TIGER CORPRATION

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1 STRUCTURAL CALCULATION 구조계산서 PROJECT 서울월드컵경기장 보조경기장지붕공사

2 1. 설계개요 1.1 구조물개요 1.2 설계기준 1.3 사용재료강도 1.4 특기사항

3 구조물위치 서울시마포구 구조물명칭 서울월드컵경기장보조경기장지붕 구조형식 철골구조및막구조 구조물용도 보조경기장지붕막 1) 구조설계규준 강구조계산규준및해설 ( 대한건축학회 ) AISC-ASD83 콘크리트구조설계기준 (KCI-USD99) 2) 법규사항 건축물하중기준및해설 (2005) 건축공사표준시방서 (1995) 1) 연결볼트 : F10T 2) 막재 (MEMBRANE) MATERIAL MAXIMUM TENSILE STREGNTH (kgf/cm) ALLOWABLE TENSILE STRENGTH (kgf/cm) 장기하중단기하중 SAFETY FACTOR = 8 ( 장기 ), 4( 단기 ) 3) 파이프 : (SPS 400) 4) 기타철골 : (SS 400)

4 1) 구조해석프로그램 : MIDAS/GENw 2) 막재는설계기준강도이상의것을사용할것

5 2. 골조도및막형상도

6 막구조구조평면도

7 막구조측면도 Member List PC1 P-500x19 (tapered) PG1 P-406.4x16 PG2 P-318.5x8 PG3 P-216.3x7 RB1, RB2 SR28 RB3 2-SR35 RB4 SR32 Ridge Cable 18 (6x25+IWRC) Valley Cable 18 (6x25+IWRC) Catenary Cable 18 (6x25+IWRC)

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9 3. 설계하중 3.1 Dead Load 3.2 Initial Load 3.3 Wind Load 3.4 Snow Load 3.5 Load Combination

10 kgf m kgf m kgf m m sec m sec

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12

13 kgf m kgf m kgf m

14 Term Load Condition Load Case Name Combination Long Term Prestress Load Case 1 DL+IL Wind Load 1 (wind XX) Load Case 2 DL+IL+WLx Short Term Wind Load 2 (wind YY) Load Case 3 DL+IL+WLy1 Wind Load 3 (wind YY) Load Case 4 DL+IL+WLy2 Snow Load Load Case 5 DL+IL+SL

15 4.0 막구조해석 4.1 해석결과 4.2 결과분석 4.3 해석자료

16 MAXIMUM MEMBRANE LOAD COMBINATION ELEMENT NO. WARP STRESS (kgf/m) FILL LOAD CASE LOAD CASE , , , ,540.9 LOAD CASE 3 LOAD CASE 4 LOAD CASE , , , , , , ,

17 LOAD COMBINATION CABLE No. MAXIMUM CABLE FORCE (tonf) RC LOAD CASE 1 VC CC RC LOAD CASE 2 VC CC RC LOAD CASE 3 VC CC RC LOAD CASE 4 VC CC RC LOAD CASE 5 VC CC * RC : Ridge Cable * VC : Valley Cable * CC : Catenary Cable

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19 Long Term Short Term Yarn Direction Design Membrane Stress Allowable Membrane Stress Judge Design Membrane Stress Allowable Membrane Stress Judge Warp Fill LONG TERM SHORT TERM ELEMENT SIZE Design Cable Force Allowable Cable Force Judge Design Cable Force Allowable Cable Force Judge

20 Node Number

21 Element Number

22 Cable Number

23 Membrane Stress Map/Pre

24 Membrane Stress Map/Wind_x

25 Membrane Stress Map/Wind_y-1

26 Membrane Stress Map/Wind_y-2

27 Membrane Stress Map/Snow

28 5.0 골조해석 5.1 Analysis Model 5.2 Loading Data 5.3 BMD (Bending Moment Diagram) 5.4 Deformation Shape 5.5 Reaction Force 5.6 Member Design

29 5.1 Analysis model Node Number

30 Element Number

31 Section Name

32 5.2 Loading Data( 단위 : kgf) pre load

33 wind load_x load

34 wind load_y-1 load

35 wind load_y-2 load

36 snow load

37 5.3 BMD (Bending Moment Diagram) BeamDiag_My / CB_ PRE MIDAS/Gen POST-PROCESSOR BEAM DIAGRAM MOMENT-y e e e e e e e e e e e e CB: PRE MAX : 85 MIN : 4 FILE: 상암보조 UNIT: tonf m DATE: 03/10/2009 VIEW-DIRECTION X: Y: Z: Beam Diagrams/pre BeamDiag_My / CB_ Wx MIDAS/Gen POST-PROCESSOR BEAM DIAGRAM CB: Wx MOMENT-y e e e e e e e e e e e e+001 MAX : 3 MIN : 71 FILE: 상암보조 UNIT: tonf m DATE: 03/10/2009 VIEW-DIRECTION X: Y: Z: Beam Diagrams/wind_x

38 BeamDiag_My / CB_ Wy MIDAS/Gen POST-PROCESSOR BEAM DIAGRAM MOMENT-y e e e e e e e e e e e e CB: Wy1 MAX : 84 MIN : 72 FILE: 상암보조 UNIT: tonf m DATE: 03/10/2009 VIEW-DIRECTION X: Y: Z: Beam Diagrams/wind_y-1 BeamDiag_My / CB_ Wy MIDAS/Gen POST-PROCESSOR BEAM DIAGRAM CB: Wy2 MOMENT-y e e e e e e e e e e e e+000 MAX : 8 MIN : 3 FILE: 상암보조 UNIT: tonf m DATE: 03/10/2009 VIEW-DIRECTION X: Y: Z: Beam Diagrams/wind_y-2

39 BeamDiag_My / CB_ SL MIDAS/Gen POST-PROCESSOR BEAM DIAGRAM MOMENT-y e e e e e e e e e e e e CB: SL MAX : 85 MIN : 4 FILE: 상암보조 UNIT: tonf m DATE: 03/10/2009 VIEW-DIRECTION X: Y: Z: Beam Diagrams/snow

40 5.4 Deformation Shape DeformShp_DXYZ / ST_ PRE / Step MIDAS/Gen POST-PROCESSOR DEFORMED SHAPE RESULTANT X-DIR= 2.417E+000 NODE= 5 Y-DIR= E-001 NODE= 7 Z-DIR= 6.304E+000 NODE= 8 COMB.= 6.751E+000 NODE= 5 SCALE FACTOR= 2.000E+001 ST: PRE Step: 1 S.F:1.000 MAX : 5 MIN : 16 FILE: 상암보조 UNIT: cm DATE: 03/10/2009 VIEW-DIRECTION X: Y: Z: Deformed shape/pre DeformShp_DXYZ / ST_ WINX / Step MIDAS/Gen POST-PROCESSOR DEFORMED SHAPE RESULTANT X-DIR= 6.538E+000 NODE= 5 Y-DIR= E+000 NODE= 22 Z-DIR= 2.125E+001 NODE= 5 COMB.= 2.226E+001 NODE= 5 SCALE FACTOR= 6.063E+000 ST: WINX Step: 1 S.F:1.000 MAX : 5 MIN : 16 FILE: 상암보조 UNIT: cm DATE: 03/10/2009 VIEW-DIRECTION X: Y: Z: Deformed shape/wind_x

41 DeformShp_DXYZ / ST_ WINY1 / Step MIDAS/Gen POST-PROCESSOR DEFORMED SHAPE RESULTANT X-DIR= 5.084E+000 NODE= 5 Y-DIR= E+000 NODE= 6 Z-DIR= 1.119E+001 NODE= 6 COMB.= 1.225E+001 NODE= 5 SCALE FACTOR= 1.102E+001 ST: WINY1 Step: 1 S.F:1.000 MAX : 5 MIN : 16 FILE: 상암보조 UNIT: cm DATE: 03/10/2009 VIEW-DIRECTION X: Y: Z: Deformed shape/wind_y-1 DeformShp_DXYZ / ST_ WINY2 / Step MIDAS/Gen POST-PROCESSOR DEFORMED SHAPE RESULTANT X-DIR= E+000 NODE= 8 Y-DIR= E+001 NODE= 22 Z-DIR= 2.093E+001 NODE= 5 COMB.= 2.178E+001 NODE= 5 SCALE FACTOR= 6.197E+000 ST: WINY2 Step: 1 S.F:1.000 MAX : 5 MIN : 16 FILE: 상암보조 UNIT: cm DATE: 03/10/2009 VIEW-DIRECTION X: Y: Z: Deformed shape/wind_y-2

42 DeformShp_DXYZ / ST_ SNOW / Step MIDAS/Gen POST-PROCESSOR DEFORMED SHAPE RESULTANT X-DIR= 5.659E+000 NODE= 5 Y-DIR= 3.887E+000 NODE= 19 Z-DIR= 4.905E+000 NODE= 8 COMB.= 7.761E+000 NODE= 8 SCALE FACTOR= 1.739E+001 ST: SNOW Step: 1 S.F:1.000 MAX : 8 MIN : 16 FILE: 상암보조 UNIT: cm DATE: 03/10/2009 VIEW-DIRECTION X: Y: Z: Deformed shape/snow

43 5.5 Reaction Force React_FXYZ / CB_ PRE MIDAS/Gen POST-PROCESSOR REACTION FORCE FORCE-XYZ MAX. REACTION NODE= 20 FX: E-003 FY: E+000 FZ: E+001 FXYZ: E CB: PRE MAX : 20 MIN : 31 FILE: 상암보조 UNIT: tonf DATE: 03/10/2009 VIEW-DIRECTION X: Y: Z: Reaction forces/pre React_MXYZ / CB_ PRE MIDAS/Gen POST-PROCESSOR REACTION FORCE MOMENT-XYZ MAX. REACTION NODE= 18 MX: E+001 MY: E+000 MZ: E+000 MXYZ: E CB: PRE MAX : 18 MIN : 18 FILE: 상암보조 UNIT: tonf m DATE: 03/10/2009 VIEW-DIRECTION X: Y: Z: Reaction Moments/pre

44 서울월드컵경기장보조경기장지붕공사 React_FXYZ / CB_ Wx MIDAS/Gen POST-PROCESSOR REACTION FORCE FORCE-XYZ MAX. REACTION NODE= 20 FX: E+000 FY: E+000 FZ: E+001 FXYZ: E CB: Wx MAX : 20 MIN : 31 FILE: 상암보조 UNIT: tonf DATE: 03/10/2009 VIEW-DIRECTION X: Y: Z: Reaction forces/wind_x React_MXYZ / CB_ Wx MIDAS/Gen POST-PROCESSOR REACTION FORCE MOMENT-XYZ MAX. REACTION NODE= 18 MX: E+000 MY: E+000 MZ: E+000 MXYZ: E CB: Wx MAX : 18 MIN : 20 FILE: 상암보조 UNIT: tonf m DATE: 03/10/2009 VIEW-DIRECTION X: Y: Z: Reaction Moments/wind_x

45 서울월드컵경기장보조경기장지붕공사 React_FXYZ / CB_ Wy MIDAS/Gen POST-PROCESSOR REACTION FORCE FORCE-XYZ MAX. REACTION NODE= 16 FX: E+000 FY: E+001 FZ: E+001 FXYZ: E CB: Wy1 MAX : 16 MIN : 31 FILE: 상암보조 UNIT: tonf DATE: 03/10/2009 VIEW-DIRECTION X: Y: Z: Reaction forces/wind_y-1 React_MXYZ / CB_ Wy MIDAS/Gen POST-PROCESSOR REACTION FORCE MOMENT-XYZ MAX. REACTION NODE= 16 MX: E+000 MY: E+000 MZ: E+000 MXYZ: E CB: Wy MAX : 16 MIN : 18 FILE: 상암보조 UNIT: tonf m DATE: 03/10/2009 VIEW-DIRECTION X: Y: Z: Reaction Moments/wind_y-1

46 서울월드컵경기장보조경기장지붕공사 React_FXYZ / CB_ Wy2 MIDAS/Gen POST-PROCESSOR REACTION FORCE FORCE-XYZ MAX. REACTION NODE= 20 FX: E-002 FY: E+000 FZ: E+001 FXYZ: E React_MXYZ / CB_ Wy2 MIDAS/Gen POST-PROCESSOR REACTION FORCE MOMENT-XYZ MAX. REACTION NODE= 16 MX: E+001 MY: E+000 MZ: E+000 MXYZ: E CB: Wy2 MAX : 20 MIN : 31 FILE: 상암보조 UNIT: tonf DATE: 03/10/2009 VIEW-DIRECTION X: Y: Z: Reaction forces/wind_y CB: Wy2 MAX : 16 MIN : 20 FILE: 상암보조 UNIT: tonf m DATE: 03/10/2009 VIEW-DIRECTION X: Y: Z: Reaction Moments/wind_y-2

47 React_FXYZ / CB_ SL MIDAS/Gen POST-PROCESSOR REACTION FORCE FORCE-XYZ MAX. REACTION NODE= 20 FX: E-003 FY: E+000 FZ: E+001 FXYZ: E CB: SL MAX : 20 MIN : 31 FILE: 상암보조 UNIT: tonf DATE: 03/10/2009 VIEW-DIRECTION X: Y: Z: Reaction forces/snow React_MXYZ / CB_ SL MIDAS/Gen POST-PROCESSOR REACTION FORCE MOMENT-XYZ MAX. REACTION NODE= 18 MX: E+001 MY: E+000 MZ: E+000 MXYZ: E CB: SL MAX : 18 MIN : 18 FILE: 상암보조 UNIT: tonf m DATE: 03/10/2009 VIEW-DIRECTION X: Y: Z: Reaction Moments/snow

48 5.6 Member Design MIDAS/Gen Company Author 1. Design Information add Design Code AIK-ASD83 Unit System tonf, m Element No 9 Material SPS400 (No:1) (Fy = , Es = ) Section Name 200 (No:11) Position I BP 200x19x0/0 (Tapered Section) Position J : BP 370x19x0/0 Member Length : Member Forces Steel Design Project Title File Name Axial Force Fxx = (LCB: 1, POS:J) Bending Moments My = , Mz = End Moments Myi = , Myj = (for Lb) Myi = , Myj = (for Ly) Mzi = , Mzj = (for Lz) Shear Forces Fyy = (LCB: 1, POS:I) Fzz = (LCB: 1, POS:I) 梁탄망떠黎袖상암보조 C:\...? R1.mgb z Outer Dia Wall Thick Area Asz Qyb Qzb Iyy Izz Ybar Zbar Syy Szz ry rz y 3. Design Parameters Unbraced Lengths Ly = , Lz = , Lb = Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = Stress Checking Results Axial Stress Slenderness Ratio KL/r = 56.9 < O.K fc/fc = 11.1/ = < O.K Bending Stresses fby/fby = fbz/fbz = 0.2/ = < O.K 0.0/ = < O.K Combined Stress (Compression+Bending) Rmax = fc/fc+sqrt((fbcy/fbcy)^2+(fbcz/fbcz)^2) = < O.K Shear Stresses fvy/fvy fvz/fvz = < O.K = < O.K Modeling, Integrated Design & Analysis Software MIDAS/Gen V LAN Print Date/Time : 03/20/ :10

49 MIDAS/Gen Company Author 1. Design Information add Design Code AIK-ASD83 Unit System tonf, m Element No 6 Material SPS400 (No:1) (Fy = , Es = ) Section Name 370 (No:12) Position I BP 370x19x0/0 (Tapered Section) Position J : BP 470x19x0/0 Member Length : Member Forces Steel Design Project Title File Name Axial Force Fxx = (LCB: 5, POS:J) Bending Moments My = , Mz = End Moments Myi = , Myj = (for Lb) Myi = , Myj = (for Ly) Mzi = , Mzj = (for Lz) Shear Forces Fyy = (LCB: 2, POS:I) Fzz = (LCB: 5, POS:I) 梁탄망떠黎袖상암보조 C:\...? R1.mgb z Outer Dia Wall Thick Area Asz Qyb Qzb Iyy Izz Ybar Zbar Syy Szz ry rz y 3. Design Parameters Unbraced Lengths Ly = , Lz = , Lb = Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = Stress Checking Results Axial Stress Slenderness Ratio KL/r = 44.3 < O.K fc/fc = 721.6/ = < O.K Bending Stresses fby/fby = / = < O.K fbz/fbz = 0.7/ = < O.K Combined Stress (Compression+Bending) Rmax = fc/fc+sqrt((fbcy/fbcy)^2+(fbcz/fbcz)^2) = < O.K Shear Stresses fvy/fvy fvz/fvz = < O.K = < O.K Modeling, Integrated Design & Analysis Software MIDAS/Gen V LAN Print Date/Time : 03/20/ :10

50 MIDAS/Gen Company Author 1. Design Information add Design Code AIK-ASD83 Unit System tonf, m Element No 72 Material SPS400 (No:1) (Fy = , Es = ) Section Name 470 (No:13) Position I BP 470x19x0/0 (Tapered Section) Position J : BP 570x19x0/0 Member Length : Member Forces Steel Design Project Title File Name Axial Force Fxx = (LCB: 5, POS:J) Bending Moments My = , Mz = End Moments Myi = , Myj = (for Lb) Myi = , Myj = (for Ly) Mzi = , Mzj = (for Lz) Shear Forces Fyy = (LCB: 2, POS:I) Fzz = (LCB: 5, POS:I) 梁탄망떠黎袖상암보조 C:\...? R1.mgb z Outer Dia Wall Thick Area Asz Qyb Qzb Iyy Izz Ybar Zbar Syy Szz ry rz y 3. Design Parameters Unbraced Lengths Ly = , Lz = , Lb = Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = Stress Checking Results Axial Stress Slenderness Ratio KL/r = 36.3 < O.K fc/fc = 606.6/ = < O.K Bending Stresses fby/fby = / = < O.K fbz/fbz = 1.1/ = < O.K Combined Stress (Compression+Bending) Rmax = fc/fc+sqrt((fbcy/fbcy)^2+(fbcz/fbcz)^2) = < O.K Shear Stresses fvy/fvy fvz/fvz = < O.K = < O.K Modeling, Integrated Design & Analysis Software MIDAS/Gen V LAN Print Date/Time : 03/20/ :10

51 MIDAS/Gen Company Author 1. Design Information add Design Code AIK-ASD83 Unit System tonf, m Element No 7 Material SPS400 (No:1) (Fy = , Es = ) Section Name 570 (No:14) Position I BP 570x19x0/0 (Tapered Section) Position J : BP 550x19x0/0 Member Length : Member Forces Steel Design Project Title File Name Axial Force Fxx = (LCB: 4, POS:J) Bending Moments My = , Mz = End Moments Myi = , Myj = (for Lb) Myi = , Myj = (for Ly) Mzi = , Mzj = (for Lz) Shear Forces Fyy = (LCB: 2, POS:J) Fzz = (LCB: 2, POS:J) 梁탄망떠黎袖상암보조 C:\...? R1.mgb z Outer Dia Wall Thick Area Asz Qyb Qzb Iyy Izz Ybar Zbar Syy Szz ry rz y 3. Design Parameters Unbraced Lengths Ly = , Lz = , Lb = Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = Stress Checking Results Axial Stress Slenderness Ratio KL/r = 17.6 < O.K fc/fc = 531.9/ = < O.K Bending Stresses fby/fby = / = < O.K fbz/fbz = 1.1/ = < O.K Combined Stress (Compression+Bending) Rmax = fc/fc+sqrt((fbcy/fbcy)^2+(fbcz/fbcz)^2) = < O.K Shear Stresses fvy/fvy fvz/fvz = < O.K = < O.K Modeling, Integrated Design & Analysis Software MIDAS/Gen V LAN Print Date/Time : 03/20/ :10

52 MIDAS/Gen Company Author 1. Design Information add Design Code AIK-ASD83 Unit System tonf, m Element No 4 Material SPS400 (No:1) (Fy = , Es = ) Section Name 550 (No:15) Position I BP 550x19x0/0 (Tapered Section) Position J : BP 500x19x0/0 Member Length : Member Forces Steel Design Project Title File Name Axial Force Fxx = (LCB: 5, POS:J) Bending Moments My = , Mz = End Moments Myi = , Myj = (for Lb) Myi = , Myj = (for Ly) Mzi = , Mzj = (for Lz) Shear Forces Fyy = (LCB: 2, POS:J) Fzz = (LCB: 5, POS:J) 梁탄망떠黎袖상암보조 C:\...? R1.mgb z Outer Dia Wall Thick Area Asz Qyb Qzb Iyy Izz Ybar Zbar Syy Szz ry rz y 3. Design Parameters Unbraced Lengths Ly = , Lz = , Lb = Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = Stress Checking Results Axial Stress Slenderness Ratio KL/r = 19.4 < O.K fc/fc = 671.6/ = < O.K Bending Stresses fby/fby = / = < O.K fbz/fbz = / = < O.K Combined Stress (Compression+Bending) Rmax = fc/fc+sqrt((fbcy/fbcy)^2+(fbcz/fbcz)^2) = < O.K Shear Stresses fvy/fvy fvz/fvz = < O.K = < O.K Modeling, Integrated Design & Analysis Software MIDAS/Gen V LAN Print Date/Time : 03/20/ :10

53 MIDAS/Gen Company Author 1. Design Information add Design Code AIK-ASD83 Unit System tonf, m Element No 74 Material SPS400 (No:1) (Fy = , Es = ) Section Name PG1 (No:2) (Rolled : P 406.4x16). Member Length : Steel Design Project Title File Name 梁탄망떠黎袖상암보조 C:\...? R1.mgb z y 2. Member Forces Axial Force Fxx = (LCB: 2, POS:J) Bending Moments My = , Mz = End Moments Myi = , Myj = (for Lb) Myi = , Myj = (for Ly) Mzi = , Mzj = (for Lz) Shear Forces Fyy = (LCB: 2, POS:I) Fzz = (LCB: 2, POS:I) Outer Dia Wall Thick Area Asz Qyb Qzb Iyy Izz Ybar Zbar Syy Szz ry rz Design Parameters Unbraced Lengths Ly = , Lz = , Lb = Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = Stress Checking Results Axial Stress Slenderness Ratio KL/r = 87.0 < O.K fc/fc = / = < O.K Bending Stresses fby/fby = / = < O.K fbz/fbz = / = < O.K Combined Stress (Compression+Bending) Rmax = fc/fc+sqrt((fbcy/fbcy)^2+(fbcz/fbcz)^2) = < O.K Shear Stresses fvy/fvy fvz/fvz = < O.K = < O.K Modeling, Integrated Design & Analysis Software MIDAS/Gen V LAN Print Date/Time : 03/12/ :46

54 MIDAS/Gen Company Author 1. Design Information add Design Code AIK-ASD83 Unit System tonf, m Element No 22 Material SPS400 (No:1) (Fy = , Es = ) Section Name PG2 (No:3) (Rolled : P 318.5x8). Member Length : Steel Design Project Title File Name 疋梁탄망떠黎袖상암보조 C:\...?.mgb z y Member Forces Outer Dia Wall Thick Area Asz Qyb Qzb Iyy Izz Ybar Zbar Myi = , Myj = (for Lb) Syy Szz ry Myi = , Myj = (for Ly) rz Axial Force Fxx = (LCB: 4, POS:J) Bending Moments My = , Mz = End Moments Mzi = , Mzj = (for Lz) Shear Forces Fyy = (LCB: 5, POS:I) Fzz = (LCB: 4, POS:I) 3. Design Parameters Unbraced Lengths Ly = , Lz = , Lb = Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = Stress Checking Results Axial Stress Slenderness Ratio KL/r = 52.5 < O.K fc/fc = / = < O.K Bending Stresses fby/fby = / = < O.K fbz/fbz = 943.6/ = < O.K Combined Stress (Compression+Bending) Rmax = fc/fc+sqrt((fbcy/fbcy)^2+(fbcz/fbcz)^2) = < O.K Shear Stresses fvy/fvy fvz/fvz = < O.K = < O.K Modeling, Integrated Design & Analysis Software MIDAS/Gen V LAN Print Date/Time : 03/09/ :41

55 MIDAS/Gen Company Author 1. Design Information add Design Code AIK-ASD83 Unit System tonf, m Element No 69 Material SPS400 (No:1) (Fy = , Es = ) Section Name PG3 (No:5) (Rolled : P 216.3x7). Member Length : Steel Design Project Title File Name 疋梁탄망떠黎袖상암보조 C:\...?.mgb z y Member Forces Outer Dia Wall Thick Area Asz Qyb Qzb Iyy Izz Ybar Zbar Myi = , Myj = (for Lb) Syy Szz ry Myi = , Myj = (for Ly) rz Axial Force Fxx = (LCB: 2, POS:I) Bending Moments My = , Mz = End Moments Mzi = , Mzj = (for Lz) Shear Forces Fyy = (LCB: 2, POS:I) Fzz = (LCB: 1, POS:J) 3. Design Parameters Unbraced Lengths Ly = , Lz = , Lb = Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = Stress Checking Results Axial Stress Slenderness Ratio KL/r = < O.K fc/fc = / = < O.K Bending Stresses fby/fby = fbz/fbz = 538.4/ = < O.K 620.8/ = < O.K Combined Stress (Compression+Bending) Rmax = fc/fc+sqrt((fbcy/fbcy)^2+(fbcz/fbcz)^2) = < O.K Shear Stresses fvy/fvy fvz/fvz = < O.K = < O.K Modeling, Integrated Design & Analysis Software MIDAS/Gen V LAN Print Date/Time : 03/09/ :41

56 MIDAS/Gen Steel Design Company Author 1. Design Information add Design Code AIK-ASD83 Unit System tonf, m Element No 63 Material SPS400 (No:1) (Fy = , Es = ) Section Name RB1 (No:8) (Rolled : SR 28). Member Length : Project Title File Name C:\... 疋梁탄망떠黎袖상암보조?.mgb z y Member Forces Outer Dia Area Asz Qyb Qzb Iyy Izz Ybar Zbar Myi = , Myj = (for Lb) Syy Szz ry Myi = , Myj = (for Ly) rz Axial Force Fxx = (LCB: 1, POS:I) Bending Moments My = , Mz = End Moments Mzi = , Mzj = (for Lz) Shear Forces Fyy = (LCB: 1, POS:I) Fzz = (LCB: 1, POS:I) 3. Design Parameters Unbraced Lengths Ly = , Lz = , Lb = Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = Stress Checking Results Axial Stress Slenderness Ratio L/r = > N.G ft/ft = / = < O.K Bending Stresses fby/fby = fbz/fbz = 0.0/ = < O.K 0.0/ = < O.K Combined Stress (Tension+Bending) Rmax = = < O.K Shear Stresses fvy/fvy fvz/fvz = < O.K = < O.K Modeling, Integrated Design & Analysis Software MIDAS/Gen V LAN Print Date/Time : 03/09/ :41

57 MIDAS/Gen Steel Design Company Author 1. Design Information add Design Code AIK-ASD83 Unit System tonf, m Element No 38 Material SPS400 (No:1) (Fy = , Es = ) Section Name RB2 (No:9) (Rolled : SR 28). Member Length : Project Title File Name C:\... 疋梁탄망떠黎袖 z 상암보조?.mgb y 2. Member Forces Axial Force Fxx = (LCB: 5, POS:J) Bending Moments My = , Mz = End Moments Myi = , Myj = (for Lb) Myi = , Myj = (for Ly) Mzi = , Mzj = (for Lz) Shear Forces Fyy = (LCB: 1, POS:I) Fzz = (LCB: 1, POS:I) Outer Dia Area Asz Qyb Qzb Iyy Izz Ybar Zbar Syy Szz ry rz Design Parameters Unbraced Lengths Ly = , Lz = , Lb = Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = Stress Checking Results Axial Stress Slenderness Ratio L/r = > N.G ft/ft = / = < O.K Bending Stresses fby/fby = fbz/fbz = 0.0/ = < O.K 0.0/ = < O.K Combined Stress (Tension+Bending) Rmax = = < O.K Shear Stresses fvy/fvy fvz/fvz = < O.K = < O.K Modeling, Integrated Design & Analysis Software MIDAS/Gen V LAN Print Date/Time : 03/09/ :41

58 MIDAS/Gen Steel Design Company Author 1. Design Information add Design Code AIK-ASD83 Unit System tonf, m Element No 86 Material SPS400 (No:1) (Fy = , Es = ) Section Name RB3 (No:10) (Rolled : SR 48). Member Length : Project Title File Name C:\... 疋梁탄망떠黎袖상암보조?.mgb z y Member Forces Axial Force Fxx = (LCB: 2, POS:I) Bending Moments My = , Mz = End Moments Myi = , Myj = (for Lb) Myi = , Myj = (for Ly) Mzi = , Mzj = (for Lz) Shear Forces Fyy = (LCB: 1, POS:I) Fzz = (LCB: 1, POS:I) Outer Dia Area Asz Qyb Qzb Iyy Izz Ybar Zbar Syy Szz ry rz Design Parameters Unbraced Lengths Ly = , Lz = , Lb = Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = Stress Checking Results Axial Stress Slenderness Ratio L/r = > N.G ft/ft = / = < O.K Bending Stresses fby/fby = fbz/fbz = 0.0/ = < O.K 0.0/ = < O.K Combined Stress (Tension+Bending) Rmax = = < O.K Shear Stresses fvy/fvy fvz/fvz = < O.K = < O.K Modeling, Integrated Design & Analysis Software MIDAS/Gen V LAN Print Date/Time : 03/09/ :41

59 MIDAS/Gen Steel Design Company Author 1. Design Information add Design Code AIK-ASD83 Unit System tonf, m Element No 60 Material SPS400 (No:1) (Fy = , Es = ) Section Name RB4 (No:4) (Rolled : SR 32). Member Length : Project Title File Name C:\... 疋梁탄망떠黎袖상암보조?.mgb z y Member Forces Outer Dia Area Asz Qyb Qzb Iyy Izz Ybar Zbar Myi = , Myj = (for Lb) Syy Szz ry Myi = , Myj = (for Ly) rz Axial Force Fxx = (LCB: 2, POS:I) Bending Moments My = , Mz = End Moments Mzi = , Mzj = (for Lz) Shear Forces Fyy = (LCB: 1, POS:I) Fzz = (LCB: 1, POS:I) 3. Design Parameters Unbraced Lengths Ly = , Lz = , Lb = Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = Stress Checking Results Axial Stress Slenderness Ratio L/r = > N.G ft/ft = / = < O.K Bending Stresses fby/fby = fbz/fbz = 0.0/ = < O.K 0.0/ = < O.K Combined Stress (Tension+Bending) Rmax = = < O.K Shear Stresses fvy/fvy fvz/fvz = < O.K = < O.K Modeling, Integrated Design & Analysis Software MIDAS/Gen V LAN Print Date/Time : 03/09/ :41

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61 BeST MEMBER : Project Name : Designer : BP1 P referred C ustom Date er : 03/12/2009 Page : 1 Design Conditions (1). Design Code and Materials -. Design Code : KBC07-LSD05 -. Concrete : fck = 24 N/ mm 2 -. Plate : SS400 (Fy = 235 N/ mm 2 ) -. Anchor Bolt : SS400 (Fanc = 300 N/ mm 2 ) (2). Section Dimension -. Column Size : b ㅇ -500x19 -. Pedestal Size : Px x Py = 1200 x 900 mm -. Base Plate Size : Dia = 850 mm, tb = 35 mm -. Rib Plate Size : Hr = 300 mm, T r = 16 mm -. Anchor Bolt : 12 - Φ36 -. Bolt Location : dc = 70 mm 850 (3). Force and Moment Unit : kn m, kn No Pu Mux Muy V ux V uy Ratio (4). Design Force and Moment Design Load Combination No : 1 -. Pu = kn -. Mux = , Muy = kn m -. Vux = , Vuy = kn -. Mu = Mux 2 + Mux 2 = kn m Check Base Plate : Bearing Stress -. Xc : Neutr al Axis = mm -. fu,max = ε*ec = N/ mm 2 -. A1 = Dp*Bp = mm 2 -. A2 = Px*Py = mm 2 -. ΦFn = Min[Φ*0. 85*fck A2/ A1, Φ*0. 85*fck*2] = N/ mm 2 -. fu,max/ ΦFn = < > O. K. Check Anchor Bolt : Tensile Strength -. Tu,max = kn -. ΦTn = Φ*F anc*aanc = kn -. Tu,max/ ΦTn = < > O. K. Check Anchor Bolt : Shear Strength -. Vuxy = V ux 2 +V uy 2 = kn -. Tsum = T anc = kn -. ΦVn = Φ*0. 55*(Pu+T sum) = kn > V uxy ----> O. K. Best & effective Solution of Structural Technology. BeST Ver

62 BeST MEMBER : Project Name : Designer : Design Anchor Bolt : Develoment Length -. Tu = Φ*F ancaanc = kn -. Lh = (Tu/ 2) / (0. 70fckd) = mm -. LReq'd = Lh+12d = mm (Hooked Bar) Moment Diagram BP1 P referred C ustom Date er : 03/12/2009 Page : 2 (Unit : kn mm/ mm) Check Base Plate : Moment Strength -. Mu,max = Max[Mux, Muy] = kn mm/ mm -. Zbp = tb 2 / 4 = 306 mm 3 / mm -. ΦMn = Φ*F y*zbp = kn mm/ mm -. Mu,max/ ΦMn = < > O. K. Check Rib Plate -. BTR = Hr/ T r = < Es/ F y ---> Non-Compact Sect. Moment Strength -. Mu,max = kn mm -. Srib = Tr*Hr 2 / 6 = mm 3 -. ΦMn = Φ*F y*srib = kn mm -. Mu,max/ ΦMn = < > O. K. Shear Strength -. Vu,max = kn -. ΦVn = Φ*0. 6*F y*tr*hr = kn -. Vu,max/ ΦVn = < > O. K. Best & effective Solution of Structural Technology. BeST Ver

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65 MIDAS/SET Company Author 1. Geometry and Materials Design Code : KCI-USD99 (Build.) Material Data : fck = 240 kgf/cm 2 Footing Dim. Self Weight fy = 4000 kgf/cm 2 Footing Design [F1] : 6000 * 3900 * 1200 mm (dc = 80 mm) : 70.2 tf Allow. Soil : qe = 15.0 tf/m 2 Soil Depth : H = 140 cm (Density = 1.80 tf/m 3 ) Column Size : 90 * 150 cm Column Ecc. : X = 0 cm, Y = 115 cm 2. Applied Loads Ps = 17.00, Msx = 62.00, Pu = tf Mux = tf-m Msy = 3.00, Muy = 5.00 tf-m 3. Soil Bearing Stress Check Actual Stress Project Name File Name qs(max) = tf/m 2 < qa = tf/m 2... O.K qs(min) = 0.69 tf/m 2 > 0.00 tf/m 2... O.K Design Stress qu(max) = 9.91 tf/m 2 qu(min) = > 0.00 tf/m 2... O.K 4. Shear Check Strength Reduction Factor Φ = One Way Shear Vuy = 0.00 tf < φvny = tf... O.K Vux = 7.70 tf < φvnx = tf... O.K Punching Shear Vu4 = tf < φvn4 = tf... O.K Vu3x = tf < φvn3x = tf... O.K Vu3y = tf < φvn3y = tf... O.K Vu2 = tf < φvn2 = tf... O.K Y 6000 X (Major) Bending Moment Check Strength Reduction Factor Φ = X-X Axis (Y Direction) Mux = 0.01 tf-m/m ρ = As = 0.00 cm 2 /m As(req) = As*2β/(1+β) = 0.00 cm 2 /m Required Space D 990 D 990 D 990 Max. Space D 160 D 210 D 260 the Most Intelligent Design & Analysis System Date : 03/26/ / 2 -

66 MIDAS/SET Company Author Footing Design [F1] Project Name File Name Y-Y Axis (X Direction) Mux = 4.38 tf-m/m ρ = As = 1.11 cm 2 /m As(min) = *100*D = cm 2 /m Required Space D 990 D 990 D 990 Max. Space D 160 D 210 D 260 the Most Intelligent Design & Analysis System Date : 03/26/ / 2 -

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