The document discusses the existing conditions of Building A of Tadulako University Hospital. It analyzes the modal parameters, participating mass ratios, reinforcing areas, and beam and column sections of the building. It finds that the column capacity ratio for the analyzed column (Element 70) is 1.709, which is less than the required ratio of 1, indicating the column is not adequate for the loads.

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2. Kondisi Existing Gedung A
Rumah Sakit Universitas Tadulako
Kondisi Bangunan Existing Rumah Sakit 3D Gedung A

3. Kondisi Existing Gedung A
Rumah Sakit Universitas Tadulako
Parameter Respons Terkombinasi: Mode 1; T = 0,614 detik

4. Kondisi Existing Gedung A
Rumah Sakit Universitas Tadulako
Parameter Respons Terkombinasi: Mode 2; T = 0,597 detik

5. Kondisi Existing Gedung A
Rumah Sakit Universitas Tadulako
Parameter Respons Terkombinasi: Mode 3; T = 0,529 detik

6. Kondisi Existing Gedung A
Rumah Sakit Universitas Tadulako
Parameter Respons Terkombinasi: Mode 4; T = 0,283 detik

7. Kondisi Existing Gedung A
Rumah Sakit Universitas Tadulako
Modal Participating Mass Ratios

8. Kondisi Existing Gedung A
Rumah Sakit Universitas Tadulako
Modal Participating Mass Ratios

9. Kondisi Existing Gedung A
Rumah Sakit Universitas Tadulako
Longitudinal Reinforcing Area 3D Gedung A

10. Kondisi Existing Gedung A
Rumah Sakit Universitas Tadulako
Longitudinal Reinforcing Area Lantai Dua (2) Gedung A

11. Kondisi Existing Gedung A
Rumah Sakit Universitas Tadulako
Longitudinal Reinforcing Area Lantai Tiga (3) Gedung A

12. Kondisi Existing Gedung A
Rumah Sakit Universitas Tadulako
Longitudinal Reinforcing Area Lantai Empat (4) Gedung A

13. Kondisi Existing Gedung A
Rumah Sakit Universitas Tadulako
Longitudinal Reinforcing Area Frame Arah X Gedung A

14. Kondisi Existing Gedung A
Rumah Sakit Universitas Tadulako
Longitudinal Reinforcing Area Frame Arah Y Gedung A

15. Pemeriksaan Balok Kondisi Existing Gedung A
Rumah Sakit Universitas Tadulako
ACI 318-14 BEAM SECTION DESIGN Type: Sway Special Units: KN, m, C
Element : 329 D=0.6 B=0.3 bf=0.3
Section ID : B 30/60 2 ds=0. dct=0.05 dcb=0.05
Combo ID : Komb. 10 E=20520492.8 fc=19062.5 Lt.Wt. Fac.=1.
Station Loc : 0.35 L=3. Fy=420000. fys=420000.
Phi(Bending) : 0.9 Phi(Shear) : 0.75
Phi(Seis Shear) : 0.6 Phi(Torsion) : 0.75
Design Moments, M3
Positive Negative Special Special
Moment Moment +Moment -Moment
153.932 -307.863 153.932 -307.863

16. Pemeriksaan Balok Kondisi Existing Gedung A
Rumah Sakit Universitas Tadulako
ACI 318-14 BEAM SECTION DESIGN Type: Sway Special Units: N,mm, C
Flexural Reinforcement for Moment, M3
Required +Moment -Moment Minimum
Rebar Rebar Rebar Rebar
Top (+2 Axis) 1710.692 0. 1710.692 541.731
Bottom (-2 Axis) 789.353 789.353 0. 541.731
Shear Reinforcement for Shear, V2
Rebar Shear Shear Shear Shear
Av/s Vu phi*Vc phi*Vs Vp
2.027 345902.275 0. 345902.275 337941.222
Reinforcement for Torsion, T
Rebar Rebar Torsion Critical Area Perimeter
At/s Al Tu Phi*Tth Ao Ph
0. 0. 1081276.05 4948392.543 91709.229 1444.4

17. Pemeriksaan Balok Kondisi Existing Gedung A
Rumah Sakit Universitas Tadulako
ACI 318-14 BEAM SECTION DESIGN Type: Sway Special Units: N,mm, C
Capacity Moment (Left)
Long.Rebar Long.Rebar Cap.Moment Cap.Moment
As(Bot) As(Top) Mpos Mneg
1630. 1710.692 427875089. 427875089.
Capacity Moment (Right)
Long.Rebar Long.Rebar Cap.Moment Cap.Moment
As(Bot) As(Top) Mpos Mneg
1459.748 1521.9 383183844. 383183844.

18. Pemeriksaan Kolom Kondisi Existing Gedung A
Rumah Sakit Universitas Tadulako
ACI 318-14 COLUMN SECTION DESIGN Type: Sway Special Units: KN, m, C (Flexural Details)
Element : 70 B=0.7 D=0.55 dc=0.069
Section ID : K 55/70 1 E=20520492.8 fc=19062.5 Lt.Wt. Fac.=1.
Combo ID : Komb. 15 L=5. Fy=420000. fys=420000.
Station Loc : 0. RLLF=1.
Phi(Compression-Spiral) : 0.75 Overstrength Factor : 1.25
Phi(Compression-Tied) : 0.65 Phi(Tension Controlled) : 0.9
Phi(Shear) : 0.75 Phi(Seismic Shear) : 0.6
Phi(Joint Shear) : 0.85
AXIAL FORCE & BIAXIAL MOMENT CHECK FOR PU, M2, M3
Capacity Rebar Design Design Design
Ratio % Pu Mu2 Mu3
1.709 0.884 40.371 623.517 130.815

19. Pemeriksaan Kolom Kondisi Existing Gedung A
Rumah Sakit Universitas Tadulako
ACI 318-14 COLUMN SECTION DESIGN Type: Sway Special Units: N,mm, C (Flexural Details)
SHEAR DESIGN FOR V2,V3
Rebar Shear Shear Shear Shear
Av/s Vu phi*Vc phi*Vs Vp
Major Shear(V2) 0.796 118673.715 0. 118673.715 118673.715
Minor Shear(V3) 1.29 201840.001 0. 201840.001 157670.792
JOINT SHEAR DESIGN
Joint Shear Shear Shear Shear Joint
Ratio VuTop VuTot phi*Vc Area
Major Shear(V2) N/A N/A N/A N/A N/A
Minor Shear(V3) N/A N/A N/A N/A N/A
(6/5) BEAM/COLUMN CAPACITY RATIOS
Major Minor
Ratio Ratio
N/A N/A
Reinforcing provided is below minimum required.

20. Kondisi Existing Gedung A
Rumah Sakit Universitas Tadulako
6/5 Beam Column Capacity Ratio Frame Arah X Gedung A
Kolom yang ditinjau (Element 70)

21. Kondisi Existing Gedung A
Rumah Sakit Universitas Tadulako
6/5 Beam Column Capacity Ratio Frame Arah Y Gedung A
Kolom yang ditinjau (Element 70)
Rasio Kapasitas Kolom
Terhadap Beban,
PMMRatio = 1,709 > 1 (NOT OK)