DOC. TITLE : AERATION TANK CALCULATION SHEET FEA SIMULATION
PROJECT NO. : -
LOCATION : Lhokseumawe
REGION : Indonesia
0
REV REVISION DATE PREPARED CHECKED APPROVED
DOCUMENT NUMBER
CALC-EP-IV-CS.001 PAGE : 01
30 Apr 25 SM DS IR
CALCULATION SHEET
118252
Date : 30 04 2025
CALC-EP-IV-CS.001 Rev. : 0
CONTENT 1. Design Data 2. Dimensions
3. Lifting Lug Dimensions 4. Weight Data
5. Mechanical Properties 6. FEA Simulation
7. Result for Tank Simulation 8. Result for Lifting Lug Simulation 9. Resume
10. Baseplate Design Thickness 11. Anchor Bolt Design
RECTANGULAR TANK Job No. :
AERATION TANK CALCULATION SHEET FEA SIMULATION
PT ENVITECH PERKASA User :
Doc. No. :
Design Pressure (bar)
Operating Pressure
(bar)
Operating Temperature
(°C)
ATM ATM AMB
Shell Bottom
Main Second
Outer Inner
mm Design
Temperature (°C)
60
mm mm
Tank Stiffener Material SS400
Thickness 20 mm
(ref. to dwg No. PE23-4811-DW-M2800_GA AERATION_R1) Tank
mm
Height 1200 mm
Tank Base Frame Material SS400
AERATION TANK CALCULATION SHEET FEA SIMULATION
Nominal Thickness
10 8 3400 2. Dimensions
ASTM A36
Internal
Length (inside) mm
Pressure & Temperature
Width (inside) 2400
Tank Type Rectangular Tank
1. Design Data
Tank Material
IWF 150x75x5x7 mm Horizontal Stiffener
Base Frame Support
UNP100x50x5 mm Stiffener
Support Structure
Span Vertical (max) 504 mm
Span Horizontal (max) 604 mm
FB100x8
Vertical Stiffener FB100x8 mm
UNP100x50x5 mm
Leg IWF 150x75x5x7 mm (4 Legs)
Baseplate 150x250x10 mm
Hole Diameter 65 mm
3. Lifting Lug Dimensions
Width 150 mm
Height 250 mm
4200 kg New Tank
Internal Part 0.00 kg
Total Weight 4200 kg
Mpa
6. FEA Simulation
400 250
Mpa
Q'ty 4
3D Model
nos
4. Weight Data
Yield Strength Tensile Strength 5. Mechanical Properties
Hs-1 : UNP100x50x5
Vs : Shell 8 mm
Frame
IWF 150x75x5x7 4 - Lifting Lug
UNP100x50x5
Bottom 10
Fixed Geometry for Lifting Lug
Simulation on each lifting lug hole
Applied Pressure for Tank Simulation
Hydrostatic pressure at shell -1200 mm = 0.012 Mpa, SG-water = 1, applied to 4 side of shell internal tank.
Hydrostatic pressure at shell -650 mm = 0.0065 Mpa applied first runoff internal tank.
Hydrostatic pressure at shell -165 mm = 0.00165 Mpa applied 2nd &
3rd runoff internal tank.
Load 200 kg at top cover plate for maintenance purpose.
Fixed Geometry for Tank Simulation
Applied Load for Lifting Lug Simulation Lifting Lug Fixed on each hole and bear the load from tank weight with applied Gravity Load.
Since the tank supported on frame, the fixed geometry located at bottom of base frame of tank.
1st runoff 2nd runoff
3rd runoff Top Cover
123 < 250.00 Mpa SAFE
5.32 < 9.44 mm (L/360) SAFE Deflection (calc < L/360)
Von Mises Stress (calc < Ys) 7. Result for Tank Simulation
Tank Meshing
28.8 < 250.00 Mpa SAFE
0.11 < 9.44 mm (L/360) SAFE
123 < 250.00 Mpa SAFE
28.8 < 250.00 Mpa SAFE
5.32 < 9.44 mm (L/360) SAFE 0.11 < 9.44 mm (L/360) SAFE Deflection (calc < L/360) - Lifting Lug
Von Mises Stress (calc < Ys) - Lifting Deflection (calc < L/360) - Tank
Von Mises Stress (calc < Ys)
Deflection (calc < L/360)
9. Resume
Von Mises Stress (calc < Ys) - Tank
8. Result for Lifting Lug Simulation
•d ( Column Web Depth ) == 150 mm
•bƒ( Column Flange Width ) == 75 mm
•N ( Base Plate Length ) == 350 mm
•B ( Base Plate Width ) == 275 mm
•t ( Assumed Base Plate Thickness ) = = 16 mm
•X ( Bolt to Flange Centre Distance ) = = 54 mm
•X1 ( Bolt Edge Distance ) == 40 mm
•Tank Weight = 4200 kg
•Leg Q'ty = 4
•Load on each leg = 1050 kg
•Load Safety Factor = 1.5
•Tank Height = 5990 mm
•Wind Speed = 20 kph
•Area of Tank Shell = 4.2 m2
•Wind Load (x or y) = 0.5 kN
•P ( Max. Compression Reaction ) = = 15.75 kN
•M( Max. Applied Moment ) = = 4.49 Kn.m
•ƒ'c ( Concrete Compressive Strength ) = = 2.50 kN/cm2
•F y ( Base Plate Yield Stress ) = = 25.00 kN/cm2 DESCRIPTION
10. Baseplate Design Thickness
Design of I-Shape Column Base Plate with Moment & Axial Compression.
Input Data Geometrical Data
Structural Data
•ƒp(max) ( Concrete Bearing Strenght ) = 0.85 kN/cm2 ƒp(max) = 0.85 ƒ'c / Ωc (Ωc = 2.5), As per ACI 318-02
•qmax ( Max. Bearing Pressure ) = 23.38 kN/cm Large Eccentricity Case qmax = ƒp(max) x B
•ecrit ( Critical Eccentricity Value ) = 17.16 cm ecrit = N/2 - P/2qmax
•e ( Actual Eccentricity Value ) = M / P = 28.52 cm
e > ecrit , Large Eccentricity Case There is Tendency To Overturn.
Anchor Rods are Required for Moment Equilibrium. Small Eccentricity Case
• f = 13.50 Cm f= N/2-X1 OK
Real Solution for Y Exists When e > ecrit.
• Y = 0.93 Cm Y = ( N - 2e ), When e ≤ ecrit.
Y = ( f + N/2 ) - [( f + N/2 )² - 2P(e +f ) / qmax] ^ ½ , When e > ecrit.
• T = 5.92 Kn T (Anchor Rod Tension) = qmax * Y - P , When e > ecrit.
• F p (Actual Compression Stress) = 0.85 Kn/Cm2 Fp = P/(Y*B) , When e ≤ ecrit.
Fp = ƒp(max) , When e > ecrit.
OK, ≤ ƒp(max)
a)
• m = 10.38 Cm m = ( N - 0.95 d ) / 2
• n = 10.75 Cm n = ( B - 0.8 bƒ ) / 2
• n' = 2.65 Cm n' = (d x bƒ)½ /4 ,Yield Line Theory Cantilever Distance from Col. Web or Col. Flange.
• Ɩ = 10.75 Cm Ɩ (Critical Base Plate Cantilever Dimension) = The Larger of m , n , n'
• t req. 1 = 15 mm t req. 1 = Ɩ x SQRT(2*Ωs*F p/F y ). (Ωs = 1.67) , When Y ≥ Ɩ . t req. 1 = SQRT(4*Ωs*F p*Y*(Ɩ- Y/2)/F y). (Ωs = 1.67) , When Y < Ɩ .
b)
•The Tension Force T in The Anchor Rods Will Cause Bending in The Base Plate.
•Cantilever Action is Conservatively assumed With The Span Length Equals to X.
• Mpl = 1.16 Kn.Cm / Cm Mpl (Plate Bending Moment Per Unit Width) = T*X/B , When e > ecrit.
• t req. 2 = 6 mm t req. 2 = SQRT(4*Ωs*Mpl/F y). (Ωs = 1.67) , When e > ecrit .
• t req. = 15 mm (Minimum Required Base Plate Thickness) = The Larger of treq.1 & treq.2 OK, ≤ t
Base Plate Yeilding Limit at Tension Interface:
Base Plate Yeilding Limit at Bearing Interface:
Determine Plate Thickness Check Eccentricity
Compute Y & T
Check Bearing Pressure
GEOMETRY
Column Section ... User-defined
Width Length
Column ...
Plate ...
Concrete Support
Rod Edge ...
Thickness of Grout ...
Wp1 Wp2
Lp1 Lp2
7.5 15.0
27.5 35.0
25.0 30.0
25.0 30.0
5.4 5.4
0.0 cm cm cm cm cm cm
OK OK OK OK
MATERIALS Plate Steel Strength Fy ...
Pier Concrete Strength f'c ..
250.0 25.0
MPa MPa Plate Allowed to Work in Plastic Range (Mn = Mp)
APPLIED LOADS
Dead Live RLive Snow Wind Seismic Vertical Load P ...
Bending Moment Mx ...
Bending Moment Mz ...
Horizontal Load Vx ...
Horizontal Load Vz ...
15.8 4.5 4.5 0.4 0.4
0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0
15.8 0.0 0.0 0.4 0.4
15.8 0.0 0.0 0.4 0.4
KN KN-m KN-m KN KN
Design spectral acceleration Sds = 0.85 Overstrength seismic factor Ωo = 3.00
- Seismic tension: Non-yielding base plate / Ductile anchorage ACI 17.10.5.3 (a)
Tension per rod due to 1.0E alone =0.0 KN
1.37D+0.5L+0.2S+E = 11.0 KN (1.00 * 0.0 = 0.0 KN < 11.0 * 0.20 = 2.2 KN) , Ignore seismic provisions
ACI 17.10.5.1
- Seismic shear: Non-yielding base plate / Non-yielding anchorage ACI 17.10.6.3 (c)
Shear per rod due to 1.0E alone = 0.3 KN
0.73D+E = 0.5 KN (1.00 * 0.3 = 0.3 KN > 0.5 * 0.20 = 0.1 KN) , Apply seismic provisions
ACI 17.10.6.1
PLATE WITH MOMENTS
Bearing Strength ϕFpn ... 23.9 MPa - Comb. 1.4D
Max. Bearing Stress fp ...
X-Moment due to Bearing ...
Z-Moment due to Bearing ...
X-Moment per Rod Tension ..
Z-Moment per Rod Tension ..
Plate Thickness Reqd. tp ...
Use Plate Thickness tp ...
6.3 11.2 13.4 0.0 7.7 1.54 1.60
⬅
MPa KN-cm/cm KN-cm/cm KN-cm/cm KN-cm/cm cm cm
OK
OK
AXIALLY LOADED PLATE - Comb. 1.4D
Uniform Bearing Stress fp ....
X-Critical Section m ...
Z-Critical Section n ...
Int. Critical Section λn' ...
Moment due to Bearing ...
Moment due to Rod Tension . Plate Thickness Reqd. tp ...
0.2 10.4 10.8
0.2 cm 1.3 0.0 0.49
⬅
MPa cm cm
KN-cm/cm KN-cm/cm cm
OK DESIGN CODES
Steel Design ... AISC 360-16 Anchorage Design ... ACI 318-19 Load Combinations ... ASCE 7-10/16
11. BASE PLATE / ANCHORAGE DESIGN
ANCHORAGE DESIGN Rod Material Specification ...
Anchor Rod Size ..
A36 (4) Rods , fya = 248.2 MPa, futa = 399.9 MPa
5/8" diam. x 15.0 cm emb.
Concrete Is Cracked at Service Load Level Tension Analysis (KN)
- Comb. 1.4D
Total Tension Force Nug ...
Tension Force per Rod Nui ...
No Reinforcing Bars Provided 25.8 15.4
KN KN
Failure Mode ϕ Nn Nu / ϕNn
Steel Strength Nsa Rebars Strength Nrg Conc. Breakout Ncbg Pullout Strength Npn Side Blowout Nsbg
Nu / ϕNn Tension Design Ratio .... OK 0.75
0.75 0.70 0.70 0.70
58.3 N.A.
130.8 86.5 N.A.
0.35 N.A.
0.28 0.25 N.A.
0.35
⬅
Shear Analysis (KN) - Comb. 1.4D
- Design per ACI 17.2.3.5.3 (c) for Ωo = 3.00 Shear Taken by Anchor Rods only Total Shear Force V ... 0.8 KN Shear Force per Rod Vi ... 0.4 KN
Only Front Rods Are Effective Anchor Reinf: Use Hairpins #4 per Rod
Failure Mode ϕ Vn Vu / ϕVn
Steel Strength Vsa Rebars Strength Vrg Conc. Breakout Vcbg Conc. Pryout Vcpg
0.65 0.75 0.75 0.75
35.0 213.5 N.A.
272.6
0.02 0.00 N.A.
0.00
⬅
0.02 V / ϕVn Shear Design Ratio ... OK
Tension-Shear Interaction - Comb. 1.4D
Combined Stress Ratio ... 0.35 OK DESIGN IS DUCTILE
DESIGN CODES
Steel Design ... AISC 360-16 Anchorage Design ... ACI 318-19 Load Combinations ... ASCE 7-10/16
Tension Breakout Shear Breakout
