 58 26 LRFD44P 0.000000 0.000000 -0.207736 0.000000 0.000000 0.000000 59 -66 LRFD44P 0.000000 0.000000 -0.355064 0.000000 0.000000 0.000000 60 25 LRFD4-4P 0.000000 0.000000 -0.427306 0.000000 0.000000 0.000000 61 -86 LRFD4-4P 0.000000 0.000000 -0.502147 0.000000 0.000000 0.000000 62 -86 LRFD4-4P 0.000000 0.000000 -0.502147 0.000000 0.000000 0.000000 64 29 LRFD4-4P 0.000000 0.000000 -0.253434 0.000000 0.000000 0.000000 65 29 LRFD4-4P 0.000000 0.000000 -0.253434 0.000000 0.000000 0.000000 66 -68 LRFD44P 0.000000 0.000000 -0.399937 0.000000 0.000000 0.000000 67 34 LRFD44P 0.000000 0.000000 -0.471457 0.000000 0.000000 0.000000 68 -88 LRFD44P 0.000000 0.000000 -0.545871 0.000000 0.000000 0.000000 69 -88 LRFD44P 0.000000 0.000000 -0.545871 0.000000 0.000000 0.000000 71 -41 LRFD44P 0.000000 0.000000 -0.274050 0.000000 0.000000 0.000000 72 -41 LRFD44P 0.000000 0.000000 -0.274050 0.000000 0.000000 0.000000 73 -69 LRFD44P 0.000000 0.000000 -0.419598 0.000000 0.000000 0.000000 74 -77 LRFD44P 0.000000 0.000000 -0.492158 0.000000 0.000000 0.000000 75 20 LRFD44P 0.000000 0.000000 -0.565121 0.000000 0.000000 0.000000 76 20 LRFD4-4P 0.000000 0.000000 -0.565121 0.000000 0.000000 0.000000 8 27 ASD5-1 N 0.000000 0.000000 -0.453238 0.000000 0.000000 0.000000 9 -34 ASD5-1 N 0.000000 0.000000 -0.426478 0.000000 0.000000 0.000000 10 -42 ASD5-1 N 0.000000 0.000000 -0.399333 0.000000 0.000000 0.000000 11 -70 ASD5-1 N 0.000000 0.000000 -0.341233 0.000000 0.000000 0.000000 12 -70 ASD5-1 N 0.000000 0.000000 -0.341233 0.000000 0.000000 0.000000 13 28 ASD5-1 N 0.000000 0.000000 -0.310644 0.000000 0.000000 0.000000 14 -89 ASD5-1 N 0.000000 0.000000 -0.280402 0.000000 0.000000 0.000000 15 -22 ASD5-1 N 0.000000 0.000000 -0.418561 0.000000 0.000000 0.000000 BSE Page 83 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 103 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node Outputcase Ux in uy in Uz in Rx Radians Ry Radians Rz Radians 16 14 ASD5-1 N 0.000000 0.000000 -0.391070 0.000000 0.000000 0.000000 17 -43 ASMAN 0.000000 0.000000 -0.365433 0.000000 0.000000 0.000000 18 11 ASD5-1 N 0.000000 0.000000 -0.306658 0.000000 0.000000 0.000000 19 11 ASD5-1 N 0.000000 0.000000 -0.306658 0.000000 0.000000 0.000000 20 -78 ASD5-1 N 0.000000 0.000000 -0.276839 0.000000 0.000000 0.000000 21 42 ASD5-1 N 0.000000 0.000000 -0.245981 0.000000 0.000000 0.000000 22 -23 ASD5-1 N 0.000000 0.000000 -0.391776 0.000000 0.000000 0.000000 23 -35 ASD5-1 N 0.000000 0.000000 -0.365940 0.000000 0.000000 0.000000 24 -44 ASD5-1N 0.000000 0.000000 -0.339677 0.000000 0.000000 0.000000 25 -71 ASD5-1 N 0.000000 0.000000 -0.281911 0.000000 0.000000 0.000000 26 -71 ASD5-1 N 0.000000 0.000000 -0.281911 0.000000 0.000000 0.000000 27 -79 ASD5-1 N 0.000000 0.000000 -0.251138 0.000000 0.000000 0.000000 28 -90 ASD5-1 N 0.000000 0.000000 -0.221304 0.000000 0.000000 0.000000 29 -24 ASD5-1 N 0.000000 0.000000 -0.365537 0.000000 0.000000 0.000000 30 16 ASD5-1 N 0.000000 0.000000 -0.337833 0.000000 0.000000 0.000000 31 -45 ASD5-1 N 0.000000 0.000000 -0.311792 0.000000 0.000000 0.000000 32 9 ASD5-1 N 0.000000 0.000000 -0.254546 0.000000 0.000000 0.000000 33 9 ASMAN 0.000000 0.000000 -0.254546 0.000000 0.000000 0.000000 34 -80 ASD5-1 N 0.000000 0.000000 -0.225938 0.000000 0.000000 0.000000 35 41 ASMAN 0.000000 0.000000 -0.195963 0.000000 0.000000 0.000000 36 -25 ASD5-1 N 0.000000 0.000000 -0.334375 0.000000 0.000000 0.000000 37 -36 ASD5-1 N 0.000000 0.000000 -0.306536 0.000000 0.000000 0.000000 38 -46 ASD5-1 N 0.000000 0.000000 -0.279109 0.000000 0.000000 0.000000 39 -72 ASD5-1 N 0.000000 0.000000 -0.223668 0.000000 0.000000 0.000000 40 -72 ASD5-1 N 0.000000 0.000000 -0.223668 0.000000 0.000000 0.000000 41 33 ASD5-1 N 0.000000 0.000000 -0.195896 0.000000 0.000000 0.000000 42 -91 ASD5-1 N 0.000000 0.000000 -0.166780 0.000000 0.000000 0.000000 43 -26 ASD5-1 N 0.000000 0.000000 -0.315291 0.000000 0.000000 0.000000 44 13 ASD5-1 N 0.000000 0.000000 -0.287320 0.000000 0.000000 0.000000 45 -47 ASD5-1 N 0.000000 0.000000 -0.260772 0.000000 0.000000 0.000000 46 12 ASD5-1N 0.000000 0.000000 -0.204941 0.000000 0.000000 0.000000 47 12 ASD5-1 N 0.000000 0.000000 -0.204941 0.000000 0.000000 0.000000 48 -81 ASD5-1 N 0.000000 0.000000 -0.177221 0.000000 0.000000 0.000000 50 -28 ASD5-1 N 0.000000 0.000000 -0.265972 0.000000 0.000000 0.000000 51 -38 ASD5-1 N 0.000000 0.000000 -0.239233 0.000000 0.000000 0.000000 52 -49 ASD5-1 N 0.000000 0.000000 -0.212350 0.000000 0.000000 0.000000 53 -74 ASD5-1 N 0.000000 0.000000 -0.157559 0.000000 0.000000 0.000000 54 -74 ASD5-1 N 0.000000 0.000000 -0.157559 0.000000 0.000000 0.000000 55 -83 ASD5-1 N 0.000000 0.000000 -0.129621 0.000000 0.000000 0.000000 57 -29 ASD5-1 N 0.000000 0.000000 -0.243047 0.000000 0.000000 0.000000 58 17 ASD5-1 N 0.000000 0.000000 -0.215812 0.000000 0.000000 0.000000 59 -50 ASD5-1 N 0.000000 0.000000 -0.189614 0.000000 0.000000 0.000000 60 18 ASD5-1 N 0.000000 0.000000 -0.134808 0.000000 0.000000 0.000000 61 18 ASD5-1 N 0.000000 0.000000 -0.134808 0.000000 0.000000 0.000000 62 -84 ASD5-1 N 0.000000 0.000000 -0.107473 0.000000 0.000000 0.000000 64 -31 ASD5-1 N 0.000000 0.000000 -0.190753 0.000000 0.000000 0.000000 65 26 ASD5-1 N 0.000000 0.000000 -0.163766 0.000000 0.000000 0.000000 66 -52 ASD5-1 N 0.000000 0.000000 -0.137613 0.000000 0.000000 0.000000 67 25 ASD5-1 N 0.000000 0.000000 -0.083651 0.000000 0.000000 0.000000 68 25 ASD5-1 N 0.000000 0.000000 -0.083651 0.000000 0.000000 0.000000 69 -86 ASD5-1 N 0.000000 0.000000 -0.056667 0.000000 0.000000 0.000000 71 -33 ASD5-1 N 0.000000 0.000000 -0.140286 0.000000 0.000000 0.000000 72 29 ASD5-1 N 0.000000 0.000000 -0.113453 0.000000 0.000000 0.000000 73 -54 ASD5-1 N 0.000000 0.000000 -0.087277 0.000000 0.000000 0.000000 BSE Page 84 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 104 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 I Panel l Node OutputCase Ux in Uy in Uz in Rx Radians Ry Radians Rz J Radians l 74 34 ASD5-1 N 0.000000 0.000000 -0.033863 0.000000 0.000000 0.000000 75 34 ASD5-1N 0.000000 0.000000 -0.033863 0.000000 0.000000 0.000000 76 20 ASD5-1 N 0.000000 0.000000 0.014818 0.000000 0.000000 0.000000 8 27 ASD5-2P 0.000000 0.000000 -0.566406 0.000000 0.000000 0.000000 9 -34 ASD5-213 0.000000 0.000000 -0.477988 0.000000 0.000000 0.000000 10 -42 ASD5-2P 0.000000 0.000000 -0.388916 0.000000 0.000000 0.000000 11 -70 ASD5-2P 0.000000 0.000000 -0.210641 0.000000 0.000000 0.000000 12 -70 ASD5-2P 0.000000 0.000000 -0.210641 0.000000 0.000000 0.000000 13 28 ASD5-213 0.000000 0.000000 -0.122715 0.000000 0.000000 0.000000 14 -92 ASD5-2P 0.000000 0.000000 0.058083 0.000000 0.000000 0.000000 15 -22 ASD5-2P 0.000000 0.000000 -0.548991 0.000000 0.000000 0.000000 16 14 ASD5-2P 0.000000 0.000000 -0.459668 0.000000 0.000000 0.000000 17 -43 ASD5-2P 0.000000 0.000000 -0.372052 0.000000 0.000000 0.000000 18 11 ASD5-2P 0.000000 0.000000 -0.192230 0.000000 0.000000 0.000000 19 11 ASD5-2P 0.000000 0.000000 -0.192230 0.000000 0.000000 0.000000 20 -78 ASD5-2P 0.000000 0.000000 -0.105278 0.000000 0.000000 0.000000 21 -92 ASD5-213 0.000000 0.000000 0.058083 0.000000 0.000000 0.000000 22 -23 ASD5-213 0.000000 0.000000 -0.535350 0.000000 0.000000 0.000000 23 -35 ASD5-2P 0.000000 0.000000 -0.447970 0.000000 0.000000 0.000000 24 -44 ASD5-2P 0.000000 0.000000 -0.359680 0.000000 0.000000 0.000000 25 -71 ASD5-2P 0.000000 0.000000 -0.179040 0.000000 0.000000 0.000000 26 -71 ASD5-2P 0.000000 0.000000 -0.179040 0.000000 0.000000 0.000000 27 -79 ASD5-2P 0.000000 0.000000 -0.092159 0.000000 0.000000 0.000000 28 -94 ASD5-2P 0.000000 0.000000 0.083872 0.000000 0.000000 0.000000 29 -24 ASD5-213 0.000000 0.000000 -0.522182 0.000000 0.000000 0.000000 30 16 ASD5-2P 0.000000 0.000000 -0.433139 0.000000 0.000000 0.000000 31 -45 ASD5-2P 0.000000 0.000000 -0.345524 0.000000 0.000000 0.000000 32 9 ASD5-2P 0.000000 0.000000 -0.166048 0.000000 0.000000 0.000000 33 9 ASD5-2P 0.000000 0.000000 -0.166048 0.000000 0.000000 0.000000 34 -80 ASD5-2P 0.000000 0.000000 -0.079195 0.000000 0.000000 0.000000 35 48 ASD5-2P 0.000000 0.000000 0.099389 0.000000 0.000000 0.000000 36 -25 ASD5-2P 0.000000 0.000000 -0.504732 0.000000 0.000000 0.000000 37 -36 ASD5-2P 0.000000 0.000000 -0.418106 0.000000 0.000000 0.000000 38 -46 ASD5-2P 0.000000 0.000000 -0.330528 0.000000 0.000000 0.000000 39 -72 ASD5-2P 0.000000 0.000000 -0.150456 0.000000 0.000000 0.000000 40 -72 ASD5-2P 0.000000 0.000000 -0.150456 0.000000 0.000000 0.000000 41 33 ASD5-2P 0.000000 0.000000 -0.063749 0.000000 0.000000 0.000000 42 48 ASD5-2P 0.000000 0.000000 0.099389 0.000000 0.000000 0.000000 43 -26 ASD5-213 0.000000 0.000000 -0.493665 0.000000 0.000000 0.000000 44 13 ASD5-2P 0.000000 0.000000 -0.405311 0.000000 0.000000 0.000000 45 -47 ASD5-2P 0.000000 0.000000 -0.318578 0.000000 0.000000 0.000000 46 12 ASD5-2P 0.000000 0.000000 -0.140838 0.000000 0.000000 0.000000 47 12 ASD5-2P 0.000000 0.000000 -0.140838 0.000000 0.000000 0.000000 48 -81 ASD5-2P 0.000000 0.000000 -0.053900 0.000000 0.000000 0.000000 50 -28 ASD5-2P 0.000000 0.000000 -0.460540 0.000000 0.000000 0.000000 51 -38 ASD5-2P 0.000000 0.000000 -0.373990 0.000000 0.000000 0.000000 52 -49 ASD5-2P 0.000000 0.000000 -0.287511 0.000000 0.000000 0.000000 53 -74 ASD5-2P 0.000000 0.000000 -0.114141 0.000000 0.000000 0.000000 54 -74 ASD5-2P 0.000000 0.000000 -0.114141 0.000000 0.000000 0.000000 55 -83 ASD5-2P 0.000000 0.000000 -0.027415 0.000000 0.000000 0.000000 57 -29 ASD5-2P 0.000000 0.000000 -0.444300 0.000000 0.000000 0.000000 58 17 ASD5-2P 0.000000 0.000000 -0.357305 0.000000 0.000000 0.000000 59 -50 ASD5-2P 0.000000 0.000000 -0.272371 0.000000 0.000000 0.000000 60 18 ASD5-213 0.000000 0.000000 -0.100043 0.000000 0.000000 0.000000 BSE Page 85 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 105 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node Outputcase Ux in Uy in Uz in Rx Radians Ry Radians Rz 1 Radians 61 18 ASD5-2P 0.000000 0.000000 -0.100043 0.000000 0.000000 0.000000 62 -86 ASD5-2P 0.000000 0.000000 0.018583 0.000000 0.000000 0.000000 64 -31 ASD5-2P 0.000000 0.000000 -0.406442 0.000000 0.000000 0.000000 65 26 ASD5-2P 0.000000 0.000000 -0.320531 0.000000 0.000000 0.000000 66 -52 ASD5-2P 0.000000 0.000000 -0.236551 0.000000 0.000000 0.000000 67 25 ASD5-2P 0.000000 0.000000 -0.066540 0.000000 0.000000 0.000000 68 25 ASD5-2P 0.000000 0.000000 -0.066540 0.000000 0.000000 0.000000 69 -88 ASD5-2P 0.000000 0.000000 0.052049 0.000000 0.000000 0.000000 71 -33 ASD5-2P 0.000000 0.000000 -0.370183 0.000000 0.000000 0.000000 72 29 ASD5-2P 0.000000 0.000000 -0.284853 0.000000 0.000000 0.000000 73 -54 ASD5-2P 0.000000 0.000000 -0.201368 0.000000 0.000000 0.000000 74 34 ASD5-2P 0.000000 0.000000 -0.032631 0.000000 0.000000 0.000000 75 20 ASD5-2P 0.000000 0.000000 0.066944 0.000000 0.000000 0.000000 76 20 ASD5-2P 0.000000 0.000000 0.066944 0.000000 0.000000 0.000000 8 -34 ASD5-3N 0.000000 0.000000 -0.249752 0.000000 0.000000 0.000000 9 -34 ASD5-3N 0.000000 0.000000 -0.249752 0.000000 0.000000 0.000000 10 -56 ASD5-3N 0.000000 0.000000 -0.301507 0.000000 0.000000 0.000000 11 -70 ASD5-3N 0.000000 0.000000 -0.325038 0.000000 0.000000 0.000000 12 28 ASD5-3N 0.000000 0.000000 -0.346891 0.000000 0.000000 0.000000 13 -89 ASD5-3N 0.000000 0.000000 -0.368661 0.000000 0.000000 0.000000 14 49 ASD5-3N 0.000000 0.000000 -0.387751 0.000000 0.000000 0.000000 15 14 ASD5-3N 0.000000 0.000000 -0.229436 0.000000 0.000000 0.000000 16 14 ASD5-3N 0.000000 0.000000 -0.229436 0.000000 0.000000 0.000000 17 -57 ASD5-3N 0.000000 0.000000 -0.283056 0.000000 0.000000 0.000000 18 11 ASD5-3N 0.000000 0.000000 -0.305715 0.000000 0.000000 0.000000 19 -78 ASD5-3N 0.000000 0.000000 -0.328073 0.000000 0.000000 0.000000 20 42 ASD5-3N 0.000000 0.000000 -0.348784 0.000000 0.000000 0.000000 21 -92 ASD5-3N 0.000000 0.000000 -0.369000 0.000000 0.000000 0.000000 22 -35 ASD5-3N 0.000000 0.000000 -0.214937 0.000000 0.000000 0.000000 23 -35 ASD5-3N 0.000000 0.000000 -0.214937 0.000000 0.000000 0.000000 24 -58 ASD5-3N 0.000000 0.000000 -0.269353 0.000000 0.000000 0.000000 25 -71 ASD5-3N 0.000000 0.000000 -0.292622 0.000000 0.000000 0.000000 26 -79 ASD5-3N 0.000000 0.000000 -0.313622 0.000000 0.000000 0.000000 27 -90 ASD5-3N 0.000000 0.000000 -0.335457 0.000000 0.000000 0.000000 28 -93 ASD5-3N 0.000000 0.000000 -0.354824 0.000000 0.000000 0.000000 29 16 ASD5-3N 0.000000 0.000000 -0.199270 0.000000 0.000000 0.000000 30 16 ASD5-3N 0.000000 0.000000 -0.199270 0.000000 0.000000 0.000000 31 -59 ASD5-3N 0.000000 0.000000 -0.252852 0.000000 0.000000 0.000000 32 9 ASD5-3N 0.000000 0.000000 -0.276530 0.000000 0.000000 0.000000 33 -80 ASD5-3N 0.000000 0.000000 -0.299770 0.000000 0.000000 0.000000 34 41 ASD5-3N 0.000000 0.000000 -0.320953 0.000000 0.000000 0.000000 35 -94 ASD5-3N 0.000000 0.000000 -0.341239 0.000000 0.000000 0.000000 36 -36 ASD5-3N 0.000000 0.000000 -0.181538 0.000000 0.000000 0.000000 37 -36 ASD5-3N 0.000000 0.000000 -0.181538 0.000000 0.000000 0.000000 38 -60 ASD5-3N 0.000000 0.000000 -0.235173 0.000000 0.000000 0.000000 39 -72 ASD5-3N 0.000000 0.000000 -0.259747 0.000000 0.000000 0.000000 40 33 ASD5-3N 0.000000 0.000000 -0.283016 0.000000 0.000000 0.000000 41 -91 ASD5-3N 0.000000 0.000000 -0.305386 0.000000 0.000000 0.000000 42 48 ASD5-3N 0.000000 0.000000 -0.324672 0.000000 0.000000 0.000000 43 13 ASD5-3N 0.000000 0.000000 -0.171795 0.000000 0.000000 0.000000 44 13 ASD5-3N 0.000000 0.000000 -0.171795 0.000000 0.000000 0.000000 45 -61 ASD5-3N 0.000000 0.000000 -0.224237 0.000000 0.000000 0.000000 46 12 ASD5-3N 0.000000 0.000000 -0.248453 0.000000 0.000000 0.000000 47 -81 ASD5-3N 0.000000 0.000000 -0.272940 0.000000 0.000000 0.000000 BSE Page 86 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 106 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node OutputCase Ux Uy Ux Rx Ry Rz in , in in Radians Radians Radians 48 -81 ASD5-3N 0.000000 0.000000 -0.272940 0.000000 0.000000 0.000000 50 -38 ASD5-3N 0.000000 0.000000 -0.147349 0.000000 0.000000 0.000000 51 -38 ASD5-3N 0.000000 0.000000 -0.147349 0.000000 0.000000 0.000000 52 -63 ASD5-3N 0.000000 0.000000 -0.197381 0.000000 0.000000 0.000000 53 -74 ASD5-3N 0.000000 0.000000 -0.221819 0.000000 0.000000 0.000000 54 -83 ASD5-3N 0.000000 0.000000 -0.245958 0.000000 0.000000 0.000000 55 -83 ASD5-3N 0.000000 0.000000 -0.245958 0.000000 0.000000 0.000000 57 17 ASD5-3N 0.000000 0.000000 -0.135240 0.000000 0.000000 0.000000 58 17 ASD5-3N 0.000000 0.000000 -0.135240 0.000000 0.000000 0.000000 59 -64 ASD5-3N 0.000000 0.000000 -0.185072 0.000000 0.000000 0.000000 60 18 ASD5-3N 0.000000 0.000000 -0.208803 0.000000 0.000000 0.000000 61 -84 ASD5-3N 0.000000 0.000000 -0.233475 0.000000 0.000000 0.000000 62 -84 ASD5-3N 0.000000 0.000000 -0.233475 0.000000 0.000000 0.000000 64 26 ASD5-3N 0.000000 0.000000 -0.108258 0.000000 0.000000 0.000000 65 26 ASD5-3N 0.000000 0.000000 -0.108258 0.000000 0.000000 0.000000 66 -66 ASD5-3N 0.000000 0.000000 -0.157158 0.000000 0.000000 0.000000 67 25 ASD5-3N 0.000000 0.000000 -0.180722 0.000000 0.000000 0.000000 68 -86 ASD5-3N 0.000000 0.000000 -0.205215 0.000000 0.000000 0.000000 69 -86 ASD5-3N 0.000000 0.000000 -0.205215 0.000000 0.000000 0.000000 71 29 ASD5-3N 0.000000 0.000000 -0.081893 0.000000 0.000000 0.000000 72 29 ASD5-3N 0.000000 0.000000 -0.081893 0.000000 0.000000 0.000000 73 -68 ASD5-3N 0.000000 0.000000 -0.130313 0.000000 0.000000 0.000000 74 34 ASD5-3N 0.000000 0.000000 -0.153812 0.000000 0.000000 0.000000 75 -88 ASD5-3N 0.000000 0.000000 -0.178190 0.000000 0.000000 0.000000 76 -88 ASD5-3N 0.000000 0.000000 -0.178190 0.000000 0.000000 0.000000 8 27 ASD7-1 N 0.000000 0.000000 -0.331871 0.000000 0.000000 0.000000 9 -34 ASD7-1 N 0.000000 0.000000 -0.311999 0.000000 0.000000 0.000000 10 -42 ASD7-1 N 0.000000 0.000000 -0.291812 0.000000 0.000000 0.000000 11 -70 ASD7-1 N 0.000000 0.000000 -0.248176 0.000000 0.000000 0.000000 12 -70 ASD7-1 N 0.000000 0.000000 -0.248176 0.000000 0.000000 0.000000 13 28 ASD7-1 N 0.000000 0.000000 -0.225073 0.000000 0.000000 0.000000 14 -89 ASD7-1 N 0.000000 0.000000 -0.202237 0.000000 0.000000 0.000000 15 -22 ASD7-1 N 0.000000 0.000000 -0.300184 0.000000 0.000000 0.000000 16 14 ASD7-1 N 0.000000 0.000000 -0.279881 0.000000 0.000000 0.000000 17 -43 ASD7-1 N 0.000000 0.000000 -0.260841 0.000000 0.000000 0.000000 18 11 ASD7-1 N 0.000000 0.000000 -0.216755 0.000000 0.000000 0.000000 19 11 ASD7-1 N 0.000000 0.000000 -0.216755 0.000000 0.000000 0.000000 20 -78 ASD7-1 N 0.000000 0.000000 -0.194163 0.000000 0.000000 0.000000 21 42 ASD7-1 N 0.000000 0.000000 -0.170943 0.000000 0.000000 0.000000 22 -23 ASD7-1 N 0.000000 0.000000 -0.275742 0.000000 0.000000 0.000000 23 -35 ASD7-1 N 0.000000 0.000000 -0.256750 0.000000 0.000000 0.000000 24 -44 ASD7-1 N 0.000000 0.000000 -0.237290 0.000000 0.000000 0.000000 25 -71 ASD7-1 N 0.000000 0.000000 -0.193975 0.000000 0.000000 0.000000 26 -71 ASD7-1 N 0.000000 0.000000 -0.193975 0.000000 0.000000 0.000000 27 -79 ASD7-1 N 0.000000 0.000000 -0.170682 0.000000 0.000000 0.000000 28 -90 ASD7-1 N 0.000000 0.000000 -0.148268 0.000000 0.000000 0.000000 29 -24 ASD7-1 N 0.000000 0.000000 -0.251707 0.000000 0.000000 0.000000 30 16 ASD7-1 N 0.000000 0.000000 -0.231153 0.000000 0.000000 0.000000 31 -45 ASD7-1 N 0.000000 0.000000 -0.211657 0.000000 0.000000 0.000000 32 9 ASD7-1 N 0.000000 0.000000 -0.168980 0.000000 0.000000 0.000000 33 9 ASD7-1 N 0.000000 0.000000 -0.168980 0.000000 0.000000 0.000000 34 -80 ASD7-1 N 0.000000 0.000000 -0.147559 0.000000 0.000000 0.000000 35 41 ASD7-1 N 0.000000 0.000000 -0.125200 0.000000 0.000000 0.000000 36 -25 ASD7-1 N 0.000000 0.000000 -0.223385 0.000000 0.000000 0.000000 BSE Page 87 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 107 of 238 SAFE 2014 04.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node OutputCase Ux Uy Uz Rx Ry Rz in in in Radians Radians Radians 37 -36 ASD7-1 N 0.000000 0.000000 -0.202346 0.000000 0.000000 0.000000 38 -46 ASD7-1 N 0.000000 0.000000 -0.181666 0.000000 0.000000 0.000000 39 -72 ASD7-1 N 0.000000 0.000000 -0.140489 0.000000 0.000000 0.000000 40 -72 ASD7-IN 0.000000 0.000000 -0.140489 0.000000 0.000000 0.000000 41 33 ASD7-1 N 0.000000 0.000000 -0.120088 0.000000 0.000000 0.000000 42 -91 ASD7-1 N 0.000000 0.000000 -0.098377 0.000000 0.000000 0.000000 43 -26 ASD7-1 N 0.000000 0.000000 -0.206053 0.000000 0.000000 0.000000 44 13 ASD7-1 N 0.000000 0.000000 -0.185210 0.000000 0.000000 0.000000 45 -47 ASD7-1 N 0.000000 0.000000 -0.165187 0.000000 0.000000 0.000000 46 12 ASD7-1 N 0.000000 0.000000 -0.123701 0.000000 0.000000 0.000000 47 12 ASD7-1 N 0.000000 0.000000 -0.123701 0.000000 0.000000 0.000000 48 -81 ASD7-1 N 0.000000 0.000000 -0.102945 0.000000 0.000000 0.000000 50 -28 ASD7-1 N 0.000000 0.000000 -0.162070 0.000000 0.000000 0.000000 51 -38 ASD7-1N 0.000000 0.000000 -0.142157 0.000000 0.000000 0.000000 52 -49 ASD7-1N 0.000000 0.000000 -0.122068 0.000000 0.000000 0.000000 53 -74 ASD7-1 N 0.000000 0.000000 -0.081119 0.000000 0.000000 0.000000 54 -74 ASD7-1 N 0.000000 0.000000 -0.081119 0.000000 0.000000 0.000000 55 -83 ASD7-1 N 0.000000 0.000000 -0.060162 0.000000 0.000000 0.000000 57 -29 ASD7-1N 0.000000 0.000000 -0.141857 0.00000b 0.000000 0.000000 58 17 ASD7-1 N 0.000000 0.000000 -0.121673 0.000000 0.000000 0.000000 59 -50 ASD7-1 N 0.000000 0.000000 -0.101998 0.000000 0.000000 0.000000 60 18 ASD7-1 N 0.000000 0.000000 -0.061125 0.000000 0.000000 0.000000 61 18 ASD7-1 N 0.000000 0.000000 -0.061125 0.000000 0.000000 0.000000 62 -84 ASD7-1 N 0.000000 0.000000 -0.040516 0.000000 0.000000 0.000000 64 -31 ASD7-1 N 0.000000 0.000000 -0.096118 0.000000 0.000000 0.000000 65 26 ASD7-1 N 0.000000 0.000000 -0.076097 0.000000 0.000000 0.000000 66 -52 ASD7-1 N 0.000000 0.000000 -0.056426 0.000000 0.000000 0.000000 67 34 ASD7-1 N 0.000000 0.000000 0.027314 0.000000 0.000000 0.000000 68 -88 ASD7-IN 0.000000 0.000000 0.047513 0.000000 0.000000 0.000000 69 -88 ASD7-1N 0.000000 0.000000 0.047513 0.000000 0.000000 0.000000 71 -33 ASD7-1 N 0.000000 0.000000 -0.052102 0.000000 0.000000 0.000000 72 29 ASD7-1 N 0.000000 0.000000 -0.032189 0.000000 0.000000 0.000000 73 -69 ASD7-1 N 0.000000 0.000000 0.026583 0.000000 0.000000 0.000000 74 -77 ASD7-1 N 0.000000 0.000000 0.046527 0.000000 0.000000 0.000000 75 20 ASD7-1 N 0.000000 0.000000 0.066603 0.000000 0.000000 0.000000 76 20 ASD7-1 N 0.000000 0.000000 0.066603 0.000000 0.000000 0.000000 8 -34 ASD7-3N 0.000000 0.000000 -0.135274 0.000000 0.000000 0.000000 9 -34 ASD7-3N 0.000000 0.000000 -0.135274 0.000000 0.000000 0.000000 10 -56 ASD7-3N 0.000000 0.000000 -0.201107 0.000000 0.000000 0.000000 11 -70 ASD7-3N 0.000000 0.000000 -0.231981 0.000000 0.000000 0.000000 12 28 ASD7-3N 0.000000 0.000000 -0.261320 0.000000 0.000000 0.000000 13 -89 ASD7-3N 0.000000 0.000000 -0.290496 0.000000 0.000000 0.000000 14 49 ASD7-3N 0.000000 0.000000 -0.316102 0.000000 0.000000 0.000000 15 14 ASD7-3N 0.000000 0.000000 -0.118248 0.000000 0.000000 0.000000 16 14 ASD7-3N 0.000000 0.000000 -0.118248 0.000000 0.000000 0.000000 17 -57 ASD7-3N 0.000000 0.000000 -0.185561 0.000000 0.000000 0.000000 18 11 ASD7-3N 0.000000 0.000000 -0.215813 0.000000 0.000000 0.000000 19 -78 ASD7-3N 0.000000 0.000000 -0.245396 0.000000 0.000000 0.000000 20 42 ASD7-3N 0.000000 0.000000 -0.273746 0.000000 0.000000 0.000000 21 -92 ASD7-3N 0.000000 0.000000 -0.300243 0.000000 0.000000 0.000000 22 -35 ASD7-3N 0.000000 0.000000 -0.105747 0.000000 0.000000 0.000000 23 -35 ASD7-3N 0.000000 0.000000 -0.105747 0.000000 0.000000 0.000000 24 -58 ASD7-3N 0.000000 0.000000 -0.174029 0.000000 0.000000 0.000000 25 -71 ASD7-3N 0.000000 0.000000 -0.204686 0.000000 0.000000 0.000000 BSE Page 88 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 108 of 238 SAFE 2014 v14.1.0 - License #"1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements • Summary, Part 1 of 2 Panel Node OutputCase Ux. in Uy in Uz in Rx Radians Ry Radians Rx Radians 26 -79 ASD7-3N 0.000000 0.000000 -0.233165 0.000000 0.000000 0.000000 27 -90 ASD7-3N 0.000000 0.000000 -0.262421 0.000000 0.000000 0.000000 28 -93 ASD7-3N 0.000000 0.000000 -0.288264 0.000000 0.000000 0.000000 29 16 ASD7-3N 0.000000 0.000000 -0.092590 0.000000 0.000000 0.000000 30 16 ASD7-3N 0.000000 0.000000 -0.092590 0.000000 0.000000 0.000000 31 -59 ASD7-3N 0.000000 0.000000 -0.159755 0.000000 0.000000 0.000000 32 9 ASD7-3N 0.000000 0.000000 -0.190963 0.000000 0.000000 0.000000 33 -80 ASD7-3N 0.000000 0.000000 -0.221391 0.000000 0.000000 0.000000 34 41 ASD7-3N 0.000000 0.000000 -0.250190 0.000000 0.000000 0.000000 35 -94 ASD7-3N 0.000000 0.000000 -0.276760 0.000000 0.000000 0.000000 36 -36 ASD7-3N 0.000000 0.000000 -0.077347 0.000000 0.000000 0.000000 37 -36 ASD7-3N 0.000000 0.000000 -0.077347 0.000000 0.000000 0.000000 38 -60 ASD7-3N 0.000000 0.000000 -0.144716 0.000000 0.000000 0.000000 39 -72 ASD7-3N 0.000000 0.000000 -0.176568 0.000000 0.000000 0.000000 40 33 ASD7-3N 0.000000 0.000000 -0.207208 0.000000 0.000000 0.000000 41 -91 ASD7-3N 0.000000 0.000000 -0.236983 0.000000 0.000000 0.000000 42 48 ASD7-3N 0.000000 0.000000 -0.262766 0.000000 0.000000 0.000000 43 13 ASD7-3N 0.000000 0.000000 -0.069685 0.000000 0.000000 0.000000 44 13 ASD7-3N 0.000000 0.000000 -0.069685 0.000000 0.000000 0.000000 45 -61 ASD7-3N 0.000000 0.000000 -0.135615 0.000000 0.000000 0.000000 46 12 ASD7-3N 0.000000 0.000000 -0.167213 0.000000 0.000000 0.000000 47 -81 ASD7-3N 0.000000 0.000000 -0.198665 0.000000 0.000000 0.000000 48 -81 ASD7-3N 0.000000 0.000000 -0.198665 0.000000 0.000000 0.000000 50 -38 ASD7-3N 0.000000 0.000000 -0.050272 0.000000 0.000000 0.000000 51 -38 ASD7-3N 0.000000 0.000000 -0.050272 0.000000 0.000000 0.000000 52 -63 ASD7-3N 0.000000 0.000000 -0.113969 0.000000 0.000000 0.000000 53 -74 ASD7-3N 0.000000 0.000000 -0.145379 0.000000 0.000000 0.000000 54 -83 ASD7-3N 0.000000 0.000000 -0.176499 0.000000 0.000000 0.000000 55 -83 ASD7-3N 0.000000 0.000000 -0.176499 0.000000 0.000000 0.000000 57 17 ASD7-3N 0.000000 0.000000 -0.041101 0.000000 0.000000 0.000000 58 17 ASD7-3N 0.000000 0.000000 -0.041101 0.000000 0.000000 0.000000 59 -64 ASD7-3N 0.000000 0.000000 -0.104285 0.000000 0.000000 0.000000 60 18 ASD7-3N 0.000000 0.000000 -0.135120 0.000000 0.000000 0.000000 61 -84 ASD7-3N 0.000000 0,000000 -0.166518 0.000000 0.000000 0.000000 62 -84 ASD7-3N 0.000000 0.000000 -0.166518 0.000000 0.000000 0.000000 64 -33 ASD7-3N 0.000000 0.000000 0.030380 0.000000 0.000000 0.000000 65 26 ASD7-3N 0.000000 0.000000 -0.020590 0.000000 0.000000 0.000000 66 -66 ASD7-3N 0.000000 0.000000 -0.082720 0.000000 0.000000 0.000000 67 25 ASD7-3N 0.000000 0.000000 -0.113276 0.000000 0.000000 0.000000 68 -86 ASD7-3N 0.000000 0.000000 -0.144425 0.000000 0.000000 0.000000 69 -86 ASD7-3N 0.000000 0.000000 -0.144425 0.000000 0.000000 0.000000 71 19 ASD7-3N 0.000000 0.000000 0.039151 0.000000 0.000000 0.000000 72 -41 ASD7-3N 0.000000 0.000000 0.008196 0.000000 0.000000 0.000000 73 -68 ASD7-3N 0.000000 0.000000 -0.062204 0.000000 0.000000 0.000000 74 34 ASD7-3N 0.000000 0.000000 -0.092636 0.000000 0.000000 0.000000 75 -88 ASD7-3N 0.000000 0.000000 -0.123637 0.000000 0.000000 0.000000 76 -88 ASD7-3N 0.000000 0.000000 -0.123637 0.000000 0.000000 0.000000 8 -22 ASD7-1 P 0.000000 0.000000 -0.054948 0.000000 0.000000 0.000000 9 14 ASD7-1 P 0.000000 0.000000 -0.053683 0.000000 0.000000 0.000000 10 -43 ASD7-1 P 0.000000 0.000000 -0.052935 0.000000 0.000000 0.000000 11 11 ASD7-1 P 0.000000 0.000000 -0.052952 0.000000 0.000000 0.000000 12 -78 ASD7-1 P 0.000000 0.000000 -0.053866 0.000000 0.000000 0.000000 13 42 ASD7-1 P 0.000000 0.000000 -0.054172 0.000000 0.000000 0.000000 14 -92 ASD7-1 P 0.000000 0.000000 -0.054517 0.000000 0.000000 0.000000 BSE Page 89 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 109 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node OutputCase Ux in Uy in Uz in Rx Radians Ry Radians Rz Radians 15 -22 ASD7-1 P 0.000000 0.000000 -0.054948 0.000000 0.000000 0.000000 16 14 ASD7-1 P 0.000000 0.000000 -0.053683 0.000000 0.000000 0.000000 17 -43 ASD7-1P 0.000000 0.000000 -0.052935 0.000000 0.000000 0.000000 18 11 ASD7-1 P 0.000000 0.000000 -0.052952 0.000000 0.000000 0.000000 19 -78 ASD7-113 0.000000 0.000000 -0.053866 0.000000 0.000000 0.000000 20 42 ASD7-1 P 0.000000 0.000000 -0.054172 0.000000 0.000000 0.000000 21 -92 ASD7-1 P 0.000000 0.000000 -0.054517 0.000000 0.000000 0.000000 22 -24 ASD7-1 P 0.000000 0.000000 -0.089785 0.000000 0.000000 0.000000 23 16 ASD7-1P 0.000000 0.000000 -0.088887 0.000000 0.000000 0.000000 24 -45 ASD7-1 P 0.000000 0.000000 -0.088746 0.000000 0.000000 0.000000 25 9 ASD7-1 P 0.000000 0.000000 -0.087721 0.000000 0.000000 0.000000 26 9 ASD7-1 P 0.000000 0.000000 -0.087721 0.000000 0.000000 0.000000 27 -80 ASD7-1 P 0.000000 0.000000 -0.087578 0.000000 0.000000 0.000000 28 -94 ASD7-1 P 0.000000 0.000000 -0.087317 0.000000 0.000000 0.000000 29 -36 ASD7-1P 0.000000 0.000000 -0.110225 0.000000 0.000000 0.000000 30 -36 ASD7-1 P 0.000000 0.000000 -0.110225 0.000000 0.000000 0.000000 31 -46 ASD7-1P 0.000000 0.000000 -0.110663 0.000000 0.000000 0.000000 32 -72 ASD7-1 P 0.000000 0.000000 -0.109049 0.000000 0.000000 0.000000 33 -72 ASD7-1 P 0.000000 0.000000 -0.109049 0.000000 0.000000 0.000000 34 33 ASD7-1 P 0.000000 0.000000 -0.107336 0.000000 0.000000 0.000000 35 48 ASD7-1 P 0.000000 0.000000 -0.106868 0.000000 0.000000 0.000000 36 -26 ASD7-1P 0.000000 0.000000 -0.121661 0.000000 0.000000 0.000000 37 13 ASD7-1 P 0.000000 0.000000 -0.121121 0.000000 0.000000 0.000000 38 -47 ASD7-1P 0.000000 0.000000 -0.121566 0.000000 0.000000 0.000000 39 12 ASD7-1 P 0.000000 0.000000 -0.120018 0.000000 0.000000 0.000000 40 12 ASD7-1 P 0.000000 0.000000 -0.120018 0.000000 0.000000 0.000000 41 -81 ASD7-1 P 0.000000 0.000000 -0.119883 0.000000 0.000000 0.000000 42 48 ASD7-1 P 0.000000 0.000000 -0.106868 0.000000 0.000000 0.000000 43 -27 ASD7-1 P 0.000000 0.000000 -0.136433 0.000000 0.000000 0.000000 44 -37 ASD7-1 P 0.000000 0.000000 -0.135934 0.000000 0.000000 0.000000 45 -48 ASD7-1 P 0.000000 0.000000 -0.135739 0.000000 0.000000 0.000000 46 -73 ASD7-1 P 0.000000 0.000000 -0.134977 0.000000 0.000000 0.000000 47 --73 ASD7-1 P 0.000000 0.000000 -0.134977 0.000000 0.000000 0.000000 48 -82 ASD7-1P 0.000000 0.000000 -0.134897 0.000000 0.000000 0.000000 50 -29 ASD7-1 P 0.000000 0.000000 -0.161716 0.000000 0.000000 0.000000 51 17 ASD7-1 P 0.000000 0.000000 -0.160744 0.000000 0.000000 0.000000 52 -50 ASD7-1 P 0.000000 0.000000 -0.160849 0.000000 0.000000 0.000000 53 18 ASD7-1 P 0.000000 0.000000 -0.159922 0.000000 0.000000 0.000000 54 -84 AS137-1 P 0.000000 0.000000 -0.160356 0.000000 0.000000 0.000000 55 -84 ASD7-1 P 0.000000 0.000000 -0.160356 0.000000 0.000000 0.000000 57 -31 ASD7-1 P 0.000000 0.000000 -0.187788 0.000000 0.000000 0.000000 58 26 ASD7-1 P 0.000000 0.000000 -0.186910 0.000000 0.000000 0.000000 59 -52 ASD7-1 P 0.000000 0.000000 -0.187136 0.000000 0.000000 0.000000 60 25 ASD7-1P 0.000000 0.000000 -0.186134 0.000000 0.000000 0,000000 61 -86 ASD7-1P 0.000000 0.000000 -0.186494 0.000000 0.000000 0.000000 62 -86 ASD7-1 P 0.000000 0.000000 -0.186494 0.000000 0.000000 0.000000 64 -33 ASD7-1P 0.000000 0.000000 -0.212448 0.000000 0.000000 0.000000 65 29 ASD7-1 P 0.000000 0.000000 -0.211605 0.000000 0.000000 0.000000 66 -54 ASD7-1P 0.000000 0.000000 -0.211974 0.000000 0.000000 0.000000 67 34 ASD7-1 P 0.000000 0.000000 -0.210842 0.000000 0.000000 0.000000 68 -88 ASD7-1 P 0.000000 0.000000 -0.211172 0.000000 0.000000 0.000000 69 -88 ASD7-1 P 0.000000 0.000000 -0.211172 0.000000 0.000000 0.000000 71 19 ASD7-1 P 0.000000 0.000000 -0.223229 0.000000 0.000000 0.000000 72 -41 ASD7-1 P 0.000000 0.000000 -0.223002 0.000000 0.000000 0.000000 BSE Page 90 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results Table 22: Node OutputCase 73 -55 ASD7-1 P 74 -77 ASD7-1 P 75 -77 ASD7-1 P 76 20 ASD7-1 P 8 -22 ASD7-3P 9 14 ASD7-3P 10 -43 ASD7-3P 11 11 ASD7-3P 12 11 ASD7-3P 13 -89 ASD7-3P 14 49 ASD7-3P 15 -22 ASD7-3P 16 14 ASD7-3P 17 -43 ASD7-3P 18 11 ASD7-3P 19 11 ASD7-3P 20 42 ASD7-3P 21 -92 ASD7-3P 22 -24 ASD7-3P 23 16 ASD7-3P 24 -45 ASD7-3P 25 9 ASD7-3P 26 9 ASD7-3P 27 -90 ASD7-3P 28 -93 ASD7-3P 29 -25 ASD7-3P 30 -36 ASD7-3P 31 -46 ASD7-3P 32 -72 ASD7-3P 33 -72 ASD7-3P 34 41 ASD7-3P 35 -94 ASD7-3P 36 -26 ASD7-3P 37 13 ASD7-3P 38 -47 ASD7-3P 39 12 ASD7-3P 40 12 ASD7-3P 41 -91 ASD7-3P 42 48 ASD7-3P 43 -27 ASD7-3P 44 -37 ASD7-3P 45 -48 ASD7-3P 46 -73 ASD7-3P 47 -73 ASD7-3P 48 -82 ASD7-3P 50 -29 ASD7-3P 51 17 ASD7-3P 52 -50 ASD7-3P 53 18 ASD7-3P 54 18 ASD7-3P 55 -84 ASD7-3P 57 -31 ASD7-3P 58 -39 ASD7-3P 59 -52 ASD7-3P Nodal Displacements - St Ux Uy in in 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 110 of 238 SAFE 2014 v14.1.0 - License #*1 QGJ6729ZQVM4HB 27 June 2015 nary, Part 1 of 2 Uz Rx in Radians -0.222854 0.000000 -0.222239 0.000000 -0.222239 0.000000 -0.221957 0.000000 -0.269846 0.000000 -0.215317 0.000000 -0.161571 0.000000 -0.053895 0.000000 -0.053895 0.000000 0.056003 0.000000 0.101155 0.000000 -0.269846 0.0000000 -0.215317 0.000000 -0.161571 0.000000 -0.053895 0.000000 -0.053895 0.000000 0.048632 0.0006.00 0.093973 0.000000 -0.281574 0.000000 -0.227450 0.000600 -0.174068 0.000000 -0.065737 0.000000 -0.065737 0.000000 0.043314 0.000000 0.088581 0.000000 -0.287015 0,000000 -0.235223 0.000000 -0.182544 0.000000 -0.072970 0.000000 0 -0.072970 0.000000 0.037901 0.000000 0.083323 0.000000 -0.290059 0.000000 -0.236646 0.000000 -0.184275 0.000000 -0.076506 0.000000 -0.076506 0.000000 0.031776 0.000000 0.077047 0.000000 -0.292277 0.000060 -0.239445 0.000000 -0.186682 0.000000 -0.080891 0.000000 -0.080891 0.000000 -0.028538 0.000000 -0.294175 0.00000'0 -0.241316 0.000000 -0.189975 0.000000 -0.085927 0.000000 -0.085927 0.000000 -0.034354 0.000000 -0.294556 0.000000 -0.242593 0.000000 -0.191781 0.000000 k Ry Rz Radians Radians 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 BSE , Page 91 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 111 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 LPanel _ Node OutputCase _ Ux in Uy in Uz in Rx Radians Ry Radians Rz Radians 60 25 ASD7-3P 0.000000 0.000000 -0.089063 0.000000 0.000000 0.000000 61 25 ASD7-3P 0.000000 0.000000 -0.089063 0.000000 0.000000 0.000000 62 -86 ASD7-3P 0.000000 0.000000 -0.037945 0.000000 0.000000 0.000000 64 -33 ASD7-3P 0.000000 0.000000 -0.294930 0.000000 0.000000 0.000000 65 -40 ASD7-3P 0.000000 0.000000 -0.243362 0.000000 0.000000 0.000000 66 -54 ASD7-3P 0.000000 0.000000 -0.192940 0.000000 0.000000 0.000000 67 34 ASD7-3P 0.000000 0.000000 -0.090893 0.000000 0.000000 0.000000 68 34 ASD7-3P 0.000000 0.000000 -0.090893 0.000000 0.000000 0.000000 69 -88 ASD7-3P 0.000000 0.000000 -0.040023 0.000000 0.000000 0.000000 71 19 ASD7-3P 0.000000 0.000000 -0.295198 0.000000 0.000000 0.000000 72 -41 ASD7-3P 0.000000 0.000000 -0.244199 0.000000 0.000000 0.000000 73 -55 ASD7-3P 0.000000 0.000000 -0.193461 0.000000 0.000000 0.000000 74 -77 ASD7-3P 0.000000 0.000000 -0.091868 0.000000 0.000000 0.000000 75 -77 ASD7-3P 0.000000 0.000000 -0.091868 0.000000 0.000000 0.000000 76 20 ASD7-3P 0.000000 0.000000 -0.040797 0.000000 0.000000 0.000000 8 -22 ASD5-1P 0.000000 0.000000 -0.173325 0.000000 0.000000 0.000000 9 14 ASD5-1 P 0.000000 0.000000 -0.164871 0.000000 0.000000 0.000000 10 -43 ASD5-1 P 0.000000 0.000000 -0.157527 0.000000 0.000000 0.000000 11 11 ASD5-1P 0.000000 0.000000 -0.142855 0.000000 0.000000 0.000000 12 11 ASD5-1 P 0.000000 0.000000 -0.142855 0.000000 0.000000 0.000000 13 -78 ASD5-1 P 0.000000 0.000000 -0.136543 0.000000 0.000000 0.000000 14 42 ASD5-1P 0.000000 0.000000 -0.129210 0.000000 0.000000 0.000000 15 -22 ASD5-1P 0.000000 0.000000 -0.173325 0.000000 0.000000 0.000000 16 14 ASD5-1 P 0.000000 0.000000 -0.164871 0.000000 0.000000 0.000000 17 -43 ASD5-1 P 0.000000 0.000000 -0.157527 0.000000 0.000000 0.000000 18 11 ASD5-1 P 0.000000 0.000000 -0.142855 0.000000 0.000000 0.000000 19 11 ASD5-1 P 0.000000 0.000000 -0.142855 0.000000 0.000000 0.000000 20 -78 ASD5-1P 0.000000 0.000000 -0.136543 0.000000 0.000000 0.000000 21 42 ASD5-1 P 0.000000 0.000000 -0.129210 0.000000 0.000000 0.000000 22 -24 ASD5-1P 0.000000 0.000000 -0.203616 0.000000 0.000000 0.000000 23 16 ASD5-1P 0.000000 0.000000 -0.195567 0.000000 0.000000 0.000000 24 -45 ASD5-1 P 0.000000 0.000000 -0.188880 0.000000 0.000000 0.000000 25 9 ASD5-1 P 0.000000 0.000000 -0.173287 0.000000 0.000000 0.000000 26 9 ASD5-1 P 0.000000 0.000000 -0.173287 0.000000 0.000000 0.000000 27 -80 ASD5-1 P 0.000000 0.000000 -0.165957 0.000000 0.000000 0.000000 28 41 ASD5-1P 0.000000 0.000000 -0.157852 0.000000 0.000000 0.000000 29 -25 ASD5-1 P 0.000000 0.000000 -0.220575 0.000000 0.000000 0.000000 30 -36 ASD5-1P 0.000000 0.000000 -0.214415 0.000000 0.000000 0.000000 31 -46 ASD5-1P 0.000000 0.000000 -0.208106 0.000000 0.000000 0.000000 32 -72 ASD5-1P 0.000000 0.000000 -0.192228 0.000000 0.000000 0.000000 33 -72 ASD5-1 P 0.000000 0.000000 -0.192228 0.000000 0.000000 0.000000 34 33 ASD5-1P 0.000000 0.000000 -0.183144 0.000000 0.000000 0.000000 35 -91 ASD5-1 P 0.000000 0.000000 -0.175233 0.000000 0.000000 0.000000 36 -26 ASD5-1P 0.000000 0.000000 -0.230899 0.000000 0.000000 0.000000 37 13 ASD5-1 P 0.000000 0.000000 -0.223231 0.000000 0.000000 0.000000 38 -47 ASD5-1P 0.000000 0.000000 -0.217150 0.000000 0.000000 0.000000 39 12 ASD5-1 P 0.000000 0.000000 -0.201257 0.000000 0.000000 0,000000 40 12 ASD5-1 P 0.000000 0.000000 -0.201257 0.000000 0.000000 0.000000 41 -81 ASD5-1P 0.000000 0.000000 -0.194159 0.000000 0.000000 0.000000 42 -91 ASD5-1 P 0.000000 0.000000 -0.175233 0.000000 0.000000 0.000000 43 -27 ASD5-1P 0.000000 0.000000 -0.243017 0.000000 0.000000 0.000000 44 -37 ASD5-1P 0.000000 0.000000 -0.235679 0.000000 0.000000 0.000000 45 -48 ASD5-1 P 0.000000 0.000000 -0.228672 0.000000 0.000000 0.000000 46 -73 ASD5-1P 0.000000 0.000000 -0.213944 0.000000 0.000000 0.000000 BSE Page 92 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 112 of 238 SAFE 2014 v14.1.0 -License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node OutputCase Ux in Uy in Uz in Rx Radians Ry Radians Rz Radians 47 -73 ASD5-1 P 0.000000 0.000000 -0.213944 0.000000 0.000000 0.000000 48 -82 ASD5-1P 0.000000 0.000000 -0.206798 0.000000 0.000000 0.000000 50 -29 ASD5-1 P 0.000000 0.000000 -0.262906 0.000000 0.000000 0.000000 51 17 ASD5-1 P 0.000000 0.000000 -0.254883 0.000000 0.000000 0.000000 52 -50 ASD5-1 P 0.000000 0.000000 4248464 0.000000 0.000000 0.000000 53 18 ASD5-1 P 0.000000 0.000000 -0.233605 0.000000 0.000000 0.000000 54 18 ASD5-1 P 0.000000 0.000000 -0.233605 0.000000 0.000000 0.000000 55 -84 ASD5-1 P 0.000000 0.000000 -0.227314 0.000000 0.000000 0.000000 57 -31 ASD5-1 P 0.000000 0.000000 -0.282423 0.000000 0.000000 0.000000 58 26 ASD5-1 P 0.000000 0.000000 -0.274579 0.000000 0.000000 0.000000 59 -52 ASD5-1 P 0.000000 0.000000 -0.268323 0.000000 0.000000 0.000000 60 25 ASD5-1 P 0.000000 0.000000 -0.253581 0.000000 0.000000 0.000000 61 25 ASD5-1 P 0.000000 0.000000 -0.253581 0.000000 0.000000 0.000000 62 -86 ASD5-1 P 0.000000 0.000000 -0.247284 0.000000 0.000000 0.000000 64 -33 ASD5-1 P 0.000000 0.000000 -0.300631 0.000000 0.000000 0.000000 65 29 ASD5-1 P 0.000000 0.000000 -0.292869 0.000000 0.000000 0.000000 66 -54 ASD5-1 P 0.000000 0.000000 -0.286786 0.000000 0.000000 0.000000 67 34 ASD5-1 P 0.000000 0.000000 -0.272018 0.000000 0.000000 0.000000 68 34 ASD5-1 P 0.000000 0.000000 -0.272018 0.000000 0.000000 0.000000 69 -88 ASD5-1 P 0.000000 0.000000 -0.265726 0.000000 0.000000 0.000000 71 19 ASD5-1 P 0.000000 0.000000 -0.308577 0.000000 0.000000 0.000000 72 -41 ASD5-1 P 0.000000 0.000000 -0.301669 0.000000 0.000000 0.000000 73 -55 ASD5-1 P 0.000000 0.000000 -0.294878 0.000000 0.000000 0.000000 74 -77 ASD5-1 P 0.000000 0.000000 -0.280810 0.000000 0.000000 0.000000 75 -77 ASD5-1 P 0.000000 0.000000 -0.280810 0.000000 0.000000 0.000000 76 20 ASD5-1 P 0.000000 0.000000 -0.273741 0.000000 0.000000 0.000000 8 -22 ASD5-3P 0.000000 0.000000 -0.388224 0.000000 0.000000 0.000000 9 14 ASD5-3P 0.000000 0.000000 -0.326505 0.000000 0.000000 0.000000 10 -43 ASD5-3P 0.000000 0.000000 -0.266163 0.000000 0.000000 0.000000 11 11 ASD5-3P 0.000000 0.000000 -0.143797 0.000000 0.000000 0.000000 12 11 ASD5-3P 0.000000 0.000000 -0.143797 0.000000 0.000000 0.000000 13 -78 ASD5-3P 0.000000 0.000000 -0.085309 0.000000 0.000000 0.000000 14 49 ASD5-3P 0.000000 0.000000 0.029506 0.000000 0.000000 0.000000 15 -22 ASD5-3P 0.000000 0.000000 -0.388224 0.000000 0.000000 0.000000 16 14 ASD5-3P 0.000000 0.000000 -0.326505 0.000000 0.000000 0.000000 17 -43 ASD5-3P 0.000000 0.000000 -0.266163 0.000000 0.000000 0.000000 18 11 ASD5-3P 0.000000 0.000000 -0.143797 0.000000 0.000000 0.000000 19 11 ASD5-3P 0.000000 0.000000 -0.143797 0.000000 0.000000 0.000000 20 -78 ASD5-3P 0.000000 0.000000 -0.085309 0.000000 0.000000 0.000000 21 42 ASD5-3P 0.000000 0.000000 -0.026406 0.000000 0.000000 0.000000 22 -24 ASD5-3P 0.000000 0.000000 -0.395405 0.000000 0.000000 0.000000 23 16 ASD5-3P 0.000000 0.000000 -0.334130 0.000000 0.000000 0.000000 24 -45 ASD5-3P 0.000000 0.000000 -0.274202 0.000000 0.000000 0.000000 25 9 ASD5-3P 0.000000 0.000000 -0.151303 0.000000 0.000000 0.000000 26 9 ASD5-3P 0.000000 0.000000 -0.151303 0.000000 0.000000 0.000000 27 -80 ASD5-3P 0.000000 0.000000 -0.092125 0.000000 0.000000 0.000000 28 41 ASD5-3P 0.000000 0.000000 -0.032862 0.000000 0.000000 0.000000 29 -25 ASD5-3P 0.000000 0.000000 -0.398005 0.000000 0.000000 0.000000 30 -36 ASD5-3P 0.000000 0.000000 4339413 0.000000 0.000000 0.000000 31 -46 ASD5-3P 0.000000 0.000000 -0.279987 0.000000 0.000000 0.000000 32 -72 ASD5-3P 0.000000 0.000000 -0.156149 0.000000 0.000000 0.000000 33 -72 ASD5-3P 0.000000 0.000000 -0.156149 0.000000 0.000000 0.000000 34 33 ASD5-3P 0.000000 0.000000 -0.096024 0.000000 0.000000 0.000000 35 -91 ASD5-3P 0.000000 0,000000 -0.036627 0.000000 0.000000 0.000000 BSE Page 93 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 113 of 238 SAFE 2014 04.1.0 - License #'1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node OutputCase Ux Uy Uz Rx Ry Rz ,in in in Radians Radians Radians 36 -26 ASD5-3P 0.000000 0.000000 -0.399297 0.000000 0.000000 0.000000 37 -36 ASD5-3P 0.000000 0.000000 -0.339413 0.000000 0.000000 0.000000 38 -46 ASD5-3P 0.000000 0.000000 -0.279987 0.000000 0.000000 0.000000 39 12 ASD5-3P 0.000000 0.000000 -0.157746 0.000000 0.000000 0.000000 40 12 ASD5-3P 0.000000 0.000000 -0.157746 0.000000 0.000000 0.000000 41 -81 ASD5-3P 0.000000 0.000000 -0.098439 0.000000 0.000000 0.000000 42 -91 ASD5-3P 0.000000 0.000000 -0.036627 0.000000 0.000000 0.000000 43 -26 ASD5-3P 0.000000 0.000000 -0.399297 0.000000 0.000000 0.000000 44 -37 ASD5-3P 0.000000 0.000000 -0.339189 0.000000 0.000000 0.000000 45 -47 ASD5-3P 0.000000 0.000000 -0.279860 0.000000 0.000000 0.000000 46 -73 ASD5-3P 0.000000 0.000000 -0.159858 0.000000 0.000000 0.000000 47 -73 ASD5-3P 0.000000 0.000000 -0.159858 0.000000 0.000000 0.000000 48 -82 ASD5-3P 0.000000 0.000000 -0.100439 0.000000 0.000000 0.000000 50 -28 ASD5-3P 0.000000 0.000000 -0.397414 0.000000 0.000000 0.000000 51 -38 ASD5-3P 0.000000 0.000000 -0.338034 0.000000 0.000000 0.000000 52 -49 ASD5-3P 0.000000 0.000000 -0.278882 0.000000 0.000000 0.000000 53 -74 ASD5-3P 0.000000 0.000000 -0.160381 0.000000 0.000000 0.000000 54 -74 ASD5-3P 0.000000 0.000000 -0.160381 0.000000 0.000000 0.000000 55 -83 ASD5-3P 0.000000 0.000000 -0.101334 0.000000 0.000000 0.000000 57 -29 ASD5-3P 0.000000 0.000000 -0.395366 0.000000 0.000000 0.000000 58 17 ASD5-3P 0.000000 0.000000 -0.335455 0.000000 0.000000 0.000000 59 -50 ASD5-3P 0.000000 0.000000 -0.277591 0.000000 0.000000 0.000000 60 18 ASD5-3P 0.000000 0.000000 -0.159610 0.000000 0.000000 0.000000 61 18 ASD5-3P 0.000000 0.000000 -0.159610 0.000000 0.000000 0.000000 62 -84 ASD5-3P 0.000000 0.000000 -0.101312 0.000000 0.000000 0.000000 64 -31 ASD5-3P 0.000000 0.000000 -0.389191 0.000000 0.000000 0.000000 65 26 ASD5-3P 0.000000 0.000000 -0.330086 0.000000 0.000000 0.000000 66 -52 ASD5-3P 0.000000 0.000000 -0.272968 0.000000 0.000000 0.000000 67 25 ASD5-3P 0.000000 0.000000 -0.156510 0.000000 0.000000 0.000000 68 25 ASD5-3P 0.000000 0.000000 -0.156510 0.000000 0.000000 0.000000 69 -86 ASD5-3P 0.000000 0.000000 -0.098735 0.000000 0.000000 0.000000 71 -33 ASD5-3P 0.000000 0.000000 -0.383114 0.000000 0.000000 0.000000 72 29 ASD5-3P 0.000000 0.000000 -0.324429 0.000000 0.000000 0.000000 73 -54 ASD5-3P 0.000000 0.000000 -0.267752 0.000000 0.000000 0.000000 74 34 ASD5-3P 0.000000 0.000000 -0.152069 0.000000 0.000000 0.000000 75 34 ASD5-3P 0.000000 0.000000 -0.152069 0.000000 0,000000 0.000000 76 -88 ASD5-3P 0.000000 0.000000 -0.094576 0.000000 0.000000 0.000000 8 27 ASD7-2P 0.000000 0.000000 -0.445039 0.000000 0.000000 0.000000 9 -34 ASD7-2P 0.000000 0.000000 -0.363509 0.000000 0.000000 0.000000 10 -42 ASD7-2P 0.000000 0.000000 -0.281395 0.000000 0.000000 0.000000 11 -70 ASD7-2P 0.000000 0.000000 -0.117584 0.000000 0.000000 0.000000 12 -70 ASD7-2P 0.000000 0.000000 -0.117584 0.000000 0.000000 0.000000 13 42 ASD7-2P 0.000000 0.000000 0.056882 0.000000 0.000000 0.000000 14 -92 ASD7-2P 0.000000 0.000000 0.126840 0.000000 0.000000 0.000000 15 -22 ASD7-2P 0.000000 0.000000 -0.430613 0.000000 0.000000 0.000000 16 14 ASD7-2P 0.000000 0.000000 -0.348480 0.000000 0.000000 0.000000 17 -43 ASD7-2P 0.000000 0.000000 -0.267460 0.000000 0.000000 0.000000 18 11 ASD7-2P 0.000000 0.000000 -0.102327 0.000000 0.000000 0.000000 19 11 ASD7-2P 0.000000 0.000000 -0.102327 0.000000 0.000000 0.000000 20 42 ASD7-2P 0.000000 0.000000 0.056882 0.000000 0.000000 0.000000 21 -92 ASD7-2P 0.000000 0.000000 0.126840 0.000000 0.000000 0.000000 22 -23 ASD7-2P 0.000000 0.000000 -0.419318 0.000000 0.000000 0.000000 23 -35 ASD7-2P 0.000000 0.000000 -0.338781 0.000000 0.000000 0.000000 24 -44 ASD7-2P 0.000000 0.000000 -0.257293 0.000000 0.000000 0.000000 BSE Page 94 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 114 of 238 SAFE 2014 04.1.0 - License #*lQGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node Outputcase Ux Uy Uz Rx Ry Rz in in in Radians Radians Radians 25 -71 ASD7-2P 0.000000 0.000000 -0.091104 0.000000 0.000000 0.000000 26 -71 ASD7-2P 0.000000 0.000000 -0.091104 0.000000 0.000000 0.000000 27 41 ASD7-2P 0.000000 0.000000 0.078394 0.000000 0.000000 0.000000 28 -94 ASD7-2P 0.000000 0.000000 0.148351 0.000000 0.000000 0.000000 29 -24 ASD7-2P 0.000000 0.000000 -0.408351 0.000000 0.000000 0.000000 30 16 ASD7-2P 0.000000 0.000000 -0.326459 0.000000 0.000000 0.000000 31 -45 ASD7-2P 0.000000 0.000000 -0.245390 0.000000 0.000000 0.000000 32 9 ASD7-2P 0.000000 0.000000 -0.080482 0.000000 0.000000 0.000000 33 9 ASD7-2P 0.000000 0.000000 -0.080482 0.000000 0.000000 0.000000 34 -91 ASD7-2P 0.000000 0.000000 0.091555 0.000000 0.000000 0.000000 35 48 ASD7-2P 0.000000 0.000000 0.161295 0.000000 0.000000 0.000000 36 -25 ASD7-2P 0.000000 0.000000 -0.393743 0.000000 0.000000 0.000000 37 -36 ASD7-2P 0.000000 0.000000 -0.313916 0.000000 0.000000 0.000000 38 -46 ASD7-2P 0.000000 0.000000 -0.233085 0.000000 0.000000 0.000000 39 -72 ASD7-2P 0.000000 0.000000 -0.067276 0.000000 0.000000 0.000000 40 -72 ASD7-2P 0.000000 0.000000 -0.067276 0.000000 0.000000 0.000000 41 -91 ASD7-2P 0.000000 0.000000 0.091555 0.000000 0.000000 0.000000 42 48 ASD7-2P 0.000000 0.000000 0.161295 0.000000 0.000000 0.000000 43 -26 ASD7-2P 0.000000 0.000000 -0.384427 0.000000 0.000000 0.000000 44 13 ASD7-2P 0.000000 0.000000 -0.303201 0.000000 0.000000 0.000000 45 -47 ASD7-2P 0.000000 0.000000 -0.222993 0.000000 0.000000 0.000000 46 12 ASD7-2P 0.000000 0.000000 -0.059598 0.000000 0.000000 0.000000 47 12 ASD7-2P 0.000000 0.000000 -0.059598 0.000000 0.000000 0.000000 48 -82 ASD7-2P 0.000000 0.000000 0.031295 0.000000 0.000000 0.000000 50 -28 ASD7-2P 0.000000 0.000000 -0.356639 0.000000 0.000000 0.000000 51 -38 ASD7-2P 0.000000 0.000000 -0.276914 0.000000 0.000000 0.000000 52 -49 ASD7-2P 0.000000 0.000000 -0.197230 0.000000 0.000000 0.000000 53 -74 ASD7-2P 0.000000 0.000000 -0.037701 0.000000 0.000000 0.000000 54 -84 ASD7-2P 0.000000 0.000000 0.052885 0.000000 0.000000 0.000000 55 -84 ASD7-2P 0.000000 0.000000 0.052885 0.000000 0.000000 0.000000 57 -29 ASD7-2P 0.000000 0.000000 -0.343110 0.000000 0.000000 0.000000 58 17 ASD7-2P 0.000000 0.000000 -0.263165 0.000000 0.000000 0.000000 59 -50 ASD7-2P 0.000000 0.000000 -0.184756 0.000000 0.000000 0.000000 60 18 ASD7-2P 0.000000 0.000000 4026361 0.000000 0.000000 0.000000 61 -86 ASD7-2P 0.000000 0.000000 0.079373 0.000000 0.000000 0.000000 62 -86 ASD7-2P 0.000000 0.000000 0.079373 0.000000 0.000000 0.000000 64 -31 ASD7-2P 0.000000 0.000000 -0.311807 0.000000 0.000000 0.000000 65 26 ASD7-2P 0.000000 0.000000 -0.232862 0.000000 0.000000 0.000000 66 -52 ASD7-2P 0.000000 0.000000 -0.155364 0.000000 0.000000 0.000000 67 34 ASD7-2P 0.000000 0.000000 0.028545 0.000000 0.000000 0.000000 68 -88 ASD7-2P 0.000000 0.000000 0.106603 0.000000 0.000000 0.000000 69 -88 ASD7-2P 0.000000 0.000000 0.106603 0.000000 0.000000 0.000000 71 -33 ASD7-2P 0.000000 0.000000 4282000 0.000000 0.000000 0.000000 72 29 ASD7-2P 0.000000 0.000000 -0.203589 0.000000 0.000000 0.000000 73 -54 ASD7-2P 0.000000 0.000000 -0.126555 0.000000 0.000000 0.000000 74 -77 ASD7-2P 0.000000 0.000000 0.040857 0.000000 0.000000 0.000000 75 20 ASD7-2P 0.000000 0.000000 0.118729 0.000000 0.000000 0.000000 76 20 ASD7-2P 0.000000 0.000000 0.118729 0.000000 0.000000 0.000000 8 27 ASD7-2N 0.000000 0.000000 0.080938 0.000000 0.000000 0.000000 9 -34 ASD7-2N 0.000000 0.000000 0.020074 0.000000 0.000000 0.000000 10 -57 ASD7-2N 0.000000 0.000000 -0.108256 0.000000 0.000000 0.000000 11 11 ASD7-2N 0.000000 0.000000 -0.167380 0.000000 0.000000 0.000000 12 -78 ASD7-2N 0.000000 0.000000 -0.225427 0.000000 0.000000 0.000000 13 42 ASD7-2N 0.000000 0.000000 -0.281997 0.000000 0.000000 0.000000 BSE Page 95 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 115 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node Outputcase Ux UY Uz Rx Ry Rz in in in Radians Radians Radians 14 -92 ASD7-2N 0.000000 0.000000 -0.333110 0.000000 0.000000 0.000000 15 -22 ASD7-2N 0.000000 0.000000 0.075481 0.000000 0.000000 0.000000 16 14 ASD7-2N 0.000000 0.000000 0.014916 0.000000 0.000000 0.000000 17 -57 ASD7-2N 0.000000 0.000000 -0.108256 0.000000 0.000000 0.000000 18 11 ASD7-2N 0.000000 0.000000 -0.167380 0.000000 0.000000 0.000000 19 -78 ASD7-2N 0.000000 0.000000 -0.225427 0.000000 0.000000 0.000000 20 42 ASD7-2N 0.000000 0,000000 -0.281997 0.000000 0.000000 0.000000 21 -92 ASD7-2N 0.000000 0.000000 -0.333110 0.000000 0.000000 0.000000 22 -23 ASD7-2N 0.000000 0.000000 0.071222 0.000000 0.000000 0.000000 23 -35 ASD7-2N 0.000000 0.000000 0.011212 0.000000 0.000000 0.000000 24 -59 ASD7-2N 0.000000 0.000000 -0.116801 0.000000 0.000000 0.000000 25 9 ASD7-2N 0.000000 0.000000 -0.176218 0.000000 0.000000 0.000000 26 -80 ASD7-2N 0.000000 0.000000 -0.234321 0.000000 0.000000 0.000000 27 41 ASD7-2N 0.000000 0.000000 -0.290683 0.000000 0.000000 0.000000 28 -94 ASD7-2N 0.000000 0.000000 -0.341788 0.000000 0.000000 0.000000 29 -24 ASD7-2N 0.000000 0.000000 0.066859 0.000000 0.000000 0.000000 30 16 ASD7-2N 0.000000 0.000000 0.006419 0.000000 0.000000 0.000000 31 -60 ASD7-2N 0.000000 0.000000 -0.123046 0.000000 0.000000 0.000000 32 -72 ASD7-2N 0.000000 0.000000 -0.182261 0.000000 0.000000 0.000000 33 33 ASD7-2N 0.000000 0.000000 -0.239483 0.000000 0.000000 0.000000 34 -91 ASD7-2N 0.000000 0.000000 -0.296763 0.000000 0.000000 0.000000 35 48 ASD7-2N 0.000000 0.000000 -0.347014 0.000000 0.000000 0.000000 36 -25 ASD7-2N 0.000000 0.000000 0.060773 0.000000 0.000000 0.000000 37 13 ASD7-2N 0.000000 0.000000 -0.003129 0.000000 0.000000 0.000000 38 -61 ASD7-2N 0.000000 0.000000 -0.124995 0.000000 0.000000 0.000000 39 12 ASD7-2N 0.000000 0.000000 -0.184121 0.000000 0.000000 0.000000 40 -81 ASD7-2N 0.000000 0.000000 -0.243203 0.000000 0.000000 0.000000 41 -91 ASD7-2N 0.000000 0.000000 -0.296763 0.000000 0.000000 0.000000 42 48 ASD7-2N 0.000000 0.000000 -0.347014 0.000000 0.000000 0.000000 43 -26 ASD7-2N 0.000000 0.000000 0.056713 0.000000 0.000000 0.000000 44 -37 ASD7-2N 0.000000 0.000000 -0.008971 0.000000 0.000000 0.000000 45 -62 ASD7-2N 0.000000 0.000000 -0.128739 0.000000 0.000000 0.000000 46 -73 ASD7-2N 0.000000 0.000000 -0.188063 0.000000 0.000000 0.000000 47 -82 ASD7-2N 0.000000 0.000000 -0.246999 0.000000 0.000000 0.000000 48 -82 ASD7-2N 0.000000 0.000000 -0.246999 0.000000 0.000000 0.000000 50 -28 ASD7-2N 0.000000 0.000000 0.044934 0.000000 0.000000 0.000000 51 17 ASD7-2N 0.000000 0.000000 -0.019252 0.000000 0.000000 0.000000 52 -64 ASD7-2N 0.000000 0.000000 -0.136692 0.000000 0.000000 0.000000 53 18 ASD7-2N 0.000000 0.000000 -0.194687 0.000000 0.000000 0.000000 54 -84 ASD7-2N 0.000000 0.000000 -0.253757 0.000000 0.000000 0.000000 55 -84 ASD7-2N 0.000000 0.000000 -0.253757 0.000000 0.000000 0.000000 57 -29 ASD7-2N 0.000000 0.000000 0.039537 0.000000 0.000000 0.000000 58 26 ASD7-2N 0.000000 0.000000 -0.030144 0.000000 0.000000 0.000000 59 -66 ASD7-2N 0.000000 0.000000 -0.145976 0.000000 0.000000 0.000000 60 25 ASD7-2N 0.000000 0.000000 -0.203245 0.000000 0.000000 0.000000 61 -86 ASD7-2N 0.000000 0.000000 -0.261743 0.000000 0.000000 0.000000 62 -86 ASD7-2N 0.000000 0.000000 -0.261743 0.000000 0.000000 0.000000 64 29 ASD7-2N 0.000000 0.000000 -0.040204 0.000000 0.000000 0.000000 65 29 ASD7-2N 0.000000 0.000000 -0.040204 0.000000 0.000000 0.000000 66 -68 ASD7-2N 0.000000 0.000000 -0.155240 0.000000 0.000000 0.000000 67 34 ASD7-2N 0.000000 0.000000 -0.212074 0.000000 0.000000 0.000000 68 -88 ASD7-2N 0.000000 0.000000 -0.270262 0.000000 0.000000 0.000000 69 -88 ASD7-2N 0.000000 0.000000 -0.270262 0.000000 0.000000 0.000000 71 -41 ASD7-2N 0.000000 0.000000 -0.044634 0.000000 0.000000 0.000000 BSE Page 96 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 116 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node OutputCase Ux in Uy in Uz in Rx Radians Ry Radians Rz 1 Radians 72 -41 ASD7-2N 0.000000 0.000000 -0.044634 0.000000 0.000000 0.000000 73 -69 ASD7-2N 0.000000 0.000000 -0.159305 0.000000 0.000000 0.000000 74 -77 ASD7-2N 0.000000 0.000000 -0.216570 0.000000 0.000000 0.000000 75 20 ASD7-2N 0.000000 0.000000 -0.274083 0.000000 0.000000 0.000000 76 20 ASD7-2N 0.000000 0.000000 -0.274083 0.000000 0.000000 0.000000 8 27 ASD1 0.000000 0.000000 -0.303418 0.000000 0.000000 0.000000 9 -34 ASD1 0.000000 0.000000 -0.286196 0.000000 0.000000 0.000000 10 -42 ASD1 0.000000 0.000000 -0.268803 0.000000 0.000000 0.000000 11 -70 ASD1 0.000000 0.000000 -0.232643 0.000000 0.000000 0.000000 12 -70 ASD1 0.000000 0.000000 -0.232643 0.000000 0.000000 0.000000 13 28 ASD1 0.000000 0.000000 -0.213929 0.000000 0.000000 0.000000 14 -89 ASD1 0.000000 0.000000 -0.195411 0.000000 0.000000 0.000000 15 -22 ASD1 0.000000 0.000000 -0.295943 0.000000 0.000000 0.000000 16 14 ASD1 0.000000 0.000000 -0.277970 0.000000 0.000000 0.000000 17 -43 ASD1 0.000000 0.000000 -0.261480 0.000000 0.000000 0.000000 18 11 ASD1 0.000000 0.000000 -0.224756 0.000000 0.000000 0.000000 19 11 ASD1 0.000000 0.000000 -0.224756 0.000000 0.000000 0.000000 20 -78 ASD1 0.000000 0.000000 -0.206691 0.000000 0.000000 0.000000 21 42 ASD1 0.000000 0.000000 -0.187595 0.000000 0.000000 0.000000 22 -23 ASD1 0.000000 0.000000 -0.290080 0.000000 0.000000 0.000000 23 -35 ASD1 0.000000 0.000000 -0.272974 0.000000 0.000000 0.000000 24 -44 ASD1 0.000000 0.000000 -0.255967 0.000000 0.000000 0.000000 25 -71 ASD1 0.000000 0.000000 -0.219840 0.000000 0.000000 0.000000 26 -71 ASD1 0.000000 0.000000 -0.219840 0.000000 0.000000 0.000000 27 -79 ASD1 0.000000 0.000000 -0.201142 0.000000 0.000000 0.000000 28 -90 ASD1 0.000000 0.000000 -0.182589 0.000000 0.000000 0.000000 29 -24 ASD1 0.000000 0.000000 -0.284577 0.000000 0.000000 0.000000 30 16 ASD1 0.000000 0.000000 -0.266700 0.000000 0.000000 0.000000 31 -45 ASD1 0.000000 0.000000 -0.250336 0.000000 0.000000 0.000000 32 9 ASD1 0.000000 0.000000 -0.213917 0.000000 0.000000 0.000000 33 9 ASD1 0.000000 0.000000 -0.213917 0.000000 0.000000 0.000000 34 -80 ASD1 0.000000 0.000000 -0.195947 0.000000 0.000000 0.000000 35 41 ASD1 0.000000 0.000000 -0.176908 0.000000 0.000000 0.000000 36 -25 ASD1 0.000000 0.000000 -0.277475 0.000000 0.000000 0.000000 37 -36 ASD1 0.000000 0.000000 -0.260475 0.000000 0.000000 0.000000 38 -46 ASD1 0.000000 0.000000 -0.243608 0.000000 0.000000 0.000000 39 -72 ASD1 0.000000 0.000000 -0.207948 0.000000 0.000000 0.000000 40 -72 ASD1 0.000000 0.000000 -0.207948 0.000000 0.000000 0.000000 41 33 ASD1 0.000000 0.000000 -0.189520 0.000000 0.000000 0.000000 42 -91 ASD1 0.000000 0.000000 -0.171006 0.000000 0.000000 0.000000 43 -26 ASD1 0.000000 0.000000 -0.273095 0.000000 0.000000 0.000000 44 13 ASD1 0.000000 0.000000 -0.255275 0.000000 0.000000 0.000000 45 -47 ASD1 0.000000 0.000000 -0.238961 0.000000 0.000000 0.000000 46 12 ASD1 0.000000 0.000000 -0.203099 0.000000 0.000000 0.000000 47 12 ASD1 0.000000 0.000000 -0.203099 0.000000 0.000000 0.000000 48 -81 ASD1 0.000000 0.000000 -0.185690 0.000000 0.000000 0.000000 50 -28 ASD1 0.000000 0,000000 -0.259754 0.000000 0.000000 0.000000 51 -38 ASD1 0.000000 0.000000 -0.242691 0.000000 0.000000 0.000000 52 -49 ASD1 0.000000 0.000000 -0.225704 0.000000 0.000000 0.000000 53 -74 ASD1 0.000000 0.000000 -0.191100 0.000000 0.000000 0.000000 54 -74 ASD1 0.000000 0.000000 -0.191100 0.000000 0.000000 0.000000 55 -83 ASD1 0.000000 0.000000 -0.173646 0.000000 0.000000 0.000000 57 -29 ASD1 0.000000 0.000000 -0.252977 0.000000 0.000000 0.000000 58 17 ASD1 0.000000 0.000000 -0.235348 0.000000 0.000000 0.000000 BSE Page 97 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 117 of 238 SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node OutputCase Ux Uy Uz lRx Ry . Rz in in in Radians Radians Radians 59 -50 ASD1 0.000000 0.000000 -0.219039 0.000000 0.000000 0.000000 60 18 ASD1 0.000000 0.000000 -0.184206 0.000000 0.000000 0.000000 61 18 ASD1 0.000000 0.000000 -0.184206 0.000000 0.000000 0.000000 62 -84 ASD1 0.000000 0.000000 -0.167393 0.000000 0.000000 0.000000 64 -31 ASD1 0.000000 0.000000 -0.236588 0.000000 0.000000 0.000000 65 26 ASD1 0.000000 0.000000 -0.219172 0.000000 0.000000 0.000000 66 -52 ASD1 0.000000 0.000000 -0.202968 0.000000 0.000000 0.000000 67 25 ASD1 0.000000 0.000000 -0.168616 0.000000 0.000000 0.000000 68 25 AM 0.000000 0.000000 -0.168616 0.000000 0.000000 0.000000 69 -86 ASD1 0.000000 0.000000 -0.151975 0.000000 0.000000 0.000000 71 -33 ASD1 0.000000 0.000000 -0.220459 0.000000 0.000000 0.000000 72 29 ASD1 0.000000 0.000000 -0.203161 0.000000 0.000000 0.000000 73 -54 ASD1 0.000000 0.000000 -0.187031 0.000000 0.000000 0.000000 74 34 ASD1 0.000000 0.000000 -0.152940 0.000000 0.000000 0.000000 75 34 ASD1 0.000000 0.000000 -0.152940 0.000000 0.000000 0.000000 76 -88 ASD1 0.000000 0.000000 -0.136383 0.000000 0.000000 0.000000 8 27 ASD5-4N 0.000000 0.000000 -0.595486 0.000000 0.000000 0.000000 9 -34 ASD5-4N 0.000000 0.000000 -0.521142 0.000000 0.000000 0.000000 10 -42 ASD5-4N 0.000000 0.000000 -0.446136 0.000000 0.000000 0.000000 11 -70 ASD5-4N 0.000000 0.000000 -0.293906 0.000000 0.000000 0.000000 12 -70 ASD5-4N 0.000000 0.000000 -0.293906 0.000000 0.000000 0.000000 13 28 ASD5-4N 0.000000 0.000000 -0.217821 0.000000 0.000000 0.000000 14 -89 ASD5-4N 0.000000 0.000000 -0.142426 0.000000 0.000000 0.000000 15 -22 ASD5-4N 0.000000 0.000000 -0.561732 0.000000 0.000000 0.000000 16 14 ASD54N 0.000000 0.000000 -0.486543 0.000000 0.000000 0.000000 17 -43 ASD5-4N 0.000000 0.000000 -0.413259 0.000000 0.000000 0.000000 18 11 ASD5-4N 0.000000 0.000000 -0.259690 0.000000 0.000000 0.000000 19 11 ASD54N 0.000000 0.000000 -0.259690 0.000000 0.000000 0.000000 20 -78 ASD5-4N 0.000000 0.000000 -0.184571 0.000000 0.000000 0.000000 21 42 ASD5-4N 0.000000 0.000000 -0.109023 0.000000 0.000000 0.000000 22 -23 ASD5-4N 0.000000 0.000000 -0.535562 0.000000 0.000000 0.000000 23 -35 ASD5-4N 0.000000 0.000000 -0.462561 0.000000 0.000000 0.000000 24 -44 ASD5-4N 0.000000 0.000000 -0.388572 0.000000 0.000000 0.000000 25 -71 ASD5-4N 0.000000 0.000000 -0.234889 0.000000 0.000000 0.000000 26 -71 ASD54N 0.000000 0.000000 -0.234889 0.000000 0.000000 0.000000 27 -79 ASD54N 0.000000 0.000006 -0.159408 0.000000 0.000000 0.000000 28 -90 ASD54N 0.000000 0.000000 -0.084504 0.000000 0.000000 0.000000 29 -24 ASD5-4N 0.000000 0.000000 -0.509966 0.000000 0.000000 0.000000 30 16 ASD54N 0.000000 0.000000 -0.434786 0,000000 0.000000 0.000000 31 -45 ASD5-4N 0.000000 0.000000 -0.361163 0.000000 0.000000 0.000000 32 9 ASD54N 0.000000 0.000000 -0.208795 0.000000 0.000000 0.000000 33 9 ASD5-4N 0.000000 0.000000 -0.208795 0.000000 0.000000 0.000000 34 -80 ASD5-4N 0.000000 0.000000 -0.134562 0.000000 0.000000 0.000000 35 41 ASD5-4N 0.000000 0.000000 -0.059826 0.000000 0.000000 0.000000 36 -25 ASD54N 0.000000 0.000000 -0.478520 0.000000 0.000000 0.000000 37 -36 ASD54N 0.000000 0.000000 -0.404589 0.000000 0.000000 0.000000 38 -46 ASD5-4N 0.000000 0.000000 -0.330223 0.000000 0.000000 0.000000 39 -72 ASD5-4N 0.000000 0.000000 -0.178394 0.000000 0.000000 0.000000 40 -72 ASD54N 0.000000 0.000000 -0.178394 0.000000 0.000000 0.000000 41 33 ASD5-4N 0.000000 0.000000 -0.105046 0.000000 0.000000 0.000000 42 48 ASD54N 0.000000 0.000000 0.034963 0.000000 0.000000 0.000000 43 -26 ASD54N 0.000000 0.000000 -0.459005 0.000000 0.000000 0.000000 44 13 ASD54N 0.000000 0.000000 -0.384100 0.000000 0.000000 0.000000 45 -47 ASD54N 0.000000 0.000000 -0.310722 0.000000 0.000000 0.000000 BSE Page 98 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 118 of 238 SAFE 2014 04.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node Outputcase Ux in Uy in Uz in Rx Radians Ry Radians Rz Radians 46 12 ASD54N 0.000000 0.000000 -0.160352 0.000000 0.000000 0.000000 47 12 ASD5-4N 0.000000 0.000000 -0.160352 0.000000 0.000000 0.000000 48 -81 ASD5-4N 0.000000 0.000000 -0.086455 0.000000 0.000000 0.000000 50 -28 ASD54N 0.000000 0.000000 -0.406212 0.000000 0.000000 0.000000 51 -38 ASD54N 0.000000 0.000000 -0.333141 0.000000 0.000000 0.000000 52 -49 ASD5-4N 0.000000 0.000000 -0.259985 0.000000 0.000000 0.000000 53 -74 ASD5-4N 0.000000 0.000000 -0.112920 0.000000 0.000000 0.000000 54 -74 ASD54N 0.000000 0.000000 -0.112920 0.000000 0.000000 0.000000 55 -83 ASD5-4N 0.000000 0.000000 -0.039037 0.000000 0.000000 0.000000 57 -29 ASD5-4N 0.000000 0.000000 -0.381315 0.000000 0.000000 0.000000 58 17 ASD5-4N 0.000000 0.000000 -0.307812 0.000000 0.000000 0.000000 59 -50 ASD5-4N 0.000000 0.000000 -0.235953 0.000000 0.000000 0.000000 60 18 ASD5-4N 0.000000 0.000000 -0.089709 0.000000 0.000000 0.000000 61 18 ASD5-4N 0.000000 0.000000 -0.089709 0.000000 0.000000 0.000000 62 -86 ASD5-4N 0.000000 0.000000 0.036129 0.000000 0.000000 0.000000 64 -31 ASD5-4N 0.000000 0.000000 -0.324333 0.000000 0.000000 0.000000 65 26 ASD54N 0.000000 0.000000 -0.251684 0.000000 0.000000 0.000000 66 -52 ASD5-4N 0.000000 0.000000 -0.180489 0.000000 0.000000 0.000000 67 25 ASD5-4N 0.000000 0.000000 -0.036282 0.000000 0.000000 0.000000 68 -88 ASD5-4N 0.000000 0.000000 0.088447 0.000000 0.000000 0.000000 69 -88 ASD5-4N 0.000000 0.000000 0.088447 0.000000 0.000000 0.000000 71 -33 ASD5-4N 0.000000 0.000000 -0.269667 0.000000 0.000000 0.000000 72 29 ASD5-4N 0.000000 0.000000 -0.197490 0.000000 0.000000 0.000000 73 -54 ASD5-4N 0.000000 0.000000 -0.126597 0.000000 0.000000 0.000000 74 -77 ASD5-4N 0.000000 0.000000 0.039717 0.000000 0.000000 0.000000 75 20 ASD54N 0.000000 0.000000 0.111578 0.000000 0.000000 0.000000 76 20 ASD54N 0.000000 0.000000 0.111578 0.000000 0.000000 0.000000 8 14 ASD5-4P 0.000000 0.000000 -0.069397 0.000000 0.000000 0.000000 9 14 ASD54P 0.000000 0.000000 -0.069397 0.000000 0.000000 0.000000 10 -57 ASD54P 0.000000 0.000000 -0.150666 0.000000 0.000000 0.000000 11 11 ASD5-4P 0.000000 0.000000 -0.189822 0.000000 0.000000 0.000000 12 -78 ASD54P 0.000000 0.000000 -0.228811 0.000000 0.000000 0.000000 13 42 ASD5-4P 0.000000 0.000000 -0.266167 0.000000 0.000000 0.000000 14 -92 ASD54P 0.000000 0.000000 -0.300204 0.000000 0.000000 0.000000 15 14 ASD5-4P 0.000000 0.000000 -0.069397 0.000000 0.000000 0.000000 16 14 ASD54P 0.000000 0.000000 -0.069397 0.000000 0.000000 0.000000 17 -57 ASD54P 0.000000 0.000000 -0.150666 0.000000 0.000000 0.000000 18 11 ASD5-4P 0.000000 0.000000 -0.189822 0.000000 0.000000 0.000000 19 -78 ASD5-4P 0.000000 0.000000 -0.228811 0.000000 0.000000 0.000000 20 42 ASD5-4P 0.000000 0.000000 -0.266167 0.000000 0.000000 0.000000 21 -92 ASD5-4P 0.000000 0.000000 -0.300204 0.000000 0.000000 0.000000 22 16 ASD5-4P 0.000000 0.000000 -0.098614 0.000000 0.000000 0.000000 23 16 ASD5-4P 0.000000 0.000000 -0.098614 0.000000 0.000000 0.000000 24 -59 ASD54P 0.000000 0.000000 -0.180308 0.000000 0.000000 0.000000 25 9 ASD54P 0.000000 0.000000 -0.219038 0.000000 0.000000 0.000000 26 -80 ASD54P 0.000000 0.000000 -0.257333 0.000000 0.000000 0.000000 27 41 ASD54P 0.000000 0.000000 -0.293989 0.000000 0.000000 0.000000 28 -94 ASD54P 0.000000 0.000000 -0.327936 0.000000 0.000000 0.000000 29 -36 ASD54P 0.000000 0.000000 -0.116361 0.000000 0.000000 0.000000 30 -36 ASD54P 0.000000 0.000000 -0.116361 0.000000 0.000000 0.000000 31 -60 ASD5-4P 0.000000 0.000000 -0.199227 0.000000 0.000000 0.000000 32 -72 ASD5-4P 0.000000 0.000000 -0.237503 0.000000 0.000000 0.000000 33 33 ASD5-413 0.000000 0.000000 -0.273994 0.000000 0.000000 0.000000 34 -91 ASD5-4P 0.000000 0.000000 -0.311367 0.000000 0.000000 0.000000 BSE Page 99 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 119 of 238 SAFE 2014 v14.1.0 - License #*lQGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 t Panel jt Node OutputCase Ux in Uy in Uz in RX Radians ,Ry Radians Rz Radians 35 48 ASD5-4P 0.000000 0.000000 -0.344494 0.000000 0.000000 0.000000 36 13 ASD5-4P 0.000000 0.000000 -0.126451 0.000000 0.000000 0.000000 37 13 ASD5-4P 0.000000 0.000000 -0.126451 0.000000 0.000000 0.000000 38 -61 ASD5-4P 0.000000 0.000000 -0.207640 0.000000 0.000000 0.000000 39 12 ASD5-4P 0.000000 0.000000 -0.245847 0.000000 0.000000 0.000000 40 -81 ASD5-4P 0.000000 0.000000 -0.284924 0.000000 0.000000 0.000000 41 -91 ASD5-4P 0.000000 0.000000 -0.311367 0.000000 0.000000 0.000000 42 48 ASD5-4P 0.000000 0.000000 -0.344494 0.000000 0.000000 0.000000 43 -37 ASD54P 0.000000 0.000000 -0.140172 0.000000 0.000000 0.000000 44 -37 ASD5-4P 0.000000 0.000000 -0.140172 0.000000 0.000000 0.000000 45 -62 ASD5-4P 0.000000 0.000000 -0.219360 0.000000 0.000000 0.000000 46 -73 ASD5-4P 0.000000 0.000000 -0.258362 0.000000 0.000000 0.000000 47 -82 ASD5-4P 0.000000 0.000000 -0.297336 0.000000 0.000000 0.000000 48 -82 ASD54P 0.000000 0.000000 -0.297336 0.000000 0.000000 0.000000 50 17 ASD54P 0.000000 0.000000 -0.162883 0.000000 0.000000 0.000000 51 17 ASD54P 0.000000 0.000000 -0.162883 0.000000 0.000000 0.000000 52 -64 ASD54P 0.000000 0.000000 -0.240813 0.000000 0.000000 0.000000 53 18 ASD5-4P 0.000000 0.000000 -0.278703 0.000000 0.000000 0.000000 54 -84 ASD54P 0.000000 0.000000 -0.318264 0.000000 0.000000 0.000000 55 -84 ASD5-4P 0.000000 0.000000 -0.318264 0.000000 0.000000 0.000000 57 26 ASD54P 0.000000 0.000000 -0.186660 0.000000 0.000000 0.000000 58 26 ASD54P 0.000000 0.000000 -0.186660 0.000000 0.000000 0.000000 59 -66 ASD54P 0.000000 0.000000 -0.263595 0.000000 0.000000 0.000000 60 25 ASD5-4P 0.000000 0.000000 -0.300949 0.000000 0.000000 0.000000 61 -86 ASD5-4P 0.000000 0.000000 -0.340079 0.000000 0.000000 0.000000 62 -86 ASD5-4P 0.000000 0.000000 -0.340079 0.000000 0.000000 0.000000 64 29 ASD54P 0.000000 0.000000 -0.208832 0.000000 0.000000 0.000000 65 29 ASD5-4P 0.000000 0.000000 -0.208832 0.000000 0.000000 0.000000 66 -68 ASD54P 0.000000 0.000000 -0.285337 0.000000 0.000000 0.000000 67 34 ASD54P 0.000000 0.000000 -0.322310 0.000000 0.000000 0.000000 68 -88 ASD54P 0.000000 0.000000 -0.361213 0.000000 0.000000 0.000000 69 -88 ASD54P 0.000000 0.000000 -0.361213 0.000000 0.000000 0.000000 71 -41 ASD54P 0.000000 0.000000 -0.219049 0.000000 0.000000 0.000000 72 -41 ASD54P 0.000000 0.000000 -0.219049 0.000000 0.000000 0.000000 73 -69 ASD5-4P 0.000000 0.000000 -0.294866 0.000000 0.000000 0.000000 74 -77 ASD54P 0.000000 0.000000 -0.332571 0.000000 0.000000 0.000000 75 20 ASD54P 0.000000 0.000000 -0.370501 0.000000 0.000000 0.000000 76 20 ASD5-4P 0.000000 0.000000 -0.370501 0.000000 0.000000 0.000000 8 27 ASD74P 0.000000 0.000000 0.110017 0.000000 0.000000 0.000000 9 -34 ASD7-4P 0.000000 0.000000 0.063228 0.000000 0.000000 0.000000 10 -57 ASD7-4P 0.000000 0.000000 -0.053172 0.000000 0.000000 0.000000 11 11 ASD74P 0.000000 0.000000 -0.099920 0.000000 0.000000 0.000000 12 -78 ASD7-4P 0.000000 0.000000 -0.146134 0.000000 0.000000 0.000000 13 42 ASD74P 0.000000 0.000000 -0.191129 0.000000 0.000000 0.000000 14 -92 ASD74P 0.000000 0.000000 -0.231447 0.000000 0.000000 0.000000 15 -22 ASD74P 0.000000 0.000000 0.088222 0.000000 0.000000 0.000000 16 14 ASD74P 0.000000 0.000000 0.041791 0.000000 0.000000 0.000000 17 -57 ASD74P 0.000000 0.000000 -0.053172 0.000000 0.000000 0.000000 18 11 ASD74P 0.000000 0.000000 -0.099920 0.000000 0.000000 0.000000 19 -78 ASD74P 0.000000 0.000000 -0.146134 0.000000 0.000000 0.000000 20 42 ASD74P 0.000000 0.000000 -0.191129 0.000000 0.000000 0.000000 21 -92 ASD7-4P 0.000000 0.000000 -0.231447 0.000000 0.000000 0.000000 22 -23 ASD7-413 0.000000 0.000000 0.071434 0.000000 0.000000 0.000000 23 -35 ASD74P 0.000000 0.000000 0.025802 0.000000 0.000000 0.000000 BSE Page 100 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 120 of 238 SAFE 2014 v14.1.0 - License #*lQGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node Outputcase Ux in Uy in Uz in Rx Radians Ry Radians Rz i Radians 24 -59 ASD74P 0.000000 0.000000 -0.087211 0.000000 0.000000 0.000000 25 9 ASD74P 0.000000 0.000000 -0.133472 0.000000 0.000000 0.000000 26 -80 ASD74P 0.000000 0.000000 -0.178954 0.000000 0.000000 0.000000 27 41 ASD7-4P 0.000000 0.000000 -0.223226 0.000000 0.000000 0.000000 28 -94 ASD74P 0.000000 0.000000 -0.263457 0.000000 0.000000 0.000000 29 -24 ASD74P 0.000000 0.000000 0.054644 0.000000 0.000000 0.000000 30 -36 ASD74P 0.000000 0.000000 -0.012171 0.000000 0.000000 0.000000 31 -60 ASD74P 0.000000 0.000000 -0.108770 0.000000 0.000000 0.000000 32 -72 ASD74P 0.000000 0.000000 -0.154323 0.000000 0.000000 0.000000 33 33 ASD74P 0.000000 0.000000 -0.198186 0.000000 0.000000 0.000000 34 -91 ASD74P 0.000000 0.000000 -0.242964 0.000000 0.000000 0.000000 35 48 ASD74P 0.000000 0.000000 -0.282588 0.000000 0.000000 0.000000 36 -25 ASD74P 0.000000 0.000000 0.034560 0.000000 0.000000 0.000000 37 13 ASD7-4P 0.000000 0.000000 -0.024341 0.000000 0.000000 0.000000 38 -61 ASD74P 0.000000 0.000000 -0.119018 0.000000 0.000000 0.000000 39 12 ASD74P 0.000000 0.000000 -0.164607 0.000000 0.000000 0.000000 40 -81 ASD74P 0.000000 0.000000 -0.210648 0.000000 0.000000 0.000000 41 -91 ASD74P 0.000000 0.000000 -0.242964 0.000000 0.000000 0.000000 42 48 ASD74P 0.000000 0.000000 -0.282588 0.000000 0.000000 0.000000 43 -37 ASD74P 0.000000 0.000000 -0.040427 0.000000 0.000000 0.000000 44 -37 ASD74P 0.000000 0.000000 -0.040427 0.000000 0.000000 0.000000 45 -62 ASD74P 0.000000 0.000000 -0.133342 0.000000 0.000000 0.000000 46 -73 ASD74P 0.000000 0.000000 -0.179396 0.000000 0.000000 0.000000 47 -82 ASD74P 0.000000 0.000000 -0.225435 0.000000 0.000000 0.000000 48 -82 ASD74P 0.000000 0.000000 -0.225435 0.000000 0.000000 0.000000 50 17 ASD74P 0.000000 0.000000 -0.068744 0.000000 0.000000 0.000000 51 17 ASD74P 0.000000 0.000000 -0.068744 0.000000 0.000000 0.000000 52 -64 ASD74P 0.000000 0.000000 -0.160026 0.000000 0.000000 0.000000 53 18 ASD74P 0.000000 0.000000 -0.205021 0.000000 0.000000 0.000000 54 -84 ASD74P 0.000000 0.000000 -0.251307 0.000000 0.000000 0.000000 55 -84 ASD74P 0.000000 0.000000 -0.251307 0.000000 0.000000 0.000000 57 26 ASD74P 0.000000 0.000000 -0.098991 0.000000 0.000000 0.000000 58 26 ASD74P 0.000000 0.000000 -0.098991 0.000000 0.000000 0.000000 59 -66 ASD74P 0.000000 0.000000 -0.189157 0.000000 0.000000 0.000000 60 25 ASD74P 0.000000 0.000000 -0.233503 0.000000 0.000000 0.000000 61 -86 ASD74P 0.000000 0.000000 -0.279289 0.000000 0.000000 0.000000 62 -86 ASD74P 0.000000 0.000000 -0.279289 0.000000 0.000000 0.000000 64 29 ASD74P 0.000000 0.000000 -0.127568 0.000000 0.000000 0.000000 65 29 ASD74P 0.000000 0.000000 -0.127568 0.000000 0.000000 0.000000 66 --68 ASD7-4P 0.000000 0.000000 -0.217228 0.000000 0.000000 0.000000 67 34 ASD74P 0.000000 0.000000 -0.261134 0.000000 0.000000 0.000000 68 -88 ASD7-4P 0.000000 0.000000 -0.306660 0.000000 0.000000 0.000000 69 -88 ASD74P 0.000000 0.000000 -0.306660 0.000000 0.000000 0.000000 71 -41 ASD74P 0.000000 0.000000 -0.140382 0.000000 0.000000 0.000000 72 -41 ASD74P 0.000000 0.000000 -0.140382 0.000000 0.000000 0.000000 73 -69 ASD7-4P 0.000000 0.000000 -0.229527 0.000000 0.000000 0.000000 74 -77 ASD74P 0.000000 0.000000 -0.274001 0.000000 0.000000 0.000000 75 20 ASD74P 0.000000 0.000000 -0.318716 0.000000 0.000000 0.000000 76 20 ASD74P 0.000000 0.000000 -0.318716 0.000000 0.000000 0.000000 8 27 ASD74N 0.000000 0.000000 -0.474119 0.000000 0.000000 0.000000 9 -34 ASD74N 0.000000 0.000000 -0.406664 0.000000 0.000000 0.000000 10 -42 ASD74N 0.000000 0.000000 -0.338615 0.000000 0.000000 0.000000 11 -70 ASD74N 0.000000 0.000000 -0.200849 0.000000 0.000000 0.000000 12 -70 ASD7-4N 0.000000 0.000000 -0.200849 0.000000 0.000000 0.000000 BSE Page 101 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 121 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node OutputCase Ux Uy Uz Rx Ry Rz in in in Radians Radians Radians 13 28 ASD7-4N 0.000000 0.000000 -0.132250 0.000000 0.000000 0.000000 14 -89 ASD7-4N 0.000000 0.000000 -0.064261 0.000000 0.000000 0.000000 15 -22 ASD74N 0.000000 0.000000 -0.443354 0.000000 0.000000 0.000000 16 14 ASD7-4N 0.000000 0.000000 -0.375355 0.000000 0.000000 0.000000 17 -43 ASD7-4N 0.000000 0.000000 -0.308667 0.000000 0.000000 0.000000 18 11 ASD7-4N 0.000000 0.000000 -0.169787 0.000000 0.000000 0.000000 19 11 ASD7-4N 0.000000 0.000000 -0.169787 0.000000 0.000000 0.000000 20 -78 ASD7-4N 0.000000 0.000000 -0.101895 0.000000 0.000000 0.000000 21 42 ASD7-4N 0.000000 0.000000 -0.033985 0.000000 0.000000 0.000000 22 -23 ASD74N 0.000000 0.000000 -0.419530 0.000000 0.000000 0.000000 23 -35 ASD7-4N 0.000000 0.000000 -0.353371 0.000000 0.000000 0.000000 24 -44 ASD7-4N 0.000000 0.000000 -0.286185 0.000000 0.000000 0.000000 25 -71 ASD74N 0.000000 0.000000 4146954 0.000000 0.000000 0.000000 26 -71 ASD7-4N 0.000000 0.000000 -0.146954 0.000000 0.000000 0.000000 27 -79 ASD7-4N 0.000000 0.000000 -0.078951 0.000000 0.000000 0.000000 28 -94 ASD7-4N 0.000000 0.000000 0.070020 0.000000 0.000000 0.000000 29 -24 ASD7-4N 0.000000 0.000000 -0.396136 0.000000 0.000000 0.000000 30 16 ASD7-4N 0.000000 0.000000 -0.328106 0.000000 0.000000 0.000000 31 -45 ASD74N 0.000000 0.000000 -0.261029 0.000000 0.000000 0.000000 32 9 ASD7-4N 0.000000 0.000000 -0.123228 0.000000 0.000000 0.000000 33 9 ASD7-4N 0.000000 0.000000 -0.123228 0.000000 0.000000 0.000000 34 -80 ASD7-4N 0.000000 0.000000 -0.056183 0.000000 0.000000 0.000000 35 48 ASD7-4N 0.000000 0.000000 0.096870 0.000000 0.000000 0.000000 36 -25 ASD7-4N 0.000000 0.000000 -0.367530 0.000000 0.000000 0.000000 37 -36 ASD7-4N 0.000000 0.000000 -0.300399 0.000000 0.000000 0.000000 38 -46 ASD7-4N 0.000000 0.000000 -0.232780 0.000000 0.000000 0.000000 39 -72 ASD7-4N 0.000000 0.000000 -0.095214 0.000000 0.000000 0.000000 40 -72 ASD7-4N 0,000000 0.000000 -0.095214 0.000000 0.000000 0.000000 41 -91 ASD7-4N 0.000000 0.000000 0,037757 0.000000 0.000000 0.000000 42 48 ASD74N 0.000000 0.000000 0.096870 0.000000 0.000000 0.000000 43 -26 ASD7-4N 0.000000 0.000000 -0.349767 0.000000 0.000000 0.000000 44 13 ASD74N 0.000000 0.000000 -0.281989 0.000000 0.000000 0.000000 45 -47 ASD7-4N 0.000000 0.000000 4215138 0.000000 0.000000 0.000000 46 12 ASD7-4N 0.000000 0.000000 -0.079112 0.000000 0.000000 0.000000 47 12 ASD74N 0.000000 0.000000 -0.079112 0.000000 0.000000 0.000000 48 -81 ASD74N 0.000000 0.000000 -0.012179 0.000000 0.000000 0.000000 50 -28 ASD74N 0.000000 0.000000 -0.302310 0.000000 0.000000 0.000000 51 -38 ASD74N 0.000000 0.000000 -0.236064 0.000000 0.000000 0.000000 52 -49 ASD7-4N 0.000000 0.000000 -0.169704 0.000000 0.000000 0.000000 53 -74 ASD74N 0.000000 0.000000 -0.036480 0.000000 0.000000 0.000000 54 -84 ASD74N 0.000000 0.000000 0.050435 0.000000 0.000000 0.000000 55 -84 ASD7-4N 0.000000 0.000000 0.050435 0.000000 0.000000 0.000000 57 -29 ASD74N 0.000000 0.000000 -0.280125 0.000000 0.000000 0.000000 58 17 ASD74N 0.000000 0.000000 -0.213673 0,000000 0.000000 0.000000 59 -50 ASD74N 0.000000 0.000000 -0.148338 0.000000 0.000000 0.000000 60 25 ASD74N 0.000000 0.000000 0.031164 0.000000 0.000000 0.000000 61 -86 ASD74N 0.000000 0.000000 0.096919 0.000000 0.000000 0.000000 62 -86 ASD74N 0.000000 0.000000 0.096919 0.000000 0.000000 0.000000 64 -31 ASD74N 0.000000 0.000000 -0.229698 0.000000 0.000000 0.000000 65 26 ASD74N 0.000000 0.000000 -0.164015 0.000000 0.000000 0.000000 66 -52 ASD7-4N 0.000000 0.000000 -0.099302 0.000000 0.000000 0.000000 67 34 ASD74N 0.000000 0.000000 0.077606 0.000000 0.000000 0.000000 68 -88 ASD7-4N 0.000000 0.000000 0.143000 0.000000 0.000000 0.000000 69 -88 ASD74N 0.000000 0.000000 0.143000 0.000000 0.000000 0.000000 BSE Page 102 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 122 of 238 SAFE 2014 v14.1.0 - License #"1 QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node Outputcase Ux in Uy in Uz in Rx Radians Ry Radians Rz Radians 71 -33 ASD7-4N 0.000000 0.000000 -0.181484 0.000000 0.000000 0.000000 72 29 ASD7-4N 0.000000 0.000000 -0.116225 0.000000 0.000000 0.000000 73 -54 ASD7-4N 0.000000 0.000000 -0.051784 0.000000 0.000000 0.000000 74 -77 ASD7-4N 0.000000 0.000000 0.098288 0.000000 0.000000 0.000000 75 20 ASD74N 0.000000 0.000000 0.163363 0.000000 0.000000 0.000000 76 20 ASD74N 0.000000 0.000000 0.163363 0.000000 0.000000 0.000000 8 14 ASD5-2N 0.000000 0.000000 -0.096272 0.000000 0.000000 0.000000 9 14 ASD5-2N 0.000000 0.000000 -0.096272 0.000000 0.000000 0.000000 10 -57 ASD5-2N 0.000000 0.000000 -0.205751 0.000000 0.000000 0.000000 11 11 ASD5-2N 0.000000 0.000000 -0.257282 0.000000 0.000000 0.000000 12 -78 ASD5-2N 0.000000 0.000000 -0.308103 0.000000 0.000000 0.000000 13 42 ASD5-2N 0.000000 0.000000 -0.357035 0.000000 0.000000 0.000000 14 -92 ASD5-2N 0.000000 0.000000 -0.401866 0.000000 0.000000 0.000000 15 14 ASD5-2N 0.000000 0.000000 -0.096272 0.000000 0.000000 0.000000 16 14 ASD5-2N 0.000000 0.000000 -0.096272 0.000000 0.000000 0.000000 17 -57 ASD5-2N 0.000000 0.000000 -0.205751 0.000000 0.000000 0.000000 18 11 ASD5-2N 0.000000 0.000000 -0.257282 0.000000 0.000000 0.000000 19 -78 ASD5-2N 0.000000 0.000000 -0.308103 0.000000 0.000000 0.000000 20 42 ASD5-2N 0.000000 0.000000 -0.357035 0.000000 0.000000 0.000000 21 -92 ASD5-2N 0.000000 0.000000 -0.401866 0.000000 0.000000 0.000000 22 16 ASD5-2N 0.000000 0.000000 -0.100261 0.000000 0.000000 0.000000 23 16 ASD5-2N 0.000000 0.000000 -0.100261 0.000000 0.000000 0.000000 24 -59 ASD5-2N 0.000000 0.000000 -0.209898 0.000000 0.000000 0.000000 25 9 ASD5-2N 0.000000 0.000000 -0.261785 0.000000 0.000000 0.000000 26 -80 ASD5-2N 0.000000 0.000000 -0.312700 0.000000 0.000000 0.000000 27 41 ASD5-2N 0.000000 0.000000 -0.361446 0.000000 0.000000 0.000000 28 -94 ASD5-2N 0.000000 0.000000 -0.406267 0.000000 0.000000 0.000000 29 -36 ASD5-2N 0.000000 0.000000 -0.1028" 0.000000 0.000000 0.000000 30 -36 ASD5-2N 0.000000 0.000000 -0.102844 0.000000 0.000000 0.000000 31 -60 ASD5-2N 0.000000 0.000000 -0.213503 0.000000 0.000000 0.000000 32 -72 ASD5-2N 0.000000 0.000000 -0.265441 0.000000 0.000000 0.000000 33 33 ASD5-2N 0.000000 0.000000 -0.315292 0.000000 0.000000 0.000000 34 -91 ASD5-2N 0.000000 0.000000 -0.365165 0.000000 0.000000 0.000000 35 48 AS05-214 0.000000 0.000000 -0.408920 0.000000 0.000000 0.000000 36 13 ASD5-2N 0.000000 0.000000 -0.105239 0.000000 0.000000 0.000000 37 13 ASD5-2N 0.000000 0.000000 -0.105239 0.000000 0.000000 0.000000 38 -61 ASD5-2N 0.000000 0.000000 -0.213617 0.000000 0.000000 0.000000 39 -72 ASD5-2N 0.000000 0.000000 -0.265441 0.000000 0.000000 0.000000 40 -81 ASD5-2N 0.000000 0.000000 -0.317479 0.000000 0.000000 0.000000 41 -91 ASD5-2N 0.000000 0.000000 -0.365165 0.000000 0.000000 0.000000 42 48 ASD5-2N 0.000000 0.000000 -0.408920 0.000000 0.000000 0.000000 43 -37 ASD5-2N 0.000000 0.000000 -0.108715 0.000000 0.000000 0.000000 44 -37 ASD5-2N 0.000000 0.000000 -0.108715 0.000000 0.000000 0.000000 45 -62 ASD5-2N 0.000000 0.000000 -0.214757 0.000000 0.000000 0.000000 46 -73 ASD5-2N 0.000000 0.000000 -0.267030 0.000000 0.000000 0.000000 47 -82 ASD5-2N 0.000000 0.000000 -0.318900 0.000000 0.000000 0.000000 48 -82 ASD5-2N 0.000000 0.000000 -0.318900 0.000000 0.000000 0.000000 50 17 ASD5-2N 0.000000 0.000000 -0.113391 0.000000 0.000000 0.000000 51 17 ASD5-2N 0.000000 0.000000 -0.113391 0.000000 0.000000 0.000000 52 -64 ASD5-2N 0.000000 0.000000 -0.217479 0.000000 0.000000 0.000000 53 18 ASD5-2N 0.000000 0.000000 -0.268369 0.000000 0.000000 0.000000 54 -84 ASD5-2N 0.000000 0.000000 -0.320714 0.000000 0.000000 0.000000 55 -84 ASD5-2N 0.000000 0.000000 -0.320714 0.000000 0.000000 0.000000 57 26 ASD5-2N 0.000000 0.000000 -0.117813 0.000000 0.000000 0.000000 BSE Page 103 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 123 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 1 of 2 Panel Node Outputcase Ux in Uy in Uz in Rx Radians Ry Radians Rz Radians 1 58 26 ASD5-2N 0.000000 0.000000 -0.117813 0.000000 0.000000 0.000000 59 -66 ASD5-2N 0.000000 0.000000 -0.220414 0.000000 0.000000 0.000000 60 25 ASD5-2N 0.000000 0.000000 -0.270691 0.000000 0.000000 0.000000 61 -86 ASD5-2N 0.000000 0.000000 -0.322533 0.000000 0.000000 0.000000 62 -86 ASD5-2N 0.000000 0.000000 -0.322533 0.000000 0.000000 0.000000 64 29 ASD5-2N 0.000000 0.000000 -0.121469 0.000000 0.000000 0.000000 65 29 ASD5-2N 0.000000 0.000000 -0.121469 0.000000 0.000000 0.000000 66 -68 ASD5-2N 0.000000 0.000000 -0.223349 0.000000 0.000000 0.000000 67 34 ASD5-2N 0.000000 0.000000 -0.273250 0.000000 0.000000 0.000000 68 -88 ASD5-2N 0.000000 0.000000 -0.324815 0.000000 0.000000 0.000000 69 -88 ASD5-2N 0.000000 0.000000 -0.324815 0.000000 0.000000 0.000000 71 -41 ASD5-2N 0.000000 0.000000 -0.123301 0.000000 0.000000 0.000000 72 -41 ASD5-2N 0.000000 0.000000 -0.123301 0.000000 0.000000 0.000000 73 -69 ASD5-2N 0.000000 0.000000 -0.224644 0.000000 0.000000 0.000000 74 -77 ASD5-2N 0.000000 0.000000 -0.275140 0.000000 0.000000 0.000000 75 20 ASD5-2N 0.000000 0.000000 -0.325867 0.000000 0.000000 0.000000 76 20 ASD5-2N 0.000000 0.000000 -0.325867 0.000000 0.000000 0.000000 Table 22: Nodal Displacements - Summary, Part 2 of 2 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobaiX GlobalY ft ft 8 27 LRFD1 -10.0000 -10.0000 9 -34 LRFD1 -10.0000 -6.0000 10 -42 LRFD1 -10.0000 -2.0000 11 -70 LRFD1 -10.0000 6.0000 12 -70 LRFD1 -10.0000 6.0000 13 28 LRFD1 -10.0000 10.0000 14 -89 LRFD1 -10.0000 14.0000 15 -22 LRFD1 -6.0000 -10.0000 16 14 LRFD1 -6.0000 -6.0000 17 -43 LRFD1 -6.0000 -2.0000 18 11 LRFD1 -6.0000 6.0000 19 11 LRFD1 -6.0000 6.0000 20 -78 LRFD1 -6.0000 10.0000 21 42 LRFD1 -6.0000 14.0000 22 -23 LRFD1 -3.0000 -10.0000 23 -35 LRFD1 -3.0000 -6.0000 24 -44 LRFD1 -3.0000 -2.0000 25 -71 LRFD1 -3.0000 6.0000 26 -71 LRFD1 -3.0000 6.0000 27 -79 LRFD1 -3.0000 10.0000 28 -90 LRFD1 -3.0000 14.0000 29 -24 LRFD1 0.0000 -10.0000 30 16 LRFD1 0.0000 -6.0000 31 -45 LRFD1 0.0000 -2.0000 32 9 LRFD1 0.0000 6.0000 33 9 LRFD1 0.0000 6.0000 34 -80 LRFD1 0.0000 10.0000 35 41 LRFD1 0.0000 14.0000 36 -25 LRFD1 3.6250 -10.0000 37 -36 LRFD1 3.6250 -6.0000 BSE Page 104 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 124 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node Outputcase GlobalX GlobWY ft ft' 38 -46 LRFD1 3.6250 -2.0000 39 -72 LRFD1 3.6250 6.0000 40 -72 LRFD1 3.6250 6.0000 41 33 LRFD1 3.6250 10.0000 42 -91 LRFD1 3.6250 14.0000 43 -26 LRFD1 6.0000 -10.0000 44 13 LRFD1 6.0000 -6.0000 45 -47 LRFD1 6.0000 -2.0000 46 12 LRFD1 6.0000 6.0000 47 12 LRFD1 6.0000 6.0000 48 -81 LRFD1 6.0000 10.0000 50 -28 LRFD1 12.6667 -10.0000 51 -38 LRFD1 12.6667 -6.0000 52 -49 LRFD1 12.6667 -2.0000 53 -74 LRFD1 12.6667 6.0000 54 -74 LRFD1 12.6667 6.0000 55 -83 LRFD1 12.6667 10.0000 57 -29 LRFD1 16.0000 -10.0000 58 17 LRFD1 16.0000 -6.0000 59 -50 LRFD1 16.0000 -2.0000 60 18 LRFD1 16.0000 6.0000 61 18 LRFD1 16.0000 6.0000 62 -84 LRFD1 16.0000 10.0000 64 -31 LRFD1 24.0000 -10.0000 65 26 LRFD1 24.0000 -6.0000 66 -52 LRFD1 24.0000 -2.0000 67 25 LRFD1 24.0000 6.0000 68 25 LRFD1 24.0000 6.0000 69 -86 LRFD1 24.0000 10.0000 71 -33 LRFD1 32.0000 -10.0000 72 29 LRFD1 32.0000 -6.0000 73 -54 LRFD1 32.0000 -2.0000 74 34 LRFD1 32.0000 6.0000 75 34 LRFD1 32.0000 6.0000 76 -88 LRFD1 32.0000 10.0000 8 14 LRFD6-1 P -6.0000 -6.0000 9 14 LRFD6-1 P -6.0000 -6.0000 10 -57 LRFD6-1 P -6.0000 2.0000 11 11 LRFD6-1 P -6.0000 6.0000 12 -78 LRFD6-1 P -6.0000 10.0000 13 42 LRFD6-1 P -6.0000 14.0000 14 -92 LRFD6-1 P -6.0000 17.5000 15 14 LRFD6-1 P -6.0000 -6.0000 16 14 LRFD6-1 P -6.0000 -6.0000 17 -57 LRFD6-1 P -6.0000 2.0000 18 11 LRFD6-1P -6.0000 6.0000 19 -78 LRFD6-1 P -6.0000 10.0000 20 42 LRFD6-1 P -6.0000 14.0000 21 -92 LRFD6-1 P -6.0000 17.5000 22 16 LRFD6-1 P 0.0000 -6.0000 23 16 LRFD6-1 P 0.0000 -6.0000 24 -59 LRFD6-1 P 0.0000 2.0000 25 9 LRFD6-1 P 0.0000 6.0000 26 -80 LRFD6-1 P 0.0000 10.0000 BSE Page 105 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 125 of 238 SAFE 2014 04.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node Outputcase GlobalX GlobalY ft ft' 27 41 LRFD6-1 P 0.0000 14.0000 28 -94 LRFD6-1 P 0.0000 17.5000 29 -36 LRFD6-1 P 3.6250 -6.0000 30 -36 LRFD6-1 P 3.6250 -6.0000 31 -60 LRFD6-1 P 3.6250 2.0000 32 -72 LRFD6-1 P 3.6250 6.0000 33 -72 LRFD6-1 P 3.6250 6.0000 34 -91 LRFD6-1 P 3.6250 14.0000 35 48 LRFD6-1 P 3.6250 17.5000 36 13 LRFD6-1 P 6.0000 -6.0000 37 13 LRFD6-1 P 6.0000 -6.0000 38 -61 LRFD6-1 P 6.0000 2.0000 39 12 LRFD6-1 P 6.0000 6.0000 40 -81 LRFD6-1 P 6.0000 10.0000 41 -81 LRFD6-1 P 6.0000 10.0000 42 48 LRFD6-1 P 3.6250 17.5000 43 -37 LRFD6-1 P 9.3333 -6.0000 44 -37 LRFD6-1 P 9.3333 -6.0000 45 -62 LRFD6-1 P 9.3333 2.0000 46 -73 LRFD6-1 P 9.3333 6.0000 47 -82 LRFD6-1 P 9.3333 10.0000 48 -82 LRFD6-1 P 9.3333 10.0000 50 17 LRFD6-1 P 16.0000 -6.0000 51 17 LRFD6-1 P 16.0000 -6.0000 52 -64 LRFD6-1 P 16.0000 2.0000 53 18 LRFD6-1 P 16.0000 6.0000 54 -84 LRFD6-1 P 16.0000 10.0000 55 -84 LRFD6-1 P 16.0000 10,0000 57 26 LRFD6-1 P 24.0000 -6.0000 58 26 LRFD6-1 P 24.0000 -6.0000 59 -66 LRFD6-1 P 24.0000 2.0000 60 25 LRFD6-1 P 24.0000 6.0000 61 -86 LRFD6-1 P 24.0000 10.0000 62 -86 LRFD6-1 P 24.0000 10.0000 64 29 LRFD6-1 P 32.0000 -6.0000 65 29 LRFD6-1 P 32.0000 -6.0000 66 -68 LRFD6-1 P 32.0000 2.0000 67 34 LRFD6-1 P 32.0000 6.0000 68 -88 LRFD6-1 P 32.0000 10.0000 69 -88 LRFD6-1 P 32.0000 10.0000 71 -41 LRFD6-1 P 35.5000 -6.0000 72 -41 LRFD6-1 P 35.5000 -6.0000 73 -69 LRFD6-1 P 35.5000 2.0000 74 -77 LRFD6-1 P 35.5000 6.0000 75 20 LRFD6-1 P 35.5000 10.0000 76 20 LRFD6-1 P 35.5000 10.0000 8 27 LRFD6-2P -10.0000 -10.0000 9 -34 LRFD6-2P -10.0000 -6.0000 10 -42 LRFD6-2P -10.0000 -2.0000 11 -70 LRFD6-2P -10.0000 6.0000 12 -70 LRFD6-2P -10.0000 6.0000 13 42 LRFD6-2P -6.0000 14.0000 14 -92 LRFD6-2P -6.0000 17.5000 15 -22 LRFD6-2P -6.0000 -10.0000 BSE Page 106 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 126 of 238 SAFE 2014 v14.1.0 - License #*1 QGJ6729ZQVM4H B 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 16 14 LRFD6-2P -6.0000 -6.0000 17 -43 LRFD6-2P -6.0000 -2.0000 18 11 LRFD6-2P -6.0000 6.0000 19 11 LRFD6-2P -6.0000 6.0000 20 42 LRFD6-2P -6.0000 14.0000 21 -92 LRFD6-2P -6.0000 17.5000 22 -23 LRFD6-2P -3.0000 -10.0000 23 -35 LRFD6-2P -3.0000 -6.0000 24 -44 LRFD6-2P -3.0000 -2.0000 25 -71 LRFD6-2P -3.0000 6.0000 26 -71 LRFD6-2P -3.0000 6.0000 27 41 LRFD6-2P 0.0000 14.0000 28 -94 LRFD6-2P 0.0000 17.5000 29 -24 LRFD6-2P 0.0000 -10.0000 30 16 LRFD6-2P 0.0000 -6.0000 31 -45 LRFD6-2P 0.0000 -2.0000 32 9 LRFD6-2P 0.0000 6.0000 33 9 LRFD6-2P 0.0000 6.0000 34 -91 LRFD6-2P 3.6250 14.0000 35 48 LRFD6-2P 3.6250 17.5000 36 -25 LRFD6-2P 3.6250 -10.0000 37 -36 LRFD6-2P 3.6250 -6.0000 38 -46 LRFD6-2P 3.6250 -2.0000 39 -72 LRFD6-2P 3.6250 6.0000 40 -72 LRFD6-2P 3.6250 6.0000 41 -91 LRFD6-2P 3.6250 14.0000 42 48 LRFD6-2P 3.6250 17.5000 43 -26 LRFD6-2P 6.0000 -10.0000 44 13 LRFD6-2P 6.0000 -6.0000 45 -47 LRFD6-2P 6.0000 -2.0000 46 12 LRFD6-2P 6.0000 6.0000 47 12 LRFD6-2P 6.0000 6.0000 48 -82 LRFD6-2P 9.3333 10.0000 50 -28 LRFD6-2P 12.6667 -10.0000 51 -38 LRFD6-2P 12.6667 -6.0000 52 -49 LRFD6-2P 12.6667 -2.0000 53 -74 LRFD6-2P 12.6667 6.0000 54 -84 LRFD6-2P 16.0000 10.0000 55 -84 LRFD6-2P 16.0000 10.0000 57 -29 LRFD6-2P 16.0000 -10.0000 58 17 LRFD6-2P 16.0000 -6.0000 59 -50 LRFD6-2P 16.0000 -2.0000 60 18 LRFD6-2P 16.0000 6.0000 61 -86 LRFD6-2P 24.0000 10.0000 62 -86 LRFD6-2P 24.0000 10.0000 64 -31 LRFD6-2P 24.0000 -10.0000 65 26 LRFD6-2P 24.0000 -6.0000 66 -52 LRFD6-2P 24.0000 -2.0000 67 34 LRFD6-2P 32.0000 6.0000 68 -88 LRFD6-2P 32.0000 10.0000 69 -88 LRFD6-2P 32.0000 10.0000 71 -33 LRFD6-2P 32.0000 -10.0000 72 29 LRFD6-2P 32.0000 -6.0000 73 -54 LRFD6-2P 32.0000 -2.0000 BSE Page 107 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 127 of 238 SAFE 2014 v14.1.0 - License #*1 QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY It ft 74 -77 LRFD6-2P 35.5000 6.0000 75 20 LRFD6-2P 35.5000 10.0000 76 20 LRFD6-2P 35.5000 10.0000 8 27 LRFD6-IN -10.0000 -10.0000 9 -34 LRFD6-1 N -10.0000 -6.0000 10 -42 LRFD6-1 N -10.0000 -2.0000 11 -70 LRFD6-1 N -10.0000 6.0000 12 -70 LRFD6-1 N -10.0000 6.0000 13 28 LRFD6-1 N -10.0000 10.0000 14 -89 LRFD6-1 N -10.0000 14.0000 15 -22 LRFD6-1 N -6.0000 -10.0000 16 14 LRFD6-1 N -6.0000 -6.0000 17 -43 LRFD6-1 N -6.0000 -2.0000 18 11 LRFD6-1 N -6.0000 6.0000 19 11 LRFD6-1 N -6.0000 6.0000 20 -78 LRFD6-1 N -6.0000 10.0000 21 42 LRFD6-1 N -6.0000 14.0000 22 -23 LRFD6-1 N -3.0000 -10.0000 23 -35 LRFD6-1 N -3.0000 -6.0000 24 -44 LRFD6-1N -3.0000 -2.0000 25 -71 LRFD6-1 N -3.0000 6.0000 26 -71 LRFD6-1 N -3.0000 6.0000 27 -79 LRFD6-1 N -3.0000 10.0000 28 -90 LRFD6-1 N -3.0000 14.0000 29 -24 LRFD6-1 N 0.0000 -10.0000 30 16 LRFD6-1 N 0.0000 -6.0000 31 -45 LRFD6-1 N 0.0000 -2.0000 32 9 LRFD6-1 N 0.0000 6.0000 33 9 LRFD6-1 N 0.0000 6.0000 34 -80 LRFD6-1 N 0.0000 10.0000 35 41 LRFD6-1 N 0.0000 14.0000 36 -25 LRFD6-1 N 3.6250 -10.0000 37 -36 LRFD6-1 N 3.6250 -6.0000 38 -46 LRFD6-IN 3.6250 -2.0000 39 -72 LRFD6-1 N 3.6250 6.0000 40 -72 LRFD6-1 N 3.6250 6.0000 41 33 LRFD6-1 N 3.6250 10.0000 42 -91 LRFD6-1 N 3.6250 14.0000 43 -26 LRFD6-1 N 6.0000 -10.0000 44 13 LRFD6-1 N 6.0000 -6.0000 45 -47 LRFD6-1 N 6.0000 -2.0000 46 12 LRFD6-1 N 6.0000 6.0000 47 12 LRFD6-1 N 6.0000 6.0000 48 -81 LRFD6-1 N 6.0000 10.0000 50 -28 LRFD6-1 N 12.6667 -10.0000 51 -38 LRFD6-1 N 12.6667 -6.0000 52 -49 LRFD6-IN 12.6667 -2.0000 53 -74 LRFD6-1 N 12.6667 6.0000 54 -74 LRFD6-1 N 12.6667 6.0000 55 -83 LRFD6-1 N 12.6667 10.0000 57 -29 LRFD6-1 N 16.0000 -10.0000 58 17 LRFD6-1 N 16.0000 -6.0000 59 -50 LRFD6-1 N 16.0000 -2.0000 60 18 LRFD6-1 N 16.0000 6.0000 BSE Page 108 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 128 of 238 SAFE 2014 v14.1.0 - License #*1 QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY . ft ft 61 18 LRFD6-1 N 16.0000 6.0000 62 -84 LRFD6-1 N 16.0000 10.0000 64 -31 LRFD6-1 N 24.0000 -10.0000 65 26 LRFD6-1 N 24.0000 -6.0000 66 -52 LRFD6-1 N 24.0000 -2.0000 67 34 LRFD6-1 N 32.0000 6.0000 68 -88 LRFD6-1 N 32.0000 10.0000 69 -88 LRFD6-1 N 32.0000 10.0000 71 -33 LRFD6-1 N 32.0000 -10.0000 72 29 LRFD6-1 N 32.0000 -6.0000 73 -69 LRFD6-1 N 35.5000 2.0000 74 -77 LRFD6-1 N 35.5000 6.0000 75 20 LRFD6-1 N 35.5000 10.0000 76 20 LRFD6-1 N 35.5000 10.0000 8 27 LRFD6-2N -10.0000 -10.0000 9 -34 LRFD6-2N -10.0000 -6.0000 10 -57 LRFD6-2N -6.0000 2.0000 11 11 LRFD6-2N -6.0000 6.0000 12 -78 LRFD6-2N -6.0000 10.0000 13 42 LRFD6-2N -6.0000 14.0000 14 -92 LRFD6-2N -6.0000 17.5000 15 -22 LRFD6-2N -6.0000 -10.0000 16 14 LRFD6-2N -6.0000 -6.0000 17 -57 LRFD6-2N -6.0000 2.0000 18 11 LRFD6-2N -6.0000 6.0000 19 -78 LRFD6-2N -6.0000 10.0000 20 42 LRFD6-2N -6.0000 14.0000 21 -92 LRFD6-2N -6.0000 17.5000 22 -23 LRFD6-2N -3.0000 -10.0000 23 -35 LRFD6-2N -3.0000 -6.0000 24 -59 LRFD6-2N 0.0000 2.0000 25 9 LRFD6-2N 0.0000 6.0000 26 -80 LRFD6-2N 0.0000 10.0000 27 41 LRFD6-2N 0.0000 14.0000 28 -94 LRFD6-2N 0.0000 17.5000 29 -24 LRFD6-2N 0.0000 -10.0000 30 16 LRFD6-2N 0.0000 -6.0000 31 -60 LRFD6-2N 3.6250 2.0000 32 -72 LRFD6-2N 3.6250 6.0000 33 33 LRFD6-2N 3.6250 10.0000 34 -91 LRFD6-2N 3.6250 14.0000 35 48 LRFD6-2N 3.6250 17.5000 36 -25 LRFD6-2N 3.6250 -10.0000 37 -36 LRFD6-2N 3.6250 -6.0000 38 -61 LRFD6-2N 6.0000 2.0000 39 12 LRFD6-2N 6.0000 6.0000 40 -81 LRFD6-2N 6.0000 10.0000 41 -91 LRFD6-2N 3.6250 14.0000 42 48 LRFD6-2N 3.6250 17.5000 43 -26 LRFD6-2N 6.0000 -10.0000 44 13 LRFD6-2N 6.0000 -6.0000 45 -62 LRFD6-2N 9.3333 2.0000 46 -73 LRFD6-2N 9.3333 6.0000 47 -82 LRFD6-2N 9.3333 10.0000 BSE Page 109 of.213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 129 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 48 -82 LRFD6-2N 9.3333 10.0000 50 -28 LRFD6-2N 12.6667 -10.0000 51 -38 LRFD6-2N 12.6667 -6.0000 52 -64 LRFD6-2N 16.0000 2.0000 53 18 LRFD6-2N 16.0000 6.0000 54 -84 LRFD6-2N 16.0000 10.0000 55 -84 LRFD6-2N 16.0000 10.0000 57 -29 LRFD6-2N 16.0000 -10.0000 58 26 LRFD6-2N 24.0000 -6.0000 59 -66 LRFD6-2N 24.0000 2.0000 60 25 LRFD6-2N 24.0000 6.0000 61 -86 LRFD6-2N 24.0000 10.0000 62 -86 LRFD6-2N 24.0000 10.0000 64 ~31 LRFD6-2N 24.0000 -10.0000 65 29 LRFD6-2N 32.0000 -6.0000 66 -68 LRFD6-2N 32.0000 2.0000 67 34 LRFD6-2N 32.0000 6.0000 68 -88 LRFD6-2N 32.0000 10.0000 69 -88 LRFD6-2N 32.0000 10.0000 71 -33 LRFD6-2N 32.0000 -10.0000 72 -41 LRFD6-2N 35.5000 -6.0000 73 -69 LRFD6-2N 35.5000 2.0000 74 -77 LRFD6-2N 35.5000 6.0000 75 20 LRFD6-2N 35.5000 10.0000 76 20 LRFD6-2N 35.5000 10.0000 8 -22 LRFD6-3P -6.0000 -10.0000 9 14 LRFD6-3P -6.0000 -6.0000 10 -43 LRFD6-3P -6.0000 -2.0000 11 11 LRFD6-3P -6.0000 6.0000 12 11 LRFD6-3P -6.0000 6.0000 13 -89 LRFD6-3P -10.0000 14.0000 14 49 LRFD6-3P -10.0000 17.5000 15 -22 LRFD6-3P -6.0000 -10.0000 16 14 LRFD6-3P -6.0000 -6.0000 17 -43 LRFD6-3P -6.0000 -2.0000 18 11 LRFD6-3P -6.0000 6.0000 19 11 LRFD6-3P -6.0000 6.0000 20 42 LRFD6-3P -6.0000 14.0000 21 -92 LRFD6-3P -6.0000 17.5000 22 -24 LRFD6-3P 0.0000 -10.0000 23 16 LRFD6-3P 0.0000 -6.0000 24 -45 LRFD6-3P 0.0000 -2.0000 25 9 LRFD6-3P 0.0000 6.0000 26 9 LRFD6-3P 0.0000 6.0000 27 -90 LRFD6-3P -3.0000 14.0000 28 -93 LRFD6-3P -3.0000 17.5000 29 -25 LRFD6-3P 3.6250 -10.0000 30 -36 LRFD6-3P 3.6250 -6.0000 31 -46 LRFD6-3P 3.6250 -2.0000 32 -72 LRFD6-3P 3.6250 6.0000 33 -72 LRFD6-3P 3.6250 6.0000 34 41 LRFD6-3P 0.0000 14.0000 35 -94 LRFD6-3P 0.0000 17.5000 36 -26 LRFD6-3P 6.0000 -10.0000 BSE Page 110 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 130 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 37 13 LRFD6-3P 6.0000 -6.0000 38 --47 LRFD6-3P 6.0000 -2.0000 39 12 LRFD6-3P 6.0000 6.0000 40 12 LRFD6-3P 6.0000 6.0000 41 -91 LRFD6-3P 3.6250 14.0000 42 48 LRFD6-3P 3.6250 17.5000 43 -27 LRFD6-3P 9.3333 -10.0000 44 -37 LRFD6-3P 9.3333 -6.0000 45 -48 LRFD6-3P 9.3333 -2.0000 46 -73 LRFD6-3P 9.3333 6.0000 47 -73 LRFD6-3P 9.3333 6.0000 48 -82 LRFD6-3P 9.3333 10.0000 50 -29 LRFD6-3P 16.0000 -10.0000 51 17 LRFD6-3P 16.0000 -6.0000 52 -50 LRFD6-3P 16.0000 -2.0000 53 18 LRFD6-3P 16.0000 6.0000 54 18 LRFD6-3P 16.0000 6.0000 55 --84 LRFD6-3P 16.0000 10.0000 57 ~31 LRFD6-3P 24.0000 -10.0000 58 26 LRFD6-3P 24.0000 -6.0000 59 -52 LRFD6-3P 24.0000 -2.0000 60 25 LRFD6-3P 24.0000 6.0000 61 25 LRFD6-3P 24.0000 6.0000 62 ~86 LRFD6-3P 24.0000 10.0000 64 -33 LRFD6-3P 32.0000 -10.0000 65 29 LRFD6-3P 32.0000 -6.0000 66 -54 LRFD6-3P 32.0000 -2.0000 67 34 LRFD6-3P 32.0000 6.0000 68 34 LRFD6-3P 32.0000 6.0000 69 -88 LRFD6-3P 32.0000 10.0000 71 19 LRFD6-3P 35.5000 -10.0000 72 -41 LRFD6-3P 35.5000 -6.0000 73 -55 LRFD6-3P 35.5000 -2.0000 74 -77 LRFD6-3P 35.5000 6.0000 75 -77 LRFD6-3P 35.5000 6.0000 76 20 LRFD6-3P 35.5000 10.0000 8 -34 LRFD6-3N -10.0000 -6.0000 9 -34 LRFD6-3N -10.0000 -6.0000 10 -56 LRFD6-3N -10.0000 2.0000 11 -70 LRFD6-3N -10.0000 6.0000 12 28 LRFD6-3N -10.0000 10.0000 13 -89 LRFD6-3N -10.0000 14.0000 14 49 LRFD6-3N -10.0000 17.5000 15 14 LRFD6-3N -6.0000 -6.0000 16 14 LRFD6-3N -6.0000 -6.0000 17 -57 LRFD6-3N -6.0000 2.0000 18 11 LRFD6-3N -6.0000 6.0000 19 ~78 LRFD6-3N -6.0000 10.0000 20 42 LRFD6-3N -6.0000 14.0000 21 -92 LRFD6-3N -6.0000 17.5000 22 -35 LRFD6-3N -3.0000 -6.0000 23 -35 LRFD6-3N -3.0000 -6.0000 24 -58 LRFD6-3N -3.0000 2.0000 25 -71 LRFD6-3N -3.0000 6.0000 BSE Page 111 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 131 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 26 -79 LRFD6-3N -3.0000 10.0000 27 -90 LRFD6-3N -3.0000 14.0000 28 -93 LRFD6-3N -3.0000 17.5000 29 16 LRFD6-3N 0.0000 -6.0000 30 16 LRFD6-3N 0.0000 -6.0000 31 -59 LRFD6-3N 0.0000 2.0000 32 9 LRFD6-3N 0.0000 6.0000 33 -80 LRFD6-3N 0.0000 10.0000 34 41 LRFD6-3N 0.0000 14.0000 35 -94 LRFD6-3N 0.0000 17.5000 36 -36 LRFD6-3N 3.6250 -6.0000 37 -36 LRFD6-3N 3.6250 -6.0000 38 -60 LRFD6-3N 3.6250 2.0000 39 -72 LRFD6-3N 3.6250 6.0000 40 33 LRFD6-3N 3.6250 10.0000 41 -91 LRFD6-3N 3.6250 14.0000 42 48 LRFD6-3N 3.6250 17.5000 43 13 LRFD6-3N 6.0000 -6.0000 44 13 LRFD6-3N 6.0000 -6.0000 45 -61 LRFD6-3N 6.0000 2.0000 46 12 LRFD6-3N 6.0000 6.0000 47 -81 LRFD6-3N 6.0000 10.0000 48 -81 LRFD6-3N 6.0000 10.0000 50 -38 LRFD6-3N 12.6667 -6.0000 51 -38 LRFD6-3N 12.6667 -6.0000 52 -63 LRFD6-3N 12.6667 2.0000 53 -74 LRFD6-3N 12.6667 6.0000 54 -83 LRFD6-3N 12.6667 10.0000 55 -83 LRFD6-3N 12.6667 10.0000 57 -31 LRFD6-3N 24.0000 -10.0000 58 17 LRFD6-3N 16.0000 -6.0000 59 -64 LRFD6-3N 16.0000 2.0000 60 18 LRFD6-3N 16.0000 6.0000 61 -84 LRFD6-3N 16.0000 10.0000 62 -84 LRFD6-3N 16.0000 10.0000 64 -33 LRFD6-3N 32.0000 -10.0000 65 29 LRFD6-3N 32.0000 -6.0000 66 -66 LRFD6-3N 24.0000 2.0000 67 25 LRFD6-3N 24.0000 6.0000 68 -86 LRFD6-3N 24.0000 10.0000 69 -86 LRFD6-3N 24.0000 10.0000 71 19 LRFD6-3N 35.5000 -10.0000 72 -41 LRFD6-3N 35.5000 -6.0000 73 -68 LRFD6-3N 32.0000 2.0000 74 34 LRFD6-3N 32.0000 6.0000 75 -88 LRFD6-3N 32.0000 10.0000 76 -88 LRFD6-3N 32.0000 10.0000 8 27 LRFD64P -10.0000 -10.0000 9 -34 LRFD6-4P -10.0000 -6.0000 10 -57 LRFD64P -6.0000 2.0000 11 11 LRFD6-4P -6.0000 6.0000 12 -78 LRFD64P -6.0000 10.0000 13 42 LRFD6-4P -6.0000 14.0000 14 -92 LRFD6-4P -6.0000 17.5000 BSE Page 112 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 132 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node Outputcase GlobalX GtobalY Itftl 15 -22 LRFD6-4P -6.0000 -10.0000 16 14 LRFD6-4P -6.0000 -6.0000 17 -57 LRFD6-4P -6.0000 2.0000 18 11 LRFD64P -6.0000 6.0000 19 -78 LRFD6-4P -6.0000 10.0000 20 42 LRFD6-4P -6.0000 14.0000 21 -92 LRFD64P -6.0000 17.5000 22 -23 LRFD64P -3.0000 -10.0000 23 -35 LRFD64P -3.0000 -6.0000 24 -59 LRFD64P 0.0000 2.0000 25 9 LRFD6-4P 0.0000 6.0000 26 -80 LRFD6-4P 0.0000 10.0000 27 41 LRFD6-4P 0.0000 14.0000 28 -94 LRFD6-4P 0.0000 17.5000 29 -24 LRFD64P 0.0000 -10.0000 30 16 LRFD64P 0.0000 -6.0000 31 -60 LRFD6-4P 3.6250 2.0000 32 -72 LRFD6-4P 3.6250 6.0000 33 33 LRFD6-4P 3.6250 10.0000 34 -91 LRFD64P 3.6250 14.0000 35 48 LRFD6-4P 3.6250 17.5000 36 -25 LRFD64P 3.6250 -10.0000 37 13 LRFD64P 6.0000 -6.0000 38 -61 LRFD6-4P 6.0000 2.0000 39 12 LRFD6-4P 6.0000 6.0000 40 -81 LRFD6-4P 6.0000 10.0000 41 -91 LRFD6-4P 3.6250 14.0000 42 48 LRFD64P 3.6250 17.5000 43 -26 LRFD6-4P 6.0000 -10.0000 44 -37 LRFD6-4P 9.3333 -6.0000 45 -62 LRFD6-4P 9.3333 2.0000 46 -73 LRFD6-4P 9.3333 6.0000 47 -82 LRFD64P 9.3333 10.0000 48 -82 LRFD64P 9.3333 10.0000 50 17 LRFD64P 16.0000 -6.0000 51 17 LRFD64P 16.0000 -6.0000 52 -64 LRFD64P 16.0000 2.0000 53 18 LRFD6-4P 16.0000 6.0000 54 -84 LRFD64P 16.0000 10.0000 55 -84 LRFD64P 16.0000 10.0000 57 26 LRFD64P 24.0000 -6.0000 58 26 LRFD64P 24.0000 -6.0000 59 -66 LRFD64P 24.0000 2.0000 60 25 LRFD64P 24.0000 6.0000 61 -86 LRFD64P 24.0000 10.0000 62 -86 LRFD64P 24.0000 10.0000 64 29 LRFD64P 32.0000 -6.0000 65 29 LRFD64P 32.0000 -6.0000 66 -68 LRFD6-4P 32.0000 2.0000 67 34 LRFD6-4P 32.0000 6.0000 68 -88 LRFD6-4P 32.0000 10.0000 69 -88 LRFD6-4P 32.0000 10.0000 71 -41 LRFD6-4P 35.5000 -6.0000 72 -41 LRFD6-4P 35.5000 -6.0000 BSE Page 113 of 213 133 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 5. Analysis results 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 73 -69 LRFD6-4P 35.5000 2.0000 74 -77 LRFD6-4P 35.5000 6.0000 75 20 LRFD6-4P 35.5000 10.0000 76 20 LRFD6-4P 35.5000 10.0000 8 27 LRFD6-4N -10.0000 -10.0000 9 -34 LRFD6-4N -10.0000 -6.0000 10 -42 LRFD6-4N -10.0000 -2.0000 11 -70 LRFD6-4N -10.0000 6.0000 12 -70 LRFD6-4N -10.0000 6.0000 13 28 LRFD6-4N -10.0000 10.0000 14 -89 LRFD6-4N -10.0000 14.0000 15 -22 LRFD6-4N -6.0000 -10.0000 16 14 LRFD6-4N -6.0000 -6.0000 17 -43 LRFD6-4N -6.0000 -2.0000 18 11 LRFD64N -6.0000 6.0000 19 11 LRFD6-4N -6.0000 6.0000 20 -78 LRFD6-4N -6.0000 10.0000 21 -92 LRFD6-4N -6.0000 17.5000 22 -23 LRFD6-4N -3.0000 -10.0000 23 -35 LRFD6-4N -3.0000 -6.0000 24 -44 LRFD6-4N -3.0000 -2.0000 25 -71 LRFD64N -3.0000 6.0000 26 -71 LRFD6-4N -3.0000 6.0000 27 -79 LRFD6-4N -3.0000 10.0000 28 -94 LRFD6-4N 0.0000 17.5000 29 -24 LRFD64N 0.0000 -10.0000 30 16 LRFD6-4N 0.0000 -6.0000 31 -45 LRFD6-4N 0.0000 -2.0000 32 9 LRFD6-4N 0.0000 6.0000 33 9 LRFD64N 0.0000 6.0000 34 -91 LRFD64N 3.6250 14.0000 35 48 LRFD6-4N 3.6250 17.5000 36 -25 LRFD64N 3.6250 -10.0000 37 -36 LRFD6-4N 3.6250 -6.0000 38 -46 LRFD64N 3.6250 -2.0000 39 -72 LRFD64N 3.6250 6.0000 40 -72 LRFD6-4N 3.6250 6.0000 41 -91 LRFD6-4N 3.6250 14.0000 42 48 LRFD64N 3.6250 17.5000 43 -26 LRFD6-4N 6.0000 -10.0000 44 13 LRFD6-4N 6.0000 -6.0000 45 -47 LRFD64N 6.0000 -2.0000 46 12 LRFD64N 6.0000 6.0000 47 12 LRFD64N 6.0000 6.0000 48 ~82 LRFD64N 9.3333 10.0000 50 -28 LRFD64N 12.6667 -10.0000 51 -38 LRFD6-4N 12.6667 -6.0000 52 ~49 LRFD64N 12.6667 -2.0000 53 -74 LRFD64N 12.6667 6.0000 54 -84 LRFD6-4N 16.0000 10.0000 55 -84 LRFD64N 16.0000 10.0000 57 -29 LRFD64N 16.0000 -10.0000 58 17 LRFD6-4N 16.0000 -6.0000 59 -50 LRFD64N 16.0000 -2.0000 BSE Page 114 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 134 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 60 25 LRFD6-4N 24.0000 6.0000 61 -86 LRFD6-4N 24.0000 10.0000 62 -86 LRFD6-4N 24.0000 10.0000 64 -31 LRFD6-4N 24.0000 -10.0000 65 26 LRFD6-4N 24.0000 -6.0000 66 -52 LRFD6-4N 24.0000 -2.0000 67 34 LRFD6-4N 32.0000 6.0000 68 -88 LRFD6-4N 32.0000 10.0000 69 -88 LRFD6-4N 32.0000 10.0000 71 -33 LRFD6-4N 32.0000 -10.0000 72 29 LRFD6-4N 32.0000 -6.0000 73 -69 LRFD6-4N 35.5000 2.0000 74 -77 LRFD6-4N 35.5000 6.0000 75 20 LRFD6-4N 35.5000 10.0000 76 20 LRFD64N 35.5000 10.0000 8 27 LRFD4-1 N -10.0000 -10.0000 9 -34 LRFD4-1N -10.0000 -6.0000 10 -42 LRFD4-1 N -10.0000 -2.0000 11 -70 LRFD4-1 N -10.0000 6.0000 12 -70 LRFD4-1 N -10.0000 6.0000 13 28 LRFD4-1N -10.0000 10.0000 14 -89 LRFD4-1 N -10.0000 14.0000 15 -22 LRFD4-1 N -6.0000 -10.0000 16 14 LRFD4-1 N -6.0000 -6.0000 17 -43 LRFD4-1 N -6.0000 -2.0000 18 11 LRFD4-1 N -6.0000 6.0000 19 11 LRFD4-1 N -6.0000 6.0000 20 -78 LRFD4-1 N -6.0000 10.0000 21 42 LRFD4-1N -6.0000 14.0000 22 -23 LRFD4-1N -3.0000 -10.0000 23 -35 LRFD4-1 N -3.0000 -6.0000 24 -44 LRFD4-1 N -3.0000 -2.0000 25 -71 LRFD4-1 N -3.0000 6.0000 26 -71 LRFD4-1 N -3.0000 6.0000 27 -79 LRFD4-1 N -3.0000 10.0000 28 -90 LRFD4-1 N -3.0000 14.0000 29 -24 LRFD4-1 N 0.0000 -10.0000 30 16 LRFD4-1 N 0.0000 -6.0000 31 -45 LRFD4-1 N 0.0000 -2.0000 32 9 LRFD4-IN 0.0000 6.0000 33 9 LRFD4-1 N 0.0000 6.0000 34 -80 LRFD4-1 N 0.0000 10.0000 35 41 LRFD4-1 N 0.0000 14.0000 36 -25 LRFD4-1 N 3.6250 -10.0000 37 -36 LRFD4-1 N 3.6250 -6.0000 38 -46 LRFD4-1 N 3.6250 -2.0000 39 -72 LRFD4-1 N 3.6250 6.0000 40 -72 LRFD4-1 N 3.6250 6.0000 41 33 LRFD4-1 N 3.6250 10.0000 42 -91 LRFD4-1 N 3.6250 14.0000 43 -26 LRFD4-1 N 6.0000 -10.0000 44 13 LRFD4-1 N 6.0000 -6.0000 45 -47 LRFD4-1 N 6.0000 -2.0000 46 12 LRFD4-1 N 6.0000 6.0000 BSE Page 115 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 135 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 47 12 LRFD4-1 N 6.0000 6.0000 48 -81 LRFD4-1 N 6.0000 10.0000 50 -28 LRFD4-1N 12.6667 -10.0000 51 -38 LRFD4-1 N 12.6667 -6.0000 52 -49 LRFD4-1 N 12.6667 -2.0000 53 -74 LRFD4-1 N 12.6667 6.0000 54 -74 LRFD4-1 N 12.6667 6.0000 55 -83 LRFD4-1 N 12.6667 10.0000 57 --29 LRFD4-1 N 16.0000 -10.0000 58 17 LRFD4-1 N 16.0000 -6.0000 59 -50 LRFD4-1 N 16.0000 -2.0000 60 18 LRFD4-1 N 16.0000 6.0000 61 18 LRFD4-1 N 16.0000 6.0000 62 -84 LRFD4-1 N 16.0000 10.0000 64 -31 LRFD4-1 N 24.0000 -10.0000 65 26 LRFD4-1 N 24.0000 -6.0000 66 -52 LRFD4-1 N 24.0000 -2.0000 67 25 LRFD4-1 N 24.0000 6.0000 68 25 LRFD4-1 N 24.0000 6.0000 69 -88 LRFD4-1 N 32.0000 10.0000 71 -33 LRFD4-1 N 32.0000 -10.0000 72 29 LRFD4-1 N 32.0000 -6.0000 73 -54 LRFD4-1 N 32.0000 -2.0000 74 -77 LRFD4-1 N 35.5000 6.0000 75 20 LRFD4-1 N 35.5000 10.0000 76 20 LRFD4-1 N 35.5000 10.0000 8 -34 LRFD4-3N -10.0000 -6.0000 9 -34 LRFD4-3N -10.0000 -6.0000 10 -56 LRFD4-3N -10.0000 2.0000 11 -70 LRFD4-3N -10.0000 6.0000 12 28 LRFD4-3N -10.0000 10.0000 13 -89 LRFD4-3N -10.0000 14.0000 14 49 LRFD4-3N -10.0000 17.5000 15 14 LRFD4-3N -6.0000 -6.0000 16 14 LRFD4-3N -6.0000 -6.0000 17 -57 LRFD4-3N -6.0000 2.0000 18 11 LRFD4-3N -6.0000 6.0000 19 -78 LRFD4-3N -6.0000 10.0000 20 42 LRFD4-3N -6.0000 14.0000 21 -92 LRFD4-3N -6.0000 17.5000 22 -35 LRFD4-3N -3.0000 -6.0000 23 -35 LRFD4-3N -3.0000 -6.0000 24 -58 LRFD4-3N -3.0000 2.0000 25 -71 LRFD4-3N -3.0000 6.0000 26 -79 LRFD4-3N -3.0000 10.0000 27 -90 LRFD4-3N -3.0000 14.0000 28 -93 LRFD4-3N -3.0000 17.5000 29 16 LRFD4-3N 0.0000 -6.0000 30 16 LRFD4-3N 0.0000 -6.0000 31 -59 LRFD4-3N 0.0000 2.0000 32 9 LRFD4-3N 0.0000 6.0000 33 -80 LRFD4-3N 0.0000 10.0000 34 41 LRFD4-3N 0.0000 14.0000 35 -94 LRFD4-3N 0.0000 17.5000 BSE Page 116 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 136 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node Outputcase GlobalX GlobalY ft ft 36 -36 LRFD4-3N 3.6250 -6.0000 37 -36 LRFD4-3N 3.6250 -6.0000 38 -60 LRFD4-3N 3.6250 2.0000 39 -72 LRFD4-3N 3.6250 6.0000 40 33 LRFD4-3N 3.6250 10.0000 41 -91 LRFD4-3N 3.6250 14.0000 42 48 LRFD4-3N 3.6250 17.5000 43 13 LRFD4-3N 6.0000 -6.0000 44 13 LRFD4-3N 6.0000 -6.0000 45 --61 LRFD4-3N 6.0000 2.0000 46 12 LRFD4-3N 6.0000 6.0000 47 -81 LRFD4-3N 6.0000 10.0000 48 -81 LRFD4-3N 6.0000 10.0000 50 -38 LRFD4-3N 12.6667 -6.0000 51 -38 LRFD4-3N 12.6667 -6.0000 52 -63 LRFD4-3N 12.6667 2.0000 53 -74 LRFD4-3N 12.6667 6.0000 54 -83 LRFD4-3N 12.6667 10.0000 55 -83 LRFD4-3N 12.6667 10.0000 57 17 LRFD4-3N 16.0000 -6.0000 58 17 LRFD4-3N 16.0000 -6.0000 59 -64 LRFD4-3N 16.0000 2.0000 60 18 LRFD4-3N 16.0000 6.0000 61 -84 LRFD4-3N 16.0000 10.0000 62 -84 LRFD4-3N 16.0000 10.0000 64 26 LRFD4-3N 24.0000 -6.0000 65 26 LRFD4-3N 24.0000 -6.0000 66 -66 LRFD4-3N 24.0000 2.0000 67 25 LRFD4-3N 24.0000 6.0000 68 -86 LRFD4-3N 24.0000 10.0000 69 -86 LRFD4-3N 24.0000 10.0000 71 29 LRFD4-3N 32.0000 -6.0000 72 29 LRFD4-3N 32.0000 -6.0000 73 -68 LRFD4-3N 32.0000 2.0000 74 34 LRFD4-3N 32.0000 6.0000 75 -88 LRFD4-3N 32.0000 10.0000 76 -88 LRFD4-3N 32.0000 10.0000 8 -22 LRFD4-1 P -6.0000 -10.0000 9 14 LRFD4-1 P -6.0000 -6.0000 10 -43 LRFD4-1 P -6.0000 -2.0000 11 11 LRFD4-1 P -6.0000 6.0000 12 11 LRFD4-1 P -6.0000 6.0000 13 -78 LRFD4-1 P -6.0000 10.0000 14 42 LRFD4-1 P -6.0000 14.0000 15 -22 LRFD4-1 P -6.0000 -10.0000 16 14 LRFD4-1 P -6.0000 -6.0000 17 -43 LRFD4-1 P -6.0000 -2.0000 18 11 LRFD4-1 P -6.0000 6.0000 19 11 LRFD4-1 P -6.0000 6.0000 20 -78 LRFD4-1 P -6.0000 10.0000 21 42 LRFD4-1 P -6.0000 14.0000 22 -24 LRFD4-1 P 0.0000 -10.0000 23 16 LRFD4-1 P 0.0000 -6.0000 24 -45 LRFD4-1 P 0.0000 -2.0000 BSE Page 117 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 137 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 --Node OutputCase GlobalX GlobalY Et ft ft 25 9 LRFD4-1 P 0.0000 6.0000 26 9 LRFD4-1 P 0.0000 6.0000 27 -80 LRFD4-1 P 0.0000 10.0000 28 41 LRFD4-1 P 0.0000 14.0000 29 -25 LRFD4-1 P 3.6250 -10.0000 30 -36 LRFD4-1 P 3.6250 -6.0000 31 -46 LRFD4-1 P 3.6250 -2.0000 32 -72 LRFD4-1 P 3.6250 6.0000 33 -72 LRFD4-1 P 3.6250 6.0000 34 33 LRFD4-1 P 3.6250 10.0000 35 -91 LRFD4-1 P 3.6250 14.0000 36 -26 LRFD4-1 P 6.0000 -10.0000 37 13 LRFD4-1P 6.0000 -6.0000 38 -47 LRFD4-1 P 6.0000 -2.0000 39 12 LRFD4-1 P 6.0000 6.0000 40 12 LRFD4-1 P 6.0000 6.0000 41 -81 LRFD4-1 P 6.0000 10.0000 42 -91 LRFD4-1 P 3.6250 14.0000 43 -27 LRFD4-1 P 9.3333 -10.0000 44 -37 LRFD4-1 P 9.3333 -6.0000 45 -48 LRFD4-1P 9.3333 -2.0000 46 -73 LRFD4-1 P 9.3333 6.0000 47 -73 LRFD4-1 P 9.3333 6.0000 48 -82 LRFD4-1 P 9.3333 10.0000 50 -29 LRFD4-1 P 16.0000 -10.0000 51 17 LRFD4-1 P 16.0000 -6.0000 52 -50 LRFD4-1 P 16.0000 -2.0000 53 18 LRFD4-1 P 16.0000 6.0000 54 18 LRFD4-1P 16.0000 6.0000 55 -84 LRFD4-1 P 16.0000 10.0000 57 -31 LRFD4-1 P 24.0000 -10.0000 58 26 LRFD4-1 P 24.0000 -6.0000 59 -52 LRFD4-1 P 24.0000 -2.0000 60 25 LRFD4-1 P 24.0000 6.0000 61 25 LRFD4-1 P 24.0000 6.0000 62 -86 LRFD4-1 P 24.0000 10.0000 64 -33 LRFD4-1 P 32.0000 -10.0000 65 29 LRFD4-1 P 32.0000 -6.0000 66 -54 LRFD4-1 P 32.0000 -2.0000 67 34 LRFD4-1 P 32.0000 6.0000 68 34 LRFD4-1 P 32.0000 6.0000 69 -88 LRFD4-1 P 32.0000 10.0000 71 19 LRFD4-1 P 35.5000 -10.0000 72 -41 LRFD4-1 P 35.5000 -6.0000 73 -55 LRFD4-1 P 35.5000 -2.0000 74 -77 LRFD4-1 P 35.5000 6.0000 75 -77 LRFD4-1 P 35.5000 6.0000 76 20 LRFD4-1 P 35.5000 10.0000 8 -22 LRFD4-3P -6.0000 -10.0000 9 14 LRFD4-3P -6.0000 -6.0000 10 -43 LRFD4-3P -6.0000 -2.0000 11 11 LRFD4-3P -6.0000 6.0000 12 11 LRFD4-3P -6.0000 6.0000 13 -89 LRFD4-3P -10.0000 14.0000 BSE Page 118 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 138 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 14 49 LRFD4-3P -10.0000 17.5000 15 -22 LRFD4-3P -6.0000 -10.0000 16 14 LRFD4-3P -6.0000 -6.0000 17 -43 LRFD4-3P -6.0000 -2.0000 18 11 LRFD4-3P -6.0000 6.0000 19 11 LRFD4-3P -6.0000 6.0000 20 42 LRFD4-3P -6.0000 14.0000 21 -92 LRFD4-3P -6.0000 17.5000 22 -24 LRFD4-3P 0.0000 -10.0000 23 16 LRFD4-3P 0.0000 -6.0000 24 -45 LRFD4-3P 0.0000 -2.0000 25 9 LRFD4-3P 0.0000 6.0000 26 9 LRFD4-3P 0.0000 6.0000 27 -80 LRFD4-3P 0.0000 10.0000 28 -93 LRFD4-3P -3.0000 17.5000 29 -25 LRFD4-3P 3.6250 -10.0000 30 -36 LRFD4-3P 3.6250 -6.0000 31 -46 LRFD4-3P 3.6250 -2.0000 32 -72 LRFD4-3P 3.6250 6.0000 33 -72 LRFD4-3P 3.6250 6.0000 34 33 LRFD4-3P 3.6250 10.0000 35 -94 LRFD4-3P 0.0000 17.5000 36 -26 LRFD4-3P 6.0000 -10.0000 37 13 LRFD4-3P 6.0000 -6.0000 38 -47 LRFD4-3P 6.0000 -2.0000 39 12 LRFD4-3P 6.0000 6.0000 40 12 LRFD4-3P 6.0000 6.0000 41 -81 LRFD4-3P 6.0000 10.0000 42 48 LRFD4-3P 3.6250 17.5000 43 -27 LRFD4-3P 9.3333 -10.0000 44 -37 LRFD4-3P 9.3333 -6.0000 45 -48 LRFD4-3P 9.3333 -2.0000 46 -73 LRFD4-3P 9.3333 6.0000 47 -73 LRFD4-3P 9.3333 6.0000 48 -82 LRFD4-3P 9.3333 10.0000 50 -28 LRFD4-3P 12.6667 -10.0000 51 -38 LRFD4-3P 12.6667 -6.0000 52 -50 LRFD4-3P 16.0000 -2.0000 53 18 LRFD4-3P 16.0000 6.0000 54 18 LRFD4-3P 16.0000 6.0000 55 -84 LRFD4-3P 16.0000 10.0000 57 -29 LRFD4-3P 16.0000 -10.0000 58 -39 LRFD4-3P 20.0000 -6.0000 59 -51 LRFD4-3P 20.0000 -2.0000 60 25 LRFD4-3P 24.0000 6.0000 61 25 LRFD4-3P 24.0000 6.0000 62 -86 LRFD4-3P 24.0000 10.0000 64 -31 LRFD4-3P 24.0000 -10.0000 65 -40 LRFD4-3P 28.0000 -6.0000 66 -52 LRFD4-3P 24.0000 -2.0000 67 -76 LRFD4-3P 28.0000 6.0000 68 -76 LRFD4-3P 28.0000 6.0000 69 -88 LRFD4-3P 32.0000 10.0000 71 -33 LRFD4-3P 32.0000 -10.0000 BSE Page 119 of 213 139 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 5. Analysis results 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 72 -41 LRFD4-3P 35.5000 -6.0000 73 -54 LRFD4-3P 32.0000 -2.0000 74 -77 LRFD4-3P 35.5000 6.0000 75 -77 LRFD4-3P 35.5000 6.0000 76 20 LRFD4-3P 35.5000 10.0000 8 27 LRFD4-2N -10.0000 -10.0000 9 14 LRFD4-2N -6.0000 -6.0000 10 -57 LRFD4-2N -6.0000 2.0000 11 11 LRFD4-2N -6.0000 6.0000 12 ~78 LRFD4-2N -6.0000 10.0000 13 42 LRFD4-2N -6.0000 14.0000 14 -92 LRFD4-2N -6.0000 17.5000 15 -22 LRFD4-2N -6.0000 -10.0000 16 14 LRFD4-2N -6.0000 -6.0000 17 -57 LRFD4-2N -6.0000 2.0000 18 11 LRFD4-2N -6.0000 6.0000 19 -78 LRFD4-2N -6.0000 10.0000 20 42 LRFD4-2N -6.0000 14.0000 21 -92 LRFD4-2N -6.0000 17.5000 22 -23 LRFD4-2N -3.0000 -10.0000 23 16 LRFD4-2N 0.0000 -6.0000 24 -59 LRFD4-2N 0.0000 2.0000 25 9 LRFD4-2N 0.0000 6.0000 26 -80 LRFD4-2N 0.0000 10.0000 27 41 LRFD4-2N 0.0000 14.0000 28 -94 LRFD4-2N 0.0000 17.5000 29 -24 LRFD4-2N 0.0000 -10.0000 30 -36 LRFD4-2N 3.6250 -6.0000 31 -60 LRFD4-2N 3.6250 2.0000 32 -72 LRFD4-2N 3.6250 6.0000 33 33 LRFD4-2N 3.6250 10.0000 34 -91 LRFD4-2N 3.6250 14.0000 35 48 LRFD4-2N 3.6250 17.5000 36 -25 LRFD4-2N 3.6250 -10.0000 37 13 LRFD4-2N 6.0000 -6.0000 38 -61 LRFD4-2N 6.0000 2.0000 39 12 LRFD4-2N 6.0000 6.0000 40 -81 LRFD4-2N 6.0000 10.0000 41 -91 LRFD4-2N 3.6250 14.0000 42 48 LRFD4-2N 3.6250 17.5000 43 -37 LRFD4-2N 9.3333 -6.0000 44 -37 LRFD4-2N 9.3333 -6.0000 45 -62 LRFD4-2N 9.3333 2.0000 46 -73 LRFD4-2N 9.3333 6.0000 47 -82 LRFD4-2N 9.3333 10.0000 48 -82 LRFD4-2N 9.3333 10.0000 50 17 LRFD4-2N 16.0000 -6.0000 51 17 LRFD4-2N 16.0000 -6.0000 52 -64 LRFD4-2N 16.0000 2.0000 53 18 LRFD4-2N 16.0000 6.0000 54 -84 LRFD4-2N 16.0000 10.0000 55 -84 LRFD4-2N 16.0000 10.0000 57 26 LRFD4-2N 24.0000 -6.0000 58 26 LRFD4-2N 24.0000 -6.0000 BSE Page 120 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 140 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 59 -66 LRFD4-2N 24.0000 2.0000 60 25 LRFD4-2N 24.0000 6.0000 61 -86 LRFD4-2N 24.0000 10.0000 62 -86 LRFD4-2N 24.0000 10.0000 64 29 LRFD4-2N 32.0000 -6.0000 65 29 LRFD4-2N 32.0000 -6.0000 66 -68 LRFD4-2N 32.0000 2.0000 67 34 LRFD4-2N 32.0000 6.0000 68 -88 LRFD4-2N 32.0000 10.0000 69 -88 LRFD4-2N 32.0000 10.0000 71 -41 LRFD4-2N 35.5000 -6.0000 72 -41 LRFD4-2N 35.5000 -6.0000 73 -69 LRFD4-2N 35.5000 2.0000 74 -77 LRFD4-2N 35.5000 6.0000 75 20 LRFD4-2N 35.5000 10.0000 76 20 LRFD4-2N 35.5000 10.0000 8 27 LRFD4-2P -10.0000 -10.0000 9 -34 LRFD4-2P -10.0000 -6.0000 10 -42 LRFD4-2P -10.0000 -2.0000 11 -70 LRFD4-2P -10.0000 6.0000 12 -70 LRFD4-2P -10.0000 6.0000 13 28 LRFD4-2P -10.0000 10.0000 14 -92 LRFD4-2P -6.0000 17.5000 15 -22 LRFD4-2P -6.0000 -10.0000 16 14 LRFD4-2P -6.0000 -6.0000 17 -43 LRFD4-2P -6.0000 -2.0000 18 11 LRFD4-2P -6.0000 6.0000 19 11 LRFD4-2P -6.0000 6.0000 20 -78 LRFD4-2P -6.0000 10.0000 21 -92 LRFD4-2P -6.0000 17.5000 22 -23 LRFD4-2P -3.0000 -10.0000 23 -35 LRFD4-2P -3.0000 -6.0000 24 -44 LRFD4-2P -3.0000 -2.0000 25 -71 LRFD4-2P -3.0000 6.0000 26 -71 LRFD4-2P -3.0000 6.0000 27 41 LRFD4-2P 0.0000 14.0000 28 -94 LRFD4-2P 0.0000 17.5000 29 -24 LRFD4-2P 0.0000 -10.0000 30 16 LRFD4-2P 0.0000 -6.0000 31 -45 LRFD4-2P 0.0000 -2.0000 32 9 LRFD4-2P 0.0000 6.0000 33 9 LRFD4-2P 0.0000 6.0000 34 -91 LRFD4-2P 3.6250 14.0000 35 48 LRFD4-2P 3.6250 17.5000 36 -25 LRFD4-2P 3.6250 -10.0000 37 -36 LRFD4-2P 3.6250 -6.0000 38 -46 LRFD4-2P 3.6250 -2.0000 39 -72 LRFD4-2P 3.6250 6.0000 40 -72 LRFD4-2P 3.6250 6.0000 41 -91 LRFD4-2P 3.6250 14.0000 42 48 LRFD4-2P 3.6250 17.5000 43 -26 LRFD4-2P 6.0000 -10.0000 44 13 LRFD4-2P 6.0000 -6.0000 45 -47 LRFD4-2P 6.0000 -2.0000 BSE Page 121 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 141 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 46 12 LRFD4-2P 6.0000 6.0000 47 12 LRFD4-2P 6.0000 6.0000 48 -82 LRFD4-2P 9.3333 10.0000 50 -28 LRFD4-2P 12.6667 -10.0000 51 -38 LRFD4-2P 12.6667 -6.0000 52 ~49 LRFD4-2P 12.6667 -2.0000 53 -74 LRFD4-2P 12.6667 6.0000 54 -74 LRFD4-2P 12.6667 6.0000 55 -84 LRFD4-2P 16.0000 10.0000 57 -29 LRFD4-2P 16.0000 -10.0000 58 17 LRFD4-2P 16.0000 -6.0000 59 -50 LRFD4-2P 16.0000 -2.0000 60 18 LRFD4-2P 16.0000 6.0000 61 -86 LRFD4-2P 24.0000 10.0000 62 -86 LRFD4-2P 24.0000 10.0000 64 -31 LRFD4-2P 24.0000 -10.0000 65 26 LRFD4-2P 24.0000 -6.0000 66 -52 LRFD4-2P 24.0000 -2.0000 67 25 LRFD4-2P 24.0000 6.0000 68 -88 LRFD4-2P 32.0000 10.0000 69 -88 LRFD4-2P 32.0000 10.0000 71 -33 LRFD4-2P 32.0000 -10.0000 72 29 LRFD4-2P 32.0000 -6.0000 73 -54 LRFD4-2P 32.0000 -2.0000 74 -77 LRFD4-2P 35.5000 6.0000 75 20 LRFD4-2P 35.5000 10.0000 76 20 LRFD4-2P 35.5000 10.0000 8 27 LRFD4-4N -10.0000 -10.0000 9 -34 LRFD44N -10.0000 -6.0000 10 -42 LRFD4-4N -10.0000 -2.0000 11 -70 LRFD4-4N -10.0000 6.0000 12 -70 LRFD4-4N -10.0000 6.0000 13 28 LRFD4-4N -10.0000 10.0000 14 -89 LRFD4-4N -10.0000 14.0000 15 -22 LRFD4-4N -6.0000 -10.0000 16 14 LRFD44N -6.0000 -6.0000 17 -43 LRFD4-4N -6.0000 -2.0000 18 11 LRFD4-4N -6.0000 6.0000 19 11 LRFD44N -6.0000 6.0000 20 -78 LRFD4-4N -6.0000 10.0000 21 42 LRFD44N -6.0000 14.0000 22 -23 LRFD4-4N -3.0000 -10.0000 23 -35 LRFD4-4N -3.0000 -6.0000 24 -44 LRFD44N -3.0000 -2.0000 25 -71 LRFD4-4N -3.0000 6.0000 26 -71 LRFD4-4N -3.0000 6.0000 27 ~79 LRFD44N -3.0000 10.0000 28 -94 LRFD44N 0.0000 17.5000 29 -24 LRFD4-4N 0.0000 -10.0000 30 16 LRFD4-4N 0.0000 -6.0000 31 -45 LRFD4-4N 0.0000 -2.0000 32 9 LRFD44N 0.0000 6.0000 33 9 LRFD4-4N 0.0000 6.0000 34 -80 LRFD4-4N 0.0000 10.0000 BSE Page 122 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 142 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 35 48 LRFD4-4N 3.6250 17.5000 36 -25 LRFD4-4N 3.6250 -10.0000 37 -36 LRFD4-4N 3.6250 -6.0000 38 -46 LRFD4-4N 3.6250 -2.0000 39 -72 LRFD4-4N 3.6250 6.0000 40 -72 LRFD4-4N 3.6250 6.0000 41 33 LRFD4-4N 3.6250 10.0000 42 48 LRFD4-4N 3.6250 17.5000 43 -26 LRFD4-4N 6.0000 -10.0000 44 13 LRFD4-4N 6.0000 -6.0000 45 -47 LRFD4-4N 6.0000 -2.0000 46 12 LRFD4-4N 6.0000 6.0000 47 12 LRFD4-4N 6.0000 6.0000 48 -81 LRFD4-4N 6.0000 10.0000 50 -28 LRFD4-4N 12.6667 -10.0000 51 -38 LRFD4-4N 12.6667 -6.0000 52 -49 LRFD4-4N 12.6667 -2.0000 53 -74 LRFD4-4N 12.6667 6.0000 54 -74 LRFD4-4N 12.6667 6.0000 55 -84 LRFD4-4N 16.0000 10.0000 57 -29 LRFD4-4N 16.0000 -10.0000 58 17 LRFD44N 16.0000 -6.0000 59 -50 LRFD44N 16.0000 -2.0000 60 18 LRFD4-4N 16.0000 6.0000 61 -86 LRFD44N 24.0000 10.0000 62 -86 LRFD44N 24.0000 10.0000 64 -31 LRFD44N 24.0000 -10.0000 65 26 LRFD4-4N 24.0000 -6.0000 66 -52 LRFD44N 24.0000 -2.0000 67 34 LRFD4-4N 32.0000 6.0000 68 -88 LRFD4-4N 32.0000 10.0000 69 -88 LRFD4-4N 32.0000 10.0000 71 -33 LRFD4-4N 32.0000 -10.0000 72 29 LRFD4-4N 32.0000 -6.0000 73 -54 LRFD4-4N 32.0000 -2.0000 74 -77 LRFD4-4N 35.5000 6.0000 75 20 LRFD4-4N 35.5000 10.0000 76 20 LRFD4-4N 35.5000 10.0000 8 27 LRFD4-4P -10.0000 -10.0000 9 -34 LRFD4-4P -10.0000 -6.0000 10 -57 LRFD4-4P -6.0000 2.0000 11 11 LRFD4-4P -6.0000 6.0000 12 -78 LRFD4-4P -6.0000 10.0000 13 42 LRFD44P -6.0000 14.0000 14 -92 LRFD4-4P -6.0000 17.5000 15 -22 LRFD44P -6.0000 -10.0000 16 14 LRFD4-4P -6.0000 -6.0000 17 -57 LRFD4-4P -6.0000 2.0000 18 11 LRFD4-4P -6.0000 6.0000 19 -78 LRFD4-4P -6.0000 10.0000 20 42 LRFD4-4P -6.0000 14.0000 21 -92 LRFD4-4P -6.0000 17.5000 22 -23 LRFD4-4P -3.0000 -10.0000 23 16 LRFD4-4P 0.0000 -6.0000 BSE Page 123 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 143 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 24 -59 LRFD4-4P 0.0000 2.0000 25 9 LRFD4-4P 0.0000 6.0000 26 -80 LRFD4-4P 0.0000 10.0000 27 41 LRFD4-4P 0.0000 14.0000 28 -94 LRFD4-4P 0.0000 17.5000 29 -36 LRFD44P 3.6250 -6.0000 30 -36 LRFD4-4P 3.6250 -6.0000 31 -60 LRFD4-4P 3.6250 2.0000 32 -72 LRFD44P 3.6250 6.0000 33 33 LRFD4-4P 3.6250 10.0000 34 -91 LRFD4-4P 3.6250 14.0000 35 48 LRFD4-4P 3.6250 17.5000 36 13 LRFD44P 6.0000 -6.0000 37 13 LRFD44P 6.0000 -6.0000 38 -61 LRFD44P 6.0000 2.0000 39 12 LRFD44P 6.0000 6.0000 40 -81 LRFD44P 6.0000 10.0000 41 -91 LRFD4-4P 3.6250 14.0000 42 48 LRFD4-4P 3.6250 17.5000 43 -37 LRFD4-4P 9.3333 -6.0000 44 -37 LRFD4-4P 9.3333 -6.0000 45 -62 LRFD4-4P 9.3333 2.0000 46 -73 LRFD4-4P 9.3333 6.0000 47 -82 LRFD4-4P 9.3333 10.0000 48 -82 LRFD4-4P 9.3333 10.0000 50 17 LRFD44P 16.0000 -6.0000 51 17 LRFD4-4P 16.0000 -6.0000 52 -64 LRFD44P 16.0000 2.0000 53 18 LRFD4-4P 16.0000 6.0000 54 -84 LRFD4-4P 16.0000 10.0000 55 -84 LRFD4-4P 16.0000 10.0000 57 26 LRFD44P 24.0000 -6.0000 58 26 LRFD4-4P 24.0000 -6.0000 59 -66 LRFD4-4P 24.0000 2.0000 60 25 LRFD4-4P 24.0000 6.0000 61 -86 LRFD4-4P 24.0000 10.0000 62 -86 LRFD4-4P 24.0000 10.0000 64 29 LRFD4-4P 32.0000 -6.0000 65 29 LRFD44P 32.0000 -6.0000 66 -68 LRFD4-4P 32.0000 2.0000 67 34 LRFD4-4P 32.0000 6.0000 68 -88 LRFD44P 32.0000 10.0000 69 -88 LRFD44P 32.0000 10.0000 71 -41 LRFD4-4P 35.5000 -6.0000 72 -41 LRFD4-4P 35.5000 -6.0000 73 -69 LRFD44P 35.5000 2.0000 74 ~77 LRFD4-4P 35.5000 6.0000 75 20 LRFD4-4P 35.5000 10.0000 76 20 LRFD44P 35.5000 10.0000 8 27 ASD5-1 N -10.0000 -10.0000 9 -34 ASD5-1 N -10.0000 -6.0000 10 ~42 ASD5-1 N -10.0000 -2.0000 11 -70 ASD5-1 N -10.0000 6.0000 12 -70 ASD5-1 N -10.0000 6.0000 BSE Page 124 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 144 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft It 13 28 ASD5-1 N -10.0000 10.0000 14 -89 ASD5-1 N -10.0000 14.0000 15 -22 ASD5-1 N -6.0000 -10.0000 16 14 ASD5-1 N -6.0000 -6.0000 17 -43 ASD5-1 N -6.0000 -2.0000 18 11 ASD5-1 N -6.0000 6.0000 19 11 ASD5-1 N -6.0000 6.0000 20 -78 ASD5-1 N -6.0000 10.0000 21 42 ASD5-1 N -6.0000 14.0000 22 -23 ASD5-1 N -3.0000 -10.0000 23 -35 ASD5-1 N -3.0000 -6.0000 24 -44 ASD5-1 N -3.0000 -2.0000 25 -71 ASD5-1 N -3.0000 6.0000 26 -71 ASD5-1 N -3.0000 6.0000 27 -79 ASD5-1 N -3.0000 10.0000 28 -90 ASD5-1 N -3.0000 14.0000 29 -24 ASD5-1 N 0.0000 -10.0000 30 16 ASD5-1 N 0.0000 -6.0000 31 -45 ASD5-1 N 0.0000 -2.0000 32 9 ASD5-1 N 0.0000 6.0000 33 9 ASD5-IN 0.0000 6.0000 34 -80 ASD5-1 N 0.0000 10.0000 35 41 ASD5-1 N 0.0000 14.0000 36 -25 ASD5-1 N 3.6250 -10.0000 37 -36 ASD5-1 N 3.6250 -6.0000 38 -46 ASD5-1 N 3.6250 -2.0000 39 -72 ASD5-1 N 3.6250 6.0000 40 -72 ASD5-1 N 3.6250 6.0000 41 33 ASD5-1 N 3.6250 10.0000 42 -91 ASD5-1 N 3.6250 14.0000 43 -26 ASD5-1 N 6.0000 -10.0000 44 13 ASD5-1 N 6.0000 -6.0000 45 -47 ASD5-1 N 6.0000 -2.0000 46 12 ASD5-1 N 6.0000 6.0000 47 12 ASD5-1 N 6.0000 6.0000 48 -81 ASD5-1 N 6.0000 10.0000 50 -28 ASD5-1 N 12.6667 -10.0000 51 -38 ASD5-1 N 12.6667 -6.0000 52 -49 ASD5-1 N 12.6667 -2.0000 53 -74 ASD5-1 N 12.6667 6.0000 54 -74 ASD5-1 N 12.6667 6.0000 55 -83 ASD5-1 N 12.6667 10.0000 57 -29 ASD5-1 N 16.0000 -10.0000 58 17 ASD5-1 N 16.0000 -6.0000 59 -50 ASD5-1 N 16.0000 -2.0000 60 18 ASD5-1 N 16.0000 6.0000 61 18 ASD5-1 N 16.0000 6.0000 62 --84 ASD5-1 N 16.0000 10.0000 64 -31 ASD5-1 N 24.0000 -10.0000 65 26 ASD5-1 N 24.0000 -6.0000 66 -52 ASD5-1 N 24.0000 -2.0000 67 25 ASD5-1 N 24.0000 6.0000 68 25 ASD5-1 N 24.0000 6.0000 69 -86 ASD5-1 N 24.0000 10.0000 BSE Page 125 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 145 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY It ft 71 -33 ASD5-1 N 32.0000 -10.0000 72 29 ASD5-1 N 32.0000 -6.0000 73 -54 ASD5-1 N 32.0000 -2.0000 74 34 ASD5-1 N 32.0000 6.0000 75 34 ASD5-1 N 32.0000 6.0000 76 20 ASD5-1 N 35.5000 10.0000 8 27 ASD5-2P -10.0000 -10.0000 9 -34 ASD5-2P -10.0000 -6.0000 10 -42 ASD5-2P -10.0000 -2.0000 11 -70 ASD5-2P -10.0000 6.0000 12 -70 ASD5-213 -10.0000 6.0000 13 28 ASD5-2P -10.0000 10.0000 14 -92 ASD5-2P -6.0000 17.5000 15 -22 ASD5-2P -6.0000 -10.0000 16 14 ASD5-2P -6.0000 -6.0000 17 -43 ASD5-2P -6.0000 -2.0000 18 11 ASD5-2P -6.0000 6.0000 19 11 ASD5-2P -6.0000 6.0000 20 -78 ASD5-2P -6.0000 10.0000 21 -92 ASD5-2P -6.0000 17.5000 22 -23 ASD5-2P -3.0000 -10.0000 23 ~35 ASD5-2P -3.0000 -6.0000 24 -44 ASD5-2P -3.0000 -2.0000 25 -71 ASD5-2P -3.0000 6.0000 26 -71 ASD5-2P -3.0000 6.0000 27 -79 ASD5-2P -3.0000 10.0000 28 -94 ASD5-213 0.0000 17.5000 29 -24 ASD5-2P 0.0000 -10.0000 30 16 ASD5-2P 0.0000 -6.0000 31 -45 ASD5-2P 0.0000 -2.0000 32 9 ASD5-2P 0.0000 6.0000 33 9 ASD5-2P 0.0000 6.0000 34 -80 ASD5-2P 0.0000 10.0000 35 48 ASD5-2P 3.6250 17.5000 36 -25 ASD5-2P 3.6250 -10.0000 37 -36 ASD5-2P 3.6250 -6.0000 38 -46 ASD5-213 3.6250 -2.0000 39 -72 ASD5-2P 3.6250 6.0000 40 -72 ASD5-2P 3.6250 6.0000 41 33 ASD5-2P 3.6250 10.0000 42 48 ASD5-2P 3.6250 17.5000 43 -26 ASD5-2P 6.0000 -10.0000 44 13 ASD5-213 6.0000 -6.0000 45 -47 ASD5-2P 6.0000 -2.0000 46 12 ASD5-2P 6.0000 6.0000 47 12 ASD5-2P 6.0000 6.0000 48 ~81 ASD5-2P 6.0000 10.0000 50 -28 ASD5-2P 12.6667 -10.0000 51 -38 ASD5-2P 12.6667 -6.0000 52 -49 ASD5-2P 12.6667 -2.0000 53 -74 ASD5-2P 12.6667 6.0000 54 -74 ASD5-2P 12.6667 6.0000 55 -83 ASD5-2P 12.6667 10.0000 57 -29 ASD5-2P 16.0000 -10.0000 BSE Page 126 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 146 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 58 17 ASD5-2P 16.0000 -6.0000 59 -50 ASD5-2P 16.0000 -2.0000 60 18 ASD5-2P 16.0000 6.0000 61 18 ASD5-2P 16.0000 6.0000 62 -86 ASD5-2P 24.0000 10.0000 64 -31 ASD5-2P 24.0000 -10.0000 65 26 ASD5-2P 24.0000 -6.0000 66 -52 ASD5-2P 24.0000 -2.0000 67 25 ASD5-2P 24.0000 6.0000 68 25 ASD5-2P 24.0000 6.0000 69 -88 ASD5-2P 32.0000 10.0000 71 -33 ASD5-2P 32.0000 -10.0000 72 29 ASD5-2P 32.0000 -6.0000 73 -54 ASD5-2P 32.0000 -2.0000 74 34 ASD5-2P 32.0000 6.0000 75 20 ASD5-2P 35.5000 10.0000 76 20 ASD5-2P 35.5000 10.0000 8 -34 ASD5-3N -10.0000 -6.0000 9 -34 ASD5-3N -10.0000 -6.0000 10 -56 ASD5-3N -10.0000 2.0000 11 -70 ASD5-3N -10.0000 6.0000 12 28 ASD5-3N -10.0000 10.0000 13 -89 ASD5-3N -10.0000 14.0000 14 49 ASD5-3N -10.0000 17.5000 15 14 ASD5-3N -6.0000 -6.0000 16 14 ASD5-3N -6.0000 -6.0000 17 -57 ASD5-3N -6.0000 2.0000 18 11 ASD5-3N -6.0000 6.0000 19 -78 ASD5-3N -6.0000 10.0000 20 42 ASD5-3N -6.0000 14.0000 21 -92 ASD5-3N -6.0000 17.5000 22 -35 ASD5-3N -3.0000 -6.0000 23 -35 ASD5-3N -3.0000 -6.0000 24 -58 ASD5-3N -3.0000 2.0000 25 -71 ASD5-3N -3.0000 6.0000 26 -79 ASD5-3N -3.0000 10.0000 27 -90 ASD5-3N -3.0000 14.0000 28 -93 ASD5-3N -3.0000 17.5000 29 16 ASD5-3N 0.0000 -6.0000 30 16 ASD5-3N 0.0000 -6.0000 31 -59 ASD5-3N 0.0000 2.0000 32 9 ASD5-3N 0.0000 6.0000 33 -80 ASD5-3N 0.0000 10.0000 34 41 ASD5-3N 0.0000 14.0000 35 -94 ASD5-3N 0.0000 17.5000 36 -36 ASD5-3N 3.6250 -6.0000 37 -36 ASD5-3N 3.6250 -6.0000 38 -60 ASD5-3N 3.6250 2.0000 39 -72 ASD5-3N 3.6250 6.0000 40 33 ASD5-3N 3.6250 10.0000 41 -91 ASD5-3N 3.6250 14.0000 42 48 ASD5-3N 3.6250 17.5000 43 13 ASD5-3N 6.0000 -6.0000 44 13 ASD5-3N 6.0000 -6.0000 BSE Page 127 of 213 147 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 5. Analysis results 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 45 -61 ASD5-3N 6.0000 2.0000 46 12 ASD5-3N 6.0000 6.0000 47 -81 ASD5-3N 6.0000 10.0000 48 -81 ASD5-3N 6.0000 10.0000 50 -38 ASD5-3N 12.6667 -6.0000 51 -38 ASD5-3N 12.6667 -6.0000 52 -63 ASD5-3N 12.6667 2.0000 53 -74 ASD5-3N 12.6667 6.0000 54 -83 ASD5-3N 12.6667 10.0000 55 ~83 ASD5-3N 12.6667 10.0000 57 17 ASD5-3N 16.0000 -6.0000 58 17 ASD5-3N 16.0000 -6.0000 59 -64 ASD5-3N 16.0000 2.0000 60 18 ASD5-3N 16.0000 6.0000 61 -84 ASD5-3N 16.0000 10.0000 62 -84 ASD5-3N 16.0000 10.0000 64 26 ASD5-3N 24.0000 -6.0000 65 26 ASD5-3N 24.0000 -6.0000 66 -66 ASD5-3N 24.0000 2.0000 67 25 ASD5-3N 24.0000 6.0000 68 -86 ASD5-3N 24.0000 10.0000 69 -86 ASD5-3N 24.0000 10.0000 71 29 ASD5-3N 32.0000 -6.0000 72 29 ASD5-3N 32.0000 -6.0000 73 -68 ASD5-3N 32.0000 2.0000 74 34 ASD5-3N 32.0000 6.0000 75 -88 ASD5-3N 32.0000 10.0000 76 -88 ASD5-3N 32.0000 10.0000 8 27 ASD7-IN -10.0000 -10.0000 9 -34 ASD7-1 N -10.0000 -6.0000 10 -42 ASD7-1 N -10.0000 -2.0000 11 -70 ASD7-1 N -10.0000 6.0000 12 -70 ASD7-1 N -10.0000 6.0000 13 28 ASD7-1 N -10.0000 10.0000 14 -89 ASD7-1 N -10.0000 14.0000 15 -22 ASD7-1 N -6.0000 -10.0000 16 14 ASD7-1 N -6.0000 -6.0000 17 -43 ASD7-1 N -6.0000 -2.0000 18 11 ASD7-1 N -6.0000 6.0000 19 11 ASD7-1 N -6.0000 6.0000 20 -78 ASD7-1 N -6.0000 10.0000 21 42 ASD7-1 N -6.0000 14.0000 22 -23 ASD7-1 N -3.0000 -10.0000 23 -35 ASD7-1 N -3.0000 -6.0000 24 ~44 ASD7-1 N -3.0000 -2.0000 25 -71 ASD7-1 N -3.0000 6.0000 26 -71 ASD7-1 N -3.0000 6.0000 27 -79 ASD7-1 N -3.0000 10.0000 28 -90 ASD7-1 N -3.0000 14.0000 29 ~24 ASD7-1 N 0.0000 -10.0000 30 16 ASD7-1 N 0.0000 -6.0000 31 -45 ASD7-1 N 0.0000 -2.0000 32 9 ASD7-1 N 0.0000 6.0000 33 9 ASD7-1 N 0.0000 6.0000 BSE Page 128 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 148 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalIX GlobalY ft ftI 34 -80 ASD7-1 N 0.0000 10.0000 35 41 ASD7-1 N 0.0000 14.0000 36 -25 ASD7-1 N 3.6250 -10.0000 37 -36 ASD7-1 N 3.6250 -6.0000 38 -46 ASD7-1 N 3.6250 -2.0000 39 -72 ASD7-1 N 3.6250 6.0000 40 -72 ASD7-1 N 3.6250 6.0000 41 33 ASD7-1 N 3.6250 10.0000 42 -91 ASD7-1 N 3.6250 14.0000 43 -26 ASD7-1 N 6.0000 -10.0000 44 13 ASD7-1 N 6.0000 -6.0000 45 -47 ASD7-1 N 6.0000 -2.0000 46 12 ASD7-1 N 6.0000 6.0000 47 12 ASD7-1 N 6.0000 6.0000 48 -81 ASD7-1 N 6.0000 10.0000 50 -28 ASD7-1 N 12.6667 -10.0000 51 -38 ASD7-1 N 12.6667 -6.0000 52 -49 ASD7-1 N 12.6667 -2.0000 53 -74 ASD7-1 N 12.6667 6.0000 54 -74 ASD7-1 N 12.6667 6.0000 55 -83 ASD7-1 N 12.6667 10.0000 57 -29 ASD7-1 N 16.0000 -10.0000 58 17 ASD7-1 N 16.0000 -6.0000 59 -50 ASD7-1 N 16.0000 -2.0000 60 18 ASD7-1 N 16.0000 6.0000 61 18 ASD7-1 N 16.0000 6.0000 62 -84 ASD7-1 N 16.0000 10.0000 64 -31 ASD7-1 N 24.0000 -10.0000 65 26 ASD7-1 N 24.0000 -6.0000 66 ~52 ASD7-1 N 24.0000 -2.0000 67 34 ASD7-1 N 32.0000 6.0000 68 -88 ASD7-1 N 32.0000 10.0000 69 -88 AS137-1 N 32.0000 10.0000 71 -33 ASD7-1 N 32.0000 -10.0000 72 29 ASD7-1 N 32.0000 -6.0000 73 -69 ASD7-1 N 35.5000 2.0000 74 -77 ASD7-1 N 35.5000 6.0000 75 20 ASD7-1 N 35.5000 10.0000 76 20 ASD7-1 N 35.5000 10.0000 8 -34 ASD7-3N -10.0000 -6.0000 9 -34 ASD7-3N -10.0000 -6.0000 10 -56 ASD7-3N -10.0000 2.0000 11 -70 ASD7-3N -10.0000 6.0000 12 28 ASD7-3N -10.0000 10.0000 13 -89 ASD7-3N -10.0000 14.0000 14 49 ASD7-3N -10.0000 17.5000 15 14 ASD7-3N -6.0000 -6.0000 16 14 ASD7-3N -6.0000 -6.0000 17 -57 ASD7-3N -6.0000 2.0000 18 11 ASD7-3N -6.0000 6.0000 19 -78 ASD7-3N -6.0000 10.0000 20 42 ASD7-3N -6.0000 14.0000 21 -92 ASD7-3N -6.0000 17.5000 22 --35 ASD7-3N -3.0000 -6.0000 BSE Page 129 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 149 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 23 -35 ASD7-3N -3.0000 -6.0000 24 -58 ASD7-3N -3.0000 2.0000 25 -71 ASD7-3N -3.0000 6.0000 26 -79 ASD7-3N -3.0000 10.0000 27 -90 ASD7-3N -3.0000 14,0000 28 -93 ASD7-3N -3.0000 17.5000 29 16 ASD7-3N 0.0000 -6.0000 30 16 ASD7-3N 0.0000 -6.0000 31 -59 ASD7-3N 0.0000 2.0000 32 9 ASD7-3N 0.0000 6.0000 33 -80 ASD7-3N 0.0000 10.0000 34 41 ASD7-3N 0.0000 14.0000 35 -94 ASD7-3N 0.0000 17.5000 36 -36 ASD7-3N 3.6250 -6.0000 37 -36 ASD7-3N 3.6250 -6.0000 38 -60 ASD7-3N 3.6250 2.0000 39 -72 ASD7-3N 3.6250 6.0000 40 33 ASD7-3N 3.6250 10.0000 41 -91 ASD7-3N 3.6250 14.0000 42 48 ASD7-3N 3.6250 17.5000 43 13 ASD7-3N 6.0000 -6.0000 44 13 ASD7-3N 6.0000 -6.0000 45 -61 ASD7-3N 6.0000 2.0000 46 12 ASD7-3N 6.0000 6.0000 47 -81 ASD7-3N 6.0000 10.0000 48 -81 ASD7-3N 6.0000 10.0000 50 -38 ASD7-3N 12.6667 -6.0000 51 -38 ASD7-3N 12.6667 -6.0000 52 -63 ASD7-3N 12.6667 2.0000 53 -74 ASD7-3N 12.6667 6.0000 54 -83 ASD7-3N 12.6667 10.0000 55 -83 ASD7-3N 12.6667 10.0000 57 17 ASD7-3N 16.0000 -6.0000 58 17 ASD7-3N 16.0000 -6.0000 59 -64 ASD7-3N 16.0000 2.0000 60 18 ASD7-3N 16.0000 6.0000 61 -84 ASD7-3N 16.0000 10.0000 62 -84 ASD7-3N 16.0000 10.0000 64 -33 ASD7-3N 32.0000 -10.0000 65 26 ASD7-3N 24.0000 -6.0000 66 -66 ASD7-3N 24.0000 2.0000 67 25 ASD7-3N 24.0000 6.0000 68 -86 ASD7-3N 24.0000 10.0000 69 -86 ASD7-3N 24.0000 10.0000 71 19 ASD7-3N 35.5000 -10.0000 72 -41 ASD7-3N 35.5000 -6.0000 73 -68 ASD7-3N 32.0000 2.0000 74 34 ASD7-3N 32.0000 6.0000 75 -88 ASD7-3N 32.0000 10.0000 76 -88 ASD7-3N 32.0000 10.0000 8 -22 ASD7-1 P -6.0000 -10.0000 9 14 ASD7-1 P -6.0000 -6.0000 10 -43 ASD7-1 P -6.0000 -2.0000 11 11 ASD7-1 P -6.0000 6.0000 BSE Page 130 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 150 of 238 SAFE 2014 v14.1.0 - License #*1 QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ftl 12 -78 ASD7-1 P -6.0000 10,0000 13 42 ASD7-1 P -6.0000 14.0000 14 -92 ASD7-1 P -6.0000 17.5000 15 -22 ASD7-1 P -6.0000 -10.0000 16 14 ASD7-1 P -6.0000 -6.0000 17 -43 ASD7-1 P -6.0000 -2.0000 18 11 ASD7-1 P -6.0000 6.0000 19 -78 ASD7-1 P -6.0000 10.0000 20 42 ASD7-1 P -6.0000 14.0000 21 -92 ASD7-1 P -6.0000 17.5000 22 -24 ASD7-1 P 0.0000 -10.0000 23 16 ASD7-1 P 0.0000 -6.0000 24 -45 ASD7-1 P 0.0000 -2.0000 25 9 ASD7-1 P 0.0000 6.0000 26 9 ASD7-1 P 0.0000 6.0000 27 -80 ASD7-1 P 0.0000 10.0000 28 -94 ASD7-1 P 0.0000 17.5000 29 -36 ASD7-1 P 3.6250 -6.0000 30 -36 ASD7-1 P 3.6250 -6.0000 31 -46 ASD7-1 P 3.6250 -2.0000 32 -72 ASD7-1 P 3.6250 6.0000 33 -72 ASD7-1 P 3.6250 6.0000 34 33 ASD7-1 P 3.6250 10.0000 35 48 ASD7-1 P 3.6250 17.5000 36 -26 ASD7-1 P 6.0000 -10.0000 37 13 ASD7-1 P 6.0000 -6.0000 38 -47 ASD7-1 P 6.0000 -2.0000 39 12 ASD7-1 P 6.0000 6.0000 40 12 ASD7-1 P 6.0000 6.0000 41 -81 ASD7-1 P 6.0000 10.0000 42 48 ASD7-1 P 3.6250 17.5000 43 -27 ASD7-1 P 9.3333 -10.0000 44 -37 ASD7-1 P 9.3333 -6.0000 45 -48 ASD7-1 P 9.3333 -2.0000 46 -73 ASD7-1 P 9.3333 6.0000 47 -73 ASD7-1 P 9.3333 6.0000 48 -82 ASD7-1 P 9.3333 10.0000 50 -29 ASD7-1 P 16.0000 -10.0000 51 17 ASD7-1 P 16.0000 -6.0000 52 -50 ASD7-1 P 16.0000 -2.0000 53 18 ASD7-1 P 16.0000 6.0000 54 -84 ASD7-1 P 16.0000 10.0000 55 -84 ASD7-1 P 16.0000 10.0000 57 -31 ASD7-1 P 24.0000 -10.0000 58 26 ASD7-1 P 24.0000 -6.0000 59 -52 ASD7-1 P 24.0000 -2.0000 60 25 ASD7-1 P 24.0000 6.0000 61 -86 ASD7-1 P 24.0000 10.0000 62 -86 ASD7-1 P 24.0000 10.0000 64 -33 ASD7-1 P 32.0000 -10.0000 65 29 ASD7-1 P 32.0000 -6.0000 66 -54 ASD7-1 P 32.0000 -2.0000 67 34 ASD7-1 P 32.0000 6.0000 68 -88 ASD7-1 P 32.0000 10.0000 BSE Page 131 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 151 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 69 -88 ASD7-1 P 32.0000 10.0000 71 19 ASD7-1 P 35.5000 -10.0000 72 -41 ASD7-1 P 35.5000 -6.0000 73 -55 ASD7-1 P 35.5000 -2.0000 74 -77 ASD7-1 P 35.5000 6.0000 75 -77 ASD7-1 P 35.5000 6.0000 76 20 ASD7-1 P 35.5000 10.0000 8 -22 ASD7-3P -6.0000 -10.0000 9 14 ASD7-3P -6.0000 -6.0000 10 -43 ASD7-3P -6.0000 -2.0000 11 11 ASD7-3P -6.0000 6.0000 12 11 ASD7-3P -6.0000 6.0000 13 -89 ASD7-3P -10.0000 14.0000 14 49 ASD7-3P -10.0000 17.5000 15 -22 ASD7-3P -6.0000 -10.0000 16 14 ASD7-3P -6.0000 -6.0000 17 -43 ASD7-3P -6.0000 -2.0000 18 11 ASD7-3P -6.0000 6.0000 19 11 ASD7-3P -6.0000 6.0000 20 42 ASD7-3P -6.0000 14.0000 21 -92 ASD7-3P -6.0000 17.5000 22 -24 ASD7-3P 0.0000 -10.0000 23 16 ASD7-3P 0.0000 -6.0000 24 -45 ASD7-3P 0.0000 -2.0000 25 9 ASD7-3P 0.0000 6.0000 26 9 ASD7-3P 0.0000 6.0000 27 -90 ASD7-3P -3.0000 14.0000 28 -93 ASD7-3P -3.0000 17.5000 29 -25 ASD7-3P 3.6250 -10.0000 30 -36 ASD7-3P 3.6250 -6.0000 31 -46 ASD7-3P 3.6250 -2.0000 32 -72 ASD7-3P 3.6250 6.0000 33 -72 ASD7-3P 3.6250 6.0000 34 41 ASD7-3P 0.0000 14.0000 35 -94 ASD7-3P 0.0000 17.5000 36 -26 ASD7-3P 6.0000 -10.0000 37 13 ASD7-3P 6.0000 -6.0000 38 -47 ASD7-3P 6.0000 -2.0000 39 12 ASD7-3P 6.0000 6.0000 40 12 ASD7-3P 6.0000 6.0000 41 -91 ASD7-3P 3.6250 14.0000 42 48 ASD7-3P 3.6250 17.5000 43 -27 ASD7-3P 9.3333 -10.0000 44 -37 ASD7-3P 9.3333 -6.0000 45 -48 ASD7-3P 9.3333 -2.0000 46 -73 ASD7-3P 9.3333 6.0000 47 -73 ASD7-3P 9.3333 6.0000 48 -82 ASD7-3P 9.3333 10.0000 50 -29 ASD7-3P 16.0000 -10.0000 51 17 ASD7-3P 16.0000 -6.0000 52 -50 ASD7-3P 16.0000 -2.0000 53 18 ASD7-3P 16.0000 6.0000 54 18 ASD7-3P 16.0000 6.0000 55 -84 ASD7-3P 16.0000 10.0000 BSE Page 132 of 213 152 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 5. Analysis results 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node Outputcase GlobalIX G-obalY It ftIi 57 -31 ASD7-3P 24.0000 -10.0000 58 -39 ASD7-3P 20.0000 -6.0000 59 -52 ASD7-3P 24.0000 -2.0000 60 25 ASD7-3P 24.0000 6.0000 61 25 ASD7-3P 24.0000 6.0000 62 -86 ASD7-3P 24.0000 10.0000 64 -33 ASD7-3P 32.0000 -10.0000 65 -40 ASD7-3P 28.0000 -6.0000 66 -54 ASD7-313 32.0000 -2.0000 67 34 ASD7-3P 32.0000 6.0000 68 34 ASD7-3P 32.0000 6.0000 69 -88 ASD7-3P 32.0000 10.0000 71 19 ASD7-3P 35.5000 -10.0000 72 -41 ASD7-3P 35.5000 -6.0000 73 -55 ASD7-3P 35.5000 -2.0000 74 -77 ASD7-3P 35.5000 6.0000 75 -77 ASD7-3P 35.5000 6.0000 76 20 ASD7-3P 35.5000 10.0000 8 -22 ASD5-1 P -6.0000 -10.0000 9 14 ASD5-1P -6.0000 -6.0000 10 -43 ASD5-1 P -6.0000 -2.0000 11 11 ASD5-1 P -6.0000 6.0000 12 11 ASD5-1 P -6.0000 6.0000 13 -78 ASD5-1 P -6.0000 10.0000 14 42 ASD5-1 P -6.0000 14.0000 15 -22 ASD5-1 P -6.0000 -10.0000 16 14 ASD5-1P -6.0000 -6.0000 17 -43 ASD5-1P -6.0000 -2.0000 18 11 ASD5-1 P -6.0000 6.0000 19 11 ASD5-1 P -6.0000 6.0000 20 -78 ASD5-1P -6.0000 10.0000 21 42 ASD5-1 P -6.0000 14.0000 22 -24 ASD5-1 P 0.0000 -10.0000 23 16 ASD5-1 P 0.0000 -6.0000 24 -45 ASD5-1 P 0.0000 -2.0000 25 9 ASD5-1P 0.0000 6.0000 26 9 ASD5-1P 0.0000 6.0000 27 -80 ASD5-1 P 0.0000 10.0000 28 41 ASD5-1 P 0.0000 14.0000 29 -25 ASD5-1P 3.6250 -10.0000 30 -36 ASD5-1 P 3.6250 -6.0000 31 -46 ASD5-1 P 3.6250 -2.0000 32 -72 ASD5-1 P 3.6250 6.0000 33 -72 ASD5-1 P 3.6250 6.0000 34 33 ASD5-1 P 3.6250 10.0000 35 -91 ASD5-1 P 3.6250 14.0000 36 -26 ASD5-1 P 6.0000 -10.0000 37 13 ASD5-1 P 6.0000 -6.0000 38 -47 ASD5-1 P 6.0000 -2.0000 39 12 ASD5-1P 6.0000 6.0000 40 12 ASD5-1P 6.0000 6.0000 41 -81 ASD5-1 P 6.0000 10.0000 42 -91 ASD5-1 P 3.6250 14.0000 43 -27 ASD5-1 P 9.3333 -10.0000 BSE Page 133 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 153 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 44 -37 ASD5-1 P 9.3333 -6.0000 45 -48 ASD5-1 P 9.3333 -2.0000 46 -73 ASD5-1 P 9.3333 6.0000 47 -73 ASD5-1 P 9.3333 6.0000 48 -82 ASD5-1 P 9.3333 10.0000 50 -29 ASD5-1 P 16.0000 -10.0000 51 17 ASD5-1 P 16.0000 -6.0000 52 -50 ASD5-1 P 16.0000 -2.0000 53 18 ASD5-1 P 16.0000 6.0000 54 18 ASD5-1 P 16.0000 6.0000 55 -84 ASD5-1 P 16.0000 10.0000 57 -31 ASD5-1 P 24.0000 -10.0000 58 26 ASD5-1 P 24.0000 -6.0000 59 -52 ASD5-1 P 24.0000 -2.0000 60 25 ASD5-1 P 24.0000 6.0000 61 25 ASD5-1 P 24.0000 6.0000 62 -86 ASD5-1 P 24.0000 10.0000 64 -33 ASD5-1 P 32.0000 -10.0000 65 29 ASD5-1P 32.0000 -6.0000 66 -54 ASD5-1 P 32.0000 -2.0000 67 34 ASD5-1 P 32.0000 6.0000 68 34 ASD5-1 P 32.0000 6.0000 69 -88 ASD5-1 P 32.0000 10.0000 71 19 ASD5-1 P 35.5000 -10.0000 72 -41 ASD5-1 P 35.5000 -6.0000 73 -55 ASD5-1 P 35.5000 -2.0000 74 -77 ASD5-1 P 35.5000 6.0000 75 -77 ASD5-1 P 35.5000 6.0000 76 20 ASD5-1 P 35.5000 10.0000 8 -22 ASD5-3P -6.0000 -10.0000 9 14 ASD5-3P -6.0000 -6.0000 10 --43 ASD5-3P -6.0000 -2.0000 11 11 ASD5-3P -6.0000 6.0000 12 11 ASD5-3P -6.0000 6.0000 13 -78 ASD5-3P -6.0000 10.0000 14 49 ASD5-3P -10.0000 17.5000 15 -22 ASD5-3P -6.0000 -10.0000 16 14 ASD5-3P -6.0000 -6.0000 17 -43 ASD5-3P -6.0000 -2.0000 18 11 ASD5-3P -6.0000 6.0000 19 11 ASD5-3P -6.0000 6.0000 20 ~78 ASD5-3P -6.0000 10.0000 21 42 ASD5-3P -6.0000 14.0000 22 -24 ASD5-3P 0.0000 -10.0000 23 16 ASD5-3P 0.0000 -6.0000 24 -45 ASD5-3P 0.0000 -2.0000 25 9 ASD5-3P 0.0000 6.0000 26 9 ASD5-3P 0.0000 6.0000 27 -80 ASD5-3P 0.0000 10.0000 28 41 ASD5-3P 0.0000 14.0000 29 -25 ASD5-3P 3.6250 -10.0000 30 -36 ASD5-3P 3.6250 -6.0000 31 -46 ASD5-3P 3.6250 -2.0000 32 -72 ASD5-3P 3.6250 6.0000 BSE Page 134 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 154 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node Outputcase GlobalX GlobWY ft ftl 33 -72 ASD5-3P 3.6250 6.0000 34 33 ASD5-3P 3.6250 10.0000 35 -91 ASD5-3P 3.6250 14.0000 36 -26 ASD5-3P 6.0000 -10.0000 37 -36 ASD5-3P 3.6250 -6.0000 38 -46 ASD5-3P 3.6250 -2.0000 39 12 ASD5-3P 6.0000 6.0000 40 12 ASD5-3P 6.0000 6.0000 41 -81 ASD5-3P 6.0000 10.0000 42 -91 ASD5-3P 3.6250 14.0000 43 -26 ASD5-3P 6.0000 -10.0000 44 -37 ASD5-3P 9.3333 -6.0000 45 -47 ASD5-3P 6.0000 -2.0000 46 -73 ASD5-3P 9.3333 6.0000 47 -73 ASD5-3P 9.3333 6.0000 48 -82 ASD5-3P 9.3333 10.0000 50 -28 ASD5-3P 12.6667 -10.0000 51 -38 ASD5-3P 12.6667 -6.0000 52 -49 ASD5-3P 12.6667 -2.0000 53 -74 ASD5-3P 12.6667 6.0000 54 -74 ASD5-3P 12.6667 6.0000 55 -83 ASD5-3P 12.6667 10.0000 57 -29 ASD5-3P 16.0000 -10.0000 58 17 ASD5-3P 16.0000 -6.0000 59 -50 ASD5-3P 16.0000 -2.0000 60 18 ASD5-3P 16.0000 6.0000 61 18 ASD5-3P 16.0000 6.0000 62 -84 ASD5-3P 16.0000 10.0000 64 -31 ASD5-3P 24.0000 -10.0000 65 26 ASD5-313 24.0000 -6.0000 66 -52 ASD5-3P 24.0000 -2.0000 67 25 ASD5-3P 24.0000 6.0000 68 25 ASD5-3P 24.0000 6.0000 69 -86 ASD5-3P 24.0000 10.0000 71 -33 ASD5-3P 32.0000 -10.0000 72 29 ASD5-3P 32.0000 -6.0000 73 -54 ASD5-3P 32.0000 -2.0000 74 34 ASD5-3P 32.0000 6.0000 75 34 ASD5-3P 32.0000 6.0000 76 -88 ASD5-3P 32.0000 10.0000 8 27 ASD7-2P -10.0000 -10.0000 9 -34 ASD7-2P -10.0000 -6.0000 10 -42 ASD7-2P -10.0000 -2.0000 11 -70 ASD7-2P -10.0000 6.0000 12 -70 ASD7-2P -10.0000 6.0000 13 42 ASD7-2P -6.0000 14.0000 14 -92 ASD7-2P -6.0000 17.5000 15 -22 ASD7-2P -6.0000 -10.0000 16 14 ASD7-2P -6.0000 -6.0000 17 -43 ASD7-2P -6.0000 -2.0000 18 11 ASD7-2P -6.0000 6.0000 19 11 ASD7-2P -6.0000 6.0000 20 42 ASD7-2P -6.0000 14.0000 21 -92 ASD7-2P -6.0000 17.5000 BSE Page 135 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 155 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 22 -23 ASD7-2P -3.0000 -10.0000 23 -35 ASD7-2P -3.0000 -6.0000 24 -44 ASD7-2P -3.0000 -2.0000 25 -71 ASD7-2P -3.0000 6.0000 26 -71 ASD7-2P -3.0000 6.0000 27 41 ASD7-2P 0.0000 14.0000 28 -94 ASD7-2P 0.0000 17.5000 29 -24 ASD7-2P 0.0000 -10.0000 30 16 ASD7-2P 0.0000 -6.0000 31 -45 ASD7-2P 0.0000 -2.0000 32 9 ASD7-2P 0.0000 6.0000 33 9 ASD7-2P 0.0000 6.0000 34 -91 ASD7-2P 3.6250 14.0000 35 48 ASD7-2P 3.6250 17.5000 36 -25 ASD7-2P 3.6250 -10.0000 37 -36 ASD7-2P 3.6250 -6.0000 38 -46 ASD7-2P 3.6250 -2.0000 39 -72 ASD7-2P 3.6250 6.0000 40 -72 ASD7-2P 3.6250 6.0000 41 -91 ASD7-2P 3.6250 14.0000 42 48 ASD7-2P 3.6250 17.5000 43 -26 ASD7-2P 6.0000 -10.0000 44 13 ASD7-2P 6.0000 -6.0000 45 -47 ASD7-2P 6.0000 -2.0000 46 12 ASD7-2P 6.0000 6.0000 47 12 ASD7-2P 6.0000 6.0000 48 -82 ASD7-2P 9.3333 10.0000 50 -28 ASD7-2P 12.6667 -10.0000 51 -38 ASD7-2P 12.6667 -6.0000 52 -49 ASD7-2P 12.6667 -2.0000 53 -74 ASD7-2P 12.6667 6.0000 54 -84 ASD7-2P 16.0000 10.0000 55 -84 ASD7-2P 16.0000 10.0000 57 -29 ASD7-2P 16.0000 -10.0000 58 17 ASD7-2P 16.0000 -6.0000 59 -50 ASD7-2P 16.0000 -2.0000 60 18 ASD7-2P 16.0000 6.0000 61 -86 ASD7-2P 24.0000 10.0000 62 -86 ASD7-2P 24.0000 10.0000 64 -31 ASD7-2P 24.0000 -10.0000 65 26 ASD7-2P 24.0000 -6.0000 66 -52 ASD7-2P 24.0000 -2.0000 67 34 ASD7-2P 32.0000 6.0000 68 -88 ASD7-2P 32.0000 10.0000 69 -88 ASD7-2P 32.0000 10.0000 71 -33 ASD7-2P 32.0000 -10.0000 72 29 ASD7-2P 32.0000 -6.0000 73 -54 ASD7-2P 32.0000 -2.0000 74 -77 ASD7-2P 35.5000 6.0000 75 20 ASD7-2P 35.5000 10.0000 76 20 ASD7-2P 35.5000 10.0000 8 27 ASD7-2N -10.0000 -10.0000 9 -34 ASD7-2N -10.0000 -6.0000 10 -57 ASD7-2N -6.0000 2.0000 BSE Page 136 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 156 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 11 11 ASD7-2N -6.0000 6.0000 12 -78 ASD7-2N -6.0000 10.0000 13 42 ASD7-2N -6.0000 14.0000 14 -92 ASD7-2N -6.0000 17.5000 15 -22 ASD7-2N -6.0000 -10.0000 16 14 ASD7-2N -6.0000 -6.0000 17 -57 ASD7-2N -6.0000 2.0000 18 11 ASD7-2N -6.0000 6.0000 19 -78 ASD7-2N -6.0000 10.0000 20 42 ASD7-2N -6.0000 14.0000 21 -92 ASD7-2N -6.0000 17.5000 22 -23 ASD7-2N -3.0000 -10.0000 23 -35 ASD7-2N -3.0000 -6.0000 24 -59 ASD7-2N 0.0000 2.0000 25 9 ASD7-2N 0.0000 6.0000 26 -80 ASD7-2N 0.0000 10.0000 27 41 ASD7-2N 0.0000 14.0000 28 -94 ASD7-2N 0.0000 17.5000 29 -24 ASD7-2N 0.0000 -10.0000 30 16 ASD7-2N 0.0000 -6.0000 31 -60 ASD7-2N 3.6250 2.0000 32 -72 ASD7-2N 3.6250 6.0000 33 33 ASD7-2N 3.6250 10.0000 34 -91 ASD7-2N 3.6250 14.0000 35 48 ASD7-2N 3.6250 17.5000 36 -25 ASD7-2N 3.6250 -10.0000 37 13 ASD7-2N 6.0000 -6.0000 38 -61 ASD7-2N 6.0000 2.0000 39 12 ASD7-2N 6.0000 6.0000 40 -81 ASD7-2N 6.0000 10.0000 41 -91 ASD7-2N 3.6250 14.0000 42 48 ASD7-2N 3.6250 17.5000 43 -26 ASD7-2N 6.0000 -10.0000 44 -37 ASD7-2N 9.3333 -6.0000 45 -62 ASD7-2N 9.3333 2.0000 46 -73 ASD7-2N 9.3333 6.0000 47 -82 ASD7-2N 9.3333 10.0000 48 -82 ASD7-2N 9.3333 10.0000 50 -28 ASD7-2N 12.6667 -10.0000 51 17 ASD7-2N 16.0000 -6.0000 52 -64 ASD7-2N 16.0000 2.0000 53 18 ASD7-2N 16.0000 6.0000 54 -84 ASD7-2N 16.0000 10.0000 55 -84 ASD7-2N 16.0000 10.0000 57 -29 ASD7-2N 16.0000 -10.0000 58 26 ASD7-2N 24.0000 -6.0000 59 -66 ASD7-2N 24.0000 2.0000 60 25 ASD7-2N 24.0000 6.0000 61 -86 ASD7-2N 24.0000 10.0000 62 -86 ASD7-2N 24.0000 10.0000 64 29 ASD7-2N 32.0000 -6.0000 65 29 ASD7-2N 32.0000 -6.0000 66 -68 ASD7-2N 32.0000 2.0000 67 34 ASD7-2N 32.0000 6.0000 BSE Page 137 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 157 of 238 SAFE 2014 v14.1.0 - License #*1 QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase, GlobalX GlobalY Global It 68 -88 ASD7-2N 32.0000 10.0000 69 -88 ASD7-2N 32.0000 10.0000 71 -41 ASD7-2N 35.5000 -6.0000 72 -41 ASD7-2N 35.5000 -6.0000 73 -69 ASD7-2N 35.5000 2.0000 74 -77 ASD7-2N 35.5000 6.0000 75 20 ASD7-2N 35.5000 10.0000 76 20 ASD7-2N 35.5000 10.0000 8 27 ASD1 -10.0000 -10.0000 9 -34 ASD1 -10.0000 -6.0000 10 -42 ASD1 -10.0000 -2.0000 11 -70 ASD1 -10.0000 6.0000 12 -70 ASD1 -10.0000 6.0000 13 28 ASD1 -10.0000 10.0000 14 -89 ASD1 -10.0000 14.0000 15 -22 ASD1 -6.0000 -10.0000 16 14 ASD1 -6.0000 -6.0000 17 -43 ASD1 -6.0000 -2.0000 18 11 ASD1 -6.0000 6.0000 19 11 ASD1 -6.0000 6.0000 20 -78 ASD1 -6.0000 10.0000 21 42 ASD1 -6.0000 14.0000 22 -23 ASD1 -3.0000 -10.0000 23 -35 ASD1 -3.0000 -6.0000 24 -44 ASD1 -3.0000 -2.0000 25 -71 ASD1 -3.0000 6.0000 26 -71 ASD1 -3.0000 6.0000 27 -79 ASD1 -3.0000 10.0000 28 -90 ASD1 -3.0000 14.0000 29 -24 ASD1 0.0000 -10.0000 30 16 ASD1 0.0000 -6.0000 31 -45 ASD1 0.0000 -2.0000 32 9 ASD1 0.0000 6.0000 33 9 ASD1 0.0000 6.0000 34 -80 ASD1 0.0000 10.0000 35 41 ASD1 0.0000 14.0000 36 -25 ASD1 3.6250 -10.0000 37 -36 ASD1 3.6250 -6.0000 38 -46 ASD1 3.6250 -2.0000 39 -72 ASD1 3.6250 6.0000 40 -72 ASD1 3.6250 6.0000 41 33 ASD1 3.6250 10.0000 42 -91 ASD1 3.6250 14.0000 43 -26 ASD1 6.0000 -10.0000 44 13 ASD1 6.0000 -6.0000 45 -47 ASD1 6.0000 -2.0000 46 12 ASD1 6.0000 6.0000 47 12 ASD1 6.0000 6.0000 48 -81 ASD1 6.0000 10.0000 50 -28 ASD1 12.6667 -10.0000 51 -38 ASD1 12.6667 -6.0000 52 -49 ASD1 12.6667 -2.0000 53 -74 ASD1 12.6667 6.0000 54 -74 ASD1 12.6667 6.0000 BSE Page 138 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 158 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX Globaly ft fti 55 -83 ASD1 12.6667 10.0000 57 -29 ASD1 16.0000 -10.0000 58 17 ASD1 16.0000 -6.0000 59 -50 ASD1 16.0000 -2.0000 60 18 ASD1 16.0000 6.0000 61 18 ASD1 16.0000 6.0000 62 -84 ASD1 16.0000 10.0000 64 -31 AM 24.0000 -10.0000 65 26 ASD1 24.0000 -6.0000 66 -52 ASD1 24.0000 -2.0000 67 25 ASD1 24.0000 6.0000 68 25 ASD1 24.0000 6.0000 69 -86 ASD1 24.0000 10.0000 71 -33 AM 32.0000 -10.0000 72 29 ASD1 32.0000 -6.0000 73 -54 ASD1 32.0000 -2.0000 74 34 ASD1 32.0000 6.0000 75 34 ASD1 32.0000 6.0000 76 -88 ASD1 32.0000 10.0000 8 27 ASD5-4N -10.0000 -10.0000 9 -34 ASD5-4N -10.0000 -6.0000 10 -42 ASD5-4N -10.0000 -2.0000 11 -70 ASD5-4N -10.0000 6.0000 12 -70 ASD5-4N -10.0000 6.0000 13 28 ASD5-4N -10.0000 10.0000 14 -89 ASD5-4N -10.0000 14.0000 15 -22 ASD5-4N -6.0000 -10.0000 16 14 ASD5-4N -6.0000 -6.0000 17 -43 ASD5-4N -6.0000 -2.0000 18 11 ASD5-4N -6.0000 6.0000 19 11 ASD5-4N -6.0060 6.0000 20 -78 ASD5-4N -6.0000 10.0000 21 42 ASD5 4N -6.0000 14.0000 22 -23 ASD5-4N -3.0000 -10.0000 23 -35 ASD5-4N -3.0000 -6.0000 24 -44 ASD5-4N -3.0000 -2.0000 25 -71 ASD5-4N -3.0000 6.0000 26 -71 ASD5-4N -3.0000 6.0000 27 -79 ASD5-4N -3.0000 10.0000 28 -90 ASD5 4N -3.0000 14.0000 29 -24 ASD5 4N 0.0000 -10.0000 30 16 ASD5 4N 0.0000 -6.0000 31 -45 ASD5 4N 0.0000 -2.0000 32 9 ASD5 4N 0.0000 6.0000 33 9 ASD5-4N 0.0000 6.0000 34 -80 ASD5 4N 0.0000 10.0000 35 41 ASD5-4N 0.0000 14.0000 36 -25 ASD5 4N 3.6250 -10.0000 37 -36 ASD5 4N 3.6250 -6.0000 38 -46 ASD5-4N 3.6250 -2.0000 39 -72 ASD54N 3.6250 6.0000 40 -72 ASD5 4N 3.6250 6.0000 41 33 ASD5 4N 3.6250 10.0000 42 48 ASD5 4N 3.6250 17.5000 BSE Page 139 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 159 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 43 -26 ASD5-4N 6.0000 -10.0000 44 13 ASD5-4N 6.0000 -6.0000 45 -47 ASD5-4N 6.0000 -2.0000 46 12 ASD5-4N 6.0000 6.0000 47 12 ASD5-4N 6.0000 6.0000 48 -81 ASD5-4N 6.0000 10.0000 50 -28 ASD5 4N 12.6667 -10.0000 51 -38 ASD5-4N 12.6667 -6.0000 52 -49 ASD5-4N 12.6667 -2.0000 53 -74 ASD5-4N 12.6667 6.0000 54 -74 ASD5-4N 12.6667 6.0000 55 -83 ASD5 4N 12.6667 10.0000 57 -29 ASD5-4N 16.0000 -10.0000 58 17 ASD5 4N 16.0000 -6.0000 59 -50 ASD5-4N 16.0000 -2.0000 60 18 ASD5-4N 16.0000 6.0000 61 18 ASD5 4N 16.0000 6.0000 62 -86 ASD5 4N 24.0000 10.0000 64 -31 ASD5 4N 24.0000 -10.0000 65 26 ASD5 4N 24.0000 -6.0000 66 -52 ASD5-4N 24.0000 -2.0000 67 25 ASD5 4N 24.0000 6.0000 68 -88 ASD5-4N 32.0000 10.0000 69 -88 ASD5-4N 32.0000 10.0000 71 -33 ASD5 4N 32.0000 -10.0000 72 29 ASD5 4N 32.0000 -6.0000 73 -54 ASD5 4N 32.0000 -2.0000 74 -77 ASD5-4N 35.5000 6.0000 75 20 ASD5-4N 35.5000 10.0000 76 20 ASD5-4N 35.5000 10.0000 8 14 ASD5 4P -6.0000 -6.0000 9 14 ASD5 4P -6.0000 -6.0000 10 -57 ASD5 4P -6.0000 2.0000 11 11 ASD5 4P -6.0000 6.0000 12 -78 ASD5-4P -6.0000 10.0000 13 42 ASD5 4P -6.0000 14.0000 14 -92 ASD5-4P -6.0000 17.5000 15 14 ASD5 4P -6.0000 -6.0000 16 14 ASD5 4P -6.0000 -6.0000 17 -57 ASD5 4P -6.0000 2.0000 18 11 ASD5 4P -6.0000 6.0000 19 -78 ASD5 4P -6.0000 10.0000 20 42 ASD5 4P -6.0000 14.0000 21 -92 ASD5 4P -6.0000 17.5000 22 16 ASD5-4P 0.0000 -6.0000 23 16 ASD5-4P 0.0000 -6.0000 24 -59 ASD5 4P 0.0000 2.0000 25 9 ASD5 4P 0.0000 6.0000 26 -80 ASD5 4P 0.0000 10.0000 27 41 ASD5 4P 0.0000 14.0000 28 -94 ASD5 4P 0.0000 17.5000 29 -36 ASD5 4P 3.6250 -6.0000 30 -36 ASD5 4P 3.6250 -6.0000 31 -60 ASD5 4P 3.6250 2.0000 BSE Page 140 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 160 of 238 SAFE 2014 v14.1.0 - License #*1 QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 32 -72 ASD5-4P 3.6250 6.0000 33 33 ASD5-4P 3.6250 10.0000 34 -91 ASD5-4P 3.6250 14.0000 35 48 ASD5-4P 3.6250 17.5000 36 13 ASD5-4P 6.0000 -6.0000 37 13 ASD5-4P 6.0000 -6.0000 38 -61 ASD5-4P 6.0000 2.0000 39 12 ASD5-4P 6.0000 6.0000 40 -81 ASD5-4P 6.0000 10.0000 41 -91 ASD5-4P 3.6250 14.0000 42 48 ASD5 4P 3.6250 17.5000 43 -37 ASD5-4P 9.3333 -6.0000 44 -37 ASD5-4P 9.3333 -6.0000 45 -62 ASD5-4P 9.3333 2.0000 46 -73 ASD5-4P 9.3333 6.0000 47 -82 ASD5-4P 9.3333 10.0000 48 -82 ASD5-4P 9.3333 10.0000 50 17 ASD5 4P 16.0000 -6.0000 51 17 ASD5 4P 16.0000 -6.0000 52 -64 ASD5-4P 16.0000 2.0000 53 18 ASD5-4P 16.0000 6.0000 54 -84 ASD5-4P 16.0000 10.0000 55 -84 ASD5 4P 16.0000 10.0000 57 26 ASD5-4P 24.0000 -6.0000 58 26 ASD5 4P 24.0000 -6.0000 59 -66 ASD5-4P 24.0000 2.0000 60 25 ASD5-4P 24.0000 6.0000 61 -86 ASD5-4P 24.0000 10.0000 62 -86 ASD5-4P 24.0000 10.0000 64 29 ASD5-4P 32.0000 -6.0000 65 29 ASD5-4P 32.0000 -6.0000 66 -68 ASD5-4P 32.0000 2.0000 67 34 ASD5-4P 32.0000 6.0000 68 -88 ASD5 4P 32.0000 10.0000 69 -88 ASD5 4P 32.0000 10.0000 71 -41 ASD5 4P 35.5000 -6.0000 72 -41 ASD5-4P 35.5000 -6.0000 73 -69 ASD5 4P 35.5000 2.0000 74 -77 ASD5 4P 35.5000 6.0000 75 20 ASD5-4P 35.5000 10.0000 76 20 ASD5 4P 35.5000 10.0000 8 27 ASD74P -10.0000 -10.0000 9 -34 ASD74P -10.0000 -6.0000 10 -57 ASD74P -6.0000 2.0000 11 11 ASD74P -6.0000 6.0000 12 -78 ASD74P -6.0000 10.0000 13 42 ASD74P -6.0000 14.0000 14 -92 ASD74P -6.0000 17.5000 15 -22 ASD74P -6.0000 -10.0000 16 14 ASD7-4P -6.0000 -6.0000 17 -57 ASD74P -6.0000 2.0000 18 11 ASD7-4P -6.0000 6.0000 19 -78 ASD7-4P -6.0000 10.0000 20 42 ASD74P -6.0000 14.0000 BSE Page 141 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 161 of 238 SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node OutputCase GlobalX GlobalY ft ft 21 -92 ASD7-4P -6.0000 17.5000 22 -23 ASD74P -3.0000 -10.0000 23 -35 ASD7-4P -3.0000 -6.0000 24 -59 ASD74P 0.0000 2.0000 25 9 ASD74P 0.0000 6.0000 26 -80 ASD74P 0.0000 10.0000 27 41 ASD74P 0.0000 14.0000 28 -94 ASD7-4P 0.0000 17.5000 29 -24 ASD7-4P 0.0000 -10.0000 30 -36 ASD74P 3.6250 -6.0000 31 -60 ASD7-4P 3.6250 2.0000 32 -72 ASD74P 3.6250 6.0000 33 33 ASD74P 3.6250 10.0000 34 -91 ASD74P 3.6250 14.0000 35 48 ASD74P 3.6250 17.5000 36 -25 ASD74P 3.6250 -10.0000 37 13 ASD7-4P 6.0000 -6.0000 38 -61 ASD74P 6.0000 2.0000 39 12 ASD74P 6.0000 6.0000 40 -81 ASD74P 6.0000 10.0000 41 -91 ASD7-4P 3.6250 14.0000 42 48 ASD74P 3.6250 17.5000 43 -37 ASD7-4P 9.3333 -6.0000 44 -37 ASD7-4P 9.3333 -6.0000 45 -62 ASD7-4P 9.3333 2.0000 46 -73 ASD74P 9.3333 6.0000 47 -82 ASD7-4P 9.3333 10.0000 48 -82 ASD7-4P 9.3333 10.0000 50 17 ASD74P 16.0000 -6.0000 51 17 ASD7-4P 16.0000 -6.0000 52 -64 ASD7-4P 16.0000 2.0000 53 18 ASD74P 16.0000 6.0000 54 -84 ASD74P 16.0000 10.0000 55 -84 ASD74P 16.0000 10.0000 57 26 ASD7-4P 24.0000 -6.0000 58 26 ASD7-4P 24.0000 -6.0000 59 -66 ASD74P 24.0000 2.0000 60 25 ASD74P 24.0000 6.0000 61 -86 ASD74P 24.0000 10.0000 62 -86 ASD74P 24.0000 10.0000 64 29 ASD7-4P 32.0000 -6.0000 65 29 ASD74P 32.0000 -6.0000 66 -68 ASD74P 32.0000 2.0000 67 34 ASD7-4P 32.0000 6.0000 68 -88 ASD74P 32.0000 10.0000 69 -88 ASD74P 32.0000 10.0000 71 -41 ASD74P 35.5000 -6.0000 72 -41 ASD74P 35.5000 -6.0000 73 -69 ASD74P 35.5000 2.0000 74 -77 ASD74P 35.5000 6.0000 75 20 ASD74P 35.5000 10.0000 76 20 ASD7-4P 35.5000 10.0000 8 27 ASD7-4N -10.0000 -10.0000 9 -34 ASD7-4N -10.0000 -6.0000 BSE Page 142 of 213 162 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 5. Analysis results 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node Outputcase GtobalX GlobalY ft fti 10 -42 ASD74N -10.0000 -2.0000 11 -70 ASD7-4N -10.0000 6.0000 12 -70 ASD7-4N -10.0000 6.0000 13 28 ASD7-4N -10.0000 10.0000 14 -89 ASD7-4N -10.0000 14.0000 15 -22 ASD7-4N -6.0000 -10.0000 16 14 ASD7-4N -6.0000 -6.0000 17 -43 ASD7-4N -6.0000 -2.0000 18 11 ASD74N -6.0000 6.0000 19 11 ASD7-4N -6.0000 6.0000 20 -78 ASD7-4N -6.0000 10.0000 21 42 ASD7-4N -6.0000 14.0000 22 -23 ASD74N -3.0000 -10.0000 23 -35 ASD74N -3.0000 -6.0000 24 -44 ASD7-4N -3.0000 -2.0000 25 -71 ASD7-4N -3.0000 6.0000 26 -71 ASD7-4N -3.0000 6.0000 27 -79 ASD7-4N -3.0000 10.0000 28 -94 ASD74N 0.0000 17.5000 29 -24 ASD7-4N 0.0000 -10.0000 30 16 ASD74N 0.0000 -6.0000 31 -45 ASD74N 0.0000 -2.0000 32 9 ASD7-4N 0.0000 6.0000 33 9 ASD74N 0.0000 6.0000 34 -80 ASD74N 0.0000 10.0000 35 48 ASD7-4N 3.6250 17.5000 36 -25 ASD74N 3.6250 -10.0000 37 -36 ASD74N 3.6250 -6.0000 38 -46 ASD74N 3.6250 -2.0000 39 -72 ASD7-4N 3.6250 6.0000 40 -72 ASD7-4N 3.6250 6.0000 41 -91 ASD7-4N 3.6250 14.0000 42 48 ASD7-4N 3.6250 17.5000 43 -26 ASD7-4N 6.0000 -10.0000 44 13 ASD7-4N 6.0000 -6.0000 45 -47 ASD7-4N 6.0000 -2.0000 46 12 ASD7-4N 6.0000 6.0000 47 12 ASD7-4N 6.0000 6.0000 48 -81 ASD74N 6.0000 10.0000 50 -28 ASD7-4N 12.6667 -10.0000 51 -38 ASD7-4N 12.6667 -6.0000 52 -49 ASD7-4N 12.6667 -2.0000 53 -74 ASD7-4N 12.6667 6.0000 54 -84 ASD7-4N 16.0000 10.0000 55 -84 ASD7-4N 16.0000 10.0000 57 -29 ASD7-4N 16.0000 -10.0000 58 17 ASD74N 16.0000 -6.0000 59 -50 ASD7-4N 16.0000 -2.0000 60 25 ASD74N 24.0000 6.0000 61 -86 ASD7-4N 24.0000 10.0000 62 -86 ASD7-4N 24.0000 10.0000 64 -31 ASD7-4N 24.0000 -10.0000 65 26 ASD7-4N 24.0000 -6.0000 66 -52 ASD7-4N 24.0000 -2.0000 BSE Page 143 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 163 of 238 SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node Outputcase GlobalX GlobalY It It j 67 34 ASD7-4N 32.0000 6.0000 68 -88 ASD7-4N 32.0000 10.0000 69 -88 ASD7-4N 32.0000 10.0000 71 -33 ASD7-4N 32.0000 -10.0000 72 29 ASD7-4N 32.0000 -6.0000 73 -54 ASD7-4N 32.0000 -2.0000 74 -77 ASD7-4N 35.5000 6.0000 75 20 ASD7-4N 35.5000 10.0000 76 20 ASD7-4N 35.5000 10.0000 8 14 ASD5-2N -6.0000 -6.0000 9 14 ASD5-2N -6.0000 -6.0000 10 -57 ASD5-2N -6.0000 2.0000 11 11 ASD5-2N -6.0000 6.0000 12 -78 ASD5-2N -6.0000 10.0000 13 42 ASD5-2N -6.0000 14.0000 14 -92 ASD5-2N -6.0000 17.5000 15 14 ASD5-2N -6.0000 -6.0000 16 14 ASD5-2N -6.0000 -6.0000 17 -57 ASD5-2N -6.0000 2.0000 18 11 ASD5-2N -6.0000 6.0000 19 -78 ASD5-2N -6.0000 10.0000 20 42 ASD5-2N -6.0000 14.0000 21 -92 ASD5-2N -6.0000 17.5000 22 16 ASD5-2N 0.0000 -6.0000 23 16 ASD5-2N 0.0000 -6.0000 24 -59 ASD5-2N 0.0000 2.0000 25 9 ASD5-2N 0.0000 6.0000 26 -80 ASD5-2N 0.0000 10.0000 27 41 ASD5-2N 0.0000 14.0000 28 -94 ASD5-2N 0.0000 17.5000 29 -36 ASD5-2N 3.6250 -6.0000 30 -36 ASD5-2N 3.6250 -6.0000 31 -60 ASD5-2N 3.6250 2.0000 32 -72 ASD5-2N 3.6250 6.0000 33 33 ASD5-2N 3.6250 10.0000 34 -91 ASD5-2N 3.6250 14.0000 35 48 ASD5-2N 3.6250 17.5000 36 13 ASD5-2N 6.0000 -6.0000 37 13 ASD5-2N 6.0000 -6.0000 38 -61 ASD5-2N 6.0000 2.0000 39 -72 ASD5-2N 3.6250 6.0000 40 -81 ASD5-2N 6.0000 10.0000 41 -91 ASD5-2N 3.6250 14.0000 42 48 ASD5-2N 3.6250 17.5000 43 -37 ASD5-2N 9.3333 -6.0000 44 -37 ASD5-2N 9.3333 -6.0000 45 -62 ASD5-2N 9.3333 2.0000 46 -73 ASD5-2N 9.3333 6.0000 47 -82 ASD5-2N 9.3333 10.0000 48 -82 ASD5-2N 9.3333 10.0000 50 17 ASD5-2N 16.0000 -6.0000 51 17 ASD5-2N 16.0000 -6.0000 52 -64 ASD5-2N 16.0000 2.0000 53 18 ASD5-2N 16.0000 6.0000 BSE Page 144 of 213 15002 Tower Crane Pile Cap.fdb 5. Analysis results 164 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 22: Nodal Displacements - Summary, Part 2 of 2 Panel Node Outputcase GlobalX GlobalY It ft 54 -84 ASD5-214 16.0000 10.0000 55 -84 ASD5-2N 16.0000 10.0000 57 26 ASD5-2N 24.0000 -6.0000 58 26 ASD5-2N 24.0000 -6.0000 59 -66 ASD5-2N 24.0000 2.0000 60 25 ASD5-2N 24.0000 6.0000 61 -86 ASD5-2N 24.0000 10.0000 62 -86 ASD5-214 24.0000 10.0000 64 29 ASD5-2N 32.0000 -6.0000 65 29 ASD5-2N 32.0000 -6.0000 66 -68 ASD5-2N 32.0000 2.0000 67 34 ASD5-2N 32.0000 6.0000 68 -88 ASD5-2N 32.0000 10.0000 69 -88 ASD5-2N 32.0000 10.0000 71 -41 ASD5-2N 35.5000 -6.0000 72 -41 ASD5-2N 35.5000 -6.0000 73 -69 ASD5-2N 35.5000 2.0000 74 -77 ASD5-2N 35.5000 6.0000 75 20 ASD5-2N 35.5000 10.0000 76 20 ASD5-2N 35.5000 10.0000 BSE Page 145 of 213 165 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 04.1.0 - License #*1QGJ6729ZQVM4HB Design 27 June 2015 Design -A 4- 4 Figure 3: Finite element model BSE Page 146 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 166 of 238 SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4H B 27 June 2015 6. Design summary This section provides design information for beams, strips, and punching checks. 6.1. Preferences Table 23: Design Preferences 01 - Resistance Factors Table 23: Design Preferences 01 - Resistance Factors PhiTen PhiComp Mishear 0.650000 0.750000 0.900000 Table 24: Design Preferences 02 - Rebar Cover - Slabs Table 24: Design Preferences 02 - Rebar Cover - Slabs CoverTop CoverBot BarSize Innerl-ayer PTCGSTop PTCGSBotE PTCGSBotl Slab7ype xt nt in in in in in 8.0000 8.0000 #6 B 1.0000 1.7500 1.0000 One Way Table 25: Design Preferences 03 - Rebar Cover - Beams Table 25: Design Preferences 03 - Reber Cover - Beams CoverTop CoverBot BarSizeF BarSizeS PTCGSTop PTCGSBot l in in in in J 1.5000 1.5000 #9 #4 2.0000 2.0000 Table 26: Design Preferences 04 - Prestress Data Table 26: Design Preferences 04 - Prestress Data UserStress InitConcRat Lt_Fraction 0.800000 0.500000 No 6.2. Overwrites Table 27: Slab Design Overwrites 01 - Strip Based Table 27: Slab Design Overwrites 01 - Strip Based Strip Layer DesignType RLLF IgnorePT RebarMat CSA1 A Column 1.000000 No A615Gr60 CSA2 A Column 1.000000 No A615Gr60 CSA3 A Column 1.000000 No A615Gr60 CSA4 A Column 1.000000 No A615Gr60 CSA5 A Column 1.000000 No A615Gr60 BSE Page 147 of 213 167 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #'1QGJ6729ZQVM4HB 6. Design summary 27 June 2015 Table 27: Slab Design Overwrites 01 - Strip Based Strip Layer DesignType RLLF IgnorePT RebarMat A615Gr60 CSB1 B Column 1.000000 No CS132 B Column 1.000000 No A615Gr60 CS133 B Column 1.000000 No A615Gr60 CS64 B Column 1.000000 No A615Gr60 Table 28: Slab Design Overwrites 02 - Finite Element Based, Part 1 of 2 Table 28: Slab Design Overwrites 02 - Finite Element Based, Part 1 of 2 Area RebarMat 1 A615Gr60 2 A615Gr60 Table 28: Slab Design Overwrites 02 - Finite Element Based, Part 2 of 2 Table 28: Slab Design Overwrites 02 - Finite Element Based, Part 2of2 Area RLLF Design IgnorePT 1 1.000000 Yes No 2 1.000000 Yes No Table 29: Punching Shear Design Overwrites 01 - General Table 29: Punching Shear Design Overwrites 01 - General Point Check LocType EffDepth ReinfType None 9 Program Auto Auto Determined 11 Program Auto Auto None Determined 12 Program Auto Auto None Determined 13 Program Auto Auto None Determined 14 Program Auto Auto None Determined 16 Program Auto Auto None Determined 17 Program Auto Auto None Determined 18 Program Auto Auto None Determined 25 Program Auto Auto None Determined 26 Program Auto Auto None Determined 29 Program Auto Auto None Determined 34 Program Auto Auto None Determined BSE Page 148 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 168 of 238 SAFE 2014 v14.1.0 - License #-1QGJ6729ZQVM4HB 27 June 2015 Table 29: Punching Shear Design Overwrites 01 - General Point Check LocType EffDepth ReinfType 41 Program Auto Auto None Determined 42 Program Auto Auto None Determined 6.3. Slab design Table 30: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 1 of 3 Table 30: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 1 of 3 Strip SpanlD Location FTopCombo FTopMomen FTopArea t - kip-ft in2 CSA1 Cantilever Start LRFD6-2N-STRENG -67.9291 0.1353 Start TH CSA1 Cantilever Middle 0.0000 0.0000 Start CSA1 Cantilever End LRFD4-4P-STRENG -155.2632 0.3093 Start TH CSA1 Span 1 Start LRFD4-4P-STRENG -155.2632 0.3093 TH CSA1 Span 1 Middle 0.0000 0.0000 CSA1 Span 1 End LRFD6-1P-STRENG -149.6965 0.2982 TH CSA1 Span 2 Start LRFD6-1 P-STRENG -149.6965 0.2982 TH CSA1 Span 2 Middle LRFD6-3P-STRENG -236.0322 0.4705 TH CSA1 Span 2 End LRFD6-3P-STRENG -390.2707 0.7785 TH CSA1 Span 3 Start LRFD6-3P-STRENG -390.2707 0.7785 TH CSA1 Span 3 Middle 0.0000 0.0000 CSA1 Span 3 End LRFD6-2P-STRENG -444.5121 0.8870 TH CSA1 Span 4 Start LRFD6-2P-STRENG =444.5121 0.8870 TH CSA1 Span 4 Middle LRFD6-2P-STRENG -241.1126 0.4806 TH CSA1 Span 4 End LRFD4-1 N-STRENG -151.5962 0.3020 TH CSA1 Cantilever Start LRFD4-1 N-STRENG -151.5962 0.3020 End TH CSA1 Cantilever Middle 0.0000 0.0000 End CSA1 Cantilever End LRFD4-1 N-STRENG -57.6976 0.0000 End TH CSA2 Cantilever Start LRFD6-2N-STRENG -148.5966 0.2961 Start TH CSA2 Cantilever Middle 0.0000 0.0000 Start CSA2 Cantilever End LRFD4-2N-STRENG -258.7550 0.5158 Start TH CSA2 Span 1 Start LRFD4-2N-STRENG -258.7550 0.5158 TH BSE Page 149 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary Table 30: Concrete Slab Design S Strio SpanIO Location 169 of 238 SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 27 June 2015 r 01 - Flexural And Shear Data, Part 1 of 3 FTopCombo FTopMomen FTa t kip-ft in2 CSA2 Span 1 Middle 0.0000 0.0000 CSA2 Span 1 End LRFD6-2N-STRENG -220.9923 0.4405 TH CSA2 Span 2 Start LRFD6-2N-STRENG -220.9923 0.4405 TH CSA2 Span 2 Middle LRFD6-2P-STRENG -268.2634 0.5348 TH CSA2 Span 2 End LRFD6-2P-STRENG -373.9643 0.7460 TH CSA2 Span 3 Start LRFD6-2P-STRENG -373.9643 0.7460 TH CSA2 Span 3 Middle 0.0000 0.0000 CSA2 Span 3 End LRFD4-2P-STRENG -381.8718 0.7618 TH CSA2 Cantilever Start LRFD4-2P-STRENG -381.8718 0.7618 End TH CSA2 Cantilever Middle 0.0000 0.0000 End CSA2 Cantilever End LRFD4-2P-STRENG -121.0429 0.2411 End TH CSA3 Cantilever Start LRFD6-2N-STRENG -77.2191 0.1538 Start TH CSA3 Cantilever Middle 0.0000 0.0000 Start CSA3 Cantilever End LRFD4-2N-STRENG -190.1876 0.3790 Start TH CSA3 Span 1 Start LRFD4-2N-STRENG -190.1876 0.3790 TH CSA3 Span 1 Middle 0.0000 0.0000 CSA3 Span 1 End LRFD6-4P-STRENG -159.2366 0.3173 TH CSA3 Span 2 Start LRFD6-4P-STRENG -159.2366 0.3173 TH CSA3 Span 2 Middle LRFD6-3P-STRENG -209.8226 0.4182 TH CSA3 Span 2 End LRFD6-3P-STRENG -409.7104 0.8174 TH CSA3 Span 3 Start LRFD6-3P-STRENG -409.7104 0.8174 TH CSA3 Span 3 Middle 0.0000 0.0000 CSA3 Span 3 End LRFD6-2P-STRENG -480.4990 0.9590 TH CSA3 Cantilever Start LRFD6-2P-STRENG -480.4990 0.9590 End TH CSA3 Cantilever Middle LRFD64N-STRENG -242.1691 0.4827 End TH CSA3 Cantilever End LRFD4-IN-STRENG -34.2781 0.0000 End TH CSA4 Cantilever Start LRFD6-2N-STRENG -143.7844 0.2865 Start TH CSA4 Cantilever Middle 0.0000 0.0000 Start CSA4 Cantilever End LRFD4-2N-STRENG -317.7675 0.6337 Start TH CSA4 Span 1 Start LRFD4-2N-STRENG -317.7675 0.6337 TH CSA4 Span 1 Middle 0.0000 0.0000 BSE Page 150 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 170 of 238 SAFE 2014 04.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 30: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 1 of 3 Strip SpanlD Location FTopCombo FTopMomen FTopArea t ki -ft in2 CSA4 Span 1 End LRFD6-3N-STRENG -269.3451 0.5370 TH CSA4 Span 2 Start LRFD6-3N-STRENG -269.3451 0.5370 TH CSA4 Span 2 Middle LRFD6-2P-STRENG -258.7554 0.5158 TH CSA4 Span 2 End LRFD6-2P-STRENG -433.1769 0.8643 TH CSA4 Span 3 Start LRFD6-2P-STRENG -433.1769 0.8643 TH CSA4 Span 3 Middle 0.0000 0.0000 CSA4 Span 3 End LRFD4-2P-STRENG -467.0821 0.9322 TH CSA4 Cantilever Start LRFD4-2P-STRENG -467.0821 0.9322 End TH CSA4 Cantilever Middle 0.0000 0.0000 End CSA4 Cantilever End LRFD6-3P-STRENG -157.8853 0.3146 End TH CSA5 Cantilever Start LRFD4-2P-STRENG -203.9164 0.4064 Start TH CSA5 Cantilever Middle 0.0000 0.0000 Start CSA5 Cantilever End LRFD4-2P-STRENG -309.7605 0.6177 Start TH CSA5 Span 1 Start LRFD4-2P-STRENG -309.7605 0.6177 TH CSA5 Span 1 Middle 0.0000 0.0000 CSA5 Span 1 End LRFD4-2P-STRENG -228.5013 0.4554 TH CSA5 Span 2 Start LRFD4-2P-STRENG -228.5013 0.4554 TH CSA5 Span 2 Middle LRFD6-2P-STRENG -180.6157 0.3599 TH CSA5 Span 2 End LRFD4-2P-STRENG -171.1487 0.3410 TH CSA5 Span 3 Start LRFD4-2P-STRENG -171.1487 0.3410 TH CSA5 Span 3 Middle 0.0000 0.0000 CSA5 Span 3 End LRFD4-2P-STRENG -179.0082 0.3567 TH CSA5 Cantilever Start LRFD4-2P-STRENG -179.0082 0.3567 End TH CSA5 Cantilever Middle 0.0000 0.0000 End CSA5 Cantilever End LRFD44N-STRENG -159.8014 0.3184 End TH CSB1 Cantilever Start 0.0000 0.0000 Start CSB1 Cantilever Middle LRFD4-4N-STRENG -106.6549 0.2139 Start TH CS61 Cantilever End LRFD4-2P-STRENG -158.3596 0.3177 Start TH CS131 Span 1 Start LRFD4-2P-STRENG -158.3596 0.3177 TH CSB1 Span 1 Middle 0.0000 0.0000 CS61 Span 1 End LRFD4-2P-STRENG -199.2102 0.3997 TH BSE Page 151 of 213 00 15002 Tower Crane Pile Cap.fdb 6. Design summary 171 of 238 SAFE 2014 04.1.0 - License #'1QGJ6729ZQVM4HB 27 June 2015 Table 30: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 1 of 3 Strip Spanll) Location FTopCombo FTopMomen FTopArw t kip-ft in: CS131 Span 2 Start LRFD4-2P-STRENG -199.2102 0.3997 TH CS61 Span 2 Middle 0.0000 0.0000 CSB1 Span 2 End LRFD4-1 N-STRENG -632.0906 1.2712 TH CSB1 Span 3 Start LRFD4-IN-STRENG -632.0906 1.2712 TH CS61 Span 3 Middle 0.0000 0.0000 CS131 Span 3 End LRFD6-1N-STRENG -1002.7435 2.0206 TH CS61 Span 4 Start LRFD6-1 N-STRENG -1002.7435 2.0206 TH CS61 Span 4 Middle 0.0000 0.0000 CS131 Span 4 End LRFD4-1 N-STRENG -1021.0554 2.0577 TH CS131 Span 5 Start LRFD4-IN-STRENG -1021.0554 2.0577 TH CS131 Span 5 Middle LRFD4-1N-STRENG -851.3422 1.7141 TH CS61 Span 5 End LRFD4-1 N-STRENG -559.3968 1.1245 TH CS131 Span 6 Start LRFD4-1 N-STRENG -559.3968 1.1245 TH CS131 Span 6 Middle LRFD6-1N-STRENG -371.5063 0.7461 TH CSB1 Span 6 End LRFD4-1N-STRENG -235.7523 0.4731 TH CSBI Span 7 Start LRFD4-1N-STRENG -235.7523 0.4731 TH CS61 Span 7 Middle LRFD4-4N-STRENG -109.5735 0.2197 TH CSB1 Span 7 End LRFD4-2N-STRENG -126.3471 0.2534 TH CS131 Cantilever Start LRFD4-2N-STRENG -126.3471 0.2534 End TH CS131 Cantilever Middle 0.0000 0.0000 End CS131 Cantilever End LRFD6-2N-STRENG -57.2050 0.0000 End TH CS132 Cantilever Start 0.0000 0.0000 Start CS132 Cantilever Middle LRFD6-3P-STRENG -79.6140 0.1596 Start TH CSB2 Cantilever End LRFD4-3P-STRENG -145.3965 0.2916 Start TH CS132 Span 1 Start LRFD4-3P-STRENG -145.3965 0.2916 TH CSB2 Span 1 Middle 0.0000 0.0000 CSB2 Span 1 End LRFD6-3P-STRENG -197.6327 0.3965 TH CS132 Span 2 Start LRFD6-3P-STRENG -197.6327 0.3965 TH CS132 Span 2 Middle LRFD6-1 N-STRENG -571.7663 1.1495 TH CSB2 Span 2 End LRFD6-IN-STRENG -1082.2801 2.1818 TH CSB2 Span 3 Start LRFD6-1 N-STRENG -1082.2801 2.1818 TH BSE Page 152 of 213 pe 15002 Tower Crane Pile Cap.fdb 6. Design summary 172 of 238 SAFE 2014 04.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 30: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 1 of 3 Strip SpanlD Location FTopCombo FTopMomen FTopArea t kip-ft in2 CSB2 Span 3 Middle 0.0000 0.0000 CSB2 Span 3 End LRFD4-IN-STRENG -974.3672 1.9631 TH CS132 Span 4 Start LRFD4-1 N-STRENG -974.3672 1.9631 TH CS132 Span 4 Middle LRFD6-1 N-STRENG -817.4533 1.6456 TH CS132 Span 4 End LRFD4-1 N-STRENG -544.9064 1.0953 TH CSB2 Cantilever Start LRFD4-1N-STRENG -544.9064 1.0953 End TH CS62 Cantilever Middle LRFD4-IN-STRENG -238.6731 0.4790 End TH CS132 Cantilever End LRFD4-2N-STRENG -105.7772 0.2121 End TH CS133 Cantilever Start 0.0000 0.0000 Start CSB3 Cantilever Middle LRFD4-4P-STRENG -53.3732 0.0000 Start TH CS133 Cantilever End LRFD4-4P-STRENG -100.7199 0.2020 Start TH CSB3 Span 1 Start LRFD44P-STRENG -100.7199 0.2020 TH CS133 Span 1 Middle 0.0000 0.0000 CSB3 Span 1 End LRFD6-2N-STRENG -163.1880 0.3274 TH CSB3 Span 2 Start LRFD6-2N-STRENG -163.1880 0.3274 TH CSB3 Span 2 Middle LRFD6-1 N-STRENG -513.2145 1.0314 TH CS63 Span 2 End LRFD6-1 N-STRENG -1044.0133 2.1042 TH CS63 Span 3 Start LRFD6-IN-STRENG -1044.0133 2.1042 TH CSB3 Span 3 Middle 0.0000 0.0000 CSB3 Span 3 End LRFD6-1 N-STRENG -978.2823 1.9710 TH CSB3 Span 4 Start LRFD6-1 N-STRENG -978.2823 1.9710 TH CSB3 Span 4 Middle LRFD6-1 N-STRENG -784.9586 1.5799 TH CSB3 Span 4 End LRFD4-4N-STRENG -609.1109 1.2248 TH CSB3 Cantilever Start LRFD4-4N-STRENG -609.1109 1.2248 End TH CSB3 Cantilever Middle LRFD4-4N-STRENG -330.4039 0.6634 End TH CSB3 Cantilever End LRFD4-2P-STRENG -142.1266 0.2851 End TH CSB4 Cantilever Start 0.0000 0.0000 Start CSB4 Cantilever Middle LRFD4-4N-STRENG -63.7383 0.0000 Start TH CSB4 Cantilever End LRFD4-2N-STRENG -107.7404 0.2161 Start TH CS134 Span 1 Start LRFD4-2N-STRENG -107.7404 0.2161 TH CSB4 Span 1 Middle 0.0000 0.0000 BSE Page 153 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 173 of 238 SAFE 2014 04.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 30: Concrete Slab Design Summary 01 - Flexural And shear Data, Part 1 of 3 Strip SpanlD Location FTopCombo FTopMomen FTopArea t kip -it in2 CSB4 Span 1 End LRFD6-2N-STRENG -201.3042 0.4039 TH CSB4 Span 2 Start LRFD6-2N-STRENG -201.3042 0.4039 TH CSB4 Span 2 Middle 0.0000 0.0000 CSB4 Span 2 End LRFD6-1 N-STRENG -572.9791 1.1519 TH CSB4 Span 3 Start LRFD6-1 N-STRENG -572.9791 1.1519 TH CSB4 Span 3 Middle 0.0000 0.0000 CSB4 Span 3 End LRFD6-1 N-STRENG -971.4388 1.9572 TH CSB4 Span 4 Start LRFD6-1 N-STRENG -971.4388 1.9572 TH CSB4 Span 4 Middle 0.0000 0.0000 CSB4 Span 4 End LRFD4-1 N-STRENG -968.1504 1.9505 TH CSB4 Span 5 Start LRFD4-IN-STRENG -968.1504 1.9505 TH CSB4 Span 5 Middle LRFD6-1 N-STRENG -787.0876 1.5842 TH CSB4 Span 5 End LRFD4-4N-STRENG -635.7308 1.2785 TH CSB4 Span 6 Start LRFD4-4N-STRENG -635.7308 1.2785 TH CSB4 Span 6 Middle LRFD4-4N-STRENG -427.9551 0.8597 TH CSB4 Span 6 End LRFD4-4N-STRENG -348.1822 0.6991 TH CSB4 Span 7 Start LRFD4-4N-STRENG -348.1822 0.6991 TH CS134 Span 7 Middle LRFD4-4N-STRENG -181.7268 0.3646 TH CS64 Span 7 End LRFD4-2P-STRENG -163.8557 0.3287 TH CSB4 Cantilever Start LRFD4-2P-STRENG -163.8557 0.3287 End TH CS64 Cantilever Middle 0.0000 0.0000 End CSB4 Cantilever End LRFD4-2P-STRENG -75.3050 0.1510 End TH Table 30: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 2 of 3 Table 30: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 2 of 3 Strip SpanlD Location FBotCombo FBotMomen FBotArea t kip-ft in2 CSA1 Cantilever Start LRFD4-2P-STRENG 83.1574 0.1656 Start TH CSA1 Cantilever Middle 0.0000 0.0000 Start CSA1 Cantilever End LRFD6-4N-STRENG 147.9301 0.2947 Start TH CSA1 Span 1 Start LRFD6-4N-STRENG 147.9301 0.2947 TH CSA1 Span 1 Middle 0.0000 0.0000 BSE Page 154 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 174 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 30: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 2 of 3 Strip SpanlD' " Location FBotCombo FBotMomen FBotArea t kip-ft in2 CSA1 Span 1 End LRFD4-1 N-STRENG 266.3801 0.5311 TH CSA1 Span 2 Start LRFD4-1 N-STRENG 266.3801 0.5311 TH CSA1 Span 2 Middle LRFD4-3N-STRENG 488.5793 0.9752 TH CSA1 Span 2 End LRFD4-3N-STRENG 579.1961 1.1566 TH CSA1 Span 3 Start LRFD4-3N-STRENG 579.1961 1.1566 TH CSA1 Span 3 Middle 0.0000 0.0000 CSA1 Span 3 End LRFD4-3N-STRENG 494.8955 0.9878 TH CSA1 Span 4 Start LRFD4-3N-STRENG 494.8955 0.9878 TH CSA1 Span 4 Middle LRFD4-2N-STRENG 269.1556 0.5366 TH CSA1 Span 4 End LRFD6-1P-STRENG 72.5553 0.1445 TH CSA1 Cantilever Start LRFD6-1 P-STRENG 72.5553 0.1445 End TH CSA1 Cantilever Middle 0.0000 0.0000 End CSA1 Cantilever End LRFD6-1 P-STRENG 34.3918 0.0000 End TH CSA2 Cantilever Start LRFD4-2P-STRENG 171.8359 0.3424 Start TH CSA2 Cantilever Middle 0.0000 0.0000 Start CSA2 Cantilever End LRFD6-2P-STRENG 230.5483 0.4595 Start TH CSA2 Span 1 Start LRFD6-2P-STRENG 230.5483 0.4595 TH CSA2 Span 1 Middle 0.0000 0.0000 CSA2 Span 1 End LRFD4-3P-STRENG 322.5937 0.6433 TH CSA2 Span 2 Start LRFD4-3P-STRENG 322.5937 0.6433 TH CSA2 Span 2 Middle LRFD44P-STRENG 391.0396 0.7801 TH CSA2 Span 2 End LRFD4-2N-STRENG 425.8840 0.8497 TH CSA2 Span 3 Start LRFD4-2N-STRENG 425.8840 0.8497 TH CSA2 Span 3 Middle 0.0000 0.0000 CSA2 Span 3 End LRFD6-2N-STRENG 319.6617 0.6375 TH CSA2 Cantilever Start LRFD6-2N-STRENG 319.6617 0.6375 End TH CSA2 Cantilever Middle 0.0000 0.0000 End CSA2 Cantilever End LRFD4-2N-STRENG 291.8168 0.5818 End TH CSA3 Cantilever Start LRFD4-2P-STRENG 107.2545 0.2136 Start TH CSA3 Cantilever Middle 0.0000 0.0000 Start BSE Page 155 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 175 of 238 SAFE 2014 04.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 30: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 2 of 3 Strip Spank] Location FBotCombo FBotMomen FBotArea t kip-ft in2 CSA3 Cantilever End LRFD6-2P-STRENG 189.1419 0.3769 Start TH CSA3 Span 1 Start LRFD6-2P-STRENG 189.1419 0.3769 TH CSA3 Span 1 Middle 0.0000 0.0000 CSA3 Span 1 End LRFD44N-STRENG 290.2407 0.5787 TH CSA3 Span 2 Start LRFD4-4N-STRENG 290.2407 0.5787 TH CSA3 Span 2 Middle LRFD4-3N-STRENG 439.9319 0.8778 TH CSA3 Span 2 End LRFD4-3N-STRENG 630.1158 1.2586 TH CSA3 Span 3 Start LRFD4-3N-STRENG 630.1158 1.2586 TH CSA3 Span 3 Middle 0.0000 0.0000 CSA3 Span 3 End LRFD4-3N-STRENG 589.7341 1.1777 TH CSA3 Cantilever Start LRFD4-3N-STRENG 589.7341 1.1777 End TH CSA3 Cantilever Middle LRFD4-3N-STRENG 305.6250 0.6094 End TH CSA3 Cantilever End LRFD6-1 P-STRENG 29.9587 0.0000 End TH CSA4 Cantilever Start LRFD4-2P-STRENG 168.7998 0.3363 Start TH CSA4 Cantilever Middle 0.0000 0.0000 Start CSA4 Cantilever End LRFD6-2P-STRENG 301.5370 0.6013 Start TH CSA4 Span 1 Start LRFD6-2P-STRENG 301.5370 0.6013 TH CSA4 Span 1 Middle 0.0000 0.0000 CSA4 Span 1 End LRFD4-3P-STRENG 397.9583 0.7939 TH CSA4 Span 2 Start LRFD4-3P-STRENG 397.9583 0.7939 TH CSA4 Span 2 Middle LRFD44P-STRENG 385.0862 0.7682 TH CSA4 Span 2 End LRFD4-2N-STRENG 528.3282 1.0547 TH CSA4 Span 3 Start LRFD4-2N-STRENG 528.3282 1.0547 TH CSA4 Span 3 Middle 0.0000 0.0000 CSA4 Span 3 End LRFD4-2N-STRENG 456.5353 0.9111 TH CSA4 Cantilever Start LRFD4-2N-STRENG 456.5353 0.9111 End TH CSA4 Cantilever Middle 0.0000 0.0000 End CSA4 Cantilever End LRFD4-2N-STRENG 372.6445 0.7433 End TH CSA5 Cantilever Start LRFD6-2N-STRENG 166.7129 0.3322 Start TH CSA5 Cantilever Middle 0.0000 0.0000 Start CSA5 Cantilever End LRFD6-2N-STRENG 206.5622 0.4117 Start TH BSE Page 156 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary Table 30: Concrete Slab Design S Strip SpanlD Location 176 of 238 SAFE 2014 04.1.0 - License #"1QGJ6729ZQVM4HB 27 June 2015 01 - Flexural And Shear Data, Part 2 of 3 FBotCombo FBotMomen t kip-ft in2 CSA5 Span 1 Start LRFD6-2N-STRENG 206.5622 0.4117 TH CSA5 Span I Middle 0.0000 0.0000 CSA5 Span 1 End LRFD6-2N-STRENG 207.3174 0.4132 TH CSA5 Span 2 Start LRFD6-2N-STRENG 207.3174 0.4132 TH CSA5 Span 2 Middle LRFD4-2N-STRENG 222.1497 0.4428 TH CSA5 Span 2 End LRFD4-2P-STRENG 196.2864 0.3912 TH CSA5 Span 3 Start LRFD4-2P-STRENG 196.2864 0.3912 TH CSA5 Span 3 Middle 0.0000 0.0000 CSA5 Span 3 End LRFD4-2P-STRENG 183.7539 0.3662 TH CSA5 Cantilever Start LRFD4-2P-STRENG 183.7539 0.3662 End TH CSA5 Cantilever Middle 0.0000 0.0000 End CSA5 Cantilever End LRFD4-2P-STRENG 171.1864 0.3411 End TH CSB1 Cantilever Start 0.0000 0.0000 Start CSB1 Cantilever Middle LRFD6-IN-STRENG 51,4624 0.0000 Start TH CS131 Cantilever End LRFD6-3N-STRENG 77.2420 0.1549 Start TH CSB1 Span 1 Start LRFD6-3N-STRENG 77.2420 0.1549 TH CS61 Span 1 Middle 0.0000 0.0000 CS131 Span 1 End LRFD4-3N-STRENG 230.4045 0.4624 TH CSBI Span 2 Start LRFD4-3N-STRENG 230.4045 0.4624 TH CS61 Span 2 Middle 0.0000 0.0000 CSB1 Span 2 End LRFD6-1P-STRENG 550.0273 1.1056 TH CS131 Span 3 Start LRFD6-1P-STRENG 550.0273 1.1056 TH CS131 Span 3 Middle 0.0000 0.0000 CS131 Span 3 End LRFD4-IP-STRENG 1141.8645 2.3027 TH CSB1 Span Start LRFD4-1P-STRENG 1141.8645 2.3027 TH CSB1 Span 4 Middle 0.0000 0.0000 CSB1 Span End LRFD4-IP-STRENG 1040.3739 2.0968 TH CSB1 Span 5 Start LRFD4-IP-STRENG 1040.3739 2.0968 TH CSB1 Span 5 Middle LRFD4-IP-STRENG 929.0520 1.8714 TH CSB1 Span 5 End LRFD6-IP-STRENG 493.3036 0.9913 TH CS61 Span 6 Start LRFD6-IP-STRENG 493.3036 0.9913 TH CS131 Span 6 Middle LRFD4-1P-STRENG 372.3548 0.7478 TH BSE Page 157 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 177 of 238 SAFE 2014 04.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 30: Concrete Slab Design Summary 01 • Flexural And Shear Data, Part 2 of 3 Strip SpanlD Location FBotCombo FBotMomen FBotArea t kip-ft in2 CSB1 Span 6 End LRFD4-3P-STRENG 214.4430 0.4303 TH CS131 Span 7 Start LRFD4-3P-STRENG 214.4430 0.4303 TH CSB1 Span 7 Middle LRFD4-3P-STRENG 151.4146 0.3037 TH CS61 Span 7 End LRFD6-2P-STRENG 110.8962 0.2224 TH CSB1 Cantilever Start LRFD6-2P-STRENG 110.8962 0.2224 End TH CS131 Cantilever Middle 0.0000 0.0000 End CS61 Cantilever End LRFD4-2P-STRENG 62.7865 0.0000 End TH CS132 Cantilever Start 0.0000 0.0000 Start CSB2 Cantilever Middle LRFD4-3N-STRENG 88.9335 0.1783 Start TH CSB2 Cantilever End LRFD6-3N-STRENG 136.8439 0.2745 Start TH CS132 Span 1 Start LRFD6-3N-STRENG 136.8439 0.2745 TH CS132 Span 1 Middle 0.0000 0.0000 CSB2 Span 1 End LRFD4-3N-STRENG 293.9825 0.5901 TH CSB2 Span 2 Start LRFD4-3N-STRENG 293.9825 0.5901 TH CSB2 Span 2 Middle LRFD6-1 P-STRENG 523.2492 1.0517 TH CS132 Span 2 End LRFD4-1 P-STRENG 1189.5139 2.3994 TH CSB2 Span 3 Start LRFD4-IP-STRENG 1189.5139 2.3994 TH CS62 Span 3 Middle 0.0000 0.0000 CS132 Span 3 End LRFD4-IP-STRENG 1056.2603 2.1290 TH CS132 Span 4 Start LRFD4-1 P-STRENG 1056.2603 2.1290 TH CSB2 Span 4 Middle LRFD4-1 P-STRENG 901.7533 1.8161 TH CS132 Span 4 End LRFD4-1 P-STRENG 493.8326 0.9924 TH CS132 Cantilever Start LRFD4-1 P-STRENG 493.8326 0.9924 End TH CS62 Cantilever Middle LRFD4-3P-STRENG 213.5094 0.4284 End TH CSB2 Cantilever End LRFD6-2P-STRENG 93.3481 0.1872 End TH CS133 Cantilever Start LRFD4-1 N-STRENG 90.4893 0.1815 Start TH CS63 Cantilever Middle LRFD4-1 N-STRENG 69.3261 0.1390 Start TH CSB3 Cantilever End LRFD4-3N-STRENG 79.8084 0.1600 Start TH CSB3 Span 1 Start LRFD4-3N-STRENG 79.8084 0.1600 TH CSB3 Span 1 Middle 0.0000 0.0000 BSE Page 158 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 178 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 30: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 2 of 3 Strip SpanlD Location FBotCombo FBotMomen FBotArea t kip-ft in2 CS133 Span 1 End LRFD4-2P-STRENG 255.7935 0.5134 TH CSB3 Span 2 Start LRFD4-2P-STRENG 255.7935 0.5134 TH CSB3 Span 2 Middle LRFD4-1 P-STRENG 550.1783 1.1059 TH CS63 Span 2 End LRFD4-1 P-STRENG 1213.5053 2.4481 TH CSB3 Span 3 Start LRFD4-1 P-STRENG 1213.5053 2.4481 TH CS133 Span 3 Middle 0.0000 0.0000 CS133 Span 3 End LRFD4-1 P-STRENG 986.6169 1.9879 TH CSB3 Span 4 Start LRFD4-1 P-STRENG 986.6169 1.9879 TH CSB3 Span 4 Middle LRFD4-1 P-STRENG 864.3325 1.7404 TH CS133 Span 4 End LRFD6-4P-STRENG 545.5838 1.0967 TH CS133 Cantilever Start LRFD6-4P-STRENG 545.5838 1.0967 End TH CSB3 Cantilever Middle LRFD6-4P-STRENG 251.4341 0.5046 End TH CS133 Cantilever End LRFD6-2N-STRENG 69.4854 0.1393 End TH CS134 Cantilever Start 0.0000 0.0000 Start CS134 Cantilever Middle LRFD6-4N-STRENG 41.4637 0.0000 Start TH CS134 Cantilever End LRFD6-2P-STRENG 52.6263 0.0000 Start TH CS64 Span 1 Start LRFD6-2P-STRENG 52.6263 0.0000 TH CSB4 Span 1 Middle 0.0000 0.0000 CSB4 Span 1 End LRFD4-2P-STRENG 263.8047 0.5295 TH CSB4 Span 2 Start LRFD4-2P-STRENG 263.8047 0.5295 TH CSB4 Span 2 Middle 0.0000 0.0000 CSB4 Span 2 End LRFD4-1 P-STRENG 587.6738 1.1816 TH CSB4 Span 3 Start LRFD4-1 P-STRENG 587.6738 1.1816 TH CSB4 Span 3 Middle 0.0000 0.0000 CSB4 Span 3 End LRFD4-1 P-STRENG 1100.2333 2.2182 TH CSB4 Span 4 Start LRFD4-1 P-STRENG 1100.2333 2.2182 TH CSB4 Span 4 Middle 0.0000 0.0000 CS64 Span 4 End LRFD6-1 P-STRENG 962.4943 1.9391 TH CS134 Span 5 Start LRFD6-1 P-STRENG 962.4943 1.9391 TH CS84 Span 5 Middle LRFD4-1 P-STRENG 874.2163 1.7604 TH CS134 Span 5 End LRFD6-4P-STRENG 551.3912 1.1084 TH BSE Page 159 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 179 of 238 SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 27 June 2015 Table 30: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 2 of 3 Strip SpaniD Location FBotCombo FBotMomen FBotArea t kip-ft in2 CSB4 Span 6 Start LRFD6-4P-STRENG 551.3912 1.1084 TH CSB4 Span 6 Middle LRFD6-4P-STRENG 418.1824 0.8400 TH CSB4 Span 6 End LRFD6-4P-STRENG 251.2183 0.5042 TH CSB4 Span 7 Start LRFD6-4P-STRENG 251.2183 0.5042 TH CSB4 Span 7 Middle LRFD6-4P-STRENG 161.9770 0.3249 TH CSB4 Span 7 End LRFD6-2N-STRENG 77.8921 0.1562 TH CSB4 Cantilever Start LRFD6-2N-STRENG 77.8921 0.1562 End TH CSB4 Cantilever Middle 0.0000 0.0000 End CSB4 Cantilever End LRFD6-2N-STRENG 44.8801 0.0000 End TH Table 30: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 3 of 3 Table 30: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 3 of 3 Strip SpaniD Location VCombo VForce VArea Status Layer kip in2/ft CSA1 Cantilever Start 0 0.0000 OK A Start CSA1 Cantilever Middle 0 0.0000 OK A Start CSA1 Cantilever End LRFD4-1 P-STRENG 31 0.0000 OK A Start TH CSA1 Span 1 Start LRFD4-IP-STRENG 31 0.0000 OK A TH CSA1 Span 1 Middle 0 0.0000 OK A CSA1 Span 1 End LRFD4-1 N-STRENG 69 0.0000 OK A TH CSA1 Span 2 Start LRFD4-1 N-STRENG 69 0.0000 OK A TH CSA1 Span 2 Middle LRFD4-2N-STRENG 119 0.0000 OK A TH CSA1 Span 2 End LRFD4-1 N-STRENG 78 0.0000 OK A TH CSA1 Span 3 Start LRFD4-1 N-STRENG 78 0.0000 OK A TH CSA1 Span 3 Middle 0 0.0000 OK A CSA1 Span 3 End LRFD4-1 N-STRENG 78 0.0000 OK A TH CSA1 Span 4 Start LRFD4-IN-STRENG 78 0.0000 OK A TH CSA1 Span 4 Middle LRFD4-3N-STRENG 76 0.0000 OK A TH CSA1 Span 4 End LRFD4-3N-STRENG 78 0.0000 OK A TH CSA1 Cantilever Start LRFD4-3N-STRENG 78 0.0000 OK A End TH CSA1 Cantilever Middle 0 0.0000 OK A End BSE Page 160 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 180 of 238 SAFE 2014 04.1.O - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 30: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 3 of 3 Strip SpanlD Location VCombo VForce VArea Status Layer kip in2/ft CSA1 Cantilever End LRFD4-1 P-STRENG 8.974E+000 0.0000 OK A End TH CSA2 Cantilever Start 0 0.0000 OK A Start CSA2 Cantilever Middle 0 0.0000 OK A Start CSA2 Cantilever End LRFD4-1 N-STRENG 41 0.0000 OK A Start TH CSA2 Span 1 Start LRFD4-1 N-STRENG 41 0.0000 OK A TH CSA2 Span 1 Middle 0 0.0000 OK A CSA2 Span 1 End LRFD4-1 P-STRENG 49 0.0000 OK A TH CSA2 Span 2 Start LRFD4-1P-STRENG 49 0.0000 OK A TH CSA2 Span 2 Middle LRFD4-2N-STRENG 114 0.0000 OK A TH CSA2 Span 2 End LRFD4-1 P-STRENG 54 0.0000 OK A TH CSA2 Span 3 Start LRFD4-IP-STRENG 54 0.0000 OK A TH CSA2 Span 3 Middle 0 0.0000 OK A CSA2 Span 3 End LRFD4-1 P-STRENG 54 0.0000 OK A TH CSA2 Cantilever Start LRFD4-1P-STRENG 54 0.0000 OK A End TH CSA2 Cantilever Middle 0 0.0000 OK A End CSA2 Cantilever End LRFD4-4N-STRENG 45 0.0000 OK A End TH CSA3 Cantilever Start 0 0.0000 OK A Start CSA3 Cantilever Middle 0 0.0000 OK A Start CSA3 Cantilever End LRFD4-1 P-STRENG 41 0.0000 OK A Start TH CSA3 Span 1 Start LRFD4-1 P-STRENG 41 0.0000 OK A TH CSA3 Span 1 Middle 0 0.0000 OK A CSA3 Span 1 End LRFD4-IN-STRENG 76 0.0000 OK A TH CSA3 Span 2 Start LRFD4-1N-STRENG 76 0.0000 OK A TH CSA3 Span 2 Middle LRFD4-2N-STRENG 162 0.0000 OK A TH CSA3 Span 2 End LRFD4-1 N-STRENG 80 0.0000 OK A TH CSA3 Span 3 Start LRFD4-1 N-STRENG 80 0.0000 OK A TH CSA3 Span 3 Middle 0 0.0000 OK A CSA3 Span 3 End LRFD4-1 N-STRENG 80 0.0000 OK A TH CSA3 Cantilever Start LRFD4-1 N-STRENG 80 0.0000 OK A End TH CSA3 Cantilever Middle LRFD4-3N-STRENG 91 0.0000 OK A End TH CSA3 Cantilever End LRFD1-STRENGTH 8.689E+000 0.0000 OK A End BSE Page 161 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 181 of 238 SAFE 2014 04.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 30: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 3 of 3 Strip SpanlD Location VCombo VForce kip VArea in2/ft Status Layer CSA4 Cantilever Start 0 0.0000 OK A Start CSA4 Cantilever Middle 0 0.0000 OK A Start CSA4 Cantilever End LRFD4-1 N-STRENG 51 0.0000 OK A Start TH CSA4 Span 1 Start LRFD4-1N-STRENG 51 0.0000 OK A TH CSA4 Span 1 Middle 0 0.0000 OK A CSA4 Span 1 End LRFD44P-STRENG 53 0.0000 OK A TH CSA4 Span 2 Start LRFD4-4P-STRENG 53 0.0000 OK A TH CSA4 Span 2 Middle LRFD4-2N-STRENG 171 0.0000 OK A TH CSA4 Span 2 End LRFD4-1 P-STRENG 56 0.0000 OK A TH CSA4 Span 3 Start LRFD4-1 P-STRENG 56 0.0000 OK A TH CSA4 Span 3 Middle 0 0.0000 OK A CSA4 Span 3 End LRFD4-IP-STRENG 56 0.0000 OK A TH CSA4 Cantilever Start LRFD4-1 P-STRENG 56 0.0000 OK A End TH CSA4 Cantilever Middle 0 0.0000 OK A End CSA4 Cantilever End LRFD44P-STRENG 78 0.0000 OK A End TH CSA5 Cantilever Start 0 0.0000 OK A Start CSA5 Cantilever Middle 0 0.0000 OK A Start CSA5 Cantilever End LRFD4-2P-STRENG 18 0.0000 OK A Start TH CSA5 Span 1 Start LRFD4-2P-STRENG 18 0.0000 OK A TH CSA5 Span 1 Middle 0 0.0000 OK A CSA5 Span 1 End LRFD4-2P-STRENG 38 0.0000 OK A TH CSA5 Span 2 Start LRFD4-2P-STRENG 38 0.0000 OK A TH CSA5 Span 2 Middle LRFD4-2P-STRENG 14 0.0000 OK A TH CSA5 Span 2 End LRFD44P-STRENG 29 0.0000 OK A TH CSA5 Span 3 Start LRFD44P-STRENG 29 0.0000 OK A TH CSA5 Span 3 Middle 0 0.0000 OK A CSA5 Span 3 End LRFD4-4P-STRENG 29 0.0000 OK A TH CSA5 Cantilever Start LRFD4-4P-STRENG 29 0.0000 OK A End TH CSA5 Cantilever Middle 0 0.0000 OK A End CSA5 Cantilever End LRFD4-2N-STRENG 14 0.0000 OK A End TH CSB1 Cantilever Start 0 0.0000 OK B Start BSE Page 162 of 213 182 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 04.1.0 - License #*1QGJ6729ZQVM4HB 6. Design summary 27 June 2015 Table 30: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 3 of 3 Strip SpanlO Location VCombo VForce VArea Status Layer kip in2fft CS61 Cantilever Middle LRFD4-2P-STRENG 32 0.0000 OK B Start TH CSB1 Cantilever End LRFD4-2P-STRENG 32 0.0000 OK B Start TH CS61 Span 1 Start LRFD4-2P-STRENG 32 0.0000 OK B TH CS131 Span 1 Middle 0 0.0000 OK B CSB1 Span 1 End LRFD4-2N-STRENG 69 0.0000 OK B TH CSB1 Span 2 Start LRFD4-2N-STRENG 69 0.0000 OK B TH CSB1 Span 2 Middle 0 0.0000 OK B CS131 Span 2 End LRFD4-1 N-STRENG 145 0.0000 OK B TH CSB1 Span 3 Start LRFD4-IN-STRENG 145 0.0000 OK B TH CS131 Span 3 Middle 0 0.0000 OK B CS131 Span 3 End LRFD4-1P-STRENG 145 0.0000 OK B TH CSB1 Span 4 Start LRFD4-1 P-STRENG 145 0.0000 OK B TH CS131 Span 4 Middle 0 0.0000 OK B CS61 Span 4 End LRFD4-4P-STRENG 95 0.0000 OK B TH CS131 Span 5 Start LRFD4-4P-STRENG 95 0.0000 OK B TH CS131 Span 5 Middle LRFD4-4N-STRENG 68 0.0000 OK B TH CS61 Span 5 End LRFD4-4P-STRENG 67 0.0000 OK B TH CS131 Span 6 Start LRFD44P-STRENG 67 0.0000 OK B TH CSB1 Span 6 Middle LRFD4-1N-STRENG 44 0.0000 OK B TH CSB1 Span 6 End LRFD4-IP-STRENG 51 0.0000 OK B TH CS131 Span 7 Start LRFD4-IP-STRENG 51 0.0000 OK B TH CSB1 Span 7 Middle LRFD4-IN-STRENG 29 0.0000 OK B TH CSB1 Span 7 End LRFD4-4P-STRENG 37 0.0000 OK B TH CSB1 Cantilever Start LRFD4-4P-STRENG 37 0.0000 OK B End TH CS61 Cantilever Middle 0 0.0000 OK B End CS131 Cantilever End LRFD4-4P-STRENG 14 0.0000 OK B End TH CSB2 Cantilever Start 0 0.0000 OK B Start CSB2 Cantilever Middle LRFD4-2P-STRENG 38 0.0000 OK B Start TH CS132 Cantilever End LRFD4-2P-STRENG 38 0.0000 OK B Start TH CSB2 Span 1 Start LRFD4-2P-STRENG 38 0.0000 OK B TH CS132 Span 1 Middle 0 0.0000 OK B CS132 Span 1 End LRFD4-2N-STRENG 91 0.0000 OK B TH BSE Page 163 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 183 of 238 SAFE 2014 04.1.0 - License #"1QGJ6729ZQVM4HB 27 June 2015 Table 30: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 3 of 3 Strip SpanlD Location VCombo VForce VArea Status Layer kip in2/ft CS132 Span 2 Start LRFD4-2N-STRENG 91 0.0000 OK B TH CSB2 Span 2 Middle LRFD4-1 N-STRENG 188 0.0000 OK B TH CS132 Span 2 End LRFD4-4P-STRENG 186 0.0000 OK B TH CS132 Span 3 Start LRFD4-4P-STRENG 186 0.0000 OK B TH CS132 Span 3 Middle 0 0.0000 OK B CSB2 Span 3 End LRFD4-4P-STRENG 158 0.0000 OK B TH CS62 Span 4 Start LRFD4-4P-STRENG 158 0.0000 OK B TH CSB2 Span 4 Middle LRFD4-4N-STRENG 75 0.0000 OK B TH CSB2 Span 4 End LRFD4-4P-STRENG 66 0.0000 OK B TH CSB2 Cantilever Start LRFD4-4P-STRENG 66 0.0000 OK B End TH CSB2 Cantilever Middle LRFD4-1P-STRENG 52 0.0000 OK B End TH CS132 Cantilever End LRFD4-4P-STRENG 38 0.0000 OK B End TH CSB3 Cantilever Start 0 0.0000 OK B Start CSB3 Cantilever Middle LRFD4-2N-STRENG 28 0.0000 OK B Start TH CSB3 Cantilever End LRFD4-2N-STRENG 28 0.0000 OK B Start TH CSB3 Span 1 Start LRFD4-2N-STRENG 28 0.0000 OK B TH CSB3 Span 1 Middle 0 0.0000 OK B CSB3 Span 1 End LRFD4-2P-STRENG 103 0.0000 OK B TH CSB3 Span 2 Start LRFD4-2P-STRENG 103 0.0000 OK B TH CSB3 Span 2 Middle LRFD4-1 N-STRENG 204 0.0000 OK B TH CS133 Span 2 End LRFD4-3P-STRENG 190 0.0000 OK B TH CSB3 Span 3 Start LRFD4-3P-STRENG 190 0.0000 OK B TH CS133 Span 3 Middle 0 0.0000 OK B CSB3 Span 3 End LRFD4-3P-STRENG 170 0.0000 OK B TH CSB3 Span 4 Start LRFD4-3P-STRENG 170 0.0000 OK B TH CSB3 Span 4 Middle LRFD4-3N-STRENG 76 0.0000 OK B TH CS133 Span 4 End LRFD4-3P-STRENG 69 0.0000 OK B TH CSB3 Cantilever Start LRFD4-3P-STRENG 69 0.0000 OK B End TH CSB3 Cantilever Middle LRFD4-1 P-STRENG 53 0.0000 OK B End TH CS63 Cantilever End LRFD4-1 P-STRENG 36 0.0000 OK B End TH CSB4 Cantilever Start 0 0.0000 OK B Start BSE Page 164 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 184 of 238 SAFE 2014 04.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Table 30: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 3 of 3 Strip SpanlD Location VCombo VForce VArea Status Layer kip in2/ft CSB4 Cantilever Middle LRFD4-2N-STRENG 24 0.0000 OK B Start TH CSB4 Cantilever End LRFD4-2N-STRENG 24 0.0000 OK B Start TH CSB4 Span 1 Start LRFD4-2N-STRENG 24 0.0000 OK B TH CSB4 Span 1 Middle 0 0.0000 OK B CSB4 Span 1 End LRFD4-2P-STRENG 81 0.0000 OK B TH CSB4 Span 2 Start LRFD4-2P-STRENG 81 0.0000 OK B TH CSB4 Span 2 Middle 0 0.0000 OK B CSB4 Span 2 End LRFD4-1 N-STRENG 168 0.0000 OK B TH CSB4 Span 3 Start LRFD4-1 N-STRENG 168 0.0000 OK B TH CSB4 Span 3 Middle 0 0.0000 OK B CSB4 Span 3 End LRFD4-IP-STRENG 154 0.0000 OK B TH CSB4 Span 4 Start LRFD4-IP-STRENG 154 0.0000 OK B TH CSB4 Span 4 Middle 0 0.0000 OK B CS134 Span 4 End LRFD4-2P-STRENG 127 0.0000 OK B TH CS64 Span 5 Start LRFD4-2P-STRENG 127 0.0000 OK B TH CSB4 Span 5 Middle LRFD4-3N-STRENG 71 0.0000 OK B TH CSB4 Span 5 End LRFD4-3P-STRENG 71 0.0000 OK B TH CS134 Span 6 Start LRFD4-3P-STRENG 71 0.0000 OK B TH CSB4 Span 6 Middle LRFD4-1N-STRENG 47 0.0000 OK B TH CSB4 Span 6 End LRFD4-1 P-STRENG 52 0.0000 OK B TH CSB4 Span 7 Start LRFD4-1 P-STRENG 52 0.0000 OK B TH CS64 Span 7 Middle LRFD4-IN-STRENG 33 0.0000 OK B TH CS64 Span 7 End LRFD4-1 P-STRENG 35 0.0000 OK B TH CSB4 Cantilever Start LRFD4-1 P-STRENG 35 0.0000 OK B End TH CSB4 Cantilever Middle 0 0.0000 OK B End CSB4 Cantilever End LRFD4-2P-STRENG 16 0.0000 OK B End TH BSE Page 165 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 185 of 238 SAFE 2014 v14.1.0 - License #* I QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Concrete Strip Design Geometric Properties Material Properties Combination = Overall Envelope Concrete Comp. Strength = 5 kip/in2 Strip Label = CS62 Concrete Modulus = 2015 kip/in2 Length = 45.5 ft Longitudinal Rebar Yield = 60 kip/in2 Distance to Top Rebar Center = 9.125 in Distance to Bot Rebar Center = 9.125 in -1136.39 0 1249 4 ft 2.375 ft 7.25 ft Moment Diagram (kip-ft) pl� P ON, O Moment (-) 0 Moment (+) 0 -79.614-145.3965-145.3965 97.6327-197.6327-571.7663-1082.2801 88.9335 136,8439 136.843!E293.9825 293.9825 523.2492 1189.5139 BSE Page 166 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 5.44 6 As (top) 0 Combo As (bat) 0 Combo 197 0 186 of 238 SAFE 2014 v14.1.0 - License #"1QGJ6729ZQVM4HB 27 June 2015 Longitudinal Reinforcement (10) 0.1596 0.2916 0.2916 0 0.3965 0.3965 1.1495 2.1818 LRFDBRM&UE-12 fiENGTJRUUZN-SROSTIRFD6-3P-STRENOMD6-1 N-STRENO:RFD6-1 N-STRENGTH 0.1783 0.2745 0.2745 0 0.5901 .0.5901 1.0517 2.3994 LRFDt}RMD&TIRE19dRENGLRRW43E fUN ff l$ERFD4-3N-STRENGRFD6-1 P-STRENOMD4-1 P-STRENGTH Shear Diagram (kip) OF Shear 0 38 3838 0 91 91 188 2.375 It loft 19.5 It 186 BSE Page 167 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary -1136.39 0 187 of 238 SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 27 June 2015 Moment Diagram (kip-ft) Moment (-)-974(W28W4.3672 817.4533-544.9064-544.9064-238.6731 Moment (+)105800;i 3256.2603 901.7533 493.8326 493,8326 213.5094 Longitudinal Reinforcement (in2) 5.44 0 6 ' -105.7772 93.3481 As (top) 2119531 1.9631 1.6456 1.09531.0953 0.479 0.2121 LRFM*t"TRffNWEH16RSNOMMMMAl1 MM;ENGTH LRFD4-1 N-STRENGTH LRFD4-1 N-STRENGTH LRFD4-2N-STRENGTH As (bot) 21NN 2.129 1.8161 .0.9924 0.9924 0.4284 0.1872 LRFMbAI3(STRffgM 1 1ORENGTH LRFD4-1 P-STRENGTH LRFD4-3P-STRENGTH LRFD6-2P-STRENGTH Shear Diagram (kip) 197 BSE Page 168 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 188 of 238 SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Concrete Strip Design Geometric Properties Material Properties Combination = Overall Envelope Concrete Comp. Strength = 5 kip/in2 Strip Label = CSB3 Concrete Modulus = 2015 kip/in2 Length = 45.5 ft Longitudinal Rebar Yield = 60 kip/in2 Distance to Top Rebar Center = 9.125 in Distance to Bot Rebar Center = 9.125 in -109621 0 1275 Moment (-) 0 Moment (+) 90.4893 4 ft 2.375 ft 7.25 ft Moment Diagram (kip ft) -53.3732-100.7199-100.7199-163.188-163.188 69.3261 79.8084 79.8084 (255.7935 255.7935 VdIdA Flo OVA -513.2145-1044.0133 550.1783 1213.5053 BSE Page 169 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 5.44 0 6 189 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Longitudinal Reinforcement (in2) As (top) 0 0 0.202 0.202 0 0.3274 0.3274 1.0314 2.1042 Combo LRFDt}RBD EgUENGLRWEF42N4RMEM URFD6-2N-STRENG-KD6-1 N-STRENG-RffD6-1 N-STRENGTH As (b6t) 0.1815 0.139 0.16 0.16 0 0.5134.0.5134 1.1059 2.4481 Combo Lk F G'fMGTJF£UW4N-MIRFD4-2P-STRENGI RFD4-1 P-STRENGIWD4-1 P-STRENGTH 214 0 Shear Diagram (kip) ON Shear 0 28 2828 0 103 103 204 2.375 ft loft 19.5 It 190 BSE Page 170 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary -1096.21 0 1275 190 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Moment Diagram (kip-ft) Moment (-)-9780W281V8.2823-784.9586-609.1109-609.1109-330.4039 Moment (+) 9803EBSB6.6169 864.3325 545.5838 545.5838 251.4341 Longitudinal Reinforcement (in2) 5.44 0 6 ' -142.1266 69.4854 As (top) 2.1090 1.971 1.5799 1.22481.2248 0.6634 0.2851 LRFMIt1"TRBNMe4iN�fi MMMWI; ffNGTH LRFD4-4N-STRENGTH LRFD4-4N-STRENGTH LRFD4-2P-STRENGTH As (bot) 214=91.9879 1.7404 1.09671.0967 0.5046 0.1393 LRFG9bdMTRffNMWWT ffNGTH LRFD6-4P-STRENGTH LRFD6-4P-8TRENGTH LRFD6-2N-STRENGTH Shear Diagram (kip) 214 iwwwiiwwitwwiiiwiiiiiiwiii.►wiwiwsiw��w���E�lwl��wf���l���www�/ww�/��/. Shear •n r BSE Page 171 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 191 of 238 SAFE 2014 v14.1.0 - License #*1 QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Concrete Strip Design Geometric Properties Material Properties Combination = Overall Envelope Concrete Comp. Strength = 5 kip/in2 Strip Label = CSA3 Concrete Modulus = 2015 kip/in2 Length = 27.5 ft Longitudinal Rebar Yield = 60 kip/in2 Distance to Top Rebar Center = 8.375 in Distance to Bot Rebar Center = 8.375 in -504.52 0 662 41t 2.375 It 7.251t Moment Diagram (kip-ft) dr Moment (-)-77.2191 0 Moment (+) 107.2545 0 -190.1876-190.167659.2366-159.2366-209.8226-409.7104 189.1419 189.1419M90.2407 290.2407 439.9319 630.1158 BSE Page 172 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 5.44 0 6 192 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Longitudinal Reinforcement (in2) As (top) 0.1538 0 0.379 0.379 0 0.3173 0.3173 0.4182 0.8174 Combo LRFD6-2NL$FMGRlSTRENGTHRUU gR-MiMMWtRFD6-4P-STRENCiWD6-3P-STRENGWD6-3P-STRENGTH As (bot) 0.2136 0 0.3769 0.3769 0 0.5787.0.5787 .0.8778 1.2586 Combo LRFD4-2P43UE F1 STRENGiRRW4&ST MTRFD4-4N-STRENG_RfFD4-3N-STRENG-RffD4-3N-STRENGTH 170 0 Shear Diagram (kip) Ivo- Shear 40 0 41 41 0 7676 2.375 It 11.5 ft 162 80 BSE Page 173 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary -504.52 0 662 � Moment (-)-409.7101-480.499-480.499 Moment (+) 630.11 S8589.7341 589.7341 5.44 0 193 of 238 SAFE 2014 04.1.0 - License #"1QGJ6729ZQVM4HB 27 June 2015 Moment Diagram (kip-ft) -242.1691-34.2781 305.625 29.9587 Longitudinal Reinforcement (in2) 61 1 As (top) 0.8174 0 0.959 0.959 Combd_RRDU�UB-SFFiMT&W RFD6-2P-STRENGTH As (bot) 1.2586 0 1.17771.1777 Combd_RFIEW--BN-SMR NGi[RFD4-3N-STRENGTH 170 0 r--- Shear 80 0 8080 0.4827 LRFD6-4N-STRENGTH 0.6094 LRFD4-3N-STRENGTH Shear Diagram (kip) 91 0 LRFD4-1 N-STRENGTH 0 LRFD6-1 P-STRENGTH 8.689E+000 BSE Page 174 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 194 of 238 SAFE 2014 v14.1.0 - License #*IQGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Concrete Strip Design Geometric Properties Material Properties Combination = Overall Envelope Concrete Comp. Strength = 5 kip/in2 Strip Label = CSA4 Concrete Modulus = 2015 kip/in2 Length = 20 ft Longitudinal Rebar Yield = 60 kip/in2 Distance to Top Rebar Center = 8.375 in Distance to Bot Rebar Center = 8.375 in -490.44 0 555 �J. .1, J 4 It 2.375 It 7.25 ft Moment Diagram (kip-ft) a- APFAPFA OAF Moment (-)-143.7844 0 Moment(+) 168.7998 0 -317.7675-317.767&69.3451-269.3451-258.7554-433.1769 301.537 301.537 O397.9583 397.9583 385.0852 528.3282 BSE Page 175 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 5.44 0 195 of 238 SAFE 2014 v14.1.0 - License #*lQGJ6729ZQVM4HB 27 June 2015 Longitudinal Reinforcement (in2) 61 1 As (top) 0.2865 0 0.6337 0.6337 0 0.537 0.537 0.5158 0.8643 Combo LRFD6-2N V2R#STRENGLRKW43p-Mt ffW RFD6-3N-STRENGWD6-2P-STRENOWD6-2P-STRENGTH As (b6t) 0.3363 0 0.6013 0.6013 0 0.7939 0.7939 0.7682 1.0547 Combo LRFD4-2P49a:E IPWTRENGTJRIF1 WZW-BT INTIRFD4-3P-STRENG31RFD4-4P-STRENG-RffD4-2N-STRENGTH Shear Diagram (kip) 180 0 Shear 0 0 51 51 0 5353 171 56 2.375 It 4 it BSE Page 176 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary -490.44 0 555 r^ Moment (-)-433.1769 Moment (+) 528.3282 5.44 , 0 196 of 238 SAFE 2014 v14.1.0 - License #*1 QGJ6729ZQVM4HB 27 June 2015 Moment Diagram (kip-ft) 0-467.0321-467.0821 0-157.8853 0 456.5353 456.5353 0 372.6445 Longitudinal Reinforcement (in2) 6' As (top) 0.8643 0 0.9322 0.9322 Combo LRFD6-2P-STRENGLRFD4-2P-STRENGTH LRFD4-2P-STRENGTH As (but) 1.0547 0 0.9111 0.9111 Combo LRFD4-2N-STRENGffWD4-2N-STRENGTH LRFD4-2N-STRENGTH Shear Diagram (kip) 180 0 r.-- Shear 56 0 5656 0 0.3146 LRFD6-3P-STRENGTH 0 0.7433 LRFD4-2N-STRENGTH 0 78 BSE Page 177 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 197 of 238 SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Concrete Strip Design Geometric Properties Material Properties Combination = Overall Envelope Concrete Comp. Strength = 5 kip/in2 Strip Label = CS61 Concrete Modulus = 2015 kip/in2 Length = 45.5 ft Longitudinal Rebar Yield = 60 kip/in2 Distance to Top Rebar Center = 9.125 in Distance to Bot Rebar Center = 9.125 in -1072.11 0 1199 01, 4 It 2.375 ft 3.625 ft Moment Diagram (kip-ft) ------------------------- Moment (-) .0-106.6549 Moment (+) 0 51.4624 -1'58.3596-158.3596 0-199.2102-199.2102 77.242 77242 0 230.4045 230.4045 0-632.0906 0 550.0273 BSE Page 178 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 5.44 0 6 198 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Longitudinal Reinforcement (in2) As (top) .0 0.2139 0.3177 0.3177 0 0.3997 0.3997 0 1.2712 Combo LRFD4-4N-&7fi%M99 P#STRENGTH LRFURFl&tMEMB$MGTH LRFD4-2P-STRENGfMD4-I N-STRENGTH As (bot) 0 .0 0.1549 0.1549 0 0.4624 0.4624 0 1.1056 Combo LRFD6-1 N-EIRUBONSTRENGTH LRFORPM-9YREME IHC3TH LRFD4-3N-STRENGMHD6-1 P-STRENGTH Shear Diagram (kip) 152 Shear 0 32 3232 0 6969 0 145 3.825 It 2.375 It 10 ft BSE Page 179 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary -1072.11 0 199 of 238 SAFE 2014 v14.1.0 - License #"1QGJ6729ZQVM4HB 27 June 2015 Moment Diagram (kip-ft) 1199 Moment (-)-632.0906 0-1002.7435-100217050554-1021.0554-851.3422 Moment (+) 550.0273 0 1141.6645 1141.OM.3739 1040.3739 929.052 Longitudinal Reinforcement (in2) 5.44 0 -559.3966 493.3036 61 1 As (top) 1.2712 0 2.0206 2.0206 0 2.0577 2.0577 1.7141 1.1245 Combo LRESKOI IIWSERpQQffB441RRMfRBWURMBW04-1 N-STRENGTH LRFD4-1 N-STRENGTH LRFD4-1 N-STRENGTH As (bbt) 1.1056 0 2.3027 2.3027 0 2.0968 2.0968 1.8714 0.9913 Combo LRElR6CI4R-'BTSffR6MUFB4.-RPM(R1=tWIifftUM4-1 P-STRENGTH LRFD4-1 P-STRENGTH LRFD6-1 P-STRENGTH Shear Diagram (kip) '152 0r-z Shear 145 0 145 145 0 9595 68 67 BSE Page 180 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary -1072.11 0 200 of 238 SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 27 June 2015 i4 $ i 4 .I. Ii 8ft 8ft 3.5ft Moment Diagram (kip-ft) 01 01 Moment (-)-558.3968 Moment (+) 493.3036 5.44 0 6 -371.5063-235.1523-235.7523-109.5735-126.3471-126.34711-57.205 372.3548 214.443 214.443 151.4146 110.8962 110.89620 62.7865 Longitudinal Reinforcement (in2) As (top) 1.1245 0.7461 0.4731 0.4731 0.2197 0.2534 0.2534 0 0 Combo LRFD4-1 N-$IfiV 9W3Hfl D&'WSTRENGTH LRFD4-1 N-SRTDG4K3 2KSTRENGIMEBBMN2BgBlERERBTI As (bot) 0.9913 0.7478 0.4303.0.4303 0.3037 0.2224 0.2224 0 0 Combo LRFD6-1 P-9]HMIGTPI-91RBMTKSTRENGTH LRFD4-3P-SgFd3BlGM-9]REMIKSTRENGTLfEBPg&2DTHErdERM BSE Page 181 of 213 201 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 6. Design summary 27 June 2015 Shear Diagram (kip) 152 Shear 67 44 51 51 29 37 37 D 14 BSE Page 182 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 202 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Concrete Strip Design Geometric Properties Material Properties Combination = Overall Envelope Concrete Comp. Strength = 5 kip/in2 Strip Label = CSB4 Concrete Modulus = 2015 kip/in2 Length = 45.5 ft Longitudinal Rebar Yield = 60 kip/in2 Distance to Top Rebar Center = 9.125 in Distance to Bot Rebar Center = 9.125 in -1020.01 0 1156 H J. JI 4 #t 2.375 ft 3.625 ft Moment Diagram (kip-ft) ---------------------------- Moment (-) 0-63.7383 Moment (+) .0 41.4637 -107.7404--107.7404 0-201.3042-201,3042 52.6263 52.6263 0 263.8047 263.8047 0-572.9791 0 587.6738 BSE Page 183 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 5.44 0 6 L- As (top) 0 Combo As (bot) 0 Combo 176 0 203 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Longitudinal Reinforcement (in2) 0 0.2161 0.2161 0 0.4039 0.4039 0 1.1519 LRFD4-4N-SRRENM%STRENGTH LRFDRtFD6,53MM3MTH LRFD6-2N-STRENGRFD6-1 N-STRENGTH 0 00 0 0.5295 0.5295 0 1.1816 LRFDG-4N-3LIWEKBWHSTRENGTH LRFD8fff4Mt R8ffWTH LRFD4-2P-STREN(kRRD4-1 P-STRENGTH Shear Diagram (kip) 8XIIIII I' Shear 0 24 2424 0 81 81 0 168 3.625 ft 2.375 ft loft BSE Page 184 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary -1020.01 0 204 of 238 SAFE 2014 v14.1.0 - License #*1 QGJ6729ZQVM4HB 27 June 2015 Moment Diagram (kip-ft) 1156 f� 1 Moment (-)-572.9791 0-971.4388-971.4=1504-968.1504-787.0876 Moment (+) 587.6738 0 1100.2333 1100.2M3.4943 962.4943 874.2163 Longitudinal Reinforcement (in2) 5.44 0 6 As (top) 1.1519 0 1.95721.9572 0 1.9505 1.9505 1.5842 1.2785 Combo LREB6MIWBEREIZ(IFB4--fMEBfMNM; fflU6lfB4-1 N-STRENGTH LRFD6-1 N-STRENGTH LRFD4-4N-STRENGTH As (bot) 1.1816 0 2.2182 2.2182 01.9391 1.9391 1.7604 1.1084 Combo LREEt;FE14R-STfi RBMM--RPf:1:YYTHE;t631 MBM6-1 P-STRENGTH LUNA P-STRENGTH LRFD6-4P-STRENGTH Shear Diagram (kip) 176 -635.7308 551.3912 0 I Shear 168 0 154 154 0 127 127 71 71 BSE Page 185 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary -1020.01 0 1156 205 of 238 SAFE 2014 04.1.0 - License #*lQGJ6729ZQVM4HB 27 June 2015 8 ft 8 tt 3.51t Moment Diagram (kip-ft) //////��///`/"/`/r/ Moment (-)-635.7308 Moment (+) 551.3912 5.44 0 6 -427.9551-348.1622-348.1822-181.7266-163.8557-163.855D-75.305 418.1824 251.2183 251.2183 161.977 77.6921 77.8921 0 44.8801 Longitudinal Reinforcement (in2) As (top) 1.2785 0.8597 0.6991 0.6991 0.3646 0.3287 0.3287 0 0.151 Combo LRFD4-4N-$IHEMg •3>HffD1CKSTRENGTH LRFD4-4N-S]RM4C4K97 TKSTRENGTif M2BTEH%3 (Wt As (bot) 1.1084 0.84 0.5042 0.5042 0.3249 0.1562 0.1562 0 0 Combo LRFD6-4P-S IKgJREM4KSTRENGTH LRFD6-4P-SIIREI41I M-SIRB&B4-STREN011WEDSM2UBffRER6TI BSE Page 186 of 213 Moment (-)-635.7308 Moment (+) 551.3912 5.44 0 6 -427.9551-348.1622-348.1822-181.7266-163.8557-163.855D-75.305 418.1824 251.2183 251.2183 161.977 77.6921 77.8921 0 44.8801 Longitudinal Reinforcement (in2) As (top) 1.2785 0.8597 0.6991 0.6991 0.3646 0.3287 0.3287 0 0.151 Combo LRFD4-4N-$IHEMg •3>HffD1CKSTRENGTH LRFD4-4N-S]RM4C4K97 TKSTRENGTif M2BTEH%3 (Wt As (bot) 1.1084 0.84 0.5042 0.5042 0.3249 0.1562 0.1562 0 0 Combo LRFD6-4P-S IKgJREM4KSTRENGTH LRFD6-4P-SIIREI41I M-SIRB&B4-STREN011WEDSM2UBffRER6TI BSE Page 186 of 213 206 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 6. Design summary 27 June 2015 176 Shear Diagram (kip) Shear 71 47 5252 33 3535 0 16 BSE Page 187 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 207 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Concrete Strip Design Geometric Properties Material Prooerties Combination = Overall Envelope Concrete Comp. Strength = 5 kip/in2 Strip Label = CSA1 Concrete Modulus = 2015 kip/in2 Length = 27.5 ft Longitudinal Rebar Yield = 60 kip/in2 Distance to Top Rebar Center = 8.375 in Distance to Bot Rebar Center = 8.375 in -466.74 0 609 4 ft 2.375 It 7.25 ft Moment Diagram (kip-ft) Moment (-)-67.9291 0 Moment (+) 83.1574 0 -155.2632-155.2632 49.6965-149.6965-236.0322-390.2707 147.9301147.9301M66.3801 266.3801 488.5793 579.1961 BSE Page 188 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 5.44 0 6 208 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Longitudinal Reinforcement (in2) As (top) 0.1353 0 0.3093 0.3093 0 0.2982 0.2982 0 A705 0.7785 Combo LRFD6-2N KTRENGT1RfFl U-DR4ffUSTIRFD6-1P-STRENGURFD6-3P-STRENOMD6-3P-STRENGTH As (b6t) 0.1656 0 0.2947 0.2947 0 0.5311 0.5311 .0.9752 1.1566 Combo LRFD4-2P1. WTRENGiRWD FDRMiEli MYRFD4-1 N-STRENG-TWD4-3N-STRENG-KD4-3N-STRENGTH Shear Diagram (kip) 125 9 60 0 Shear 0 0 31 31 0 6969 119 1' 1 1. 2.375 ft 8 fit 3.5 ft 78 BSE Page 189 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary -466.74 0 609! Moment (-)-390.27U44.5121-444.5121 Moment (+) 579.19611494.8955 494.8955 5:44 0 6 209 of 238 SAFE 2014 04.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Moment Diagram (kip ft) -241.1126-151.5962-151.5962 0-57.6976 269.1556 72.5553 72.5553 0 34.3918 Longitudinal Reinforcement (in2) As (top) 0.7785 0 0.887 0.887 0.4806 0.302 0.302 0 0 Combd_RR05428-3Ffffflf&MLRFD6-2P-STRENGTHLRFD6-2P-STRENGTHLRFD4-1 N-STRENGTH LRFD&fIM W ENGTH As (bot) 1.1566 0 0.9878 0.9878 0.5366 0.1445 0.1445 0 0 Combd_RRCW-B A-319 RUiM lIRFD4-3N-STRENGTHRFD4-2N-STRENGTFLRFD6-1 P-STRENGTH LRFD&-RPMT1iE4WfRBNGTH Shear Diagram (kip) 125 0 Shear 78 0 78 78 76 78 78 0 8.974E+000 BSE Page 190 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 210 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Concrete Strip Design Geometric Properties Material Properties Combination = Overall Envelope Concrete Comp. Strength = 5 kip/in2 Strip Label = CSA2 Concrete Modulus = 2015 kip/in2 Length = 20 ft Longitudinal Rebar Yield = 60 kip/in2 Distance to Top Rebar Center = 8.375 in Distance to Bot Rebar Center = 8.375 in 4 ft 2.375 ft 7.25 it Moment Diagram (kip-ft) -400.97 0 448 Moment (-) -148.5966 0 -258.755-258.755@20.9923-220.9923 Moment (+) 171.8359 0 230.5483 230.548IB22.5937 322.5937 -268.2634-373.9643 391.0396 425.884 BSE Page 191 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 5.44 0 11 211 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Longitudinal Reinforcement (in2) As (top) 0.2961 0 0.5158 0.5158 0 0.4405 0.4405 0.5348 0.746 Combo LRFD6-2NL+12NKTRENGLRWtF42l-Mfglf&fStRFD6-2N-STRENCMD6-2P-STRENOWD6-2P-STRENGTH As (bat) 0.3424 0 0.4595 0.4595 0 O B433 0.6433 .0.7801 0.8497 Combo LRFD4-2P43UUMIPWTRENGTJf£OWOP-2 40MINT RFD4-3P-STRENGIfRFD4-4P-STRENG-RFD4-2N-STRENGTH 120 0 Shear Diagram (kip) Shear 0 D 41 41 0 4949 2.375 ft 4 ft 114 54 BSE Page 192 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary -400.97 0 448 r� Moment (-)-373.9643 Moment (+) 425.884 5.44 , 0 6 212 of 238 SAFE 2014 v14.1.0 - License #*IQGJ6729ZQVM4HB 27 June 2015 Moment Diagram (kip ft) 0-381.8718-381.8718 0-121.0429 0 319.6617 319.6617 0 291.8168 Longitudinal Reinforcement (in2) As (top) 0.746 0 0.7618 0.7618 0 0.2411 Combo LRFD6-2P-STRENGiRFD4-2P-STRENGTH LRFD4-2P-STRENGTH LRFD4-2P-STRENGTH As (bot) 0.8497 0 0.6375 0.6375 0 0.5818 Combo LRFD4-2N-STRENGQRFD6-2N-STRENGTH LRFD6-2N-STRENGTH LRFD4-2N-STRENGTH Shear Diagram (kip) 120 0 r -- Shear 54 0 5454 0 45 BSE Page 193 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 213 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Concrete Strip Design Geometric Properties Material Properties Combination = Overall Envelope Concrete Comp. Strength = 5 kip/in2 Strip Label = CSA5 Concrete Modulus = 2015 kip/in2 Length = 20 ft Longitudinal Rebar Yield = 60 kip/in2 Distance to Top Rebar Center = 8.375 in Distance to Bot Rebar Center = 8.375 in -325.25 0 234 Moment' (-j-203.9164 Moment (+) 166.7129 4 ft 2.375 It 7.25 ft Moment Diagram (kip-ft) 0-309.7605-309.760M28.5013-228.5013 0 206.5622 206.5622207.3174 207.3174 -180.6157 222.1497 -171.1487 196.2864 BSE Page 194 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 5.44 0 6 214 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 Longitudinal Reinforcement (in2) As (top) 0.4064 0 0.61770B177 0 0.4554.0.4554 0.3599 0.341 Combo LRFD4-2P #JQiPkSTRENGTJf£iE W4N-2RaEM BTJRFD4.2P-STRENCL7RFD6-2P-STREN(3MD4-2P-STRENGTH As (bot) 0.3322 0 0.4117 0.4117 0 0.4132 0.4132 OA428 0.3912 Combo LRFD6-2NLMiM2Rt'STRENGTRRW42 MfMfdMTRFD6-2N-STREN(LIWD4-2N-STRENaMD4-2P-STRENGTH Shear Diagram (kip) 40 0 Shear .0 0 1818 0 3838 2.375 it 4 ft 14 29 BSE Page 195 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary -325.25 0 234 ' Moment (-)-171.1487 Moment (+) 196.2864 5.44 ,- 0 215 of 238 SAFE 2014 v14.1.0 - License #*1 QGJ6729ZQVM4HB 27 June 2015 Moment Diagram (kip-ft) 0-179.0082-179.0082 0-159.8014 0 183.7539 183.7539 0 171.1864 Longitudinal Reinforcement (W) fit 1 As (top) 0.341 0 0.3567 0.3567 Combo LRFD4-2P-STRENGtRFD4-2P-STRENGTH LRFD4-2P-STRENGTH As (bot) 0.3912 0 .0.3662 0.3662 Combo LRFD4-2P-STRENGIRFD4-2P-STRENGTH LRFD4-2P-STRENGTH Shear Diagram (kip) 40 0 r--- Shear 29 0 2929 0 0.3184 LRFD4-4N-STRENGTH 0 0.3411 LRFD4-2P-STRENGTH 0 14 BSE Page 196 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 6.4. Beam design 6.5. Punching check/design 216 of 238 SAFE 2014 v14.1.0 - License #*lQGJ6729ZQVM4HB 27 June 2015 Table 31: Concrete Slab Design 02 - Punching Shear Data, Part 1 of 3 Table 31: Concrete Slab Design 02 - Punching Shear Data, Part 1 of 3 Point GlobalX It GlobalY ft Location Perimeter in Depth in Status Ratio l 9 0.0000 6.0000 Comer 346.7700 111.2500 OK 0.785401 11 -6.0000 6.0000 Comer 351.2700 111.2500 OK 0.295198 12 6.0000 6.0000 Comer 274.7700 111.2500 OK 0.982786 13 6.0000 -6.0000 Comer 351.2700 111.2500 OK 0.240538 14 -6.0000 -6.0000 Comer 207.2700 111.2500 OK 0.250618 16 0.0000 -6.0000 Comer 279.2700 111.2500 OK 0.280337 17 16.0000 -6.0000 Comer 471.2700 111.2500 OK 0.228429 18 16.0000 6.0000 Corner 471.2700 111.2500 OK 0.288502 25 24.0000 6.0000 Comer 567.2700 111.2500 OK 0.263969 26 24.0000 -6.0000 Corner 567.2700 111.2500 OK 0.208765 29 32.0000 -6.0000 Comer 201.2700 111.2500 OK 0.057634 34 32.0000 6.0000 Edge 1230.5200 111.2500 OK 0.133407 41 0.0000 14.0000 Edge 798.5200 111.2500 OK 0.119290 42 -6.0000 14.0000 Comer 201.2700 111.2500 OK 0.074895 Table 31: Concrete Slab Design 02 - Punching Shear Data, Part 2 of 3 Table 31: Concrete Slab Design 02 - Punching Shear Data, Part 2 of 3 Point Combo Vu kip Gamma_v2 Gamma_v3 ShrStrMax kip/in2 Mu2 kip-ft ShrStrCap kip/in2 9 LRFD4-1 P-STRE -826 0.513065 0.400000 0.1666 2653.7157 0.2121 NGTH 11 LRFD4-1 N-STR -1792 0.507518 0.400000 0.0626 5568.4857 0.2121 ENGTH 12 LRFD4-1 P-STRE -2148 0.668210 0.400000 0.2085 2870.0223 0.2121 NGTH 13 LRFD4-2N-STR 1448 0.400000 0.507518 0.0510 -942.1438 0.2121 ENGTH 14 LRFD4-4N-STR -1122 0.400000 0.400000 0.0532 -709.2140 0.2121 ENGTH 16 LRFD4-3N-STR 1198 0.400000 0.464634 0.0595 -1026.9679 0.2121 ENGTH 17 LRFD4-2N-STR 1344 0.400000 0.556666 0.0485 -1025.7764 0.2121 ENGTH 18 LRFD4-2N-STR -1685 0.400000 0.556666 0.0612 -1109.2479 0.2121 ENGTH 25 LRFD4-2N-STR -1556 0.400000 0.585076 0.0560 -883.3694 0.2121 ENGTH 26 LRFD4-2N-STR 1287 0.400000 0.585076 0.0443 -1025.3477 0.2121 ENGTH 29 LRFD4-3P-STRE 184 0.407178 0.400000 0.0122 -444.9321 0.2121 NGTH 34 LRFD4-2N-STR -1412 0.229132 0.599237 0.0283 5101.0250 0.2121 ENGTH 41 LRFD4-3P-STRE -692 0.539526 0.275007 0.0253 10465.7445 0.2121 NGTH BSE Page 197 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 217 of 238 SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 27 June 2015 Table 31: Concrete Slab Design 02 - Punching Shear Data, Part 2 of 3 Point Combo Vu Gamma_v2 Gamma_v3 ShrStrMax Mug ShrStrCap kip kip/in2 kip ft kip/in2 42 LRFD4-2N-STR 239 0.400000 0.407178 0.0159 659.9866 0.2121 ENGTH Table 31: Concrete Slab Design 02 - Punching Shear Data, Part 3 of 3 Table 31: Concrete Slab Design 02 - Punching Shear Data, Part 3 of 3 Point Mu3 Reinf ype UnbalMu2 UnbalMu3 NumRails StudPerRail I kip-ft We kip-ft _ 9 14640.5029 None 1361.5284 5856.2012 11 -1049.3440 None 2826.1081 419.7376 12 4615.1098 None 1917.7778 1846.0439 13 4672.4595 None -376.8575 2371.3585 14 658.8140 None -283.6856 263.5256 16 4481.2833 None 410.7872 -2082.1588 17 12946.3762 None 410.3106 7206.8095 18 -16357.4712 None -443.6992 -9105.6507 25 -24807.9077 None -353.3478 -14514.5099 26 19164.3971 None -410.1391 11212.6277 29 -518.0488 None -181.1664 -207.2195 34 -31237.8081 None 1168.8093 -18718.8532 41 8479.6805 None 5646.5422 2331.9720 42 529.3479 None 263.9946 215.5386 BSE Page 198 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 218 of 238 SAFE 2014 v14.1.0 - License #*1 QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Punching Shear Check & Design Geometric Properties Combination = 1 Point Label = 11 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = -6 ft Global Y-Coordinate = 6 ft Support Punching Check Avg. Eff. Slab Thickness = 111.25 in Eff. Punching Perimeter = 351.27 in Cover = 8.75 in Conc. Comp. Strength = 5 kip/in2 Reinforcement Ratio = 0.0000 Section Inertia 122 = 293805133 in4 Section Inertia 133 = 44033999.61 in4 Section Inertia 123 = 0 in4 Gamma_v2 = 0.507518 Gamma_v3 = 0.4 Moment Mu2 = 5568.4857 kip-ft Moment Mu3=-1049.344 kip-ft Shear Force = -1792 kip Unbalanced Moment Mu2 = 2826.1081 kip-ft BSE Page 199 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 219 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Punching Shear Check & Design Geometric Properties Combination = 5 Point Label = 12 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = 6 ft Global Y-Coordinate = 6 ft Support Punching Check Avg. Eff. Slab Thickness = 111.25 in Eff. Punching Perimeter = 274.77 in Cover = 8.75 in Conc. Comp. Strength = 5 kip/in2 Reinforcement Ratio = 0.0000 Section Inertia 122 = 210908060 in4 Section Inertia 133 = 3799536.14 in4 Section Inertia 123 = 0 in4 Gamma_v2 = 0.66821 Gamma_v3 = 0.4 Moment Mu2 = 2870.0223 kip-ft Moment Mu3= 4615.1098 kip-ft Shear Force = -2148 kip Unbalanced Moment Mu2 = 1917.7778 kip-ft Column Punching Perimeter BSE Page 200 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 220 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Punching Shear Check & Design Geometric Properties Combination = 7 Point Label = 13 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = 6 ft Global Y-Coordinate = -6 ft Support Punching Check Avg. Eff. Slab Thickness = 111.25 in Eff. Punching Perimeter = 351.27 in Cover = 8.75 in Conc. Comp. Strength = 5 kip/in2 Reinforcement Ratio = 0.0000 Section Inertia 122 = 44033999.61 in4 Section Inertia 133 = 293805133 in4 Section Inertia 123 = 0 in4 Gamma_v2 = 0.4 Gamma_v3 = 0.507518 Moment Mu2 =-942.1438 kip-ft Moment Mu3= 4672.4595 kip-ft Shear Force = 1448 kip Unbalanced Moment Mu2 =-376.8575 kip-ft BSE Page 201 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 221 of 238 SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Punching Shear Check & Design Geometric Properties Combination = 8 Point Label = 14 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = -6 ft Global Y-Coordinate = -6 ft Support Punching Check Avg. Eff. Slab Thickness = 111.25 in Eff. Punching Perimeter = 207.27 in Cover = 8.75 in Conc. Comp. Strength = 5 kip/in2 Reinforcement Ratio = 0.0000 Section Inertia 122 = 37688719.2 in4 Section Inertia 133 = 37688719.2 in4 Section Inertia 123 = 0 in4 Gamma_v2 = 0.4 Gamma_v3 = 0.4 Moment Mu2 =-709.214 kip-ft Moment Mu3= 658.814 kip-ft Shear Force = -1122 kip Unbalanced Moment Mu2 =-283.6856 kip-ft BSE Page 202 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 222 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Punching Shear Check & Design Geometric Properties Combination = 5 Point Label = 9 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = 0 ft Global Y-Coordinate = 6 ft Support Punching Check Avg. Eff. Slab Thickness = 111.25 in Eff. Punching Perimeter = 346.77 in Cover = 8.75 in Conc. Comp. Strength = 5 kip/in2 Reinforcement Ratio = 0.0000 Section Inertia 122 = 289941302 in4 Section Inertia 133 = 39757656.3 in4 Section Inertia 123 = 0 in4 Gamma_v2 = 0.513065 Gamma_v3 = 0.4 Moment Mu2 = 2653.7157 kip-ft Moment Mu3= 14640.5029 kip-ft Shear Force = -826 kip Unbalanced Moment Mu2 = 1361.5284 kip-ft column PUncninq Perimeter BSE Page 203 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 223 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Punching Shear Check & Design Geometric Properties Combination = 2 Point Label = 16 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = 0 ft Global Y-Coordinate = -6 ft Support Punchinq Check Avg. Eff. Slab Thickness = 111.25 in Eff. Punching Perimeter = 279.27 in Cover = 8.75 in Conc. Comp. Strength = 5 kip/in2 Reinforcement Ratio = 0.0000 Section Inertia 122 = 41679313.7 in4 Section Inertia 133 = 126299732 in4 Section Inertia 123 = 0 in4 Gamma_v2 = 0.4 Gamma_v3 = 0.464634 Moment Mu2 =-1026.9679 kip-ft Moment Mu3=-4481.2833 kip-ft Shear Force = 1198 kip Unbalanced Moment Mu2 =-410.7872 kip-ft BSE Page 204 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 224 of 238 SAFE 2014 04.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Punching Shear Check & Design Geometric Properties Combination = 7 Point Label = 17 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = 16 ft Global Y-Coordinate = -6 ft Support Punching Check Avg. Eff. Slab Thickness = 111.25 in Eff. Punching Perimeter = 471.27 in Cover = 8.75 in Conc. Comp. Strength = 5 kip/in2 Reinforcement Ratio = 0.0000 Section Inertia 122 = 46359606.08 in4 Section Inertia 133 = 806728547 in4 Section Inertia 123 = 0 in4 Gamma_v2 = 0.4 Gamma_v3 = 0.556666 Moment Mu2 =-1025.7764 kip-ft Moment Mu3= 12946.3762 kip-ft Shear Force = 1344 kip Unbalanced Moment Mu2 =-410.3106 kip-ft BSE Page 205 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 225 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Punching Shear Check & Design Geometric Properties Combination = 7 Point Label = 18 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = 16 ft Global Y-Coordinate = 6 ft Support Punchina Check Avg. Eff. Slab Thickness = 111.25 in Eff. Punching Perimeter = 471.27 in Cover = 8.75 in Conc. Comp. Strength = 5 kip/in2 Reinforcement Ratio = 0.0000 Section Inertia 122 = 46359606.08 in4 Section Inertia 133 = 806728547 in4 Section Inertia 123 = 0 in4 Gamma_v2 = 0.4 Gamma_v3 = 0.556666 Moment Mu2 =-1109.2479 kip-ft Moment Mu3=-16357.4712 kip-ft Shear Force = -1685 kip Unbalanced Moment Mu2 =-443.6992 kip-ft BSE Page 206 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 226 of 238 SAFE 2014 04.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Punching Shear Check & Design Geometric Properties Combination = 7 Point Label = 25 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = 24 ft Global Y-Coordinate = 6 ft Support Punching Check Avg. Eff. Slab Thickness = 111.25 in Eff. Punching Perimeter = 567.27 in Cover = 8.75 in Conc. Comp. Strength = 5 kip/in2 Reinforcement Ratio = 0.0000 Section Inertia 122 = 47511672.34 in4 Section Inertia 133 = 1483535935 in4 Section Inertia 123 = 0 in4 Gamma_v2 = 0.4 Gamma_v3 = 0.585076 Moment Mu2 =-883.3694 kip-ft Moment Mu3=-24807.9077 kip-ft Shear Force = -1556 kip Unbalanced Moment Mu2 =-353.3478 kip-ft BSE Page 207 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 227 of 238 SAFE 2014 v14.1.0 - License #* 1 QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Punching Shear Check & Design Geometric Properties Combination = 7 Point Label = 26 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = 24 ft Global Y-Coordinate = -6 ft Support Punching Check Avg. Eff. Slab Thickness = 111.25 in Eff. Punching Perimeter = 567.27 in Cover = 8.75 in Conc. Comp. Strength = 5 kip/in2 Reinforcement Ratio = 0.0000 Section Inertia 122 = 47511672.34 in4 Section Inertia 133 = 1483535935 in4 Section Inertia 123 = 0 in4 Gamma_v2 = 0.4 Gamma_v3 = 0.585076 Moment Mu2 =-1025.3477 kip-ft Moment Mu3= 19164.3971 kip-ft Shear Force = 1287 kip Unbalanced Moment Mu2 =-410.1391 kip-ft BSE Page 208 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 228 of 238 SAFE 2014 v14.1.0 - License #*l QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Punching Shear Check & Design Geometric Properties Combination = 9 Point Label = 29 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = 32 ft Global Y-Coordinate = -6 ft Support Punching Check Avg. Eff. Slab Thickness = 111.25 in Eff. Punching Perimeter = 201.27 in Cover = 8.75 in Conc. Comp. Strength = 5 kip/in2 Reinforcement Ratio = 0.0000 Section Inertia 122 = 37227293.7 in4 Section Inertia 133 = 33159827.84 in4 Section Inertia 123 = 0 in4 Gamma_v2 = 0.407178 Gamma_v3 = 0.4 Moment Mu2 =-444.9321 kip-ft Moment Mu3=-518.0488 kip-ft Shear Force = 184 kip Unbalanced Moment Mu2 =-181.1664 kip-ft BSE Page 209 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 229 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Punching Shear Check & Design Geometric Properties Combination = 7 Point Label = 34 Column Shape = Rectangular Column Location = Edge Global X-Coordinate = 32 ft Global Y-Coordinate = 6 ft Support Punchina Check Avg. Eff. Slab Thickness = 111.25 in Eff. Punching Perimeter = 1230.52 in Cover = 8.75 in Conc. Comp. Strength = 5 kip/in2 Reinforcement Ratio = 0.0000 Section Inertia 122 = 410808522 in4 Section Inertia 133 = 4259723161 in4 Section Inertia 123 = 0 in4 Gamma_v2 = 0.229132 Gamma_v3 = 0.599237 Moment Mu2 = 5101.025 kip-ft Moment Mu3=-31237.8081 kip-ft Shear Force = -1412 kip Unbalanced Moment Mu2 = 1168.8093 kip-ft BSE Page 210 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 230 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Punching Shear Check & Design Geometric Properties Combination = 9 Point Label = 41 Column Shape = Rectangular Column Location = Edge Global X-Coordinate = 0 ft Global Y-Coordinate = 14 ft Support Punching Check Avg. Eff. Slab Thickness = 111.25 in Eff. Punching Perimeter = 798.52 in Cover = 8.75 in Conc. Comp. Strength = 5 kip/in2 Reinforcement Ratio = 0.0000 Section Inertia 122 = 1145712463 in4 Section Inertia 133 = 262104124 in4 Section Inertia 123 = 0 in4 Gamma_v2 = 0.539526 Gamma_v3 = 0.275007 Moment Mu2 = 10465.7445 kip-ft Moment Mu3= 8479.6805 kip-ft Shear Force = -692 kip Unbalanced Moment Mu2 = 5646.5422 kip-ft BSE Page 211 of 213 15002 Tower Crane Pile Cap.fdb 6. Design summary 231 of 238 SAFE 2014 v14.1.0 - License #*1QGJ6729ZQVM4HB 27 June 2015 ACI 318-11 Punching Shear Check & Design Geometric Properties Combination = 7 Point Label = 42 Column Shape = Rectangular Column Location = Corner Global X-Coordinate = -6 ft Global Y-Coordinate = 14 ft Support Punching Check Avg. Eff. Slab Thickness = 111.25 in Eff. Punching Perimeter = 201.27 in Cover = 8.75 in Conc. Comp. Strength = 5 kip/in2 Reinforcement Ratio = 0.0000 Section Inertia 122 = 33159827.84 in4 Section Inertia 133 = 37227293.7 in4 Section Inertia 123 = 0 in4 Gamma_v2 = 0.4 Gamma_v3 = 0.407178 Moment Mu2 = 659.9866 kip-ft Moment Mu3= 529.3479 kip-ft Shear Force = 239 kip Unbalanced Moment Mu2 = 263.9946 kip-ft BSE Page 212 of 213 232 of 238 15002 Tower Crane Pile Cap.fdb SAFE 2014 v14.1.0 - License #*1 QGJ6729ZQVM4HB 6. Design summary 27 June 2015 BSE Page 213 of 213 233 of 238 it %J 234 of 238 LL w 235 of 238 BSE Brienen Structural Engineers, P.S. Project: VETO RMINE TkC— D- loci k,PS L : t 79 1 h;P.s M x TE IV510+U 6 D - I,7 ( L ) = , (too) — 1.7 ( 7-91) = 12 8It. 7 k,1,5 MA x CO IMP RE 55 ION 1, z D -t t •7 (L) z I, 2( too) t 1. 7( Tq I 1C464, 7 k Ps TX— N5I 01v C H Eck 71A 8 5 lops 2 3.8 IAz q (0ks', ) Date: NOOK D,EVFLoFENEv7 L ENGT11 -1 = 5',000 {over = 1 1Z aJ"i -top OF MAT z I- %►\ 4, Z 4 8 Phone: (206) 397-0000 1316 Central Avenue South, Suite 200, Kent, WA 98032 www.bse-ps.com 236 of 238 BSE Brienen Structural Engineers, P.S. Project: FULLY DEVEL©PEP BAR5 (-tEN510N1) '�-N©rE if 2 8 t -f = 32 �- MAT sr IRRvps PAPTIALLY 0EVZLDPED BARS f ImA7 5 r I R R uP3 g 'RATIO = i�- 6 = . `-7 6 yz,, F F F P OF 6AUz Sx , 17 = -7, 7 TOTAL FF F 9 of 3ARS (TEN s)°N) 3 2 q ?7= 39,7? R Q1) g 70,2 Date: 8Y INsPE criaN� COM PRE.5510r\1 Pots NO CO(VtRO L Phone: (206) 397-0000 1316 Central Avenue South, Suite 200, Kent, WA 98032 www.bse-ps.com 237 of 238 BSE Brienen Structural Engineers, P.S. Project: To w E R CR AN 13A5E 5HEA R Np Date: ALLOW ?ILE s 1- EA k FOR(F- = 35k /F(Lr- (SEA P/LE D£S)6N S�cf (GN I N P)LE PERMTT AF5UYM IrTAL FOR (ALC ) n = ht,mr -er of p;)e5 rerec+ 18 P;ley 35 vSrN6 9 Prt-FS NbT INC(— uPEP IN CILC WITH wRST' GASE AIL)` i- MULTiPLIER D� .3 1,2.p;)eS 1e5 ®k Phone: (206) 397-0000 1316 Central Avenue South, Suite 200, Kent, WA 98032 www.bse-ps.com 238 of 238 BSE Brienen Structural Engineers, P.S. Project: 10 Iv G 11 C iC 4 o'yA9- C (ACIO � T-z = 5 6 8, z --F4 n 1, S 762,3 1z� i C 12� GT2 R, Rz hwMk-eir c f pies re, Li ire Pt les ccygCftfj _ 35 k h 3s E A (H C I IV E Na s 1.85 3) 1,92 Date: T,. - 6 3.6k; P s I L' t F F PI L F .s ©r 11 s.s Ok Phone: (206) 397-0000 1316 Central Avenue South, Suite 200, Kent, WA 98032 www,bse-ps.com Materials Testing & Consulting, Inc. Geotechnical Engineering & Consulting • Special Inspection • Materials Testing a Environmental Consulting February 8, 2016 Omar Lee Washington Towers, Lp 18230 East Valley Hwy Suite 195 Kent, WA 98032 Sent via email. omarplee@gmail.com MW Re: Final Letter Washington Towers, Lp — Tower Crane Foundation 233 Andover Park East Tukwila, WA WC Project #15BO87 BLDG Permit #D15-0168 — Washington Towers - Tower Crane Dear Mr. Lee: RECEIVED CITY OF TUKWILA, MAR 0 2 2016 PERMIT CENTER Materials Testing & Consulting, Inc. (MTC) provided materials testing and special inspection services during the construction of the above -referenced project. This letter is a statement declaring the actual work inspected by MTC itemized below was found to be, to the best of the inspector's knowledge, in accordance with project plans, specifications, engineer approved revisions, and the International Building Code. The following is the scope of inspections performed under this permit number only: ♦ Reinforced Concrete ♦ Structural Steel Welding of Foundation Piles ♦ Non -Destructive Testing - Ultrasonic Testing of Foundation Piles The results of our services were provided to the local building department for review. Only WABO Certified special inspectors were utilized to perform those specific inspections as required by the Special Inspection Agreement. Any items that were found to be in noncompliance with the approved construction documents were repaired or replaced, and re -inspected for acceptance. To the best of our knowledge, items that were observed by Materials Testing & Consulting, Inc. during continuous or part time inspections for the noted project are compliant with approved plans and specifications. Page 1 of 2 Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360,755.1980 SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779 NW Region 805 Dupont St, Suite 5 • Bellingham, WA 98226 • Phone 360.647.6061 • Fax 360.647.8111 Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone 360.698.6787 • Fax 360.692.1919 Visit our website: www.mte-inc.net )6-01I�- Materials Testing & Consulting, Inc. Qtgdx Geotechnical Engineering & Consulting • Special Inspection • Materials Testing • Environmental Consulting +M6aac..0 u"` LIMITATIONS The services provided as described in this report include professional opinions and judgment based on the data collected and our field observations. These services have been performed according to the specified codes, industry standards, and generally accepted engineering practices. No warranty, express or implied, is provided. Representatives of Materials Testing & Consulting, Inc. did not supervise, direct, alter, amend or change project specifications or contractor activity. Our statement of conformance pertains to only those items inspected and tested by Materials Testing & Consulting, Inc. for the subject project during the time period when we were on -site. This report may be used only by the client and only for the purposes stated, within a reasonable time from its issuance. Any party other than the client who wishes to use this report shall notify Materials Testing & Consulting, Inc. of such intended use. Based on the intended use of the report, Materials Testing & Consulting, Inc. may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the client or anyone else will release Materials Testing & Consulting, Inc. from any liability resulting from the use of this report by any unauthorized party. We sincerely appreciate the opportunity to be of service to you on this project and look forward to offering our services again. If you should have any questions concerning this report, please contact the undersigned at your convenience. Respectfully Submitted, MATERIALS TESTING & CONSULTING, INC. Ross Bichel WABO Technical Director Page 2 of 2 Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779 NW Region 805 Dupont St, Suite 5 • Bellingham, WA 98226 • Phone 360.647.6061 • Fax 360.647.8111 Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone 360.698.6787 • Fax 360.692.1919 Visit our website: www,mte-inc.net j Ic-r- Materials Testing onsult n , Inc G nlrmlFA0*eecintg&C+ltttirldnR 41fn�pectltm�'Malerlal3Ift ntp nr3r�nmtnlalC 1tit Washington Place Hotel - 15BO87 - Compression Test: Concrete: Report#C41233 - b1j,-0tb0 DRAFT CLIENT Absber Construction DATE 09/02/2015 PROJECT LOCATION 233 Andover Park East PERMIT # Tukwila WA Inspection Information: Inspection Date: 09/02/2015 Time Onsitc: 04:38 AM Weather Conditions: Inspection Performed: Compression Test: Concrete Field Data (ASTM C-31): Location of Placement: crane tower footing Sample Location: I crane tower footing Contractor: Absher _ _ Subcontractor: Conco Qty Placed, Co. Yd.: 32/350 ---Slump, Inches (ASTM C-143) or W/C c i Delivery Ticket #: 149909 Job Sp c. Slut\ Truck #: M018 Air Content, % (ATSM C-2 1� Batch Timc: 3;34 Job Spec. A\ii Sample'I'ime: Alix # and Proportions: 15LCD1013 Cement, lbs.: •6185# I 1 Flyash, lbs.: I505# Water, gals.: 1472# Fine Agg, Ibs.: Fl5900# , 6.57% 10 Gallons o1'water wellre added ® Prior to phdr/Plant: kMiles S & G 202 _J Concrete, Temp, °P (ASTM C-1064): 64 Ambient Temp, OF: 58 N1in Temp, IIi ❑ ' Nlax Temp, OF: ❑ \gg, Ibs.: 1159t5 1 00% Admixture, oz./cwt: 13 poly 997-408 oz \ggFlbs.: 6400 a 1.00% Admixture, oz./cwt: Glenn - 344 oz \gg, lbs.: —� Admixture, or,./cwt: \gg, Ibs:: Admixture, oz./cwt: [ RE-ELVIED CITY OF TUKWILA, Sample Type &,Compression Test,Results: SEP 11 2015 Received 09/03/2015 Sa ple Se 1 of 31 I Type of Compression Test: Concrete (ASTM C-39) Lab Tests: —KRIVIIT CENTER Test Total Sample Sample Comp. Break New Log # Age Date of Test Load Area (Sq. Strength Tested By (Days) (I,bs.) Dim. (In.) In.) (PSI) Tvpc 5577 12 09/04/2015 147,420 3.99 1 12.50 1 3,790 Tyler Lungren 5578 09/04/2015 49,830 3.99 ]2.50 3,990 1)ler Lungren 5579 09/08/2015 58,272 3.99 12.50 4,660 Cheryl Meredith 5580 ©09/08/2015 59,518 3.99 12.50 4,760 Cheryl Meredith 5582 ®09/06/2015 =E-= 5583 09/09/2015 65;766 3.99 12.50 5.260 Chcryl Meredith 2� 5584 28 5585F 28 ASTM AS'li C-617 C-1231 ❑ ID ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ M :�eR. �e.�ero*sta■aln �+1 r..aG 4�e+�edt+.e2►. ny►.+.. bF wtt�,�eA,�..d� .tEr n44++M Qua. lFTr`,t �r N4s.e.a*+ .�+,tw"i.. IOftoW arewrre�smR wnpan_hssr+s/ aiw--iiew 4P '. �c 3409 - 1113 Rufris I. rmea.j it cemmuivial. Ina All rig.1a ruarrrad. Carparate a 777 Chrysler Drive • Burlington, WA 98233 • Phinne ;16t1.7S3.1l9i1 + 1:l: 36i.7;55.j9lit11 SW Region . II IS Black Late Blvd. S.W.* 0Igvnpl4, WA $0312 • Phone 360.534.9175 • Pat; 364434,9779 NW ilegloie • $05 Dopoal Street. Spite S 4 Relll■phnin, WA 9922# * Phone 3641.P47.606 +Pat 360,047.911 [it Visit our website: www.rntc•inc-nee Washington Place Hotel - 1513087, 0910212015, #C41233, Page I oj2 Materials Testing & Consulting, Inc., Gmednivall Fef ee ll S n ting Spnciel:Fn�per#inn * ]Ndlt+ti#ti lfra 1 n nmctltal ansullfit F�+�*��A�Rei 3uier 1�R1 �b • - ❑ ❑ 5588 li F--O--] ❑ ❑ REQ'D ® 5000 Remarks: Concrete lad ced by pump truck and mechanically consolidated. REPORTED 13Y:.Dave Bale REVIEWED BY: , A9tesh gwrR!rNle�PiMfE+�w RNle Fe±il A}ee+nEr�(Tre�`.. h�fe:±s.l4 N�aerh�.dig!TAls.�..�±Meg!ros..f�kR4lgr�r!n�«fMY.a.�a.;+rfwlrl d.� e�+5rts' L.�.MM! w eaecnrr��ee: ywegseenbessr*al�a�.lw�ieah 49 's �� 3401 .2413 Meifrlele resting a eeasoleiel. p" All r11,1gr reafrrvd, Corporate P 777 Chrysler Drive * Burlington, WA 99235 0 Phone 36-0.733.1990 + Fax 364.73SA9$6 SW Region ' 2119 Black, LAg Blvd. S.W * OlYmplo, WA 98512 • Phoric 369,J34,91171 + lrax 304.334,9179 MVP 14119e + $05 Dupmni Strc@t, Sprite 1 + RellImIlha:m, ui?I►A 9$225 + Phone 360.641.4'�061 + Fax 3611."7.$1 l't Visit out websi.ie: www.entc.inc_metl Washington Place Hotel - 15B087, 0910212015, #C41233, Page 2 oj1 Materials Testing & Consulting, hw. Geotechnical Engineering & Consulting • Special Inspection • Materials Testing • Environmental Consulting February 8, 2016 Omar Lee Washington Towers, Lp 18230 East Valley Hwy Suite 195 Kent, WA 98032 Sent via email: omarplee@gmail.com Re: Final Letter Washington Towers, Lp — Tower Crane Foundation 233 Andover Park East Tukwila, WA MTC Project #15B087 BLDG Permit #D15-0168 — Washington Towers - Tower Crane Dear Mr. Lee: RECEIVED CITY OF TUKWILA MAR 10 2016 PERMIT CENTER Materials Testing & Consulting, Inc. (MTC) provided materials testing and special inspection services during the construction of the above -referenced project. This letter is a statement declaring the actual work inspected by MTC itemized below was found to be, to the best of the inspector's knowledge, in accordance with project plans, specifications, engineer approved revisions, and the International Building Code. The following is the scope of inspections performed under this permit number only: ♦ Reinforced Concrete ♦ Structural Steel Welding of Foundation Piles ♦ Non -Destructive Testing - Ultrasonic Testing of Foundation Piles The results of our services were provided to the local building department for review. Only WABO Certified special inspectors were utilized to perform those specific inspections as required by the Special Inspection Agreement. Any items that were found to be in noncompliance with the approved construction documents were repaired or replaced, and re -inspected for acceptance. To the best of our knowledge, items that were observed by Materials Testing & Consulting, Inc. during continuous or part time inspections for the noted project are compliant with approved plans and specifications. Page 1 of 2 � 16 ' n o V� Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779 NW Region 805 Dupont St, Suite 5 • Bellingham, WA 98226 • Phone 360.647.6061 • Fax 360.647.8111 Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone 360.698.6787 • Fax 360.692.1919 Visit our website: www,mte-inc.net Materials Tes-ung & Consulting, limc. � Geotechnical Engineering & Consulting • Special Inspection • Materials Testing • Environmental Consulting ii b" n+xt&C LIMITATIONS The services provided as described in this report include professional opinions and judgment based on the data collected and our field observations. These services have been performed according to the specified codes, industry standards, and generally accepted engineering practices. No warranty,, express or implied, is provided. Representatives of Materials Testing & Consulting, Inc. did not supervise, direct, alter, amend or change project specifications or contractor activity. Our statement of conformance pertains to only those items inspected and tested by Materials Testing & Consulting, Inc. for the subject project during the time period when we were on -site. This report may be used only by the client and only for the purposes stated, within a reasonable time from its issuance. Any party other than the client who wishes to use this report shall notify Materials Testing & Consulting, Inc. of such intended use. Based on the intended use of the report, Materials Testing & Consulting, Inc. may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the client or anyone else will release Materials Testing & Consulting, Inc. from any liability resulting from the use of this report by any unauthorized parry. We sincerely appreciate the opportunity to be of service to you on this project and look forward to offering our services again. If you should have any questions concerning this report, please contact the undersigned at your convenience. Respectfully Submitted, MATERIALS TESTING & CONSULTING, INC. Ross Bichel WABO Technical Director Page 2 of 2 Corporate • 777 Chrysler Drive • Burlington, WA 98233 + Phone 360.755.1990 • Fax 360.755.1980 SW Region • 2118 Black Lake Blvd. S.W.+ Olympia, WA 98512 + Phone 360.534.9777 + Fax 360.534.9779 NW Region 805 Dupont St, Suite 5 • Bellingham, WA 98226 • Phone 360.647.6061 • Fax 360.647.8111 Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone 360.698.6787 • Fax 360.692.1919 Visit our website: www.mtc-inc.net Mail Processing Center Federal Aviation Administration Southwest Regional Office Obstruction Evaluation Group 10101 Hillwood Parkway Fort Worth, TX 76177 Issued Date: 08/25/2015 Gabriel Seanard Absher Construction 1001 Shaw Road Puyallup, WA 98372 Aeronautical Study No. 2015-ANM-2028-OE "DETERMINATION OF NO HAZARD TO AIR NAVIGATION FOR TEMPORARY STRUCTURE" The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations, part 77, concerning: Structure: Crane Washington place Tower crane Location: Tukwilla, WA Latitude: 47-27-25.81N NAD 83 RECEIVED Longitude: 122-15-02.89W CITY OF TUKWILA Heights: 30 feet site elevation (SE) SEP 11 2015 270 feet above ground level (AGL) 300 feet above mean sea level (AMSL) PERMIT CENTER This aeronautical study revealed that the temporary structure does exceed obstruction standards but would not be a hazard to air navigation provided the following condition(s), if any, is (are) met: As a condition to this Determination, the structure is marked/lighted in accordance with FAA Advisory circular 70/7460-1 K Change 2, Obstruction Marking and Lighting, flags/red lights - Chapters 3(Marked),4,5(Red),&12. See attachment for additional condition(s) or information. This determination expires on 02/25/2017 unless extended, revised, or terminated by the issuing office. NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE E-FILED AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. AFTER RE-EVALUATION OF CURRENT OPERATIONS IN THE AREA OF THE STRUCTURE TO DETERMINE THAT NO SIGNIFICANT AERONAUTICAL CHANGES HAVE OCCURRED, YOUR DETERMINATION MAY BE ELIGIBLE FOR ONE EXTENSION OF THE EFFECTIVE PERIOD. This determination is based, in part, on the foregoing description which includes specific coordinates and heights. Any changes in coordinates and/or heights will void this determination. Any future construction or alteration, including increase to heights, requires separate notice to the FAA. This determination does include temporary construction equipment such as cranes, derricks, etc., which may be used during actual construction of a structure. However, this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. 4L 1644vveJ Sviomt44� 01 ,. Page 1 of 5 This determination concerns the effect of this temporary structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. Any failure or malfunction that lasts more than thirty (30) minutes and affects a top light or flashing obstruction light, regardless of its position, should be reported immediately to (877) 487-6867 so a Notice to Airmen (NOTAM) can be issued. As soon as the normal operation is restored, notify the same number. A copy of this determination will be forwarded to the Federal Aviation Administration Flight Procedures Office if the structure is subject to the issuance of a Notice To Airman (NOTAM). If you have any questions, please contact our office at (425) 227-2791.On any future correspondence concerning this matter,. please refer to Aeronautical Study Number 2015-ANM-2028-OE Signature Control No: 257179973-261773316 (TMP ) Daniel Shoemaker Specialist Attachment(s) Additional Information Map(s) RECEIVED CITY OF TUKWI A SEP 11 2015 PERMIT CENTER Page 2 of 5 Additional information for ASN 2015-ANM-2028-OE Aeronautical Study Number 2015-ANM-2028-OE This temporary 270-foot above ground level (AGL), 300-foot above mean sea level (MSL), crane will be located approximately 13,749 feet (2.26 nautical miles) southwest of the Runway (RWY) 34 threshold at Renton Municipal Airport (RNT), WA. The RNT airport elevation is 32 feet MSL. This proposed crane will affect the following RNT airspace: Section 77.17(a)(2): A height that is 200 feet above ground level or above the established airport elevation, whichever is higher, within three nautical miles of the established reference point of an airport, excluding heliports, with its longest runway more than 3,200 feet in actual length, and that height increases in the proportion of 100 feet for each additional nautical mile of distance from the airport up to a maximum of 500 feet. This temporary crane would exceed the RNT Part 77.17(a)(2) surface by 68 feet. The crane will have no effect on instrument flight procedures, and will be located outside the RNT traffic pattern airspace. RECEIVED CITY OF TUKWILA SEP 11 2015 PERMIT CENTER Page 3 of 5 Sectional Map for ASN 2015-ANM-2028-OE 1pace or need a " { "'►+ i B LLEVUE S NQ F1 `27'2 or C1 iQQ BPEII+1G/I A KING C. T-YA-;,I �- 18 t A CIS 127.75 2'L og'�:2?s5 ''► A0E 1" 20 11 ,-rr IN - VFR �1 ���i SEAMTL R. �R„�TCN .' TAC--b J �� - 5r ._. ...RENTon .(Rhl, ,� � �N,�TL, (�E�l} 2 ram--��-•� �" �r VT �21. *eM '� 1 9. 9 T:?0. 95 AT1S 129.95 - AATlS 11$.92 '"L 54 1 z:'9#. Q' 3 L y.9 w} , RP 34• KENTQ -i._ AueURN S5� s ,,,r SFC s -`0Lt34 Iz2.S�0% !, CL 30 • 1$ rib JB - RN i CADI OBN 0"%- __ �� 11 RECEIVED CITY OF TUKWILA SEP 11 2015 PERMIT CENTER Page 5 of 5 Mail Processing Center Federal Aviation Administration Southwest Regional Office Obstruction Evaluation Group 10101 Hillwood Parkway Fort Worth, TX 76177 Issued Date: 08/25/2015 Gabriel Seanard Absher Construction 1001 Shaw Road Puyallup, WA 98372 Aeronautical Study No. 2015-ANM-1796-OE *DETERMINATION OF NO HAZARD TO AIR NAVIGATION FOR TEMPORARY STRUCTURE" (CORRECTION) The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations, part 77, concerning: Structure: Crane Wa place Tower Crane Location: Tukwilla, WA Latitude: 47-27-25.65N NAD 83 Longitude: 122-15-02.11 W Heights: 30 feet site elevation (SE) 270 feet above ground level (AGL) 300 feet above mean sea level (AMSL) This aeronautical study revealed that the temporary structure does exceed obstruction standards but would not be a hazard to air navigation provided the following condition(s), if any, is (are) met: As a condition to this Determination, the structure is marked/lighted in accordance with FAA Advisory circular 70/7460-1 K Change 2, Obstruction Marking and Lighting, flags/red lights - Chapters 3(Marked),4,5(Red),&l2. See attachment for additional condition(s) or information. This determination expires on 02/25/2017 unless extended, revised, or terminated by the issuing office. NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE E-FILED AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. AFTER RE-EVALUATION OF CURRENT OPERATIONS IN THE AREA OF THE STRUCTURE TO DETERMINE THAT NO SIGNIFICANT AERONAUTICAL CHANGES HAVE OCCURRED, YOUR DETERMINATION MAY BE ELIGIBLE FOR ONE EXTENSION OF THE EFFECTIVE PERIOD. This determination is based, in part, on the foregoing description which includes specific coordinates and heights. Any changes in coordinates and/or heights will void this determination. Any future construction or alteration, including increase to heights, requires separate notice to the FAA. This determination does include temporary construction equipment such as cranes, derricks 1i�la be used during actual construction of a structure. However, this equipment shall not exceedPhUbAdITi SEP 1 1 2015 Page 1 of 5 PERMIT CENTER indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. This determination concerns the effect of this temporary structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. Any failure or malfunction that lasts more than thirty (30) minutes and affects a top light or flashing obstruction light, regardless of its position, should be reported immediately to (877) 487-6867 so a Notice to Airmen (NOTAM) can be issued. As soon as the normal operation is restored, notify the same number. A copy of this determination will be forwarded to the Federal Aviation Administration Flight Procedures Office if the structure is subject to the issuance of a Notice To Airman (NOTAM). If you have any questions, please contact our office at (425) 227-2791. On any future correspondence concerning this matter, please refer to Aeronautical Study Number 2015-ANM-1796-OE Signature Control No: 253886130-261774368 (TMP ) Daniel Shoemaker Specialist Attachment(s) Additional Information Map(s) RECEIVED CITY OF TUKWILA SEP 11 2015 PERMIT CENTER Page 2 of 5 Additional information for ASN 2015-ANM-1796-OE Aeronautical Study Number 2015-ANM-1796-OE This temporary 270-foot above ground level (AGL), 300-foot above mean sea level (MSL), crane will be located approximately 13,727 feet (2.25 nautical miles) southwest of the Runway (RWY) 34 threshold at Renton Municipal Airport (RNT), WA. The RNT airport elevation is 32 feet MSL. This proposed crane will affect the following RNT airspace: Section 77.17(a)(2): A height that is 200 feet above ground level or above the established airport elevation, whichever is higher, within three nautical miles of the established reference point of an airport, excluding heliports, with its longest runway more than 3,200 feet in actual length, and that height increases in the proportion of 100 feet for each additional nautical mile of distance from the airport up to a maximum of 500 feet. This temporary crane would exceed the RNT Part 77.17(a)(2) surface by 68 feet. The crane will have no effect on instrument flight procedures, and will be located outside the RNT traffic pattern airspace. RECEIVED CITY OF Ttjl WI?W A SEP 11 25 PERMIT CENTER Page 3 of 5 Sectional Map for ASN 2015-ANM-1796-OE kPace needle (3 '�• B LLEVU E S' N1,27.2��4 i100 BOEliCa'' C 4, a ATMs 127.175 0-11 a® - " , 25 2C1 i. IqQ SVFR SE�TTLE�' LR, JT��iI TT�►Ca,1 1..aa . Q RE`(RN1. ,,ITL (SEA) `r12 CT 119. 9�5120. 95 ATIS 1 i�9�i � ATIS 118.032 L 54 t'Y �► 33 L 1 1.9 fd ,.., RP 34' C ►1 VRI 353 2a KENT dt 100 S C AUBURN (S 50) 2 Q Gdrqq F 0 strip (270j �►UBURNrACA DI RECEIVED CITY OF TUKWILA SEP 11 2015 PERMIT CENTER Page 5 of 5 Mail Processing Center Federal Aviation Administration Southwest Regional Office Obstruction Evaluation Group 10101 Hillwood Parkway Fort Worth, TX 76177 Issued Date: 08/25/2015 Gabriel Seanard Absher Construction 1001 Shaw Road Puyallup, WA 98372 Aeronautical Study No. 2015-ANM-2029-OE "DETERMINATION OF NO HAZARD TO AIR NAVIGATION FOR TEMPORARY STRUCTURE* The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations, part 77, concerning: Structure: Crane Washington place Tower crane Location: Tukwilla, WA RECEIVED Latitude: 47-27-25.31N NAD 83 CITY OF TUKWILA Longitude: 122-15-05.36W SEP 11 2015 Heights: 30 feet site elevation (SE) 270 feet above ground level (AGL) PERMIT CENTER 300 feet above mean sea level (AMSL) This aeronautical study revealed that the temporary structure does exceed obstruction standards but would not be a hazard to air navigation provided the following condition(s), if any, is (are) met: As a condition to this Determination, the structure is marked/lighted in accordance with FAA Advisory circular 70/7460-1 K Change 2, Obstruction Marking and Lighting, flags/red lights - Chapters 3(Marked),4,5(Red),&12. See attachment for additional condition(s) or information. This determination expires on 02/25/2017 unless extended, revised, or terminated by the issuing office. NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE E-FILED AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. AFTER RE-EVALUATION OF CURRENT OPERATIONS IN THE AREA OF THE STRUCTURE TO DETERMINE THAT NO SIGNIFICANT AERONAUTICAL CHANGES HAVE OCCURRED, YOUR DETERMINATION MAY BE ELIGIBLE FOR ONE EXTENSION OF THE EFFECTIVE PERIOD. This determination is based, in part, on the foregoing description which includes specific coordinates and heights. Any changes in coordinates and/or heights will void this determination. Any future construction or alteration, including increase to heights, requires separate notice to the FAA. This determination does include temporary construction equipment such as cranes, derricks, etc., which may be used during actual construction of a structure. However, this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. Page 1 of 5 This determination concerns the effect of this temporary structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. Any failure or malfunction that lasts more than thirty (30) minutes and affects a top light or flashing obstruction light, regardless of its position, should be reported immediately to (877) 487-6867 so a Notice to Airmen (NOTAM) can be issued. As soon as the normal operation is restored, notify the same number. A copy of this determination will be forwarded to the Federal Aviation Administration Flight Procedures Office if the structure is subject to the issuance of a Notice To Airman (NOTAM). If you have any questions, please contact our office at (425) 227-2791.On any future correspondence concerning this matter, please refer to Aeronautical Study Number 2015-ANM-2029-OE Signature Control No: 257179974-261777295 (TMP ) Daniel Shoemaker Specialist Attachment(s) Additional Information Map(s) RECEIVED CITY OF TUKWILA SEP 11 2015 PERMIT CENTER Page 2 of 5 Additional information for ASN 2015-ANM-2029-OE Aeronautical Study Number 2015-ANM-2029-OE This temporary 270-foot above ground level (AGL), 300-foot above mean sea level (MSL), crane will be located approximately 13,898 feet (2.28 nautical miles) southwest of the Runway (RWY) 34 threshold at Renton Municipal Airport (RNT), WA. The RNT airport elevation is 32 feet MSL. This proposed crane will affect the following RNT airspace: Section 77.17(a)(2): A height that is 200 feet above ground level or above the established airport elevation, whichever is higher, within three nautical miles of the established reference point of an airport, excluding heliports, with its longest runway more than 3,200 feet in actual length, and that height increases in the proportion of 100 feet for each additional nautical mile of distance from the airport up to a maximum of 500 feet. This temporary crane would exceed the RNT Part 77.17(a)(2) surface by 68 feet. The crane will have no effect on instrument flight procedures, and will be located outside the RNT traffic pattern airspace. RECEIVED CITY OF TUKWILA SEP 11 201.5 PERMIT CENTER Page 3 of 5 Sectional Map for ASN 2015-ANM-2029-OE �3OZ P S 3t:e :.b�d9S needle ��3B LLEVUE S, .00 GBEN • �-- 01 25y �i KING'4 Irv; ,(BF1) 1 7S3 CIO 18.3 1277512 00 .E �► ,. 20 14 VFQ. TAC- 0r J IN�LfL T - 119.96 0.95 RnS - .0 ,a 1;. L -0.9 ct*,6 ..•` 10 r� 0 A �Wl � w A"TIS `1 2C. 95 32 L 54 1 Z.Z. mono RP 3, 100 bi f� 353 Sig Au��R (sa) (23D} CF 631' "34 1 ZZ. s_O, RP 16 drag - strip (2 :0} �►�uBURN ,q+cAD / 410 26 RECEIVED CITY OF TUKWl .A SEP 1 1 &. 5 PERMIT CENTER Page 5 of 5 Mail Processing Center Federal Aviation Administration Southwest Regional Office Obstruction Evaluation Group 10101 Hillwood Parkway Fort Worth, TX 76177 Issued Date: 08/25/2015 Gabriel Seanard Absher Construction 1001 Shaw Road Puyallup, WA 98372 Aeronautical Study No. 2015-ANM-2030-OE "DETERMINATION OF NO HAZARD TO AIR NAVIGATION FOR TEMPORARY STRUCTURE" The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations, part 77, concerning: Structure: Crane Washington place Tower crane Location: Tukwilla, WA RECEIVED Latitude: 47-27-25.59N NAD 83 CITY OF TUKWILA Longitude: 122-15-03.80W SEP 1 1 2015 Heights: 30 feet site elevation (SE) 270 feet above ground level (AGL) 300 feet above mean sea level (AMSL) PERMIT CENTER This aeronautical study revealed that the temporary structure does exceed obstruction standards but would not be a hazard to air navigation provided the following condition(s), if any, is (are) met: As a condition to this Determination, the structure is marked/lighted in accordance with FAA Advisory circular 70/7460-1 K Change 2, Obstruction Marking and Lighting, flags/red lights - Chapters 3(Marked),4,5 (Red),& 12. See attachment for additional condition(s) or information. This determination expires on 02/25/2017 unless extended, revised, or terminated by the issuing office. NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE E-FILED AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. AFTER RE-EVALUATION OF CURRENT OPERATIONS IN THE AREA OF THE STRUCTURE TO DETERMINE THAT NO SIGNIFICANT AERONAUTICAL CHANGES HAVE OCCURRED, YOUR DETERMINATION MAY BE ELIGIBLE FOR ONE EXTENSION OF THE EFFECTIVE PERIOD. This determination is based, in part, on the foregoing description which includes specific coordinates and heights. Any changes in coordinates and/or heights will void this determination. Any future construction or alteration, including increase to heights, requires separate notice to the FAA. This determination does include temporary construction equipment such as cranes, derricks, etc., which may be used during actual construction of a structure. However, this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. Page 1 of 5 This determination concerns the effect of this temporary structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. Any failure or malfunction that lasts more than thirty (30) minutes and affects a top light or flashing obstruction light, regardless of its position, should be reported immediately to (877) 487-6867 so a Notice to Airmen (NOTAM) can be issued. As soon as the normal operation is restored, notify the same number. A copy of this determination will be forwarded to the Federal Aviation Administration Flight Procedures Office if the structure is subject to the issuance of a Notice To Airman (NOTAM). If you have any questions, please contact our office at (425) 227-2791.On any future correspondence concerning this matter, please refer to Aeronautical Study Number 2015-ANM-2030-OE Signature Control No: 257179975-261779991 Daniel Shoemaker Specialist Attachment(s) Additional Information Map(s) RECEIVED CITY OF TUKWILA SEP 1 1 2015 PERMIT CENTER (TMP) Page 2 of 5 Additional information for ASN 2015-ANM-2030-OE Aeronautical Study Number 2015-ANM-2030-OE This temporary 270-foot above ground level (AGL), 300-foot above mean sea level (MSL), crane will be located approximately 13,898 feet (2.27 nautical miles) southwest of the Runway (RWY) 34 threshold at Renton Municipal Airport (RNT), WA. The RNT airport elevation is 32 feet MSL. This proposed crane will affect the following RNT airspace: Section 77.17(a)(2): A height that is 200 feet above ground level or above the established airport elevation, whichever is higher, within three nautical miles of the established reference point of an airport, excluding heliports, with its longest runway more than 3,200 feet in actual length, and that height increases in the proportion of 100 feet for each additional nautical mile of distance from the airport up to a maximum of 500 feet. This temporary crane would exceed the RNT Part 77.17(a)(2) surface by 68 feet. The crane will have no effect on instrument flight procedures, and will be located outside the RNT traffic pattern airspace. RECEIVED CITY OF Ti,1KWILA SEP 11 221 Page 3 of 5 PERMIT CEN 1'ER Sectional Map for ASN 2015-ANM-2030-OE space .:..� n_ ' B LLEVUE S Ff eedto � � OR QOEING,f• • .272�4 ASS 127:T5 z ' L oo'�i�'z►s �► oo dE 2 20 77 IN - SVFR EN`TtaN ��E~ TACOINtA� U.V.. RENT-C�1 L(RNI. I NgL (SEA) 2 C'�'- y 4 ?mot T�-119.96T 20. 95 r� �a►TIS i 2��:~95 , r - 11 S 1 . 0 32 *L 54 / � � h4.3 L- i9 © �P 34 Q KENT 30 �R 353 V t..%1 SFC AUBURN (S �) � 0)" CF 1 III 6�- L R �z. ..'.� drag ,... 30IT strip -� %1/!�• $ t27 � u RN ACAD RECEIVED CITY OF TUKWILA SEP 11 2C ,5 PERMIT CENTER Page 5 of 5 Mail Processing Center Federal Aviation Administration Southwest Regional Office Obstruction Evaluation Group 10101 Hillwood Parkway Fort Worth, TX 76177 Issued Date: 08/25/2015 Gabriel Seanard Absher Construction 1001 Shaw Road Puyallup, WA 98372 Aeronautical Study No. 2015-ANM-2031-OE "DETERMINATION OF NO HAZARD TO AIR NAVIGATION FOR TEMPORARY STRUCTURE" The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations, part 77, concerning: Structure: Crane Washington place Tower crane Location: Tukwilla, WA RECEIVED CITY OF TUKWII~ A Latitude: 47-27-25.30N NAD 83 Longitude: 122-15-02.90W SEP 1 1 2015 Heights: 30 feet site elevation (SE) 270 feet above ground level (AGL) PERMIT CENTER 300 feet above mean sea level (AMSL) This aeronautical study revealed that the temporary structure does exceed obstruction standards but would not be a hazard to air navigation provided the following condition(s), if any, is (are) met: As a condition to this Determination, the structure is marked/lighted in accordance with FAA Advisory circular 70/7460-1 K Change 2, Obstruction Marking and Lighting, flags/red lights - Chapters 3(Marked),4,5(Red),&12. See attachment for additional condition(s) or information. This determination expires on 02/25/2017 unless extended, revised, or terminated by the issuing office. NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE E-FILED AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. AFTER RE-EVALUATION OF CURRENT OPERATIONS IN THE AREA OF THE STRUCTURE TO DETERMINE THAT NO SIGNIFICANT AERONAUTICAL CHANGES HAVE OCCURRED, YOUR DETERMINATION MAY BE ELIGIBLE FOR ONE EXTENSION OF THE EFFECTIVE PERIOD. This determination is based, in part, on the foregoing description which includes specific coordinates and heights. Any changes in coordinates and/or heights will void this determination. Any future construction or alteration, including increase to heights, requires separate notice to the FAA. This determination does include temporary construction equipment such as cranes, derricks, etc., which may be used during actual construction of a structure. However, this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. Page 1 of 5 This determination concerns the effect of this temporary structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. Any failure or malfunction that lasts more than thirty (30) minutes and affects a top light or flashing obstruction light, regardless of its position, should be reported immediately to (877) 487-6867 so a Notice to Airmen (NOTAM) can be issued. As soon as the normal operation is restored, notify the same number. A copy of this determination will be forwarded to the Federal Aviation Administration Flight Procedures Office if the structure is subject to the issuance of a Notice To Airman (NOTAM). If you have any questions, please contact our office at (425) 227-2791.On any future correspondence concerning this matter, please refer to Aeronautical Study Number 2015 -ANM-203 1 -OE Signature Control No: 257179994-261780089 (TMP ) Daniel Shoemaker Specialist Attachment(s) Additional Information Map(s) RECEIVED CITY OF TUKWI?.A SEP 11 ^^;5 PERMIT CENTER Page 2 of 5 Additional information for ASN 2015-ANM-2031-OE Aeronautical Study Number 2015-ANM-2031-OE This temporary 270-foot above ground level (AGL), 300-foot above mean sea level (MSL), crane will be located approximately 13,898 feet (2.26 nautical miles) southwest of the Runway (RWY) 34 threshold at Renton Municipal Airport (RNT), WA. The RNT airport elevation is 32 feet MSL. This proposed crane will affect the following RNT airspace: Section 77.17(a)(2): A height that is 200 feet above ground level or above the established airport elevation, whichever is higher, within three nautical miles of the established reference point of an airport, excluding heliports, with its longest runway more than 3,200 feet in actual length, and that height increases in the proportion of 100 feet for each additional nautical mile of distance from the airport up to a maximum of 500 feet. This temporary crane would exceed the RNT Part 77.17(a)(2) surface by 68 feet. The crane will have no effect on instrument flight procedures, and will be located outside the RNT traffic pattern airspace. RECEIVED CITY OF TUKWI A SEP 11 ?Lf5 Page 3 of 5 PERMIT CENTER Sectional Map for ASN 2015-ANM-2031-OE �„P �„ / �0 1bidgs needle B LLE V'2 Ft a .OtI BOEI G`% C. -r r : KING fiqB � ' �Ov ACt3M�A� 7� 1NATL (SEA) -1.9,120.95 4.33i^PTIS -1t9 .1 r 22.95 `►, .•' 1 00 20 0 21, 127 V ■ — �- � Lei . • I �.=� ATns 126:'95 32 "L 54 12,2. �00 KENT 30 AUBURN �SSj l,rf r -16 3-'*.xr ;1 34 12.2. S:Q+A RP CF 2L ' 6 RNrACAD 410-26 t_'�?`-1 M a-,- a RECEWED CITY OF TUKU1lILA, SEP 1 1 ; 3 PERMIT CENTER Page 5 of 5 A4BSHER ABSHER CONSTRUCTION COMPANY Request for Information 051 Detailed, RFIs Grouped by RFI Number ! SEP 15 2015 Washington Place Project # 528 Absher Construction Company' 223 Andover Park E Tel: Fax: Tukwila, WA 98118 RFI #: 051 Date Created: 8/19/2015 Answer Company Answered By Author Company Authored By Absher Construction Company Keara Flynn PO Box 280 Puyallup, WA 98371 Co -Respondent Author RFI Number Subject Discipline Confirm ASTM A615 In Ductile Frame Members Structural pla was ligo wlgt tb aIan s mended by dwt>tlaoa Cc: Company Name Contact Name Co iedgl44lhtaurd provisioas of tht on-SttticplHl hvvisiorn of Ilk Itdattetiottel It Ceft E3 others: Conco Bill Lessard Conco Dylan Rapp Conco Jeremiah Mills 7be project applicant is b fat with sill applicable coda, condition of appruvsi, and panth eequiramb Conco Kim Stearns subject to the regniremergs nd rnterpretaion of the Fwanind Conco Matt Kawamoto authority. This review does not relieve dw Architm aad Eapaeas of accord of dw rapoobilhy for a eoapko daipt Conco Mike O'Leary wb the Im o(dw povemirgl iwisdkoun Mill dto State of Conco Shane Williams lemsdtctiot c o r ty1L w,-4 Question ocrn uvnnr cT.,.s a... Please see attached Mill Certs for ASTM A615 #8 and #10 reinforcinisM* %cW%VVI vertical column dowels at pile caps. Per notes on S1.01, A615 is permitted if the actual yield strength based on mill tests does not exceed the specified yield strength be more than 18,000 PSI AND if the ratio of the actual utimate tensile stress to the actual tensite yield strength is not less than 1.25. Please confirm the attached mill certs meet these requirements. Suggestion Answer Date Answered: THIS IS STRUCTURALLY ACCEPTABLE ERIC SHIPLEY, BRIENEN STRUCTURAL ENGINEERS, AUGUST 19, 2015 Prolog Manager Printed on: 8/19/2015 AbsherMain CITY OF TUKWILA SEP 1 1 2015 PERMIT CAR l)ls-oie8 Conco Reinforcing 349 33665 1 T 207 E. CHANNEL ROAD JOB NA&M cc BeniciaCA 0- Phone:, (707) 945745-15019 FAX: (707) 745-1280 WASHINGTON PLACE 9CE0 cusmfalt BY ABSHER CONSTRUCTION SW MATERIAL TYPE REFERENCE DRAWING ID Multiple WEST PILE CAPS 2*WEST PILE CAPS 111-01-03 1 WEIGHT SUMMARY TOTAL STRAIGHlTF -� -- HEAVY BENDIN G SIZE ITEMS PIECES ITEMS ai I—G-Q-1H1TBENDIING ITEMS PIECES Lmmmmwmm I LBS Rebar, Grade 60/A7, Black -1 4 39 39: 158 1 39 158 0 0 0 1 39 158 0 0 0 Rebar, Grade 60. Black -27 10114- 7 "IM 26 4 2' 2266 25/8 1 90 2422 0 0 0 0 0' 0 1 90 2422 20 2 w 38 1 46 ? 32/10 1 48 210 0 0 0 0 0 0 1 48 2169 39M-: 688. Total Weight: 27,403 Lbs Longest Length: 16-01 RECEIVED CITY OF TUKWILA SEP I 120105 PERMIT CENTEP v14.01.017 (C) (ALM) CP-015 a8af UNAUTHORIZED REPRODUCTION PROHIBnM all 2/2015 6:18 AM Conco Reinforcin�q 3490 33665 8/12/2015 1 of 2 207 E. CHANNEL ROA Phone: (707)7OB NASIE cc Benicia, CA 45- 5019 FAX: (707) 745-1280 IWASHINGTON PLACE 9CE0 CUSTOMER BY ABSHER CONSTRUCTION SW MATERIALT"E REFERENCE DRAWING ID D RIF" N Multiple WEST PILE CAPS 2'R1-01-03 WEST PILE CAPS Itm I Qty I Size I Length Mark Shape Lbs I A I B I C I D ; E PR G I H J I K O 1 BC TUKWILA, WA #8 & #11 use Buttonheads, #18 use Grip -Twist Rebar, Grade 60/A7, Black 1 39 13/4 6.01 4A52 Tt 1 158 0.042 0-10 2.00 0.10 1 2-00 4042 1 1 1 1 A07 39. . . 158. Rebar, Grade 60, Black t Total Weight: 27,403 Lbs Longest Length: 16-01 RECEIVED CITY OF TUKWILA SEP 11 2015 PERMIT CENTER v14.01.017 (C) (ALM) 4T015 SON UNAUTHORIZED REPRODucnoN PROHIBITED Wednesday, August 12, 2015 6:18 AM 3490 133665 1 8%12/2015 12 of 2 Conco Reinforcin�q 207 E. CHANNEL ROA Benicia, CA 94510- Phone: (707) 745-5019 FAX: (707) 745-1280 JOB NAME CC WASHINGTON PLACE 9CE0 CUSTOMER BY ABSHER CONSTRUCTION sw Multiple WEST PILE CAPS 2'R1-01-03 I WEST PILE CAPS Itm Qty;.. Size Length . M;4 Shape Lbs A ,B C D E ` F/R ; G H J K• .6 BC ***BILL OF LADING*** 04.01.017 (C) (ALM) 02015 aS*i UNAUTHORIZED REPRODUCTION PROHIBITED RECEIVED CITY OF TUKWILA SEP 1 1 2-05; PERMIT CENTER Wednesday, August 12, 2015 6:18 AM to 0 En LJ Ln w VC q 0 1A. in or:* CS .4 to 00 Ln Ln N N no )tLI c use H W p W z 0 11 0 H H Ul - �H, z Ul Ln 0 o 00 co I CIN 0 01�0 Ch 8 P - 0) H VD > U fd C: tIjw tj bi dp con a, F11 G!Y 0 ro %D 0, p or a% Ch Ln 0. a Z, 0 0 w CA co Eq cn N o cn H to bi K) Ln Ln w 0 0 0 c: - H. Ln Im A. w 0 0 w 0 0 ro to cn H H z w w 0 a% cow CD w a 0 E J -- tj tj M Ch (n 0 0 00 N) 0 t) 0 fr x 00 OD w Iz, Cl) 0 0 0 0 H cn < 0 c to N e 2 ;- '-04 — m x 0 >'o 4; � r 0 u 00 0 * wo wo rr r 0 n RE Z F1 tj cl 0 TU KWI,.^, 0 p k% ftj 0 P, co Ln SEP 1 Ln w Ln P Mt CENTEM NUCOFq NUCOR STEEL SEATTLE, INC. Sold To: CONCO 5141 COMMERCIAL CIRCLE CONCORD, CA 94520-0000 (925)685-6799 Fax: (707) 747-1714 Mill Certification 8/1/2015 Ship To: CONCO REINFORCING STEEL DIV 6011 193RD AVE. S.W. ROCHESTER, WA 98579 (425) 531-0238 Fax: (360) 273.0981 MTR #: 0000054744 Nucor Bar Mill Group 2424 SW Andover SEATTLE, W98106-1100 206) 933-2222 Fax: i206) 933-2207 Customer P.O. Sates Order . Product Group Rebar Part Number 900000167204200 Grade ASTM A615/A615M-15 GR 60[420j AASHTO M31-07 Lot # SE1510324201 Size 16/#5 Rebar Heat # SE15103242 Product 16/#5 Rebar 60' A615M GR420 (Gr60) B.L. Number S1-488568 Description A615M OR 420 (Gr60) Load Number Si - Customer Spec Customer Part # I hereby certify that the material described herein has been manufactured in accordance with the specificatlons and standards ustea aoove ano mac n saasuas muse reyurrumuna. Roll Date: 7H5/2015 Melt Date: 7/13/2015 C Mn P S Si Cu Ni Cr Mo V Cb 0.39% 1.00% 0.014% 0.045% 0.20% 0.28% 0.11% 0.14% 0.025% 0.0100% 0.001% Yield 1: 67,375psi Tensile 1: 103,450psi Elongation: 15.6% in 8"(% in 203.3mm) _ Bend OK Weight Variation-004.7% Avg Deformation Height: 0.045in _ Specification Comments: ALL MANUFACTURING PROCESSES OF THE STEEL MATERIALS IN THIS PRODUCT INCLUDING MELTING HAVE OCCURRED WITHIN THE E UNI UNITED TR TESTING LL0 PRODUCTS HIS MEIPRODUCED ARE WELD FREE. MERCURY, ifs ANY FORM, HAS NOt BEEN USED IN THE RECEIVED CITY OF TLIKWILA SEP 1 1 2-05 PERMIT CENTER Erik Nissen — -- NBMG-10 January 1, 2012 Division Metallurgist Page 2 of 2 i� U C O R Mill Certification NuTcor BarOMill Group = 8/312015 2424 SW Andover NUCOR STEEL SEA ME, INC. SEATTLE, W20689333--2222 Fax: R6) 933-2207 Sold To: CONCO Ship To: CONCO REINFORCING STEEL DIV 5141 COMMERCIAL CIRCLE 6011 193RD AVE. S.W. , CONCORD, CA 94520-0000 ROCHESTER, WA 98579 (925) 685-6799 (425) 531-0238 Fax: (707) 747-1714 Fax: (360) 273-0981 s Customer P.O. Sales Order Product Group Rebar Part Number 900000257204200 Grade ASTM A615/A615M-14 GR 60[4201 AASHTO M31-07 Lot # SE1510312001 Size 251#8 Rebar Heat # SE15103120 Product 2548 Rebar 60' A615M GR420 (Gr60) B.L. Number S1-488610 Description A615M GR 420 (Gr60) Load Number S1- Customer Spec Customer Part # is c I hereby certify that the material described herein has been manufactured in a=rdance with the specifications and standards listed above and that it sausfies those requvemen . Roll Date: 7/612015 Melt Date: 71512015 - C Mn P S SI Cu Ni Cr Mo V Cb 0.42% 1.00% 0.012% 0.047% 0.20% 0.30% 0.10% 0.11% 0.023% 0.0120% 0.001% Yield 1: 63.1.16psi Tensile 1: 101.681Psi Elongation:13.3% in r(% to 203.3mm) Bend OK Weight Variation-005.5% Avg Deformation Height: 0.059in _ Specification Comments: - THE MANUFACTURING STATES PROCESSES LOPRODUCTS PRODUCED ARE WELD FREE. MERCURY, IN ZANY FORM HAS NOt ING BEEN OCCURRED IN THE (THIN - PRODUCTION OR TESTING OF THIS MATERIAL. RECEIVED CITY OF TUKWILA SEP 1 1205 PERMIT CENTER NBMG-10 January 1, 2012 Erik Nissen Division Metallurgist Page 2 of 2 r Nucom NUCOR STEEL SEATTLE, INC. Sold To: CONCO 5141 COMMERCIAL CIRCLE CONCORD CA 94520-0000 (925) 685-6`l99 Fax: (707) 747-1714 Mill Certification 8/312015 Ship To: CON19FORCISTEEL DIV 3RREINFORCING N ROCHESTER, WA 98579 (425) 531-0238 Fax: (360) 273-0981 MTR #: 0000054835 Nucor Bar Mill Group 2424 SW Andover SEATTLE, w8106-1100 206) 933-2222 Fax: (206)) 933-2207 Customer P.O. Sales Order . Product Group Rebar Part Number 900000297204200 Grade ASTM A6151A615M-14 GR 60[4201 AASHTO M31-07 Lot # SE1510306001 Size 29/#9 Rebar Heat# SE15103060 Product 29/#9 Rebar 60' A615M GR420 (Gr60) B.L. Number S1-488610 A615M GR 420 (Gr60) Load Number S1- Description Customer Part # Customer Spec 1 hereby certify that the materfal described herein has been manufactured in accordance with the specifications and standards listed above and that it satisfies those requirements. Roll Date: 7/19/2015 Melt Date: 7/3/2015 C Mn P S Si Cu Ni Cr Mo V Cb 0.42% 1.04% 0.010% 0.040% 0.20% 0.27% 0.09% 0.10% 0.018% 0.0140% 0.000% Elongation: 15.6% in 8"(% in 203.3mm) Yield 1: 68,079ps1 Tensile 1: 105,652psi Bend OK Weight Variation-005.0% Avg Deformation Height: 0.076in Specification Comments: ALL MANUFACTURING PROCESSES OF THE STEEL MATERIALS IN THIS PRODUCT INCLUDING MELTING HAVE OCCURRED WITHIN THE UNITED NI TION OR TESTING PRODUCTS ODUCHIS S PRODUCED ARE WELD FREE. MERCURY, IN ANY FORM, HAS N67f BEEN USED IN THE RECEIVED CITY OF TUKWILA SEP 11 �� a PERMIT CENTER Erik Nissen NBMG•10 January 1, 2012 Division Metallurgist Page 1 of 2 r-tuc'ar:� NUCOR STEEL SEATTLE, INC. Sold To: CONCO 5141 COMMERCIAL CIRCLE CONCORD CA 94520-0000 (925)685-6y99 Fax: (707) 747-1714 Mill Certification 7/8/2015 Ship To: CONCO REINFORCING STEEL DIV 6011 193RD AVE. S.W. ROCHESTER WA 98579 (425) 531-02A Fax: (360) 273-0981 MTR #: 0000052065 Nucor Bar Mill Group 2424 SW Andover SEATTLE, 2068933.2222 Fax: �206) 933-2207 Customer P.O. Sales Order Product Group Rebar Part Number 900000297204200 Grade ASTM A615/A615M-14 GR 60[420) AASHTO M31-07 Lot # SE1510266901 Size 291#9Rebar Heat# SE15102669 Product 29/#9 Rebar 6V A615M GR420 (Gr60) B.L. Number St-487238 Description A615M GR 420 (Gr60) Load Number S1- Customer Spec Customer Part # I hereby certify that the material described herein has been manufactured in accordance Antn me speavcaum3 ana scnnua— I.- ..... o, ••o• • -�--•• - - ___ . _._.. _.__..._. Roll Date: 6/11/2015 Melt Date: 6/812015 C Mn P S SI Cu Ni Cr Mo V Cb 0.43% 0.97% 0.010% 0.043% 0.21 % 0.25% 0.12% 0.12% 0.032% 0.0120% 0.002% Yield 1: 65,572psl Tensile 1: 102,609psi Elongation: 16.4% in 8"(% In 203.3mm) Bend OK Weight Variation-003.2% Avg Deformation Height: 0.064in Specification Comments: ALL MANUFACTURING PROCESSES OF THE STEEL MATERIALS IN THIS PRODUCT INCLUDING MELTING HAVE OCCURRED WITHIN PRODUCTION OR TESTING PRODUCTS ODUCTHIS PRODUCED ARE WELD FREE. MERCURY, W ANY FORM, HAS N& BEEN USED IN THE RECEIVED CITY OF TUKWILA SEP 1 1 2 PERMIT CENTER _. Edk-Nssen NBMO.10 January 1, 2012 Division Metallurgist Page 1 of 3 ryiucaR NUCOR STEEL SEATTLE, /NC. Sold To: CONCO 5141 CONCORDCCOMMERCIAL4520-0 00 925)685-6799 Fax: (707) 747-1714 Mill Certification 5/412015 Ship To: CONCO REINFORCING STEEL DIV 6011 193RD AVE. S.W. ROCHESTER, WA 98579 (425) 531-0238 Fax: (360) 273.0981 RuTco BarMill Group 2424 SW Andover SEATTLE, �20) 9062200 Fax: 206)933-2207 Sales Order . Customer P.O. Part Number 900000327204200 Product Group Rebar Lot # SE1510078001 Grade ASTM A615/A615M-14 GR 60(420) AASHTO M31-07 Heat # SE15100780 Size 32/#10 Rebar B.L. Number S1-484075 Product 32410 Rebar 60' A615M GR420 (Gr60) Description A615M GR 420 (Gr60) Load Number S1- Customer Part # Customer Spec 1 the described herein has been manufactured In accordance with the specifications and standards nsted above and that it satisfies those requirements. I hereby certify that material Roll Date: 2/22/2015 Melt Date: 2122/2015 C Mn P S Si Cu Ni Cr Mo V Cb 0.42% 1.00% 0.018% 0.049% 0.17% 0.31% 0.11% 0.22% 0.026% 0.0130% 0.003% Yield 1: 65,488psi Tensile 1: 105,105psi Elongation:15.6% in 8"(% in 203.3mm) Bend OK Weight Variation-004.9% Avg Deformation Height: 0.080in Specification Comments: THE UNITED STATES ALLOPRODUCTS PRODUCED ARE WELD FREE (MERCURY, IN ZANY FORM HAS NOf SEEN OCCURRED IN THE (THIN PRODUCTION OR TESTING OF THIS MATERIAL. RECEIVF-i- CITY OF TCiKWILA SEP 11 PERMIT CENTER NeMG-10 January 1, 2012 Enk Nissen Division Metallurgist Page 1 of 2 1 Submittal Transmittal /AO"BSHER ABSHER CONSTRUCTION COMPANY Detailed, Grouped by Each Nur6er f47C) ►S'(�p�' 0 1 Washington Place Project # 528 223 Andover Park E Tel: Fax: Tukwila, WA 98118 Absher Construction Company Date: 8/21/2015 Reference Number: 0041 Transmitted To: Bernt Johnson Transmitted By: Keara Flynn Lund Opsahl Absher Construction Company 1201 First Avenue South PO Box 280 Suite 310 Puyallup, WA 98371 Seattle, WA 98134 Tel: 253-845-9544 Tel: 206-403-5256 Fax: 253-841-0925 Qty Submittal Package No Description Due Date Package Action 1 0010 - 316200 - 1 Steel Piles REVIEWED Transmitted For Delivered Via This am was rmk*W kr n uncrided by ftjurisdiction: Structural Provisions of the Iman ti nd swMing Code Approval Email Items Oty Description Not s ftmoRd Buildme Code 0001 1 Pipe Pile Shop Drawing 0002 1 WPS FCAW-252-3app 0003 1 WPS DC-FCAW-311-24 icu� na °f con with an e Gen subject to the requirements and in is req � terpretationa of the era' 0004 1 WPS DCI-FCAW-1-02 rave of Ire Architect and E IS --- 0005 1 Steel Pile wkh dw bn"s of dte somning jurisdiiWlRttWdW SIMe of ill t n 0006 1 Pile Top Plate + Dywidag Calcs/Drawin s ' o -rvu w1 -C' 9 z y lr 0008 1 Pipe Pile Tensile Test Reports REID MIDDLETON, INC. Submit Specified Items Coo evrew consultint Cc: Company Name Contact Name Copies Notes Remarks For our records; pile product data 08/18/15 (included in this submittal this submittal for reference). & test reports have already been approved per letter from Marjorie to City of Tukwila, dated for reference); dywidag configuration has already been approved via RFI 007 (included in !(REVIEWED FOR DESIGN INTENT ONLY. DIMENSIONS AND QUANTITIES ARE NOTGUARANTFED. SEE STRUCTURAL GENERAL NOTES ON CONTRACT DOCUMENTS. ❑ REVIEWED FOR LOADS IMPOSED ON BASK STRUCTURE ONLY. SEE STRUCTURAL GENERAL NOTE5 ON CONTRACT DOCUMENTS. ❑ NOTREVIEWED Ei(NO E%CEMONS TAKEN ❑ NOTE MARKINGS ❑ COMMENTS ATTACHED ❑ REVISE a RESUBMIT BY BBJ DATE 08/27/2015 LUND OPSAHL, L1C a BRIENEN STRUCTURAL ENGINEERS, PS WASMNGTON PLACE HOTEL & APTS CMIGC: Absher Construction Company Tt" EU W.1 IE: ❑ Rerbwed ® Reviewed As Noted ❑ Correct and Resubmit TIY dWbEn v We+N mr rc1,MNveM w5W r.wEaonYm Yon ntP�N�aIY br wms. awnary aaNrA m,N.se,e.q�.Fn. a aaamreR MR M aneaq eatviw4. By: Kear&Ryrm Datwaivmis Submittal: am Subcon ractor: DeWtt RECEIVED CITY OF TUKWILA SEP 1 1 2015 PERMIT CENTER Signature Signed Date Prolog Manager Printed on: 8/21/2015 AbsherMain Page 1 of 1 b-4--ev'4 15�qbssss` '�A-o� If2, fot'i9?,G11`iol'L —•-.._._.. ...r. __ .....�__ .... .. To Build On Cn9lITeerlITg � Cbttsulting � 'l�siYtlg WELDER PROCEDURE SPECIFICATION Company: DEWITT CONSTRUCTION Project Number: 0689110 WELDING PROCEDURE SPECIFICATION Material Specificatiom.ASTM A706 to A252 GR 3 Rebar Size: #9 & SMALLER Rebar Coating Type: NIA Backing Material; ASTM A262 GR 3 Backing Size: NOT CONTROLLED Welding Process: FCAW Carbon Equivalent:.65 MAX 'Manual or machine: MACHINE Position of Welding: 3G Filler Metal Specification: A5.20 Filler Metal Classification: E71T-8 Shielding Gas: NIA Gas Flow Rate: NIA Single or Multiple Pass: MULTIPLE Single or Multiple Arc: SINGLE Welding Current: DC Polarity: EN Root Treatment: NIA Preheat and Interpass Temperature: 60OF to 600°F Specification/ Procedure Number: FCAW-252.3 Welder: -- Test Results Tensile Strength 2. -- Macroetch Tests 2. .. Visual Inspection Appearance: --- Undercut: --- Porosity: --- NDE Type: N/A Results: N/A WELDING PROCEDURE Pass Elect. Welding Current Joint Details No. Size Am eyes Volta e 3 '1116,r 250 20 SEE AWS D1.4-98 FiGURES 3.3 A & B, 3.4 AND 3.5E +.10% +- 7% RECEIVED CITY OF TUKWILA SEP 1 1 2015 PERMIT CENTER . This procedure may vary due to fabtscation sequence. fit Up. pass size, etc. within the l.imtlation of Variables given in 6.2.ith he requirements of 1. We the undersigned certify that the statements made to this record are correct and that the tests wets prepared, welded, and tested in accordCity Of Portl nd# NIA 6 2 of ANSUAWS 01.4.08. Structural Welding Code -� Reinforcing Steel. — Conducted Manufacturer or Contractor: DEWITT CONSTRUCTION Tested by: Authorized By: Report No: 0689110-38 Date: AUGUST 17 2010 Services performed for this project have been conducted with that level of care and sP.fG ordinarily exercised by members of the profession orcu to the, practicing in this eras under similarbudgetudget and l the entiratprloduct Reports map not bents. No warranty. rep odviced ot edd. except intuit m� ouincluded aitte t permission results of PSI. specific samples tested end rosy s:groups16891Prcjecls12010106891t010817.38.doc_.—__.._......_..__...__...._-- proteselonal service industries, Inc. • 6032 North Cutter Circle, suite 400 • Portland, OR $7217 • Phone 50 12119-17781 Fax 503.r289.1918 CC81 176289 Pr•��� `" �:_r:.l. ji2fl017?'I,Cl1=i'.oT2 ._.._,........_.. .. ..._......... ......_..... I'To Build On En�fno@tfing a Canrrtffing = Tesiing PROCEDURE SPECIFICATION RECORD Company: DEWITT CONSTRUCTION Project Number. 0689110 WELDING PROCEDURE SPECIFICATION Material Specification: ASTM A706 to A252 GR 3 Rebar Size: #9 Rebar Coating Type: NIA Backing Material: ASTM A252 GR 3 Backing Size: 2.5" x 4" Welding Process: FCAW Carbon Equivalent:.55 Manual or Machine: SEMI -AUTOMATIC Position of Welding: 3G Filler Metal Specification: A5.20 Filler Metal Classification: E71T-8 Shielding: Gas: NIA Gas Flow Rate: NIA Single or Multiple Pass: MULTIPLE Single or Multiple Arc: SINGLE Welding Current: DC Polarity: EN Root Treatment: NIA Preheat and Interpass Temperature: 50°F to 400'F Specification/ Procedure Number: FCAW-262-3 Welder. CARY FLANIGAN Test Results Tensile Strength 1.94,000 2. 94,500 Macroetch Tests 1. SATISFACTORY 2. SATISFACTORY Visual Inspection Appearance: SATISFACTORY Undercut: NONE Porosity: NONE NDE Type: NIA . Results: N/A WELDING PROCEDURE RECEIVED CITY OF TUKWILA SEP 1 12015 PERMIT CENTER Pass Elect. Welding Current Joint Details No. Size AmPeres Voltage- i 1-3 1116" 250 20 sm r ►► Zoo IL11 0 ii B= .750" L=1.638" t...t- .K_ I i.,..It q ft n!'t1a.'shrnc Munn In 9 2.1- We the undersigned certify This procedure may vary due to faoneauon sequence, lit -up. pAss SILO. aso. mup'" a -_.-- .-• -- --- --- -- that the statements made in this record are correct and that the tests %veto prepared. welded, and tested in accordance with the requirements of 6.2 of •ANSUAWS 01.4.08. Structural Welding Code - Reinforcing Sleet City of Portland# N!A -Conducted bL+' PSt, INC. Tested by: Manufacturer or Contractor: DEWITT CONSTRUCTION Authorized By: Report No: 0689110-3C Date: AUGUST 17 2010 Services performed for this project have been conducted vrilh Thal level of care and skill ordinarily exercised by members of the profession curently the practicing in this area under similar budget and time restraints. No warranty. expressed or implied, is made. The included lest results apply y Specific samples tested and may not repreaenl the entire product. Reports may not be reproduced, except in full, without written permission of PSI. s:\groups16t391Projectst20101088911010817-JC.doc Protessionat Service Industries. Inc. • 6032 North Cutter Circle. Suite 480 - Portland. OR 07217 0 Phone bo31289.1778 • Fax 601189.191 CC8# 176269 RECEIVED CITY OF TUKWILA 318/Appendix E SEP 1 i' 2015 WELDING PROCEDURE SPECIFICATION (WPS) CENTER PREQUALIFIED QUALIFIED BY TESTING or PROCEDURE QUALIFICATION RECORD.(PQR) Yes { } Company Nacre. 25`^ 'rr COA31TuS iOrn Welding Proc=(es) FeAW . Supporting PQR No.(s)- AW,S D13 FL3t4..-2- 3.1•1 Identification # 25-- FeAW � 311 � Z Revision - Date By Authorized by TY Dew it't- Date 2 .2ws Type -Manual ( } Semi•Automa* (X) Machine ( } "--, Automatic ( j- JOM DESIGN USED POSITION �- G N Tvpe - - G 9n+ le_•v- 1oov8 •t-frJA Position of Groove Fillet 4 Single bf) Double Weld( ) Vertical Progression: Up ( ) Down ( ) Backing Yes ( } No L.)' ial A3 ' Backing Ma a ELECTRICAL CHARACTERISTICS Root Opening t '�' / Root Face Dimensloa Groove Angle so +1v�-5• Radius (J-U) Transfer Mode (GMAW) Short -Circuiting ( ) Back Gouging: Yes( No (>Q Method Globular ( ) Spray ( ) Current: AC ( ) DCEP (') DCEY (X Pulsed ( ) BASE METALS Material Spec. Other TECHNIQUE Type or Grade Thickness Groove Uyllmira. Fillet Stringer or Weave Bead STrivxe.r ,-a o.r Weave - Diameter (Pipe) 2 • Multi -Pass or Single Pass (per side Mu I \ PIe Number of electrodes - S FILLER METALS AWS Specification 5• O Electrode Spacing Longitudinal _N/A AWS Classification "7 Nk- Lateral Angle N SHIELDING Flux ZN81EK$1-I - lb Gas N/A N0A Contact Tube t� Work Distance 3/ elf Electrode -Flux (Class) Flow Rate 948 Peening Interpass Cleaning: _ V& Gas Cup Siie ��A PREHEAT POSTWEN HEATTR£ATME-NT Preheat Temp., Min. 2 'b8 f- Temp. 16 Interpass Temp., Min ZS•f- 6&'F Max S 0' Time NIA � WELDING PROCEDURE Filler Metals Current Joint Details Amps or a= +Io -s' Pass or Wire Weld Type do Feed Travel Layer(s) Process Class Diam. Polarity Speed Volts Speed muHPle- FLAW 6•70T-� �/ `i'.32 DG� N 2oo-310 +/-10% a%zbV R.4eq►t+red anv5 $-1D,IPm 118.'w/-1/g.. Form E-1 (Front) Wm.iInformation MNI .ToBuild On xh n.edng - consurtlng . 7lawng Procedure Qualification Record (POR) #DC-FCAW-311-24 Test Results Tensile Test _ knees Area Ulth ?99 0.296 L 319 0.316 Specimen No. Type of Bend I Result I Remarks 2 Side Passed 3 Side Passed 5 Side Passed 6 Side Passed VISUAL INSPECTION Appearance: Satisfactory Raul hic-Ultrasonic Examination Undercut <i/32" RT Report No.: I Results: Plpina Porosity: None UT Report No.: P15065 1 Results: Passed Conve' : Satisfacto FI L.ET WELD TEST RESULTS Test Date: April 9 2015 Minimum size multiple pass Maximum size single pass Witnessed : ftcaar Canales Macroetch: Macroetch: 1. 12. 1. 12. Other Tests: 3. 13. All -weld metal tension test Tensile Stmngith, psi: Yield PoInt/strenoth, psi. Elongation in 2 in. %-. Laboratory Test No.: Welder's Name: Alex Service Clock No.: Tests conducted by: PSI, Inc. Test Number: 0689110-29 Per.o*„t� %dla�J2z Stamp No.: vve, the unoerwgnea, cernry that ins statements in this record are correct and that the test welds were prepared, welded and tested in accordance with the requirements of section 5, Part B of ANSIIAWS D1.1-10Structural Welding Code -Steel. RECEIVED Signed: Dewitt Construction CITY OF TUi WILA Manufacturer or Contractor By. SEP 11 2015 Title: Date Aaril 20. 2015 PERMIT CENTER services performed for this project have been conducted Mh that level or care and skill ordinarily exercised by mernbors of the profession currently practicing in thie area under slmifar budget and time restraints. No warranty, expressed or implied, Is made. The included test results apply only to the specific samples tested and may not represent the entire prorhrat. Reports may not be roproduoed, except in fun. without written pem6ssion of PSt. p kjroups18091Projecis1201I=6801101Reporsst0422.2Mdoc Proresslanat Sendce lnduo*s, Im - W32 N. cutter elr:te, Sells 480- Perda td, 0R 97217 a PRone 5031280-1778 • Fax $03/288.1918 CCB 11178269 Tested For: Dewitt Construction Inc. Spec.'Code: AWS D1.1-02 Welders Name: Greg Jennings Filler Metal: AWS A5.20, Class E70T-7 Base Metal Spec.: ASTM A-252 GR 3 Plate or Pipe: Pipe Thickness:.376' Type of'Joint: V-Groove Fig. No.: 4AA Single/Double Welded: Single SingleiMuitipie Pass: Multiple Amp: 350 Progression: N/A Volt: 27 F tion Ultr onited Test 1 G I Passed 1Ydfo17?2Q&n #10 ff .To Build Ohs Engineering • Consuking i r8cUn9! WELDING QUALIFICATION TEST Project Number: 689-26023 WPS Number: DCI-FCAW-1-02 Date: December 19, 2002 Report No: 689-26023-13a SSN,: Flux: innershield Preheat: 68°F Inches: 11" Backing: Yes Process: FCAW Current: DC Polarity: EN GROOVE WELD TESTS B=i Positions Thickness Diameter Process RootQuallfied Qualified Qualified Qualified Passed I 1GR,1 F 1 3116" & Up 15.5" & Up I FCAW Visual Inspection (4.8.1) Acceptable: YES X NO Welding Test Conducted/1Nitnessed By: Professional Service Industries, Inc./Al Butzen Mechanical Tests Conducted By: Professional Service Industries, Inc. Date: December 19, 2002 Al Butzen LaSupervjsor, Mechanical,Testing Services We certify that the statements in this record are correct and that the test coupons were p ulED welded, and tested in accordance with AWS D1.1-02. CITY OF TUKWILA Organization:: Professional Service Industries, Inc. By: d'; s.1q(0ups1689ta11weider10ewm 1212-t3a.0oe SEP 1 1 2015 Date: December 19 2002 PERMIT CENTER rtland; OR 91217 Phons 503'269.1770 •Fax fit132rI9•tOtB Pnp1e3310SI Servke Industries. w- - 6332 N. COW Circle. suits 480. P.O. Box 17128 - Po WELDING PROCEDURE SPECIFICATION (WPS) Yes (4) PREQUALIF(ED ( ) QUALIFIED BY TESTING (4) or PROCEDURE QUALIFICATION RECORD (PQR) Yes ( ) Identification #: DCI.FCAW 1.02 Revision 0 1 Date: 12-18-02 By: A. Butzem Company Name: Dewitt onstruction Inc. Authorized By: T Dewitt Date: 12-18.02 Welding Process(es): FCA Type: Manual: Semi -Automatic: Sup ortin PQR o.(s): DCI-F A -02 Machine: Automatic: JOINT DESIGN USED I POSITION T pe: Vee Groove Positron of Groove:1GR Fillet: Single ) Double Weld () Vertical Progression: Up () Down( ) ELECTRICAL CHARACTERISTICS Backing: Yes ( No( Backin Material ASTM A252 GR3 Transfer Mode (GM AW) short-circuiting( Root en : 4+1116-0 I Root Face Dimens n: Groove gle: 45•+10-0 1 Radius (J-U): -- An Globularcy Spr Current: AC (} DCEP ( ) DCEN ( Pulsed ( ) Back Gouging: Yes ) No ( ethod: -- other TECHNIQUE ... BASE METALS Material S c.- ASTM 252 Stnn er or eaveDead: Sid—nd & Weave ulti•Pass or Single Pass per side): Multiple T e or Gr e: 3 Thickness: Groove- .750" 1 Fillet Unlimited Number of electrodes: Single .1 Diameter (Pipe): 11" & U Electrode Spa n : • Lon itudinat: NIA FILLER METALS Lateral: NIA Angle: N/A AWS S ecifica n:A5.20 Contact Tube to Work Distance: /." AWS Ctassi ication: E70T-7 SHIELDING Gas: N/A Peen in : None Interpass Clean ng: Chip -Grin Brus as Required Flux: --- POSTWELD HEAT TREATMENT Composition: N/A Electrode -Flux ( lass low Rate: N/A VA Gas Cup Size: NIA Time: N!A PRE EAT Prehe t Temp. Min -. 68-F - 25-F Interpass Temp., Min. 680E -25•F Max.: 500-F uvrr r% Lt.- MMf%r.Cr111OC - Filler Metals YYGLYII\V r-,wvry Current v..-- Joint Details Pass or Weld Process Volts Travel Speed Type & (amps) or Wire Layer(s) Class Diam. Polarity Feed Speed j� 3 FCAW E70T-7 3/32" DCEN 350 +1-10% 27 +/-1% 8.101PM +1-25% +!- 25% Sit JT RECEV ED C OF TU 1r1 ILA SEP 1 t 15 1219-13b-doe i t:KIVIIT CENTER WELDING PROCEDURE SPECIFICATION (WPS) Yes ( ) PREQUALIFIED ( ) QUALIFIED BY TESTING ( ) or PROCEDURE QUALIFICATION RECORD (PQR) Yes (4) identification #: DCI-FCA -02 ' : A. Butzem Revision 0 Date: 12-18.02 Elte: Com any Name: Dew tt Construction Inc. Authorized 8 : T Dewitt 12-18-02 Welding Process(es): FLAW -Type: Manual: I Semi-Automativ. Supporting FOR No. s : DCI-FCAW 02 Machine: I Automatic: POSITION Position o Groove: 1 GR Fillet: JOINT DESIGN USED Type, Vee Groove Sin !e ) Double Weld( VerticalProgression: Up( Down ( ) ELECTRICAL. CHARACTERISTICS o Backing: Yes (�) No () -Backing material: AS M A252 Transfer Mods (GM short•c rcuitin Open n :1/4 Root Face Dimension: --- Radius J- ): --- Current AC O DCEP O DCEN O Pulsed ) Curre rve Angle: 45° Other. Back Gouging: Yes () No (J) Method:--- BASE METALS TECHN16O Stringer o Weave .Bea : Stnn & Weave Material Spew ASTM 252 Multi -Pass or Single ass per side): Multiple T e or Grade. T ckness: Groove:.375' islet Unlimited —Spacing: her of electrodes: Single iWdinal: N/A giameter (PipeL 1" Electrode -: Lateral: N/A FILLER METALS An le: NIA AWS Speciricat on:A5.20 AM Classi cation: E70T 7 Contact Tu a to Work Distance: Peening: None SHIELDING lnterpass Clean n : Chi -Grind-brush as Re aired Flux: --_ Gas: NIA POSTWELD'HEAT TREATMENT Composition: NIA Electrode -Flux Class Flow Rate: NIA Temp.: NIA Gas Cup Size: NIA Time: N/A PREHEAT Preheat Temp. Min.: 68•F Interpass Temp., Min. 68•F Max.: 250°F aura nimr; PRnCEDURE Filler Metals r• Current Volts Travel Speed Joint Detajis 1 Pass or Weld Layer(s) Process Class Siam. Type & polarity (Amps) or Wire Feed Seed FCAW E70T-7 3/32" DCEN 350 27 8-101PM 3 7 REC IVED CITY OF UKWit . SEP 11 n45 .-e..-:.t�/. w .n.•wA•.Iw f]wWl[i izis•t C.dOC CENTER y:jgMUPSV30w"%vVC&UV" .._ — A4BSHER ABSHER CONSTRUCTION COMPANY Request for Information 007 Detailed, RFIs Grouped by RFI Number Washington Place Project # 528 Absher Construction Company 223 Andover Park E Tel: Fax: Tukwila, WA 98118 RFI #: 007 Date Created: 6/16/2015 Answer Company Answered By Author Company Authored By Absher Construction Company Keara Flynn PO Box 280 Puyallup, WA 98371 Co -Respondent Author RFI Number Subject Discipline Category Dywidags in Lieu of Welded Rebar at Pile Caps Structural Contractor Inquiry Cc: Company Name Contact Name Copies Notes Question Date Required: 6/23/2015 Please reference the attached calculations and drawings. We propose to replace detail 7/S3.201 with the attached dywidag configuration in lieu of welded rebar to connect the pile to the pile cap. Please confirm this is structurally acceptable. Suggestion Answer Date Answered: The proposed connections are structurally acceptable, Absher to coordinate any required submittals and coordination with the building department for approval. Any work prior to building department approval will be at Absher's own risk. Bernt Johnson, Lund Opsahl 6/17/15 RECEIVED CITY OF TUiKWILA SEP 1 1 2015 PERMIT CENTER Prolog Manager Printed on: 6/16/2015 AbsherMain Page 1 of 1 vh.E, f 1 11-2 vk) 1\ k"L-A, L (; C2 t) 1 CiNTIA CH tilt --2 Ll 0 RECEIVED ICITY OF TUKWILA SEP 112015 PERMIT CENTER VjAt>9,&)6- ToJ k4lz Cjlq-Ee,0SfDU HL.6- ( 4) �4OAL- SlAtfIr-S 5 kv4w.) e 5o 711 `` D--_____Y��gK t,zs�, A-zl,, wl,yw J,4- t1i No-r Hu RECEIVED ^STY OF TUKWILA SEP 1 1 2Q45 PERMIT CENTER Bar Properties DYWP Drill Hollow Bar - DYWIDAG THREAD13AFP -i DYWIDAG THREADBAR® Reinforcing Steel ASTM A615 (Grade 75) THREAD13ARO Maximum YleidStress Cross Section Area Yield Load Designation THRFADBAR® Nominal Weight Diameter (fy) (As) (fy x As) [in) ' (mmI , [in) (mml I W I (MPal (inj [mrM [kips) I W I Pbs/Rj [k9/m] #6 19 0.86 22 75 517 0.44 284 33.0 147 1.50 2.23 #7 22 i 0.99 I 25 I 75 517 0.60 j 387 I 45.0,- - I 200 2.04 3.04 #8 1 1 25 1.12 28 75 617 0.79 510 59.3 264 2.67 3.97 99 29 1.26 I 32 75 517 1.00 I 645 75.0 334 3.40 5.06 #10 32 1.43 36 75 I I 517 1.27 819 95.3% 424 4.30 6.40 #11 36 1.61 41 75 I 517 1.56 1.006 117.0 590 fi.31 ? 7.90 #14 43 1.86 47 75 517 2,25 1,452 168.8 751 7.65 11.38 9:18 57 2.50 64 + 75 517 4.00 2,581 300.0 1,335 13.60 20.24 1120 63 2.72 69 I 80 552 4.91 3,168 393.0 1,748 16.70 24.85 $124 75 I 3.18 I 81 ' 75 ( 517 I 7.06 i 4,555 529.5 ' 2,355 24.09 35.85 ! 028 90 3.68 94 75 517 9.62 6,207 721.5 3,209 32.79 i 48.79 Note: Maximum test load = 90% of the yield load Mill length = 60'-0' for #6 through #24 bars and 48'-0' for #28 bars DYWIDAG THREADBARO Prestressing Steel ASTM A722 (Grade 150) THREADBARe Maximum Ultimatestress Cross Section Area Ultimate Load Designation THREADBARe Nominal Weight Diameter (fu) (As) (fu x As) Imm] Pn] I [mm) I (ksii] I [MPa) fwq I [mrM ! [Wpsl W R /ftl I [k9/ml 1' 26 1.20 31 150 1,034 0.85 548 127.5 567 3.01 ti 4.48 1-1/4' 32 1 I I 150 1 034 806 ! 187.5 ( 39 1-3/8' 1.63 41 150 1.034 1.58 1,019 237.0 1,054 5.56 8.27 �36 - 2.01 51 i i i 1 i/ I 9.10 2-1/2' 66 2.79 71 150 1,034 5.16 31355 i+ 774.0 3.470 18.20 26.36 3' j 75 3.15 I 80 150 i 1.034 6.85 ! 4,419 1 1.027.0 4 3,656 1 24.09 35.85 Note: Maximum test load = 80% of the ultimate load RECEIVED Mill length =60'-0'for1'.1'/s'and1%'barsand 45'-0`for 13/4%21h'and3'bars CITY OF TUKWiLA DYWIO Drill Hollow Bar Properties SEP t 1 2015 Bar Nominal Outer Average Yield Average Cross Yield Load Ultimate Load Designation Diameter Stress (M SectionArea (As) (NxAs) (fu) Nominal Wei ht PERMIT EENTER ' Pn[ immi [ksi] (MPaj ring [mml I Ikips) i P<M p4psj I [kM ' Pbs/ft] [kg/mj R25N 1.00 25 75 520 0.45 290 a 34 150 45.0 200 1.65 2.30 R32N 1.25 32 ( 77 530 0.67 I 430 52 230 63.0 280 j 2.28 3.40 R32S 1.25 32 78 540 0.81 520 63 280 81.0 360 2.76 4.10 R38N ! 1.50 I 38 I 75 520 1.19 I 770 90 400 112.4 500 I 4.10 6.10 R51 L 2.00 51 74 510 1.38 890 101 450 124.0 550 4.70 7.00 T40N 1.57 ( 40 84 577 1.41 910 j 118 525 148.4 660 4.77 7.10 R51 N 2.00 51 86 590 1.66 1,070 142 630 180.0 800 5.64 8.40 T76N 3.00 , 76 83 570 3.29 2.120 270 1,200 360.0 1,600 11.20 16.70 T76S 3.00 76 80 550 4.26 2,750 337 1.500 427.0 1,900 14.60 22.00 Note: Maximum test load =100% of the yield load Standard bar legth is 9'-10", longer length available with special order 18 1785 Schurman Way - WoodlandWA 98674 (360) 225-1133 • (800) 451-9581 -Toll Free (360) 225-0204 - Fax WE w/( 9� 11 1t �lkmf--vet- 40LC---5 RECEIVED CITY OF TUKWILA SEP 1 1 2015 PERMIT CENTER 'To Build On Ongtheorfag s coa urthur a rest/rig WELDER PROCEDURE SPECIFICATION Company: DEWITT CONSTRUCTION Project Number: 0689110 WELDING PROCEDURE SPECIFICATION Material Specificatiow.ASTM A706 to A262 GR 3 Rebar Size: #9 & SMALLER Rebar Coating Type: NIA Backing Material: ASTM A262 GR 3 Backing Size: NOT CONTROLLED Welding Process: FCAW Carbon Equivalent:.65 MAX 'Manual or Machine: MACHINE Position of Welding: 3G Filler Metal Specification: A5.20 Filler Metal Classification: E71T-8 Shielding Gas: NiA Gas Flow Rate: NIA Single or Multiple Pass: MULTIPLE Single or Multiple Arc: SINGLE Welding Current: DC Polarity. EN Root Treatment: NIA Preheat and interpass Temperature: 607 to 600°F Specification/ Procedure Number: FCAW-252-3 Weider: -- Test Results Tensile Strength 1. -- 2. -- Macroetch Tests 1. •- 2. -- Visual Inspection Appearance: --- Undercut: --- Porosity: -- NDE Type: N/A Results: N/A WELDING PROCEDURE Pass Elect. Welding Current No. Size -Amperes Volta e 3[AM 61r 1 260 20 SEE AWS D1.4-98 +-10% +- 7% Joint Details 3.3A&13,3.4AND 3.5E This procedure may very due to fabrication sequence. fit -up, pass size, etc. vi+thin the Limitation of Variables given in 6.2.1. We the undersigned cattily that the slat Monts made in this record are correct and that the tests were prepared. Yielded. and tested in accordance of Portlahe nd# uiremeNIA of 6.2 of ANSVAWS 01.4.00. structural Welding Code - Reinforcing Steel. - Conducted by:. PSI, INC. Tested by: Report No: 0689110-3B Manufacturer or Contractor: DEWITT CONSTRUCTION Authorized By: Date: AUGUST I r 2010 Services performed for this project have been conducted with that level of care and sY,,ill ordinarily exercised by members at the profession currently practicing in this area under similar budget end lime rostntnt:. No Narranty, expressed or implied, is made. The i5MF ppj MA specific samples tested and may not represent the entire product. Reports may not be reproduced, except in furl, µft T d, +hwKW41LA sV(oups1869tpro1CcI$V01o►oss9110W811.313.doc ^--_._.__ ____.__._____ _-•- - _ ...—_ V Professtanal Service indusithm Inc. - 6032 North Culler Circle, Suite 480 6 Poritand, OR 97217 Phone 5010289.1778 JGr 1 11��15 CC9$176269 LU PERMIT CENTER .To Build Qn F.nglneeetng • Consulfafng t 111S Ing PROCEDURE SPECIFICATION RECORD Company: DEWITT CONSTRUCTION Project Number: 0689110 WELDING PROCEDURE SPECIFICATION Material Specification, ASTM A706 to A252 GR 3 Rebar Size: #9 Rebar Coating Type: NIA Backing Material: ASTM A262 GR 3 Backing Size: 2.6" x 4" Welding Process: FCAW Carbon Equivalent:.66 Manual or Machine: SEMI -AUTOMATIC Position of Welding: 3G Filler Metal Specification: A5.20 Filler Metal Classification: E71 T-8 Shielding. Gas: NIA Gas Flow Rate: NIA Single or Multiple Pass: MULTIPLE Single or Multiple Arc: SINGLE Welding Current: DC Polarity: EN Root Treatment: NIA Preheat and Interpass Temperature: 60'F to 400'17 Specification/ Procedure Number: FCAW-262-3 Welder. CARY FLANIGAN Test Results Tensile Strength 1.94,000 2. 94,660 Macroetch Tests 1. SATISFACTORY 2. SATISFACTORY Visual Inspection Appearance: SATISFACTORY Undercut: NONE Porosity, NONE NDE Type: NIA. Results: NIA wFl nlNrZ PROCEDURE Pass Elect. Welding Current .Joint Details No. Size Amperes Volta e 1-3 1116" 250 20 stilt F atEl t II 0 t.4 B= .750" L=1.638" ..,.E_ , c_n_d_ ...rv..t�wr.� ntv.n to R 9 1 We the undersigned certify This procedure may vary due Id fabricalign sequence, III -UP- Pass ilia. era. wnnur ul. v 11............r......- that the statements made In this record are correct and that the tests were prepared, welded, and tested in accordance w8h the requirements of 6.2 of •ANSUAWS D1.4-0e. SlructuratvJelding Code — Reinforcing steel. City of Portland# NIA ♦♦ Conducted bv: PSI. INC. Tested by: Manufacturer or Contractor: DEWITT CONSTRUCTION Authorized By: Report No: 0689110-3C Date: AUGUST 17 2010 services performed for this project have been conducted vdlh [hat level of care and OKI ordinarily exercised by members of the profession currently practicing in this area under similar budget and time restraints. No warranty, expressed or implied, is made. The included my to the specific samples tested and may not represent the entire product. Reports may not be reproduced, except in full %ithoul cur � � s:19roup%%68Wrojeelst2oi01066911010517.3e.doe CITY OF TU K W I L A Professional service industries, Inc. - 6032 North Culler Circle. Sidle 460 - Portland. OR 97217 - Phone 503M69.177tp 6 f r -R1 CCBM 178269 �tr' 20115 PERMIT CENTER 318/Appendix E WELDING PROCEDURE SPECIFICATION (WPS) Yes.( ) PREQUALIFIED QUALIFIED 13Y TESTING WE or PROCEDURE QUALIFICATION RECORD (PQR) Yes( } Identification tl �' FCAW 31I ^ 2y Name UM+- Revision Date By Company �'rr Cotn=LtCriorL Autborizedby -t'f DP-W"-er• DaLe 3 Z Zo1S Welding Process(es) -FcAW Type - Manual ( ) Semi Automatic (X) W.S D1.1 Fi4�trr✓ 3.Y - - Supporting PQR No.(s)_A, Machine ( ) ` �""•'" "-•Autotnatc { ) JOINT DESIGN USED Type , - GF POSITION Position of Groove G Fillet N A Single 00 Double Weld( ) Vertical Progression: Up { ) Down ( ) Backing Yes ( ) `to �3 Backing Ma erial ELECTRICAL CHARACTERISTICSRoot Opening t�io�tFace DimensionGroove Angle '!/0�-Radius (J-U) Transfer Mode (GMAW) Short -Circuiting ( ) Back Gouging: Yes( j No (9G) Method Globular( ) Spray ( ) Current: AC ( ) DCEP (') DCEX (A Pulsed ( ) BASE METALS Material Spec. AZSZ ' ::S ;wall :• S"wqt) Other TECHNIQUE Type or Grade - Thickness Groove Will ►te' Fillet " Stringer or Weave Bead sTr' sK *,4 Weave- Diameter(Pipe) Z Multi -pass or Single Pau (per side) Mu lr;QIQ Number or electrodes GT 1� FILLER METALS AWS Specification S.zo Electrode Spacing Longitudinal AWS Classification - -E 107 -7 AI Lateral NIA Angle MIA SHIELDING Flux r#yNEKS as MW Composition N/A 3� ,. Contact TuAto Work DistanceElectrode-Flux (Class) Flow Rate A11A NSA . — peening Interps Cleaning: GIr% +�►+ brt k roae as Gas Cup Sue 11//A - PREHEAT POSTWELD HEAT TREATMENT Preheat Temp., Min. 25 F-68*r- Temp. Al interpass Temp., Min 2S*F- M*j: Max S 'F Time Rl/ WELDING PROCEDURE Filler Metals Current Joint Details Amps or rt1116* Pass or Wire a= +i°-5' Weld Type & Feed Travel Laycr(s) Process Class Diam. Polarity Speed Volts Speed k c► rtluhi v1c FGAkI EVoT•? 4/3Z DGEN 200-310 . +/-10% Zo-?9V *./-fib as ae rtgjred R W"'D CITY Foci E-1(Front) - SEP 1 1 2015 PERMIT CENTER ffiP-HfiFWFF.TbBui1dQn Itrfornuition 6logbeeerhl� • aontr d t q a >rtet Procedure QuaiNication Record (POR) ADC-FCAW-311-24 Test Results Tensile Test knees Area Ultimate Tensil Load, lbs. �98 0.296 -- - 201407._ 319 0.316 22,737 2 Side Passed 3 Side Passed 5 Side Passed 6 Side Passed VISUAL INSPECTION Appearance: Satdsfad Radi hio-Ultrasonie Examination Undercut: <1=' RT Remit No: IResults: Pipirm Poros . None UT Remd No.: P15065 1 Results: Passed Conve f . Satislactori FILLET WELD TEST RESULTS Test Date: Apdl 9 2015 Minimum size multiple pass Maximum size single pass Witnessed W. R29or canates Macroetctr Macroetch: 1. 2. 1. 12. OtherTests: 3. 3. All -weld metal tension test Tensile Strenath. Yield Poindsire th si: Elongation in 2 In. iL- l.abora Test No.: Welder's Name: Alex Service Clock No.: Stamp No.: Tests conducted by: PSI, Inc. Test Number: 0689110-29 Per: >Xcze— ■rc, uro wwrora,unt-v, cerury inat the statements 1n iris record are correct and that the twit Welds Were accordance with the requirements of section 5, Part B of ANSI/AWS D1.1-105tructural Welding Code-' Signed: Dewitt Construction Manufacturer or Contest r By: Title: Date April 20.2015 8-icea pedOmmd tar this project have been conducted WM OW lewt of pre and SIX otdinadt/ a dsed by members of the procession curmntty ptacttciny in Oft area wider similar budget and time restmints. No �vatranty, expressed or implied, Is made. The included test results apply only to the speditr samples tested and may not represent the entire product. Roports maynot be reproduced, except to full, without wdtten pem fission al PSI. 1LVGupsta891Projeets12019468011WUW ds;0122.21doc RECEIVED PtoressionalStrike lodusules.Inc, •6032KCutterCkle,Sotte480•Portland,oe97217.Pliant 503/299-1778• / 9 UMILA CO 11176269 SEP 1 1 2015 PERMIT CENTER Tested For: Dewitt Construction Inc. Spec. -Code: AWS D1.1-02 Welders Name: Greg Jennings Filler Metal: AWS A5.20, Class E70T-7 Base Metal Spec.: ASTM A 252 GR 3 Plate or Pipe: Pipe Thickness..375" Type of'Joint: V Groove Fig. No.: 4.4A Single/Double Welded: Single Single/Multiple Pass: Multiple Amp: 350 Progression: NIA Volt: 27 Do% formation ToBuild an Eny/neettng • Consuiting o Testing WELDING QUALIFICATION TEST Project Number: 689-26023 WPS Number: DCi-FCAW-1-02 Date: December 19, 2002 Report No: 689-26023-13a SSN; Flux: innershield Preheat: 68*F Incites: 11" Backing: Yes + Process: FCAW Current: DC Polarity: EN GROOVE WELD TESTS Position Ultrasonic Bend Tests Positions Thickness utameter rrv:aa Tested Test Root Face Side I Qualified Qualified Qualified qualified Passed 9GR,1F 3116" & Up 5.5" S Up i FCAW I Passed I Visual Inspection (4.8.1) Acceptable' YES X NO Welding Test Conductedffifitnessed By: Professional Service Industries, Inc./Ai Butzen Mechanical Tests Conducted By: Professional Service Industries, Inc. Date: December 19, 2002 At Butzen, La Supervisor, Mechanical -Testing Services We certify that the statements in this record are correct and that the test coupons were prepared, welded, and tested in accordance with AWS 131.1-02. Organization:: Professional Service Industries, Inc. By: Date: December 19 2002 /a RECEIVED s: 9roupatsa9+altweidenor.,te 121s-13a.aoc /( : w .{ c+w. " CITY OF TUKWILA SEP 1 1 205 Prp;#ssbnai Serviet loUshtes, irr - 6032 N. Cutter Ofda. Suite 4SD P.O. e*:17t26 - Portland, OR 97217 o PhD" S J2 F 01289.1918 r(j CENTER WELDING PROCEDURE SPECIFICATION (WPS) Yes (4) PREQUALIFIED ( } QUALIFIED BY TESTING (4) or PROCEDURE QUALIFICATION RECORD (PQR) Yes Identification #: OCI-FCAW 1-02 Revision 0 1 Date: 12-18-02 8 : A. Butzem Coma Name: Dewitt ConstrucCron Inc. Aut orized BY: Ty Dewitt Oate: 12.18.02 Welding process(es): PTAW . : Type: Manual: Semi -Automatic: SupportingPOR o.(s): DCI-FCA -02 Machine: Automatic: JOINT DESIGN USED POSITION -Type: Vee Groove Position of Groove: IGR I Fillet: single Double Weld( ertica Progre on. up( Down( ) Backing: Yes ( No( ) ELECTRICAL CHARACTERISTICS Backing. Mate at ASTM A252 GR3 Transfer Mode MAW) short-circuiting ( ) Root en 4+1 18-0 Root Face Dimension: ---. Groove Angle: 45•+10-0 Ra ius kJ-U}: -- lobular Current: AC ) DCEP ) OCEN ( Pulsed ( ) Back Gouging: Yes ) No ( ethod:-» Other BASE METALS Material S c.• ASTM 252 TECHNIQUE Stnn or or Weave Bead: String & Weave 771 Type or Gr e: 3 'Multi -Pass or Si le Pass per side): Multiple Thickness: Groove: Az -.750" FFIllet Unlimited Number of electrodes Single Diameter P e :11" & U Electrode S in : • I Longitudinal: NIA FILLER METALS Lateral: NIA N A S A Speci ication: -20 AWS Classification: E70T-7 nc Contact Tube to work Distance:'.' SHIELDING NIA Peening: None Interpass leaning: Chip -Grind -Brush as Required Flux: --- Gas: Composition: NIA POSTWELD HEAT TREATMENT Electrode -Flux (Class) Flow Rate: NI Temp.: NIA Gas Cup Size: NIA Time: N/A PREHEAT Preheat Temp. Min.: 68•F - 25°F F nterpass Temp., Min. 68•F -25•F Max.: 500•F FI- w. L,A 20C Pass or Weld Process Filler Metals vvcL.vn.4.a r- Current Volts Speed Joint Oetai Type & Am s orTravel Wire Layer(s) Class Diam. Polarity Feed Speed i. 3 FCAW E70T-7 3/32" DCEN 350 27 +1-7% 8-101PM +1-25% +l- 25% z=i t EC --- . ---- -.,-. flip71 lilUil1: . 5:19t0UpSl5ttl9P4l%vVeiccnvvciur,uw.rv.c......••••••-•- --- -- - Ww%wV1L.Ji SEP 1 1 2015 PERMIT CENTER WELDING PROCEDURE SPECIFICATION (WPS) Yes ( ) PREQUALIFIED ( ) QUALIFIED BY TESTING ( ) or PROCEDURE QUALIFICATION RECORD (PQR) Yes Identification #: DCI-FCAW-02 Reviston 0 Date:11.18-02 B : A. But -em Company Name: D tt Construction Inc. Authorized By: T Dewitt Date: 12.18.0 Weld ng Process(es - FCAW Type- Manual: I Semi -Automatic: Supporting PQR o. s . DCI-FCAW 02 Machine: Automata: POSITION Position o Groove:1 GR Fillet: JOINT DESIGN USED Type: ee Groove Single ) Oouble Weld {) Verticalrogre on: Up () Down ( ) ELECTRICAL CHARACTERISTICS ' Backing: Yes (4) No( Baskin Mat -dot ASTM A252 GR3 Transfer Mode GMA short- rcuitin ( RootOpening.14 Root Face Dimension: --- I'Rai Globu or OCEN () Pulsed( ) Current AC () DCEP ( ) Groove Angle: 45° Back Gouging: Yes() N Other. TECHN101M Stringer o Weave Bea : Oq & Weave BASE METALS Material Spew ASTM 252 Multi -Pass or single Piss(per side): Multiple TV e or Gra e: Thickness: Groove:. 75' Fillet: Unlimited Electrode S lac n -es- Singletudtnai: NIA giameter (P pe :11" Lateral: NIA FILLER METALS An le: N A AWS Spec+ +cat on:A5.20 AWS Class+ +ca on: ETOT 7 Contact Tube to ork Distance: 0/4" Peening: None SHIELDING Interpass C can : Chip -Grind -brush as Re uired Gas: NIA POSTWELD'HEAT TREATMENT Composition: N/A Electrode -Flux (Class) Flow Rate: NIA Temp.: NIA Gas Cup Size. NIA Time: A PREHEAT Preheat Temp. Min.: 68°F interpass Temp., Min. S8°F Max.: 250°F we+ niNG PROCEDURE Pass or Filler Metals Current Volts Travel Speed Type & (Amps) or Wire Weld Process Crass Diam. Polarity Feed Layer(s) Speed 3 FCAW E70T-7 3132" DCEN 350 27 B-101PM RE( _ ...- w ..sw.a"inewlit 1219-13c.doC FEIVED s•19rcvpstp°ylhnrvcww...... ..w-...-•,•.-_.---• -- - - SEP 1 1 2015 � 1 T PERMIT CENTER 9901 NE P Ave. Suite B233 Vancouver, WA 98685 PO Box 65489 Vancouver, WA 98665 360 574 4000 Memorandum a©© ROGGENKAMP STRUCTURAL ENGINEERS, Pc Piles Top Plate; June 4. 2015; To: Garth I From: David A. Roggenkamp, PE, SE Company: DeWitt Construction I Date: June 4, 2015 Subject: Pile Top Plate Garth, RSE Project Name: Washington Place RSE Project Number: 14540 On the Washington Place project, we have reviewed the top plate on the 24" diameter (OD), 0.5" wall pipe pile. Tension: load is 350K x 1.33 = 466K. We recommend the following: • (4) 1 3/8" diameter Grade 150 bars thru the pile plate, with full nut below and a jam nut above the plate • Holes through plate are to be up to an eighth inch larger diameter than the measured OD of the bar. • The 4 bars are equally spaced The centers of the bars are located 3.0" in from the ID of the 24" diameter pile • Steel plate on pile: Fy = 50 ksi • Steel plate on pile: thickness is 2 5/8", diameter is 25 1/2" • Weld with 7116" fillet around the perimeter of the plate to the pile (underside of the plate to the side of the pile) • At the top of the bars, develop the bar with a dywidag steel plate and a full nut above and a jam nut below Compression: load is 650K x 1.33 = 865K (433T). The 2 5/8" plate indicated for tension is adequate to support this compression load. RECEIVED v--OGO.��,. CITY OF TUKVYII.A Please let us know if you need anything additional, �.� of wASH�� ' -� SEP 11 2015 2 Dave RECEIVED � 4if CENTER CITY OF TUKWI1.A V 19676 r,{" SEP 1 i 2015 +ID fkAL f`1- ♦- ��-- tam J'SION AI, i*, PERMIT CENTER ' 990i NE 7m Ave. Suite 8233 Vancouver, WA 98685 PO Box 65489 Vancouver, WA 98M 360 574 4000 June 4, 2015 STRUCTURAL CALCULATIONS RSE project 14540 Plate on 24" Diameter Pile Washington Place Tukwila, Washington For DeWitt Construction Reference RSE Memorandum dated June 4, 2015. Calculation pages 1 of 2 and 2 of 2, June 3, 2015 FRT-SI EI ROGGENKAMP STRUCTURAL ENGINEERS, Pc SHEET NUMBER: COVER RECEIVED CITY OF TUKWIt A SEP 1 1203 PERMIT CENTER 360 574 4000 Office PO hex 65489 Vanrnllv,n WA QARAlii 0©® ROGGENKAMP STRUCTURAL ENGINEERS, PC iFY i'Yi�L✓ � rri� st SKEET NUMBER: OF rb it ,� �"'1 �{:. � f✓ . � W st `� �CNIG��y yy \ /77 4 RECEIVED CITY OF TUKWILA SEP 1 1 2015 PERMIT CENTER 360 574 4000 Office PO Box 65489 mom ROGGENKAMP STRUCTURAL ENGINEERS, Pc SHEET NUMBER: OF Pile Top Plate - fx�mPLt zscur Pile OD 24 wall t O.5 Compression (Ton) 433 866 kips use C=650 x 1.33=865K=433T Load factor ASD to Str 1.4 A (OD) 452.16 q 1.92 ksi q str 2.68 ksi concrete brg allow F'c= 3 ksi brg ult 3.315 ksi uses (sgrt A2/Al) = 2 needs to be greater than q Plate design ID= 23 inches a= 11.5 inches ro= 0 Roarcks kmc= 0.20625 Roarcks M= 52.24147 "k Roarcks formula Mu= 73.14 "k Mn = Mp = FyZ </=1.6My for pl, always less Z= bd^2/4 Fy= 50 ksi Plate d= 2.55 inches RECEIVED CITY OF TUKWILA SEP 1 1 2015 PERMIT CENTER NORTHWEST LABORATORIES of Seattle, Incorporated ESTABLISHED 1896 Technical Services for Industry, commerce, Legal Profession & Insurance Industry 241 South Holden Street • Seattle, WA 98108-4359 • Phone: (206) 763-6252 • Fax: (206) 763-3949 www. nwlabs1896.com Report To: Material Testing & Consulting Attention: Deane Ramsdell Report On: Steel — P.O. #10554 AUB IDENTIFICATION: #4-1 thru 4-4 24" A252 Grade 3 Pipe, Heat #15201284 TEST PROCEDURE: Test Per ASTM A370-13 / A252 Gr 3 TENSILE TEST RESULTS: Date: August 10, 2015 Lab No. E89432 Specified 4-1 4-2 4-3 4-3 Grade 3 Pipe O.D. (in. 24.0 24.0 24.0 24.0 Width (in.) 0.507 0.511 0.512 0.478 Thickness (in.) 0.472 0.473 0.473 0.473 Area (in. sq.) 0.2393 0.2417 0.2422 0.2261 Yield Strength (lbs.) 0.2% offset 13,324.4 14,711.9 14,826.8 13,450.9 Yield Strength (psi) 55,700 60,900 61,200 59,500 45,000 Ultimate Load (lbs.) 19,284.3 19,379.7 19,256.1 18,009.6 Tensile Strength (psi) 80,600 80,200 79,500 79,700 66,000 Elongation in 2 (in.) 0.67 0.70 0.67 0.63 Elongation (%) 33.5 35.0 33.5 31.5 20.0 This report applies only to the actual samples tested. Northwest Laboratories does not certify, warrant, or guarantee any products manufactured by others. Samples will be discarded within thirty (30) days unless otherwise requested in writing by you. NORTHWEST LABORATORIES, INC. C Richard J. Schefsky 11, Technical Manager wbm RECEIVE[) CITY OF TUKWILA SEP 11 2'C;5 PERMIT CENTER NORTHWEST LABORATORIES of Seattle, Incorporated ESTABLISHED 1896 Technical Services for: Industry, commerce, Legal Profession & Insurance Industry 241 South Holden Street • Seattle, WA 98108-4359 • Phone: (206) 763-6252 • Fax: (206) 763-3949 www. nwlabsl896.com Report To: Material Testing & Consulting Attention: Deane Ramsdell Report On: Steel — P.O. #10554 AUB IDENTIFICATION: #5-1 thru 5-4 24" A252 Grade 3 Pipe, Heat #15201285 TEST PROCEDURE: Test Per ASTM A370-13 / A252 Gr 3 TENSILE TEST RESULTS: Date: August 10, 2015 Lab No. E89432-1 Specified 5-1 5-2 5-3 5-3 Grade 3 Pipe O.D. (in. 24.0 24.0 24.0 24.0 Width (in.) 0.496 0.501 0.502 0.504 Thickness (in.) 0.472 0.481 0.467 0.467 Area (in. sq.) 0.2341 0.2410 0.2344 0.2354 Yield Strength (lbs.) 0.2% offset 15,690.8 14,526.1 14,001.6 16,744.7 Yield Strength (psi) 67,000 60,300 59,700 71,100 45,000 Ultimate Load (lbs.) 19,636.6 21,635.2 19,994.7 21,125.3 Tensile Strength (psi) 83,900 89,800 85,300 89,700 66,000 Elongation in 2 (in.) 0.67 0.55 0.60 0.54 Elongation (%) 33.5 27.5 30.0 27.0 20.0 This report applies only to the actual samples tested. Northwest Laboratories does not certify, warrant, or guarantee any products manufactured by others. Samples will be discarded within thirty (30) days unless otherwise requested in writing by you. NORTHWEST LABORATORIES, INC. Richard J. Schefsky II, Technical Manager wbm RIECEIVEU CITY OF TUKVi/ILA SEP 1 12015 PERMIT CENTER NORTHWEST LABORATORIES of Seattle, Incorporated ESTABLISHED 1896 Technical Services for. Industry, commerce, Legal Profession & Insurance Industry 241 South Holden Street • Seattle, WA 98108-4359 • Phone: (206) 763-6252 • Fax: (206) 763-3949 www. nw1abs1896.com Report To: Material Testing & Consulting Date: August 10, 2015 Attention: Deane Ramsdell ReportOn: Steel —P.O. #10554 AUB Lab No. E89432-2 IDENTIFICATION: #8-1 thru 8-2, 18" A252 Gr 3 Pipe, Ht. #15302948 #9-1 thru 9-2, 18" A252 Gr 3 Pipe, Ht. #15302949 TEST PROCEDURE: Test Per ASTM A370-13 / A252 Gr 3 TENSILE TEST RESULTS: Specified 8-1 8-2 9-1 9-2 Grade 3 Pipe O.D. (in. 18.0 18.0 18.0 18.0 Width (in.) 0.501 0.497 0.507 0.498 Thickness (in.) 0.470 0.469 0.475 0.473 Area (in. sq.) 0.2355 0.2331 0.2408 0.2356 Yield Strength (tbs.) 0.2% offset 20,114.3 16,255.2 19,430.3 18,685.9 Yield Strength (psi) 85,400 69,700 80,700 79,300 45,000 Ultimate Load (tbs.) 21,887.3 22,362.1 22,064.3 21,366.7 Tensile Strength (psi) 92,900 95,500 91,600 90,700 66,000 Elongation in 2 (in.) 0.53 0.48 0.51 0.48 Elongation (%) 26.5 24.0 25.5 24.0 20.0 This report applies only to the actual samples tested. Northwest Laboratories does not certify, warrant, or guarantee any products manufactured by others. Samples will be discarded within thirty (30) days unless otherwise requested in writing by you. NORTHWEST LABORATORIES, INC. Richard J. Schefsky I.I, Technical Manager wbm RECEI'vE CITY OF TCiKWILA SEP11L` PERMIT CENTER UND August 18, 2015 Mr. Jerry Hight Building Official City of Tukwila 6300 Southcenter BLVD, Suite 100 Tukwila, WA 98188 Project: Washington Place Hotel/Apartment Permit Number: D15-0111 Re: Pile Grade Substitution Jerry, It has been brought to my attention that the pile grades specified on 51.01 of the Pile Permit set for the above mentioned project have been substituted by the contractor to ASTM A252 Gr 3 with mill certifications verifying the higher yield strengths of the steel supplied for this project. This is a common substitution for the higher strength pipe since A252 is often used for pipe fabrications. This substitution was not identified until the city inspector reviewed the mill certifications on site and brought it to our attention. We required the contractor to take samples from piles on site and verify the strength. The contractor has taken steel coupons from the excess pile material for testing, eight coupons were tested for the 24" diameter piles and four coupons were tested for the 18" diameter piles. The following results indicate compliance with the design strength of the piles and we accept the substitution. Pile Size Specified Yield Strength Mill Certification Lowest Yield Strength Tested Lowest Yield Strength 18" Diameter 65 ksi 69 ksi 69.7 ksi 24" Diameter 50 ksi 55 ksi 55.7 ksi We have received all the above mentioned documents and reviewed the pile substitution. The contractors proposed substitution is acceptable and meets the material requirements of the permit documents. Please contact me with any questions. Sincerely, Marjorie Lund, PE, SE Principal Lund Opsahl LLC Attachments: City of Tukwila Pile Inspection No. 3 Mill Test Certificate 201505037 Mill Test Certificate 201505037-1 ASTM A370 Test Results cc: Omar Lee Christine Lee Paul Soldwedel Paul Brienen Karsen Keever Keara Flynn RECEIVED CITY OF TUKWILA SEP 1 1 2015 PERMIT CENTER 1201 First Avenue South, Suite 310 1 Seattle, Washington 98134 1 206-402-5156 1 www.lundopsahl.com INSPECTION RECORD u Retain a �y ' co with permit C� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (266) 438-9350 Project: Type -of Inspection: Addres Date alled: Special Instructions: AA Date Wanted: a.m. — � r P.M. 'Requester; Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 t 1 ff..` V t Azi 00 r c/ -z tv/ v q /r—/ /,z,, r 1.10 (((7-0 �J� I '02) pit RECEIVED 20 13 f 1.�, �o C- f O &ERMIT CENTER Inspector: Jcec I Dater —/.I— (REIN ECTION FEE REQUIRED. Prior to next inspection. fee must be Caid 69� GuiRKen _716Tvd.. Suite 100. Call to schedule reinspection. MILL TEST CERTIFICATE IIULUDA0CITY %71:1:1 PIPE INIII ISTRIAL CO..1.TD Customer: PIPli AND PILING SUPPL.II.S IAD. Contract No.: I 0554-A U B pp tt Standard: ASTM A252 GRX 65KS1 Qii�C�il.; L Description: NEW CRW STEEL PIPE u•11. —1—el s,n. heel_ A t IIIAAA111- IV f9d1ArA Add: Cishan Vdl.tge. Ixoggang Dishict, i hdudao Cif}. UnoawglIr imc. China Post cWe: 1&03 Tel: 86 429-ZOSKS66 FR%: M 4;9 -204333 l? W > j c%l W Certificate No.: 201505037 CU I.-LL Date of Issue: May 14,201 5W 0 w L>G to cc a anipp ug IvjHFK;1'll-I: IAIN1J VJIJINv ow. ... . _... _ - ' - Dimcasion Quantity Chealica, ComPtts(tion serial Number Pipe -I)Pcs G:attc Heat Nwybcr an Wail lxn(Kh Wcl�tl ton lilts rn C 0 tl si Mn � P • S O Co O Cr Ni % Mo V Ti % Nh At R tl CL tlJtl I SJM449 0.17 U. b 1.36 0.021 0.004 0.030 0.031 0.022 Ott* 0.048 000 0.002 0.035 <0.0003 0.41 1 I RW 18.000" 0.50W 65A 284,070 103 103 GR.3 MUM 0IF 0.14 1.34 0.020 0006 0.017 0.034 0.013 0.005 6,049 0,003 0101 0031 <00)03 U43 2 URW _ 18.000" 0.500" IBM 7,506 1 1 G11-3 3 URW 18.000" 0.500" 12m 13.364 8 8 1 6R.3 D7ccltaldwi rtnlruica serial Number Hcat Niitbc: Scam Ileat Trralcd 14}dro Text 5 sec (MI'a) UT NIC Melinepraphof lineplpc APPearntxe ac11 Ditumton 13,.dy YS. (Mica) T nody Ts (vlpa) .I1 Rt,,,/Rut 1J. ,, (.tl1 Wck1 '1'.S. (Min) -1. Flaneni^L' 1R1). Ir3D,C 15302949 505 635 - 36.6 640 GOOD - - GOOD GOOD I GOOD - - (iCX'N) GOOD Z 15302948 477 655 - 35.0 650 GOOD - GOOD - GOOD Gaon - GaUD GOOD } We hereby. certify that the material described has been manufactured. inspected and tested in accordance with above standard & slx ci(icati 11 and satisfied with the P.O. requirements. � �. '"' 1 !;1 W fJ tA Q o 1 1 `x a s LL CIi J p. a N tA IV N w G N i A L fD F 3Ni � u in S n En N _ Ira l i S`►�3 is N rr •.• � ! 1 S �• � W �' W o �. � c o a a= a 9Q n a w w L w w u W W W m fJj 00 $ u pp g I00 pJp %A ..Q 0� Ct IV a* OC .fir �... i U w C b O oo m W O } { 4n J C fJ w J O W. T C W w J iJ O d i9d ,.,t 3 O o Q o 0 0 0 0 0 2F dJ W P J N W. N QQ � O O pOp pC pOp � � 8 OCR No C O O C O Oglea v 9 tJ � a °` z sa QaQ o cpps topo p ppp pop 0 1t IlSJ Bppi Q o� v G Z ^ ti J J 00 0 Oe J 00 k i'f i' tE7 � es in a o_ o o_ 0 o_ 0 0 G,�` N OV •G 'V O �I fJ • � 1 Pi �., ►'� 't r, n n n n n n n ke o o ;LP---L. n ... n.n O � 4 v w Z f V i iv n A r r+ O W r� v f rV RECF_PAO) E CITY OF TU*IJ : !a SEP 11 2^ PERMIT CENT En NORTHWEST LABORATORIES of Seattle, Incorporated ESTABLISHED 1896 Technical Services for. Industry, commerce, Legal Profession & Insurance Industry 241 South Holden Street • Seattle, WA 98108-4359 • Phone: (206) 763-6252 • Fax: (206) 763-3949 www. nwlabsl896.com Report To: Material Testing & Consulting Date: August 10, 2015 Attention: Deane Ramsdell Report On: Steel — P.O. #10554 AUB Lab No. E89432 IDENTIFICATION: #4-1 thru 4-4 24" A252 Grade 3 Pipe, Heat #15201284 TEST PROCEDURE: Test Per ASTM A370-13 / A252 Gr 3 TENSILE TEST RESULTS: Specified 4_1 4_2 4=3 4_3 Grade 3 Pipe O.D. (in. 24.0 24.0 24.0 24.0 Width (in.) 0.507 0.511 0.512 0.478 Thickness (in.) 0.472 0.473 0.473 0.473 Area (in. sq.) 0.2393 0.2417 0.2422 0.2261 Yield Strength (lbs.) 0.2% offset 13,324.4 14,711.9 14,826.8 13,450.9 Yield Strength (psi) 55,700 60,900 61,200 59,500 45,000 Ultimate Load (lbs.) 19,284.3 19,379.7 19,256.1 18,009.6 Tensile Strength (psi) 80,600 80,200 79,500 79,700 66,000 Elongation in 2 (in.) 0.67 0.70 0.67 0.63 Elongation (%) 33.5 35.0 33.5 31.5 20.0 This report applies only to the actual samples tested. Northwest Laboratories does not certify, warrant, or guarantee any products manufactured by others. Samples will be discarded within thirty (30) days unless otherwise requested in writing by you. NORTHWEST LABORATORIES, INC. Richard J. Schefsky II, Technical Manager wbm RECEIVED CITY OF TUKWILA SEP 1 1 205 PERMIT CENTER NORTHWEST LABORATORIES of Seattle, Incorporated ESTABLISHED 1896 Technical Services for. Industry, commerce, Legal Profession & Insurance Industry 241 South Holden Street • Seattle, WA 98108-4359 • Phone: (206) 763-6252 • Fax: (206) 763-3949 www. nwlabs1896.com Report To: Material Testing & Consulting Attention: Deane Ramsdell ReportOn: Steel —P.O. #10554 AUB IDENTIFICATION: #5-1 thru 5-4 24" A252 Grade 3 Pipe, Heat #15201285 TEST PROCEDURE: Test Per ASTM A370-13 / A252 Gr 3 TENSILE TEST RESULTS: Date: August 10, 2015 Lab No. E89432-1 Specified 5=1 5=2 5=3 5=3 Grade 3 Pipe O.D. (in. 24.0 24.0 24.0 24.0 Width (in.) 0.496 0.501 0.502 0.504 Thickness (in.) 0.472 0.481 0.467 0.467 Area (in. sq.) 0.2341 0.2410 0.2344 0.2354 Yield Strength (lbs.) 0.2% offset 15,690.8 14,526.1 14,001.6 16,744.7 Yield Strength (psi) 67,000 60,300 59,700 71,100 45,000 Ultimate Load (lbs.) 19,636.6 21,635.2 19,994.7 21,125.3 Tensile Strength (psi) 83,900 89,800 85,300 89,700 66,000 Elongation in 2 (in.) 0.67 0.55 0.60 0.54 Elongation (%) 33.5 27.5 30.0 27.0 20.0 This report applies only to the actual samples tested. Northwest Laboratories does not certify, warrant, or guarantee any products manufactured by others. Samples will be discarded within thirty (30) days unless otherwise requested in writing by you. NORTHWEST LABORATORIES, INC. Richard J. Schefsky II, Technical Manager wbm >:iif C El'v°li-D CITY OF TUKWILA SEP 11 �_� PERMIT CENTER NORTHWEST LABORATORIES of Seattle, Incorporated ESTABLISHED 1896 Technical Services for.- Industry, commerce, Legal Profession & Insurance Industry 241 South Holden Street • Seattle, WA 98108-4359 • Phone: (206) 763-6252 • Fax: (206) 763-3949 www. nwlabsl896.com Report To: Material Testing & Consulting Date: August 10, 2015 Attention: Deane Ramsdell ReportOn: Steel —P.O. #10554 AUB Lab No. E89432-2 IDENTIFICATION: #8-1 thru 8-2, 18" A252 Gr 3 Pipe, Ht. #15302948 #9-1 thru 9-2, 18" A252 Gr 3 Pipe, Ht. #15302949 TEST PROCEDURE: Test Per ASTM A370-13 / A252 Gr 3 TENSILE TEST RESULTS: Specified 8=1 8=2 9_1 9=2 Grade 3 Pipe O.D. (in. 18.0 18.0 18.0 18.0 Width (in.) 0.501 0.497 0.507 0.498 Thickness (in.) 0.470 0.469 0.475 0.473 Area (in. sq.) 0.2355 0.2331 0.2408 0.2356 Yield Strength (lbs.) 0.2% offset 20,114.3 16,255.2 19,430.3 18,685.9 Yield Strength (psi) 85,400 69,700 80,700 79,300 45,000 Ultimate Load (lbs.) 21,887.3 22,362.1 22,064.3 21,366.7 Tensile Strength (psi) 92,900 95,500 91,600 90,700 66,000 Elongation in 2 (in.) 0.53 0.48 0.51 0.48 Elongation (%) 26.5 24.0 25.5 24.0 20.0 This report applies only to the actual samples tested. Northwest Laboratories does not certify, warrant, or guarantee any products manufactured by others. Samples will be discarded within thirty (30) days unless otherwise requested in writing by you. NORTHWEST LABORATORIES, INC. Richard J. Schefsky II, Technical Manager wbm RECEIVED CITY OF TUKWILA SEP 11 PERMIT CENTER City of Tukwila Allan Ekberg. Mavor Department of Community Development Jack Pace, Director 3/1 /2016 OMAR LEE 18230 E VALLEY HWY, STE 195 KENT, WA 98032 RE: Permit No. D15-0168 WASHINGTON PLACE - TOWER CRANE 223 ANDOVER PARK E Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 4/4/2016. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. CrOTC 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 4/4/2016, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D15-0168 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ReidMiddleton September 24, 2015 File No. 262015.005/00720 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RECEIVED CITY OF TUKWILA Subject: Building Permit Plan Review — Final Submittal Washin on Place — Deferred Submittal Number 1 (D15-0168) Dear Mr. Hight: SEP 21205 PERMIT CENTER We reviewed the proposed Washington Place Deferred Submittal Number 1 for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. We have no comments necessitating a response from the permit applicant. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The architect has been informed that the city of Tukwila may require the issuance of additional permits. See our letter dated August 20, 2015, for more information. Geotechnical special inspections. Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by GeoEngineers, Inc., dated January 31, 2014. See IBC Sections 1705.6 and 1803. A summary was provided in the review letter for the pile permit dated April 23, 2015. Structural special inspections. Special inspections by qualified special inspectors should be provided. Note that the special inspections for Phase 1- Pile Permit are included in our letter to the city of Tukwila, dated April 23, 2015. Structural tests. Tests by qualified special inspectors should be conducted. Note that structural tests are included in our letters to the city of Tukwila, dated April 23, 2015, and August 20, 2015. EVERETT 728134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Hight, Building Official City of Tukwila September 24, 2015 File No. 262015.005/00720 Page 2 Structural submittals. Reports, certificates, and other documents related to structural special inspections and tests should be submitted by the contractor, owner, or owner's authorized agent to the city of Tukwila. Note that submittals are included in our letters to the city of Tukwila, dated April 23, 2015 and August 20, 2015. Enclosed are three sets of "Determination of No Hazard to Air Navigation for Temporary Structures" packages, three sets of stamped "ATM A615 in Ductile Framed Members" packages, and three sets of stamped "Welding to Steel Pile" packages. If you have any questions or need additional clarification, please contact us. Sincerely, dl ton, Inc. IG C in . Hammer, P.E., S.E. Senior Engineer Alan D. Findlay, P.E. Project Engineer Enclosures cc: Paul Soldwedel, Group West Companies (by e-mail) King Chin, GeoEngineers (by e-mail) Paul Brienen, Brienen Structural Engineers (by e-mail) Keara Flynn, Absher (by e-mail) Jerry Hight, City of Tukwila, (by e-mail) Bill Rambo, City of Tukwila (by surface mail and e-mail) Brenda Holt, City of Tukwila (by e-mail) ehw\\o\26se\plan review\tukwila\15\t007r20.doc\adf ReidMiddleton City of Tukwila Department of Community Development September 15, 2015 OMAR LEE 18230 E VALLEY HWY, STE 195 KENT, WA 98032 RE: Correction Letter # 1 to Deferred Submittal #01 DEVELOPMENT Permit Application Number D15-0168 WASHINGTON PLACE - TOWER CRANE - 223 ANDOVER PARK E Dear OMAR LEE, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING - R DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. •. (BUILDING REVIEW NOTES) 1. None of the documentation provided for this deferred submittal had original signatures or wet stamps on those documents. Documentation prepared by registered licensed professional shall have original stamp and signatures on those documents. Please provide all documentation and reports by registered licensees or officials in charge with applicable wet stamp and wet signatures. (WAC Chapter 196-23) Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)431-3665. Sincerely, c Bill Rambo2 Permit Technician File No. D15-0168 6300.Cnuthrantnr Rnulvvnrd Stjity #Inn • Tij");1n Wnchinotnn 9RIRR • Phnnn ?n6-431-367n • Fnr ?0A-431-3665 • City of Tukwila Jim Haggerton, Mayor • Department of Community Development Jack Pace, Director September 14, 2015 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D15-0168 — Deferred Submittal #01 Washington Place — Tower Crane Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2012 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670, extension 1. Sincerely, Bill Rambo Permit Technician encl File: D15-0168 WAPermit Center\Structural Review\D15-0168 Structural Review - Deferred Submittal #01.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 0 Phone 206-431-3670 • Fax 206-431-3665 Reid iddleton August 31, 2015 File No. 262015.005/00710 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Washington Place — Crane Foundation Revision 1 (D15-0168) Dear Mr. Hight: R E C E VED CITY OF TUKWILA SEP 0 12015 PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. We have no comments necessitating a response from the permit applicant. Individual revised structural sheets were submitted for Revision 1 for insertion into the original drawing sets. These revised sheets are S1, S2, S3, S4, and S5. Note that revised structural sheets were submitted for all of the original structural sheets. The "redlined" revisions noted below were made to the drawings we reviewed, with the concurrence of the structural engineer. The sets of drawings for permit issuance should also be revised. 1. Sheet S2. The blank detail bubbles were filled as per Sheet S 1 and so Sheet S2 has redlined 1/S4 and 1/S5 on it. Individual revised structural sheets were submitted in response to our initial plan review for insertion into the original drawing sets. The other sets of drawings should be reconciled in preparation for permit issuance. These revised sheets are S1, S2, S3, S4, and S5. Note that revised structural sheets were submitted for all of the original structural sheets. EVERETT 728134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila August 31, 2015 File No. 262015.005/00710 Page 2 Geotechnical special inspections. Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by GeoEngineers, dated January 31, 2014. See IBC Sections 1705.6 and 1803. A summary was provided in the review letter for the pile permit dated April 23, 2015. Please note that four piles on Sheet S 1 are in different locations than shown on Sheet S2.01PC of the permitted Foundation -only set of drawings. These four piles are needed only for the crane loading and are not included in the wind and seismic calculations of the building. The four piles have been identified via clouding around this group of piles on Sheet S 1. Thus, we take no exception to this repositioning of the four piles to accommodate the crane foundation loading. Special inspections by qualified special inspectors should be provided. We assume the prefabricated structural steel members, steel structure, and steel stairways will be fabricated by registered and approved fabricators. Note that the special inspections for Phase 1 - Pile Permit are included in our letter to the city of Tukwila, dated April 23, 2015, and are repeated below where applicable to this phase of the project. The following is a summary: 1. Concrete placement at concrete construction, including prestressed, post - tensioned, concrete floor systems and concrete topping at steel floor decks: continuous. See also IBC Section 1705.3 and Structural Tests below. 2. Reinforcement at concrete construction, including prestressing tendons, headed shear studs at steel floor decks, and mechanical couplers: periodic. See also IBC Section 1705.3 and Sections 2.2 and D.1 of ACI 318-11. 3. Installation of mechanical couplers at concrete reinforcement, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1. 4. Welding of concrete reinforcement other than at the seismic -force -resisting system, where applicable: periodic. See also Item 2 of IBC Table 1705.3 and Item 2.b.4 of IBC Table 1705.2.2. 5. Installation of steel anchor bolts/rods in concrete: continuous. See also IBC Sections 1705.3 and 1705.11. 6. Installation of headed studs and deformed bar anchor studs in concrete: continuous. See also IBC Section 1705.1.1. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila August 31, 2015 File No. 262015.005/00710 Page 3 7. Installation of concrete expansion anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1 Structural tests. Tests by qualified special inspectors should be conducted. Note that structural tests for Phase 1 - Pile Permit are included in our letter to the city of Tukwila, dated April 23, 2015, and are not repeated below. The following is a summary: 1. Testing of concrete, including post -tensioned concrete and concrete topping at steel floor decks, for specified compressive strength, f,', air content, and slump. See IBC Sections 1705.3 and 1901.2 and ACI 318 Section 5.6. 2. Chemical tests to determine weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where reports of material properties to verify weldability are not available. See IBC Section 1705.12.1 and Section 1.3.4 of AWS D1.4-98. Structural submittals. Reports, certificates, and other documents related to structural special inspections and tests should be submitted by the contractor, owner, or owner's authorized agent to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. See also the structural general comments below. Note that submittals for Phase 1 - Pile Permit are included in our letter to the city of Tukwila, dated April 23, 2015, and are not repeated below. The following is a summary: 1. Submittal of reports of mill tests from the manufacturers of concrete reinforcement complying with ASTM A 615, where proposed as a substitute for reinforcement complying with ASTM A 706, in special reinforced concrete shear walls and coupling beams connecting shear walls, where applicable. See also IBC Sections 1705.12.1 and 1901.2 and Section 21.1.5.2 of ACI 318-11. 2. Submittal of reports of material properties from the manufacturers verifying compliance with AWS DI A for weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where applicable. See also IBC Sections 1705.12.1 and 1901.2, Section 3.5.2 of ACI 318-11, and Section 1.3.4 of AWS D1.4-98. Reid iddleton Mr. Jerry Hight, Building Official City of Tukwila August 31, 2015 File No. 262015.005/00710 Page 4 3. Submittal of welding procedure specifications for the welding of concrete reinforcement other than by fillet welds. See also IBC Section 1901.2, Section 3.5.2 of ACI 318-08, and Section 6.1.2 of AWS D1.4-98. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. Enclosed are three sets of stamped revised drawings and three sets of structural calculations. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. l Corbin M. Hammer, P.E., S.E. Senior Engineer Enclosures Alan D. Findlay, P.E. Project Engineer cc: Paul Soldwedel, Group West Companies (by e-mail) King Chin, GeoEngineers (by e-mail) Paul Brienen, Brienen Structural Engineers (by e-mail) Keara Flynn, Absher (by e-mail) Jerry Hight, City of Tukwila, (by e-mail) Bill Rambo, City of Tukwila (by surface mail and e-mail) Brenda Holt, City of Tukwila (by e-mail) ehw\\o\26se\plan review\tukwila\15\t007r10.doc\adf ReidMiddle City of Tukwila Jim Haggerton, Mayor • Department of Community Development Jack Pace, Director August 28, 2015 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D15-0168 — Revision #1 Washington Place - Building Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2012 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670, extension 1. Sincerely, Bill Rambo Permit Technician encl File: D15-0168 WAPermit CenteAStructural Review\D15-0168 Structural Review - Rev #l.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 0 Phone 206-431-3670 • Fax 206-431-3665 Brenda Holt From: Joanna Spencer Sent: Thursday, August 27, 2015 1:55 PM To: Brenda Holt Subject: FW: Tower Crane Permit D15-0168, WA Place From: Karsen Keever[mailto:Karsen.Keever(obAbsherco.com] Sent: Friday, August 21, 2015 12:10 PM To: Joanna Spencer Cc: Keara Flynn Subject: Tower Crane Permit D15-0168, WA Place Hi Joanna, Thanks for speaking with me. As I mentioned on the phone, we submitted for FAA approval some time ago for the tower crane. We've not yet heard back and are working on breaking it free in the next few days. In the event we don't see something from them by the 28`h, we'd request that you release the hold on our tower crane permit to allow us to pour the base, with the understanding that we won't have the crane mast erected above the 200' threshold for 2-3 weeks; and we will provide the required FAA prior to erecting the crane mast above 200'. Karsen Keever, LEED AP ID+C / Project Manager I T 206.947.0789 1 F 253.841.0925 BUILDING CommumilY An Equal Opportunity Employer f nd us of Facebook CONFIDENTIAL COMMUNICATION: This e-mail, including all attachments and replies thereto, are covered by the Electronic Communications Privacy Act, 18 U.S. C. Sections 251 D-2521 and are legally privileged. This information is confidential information and is intended only for the use of the individual or entity named above. If the reader of this message is not the intended recipient, you are hereby notified that any review, dissemination. distribution, storage, copying, or other use of the communication is strictly prohibited. If you received this message in error. please delete it in its entirety and notify sender immediately by reply e-mail. piS-oibe Reid iddleton August 20, 2015 File No. 262015.005/00702 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Washingto Place — Crane Foundation (D15-0168) Dear Mr. Hight: RECEIVED CITY OF TUKWILA AUG 2 12015 PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. The comments below do not require a response from the permit applicant. Individual revised structural sheets were submitted in response to our initial plan review for insertion into the original drawing sets. The other sets of drawings should be reconciled in preparation for permit issuance. These revised sheets are S 1, S2, S3, S4, and S5. Note that revised structural sheets were submitted for all of the original structural sheets. Geotechnical special inspections. Special inspections and tests by the geotechnical engineer should be provided as recommended in the geotechnical report by GeoEngineers, dated January 31, 2014. See IBC Sections 1705.6 and 1803. A summary was provided in the review letter for the pile permit dated April 23, 2015. Please note that four piles on Sheet S 1 are in different locations than shown on Sheet S2.01 PC of the permitted Foundation only set of drawings. These four piles are needed only for the crane loading and were not included in the wind and seismic calculations of the building. The four piles have been identified via clouding around this group of piles on Sheet S 1. Thus, we take no exception to this repositioning of the four piles to accommodate the crane foundation loading. Special inspections by qualified special inspectors should be provided. We assume the prefabricated structural steel members, steel structure, and steel stairways will be fabricated by registered and approved fabricators. Note that the special inspections for Phase 1- Pile Permit are included in our letter to the city of Tukwila, dated April 23, 2015, and are repeated below where applicable to this phase of the project. The following is a summary: EVERETT 728134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila August 20, 2015 File No. 262015.005/00702 Page 2 1. Concrete placement at concrete construction, including prestressed, post - tensioned, concrete floor systems and concrete topping at steel floor decks: continuous. See also IBC Section 1705.3 and Structural Tests below. 2. Reinforcement at concrete construction, including prestressing tendons, headed shear studs at steel floor decks, and mechanical couplers: periodic. See also IBC Section 1705.3 and Sections 2.2 and D.1 of ACI 318-11. 3. Installation of mechanical couplers at concrete reinforcement, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1. 4. Welding of concrete reinforcement other than at the seismic -force -resisting system, where applicable: periodic. See also Item 2 of IBC Table 1705.3 and Item 2.b.4 of IBC Table 1705.2.2. 5. Installation of steel anchor bolts/rods in concrete: continuous. See also IBC Sections 1705.3 and 1705.11. 6. Installation of headed studs and deformed bar anchor studs in concrete: continuous. See also IBC Section 1705.1.1. 7. Installation of concrete expansion anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1 Structural tests. Tests by qualified special inspectors should be conducted. Note that structural tests for Phase 1 - Pile Permit are included in our letter to the city of Tukwila, dated April 23, 2015, and are not repeated below. The following is a summary: 1. Testing of concrete, including post -tensioned concrete and concrete topping at steel floor decks, for specified compressive strength, f,', air content, and slump. See IBC Sections 1705.3 and 1901.2 and ACI 318 Section 5.6. 2. Chemical tests to determine weldability of the concrete reinforcement to be . welded that complies with a standard other than ASTM A 706, where reports of material properties to verify weldability are not available. See IBC Section 1705.12.1 and Section 1.3.4 of AWS D1.4-98. Structural submittals. Reports, certificates, and other documents related to structural special inspections and tests should be submitted by the contractor, owner, or owner's authorized agent to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. See also the structural general comments below. Note that submittals for Phase 1 - Pile Permit are included in our letter to the city of Tukwila, dated April 23, 2015, and are not repeated below. The following is a summary: Reididdleton Mr. Jerry Hight, Building Official City of Tukwila August 20, 2015 File No. 262015.005/00702 Page 3 Submittal of reports of mill tests from the manufacturers of concrete reinforcement complying with ASTM A 615, where proposed as a substitute for reinforcement complying with ASTM A 706, in special reinforced concrete shear walls and coupling beams connecting shear walls, where applicable. See also IBC Sections 1705.12.1 and 1901.2 and Section 21.1.5.2 of ACI 318-11. 2. Submittal of reports of material properties from the manufacturers verifying compliance with AWS D1.4 for weldability of the concrete reinforcement to be welded that complies with a standard other than ASTM A 706, where applicable. See also IBC Sections 1705.12.1 and 1901.2, Section 3.5.2 of ACI 318-11, and Section 1.3.4 of AWS D1.4-98. 3. Submittal of welding procedure specifications for the welding of concrete reinforcement other than by fillet welds. See also IBC Section 1901.2, Section 3.5.2 of ACI 318-08, and Section 6.1.2 of AWS D1.4-98. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. Enclosed are three sets of stamped drawings, two sets of calculations, and two sets of permit responses. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton Inc. Corbin M. Hammer, P.E., S.E. Senior Engineer Enclosures Alan D. Findlay, P.E. Project Engineer cc: Paul Soldwedel, Group West Companies (by e-mail) King Chin, GeoEngineers (by e-mail) Paul Brienen, Brienen Structural Engineers (by e-mail) Keara Flynn, Absher (by e-mail) Jerry Hight, City of Tukwila, (by e-mail) Bill Rambo, City of Tukwila (by surface mail and e-mail) Brenda Holt, City of Tukwila (by e-mail) ehw\\o\26se\plan review\tukwila\15\t007r2.doc\adf Reid iddleton ReidMiddleton Eli August 3, 2015 File No. 262015.005/00701 Mr. Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit P Review — First Submittal Washington ce — Crane Foundation (D15-0168) Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The design team should address the comments below. Responses to the review comments below should be made in an itemized letter form. We recommend that the permit applicant have the structural engineer respond and resubmit three full-sized sets of the revised structural drawings and two copies of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical 1. No comments. Architectural 1. No comment. Structural General 1. Structural special inspections. Special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1705.11. Special inspections for the pile installation are included in our letter for the Pile Permit to the city of Tukwila, dated April 23, 2015, and are not repeated below. In addition, special inspections for the pile caps are included in our letter for the EVERETT 728134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Hight, Building Official City of Tukwila August 3, 2015 File No. 262015.005/00701 Page 2 Building Permit to the city of Tukwila, dated July 2, 2015, and are not repeated. Note the status of the review for the Building Permit is on going. 2. Structural Note 1 of the structural drawings specifies Grade 60 ksi and Grade 80 ksi reinforcement. However, the ASTM specification for the reinforcement is not provided. The note should be revised to specify the ASTM specification. See IBC Section 107.2.1. 3. The structural calculations indicate that the surfaces for the construction joint shall be intentionally roughened. This requirement is not stated in the structural drawings. In addition, it is not clear if a bonding agent is required in the design. The structural notes should be revised to state all construction requirements. See IBC Section 107.2.1. 4. The foundation plan on Sheet S 1 appears to deviate significantly from the pile layout and cap plans shown on Sheets 52.01 PC and 53.100. Revised Sheets 52.01 PC and 53.100, and any other sheets for the original design affected by the design change, should be submitted for review. See IBC Sections 107.2.1 and 1604.2. 5. Continuing with the previous comment, the foundation crane plan appears to change the building foundation design. The most notable potential changes are revision of the pile array and including construction joints between the crane foundation and primary building foundation. The impacts of these changes, in particular the transfer of lateral and uplift loads for the building design loads, should be clarified. Documentation substantiating the changed design should be submitted for review as appropriate. See IBC Section 1604.4. 6. Sheet S2 shows typical reinforcement of #11 bars at 8-inch spacing each way. However, Sheet S3.100 specifies bar spacing at 6 inches. The reinforcement on Sheet S2 should be revised. See Sections IBC 107.2.1 and 1604.2. 7. Discontinuous reinforcement has been provided where the typical reinforcement is interrupted by the crane anchors. Additional continuous reinforcement should be provided to each side of the anchors to replicate the continuous reinforcement, unless it is shown by analysis that the additional reinforcement is not required for the strength of the cap. See IBC Section 1604.4. 8. Standard Note 5 indicates that top and bottom reinforcement will use form savers at the construction joint. The drawings should clarify if the added CJ reinforcement also requires form savers. See IBC Sections 107.2.1 and 1604.2. Reid iddleton Mr. Hight, Building Official City of Tukwila August 3, 2015 File No. 262015.005/00701 Page 3 9. The second page of the structural calculations provides manufacturer's data for the crane design. Note 5 states dynamic factors shall be included in the foundation design for cranes supported on piles. This factor does not appear included in the structural calculations. The design forces should be revised and resubmitted for review. The proposed design may need to be revised. Please verify. See IBC Sections 1604.2 and 1604.4 10. The load combinations used to determine design forces consider only dead and live loading. The manufacturer's literature provides loading for earthquake. Additional analysis for design loads including earthquake should be performed to verify the maximum forces. Analysis should include both lateral and vertical forces and maximum and minimum loading conditions. The proposed design may need to be revised. Please verify. See ASCE 7-10 Section 2.3.2 Load Combinations 5 and 7; ASCE 7-10 Section 2.4.1 Load Combinations 5, 6b, and 8; and IBC Section 1604.4. 11. The load combinations used to determine design forces consider only dead and live loading. The manufacturer's literature provides loading for wind. Additional analysis for design loads including wind should be performed to verify the maximum forces. Analysis should consider the maximum in-service wind speed of 45 mph and the maximum design wind speed for the project site. The proposed design may need to be revised. Please verify. See ASCE 7-10 Section 2.3.2 Load Combinations 4 and 6; ASCE 7-10 Section 2.4.1 Load Combinations 5, 6a, and 7; and IBC Section 1604.4. 12. Vertical loads from the crane appear to be resisted primarily by the six piles directly under the crane columns. The maximum loads on the piles should be clarified. Provide a comparison with the maximum pile capacities, both for bearing and uplift, with the design pile capacities. See IBC Section 1604.4. 13. Detail 1/S4 provides vertical reinforcement identified as stirrups around the crane embedments. The detailing for these embedments is not clear. Specifically, it is not clear if the embedments are actual stirrups or vertical bars with hooks. If hooks are provided, the use of 135-degree bends should be verified. The intended design for the vertical reinforcement should be clarified and the structural drawings revised as required. See IBC Section 107.2.1. 14. Detail 1/S4 provides vertical reinforcement around the embedments. This reinforcement appears intended to provide resistance to uplift and breakout of the column embedments from the foundation. The structural calculations do not appear Reid iddleton' Mr. Hight, Building Official City of Tukwila August 3, 2015 File No. 262015.005/00701 Page 4 to include an analysis of this reinforcement to verify design. Documentation substantiating the design should be submitted for review. See IBC Section 1604.4. 15. The manufacturer's literature indicates a large torsional moment in addition to the shear loading at the base of the crane. The structural calculations do not appear to include an analysis of the foundation to transfer this load. The analysis should evaluate the potential for a shear break-out failure of the foundation. See IBC Sections 1604.2 and 1604.4. 16. The column embedments must transfer both vertical and lateral forces to the foundation. An analysis of the combined forces on the embedments and the foundation should be submitted for review verifying the design. See IBC Sections 1604.2 and 1604.4. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. 1�:� etcr,� F,of ?_ Bradley A. Martin, P.E., S.E. Project Engineer cc: Paul Soldwedel, Group West Companies(psoldwedel@groupwestcompanies.com) King Chin, GeoEngineers (kchin@geoengineers.com) Jerry Hight, City of Tukwila, (by e-mail) Bill Rambo, City of Tukwila (by surface mail and e-mail) Brenda Holt, City of Tukwila (by e-mail) ehw\o: \doc\26\planrevw\tukwila\ 15\t007r 1. doc\bam Reid iddleton City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director August 18, 2015 OMAR LEE 18230 E VALLEY HWY, STE 195 KENT, WA 98032 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D15-0168 WASHINGTON PLACE - TOWER CRANE - 223 ANDOVER PARK E Dear OMAR LEE, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • Out for structural PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • Since the Tower Crane is over 200 feet tall, applicant shall file a notice with Federal Aviation Administration (FAA), phone number 206 227-2650. This notice can be filed electronically at https:Hoeaaa.faa/oeaaa/external/portal.j sp Submit proof of filing and FAA approval. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubm*tal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accented through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, r Bill Rambo Permit Technician File No. 1315-0168 630O Sncethrenter Rnulevard. ,Suite #Inn 9 Tukwila Wa.chin.amn. 98IRR • Phnne 206-437-3670 • Fnx 206-437-3665 BSE I ! .� i it \"/ Imo'. Brienen Structural Engineers, P.S.FIL A sU G 19 201 August 18, 2015 _2ofSa06-0. Washington Tower LP 18230 East Valley Highway, Suite 195 Kent, WA 98032 RECEIVED ATTN: Mr. Omar Lee CITY OF TUKWILA Project: Washington Place Hotel/Apartment AUG 2 12015 Tower Crane Package PERMIT CENTER Re: Building Permit Plan Review — First Submittal Washington Place — Crane Foundation (D15-0168) Dear Mr. Lee: We have reviewed the tower crane submittal review comments for the Washington Place Hotel/Apartment project, copy attached, and have the following responses. 1. Structural special inspections are required per the Building Contract documents. Note 6 has been added to S2 to clarify this. 2. Note 1 has been revised to include the ASTM specifications. 3. The requirement are stated on the structural drawings. Please refer to S5. 4. The pile locations and slab footprint do deviate significantly from S2.01 PC and S3.100. Of the 8 pile caps laid out in a square in the northwest corner of the center mat, only the 4 corner pile caps were included with the footing design. The 4 pile caps on the sides were drawn in for bidding purposes. In order to meet the deflection criteria of L/500, the east and west side pile caps were relocated to the offset slab area to the north. A note has been added to remove the north offset and the 2 side pile cap after construction. 5. As stated in 4, the pile caps that were relocated were not included in the original pile cap calculations as noted on page 2.5.15 of the Foundation Permit Resubmittal dated March 5, 2015. 6. RFI 006 revised the reinforcement in the mat to Grade 80 ksi at 8" o.c., which �s-e uivalent to Grade 60 ksi @ 6" o.c. per S3.100. Note 1 has been revised REVIEWED FOB A-1ave dress this. CODE COMPLti�t revised reinforcement layout to address this, please see sheet S2. APPROVED Calllut has been added to S5 to clarify this. SEP 14 2615 Noted 5 on the page 3 of the structural calculations only applies to in operation load ng`- By inspection, out of operation controls all loads except torsion even with the dynamic factors on the in operation loading. This is addressed on City or-I-ekwllpag 8 of the structural calculations. Torsion is addressed in comment 16. BUILDING OIVISIO�i O ((0 8 Phone: (206) 397-0000 1316 Central Avenue South, Suite 200, Kent, WA 98032 www.bse-ps.com BSE Brienen Structural Engineers, P.S. 10. Page 8 of the structural calculations states the dead load includes the dead and live load and the live load include the overturning moment load. The overturningload includes the earthquake and wind loads. Loads given by Morrow did not define what case it was and are service loads, thus a conservative factor of 1.7 for ultimate loads was applied to the live load. 11. See previous comment. 12. Per Geotech report, the piles can handle 650 kips plus stressing in compression and 350 kips plus stressing in tension. The results on pages 71- 80 of the Tower Crane Pile Cap Calculations shows the vertical loading on the piles as Fz. They show that the maximum compression is 391 kips and the maximum tension is (-) 68 kips, both of which are below the pile capacity. 13. Note 4 has been revised to include the 1350 hook on top and 90° hook on bottom. 14. See attached calculation pages 233-236. By inspection, compression break out does not control. For tension, vertical reinforcement is able to resist tension break out by steel strength alone. 15. See attached calculation page 237. Horizontal load resisted by the 4 side piles of the square located at tower crane. Note that passive soil pressure is neglected. 16. See attached calculation page 238. Torsional loads resisted by the 4 corner piles of the square located at tower crane. Note that passive soil pressure is neglected. If you have any questions regarding this matter please feel free to contact me. Regards, Paul J. Brienen S.E. President Phone: (206) 397-0000 1316 Central Avenue South, Suite 200, Kent, WA 98032 www.bse-ps.com � ' 1 1 R i August 3, 2015 File No. 262015.005/00701 Mr. Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Washington Place — Crane Foundation (D 15-0168) Dear Mr. Hight: We reviewed the proposed project for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The design team should address the comments below. Responses to the review comments below should be made in an itemized letter form. We recommend that the permit applicant have the structural engineer respond and resubmit three full-sized sets of the revised structural drawings and two copies of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical I . No comments. Architectural l . No comment. Structural General 1717 , Uc�Tl r'=L ci � °'1 ��"lilhi4 '5LR M,, r OKI J W 1. Structural special inspections. Special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1705.11. Special inspections for the pile installation are included in our letter for the Pile Permit to the city of Tukwila, dated April 23, 2015, and are not repeated below. In addition, special inspections for the pile caps are included in our letter for the EVERETT 728134th Street SW Suite 200 Everett, WA 98204 425 741.3800 mm.reidmiddleton.com Mr. Hight, Building Official ,n; City of Tukwila F4 August 3, 2015 ° `b �1 File No. 262015.005/00701 Page 2 Building Permit to the city of Tukwila, dated July 2, 2015, and are not repeated. Note the status of the review for the Building Permit is on going. 2. Structural. Note 1 of the structural drawings specifies Grade 60 ksi and Grade 80 ksi reinforcement. However, the ASTM specification for the reinforcement is not provided. The note should be revised to specify the ASTM specification. See IBC Section 107.2.1. 3. The structural calculations indicate that the surfaces for the construction joint shall be intentionally roughened. This requirement is not stated in the structural drawings. In addition, it is not clear if a bonding agent is required in the design. The structural notes should be revised to state all construction requirements. See IBC Section 107.2.1. 4. The foundation plan on Sheet S1 appears to deviate significantly from the pile layout and cap plans shown on Sheets S2.0I PC and 53.100. Revised Sheets S2.0IPC and SM00, and any other sheets for the original design affected by the design change, should be submitted for review. See IBC Sections 107.2.1 and 1604.2. 5. Continuing with the previous comment, the foundation crane plan appears to change the building foundation design. The most notable potential changes are revision of the pile array and including construction joints between the crane foundation and primary building foundation. The impacts of these changes, in particular the transfer of lateral and uplift loads for the building design loads, should be clarified. Documentation substantiating the changed design should be submitted for review as appropriate. See IBC Section 1.604.4. 6. Sheet S2 shows typical reinforcement of 411 bars at 8-inch spacing each way. However, Sheet S3.100 specifies bar spacing at 6 inches. The reinforcement on Sheet S2 should be revised. See Sections IBC 107.2.1 and 1604.2. 7. Discontinuous reinforcement has been provided where the typical reinforcement is interrupted by the crane anchors. Additional continuous reinforcement should be provided to each side of the anchors to replicate the continuous reinforcement, unless it is shown by analysis that the additional reinforcement is not required for the strength of the cap. See IBC Section 1604.4. 8. Standard Note 5 indicates that top and bottom reinforcement will use form savers at the construction joint. The drawings should clarify if the added CJ reinforcement also requires fonn savers. See IBC Sections 107.2.1 and 1604.2. Reid iddleton Mr. Hight, Building Official City of Tukwila August 3, 2015 File No. 262015.005/00701 Page 3 9. The second page of the structural calculations provides manufacturer's data for the crane design. Note 5 states dynamic factors shall be included in the foundation design for cranes supported on piles. This factor does not appear included in the structural calculations. The design forces should be revised and resubmitted for review. The proposed design may need to be revised. Please verify. See IBC Sections 1604.2 and 1.604.4 10. The load combinations used to determine design forces consider only dead and live loading. The manufacturer's literature provides loading for earthquake. Additional analysis for design loads including earthquake should be performed to verify the maximum forces. Analysis should include both lateral and vertical forces and maximum and minimum loading conditions. The proposed design may need to be revised. Please verify. See ASCE 7-10 Section 2.3.2 Load Combinations 5 and 7; ASCE 7-10 Section 2A.1 Load Combinations 5, 6b, and 8; and IBC Section 1604.4. 11. The load combinations used to determine design forces consider only dead and live loading. The manufacturer's literature provides loading for wind. Additional analysis for design loads including wind should be perfonmed to verify the maximum forces. Analysis should consider the maximum in-service wind speed of 45 mph and the maximum design wind speed for the project site. The proposed design may need to be revised. Please verify. See ASCE 7-10 Section 2.3.2 Load Combinations 4 and 6; ASCE 7-10 Section 2.4.1 Load Combinations 5, 6a, and 7; and IBC Section 1604.4. 12. Vertical loads from the crane appear to be resisted primarily by the six piles directly under the crane columns. The maximum loads on the piles should be clarified. Provide a comparison with the maximum .pile capacities, both for bearing and uplift, with the design pile capacities. See IBC Section 1604.4. 13. Detail 1 /S4 provides vertical reinforcement identified as stirrups around the crane embedments. The detailing for these embedments is not clear. Specifically, it is not clear if the embedments are actual stirrups or vertical bars with hooks. If hooks are provided, the use of 135-degree bends should be verified. The intended design for the vertical reinforcement should be clarified and the structural drawings revised as required. See IBC Section 107.2.1, 14. Detail 1/S4 provides vertical reinforcement around the embedments. This reinforcement appears intended to provide resistance to uplift and breakout of the column embedments from the foundation. The structural calculations do not appear ReidMiddleton Mr. Hight, Building Official City of Tukwila August 3, 2015 File No. 262015.005/00701 Page 4 to include an analysis of this reinforcement to verify design. Documentation substantiating the design should be submitted for review. See IBC Section 1604.4. 15. The manufacturer's literature indicates a large torsional moment in addition to the shear loading at the base of the crane. The structural calculations do not appear to include an analysis of the foundation to transfer this load. The analysis should evaluate the potential for a shear break-out failure of the foundation. See IBC Sections 1604.2 and 1604.4. 16. The column embedments must transfer both vertical and lateral forces to the foundation. An analysis of the combined forces on the embedments and the foundation should be submitted for review verifying the design. See IBC Sections 1604.2 and 1604.4. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Fo x Bradley A. Martin, P.E., S.E. Project Engineer cc: Paul Soldwedel, Group West Companies(psoldwedel@groupwestcompanies.com) King Chin, GeoEngineers (kchin@geoengineers.com) Jetty Hight, City of Tukwila, (by e-mail) Bill Rambo, City of Tukwila (by surface mail and e-mail) Brenda Holt, City of Tukwila (by e-mail) ehw\o:\doc\26\planrevw\tukwi la\ 15\t007r l .doc\bam [ReidMiddleton e t City of Tukwila Jim Haggerton, Mayor • Department of Community Development Jack Pace, Director .e: July 14, 2015 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D15-0168 Washington Place - Building Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2012 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670, extension 1. Sincerely, Bill Rambo Permit Technician encl File: D15-0168 WAPermit CenteAStructural Review\D15-0168 Structural Review.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 0 Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0168 DATE: 09/11/15 PROJECT NAME: WASHINGTON PLACE - TOWER CRANE SITE ADDRESS: 223 ANDOVER PARK E Original Plan Submittal X Deferred Submittal 01 before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Building Division Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural Permit Coordinator PRELIMINARY REVIEW: DATE: 09/15/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10/13/15 Approved ❑ Approved with Conditions ❑ Corrections Required Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg N- Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT C00RQ COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0168 DATE: 08/27/15 PROJECT NAME: WASHINGTON PLACE - TOWER CRANE SITE ADDRESS: 223 ANDOVER PARK E Original Plan Submittal X Revision # 1 before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS:'R 01 Building Division Public Works ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ (corrections entered in Reviews) REVIEWER'S INITIALS: Fire Prevention ❑ atural Planning Division ❑ Permit Coordinator DATE: 09/01/15 Structural Review Required ❑ DATE: DUE DATE: 09/29/15 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0168 DATE: 08/26/15 PROJECT NAME: WASHINGTON PLACE - TOWER CRANE SITE ADDRESS: 223 ANDOVER PARK E Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: A-T su C. Building Division Fire Prevention ❑ Planning Division ❑ S A-4) C --)-7-4 J_ Public Works Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 08/27/15 Not Applicable ❑ Structural Review Required ❑ (no approvaU/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09/24/15 Approved ❑ Approved with Conditions Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0168 DATE: 07/06/15 PROJECT NAME: WASHINGTON PLACE - TOWER CRANE SITE ADDRESS: 223 ANDOVER PARK E X Original Plan Submittal Revision # before Permit Issued Response to Correction .Letter # Revision # after Permit Issued DEPARTMENTS: (614- V '71 uilding Division Fire Prevention W Planning Division U On(1�� -110 -Prk AWC Public Works Structural Permit Coordinator PRELIMINARY REVIEW: DATE: 07/09/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 08/06/15 Approved ❑ Approved with Conditions ❑ Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ Ping ❑ PW Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: httl2://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: �lG T�hP�f /It 2.,o/5 Plan Check/Permit Number: 015 —O«o8 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ® Deferred Submittal # 01 Project Name: J.A± Mfgb1!L1 P&E, thvMLZAPA-P-WW-3 Project Address: 2-2� 61-420 E'yc- FtrK Contact Person: _ _IL V-A—M tJ 1"J Phone Number: 1 of Revision: A) W -P 51 Do WMZfVn v � Ste- Itir�� Ups. {tff1r-V 1- l L OF Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Di —Entered. in TRAKiT one_1 I — W:\Permit Center\Templates\Forms\Revision Submittal Form.doc Revised: August 2015 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: AMb(4ST V. 2-6/5 Plan Check/Permit Number: G&M FavhiDknON D(5 - mog 9. ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ® Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: VVANROAN pLA(l Project Address: Z7fj/YNI)OVVT-- 1'lW-4,—' t� IVIyMLA`101W Contact Person: KOW-N E`EN N Phone Number: lib - Summary of Revision: -0 AM=- L11-� I NFDP 2 NG I ltt6NS. a6aOVED PERMIT CENTEk Sheet Number(s): ,SI -,S G ( 61qL`l S2. � E3 ftS AMEN PeIAS'&D 1 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:\Pcrmit Center\Templates\Forms\Revision Submittal Form.doc Revised: August 2015 City of Tukwila Department of Community Deve1 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: � Plan Check/Permit Number: _ Ph..,r' - O/6 g ❑ Response to Incomplete Letter # Response to Correction Letter # l ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: Contact Person:.1 OAWIu*- SP*W-M PW Phone Number: Summary of Revision: �O/ +t, Q+(4 Goa M Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: j&h ❑ Entered in TRAKiT on Cr0.y) e CITE( OF TUMILA AUG i4,t115 ABSHER CONSTRUCTION CO Page 1 of 4 Home lnicio en Espanol : Contact Safety Washington State Department of Labor & Industries ABSHER CONSTRUCTION CO A-7, lndex Help Nly Secure l.&.l Claims & Insurance Workplace Rights Trades & Licensing Owner or tradesperson PO BOX 280 Principals PUYALLUP, WA98371 253-845-9544 ABSHER, DANIEL RHEA, PRESIDENT PIERCE County ABSHER, THOMAS LOWELL, VICE PRESIDENT TANSBE, LANE STUART, TREASURER WEHRY, JOSEPH R, AGENT SAYRE, BRADLEY C, SECRETARY (End: 01 /18/2006) HELLE, GREGORY A, VICE PRESIDENT (End:12/26/2014) SAYRE, BRADLEY C, VICE PRESIDENT (End:12/26/2014) HELLE, CLARK E, VICE PRESIDENT (End: 12/26/2014) Doing business as ABSHER CONSTRUCTION CO WA UBI No. Business type 275 003 716 Corporation Governing persons BRADLEY C SAYRE DANIEL R ABSHER; GREG A HELLE; THOMAS L ABSHER; THOMAS R ABSHER; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Co..nstru___._c.tio.n ... Meets current requirements. License specialties GENERAL License no. ABSHEC*345PS Effective — expiration 10/10/1966— 01/08/2017 Bond ................. Safeco Ins Co of America $12,000.00 Bond account no. 69s009838 Received by L&I Effective date 05/11/2012 04/20/2012 Expiration date https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=275003716&LIC=ABSHEC*345PS&SAW= 10/2/2015