SAP2000

SAP2000 v11.0.0 - File:RANGKA PORTAL 3D - Deformed Shape (COMB1) - Ton, mm, C Units

3/24/13 8:25:32

SAP2000

SAP2000 v11.0.0 - File:RANGKA PORTAL 3D - Axial Force Diagram (COMB1) - Ton, mm, C Units

3/24/13 8:28:10

SAP2000

SAP2000 v11.0.0 - File:RANGKA PORTAL 3D - Shear Force 2-2 Diagram (COMB1) - Ton, mm, C Units

3/24/13 8:32:47

SAP2000

SAP2000 v11.0.0 - File:RANGKA PORTAL 3D - Moment 2-2 Diagram (COMB1) - Ton, mm, C Units

3/24/13 8:31:30

SAP2000

SAP2000 v11.0.0 - File:RANGKA PORTAL 3D - Longitudinal Reinforcing Area (ACI 318-05/IBC2003) - Ton, mm, C Units

3/24/13 8:23:50

Project Job Number Engineer

SAP2000 Concrete Design

SAP2000 v11.0.0 - File: Maret 24, 2013 7:02

ACI 318-99 BEAM SECTION DESIGN Type: Sway Special Units: Ton, mm, C (Summary) L=4000,000 Element : 19 D=400,000 B=250,000 bf=250,000 Station Loc : 4000,000 ds=0,000 dct=30,000 dcb=30,000 Section ID : BALOK E=20,389 fc=0,002 Lt.Wt. Fac.=1,000 Combo ID : DCON2 fy=0,042 fys=0,042 Phi(Bending): 0,800 Phi(Shear): 0,600 Phi(Torsion): 0,600 Design Moments, M3 Positive Negative Special Special Moment Moment +Moment -Moment 2340,217 -4680,433 2340,217 -4680,433 Flexural Reinforcement for Moment, M3 Required +Moment -Moment Minimum Rebar Rebar Rebar Rebar Top (+2 Axis) 394,648 0,000 394,648 308,333 Bottom (-2 Axis) 256,152 192,114 0,000 256,152 Shear Reinforcement for Shear, V2 Design Shear Shear Shear Shear Rebar Vu phi*Vc phi*Vs Vp 0,280 6,898 4,274 2,623 0,000 Reinforcement for Torsion, T Rebar Rebar Torsion Critical Area Perimeter At Al Tu Phi*Tcr Ao Ph 0,000 0,000 0,000 177,733 42600,479 944,400

Project Job Number Engineer

SAP2000 Concrete Design

SAP2000 v11.0.0 - File: Maret 24, 2013 7:12

ACI 318-99 COLUMN SECTION DESIGN Type: Sway Special Units: Ton, mm, C (Summary) L=3000,000 Element : 1 B=400,000 D=400,000 dc=57,026 Station Loc : 3000,000 E=20,389 fc=0,002 Lt.Wt. Fac.=1,000 Section ID : KOLOM fy=0,042 fys=0,042 As=1600,00 (Determined) Combo ID : DCON2 RLLF=1,000 As=1,000% (Determined) Phi(Compression-Spiral): 0,700 Overstrength Factor: 1,25 Phi(Compression-Tied): 0,650 Phi(Tension): 0,800 Phi(Bending): 0,800 Phi(Shear/Torsion): 0,600 AXIAL FORCE & BIAXIAL MOMENT DESIGN FOR PU, M2, M3 Rebar Design Design Design Minimum Minimum Area Pu M2 M3 M2 M3 1600,000 27,697 670,456 1212,704 754,463 754,463 AXIAL FORCE & BIAXIAL MOMENT FACTORS Cm Delta_ns Delta_s K L Factor Factor Factor Factor Length Major Bending(M3) 0,600 1,000 1,000 1,000 3000,000 Minor Bending(M2) 0,600 1,000 1,000 1,000 3000,000 SHEAR DESIGN FOR V2,V3 Design Shear Shear Shear Shear Rebar Vu phi*Vc phi*Vs Vp Major Shear(V2) 0,000 0,404 7,120 0,000 0,000 Minor Shear(V3) 0,000 0,223 7,120 0,000 0,000 JOINT SHEAR DESIGN Joint Shear Shear Shear Shear Joint Ratio VuTop VuTot phi*Vc Area Major Shear(V2) N/C N/C N/C N/C N/C Minor Shear(V3) N/C N/C N/C N/C N/C (6/5) BEAM/COLUMN CAPACITY RATIOS Major Minor Ratio Ratio N/A N/A Notes: N/A: Not Applicable N/C: Not Calculated N/N: Not Needed