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Orion Compliance with BS 8110
The clauses relating to loads and materials are as follows:
Loads
Orion calculates all standard loads based on the
considerations stated in clauses 2.4.1.
Design loads are calculated based on the load combinations
stated in Cl 2.4.3.1 (Design Loads).
Material Properties
Material Properties
Concrete and Steel grades included in the code are
available in the program.
Design strengths of the materials are calculated based on
the Partial Strength Safety Factors for Strength of Materials, gm , obtained from Table 2.2.
Design and Detailing
Design and Detailing
The clauses relating to design and detailing are covered
in the following topics:
General
Design and Detailing Beams (BS 8110 Cl 3.4)
Design and Detailing Slabs (BS 8110 Cl 3.5)
Design and Detailing Columns (BS 8110 Cl 3.8)
Reinforcement
Curtailment of Reinforcement
Spacing of Reinforcement
General
Design and Detailing Beams (BS 8110 Cl 3.4)
Design and Detailing Slabs (BS 8110 Cl 3.5)
Design and Detailing Columns (BS 8110 Cl 3.8)
Reinforcement
Curtailment of Reinforcement
Spacing of Reinforcement
General
General clauses:
Critical Loading Arrangement
The loading combinations are formed based on the considerations provided in Cl 3.2.1.2.2, with the following exception:
Pattern Loadings:
1. All spans are loaded with the maximum design ultimate load (1.4Gk + 1.6Qk)
1. All spans are loaded with the maximum design ultimate load (1.4Gk + 1.6Qk)
2. Alternate
spans are loaded with the maximum design ultimate load (1.4Gk + 1.6Qk)
and all other spans are loaded with (1.4Gk).
Redistribution of Moments (Cl 3.2.2)
Moment redistribution is not performed automatically.
Nominal Concrete Cover to Reinforcement (Cl 3.3.1)
Nominal cover is calculated by the program automatically for "Mild" exposure conditions using values stated in Table 3.3. Manual user input for the concrete cover is required for other exposure conditions.
Nominal cover is calculated by the program automatically for "Mild" exposure conditions using values stated in Table 3.3. Manual user input for the concrete cover is required for other exposure conditions.
Bar Size (Cl 3.3.1.2)
Steel bars are provided in tabular form in the program, so that bars that are available may be checked and used by the program.
Steel bars are provided in tabular form in the program, so that bars that are available may be checked and used by the program.
Design and Detailing Beams (Cl 3.4)
The clauses related specifically to beam design and detailing are as follows:
The clauses related specifically to beam design and detailing are as follows:
Effective Width of Flanged Beam
Effective Flange Widths are calculated based on Cl 3.4.1.5.
Effective Flange Widths are calculated based on Cl 3.4.1.5.
In these equations, lz is taken as 0.70 times the effective span.
Slenderness Limits for Lateral Stability
Slenderness limits for the lateral stability of the beams is checked based on Cl 3.4.1.6.
Slenderness limits for the lateral stability of the beams is checked based on Cl 3.4.1.6.
Analysis of Sections
All considerations stated in the Cl 3.4.4.1 are fulfilled. Simplified stress block for concrete as illustrated in Figure 3.3 is utilized.
All considerations stated in the Cl 3.4.4.1 are fulfilled. Simplified stress block for concrete as illustrated in Figure 3.3 is utilized.
Design of Beams for Bending
Beam section design is carried out based on the formulation provided in Cl 3.4.4.4 for rectangular beams and Cl 3.4.4.5 for flanged beams.
Beam section design is carried out based on the formulation provided in Cl 3.4.4.4 for rectangular beams and Cl 3.4.4.5 for flanged beams.
Design of Beams for Shear
Design shear resistance of beams are calculated based on Cl 3.4.5.
Design shear resistance of beams are calculated based on Cl 3.4.5.
Shear stresses in beams are calculated based on Cl
3.4.5.2.
Shear reinforcement is determined based on Cl 3.4.5.3.
Design concrete shear stress, vc, is calculated based on Cl
3.4.5.4, using Table 3.8.
Spacing of links is provided based on the considerations
stated in Cl 3.4.5.5, using Table 3.7.
Shear Resistance of Bent-up Bars
Shear Resistance of Bent-up Bars are not considered in shear design.
Shear Resistance of Bent-up Bars are not considered in shear design.
Shear and Axial Load
Design Shear Stress vc' is calculated based on the formulation provided in Cl 3.4.5.12.
Design Shear Stress vc' is calculated based on the formulation provided in Cl 3.4.5.12.
Deflection of Beams
Deflection checks for the beams are carried out based on Cl 3.4.6.3. The basic span/effective depth ratios are taken from Table 3.9.
Deflection checks for the beams are carried out based on Cl 3.4.6.3. The basic span/effective depth ratios are taken from Table 3.9.
Modification of span/depth ratios for compressive
reinforcement is carried out based on Cl 3.4.6.6 and based on the values
provided in Table 3.10.
Design and Detailing Slabs (Cl 3.5)
We apply the method to the slabs satisfying the conditions in this clause.
We apply the method to the slabs satisfying the conditions in this clause.
One-way Spanning Slabs
The analysis of one-way spanning slabs is based on Cl 3.5.2.4 using the moment coefficients provided in Table 3.12.
The analysis of one-way spanning slabs is based on Cl 3.5.2.4 using the moment coefficients provided in Table 3.12.
Two-way Spanning Slabs
The analysis of two-way spanning slabs is based on Cl 3.5.3.3 and 3.5.3.5 using the moment coefficients provided in Table 3.14.
The analysis of two-way spanning slabs is based on Cl 3.5.3.3 and 3.5.3.5 using the moment coefficients provided in Table 3.14.
Design and Detailing Columns (Cl 3.8)
The clauses related specifically to column design and detailing are as follows:
The clauses related specifically to column design and detailing are as follows:
Short and Slender Column Check
Short and Slender Column Check is carried out based on Cl 3.8.1.3.
Short and Slender Column Check is carried out based on Cl 3.8.1.3.
Effective Height of a Column
Column Effective Height is calculated based on provisions in Cl 3.8.1.6.1 and Section 2.5 of BS8110 : Part 2 separately for both of the two directions.
Column Effective Height is calculated based on provisions in Cl 3.8.1.6.1 and Section 2.5 of BS8110 : Part 2 separately for both of the two directions.
Slenderness Limits for Columns
Column slenderness limits is checked based on Cl 3.8.1.7.
Column slenderness limits is checked based on Cl 3.8.1.7.
Slenderness of Unbraced Columns
Slenderness of Unbraced Columns is calculated based on Cl 3.8.1.8.
Slenderness of Unbraced Columns is calculated based on Cl 3.8.1.8.
Moments and Forces in Columns
Column internal forces are calculated by the general frame
analysis. Additional moments induced by deflection (Cl 3.8.2.2) are considered
during the determination of the design forces.
Minimum Eccentricity
Minimum eccentricity conditions provided in Cl 3.8.2.4 are considered during the determination of the design forces.
Minimum eccentricity conditions provided in Cl 3.8.2.4 are considered during the determination of the design forces.
Additional Moments Induced by Deflection
Deflection induced moments in solid slender columns are calculated based on the formulations provided in Cl 3.8.3.1 (Design), Cl 3.8.3.2 (Design Moments in Braced Columns Bent About a Single Axis), Cl 3.8.3.3 (Slender Columns Bent About a Single Axis) and Cl 3.8.3.6 (Slender Columns Bent About Both Axes).
Deflection induced moments in solid slender columns are calculated based on the formulations provided in Cl 3.8.3.1 (Design), Cl 3.8.3.2 (Design Moments in Braced Columns Bent About a Single Axis), Cl 3.8.3.3 (Slender Columns Bent About a Single Axis) and Cl 3.8.3.6 (Slender Columns Bent About Both Axes).
Design of Column Section for ULS
Analysis and design of column section is based on Cl 3.8.4.3, Cl 3.8.4.4 and Cl 3.8.4.5.
Analysis and design of column section is based on Cl 3.8.4.3, Cl 3.8.4.4 and Cl 3.8.4.5.
Biaxial Bending
The program is capable of considering Biaxial Bending using the Ultimate Strength Design procedures as well as the method provided in Cl 3.8.4.5 that is based on the design for an increased moment.
The program is capable of considering Biaxial Bending using the Ultimate Strength Design procedures as well as the method provided in Cl 3.8.4.5 that is based on the design for an increased moment.
Shear in Columns
The design shear strength of columns is checked in accordance with Cl 3.4.5.12 and the design is based on the provisions in Cl 3.8.4.6.
The design shear strength of columns is checked in accordance with Cl 3.4.5.12 and the design is based on the provisions in Cl 3.8.4.6.
Reinforcement
The clauses related to reinforcement are as follows:
The clauses related to reinforcement are as follows:
Minimum Percentages of Reinforcement
Minimum percentages of reinforcement are checked and provided automatically based on the requirements stated in Cl 3.12.5.3.
Minimum percentages of reinforcement are checked and provided automatically based on the requirements stated in Cl 3.12.5.3.
Minimum Sizes of Bars in Side Faces of Beams to Control Cracking is
Minimum Sizes of Bars in Side Faces of Beams is provided based on Cl 3.12.5.4.
Minimum Sizes of Bars in Side Faces of Beams is provided based on Cl 3.12.5.4.
Maximum Areas of Reinforcement in Beams
Maximum areas of reinforcement in beams is checked in accordance with Cl 3.12.6.1.
Maximum areas of reinforcement in beams is checked in accordance with Cl 3.12.6.1.
Maximum Areas of Reinforcement in Columns
Maximum areas of reinforcement in columns is checked in accordance with Cl 3.12.6.2.
Maximum areas of reinforcement in columns is checked in accordance with Cl 3.12.6.2.
Maximum Areas of Reinforcement in Walls
Maximum areas of reinforcement in walls is checked in accordance with Cl 3.12.6.3.
Maximum areas of reinforcement in walls is checked in accordance with Cl 3.12.6.3.
Links for Containment of Compression Reinforcement of Beams or Columns
Links for containment reinforcement in beams and columns is provided in accordance with Cl 3.12.7.1.
Links for containment reinforcement in beams and columns is provided in accordance with Cl 3.12.7.1.
Arrangement of links for containment of beam or column
compression reinforcement is performed based on Cl 3.12.7.2.
Containment of compression reinforcement for circular
columns is based on Cl 3.12.7.3.
Design Anchorage Bond Stress
Design anchorage bond stress is calculated in accordance with Cl 3.12.8.3 and values for design ultimate anchorage bond stress are calculated in accordance with Cl 3.12.8.4.
Design anchorage bond stress is calculated in accordance with Cl 3.12.8.3 and values for design ultimate anchorage bond stress are calculated in accordance with Cl 3.12.8.4.
Minimum Laps
Minimum lap lengths are checked in accordance with Cl 3.12.8.11
Minimum lap lengths are checked in accordance with Cl 3.12.8.11
Design of Tension Laps
Tension laps are designed based on provisions in Cl 3.12.8.13.
Tension laps are designed based on provisions in Cl 3.12.8.13.
Design of Compression Laps
Compression laps are designed based on provisions in Cl 3.12.8.15.
Compression laps are designed based on provisions in Cl 3.12.8.15.
Effective Anchorage Length of a Hook or Bend
Effective anchorage length of hooks or bends is calculated in accordance with Cl 3.12.8.23.
Effective anchorage length of hooks or bends is calculated in accordance with Cl 3.12.8.23.
Minimum Radius of Bends
Minimum radius of bends is based on consideration provided in Cl 3.12.8.24.
Minimum radius of bends is based on consideration provided in Cl 3.12.8.24.
Curtailments of Reinforcement
The clauses related to curtailment are as follows:
The clauses related to curtailment are as follows:
Beams
The curtailment of beam reinforcement is in accordance with Cl 3.12.10.2 based on figure 3.24.
The curtailment of beam reinforcement is in accordance with Cl 3.12.10.2 based on figure 3.24.
Slabs
The curtailment of slab reinforcement is in accordance with Cl 3.12.10.3 based on figure 3.25.
The curtailment of slab reinforcement is in accordance with Cl 3.12.10.3 based on figure 3.25.
Spacing of Reinforcement
The clauses related to spacing of reinforcement are as follows:
The clauses related to spacing of reinforcement are as follows:
Minimum Distance Between Bars
The minimum horizontal distance between the bars is checked in accordance with Cl 3.12.11.1.
The minimum horizontal distance between the bars is checked in accordance with Cl 3.12.11.1.
Maximum Distance Between Bars
The maximum distance between the bars in tension is checked in accordance with Cl 3.12.11.2.
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The maximum distance between the bars in tension is checked in accordance with Cl 3.12.11.2.
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