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PANADURA GSS-ROOF DESIGN OF CONTROL BUILDING
Structural Design Report Prepared by Edifice Consultants Pvt.Ltd
Proposed Steel Roof for Panadura GSS Control Building.
1.0
INTRODUCTION
It is proposed to construct a Steel Roof over the Roof Slab of the Panadura GSS Control Building. The proposed Structural Layout and Corresponding Details are given in Annex 1. This report is prepared to highlight the structural design calculation procedure of the proje ct.
2.0 DESIGN PARAMETERS
Building geometry
Shown in Annex 1.
Loads
Weight of roofing sheets and insulation is 0.25kN/m Weight of purlins 0.04kN/m
2
2 Imposed load on roof is 0.5kN/m
Materials
Structural Steel
Steel should be inconformity with BS 4360. Minimum yield stress shall be p y = 275N/mm2
2
Proposed Steel Roof for Panadura GSS Control Building.
3.0
STANDARDS AND MANUALS REFFERED.
Structural use of Steel work in Buildings
BS 5950-1:2000
CP3: Chapter V-Wind Loading Design loading for Buildings
BS 6399: Part 1-1996
Structural Steel work Design by T.J McGinley Steel Structures-Practical Design Studies by T.J McGinley. Structural Steel Design to BS 5950 by L.J Morris and D.R P lum Design of Portal Frame Buildings by S.T Woolcock and S.Kitipornchai Zed's and Cees Purlin & Girts Structural Sections Users Guide by LYSAGHT,
Proposed Steel Roof for Panadura GSS Control Building.
4.0
LOAD EVALUATIONS AND STRUCTURAL MODELLING & ANALYSIS WITH SAP 2000.
4.1
Introduction
The Structure has to resist the following loads.
Dead and imposed loads acting vertically
Uplift loads on the roof rafters due to Wind.
The Structural Modeling Procedure is described in Section 4.2 .The loads acting on the structural members are calculated as per relevant standards and load evaluation procedure is described in section 4.3. Load combinations considered for the analysis is described in Section 4.4.
4.2
Structural Modeling
Structure is modeled in SAP 2000 version 14, widely used Structural Analysis Package used by Structural Engineers. 3D Model of the structure is shown in Figure 4.1.
Proposed Steel Roof for Panadura GSS Control Building.
Roof Structure is modeled inclusive of Purlins for better accuracy. The following assumptions made in the modeling. (1) The column support nodes were defined as “pinned bases” with directional restraints in all three directions. (2) It was assumed that portal action is along the diagonal directions. Hence "RG" Rafters were connected to main portals (Hip Rafters) as pinned joints. (3) "C" purlins were assumed to be pinned connected at their ends and the Axial Stiffness of the "C" purlins were set to zero to refrain them taking any axial loads. (4) Roof Loads were assigned to the "C" purlins as a uniformly distributed load.
4.3
Load Evaluations
4.3.1
Loads in the Roof
Load case "unitroof" is defined in SAP 2000 in order to simulate load acting on each purling due to an 2
unit load intensity (1kN/m ) acting on the roof. Later "unitroof" load case is scale multiplied by following factors in order to represent the actual loads acting on the roof as shown in Table 4.1.
Proposed Steel Roof for Panadura GSS Control Building.
Proposed Steel Roof for Panadura GSS Control Building.
5.0
DESIGN OF STRUCTURAL ELEMENTS
Specimen Calculations are presented for few critical elements only.
5.1
C PURLIN DESIGN
Assume C 100-20 Purlin is to be provided. Section properties of the C Purlin are as follows. (As per "Zeds & Cees Purlins & Girts Structural Section Users Guide" Published by LYSAGHT). D = 152mm
B
=
51mm
t = 2mm 2 A = 409mm 6 4 Ix = 0.673 × 10 mm Z
eff
= 12.3 × 103 mm3
P = 450N/mm2 y
Proposed Steel Warehouse For Hayleese Industries
Reference
Calculations Bending Moments and Shear Forces
SAP 2000 Model
Bending Moment at Mid Span =2.93kNm Shear Force at the End = 2.93kN
Table 11
Classification of the Section
BS 5950-1:2000 Outstanding Element of Compression Flange
275 ε = Py =b = T
0.5
51 2
275 = 450
0.5
= 0.78
= 25.5 > 15ε
Hence Flange is Class 4-Slender
Web of a Channel
Output
Proposed Steel Roof for Panadura GSS Control Building
5.2
DESIGN OF STEEL GIRDER "RG2"
The Bending Moment Diagram and Shear Force Diagram of the "RG2" Girder is as shown in Figure 5.1 and Figure 5.2.
Reference
Calculation
Figure 5.1 &
Consider the RHS Support Location
Figure 5.2
The Bending Moment in the Girder is 29kNm The Axial Compression in the Girder is 40 kN. The Selected Section is 100x200x21.30kg/m UB Section.
Clause 3.5
Classification of cross section
BS 5950-1:2000 Table 11
Outstand element of a compression flange
BS 5950-1:2000 Thickness of the flange Table 9 BS 5950-1:2000
2 Py = 275N/mm
=8mm
Output
SAP2000
6/8/16 11:44:05
See Section 5.2 of the Design Report for Calculations.
See Section 5.3 of the Design Report for Calculations.
F gure
. : Ben
SAP2000 v14.0.0 - File:6 - Moment 3-3 Diagram (ULS) - KN, m, C Units
ng Moment D agram o
Typ ca
RG
Frame
SAP2000
6/8/16 11:44:33
Figure 5.2 : Axial Compression of Typical "RG2" Frame
SAP2000 v14.0.0 - File:6 - Axial Force Diagram (ULS) - KN, m, C Units
Proposed Steel Roof for Panadura GSS Control Building
Reference
Table 11 BS 5950-1:2000
Clause 4.8.2
Calculation
100ε 1 + 1.5r1
=
100 1 + 1.5 × 0.144
= 82.23
Hence web is Class 2 -Compact
Section is Class 2-
Hence the entire section is Class 2-Compact
Compact
Checks for compression member with moment
BS 5950-1:2000 Effective Length (Le)
=1200mm
(This is the distance to the point of contraflexure from the support location). Clause 4.3.6.7 BS 5950-1:2000 Table 24(b)
L 1200 λ= e = = 54.05 r 22.2 y 2 pcy = 230.49kN/mm
BS 5950-1:2000 Clause 4.7.4
Output
Compression Resistance
Proposed Steel Roof for Panadura GSS Control Building
Reference
Calculation
Output
Conservatively
mLT = 1
MLT = 29 kNm Clause 4.8.3.3.1 BS 5950-1:2000
Fc Pc
=
+
mLTMLT M b
40 626.01
+
+
myMy Py Z y
1 × 29 49.53
= 0.06 + 0.59 = 0.65 < 1
Hence Section is OK.
Section is Ok.
Proposed Steel Roof for Panadura GSS Control Building
5.3
DESIGN OF A COLUMN SUPPORT
The design Calculation procedure of the Steel Column ( at R.H.S ) of the "RG 2" girder is presented here.
Reference
Calculation
The Bending moment at the top of the column - 18kNm The axial compression of the column-33kN The Selected Section is UB 100x200x21.30 k g/m Clause 3.5
Classification of cross section
BS 5950-1:2000 Table 11
Outstand element of a compression flange
BS 5950-1:2000 Thickness of the flange Table 9 BS 5950-1:2000
2 Py = 275N/mm
=8mm
Output
Proposed Steel Roof for Panadura GSS Control Building
Reference
Calculation
r1
r2
d
=
=
=
33 × 10
BS 5950-1:2000
=
33 × 10
80ε 1 + r1
5.5 =
80 1 + 0.12
=
0.12 > 1
3
2716 × 275
(200 − 8 × 2)
t Table 11
3
(200 − 8 × 2) × 5.5 × 275 Fc A gp yw
Output
=
0.044
= 33.45
=
71.42
Hence web is Class 2 -Plastic
Section is Class 2-
Hence the entire section is Class 2-Plastic Clause 4.8.2
Checks for compression member with moment
BS 5950-1:2000
3
Plastic
Proposed Steel Roof for Panadura GSS Control Building
Reference
Clause 4.8.33
Calculation
Output
Member buckling resistance check
BS 5950-1:2000 Clause 4.7.4
Compression resistance
BS 5950-1:2000 Clear Height of the Column Section =2000mm
Columns are in simple construction and pinned at base. Axis
Table 22
Effective length
BS 5950-1:2000 Property Table
r
λ
XX
YY
L ex
=
1 × 2000
L ey
=
1 × 2000
L ex
=
2000mm
L ey
=
2000mm
rxx
=
82.4 mm
λ xx =
2000 82.4
= 24.27
ryy = 22.2mm λ yy =
2000 22.2
= 90.09
Proposed Steel Roof for Panadura GSS Control Building
