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8/13/2019 Calculation Note Roof Truss Design.pdf
1/12
Project: Warehouse Calculation Note
I. (DESIGN STANDARD AND SPECIFICATION )
1.1 (Design Criteria)
AISCThe design criteria for steel structures shall be conformed to AISC Specification.
ASCEAll design load and wind load calculation method on the building shall be conformed to ASCE.
1.2 (Design Codes and Specification)
Generally, Codes and Standards are complied with international standards.
The codes and standards adopted are listed below:
- AISC 360-05 - AISC 360-05 for Structural Steel Design
- ASTM - ASTM SPECIFICATION for Materails use
- AWS - AWS for Structural Welding Code-Steel
- ASCE 7-05
- ASCE 7-05 for Minimum Design Loads on Structures
- IBC 2009 / ASCE 7-05 - IBC 2009 / ASCE 7-05 for Load Combination
1.3 (Materials)
The materials used in the structures and accessories shall be conformed to the following:
-
(structural member) ASTM A36M or Equivalent
- (steel plate) ASTM A36M or Equivalent
- (bolt) ASTM A325M or Equivalent- (Nut) ASTM A325M or Equivalent- (spring washer) ASTM A436 or Equivalent
Calculated by: SOK RASMEY, MEng. ETC Page-1-
8/13/2019 Calculation Note Roof Truss Design.pdf
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Project: Warehouse Calculation Note
:
: ASTM
:
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: 1.4 (Load Factor and Load Combination)
AISC ASCE 7 (ASEC 2005) LRFD (Load and Resistance Factor Design)
U 1 4 D F =
U 1 2 D F T 1 6 L H 5 L r S R =U 1 2D 1 6W 1 L 5 L r S R =U 1 2D 1 E 1 L 2S=
U 9D 1 6W 1 6H =
U 9D 1 E 1 6H =
D =
E = F = H =
T = L = Lr = W = S = R =
1.5 (Strength Reduction or Resistance Factors)
1.0 AISC
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Project: Warehouse Calculation Note
II. (DESIGN OF ROOF TRUSS)
2.1 (Geometric Roof Truss)
: 2D
: 3DCalculated by: SOK RASMEY, MEng. ETC Page-4-
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Project: Warehouse Calculation Note
(Truss spacing) S 6 25m
(Length of truss) L 3 m
(Truss height) h 1 5m
(Roof height) H 3 m
(Slop angle) atan H 5L
11 31 deg
(Number of panel) n 2
(Length of panel) dL
n cos 1 53 m
2.2 (Load on Roof Truss)
2.2.1 (Weigth of Structural and roof materials)
(Wiegth of top and bottom chord)
w2L4x4x1 3125 24 4 5kgfm
(Wiegth of diagonal member)
w2L2 52 51 1875 9 137kgfm
(Wiegth of vertical member)
w2L2 52 51 1875 9 137kgfm
(Wiegth of bracing)
wL3x3x 1875 1 6kgfm
(Wiegth of purlin)
wC15 753 2 7 37kgfm
2.2.2 (Design load)
(steel sheet and insulation)
Sheet 15kN
m2
(Suspended ceiling & Mechanical)
Ceiling 4kN
m2
(Roof live load) Lr 5kN
m2
(Wind load) Wind 5kN
m2
- (Load on joint/concentrated load )
Calculated by: SOK RASMEY, MEng. ETC Page-5-
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Project: Warehouse Calculation Note
(Tributary area) AT S d 9 561 m2
1. (Dead)
PDL Sheet A T Ceiling A T cos 5 184 kN
2. (Roof live)
PLr Lr AT cos 4 688 kN
3. (Wind)
Pw Wind AT 4 78 kN
(Robot) 2.2.3 (Axial Force)i. (Lower Chord)
(Dead): NDL 22 59 kN 65 75 kN 88 34 kN
(Roof live): NLr 59 46kNNw 6 62kN (Wind):
(Combination):
Nu1 1 4N DL 123 676 kN
Nu2 1 2 N DL 5 N Lr 135 738 kN
Nu3 1 2N DL 1 6N w 5N Lr 232 73 kN
Nbot max Nu1 Nu2 Nu3 232 73 kNii. (Upper Chord)
(Dead): PDL 47 37 kN 132 9 kN 179 46 kN
(Roof live): PLr 119 46kNPw 121 8 kN (Wind):
(Combination):
Pu1 1 4P DL 251 244 kN
Pu2 1 2 P DL 5 P Lr 275 82 kN
Calculated by: SOK RASMEY, MEng. ETC Page-6-
8/13/2019 Calculation Note Roof Truss Design.pdf
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Project: Warehouse Calculation Note
Pu3 1 2P DL 1 6P w 5P Lr 469 962 kN
Ptop max Pu1 Pu2 Pu3 469 962 kN
iii. (Diagonal)
(Dead): NDL 14 71 kN 43 99 kN 58 7 kN
(Roof live): NLr 39 78kNNw 4 56kN (Wind):
(Combination):
Nu1 1 4N DL 82 18 kN
Nu2 1 2 N DL 5 N Lr 9 33 kN
Nu3 1 2N DL 1 6N w 5N Lr 155 226 kN
Ndia max Nu1 Nu2 Nu3 155 226 kNiv. (Post / Vertical Web)
(Dead): PDL 11 89 kN 36 94 kN 48 83 kN
(Roof live): PLr 33 41kNPw 34 6kN (Wind):
(Combination):
Pu1 1 4P DL 68 362 kN
Pu2 1 2 P DL 5 P Lr 75 3 1 kN
Pu3 1 2P DL 1 6P w 5P Lr 129 797 kN
Ppost max Pu1 Pu2 Pu3 129 797 kN (Result from analysis)
Axial force in top chord Pt Ptop 469 962 kN
Axial force in bottom chord P b Nbot 232 73 kN
Axial force in post member P p Ppost 129 797 kN
Calculated by: SOK RASMEY, MEng. ETC Page-7-
8/13/2019 Calculation Note Roof Truss Design.pdf
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Project: Warehouse Calculation Note
Axial force in diagonal member P d Ndia 155 226 kN
2.3 (Design of Truss Members)
Steel yield strength F y 36ksi 248 211 MPa
Modulus of elasticity of steel E 2 15
MPa
2.3.1 (Design of Upper Chord)Factored load P u Pt 469 962 kN
Length of member L d 1 53 m
For section 2L 102x102x7.9 Imin 3 13 16
mm4
Ag 31 mm2
rIminAg
31 775 mm
Effective length factor K 1
Slenderness ratio K L
r48 141
K Lr
2 , OK
Slenderness parameter cK Lr
FyE 54
Critical buckling stress
Fcr 658 c 2 Fy c 1 5f
877
c2
Fy otherwise
Fcr 219 7 9 MPa
Resistance factor for compressive members c 85
Nominal compression strength P n Ag Fcr 681 98 kN
Calculated by: SOK RASMEY, MEng. ETC Page-8-
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Project: Warehouse Calculation Note
Safety factor FSPu
c Pn 812
2.3.2 (Design of Lower Chord)
Factored force P u Pb 232 73 kN
Length of member L d 1 53 m
For section 2L 76x76x6.4 Ag 185 mm2
Resistance factor for tensile member t 9
Nominal strength P n Fy Ag 459 191 kN
Safety factor FSPu
t Pn 563
2.3.3 (Design of Diagonal)
Factored force P u Pd 155 226 kN
For section 2L 64x64x4.8 Ag 116 mm2
Resistance factor for tensile member t 9
Nominal strength P n Fy Ag 287 925 kN
Safety factor FSPu
t Pn 599
2.3.4 (Design of Post)
Factored load Pu Pp 129 797 kN
Length of member L 1 5m
For section 2L 64x64x4.8 Imin 466 16
mm4
Ag 116 mm2
rIminAg
2 43 mm
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8/13/2019 Calculation Note Roof Truss Design.pdf
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Project: Warehouse Calculation Note
x2x1 x2
72 P 1x2
x1 x2 P u 169 2 9 kN
x1x1 x2
28 P 2x1
x1 x2 P u 65 772 kN
Lengths of welds
L1 maxP1
7 7 w F w 4 w
297 6 4 mm
L1w
49 6 1
L2 maxP2
7 7 w F w 4 w
115 679 mm
L2w
19 28
Lower Chord
Weld size w 5mm
Centroid of section 102x102x7.9 x1 28 55mm
x2 1 2mm x 1 73 45 mm
Factored load P u
Pb2 116 365 kN
x2x1 x2
72 P 1x2
x1 x2 Pu 83 794 kN
x1x1 x2
28 P 2x1
x1 x2 Pu 32 571 kN
Lengths of welds
L1 maxP1
7 7 w F w 4 w
176 852 mm
L1w
35 37
L2 maxP2
7 7 w F w 4 w
68 742 mm
L2w
13 748
Diagonal Member
Weld size w 3mm
Calculated by: SOK RASMEY, MEng. ETC Page-11-
8/13/2019 Calculation Note Roof Truss Design.pdf
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Project: Warehouse Calculation Note
Centroid of section L64x64x4.8 x1 17 645 mm
x2 64mm x 1 46 355 mm
Factored load P uPd
277 613 kN
x2x1 x2
724 P 1x2
x1 x2 P u 56 215 kN
x1x1 x2
276 P 2x1
x1 x2 P u 21 398 kN
Lengths of welds
L1 maxP1
7 7 w F w 4 w
197 74 mmL1w
65 913
L2 maxP2
7 7 w F w 4 w
75 27 mm
L2w
25 9
Post Member
Centroid of section L64x64x4.8 x1 17 645 mm
x2 64mm x 1 46 355 mm
Factored load P uPp2
64 898 kN
x2x1 x2
724 P 1x2
x1 x2 P u 47 6 kN
x1x1 x2 276 P 2
x1x1 x2 P u 17 893 kN
Lengths of welds
L1 maxP1
7 7 w F w 4 w
165 347 mm
L1w
55 116
L2
maxP2
7 7 w F w 4 w
62 939 mm
L2
w2 98
Calculated by: SOK RASMEY, MEng. ETC Page-12-