imksus.grf.bg.ac.rsimksus.grf.bg.ac.rs/pub/imk/bojt/Hilalco/001-P-AUH-194-0.pdf · TABLE OF...

Hudayriat Sports Complex Building

Structural Design Report

24 August 2019 Rev.0

DNEC Report no: 001-P-AUH-194-0

Prepared for AMIC by

August 2019

Hudayriat Sports Complex Building Structural Design Report Prepared by: Bojan Tepavčević ______________________________________ Checked by: Miroslav Tepavčević ______________________________________ Approved by: Nenad Jovanović ______________________________________

Report no: 001-P-AUH-194-0 REV: 0 Date: 24 August 2019 This report has been prepared for:

Al Meraikhi Industrial Complex DNEC cannot accept any responsibility for any use of or reliance on the contents of this report by any third party.

Emirates DNEC Engineering Consultants LLCP.O.Box 37558 Abu Dhabi

Tel: +971 2 635 0046 Fax: +971 2 635 0113

www.dnec.com Hudayriat Sports Complex Building Structural Design Report Rev. 0

2

Prepared for AMIC by DNEC24 August 2019

Hudayriat Sports Complex Building - Design Report rev.0 2

TABLE OF CONTENTS 1 TECHNICAL BRIEF............................................................................................................................................................. 6 2 DESIGN INPUT .................................................................................................................................................................... 7

2.1 Code Of Practice ............................................................................................................................................................. 7 2.2 Materials.......................................................................................................................................................................... 7 2.3 Reference Documents ..................................................................................................................................................... 8 2.4 Allowable Soil Stress and Coefficient of Subgrade Reaction ........................................................................................ 8 2.5 Fire Resistance ................................................................................................................................................................ 9 2.6 Deflection and story drift Criteria ................................................................................................................................... 9 2.7 Units ................................................................................................................................................................................ 9 2.8 LOAD ANALYSIS......................................................................................................................................................... 9

2.8.1 Dead Load (DL) ....................................................................................................................................................... 9 2.8.2 Live Load (LL)......................................................................................................................................................... 9 2.8.3 Wind Load (W) ........................................................................................................................................................ 9 2.8.4 Temperature (T) ±25C........................................................................................................................................... 10 2.8.5 Earthquake Load (E) .............................................................................................................................................. 10

2.9 LOAD COMBINATIONS ............................................................................................................................................ 10 2.9.1 Strength Design (Ultimate Limit State - ULS)....................................................................................................... 10 2.9.2 Working Stress Design (Serviceability Limit State - SLS) .................................................................................... 11

2.10 Reference List of Projects with RWPB beams............................................................................................................ 12 3 INPUT AND OUTPUT FILE .............................................................................................................................................. 13

3.1 Graphical Presentation of Input file .............................................................................................................................. 14 3.1.1 L00 - Foundation beams +0.00............................................................................................................................... 14 3.1.2 L01 +3.90 ............................................................................................................................................................... 15 3.1.3 L02 +4.40 ............................................................................................................................................................... 18

3.2 WIRE MODEL ............................................................................................................................................................. 21 3.2.1 Joints, Member and Sections.................................................................................................................................. 21 3.2.2 RIGID DIAPHRAGM SLAB FLOOR MASTER-SLAVE ................................................................................... 23

3.3 Column Mark and Section ID Unions ........................................................................................................................... 25 4 STRUCTURAL ANALYSIS RESULTS............................................................................................................................. 25

4.1 BASE REACTIONS (reaction totals) and Max Displacements.................................................................................... 25 4.2 DYNAMIC PROPERTIES ........................................................................................................................................... 26

4.2.1 MASTER JOINTS MASSES................................................................................................................................. 26 4.2.2 FUNDAMENTAL PERIODS AND MODAL MASS PARTICIPATION ............................................................ 26 4.2.3 LOADING 4 Ex IBC2009 Ss=60 S1=18 SC I=1.25 R=5 Wo=2.5 Cd=4.5 ........................................................ 27 4.2.4 LOADING 5 Ey IBC2009 Ss=60 S1=18 SC I=1.25 R=5 Wo=2.5 Cd=4.5 ........................................................ 28 4.2.5 LOADING 10 Edx DISP Ss=60 S1=18 SC R=5 Cd=4.5..................................................................................... 29 4.2.6 LOADING 11 Edy DISP Ss=60 S1=18 SC R=5 Cd=4.5..................................................................................... 30

5 DEFORMATION................................................................................................................................................................. 31 5.1 Beam Long Term Deflection......................................................................................................................................... 32 5.2 Deformed Structure due to Earthquake loads................................................................................................................ 33 5.3 Drift due to Earthquake loads........................................................................................................................................ 35 5.4 MODE SHAPES ........................................................................................................................................................... 36

6 LOAD COMBINATION FILES.......................................................................................................................................... 51 6.1 UNIT LOADS............................................................................................................................................................... 51 6.2 LL.cmb Combination file ............................................................................................................................................. 51 6.3 EQ03.cmb Combination file......................................................................................................................................... 51 6.4 DRIFT.cmb Combination file ...................................................................................................................................... 51 6.5 SLS.cmb Combination file ........................................................................................................................................... 52 6.6 ULS.cmb Combination file ........................................................................................................................................... 54 6.7 ULSo.cmb OVERSTRENGTH Combination file......................................................................................................... 55


7 BEAM FORCE DIAGRAM ................................................................................................................................................ 56 7.1 Unit Loads..................................................................................................................................................................... 57

7.1.1 Level +0.00 Foundation Beams.............................................................................................................................. 57 7.1.2 Level +3.90 .......................................................................................................................................................... 113 7.1.3 Level +4.40 .......................................................................................................................................................... 203

7.2 ENVELOPE DIAGRAM ............................................................................................................................................ 329 7.2.1 DL+LL Envelope diagram ................................................................................................................................... 330 7.2.2 SLS Envelope diagram......................................................................................................................................... 352 7.2.3 ULS Envelope diagram ........................................................................................................................................ 374 7.2.4 ULSo Envelope diagram ...................................................................................................................................... 389

8 SOIL STRESS SLS ENVELOPE DIAGRAM .................................................................................................................. 404 9 ENVELOPE TABLES ....................................................................................................................................................... 405

9.1.1 DL+LL ENVELOPE TABLE .............................................................................................................................. 406 9.1.2 SLS ENVELOPE TABLE.................................................................................................................................... 410 9.1.3 ULS ENVELOPE TABLE................................................................................................................................... 414 9.1.4 ULSo OVERSTRENGHT ENVELOPE TABLE ................................................................................................ 433

10 COLUMNS ...................................................................................................................................................................... 455 10.1 COLUMN PC1 3D DIAGRAM................................................................................................................................ 455

10.1.1 PC1 SLS Envelope Diagram .............................................................................................................................. 456 10.1.2 PC1 ULS Envelope Diagram.............................................................................................................................. 459 10.1.3 PC1 ULSo Envelope Diagram............................................................................................................................ 462 10.1.4 PC1 Inelastic DRIFT Diagram ........................................................................................................................... 465

10.2 COLUMN PC2 3D DIAGRAM................................................................................................................................ 466 10.2.1 PC2 SLS Envelope Diagram .............................................................................................................................. 467 10.2.2 PC2 ULS Envelope Diagram.............................................................................................................................. 470 10.2.3 PC2 ULSo Envelope Diagram............................................................................................................................ 473 10.2.4 PC2 Inelastic DRIFT Diagram ........................................................................................................................... 476

11 BI-AXIAL INTERACTION DIAGRAM DESIGN......................................................................................................... 477 11.1 COLUMN PC1 400x400mm..................................................................................................................................... 477 11.2 COLUMN PC2 400x800mm..................................................................................................................................... 491 11.3 BEAM PB1 400x800mm .......................................................................................................................................... 505 11.4 BEAM PB2 500x800mm .......................................................................................................................................... 514 11.5 BEAM PB3 400x800mm .......................................................................................................................................... 523 11.6 BEAM PB4 600x600mm .......................................................................................................................................... 532 11.7 STRUCTURAL TOPPING 65mm CHORD REINFORCEMENT........................................................................... 541

12 SHEAR WALLS and STRUCTURAL TOPPING DESIGN........................................................................................... 548 12.1 CIS Topping to Precast Panel Wall design................................................................................................................ 549 12.2 Precast Panel Wall to Wall/Column Connection design ........................................................................................... 550 12.3 Precast Wall Panel ULS Shear Stress........................................................................................................................ 551 12.4 Precast Wall Panel / Column ULS Compression Stress............................................................................................ 552 12.5 Precast Wall M/P combination for max end Tension Reinforcement ....................................................................... 553 12.6 Precast Wall Panel Required End Tension Reinforcement ....................................................................................... 554 12.7 Precast Wall Panel Adopted End Tension Reinforcement (dowels) ......................................................................... 555 12.8 Precast Wall Panel Horizontal and Vertical Distributed Reinforcement design ....................................................... 556

13 HOLLOW CORE SLAB (HCS) DESIGN....................................................................................................................... 557 13.1 HCS 200+65 L=7.35m .............................................................................................................................................. 558 13.2 HCS 200+65 L=6.44m .............................................................................................................................................. 570

14 AL-MERAIKHI Hollow Core Slab Technology............................................................................................................ 582 15 BEAM, COLUMN AND WALL DESIGN TABLE........................................................................................................ 584 16 RWPB - REDUCED WEIGHT PRESTRESSED BEAM DESIGN................................................................................ 587

16.1 RWPB1 - 800x800mm.............................................................................................................................................. 588 17 RETAINING WALLS ..................................................................................................................................................... 601

17.1 EH - Horizontal Earth Pressure ................................................................................................................................. 601 17.2 LS - Live Load Surcharge ......................................................................................................................................... 601 17.3 RETAINING WALL 2D MODEL............................................................................................................................ 601

17.3.1 Input file ............................................................................................................................................................. 602


17.3.2 Ouput file ........................................................................................................................................................... 603 17.3.3 Diagram.............................................................................................................................................................. 604

17.4 CIS FOOTING LATERAL 2D MODEL.................................................................................................................. 608 17.4.1 Input file ............................................................................................................................................................. 608 17.4.2 Ouput file ........................................................................................................................................................... 609 17.4.3 Diagram.............................................................................................................................................................. 611

18 APPROXIMATE ANALYSIS......................................................................................................................................... 614 18.1 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE ............................................................................... 614

19 APPENDIX A - INPUT AND OUTPUT FILES ............................................................................................................. 615



1 TECHNICAL BRIEF Sports Complex Building is of combined cylinder-rectangular shape and comprises Ground, First floor and steel dome. Building structure is a combination of steel framed dome, precast reinforced concrete shear walls that provide lateral force resisting system and framed structure supported on strip foundation. The superstructure elements up to 1st floor are all reinforced concrete. The majority of the elements are designed as prefabricated (precast) reinforced concrete except in-situ structural topping, wet joint connections and portion of ring beam positioned above concourse level. The primary frame structure consists of typical 400x400mm and 400x800mm precast columns supporting prestressed and non-prestressed precast beams. Slabs will typically comprise a topped composite hollowcore slab system 265mm thick. Typical prestressed beam (RWPB-Reduced Weight Prestressed Beam) with size B/H=800x1100mm spanning 14.5m will be used. All precast beams will be 800mm deep. Beams’ continuity over columns and full framing action of the structure will be achieved with negative (top) steel placed at the site. At each beam level, portion of column will be left without concrete for easy placement of beam top reinforcement. After beams’ negative reinforcement is placed hollow core slabs will be topped with structural toping. For 6.5m wide typical bay precast hollow core slabs 200mm thick and 65mm structural topping shall be used. Structural topping is adopted to be minimum 65mm thick in order floor slab to be considered as rigid diaphragm for lateral loads. Precast beams will work as simply supported members for beam self-weight and weight of hollowcore slabs and structural topping (Phase 1 – Stage before topping). For SDL, LL and lateral loads (Phase 2- Stage after topping) beams will be part of framing system with composite sections. Connections Reinforcing bars in metallic conduits as per PCI Design Handbook clause 6.4.3.1 Reinforcing Bars in Conduit will be used for connection of column-to-footing, column-to-column and shear wall connections at horizontal interfaces. This scheme is widely used in precast industry to trans¬fer tension, compression, or shear forces. Strong connection with Sy=1.5 will be used for precast shear wall panel connection at vertical interfaces. This is to ensure ductile structural behaviour where connections remain elastic while plastic hinges occur in the precast components away from the connections. Rectangular part of the structure at the stands side is subjected to horizontal earth pressure acting on 300 and 500mm thick precast retaining walls. Software SAN v4.00 Structural ANalysis software package. PROKON v3.0 CONCISE BEAM v4.59k

2 DESIGN INPUT

2.1 Code Of Practice

The structural design is based on the following codes of practice and studies:

International Building Code (IBC), 2009 AASHTO LRFD 2012 ACI318M-14 ASCE-7 PCI Design Handbook 7th Edition Abu Dhabi Guide to the use of: the International Building Codes (AD Municipality, 2011) TR63, RILEM and FIB for Steel Fiber Reinforced Concrete

2.2 Materials CONCRETE The concrete material grades for different structural elements:

Concrete Grade f'c fcu Density Structural Element

Cylinder/Cube [MPa] [MPa] [kN/m3]

Column and Wall C34/40 34 40 25

Precast beams (PB) C34/40 34 40 25

Reduced Weight Prestressed Beams (RWPB) C50/60 50 60 25

Hollowcore slabs C50/60 50 60 25

Structural topping C34/40 34 40 25

REINFORCEMENT Main Bars fy = 460 MPa

Links fyv = 420 MPa

PRESTRESSING STRANDS Prestressing strands shall be grade 270K with fpy=1860 MPa.


2.3 Reference Documents Structural Design Report1.pdf AL HUDAYRIAT ISLAND CAMPSITE LANDSCAPING & INFRASTRUCTURE WORKS

STRUCTURAL DESIGN REPORT, June 28, 2019 HC-04-00001-03-05-ST-SAL-DG-SPORTS COMPLEX COLUMNS POSITION.pdf SALFODXB-WTRAN-000846 (WF-000869) Design Submission - Sports Village - Steel

columns and Node reactions for All Loading Cases for the Sport complex Sport Pavilion - Steel Column Node Reactions Rev-02.xls reac0.dwg S22C-6e19070410320.pdf Project AD-550 - Hudayriat Island Campsite - Landscaping and Infrastructure Works - Foundation Recommendations Report on Plate Load Test.pdf GEOSCIENCE Testing Lab. Plate Load Test Report R1AD19-37814 HC-04-00001-03-05-AR-SAL-DG-100101_FIRST FLOOR PLAN-REV 01.dwg HC-04-00001-03-05-AR-SAL-DG-100102_ROOF PLAN-REV 01.dwg HC-04-00001-03-05-AR-SAL-DG-100103_ROOF PLAN-BMU OPTION 01 REV 01.dwg HC-04-00001-03-05-AR-SAL-DG-100103_ROOF PLAN-BMU OPTION 02 REV 01.dwg HC-04-00001-03-05-AR-SAL-DG-100200_ELEVATIONS (1)-REV 01.dwg HC-04-00001-03-05-AR-SAL-DG-100200_ELEVATIONS (2)-REV 01.dwg HC-04-00001-03-05-AR-SAL-DG-100300_SECTIONS REV 01.dwg HC-04-00001-03-05-AR-SAL-DG-100301_SECTIONS-BMU REV 01.dwg HC-04-00001-03-06-AR-SAL-DG-100101_GROUND FLOOR PLAN-DD.dwg HC-04-00001-03-06-AR-SAL-DG-100102_FIRST FLOOR PLAN-DD.dwg HC-04-00001-03-06-AR-SAL-DG-100101_GROUND FLOOR PLAN-DD.dwg HC-04-00001-03-06-AR-SAL-DG-100102_FIRST FLOOR PLAN-DD.dwg HC-04-00001-03-05-ST-SAL-DG-100107.pdf HC-04-00001-03-05-ST-SAL-DG-100108.pdf HC-04-00001-03-05-ST-SAL-DG-100109.pdf

2.4 Allowable Soil Stress and Coefficient of Subgrade Reaction Allowable Soil Stress after Soil Improvement: q= 150 kN/m2 Allowable Settlement s= 25 mm Design Coefficient of Subgrade Reaction c=3q/s=3*150/0.025= 18000 kN/m3


2.5 Fire Resistance Fire resistance of 3 hours is required for all structural elements above ground. 2.6 Deflection and story drift Criteria Structural reinforced concrete beams are designed to have adequate stiffness to limit deflections. Immediate Live Load maximum deflection: Span / 500 Long Term maximum deflection: Span / 250 The building lateral stability system is designed to limit maximum drift to: - 1/500 of building height under 50 year wind load - 1/50 of story height under combined seismic loads.

2.7 Units Forces: kN Moments: kNm Coordinates / Displacements: m Rotations: rad

2.8 LOAD ANALYSIS 2.8.1 Dead Load (DL) Self Weight Automatic Superimposed Dead Load with ceiling & services 5.25 kN/m2 Facade 1.00 kN/m2

EH - Horizontal Earth Pressure K=0.5 γ dry = 19.00 kN/m3 PLF=1.35*1.05=1.42 Dome reactions: loads 1-3 from "Sport Pavilion - Steel Column Node Reactions Rev-02.xls" 2.8.2 Live Load (LL) Live Load 5.00 kN/m2 Live Load Surcharge (LS) AASHTO LRFD 3.11.6.4 Dome reactions: load 4 from "Sport Pavilion - Steel Column Node Reactions Rev-02.xls" 2.8.3 Wind Load (W) Basic wind speed Vb=45 m/s (100 mph), q=1.00 kN/m2 @ 4.4m Dome reactions: loads 9-12 from "Sport Pavilion - Steel Column Node Reactions Rev-02.xls"


2.8.4 Temperature (T) ±25C Dome reactions: load 13 from "Sport Pavilion - Steel Column Node Reactions Rev-02.xls" Note: Seismic Loads govern by magnitude 2.8.5 Earthquake Load (E) Seismic design has been carried out in accordance with the requirements of the 2009 edition of the International Building Code (IBC-09). As per design criteria, mapped spectral response acceleration at short periods Ss=60% and at 1 second period S1=18% with Site Class C were used, and therefore remaining response spectrum design parameters, including Design Response Acceleration Sds & Sd1, are as follows: Fa=1.1680 Fv=1.6200 To=0.0861sec Ts=0.42sec TL=8sec Sds=0.464 Sd1=0.194 Seismic Importance Factor I=1.00 Seismic Design Category C is obtained based on Sds=0.464, Sd1=0.194 & I=1.00 Based on Seismic Design Category C, following Seismic-Force Resisting System is adopted (ASCE7-10 Table 12.2-1): - B.8 Intermediate Precast Shear Walls with parameters: Response Modification Factor R= 5.0 System Overstrength Factor Ωo= 2.5 Deflection Amplification Factor Cd= 4.5 Masses are obtained from 100% of Dead + 60% of Live Load. For element effective stiffness during seismic event, 50% of Young modulus E was used for walls and columns, 100% for prestressed and 30% for precast beams. Full Multi-modal dynamic analysis was performed with 5% Accidental Torsion. First 23 natural periods and mode shapes were computed, with mass participation of 100% in X&Y direction and 99.3% for torsion and first mode period of 0.3 seconds. In load combinations, "0.3 rule" was used (Ex+0.3Ey or Ey+0.3Ex) for multimodal load cases. Dome reactions: loads 15-17 from "Sport Pavilion - Steel Column Node Reactions Rev-02.xls" were used as separated static loads, combined simultaneously with appropriate multimodal load cases 2.9 LOAD COMBINATIONS Load combinations shall meet the specifications of the (IBC2009) section 1605. 2.9.1 Strength Design (Ultimate Limit State - ULS) Ref 1605.2.1 Basic Load Combinations: 1.4(D + F) (16_1) 1.2(D + F + T) + 1.6(L + H) + 0.5(Lr or S or R) (16_2) 1.2D + 1.6(Lr or S or R) + (f1L or 0.8W) (16_3) 1.2D + 1.6W + f1L + 0.5(Lr or S or R) (16_4) 1.2D+0.2Sds + 1.0E + f1L + f2S (16_5) 0.9D + 1.6W + 1.6H (16_6) 0.9D-0.2Sds + 1.0E or 1.6H (16_7) Where: f1 = 1.0 for floors in public assembly, parking garage live loads, and loads exceeding 4.78 kPa f1 = 0.5 otherwise f2 = 0.7 for saw tooth or similar roofs that do not shed snow off the structure. f2 = 0.2 otherwise Load combinations listed above are applicable for concrete structures designed per ACI 318-11.


2.9.2 Working Stress Design (Serviceability Limit State - SLS) Ref 1605.3.1 Basic Load Combinations: D + F (16_8) D + H + F + L +T (16_9) D + H + F + (Lr or S or R) (16_10) D + H + F + 0.75(L + T) + 0.75(Lr or S or R) (16_11) D+0.14Sds + H + F + (W or 0.7E) (16_12) D+0.14Sds + H + F + 0.75(W or 0.7E) + 0.75L + 0.75(Lr or S or R) (16_13) 0.6D + W + H (16_14) 0.6D-0.14Sds + 0.7E + H (16_15)


2.10 Reference List of Projects with RWPB beams

Carrefour Box, Mall of Emirates - Dubai ADNEC District Cooling Plant – Abu Dhabi Marina Mall – Abu Dhabi Al Raha Mall – Abu Dhabi YAS Island Carparks – Abu Dhabi

Carrefour Box – MOE, RWPBspan 16m

YAS Island carparks, RWPBspan 18.6m


3 INPUT AND OUTPUT FILE For Input and Output in text form file refer to APPENDIX A - INPUT AND OUTPUT FILES, page 615


3.1 Graphical Presentation of Input file

3.1.1 L00 - Foundation beams +0.00

2 -1

5.21

4

2' -1

2.63

1

3 -7

.695

3' -4

.912

4 -3

.005

5 -0

.185

6 4.

288

7 8.

61

8 11

.685

8' 1

4.24

7

9 18

.177

9' 2

4.03

10 2

5.98

2

10' 3

1.83

8

H -16.722

G -12.349

F -6.538

E -1.755

D 3.079

C 7.912

B 12.166

A 18.112

A' 20.862

A'' 24.362

FT800X350

FT1000X450

FT1000X450

FT800X350

FT800X350

FT800X350

FT800X350

FT800X350

FT800X350

FT800X350

FS3500FT800X350

FS2000

FT1000X450 FT1000X450FT1000X450

FT1000X450 FT1000X450FT1000X450

FT10

00X

450

FS20

00FS

2000

FS2000

FS20

00FS2000

FT800X350FT800X350

FS35

00

FT80

0X35

0

FS35

00 FS2000FT1400X450FS3500FS3500FT1400X450FS3500FS3500FT1400X450

FR20

00

FR20

00

FR20

00

FR20

00

FR1250FR1250FR1250FR1250FR1250FR1250FR1250FR1250FR1250

FR12

50FR

1250

FT1000X450FT1000X450FT1000X450

FT1000X450FT1000X450FT1000X450

FT1000X450

FT80

0X35

0FT

800X

350

FT80

0X35

0

FT1000X450FS3000FS3000FT1000X450FS3000FS3000FT1000X450

FT10

00X

450

FT10

00X

450

FT10

00X

450

FS30

00

FT10

00X

450

FT10

00X

450

FT10

00X

450

FS30

00

FT10

00X

450

FT10

00X

450

FR1250

FT80

0X35

0

FT800X350

FT800X350

FT800X350FT800X350

FT800X350FT800X350FT800X350

FT800X350FT800X350

FT80

0X35

0FS

2200

FS22

00FT

800X

350

FT800X350

FT800X350FT800X350

FT1000X450

FT1000X45 0

FT10

00X

450

FT10

00X4

50

FT10

00X4

50

FT1000X

450

FT1000X450

FT80

0X35

0

FT10

00X4

50

FT800X350

FT1000X450

FT1000X450

FT10

00X

450

FT10

00X

450

FT10

00X

450

FT10

00X

450

FT10

00X

450

FT10

00X

450

FT10

00X

450

FT10

00X

450

FT10

00X4

50

FT10

00X4

50

FT10

00X

450

FT10

00X

450

FT1000X450 FT1000X

450FT1000X450FT1000X450FT1000X450FT1000X450

FT10

00X

450

FT10

00X

450

FT10

00X

450

F T10 00X4 50

FS20

00

FS20

00

FT1 000X4 50

FT800X350FT800X350

C1R

C1R

C1R

C1R

C1R

C2RC2R

C2R

C2R

C2R

C2R

C2R

C2R

C2Y

C2 C2

C1 C1

C1 C1

C1 C1

C1

C1

C2Y C2Y

C2YC2Y

C2

C2 C2

C2

C2T

Hudayriat Sports C

omplex L00 +0.00 hcsX

- BEA

M m

arks

XY

SAN

/PLO 12:06

22.08.2019 a0


3.1.2 L01 +3.90

2

-15.

214

2' -1

2.63

1

3 -7

.695

3' -4

.912

4 -3

.005

5 -0

.185

6 4.

288

7 8.

61

8 11

.685

8' 1

4.24

7

9 18

.177

9' 2

4.03

10 2

5.98

2

10' 3

1.83

8

H -16.722

G -12.349

F -6.538

E -1.755

D 3.079

C 7.912

B 12.166

A 18.112

A' 20.862

A'' 24.362

hY

PB6LB

180

LB18

0LB

0

LB0

LB0

LB0

LB0

LB0

LB0

cs

LB300LB300

LB250

LB18

0

PB2

PB1

PB1

PB1

PB1

C1R

C1R

C1R

C1R

C1R

C2RC2R

C2R

C2R

C2R

C2R

C2R

C2R

C2Y

C2T

C2 C2

C1 C1

C1 C1

C1 C1

C1

C1

C2Y C2Y

C2YC2Y

C2

C2 C2

C2

Hudayriat Sports C


- BEA

M m

arks

XY

SAN

/PLO 12:06

22.08.2019 a1


2 -1

5.21

4

2' -1

2.63

1

3 -7

.695

3' -4

.912

4 -3

.005

5 -0

.185

6 4.

288

7 8.

61

8 11

.685

8' 1

4.24

7

9 18

.177

9' 2

4.03

10 2

5.98

2

10' 3

1.83

8

H -16.722

G -12.349

F -6.538

E -1.755

D 3.079

C 7.912

B 12.166

A 18.112

A' 20.862

A'' 24.362

hY

26:PB625/60

44:L

B180

18/1

7044

:LB

180

18/1

70

42:L

B0

1/1

42:LB0

1/1

42:L

B0

1/1

42:L

B0

1/1

42:LB0

1/1

42:L

B0

1/1

42:L

B0

1/1

80:cs

47:LB30030/170

47:LB300

30/170

46:LB250

25/170

44:L

B18

0

18/1

70

99

22:PB250/80

21:P

B1

40/8

021

:PB

140

/80

21:P

B1

40/8

021

:PB

140

/80

40x40:C1R

40x40:C1R

40x40:C1R

40x40:C1R

40x40:C1R

40x80:C2R40x80:C2R

40x80:C2R

40x80:C2R

40x80:C2R

40x80:C2R

40x80:C2R

40x80:C2R

40x80:C2Y

80x40:C2T

80x40:C2 80x40:C2

40x40:C140x40:C1

40x40:C140x40:C1

40x40:C140x40:C1

40x40:C1

40x40:C1

40x80:C2Y40x80:C2Y

40x80:C2Y40x80:C2Y

80x40:C2

80x40:C2 80x40:C2

80x40:C2

Hudayriat Sports C


- BEA

MS section num

bers and sizes

XY

SAN

/PLO 12:06

22.08.2019 a1


2 -1

5.21

4

2' -1

2.63

1

3 -7

.695

3' -4

.912

4 -3

.005

5 -0

.185

6 4.

288

7 8.

61

8 11

.685

8' 1

4.24

7

9 18

.177

9' 2

4.03

10 2

5.98

2

10' 3

1.83

8

H -16.722

G -12.349

F -6.538

E -1.755

D 3.079

C 7.912

B 12.166

A 18.112

A' 20.862

A'' 24.362

Hudayriat Sports C

omplex L01 +3.90

DEA

D LO

AD

(PHA

SE 1) SW P=5.07

XY

SAN

/PLO 12:06

22.08.2019 a1

DEA

D LO

AD

(PHA

SE 2) P=5.25LIV

E LOA

D P=5


3.1.3 L02 +4.40

2 -1

5.21

4

2' -1

2.63

1

3 -7

.695

3' -4

.912

4 -3

.005

5 -0

.185

6 4.

288

7 8.

61

8 11

.685

8' 1

4.24

7

9 18

.177

9' 2

4.03

10 2

5.98

2

10' 3

1.83

8

H -16.722

G -12.349

F -6.538

E -1.755

D 3.079

C 7.912

B 12.166

A 18.112

A' 20.862

A'' 24.362

hY

hY

PB6

PB6

LB18

0DLB

180D

LB18

0D

PB5N

PB5NPB5N

PB5N

PB5N

PB5NLB

250D

LB250D

LB180D

LB18

0D

cs

PB4PB

4

PB4

PB4

PB4

PB4

PB4

PB1

PB3

PB1

PB3

PB4

PB4

PB2

PB1

PB1

PB1

PB1

PB2

PB2

PB2

PB2

PB2

RW

PB1

RW

PB1

PB1

PB1

PB1

PB1

PB1

PB1PB1

PB1

PB1

PB1

PB1

PB1

PB1

PB1

PB1

PB3PB3

C1R

C1R

C1R

C1R

C1R

C2RC2R

C2R

C2R

C2R

C2R

C2R

C2R C2T

C2Y

C2 C2

C1 C1

C1 C1

C1 C1

C1

C1

C2

C2 C2

C2

Hudayriat Sports C


- BEA

M m

arks

XY

SAN

/PLO 12:06

22.08.2019 a2


2 -1

5.21

4

2' -1

2.63

1

3 -7

.695

3' -4

.912

4 -3

.005

5 -0

.185

6 4.

288

7 8.

61

8 11

.685

8' 1

4.24

7

9 18

.177

9' 2

4.03

10 2

5.98

2

10' 3

1.83

8H -16.722

G -12.349

F -6.538

E -1.755

D 3.079

C 7.912

B 12.166

A 18.112

A' 20.862

A'' 24.362

hY

hY

26:PB625/60

26:PB6

25/60

43:L

B18

0D

18/2

2043

:LB

180D

18/2

2043

:LB

180D

18/2

20

25:PB

5N

60/48

25:PB5N

60/48

25:PB5N60/48 25:PB5N60/48

25:PB5N

60/48 25:PB5N

60/4845

:LB

250D

25/2

20

45:LB250D

25/220

43:LB180D

18/220

43:L

B18

0D

18/2

20

90:cs

99

99

99 24:PB4

60/60

24:PB4

60/6 0

24:P

B460

/60

24:P

B460

/60

24:PB

4

60/60

24:PB4

60/6024:PB4

60/60

21:P

B1

40/8

0

23:PB340/80

21:P

B140

/80

23:PB340/80

24:PB460/60

24:PB460/60

22:PB250/80

21:P

B1

40/8

021

:PB

140

/80

21:P

B1

40/8

021

:PB

140

/80

22:P

B2

50/8

0

22:P

B2

50/8

0

22:PB250/80

22:P

B2

50/8

0

22:P

B2

50/8

0

1:R

WPB

180

/110

1:R

WPB

180

/110

21:P

B140

/80

21:P

B140

/80

21:P

B140

/80

21:P

B1

40/8

0

21:PB1

40/80

21:PB1

40/80 21:PB1

40/80 21:PB1

40/80 21:PB140/80 21:PB140/80

21:P

B1

40/8

021

:PB

140

/80

21:P

B1

40/8

0

21:PB1

40/8021: PB

140 /80

23:PB3

40/80

23:PB340/80

40x40:C1R

40x40:C1R

40x40:C1R

40x40:C1R

40x40:C1R

40x80:C2R40x80:C2R

40x80:C2R

40x80:C2R

40x80:C2R

40x80:C2R

40x80:C2R

40x80:C2R 80x40:C2T

40x80:C2Y

80x40:C2 80x40:C2

40x40:C140x40:C1

40x40:C140x40:C1

40x40:C140x40:C1

40x40:C1

40x40:C1

80x40:C2

80x40:C2 80x40:C2

80x40:C2

Hudayriat Sports C


- BEA

MS section num

bers and sizes

XY

SAN

/PLO 12:06

22.08.2019 a2


2 -1

5.21

4

2' -1

2.63

1

3 -7

.695

3' -4

.912

4 -3

.005

5 -0

.185

6 4.

288

7 8.

61

8 11

.685

8' 1

4.24

7

9 18

.177

9' 2

4.03

10 2

5.98

2

10' 3

1.83

8

H -16.722

G -12.349

F -6.538

E -1.755

D 3.079

C 7.912

B 12.166

A 18.112

A' 20.862

A'' 24.362

Hudayriat Sports C

omplex L02 +4.40

DEA

D LO

AD

(PHA

SE 1) SW P=5.07

XY

SAN

/PLO 12:06

22.08.2019 a2

DEA

D LO

AD

(PHA

SE 2) P=5.25LIV

E LOA

D P=5


3.2 WIRE MODEL

ZX

Sports Complex v24

SAN+DAN B&B22.08.2019 12:28

aa.D

BS

3.2.1 Joints, Member and Sections

12

34

56

78

910

1112 13

14

1516

1718

1920

2122

2324

2526

2728

2930

3132

3334

3536

3738

3940

4142

4344

4546

4748

4950

5152

5354

5556

5758

6259

6663

6967

7370

7674

7977

8380

8684

9087

9491

9895 101

99104102

107105111

108

114112

117115

121118

124122

127125

130128

133131

137134

140138

142141

145143

148146

151149

154152

157155

160158

162161

165163

168166

172169

175173

177176

179178

182180

184183

187185

189188

193190

197194

221

222

223

224

225

226 227

228

229

230

231

232

233

234

235

236 237

238 239

240 241

242 243

244

245

246

247

248

249

250

251

252

253

254

255 256

257

261

258

265

262

268

266

271

274276

279

281

283 286

289

293

290

296

294

299

297

302

300

305

303

308

306

311

309

314

312

317

315

320

318

323

321

326

324

329

327

333

330

336

334

339

337

343

340

345

344

348350

352354

358

355

360

359

363

365

368

366

371

369

374

377

375

380

378

384

381

387

385

390

388

393

391

396

394

399

397

402

400

405

403

408

406

411

409

413

412

415

414

418

416

421

419

425

422

428

426

430

429

433

431

435 437

441

438

444

442

448

445

451 453 454

458

455

461

459

464

462

467

465

469

471 473 475 477

479 481 482 484 486

489491492493 495 496 498 499

502505

1.52

2.52

3.52

4.52

5.52

6.55 7.

55

8.55

9.55

10.5

5

11.5

5

12.5

5

13.5

5

14.5

6

15.5

4

16.5

3

17.5

3

18.5

1

19.5

120

.51

21.5

122

.51

23.5

1

24.5

1

25.5

1

26.5

3

27.5

3

28.5

329

.53

33.2

51

36.2

5239

.252

43.2

53

46.2

54

50.2

55

55.1

51

58.1

52

62.2

56

65.2

57

68.1

53 71.2

5874.1

54

77.2

58

80.2

59

83.2

60

86.2

61

90.2

62

93.2

6396

.155

99.1

56

102.

157

105.

158

108.

159

111.

160

114.

161

118.

162

122.

162

125.

152

128.

163

131.

164

135.

165

138.

164

141.

166

144.

167

147.

159

150.

158

153.

168

157.

169

161.

169

164.

170

167.

171

170.

264

174.

172

244.

52

245.

52

246.

52

247.

5224

8.52

249.

55

250.

55

251.

55

252.

55

253.

55

254.

55

255.

55

256.

55

257.

54

258.

56

259.

53

260.

53

261.

51

262.

5126

3.51

264.

5126

5.51

266.

51

267.

51

268.

51

269.

54

270.

54

271.

54

272.

54

273.

53

274.

53

275.

5327

6.53

279.

265

282.

252

285.

252

289.

251

292.

252

295.

252

299.

253

302.

254

306.

255

309.

256

312.

257

315.

173

318.

174

321.

451 32

4.45

2

327.

453

330.

452

333.

454

337.

175

340.

176

344.

176

348.

176

351.

177

354.

455

358.

173

362.

178

365.

173

368.

179

371.

266

374.

153

377.

258

380.

154

383.

258

386.

267

389.

180

392.

259 39

5.26

0 399

.268 4

03.2

69

407.

262

410.

456

413.

457

416.

270

419.

271

422.

181

425.

272

429.

273

432.

274

435.

182

438.

176

441.

176

444.

176

447.

183

450.

275

453.

276

456.

276

459.

277

462.

268

467.

278

471.

184

474.

156

477.

157

480.

458

483.

1854

87.1

86

490.

158

493.

159

496.

160

499.

187

502.

162

505.

162

509.

162

512.

152

515.

161

518.

162

521.

162

524.

152

527.

163

530.

164

533.

165

536.

164

539.

166

542.

167

545.

159

548.

158

551.

168

554.

169

557.

169

560.

170

563.

171

566.

264

570.

172

Col

umn

& W

all

ZX

Sports Complex v24

SECT 51-56 151-187 251-278 451-458

SAN+DAN B&B22.08.2019 12:24

aa.D

BS


12

34

56

78

910

1112 13

14

1516

1718

1920

2122

2324

2526

2728

2930

3132

3334

3536

3738

3940

4142

4344

4546

4748

4950

5152

5354

5556

5758

6259

6663

6967

7370

7674

7977

8380

8684

9087

9491

9895 101

99104102

107105111

108

114112

117115

121118

124122

127125

130128

133131

137134

140138

142141

145143

148146

151149

154152

157155

160158

162161

165163

168166

172169

175173

177176

179178

182180

184183

187185

189188

193190

197194

221

222

223

224

225

226 227

228

229

230

231

232

233

234

235

236 237

238 239

240 241

242 243

244

245

246

247

248

249

250

251

252

253

254

255 256

257

261

258

265

262

268

266

271

274276

279

281

283 286

289

293

290

296

294

299

297

302

300

305

303

308

306

311

309

314

312

317

315

320

318

323

321

326

324

329

327

333

330

336

334

339

337

343

340

345

344

348350

352354

358

355

360

359

363

365

368

366

371

369

374

377

375

380

378

384

381

387

385

390

388

393

391

396

394

399

397

402

400

405

403

408

406

411

409

413

412

415

414

418

416

421

419

425

422

428

426

430

429

433

431

435 437

441

438

444

442

448

445

451 453 454

458

455

461

459

464

462

467

465

469

471 473 475 477

479 481 482 484 486

489491492493 495 496 498 499

502505

Col

umn

& W

all J

oint

s

ZX

Sports Complex v24

SECT 51-56 151-187 251-278 451-458

SAN+DAN B&B22.08.2019 12:24

aa.D

BS

1.52

2.52

3.52

4.52

5.52

6.55 7.

55

8.55

9.55

10.5

5

11.5

5

12.5

5

13.5

5

14.5

6

15.5

4

16.5

3

17.5

3

18.5

1

19.5

120

.51

21.5

122

.51

23.5

1

24.5

1

25.5

1

26.5

3

27.5

3

28.5

329

.53

33.2

51

36.2

5239

.252

43.2

53

46.2

54

50.2

55

55.1

51

58.1

52

62.2

56

65.2

57

68.1

53 71.2

5874.1

54

77.2

58

80.2

59

83.2

60

86.2

61

90.2

62

93.2

6396

.155

99.1

56

102.

157

105.

158

108.

159

111.

160

114.

161

118.

162

122.

162

125.

152

128.

163

131.

164

135.

165

138.

164

141.

166

144.

167

147.

159

150.

158

153.

168

157.

169

161.

169

164.

170

167.

171

170.

264

174.

172

244.

52

245.

52

246.

52

247.

5224

8.52

249.

55

250.

55

251.

55

252.

55

253.

55

254.

55

255.

55

256.

55

257.

54

258.

56

259.

53

260.

53

261.

51

262.

5126

3.51

264.

5126

5.51

266.

51

267.

51

268.

51

269.

54

270.

54

271.

54

272.

54

273.

53

274.

53

275.

5327

6.53

279.

265

282.

252

285.

252

289.

251

292.

252

295.

252

299.

253

302.

254

306.

255

309.

256

312.

257

315.

173

318.

174

321.

451 32

4.45

2

327.

453

330.

452

333.

454

337.

175

340.

176

344.

176

348.

176

351.

177

354.

455

358.

173

362.

178

365.

173

368.

179

371.

266

374.

153

377.

258

380.

154

383.

258

386.

267

389.

180

392.

259 39

5.26

0 399

.268 4

03.2

69

407.

262

410.

456

413.

457

416.

270

419.

271

422.

181

425.

272

429.

273

432.

274

435.

182

438.

176

441.

176

444.

176

447.

183

450.

275

453.

276

456.

276

459.

277

462.

268

467.

278

471.

184

474.

156

477.

157

480.

458

483.

1854

87.1

86

490.

158

493.

159

496.

160

499.

187

502.

162

505.

162

509.

162

512.

152

515.

161

518.

162

521.

162

524.

152

527.

163

530.

164

533.

165

536.

164

539.

166

542.

167

545.

159

548.

158

551.

168

554.

169

557.

169

560.

170

563.

171

566.

264

570.

172

Col

umn

& W

all M

emb.

Sect

ZX

Sports Complex v24

SECT 51-56 151-187 251-278 451-458

SAN+DAN B&B22.08.2019 12:24

aa.D

BS


3.2.2 RIGID DIAPHRAGM SLAB FLOOR MASTER-SLAVE

YX

Sports Complex v24

SAN+DAN B&B22.08.2019 12:30

aa.D

BS

0 4.2

31.1

32.5

29.9

28.5

2724.4

22.6

20.6

18.6

16.5

14.5

12.5

10.5

8.5

6.5

25.7

5.3

-16.

9-1

9.1

-14.

8-1

3.4

-11.

4-9

.4-7

.3-5

.3-3

.3-1

.7

-15.

9

23.322.224.3

20.918.516.2

13.312

14.5

11108.4

-6.8

26.428.4

4.86.4

19.9

30.432.3

35

37.8

-8.7

YX

Sports Complex v24FLOOR, LEVEL Z=4

SAN+DAN B&B22.08.2019 12:30

aa.D

BS


0-5.6

-7.4

-3.8

-1.9

4.2

11.4

10.3

8.8

14 16.2

6.5

17.6

-13.

1-1

4.8

-11.

5-9

.6

-17.

1

-8.5

-15.

9

-18.

1

12.5

19-19.

3

18.5

16.2

13.312

14.5

11108.4

-6.8-8.7

3.3

-1.5

-11.1

-15.6

-18.3

-12.1

-16.8

6.9

0

-3.3

-13.9

YX

Sports Complex v24FLOOR, LEVEL Z=4.5

SAN+DAN B&B22.08.2019 12:30

aa.D

BS


3.3 Column Mark and Section ID Unions SectID Mark Union SectID-Mark SectID-Mark SectID-Mark SectID-Mark 51 C1 = 51-C1 52-C1 53 C2 = 53-C2 54-C2Y 55-C2R 56-C2T

4 STRUCTURAL ANALYSIS RESULTS

4.1 BASE REACTIONS (reaction totals) and Max Displacements Sports Complex v24 TOTAL REACTIONS [kN] and AbsMAX Displacements [mm] Load Rx Ry Rz dx dy dz Loadname 1 0 0 41619 0.2 0.1 85.6 DEAD LOAD 1 - Phase1 simply supp. 2 233 1584 9756 1.1 2.4 39.1 DEAD LOAD 2 - SDL + EH 3 0 0 7824 0.7 1.6 29.9 LIVE LOAD 4 3185 1634 1820 2.1 1.7 0.6 Ex IBC Ss=60 S1=18 SC I=1 R=5 Wo=2.5 5 2917 3188 2027 4.5 2.3 0.9 Ey IBC Ss=60 S1=18 SC I=1 R=5 Wo=2.5 6 -466 11 -598 2.7 1.8 9.9 Wind +X 7 37 -402 -590 1.4 3.6 2.7 Wind +Y 8 0 0 2 0.8 1.3 0.3 T 9 0 0 40268 1.6 3.1 94.9 Massload 10 10200 5235 5829 6.6 5.5 1.9 Edx DISP Ss=60 S1=18 SC R=5 Cd=4.5 11 9116 9961 6333 14.2 7.1 2.9 Edy DISP Ss=60 S1=18 SC R=5 Cd=4.5 12 367 -8 -557 2.4 1.4 2.0 Wind -X 13 27 444 -556 0.5 1.2 2.8 Wind -Y 14 0 0 2757 1.1 2.1 17.3 DL Dome 15 297 193 570 1.0 1.0 0.8 Ex Dome 16 150 306 520 0.8 1.3 1.4 Ey Dome 17 94 97 268 0.4 0.5 1.1 Ez Dome


4.2 DYNAMIC PROPERTIES

4.2.1 MASTER JOINTS MASSES Accidental torsion: 0.050 F=m*g Master X Y Z m Jm 1 17.454208 17.586299 4.000 708.78 71613.67 2 -3.498340 2.341623 4.500 1646.87 273718.84 3 -10.571424 20.392326 4.000 412.09 43683.42 4 19.018000 3.287000 4.500 14.98 0.03 5 19.242000 -1.487000 4.500 18.86 0.03 6 15.118228 -6.425694 4.500 35.67 638.70 7 15.363000 -11.060000 4.500 19.64 0.01 8 10.729000 -15.596000 4.500 18.07 0.01 9 4.834000 -18.302000 4.500 26.01 0.05 10 0.060000 -18.930000 4.500 16.28 0.16 Using 23 of 30 Modes. TotMass > 99.0%, ModeMass > 1.0%

4.2.2 FUNDAMENTAL PERIODS AND MODAL MASS PARTICIPATION Mode Period DX DY RZ 1 0.299173 0.1289% 0.4494% 0.0000% 2 0.203149 3.7560% 3.4264% 0.2826% 3 0.188628 0.1019% 0.0388% 0.0057% 4 0.148439 5.1749% 5.6104% 1.5573% 5 0.139963 7.9479% 39.2901% 7.1618% 6 0.135121 3.3085% 28.9246% 0.0315% 7 0.117916 33.0721% 19.4993% 11.3380% 8 0.084055 44.7774% 1.2629% 18.3506% 9 0.068626 1.3152% 0.8857% 9.4851% 10 0.041538 0.1491% 0.3996% 0.5601% 11 0.036177 0.0899% 0.0786% 0.2673% 12 0.032107 0.0055% 0.0155% 1.2622% 13 0.030687 0.0002% 0.0004% 0.4471% 14 0.029926 0.0000% 0.0159% 1.6750% 15 0.021955 0.0000% 0.0010% 0.0984% 16 0.019926 0.0319% 0.0026% 2.1174% 17 0.019215 0.0003% 0.0001% 0.0040% 18 0.017145 0.0000% 0.0000% 0.0051% 19 0.015914 0.0395% 0.0740% 4.0243% 20 0.013325 0.0033% 0.0002% 0.0631% 21 0.011418 0.0033% 0.0226% 0.9852% 22 0.009443 0.0942% 0.0019% 38.1984% 23 0.006261 0.0001% 0.0000% 1.3998% Total: 100.0000% 100.0000% 99.3199% Total Mass: 2917.3 2917.3 389654.9 Note: Force = Mass*g


4.2.3 LOADING 4 Ex IBC2009 Ss=60 S1=18 SC I=1.25 R=5 Wo=2.5 Cd=4.5 IBC2009 Ss=0.60 S1=0.18 Site Class=C Tl=8.0 Fa=1.1600 Fv=1.6200 To=0.0838 Ts=0.4190 Sds=0.4640 Sd1=0.1944 SDC=C FORCE RESPONSE SPECTRUM Quake direction: X 1.000 Y 0.000 Method: CQC Scale: 0.2000 Damp: 0.0500 LIMITATIONS: EQUIVALENT LATERAL FORCE PROCEDURE (ASCE7-10 12.8) H=10.675 W=28618 Ta=0.393(4-Other) maxT=0.593 Cs=0.093 minVt=2257 Cut-off minor Modes with P-Factor less than 1.E-03 of Max P-Factor Mode P-Factor P/Pmax Fx %Qx Fy %Qy 1 1.93934E+00 -5.4E-02 4.8 0.02 9.0 0.03 2 -1.04676E+01 2.9E-01 140.1 0.49 133.9 0.47 3 -1.72414E+00 4.8E-02 3.8 0.01 2.3 0.01 4 1.22868E+01 -3.4E-01 193.1 0.67 201.1 0.70 5 1.52270E+01 -4.2E-01 296.6 1.04 659.4 2.30 6 9.82440E+00 -2.7E-01 123.5 0.43 365.0 1.28 7 -3.10612E+01 8.6E-01 1234.0 4.31 947.6 3.31 8 -3.61424E+01 1.0E+00 1670.8 5.84 280.6 0.98 9 6.19422E+00 -1.7E-01 43.7 0.15 35.9 0.13 10 -2.08574E+00 5.8E-02 3.9 0.01 6.4 0.02 11 1.61904E+00 -4.5E-02 2.2 0.01 2.1 0.01 12 3.99824E-01 -1.1E-02 0.1 0.00 0.2 0.00 13 7.49455E-02 -2.1E-03 0.0 0.00 0.0 0.00 16 -9.65377E-01 2.7E-02 0.6 0.00 0.2 0.00 17 8.77702E-02 -2.4E-03 0.0 0.00 0.0 0.00 19 -1.07293E+00 3.0E-02 0.8 0.00 1.0 0.00 20 3.09085E-01 -8.6E-03 0.1 0.00 0.0 0.00 21 3.09746E-01 -8.6E-03 0.1 0.00 0.2 0.00 22 1.65784E+00 -4.6E-02 1.6 0.01 0.2 0.00 23 4.21926E-02 -1.2E-03 0.0 0.00 0.0 0.00 CQC Forces: 2339.8 8.18 1065.0 3.72 Total Weight Q: 28618.3 100.00 28618.3 100.00 CQC MASTER JOINTS LATERAL FORCES AND DISPLACEMENTS Master X Y Z Fx Fy Mz dx dy rz 1 17.45 17.59 4.00 628.7 535.6 1853.7 1.9E-04 2.3E-04 8.5E-06 2 -3.50 2.34 4.50 1423.9 543.1 12361.8 2.9E-04 1.5E-04 1.3E-05 3 -10.57 20.39 4.00 416.9 151.8 1481.0 1.9E-04 1.6E-04 9.8E-06 4 19.02 3.29 4.50 70.2 19.3 0.0 2.1E-03 4.5E-04 2.6E-04 5 19.24 -1.49 4.50 57.5 24.1 0.0 1.6E-03 3.9E-04 3.2E-04 6 15.12 -6.43 4.50 34.1 34.6 41.1 3.7E-04 2.7E-04 1.8E-05 7 15.36 -11.06 4.50 30.6 50.9 0.0 1.7E-03 1.4E-03 2.6E-04 8 10.73 -15.60 4.50 27.3 46.3 0.0 1.3E-03 1.2E-03 2.0E-04 9 4.83 -18.30 4.50 59.0 37.5 0.0 1.3E-03 1.4E-03 1.3E-04 10 0.06 -18.93 4.50 36.4 6.6 0.1 1.0E-03 1.6E-04 3.0E-04 Max 1423.9 543.1 12361.8 2.1E-03 1.4E-03 3.2E-04


4.2.4 LOADING 5 Ey IBC2009 Ss=60 S1=18 SC I=1.25 R=5 Wo=2.5 Cd=4.5 IBC2009 Ss=0.60 S1=0.18 Site Class=C Tl=8.0 Fa=1.1600 Fv=1.6200 To=0.0838 Ts=0.4190 Sds=0.4640 Sd1=0.1944 SDC=C FORCE RESPONSE SPECTRUM Quake direction: X 1.000 Y 0.000 Method: CQC Scale: 0.2000 Damp: 0.0500 LIMITATIONS: EQUIVALENT LATERAL FORCE PROCEDURE (ASCE7-10 12.8) H=10.675 W=28618 Ta=0.393(4-Other) maxT=0.593 Cs=0.093 minVt=2257 Cut-off minor Modes with P-Factor less than 1.E-03 of Max P-Factor Mode P-Factor P/Pmax Fx %Qx Fy %Qy 1 3.62060E+00 -1.1E-01 9.2 0.03 17.2 0.06 2 9.99786E+00 -3.0E-01 137.2 0.48 131.0 0.46 3 1.06339E+00 -3.1E-02 2.4 0.01 1.5 0.01 4 -1.27934E+01 3.8E-01 206.1 0.72 214.6 0.75 5 -3.38555E+01 1.0E+00 675.8 2.36 1502.6 5.25 6 2.90484E+01 -8.6E-01 374.1 1.31 1106.2 3.87 7 -2.38505E+01 7.0E-01 971.2 3.39 745.7 2.61 8 6.06973E+00 -1.8E-01 287.6 1.00 48.3 0.17 9 -5.08313E+00 1.5E-01 36.8 0.13 30.2 0.11 10 3.41430E+00 -1.0E-01 6.5 0.02 10.7 0.04 11 1.51467E+00 -4.5E-02 2.1 0.01 2.0 0.01 12 6.72866E-01 -2.0E-02 0.2 0.00 0.4 0.00 13 1.13072E-01 -3.3E-03 0.0 0.00 0.0 0.00 14 -6.80343E-01 2.0E-02 0.0 0.00 0.4 0.00 15 1.66903E-01 -4.9E-03 0.0 0.00 0.0 0.00 16 2.74369E-01 -8.1E-03 0.2 0.00 0.1 0.00 17 5.11013E-02 -1.5E-03 0.0 0.00 0.0 0.00 18 3.53300E-02 -1.0E-03 0.0 0.00 0.0 0.00 19 -1.46932E+00 4.3E-02 1.1 0.00 1.5 0.01 20 6.94887E-02 -2.1E-03 0.0 0.00 0.0 0.00 21 8.11357E-01 -2.4E-02 0.2 0.00 0.4 0.00 22 -2.35798E-01 7.0E-03 0.2 0.00 0.0 0.00 CQC Forces: 1091.6 3.81 3010.2 10.52 Total Weight Q: 28618.3 100.00 28618.3 100.00 CQC MASTER JOINTS LATERAL FORCES AND DISPLACEMENTS Master X Y Z Fx Fy Mz dx dy rz 1 17.45 17.59 4.00 185.5 602.9 1630.0 8.3E-05 3.6E-04 1.0E-05 2 -3.50 2.34 4.50 868.4 1926.5 7660.7 2.2E-04 5.6E-04 1.3E-05 3 -10.57 20.39 4.00 92.3 456.9 883.8 5.8E-05 5.4E-04 7.6E-06 4 19.02 3.29 4.50 55.7 17.5 0.0 1.6E-03 5.2E-04 2.7E-04 5 19.24 -1.49 4.50 62.8 19.0 0.0 1.7E-03 4.2E-04 2.7E-04 6 15.12 -6.43 4.50 26.7 36.2 17.9 3.3E-04 4.3E-04 1.2E-05 7 15.36 -11.06 4.50 34.7 35.0 0.0 2.0E-03 1.4E-03 2.8E-04 8 10.73 -15.60 4.50 26.1 29.4 0.0 1.2E-03 9.9E-04 3.5E-04 9 4.83 -18.30 4.50 44.9 38.7 0.0 1.3E-03 2.1E-03 1.7E-04 10 0.06 -18.93 4.50 23.8 20.1 0.1 9.5E-04 5.8E-04 4.1E-04 Max 868.4 1926.5 7660.7 2.0E-03 2.1E-03 4.1E-04


4.2.5 LOADING 10 Edx DISP Ss=60 S1=18 SC R=5 Cd=4.5 IBC2009 Ss=0.60 S1=0.18 Site Class=C Tl=8.0 Fa=1.1600 Fv=1.6200 To=0.0838 Ts=0.4190 Sds=0.4640 Sd1=0.1944 SDC=C DISPLACEMENT RESPONSE SPECTRUM Quake direction: X 1.000 Y 0.000 Method: CQC Scale: 0.900000 Damp: 0.0500 LIMITATIONS: NONE Cut-off minor Modes with P-Factor less than 1.E-03 of Max P-Factor Mode P-Factor P/Pmax Fx %Qx Fy %Qy 1 1.93934E+00 -5.4E-02 15.4 0.05 28.8 0.10 2 -1.04676E+01 2.9E-01 448.9 1.57 428.7 1.50 3 -1.72414E+00 4.8E-02 12.2 0.04 7.5 0.03 4 1.22868E+01 -3.4E-01 618.5 2.16 644.0 2.25 5 1.52270E+01 -4.2E-01 949.9 3.32 2111.9 7.38 6 9.82440E+00 -2.7E-01 395.4 1.38 1169.1 4.09 7 -3.10612E+01 8.6E-01 3952.5 13.81 3034.9 10.60 8 -3.61424E+01 1.0E+00 5351.4 18.70 898.7 3.14 9 6.19422E+00 -1.7E-01 140.1 0.49 115.0 0.40 10 -2.08574E+00 5.8E-02 12.4 0.04 20.3 0.07 11 1.61904E+00 -4.5E-02 7.1 0.02 6.6 0.02 12 3.99824E-01 -1.1E-02 0.4 0.00 0.7 0.00 13 7.49455E-02 -2.1E-03 0.0 0.00 0.0 0.00 16 -9.65377E-01 2.7E-02 2.1 0.01 0.6 0.00 17 8.77702E-02 -2.4E-03 0.0 0.00 0.0 0.00 19 -1.07293E+00 3.0E-02 2.4 0.01 3.3 0.01 20 3.09085E-01 -8.6E-03 0.2 0.00 0.0 0.00 21 3.09746E-01 -8.6E-03 0.2 0.00 0.5 0.00 22 1.65784E+00 -4.6E-02 5.3 0.02 0.7 0.00 23 4.21926E-02 -1.2E-03 0.0 0.00 0.0 0.00 CQC Forces: 7494.0 26.19 3411.2 11.92 Total Weight Q: 28618.3 100.00 28618.3 100.00 MAXIMUM LEVEL DISPLACEMENT DIFFERENCE DX 3.2671E-03 at -5.0262 -18.5833 from level 0.0000 to 4.5000 DY 5.4567E-03 at -5.0262 -18.5833 from level 0.0000 to 4.5000 DZ 5.8229E-04 at -5.0262 -18.5833 from level 0.0000 to 4.5000


4.2.6 LOADING 11 Edy DISP Ss=60 S1=18 SC R=5 Cd=4.5 IBC2009 Ss=0.60 S1=0.18 Site Class=C Tl=8.0 Fa=1.1600 Fv=1.6200 To=0.0838 Ts=0.4190 Sds=0.4640 Sd1=0.1944 SDC=C DISPLACEMENT RESPONSE SPECTRUM Quake direction: X 1.000 Y 0.000 Method: CQC Scale: 0.900000 Damp: 0.0500 LIMITATIONS: NONE Cut-off minor Modes with P-Factor less than 1.E-03 of Max P-Factor Mode P-Factor P/Pmax Fx %Qx Fy %Qy 1 3.62060E+00 -1.1E-01 28.8 0.10 53.7 0.19 2 9.99786E+00 -3.0E-01 428.7 1.50 409.5 1.43 3 1.06339E+00 -3.1E-02 7.5 0.03 4.6 0.02 4 -1.27934E+01 3.8E-01 644.0 2.25 670.5 2.34 5 -3.38555E+01 1.0E+00 2111.9 7.38 4695.6 16.41 6 2.90484E+01 -8.6E-01 1169.1 4.09 3456.8 12.08 7 -2.38505E+01 7.0E-01 3034.9 10.60 2330.4 8.14 8 6.06973E+00 -1.8E-01 898.7 3.14 150.9 0.53 9 -5.08313E+00 1.5E-01 115.0 0.40 94.4 0.33 10 3.41430E+00 -1.0E-01 20.3 0.07 33.3 0.12 11 1.51467E+00 -4.5E-02 6.6 0.02 6.2 0.02 12 6.72866E-01 -2.0E-02 0.7 0.00 1.2 0.00 13 1.13072E-01 -3.3E-03 0.0 0.00 0.0 0.00 14 -6.80343E-01 2.0E-02 0.0 0.00 1.2 0.00 15 1.66903E-01 -4.9E-03 0.0 0.00 0.1 0.00 16 2.74369E-01 -8.1E-03 0.6 0.00 0.2 0.00 17 5.11013E-02 -1.5E-03 0.0 0.00 0.0 0.00 18 3.53300E-02 -1.0E-03 0.0 0.00 0.0 0.00 19 -1.46932E+00 4.3E-02 3.3 0.01 4.5 0.02 20 6.94887E-02 -2.1E-03 0.0 0.00 0.0 0.00 21 8.11357E-01 -2.4E-02 0.5 0.00 1.3 0.00 22 -2.35798E-01 7.0E-03 0.7 0.00 0.1 0.00 CQC Forces: 3411.2 11.92 9407.0 32.87 Total Weight Q: 28618.3 100.00 28618.3 100.00 MAXIMUM LEVEL DISPLACEMENT DIFFERENCE DX 2.9019E-03 at -5.0262 -18.5833 from level 0.0000 to 4.5000 DY 7.0785E-03 at -5.0262 -18.5833 from level 0.0000 to 4.5000 DZ 6.0288E-04 at -5.0262 -18.5833 from level 0.0000 to 4.5000


5 DEFORMATION


5.1 Beam Long Term Deflection

0

4.2

-6.5

-14.8

12.5

16.2

9.7

19

-12

-8.9

-18.1

-2.4

8.3

-6.4

14.5

17.7

12.4

3.3

-1.5

-11.

1

-15.

6

-18.

3

-9

-10.1

-3.1

-8.4

-10.1

-5.3

-9.5

-8.7

-10.

1-1

0.2

-6.1

16.0 -7

.1

-7.7

-9.5

-7.7

-34.0

-8.8

-9.0

-4.3

-5.8

-7.9

-8.1

-9.7

-3.5

-7.4

-4.7 -5.3

-5.4

-6.6

-4.1

-6.5

-4.8

-10.

1

-8.8

-8.1

-28.7

-29.8

-23.4

-5.0

-12.2

-21.7

-19.4

-53.0

-54.4

-37.3

-6.1

-1.8

-6.8

-8.9

-3.3

-5.7

-8.6

-8.5

-90.1

-17.3

-9.7

-12.

4

-7.8

-8.6

-12.

3

-6.4

-99.

2

-10.

0

-8.4

-152

.5

-9.5-7.0

-12.1-9.9

-7.6

-14.

5

-9.1

-7.7-9.9

-7.4

-13.7

-13.

4

-15.

6

-10.

1

-14.

0

-18.

3

-16.

9

-7.3

-5.9

-22.3

-23.8

152.5 mm dz

Beam Long Term Deflections

YX

Spor

ts C

ompl

ex v

24FL

OO

R, L

EVEL

Z=4

.5

SEC

T 1

21-2

6 43

45

Cm

b 1*

2+2*

2+3

(2xD

L+LL

)SA

N+D

AN

B&

B22

.08.

2019

13:

00

aa.DBS

(with

out p

rest

ress

ing)


5.2 Deformed Structure due to Earthquake loads

max

dx=

6.6

dy=5

.5 d

z=1.

9 Fc

t=10

0m

in d

x=0

dy=0

dz=

0 m

m

Def

orm

ed st

ruct

ure

- Lat

eral

ZX

Sports Complex v24

SECT 1 21-26 31-39 42-47 51-56 80 90 98 99 151-187 251-278 451-458

10*1.0 Edx DISP Ss=60 S1=18 SC R=5 Cd=4.5SAN+DAN B&B

22.08.2019 13:00

aa.D

BS

max

dx=

14.2

dy=

7.1

dz=2

.9 F

ct=1

00m

in d

x=0

dy=0

dz=

0 m

m

Def

orm

ed st

ruct

ure

- Lat

eral

ZX

Sports Complex v24

SECT 1 21-26 31-39 42-47 51-56 80 90 98 99 151-187 251-278 451-458

11*1.0 Edy DISP Ss=60 S1=18 SC R=5 Cd=4.5SAN+DAN B&B

22.08.2019 13:00

aa.D

BS


max

dx=

10 d

y=7.

2 dz

=2.5

Fct

=100

min

dx=

0 dy

=0 d

z=-1

mm

Def

orm

ed st

ruct

ure

- Lat

eral

ZX

Sports Complex v24

SECT 1 21-26 31-39 42-47 51-56 80 90 98 99 151-187 251-278 451-458

Cmb 10+11*0.3+15+16*0.3SAN+DAN B&B

22.08.2019 13:00

aa.D

BS

max

dx=

15.5

dy=

8.7

dz=3

.3 F

ct=1

00m

in d

x=0

dy=0

dz=

-1.4

mm

Def

orm

ed st

ruct

ure

- Lat

eral

ZX

Sports Complex v24

SECT 1 21-26 31-39 42-47 51-56 80 90 98 99 151-187 251-278 451-458

Cmb 11+10*0.3+16+15*0.3SAN+DAN B&B

22.08.2019 13:00

aa.D

BS


5.3 Drift due to Earthquake loads

0.9

1.1

1.4

2.1

1.5

5.3 5.9

8.1

13.5-0.7

1.6

10.4

19.9

1.8 1.8

0.9

1.0 1.0

1.6 1.3

1.3 1.1

1.0 1.3

1.5

1.8

1.0

1.6 1.6

1.9

0.8

0.80.8

0.9

0.9

1.0

0.8 0.8

1.3

1.6

0.90.9

0.90.9

0.9

0.8

0.8

0.9

0.8

0.90.9 0.9

1.0 1.0 1.0

0.9 0.9 0.9 0.9

1.0 1.0 1.0 1.0 1.0

1.71.71.71.5 1.6 1.6 1.6 1.6

1.71.7

0.9

1.1

1.4

2.1

1.5

5.0 5.8

7.9

11.6-0.4

1.6

7.3

11.0

1.8

0.8

1.7

1.0 1.0

1.9-0.5

1.6 1.1

1.6-0.4

1.3 1.0

1.0 1.5-0.3

1.3

1.5

1.7

0.7 0.7

0.80.8

0.9

1.6 1.6

1.8

0.7

0.70.7

0.7

0.70.7

0.8

0.9

1.0 1.5-0.3

1.3

1.6

0.9 0.90.9

0.8

0.8

0.7

0.7

0.70.70.70.70.7

0.7

0.9 0.9 0.9

1.00.9

0.90.8

0.80.9

0.7 0.7

0.9

0.8

0.7

0.7

0.9

0.8

0.8

0.8

0.9

0.80.8

0.7

0.7

0.7 0.7 0.7 0.7 0.7

0.7

0.70.70.7

0.7

0.8

0.80.9 0.9

0.91.0

0.91.0 1.0 1.0

0.7 0.7 0.7 0.7 0.7

0.8 0.8 0.8 0.8

1.0 1.0 1.0 1.0 1.0

1.51.51.51.5 1.6 1.6 1.6 1.6

1.61.6

19.9

mm

dx

DR

IFT

ZX

Sports Complex v24FRAME AT DIR.X, 3D Perspective

SECT 51-56 151-187 251-278 451-458

Envelope from file DRIFT.CMB, 24 combinations.SAN+DAN B&B22.08.2019 13:00

aa.D

BS

2.6

2.6

2.7

2.2

2.6

2.115.6-2.0

5.7

8.5

2.0

2.4-0.2

7.2

2.4 2.0

2.2

2.3 2.1

2.2 2.0

1.9 1.9

1.9 1.8

1.9

1.7

1.5

2.5 2.2

1.9

1.6

2.12.1

2.0

2.0

2.0

1.9 1.8

2.2

2.1

2.12.0

1.92.0

2.2

1.9

1.7

2.2

1.8

2.12.3 2.3

1.8 1.7 1.7

2.1 2.0 2.1 2.0

2.4 2.2 2.1 2.0 1.9

2.12.12.02.6 2.4 2.3 2.2 2.1

2.12.0

2.6

2.6

2.7

2.2

2.6

2.1 13.8-1.8

5.1

-0.3

7.9

2.0

2.4

3.1

2.4

2.0

2.0

2.3 2.1

2.2 2.0

1.9 1.9

1.9 1.8

1.9

1.7

1.4 1.4

1.61.4

1.2

2.5 2.2

1.9

1.8

1.71.6

1.5

2.12.1

2.0

2.0

1.9 2.2

2.1

2.2 2.32.3

2.1

1.8

1.5

1.2

1.21.11.01.11.3

1.3

1.4 1.4 1.4

1.71.6

1.81.8

1.81.8

1.6 1.5

1.9

1.8

1.5

1.4

1.9

0.9

1.3

0.7

1.4

2.11.9

1.3

2.2

2.2 2.2 2.1 1.5 1.6

1.5

1.11.21.3

1.6

1.5

1.71.9 1.8

1.61.7

1.31.8 1.7 1.7

2.2 2.2 2.1 1.9 1.8

1.9 1.8 2.1 2.0

2.4 2.2 2.1 2.0 1.9

1.91.91.92.6 2.4 2.3 2.2 2.1

2.12.0

15.6

mm

dy

DR

IFT

ZX

Sports Complex v24FRAME AT DIR.X, 3D Perspective

SECT 51-56 151-187 251-278 451-458

Envelope from file DRIFT.CMB, 24 combinations.SAN+DAN B&B22.08.2019 13:00

aa.D

BS


5.4 MODE SHAPES

max

dx=

123.

2 dy

=25.

8 dz

=31.

1 Fc

t=50

min

dx=

-59

dy=-

46.8

dz=

-16.

3 m

m

ZX

Sports Complex v24

SECT 1 21-26 31-39 42-47 51-56 80 98 99 151-187 251-278 451-458

5*1.0 Mode5 0.13996sec Mass x8% y39% rz7%SAN+DAN B&B

22.08.2019 13:15

aa.D

BS

max

dx=

201.

1 dy

=47.

7 dz

=11.

5 Fc

t=50

min

dx=

-1.2

dy=

-1 d

z=-2

4.2

mm

ZX

Sports Complex v24

SECT 1 21-26 31-39 42-47 51-56 80 98 99 151-187 251-278 451-458

6*1.0 Mode6 0.13512sec Mass x3% y29%SAN+DAN B&B

22.08.2019 13:15

aa.D

BS


max

dx=

88.4

dy=

4.5

dz=2

9.1

Fct=

50m

in d

x=-2

9 dy

=-44

.9 d

z=-2

7.7

mm

ZX

Sports Complex v24

SECT 1 21-26 31-39 42-47 51-56 80 98 99 151-187 251-278 451-458


22.08.2019 13:15

aa.D

BS

max

dx=

37.7

dy=

55.9

dz=

46.9

Fct

=50

min

dx=

-30.

4 dy

=-14

dz=

-42.

8 m

m

ZX

Sports Complex v24

SECT 1 21-26 31-39 42-47 51-56 80 98 99 151-187 251-278 451-458


22.08.2019 13:15

aa.D

BS


max

dx=

105.

1 dy

=218

.5 d

z=21

Fct

=50

min

dx=

-16.

1 dy

=-19

dz=

-37

mm

ZX

Sports Complex v24

SECT 1 21-26 31-39 42-47 51-56 80 98 99 151-187 251-278 451-458


22.08.2019 13:15

aa.D

BS

max

dx=

110.

4 dy

=183

.5 d

z=20

.9 F

ct=5

0m

in d

x=-1

07.1

dy=

-109

.8 d

z=-1

9.1

mm

ZX

Sports Complex v24

SECT 1 21-26 31-39 42-47 51-56 80 98 99 151-187 251-278 451-458

12*1.0 Mode12 0.03211sec Mass rz1%SAN+DAN B&B

22.08.2019 13:15

aa.D

BS


max

dx=

28.4

dy=

151.

3 dz

=19.

8 Fc

t=50

min

dx=

-43.

7 dy

=-35

.9 d

z=-2

1.2

mm

ZX

Sports Complex v24

SECT 1 21-26 31-39 42-47 51-56 80 98 99 151-187 251-278 451-458


22.08.2019 13:15

aa.D

BS

max

dx=

13.7

dy=

75.2

dz=

105.

2 Fc

t=50

min

dx=

-57.

2 dy

=-20

.4 d

z=-1

05.1

mm

ZX

Sports Complex v24

SECT 1 21-26 31-39 42-47 51-56 80 98 99 151-187 251-278 451-458


22.08.2019 13:15

aa.D

BS


max

dx=

12.5

dy=

30.1

dz=

118.

1 Fc

t=50

min

dx=

-32

dy=-

44.7

dz=

-115

.9 m

m

ZX

Sports Complex v24

SECT 1 21-26 31-39 42-47 51-56 80 98 99 151-187 251-278 451-458


22.08.2019 13:15

aa.D

BS

max

dx=

41.6

dy=

18.2

dz=

150.

3 Fc

t=50

min

dx=

-30.

7 dy

=-30

.3 d

z=-1

11.1

mm

ZX

Sports Complex v24

SECT 1 21-26 31-39 42-47 51-56 80 98 99 151-187 251-278 451-458


22.08.2019 13:15

aa.D

BS


max

dx=

12.2

dy=

0.3

dz=0

Fct

=50

min

dx=

-6.3

dy=

-21.

1 dz

=0 m

mL0

1

YX


SECT 21 22 26 42 44 46 47 80 98 99

5*1.0 Mode5 0.13996sec Mass x8% y39% rz7%SAN+DAN B&B22.08.2019 13:15

aa.D

BS

max

dx=

3.2

dy=1

2.7

dz=0

Fct

=50

min

dx=

0.3

dy=7

.7 d

z=0

mm

L01

YX


SECT 21 22 26 42 44 46 47 80 98 99

6*1.0 Mode6 0.13512sec Mass x3% y29%SAN+DAN B&B22.08.2019 13:15

aa.D

BS


max

dx=

4.7

dy=3

.3 d

z=0

Fct=

50m

in d

x=-1

9.1

dy=-

21.2

dz=

0 m

mL0

1

YX


SECT 21 22 26 42 44 46 47 80 98 99


aa.D

BS

max

dx=

-1.1

dy=

18.2

dz=

0 Fc

t=50

min

dx=

-30.

4 dy

=-12

.6 d

z=0

mm

L01

YX


SECT 21 22 26 42 44 46 47 80 98 99


aa.D

BS


max

dx=

15.2

dy=

6.4

dz=0

Fct

=50

min

dx=

-7.1

dy=

-19

dz=0

mm

L01

YX


SECT 21 22 26 42 44 46 47 80 98 99


aa.D

BSm

ax d

x=14

.9 d

y=12

.4 d

z=0

Fct=

50m

in d

x=-7

.6 d

y=-1

0.8

dz=0

mm

L01

YX


SECT 21 22 26 42 44 46 47 80 98 99

12*1.0 Mode12 0.03211sec Mass rz1%SAN+DAN B&B22.08.2019 13:15

aa.D

BS


max

dx=

7.7

dy=8

.9 d

z=0

Fct=

50m

in d

x=-1

4.8

dy=-

10.4

dz=

0 m

mL0

1

YX


SECT 21 22 26 42 44 46 47 80 98 99


aa.D

BS

max

dx=

11.3

dy=

59.1

dz=

0 Fc

t=50

min

dx=

-57.

2 dy

=-18

.3 d

z=0

mm

L01

YX


SECT 21 22 26 42 44 46 47 80 98 99


aa.D

BS


max

dx=

10.4

dy=

26.8

dz=

0 Fc

t=50

min

dx=

-32

dy=-

29.1

dz=

0 m

mL0

1

YX


SECT 21 22 26 42 44 46 47 80 98 99


aa.D

BS

max

dx=

34.9

dy=

18 d

imksus.grf.bg.ac.rsimksus.grf.bg.ac.rs/pub/imk/bojt/Hilalco/001-P-AUH-194-0.pdf · TABLE OF...

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Transcript of imksus.grf.bg.ac.rsimksus.grf.bg.ac.rs/pub/imk/bojt/Hilalco/001-P-AUH-194-0.pdf · TABLE OF...