Truss 40 m Span
January 3, 2018 | Author: m7j7a7 | Category: N/A
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STRUCTURAL CALCULATIONS
PROJECT NAME: OWNER: DESIGN CONSULTANT: PROJECT CONSULTANT: MAIN CONTRACTOR:
STRUCTURAL ENGINEERS AL - WADI STEEL ST. 17, GATE 98 INDUSTRIAL AREA DOHA, QATAR Tel: (+974) 4600982 Fax: (+974) 4505194
PROJECT NO:
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
Job ref Sheet Made By Date Checked Approved
: Job Ref :2 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
A. GOVERNING CODES, STANDARDS & SPECIFICATIONS The design of structural members for this project is in compliance with the laws and regulations in the State of Qatar, City ordinances, and industry standards. The current issue or edition of the documents at the time of filing this report will apply, unless otherwise noted. In cases where conflicts between the cited documents exist, requirements of the more conservative document will be used. The following codes and standards have been identified as applicable, in whole or in part, to structural engineering design and construction of buildings: •
•
• • B.
British Standards (BS) BS 5950-1-2000 BS 6399 Part 1, 2 & 3 BS 7419 BS 3692 BS 4190 American Standards (AISI) AISI 2007-ASD NCCI: Practical deflection limits for single storey buildings. MBMA: Metal Building System Manual
MATERIALS • • • • • •
Structural steel Hot rolled sections will generally conform to S275. Structural steel Cold Formed sections will generally conform to S355. High strength structural bolts, including nuts and washers, shall conform to BS 3692 Grade 8.8. Bolts other than high strength bolts shall conform to BS 4190 Grade 4.6. Anchor bolts shall conform to BS 3692 Grade 8.8. Welding electrodes with minimum yield strength of 460 MPa (E7018) shall be use.
C. SOFT WARES:• MASTER SERIES 2011. • PROFIS. • LIMCON. • CFS V06.
D. DESIGN CRITERIA: • Live Load on Roof Slab = 60 Kg/m2. • Purlin weight = 10Kg/m – Spacing 1.50 m. • Ceiling Support weight not more than = 10 Kg/m. • Own weight of steel members calculate automatic. • Super Dead Load (Collateral Loads) = 50 Kg/m2. • Wind Speed 45 m/Sec (3Second) = 27 m/Sec (Mean Hourly) • Roof Slop 5 degree. • Bottom Chord of Truss Member is connecting together with Ceiling Support Spacing not more 2.05 m.
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AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
E.
: Job Ref :3 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
Wind Analysis
WIND LOADING TO BS 6399 - PART 2 Results for User Defined Site - Altitude 20 m Wind Reference 1 Using the Standard Method
Site Basic Data Location and Base wind speed Altitude and Obstructions Seasonal factor, Ss Annual risk and probability factor Topographic Increments Heights (m)
BREVe3 site data for SD320379 - Base wind speed, Vb 27 m/s Site altitude 20 m - Shelter effect from obstructions is not included Season length is All year - Seasonal factor, Ss 1.000 Design annual risk 0.02 - Probability factor, Sp 1.000 Site altitude only - Topography not significant - assumed to be flat Heights above ground 6.5; 7; 8.5 and 10, Diagonals 5 and 50
Direction Factors - Using unity direction Factors Direction (°N)
0
Direction factor, Sd
30
60
90
120
150
180
210
Standard Method Site is in country, nearest distance to sea = 1.00km.
Height Above Ground = 6.5 m - Ve 46.9 m/s - q 1345.8 N/m² a Ca
5.0 50.0 1.000 0.857
Height Above Ground = 7.0 m - Ve 47.2 m/s - q 1367.3 N/m² He
7.000
270
300
33
1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
Site description He 6.500 Sa 1.020, Sb 1.701
240
a
5.0
50.0
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AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
Sa 1.020, Sb 1.715
Ca
: Job Ref :4 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
1.000 0.857
Height Above Ground = 8.5 m - Ve 48.2 m/s - q 1424.3 N/m² He 8.500 Sa 1.020, Sb 1.750
a Ca
5.0 50.0 1.000 0.857
Height Above Ground = 10.0 m - Ve 49.0 m/s - q 1472.2 N/m² He 10.000 Sa 1.020, Sb 1.779
a Ca
5.0 50.0 1.000 0.857
MASTERFRAME WIND PRESSURE VALUES Dynamic Pressure Values, q (N/m²) for a = 5 Wind Direction to X Axis q (N/m²) for H = 6.5 q (N/m²) for H = 7 q (N/m²) for H = 8.5 q (N/m²) for H = 10
0 1345.8 1367.3 1424.3 1472.2
90 1345.8 1367.3 1424.3 1472.2
Dynamic Pressure Values, q (N/m²) for a = 50 Wind Direction to X Axis q (N/m²) for H = 6.5 q (N/m²) for H = 7 q (N/m²) for H = 8.5 q (N/m²) for H = 10
F.
0 1152.8 1171.2 1220.0 1261.1
90 1152.8 1171.2 1220.0 1261.1
Frame Geometry
Frame Geometry - (Full Frame) - X+032 Y+037 Z+000
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
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Frame Geometry - (Grid Line: C - C) - Front View
Section Size - (Grid Line: C - C) - Front View
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
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Section Size - (Grid Line: E - E) - Front View
G. Wind Load Diagram
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
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W1 -Wind Load - (Full Frame) - 0 Direction
W2 -Wind Load - (Full Frame) - 90 Direction
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
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W1 -Wind Load On Wall - (Full Frame) - 0 Direction
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
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W1 -Wind Load On Wall - (Full Frame) - 0 Direction
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
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W1 -Wind Load on Roof - (Full Frame) - 0 Direction
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
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W2 -Wind Load on Wall - (Full Frame) - 90 Direction
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
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W2 -Wind Load on Wall - (Full Frame) - 90 Direction
W2 -Wind Load on Roof - (Full Frame) - 90 Direction
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
H. Dead and Live Load Diagram
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AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
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Dead Load on Ceiling Support - (Full Frame) - 3D Front View
I.
Loading Cases and Load Combination
Load Group Labels Load Load Load Load Load Load Load Load Load
Group Group Group Group Group Group Group Group Group
UT D1 L1 W1 W2 P1 P2 S1 S2
Unity Load Factor (All Cases) Dead Load Live Load Wind Direction 0 Degrees from X Axis (Fetches 225 to 315 Degrees) Wind Direction 90 Degrees from X Axis (Fetches 135 to 225 Degrees) Wind Direction 0 Degrees from X Axis with Internal Pressure Cpi = 0.2 Wind Direction 90 Degrees from X Axis with Internal Pressure Cpi = 0.2 Wind Direction 0 Degrees from X Axis with Internal Suction Csi = 0.2 Wind Direction 90 Degrees from X Axis with Internal Suction Csi = 0.2
Load Case 001 : Dead plus Live (Ultimate) Load Combination
+ 1.00 UT + 1.40 D1 + 1.60 L1
Load Case 002 : Live Only (Serviceability) Load Combination
+ 1.00 UT + 1.00 L1
Load Case 003 : Dead plus Wind (1.0 D1 + 1.4 W1) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.40 W1
Load Case 004 : Dead plus Wind (1.4 D1 + 1.4 W1) (a=5) Load Combination
+ 1.00 UT + 1.40 D1 + 1.40 W1
Load Case 005 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 W1) (a=5) Load Combination
+ 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 W1
Load Case 006 : Dead plus Wind (1.0 D1 + 1.0 W1) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.00 W1
Load Case 007 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 W1) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 W1
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
Job ref Sheet Made By Date Checked Approved
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Load Case 008 : Dead plus Wind (1.0 D1 + 1.4 P1) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.40 P1
Load Case 009 : Dead plus Wind (1.4 D1 + 1.4 P1) (a=5) Load Combination
+ 1.00 UT + 1.40 D1 + 1.40 P1
Load Case 010 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 P1) (a=5) Load Combination
+ 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 P1
Load Case 011 : Dead plus Wind (1.0 D1 + 1.0 P1) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.00 P1
Load Case 012 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 P1) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 P1
Load Case 013 : Dead plus Wind (1.0 D1 + 1.4 S1) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.40 S1
Load Case 014 : Dead plus Wind (1.4 D1 + 1.4 S1) (a=5) Load Combination
+ 1.00 UT + 1.40 D1 + 1.40 S1
Load Case 015 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 S1) (a=5) Load Combination
+ 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 S1
Load Case 016 : Dead plus Wind (1.0 D1 + 1.0 S1) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.00 S1
Load Case 017 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 S1) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 S1
Load Case 018 : Dead plus Wind (1.0 D1 + 1.4 W2) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.40 W2
Load Case 019 : Dead plus Wind (1.4 D1 + 1.4 W2) (a=5) Load Combination
+ 1.00 UT + 1.40 D1 + 1.40 W2
Load Case 020 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 W2) (a=5) Load Combination
+ 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 W2
Load Case 021 : Dead plus Wind (1.0 D1 + 1.0 W2) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.00 W2
Load Case 022 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 W2) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 W2
Load Case 023 : Dead plus Wind (1.0 D1 + 1.4 P2) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.40 P2
Load Case 024 : Dead plus Wind (1.4 D1 + 1.4 P2) (a=5) Load Combination
+ 1.00 UT + 1.40 D1 + 1.40 P2
Load Case 025 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 P2) (a=5) Load Combination
+ 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 P2
Load Case 026 : Dead plus Wind (1.0 D1 + 1.0 P2) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.00 P2
Load Case 027 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 P2) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 P2
Load Case 028 : Dead plus Wind (1.0 D1 + 1.4 S2) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.40 S2
Load Case 029 : Dead plus Wind (1.4 D1 + 1.4 S2) (a=5) Load Combination
+ 1.00 UT + 1.40 D1 + 1.40 S2
Load Case 030 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 S2) (a=5) Load Combination
+ 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 S2
Load Case 031 : Dead plus Wind (1.0 D1 + 1.0 S2) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.00 S2
Load Case 032 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 S2) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 S2
Load Case 033 : Dead plus Wind (1.0 D1 + 1.4 W1) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.40 W1
Load Case 034 : Dead plus Wind (1.4 D1 + 1.4 W1) (a=5) Load Combination
+ 1.00 UT + 1.40 D1 + 1.40 W1
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
Job ref Sheet Made By Date Checked Approved
: Job Ref : 16 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
Load Case 035 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 W1) (a=5) Load Combination
+ 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 W1
Load Case 036 : Dead plus Wind (1.0 D1 + 1.0 W1) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.00 W1
Load Case 037 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 W1) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 W1
Load Case 038 : Dead plus Wind (1.0 D1 + 1.4 P1) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.40 P1
Load Case 039 : Dead plus Wind (1.4 D1 + 1.4 P1) (a=5) Load Combination
+ 1.00 UT + 1.40 D1 + 1.40 P1
Load Case 040 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 P1) (a=5) Load Combination
+ 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 P1
Load Case 041 : Dead plus Wind (1.0 D1 + 1.0 P1) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.00 P1
Load Case 042 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 P1) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 P1
Load Case 043 : Dead plus Wind (1.0 D1 + 1.4 S1) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.40 S1
Load Case 044 : Dead plus Wind (1.4 D1 + 1.4 S1) (a=5) Load Combination
+ 1.00 UT + 1.40 D1 + 1.40 S1
Load Case 045 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 S1) (a=5) Load Combination
+ 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 S1
Load Case 046 : Dead plus Wind (1.0 D1 + 1.0 S1) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.00 S1
Load Case 047 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 S1) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 S1
Load Case 048 : Dead plus Wind (1.0 D1 + 1.4 W2) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.40 W2
Load Case 049 : Dead plus Wind (1.4 D1 + 1.4 W2) (a=5) Load Combination
+ 1.00 UT + 1.40 D1 + 1.40 W2
Load Case 050 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 W2) (a=5) Load Combination
+ 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 W2
Load Case 051 : Dead plus Wind (1.0 D1 + 1.0 W2) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.00 W2
Load Case 052 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 W2) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 W2
Load Case 053 : Dead plus Wind (1.0 D1 + 1.4 P2) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.40 P2
Load Case 054 : Dead plus Wind (1.4 D1 + 1.4 P2) (a=5) Load Combination
+ 1.00 UT + 1.40 D1 + 1.40 P2
Load Case 055 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 P2) (a=5) Load Combination
+ 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 P2
Load Case 056 : Dead plus Wind (1.0 D1 + 1.0 P2) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.00 P2
Load Case 057 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 P2) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 P2
Load Case 058 : Dead plus Wind (1.0 D1 + 1.4 S2) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.40 S2
Load Case 059 : Dead plus Wind (1.4 D1 + 1.4 S2) (a=5) Load Combination
+ 1.00 UT + 1.40 D1 + 1.40 S2
Load Case 060 : Dead plus Live plus Wind (1.20D1+1.2 L1+1.2 S2) (a=5) Load Combination
+ 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 S2
Load Case 061 : Dead plus Wind (1.0 D1 + 1.0 S2) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 1.00 S2
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
Job ref Sheet Made By Date Checked Approved
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Load Case 062 : Dead plus Live plus Wind (1.00D1+0.8 L1+0.8 S2) (a=5) Load Combination
+ 1.00 UT + 1.00 D1 + 0.80 L1 + 0.80 S2
Load Case 063 : Dead Plus Live (Serviceability) Load Combination
J.
+ 1.00 UT + 1.00 D1 + 1.00 L1
Design of Members
Members Numbers - (Grid Line: C - C) - Front View
Members Numbers - (Grid Line: C - C) - Front View
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
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Maximum Stress Ratio - (Grid Line: C - C) - Front View
Load Case 063 : Dead Plus Live (Serviceability) Deflected Shape - (Grid Line : C - C) - Front View
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AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
: Job Ref : 19 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
Bottom Chord AXIAL WITH MOMENTS (MEMBER) Initial Design for 37 Loading Cases Members 29, 34, 65, 68, 76, 90, 136, 142, 152 and 175 (C1-C4) @ Level 2 Between 18.450 and 20.500 m, in Load Case 1 Member Loading and Member Forces Loading Combination : 1 UT + 1.4 D1 + 1.6 L1
Mem ber No.
Node End1 End2 78 256
Member Forces in Load Case 1 and Maximum Deflection from Load Case 32 Axial Torque Shear Force Bending Moment Maximum Moment Maximum Force Moment (kN) (kN.m) (kN.m @ m) Deflection (kN) (kN.m) (mm @ m) x-x y-y x-x y-y x-x y-y 62.41T 0.00 38.96 -1.46 -62.65 0.10 24.03 -2.89 26.81 1212.21T 0.00 -17.35 0.63 -16.28 0.74 @ 12.300 @ 2.050 @ 11.398
Classification and Properties (BS 5950: 2000) Section (73.08 kg/m) Class = Fn(b/T,d/t,py,F,Mx,My) Auto Design Load Cases
254x254 UC 73 [Grade 43] 8.96, 23.29, 275, 0, 62.65, 2.89 (Axial: Non-Slender) 1 & (Wind 3-5, 8-10, 13-15, 18-20, 23-25, 28-30, 33-35, 38-40, 43-45, 48-50, 53-55 and 58-60)
Plastic
Local Capacity Check Fvx/Pvx Mcx = py.Sxx≤1.2 py.Zxx Fvy/Pvy Mcy = py.Syy≤1.2 py.Zyy Ae = Fn(Ag,A.net,py,Us) Pz = Ae.py n = F/Pz Srx = Fn(Sxx, n) Mrx = Srx.py Sry = Fn(Syy, n) Mry = Sry.py (Mx/Mrx)Z1+(My/Mry)Z2
17.35 / 360.568 = 275 x 992.1≤1.2 x 275 x 898.4 = 0.633 / 1073.75 = 275 x 465.4≤1.2 x 275 x 307.52 = 93.1,93.1,275,410 93.1x275 -1244.453 / 2560.25 = 992.1, 0.486 585.42 x 275 465.4, 0.486 407.57 x 275 (1.5/160.99)²+(0.091/101.482)1=
0.048 272.828 kN.m 0.001 101.482 kN.m 93.1 cm² 2560.25 kN 0.486 585.42 cm³ 160.99 kN.m 407.57 cm³ 101.482 kN.m 0.486
Low Shear Low Shear
OK
OK
Equivalent Uniform Moment Factors mLT, mx, my and myx mLT=0.2+(.15M2+.5M3+.15M4)/Mmax my=0.2+(.1M2+.6M3+.1M4)/Mmax mx=0.2+(.1M2+.6M3+.1M4)/Mmax myx=0.2+(.1M2+.6M3+.1M4)/Mmax
0.2+(.15x10+.5x2+.15x7)/19 ≥ 0.44 0.2+(.1x0+.6x0+.1x0)/1 ≥ .8x0/1 0.2+(.1x18+.6x20+.1x23)/63 ≥ .8x24/63 0.2+(.1x1+.6x-1+.1x0)/3 ≥ .8x1/3
0.44 0.451 0.459 0.349
Table Table Table Table
18 26 26 26
Lateral Buckling Check Mb Le = 1.00 L λ = Le/ryy v = Fn (x,Le,ryy,λ) λLT= u.v.λ.?βW pb = Fn (py,λLT) Mb = Sxx.pb ≤ Mc
1 x 2.05 = 2.05 / 6.48 17.317, 2.05, 6.48, 31.64 0.849 x 0.962 x 31.64 ? 1 275, 25.84 992.1 x 275 ≤ 272.828 =
2.05 m 31.64 0.962 25.84 275 N/mm² 272.828 kN.m
OK Table 19 Table 16
Simplified Approach py.Zx py.Zy F/Pc+mx.Mx/py.Zx+my.My/py.Zy
275x898.4 275x307.52 0+0.459x62.7/247.1+0.451x-0.6/84.6
247.06 kN.m 84.568 kN.m 0.119
OK
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AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
F/Pcy+mLT.MLT/Mb+my.My/py.Zy
0+0.44x19.3/272.8+0.451x-0.6/84.6
: Job Ref : 20 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
0.034
OK
More Exact Approach Max=Mcx/(1+.5F/Pcx) May=Mcy/(1+F/Pcy) F/Pcx+mx.Mx/Max+.5myx.My/Mcy F/Pcy+mLT.MLT/Mb+my.My/May Max=Mcx(1-F/Pcx)/(1+.5F/Pcx) May=Mcy(1-F/Pcy)/(1+F/Pcy) m.Mx/Max+m.My/May
272.8/(1+.5x0/2547.5) 101.5/(1+0/2346.7) 0/2547.5+0.459x62.7/272.8+.5x0.349x2.9/101.5 0/2346.7+0.44x19.3/272.8+0.451x-0.6/101.5 272.8(1-0/2547.5)/(1+.5x0/2547.5) 101.5(1-0/2346.7)/(1+0/2346.7) 0.44x19.282/272.828+0.451x0.556/101.482
272.828 kN.m 101.482 kN.m 0.110 0.034 272.828 kN.m 101.482 kN.m 0.034
OK OK
OK
Deflection Check - Load Case 32 Deflection Limits (Trusses)
δ ≤ 20500/240 = 85.4 mm Live (Case 2) δ ≤ 20500/200 = 102.5 mm D+W (Case 31) δ ≤ 20500/200 = 102.5 mm D+L+W (Case 32)
12.56 mm 17.65 mm 26.81 mm
OK OK OK
Top Chord AXIAL WITH MOMENTS (MEMBER) Initial Design for 38 Loading Cases Members 32, 38, 66, 72, 82, 102, 138, 146, 166 and 188 (C1-C4) @ Level 3 in Load Case 1 Member Loading and Member Forces Loading Combination : 1 UT + 1.4 D1 + 1.6 L1
Mem ber No.
Node End1 End2 82 269
Member Forces in Load Case 1 and Maximum Deflection from Load Case 32 Axial Torque Shear Force Bending Moment Maximum Moment Maximum Force Moment (kN) (kN.m) (kN.m @ m) Deflection (kN) (kN.m) (mm @ m) x-x y-y x-x y-y x-x y-y 392.79C 0.01 26.66 2.07 -42.02 -0.04 14.83 -5.16 27.80 1198.52C -0.01 -16.29 0.43 -18.65 0.11 @ 18.499 @ 6.166 @ 11.346
Classification and Properties (BS 5950: 2000) Section (52.03 kg/m) Class = Fn(b/T,d/t,py,F,Mx,My) Auto Design Load Cases
203x203 UC 52 [Grade 43] 8.17, 20.35, 275, 1258.4, 42.02, 5.16 (Axial: Non-Slender) 1 & (Wind 3-5, 8-10, 13-15, 18-20, 23-25, 28-30, 33-35, 38-40, 43-45, 48-50, 53-55 and 58-60)
Plastic
Local Capacity Check Fvx/Pvx Mcx = py.Sxx≤1.2 py.Zxx Fvy/Pvy Mcy = py.Syy≤1.2 py.Zyy Pz = Ag.py n = F/Pz Srx = Fn(Sxx, n) Mrx = Srx.py Sry = Fn(Syy, n) Mry = Sry.py (Mx/Mrx)Z1+(My/Mry)Z2
26.656 / 268.782 = 275 x 567.4≤1.2 x 275 x 510.35 = 2.066 / 758.464 = 275 x 264.2≤1.2 x 275 x 174.3 = 66.28 x 275 = 1258.398 / 1822.7 = 567.4, 0.69 206.41 x 275 264.2, 0.69 167.51 x 275 (42.017/56.763)²+(0.035/46.064)1=
0.099 156.035 kN.m 0.003 57.519 kN.m 1822.7 kN 0.690 206.41 cm³ 56.763 kN.m 167.51 cm³ 46.064 kN.m 0.549
Low Shear
22.4 1787.216 kN
OK Table 24 b
Low Shear
OK
OK
Compression Resistance Pc λx = Lex/rxx Pcx = Area.pcx
100x1x2/8.91 = 66.28x269.646/10 =
Lateral Buckling Check Mb Mb = Mc
Fully Restrained
156.035 kN.m
Job ref Sheet Made By Date Checked Approved
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
: Job Ref : 21 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
Combined Axial Compression and Bending to Annex I rb=mLT.MLT/Mb rc=Fc/Pcy λr=(rbλLT+rcλy)/(rb+rc) λro=17.15 ε (2rb+rc)/(rb+rc) Mob= Mb(1-Fc/Pcy) Mxy= Mcx(1-Fc/ Pcy)½ Mox= Mcx(1-Fc/Pcx)/(1+0.5Fc/Pcx) Moy= Mcy(1-Fc/Pcy)/(1+ky(Fc/Pcy)) Mab=fn( λr, λro, ε, Mxy, Mob) Max=fn( λx, ε, Mrx, Mox) May=fn( λy, ε, Mry, Moy) mx.Mx/Max+.5myx.My/Mcy(1-Fc/Pcx) mLT.MLT/Mab+my.My/May mx.Mx/Max+my.My/May Compare with Simplied to 4.8.3.3 Compare with MoreExact to 4.8.3.3
0.44x-42/156 1258.4/1822.7 (0.118•0+0.69•0)/(0.118+0.69) 17.15•1(2•0.118+0.69)/(0.118+0.69) 156.035(1-1258.4/1822.7) 156.035(1-1258.4/1822.7)½ 156.035(1-1258.4/1787.2)/(1+0.5•1258.4/1787.2) 57.519(1-1258.4/1822.7)/(1+1.0(1258.4/1822.7)) 0.000, 19.662, 1.000, 86.820, 48.308 22.447, 1.000, 56.763, 34.147 0.000, 1.000, 46.064, 10.535 0.418x42/55+.5x0.8x5.2/(57.5(1-1258.4/1787.2)) 0.44x-42/56.8+0.8x0/46.1 0.418x42/55+0.8x0/46.1 0.83, 0.809, 0.823 0.893, 0.81, 0.544
0.118 0.690 0.000 19.662 48.308 86.820 34.147 10.535 56.763 55.018 46.064 0.441 0.326 0.320 0.83 0.893
OK OK OK
Deflection Check - Load Case 32
δ ≤ 20555/240 = 85.6 mm Live (Case 2) δ ≤ 20555/200 = 102.8 mm D+W (Case 31) δ ≤ 20555/200 = 102.8 mm D+L+W (Case 32)
Deflection Limits (Trusses)
13.09 mm 18.11 mm 27.8 mm
OK OK OK
DIAGONAL MEMBERS AXIAL WITH MOMENTS (MEMBER) Initial Design for 37 Loading Cases Member 834 (C1-N.84) @ Level 3 in Load Case 1 Member Loading and Member Forces Loading Combination : 1 UT + 1.4 D1 + 1.6 L1
Mem ber No. 834
Node End1 End2 82 84
Axial Force (kN) 398.83T 398.83T
Torque Moment (kN.m) 0.00 0.00
Member Forces in Load Case 1 Shear Force Bending Moment (kN) (kN.m) x-x y-y x-x y-y 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Maximum Moment (kN.m @ m) x-x y-y 0.00 @ 0.000
Maximum Deflection (mm @ m) 0.00 @ 11.346
Classification and Properties (BS 5950: 2000) Section (13.7 kg/m) Class = Fn(b,d,t,py) Auto Design Load Cases
2No 75x75x6 ANG 13.7 (0mm) [Grade 43] 75, 75, 6, 275 (Axial: Non-Slender) 1 & (Wind 3-5, 8-10, 13-15, 18-20, 23-25, 28-30, 33-35, 38-40, 43-45, 48-50, 53-55 and 58-60)
Plastic
Local Capacity Check Ae = Fn(Ag,A.net,py,Us) Pz = Ae.py F/Ae.py
17.46,17.46,275,410 17.46x275 -398.826 / 480.15 =
17.46 cm² 480.15 kN 0.831
OK OK
Job ref Sheet Made By Date Checked Approved
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
: Job Ref : 22 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
Vertical Members AXIAL WITH MOMENTS (MEMBER) Initial Design for 38 Loading Cases Members 1004 and 1054 (C1) @ Level 2 in Load Case 1 Member Loading and Member Forces Loading Combination : 1 UT + 1.4 D1 + 1.6 L1
Mem ber No.
Node End1 End2 13 82
Member Forces in Load Case 1 and Maximum Deflection from Load Case 32 Axial Torque Shear Force Bending Moment Maximum Moment Maximum Force Moment (kN) (kN.m) (kN.m @ m) Deflection (kN) (kN.m) (mm @ m) x-x y-y x-x y-y x-x y-y 347.08C 0.06 -5.53 -1.10 0.00 0.00 59.89 -0.55 0.29 301.62C 0.03 -67.94 0.36 -42.02 -0.01 @ 0.500 @ 0.500 @ 0.785
Additional Nominal Moments MxUp, MyUp
-53.473 kN.m, -0.069 kN.m
Classification and Properties (BS 5950: 2000) Section (73.08 kg/m) Class = Fn(b/T,d/t,py,F,Mx,My) Auto Design Load Cases
254x254 UC 73 [Grade 43] 8.96, 23.29, 275, 347.08, 95.49, 0.57 (Axial: Non-Slender) 1 & (Wind 3-5, 8-10, 13-15, 18-20, 23-25, 28-30, 33-35, 38-40, 43-45, 48-50, 53-55 and 58-60)
Plastic
Local Capacity Check Fvx/Pvx Mcx = py.Sxx≤1.2 py.Zxx Fvy/Pvy Mcy = py.Syy≤1.2 py.Zyy Pz = Ag.py n = F/Pz Srx = Fn(Sxx, n) Mrx = Srx.py Sry = Fn(Syy, n) Mry = Sry.py (Mx/Mrx)Z1+(My/Mry)Z2
5.527 / 360.568 = 275 x 992.1≤1.2 x 275 x 898.4 = 1.098 / 1073.75 = 275 x 465.4≤1.2 x 275 x 307.52 = 93.1 x 275 = 347.076 / 2560.25 = 992.1, 0.136 945.8 x 275 465.4, 0.136 463.83 x 275 (2.482/260.094)²+(0.087/101.482)1=
0.015 272.828 kN.m 0.001 101.482 kN.m 2560.25 kN 0.136 945.8 cm³ 260.094 kN.m 463.83 cm³ 101.482 kN.m 0.136
Low Shear
18.1 2551.729 kN 30.9 2358.349 kN
OK Table 24 b OK Table 24 c
Low Shear
OK
OK
Compression Resistance Pc λx = Lex/rxx Pcx = Area.pcx λy = Ley/ryy Pcy = Area.pcy
100x1x2/11.07 = 93.1x274.085/10 = 100x1x2/6.48 = 93.1x253.31/10 =
Equivalent Uniform Moment Factors mLT, mx, my and myx mLT=0.2+(.15M2+.5M3+.15M4)/Mmax my=0.2+(.1M2+.6M3+.1M4)/Mmax mx=0.2+(.1M2+.6M3+.1M4)/Mmax myx=0.2+(.1M2+.6M3+.1M4)/Mmax
0.2+(.15x16+.5x1+.15x48)/95 ≥ 0.44 0.2+(.1x-1+.6x0+.1x0)/1 ≥ .8x1/1 0.2+(.1x-16+.6x-1+.1x-48)/95 ≥ .8x48/95 0.2+(.1x-1+.6x0+.1x0)/1 ≥ .8x1/1
0.44 0.8 0.403 0.8
Table Table Table Table
18 26 26 26
Lateral Buckling Check Mb Le = (1.4L+2D+1.4L+2D)/2 λ = Le/ryy v = Fn (x,Le,ryy,λ) λLT= u.v.λ.?βW pb = Fn (py,λLT) Mb = Sxx.pb ≤ Mc
(1.4 x 2 + 2 x 0.254 + 1.4 x 2 + 2 x 0.254)/2 = 3.308 / 6.48 17.317, 3.308, 6.48, 51.05 0.849 x 0.914 x 51.05 ? 1 275, 39.61 992.1 x 262.76 ≤ 272.828 =
3.308 m 51.05 0.914 39.61 262.76 N/mm² 260.686 kN.m
Combined Axial Compression and Bending to Annex I rb=mLT.MLT/Mb
0.44x-95.5/260.7
0.161
OK Table 19 Table 16
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
rc=Fc/Pcy λr=(rbλLT+rcλy)/(rb+rc) λro=17.15 ε (2rb+rc)/(rb+rc) Mob= Mb(1-Fc/Pcy) Mxy= Mcx(1-Fc/ Pcy)½ Mox= Mcx(1-Fc/Pcx)/(1+0.5Fc/Pcx) Moy= Mcy(1-Fc/Pcy)/(1+ky(Fc/Pcy)) Mab=fn( λr, λro, ε, Mxy, Mob) Max=fn( λx, ε, Mrx, Mox) May=fn( λy, ε, Mry, Moy) mx.Mx/Max+.5myx.My/Mcy(1-Fc/Pcx) mLT.MLT/Mab+my.My/May mx.Mx/Max+my.My/May Compare with Simplied to 4.8.3.3 Compare with MoreExact to 4.8.3.3
Job ref Sheet Made By Date Checked Approved
: Job Ref : 23 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
347.1/2358.3 (0.161•39.6+0.147•30.9)/(0.161+0.147) 17.15•1(2•0.161+0.147)/(0.161+0.147) 260.686(1-347.1/2358.3) 272.828(1-347.1/2358.3)½ 272.828(1-347.1/2551.7)/(1+0.5•347.1/2551.7) 101.482(1-347.1/2358.3)/(1+1.0(347.1/2358.3)) 35.435, 26.114, 1.000, 251.953, 222.321 18.067, 1.000, 260.094, 220.709 30.864, 1.000, 101.482, 75.444 0.403x95.5/259.6+.5x0.8x0.6/(101.5(1-347.1/2551.7)) 0.44x-95.5/252+0.8x-0.1/96.3 0.403x95.5/259.6+0.8x-0.1/96.3 0.304, 0.309, 0.309 0.289, 0.309, 0.191
0.147 35.435 26.114 222.321 251.953 220.709 75.444 251.953 259.568 96.280 0.151 0.167 0.149 0.309 0.309
OK OK OK
Deflection Check - Load Case 62 Deflection Limits (Trusses)
δ ≤ 2000/240 = 8.3 mm Live (Case 2) δ ≤ 2000/200 = 10 mm D+W (Case 31) δ ≤ 2000/200 = 10 mm D+L+W (Case 32)
Members Numbers - (Grid Line: E - E) - Front View
0.13 mm 0.2 mm 0.29 mm
OK OK OK
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
Job ref Sheet Made By Date Checked Approved
: Job Ref : 24 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
Members Numbers - (Grid Line: E - E) - Front View
Maximum Stress Ratio - (Grid Line: E - E) - Front View
Job ref Sheet Made By Date Checked Approved
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
: Job Ref : 25 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
Load Case 063 : Dead Plus Live (Serviceability) Deflected Shape - (Grid Line : E - E) - Front View
Bottom Chord AXIAL WITH MOMENTS (MEMBER) Initial Design for 37 Loading Cases Members 33, 42, 70, 78, 92, 106, 144, 154, 177 and 203 (E1-E4) @ Level 2 Between 18.450 and 20.500 m, in Load Case 1
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
Job ref Sheet Made By Date Checked Approved
: Job Ref : 26 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
Member Loading and Member Forces Loading Combination : 1 UT + 1.4 D1 + 1.6 L1
Mem ber No.
Node End1 End2 83 308
Member Forces in Load Case 1 and Maximum Deflection from Load Case 32 Axial Torque Shear Force Bending Moment Maximum Moment Maximum Force Moment (kN) (kN.m) (kN.m @ m) Deflection (kN) (kN.m) (mm @ m) x-x y-y x-x y-y x-x y-y 38.24T 0.02 42.00 -0.22 -67.82 0.04 23.53 -0.41 26.09 1127.60T 0.00 -16.27 0.08 -14.07 0.10 @ 12.300 @ 2.030 @ 11.398
Classification and Properties (BS 5950: 2000) Section (73.08 kg/m) Class = Fn(b/T,d/t,py,F,Mx,My) Auto Design Load Cases
254x254 UC 73 [Grade 43] 8.96, 23.29, 275, 0, 67.82, 0.41 (Axial: Non-Slender) 1 & (Wind 3-5, 8-10, 13-15, 18-20, 23-25, 28-30, 33-35, 38-40, 43-45, 48-50, 53-55 and 58-60)
Plastic
Local Capacity Check Fvx/Pvx Mcx = py.Sxx≤1.2 py.Zxx Fvy/Pvy Mcy = py.Syy≤1.2 py.Zyy Ae = Fn(Ag,A.net,py,Us) Pz = Ae.py n = F/Pz Srx = Fn(Sxx, n) Mrx = Srx.py Sry = Fn(Syy, n) Mry = Sry.py (Mx/Mrx)Z1+(My/Mry)Z2
16.274 / 360.568 = 275 x 992.1≤1.2 x 275 x 898.4 = 0.082 / 1073.75 = 275 x 465.4≤1.2 x 275 x 307.52 = 93.1,93.1,275,410 93.1x275 -1156.997 / 2560.25 = 992.1, 0.452 622.74 x 275 465.4, 0.452 420.37 x 275 (2.526/171.252)²+(0.045/101.482)1=
0.045 272.828 kN.m 0 101.482 kN.m 93.1 cm² 2560.25 kN 0.452 622.74 cm³ 171.252 kN.m 420.37 cm³ 101.482 kN.m 0.452
Low Shear Low Shear
OK
OK
Equivalent Uniform Moment Factors mLT, mx, my and myx mLT=0.2+(.15M2+.5M3+.15M4)/Mmax my=0.2+(.1M2+.6M3+.1M4)/Mmax mx=0.2+(.1M2+.6M3+.1M4)/Mmax myx=0.2+(.1M2+.6M3+.1M4)/Mmax
0.2+(.15x11+.5x3+.15x6)/19 ≥ 0.44 0.2+(.1x0+.6x0+.1x0)/0 ≥ .8x0/0 0.2+(.1x17+.6x20+.1x23)/68 ≥ .8x24/68 0.2+(.1x0+.6x0+.1x0)/0 ≥ .8x0/0
0.44 0.482 0.436 0.315
Table Table Table Table
18 26 26 26
Lateral Buckling Check Mb Le = 1.00 L λ = Le/ryy v = Fn (x,Le,ryy,λ) λLT= u.v.λ.?βW pb = Fn (py,λLT) Mb = Sxx.pb ≤ Mc
1 x 2.05 = 2.05 / 6.48 17.317, 2.05, 6.48, 31.64 0.849 x 0.962 x 31.64 ? 1 275, 25.84 992.1 x 275 ≤ 272.828 =
2.05 m 31.64 0.962 25.84 275 N/mm² 272.828 kN.m
OK Table 19 Table 16
Simplified Approach py.Zx py.Zy F/Pc+mx.Mx/py.Zx+my.My/py.Zy F/Pcy+mLT.MLT/Mb+my.My/py.Zy
275x898.4 275x307.52 0+0.436x67.8/247.1+0.482x-0.1/84.6 0+0.44x19.3/272.8+0.482x-0.1/84.6
247.06 kN.m 84.568 kN.m 0.120 0.031
OK OK
More Exact Approach Max=Mcx/(1+.5F/Pcx) May=Mcy/(1+F/Pcy) F/Pcx+mx.Mx/Max+.5myx.My/Mcy F/Pcy+mLT.MLT/Mb+my.My/May Max=Mcx(1-F/Pcx)/(1+.5F/Pcx) May=Mcy(1-F/Pcy)/(1+F/Pcy) m.Mx/Max+m.My/May
272.8/(1+.5x0/2547.5) 101.5/(1+0/2346.7) 0/2547.5+0.436x67.8/272.8+.5x0.315x0.4/101.5 0/2346.7+0.44x19.3/272.8+0.482x-0.1/101.5 272.8(1-0/2547.5)/(1+.5x0/2547.5) 101.5(1-0/2346.7)/(1+0/2346.7) 0.44x19.286/272.828+0.482x0.063/101.482
272.828 kN.m 101.482 kN.m 0.109 0.031 272.828 kN.m 101.482 kN.m 0.031
OK OK
OK
Deflection Check - Load Case 32 Deflection Limits (Trusses)
δ ≤ 20500/240 = 85.4 mm Live (Case 2) δ ≤ 20500/200 = 102.5 mm D+W (Case 31) δ ≤ 20500/200 = 102.5 mm D+L+W (Case 32)
12.39 mm 16.92 mm 26.09 mm
OK OK OK
Job ref Sheet Made By Date Checked Approved
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
: Job Ref : 27 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
Top Chord AXIAL WITH MOMENTS (MEMBER) Initial Design for 38 Loading Cases Members 39, 51, 74, 84, 98, 118, 148, 168, 190 and 242 (E1-E4) @ Level 3 in Load Case 1 Member Loading and Member Forces Loading Combination : 1 UT + 1.4 D1 + 1.6 L1
Mem ber No.
Node End1 End2 89 318
Member Forces in Load Case 1 and Maximum Deflection from Load Case 32 Axial Torque Shear Force Bending Moment Maximum Moment Maximum Force Moment (kN) (kN.m) (kN.m @ m) Deflection (kN) (kN.m) (mm @ m) x-x y-y x-x y-y x-x y-y 354.75C 0.01 21.62 0.25 -34.02 -0.04 12.81 0.83 27.15 1117.13C 0.00 -13.60 -0.04 -15.14 -0.05 @ 18.499 @ 4.090 @ 11.305
Classification and Properties (BS 5950: 2000) Section (46.1 kg/m) Class = Fn(b/T,d/t,py,F,Mx,My) Auto Design Load Cases
203x203 UC 46 [Grade 43] 9.25, 22.33, 275, 1173.14, 34.02, 0.83 (Axial: Non-Slender) 1 & (Wind 3-5, 8-10, 13-15, 18-20, 23-25, 28-30, 33-35, 38-40, 43-45, 48-50, 53-55 and 58-60)
Compact
Local Capacity Check Fvx/Pvx Mcx = py.Sxx≤1.2 py.Zxx Fvy/Pvy Mcy = py.Syy≤1.2 py.Zyy Pz = Ag.py n = F/Pz Srx = Fn(Sxx, n) Mrx = Srx.py Sry = Fn(Syy, n) Mry = Sry.py (Mx/Mrx)Z1+(My/Mry)Z2
21.618 / 241.402 = 275 x 497.4≤1.2 x 275 x 449.87 = 0.249 / 665.161 = 275 x 230.9≤1.2 x 275 x 152.37 = 58.73 x 275 = 1173.143 / 1615.075 = 497.4, 0.726 160.1 x 275 230.9, 0.726 134.25 x 275 (34.021/44.028)²+(0.035/36.918)1=
0.09 136.785 kN.m 0 50.282 kN.m 1615.075 kN 0.726 160.1 cm³ 44.028 kN.m 134.25 cm³ 36.918 kN.m 0.598
Low Shear Low Shear
OK
OK
Compression Resistance Pc λx = Lex/rxx Pcx = Area.pcx
100x0.1x20.555/8.82 = 58.73x268.765/10 =
23.3 1578.458 kN
OK Table 24 b
Lateral Buckling Check Mb Mb = Mc
Fully Restrained
136.785 kN.m
Combined Axial Compression and Bending to Annex I rb=mLT.MLT/Mb rc=Fc/Pcy λr=(rbλLT+rcλy)/(rb+rc) λro=17.15 ε (2rb+rc)/(rb+rc) Mob= Mb(1-Fc/Pcy) Mxy= Mcx(1-Fc/ Pcy)½ Mox= Mcx(1-Fc/Pcx)/(1+0.5Fc/Pcx) Moy= Mcy(1-Fc/Pcy)/(1+ky(Fc/Pcy)) Mab=fn( λr, λro, ε, Mxy, Mob) Max=fn( λx, ε, Mrx, Mox) May=fn( λy, ε, Mry, Moy) mx.Mx/Max+.5myx.My/Mcy(1-Fc/Pcx)
0.44x-34/136.8 1173.1/1615.1 (0.109•0+0.726•0)/(0.109+0.726) 17.15•1(2•0.109+0.726)/(0.109+0.726) 136.785(1-1173.1/1615.1) 136.785(1-1173.1/1615.1)½ 136.785(1-1173.1/1578.5)/(1+0.5•1173.1/1578.5) 50.282(1-1173.1/1615.1)/(1+1.0(1173.1/1615.1)) 0.000, 19.396, 1.000, 71.552, 37.428 23.305, 1.000, 44.028, 25.608 0.000, 1.000, 36.918, 7.970 0.431x34/42.4+.5x0.674x0.8/(50.3(1-1173.1/1578.5))
0.109 0.726 0.000 19.396 37.428 71.552 25.608 7.970 44.028 42.377 36.918 0.368
OK
Job ref Sheet Made By Date Checked Approved
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
mLT.MLT/Mab+my.My/May mx.Mx/Max+my.My/May Compare with Simplied to 4.8.3.3 Compare with MoreExact to 4.8.3.3
: Job Ref : 28 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
0.44x-34/44+0.8x0/36.9 0.431x34/42.4+0.8x0/36.9 0.862, 0.836, 0.853 0.896, 0.837, 0.588
0.341 0.347 0.862 0.896
OK OK
12.88 mm 18.1 mm 27.15 mm
OK OK OK
Deflection Check - Load Case 32
δ ≤ 20555/240 = 85.6 mm Live (Case 2) δ ≤ 20555/200 = 102.8 mm D+W (Case 31) δ ≤ 20555/200 = 102.8 mm D+L+W (Case 32)
Deflection Limits (Trusses)
VERTICAL MEMBERS AXIAL WITH MOMENTS (MEMBER) Initial Design for 38 Loading Cases Member 1073 (E2) @ Level 3 in Load Case 1 Member Loading and Member Forces Loading Combination : 1 UT + 1.4 D1 + 1.6 L1
Mem ber No. 1073
Node End1 End2 121 125
Axial Force (kN) 217.95C 217.95C
Torque Moment (kN.m) 0.00 0.00
Member Forces in Load Case 1 Shear Force Bending Moment (kN) (kN.m) x-x y-y x-x y-y -0.17 0.02 0.15 -0.02 -0.17 0.02 -0.15 0.02
Maximum Moment (kN.m @ m) x-x y-y
Maximum Deflection (mm @ m) 0.00 @ 11.305
Additional Nominal Moments MxUp
-51.072 kN.m
Classification and Properties (BS 5950: 2000) Section (32.5 kg/m) Class = Fn(b/t,d/t,py,F,Mx,My) Auto Design Load Cases
180x180x6 SHS 32.5 [Grade 43] 27, 27, 275, 217.949, 51.216, 0.022 (Axial: Non-Slender) 1 & (Wind 3-5, 8-10, 13-15, 18-20, 23-25, 28-30, 33-35, 38-40, 43-45, 48-50, 53-55 and 58-60)
Plastic
Local Capacity Check Fvx/Pvx Mcx = py.Sxx≤1.2 py.Zxx Fvy/Pvy Mcy = py.Syy≤1.2 py.Zyy Pz = Ag.py n = F/Pz Srx = Fn(Sxx, n) Mrx = Srx.py Sry = Fn(Syy, n) Mry = Sry.py (Mx/Mrx)Z1+(My/Mry)Z2
0.165 / 341.303 = 275 x 269.03≤1.2 x 275 x 230.78 = 0.021 / 341.303 = 275 x 269.03≤1.2 x 275 x 230.78 = 41.37 x 275 = 217.949 / 1137.675 = 269.03, 0.192 255.94 x 275 269.03, 0.192 255.94 x 275 (51.216/70.385)1.667+(0.015/70.385)1.667=
0 73.983 kN.m 0 73.983 kN.m 1137.675 kN 0.192 255.94 cm³ 70.385 kN.m 255.94 cm³ 70.385 kN.m 0.589
Low Shear
25.4 1117.541 kN 25.4 1117.541 kN
OK Table 24 a OK Table 24 a
0.599 0.457 0.599
Table 18 Table 26 Table 26
Low Shear
OK
OK
Compression Resistance Pc λx = Lex/rxx Pcx = Area.pcx λy = Ley/ryy Pcy = Area.pcy
100x1x1.8/7.09 = 41.37x270.133/10 = 100x1x1.8/7.09 = 41.37x270.13/10 =
Equivalent Uniform Moment Factors mLT, mx, my and myx mLT=0.2+(.15M2+.5M3+.15M4)/Mmax my=0.2+(.1M2+.6M3+.1M4)/Mmax mx=0.2+(.1M2+.6M3+.1M4)/Mmax
0.2+(.15x13+.5x26+.15x38)/51 ≥ 0.44 0.2+(.1x0+.6x0+.1x0)/0 ≥ .8x0/0 0.2+(.1x-13+.6x-26+.1x-38)/51 ≥ .8x38/51
Job ref Sheet Made By Date Checked Approved
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
myx=0.2+(.1M2+.6M3+.1M4)/Mmax
0.2+(.1x0+.6x0+.1x0)/0 ≥ .8x0/0
: Job Ref : 29 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
0.436
Table 26
Lateral Buckling Check Mb Mb = Mc
Section not susceptible to lateral torsional buckling
73.983 kN.m
Combined Axial Compression and Bending to Annex I rb=mLT.MLT/Mb rc=Fc/Pcy λr=(rbλLT+rcλy)/(rb+rc) λro=17.15 ε (2rb+rc)/(rb+rc) Mob= Mb(1-Fc/Pcy) Mxy= 2Mcx(1-Fc/ Pcy) Mox= Mcx(1-Fc/Pcx)/(1+0.5Fc/Pcx) Moy= Mcy(1-Fc/Pcy)/(1+ky(Fc/Pcy)) Mab=fn( λr, λro, ε, Mxy, Mob) Max=fn( λx, ε, Mrx, Mox) May=fn( λy, ε, Mry, Moy) mx.Mx/Max+.5myx.My/Mcy(1-Fc/Pcx) mLT.MLT/Mab+my.My/May mx.Mx/Max+my.My/May Compare with Simplied to 4.8.3.3 Compare with MoreExact to 4.8.3.3
0.599x-49.2/74 217.9/1117.5 (0.399•0+0.195•25.4)/(0.399+0.195) 17.15•1(2•0.399+0.195)/(0.399+0.195) 73.983(1-217.9/1117.5) 2•73.983(1-217.9/1117.5) 73.983(1-217.9/1117.5)/(1+0.5•217.9/1117.5) 73.983(1-217.9/1117.5)/(1+0.5(217.9/1117.5)) 8.339, 28.667, 1.000, 119.109, 59.555 25.388, 1.000, 70.385, 54.263 25.388, 1.000, 70.385, 54.263 0.599x51.2/68.5+.5x0.436x0/(74(1-217.9/1117.5)) 0.599x-49.2/70.4+0.457x0/68.5 0.599x51.2/68.5+0.457x0/68.5 0.679, 0.594, 0.594 0.651, 0.394, 0.544
0.399 0.195 8.339 28.667 59.555 119.109 54.263 54.263 70.385 68.450 68.450 0.449 0.419 0.431 0.679 0.651
OK OK OK
DIAGONAL MEMBERS AXIAL WITH MOMENTS (MEMBER) Initial Design for 37 Loading Cases Member 837 (E1-N.92) @ Level 3 in Load Case 1 Member Loading and Member Forces Loading Combination : 1 UT + 1.4 D1 + 1.6 L1
Mem ber No. 837
Node End1 End2 89 92
Member Forces in Load Case 1 and Maximum Deflection from Load Case 31 Axial Torque Shear Force Bending Moment Maximum Moment Maximum Force Moment (kN) (kN.m) (kN.m @ m) Deflection (kN) (kN.m) (mm @ m) x-x y-y x-x y-y x-x y-y 372.96T 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 372.96T 0.00 0.00 0.00 0.00 0.00 @ 0.000 @ 0.000 @ 1.245
Classification and Properties (BS 5950: 2000) Section (13.7 kg/m) Class = Fn(b,d,t,py) Auto Design Load Cases
2No 75x75x6 ANG 13.7 (0mm) [Grade 43] 75, 75, 6, 275 (Axial: Non-Slender) 1 & (Wind 3-5, 8-10, 13-15, 18-20, 23-25, 28-30, 33-35, 38-40, 43-45, 48-50, 53-55 and 58-60)
SemiComp
Local Capacity Check Fvx/Pvx Mcx = py.Zxx Fvy/Pvy Mcy = py.Zyy Ae = Fn(Ag,A.net,py,Us) Pz = Ae.py F/Ae.py+Mx/Mcx+My/Mcy
0 / 133.65 = 275 x 16.8 = 0 / 133.65 = 275 x 22 = 17.46,17.46,275,410 17.46x275 -372.956 / 480.15 + 0.002 / 4.62 + 0.003 / 6.049 =
0 4.62 kN.m 0 6.049 kN.m 17.46 cm² 480.15 kN 0.778
Low Shear Low Shear
OK
Lateral Buckling Check Mb u-u Le = 1.00 L λv = ?(Ley/ryy)²+(Lvv/rvv)² λLT=Fn(λv,Iu,Iv,J,A,Zu)
1 x 2.54 = ?(2.54/3.07)²+(0.635/1.47)² = 93.32, 145.4, 37.8, 2.3, 17.5, 27.4
2.54 m 93.32 41.75
OK < 100
Job ref Sheet Made By Date Checked Approved
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
pb = Fn (py,λLT) Mb = Zu.pb
275, 41.75 27.42 x 257.74
: Job Ref : 30 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
257.74 N/mm² 7.067 kN.m
Table 16
Simplified Approach py.Zx λx = ?(Lex/rxx)²+(Lvv/rvv)² py.Zy py.Zv F/Pc+mx.Mx/py.Zx+my.My/py.Zy Major and Minor Axis Moments F/Pcy+mLT.MLT/Mb+mv.Mv/py.Zv
275x16.8 ?(100x1x2.54/2.29)²+(100x0.635/1.47)²= 275x22 275x13.04 0+1x0/4.6+1x0/6 Mu = 0.001 kN.m, Mv = 0.004 kN.m 0+1x0/7.1+1x0/3.6
4.62 kN.m 119 6.049 kN.m 3.586 kN.m 0.001
OK
0.001
OK
0.01 mm 0.01 mm
OK OK
OK
Deflection Check - Load Case 61
δ ≤ 2540/200 = 12.7 mm D+W (Case 31) δ ≤ 2540/200 = 12.7 mm D+L+W (Case 32)
Deflection Limits (Trusses)
DIAGONAL MEMBERS AXIAL WITH MOMENTS (MEMBER) Initial Design for 38 Loading Cases Member 930 (E4-N.326) @ Level 3 in Load Case 45 Member Loading and Member Forces Loading Combination : 1 UT + 1.2 D1 + 1.2 L1 + 1.2 S1
Mem ber No. 930
Node End1 End2 308 326
Axial Force (kN) 45.19C 45.19C
Torque Moment (kN.m) 0.00 0.00
Member Forces in Load Case 45 Shear Force Bending Moment (kN) (kN.m) x-x y-y x-x y-y 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Maximum Moment Maximum (kN.m @ m) Deflection (mm @ m) x-x y-y 0.00 0.00 0.00 @ 0.000 @ 0.000 @ 1.245
Classification and Properties (BS 5950: 2000) Section (5.29 kg/m) Class = Fn(b/t,d/t,py,F,Mx,My) Auto Design Load Cases
60x60x3 SHS 5.29 [Grade 43] 17, 17, 275, 45.195, 0, 0 (Axial: Non-Slender) 1 & (Wind 3-5, 8-10, 13-15, 18-20, 23-25, 28-30, 33-35, 38-40, 43-45, 48-50, 53-55 and 58-60)
Plastic
Local Capacity Check Pz = Ag.py F/Ag.py
6.74 x 275 = 45.195 / 185.35 =
185.35 kN 0.244
OK OK
151.3 53.131 kN 151.3 53.131 kN
OK Table 24 a OK Table 24 a
45.195/53.131 45.195/53.131
0.851 0.851
OK OK
45.2/53.1 45.2/53.1
0.851 0.851
OK OK
Compression Resistance Pc λx = Lex/rxx Pcx = Area.pcx λy = Ley/ryy Pcy = Area.pcy
100x1x3.511/2.32 = 6.74x78.83/10 = 100x1x3.511/2.32 = 6.74x78.83/10 =
Simplified Approach F/Pc F/Pcy
More Exact Approach F/Pcx F/Pcy
Job ref Sheet Made By Date Checked Approved
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
: Job Ref : 31 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
END VERTICAL AXIAL WITH MOMENTS (MEMBER) Initial Design for 38 Loading Cases Members 1010 and 1056 (E1) @ Level 2 in Load Case 1 Member Loading and Member Forces Loading Combination : 1 UT + 1.4 D1 + 1.6 L1
Mem ber No.
Node End1 End2 19 89
Member Forces in Load Case 1 and Maximum Deflection from Load Case 32 Axial Torque Shear Force Bending Moment Maximum Moment Maximum Force Moment (kN) (kN.m) (kN.m @ m) Deflection (kN) (kN.m) (mm @ m) x-x y-y x-x y-y x-x y-y 325.98C 0.01 -13.00 -0.15 -18.48 -0.06 42.84 -0.13 0.13 277.88C 0.03 -51.24 0.07 -34.02 -0.01 @ 0.500 @ 0.495 @ 0.830
Additional Nominal Moments MxUp
-50.002 kN.m
Classification and Properties (BS 5950: 2000) Section (73.08 kg/m) Class = Fn(b/T,d/t,py,F,Mx,My) Auto Design Load Cases
254x254 UC 73 [Grade 43] 8.96, 23.29, 275, 325.98, 84.02, 0.13 (Axial: Non-Slender) 1 & (Wind 3-5, 8-10, 13-15, 18-20, 23-25, 28-30, 33-35, 38-40, 43-45, 48-50, 53-55 and 58-60)
Plastic
Local Capacity Check Fvx/Pvx Mcx = py.Sxx≤1.2 py.Zxx Fvy/Pvy Mcy = py.Syy≤1.2 py.Zyy Pz = Ag.py n = F/Pz Srx = Fn(Sxx, n) Mrx = Srx.py Sry = Fn(Syy, n) Mry = Sry.py (Mx/Mrx)Z1+(My/Mry)Z2
51.243 / 360.568 = 275 x 992.1≤1.2 x 275 x 898.4 = 0.067 / 1073.75 = 275 x 465.4≤1.2 x 275 x 307.52 = 93.1 x 275 = 325.984 / 2560.25 = 992.1, 0.127 951.25 x 275 465.4, 0.127 464.02 x 275 (1.916/261.594)²+(0.084/101.482)1=
0.142 272.828 kN.m 0 101.482 kN.m 2560.25 kN 0.127 951.25 cm³ 261.594 kN.m 464.02 cm³ 101.482 kN.m 0.127
Low Shear Low Shear
OK
OK
Compression Resistance Pc λx = Lex/rxx Pcx = Area.pcx λy = Ley/ryy Pcy = Area.pcy
100x1x2/11.07 = 93.1x274.085/10 = 100x1x2/6.48 = 93.1x253.31/10 =
18.1 2551.729 kN 30.9 2358.349 kN
OK Table 24 b OK Table 24 c
Equivalent Uniform Moment Factors mLT, mx, my and myx mLT=0.2+(.15M2+.5M3+.15M4)/Mmax my=0.2+(.1M2+.6M3+.1M4)/Mmax mx=0.2+(.1M2+.6M3+.1M4)/Mmax myx=0.2+(.1M2+.6M3+.1M4)/Mmax
0.2+(.15x37+.5x8+.15x46)/84 ≥ 0.44 0.2+(.1x0+.6x0+.1x0)/0 ≥ .8x0/0 0.2+(.1x-37+.6x-8+.1x-46)/84 ≥ .8x46/84 0.2+(.1x0+.6x0+.1x0)/0 ≥ .8x0/0
0.44 0.8 0.437 0.8
Table Table Table Table
18 26 26 26
Lateral Buckling Check Mb Le = (1.4L+2D+1.4L+2D)/2 λ = Le/ryy v = Fn (x,Le,ryy,λ) λLT= u.v.λ.?βW pb = Fn (py,λLT) Mb = Sxx.pb ≤ Mc
(1.4 x 2 + 2 x 0.254 + 1.4 x 2 + 2 x 0.254)/2 = 3.308 / 6.48 17.317, 3.308, 6.48, 51.05 0.849 x 0.914 x 51.05 ? 1 275, 39.61 992.1 x 262.76 ≤ 272.828 =
3.308 m 51.05 0.914 39.61 262.76 N/mm² 260.686 kN.m
Combined Axial Compression and Bending to Annex I rb=mLT.MLT/Mb
0.44x-84/260.7
0.142
OK Table 19 Table 16
Job ref Sheet Made By Date Checked Approved
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
rc=Fc/Pcy λr=(rbλLT+rcλy)/(rb+rc) λro=17.15 ε (2rb+rc)/(rb+rc) Mob= Mb(1-Fc/Pcy) Mxy= Mcx(1-Fc/ Pcy)½ Mox= Mcx(1-Fc/Pcx)/(1+0.5Fc/Pcx) Moy= Mcy(1-Fc/Pcy)/(1+ky(Fc/Pcy)) Mab=fn( λr, λro, ε, Mxy, Mob) Max=fn( λx, ε, Mrx, Mox) May=fn( λy, ε, Mry, Moy) mx.Mx/Max+.5myx.My/Mcy(1-Fc/Pcx) mLT.MLT/Mab+my.My/May mx.Mx/Max+my.My/May Compare with Simplied to 4.8.3.3 Compare with MoreExact to 4.8.3.3
: Job Ref : 32 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
326/2358.3 (0.142•39.6+0.138•30.9)/(0.142+0.138) 17.15•1(2•0.142+0.138)/(0.142+0.138) 260.686(1-326/2358.3) 272.828(1-326/2358.3)½ 272.828(1-326/2551.7)/(1+0.5•326/2551.7) 101.482(1-326/2358.3)/(1+1.0(326/2358.3)) 35.292, 25.835, 1.000, 253.271, 224.652 18.067, 1.000, 261.594, 223.686 30.864, 1.000, 101.482, 76.834 0.437x84/261.1+.5x0.8x0.1/(101.5(1-326/2551.7)) 0.44x-84/253.3+0.8x0/96.6 0.437x84/261.1+0.8x0/96.6 0.287, 0.28, 0.28 0.272, 0.28, 0.165
0.138 35.292 25.835 224.652 253.271 223.686 76.834 253.271 261.088 96.558 0.141 0.146 0.141 0.287 0.28
OK OK OK
Deflection Check - Load Case 32 Deflection Limits (Trusses)
δ ≤ 2000/240 = 8.3 mm Live (Case 2) δ ≤ 2000/200 = 10 mm D+W (Case 31) δ ≤ 2000/200 = 10 mm D+L+W (Case 32)
0.06 mm 0.09 mm 0.13 mm
OK OK OK
ROOF BRACING STRUT AND TIE (MEMBER) Initial Design for 1 Loading Cases (Using Critical Cases Switch in Frame Geometry) Member 497 (B3-C2) @ Level 2 : Classification and Properties (BS 5950: 2000) Section (12.2 kg/m) Class = Fn(b,d,t,py) Auto Design Load Cases
100x100x8 ANG 12.2 [Grade 43] 100, 100, 8, 275 1 (No Wind Loading Cases)
(Axial: Non-Slender)
SemiComp
Single Angle Tie Connected Through One Leg Only : 4.6.3.1 (Case 1) Ae = Fn(Ag - 0.3 a2) Tc = Ae.py F (Tie)/Tc
15.6 - 0.3 x 7.6 13.32x275/10 = 8.48 / 366.3
Members Numbers - (Grid Line: A - A) - Front View
13.32 cm² 366.3 kN 0.023
OK
Job ref Sheet Made By Date Checked Approved
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
: Job Ref : 33 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
Maximum Stress Ratio - (Grid Line: A - A) - Front View
End Gable Frame AXIAL WITH MOMENTS (MEMBER) Initial Design for 38 Loading Cases Members 26, 55, 58 and 61 (A2-A3) @ Level 3 in Load Case 1 Member Loading and Member Forces Loading Combination : 1 UT + 1.4 D1 + 1.6 L1
Mem ber No.
Node End1 End2 75 112
Member Forces in Load Case 1 and Maximum Deflection from Load Case 2 Axial Torque Shear Force Bending Moment Maximum Moment Maximum Force Moment (kN) (kN.m) (kN.m @ m) Deflection (kN) (kN.m) (mm @ m) x-x y-y x-x y-y x-x y-y 62.20C 0.64 2.95 0.04 35.41 0.47 41.47 0.57 9.76 60.04C -0.42 -26.54 0.15 -61.50 0.22 @ 2.055 @ 2.055 @ 3.042
Classification and Properties (BS 5950: 2000) Section (46.1 kg/m) Class = Fn(b/T,d/t,py,F,Mx,My) Auto Design Load Cases
203x203 UC 46 [Grade 43] 9.25, 22.33, 275, 62.2, 61.5, 0.57 (Axial: Non-Slender) 1 & (Wind 3-5, 8-10, 13-15, 18-20, 23-25, 28-30, 33-35, 38-40, 43-45, 48-50, 53-55 and 58-60)
Compact
Local Capacity Check Fvx/Pvx Mcx = py.Sxx≤1.2 py.Zxx Fvy/Pvy Mcy = py.Syy≤1.2 py.Zyy Pz = Ag.py n = F/Pz Srx = Fn(Sxx, n) Mrx = Srx.py Sry = Fn(Syy, n) Mry = Sry.py (Mx/Mrx)Z1+(My/Mry)Z2
26.543 / 241.402 = 275 x 497.4≤1.2 x 275 x 449.87 = 0.147 / 665.161 = 275 x 230.9≤1.2 x 275 x 152.37 = 58.73 x 275 = 62.204 / 1615.075 = 497.4, 0.039 495.62 x 275 230.9, 0.039 230.84 x 275 (61.503/136.296)²+(0.216/50.282)1=
0.11 136.785 kN.m 0 50.282 kN.m 1615.075 kN 0.039 495.62 cm³ 136.296 kN.m 230.84 cm³ 50.282 kN.m 0.208
Low Shear Low Shear
OK
OK
Job ref Sheet Made By Date Checked Approved
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
: Job Ref : 34 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
Compression Resistance Pc λx = Lex/rxx Pcx = Area.pcx
100x0.1x8.222/8.82 = 58.73x275/10 =
9.3 1615.075 kN
OK Table 24 b
Lateral Buckling Check Mb Mb = Mc
Fully Restrained
136.785 kN.m
Combined Axial Compression and Bending to Annex I rb=mLT.MLT/Mb rc=Fc/Pcy λr=(rbλLT+rcλy)/(rb+rc) λro=17.15 ε (2rb+rc)/(rb+rc) Mob= Mb(1-Fc/Pcy) Mxy= Mcx(1-Fc/ Pcy)½ Mox= Mcx(1-Fc/Pcx)/(1+0.5Fc/Pcx) Moy= Mcy(1-Fc/Pcy)/(1+ky(Fc/Pcy)) Mab=fn( λr, λro, ε, Mxy, Mob) Max=fn( λx, ε, Mrx, Mox) May=fn( λy, ε, Mry, Moy) mx.Mx/Max+.5myx.My/Mcy(1-Fc/Pcx) mLT.MLT/Mab+my.My/May mx.Mx/Max+my.My/May Compare with Simplied to 4.8.3.3 Compare with MoreExact to 4.8.3.3
0.541x-61.5/136.8 62.2/1615.1 (0.243•0+0.039•0)/(0.243+0.039) 17.15•1(2•0.243+0.039)/(0.243+0.039) 136.785(1-62.2/1615.1) 136.785(1-62.2/1615.1)½ 136.785(1-62.2/1615.1)/(1+0.5•62.2/1615.1) 50.282(1-62.2/1615.1)/(1+1.0(62.2/1615.1)) 0.002, 31.955, 1.000, 134.125, 131.517 9.322, 1.000, 136.296, 129.032 0.000, 1.000, 50.282, 46.553 0.539x61.5/136.3+.5x0.8x0.6/(50.3(1-62.2/1615.1)) 0.541x-61.5/134.1+0.8x0.2/50.3 0.539x61.5/136.3+0.8x0.2/50.3 0.311, 0.286, 0.286 0.291, 0.285, 0.261
0.243 0.039 0.002 31.955 131.517 134.125 129.032 46.553 134.125 136.296 50.282 0.248 0.251 0.247 0.311 0.291
OK OK OK
Deflection Check - Load Case 2
δ ≤ 8222/240 = 34.3 mm Live (Case 2) δ ≤ 8222/200 = 41.1 mm D+W (Case 26) δ ≤ 8222/200 = 41.1 mm D+L+W (Case 27)
Deflection Limits (Trusses)
9.76 mm 9.2 mm 3.77 mm
OK OK OK
K. DESIGN OF ROOF PURLIN Analysis Inputs ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Members Section File Revision Date and Time 1 sectionZ240X2.5mm.doc 2/22/2012 10:24:28 AM Start Loc. (m) 1 0.000 Supports Type 1 2 3 4 5 6 7 8 9 10
XYT XT XT XYT XT XT XYT XT XT XYT
End Loc. Braced R (m) Flange 26.350 Top 0.7000
Location (m) 0.000 2.750 5.500 8.250 11.450 14.650 17.850 20.683 23.517 26.350
Loading: Dead Load Type 1 Distributed
Bearing (mm) 100.0 25.4 25.4 100.0 25.4 25.4 100.0 25.4 25.4 100.0
Fastened
Angle Start Loc. (deg) (m) 90.000 0.000
Loading: Roof Live Load
kφ (kN) 0.0000
Yes No No Yes No No Yes No No Yes
End Loc. (m) 26.350
ex (mm) 0.00
ey (mm) 0.00
K 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Start Magnitude -0.2942
End Magnitude -0.2942 kN/m
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
Type 1 Distributed Loading: Wind Load Type 1 Distributed
Job ref Sheet Made By Date Checked Approved
: Job Ref : 35 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
Angle Start Loc. (deg) (m) 90.000 0.000
End Loc. (m) 26.350
Start Magnitude -0.8826
End Magnitude -0.8826 kN/m
Angle Start Loc. (deg) (m) 90.000 0.000
End Loc. (m) 26.350
Start Magnitude 1.5000
End Magnitude 1.5000 kN/m
Load Combination: D Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 Load Combination: D+Lr Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Roof Live Load 1.0000 Load Combination: D+0.75(L+Lr) Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Live Load 0.7500 4 Product Load 0.7500 5 Roof Live Load 0.7500 Load Combination: D+W Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Wind Load 1.0000 Load Combination: D+0.7E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Earthquake Load 0.7000 Load Combination: D+0.75(W+L+Lr) Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000
Job ref Sheet Made By Date Checked Approved
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
3 4 5 6
Live Load Product Load Roof Live Load Wind Load
: Job Ref : 36 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
0.7500 0.7500 0.7500 0.7500
Load Combination: D+0.75(W+L+S) Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Live Load 0.7500 4 Product Load 0.7500 5 Snow Load 0.7500 6 Wind Load 0.7500 Load Combination: D+0.75(0.7E+L+Lr) Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Earthquake Load 0.5250 4 Live Load 0.7500 5 Product Load 0.7500 6 Roof Live Load 0.7500 Load Combination: 0.6D+W Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 0.6000 2 Dead Load 0.6000 3 Wind Load 1.0000 Load Combination: 0.6D+0.7E Specification: 2007 North American Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 0.6000 2 Dead Load 0.6000 3 Earthquake Load 0.7000
Member Check - 2007 North American Specification - US (ASD) ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Load Combination: 0.6D+W Design Parameters at 17.8500 m, Left side: Lx 9.6000 m Ly 2.2132 m Lt 2.2132 m Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: sectionZ240X2.5mm.doc Material Type: A529 Grade 50, Fy=344.74 MPa Cbx 1.8196 Cby 1.0000 Cmx 1.0000 Cmy 1.0000 Braced Flange: Top Red. Factor, R: 0
ex 0.0000 mm ey 0.0000 mm Stiffness, kφ: 0 kN
Job ref Sheet Made By Date Checked Approved
AL WADI STEEL ST. 17, Gate 98 INDUSTRIAL AREA DOHA, QATAR
Loads: Total Applied Strength
P (kN) 0.000 0.000 56.182
Mx (kN-m) 10.524 10.524 12.003
Vy (kN) 6.166 6.166 41.680
My (kN-m) 0.000 0.000 2.872
Effective section properties at applied loads: Ae 1050.47 mm^2 Ixe 8984062 mm^4 Sxe(t) 74867 mm^3 Sxe(b) 74867 mm^3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, NAS Eq. C5.2.1-2 (P, Mx, NAS Eq. C3.3.1-1 (Mx, NAS Eq. C3.3.1-1 (My,
My) My) Vy) Vx)
0.000 + 0.877 0.000 + 0.877 Sqrt(0.487 Sqrt(0.000
+ + + +
Iye Sye(l) Sye(r)
0.000 = 0.000 = 0.022)= 0.000)=
: Job Ref : 37 : Glend Bañaga : 15/03/2012 : Hany Ahmed Hassan : Hany Ahmed Hassan
Vx (kN) 0.000 0.000 40.676
1267466 mm^4 14617 mm^3 14617 mm^3
0.877 0.877 0.714 0.000
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