CONTENTS

1. STRUCTURE`S BRIEF DESCRIPTION:................................................................................3

2. ANALYSIS METHODOLOGY:.................................................................................................3
3. BUILDING CODE REFERENCE..............................................................................................3
4. SOFTWARE REFERENCES....................................................................................................4
5. MATERIAL PROPERTIES & SPECIFICATIONS:.................................................................4
6. LOADING DEFINITION.............................................................................................................5
6.1. Dead Loads:...........................................................................................................................5
6.2. Live Loads:..............................................................................................................................6
6.3. Wind Loads:............................................................................................................................7
6.4. Seismic Loads (ASCE 7-10):..............................................................................................12
6.5. Stability Check......................................................................................................................13
7. PRIMARY LOAD CASE & LOAD COMBINATIONS:.........................................................16
8. DESIGN PROCEDURE...........................................................................................................17
9. INPUTS & OUTPUTS..............................................................................................................17
10. DEFLECTION CHECK........................................................................................................31
11. STEEL DESIGN...................................................................................................................34
12. Structural Design of Foundation....................................................................................36
1. STRUCTURE`S BRIEF DESCRIPTION:

The structure is a proposed container building -Card Staff Accommodation Building. The
superstructure is made up of light gauge steel sections modular container as the main
frame system, to be built in Jafurah, KSA.

2. ANALYSIS METHODOLOGY:

The whole structure was analyzed and designed using Autodesk Robot Structural
Analysis software for the analysis and design of steel structures. Stability of the structure
has been checked to counter wind and earthquake loads. Structure resistance to lateral
loads is provided by concentrically braced frames. The analysis and design of the
structure and its foundation is done in full compliance and conformity with the provisions
and requirements of the Saudi Building Code 303- 2007, ASCE 7-10 Minimum Design
Loads for Buildings and Other Structures and AISC 360 Steel Construction Manual LRFD
14th Edition 2010. Steel connections has been designed using Robot Structural Software,
Idea Statica and Limcon software. All concrete designed are in conformity with the ACI
318M-2014 Building Code Requirements for Structural Concrete.

3. BUILDING CODE REFERENCE

 SBC 303-2007 – Saudi Building Code 2007

 ASCE 7-10 Minimum Design Loads for Buildings and Other Structures

 AISC 360-10 Steel Construction Manual LRFD 14th Edition 2010

 ACI-318M 2014 Building Code Requirements for Structural Concrete

 AISC 325-2017 Steel Construction Manual, Fifteenth Edition

 AISI S100-12 LRFD – North American Specification for the Design of Cold Formed
Steel Structure Members

 IBC 2006 – International Building Code

4. SOFTWARE REFERENCES

 AUTODESK ROBOT STRUCTURAL SOFTWARE

 LIMCON

 PROKON

5. MATERIAL PROPERTIES & SPECIFICATIONS:

1. Concrete:

Ultimate Compressive Strength of Concrete, fc = 32 MPa (C40)

Modulus of Elasticity, Ec = 26 587 MPa

Density = 25kN/m3

2. Steel Coils (Hot Dip Galvanized)

Yield Strength, Fy = 350 MPa

Modulus of Elasticity, Ec = 200 GPa

Density = 76.82 kN/m3

3. Hot Rolled Steel – S275

Yield Strength, Fy = 275 MPa

Modulus of Elasticity, Ec = 200 GPa

Density = 76.82 kN/m3

4. Soil Properties

Allowable Bearing Capacity = 150 kPa

Allowable Settlement = 25mm

Soil spring constant = 18 000 kN/m3

6. LOADING DEFINITION

FOR LIGHT GAUGE STEEL DESIGN

6.1. Dead Loads:

 Self-weight – automatically generated by the software as modeled.

Roof: Superimposed Dead Loads:

0.40mm PPGI Corrugated Sheet

0.0383 kPa
50mm Insulation
Total: 0.0383 kPa
Ceiling: Superimposed Dead Loads:
Service Load (Lighting &Ducting) 0.20 kPa
0.40mm PPGI Corrugated Sheet 0.0383 kPa

Total: 0.2383 kPa

Ground Floor: Superimposed Floor Dead Loads:

Floor Decking (2.0mm Vinyl) 0.036 kPa

Floor Finish (18mm Cement Board) 0.22 kPa

Total: 0.256 kPa
Ground Floor: Superimposed Wall Dead Loads:

External Walls 1.0 kN/m

Internal Walls 0.50 kN/m
 6.2. Live Loads:

Live load as per Table 4.10 of ASCE 7-10 - ASCE 7-10 Minimum Design Loads for
Buildings and Other Structures.

Live Loads:

Roof Live Load (Ordinary Pitched Roof) 0.60kPa

Ground Floor Live – Accommodation building 2.4 kPa

6.3. Wind Loads:

Figure 1: Wind Parameters

Wind loadings is calculated as per ASCE 7-10 Minimum Design Loads for Buildings
and Other Structures.
Design Wind Speed (3 seconds gust speed based from ASCE 7-10) = 44.27 m/s
 MWFRS Wind Load for Load Case A MWFRS Wind Load for Load Case B
Surface GCpf p = Net Pressures (psf) Surface *GCpf p = Net Pressures (psf)
(w/ +GCpi) (w/ -GCpi) (w/ +GCpi) (w/ -GCpi)
Zone 1 0.40 4.06 10.71 Zone 1 -0.45 -11.64 -4.99
Zone 2 -0.69 -16.07 -9.42 Zone 2 -0.69 -16.07 -9.42
Zone 3 -0.37 -10.16 -3.51 Zone 3 -0.37 -10.16 -3.51
Zone 4 -0.29 -8.68 -2.03 Zone 4 -0.45 -11.64 -4.99
Zone 5 --- --- --- Zone 5 0.40 4.06 10.71
Zone 6 --- --- --- Zone 6 -0.29 -8.68 -2.03
Zone 1E 0.61 7.94 14.59 Zone 1E -0.48 -12.19 -5.54
Zone 2E -1.07 -23.09 -16.44 Zone 2E -1.07 -23.09 -16.44
Zone 3E -0.53 -13.11 -6.47 Zone 3E -0.53 -13.11 -6.47
Zone 4E -0.43 -11.27 -4.62 Zone 4E -0.48 -12.19 -5.54
Zone 5E --- --- --- Zone 5E 0.61 7.94 14.59
Zone 6E --- --- --- Zone 6E -0.43 -11.27 -4.62

*Note: Use roof angle q = 0 degrees for Longitudinal Direction.

For Case A when GCpf is neg. in Zones 2/2E: For Case B when GCpf is neg. in Zones 2/2E:
Zones 2/2E dist. = 9.85 ft. Zones 2/2E dist. = 19.69 ft.
Remainder of roof Zones 2/2E extending to ridge line shall use roof Zones 3/3E pressure coefficients.

MWFRS Wind Load for Load Case A, Torsional Case MWFRS Wind Load for Case B, Torsional Case
Surface GCpf p = Net Pressure (psf) Surface GCpf p = Net Pressure (psf)
(w/ +GCpi) (w/ -GCpi) (w/ +GCpi) (w/ -GCpi)
Zone 1T --- 1.02 2.68 Zone 1T --- -2.91 -1.25
Zone 2T --- -4.02 -2.36 Zone 2T --- -4.02 -2.36
Zone 3T --- -2.54 -0.88 Zone 3T --- -2.54 -0.88
Zone 4T --- -2.17 -0.51 Zone 4T --- -2.91 -1.25
Zone 5T --- --- --- Zone 5T --- 1.02 2.68
Zone 6T --- --- --- Zone 6T --- -2.17 -0.51

Notes: 1. For Load Case A (Transverse), Load Case B (Longitudinal), and Torsional Cases:
Zone 1 is windward wall for interior zone. Zone 1E is windward wall for end zone.
Zone 2 is windward roof for interior zone. Zone 2E is windward roof for end zone.
Zone 3 is leeward roof for interior zone. Zone 3E is leeward roof for end zone.
Zone 4 is leeward wall for interior zone. Zone 4E is leeward wall for end zone.
Zones 5 and 6 are sidewalls. Zone 5E & 6E is sidewalls for end zone.
Zone 1T is windward wall for torsional case Zone 2T is windward roof for torsional case.
Zone 3T is leeward roof for torsional case Zone 4T is leeward wall for torsional case.
Zones 5T and 6T are sidewalls for torsional case.
2. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.
3. Building must be designed for all wind directions using the 8 load cases shown below. The
load cases are applied to each building corner in turn as the reference corner.
4. Wind loads for torsional cases are 25% of respective transverse or longitudinal zone load values.
Torsional loading shall apply to all 8 basic load cases applied at each reference corner.
Exception: One-story buildings with "h" <= 30', buildings <= 2 stories framed with light frame
construction, and buildings <=2 stories designed with flexible diaphragms need not be
designed for torsional load cases.
5. Per Code Section 28.4.4, the minimum wind load for MWFRS shall not be less than 16 psf.
Low-Rise
Buildings
h <= 60'

Figure 2: Wind Load cases

 Figure 3: Wind Load Calculation

6.4. Seismic Loads (ASCE 7-10):

 Ss = 0.1g
 S1 = 0.03g
 Site Class = B
 Importance Factor = 1.00
 Seismic Design Category = A
 Fa = 1.0 (Site Class B)
 Fv = 1.0 (Site Class B)

Figure 4: Seismic Parameters

6.5. Stability Check

Figure 5: Building Section

 Figure 6: FLOOR Layout

Dimensions:

Length Along X-Axis =12.0 m

Length Along Y-Axis = 10.0 m

Height = 2.6 m

Counteracting Gravity Loads:

Dead Load Base Reaction is Robot Model = 116.457kN +26.475 kN
=142.932 kN
Figure 7: Total Base Reaction due to basic loads
Overturning Lateral Loads:
Total Wind Loads along Y Direction (Service) = (Robot Structural Software)= 13.806 kN

Figure 8: Total Base Reaction due to Wind Load

Sliding Check:
Factor of Safety = (Coefficient of friction x Gravity Loads)/ Lateral Loads
Coefficient of friction betweeen concrete = 0.50
Factor of Safety = (0.50 x 142.932 kN)/ 13.806 kN = 5.17 > 1.50 (OK)

Overturning Check:
Factor of Safety = (Gravity Loads x 10 m /2)/(Lateral Loads x 2.6 m/2)
Factor of Safety = (142.932 kN x 10 m /2)/( 13.806 kN x 2.6 m/2)
= 11.95 > 1.50 (OK)
7. PRIMARY LOAD CASE & LOAD COMBINATIONS:

The following shows the load cases and load combinations used in the structural
analysis and design of the building.

Figure 11: Basic Load Cases

Figure 12: Ultimate Load Combinations

Figure 13: Service Load Combinations

8. DESIGN PROCEDURE
  Structural Steel – Load Resistance Factor Design (LRFD)

9. INPUTS & OUTPUTS

A. Analytical Model

Figure 14: 3D Model – Steel Framed Building

Figure 15: Beam/ Column Number Diagrams

Figure 16 : Node Number Diagrams

Figure 17 Steel Sections - 1 - COL - 150X210X3
Figure 18: Steel Sections - COLN - 300X420X4
Figure 19: Steel Sections - 1A - COL - 300X210X3

Figure 20 Steel Sections - 2 - BBM - 113X178X3

Figure 21: Steel Sections - 2A - BBM - 226X178X3
Figure 22: Steel Sections - 3 - TBM - 107X180X3
Figure 23 : Steel Sections - 3A - TBM - 214X180X3
 Figure 24 : Steel Sections - 4 - FLJ - 107X180X1.2

Figure 25: Robot Structural Model – Selfweight Diagram

Figure 26: Robot Structural Model – Superimposed Dead Load Diagram

Figure 27: Robot Structural Model – Live Load Diagram

Figure 28: Robot Structural Model – Wind Load (X+GCpi Direction) Diagram

Figure 29: Robot Structural Model – Wind Load (X-GCpi Direction) Diagram
Figure 30 : Robot Structural Model – Wind Load (Y+GCpi Direction) Diagram

Figure 31: Robot Structural Model – Wind Load (Y-GCpi Direction) Diagram
10. DEFLECTION CHECK

Figure 32: Robot Structural – Vertical Deflection Diagram

Actual Vertical Deflection = 13.19 mm

< Allowable Vertical Deflection = L/240 = 6,000 mm/240 = 50mm
(SAFE for Deflection)
 Figure 33: Robot Structural – Horizontal Deflection Diagram

Actual Relative Deflection = 2.89mm

< Allowable Horizontal Deflection = H/120 = 2600 mm/120 = 21.67 mm
(SAFE for Deflection)
 Figure 34 : Support Reaction Diagram

11. STEEL DESIGN

 Figure 35: Robot Structural – Utilization Ratios Diagram

Figure 36: Steel Design Parameters, “K” values and buckling factors for Steel Beams
Figure 37: Steel Design Parameters, “K” values and buckling factors for Steel Columns

Figure 38: UTILIZATION TABLE

12. Structural Design of Foundation, F1 (500mm x 500mm x 400mm thk)

Figure 39: Foundation supports with nodes

Support Reaction Load per each node:

Structural Design of Foundation, F1 (500mm x 500mm x 400mm thk)

Figure 40: Foundation Plan and section

Figure 41 : Service SLS Support Reaction

 Check for soil bearing capacity

Allowable soil bearing capacity = 150 kN/m2

Design base pressure = 84.80 kN/m2
The footing is safe as the designed base pressure is less than allowable SBC

 Check for area of reinforcement

Area of reinforcement of T 10 BARS = 520 mm2 / m
Area of reinforcement in X direction = 17 mm2 / m
Area of reinforcement in Y direction = 17 mm2 / m

The footing is safe as the area of reinforcement to be provided is greater than area of required
reinforcement