A
PT-GF-101
A
PT-GF-101
PROPOSED B+G+1 FARMHOUSE
PLOT NO : 2710355
LOCATION : WADI ALAMARDI
MR. JAMAL MAJID
AHMAD AL GHURAIR
XPERTCONSULTING ENGINEERING
MINIMUM CHARACTERISTIC Tel: (04) 2693330, P.O. Box 13188, Dubai - U.A.E.
FLOOR CONCRETE STRENGTH C20 E-mail: xpertengineering@yahoo.com
ROOF FCU= 40 N / mm²
TO
UNLESS OTHERWISE NOTED
UPPER ROOF
STEEL COLUMN
FIRST FLOOR
FCU= 40 N / mm² STEEL SECTION=
TO
UNLESS OTHERWISE NOTED CHS 450x20 Gr. S355
ROOF
STEEL COLUMN
GROUND FLOOR FCU= 40 N / mm² STEEL SECTION=
TO UNLESS OTHERWISE NOTED CHS 450x20 Gr. S355
FIRST FLOOR GROUND FLOOR LEVEL SLAB
COLUMN LAYOUT
T10@200
BASEMENT FLOOR
TO
FCU= 40 N / mm² STEEL COLUMN
UNLESS OTHERWISE NOTED STEEL SECTION=
GROUND FLOOR SIZE=500x1200
CHS 450x20 Gr. S355 MAIN=16T25
(UP TO BASEMENT
LEVEL)
ACA-01
PROPOSED B+G+1 FARMHOUSE
PLOT NO : 2710355
LOCATION : WADI ALAMARDI
MR. JAMAL MAJID
AHMAD AL GHURAIR
XPERT CONSULTING ENGINEERING
Tel: (04) 2693330, P.O. Box 13188, Dubai - U.A.E.
E-mail: xpertengineering@yahoo.com
TYPICAL COLUMN LAYOUT PLAN
ACA-02
DESIGN OF STEEL COLUMN
GEOMETRY
MATERIAL ASSIGNED
BASE COLUMN SIZE 1200X500 CONCRETE
450 x 20 mm Steel Pipe
Steel Section design
DESIGN CHECK
Max utilization Ratio is less than < 1.0
Actual utilization ratio 0.390
Hence Safe.
RCC - BOTTOM
Provide minimum reinforcement 1 %
Hence Safe.
Provided Reinforcement
Bottom Rectangular column 16 T25 T10@200C/C
CONCLUSION
ALL MEMBERS USED IN DESIGN ARE SAFE AND MEET INTENDED PURPOSE.
ETABS 19.0.0 License #*1VYEVJ2M4T627BD
ETABS Steel Frame Design
AISC 360-10 Steel Section Check (Strength Summary)
Element Details
Level Element Unique Name Location (m) Combo Element Type Section Classification
First C17 128 0 UDStlS2 Special Moment Frame PIPE450X20 Compact
LLRF and Demand/Capacity Ratio
L (m) LLRF Stress Ratio Limit
5.30000 0.4 0.95
Analysis and Design Parameters
Provision Analysis 2nd Order Reduction
LRFD Direct Analysis General 2nd Order Tau-b Fixed
Stiffness Reduction Factors
αP r /P y αP r /P e τb EA factor EI factor
0.306 0.048 1 0.8 0.8
Design Code Parameters
Φb Φc Φ TY Φ TF ΦV Φ V-RI Φ VT
0.9 0.9 0.9 0.75 0.9 1 1
Section Properties
A (m²) J (m⁴) I 33 (m⁴) I 22 (m⁴) A v3 (m²) A v2 (m²)
0.027 0.001252 0.000626 0.000626 0.0135 0.0135
Design Properties
S 33 (m³) S 22 (m³) Z 33 (m³) Z 22 (m³) r 33 (m) r 22 (m) C w (m⁶)
0.002781 0.002781 0.003701 0.003701 0.15219 0.15219
Material Properties
E (kN/m²) f y (kN/m²) Ry C pr α
199948000 344737.9 1.1 1.15 NA
HSS Section Parameters
HSS Welding Reduce HSS Thickness?
ERW No
Stress Check forces and Moments
Location (m) P u (kN) M u33 (kN-m) M u22 (kN-m) V u2 (kN) V u3 (kN) T u (kN-m)
0 -2847.6261 0 0 0 0 1.053
Axial Force & Biaxial Moment Design Factors (H1-1a)
L Factor K1 K2 B1 B2 Cm
Major Bending 0.858 1 1 1 1 1
Minor Bending 0.858 1 1 1 1 1
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ETABS 19.0.0 License #*1VYEVJ2M4T627BD
Parameters for Lateral Torsion Buckling
L ltb K ltb Cb
0.858 1 1
Demand/Capacity (D/C) Ratio Eqn.(H1-1a)
(P r /P c ) + Sqrt[((8/9)(M r33 /M c33 )) 2 +
D/C Ratio =
((8/9)(M r22 /M c22 )) 2 ]
0.363 = 0.363 + Sqrt[ (0) 2 + (0) 2 ]
Axial Force and Capacities
P u Force (kN) ϕP nc Capacity (kN) ϕP nt Capacity (kN)
2847.6261 7852.3194 8382.6217
Moments and Capacities
M u Moment (kN-m) ϕM n (kN-m) ϕM n No LTB (kN-m) ϕM n Cb=1 (kN-m)
Major Bending 0 1148.184 1148.184 1148.184
Minor Bending 0 1148.184
Torsion Moment and Capacities
T u Moment (kN-m) T n Capacity (kN-m) ϕT n Capacity (kN-m)
1.053 1201.5091 1081.3582
Shear Design
V u Force (kN) ϕV n Capacity (kN) Stress Ratio
Major Shear 0 2514.7865 0
Minor Shear 0 2514.7865 0
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