DN

0 15.08.2021 ISSUED FOR APPROVAL

ACA Steel Constructions Contracting LLC

Ras Al Khor, Ind. Area-2,Dubai, U.A.E.
P.O. Box : 430772
Tel: +97143334534 Fax: +9714333453
STRUCTURAL DESIGN REPORT
BRIDGE
TABLE OF CONTENTS:

1. Introduction.
2. Codes and standards
2.1 International Codes and Standards
2.2 Projects Standards
3. Reference Drawings & Documents
4. Material Specifications
5. Loads and Load combinations
5.1 Primary Loads
5.2 Load combination
6. Computer Programs Used for Design
7. Geometrical views
8. Load calculations
8.1 Self-Weight of Structure
8.2 Dead Loads of Structure
8.3 live load
8.4 Wind Load

9. Analysis and Design Results

9.1 Deflection Check
9.2 Support reactions
9.3 Member utility ratio
 1. Introduction

This document describes the general requirements and design parameters that would be used for the
design of Steel Structure for Sheds in U.A.E. All loadings and Assumptions are made as per design basis
report submitted .

Which do not affect analysis and design results can be seen between overall dimensions explained above and
steel drawings. Steel drawings are in a full concordance with architectural drawings.)
The structure has been designed to resist vertical and horizontal load effects such as dead loads, roof
live loads and wind loads.
The structural investigation of Shelters shall be performed making use of the STAAD Pro program.
The structure will be modeled as a 3D component.

2. Codes and Standards:

2.1 International Codes and Standards:

The following codes will be referred to for the design / specification related to this design
Code Description

AISC 360 Specification for Structural Steel Buildings

AWS D1.1/D1.1M Structural welding Code- steel

ASCE 7-05 Minimum design loads for buildings and other structures

IBC 2009 International building code

AISI-NAS North American specification for the design of cold-formed steel structural members

AISC 13th Edition Steel Construction Manual

UBC 1997 Uniform building code
ACI-318 Anchor Bolt
MBMA-2006 Low Rise Building Systems Manual.
 3. Reference Drawings & Documents:

As Per Drawings Attached.

4. Material Specifications:

Profile Codes Strength

Hot rolled Sections – I beams ASTM A36 Gr 36 Fy = 250 N/mm 2

For SAW Specification no (SFA) SFA/AWS A5.17
AWS no (Class) EM12k
For FCAW
Welding Electrode
Specification no (SFA)
SFA/AWS 5.20
AWS no(Class) E71T-1

Note:

Based on availability above specification or equivalent specification shall be used.

Steel Properties:

E (modulus of elasticity) = 205000 N/MM²

Ʋ (poison ratio) = 0.3

W (unit weight) = 78.5 KN/M ³

5. Loads and Load combinations:

Dead Load
Live Load
Wind Load
Temp

1.2 DL +1.6 LL
1.2DL +1.6LL
1.2DL +1.6WL
0.9DL+1.6WL
1.0DL +1.0LL

6. Computer Programs Used for Design:

Used programmers:

Staad pro V8i SS4

The Mainframe Steel structure will be analyzed using Municipality Approved Design Software STAAD.Pro v8i for
 Hot Rolled Steel Elements.

In addition to the professional software, in house developed excel spread sheets will be also used to supplement
details where required.

All computer-generated results such as member forces, support reactions, displacements will be provided.
Graphical output of analysis results such as bending moment diagrams, shear force diagram, displacement
diagrams, mode shapes etc. will be provided to substantiate the numerical output.

Upon design finalization, full model of the structure will be prepared using AutoCAD software for fabrication
assistance.

Upon Request from Client software generated ‘Erection Drawings’ and Anchor Bolt Layout drawings would be

provided.

7. Geometrical views
 8. Load calculations

8.1 Self-Weight of Structure

Self-weight: Actual weight of structural members is calculated based on density of material

(Density of steel-78.5 KN/M

8.2 Dead Loads of Structure

Concrete Density =25KN/m3
Thickness of Slab= 0.1m=100mm
Dead Load =0.1X25=2.5KN/m
Decking sheet -0.5kN/m
Total 3KN/m
Max Dead load - 3 KN/m2
Beams are in 2.1m Space,
Effective width = 2.1m/2=1.05m
Load = 3x1.05=3.15 kn/m

8.3 Live Load

Live load = 5KN/m2

Load = 5 x 1.05 = 5.25 KN/m

8.4 Wind Load

Wind loads (WL) calculated as per BS6399 Part-2 1997,

Dynamic Pressure,
qs = 0.613 X Ve2
Ve = Vs X Sb
Vs = Vb X Sa X Sd X Ss X Sp
The structure is located at a height of 10 m.
Basic wind speed assumed as 45 m/s.
Gust peak factor = 1.77,
Basic Wind speed Vb = 45 / 1.77 = 25 m/s
Basic wind speed Vb = 25 m/sec
Where,
Topography factor, Sa = 1.0
Directional factor, Sd = 1.0
Seasonal factor, Ss = 1.0
Probability factor, Sp = 1.0
Vs = 25.42 X 1.0 X 1.0 X 1.0 X 1.0 = 25.42 m/s
Sb = Terrain & Building factor = 1.45(Assuming that the site is in town, extending > 2 Km upwind from the site and
closet distance to sea upwind is 10 KM with an effective height as 5m)
Ve = 25 X 1.05
Ve =26.25 m/sec
Wind pressure qs = 0.613 X Ve2
Wind pressure q = 0.613 x (26.25)2
Wind pressure q =422.39N/m2 or .42KN/m2
Maximum Wind Pressure to be considered as .422KPa
Minimum Windload 1kN/m Applied

Max Wind Pressure wind ward considered – 1.0KPa

Max Wind Pressure suction considered – 1.0KPa

Windload=1x1.05=1.05KN/m

9.0 Analysis and Design Results

9.1. Deflection check:

Actual deflection-22.4mm
Allowable Deflection = L/240
=13200/240=55mm,Hence safe
9.2 Support reactions
 `

9.3 Utilization ratio

Max Utilization ratio-0.69

Utilization Ratio Less than 1.0,
Hence Safe.
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15:51:39
Administrator
Job: end plate weld -- Connection: endplateweld

CONNECTION: endplateweld - Weld Group

Weld: 8 FW/440

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LIMCON V3.63.2.4 C:\Users\Administrator\Desktop\ON GOING JOBS\manhal\18025\end plate weld.lmc

 Job Number Sheet
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Holding-down Bolt Design - SANS 10162 - 2005

Material Strength Properties
fcu : 30 MPa
fu Bolt : 800 MPa
Bolt Grade : 8.8
Bolt fy : 640 MPa
Bolt fu : 800 MPa
fy Baseplate : 275 MPa
fu Baseplate : 275 MPa
fy Column : 275 MPa
fu Column : 275 MPa
tu Weld : 440 MPa

Column Section
I2 610x229x101

BasPlate Design Data:

Plate Shape : Rectangular
Height : 250 mm
Breadth : 623 mm
Thickness : 16 mm

Weld Properties
Size :10 mm Fillet Weld

Bolt Properties
Diameter : 12 mm
Achor Length : 200 mm
Compression not allowed in bolts

Bolt End Plate Properties

Bolt Resistance Forces

Bolt Netto Cross Section 25.2.2.1

0.75 .  . d 2
An =
4
0.75 × ×12 2
=
4
= 84.823 mm2

Tension Resistance 25.2.2.1

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0.67 . An . fu
Tr =
1000
0.67 ×84.823 ×800
=
1000
= 45.465 kN

Tension Resistance Concrete 25.2.2.1

0.28 . fcu . pi . d . lb + 0.6 . fcu . (AnchorArea - BoltArea )

Trc =
1000
0.28 × 30 ×3.1416 ×12 ×200 + 0.6 ×30 ×(254.47 - 113.1 )
=
1000
= 14.108 kN

Shear Resistance 25.2.3.3

0.6 . 0.67 . 0.7 . An . fu

Vr =
1000
0.6 ×0.67 ×0.7 ×84.823 ×800
=
1000
= 19.095 kN

Compression Resistance 13.3.1

0.9 . An . fu
Cr =
1000
0.9 ×84.823 ×800
=
1000
= 61.073 kN

Find Effective Compression Area

Calculate Zpl

b . tp 2
Zpl =
4
1 ×16 2
=
4
= 64.000
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Moment of Resistance equation 13.5

Mr = 0.9 . Zpl . fy
= 0.9 ×64 ×275
= 15.84×103

Moment Ultimate equation

Mu = (c*b)*(c/2)*fcu

Through substitution cMax can be calculated

Effective Distance from Edge of Section

fy
Zpl . 2 . 0.9 .
1.15
cMax =
fcu
b.
1.5
275
64 ×2 ×0.9 ×
1.15
=
30
1×
1.5
= 37.113 mm
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Calculation Sheet for Load Case : 1

Factored loads
P: 93 kN
Vx : 1 kN
Torsion : 3 kNm
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Find Equilibruim
The actual number of Grid Point used for calculation is 1126

Moment balancing
Sum Of Moments around X-axis = 0.0 kNm
Sum Of Moments around Y-axis = 0.0 kNm

Axial Force balancing

Sum Of Forces in Y-direction = 0.0 kN
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The Shear Resistance in the Bolts Resists the Following Forces:

Forces in X-direction
Moments around Y-axis
Forces in Z-direction

Calculating Factors of Concrete

StrainMax
FOS =
Strain
.0035
=
.00005
= 70.000

Calculating Factors of Safety in Critical Bolt

Shear in Bolts
Critical Bolt Shear

Vr
FOS =
Shear
19
=
2.6774
= 7.096

Welds
Since unit values are used for the length and size of the weld, the capacity
of this layout is given in kN/mm

The capacity, Vr is the lesser of Vr1 and Vr2:

Resistance of weld material

Tu .
0.67 . 0.707 . Size
1.5
Vr1 =
1000
440
0.67 × ×0.707 ×10
1.5
=
1000
= 1.389 kN/mm

Resistance of parent material

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fy .
0.9 . 0.707 . Size
1.5
Vr2 =
1000
275
0.9 × ×0.707 ×10
1.5
=
1000
= 1.167 kN/mm

Capacity of 10mm weld is 1.167kN/mm

Resistance
FOS =
Force
1.1665
=
.04567
= 25.542
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Job Information
Engineer Checked Approved

Name:
Date: 06-Jan-21

Structure Type SPACE FRAME

Number of Nodes 24 Highest Node 24

Number of Elements 32 Highest Beam 32

Number of Basic Load Cases 7

Number of Combination Load Cases 15

Included in this printout are data for:

All The Whole Structure

Included in this printout are results for load cases:

Type L/C Name

Primary 1 SELF WEIGHT

Primary 2 DEAD LOAD
Primary 3 LIVE LOAD
Primary 5 WINDLOAD DOWNWARDS
Primary 6 WIND LOAD UPWARDS
Primary 8 TEMP +25
Primary 9 TEMP -25
Combination 10 1.2 DL + 1.6 LL+ 0.5WL
Combination 11 1.2 DL + 1.6 LL+ 0.5WL
Combination 12 1.2 DL + 1.6 LL+ 0.5WL
Combination 13 1.2 DL + 1.6 LL+ 0.5WL
Combination 14 0.9 DL + 1.6 WL UP
Combination 15 0.9 DL + 1.6 WL DN
Combination 16 0.9 DL + 1.6 WL UP
Combination 17 0.9 DL + 1.6 WL DN
Combination 18 1.2 DL +1.6 LL+1.2 TL
Combination 19 1.2 DL +1.6 LL+1.2 TL
Combination 101 1.0 DL +1.0WL
Combination 102 1.0 DL +1.0WL
Combination 103 1.0 DL +1.0WL
Combination 104 1.0 DL +1.0WL
Combination 105 1.0 DL +1.0LL

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Nodes
Node X Y Z
(m) (m) (m)
1 0.000 0.000 0.000
2 13.200 0.000 0.000
3 0.000 0.000 2.100
4 13.200 0.000 2.100
5 0.075 0.000 2.100
6 0.075 0.000 0.000
7 1.351 0.000 2.100
8 1.351 0.000 0.000
9 2.851 0.000 2.100
10 2.851 0.000 0.000
11 4.351 0.000 2.100
12 4.351 0.000 0.000
13 5.851 0.000 2.100
14 5.851 0.000 0.000
15 7.351 0.000 2.100
16 7.351 0.000 0.000
17 8.851 0.000 2.100
18 8.851 0.000 0.000
19 10.351 0.000 2.100
20 10.351 0.000 0.000
21 11.851 0.000 2.100
22 11.851 0.000 0.000
23 13.126 0.000 2.100
24 13.126 0.000 0.000

Beams
Beam Node A Node B Length Property 
(m) (degrees)
1 1 6 0.075 1 0
2 3 5 0.075 1 0
3 5 7 1.276 1 0
4 6 8 1.276 1 0
5 5 6 2.100 2 0
6 7 9 1.500 1 0
7 8 10 1.500 1 0
8 7 8 2.100 2 0
9 9 11 1.500 1 0
10 10 12 1.500 1 0
11 9 10 2.100 2 0
12 11 13 1.500 1 0
13 12 14 1.500 1 0
14 11 12 2.100 2 0
15 13 15 1.500 1 0

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Beams Cont...
Beam Node A Node B Length Property 
(m) (degrees)
16 14 16 1.500 1 0
17 13 14 2.100 2 0
18 15 17 1.500 1 0
19 16 18 1.500 1 0
20 15 16 2.100 2 0
21 17 19 1.500 1 0
22 18 20 1.500 1 0
23 17 18 2.100 2 0
24 19 21 1.500 1 0
25 20 22 1.500 1 0
26 19 20 2.100 2 0
27 21 23 1.275 1 0
28 22 24 1.275 1 0
29 21 22 2.100 2 0
30 23 4 0.074 1 0
31 24 2 0.074 1 0
32 23 24 2.100 2 0

Section Properties
Prop Section Area Iyy Izz J Material
(cm2) (cm4) (cm4) (cm4)
1 UB610X229X101 129.000 2.91E+3 75.8E+3 76.951 STEEL
2 CH100X50X10 13.000 32.300 208.000 2.428 STEEL

Materials
Mat Name E  Density 
(kN/mm2) (kg/m3) (/°C)
1 STEEL 205.000 0.300 7.83E+3 12E -6
2 STAINLESSSTEEL 197.930 0.300 7.83E+3 18E -6
3 ALUMINUM 68.948 0.330 2.71E+3 23E -6
4 CONCRETE 21.718 0.170 2.4E+3 10E -6

Supports
Node X Y Z rX rY rZ
(kN/mm) (kN/mm) (kN/mm) (kN-m/deg) (kN-m/deg) (kN-m/deg)
1 Fixed Fixed Fixed - - -
2 Fixed Fixed Fixed - - -
3 Fixed Fixed Fixed - - -
4 Fixed Fixed Fixed - - -

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Releases
There is no data of this type.

Primary Load Cases

Number Name Type

1 SELF WEIGHT None

2 DEAD LOAD None
3 LIVE LOAD None
5 WINDLOAD DOWNWARDS None
6 WIND LOAD UPWARDS None
8 TEMP +25 Temperature
9 TEMP -25 Temperature

Combination Load Cases

Comb. Combination L/C Name Primary Primary L/C Name Factor

10 1.2 DL + 1.6 LL+ 0.5WL 1 SELF WEIGHT 1.20

2 DEAD LOAD 1.20
3 LIVE LOAD 1.60
11 1.2 DL + 1.6 LL+ 0.5WL 1 SELF WEIGHT 1.20
2 DEAD LOAD 1.20
3 LIVE LOAD 1.60
5 WINDLOAD DOWNWARDS 0.50
12 1.2 DL + 1.6 LL+ 0.5WL 1 SELF WEIGHT 1.20
2 DEAD LOAD 1.20
3 LIVE LOAD 1.60
6 WIND LOAD UPWARDS 0.50
13 1.2 DL + 1.6 LL+ 0.5WL 1 SELF WEIGHT 1.20
2 DEAD LOAD 1.20
3 LIVE LOAD 1.60
14 0.9 DL + 1.6 WL UP 1 SELF WEIGHT 0.90
2 DEAD LOAD 0.90
15 0.9 DL + 1.6 WL DN 1 SELF WEIGHT 0.90
2 DEAD LOAD 0.90
5 WINDLOAD DOWNWARDS 1.60
16 0.9 DL + 1.6 WL UP 1 SELF WEIGHT 0.90
2 DEAD LOAD 0.90
6 WIND LOAD UPWARDS 1.60
17 0.9 DL + 1.6 WL DN 1 SELF WEIGHT 0.90
2 DEAD LOAD 0.90
18 1.2 DL +1.6 LL+1.2 TL 1 SELF WEIGHT 1.20
2 DEAD LOAD 1.20
3 LIVE LOAD 1.60
8 TEMP +25 1.20

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Combination Load Cases Cont...

Comb. Combination L/C Name Primary Primary L/C Name Factor

19 1.2 DL +1.6 LL+1.2 TL 1 SELF WEIGHT 1.20

2 DEAD LOAD 1.20
3 LIVE LOAD 1.60
101 1.0 DL +1.0WL 1 SELF WEIGHT 1.00
2 DEAD LOAD 1.00
102 1.0 DL +1.0WL 1 SELF WEIGHT 1.00
2 DEAD LOAD 1.00
5 WINDLOAD DOWNWARDS 1.00
103 1.0 DL +1.0WL 1 SELF WEIGHT 1.00
2 DEAD LOAD 1.00
6 WIND LOAD UPWARDS 1.00
104 1.0 DL +1.0WL 1 SELF WEIGHT 1.00
2 DEAD LOAD 1.00
105 1.0 DL +1.0LL 1 SELF WEIGHT 1.00
2 DEAD LOAD 1.00
3 LIVE LOAD 1.00

Load Generators
There is no data of this type.

1 SELF WEIGHT : Selfweight

Direction Factor Assigned Geometry

Y -1.000 ALL

2 DEAD LOAD : Beam Loads

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
1 UNI kN/m GY -3.150 - - - -
2 UNI kN/m GY -3.150 - - - -
3 UNI kN/m GY -3.150 - - - -
4 UNI kN/m GY -3.150 - - - -
5 UNI kN/m GY -2.250 - - - -
6 UNI kN/m GY -3.150 - - - -
7 UNI kN/m GY -3.150 - - - -
8 UNI kN/m GY -2.250 - - - -
9 UNI kN/m GY -3.150 - - - -
10 UNI kN/m GY -3.150 - - - -
11 UNI kN/m GY -2.250 - - - -
12 UNI kN/m GY -3.150 - - - -
13 UNI kN/m GY -3.150 - - - -

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2 DEAD LOAD : Beam Loads Cont...

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
14 UNI kN/m GY -2.250 - - - -
15 UNI kN/m GY -3.150 - - - -
16 UNI kN/m GY -3.150 - - - -
17 UNI kN/m GY -2.250 - - - -
18 UNI kN/m GY -3.150 - - - -
19 UNI kN/m GY -3.150 - - - -
20 UNI kN/m GY -2.250 - - - -
21 UNI kN/m GY -3.150 - - - -
22 UNI kN/m GY -3.150 - - - -
23 UNI kN/m GY -2.250 - - - -
24 UNI kN/m GY -3.150 - - - -
25 UNI kN/m GY -3.150 - - - -
26 UNI kN/m GY -2.250 - - - -
27 UNI kN/m GY -3.150 - - - -
28 UNI kN/m GY -3.150 - - - -
29 UNI kN/m GY -2.250 - - - -
30 UNI kN/m GY -3.150 - - - -
31 UNI kN/m GY -3.150 - - - -
32 UNI kN/m GY -2.250 - - - -

3 LIVE LOAD : Beam Loads

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
1 UNI kN/m GY -5.250 - - - -
2 UNI kN/m GY -5.250 - - - -
3 UNI kN/m GY -5.250 - - - -
4 UNI kN/m GY -5.250 - - - -
5 UNI kN/m GY -3.750 - - - -
6 UNI kN/m GY -5.250 - - - -
7 UNI kN/m GY -5.250 - - - -
8 UNI kN/m GY -3.750 - - - -
9 UNI kN/m GY -5.250 - - - -
10 UNI kN/m GY -5.250 - - - -
11 UNI kN/m GY -3.750 - - - -
12 UNI kN/m GY -5.250 - - - -
13 UNI kN/m GY -5.250 - - - -
14 UNI kN/m GY -3.750 - - - -
15 UNI kN/m GY -5.250 - - - -
16 UNI kN/m GY -5.250 - - - -
17 UNI kN/m GY -3.750 - - - -
18 UNI kN/m GY -5.250 - - - -
19 UNI kN/m GY -5.250 - - - -
20 UNI kN/m GY -3.750 - - - -

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3 LIVE LOAD : Beam Loads Cont...

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
21 UNI kN/m GY -5.250 - - - -
22 UNI kN/m GY -5.250 - - - -
23 UNI kN/m GY -3.750 - - - -
24 UNI kN/m GY -5.250 - - - -
25 UNI kN/m GY -5.250 - - - -
26 UNI kN/m GY -3.750 - - - -
27 UNI kN/m GY -5.250 - - - -
28 UNI kN/m GY -5.250 - - - -
29 UNI kN/m GY -3.750 - - - -
30 UNI kN/m GY -5.250 - - - -
31 UNI kN/m GY -5.250 - - - -
32 UNI kN/m GY -3.750 - - - -

5 WINDLOAD DOWNWARDS : Beam Loads

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
1 UNI kN/m GY -1.000 - - - -
2 UNI kN/m GY -1.000 - - - -
3 UNI kN/m GY -1.000 - - - -
4 UNI kN/m GY -1.000 - - - -
5 UNI kN/m GY -1.000 - - - -
6 UNI kN/m GY -1.000 - - - -
7 UNI kN/m GY -1.000 - - - -
8 UNI kN/m GY -1.000 - - - -
9 UNI kN/m GY -1.000 - - - -
10 UNI kN/m GY -1.000 - - - -
11 UNI kN/m GY -1.000 - - - -
12 UNI kN/m GY -1.000 - - - -
13 UNI kN/m GY -1.000 - - - -
14 UNI kN/m GY -1.000 - - - -
15 UNI kN/m GY -1.000 - - - -
16 UNI kN/m GY -1.000 - - - -
17 UNI kN/m GY -1.000 - - - -
18 UNI kN/m GY -1.000 - - - -
19 UNI kN/m GY -1.000 - - - -
20 UNI kN/m GY -1.000 - - - -
21 UNI kN/m GY -1.000 - - - -
22 UNI kN/m GY -1.000 - - - -
23 UNI kN/m GY -1.000 - - - -
24 UNI kN/m GY -1.000 - - - -
25 UNI kN/m GY -1.000 - - - -
26 UNI kN/m GY -1.000 - - - -
27 UNI kN/m GY -1.000 - - - -

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5 WINDLOAD DOWNWARDS : Beam Loads Cont...

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
28 UNI kN/m GY -1.000 - - - -
29 UNI kN/m GY -1.000 - - - -
30 UNI kN/m GY -1.000 - - - -
31 UNI kN/m GY -1.000 - - - -
32 UNI kN/m GY -1.000 - - - -

6 WIND LOAD UPWARDS : Beam Loads

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
1 UNI kN/m GY 1.000 - - - -
2 UNI kN/m GY 1.000 - - - -
3 UNI kN/m GY 1.000 - - - -
4 UNI kN/m GY 1.000 - - - -
5 UNI kN/m GY 1.000 - - - -
6 UNI kN/m GY 1.000 - - - -
7 UNI kN/m GY 1.000 - - - -
8 UNI kN/m GY 1.000 - - - -
9 UNI kN/m GY 1.000 - - - -
10 UNI kN/m GY 1.000 - - - -
11 UNI kN/m GY 1.000 - - - -
12 UNI kN/m GY 1.000 - - - -
13 UNI kN/m GY 1.000 - - - -
14 UNI kN/m GY 1.000 - - - -
15 UNI kN/m GY 1.000 - - - -
16 UNI kN/m GY 1.000 - - - -
17 UNI kN/m GY 1.000 - - - -
18 UNI kN/m GY 1.000 - - - -
19 UNI kN/m GY 1.000 - - - -
20 UNI kN/m GY 1.000 - - - -
21 UNI kN/m GY 1.000 - - - -
22 UNI kN/m GY 1.000 - - - -
23 UNI kN/m GY 1.000 - - - -
24 UNI kN/m GY 1.000 - - - -
25 UNI kN/m GY 1.000 - - - -
26 UNI kN/m GY 1.000 - - - -
27 UNI kN/m GY 1.000 - - - -
28 UNI kN/m GY 1.000 - - - -
29 UNI kN/m GY 1.000 - - - -
30 UNI kN/m GY 1.000 - - - -
31 UNI kN/m GY 1.000 - - - -
32 UNI kN/m GY 1.000 - - - -

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8 TEMP +25 : Temperature Loads

Temperature Dif.
Beam Axial Cross
(°C) (°C)
1 0.000 25.000
2 0.000 25.000
3 0.000 25.000
4 0.000 25.000
5 0.000 25.000
6 0.000 25.000
7 0.000 25.000
8 0.000 25.000
9 0.000 25.000
10 0.000 25.000
11 0.000 25.000
12 0.000 25.000
13 0.000 25.000
14 0.000 25.000
15 0.000 25.000
16 0.000 25.000
17 0.000 25.000
18 0.000 25.000
19 0.000 25.000
20 0.000 25.000
21 0.000 25.000
22 0.000 25.000
23 0.000 25.000
24 0.000 25.000
25 0.000 25.000
26 0.000 25.000
27 0.000 25.000
28 0.000 25.000
29 0.000 25.000
30 0.000 25.000
31 0.000 25.000
32 0.000 25.000

Print Time/Date: 23/08/2021 13:30 STAAD.Pro V8i (SELECTseries 6) 20.07.11.33 Print Run 9 of 13
 Job No Sheet No Rev
10
Part
Software licensed to HP
Job Title Ref

By Date06-Jan-21 Chd

Client File bridge model.STD Date/Time 15-Aug-2021 15:49

9 TEMP -25 : Temperature Loads

Temperature Dif.
Beam Axial Cross
(°C) (°C)
1 0.000 -25.000
2 0.000 -25.000
3 0.000 -25.000
4 0.000 -25.000
5 0.000 -25.000
6 0.000 -25.000
7 0.000 -25.000
8 0.000 -25.000
9 0.000 -25.000
10 0.000 -25.000
11 0.000 -25.000
12 0.000 -25.000
13 0.000 -25.000
14 0.000 -25.000
15 0.000 -25.000
16 0.000 -25.000
17 0.000 -25.000
18 0.000 -25.000
19 0.000 -25.000
20 0.000 -25.000
21 0.000 -25.000
22 0.000 -25.000
23 0.000 -25.000
24 0.000 -25.000
25 0.000 -25.000
26 0.000 -25.000
27 0.000 -25.000
28 0.000 -25.000
29 0.000 -25.000
30 0.000 -25.000
31 0.000 -25.000
32 0.000 -25.000

Print Time/Date: 23/08/2021 13:30 STAAD.Pro V8i (SELECTseries 6) 20.07.11.33 Print Run 10 of 13
 Job No Sheet No Rev
11
Part
Software licensed to HP
Job Title Ref

By Date06-Jan-21 Chd

Client File bridge model.STD Date/Time 15-Aug-2021 15:49

Reactions
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(kN) (kN) (kN) (kNm) (kNm) (kNm)
1 1:SELF WEIGHT 0.000 7.065 0.000 0.000 0.000 0.000
2:DEAD LOAD 0.000 32.601 0.000 0.000 0.000 0.000
3:LIVE LOAD 0.000 54.335 0.000 0.000 0.000 0.000
5:WINDLOAD DOWNWARDS
0.000 11.849 0.000 0.000 0.000 0.000
6:WIND LOAD UPWARDS
0.000 -11.849 0.000 0.000 0.000 0.000
8:TEMP +25 -2.182 -0.000 -0.557 0.000 0.000 0.000
9:TEMP -25 2.182 0.000 0.557 0.000 0.000 0.000
10:1.2 DL + 1.6 LL+ 0.5WL
0.000 134.534 0.000 0.000 0.000 0.000
11:1.2 DL + 1.6 LL+ 0.5WL
0.000 140.459 0.000 0.000 0.000 0.000
12:1.2 DL + 1.6 LL+ 0.5WL
0.000 128.610 0.000 0.000 0.000 0.000
13:1.2 DL + 1.6 LL+ 0.5WL
0.000 134.534 0.000 0.000 0.000 0.000
14:0.9 DL + 1.6 WL UP
0.000 35.699 0.000 0.000 0.000 0.000
15:0.9 DL + 1.6 WL DN
0.000 54.658 0.000 0.000 0.000 0.000
16:0.9 DL + 1.6 WL UP
0.000 16.740 0.000 0.000 0.000 0.000
17:0.9 DL + 1.6 WL DN
0.000 35.699 0.000 0.000 0.000 0.000
18:1.2 DL +1.6 LL+1.2
-2.619
TL 134.534 -0.668 0.000 0.000 0.000
19:1.2 DL +1.6 LL+1.20.000
TL 134.534 0.000 0.000 0.000 0.000
101:1.0 DL +1.0WL 0.000 39.666 0.000 0.000 0.000 0.000
102:1.0 DL +1.0WL 0.000 51.515 0.000 0.000 0.000 0.000
103:1.0 DL +1.0WL 0.000 27.816 0.000 0.000 0.000 0.000
104:1.0 DL +1.0WL 0.000 39.666 0.000 0.000 0.000 0.000
105:1.0 DL +1.0LL 0.000 94.000 0.000 0.000 0.000 0.000
2 1:SELF WEIGHT 0.000 7.065 0.000 0.000 0.000 0.000
2:DEAD LOAD 0.000 32.604 0.000 0.000 0.000 0.000
3:LIVE LOAD 0.000 54.340 0.000 0.000 0.000 0.000
5:WINDLOAD DOWNWARDS
0.000 11.851 0.000 0.000 0.000 0.000
6:WIND LOAD UPWARDS
0.000 -11.851 0.000 0.000 0.000 0.000
8:TEMP +25 2.184 -0.000 0.556 0.000 0.000 0.000
9:TEMP -25 -2.184 0.000 -0.556 0.000 0.000 0.000
10:1.2 DL + 1.6 LL+ 0.5WL
0.000 134.547 0.000 0.000 0.000 0.000
11:1.2 DL + 1.6 LL+ 0.5WL
0.000 140.472 0.000 0.000 0.000 0.000
12:1.2 DL + 1.6 LL+ 0.5WL
0.000 128.622 0.000 0.000 0.000 0.000
13:1.2 DL + 1.6 LL+ 0.5WL
0.000 134.547 0.000 0.000 0.000 0.000
14:0.9 DL + 1.6 WL UP
0.000 35.702 0.000 0.000 0.000 0.000
15:0.9 DL + 1.6 WL DN
0.000 54.663 0.000 0.000 0.000 0.000
16:0.9 DL + 1.6 WL UP
0.000 16.741 0.000 0.000 0.000 0.000
17:0.9 DL + 1.6 WL DN
0.000 35.702 0.000 0.000 0.000 0.000
18:1.2 DL +1.6 LL+1.22.621
TL 134.547 0.667 0.000 0.000 0.000
19:1.2 DL +1.6 LL+1.20.000
TL 134.547 0.000 0.000 0.000 0.000
101:1.0 DL +1.0WL 0.000 39.669 0.000 0.000 0.000 0.000
102:1.0 DL +1.0WL 0.000 51.520 0.000 0.000 0.000 0.000
103:1.0 DL +1.0WL 0.000 27.818 0.000 0.000 0.000 0.000
104:1.0 DL +1.0WL 0.000 39.669 0.000 0.000 0.000 0.000
105:1.0 DL +1.0LL 0.000 94.009 0.000 0.000 0.000 0.000

Print Time/Date: 23/08/2021 13:30 STAAD.Pro V8i (SELECTseries 6) 20.07.11.33 Print Run 11 of 13
 Job No Sheet No Rev
12
Part
Software licensed to HP
Job Title Ref

By Date06-Jan-21 Chd

Client File bridge model.STD Date/Time 15-Aug-2021 15:49

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(kN) (kN) (kN) (kNm) (kNm) (kNm)
3 1:SELF WEIGHT 0.000 7.065 0.000 0.000 0.000 0.000
2:DEAD LOAD 0.000 32.601 0.000 0.000 0.000 0.000
3:LIVE LOAD 0.000 54.335 0.000 0.000 0.000 0.000
5:WINDLOAD DOWNWARDS
0.000 11.849 0.000 0.000 0.000 0.000
6:WIND LOAD UPWARDS
0.000 -11.849 0.000 0.000 0.000 0.000
8:TEMP +25 2.182 0.000 0.557 0.000 0.000 0.000
9:TEMP -25 -2.182 -0.000 -0.557 0.000 0.000 0.000
10:1.2 DL + 1.6 LL+ 0.5WL
0.000 134.534 0.000 0.000 0.000 0.000
11:1.2 DL + 1.6 LL+ 0.5WL
0.000 140.459 0.000 0.000 0.000 0.000
12:1.2 DL + 1.6 LL+ 0.5WL
0.000 128.610 0.000 0.000 0.000 0.000
13:1.2 DL + 1.6 LL+ 0.5WL
0.000 134.534 0.000 0.000 0.000 0.000
14:0.9 DL + 1.6 WL UP
0.000 35.699 0.000 0.000 0.000 0.000
15:0.9 DL + 1.6 WL DN
0.000 54.658 0.000 0.000 0.000 0.000
16:0.9 DL + 1.6 WL UP
0.000 16.740 0.000 0.000 0.000 0.000
17:0.9 DL + 1.6 WL DN
0.000 35.699 0.000 0.000 0.000 0.000
18:1.2 DL +1.6 LL+1.22.619
TL 134.534 0.668 0.000 0.000 0.000
19:1.2 DL +1.6 LL+1.20.000
TL 134.534 0.000 0.000 0.000 0.000
101:1.0 DL +1.0WL 0.000 39.666 0.000 0.000 0.000 0.000
102:1.0 DL +1.0WL 0.000 51.515 0.000 0.000 0.000 0.000
103:1.0 DL +1.0WL 0.000 27.816 0.000 0.000 0.000 0.000
104:1.0 DL +1.0WL 0.000 39.666 0.000 0.000 0.000 0.000
105:1.0 DL +1.0LL 0.000 94.000 0.000 0.000 0.000 0.000
4 1:SELF WEIGHT 0.000 7.065 0.000 0.000 0.000 0.000
2:DEAD LOAD 0.000 32.604 0.000 0.000 0.000 0.000
3:LIVE LOAD 0.000 54.340 0.000 0.000 0.000 0.000
5:WINDLOAD DOWNWARDS
0.000 11.851 0.000 0.000 0.000 0.000
6:WIND LOAD UPWARDS
0.000 -11.851 0.000 0.000 0.000 0.000
8:TEMP +25 -2.184 0.000 -0.556 0.000 0.000 0.000
9:TEMP -25 2.184 -0.000 0.556 0.000 0.000 0.000
10:1.2 DL + 1.6 LL+ 0.5WL
0.000 134.547 0.000 0.000 0.000 0.000
11:1.2 DL + 1.6 LL+ 0.5WL
0.000 140.472 0.000 0.000 0.000 0.000
12:1.2 DL + 1.6 LL+ 0.5WL
0.000 128.622 0.000 0.000 0.000 0.000
13:1.2 DL + 1.6 LL+ 0.5WL
0.000 134.547 0.000 0.000 0.000 0.000
14:0.9 DL + 1.6 WL UP
0.000 35.702 0.000 0.000 0.000 0.000
15:0.9 DL + 1.6 WL DN
0.000 54.663 0.000 0.000 0.000 0.000
16:0.9 DL + 1.6 WL UP
0.000 16.741 0.000 0.000 0.000 0.000
17:0.9 DL + 1.6 WL DN
0.000 35.702 0.000 0.000 0.000 0.000
18:1.2 DL +1.6 LL+1.2
-2.621
TL 134.547 -0.667 0.000 0.000 0.000
19:1.2 DL +1.6 LL+1.20.000
TL 134.547 0.000 0.000 0.000 0.000
101:1.0 DL +1.0WL 0.000 39.669 0.000 0.000 0.000 0.000
102:1.0 DL +1.0WL 0.000 51.520 0.000 0.000 0.000 0.000
103:1.0 DL +1.0WL 0.000 27.818 0.000 0.000 0.000 0.000
104:1.0 DL +1.0WL 0.000 39.669 0.000 0.000 0.000 0.000
105:1.0 DL +1.0LL 0.000 94.009 0.000 0.000 0.000 0.000

Print Time/Date: 23/08/2021 13:30 STAAD.Pro V8i (SELECTseries 6) 20.07.11.33 Print Run 12 of 13
 Job No Sheet No Rev
13
Part
Software licensed to HP
Job Title Ref

By Date06-Jan-21 Chd

Client File bridge model.STD Date/Time 15-Aug-2021 15:49

Utilization Ratio
Beam Analysis Design Actual Allowable Ratio Clause L/C Ax Iz Iy Ix
Property Property Ratio Ratio (Act./Allow.) (cm2) (cm4) (cm4) (cm4)
1 UB610X229X101
UB610X229X101
0.149 1.000 0.149 Sec. G2.1(a) 11 129.000 75.8E+3 2.91E+3 76.951
2 UB610X229X101
UB610X229X101
0.149 1.000 0.149 Sec. G2.1(a) 11 129.000 75.8E+3 2.91E+3 76.951
3 UB610X229X101
UB610X229X101
0.256 1.000 0.256 Eq. H1-1b 11 129.000 75.8E+3 2.91E+3 76.951
4 UB610X229X101
UB610X229X101
0.256 1.000 0.256 Eq. H1-1b 11 129.000 75.8E+3 2.91E+3 76.951
5 CH100X50X10CH100X50X10 0.537 1.000 0.537 Eq. H1-1b 11 13.000 208.000 32.300 2.510
6 UB610X229X101
UB610X229X101
0.470 1.000 0.470 Eq. H1-1b 11 129.000 75.8E+3 2.91E+3 76.951
7 UB610X229X101
UB610X229X101
0.470 1.000 0.470 Eq. H1-1b 11 129.000 75.8E+3 2.91E+3 76.951
8 CH100X50X10CH100X50X10 0.537 1.000 0.537 Eq. H1-1b 11 13.000 208.000 32.300 2.510
9 UB610X229X101
UB610X229X101
0.612 1.000 0.612 Eq. H1-1b 11 129.000 75.8E+3 2.91E+3 76.951
10 UB610X229X101
UB610X229X101
0.612 1.000 0.612 Eq. H1-1b 11 129.000 75.8E+3 2.91E+3 76.951
11 CH100X50X10CH100X50X10 0.537 1.000 0.537 Eq. H1-1b 11 13.000 208.000 32.300 2.510
12 UB610X229X101
UB610X229X101
0.684 1.000 0.684 Eq. H1-1b 11 129.000 75.8E+3 2.91E+3 76.951
13 UB610X229X101
UB610X229X101
0.684 1.000 0.684 Eq. H1-1b 11 129.000 75.8E+3 2.91E+3 76.951
14 CH100X50X10CH100X50X10 0.537 1.000 0.537 Eq. H1-1b 11 13.000 208.000 32.300 2.510
15 UB610X229X101
UB610X229X101
0.690 1.000 0.690 Eq. H1-1b 11 129.000 75.8E+3 2.91E+3 76.951
16 UB610X229X101
UB610X229X101
0.690 1.000 0.690 Eq. H1-1b 11 129.000 75.8E+3 2.91E+3 76.951
17 CH100X50X10CH100X50X10 0.537 1.000 0.537 Eq. H1-1b 11 13.000 208.000 32.300 2.510
18 UB610X229X101
UB610X229X101
0.684 1.000 0.684 Eq. H1-1b 11 129.000 75.8E+3 2.91E+3 76.951
19 UB610X229X101
UB610X229X101
0.684 1.000 0.684 Eq. H1-1b 11 129.000 75.8E+3 2.91E+3 76.951
20 CH100X50X10CH100X50X10 0.537 1.000 0.537 Eq. H1-1b 11 13.000 208.000 32.300 2.510
21 UB610X229X101
UB610X229X101
0.612 1.000 0.612 Eq. H1-1b 11 129.000 75.8E+3 2.91E+3 76.951
22 UB610X229X101
UB610X229X101
0.612 1.000 0.612 Eq. H1-1b 11 129.000 75.8E+3 2.91E+3 76.951
23 CH100X50X10CH100X50X10 0.537 1.000 0.537 Eq. H1-1b 11 13.000 208.000 32.300 2.510
24 UB610X229X101
UB610X229X101
0.470 1.000 0.470 Eq. H1-1b 11 129.000 75.8E+3 2.91E+3 76.951
25 UB610X229X101
UB610X229X101
0.470 1.000 0.470 Eq. H1-1b 11 129.000 75.8E+3 2.91E+3 76.951
26 CH100X50X10CH100X50X10 0.537 1.000 0.537 Eq. H1-1b 11 13.000 208.000 32.300 2.510
27 UB610X229X101
UB610X229X101
0.256 1.000 0.256 Eq. H1-1b 11 129.000 75.8E+3 2.91E+3 76.951
28 UB610X229X101
UB610X229X101
0.256 1.000 0.256 Eq. H1-1b 11 129.000 75.8E+3 2.91E+3 76.951
29 CH100X50X10CH100X50X10 0.537 1.000 0.537 Eq. H1-1b 11 13.000 208.000 32.300 2.510
30 UB610X229X101
UB610X229X101
0.149 1.000 0.149 Sec. G2.1(a) 11 129.000 75.8E+3 2.91E+3 76.951
31 UB610X229X101
UB610X229X101
0.149 1.000 0.149 Sec. G2.1(a) 11 129.000 75.8E+3 2.91E+3 76.951
32 CH100X50X10CH100X50X10 0.537 1.000 0.537 Eq. H1-1b 11 13.000 208.000 32.300 2.510

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Print Time/Date: 23/08/2021 13:30 STAAD.Pro V8i (SELECTseries 6) 20.07.11.33 Print Run 13 of 13