CALCULATION SHEET
DESIGN OF TIE BEAM
Design Parameters
For steel materials
N
Yield strength of steel (E350) Fy 330 MPa 330
2
mm
N
Ultimate tensile strength of steel Fu 490 MPa 490
(E350) 2
mm
For bolt
N
Yield strength of bolt (10.9 grade) Fyb 900 MPa 900
2
mm
N
Ultimate tensile strength of bolt (10.9 grade) Fub 1000 MPa 1000
2
mm
5 N
Modulus of elasticity of steel Es 200000 MPa 2 10
2
mm
kgf t
Density of steel γst 7850 7.85
3 3
m m
Note:
Structural steel checks are based on IS 800:2007 - General Construction In Steel - Code
of Practice - Limit state method unless otherwise noted.
Design loads
Load factor
The Fagioli tower system will be checked with the limit state design method according to
IS800:2007. The servicibility criteria will be used for checking the deflection capacity
and the strength criteria will be used to check the structural strength of the tower lift
system.
The load factor are as follows:
Servicibility criteria LFserv 1.00
Strength criteria LFst 1.50
Load on tie beam
Load from jack support beam will be transfered to the tie beam
Load from jack support beam Wsb 226.5 t
Self weight of tie beam Wtb 3.86 t
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CALCULATION SHEET
Design load on spreader beam Wtot Wsb Wtb 230.36 t
Wtotf LFst Wtot 345.54 t
Factored design load on spreader beam
Section property
Depth of beam d4 834 mm
Flange thickness tf4 32 mm
Web thickness tw4 20 mm
Width of beam bf4 400 mm
Number of effective I section nwi4 1
Clear distance between flange hw4 d4 2 tf4 770 mm
2
Cross sectional area A4 2 bf4 tf4 hw4 tw4 41000 mm
2
Shear area Av4 hw4 tw4 nwi4 15400 mm
3 2 3
2 bf4 tf4 d4 tf4 nwi4 tw4 hw4
Moment of inertia Ixx4 2 bf4 tf4
12 2 2 12
(X - X)
9 4
Ixx4 4.8796 10 mm
Ixx4 7 3
Elastic section modulus Zex4 1.17 10 mm
d4
(X - X)
2
d4 tf4 hw4 hw4
Plastic section modulus Zpx4 2 bf4 tf4 nwi4 tw4
2 2 2 2 2
(X - X)
7 3
Zpx4 1.323 10 mm
Length of beam L4 4000 mm
t
Unit weight of beam Wb4 A4 γst 0.32
m
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CALCULATION SHEET
Section classification
Outstanding element of bf4 tw4
compression flange
2
5.94
tf4
Check for flange bf4 tw4
2 250 MPa
Checkflange1 if 8.40
tf4 Fy
"Flange is palastic"
else
"Flange is compact"
Checkflange1 "Flange is palastic"
Web of a I section hw4
38.5
tw4
Check for flange hw4
250 MPa
Checkweb1 if 84
tw4 Fy
"web is palastic"
else
"web is compact"
Checkweb1 "web is palastic"
As per above classification the section is compact.
Loading condition
Distances
Left support to load point X41 1.50 m
Right support to load point X42 1.50 m
Length of jack support beam X4 X41 X42 3m
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CALCULATION SHEET
Wtotf X42
Reaction at left support Rl4 172.77 t
X4
Reaction at right support Rr4 Wtotf Rl4 172.77 t
Rmax4 max Rl4 Rr4 172.77 t
Maximum reaction
Maximum shear force Vmax4 Rmax4 172.77 t
Maximum bending moment Mmax4 Rmax4 X41 259.15 t m
Shear Check
Av4 Fy
Nominal shear strength Vn4 299.19 t
3
Partial saftey factor γm0 1.10
Vn4
Design shear strength Vd4 271.99 t
γm0
Vmax4
Utilization ratio 0.64
Vd4
Check for shear checktbV if Vmax4 Vd4
"Beam is OK for Shear"
else
"Beam is NOT OK for Shear"
checktbV "Beam is OK for Shear"
Check for high shear
Design shear strength Vd4 271.99 t
Maximum shear force Vmax4 172.77 t
Check for high shear checktbVh if Vmax4 0.6 Vd4
"Beam is in high Shear"
else
"Beam is in low Shear"
checktbVh "Beam is in high Shear"
Bending Check
As the beam is in high shear the bending check will be calculated as per clause 9.2.2
Moment factor βb 1
Partial saftey factor γm0 1.10
βb Zpx4 Fy
Design plastic moment Md4 404.73 t m
γm0
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CALCULATION SHEET
Av4 d4 7 3
Plastic section modulus of Flange Zpfd4 Zpx4 1 10 mm
4
Zpfd4 Fy
Design plastic moment of flange Mfd4 306.5 t m
γm0
2
2 Vmax4
Moment capacity of section Mdv4 Md4 1 Md4 Mfd4 397.55 t m
Vd4
Mmax4
Utilization ratio 0.65
Mdv4
Check for bending checktbb if Mmax4 Mdv4
"Beam is OK for Bending"
else
"Beam is NOT OK for Bending"
checktbb "Beam is OK for Bending"
Deflection Check
Deflection is servicibility criteria and will be checked for unfactored load
3
Wtot X4
Calulated deflection Δc4 1.3 mm
48 Es Ixx4
X4
Allowable deflection Δa4 10 mm
300
Check for deflection checktbΔ if Δc4 Δa4
"Beam is OK for deflection"
else
"Beam is NOT OK for deflection"
checktbΔ "Beam is OK for deflection"
Shear bucking Check
hw4
Web height to web thickness ratio 38.5
tw4
Check for shear buckling hw4
250 MPa
checkcbVtbsb if 67
tw4 Fy
"Beam is OK for shear buckling"
else
"Beam is NOT OK for shear buckling"
checkcbVtbsb "Beam is OK for shear buckling"
PREPARED : DNS REVISION - 00
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APPROVED : VDT
CALCULATION SHEET
Web buckling Check
Bearing length b4 375 mm
d4
Length for 45 deg. dispersion nwb4 417 mm
2
Number of effective web section nw4 1
2
bearing area Ab4 b4 nwb4 tw4 15840 mm
K4 0.7
Effective length factor
leff4 K4 hw4 539 mm
Effective length of web
3
b4 tw4 5 4
Effective moment of inertia Ieff4 2.5 10 mm
12
2
Effective area of web Aweff4 b4 tw4 7500 mm
Ieff4
Radius of gyration rgy4 5.77 mm
Aweff4
K4 hw4
Slenderness ratio Λ4 93.36
rgy4
N
Design compressive strength Fcd4 135
2
mm
Design web buckling strength Fwb4 nw4 Ab4 Fcd4 218.06 t
Vmax4
Utilization ratio 0.79
Fwb4
Check for web buckling checktbVwb if Vmax4 Fwb4
"Beam is OK for web buckling"
else
"Beam is NOT OK for web buckling"
checktbVwb "Beam is OK for web buckling"
Web crippling Check
Length for 1:2.5 slope dispersion nwc4 2.5 tf4 80 mm
Partial saftey factor γm0 1.10
b4 nwc4
Design web crippling strength Fwc4 tw4 nw4 Fy 278.38 t
γm0
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CALCULATION SHEET
Vmax4
Utilization ratio 0.62
Fwc4
Check for web crippling checktbVwc if Vmax4 Fwc4
"Beam is OK for web crippling"
else
"Beam is NOT OK for web crippling"
checktbVwc "Beam is OK for web crippling"
Connection check
The lower flange of tie beams are bolted to the tower legs by means of Nos.4 bolts
M48-10.9 grade bolts.
Total horizontal load Hjsbcb 60 t
Nos. of bolts Nbol 4
Hjsbcb
Load on each bolt Fbolt 15 t
Nbol
Dia. of bolts Db 48 mm
Net area of bolts π 2 2
Abn D 1809.56 mm
4 b
Shear Check
Abn Fub
Nominal shear strength Vb 106.53 t
3
Partial saftey factor γm0 1.10
Vb
Design shear strength Vdb1 96.85 t
γm0
Fbolt
Utilization ratio 0.15
Vdb1
Check for shear checkjsbV if Fbolt Vdb1
"Bolt is OK for Shear"
else
"Bolt is NOT OK for Shear"
checkjsbV "Bolt is OK for Shear"
PREPARED : DNS REVISION - 00
CHECKED : DNS PROJECT - TRESTLE INSTALLATION - DAHEJ
APPROVED : VDT
