This calculation report is relevant to the structural analysis and design of and foundations of the CONDITIONER

of 117
DESIGN CALCULATION FOR CONDITIONER FOUNDATION
Document No.
P1001-101-STR-001
A 18/03/2024 Issued for Construction AS MK MK
REV DATE DESCRIPTION ORIG CHK APPR
AS Civil Engg services
Document No. P1001-101-STR-001

Page 2 of 11
CONTENTS
1. SCOPE ...............................................................................................................3
2. REFERENCES....................................................................................................3
2.1 Codes and Standards .........................................................................................3
3. MATERIALS AND UNITS....................................................................................4
4. SOIL PARAMETERS ..........................................................................................4
5. ANALYSIS AND DESIGN METHODOLOGY.......................................................4
5.1 Key Plan .............................................................................................................5
6. LOAD AND LOAD COMBINATION .....................................................................5
6.1 Primary Loads.....................................................................................................5
6.2 LOAD COMBINATIONS......................................................................................6
7. SUMMARY AND CONCLUSION.........................................................................8
8. APPENDIX..........................................................................................................8
ANNEXURE - A ................................................................................................................9
ANNEXURE - B ..............................................................................................................10
ANNEXURE - C ..............................................................................................................11

Page 3 of 11
1. SCOPE
This calculation report is relevant to the structural analysis and design of and foundations of
the CONDITIONER.
2. REFERENCES
2.1 Codes and Standards
The latest edition for following standards, codes and specifications shall apply.
IS: 456 – 2000 Code of practice for plain and reinforced concrete.
IS: 875 (PART 1) – 2003 Code of Practice for Design Loads (Other than
Earthquake) for buildings and structures: Part-1
Dead Loads - Unit weights of Building materials
and stored material.
IS: 875 (PART 2) - 2003 Code of Practice for Design Loads (Other than
Imposed Loads.
IS: 875 (PART 3) – 2003 Code of Practice for Design Loads (Other than
Wind Loads.
SP: 34-1987 Handbook of Concrete Reinforcement and
Detailing
IS: 1904 – 1986 (Reaffirmed 1995) Code of Practice for Design and Construction of
Foundation in soils - General Requirements.
IS: 2502 – 2004 Code of Practice for Bending and Fixing of Bars
for Concrete Reinforcement.
BS 5950-1 Structural use of steel in buildings, Code of
practice for design in simple and continuous
construction, hot rolled sections
BS 6399-1 to 3 Code of Practice for Dead and Imposed Loads,
Wind loads and Imposed Roof Load
BS 8004 Code of Practice for Foundations
BS 8110–1 Structural use of concrete. Code of practice for
design and construction
ASCE 7 -05 Minimum Design Loads Buildings and other
Structures
IBC 2006 International Building Codes

Page 4 of 11
3. MATERIALS AND UNITS
Concrete
Minimum Strength fck = 20 MPa at 28 days on cubes
c = Reinforced concrete unit weight = 25.00 (KN/m³)
mc = Partial safety factor for concrete in strength = 1.5 (ref. 36.4.2.1 of IS456-2000)
Steel Reinforcement
Steel type Grade Fe500 confirming to IS 1786
Minimum Yield Stress fy = 500 N/mm²
ms = Partial safety factor for reinforcement steel = 1.15 (ref. 36.4.2.1 of IS456-2000)
4. SOIL PARAMETERS
Following soil parameters are considered as per “Recommendations Based on Soil
Investigation Report for Design”.
A soil report is not available for the pond area, so the net safe bearing capacity of the soil is
conservatively assumed to be 100 kN/m2.
The following soil parameters assumed for foundation design
Unit weight of soil = 18.0 kN/m³
Coeff. of friction bet. conc and soil, = 0.30
Net allowable bearing capacity of soil (q) = 100 KPa
Angle of internal friction (ɸ) = 33˚
Coefficient of friction between soil & footing = 0.30
Coefficient of Active earth pressure (Ka) = 0.30
Coefficient of Passive earth pressure (Kp) = 3.33
5. ANALYSIS AND DESIGN METHODOLOGY
While analysis and design of foundation structure Geometry is modelled in the MAT3D
software. The structure is analysed and designed using MAT3D as per ASCE for the primary
load cases and load combination.

Page 5 of 11
5.1 Key Plan
6. LOAD AND LOAD COMBINATION
6.1 Primary Loads
Following are the primary loads, considered for the analysis & design of foundation.
Dead - Dead Load
LL - Live load
SLL - Seismic Live load
Wind x – Wind load in X-direction
Wind z – Wind load in Z-direction
6.1.1 Dead Load (DL)
Self-weight of the pedestal and foundation is considered in the design. For load calculation
refer Appendix-A
Unit weight of Concrete = 25 kN/m3
Unit weight of Reinforcement Steel = 78.5 kN/m3

Page 6 of 11
6.1.2 Wind Load in Transverse Direction – WT
The wind load is calculated in accordance with BS-6399, Part 2. The design wind loads shall
be calculated based on a basic wind speed (Vb) of 40 m/sec at a height of 10 m above the
ground
The site is located at approximately 60 km from the sea. Refer Appendix-A for calculations.
Since the structure is small shielding effect is not considered for analysis. For detailed
calculation refer Appendix-A.
6.1.3 Wind Load in Longitudinal Direction – WL
The wind load is calculated in accordance with BS-6399, Part 2. The design wind loads shall
be calculated based on a basic wind speed (Vb) of 40 m/sec at a height of 10 m above the
ground.
The site is located at approximately 60 km from the sea. Refer Appendix-A for calculations.
Since the structure is small shielding effect is not considered for analysis. For detailed
calculation refer Appendix-A.
6.1.4 Earthquake Load in X direction EHX
Seismic forces are calculated with reference to IBC 2006/ASCE 7-05. Refer Appendix-A.
Client Input Data:
Design Spectral Response Acceleration Coefficients
(5% damping) @ Short Periods SDs = 0.33
Design Spectral Response Acceleration Coefficients
(5% damping) @ 1s period SD1 = 0.154
Importance factor I = 1.25
Site class = D
6.1.5 Earthquake Load in Z direction EHZ
Seismic forces are calculated with reference to ASCE 7-05/IBC 2006. Refer Appendix-A.
6.2 LOAD COMBINATIONS
The load factors are followed as per code,
6.2.1 Serviceability Design Load Combinations
For serviceability limit state, the following load combinations are considered:

Page 7 of 11
Load
Combinations
Dead
Load
- DL
Live
Load
LL
Wind - WL Seismic - EQ
1 2 3 4 5 6
Type L.C. DL(S) LL(O) WL(X+) WL(Z+) EQ(X) EQ(Z)
DL(S)+PL(O) 101 1 1
DL(S) + WLX+ 102 1 1
DL(S) + WLZ+ 103 1 1
DL(S)+PL(O)+WL(X+) 104 1 1 1
DL(S)+PL(O)+WL(Z+) 105 1 1 1
DL(S)+PL(O)-WL(X+) 106 1 1 1
DL(S)+PL(O)-WL(Z+) 107 1 1 1
DL(S)+PL(O)+0.7EQX 108 1 1 0.7
DL(S)+PL(O)+0.7EQZ 109 1 1 0.7
6.2.2 Ultimate Load Combinations
Foundation & Pedestal are designed with ultimate (Factored) load combinations.
Load
Combinations
Dead
Load
- DL
Live
Load
(LL)
Wind - WL Seismic - EQ
1 2 3 4 5 6
Type L.C. DL(S) LL(O) WL(X+) WL(Z+) EQ(X) EQ(Z)
1.4 DL(S) + 1.6PL(O) 201 1.4 1.6
1.2DL(S) + 1.4WLX+ 202 1.2 1.4
1.2DL(S) + 1.4WLZ+ 203 1.2 1.4
1.4DL(S)+1.6PL(O) 204 1.4 1.6
1.2DL(S)+1.2PL(O)+1.2WL 206 1.2 1.2 1.2
1.2DL(S)+1.2PL(O)-1.2 WL 207 1.2 1.2 1.2
1.2DL(S)+1.2PL(O)+1.2 WL 208 1.2 1.2 1.2
1.2DL(S)+1.2PL(O)-1.2 WL 209 1.2 1.2 1.2
1.2DL(S)+1.2PL(O)+0.6WL 206 1.2 1.2 0.6

Page 8 of 11
1.2DL(S)+1.2PL(O)-0.6WL 207 1.2 1.2 0.6
1.2DL(S)+1.2PL(O)+0.6 WL 208 1.2 1.2 0.6
1.2DL(S)+1.2PL(O)-0.6 WL 209 1.2 1.2 0.6
1.2 D + 1.2PL(O) + 1.0 EQX 210 1.2 1.2 1
1.2 D + 1.2PL(O) + 1.0 EQZ 211 1.2 1.2 1
7. SUMMARY AND CONCLUSION
Foundation calculation has been designed for CONDITIONER as mentioned in the Load case &
Load combination on Section 7; Foundation calculation can be referred from Appendix – B. Detail
drawing has been included in Appendix – C.
8. APPENDIX
APPENDIX-A: LOAD CALCUALTION
APPENDIX-B: FOUNDATION CALCUALTION
APPENDIX-C: FOUNDATION DRAWING

Page 9 of 11
ANNEXURE - A
LOAD CALCUALTION

LOAD CALCULATION
1. Dead Loads (DL)
= 25.00 kN
No. of Pedestal = 6.0 Nos
Load Per Pedestal = 25/6
= 4.17 KN
2. Live Loads (LL)
= 2.00 kN/m2
= 6.1x2.5 = 15.25 m2
Total Live Load = 30.5 kN
No. of Pedestal = 6.0 Nos
Load Per Pedestal = 30.5/6
= 5.08 KN
Live Load of Skid
Length & Width of Container
Dead Load of Skid
For dead load case, Self-weight of the pedestals and footing is considered in the analysis.
Load calculation 1 of 1

4.SEISMIC LOAD
Calculation of Seismic Load as per ASCE 7-05 & IBC-2009
Seismic Parameters
Occupancy catagory = III Table 1604.5: IBC 2009
Seismic Importance factor I = 1.25 Table 11.5-1: ASCE 7-05
Response modification factor(considering steel ordinary cantilever column system) R = 3.50 Table 12.2-1: ASCE 7-05
Site class = D Geotech Report Sec 10.6
Design Spectral Response Acceleration Coefficients (5% damping) @ short Periods SDS = 0.33 Eqn. 11.4-3: ASCE 7-05
=
Design Spectral Response Acceleration Coefficients (5% damping) @ 1s period SD1 = 0.15 Eqn. 11.4-4: ASCE 7-05
=
Seismic Response Coefficient CS = SDS/(R/I) Eqn. 12.8-2: ASCE 7-05
= 0.12
Height of structure hn = 2.28 m (Considered)
Approximate fundamental period Ta = Ct*hn
x
Eqn. 12.8-7: ASCE 7-05
= 0.09
Ct = 0.049
x = 0.75
T = Ta Clause 12.8-2: ASCE 7-05
= 0.09
Since T < TL, the calculated value of Cs should be less than SD1/(T*(R/I)) Eqn. 12.8-3: ASCE 7-05
SD1/(T*(R/I)) = 0.61
As per Eqn. 15.4-1:ASCE 7-05, CS shall not be less than 0.021. So CS CS = 0.12
Since S1 in this case is not greater than 0.6g, Eqn. 15.4-2 is not applicable.
Total design lateral force or shear V = CSXW Eqn. 12.8-1: ASCE 7-05
= 0.12xW
Seismic Weight W1 = DL (Refer Vendor Input)
= 55.500 kN
Total design lateral force or shear = 0.12x55.5
Ps1 = 6.66 kN
Load for Structure
Lateral force at the base of Structure Ps1 = 6.66 kN
No of Pedestal = 6 Nos
Lateral force per pedestal (Both Direction) = 6.66/6
= 1.11 kN
table 12.8-2 ASCE 7-05
SEISMIC LOAD CALCULATION

3.1 Design Data
Effective Height of Structure (1.110+0.3) Hc = 1.75 m
Closest Distance to Sea = 60.00 km
3.2 Wind Pressures
Basic wind speed = Vb = 44.00 m/s
Site Altitude above MSL = Ds = 30.00 m
Altitude factor = Sa = 1+0.001Ds Ref. Cl. 2.2.2.2
Sa = 1.030
Direction factor = Sd = 1.00 Ref. Cl. 2.2.2.3
Seasonal factor = Ss = 1.00 Ref. Cl. 2.2.2.4
Probability factor = Sp = 1.00 Ref. Cl. 2.2.2.5
Site Wind Speed = Vs = Vb*Sa*Sd*Ss*Sp Ref. Cl. 2.2.2.1
Vs = 45.32 m/s
= Sb = 1.070 Ref. Cl. 2.2.3.3, Table 4
Effective Wind Speed = Ve = Vs*Sb
Ve = 48.49 m/s
Dynamic pressure = qs = 0.613 Ve
2
Ref. Cl. 2.1.2
qs = 1.44 kN/m2
wind pressure = p = qs*Cp*Ca Ref.Cl 2.1
Net Pressure Coefficients = Cp = 1.00 Ref. Table 5a
Size effect factor Ca = 0.75 Ref Fig 4 (site in country)
= 1.44x1x0.75
= 1.08 kN/m2
WIND LOAD CALCULATION
3.Calculation of Wind Loads as per BS 6399: Part 2: 1997
Terrain & Building factor for Height of 4.05m
(extending >=2Km)

WIND LOAD CALCULATION
Horizontal load due to Wind Force:
Width of Tank Structure w = 2.440 m
Height of Tank Structure h = 2.590 m
Length of Tank Structure l = 6.100 m
Transverse direction
= 2.44x2.59x1.08
Horizontal Load on Transverse Direction(container) = 6.83 kN
Longitudinal direction
= 6.1x2.59x1.08
Horizontal Load on Longitudinal Direction (container) = 17.06 kN
Horizontal Load on Transverse Direction per Pedestal =
No of Pedestal = 6 Nos
= 6.83 / 6
Horizontal Load on Transverse Direction per Pedestal = 1.14 kN
Horizontal Load on Longitudinal Direction per Pedestal =
= 17.06 / 6
Horizontal Load on Longitudinal Direction per Pedestal = 2.84 kN
Horizontal Load on Transverse
Direction / No. of Pedestal
Horizontal Load onLongitudinal
Direction / No. of pedestal
Width of Structure x Height of
Structure (h) x Wind Pressure
=
Fx
Fz =
Length of Structure x Height of
Structure (h) x Wind Pressure

Load Case
Total Vertical
Load
(kN)
Total Horizontal
Load (Transverse)
(kN)
Total Horizontal
Load (Longitudinal)
(kN)
Vertical Load
(kN)
Horizontal Load
(Transverse)
(kN)
Horizontal Load
(Longitudinal)
(kN)
Dead Load 25.00 0.00 0.00 4.17 0.00 0.00
Live Load 30.50 0.00 0.00 5.08 0.00 0.00
Wind Load 0.00 6.83 17.06 0.00 1.14 2.84
Seismic Load 0.00 6.66 6.66 0.00 1.11 1.11
Over all Load Load Per Pedestal (6 Nos of Pedestal)
Load Summary Table for Foundation Design

Page 10 of 11
ANNEXURE - B
FOUNDATION CALCUALTION

Dimensional Solutions Mat3D Product Version 23.1.3377.730 Date 18-03-2024 23:35:54
Workspace Name CONTAINER FOUNDATION DESIGN
Designed By Checked By:
File Path
REPORT - CONTAINER FOUNDATION DESIGN
PROJECT INFORMATION
Client Name:
Project Name:
Project Number:
RESULTS SUMMARY
Footing Description - - F1
Footing Result Min/Max Allowable/Required
Units Governing
Pass/Fail Value Value Load
Parameters Combination
Bearing Pressure PASS 148.6942 160.8 kN/sq m
Max Bearing to Allowable Bearing Ratio PASS 0.9247 1
Min Footing Contact Area Percent PASS 45.8435 100
Stability Ratio - X Direction PASS 99999 1.5
Stability Ratio - Z Direction PASS 99999 1.5
Sliding Ratio - X Direction PASS 3.8747 1.5
Sliding Ratio - Z Direction PASS 1.5554 1.5
Uplift Safety Factor PASS 99999 1.5
Beam Shear - X Direction PASS 0 3.5777 N/sq mm
Beam Shear - Z Direction PASS 0 3.5777 N/sq mm
Punching Shear PASS 0 0.3061 N/sq mm
Bottom Rebar Area - X Direction PASS 1675.5161 1440 sq mm/m
Bottom Rebar Area - Z Direction PASS 1675.5161 1440 sq mm/m
Top Rebar Area - X Direction PASS 1675.5161 0 sq mm/m
Top Rebar Area - Z Direction PASS 1675.5161 0 sq mm/m
4 - 1.2 DL(S) + 1.4 WL(CPZ-)
1 - 1.2 DL(S) + 1.4 WL(CPX+)
12 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPZ+)
5 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPX+)
3 - 1.2 DL(S) + 1.4 WL(CPZ+)
1 - DL(S) + WL(CPX+)
4 - DL(S) + WL(CPZ-)
1 - 1.2 DL(S) + 1.4 WL(CPX+)
4 - 1.2 DL(S) + 1.4 WL(CPZ-)
CONTAINER FOUNDATION DESIGN Page 1 of 21

MATERIAL QUANTITIES
Parameters Value Units
Total Concrete Volume 0.288 cu m
Total Formwork 1.92 sq m
Total Pier Rebar Weight 0 kg
Total Footing Rebar Weight 15.79 kg
Total Rebar Weight 15.79 kg
Total Anchor Bolt Weight 0 kg
Total Grout Volume 0 cu m
Total Excavation Volume 0.216 cu m
DESIGN CODE BSI_8110_1997 INPUT UNITS SI OUTPUT UNITS SI
CONCRETE PARAMETERS: REINFORCING STEEL PARAMETERS:
Compressive Strength 20 N/sq mm Yield Strength 500 N/sq mm
Unit Weight 25 kN/cu m Unit Weight 76.973 kN/cu m
Pier Side Cover 40 mm Modulus Of Elasticity 199948.212 N/sq mm
Footing Side Cover 50 mm Pier Min Long Bar Spacing 25 mm
Footing Top Cover 50 mm Footing Min BarSpacing 125 mm
Footing Bottom Cover 50 mm Footing Max Bar Spacing 200 mm
Shear Enhancement Factor Close to Support 1 Consider Pier Long Bar Spacing Limit False
Distance to effective depth ratio for shear 1 Use Epoxy Coated Rebar No
enhancement in pile supported footings Consider Footing Crack Control Yes
Use Lightweight Concrete No Crack Control Spacing 150 mm
Lightweight Modification Factor 1
SOIL PARAMETERS: REBAR PARAMETERS:
Unit Weight 18 kN/cu m Max Pier Long Bar Size 16 mm
Allowable Net Bearing Capacity = Pnet = 150 kN/sq m Min Pier Long BarSize 14 mm
Bearing Capacity Method Linear Soil Pressure Max Pier Tie Bar Size 12 mm
Soil Type Granular Min Pier Tie Bar Size 8 mm
Ultimate Cohesion c 0 kN/sq m Max Footing Bar Size 25 mm
Ultimate Adhesion Ad 0 kN/sq m Min Footing Bar Size 12 mm
Passive Pressure Coefficient Ppc 0 Min Footing Steel Ratio 0.0018
Soil To Concrete Friction Scf 0.36 Max Strap Beam Long Bar Size 10 mm
Allowable Increase In Soil Pressure Min Strap Beam Long BarSize 6 mm
Dead 0 Max Strap Beam Tie Bar Size 10 mm
Live 0 Min Strap Beam Tie Bar Size 6 mm
Wind 0
Earthquake 0 CODE SPECIFIC OPTIONS
Erec 0 Allowable Crack Width 0.2 mm
Oper 0 Concrete Elastic Modulus for Crack Control 10000 N/sq mm
Test 0
Safety Factor Against Lateral Forces 1.5
Percent Neglected Overburden Nob 0
Percent Neglected Soil Cover Nsc 0
BUOYANCY CRITERIA:
Consider Buoyancy: No
Water Table Below Grade 2 m

DEFAULT PARAMETERS:
Consider Biaxial Bending Pressure for Concrete Design: No
Limit Footing To Soil Non-Contact Area No
Max Non-Contact Area (%) 0
FOOTING GEOMETRY
Footing Maximum X Dimension - Lx = 0.6 m
Footing Maximum Z Dimension - Lz = 0.6 m
Footing Thickness - h = 0.8 m
Footing Depth Below Grade 0.6 m
LOAD ELEMENT GEOMETRY AND APPLIED LOADS
Loads applied at top of pedestal
Footing Description - - F1 - Load Element - - P1
Geometry Shape X Dim Z Dim Height Offset - X Offset - Z Min Reinft
Ratio
m m m m m
Rectangle 0.6 0.6 0.1 0 0 0.005
Load Case Axial Load Shear-X Mom-Z Shear-Z Mom-X
kN kN kN-m kN kN-m
1 - DL(S) 4.17 0 0 0 0
2 - LL 5.08 0 0 0 0
3 - WL(CPX+) 0 1.14 0 0 0
4 - WL(CPX-) 0 -1.14 0 0 0
5 - WL(CPZ+) 0 0 0 2.4 0
6 - WL(CPZ-) 0 0 0 -2.84 0
7 - EQ(X) 0 0 0 0 0
8 - EQ(Z) 0 0 0 0 0
ALLOWABLE LOAD COMBINATIONS
Load Combination Axial Load Shear-X Mom-Z Shear-Z Mom-X
kN kN kN-m kN kN-m
1 - DL(S) + WL(CPX+) 4.17 1.14 0 0 0
2 - DL(S) + WL(CPX-) 4.17 -1.14 0 0 0
3 - DL(S) + WL(CPZ+) 4.17 0 0 2.4 0
4 - DL(S) + WL(CPZ-) 4.17 0 0 -2.84 0
5 - DL(S) + LL + WL(CPX+) 9.25 1.14 0 0 0
6 - DL(S) + LL + WL(CPX-) 9.25 -1.14 0 0 0
7 - DL(S) + LL + WL(CPZ+) 9.25 0 0 2.4 0
8 - DL(S) + LL + WL(CPZ-) 9.25 0 0 -2.84 0
9 - DL(S) + LL 9.25 0 0 0 0
10 - DL(S) + LL + 0.7 EQ(X) 9.25 0 0 0 0
11 - DL(S) + LL - 0.7 EQ(X) 9.25 0 0 0 0
12 - DL(S) + LL + 0.7 EQ(Z) 9.25 0 0 0 0
13 - DL(S) + LL - 0.7 EQ(Z) 9.25 0 0 0 0

ULTIMATE LOAD COMBINATIONS
Load Combination Axial Load Shear-X Mom-Z Shear-Z Mom-X
kN kN kN-m kN kN-m
1 - 1.2 DL(S) + 1.4 WL(CPX+) 5.004 1.596 0 0 0
2 - 1.2 DL(S) + 1.4 WL(CPX-) 5.004 -1.596 0 0 0
3 - 1.2 DL(S) + 1.4 WL(CPZ+) 5.004 0 0 3.36 0
4 - 1.2 DL(S) + 1.4 WL(CPZ-) 5.004 0 0 -3.976 0
5 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPX+) 11.1 1.368 0 0 0
6 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPX-) 11.1 -1.368 0 0 0
7 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPZ+) 11.1 0 0 2.88 0
8 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPZ-) 11.1 0 0 -3.408 0
9 - 1.4 DL(S) + 1.6 LL 13.966 0 0 0 0
10 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPX+) 11.1 0.684 0 0 0
11 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPX-) 11.1 -0.684 0 0 0
12 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPZ+) 11.1 0 0 1.44 0
13 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPZ-) 11.1 0 0 -1.704 0
14 - 1.2 DL(S) + 1.2 LL + EQ(X) 11.1 0 0 0 0
15 - 1.2 DL(S) + 1.2 LL - EQ(X) 11.1 0 0 0 0
16 - 1.2 DL(S) + 1.2 LL + EQ(Z) 11.1 0 0 0 0
17 - 1.2 DL(S) + 1.2 LL - EQ(Z) 11.1 0 0 0 0

SELF WEIGHTS AND APPLIED EXTERNAL LOAD - Allowable Load Combinations
Load Combination Load Element Soil Footing App Axial Total Axial Buoyant
Weight Weight Weight Load Load Load
kN kN kN kN kN kN
1 - DL(S) + WL(CPX+) 0.9 0 7.2 4.17 12.27
2 - DL(S) + WL(CPX-) 0.9 0 7.2 4.17 12.27
3 - DL(S) + WL(CPZ+) 0.9 0 7.2 4.17 12.27
4 - DL(S) + WL(CPZ-) 0.9 0 7.2 4.17 12.27
5 - DL(S) + LL + WL(CPX+) 0.9 0 7.2 9.25 17.35
6 - DL(S) + LL + WL(CPX-) 0.9 0 7.2 9.25 17.35
7 - DL(S) + LL + WL(CPZ+) 0.9 0 7.2 9.25 17.35
8 - DL(S) + LL + WL(CPZ-) 0.9 0 7.2 9.25 17.35
9 - DL(S) + LL 0.9 0 7.2 9.25 17.35
10 - DL(S) + LL + 0.7 EQ(X) 0.9 0 7.2 9.25 17.35
11 - DL(S) + LL - 0.7 EQ(X) 0.9 0 7.2 9.25 17.35
12 - DL(S) + LL + 0.7 EQ(Z) 0.9 0 7.2 9.25 17.35
13 - DL(S) + LL - 0.7 EQ(Z) 0.9 0 7.2 9.25 17.35
Base Shears and Moments - Allowable Load Combinations
Load Combination Shear-X Mom-Z Shear-Z Mom-X
kN kN-m kN kN-m
1 - DL(S) + WL(CPX+) 1.14 1.026 0 0
2 - DL(S) + WL(CPX-) -1.14 -1.026 0 0
3 - DL(S) + WL(CPZ+) 0 0 2.4 2.16
4 - DL(S) + WL(CPZ-) 0 0 -2.84 -2.556
5 - DL(S) + LL + WL(CPX+) 1.14 1.026 0 0
6 - DL(S) + LL + WL(CPX-) -1.14 -1.026 0 0
7 - DL(S) + LL + WL(CPZ+) 0 0 2.4 2.16
8 - DL(S) + LL + WL(CPZ-) 0 0 -2.84 -2.556
9 - DL(S) + LL 0 0 0 0
10 - DL(S) + LL + 0.7 EQ(X) 0 0 0 0
11 - DL(S) + LL - 0.7 EQ(X) 0 0 0 0
12 - DL(S) + LL + 0.7 EQ(Z) 0 0 0 0
13 - DL(S) + LL - 0.7 EQ(Z) 0 0 0 0
SELF WEIGHTS AND APPLIED EXTERNAL LOAD - Ultimate Load Combinations
Load Combination Load Element Soil Footing App Axial Total Axial Buoyant
Weight Weight Weight Load Load Load
kN kN kN kN kN kN
1 - 1.2 DL(S) + 1.4 WL(CPX+) 1.08 0 8.64 5.004 14.724
2 - 1.2 DL(S) + 1.4 WL(CPX-) 1.08 0 8.64 5.004 14.724
3 - 1.2 DL(S) + 1.4 WL(CPZ+) 1.08 0 8.64 5.004 14.724
4 - 1.2 DL(S) + 1.4 WL(CPZ-) 1.08 0 8.64 5.004 14.724
5 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPX+) 1.08 0 8.64 11.1 20.82
6 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPX-) 1.08 0 8.64 11.1 20.82
7 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPZ+) 1.08 0 8.64 11.1 20.82
8 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPZ-) 1.08 0 8.64 11.1 20.82
9 - 1.4 DL(S) + 1.6 LL 1.26 0 10.08 13.966 25.306
10 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPX+) 1.08 0 8.64 11.1 20.82
11 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPX-) 1.08 0 8.64 11.1 20.82

12 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPZ+) 1.08 0 8.64 11.1 20.82
13 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPZ-) 1.08 0 8.64 11.1 20.82
14 - 1.2 DL(S) + 1.2 LL + EQ(X) 1.08 0 8.64 11.1 20.82
15 - 1.2 DL(S) + 1.2 LL - EQ(X) 1.08 0 8.64 11.1 20.82
16 - 1.2 DL(S) + 1.2 LL + EQ(Z) 1.08 0 8.64 11.1 20.82
17 - 1.2 DL(S) + 1.2 LL - EQ(Z) 1.08 0 8.64 11.1 20.82
Base Shears and Moments - Ultimate Load Combinations
Load Combination Shear-X Mom-Z Shear-Z Mom-X
kN kN-m kN kN-m
1 - 1.2 DL(S) + 1.4 WL(CPX+) 1.596 1.4364 0 0
2 - 1.2 DL(S) + 1.4 WL(CPX-) -1.596 -1.4364 0 0
3 - 1.2 DL(S) + 1.4 WL(CPZ+) 0 0 3.36 3.024
4 - 1.2 DL(S) + 1.4 WL(CPZ-) 0 0 -3.976 -3.5784
5 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPX+) 1.368 1.2312 0 0
6 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPX-) -1.368 -1.2312 0 0
7 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPZ+) 0 0 2.88 2.592
8 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPZ-) 0 0 -3.408 -3.0672
9 - 1.4 DL(S) + 1.6 LL 0 0 0 0
10 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPX+) 0.684 0.6156 0 0
11 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPX-) -0.684 -0.6156 0 0
12 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPZ+) 0 0 1.44 1.296
13 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPZ-) 0 0 -1.704 -1.5336
14 - 1.2 DL(S) + 1.2 LL + EQ(X) 0 0 0 0
15 - 1.2 DL(S) + 1.2 LL - EQ(X) 0 0 0 0
16 - 1.2 DL(S) + 1.2 LL + EQ(Z) 0 0 0 0
17 - 1.2 DL(S) + 1.2 LL - EQ(Z) 0 0 0 0

SOIL BEARING PRESSURE RESULTS - Allowable Load Combinations - Without Buoyancy
Load Combination Max Min Vertex 1 Vertex 2 All Contact Percent
Pressure Pressure Pressure Pressure Pressure Area Contact
kN/sq m kN/sq m kN/sq m kN/sq m kN/sq m sq m
1 - DL(S) + WL(CPX+) 62.5833 5.5833 62.5833 5.5833 160.8 0.36 100
2 - DL(S) + WL(CPX-) 62.5833 5.5833 62.5833 5.5833 160.8 0.36 100
3 - DL(S) + WL(CPZ+) 109.9809 0 109.9809 0 160.8 0.2231 61.9804
4 - DL(S) + WL(CPZ-) 148.6942 0 148.6942 0 160.8 0.165 45.8435
5 - DL(S) + LL + WL(CPX+) 76.6944 19.6944 76.6944 19.6944 160.8 0.36 100
6 - DL(S) + LL + WL(CPX-) 76.6944 19.6944 76.6944 19.6944 160.8 0.36 100
7 - DL(S) + LL + WL(CPZ+) 109.8422 0 109.8422 0 160.8 0.3159 87.7522
8 - DL(S) + LL + WL(CPZ-) 126.2625 0 126.2625 0 160.8 0.2748 76.3401
9 - DL(S) + LL 48.1944 48.1944 48.1944 48.1944 160.8 0.36 100
10 - DL(S) + LL + 0.7 EQ(X) 48.1944 48.1944 48.1944 48.1944 160.8 0.36 100
11 - DL(S) + LL - 0.7 EQ(X) 48.1944 48.1944 48.1944 48.1944 160.8 0.36 100
12 - DL(S) + LL + 0.7 EQ(Z) 48.1944 48.1944 48.1944 48.1944 160.8 0.36 100
13 - DL(S) + LL - 0.7 EQ(Z) 48.1944 48.1944 48.1944 48.1944 160.8 0.36 100
F1 - SOIL BEARING PRESSURE CALCULATION FOR LOAD COMBINATION 4
Eccentricity Condition: Eccentricity Greater Than Kern Distance in Z Direction
Eccentricity X Dir - Ecc,x = 0 m
Eccentricity Z Dir - Ecc,z = 0.2083 m
Total Axial Load - P = 12.27 kN
Footing Max Length X Dir - Lx = 0.6 m
Footing Max Width Z Dir - Lz = 0.6 m
Footing Area - A = 0.36 sq m
Soil Overburden - S = 10.8 kN/sq m
Gross Bearing Pressure - Gbp = (2*P)/(3*(Lz/2 - Ecc,z) * Lx) 148.6942 kN/sq m
Net Bearing Pressure - Nbp = Gbp - S = 137.8942 kN/sq m
STABILITY RATIO - Allowable Load Combinations - Without Buoyancy
Load Combination Overturning Resisting S.R. Overturning Resisting S.R. All
Moment Moment X Dir Moment Moment Z Dir S.R.
kN-m kN-m kN-m kN-m
1 - DL(S) + WL(CPX+) 0 NaN 99999 0 NaN 99999 1.5
2 - DL(S) + WL(CPX-) 1.026 NaN NaN 0 NaN 99999 1.5
3 - DL(S) + WL(CPZ+) 0 NaN 99999 0 NaN 99999 1.5
4 - DL(S) + WL(CPZ-) 0 NaN 99999 2.556 NaN NaN 1.5
5 - DL(S) + LL + WL(CPX+) 0 NaN 99999 0 NaN 99999 1.5
6 - DL(S) + LL + WL(CPX-) 1.026 NaN NaN 0 NaN 99999 1.5
7 - DL(S) + LL + WL(CPZ+) 0 NaN 99999 0 NaN 99999 1.5
8 - DL(S) + LL + WL(CPZ-) 0 NaN 99999 2.556 NaN NaN 1.5
9 - DL(S) + LL 0 NaN 99999 0 NaN 99999 1.5
10 - DL(S) + LL + 0.7 EQ(X) 0 NaN 99999 0 NaN 99999 1.5
11 - DL(S) + LL - 0.7 EQ(X) 0 NaN 99999 0 NaN 99999 1.5
12 - DL(S) + LL + 0.7 EQ(Z) 0 NaN 99999 0 NaN 99999 1.5
13 - DL(S) + LL - 0.7 EQ(Z) 0 NaN 99999 0 NaN 99999 1.5

SLIDING SAFETY FACTOR - Allowable Load Combinations - Without Buoyancy
Load Combination Lateral Lateral Sliding Lateral Lateral Sliding All
Load Resist F.S. - X Dir Load Resist F.S. - Z Dir Sliding
kN kN kN kN
1 - DL(S) + WL(CPX+) 1.14 4.4172 3.8747 0 4.4172 99999 1.5
2 - DL(S) + WL(CPX-) 1.14 4.4172 3.8747 0 4.4172 99999 1.5
3 - DL(S) + WL(CPZ+) 0 4.4172 99999 2.4 4.4172 1.8405 1.5
4 - DL(S) + WL(CPZ-) 0 4.4172 99999 2.84 4.4172 1.5554 1.5
5 - DL(S) + LL + WL(CPX+) 1.14 6.246 5.4789 0 6.246 99999 1.5
6 - DL(S) + LL + WL(CPX-) 1.14 6.246 5.4789 0 6.246 99999 1.5
7 - DL(S) + LL + WL(CPZ+) 0 6.246 99999 2.4 6.246 2.6025 1.5
8 - DL(S) + LL + WL(CPZ-) 0 6.246 99999 2.84 6.246 2.1993 1.5
9 - DL(S) + LL 0 6.246 99999 0 6.246 99999 1.5
10 - DL(S) + LL + 0.7 EQ(X) 0 6.246 99999 0 6.246 99999 1.5
11 - DL(S) + LL - 0.7 EQ(X) 0 6.246 99999 0 6.246 99999 1.5
12 - DL(S) + LL + 0.7 EQ(Z) 0 6.246 99999 0 6.246 99999 1.5
13 - DL(S) + LL - 0.7 EQ(Z) 0 6.246 99999 0 6.246 99999 1.5
SLIDING RESISTANCE CALCULATION - X DIRECTION - LOAD COMBINATION 1
Effective Footing Length X Dir - Lx = 0.6 m
Effective Footing Width Z Dir - Lz = 0.6 m
Footing Thickness Considered = h = 0.6 m
Soil Cover - h1 = 0 m
Soil Unit Weight - Y = 18 kN/cu m
Passive Pressure At Footing Top - p1 = Yh1 = 0 kN/sq m
Passive Pressure At Footing Base - p2 = Y(h + h1) = 10.8 kN/sq m
Passive Resistance - R1 = 0.5*Lz*h*(p1+p2) = 1.944 kN
Cohesion - c = 0 kN/sq m
Adhesion - B = 0 kN/sq m
Cohesive Resistance - R2 = 2*c*Lz*h = 0 kN
Adhesive Resistance - R3 = B*Lx*Lz = 0 kN
Passive Resistance - R4 = R1 * Ppc = 0 kN
Applied Axial Load = Aal = 12.27 kN
Soil Weight = Sw = 0 kN
Friction Resistance - R5 = (Aal - Nsc * Sw) * Scf = 4.4172 kN
Total Lateral Resistance - R = R4+R5 = 4.4172 kN
Total Applied Lateral Load - S = 1.14 kN
Sliding Factor Of Safety - FS,slid = R/S = 3.8747
SLIDING RESISTANCE CALCULATION - Z DIRECTION - LOAD COMBINATION 4
Effective Footing Length Z Dir - Lz = 0.6 m
Effective Footing Width X Dir - Lx = 0.6 m
Footing Thickness Considered = h = 0.6 m
Soil Cover - h1 = 0 m
Soil Unit Weight - Y = 18 kN/cu m
Passive Pressure At Footing Top - p1 = Yh1 = 0 kN/sq m
Passive Pressure At Footing Base - p2 = Y(h + h1) = 10.8 kN/sq m
Passive Resistance - R1 = 0.5*Lx*h*(p1+p2) = 1.944 kN
Cohesion - c = 0 kN/sq m
Adhesion - B = 0 kN/sq m

Cohesive Resistance - R2 = 2*c*Lx*h = 0 kN
Adhesive Resistance - R3 = B*Lx*Lz = 0 kN
Passive Resistance - R4 = R1 * Ppc = 0 kN
Applied Axial Load = Aal = 12.27 kN
Soil Weight = Sw = 0 kN
Friction Resistance - R5 = (Aal - Nsc * Sw) * Scf = 4.4172 kN
Total Lateral Resistance - R = R4+R5 = 4.4172 kN
Total Applied Lateral Load - S = 2.84 kN
Sliding Factor Of Safety - FS,slid = R/S = 1.5554
UPLIFT SAFETY FACTOR - Allowable Load Combinations - Without Buoyancy
Load Combination Load Element Soil Footing App Axial Buoyant Safety Allowable/Required
Weight Weight Weight Load Load Factor Factor
kN kN kN kN kN kN
1 - DL(S) + WL(CPX+) 0.9 0 7.2 4.17 0 99999 1.5
2 - DL(S) + WL(CPX-) 0.9 0 7.2 4.17 0 99999 1.5
3 - DL(S) + WL(CPZ+) 0.9 0 7.2 4.17 0 99999 1.5
4 - DL(S) + WL(CPZ-) 0.9 0 7.2 4.17 0 99999 1.5
5 - DL(S) + LL + WL(CPX+) 0.9 0 7.2 9.25 0 99999 1.5
6 - DL(S) + LL + WL(CPX-) 0.9 0 7.2 9.25 0 99999 1.5
7 - DL(S) + LL + WL(CPZ+) 0.9 0 7.2 9.25 0 99999 1.5
8 - DL(S) + LL + WL(CPZ-) 0.9 0 7.2 9.25 0 99999 1.5
9 - DL(S) + LL 0.9 0 7.2 9.25 0 99999 1.5
10 - DL(S) + LL + 0.7 EQ(X) 0.9 0 7.2 9.25 0 99999 1.5
11 - DL(S) + LL - 0.7 EQ(X) 0.9 0 7.2 9.25 0 99999 1.5
12 - DL(S) + LL + 0.7 EQ(Z) 0.9 0 7.2 9.25 0 99999 1.5
13 - DL(S) + LL - 0.7 EQ(Z) 0.9 0 7.2 9.25 0 99999 1.5
UPLIFT RESISTANCE CALCULATION - LOAD COMBINATION 1
Load Element Weight - Esf = 0.9 kN
Soil Weight - Ssw = 0 kN
Footing Weight - Fsw = 7.2 kN
App Axial Weight - Tal = 4.17 kN
Buoyant Weight - Bl = 0 kN
Total Self Weight - Tsw = Esf + Ssw + Fsw - Bl = 8.1 kN
Uplift Safety Factor - Usf = (Tsw / abs(Tal)) if Tal < 0 = 99999
Allowed Safety Factor - Asf = 1.5

FACTORED SOIL BEARING PRESSURE RESULTS - Ultimate Load Combinations
Load Combination Max X Min X Max Z Min Z
Pressure Pressure Pressure Pressure
kN/sq m kN/sq m kN/sq m kN/sq m
1 - 1.2 DL(S) + 1.4 WL(CPX+) 80.8 1 40.9 40.9
2 - 1.2 DL(S) + 1.4 WL(CPX-) 80.8 1 40.9 40.9
3 - 1.2 DL(S) + 1.4 WL(CPZ+) 40.9 40.9 172.9003 0
4 - 1.2 DL(S) + 1.4 WL(CPZ-) 40.9 40.9 287.1777 0
5 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPX+) 92.0333 23.6333 57.8333 57.8333
6 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPX-) 92.0333 23.6333 57.8333 57.8333
7 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPZ+) 57.8333 57.8333 131.8106 0
8 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPZ-) 57.8333 57.8333 151.515 0
9 - 1.4 DL(S) + 1.6 LL 70.2944 70.2944 70.2944 70.2944
10 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPX+) 74.9333 40.7333 57.8333 57.8333
11 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPX-) 74.9333 40.7333 57.8333 57.8333
12 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPZ+) 57.8333 57.8333 93.8333 21.8333
13 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPZ-) 57.8333 57.8333 100.4333 15.2333
14 - 1.2 DL(S) + 1.2 LL + EQ(X) 57.8333 57.8333 57.8333 57.8333
15 - 1.2 DL(S) + 1.2 LL - EQ(X) 57.8333 57.8333 57.8333 57.8333
16 - 1.2 DL(S) + 1.2 LL + EQ(Z) 57.8333 57.8333 57.8333 57.8333
17 - 1.2 DL(S) + 1.2 LL - EQ(Z) 57.8333 57.8333 57.8333 57.8333

BEAM SHEAR STRESS - X DIRECTION - Ultimate Load Combinations - Without Buoyancy
Beam Shear Stress Critical Section - Part 1, Section 3.11.3.3 / 3.11.3.4
Load Combination Location Shear Shear Allowable
Crit Sect Crit Sect Stress Stress
m kN N/sq mm N/sq mm
1 - 1.2 DL(S) + 1.4 WL(CPX+) 0.6 0 0 3.5777
2 - 1.2 DL(S) + 1.4 WL(CPX-) 0.6 0 0 3.5777
3 - 1.2 DL(S) + 1.4 WL(CPZ+) 0 0 0 0
4 - 1.2 DL(S) + 1.4 WL(CPZ-) 0 0 0 0
5 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPX+) 0 0 0 0
6 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPX-) 0 0 0 0
7 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPZ+) 0 0 0 0
8 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPZ-) 0 0 0 0
9 - 1.4 DL(S) + 1.6 LL 0 0 0 0
10 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPX+) 0 0 0 0
11 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPX-) 0 0 0 0
12 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPZ+) 0 0 0 0
13 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPZ-) 0 0 0 0
14 - 1.2 DL(S) + 1.2 LL + EQ(X) 0 0 0 0
15 - 1.2 DL(S) + 1.2 LL - EQ(X) 0 0 0 0
16 - 1.2 DL(S) + 1.2 LL + EQ(Z) 0 0 0 0
17 - 1.2 DL(S) + 1.2 LL - EQ(Z) 0 0 0 0
MAXIMUM BEAM SHEAR STRESS CALCULATION - X DIRECTION - Load Combination 1
Critical Section Location - l = 0.6 m
Bearing Pressure at Critical Section - Pcs = 80.8 kN/sq m
Shear from soil pressure at Critical Section - Sa,cs 14.724 kN
Shear from axial load and footing/Soil at Critical Section - Sf,cs -14.724 kN
Max Shear - Smax,cs = Sa,cs + Sf,cs = 0 kN
ALLOWABLE BEAM SHEAR STRESS CALCULATION - X DIRECTION - Load Combination 1
Allowable Beam Shear Stress - Part 1, Section 3.11.3.4 / 3.11.4.4
Concrete Compressive Strength - fc' = 20 N/sq mm
Effective Depth - d = 0.726 m
Footing Reinforcement Area = Ra = 0.001 sq m
Percent Reinforcement - Rap = 0.15 <= 100 * (Ra/(L*d) <= 3 0.23078734
EffectiveDepthFactor = Edf = 400/d >= 1 0.55096419
ConcreteStrengthFactor = Csf (for fc' > 25; fc' <=40) = (fc'/25) ^ (1/3) 0.92831777
Allowable Shear Stress - F,all = 0.79 * (Rap ^ (1/3)) * (Edf ^ (1/4)) * Csf / f 3.5777 N/sq mm
Shear Strength Reduction Factor - f = 1.25
Maxshear 0 kN
ActualShearStress 0 N/sq mm
BEAM SHEAR STRESS - Z DIRECTION - Ultimate Load Combinations - Without Buoyancy

Beam Shear Stress Critical Section - Part 1, Section 3.11.3.3 / 3.11.3.4
Load Combination Location Shear Shear Allowable
Crit Sect Crit Sect Stress Stress
m kN N/sq mm N/sq mm
1 - 1.2 DL(S) + 1.4 WL(CPX+) 0 0 0 0
2 - 1.2 DL(S) + 1.4 WL(CPX-) 0 0 0 0
3 - 1.2 DL(S) + 1.4 WL(CPZ+) 0 0 0 0
4 - 1.2 DL(S) + 1.4 WL(CPZ-) 0.6 0 0 3.5777
5 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPX+) 0 0 0 0
6 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPX-) 0 0 0 0
7 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPZ+) 0 0 0 0
8 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPZ-) 0 0 0 0
9 - 1.4 DL(S) + 1.6 LL 0 0 0 0
10 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPX+) 0 0 0 0
11 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPX-) 0 0 0 0
12 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPZ+) 0 0 0 0
13 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPZ-) 0 0 0 0
14 - 1.2 DL(S) + 1.2 LL + EQ(X) 0 0 0 0
15 - 1.2 DL(S) + 1.2 LL - EQ(X) 0 0 0 0
16 - 1.2 DL(S) + 1.2 LL + EQ(Z) 0 0 0 0
17 - 1.2 DL(S) + 1.2 LL - EQ(Z) 0 0 0 0
MAXIMUM BEAM SHEAR STRESS CALCULATION - Z DIRECTION - Load Combination 4
Bearing Pressure at Critical Section - Pcs = 0 kN/sq m
Shear from soil pressure at Critical Section - Sa,cs 14.724 kN
Shear from axial load and footing/Soil at Critical Section - Sf,cs -14.724 kN
Max Shear - Smax,cs = Sa,cs + Sf,cs = 0 kN
ALLOWABLE BEAM SHEAR STRESS CALCULATION - Z DIRECTION - Load Combination 4
Allowable Beam Shear Stress - Part 1, Section 3.11.3.4 / 3.11.4.4
Concrete Compressive Strength - fc' = 20 N/sq mm
Effective Depth - d = 0.742 m
Footing Reinforcement Area = Ra = 0.001 sq m
Percent Reinforcement - Rap = 0.15 <= 100 * (Ra/(L*d) <= 3 0.22581079
EffectiveDepthFactor = Edf = 400/d >= 1 0.53908356
ConcreteStrengthFactor = Csf (for fc' > 25; fc' <=40) = (fc'/25) ^ (1/3) 0.92831777
Allowable Shear Stress - F,all = 0.79 * (Rap ^ (1/3)) * (Edf ^ (1/4)) * Csf / f 3.5777 N/sq mm
Shear Strength Reduction Factor - f = 1.25
Maxshear 0 kN
ActualShearStress 0 N/sq mm

PUNCHING SHEAR STRESS - Ultimate Load Combinations - Without Buoyancy
Punching Perimeter - Pp = 0 m
Load Combination Net Punching Punching Allowable
Load Stress Stress
kN N/sq mm N/sq mm
1 - 1.2 DL(S) + 1.4 WL(CPX+) 2.394 0 0.3061
2 - 1.2 DL(S) + 1.4 WL(CPX-) 2.394 0 0.3061
3 - 1.2 DL(S) + 1.4 WL(CPZ+) 5.04 0 0.3061
4 - 1.2 DL(S) + 1.4 WL(CPZ-) 5.964 0 0.3061
5 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPX+) 2.052 0 0.3061
6 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPX-) 2.052 0 0.3061
7 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPZ+) 4.32 0 0.3061
8 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPZ-) 5.112 0 0.3061
9 - 1.4 DL(S) + 1.6 LL 0 0 0.3061
10 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPX+) 1.026 0 0.3061
11 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPX-) 1.026 0 0.3061
12 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPZ+) 2.16 0 0.3061
13 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPZ-) 2.556 0 0.3061
14 - 1.2 DL(S) + 1.2 LL + EQ(X) 0 0 0.3061
15 - 1.2 DL(S) + 1.2 LL - EQ(X) 0 0 0.3061
16 - 1.2 DL(S) + 1.2 LL + EQ(Z) 0 0 0.3061
17 - 1.2 DL(S) + 1.2 LL - EQ(Z) 0 0 0.3061
PUNCHING SHEAR CALCULATION FOR LOAD ELEMENT - P1 - Footing - F1 - Load Combination 4
Allowable Punching Shear Stress - Part 1, Section 3.11.3.4 / 3.11.4.5
Punching Shear Stress Critical Section - Part 1, Section 3.11.3.4 / 3.11.4.5
Ultimate Soil Bearing At Left Critical Section - X Dir - SBl,x = 40.9 kN/sq m
Ultimate Soil Bearing At Right Critical Section - X Dir - SBr,x = 40.9 kN/sq m
Ultimate Soil Bearing At Left Critical Section - Z Dir - SBl,z = 287.1777 kN/sq m
Ultimate Soil Bearing At Right Critical Section - Z Dir - SBr,z = 0 kN/sq m
Area Under Pressure Diagram X Dir - Ap,x = 14.724 kN
Area Under Pressure Diagram Z Dir - Ap,z = 14.724 kN
Footing Weight Within Punching Perimeter - Fw,p = 8.64 kN
Soil Weight Within Punching Perimeter - Sw,p = 0 kN
Applied Axial Load - P = 6.084 kN
Total Punching Load - Pt = P + Fw,p + Sw,p = 14.724 kN
Punching Load Due To Moment - X Dir = Npm,x = 0 kN
Punching Load Due To Moment - Z Dir = Npm,z = 5.964 kN
Net Punching Load - X Dir - Np,x = Pt + Npm,x - Ap,x = 0 kN
Net Punching Load - Z Dir - Np,z = Pt + Npm,z - Ap,z = 5.964 kN
Maximum Punching Load - Pmax = Max (Np,x, Np,z) = 5.964 kN
Average Effective Depth For Punching Shear - deff = 742 mm
Punching Perimeter - Pp = 0 m
Punching Shear Stress - Ps = Pmax/(deff * Pp) = 0 N/sq mm

FOOTING MOMENTS - X DIRECTION - Ultimate Load Combinations
Load Combination Max Pos Pos Mom Max Neg Neg Mom
Moment Location Moment Location
kN-m m kN-m m
1 - 1.2 DL(S) + 1.4 WL(CPX+) 0 0.6 0 0
2 - 1.2 DL(S) + 1.4 WL(CPX-) 0 0 0 0
3 - 1.2 DL(S) + 1.4 WL(CPZ+) 0 0.6 0 0
4 - 1.2 DL(S) + 1.4 WL(CPZ-) 0 0.6 0 0
5 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPX+) 0 0 0 0.6
6 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPX-) 0 0.6 0 0
7 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPZ+) 0 0 0 0
8 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPZ-) 0 0 0 0
9 - 1.4 DL(S) + 1.6 LL 0 0.6 0 0
10 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPX+) 0 0 0 0
11 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPX-) 0 0 0 0
12 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPZ+) 0 0 0 0
13 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPZ-) 0 0 0 0
14 - 1.2 DL(S) + 1.2 LL + EQ(X) 0 0 0 0
15 - 1.2 DL(S) + 1.2 LL - EQ(X) 0 0 0 0
16 - 1.2 DL(S) + 1.2 LL + EQ(Z) 0 0 0 0
17 - 1.2 DL(S) + 1.2 LL - EQ(Z) 0 0 0 0
FOOTING MOMENTS - Z DIRECTION - Ultimate Load Combinations
Load Combination Max Pos Pos Mom Max Neg Neg Mom
Moment Location Moment Location
kN-m m kN-m m
1 - 1.2 DL(S) + 1.4 WL(CPX+) 0 0.6 0 0
2 - 1.2 DL(S) + 1.4 WL(CPX-) 0 0.6 0 0
3 - 1.2 DL(S) + 1.4 WL(CPZ+) 0 0 0 0.6
4 - 1.2 DL(S) + 1.4 WL(CPZ-) 0 0 0 0
5 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPX+) 0 0 0 0
6 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPX-) 0 0 0 0
7 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPZ+) 0 0 0 0
8 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPZ-) 0 0.6 0 0
9 - 1.4 DL(S) + 1.6 LL 0 0.6 0 0
10 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPX+) 0 0 0 0
11 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPX-) 0 0 0 0
12 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPZ+) 0 0.6 0 0
13 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPZ-) 0 0 0 0
14 - 1.2 DL(S) + 1.2 LL + EQ(X) 0 0 0 0
15 - 1.2 DL(S) + 1.2 LL - EQ(X) 0 0 0 0
16 - 1.2 DL(S) + 1.2 LL + EQ(Z) 0 0 0 0
17 - 1.2 DL(S) + 1.2 LL - EQ(Z) 0 0 0 0

FOOTING REINFORCEMENT
Min Reinft of Flexural Members - Part 1, Section 3.12.5
Moment Critical Section - Part 1, Section 3.11.2.2
Top Steel
Governing No. of Bar Bar Area Area Moment Direction
Load Combination Bars Size Spac Prov Req
mm mm sq mm/m sq mm/m kN-m/m
5 - 1.2 DL(S) + 1.2 LL + 1.2 WL(CPX+) 5 16 100 1675.516 0 0 X
3 - 1.2 DL(S) + 1.4 WL(CPZ+) 5 16 100 1675.516 0 0 Z
Note: Bar spacing in top level X direction does not meet spacing requirements
Note: Bar spacing in top level Z direction does not meet spacing requirements
Bottom Steel
Governing No. of Bar Bar Area Area Moment Direction
Load Combination Bars Size Spac Prov Req
mm mm sq mm/m sq mm/m kN-m/m
1 - 1.2 DL(S) + 1.4 WL(CPX+) 5 16 100 1675.516 1440 0 X
12 - 1.2 DL(S) + 1.2 LL + 0.6 WL(CPZ+) 5 16 100 1675.516 1440 0 Z
Note: Bar spacing in bottom level X direction does not meet spacing requirements
Note: Bar spacing in bottom level Z direction does not meet spacing requirements

CRACK CONTROL
Top Surface
Governing Bar Bar Area Unfactored Crack All Direction
Load Combination Size Spac Prov Moment Width CrackWidth
mm mm sq mm kN-m mm mm
3 - DL(S) + WL(CPZ+) 16 100 1005.31 0 0 0.2 X
1 - DL(S) + WL(CPX+) 16 100 1005.31 0 0 0.2 Z
Bottom Surface
Governing Bar Bar Area Unfactored Crack All Direction
Load Combination Size Spac Prov Moment Width CrackWidth
mm mm sq mm kN-m mm mm
2 - DL(S) + WL(CPX-) 16 100 1005.31 0 0 0.2 X
7 - DL(S) + LL + WL(CPZ+) 16 100 1005.31 0 0 0.2 Z
GOVERNING CRACK CONTROL CALCULATION
Effective Concrete Elastic Modulus for Crack Control 10000 N/sq mm
Modular Ratio 19.995
Unfactored Max Service Moment 0 kN-m
Governing Load Combination 2 - DL(S) + WL(CPX-)
Moment of Resistance of Uncracked Section 200.352 kN-m
Area of Tension Steel 1005.31 sq mm
Cracked Section Neutral Axis Depth 174.83 mm
Mean Surface Strain 0
Crack Width 0 mm
All Crack Width 0.2 mm

FOOTING DEVELOPMENT LENGTH CALCULATION
Footing development length - Part 1, Section 3.12.8
Compressive Strength fc' = 20 N/sq mm
Yield Strength fy = 500 N/sq mm
Footing Side Cover Cb = 50 mm
Bottom Rebar - X Direction
Rebar size Rs = 16 mm
Rebar diameter db = 16 mm
Rebar area Ab = 201.062 sq mm
Footing Moment M = 0 kN-m/m
Cast concrete depth below rebar Cd = 50 mm
Casting Postion Factor Fcp = Not Applicable 0
Lightweight Concrete Modification Factor Lamda = 1
Epoxy Coating Factor Fep = Not Applicable 1
Rebar Size Factor Frb= Not Applicable 0
Transverse Reinforcement Index Ktr = Not Applicable 0
Rebar cover to rebar diameter ratio r = f(Cb/db) = 1
Reinforcement Grade Factor Frg= 1
Ultimate Bond Stress Tbd = Beta * sqrt(fc'); Beta = 0.5 for deformed bars 2.236 N/sq mm
Required development length in tension ld,o = (0.87)*(fy*db)/(4*Tbd) 0 mm
Minimum required development length In tension ld,min = 0 mm
Consider reduction based On rebar stress ratio Cred = False
Provided rebar area Aprov = 1005.31 sq mm
Required rebar area based on moment Areqd = 0 sq mm
Provided to required rebar ratio Rp,r = Aprov/Areqd 0
Reduced development length based on rebar ratio ld,rpr = ld,o/Rp,r 0 mm
Final Development Length ld = max{ld,rpr,ld,min} 0 mm
Footing Max Moment Location Mloc = 0 m
Available Development Length lavail = 0 mm
Is available development length adequate Not Applicable
Bottom Rebar - Z Direction

Top Rebar - X Direction
Top Rebar - Z Direction

Page 11 of 11
ANNEXURE - C
FOUNDATION DRAWING

CONTAINER FOUNDATION
STRUCTURAL DRAWING
DRAWING
AS civil Engg services
100X50 mm RHS

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This calculation report is relevant to the structural analysis and design of and foundations of the CONDITIONER