BI-3417; RAS TANURA FIRE STATION
FIRE TRUCK BAY
DESIGN CRITERIA
1.0 REFERENCES
All work shall conform to applicable sections of the following listed codes, standards and reference documents:
- Saudi Aramco Building Code, SAES-M-100.
- Basic Criteria for Miscellaneous Steel Structures, SAES-M-001.
- Saudi Aramco Material System Specification, Miscellaneous Steel Structures 12-SAMSS-007.
- Criteria for Design and Construction of Concrete Structures, SAES-Q-001.
- Concrete Foundations, SAES-Q-005.
- Uniform Building Code, UBC 1997.
- American Institute of Steel Construction, AISC 9th edition.
- American Concrete Institute, Building Code requirements for R.C., ACI-318-95.
- American welding Society AWS D1.1.
- American Iron and Steel Institute AISI.
- American Society for Testing and Materials ASTM.
- Saudi Arabian Standards Organization SASO.
- Minimum Design Loads for Buildings and Other Structures ASCE 7-95.
2.0 LOADING
2.1 Live Load (LL)
2.1.1 Roof Load
Roof live load will be considered to act vertically upon the horizontal projection of the roof and
will conform to the requirement of the following table for minimum roof live loads
LL Tributary Area
kn/m2 m2
UBC Table 16-C 0.96 0-18.6
Method-1 0.77 18.6-55.74
0.58 Over 55.74
2.2.1 Dead load
Weight of all permanent construction, such as floor, roof framing and covering materials.
2.2.1.1 Roof load
Description Uniform Load (Kn/m2)
Metal Decking & Concrete Slab
with slopes (0.27 m Thick. Av.) 6.48
2.2.1.2 Wall panel loads
Description Uniform Load (Kn/m2)
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Thickness 125 mm 3.0
Thickness 200 mm 4.8
2.3 Wind Load ( WL)
P = Ce . Cq . Qs . Iw ( UBC 1620 Formula 20-1 )
Where :
Ce = 1.06 for H = 0 - 4.57 meter (SAES-A-112 Exposure C)
= 1.13 for H = 6.10 meter
= 1.19 for H = 7.62 meter
= 1.23 for H = 9.14 meter
Cq = 1.30 ( Horizontal, any direction) (UBC Table 16-H)
= 0.7 (Uplift) (Primary Frames - Method -2 )
Cq = 1.2 (Inward for Wall Elements) (UBC Table 16-H)
= 1.3 (Inward or Outward for Parapet) (Elements and Components)
= 1.3 (Outward for Roof Elements)
Iw = 1.15 (UBC Table 16-K)]
Qs = 0.78 Kn/m2 (Basic Wind Speed = 78 Mph) (SAES-A-112 Table 2)
P = Ce . Cq . Qs . Iw = 1.23X1.3X0.78X1.15 = 1.43 kn/m2
2.4 Earthquake Load (EL)
With reference to SAES-A-112, the earthquake zone for Dhahran is zero, therefore no
earthquake load will be considered in the analysis.
3.0 LOAD COMBINATIONS
For Steel Work, Load Combinations for Allowable Stress Design method shall be in accordance with UBC 1612.3.
For Concrete work, Load Combinations for Ultimate Strength Design method shall be in accordance with UBC
1909.1. Allowable stresses and soil bearing capacity values specified for working stress design may be increased by
one third when considering wind load forces.
4.0 DEFLECTION
4.1 With reference to UBC Table 16-D, the maximum allowable deflection shall not
exceed
the following :
= L / 360 For Member Loaded with live load only.
= L / 240 For Member Loaded with dead and live load.
4.2 Building lateral drifts shall be limited to the values shown below as per SAES-M-100 :
Bldg. Type Max. Lateral drift
Buildings with metal panels, wall cladding and bare frames height / 100
Building with partition walls and / or sensitive architectural elements attached to height / 375
or in contact with the building frame.
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5.0 STRUCTURAL SYSTEM
5.1 The footing to column connection will be generally taken as pinned connection except
otherwise mentioned on the project drawings. Mat foundation will be designed according to
anticipated column loads and available soil bearing capacity. Grade wall be provided at the
perimeter to carry the precast wall load. Slab on grade will be floating type 200mm thick., laid
on a moisture proof membrane on a compacted select fill as shown on project drawings.
Slab on grade will be structurally separated from other building elements, such as pedestals,
stairways, pipe penetrations and grade walls to minimize effect of differential movements.
Necessary isolation, contraction and construction joints will be provided to reduce shrinkage cracks.
5.2 Beam to column connections will be considered as moment connections to have a frame
system in one direction while the other direction will have vertical bracing/portal frames to
achieve stable structural system. Lateral loads such as wind loads will be resisted by frames
in one direction and wind bracings/portal frames in other direction.
5.3 Purlins or secondary beams will be considered simply supported by Main beams. Purlins
when cantilevering, shall be continuous over support.
5.4 Metal decking and concrete slab of the roof will be considered as a horizontal diaphragm and will
transfer wind loads to vertical bracing and portal frames.
6.0 MATERIALS
6.1 Foundations
- Concrete shall be of type I cement. The ready mixed concrete shall have
- a minimum specified compressive strength fc’ = 4000 psi after 28 days.
- Reinforcing Steel: All Reinforcing Steel shall be Epoxy Coated Deformed Bars conforming to
SASO-SSA 2/79 with minimum Yield Strength of 60,000 psi. (420Mpa).
6.2 Steel Structure
For steel structure, the following materials are used :
- Hot rolled steel shapes and plates for columns and beams shall
be in accordance with
ASTM A-36.
- Anchor bolts in accordance with ASTM A-307.
- High strength bolts in accordance with ASTM A325.
- Machine bolts in accordance with ASTM A307.
- Rods for X-bracing in accordance with ASTM A-615.
- Walker System Metal decking in accordance with ASTM A-607 grade 50.
7.0 METHOD OF DESIGN
For Reinforced Concrete work, the Ultimate Strength Design method of the ACI code is used
while for Steel Structure, the Allowable Stress Design method of the AISC code will be used.
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8.0 SOIL INFORMATION
With reference to Geotechnical Investigation File No. 2001/30, Saudi Aramco SFC
# 400550-064, “ subsurface exploration final report”, the following has been concluded :
- Ground water was encountered up at 1.40 meter depth of investigation.
- For Shallow Mat foundations , the following Net Allowable Bearing
Pressure shall be as follows:
Footing depth, meter Allowable bearing pressure, kn/m2
1.0 75
Sub-grade reaction = 4500 kn/m3
- Percent of chlorides and sulfates in the soil vary between 0.02 to 0.07 % and
0.04 to 0.06 % respectively which require the foundation protection stated in Para.
6.0 mentioned above.
- The factor of safety against sliding should be taken as 1.5, and passive earth pressure from backfill
shall not be considered in computing the safety factor. The friction angle shall be as tabulated below :
Interface Material Friction angle, Degrees
Rock 34
Fill 27
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