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STRUCTURAL CALCULATION 구조계산서 PROJECT 서울월드컵경기장 보조경기장지붕공사

1. 설계개요 1.1 구조물개요 1.2 설계기준 1.3 사용재료강도 1.4 특기사항

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)

1) 구조해석프로그램 : MIDAS/GENw 2) 막재는설계기준강도이상의것을사용할것

2. 골조도및막형상도

막구조구조평면도

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)

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

kgf m kgf m kgf m m sec m sec

kgf m kgf m kgf m

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

4.0 막구조해석 4.1 해석결과 4.2 결과분석 4.3 해석자료

MAXIMUM MEMBRANE LOAD COMBINATION ELEMENT NO. WARP STRESS (kgf/m) FILL LOAD CASE 1 734 229.0 255.2 734 229.0 255.2 LOAD CASE 2 963 1,697.9 1,540.9 963 1,697.9 1,540.9 LOAD CASE 3 LOAD CASE 4 LOAD CASE 5 784 1,120.1 431.6 1093 1,088.0 1,071.6 253 1,677.5 1,595.2 253 1,677.5 1,595.2 847 883.9 789.2 921 359.9 854.4

LOAD COMBINATION CABLE No. MAXIMUM CABLE FORCE (tonf) RC 145 3.325 LOAD CASE 1 VC 58 3.702 CC 74 3.743 RC 136 7.023 LOAD CASE 2 VC 62 8.688 CC 56 9.199 RC 144 5.968 LOAD CASE 3 VC 72 6.168 CC 42 4.931 RC 104 5.891 LOAD CASE 4 VC 72 9.310 CC 54 7.699 RC 145 7.920 LOAD CASE 5 VC 66 3.631 CC 47 5.492 * RC : Ridge Cable * VC : Valley Cable * CC : Catenary Cable

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

Node Number

Element Number

Cable Number

Membrane Stress Map/Pre

Membrane Stress Map/Wind_x

Membrane Stress Map/Wind_y-1

Membrane Stress Map/Wind_y-2

Membrane Stress Map/Snow

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

5.1 Analysis model Node Number

Element Number

Section Name

5.2 Loading Data( 단위 : kgf) pre load

wind load_x load

wind load_y-1 load

wind load_y-2 load

snow load

5.3 BMD (Bending Moment Diagram) BeamDiag_My / CB_ PRE -12.92-5.71-0.00-0.16-0.31-0.27-11.47-14.27-13.48-5.97-0.00-0.27 8.50 8.50-0.31-0.16-17.87-13.58-12.91-5.71-0.00-0.51 9.51 8.50 10.15 9.51 10.15 MIDAS/Gen POST-PROCESSOR BEAM DIAGRAM MOMENT-y 1.01482e+001 7.60142e+000 5.05459e+000 2.50776e+000 0.00000e+000-2.58590e+000-5.13273e+000-7.67956e+000-1.02264e+001-1.27732e+001-1.53201e+001-1.78669e+001-0.51-13.59-17.86 10.15 9.51 10.15 9.51 8.50 CB: PRE MAX : 85 MIN : 4 FILE: 상암보조 UNIT: tonf m DATE: 03/10/2009 VIEW-DIRECTION X: 0.556 Y: 0.640 Z: 0.530 Beam Diagrams/pre BeamDiag_My / CB_ Wx -0.00 MIDAS/Gen POST-PROCESSOR BEAM DIAGRAM 0.78-11.25-4.97-0.00 2.87 29.78 29.77 17.61 18.01 17.61-0.49 2.23-12.83-5.68-0.00 2.86 30.44 30.44 14.70 18.01 16.73 14.70-0.24 2.38-20.08-8.89 1.40 34.04 34.03 19.06 16.73 25.90 19.06 25.90 CB: Wx MOMENT-y 3.40366e+001 2.91168e+001 2.41971e+001 1.92773e+001 1.43575e+001 9.43776e+000 4.51800e+000 0.00000e+000-5.32153e+000-1.02413e+001-1.51611e+001-2.00808e+001 MAX : 3 MIN : 71 FILE: 상암보조 UNIT: tonf m DATE: 03/10/2009 VIEW-DIRECTION X: 0.556 Y: 0.640 Z: 0.530 Beam Diagrams/wind_x

BeamDiag_My / CB_ Wy1-0.00 MIDAS/Gen POST-PROCESSOR BEAM DIAGRAM -20.83-9.22-0.00 0.81-0.33 0.80-22.44-20.95-9.93-0.00 12.47 0.80 13.84 13.85-0.33 0.81-20.81-18.93-9.21 12.16 0.03 15.89 13.85 14.96 15.89 14.96 MOMENT-y 1.58930e+001 1.24085e+001 8.92398e+000 5.43946e+000 1.95493e+000 0.00000e+000-5.01411e+000-8.49864e+000-1.19832e+001-1.54677e+001-1.89522e+001-2.24367e+001 0.03-18.94 12.15 14.96 15.89 14.96 15.89 13.84 CB: Wy1 MAX : 84 MIN : 72 FILE: 상암보조 UNIT: tonf m DATE: 03/10/2009 VIEW-DIRECTION X: 0.556 Y: 0.640 Z: 0.530 Beam Diagrams/wind_y-1 BeamDiag_My / CB_ Wy2-0.00 MIDAS/Gen POST-PROCESSOR BEAM DIAGRAM 2.54 2.76 1.22-0.00 4.25 45.01 45.01 20.63 19.03 20.63-0.35 4.41 9.36 4.14-0.00 4.42 45.66 45.66 16.03 19.04 16.04 16.03-0.35 4.24 2.76 1.22 2.55 45.04 45.04 19.02 16.05 20.63 19.02 20.63 CB: Wy2 MOMENT-y 4.56648e+001 4.12724e+001 3.68799e+001 3.24875e+001 2.80951e+001 2.37027e+001 1.93102e+001 1.49178e+001 1.05254e+001 6.13298e+000 0.00000e+000-2.65187e+000 MAX : 8 MIN : 3 FILE: 상암보조 UNIT: tonf m DATE: 03/10/2009 VIEW-DIRECTION X: 0.556 Y: 0.640 Z: 0.530 Beam Diagrams/wind_y-2

BeamDiag_My / CB_ SL -19.77-8.78-0.00-0.66-0.35-0.82-24.95-20.32-22.75-10.11-0.00-0.83 9.54 9.53-0.35-0.66-40.88-16.93-19.75-8.77-0.00-1.26 11.91 9.53 12.33 11.91 12.33 MIDAS/Gen POST-PROCESSOR BEAM DIAGRAM MOMENT-y 1.23548e+001 7.51540e+000 2.67598e+000 0.00000e+000-7.00285e+000-1.18423e+001-1.66817e+001-2.15211e+001-2.63605e+001-3.11999e+001-3.60394e+001-4.08788e+001-1.25-40.80-16.96 12.35 11.90 12.35 11.90 9.54 CB: SL MAX : 85 MIN : 4 FILE: 상암보조 UNIT: tonf m DATE: 03/10/2009 VIEW-DIRECTION X: 0.556 Y: 0.640 Z: 0.530 Beam Diagrams/snow

5.4 Deformation Shape DeformShp_DXYZ / ST_ PRE / Step 1 0.59 0.32 MIDAS/Gen POST-PROCESSOR DEFORMED SHAPE RESULTANT 0.45 0.59 0.32 0.19 0.25 0.21 0.05 0.00 0.00 2.10 6.75 0.25 0.02 0.32 0.25 0.33 0.10 0.00 1.86 0.00 1.72 5.72 0.19 0.21 0.05 0.00 0.00 1.86 0.45 1.72 5.72 2.10 6.75 X-DIR= 2.417E+000 NODE= 5 Y-DIR= -8.147E-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: 0.556 Y: 0.640 Z: 0.530 Deformed shape/pre DeformShp_DXYZ / ST_ WINX / Step 1 3.97 3.51 MIDAS/Gen POST-PROCESSOR DEFORMED SHAPE RESULTANT 1.12 5.00 4.18 3.04 1.75 1.33 0.41 0.00 0.00 6.53 17.33 5.85 4.95 3.67 1.80 1.70 0.60 0.00 6.62 0.00 6.14 16.25 2.83 1.40 0.43 0.00 0.00 6.84 1.24 6.51 17.29 7.74 22.26 X-DIR= 6.538E+000 NODE= 5 Y-DIR= -5.763E+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: 0.556 Y: 0.640 Z: 0.530 Deformed shape/wind_x

DeformShp_DXYZ / ST_ WINY1 / Step 1 0.39 0.59 MIDAS/Gen POST-PROCESSOR DEFORMED SHAPE RESULTANT 0.81 0.39 0.59 0.86 0.76 0.62 0.18 0.00 0.00 4.15 12.24 0.87 1.06 1.26 0.76 0.85 0.29 0.00 4.01 0.00 3.73 11.34 0.86 0.62 0.18 0.00 0.00 4.01 0.82 3.73 11.35 4.15 12.25 X-DIR= 5.084E+000 NODE= 5 Y-DIR= -1.845E+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: 0.556 Y: 0.640 Z: 0.530 Deformed shape/wind_y-1 DeformShp_DXYZ / ST_ WINY2 / Step 1 9.00 7.26 MIDAS/Gen POST-PROCESSOR DEFORMED SHAPE RESULTANT 1.46 8.99 7.25 4.83 2.31 1.84 0.57 0.00 0.00 8.48 21.78 10.99 8.80 5.76 2.31 2.19 0.74 0.00 8.47 0.00 8.01 19.88 4.84 1.47 1.85 0.57 0.00 8.02 0.00 8.47 19.89 8.48 21.78 X-DIR= -5.797E+000 NODE= 8 Y-DIR= -1.099E+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: 0.556 Y: 0.640 Z: 0.530 Deformed shape/wind_y-2

DeformShp_DXYZ / ST_ SNOW / Step 1 3.92 2.92 MIDAS/Gen POST-PROCESSOR DEFORMED SHAPE RESULTANT 1.90 3.92 2.91 0.61 1.57 0.45 0.24 0.00 0.00 2.67 3.37 2.39 0.61 1.09 0.12 0.07 0.00 0.00 0.73 0.64 7.76 4.00 1.58 0.45 0.24 0.00 0.00 0.73 1.91 0.64 4.00 2.67 7.76 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: 0.556 Y: 0.640 Z: 0.530 Deformed shape/snow

5.5 Reaction Force React_FXYZ / CB_ PRE -9.98 MIDAS/Gen POST-PROCESSOR REACTION FORCE FORCE-XYZ MAX. REACTION NODE= 20 FX: 2.0015E-003 FY: -6.1353E+000 FZ: 1.9049E+001 FXYZ: 2.0012E+001 8.36 1.06-10.73-0.74-9.80 8.37-1.07-9.99 17.96 0.74-9.79 8.99 19.05 0.00 0.00-6.14 17.95 CB: PRE MAX : 20 MIN : 31 FILE: 상암보조 UNIT: tonf DATE: 03/10/2009 VIEW-DIRECTION X: 0.556 Y: 0.640 Z: 0.530 Reaction forces/pre React_MXYZ / CB_ PRE 17.87 MIDAS/Gen POST-PROCESSOR REACTION FORCE MOMENT-XYZ MAX. REACTION NODE= 18 MX: 1.7867E+001 MY: -2.7179E+000 MZ: 1.5413E+000 MXYZ: 1.8138E+001 1.54-2.72 2.72-1.54 17.86 0.00 0.00 11.47 CB: PRE MAX : 18 MIN : 18 FILE: 상암보조 UNIT: tonf m DATE: 03/10/2009 VIEW-DIRECTION X: 0.556 Y: 0.640 Z: 0.530 Reaction Moments/pre

-13.23 서울월드컵경기장보조경기장지붕공사 React_FXYZ / CB_ Wx -10.09 MIDAS/Gen POST-PROCESSOR REACTION FORCE FORCE-XYZ MAX. REACTION NODE= 20 FX: -1.7260E+000 FY: -1.6516E+000 FZ: 1.4665E+001 FXYZ: 1.4858E+001 8.47 3.39-13.47-2.72 7.20-3.43-8.57-0.70 11.87-10.80 11.34-0.38-1.73 14.66-1.65 13.02 CB: Wx MAX : 20 MIN : 31 FILE: 상암보조 UNIT: tonf DATE: 03/10/2009 VIEW-DIRECTION X: 0.556 Y: 0.640 Z: 0.530 Reaction forces/wind_x React_MXYZ / CB_ Wx MIDAS/Gen POST-PROCESSOR REACTION FORCE MOMENT-XYZ MAX. REACTION NODE= 18 MX: -8.8751E+000 MY: -7.3196E+000 MZ: 4.4322E+000 MXYZ: 1.2328E+001-8.88-0.03 4.43-7.32 CB: Wx -9.22 3.38-3.78-27.28-1.68 MAX : 18 MIN : 20 FILE: 상암보조 UNIT: tonf m DATE: 03/10/2009 VIEW-DIRECTION X: 0.556 Y: 0.640 Z: 0.530 Reaction Moments/wind_x

-10.92-5.14 서울월드컵경기장보조경기장지붕공사 React_FXYZ / CB_ Wy1-11.79 MIDAS/Gen POST-PROCESSOR REACTION FORCE FORCE-XYZ MAX. REACTION NODE= 16 FX: 2.0175E+000 FY: -1.0939E+001 FZ: 1.6696E+001 FXYZ: 2.0062E+001 9.87 2.42-14.73-2.01 9.91-2.45-11.84 2.02-10.94 12.34 16.69 0.01 0.01-4.91 16.65 CB: Wy1 MAX : 16 MIN : 31 FILE: 상암보조 UNIT: tonf DATE: 03/10/2009 VIEW-DIRECTION X: 0.556 Y: 0.640 16.70 Z: 0.530 Reaction forces/wind_y-1 React_MXYZ / CB_ Wy1 8.61 MIDAS/Gen POST-PROCESSOR REACTION FORCE MOMENT-XYZ MAX. REACTION NODE= 16 MX: 8.6524E+000 MY: 5.1732E+000 MZ: -3.4183E+000 MXYZ: 1.0645E+001-0.00 3.43 CB: Wy1 5.17-3.42 8.65-3.12 0.02 MAX : 16 MIN : 18 FILE: 상암보조 UNIT: tonf m DATE: 03/10/2009 VIEW-DIRECTION X: 0.556 Y: 0.640 Z: 0.530 Reaction Moments/wind_y-1

-13.28 서울월드컵경기장보조경기장지붕공사 React_FXYZ / CB_ Wy2 MIDAS/Gen POST-PROCESSOR REACTION FORCE FORCE-XYZ -10.08 MAX. REACTION NODE= 20 FX: 2.2196E-002 FY: -5.1711E+000 FZ: 1.3089E+001 FXYZ: 1.4073E+001 8.48 3.36-1.47 1.51 13.09 0.02 11.91 React_MXYZ / CB_ Wy2 MIDAS/Gen POST-PROCESSOR REACTION FORCE MOMENT-XYZ MAX. REACTION NODE= 16 MX: -1.9622E+001 MY: 5.4522E+000 MZ: -3.9945E+000 MXYZ: 2.0753E+001-19.77 3.97-14.73 8.50-3.42-10.11 12.42-0.00-5.17 CB: Wy2 MAX : 20 MIN : 31 FILE: 상암보조 UNIT: tonf DATE: 03/10/2009 VIEW-DIRECTION X: 0.556 11.93-13.35 Y: 0.640 Z: 0.530 Reaction forces/wind_y-2-5.36-19.62 5.45-3.99-35.82 0.04-0.01 CB: Wy2 MAX : 16 MIN : 20 FILE: 상암보조 UNIT: tonf m DATE: 03/10/2009 VIEW-DIRECTION X: 0.556 Y: 0.640 Z: 0.530 Reaction Moments/wind_y-2

React_FXYZ / CB_ SL -16.96 MIDAS/Gen POST-PROCESSOR REACTION FORCE FORCE-XYZ MAX. REACTION NODE= 20 FX: -6.6349E-003 FY: -8.7134E+000 FZ: 3.3769E+001 FXYZ: 3.4875E+001 14.10 2.97-19.29-2.30-17.78 14.09-2.94-16.95 30.37 2.28-17.76 16.07-0.00-0.01 33.77-8.71 30.36 CB: SL MAX : 20 MIN : 31 FILE: 상암보조 UNIT: tonf DATE: 03/10/2009 VIEW-DIRECTION X: 0.556 Y: 0.640 Z: 0.530 Reaction forces/snow React_MXYZ / CB_ SL 40.88 MIDAS/Gen POST-PROCESSOR REACTION FORCE MOMENT-XYZ MAX. REACTION NODE= 18 MX: 4.0880E+001 MY: -6.6357E+000 MZ: 3.8440E+000 MXYZ: 4.1593E+001 3.84-6.64 24.95 CB: SL 6.60-3.83 40.81-0.01 0.00 MAX : 18 MIN : 18 FILE: 상암보조 UNIT: tonf m DATE: 03/10/2009 VIEW-DIRECTION X: 0.556 Y: 0.640 Z: 0.530 Reaction Moments/snow

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 = 24000.0, Es = 21000000) Section Name 200 (No:11) Position I BP 200x19x0/0 (Tapered Section) Position J : BP 370x19x0/0 Member Length : 1.70000 2. Member Forces Steel Design Project Title File Name Axial Force Fxx = -0.2331 (LCB: 1, POS:J) Bending Moments My = -0.0004, Mz = -0.0000 End Moments Myi = 0.00000, Myj = -0.0004 (for Lb) Myi = 0.00000, Myj = -0.0004 (for Ly) Mzi = 0.00000, Mzj = -0.0000 (for Lz) Shear Forces Fyy = 0.00000 (LCB: 1, POS:I) Fzz = 0.00021 (LCB: 1, POS:I) 梁탄망떠黎袖상암보조 C:\...? R1.mgb z 0.019 0.37 Outer Dia. 0.37000 Wall Thick 0.01900 Area 0.02095 Asz 0.01048 Qyb 0.03089 Qzb 0.03089 Iyy 0.00032 Izz 0.00032 Ybar 0.18500 Zbar 0.18500 Syy 0.00175 Szz 0.00175 ry 0.12428 rz 0.12428 y 3. Design Parameters Unbraced Lengths Ly = 7.07000, Lz = 7.07000, Lb = 7.07000 Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = 1.00 4. Stress Checking Results Axial Stress Slenderness Ratio KL/r = 56.9 < 200.0... O.K fc/fc = 11.1/13238.1 = 0.001 < 1.000... O.K Bending Stresses fby/fby = fbz/fbz = 0.2/16000.0 = 0.000 < 1.000... O.K 0.0/16000.0 = 0.000 < 1.000... O.K Combined Stress (Compression+Bending) Rmax = fc/fc+sqrt((fbcy/fbcy)^2+(fbcz/fbcz)^2) = 0.001 < 1.000... O.K Shear Stresses fvy/fvy fvz/fvz = 0.000 < 1.000... O.K = 0.000 < 1.000... O.K Modeling, Integrated Design & Analysis Software http://www.midasuser.com MIDAS/Gen V 6.3.2 LAN Print Date/Time : 03/20/2009 15:10

MIDAS/Gen Company Author 1. Design Information add Design Code AIK-ASD83 Unit System tonf, m Element No 6 Material SPS400 (No:1) (Fy = 24000.0, Es = 21000000) Section Name 370 (No:12) Position I BP 370x19x0/0 (Tapered Section) Position J : BP 470x19x0/0 Member Length : 2.37000 2. Member Forces Steel Design Project Title File Name Axial Force Fxx = -19.425 (LCB: 5, POS:J) Bending Moments My = -9.1312, Mz = 0.00211 End Moments Myi = -0.0002, Myj = -9.1312 (for Lb) Myi = -0.0002, Myj = -9.1312 (for Ly) Mzi = 0.00000, Mzj = 0.00211 (for Lz) Shear Forces Fyy = 0.84630 (LCB: 2, POS:I) Fzz = 3.85273 (LCB: 5, POS:I) 梁탄망떠黎袖상암보조 C:\...? R1.mgb z 0.019 0.47 Outer Dia. 0.47000 Wall Thick 0.01900 Area 0.02692 Asz 0.01346 Qyb 0.05094 Qzb 0.05094 Iyy 0.00069 Izz 0.00069 Ybar 0.23500 Zbar 0.23500 Syy 0.00292 Szz 0.00292 ry 0.15959 rz 0.15959 y 3. Design Parameters Unbraced Lengths Ly = 7.07000, Lz = 7.07000, Lb = 7.07000 Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = 1.00 4. Stress Checking Results Axial Stress Slenderness Ratio KL/r = 44.3 < 200.0... O.K fc/fc = 721.6/14263.0 = 0.051 < 1.000... O.K Bending Stresses fby/fby = 3129.6/16000.0 = 0.196 < 1.000... O.K fbz/fbz = 0.7/16000.0 = 0.000 < 1.000... O.K Combined Stress (Compression+Bending) Rmax = fc/fc+sqrt((fbcy/fbcy)^2+(fbcz/fbcz)^2) = 0.246 < 1.000... O.K Shear Stresses fvy/fvy fvz/fvz = 0.009 < 1.000... O.K = 0.040 < 1.000... O.K Modeling, Integrated Design & Analysis Software http://www.midasuser.com MIDAS/Gen V 6.3.2 LAN Print Date/Time : 03/20/2009 15:10

MIDAS/Gen Company Author 1. Design Information add Design Code AIK-ASD83 Unit System tonf, m Element No 72 Material SPS400 (No:1) (Fy = 24000.0, Es = 21000000) Section Name 470 (No:13) Position I BP 470x19x0/0 (Tapered Section) Position J : BP 570x19x0/0 Member Length : 3.00000 2. Member Forces Steel Design Project Title File Name Axial Force Fxx = -19.952 (LCB: 5, POS:J) Bending Moments My = -20.587, Mz = 0.00475 End Moments Myi = -9.1312, Myj = -20.587 (for Lb) Myi = -9.1312, Myj = -20.587 (for Ly) Mzi = 0.00211, Mzj = 0.00475 (for Lz) Shear Forces Fyy = 0.84551 (LCB: 2, POS:I) Fzz = 3.81850 (LCB: 5, POS:I) 梁탄망떠黎袖상암보조 C:\...? R1.mgb z 0.019 0.57 Outer Dia. 0.57000 Wall Thick 0.01900 Area 0.03289 Asz 0.01644 Qyb 0.07599 Qzb 0.07599 Iyy 0.00125 Izz 0.00125 Ybar 0.28500 Zbar 0.28500 Syy 0.00438 Szz 0.00438 ry 0.19492 rz 0.19492 y 3. Design Parameters Unbraced Lengths Ly = 7.07000, Lz = 7.07000, Lb = 7.07000 Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = 1.00 4. Stress Checking Results Axial Stress Slenderness Ratio KL/r = 36.3 < 200.0... O.K fc/fc = 606.6/14813.3 = 0.041 < 1.000... O.K Bending Stresses fby/fby = 4695.1/16000.0 = 0.293 < 1.000... O.K fbz/fbz = 1.1/16000.0 = 0.000 < 1.000... O.K Combined Stress (Compression+Bending) Rmax = fc/fc+sqrt((fbcy/fbcy)^2+(fbcz/fbcz)^2) = 0.334 < 1.000... O.K Shear Stresses fvy/fvy fvz/fvz = 0.007 < 1.000... O.K = 0.031 < 1.000... O.K Modeling, Integrated Design & Analysis Software http://www.midasuser.com MIDAS/Gen V 6.3.2 LAN Print Date/Time : 03/20/2009 15:10

MIDAS/Gen Company Author 1. Design Information add Design Code AIK-ASD83 Unit System tonf, m Element No 7 Material SPS400 (No:1) (Fy = 24000.0, Es = 21000000) Section Name 570 (No:14) Position I BP 570x19x0/0 (Tapered Section) Position J : BP 550x19x0/0 Member Length : 1.40000 2. Member Forces Steel Design Project Title File Name Axial Force Fxx = -16.860 (LCB: 4, POS:J) Bending Moments My = 30.8779, Mz = -0.0044 End Moments Myi = 0.71501, Myj = 30.8779 (for Lb) Myi = 0.71501, Myj = 30.8779 (for Ly) Mzi = 0.01223, Mzj = -0.0044 (for Lz) Shear Forces Fyy = -1.8861 (LCB: 2, POS:J) Fzz = -22.475 (LCB: 2, POS:J) 梁탄망떠黎袖상암보조 C:\...? R1.mgb z 0.019 0.55 Outer Dia. 0.55000 Wall Thick 0.01900 Area 0.03170 Asz 0.01585 Qyb 0.07058 Qzb 0.07058 Iyy 0.00112 Izz 0.00112 Ybar 0.27500 Zbar 0.27500 Syy 0.00407 Szz 0.00407 ry 0.18786 rz 0.18786 y 3. Design Parameters Unbraced Lengths Ly = 3.30000, Lz = 3.30000, Lb = 3.30000 Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = 1.00 4. Stress Checking Results Axial Stress Slenderness Ratio KL/r = 17.6 < 200.0... O.K fc/fc = 531.9/15713.1 = 0.034 < 1.000... O.K Bending Stresses fby/fby = 7591.5/16000.0 = 0.474 < 1.000... O.K fbz/fbz = 1.1/16000.0 = 0.000 < 1.000... O.K Combined Stress (Compression+Bending) Rmax = fc/fc+sqrt((fbcy/fbcy)^2+(fbcz/fbcz)^2) = 0.508 < 1.000... O.K Shear Stresses fvy/fvy fvz/fvz = 0.013 < 1.000... O.K = 0.154 < 1.000... O.K Modeling, Integrated Design & Analysis Software http://www.midasuser.com MIDAS/Gen V 6.3.2 LAN Print Date/Time : 03/20/2009 15:10

MIDAS/Gen Company Author 1. Design Information add Design Code AIK-ASD83 Unit System tonf, m Element No 4 Material SPS400 (No:1) (Fy = 24000.0, Es = 21000000) Section Name 550 (No:15) Position I BP 550x19x0/0 (Tapered Section) Position J : BP 500x19x0/0 Member Length : 1.90000 2. Member Forces Steel Design Project Title File Name Axial Force Fxx = -19.283 (LCB: 5, POS:J) Bending Moments My = -29.573, Mz = 6.03808 End Moments Myi = -8.7896, Myj = -29.573 (for Lb) Myi = -8.7896, Myj = -29.573 (for Ly) Mzi = 2.18204, Mzj = 6.03808 (for Lz) Shear Forces Fyy = -2.3854 (LCB: 2, POS:J) Fzz = 10.9387 (LCB: 5, POS:J) 梁탄망떠黎袖상암보조 C:\...? R1.mgb z 0.019 0.5 Outer Dia. 0.50000 Wall Thick 0.01900 Area 0.02871 Asz 0.01436 Qyb 0.05793 Qzb 0.05793 Iyy 0.00083 Izz 0.00083 Ybar 0.25000 Zbar 0.25000 Syy 0.00333 Szz 0.00333 ry 0.17019 rz 0.17019 y 3. Design Parameters Unbraced Lengths Ly = 3.30000, Lz = 3.30000, Lb = 3.30000 Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = 1.00 4. Stress Checking Results Axial Stress Slenderness Ratio KL/r = 19.4 < 200.0... O.K fc/fc = 671.6/15651.1 = 0.043 < 1.000... O.K Bending Stresses fby/fby = 8890.2/16000.0 = 0.556 < 1.000... O.K fbz/fbz = 1815.2/16000.0 = 0.113 < 1.000... O.K Combined Stress (Compression+Bending) Rmax = fc/fc+sqrt((fbcy/fbcy)^2+(fbcz/fbcz)^2) = 0.610 < 1.000... O.K Shear Stresses fvy/fvy fvz/fvz = 0.018 < 1.000... O.K = 0.082 < 1.000... O.K Modeling, Integrated Design & Analysis Software http://www.midasuser.com MIDAS/Gen V 6.3.2 LAN Print Date/Time : 03/20/2009 15:10

MIDAS/Gen Company Author 1. Design Information add Design Code AIK-ASD83 Unit System tonf, m Element No 74 Material SPS400 (No:1) (Fy = 24000.0, Es = 21000000) Section Name PG1 (No:2) (Rolled : P 406.4x16). Member Length : 6.31000 Steel Design Project Title File Name 梁탄망떠黎袖상암보조 C:\...? R1.mgb z 0.016 0.4064 y 2. Member Forces Axial Force Fxx = -41.322 (LCB: 2, POS:J) Bending Moments My = 17.0154, Mz = -2.6667 End Moments Myi = 1.47380, Myj = 17.0154 (for Lb) Myi = 1.47380, Myj = 17.0154 (for Ly) Mzi = -5.0490, Mzj = -2.6667 (for Lz) Shear Forces Fyy = -0.3775 (LCB: 2, POS:I) Fzz = -2.8199 (LCB: 2, POS:I) Outer Dia. 0.40640 Wall Thick 0.01600 Area 0.01962 Asz 0.00981 Qyb 0.03817 Qzb 0.03817 Iyy 0.00037 Izz 0.00037 Ybar 0.20320 Zbar 0.20320 Syy 0.00184 Szz 0.00184 ry 0.13800 rz 0.13800 3. Design Parameters Unbraced Lengths Ly = 12.0000, Lz = 12.0000, Lb = 12.0000 Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = 1.00 4. Stress Checking Results Axial Stress Slenderness Ratio KL/r = 87.0 < 200.0... O.K fc/fc = 2106.1/10245.6 = 0.206 < 1.000... O.K Bending Stresses fby/fby = 9244.7/16000.0 = 0.578 < 1.000... O.K fbz/fbz = 1448.9/16000.0 = 0.091 < 1.000... O.K Combined Stress (Compression+Bending) Rmax = fc/fc+sqrt((fbcy/fbcy)^2+(fbcz/fbcz)^2) = 0.790 < 1.000... O.K Shear Stresses fvy/fvy fvz/fvz = 0.004 < 1.000... O.K = 0.031 < 1.000... O.K Modeling, Integrated Design & Analysis Software http://www.midasuser.com MIDAS/Gen V 6.3.2 LAN Print Date/Time : 03/12/2009 13:46

MIDAS/Gen Company Author 1. Design Information add Design Code AIK-ASD83 Unit System tonf, m Element No 22 Material SPS400 (No:1) (Fy = 24000.0, Es = 21000000) Section Name PG2 (No:3) (Rolled : P 318.5x8). Member Length : 5.77225 Steel Design Project Title File Name 疋梁탄망떠黎袖상암보조 C:\...?.mgb z y 0.008 0.3185 2. Member Forces Outer Dia. 0.31850 Wall Thick 0.00800 Area 0.00780 Asz 0.00390 Qyb 0.02412 Qzb 0.02412 Iyy 0.00009 Izz 0.00009 Ybar 0.15925 Zbar 0.15925 Myi = -1.1983, Myj = 2.84501 (for Lb) Syy 0.00059 Szz 0.00059 ry Myi = -1.1983, Myj = 2.84501 (for Ly) 0.11000 rz 0.11000 Axial Force Fxx = -19.182 (LCB: 4, POS:J) Bending Moments My = 2.84501, Mz = 0.55757 End Moments Mzi = -0.1901, Mzj = 0.55757 (for Lz) Shear Forces Fyy = -0.1675 (LCB: 5, POS:I) Fzz = -0.8306 (LCB: 4, POS:I) 3. Design Parameters Unbraced Lengths Ly = 5.77225, Lz = 5.77225, Lb = 5.77225 Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = 1.00 4. Stress Checking Results Axial Stress Slenderness Ratio KL/r = 52.5 < 200.0... O.K fc/fc = 2458.0/13617.7 = 0.180 < 1.000... O.K Bending Stresses fby/fby = 4814.7/16000.0 = 0.301 < 1.000... O.K fbz/fbz = 943.6/16000.0 = 0.059 < 1.000... O.K Combined Stress (Compression+Bending) Rmax = fc/fc+sqrt((fbcy/fbcy)^2+(fbcz/fbcz)^2) = 0.487 < 1.000... O.K Shear Stresses fvy/fvy fvz/fvz = 0.005 < 1.000... O.K = 0.023 < 1.000... O.K Modeling, Integrated Design & Analysis Software http://www.midasuser.com MIDAS/Gen V 6.3.2 LAN Print Date/Time : 03/09/2009 13:41

MIDAS/Gen Company Author 1. Design Information add Design Code AIK-ASD83 Unit System tonf, m Element No 69 Material SPS400 (No:1) (Fy = 24000.0, Es = 21000000) Section Name PG3 (No:5) (Rolled : P 216.3x7). Member Length : 9.00000 Steel Design Project Title File Name 疋梁탄망떠黎袖상암보조 C:\...?.mgb z y 0.007 0.2163 2. Member Forces Outer Dia. 0.21630 Wall Thick 0.00700 Area 0.00460 Asz 0.00230 Qyb 0.01096 Qzb 0.01096 Iyy 0.00003 Izz 0.00003 Ybar 0.10815 Zbar 0.10815 Myi = -0.1255, Myj = -0.1638 (for Lb) Syy 0.00023 Szz 0.00023 ry Myi = -0.1255, Myj = -0.1638 (for Ly) 0.07400 rz 0.07400 Axial Force Fxx = -13.446 (LCB: 2, POS:I) Bending Moments My = -0.1255, Mz = 0.14465 End Moments Mzi = 0.14465, Mzj = -0.0310 (for Lz) Shear Forces Fyy = 0.01952 (LCB: 2, POS:I) Fzz = 0.19324 (LCB: 1, POS:J) 3. Design Parameters Unbraced Lengths Ly = 9.00000, Lz = 9.00000, Lb = 9.00000 Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = 1.00 4. Stress Checking Results Axial Stress Slenderness Ratio KL/r = 121.6 < 200.0... O.K fc/fc = 2921.19/6468.83 = 0.452 < 1.000... O.K Bending Stresses fby/fby = fbz/fbz = 538.4/16000.0 = 0.034 < 1.000... O.K 620.8/16000.0 = 0.039 < 1.000... O.K Combined Stress (Compression+Bending) Rmax = fc/fc+sqrt((fbcy/fbcy)^2+(fbcz/fbcz)^2) = 0.503 < 1.000... O.K Shear Stresses fvy/fvy fvz/fvz = 0.001 < 1.000... O.K = 0.009 < 1.000... O.K Modeling, Integrated Design & Analysis Software http://www.midasuser.com MIDAS/Gen V 6.3.2 LAN Print Date/Time : 03/09/2009 13:41

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 = 24000.0, Es = 21000000) Section Name RB1 (No:8) (Rolled : SR 28). Member Length : 12.7063 Project Title File Name C:\... 疋梁탄망떠黎袖상암보조?.mgb z y 0.028 2. Member Forces Outer Dia. 0.02800 Area 0.00062 Asz 0.00055 Qyb 0.00007 Qzb 0.00007 Iyy 0.00000 Izz 0.00000 Ybar 0.01400 Zbar 0.01400 Myi = 0.00000, Myj = 0.00000 (for Lb) Syy 0.00000 Szz 0.00000 ry Myi = 0.00000, Myj = 0.00000 (for Ly) 0.00700 rz 0.00700 Axial Force Fxx = 1.98665 (LCB: 1, POS:I) Bending Moments My = 0.00000, Mz = 0.00000 End Moments Mzi = 0.00000, Mzj = 0.00000 (for Lz) Shear Forces Fyy = 0.00000 (LCB: 1, POS:I) Fzz = 0.00000 (LCB: 1, POS:I) 3. Design Parameters Unbraced Lengths Ly = 12.7063, Lz = 12.7063, Lb = 12.7063 Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = 1.00 4. Stress Checking Results Axial Stress Slenderness Ratio L/r =1815.2 > 300.0... N.G ft/ft = 3226.1/16000.0 = 0.202 < 1.000... O.K Bending Stresses fby/fby = fbz/fbz = 0.0/16000.0 = 0.000 < 1.000... O.K 0.0/16000.0 = 0.000 < 1.000... O.K Combined Stress (Tension+Bending) Rmax = = 0.202 < 1.000... O.K Shear Stresses fvy/fvy fvz/fvz = 0.000 < 1.000... O.K = 0.000 < 1.000... O.K Modeling, Integrated Design & Analysis Software http://www.midasuser.com MIDAS/Gen V 6.3.2 LAN Print Date/Time : 03/09/2009 13:41

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 = 24000.0, Es = 21000000) Section Name RB2 (No:9) (Rolled : SR 28). Member Length : 8.10555 Project Title File Name C:\... 疋梁탄망떠黎袖 z 0.028 상암보조?.mgb y 2. Member Forces Axial Force Fxx = 8.61895 (LCB: 5, POS:J) Bending Moments My = 0.00000, Mz = 0.00000 End Moments Myi = 0.00000, Myj = 0.00000 (for Lb) Myi = 0.00000, Myj = 0.00000 (for Ly) Mzi = 0.00000, Mzj = 0.00000 (for Lz) Shear Forces Fyy = 0.00000 (LCB: 1, POS:I) Fzz = 0.00000 (LCB: 1, POS:I) Outer Dia. 0.02800 Area 0.00062 Asz 0.00055 Qyb 0.00007 Qzb 0.00007 Iyy 0.00000 Izz 0.00000 Ybar 0.01400 Zbar 0.01400 Syy 0.00000 Szz 0.00000 ry 0.00700 rz 0.00700 3. Design Parameters Unbraced Lengths Ly = 8.10555, Lz = 8.10555, Lb = 8.10555 Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = 1.00 4. Stress Checking Results Axial Stress Slenderness Ratio L/r =1157.9 > 300.0... N.G ft/ft = 13996.3/16000.0 = 0.875 < 1.000... O.K Bending Stresses fby/fby = fbz/fbz = 0.0/16000.0 = 0.000 < 1.000... O.K 0.0/16000.0 = 0.000 < 1.000... O.K Combined Stress (Tension+Bending) Rmax = = 0.875 < 1.000... O.K Shear Stresses fvy/fvy fvz/fvz = 0.000 < 1.000... O.K = 0.000 < 1.000... O.K Modeling, Integrated Design & Analysis Software http://www.midasuser.com MIDAS/Gen V 6.3.2 LAN Print Date/Time : 03/09/2009 13:41

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 = 22000.0, Es = 21000000) Section Name RB3 (No:10) (Rolled : SR 48). Member Length : 6.57661 Project Title File Name C:\... 疋梁탄망떠黎袖상암보조?.mgb z y 0.048 2. Member Forces Axial Force Fxx = 21.5240 (LCB: 2, POS:I) Bending Moments My = 0.00000, Mz = 0.00000 End Moments Myi = 0.00000, Myj = 0.00000 (for Lb) Myi = 0.00000, Myj = 0.00000 (for Ly) Mzi = 0.00000, Mzj = 0.00000 (for Lz) Shear Forces Fyy = 0.00000 (LCB: 1, POS:I) Fzz = 0.00000 (LCB: 1, POS:I) Outer Dia. 0.04800 Area 0.00181 Asz 0.00163 Qyb 0.00019 Qzb 0.00019 Iyy 0.00000 Izz 0.00000 Ybar 0.02400 Zbar 0.02400 Syy 0.00001 Szz 0.00001 ry 0.01200 rz 0.01200 3. Design Parameters Unbraced Lengths Ly = 6.57661, Lz = 6.57661, Lb = 6.57661 Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = 1.00 4. Stress Checking Results Axial Stress Slenderness Ratio L/r = 548.1 > 300.0... N.G ft/ft = 11891.7/14666.7 = 0.811 < 1.000... O.K Bending Stresses fby/fby = fbz/fbz = 0.0/14666.7 = 0.000 < 1.000... O.K 0.0/14666.7 = 0.000 < 1.000... O.K Combined Stress (Tension+Bending) Rmax = = 0.811 < 1.000... O.K Shear Stresses fvy/fvy fvz/fvz = 0.000 < 1.000... O.K = 0.000 < 1.000... O.K Modeling, Integrated Design & Analysis Software http://www.midasuser.com MIDAS/Gen V 6.3.2 LAN Print Date/Time : 03/09/2009 13:41

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 = 24000.0, Es = 21000000) Section Name RB4 (No:4) (Rolled : SR 32). Member Length : 9.00000 Project Title File Name C:\... 疋梁탄망떠黎袖상암보조?.mgb z y 0.032 2. Member Forces Outer Dia. 0.03200 Area 0.00080 Asz 0.00072 Qyb 0.00009 Qzb 0.00009 Iyy 0.00000 Izz 0.00000 Ybar 0.01600 Zbar 0.01600 Myi = 0.00000, Myj = 0.00000 (for Lb) Syy 0.00000 Szz 0.00000 ry Myi = 0.00000, Myj = 0.00000 (for Ly) 0.00800 rz 0.00800 Axial Force Fxx = 10.0949 (LCB: 2, POS:I) Bending Moments My = 0.00000, Mz = 0.00000 End Moments Mzi = 0.00000, Mzj = 0.00000 (for Lz) Shear Forces Fyy = 0.00000 (LCB: 1, POS:I) Fzz = 0.00000 (LCB: 1, POS:I) 3. Design Parameters Unbraced Lengths Ly = 9.00000, Lz = 9.00000, Lb = 9.00000 Effective Length Factors Ky = 1.00, Kz = 1.00 Bending Coefficient Cm = 1.00 4. Stress Checking Results Axial Stress Slenderness Ratio L/r =1125.0 > 300.0... N.G ft/ft = 12552.7/16000.0 = 0.785 < 1.000... O.K Bending Stresses fby/fby = fbz/fbz = 0.0/16000.0 = 0.000 < 1.000... O.K 0.0/16000.0 = 0.000 < 1.000... O.K Combined Stress (Tension+Bending) Rmax = = 0.785 < 1.000... O.K Shear Stresses fvy/fvy fvz/fvz = 0.000 < 1.000... O.K = 0.000 < 1.000... O.K Modeling, Integrated Design & Analysis Software http://www.midasuser.com MIDAS/Gen V 6.3.2 LAN Print Date/Time : 03/09/2009 13:41

6.0 베이스

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 ) 500 70 (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 1 429. 3 572. 8 103. 4 36. 0 264. 7 0. 911 2 480. 4 321. 3 0. 2 0. 1 121. 4 0. 091 (4). Design Force and Moment Design Load Combination No : 1 -. Pu = 429. 34 kn -. Mux = 572. 81, Muy = 103. 36 kn m -. Vux = 35. 99, Vuy = 264. 68 kn -. Mu = Mux 2 + Mux 2 = 582. 06 kn m Check Base Plate : Bearing Stress -. Xc : Neutr al Axis = 344. 34 mm -. fu,max = ε*ec = 15. 09 N/ mm 2 -. A1 = Dp*Bp = 567450 mm 2 -. A2 = Px*Py = 1080000 mm 2 -. ΦFn = Min[Φ*0. 85*fck A2/ A1, Φ*0. 85*fck*2] = 16. 56 N/ mm 2 -. fu,max/ ΦFn = 0. 911 < 1. 0 ---> O. K. Check Anchor Bolt : Tensile Strength -. Tu,max = 191. 74 kn -. ΦTn = Φ*F anc*aanc = 229. 02 kn -. Tu,max/ ΦTn = 0. 837 < 1. 0 ---> O. K. Check Anchor Bolt : Shear Strength -. Vuxy = V ux 2 +V uy 2 = 267. 12 kn -. Tsum = T anc = 850. 58 kn -. ΦVn = Φ*0. 55*(Pu+T sum) = 422. 37 kn > V uxy ----> O. K. Best & effective Solution of Structural Technology. BeST Ver 1.1.0 http://www.bestuser.com

BeST MEMBER : Project Name : Designer : Design Anchor Bolt : Develoment Length -. Tu = Φ*F ancaanc = 229. 02 kn -. Lh = (Tu/ 2) / (0. 70fckd) = 193. 07 mm -. LReq'd = Lh+12d = 625. 07 mm (Hooked Bar) Moment Diagram BP1 P referred C ustom Date er : 03/12/2009 Page : 2 (Unit : kn mm/ mm) - 1 5-2 2-2 2 42-1 5 42 42 42-1 2 42-1 4-2 0-2 0-1 4 42 42-1 2-1 8-1 2-1 8-1 8-1 2 42-1 0 35 35 35-1 0-1 8-1 8-1 7-1 0-1 5-1 5-1 0 35-9 30 30 30 30-9 - 1 7-1 8-1 3-1 7-1 5-7 - 8-1 2-1 2-8 - 7-1 5-1 7-1 3-1 2-1 5-1 3 25 25 25 25 6 5-8 - 8 5 6-1 3-1 5-1 2 26-1 1-1 3-1 0 20 20 20 20 6 5-4 - 4 5 6-1 0-1 3-1 1 26 26 26 26 22-9 - 1 0-7 15 15 15 15 6 6 2 2 6 6-7 - 1 0-9 22 26 26 19-7 - 7-3 9 9 9 9 6-3 - 7-7 19 26 7 22 15-5 - 3 7 7 6 6 7 7 6 2 2-3 - 5 15 22 7 6 19 12 2 1 7 7 7 7 5 7 9 10 10 9 7 5 1 2 19 6 6 15 12 15 6-7 - 6 6 12 9 3 4 8 7 7 8 8 8 4 3 9 6-6 - 7-5 5 9 6 5 7 3 3 3 3 3 3 7 5 6 9 12 5-5 - 7-4 5 6 5 7 2 2 2 2 2 2 7 5 6 5-4 - 6-3 4 4-3 - 6-7 - 5-5 - 5-4 - 2 4 4 5 2 2 5 4 4-2 - 5-3 1 4 4 2-1- 1-1- 1-1- 1 2 2-1- 1-1- 1 2 4 4 1-4 - 5-5 - 4-2 2 4 2-3 - 4-1 3 1-1 - 1-1 - 1 1 4 3-1 - 2-4 - 4 4-3 1 3 1-1 - 1 4-2 2-0 - -1-1 -1-1 - 0 1 3 1-3 4 4 3-1 - 2 2 0 3 1-0 --1-1 1-1 -1-1 - 0 1 3 2-1 2 3 1 1 1 0 1 4 4 0 2 1-0 --1 1-1 - 1-0 - 0 - - 1 1-1 1-0 1 2 1 1 3 0 0 3 4 4 3 2 1 1 0 2 1 0-0 - 0-0 -1-1 -1-1 1-1- 1-1- 1-0 1 1 1 2 3 2 1 2 6 6 0 1 0-0 1 1-1 1-1 1-0 2 6-0 - 0-0 1 0 1 4 4 6 6 6 4 4 3-0 0 0-0 - 0 - - 0 0-0 - 0 1 4 4 0-1 0-0 0 - - 0 0 3-0 - 10 1 6 6 7 1312 0 - - 1-1- 1-1 0-1 1-1 1 - - 0-0 6 3 1-0- 1-0 -0 0 0 3 6 1213 7 6 6 0-0 - 0 0-0 - 1-01 5 6 7 1312 6 3-1- 2-2 - 0 0 0-0 - 2-2- 13 6 1213 7 6 5-6- 5-6- 6-6- 5-4- 4-3- 2-0 00-0 - 0-0 - 0-2- 3-4- 4-5- 6-6- 6-5- 6-1- 1-31 -3 1-31 -3 1-1 8-5- 3-2 - 0-0 0 0 00-0 - 0-2- 3-1 - 5-8- 1-1 -3 1-31 -3 1-31 1-1- 1-31 -31-3 1-31 -1 8-5- 4-3 0- - 0 - - - - 0 0 0 0 0-1 - 1 0-0- 0 0-1 - 3-4- 5-8- 1-1 -3 1-31 -31-3 1 1 8 9 105 4 7 4-3 - 3-4 - 1-0 0- -0 0-0- 0-0- - - - 4-3 - 3 4 7 4 5 10 9 8 12 14 19 34 32 14 7 2-2 - 4-0- - - 1- - 4-2 - 4 1-4 2-3 - 3 7 2-5 - 1-1 - 1-1 1 0-0 - - 0 0-0 0 00 0-0- 0-0- 0-0- 0- -0 0- - 0-0 0-0- - 0-0- 0- - 0-0- 0-0- 0-0- 0-0- 0-00- 0-0- 0-0 0- - 5 2 14 7 7 32 14-6 - 6 14 34 19 32-6 - 6 32 14 34-7 - 6-4 - 1-0 - 0 1 2-0- 0-0- 2- - 4-6 - 7 34 12 19-9 - 9-5- - 2 0-0- 0-0 - 0-0- 0-0- 2-5 - 9-9 19 14-1 0-1 5-1 5-1 0 14 12-1 0-1 9-1 9-1 0-9 - 9 12-8 - 2 2-1 - - 5 9 6 6-2- 2-6- - 6-6- - 6 2-2- 6- - 5-1 5-2 2-8 - 8-2 4-1 9-1 9-4 - 2 4-2 2-6 3-6 - 2 2-2 4-8 - 2 3-2 4 9 10 3 10 9-4 - 2 3-2 0-2 4-8 21 10-7- 10 21-8 - 2 4-2 0-2 3-8 48 21-9 1 2-1 2-9 48-8 - 2 3-2 0 13 50 48-1 1-1 9-7 3 3-7 - 1-2 1 9-1 121 50 13-2 0 12 12 11 28 50-1 2-2 5-8 11 11-8 - 1 9-1 1 2-7 3 3-6 5-9 3-6- 2-2- 2-2- 2-2- 2-2- 6-3- - 4 6-4- - 7 5- - 8 6-7 - 7-7- 7-6- 5-6- - 8-7 - 4-4 - 7-8 - 8-7- 9-2 5-1 248 28 21 28-1 1-2 8-1 024 24-1 0-2 5-2 5-1 150 28 21 11 18 21 11-3 0 2 8-1 153 53-1 1-2 8-2 8- - 3 0-18 18 10 9-2 6-2 6 11 20 20 11-2 6-2 6 9 18-2 9-2 9 12 23 23 12-2 9-2 9 10 21-3 0 1 1 56 56-1 1-3 0-3 0- - 3 0 14 31 31 14-3 0-3 011 Check Base Plate : Moment Strength -. Mu,max = Max[Mux, Muy] = 55. 82 kn mm/ mm -. Zbp = tb 2 / 4 = 306 mm 3 / mm -. ΦMn = Φ*F y*zbp = 64. 77 kn mm/ mm -. Mu,max/ ΦMn = 0. 862 < 1. 0 ---> O. K. Check Rib Plate -. BTR = Hr/ T r = 18. 75 < 0. 75 Es/ F y ---> Non-Compact Sect. Moment Strength -. Mu,max = 30643. 4 kn mm -. Srib = Tr*Hr 2 / 6 = 240000 mm 3 -. ΦMn = Φ*F y*srib = 50760. 0 kn mm -. Mu,max/ ΦMn = 0. 604 < 1. 0 ---> O. K. Shear Strength -. Vu,max = 210. 3 kn -. ΦVn = Φ*0. 6*F y*tr*hr = 609. 1 kn -. Vu,max/ ΦVn = 0. 345 < 1. 0 ---> O. K. Best & effective Solution of Structural Technology. BeST Ver 1.1.0 http://www.bestuser.com

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 = 26.00 tf Mux = 99.00 tf-m Msy = 3.00, Muy = 5.00 tf-m 3. Soil Bearing Stress Check Actual Stress Project Name File Name qs(max) = 11.81 tf/m 2 < qa = 15.00 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) = -7.69+7.73 > 0.00 tf/m 2... O.K 4. Shear Check Strength Reduction Factor Φ = 0.850 One Way Shear Vuy = 0.00 tf < φvny = 469.00 tf... O.K Vux = 7.70 tf < φvnx = 298.86 tf... O.K Punching Shear Vu4 = 20.17 tf < φvn4 = 1429.70 tf... O.K Vu3x = 14.36 tf < φvn3x = 1643.63 tf... O.K Vu3y = 21.32 tf < φvn3y = 962.53 tf... O.K Vu2 = 16.62 tf < φvn2 = 945.65 tf... O.K 3900 1400 1200 80 1150 Y 6000 X (Major) 80 1400 1200 5. Bending Moment Check Strength Reduction Factor Φ = 0.900 X-X Axis (Y Direction) Mux = 0.01 tf-m/m ρ = 0.0000 As = 0.00 cm 2 /m As(req) = As*2β/(1+β) = 0.00 cm 2 /m Required Space D 22 @ 990 D 25 @ 990 D 29 @ 990 Max. Space D 22 @ 160 D 25 @ 210 D 29 @ 260 the Most Intelligent Design & Analysis System http://www.midasit.com Date : 03/26/2009-1 / 2 -

MIDAS/SET Company Author Footing Design [F1] Project Name File Name Y-Y Axis (X Direction) Mux = 4.38 tf-m/m ρ = 0.0001 As = 1.11 cm 2 /m As(min) = 0.0020*100*D = 24.00 cm 2 /m Required Space D 22 @ 990 D 25 @ 990 D 29 @ 990 Max. Space D 22 @ 160 D 25 @ 210 D 29 @ 260 the Most Intelligent Design & Analysis System http://www.midasit.com Date : 03/26/2009-2 / 2 -

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7.0 해석자료

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