4550

5000

TOP ROOF STRUCTURE PLAN

& SECTION


 



ACA-01
 TOP ROOF STRUCTURE
DETAILS


 



ACA-02
STRUCTURAL DESIGN REPORT
TOP ROOF STRUCTURE
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

Tubes – cold formed ASTM A36 Fy = 250 N/mm 2

Rod, Channel, Angles etc. ASTM A36 Fy = 250 N/mm 2

Anchor bolts ASTM A36 Fy = 250 N/mm 2

Connection Bolt ASTM A325 Fy = 660 N/mm 2

Purlin Bolt ASTM 307 M Type A

Cold formed steel ASTM A653 Grade SS50, Class I Fy = 345 N/mm 2

Roof & Wall sheeting(Aluminum) ASTM B 209 Alloy 3003 H26

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

8.3 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

8.4 Live Load

8.5 Live Load
Roof Live load = 12 psf = 0.6 kN/m2
Considered F = 7,
At > 600 sqft

(Table Extracted from MBMA-2006)

Graphical Representation of roof live load

8.5 Wind Load

WIND LOAD CALCULATION :- Design Co ASCE-07 Ref. clause

Total height of Canopy H 18.5 m

Basic wind speed Vb = 45.00 m/s
Topographic factor, kzt=(1+k1k2k3)^2 kzt = 1.00 Clause 6.5.7.2

Wind directionality factor kd = 0.85 Table-6-4

Importance factor (category-III) I = 1.00 Table-6-1
Velocity pressure exposure coefficient kz = 1.1300 Table-6-3(Exposure C)
(varies with height)
2
Velocity pressure qz = 0.613*kz*kzt*kd*V *I
2
=1.19 kN/m

Wind Pressure for Roof

Design wind pressure P = qz*G*CN kN/m2

Gust effect facor G = 0.90

Wind Pressure coefficient calculation

Cofficient is calculated as per Figure-6-18A for the roof slope of 0 degrees

Windward face
Cofficient( Pressure
Load case
CNW) (qz*G*CN)
wind dwn 1.2 1.2852
wind up -0.85 -0.91

Load on column Table 6-22 ≔Cf2

Max Effective Width of column ≔ E ffective_Width= 250 mm
≔W=qz xGxCf xEffective Width =0.3213KN/m
9.0 Analysis and Design Results

9.1. Deflection check:

Deflection limits of Main Steel & Secondary Steel

Max Defelection 16.477mm .

allowable deflection- 7475/240=31.14mm
9.3 Utilization ratio

Max ratio-0.433<1 hence safe

 End plate ca;lculation-305x165x46
Hilti PROFIS Engineering 3.0.71

www.hilti.co.uk
Company: Page: 1
Address: Specifier: Mohammed Siddiq
Phone I Fax: | E-Mail:
Design: END PLATE (1) Date: 8/23/2021
Fastening point:

Specifier's comments:

1 Input data
Anchor type and diameter: HST3 M12 hef2
Return period (service life in years): 50
Item number: 2105719 HST3 M12x115 40/20
Filling set or any suitable annular gap filling solution
Effective embedment depth: hef = 70.0 mm, hnom = 80.0 mm
Material:
Evaluation Service Report: ETA 98/0001
Issued I Valid: 7/13/2020 | -
Proof: SOFA design method + fib (07/2011) - after ETAG testing
Stand-off installation: eb = 0.0 mm (no stand-off); t = 12.0 mm

Anchor plate :
R lx x ly x t = 180.0 mm x 320.0 mm x 12.0 mm; (Recommended plate thickness: not calculated)

Profile: Advance UKB, 305 x 165 x 46; (L x W x T x FT) = 306.6 mm x 165.7 mm x 6.7 mm x 11.8 mm
Base material: cracked concrete, C35/45, fc,cyl = 35.00 N/mm ; h = 800.0 mm
2

Installation: automatic cleaned drilled hole, Installation condition: Dry

Reinforcement: no reinforcement or reinforcement spacing >= 150 mm (any Ø) or >= 100 mm (Ø <= 10 mm)
no longitudinal edge reinforcement

R
- The anchor calculation is based on a rigid anchor plate assumption.

Geometry [mm] & Loading [kN, kNm]

Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

1
Hilti PROFIS Engineering 3.0.71

www.hilti.co.uk
Company: Page: 2
Address: Specifier: Mohammed Siddiq
Phone I Fax: | E-Mail:
Design: END PLATE (1) Date: 8/23/2021
Fastening point:

1.1 Load combination

Case Description Forces [kN] / Moments [kNm] Seismic Fire Max. Util. Anchor [%]
1 Combination 1 N = 1.000; Vx = 1.000; Vy = 5.000; no no 11
Mx = 0.000; My = 0.000; Mz = 1.000;

2 Load case/Resulting anchor forces y

5 1
Anchor reactions [kN]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 0.167 2.438 -1.751 1.696
2 0.167 2.084 2.084 -0.030 3 4 x
3 0.167 0.169 0.167 -0.030 Tension
4 0.167 1.704 0.167 1.696
5 0.167 1.751 -1.751 -0.030
6 0.167 2.687 2.084 1.696 2 6

max. concrete compressive strain: - [‰]

max. concrete compressive stress: - [N/mm ]
2

resulting tension force in (x/y)=(0.0/0.0): 1.000 [kN]

resulting compression force in (x/y)=(0.0/0.0): 0.000 [kN]

Anchor forces are calculated based on the assumption of a rigid anchor plate.

Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

2
Hilti PROFIS Engineering 3.0.71

www.hilti.co.uk
Company: Page: 3
Address: Specifier: Mohammed Siddiq
Phone I Fax: | E-Mail:
Design: END PLATE (1) Date: 8/23/2021
Fastening point:

3 Tension load SOFA (fib (07/2011), section 10.1)

Load [kN] Capacity [kN] Utilization bN [%] Status
Steel Strength* 0.167 32.214 1 OK
Pullout Strength* 0.167 17.889 1 OK
Concrete Breakout Failure** 1.000 49.607 3 OK
Splitting failure** N/A N/A N/A N/A

* highest loaded anchor **anchor group (anchors in tension)

3.1 Steel Strength

NRk,s [kN] gM,s NRd,s [kN] NSd [kN]

45.100 1.400 32.214 0.167

3.2 Pullout Strength

NRk,p [kN] yc g M,p NRd,p [kN] NSd [kN]

20.000 1.342 1.500 17.889 0.167

3.3 Concrete Breakout Failure

0 2
Ac,N [mm ]
2
Ac,N [mm ] y A,N ccr,N [mm] scr,N [mm]
123,000 44,100 2.789 105.0 210.0

ec1,N [mm] y ec1,N ec2,N [mm] y ec2,N y s,N y re,N

0.0 1.000 0.0 1.000 1.000 1.000
0
k1 NRk,c [kN] gM,c NRd,c [kN] NSd [kN]
7.700 26.679 1.500 49.607 1.000

Group anchor ID
1-6

Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

3
Hilti PROFIS Engineering 3.0.71

www.hilti.co.uk
Company: Page: 4
Address: Specifier: Mohammed Siddiq
Phone I Fax: | E-Mail:
Design: END PLATE (1) Date: 8/23/2021
Fastening point:

4 Shear load SOFA (fib (07/2011), section 10.2)

Load [kN] Capacity [kN] Utilization bV [%] Status
Steel Strength (without lever arm)* 2.687 28.320 10 OK
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength* 2.687 25.788 11 OK
Concrete edge failure in direction ** N/A N/A N/A N/A

* highest loaded anchor **anchor group (relevant anchors)

4.1 Steel Strength (without lever arm)

VRk,s [kN] gM,s VRd,s [kN] VSd [kN]

35.400 1.250 28.320 2.687

4.2 Pryout Strength

0 2
Ac,N [mm ]
2
Ac,N [mm ] y A,N ccr,N [mm] scr,N [mm] k4
23,000 44,100 0.522 105.0 210.0 2.780

ec1,V [mm] y ec1,N ec2,V [mm] y ec2,N y s,N y re,N

192.3 0.353 38.5 0.732 1.000 1.000
0
NRk,c [kN] gM,c,p VRd,cp [kN] VSd [kN]
26.679 1.500 25.788 2.687

Group anchor ID
6

Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

4
Hilti PROFIS Engineering 3.0.71

www.hilti.co.uk
Company: Page: 5
Address: Specifier: Mohammed Siddiq
Phone I Fax: | E-Mail:
Design: END PLATE (1) Date: 8/23/2021
Fastening point:

5 Combined tension and shear loads SOFA (fib (07/2011), section 10.3)
bN bV a Utilization bN,V [%] Status
steel 0.005 0.095 2.000 1 OK
concrete 0.020 0.104 1.500 4 OK

a a
bN + bV <= 1

6 Displacements (highest loaded anchor)

Short term loading:

NSk = 0.123 [kN] dN = 0.0104 [mm]

VSk = 1.991 [kN] dV = 0.3745 [mm]
dNV = 0.3746 [mm]
Long term loading:

NSk = 0.123 [kN] dN = 0.0208 [mm]

VSk = 1.991 [kN] dV = 0.5518 [mm]
dNV = 0.5522 [mm]

Comments: Tension displacements are valid with half of the required installation torque moment for uncracked concrete! Shear displacements
are valid without friction between the concrete and the anchor plate! The gap due to the drilled hole and clearance hole tolerances are not
included in this calculation!

The acceptable anchor displacements depend on the fastened construction and must be defined by the designer!

7 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2018, ETAG 001/Annex C,
EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the
anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering
calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions
explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results
must be checked for agreement with the existing conditions and for plausibility!
• The accessory list in this report is for the information of the user only. In any case, the instructions for use provided with the product have to
be followed to ensure a proper installation.
• The design method fib (07/2011) assumes that no hole clearance between the anchors and the fixture is present. This can be achieved by
filling the gap with mortar of sufficient compressive strength (e.g. by using the Hilti Filling set) or by other suitable means
• The compliance with current standards (e.g. EN 1993, AS 4100:1998, etc.) is the responsibility of the user
• Checking the transfer of loads into the base material is required in accordance with fib (07/2011)!
• The characteristic bond resistances depend on the return period (service life in years): 50

Fastening meets the design criteria!

Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

5
Hilti PROFIS Engineering 3.0.71

www.hilti.co.uk
Company: Page: 6
Address: Specifier: Mohammed Siddiq
Phone I Fax: | E-Mail:
Design: END PLATE (1) Date: 8/23/2021
Fastening point:

8 Installation data
2 2
Anchor plate, steel: S 275; E = 210,000.00 N/mm ; fyk = 275.00 N/mm Anchor type and diameter: HST3 M12 hef2
Profile: Advance UKB, 305 x 165 x 46; (L x W x T x FT) = 306.6 mm x 165.7 Item number: 2105719 HST3 M12x115 40/20
mm x 6.7 mm x 11.8 mm
Hole diameter in the fixture: df = 14.0 mm Maximum installation torque: 60 Nm
Plate thickness (input): 12.0 mm Hole diameter in the base material: 12.0 mm
Recommended plate thickness: not calculated Hole depth in the base material: 88.0 mm
Drilling method: SafeSet - automatic cleaning Minimum thickness of the base material: 140.0 mm
Cleaning: Automatically performed while drilling

Hilti HST3 stud anchor with 80 mm embedment, M12 hef2, Steel galvanized, installation per ETA 98/0001, with annular gaps filled with Hilti
Filling set or any suitable gap solutions

8.1 Recommended accessories

Drilling Cleaning Setting

• Suitable Rotary Hammer • No accessory required • Hilti SIW 6AT-A22 + SI AT-A22
• Properly sized drill bit for SAFEset - • Filling set
automatic cleaning (TE-CD / TE-YD) • Torque wrench
• Vacuum cleaner • Hammer

y
90.0 90.0
60.0

5 1
160.0
100.0

3 4
x
100.0

160.0

2 6
60.0

45.0 90.0 45.0

Coordinates Anchor [mm]

Anchor x y c-x c+x c-y c+y Anchor x y c-x c+x c-y c+y
1 45.0 100.0 - - - - 4 45.0 0.0 - - - -
2 -45.0 -100.0 - - - - 5 -45.0 100.0 - - - -
3 -45.0 0.0 - - - - 6 45.0 -100.0 - - - -

Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

6
Hilti PROFIS Engineering 3.0.71

www.hilti.co.uk
Company: Page: 7
Address: Specifier: Mohammed Siddiq
Phone I Fax: | E-Mail:
Design: END PLATE (1) Date: 8/23/2021
Fastening point:

9 Drilling and installation

Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

7
Hilti PROFIS Engineering 3.0.71

www.hilti.co.uk
Company: Page: 8
Address: Specifier: Mohammed Siddiq
Phone I Fax: | E-Mail:
Design: END PLATE (1) Date: 8/23/2021
Fastening point:

10 Remarks; Your Cooperation Duties

• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas
and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be
strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted
prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the
data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be
put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly
with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an
aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or
suitability for a specific application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for
the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do
not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software
in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or
damaged data or programs, arising from a culpable breach of duty by you.

Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

8
 base plate calculation
Hilti PROFIS Engineering 3.0.71

www.hilti.group/content/hilti/CP/XX/en/non-transactional/light-pages/middle-east.html
Company: Page: 1
Address: Specifier:
Phone I Fax: | E-Mail:
Design: Concrete - Aug 15, 2021 Date: 8/23/2021
Fastening point:

Specifier's comments:

1 Input data
Anchor type and diameter: HIT-RE 500 V4 + HAS-U 5.8 M20
Return period (service life in years): 50
Item number: 2223874 HAS-U 5.8 M20x240 (element) / 2287553
HIT-RE 500 V4 (adhesive)
Effective embedment depth: hef,act = 150.0 mm (hef,limit = - mm)
Material: 5.8
Evaluation Service Report: ETA 20/0541
Issued I Valid: 11/21/2020 | -
Proof: Design Method ETAG BOND (EOTA TR 029)
Stand-off installation: eb = 0.0 mm (no stand-off); t = 20.0 mm

Anchor plate :
R lx x ly x t = 400.0 mm x 400.0 mm x 20.0 mm; (Recommended plate thickness: not calculated)

Profile: Square hollow, 250 x 250 x 8,0; (L x W x T) = 250.0 mm x 250.0 mm x 8.0 mm

Base material: 2
cracked concrete, C40/50, fc,cube = 50.00 N/mm ; h = 250.0 mm, Temp. short/long: 30/40 °C
Installation: hammer drilled hole, Installation condition: Dry
Reinforcement: no reinforcement or reinforcement spacing >= 150 mm (any Ø) or >= 100 mm (Ø <= 10 mm)
no longitudinal edge reinforcement

R
- The anchor calculation is based on a rigid anchor plate assumption.

Geometry [mm] & Loading [kN, kNm]

Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

1
Hilti PROFIS Engineering 3.0.71

www.hilti.group/content/hilti/CP/XX/en/non-transactional/light-pages/middle-east.html
Company: Page: 2
Address: Specifier:
Phone I Fax: | E-Mail:
Design: Concrete - Aug 15, 2021 Date: 8/23/2021
Fastening point:

1.1 Load combination

Case Description Forces [kN] / Moments [kNm] Seismic Fire Max. Util. Anchor [%]
1 Combination 1 N = -1.000; Vx = -2.000; Vy = -119.000; no no 63
Mx = 0.000; My = 0.000; Mz = 1.000;

2 Load case/Resulting anchor forces y

3 4

Anchor reactions [kN]

Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 0.000 30.585 0.333 -30.583
2 0.000 28.919 0.333 -28.917 x
3 0.000 30.612 -1.333 -30.583 Compression
4 0.000 28.947 -1.333 -28.917

max. concrete compressive strain: 0.00 [‰]

max. concrete compressive stress: 0.01 [N/mm ]
2
1 2
resulting tension force in (x/y)=(0.0/0.0): 0.000 [kN]
resulting compression force in (x/y)=(0.0/0.0): 1.000 [kN]

Anchor forces are calculated based on the assumption of a rigid anchor plate.

Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

2
Hilti PROFIS Engineering 3.0.71

www.hilti.group/content/hilti/CP/XX/en/non-transactional/light-pages/middle-east.html
Company: Page: 3
Address: Specifier:
Phone I Fax: | E-Mail:
Design: Concrete - Aug 15, 2021 Date: 8/23/2021
Fastening point:

3 Tension load (EOTA TR 029, Section 5.2.2)

Load [kN] Capacity [kN] Utilization bN [%] Status
Steel Strength* N/A N/A N/A N/A
Combined pullout-concrete cone failure** N/A N/A N/A N/A
Concrete Breakout Failure** N/A N/A N/A N/A
Splitting failure** N/A N/A N/A N/A

* highest loaded anchor **anchor group (anchors in tension)

Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

3
Hilti PROFIS Engineering 3.0.71

www.hilti.group/content/hilti/CP/XX/en/non-transactional/light-pages/middle-east.html
Company: Page: 4
Address: Specifier:
Phone I Fax: | E-Mail:
Design: Concrete - Aug 15, 2021 Date: 8/23/2021
Fastening point:

4 Shear load (EOTA TR 029, Section 5.2.3)

Load [kN] Capacity [kN] Utilization bV [%] Status
Steel Strength (without lever arm)* 30.612 49.040 63 OK
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength** 119.017 298.987 40 OK
Concrete edge failure in direction ** N/A N/A N/A N/A

* highest loaded anchor **anchor group (relevant anchors)

4.1 Steel Strength (without lever arm)

V
VSd £ VRd,s = Rk,s EOTA TR 029, Table 5.2.3.1
gM,s

VRk,s [kN] gM,s VRd,s [kN] VSd [kN]

61.300 1.250 49.040 30.612

Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

4
Hilti PROFIS Engineering 3.0.71

www.hilti.group/content/hilti/CP/XX/en/non-transactional/light-pages/middle-east.html
Company: Page: 5
Address: Specifier:
Phone I Fax: | E-Mail:
Design: Concrete - Aug 15, 2021 Date: 8/23/2021
Fastening point:

4.2 Pryout Strength (Bond Strength controls)

V
VSd £ VRd,cp = Rk,cp EOTA TR 029, Table 5.2.3.1
gM,c,p
VRk,cp = k · min (NRk,p; NRk,c) EOTA TR 029, Eq. (5.7), (5.7a)
0 A
NRk,p = NRk,p · p,N
0
· y g,Np · y s,Np · y re,N · y ec1,Np · y ec2,Np EOTA TR 029, Eq. (5.2)
Ap,N
0
NRk,p = p · d · hef · t Rk EOTA TR 029, Eq. (5.2a)
0
Ap,N = scr, Np · scr,Np EOTA TR 029, Eq. (5.2b)
0.5
t Rk,ucr
scr,Np = 20 · d · (7.5 )
£ 3 · hef EOTA TR 029, Eq. (5.2c)
scr,Np
ccr,Np = EOTA TR 029, Eq. (5.2d)
2
c
y s,Np = 0.7 + 0.3 · 1.00 EOTA TR 029, Eq. (5.2e)
ccr,Np £
0,5
y g,Np
0
= y g,Np - (s s )
cr,Np
· (y g,Np - 1) ³ 1.00
0
EOTA TR 029, Eq. (5.2f)
1,5
0
y g,Np = √n - (√n - 1) · (k · √dh · t· f ef
Rk

ck,cube
) ³ 1.00 EOTA TR 029, Eq. (5.2g)
1
y ec1,Np = 1.00 EOTA TR 029, Eq. (5.2h)
2 · ec1,V £
1+
scr,Np
1
y ec2,Np = 1.00 EOTA TR 029, Eq. (5.2h)
2 · ec2,V £
1+
scr,Np
h
y re,Np = 0.5 + ef £ 1.00 EOTA TR 029, Eq. (5.2i)
200

2 0 2 2
Ap,N [mm ] Ap,N [mm ] t Rk,ucr,25 [N/mm ] ccr,Np [mm] scr,Np [mm] cmin [mm]
562,500 202,500 13.00 225.0 450.0 ∞
0
yc t Rk,cr [N/mm ]
2
k k-factor y g,Np y g,Np
1.072 8.57 2.300 2.000 1.201 1.037

ec1,V [mm] y ec1,Np ec2,V [mm] y ec2,Np y s,Np y re,Np

0.0 0.964 0.0 0.999 1.000 1.000
0
NRk,p [kN] NRk,p [kN] gM,c,p VRd,cp [kN] VSd [kN]
80.810 224.240 1.500 298.987 119.017

Group anchor ID
1-4

Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

5
Hilti PROFIS Engineering 3.0.71

www.hilti.group/content/hilti/CP/XX/en/non-transactional/light-pages/middle-east.html
Company: Page: 6
Address: Specifier:
Phone I Fax: | E-Mail:
Design: Concrete - Aug 15, 2021 Date: 8/23/2021
Fastening point:

5 Displacements (highest loaded anchor)

Short term loading:

NSk = 0.000 [kN] dN = 0.0000 [mm]

VSk = 22.676 [kN] dV = 0.9070 [mm]
dNV = 0.9070 [mm]
Long term loading:

NSk = 0.000 [kN] dN = 0.0000 [mm]

VSk = 22.676 [kN] dV = 1.3606 [mm]
dNV = 1.3606 [mm]

Comments: Tension displacements are valid with half of the required installation torque moment for uncracked concrete! Shear displacements
are valid without friction between the concrete and the anchor plate! The gap due to the drilled hole and clearance hole tolerances are not
included in this calculation!

The acceptable anchor displacements depend on the fastened construction and must be defined by the designer!

6 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2018, ETAG 001/Annex C,
EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the
anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering
calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions
explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results
must be checked for agreement with the existing conditions and for plausibility!
• Checking the transfer of loads into the base material is required in accordance with EOTA TR 029, Section 7!
• The design is only valid if the clearance hole in the fixture is not larger than the value given in Table 4.1 of EOTA TR029! For larger
diameters of the clearance hole see Chapter 1.1. of EOTA TR029!
• The accessory list in this report is for the information of the user only. In any case, the instructions for use provided with the product have to
be followed to ensure a proper installation.
• Characteristic bond resistances depend on short- and long-term temperatures.
• Edge reinforcement is not required to avoid splitting failure
• The characteristic bond resistances depend on the return period (service life in years): 50

Fastening meets the design criteria!

Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

6
Hilti PROFIS Engineering 3.0.71

www.hilti.group/content/hilti/CP/XX/en/non-transactional/light-pages/middle-east.html
Company: Page: 7
Address: Specifier:
Phone I Fax: | E-Mail:
Design: Concrete - Aug 15, 2021 Date: 8/23/2021
Fastening point:

7 Installation data
Anchor plate, steel: S 235; E = 210,000.00 N/mm ; fyk = 235.00 N/mm
2 2 Anchor type and diameter: HIT-RE 500 V4 + HAS-U 5.8
M20
Profile: Square hollow, 250 x 250 x 8,0; (L x W x T) = 250.0 mm x 250.0 mm x Item number: 2223874 HAS-U 5.8 M20x240 (element) /
8.0 mm 2287553 HIT-RE 500 V4 (adhesive)
Hole diameter in the fixture: df = 22.0 mm Maximum installation torque: 150 Nm
Plate thickness (input): 20.0 mm Hole diameter in the base material: 22.0 mm
Recommended plate thickness: not calculated Hole depth in the base material: 150.0 mm
Drilling method: Hammer drilled Minimum thickness of the base material: 194.0 mm
Cleaning: Compressed air cleaning of the drilled hole according to instructions
for use is required

Hilti HAS-U threaded rod with HIT-RE 500 V4 injection mortar with 150 mm embedment h_ef, M20, Steel galvanized, Hammer drilled
installation per ETA 20/0541

7.1 Recommended accessories

Drilling Cleaning Setting

• Suitable Rotary Hammer • Compressed air with required • Dispenser including cassette and mixer
• Properly sized drill bit accessories to blow from the bottom of • Torque wrench
the hole
• Proper diameter wire brush

y
200.0 200.0
50.0

3 4
200.0
300.0

x
200.0

1 2
50.0

50.0 300.0 50.0

Coordinates Anchor [mm]

Anchor x y c-x c+x c-y c+y
1 -150.0 -150.0 - - - -
2 150.0 -150.0 - - - -
3 -150.0 150.0 - - - -
4 150.0 150.0 - - - -

Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

7
Hilti PROFIS Engineering 3.0.71

www.hilti.group/content/hilti/CP/XX/en/non-transactional/light-pages/middle-east.html
Company: Page: 8
Address: Specifier:
Phone I Fax: | E-Mail:
Design: Concrete - Aug 15, 2021 Date: 8/23/2021
Fastening point:

8 Remarks; Your Cooperation Duties

• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas
and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be
strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted
prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the
data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be
put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly
with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an
aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or
suitability for a specific application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for
the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do
not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software
in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or
damaged data or programs, arising from a culpable breach of duty by you.

Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

8
 top roof secondary beam connection design
Page 1 of 2
23/08/2021
12:31:20
Administrator
Job: colum beam connection -- Connection: ColumnBeamconnecti

CONNECTION: ColumnBeamconnecti - Bolt Group

Gusset plate (min.): 100x10x220 Gr.S275
Bolts: 4 x M16 8.8/N in 1 col.

50

50

50
































LIMCON V3.63.2.4 C:\Users\Administrator\Desktop\ON GOING JOBS\manhal\18025\toproof\colum beam connection.lmc

 Page 2 of 2
23/08/2021
12:31:20
Administrator
Job: colum beam connection -- Connection: ColumnBeamconnecti




















































LIMCON V3.63.2.4 C:\Users\Administrator\Desktop\ON GOING JOBS\manhal\18025\toproof\colum beam connection.lmc

 detail-5 column and 305x165x46 connection
Page 1 of 2
23/08/2021
12:46:47
Administrator
Job: top connection -- Connection: Roofconnectiondesi

CONNECTION: Roofconnectiondesi - Bolt Group

Gusset plate (min.): 160x12x190 Gr.S275
Bolts: 6 x M20 8.8/N in 2 cols.

60

60

60
































LIMCON V3.63.2.4 C:\Users\Administrator\Desktop\ON GOING JOBS\manhal\18025\toproof\top connection.lmc

 Page 2 of 2
23/08/2021
12:46:47
Administrator
Job: top connection -- Connection: Roofconnectiondesi
























































LIMCON V3.63.2.4 C:\Users\Administrator\Desktop\ON GOING JOBS\manhal\18025\toproof\top connection.lmc

 Job No Sheet No Rev
1
Part
Software licensed to HP
Job Title Ref

By Date06-Jan-21 Chd

Client File toproof model.STD Date/Time 23-Aug-2021 11:16

Job Information
Engineer Checked Approved

Name:
Date: 06-Jan-21

Structure Type SPACE FRAME

Number of Nodes 42 Highest Node 50

Number of Elements 56 Highest Beam 70

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 1
Primary 6 WIND LOAD 2
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

Print Time/Date: 23/08/2021 13:36 STAAD.Pro V8i (SELECTseries 6) 20.07.11.33 Print Run 1 of 13
 Job No Sheet No Rev
2
Part
Software licensed to HP
Job Title Ref

By Date06-Jan-21 Chd

Client File toproof model.STD Date/Time 23-Aug-2021 11:16

Nodes
Node X Y Z
(m) (m) (m)
1 0.000 0.000 0.000
2 0.000 18.500 0.000
3 7.465 0.000 0.000
4 7.465 18.500 0.000
7 0.000 8.500 0.000
8 7.465 8.500 0.000
11 0.000 4.100 -4.475
13 7.465 8.500 -4.475
14 0.000 8.500 -4.475
15 0.000 13.050 -4.475
16 7.465 13.050 -4.475
17 7.465 4.100 -4.475
18 0.000 18.500 -4.475
19 7.465 18.500 -4.475
20 8.445 18.500 0.000
21 -0.980 18.500 0.000
22 -0.980 18.500 -4.870
23 8.445 18.500 -4.870
24 1.495 18.500 0.000
25 2.990 18.500 0.000
26 1.495 18.500 -4.870
27 2.990 18.500 -4.870
28 4.485 18.500 -4.870
29 4.485 18.500 0.000
30 5.980 18.500 -4.870
31 5.980 18.500 0.000
33 -0.980 18.500 0.925
34 8.445 18.500 0.925
35 -0.000 18.500 0.925
36 1.495 18.500 0.925
37 2.990 18.500 0.925
38 4.485 18.500 0.925
39 5.980 18.500 0.925
40 7.465 18.500 0.925
41 0.000 18.500 -4.870
42 7.465 18.500 -4.870
43 -0.980 18.500 -5.325
44 8.445 18.500 -5.325
47 0.000 4.100 0.000
48 7.465 4.100 0.000
49 7.465 13.050 0.000
50 0.000 13.050 0.000

Print Time/Date: 23/08/2021 13:36 STAAD.Pro V8i (SELECTseries 6) 20.07.11.33 Print Run 2 of 13
 Job No Sheet No Rev
3
Part
Software licensed to HP
Job Title Ref

By Date06-Jan-21 Chd

Client File toproof model.STD Date/Time 23-Aug-2021 11:16

Beams
Beam Node A Node B Length Property 
(m) (degrees)
5 47 48 7.465 4 0
8 7 8 7.465 4 0
11 50 49 7.465 4 0
13 11 47 4.475 4 0
14 14 7 4.475 4 0
15 13 8 4.475 4 0
16 15 50 4.475 4 0
17 16 49 4.475 4 0
18 17 48 4.475 4 0
19 18 2 4.475 2 0
20 19 4 4.475 2 0
21 2 24 1.495 3 0
22 4 20 0.980 3 0
23 21 2 0.980 3 0
24 22 21 4.870 2 0
25 23 20 4.870 2 0
27 24 25 1.495 3 0
28 25 29 1.495 3 0
29 26 27 1.495 3 0
30 26 24 4.870 2 0
31 27 28 1.495 3 0
32 27 25 4.870 2 0
33 28 30 1.495 3 0
34 29 31 1.495 3 0
35 28 29 4.870 2 0
37 31 4 1.485 3 0
38 30 31 4.870 2 0
39 33 35 0.980 2 0
40 21 33 0.925 2 0
41 35 36 1.495 2 0
42 2 35 0.925 2 0
43 36 37 1.495 2 0
44 24 36 0.925 2 0
45 37 38 1.495 2 0
46 25 37 0.925 2 0
47 38 39 1.495 2 0
48 29 38 0.925 2 0
49 39 40 1.485 2 0
50 31 39 0.925 2 0
51 40 34 0.980 2 0
52 4 40 0.925 2 0
53 20 34 0.925 2 0
54 41 26 1.495 3 0
55 42 23 0.980 3 0
56 30 42 1.485 3 0

Print Time/Date: 23/08/2021 13:36 STAAD.Pro V8i (SELECTseries 6) 20.07.11.33 Print Run 3 of 13
 Job No Sheet No Rev
4
Part
Software licensed to HP
Job Title Ref

By Date06-Jan-21 Chd

Client File toproof model.STD Date/Time 23-Aug-2021 11:16

Beams Cont...
Beam Node A Node B Length Property 
(m) (degrees)
57 22 41 0.980 3 0
58 22 43 0.455 2 0
59 23 44 0.455 2 0
63 47 7 4.400 1 0
64 48 8 4.400 1 0
65 49 4 5.450 1 0
66 50 2 5.450 1 0
67 7 50 4.550 1 0
68 8 49 4.550 1 0
69 47 1 4.100 1 0
70 3 48 4.100 1 0

Section Properties
Prop Section Area Iyy Izz J Material
(cm2) (cm4) (cm4) (cm4)
1 TUB2502508.0 76.800 7.46E+3 7.46E+3 11.5E+3 STEEL
2 UB254X146X31 39.700 448.000 4.41E+3 8.552 STEEL
3 UB356X171X51 64.900 968.000 14.1E+3 23.811 STEEL
4 UB305X165X46 58.700 896.000 9.9E+3 22.196 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

Print Time/Date: 23/08/2021 13:36 STAAD.Pro V8i (SELECTseries 6) 20.07.11.33 Print Run 4 of 13
 Job No Sheet No Rev
5
Part
Software licensed to HP
Job Title Ref

By Date06-Jan-21 Chd

Client File toproof model.STD Date/Time 23-Aug-2021 11:16

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 - - -
3 Fixed Fixed Fixed - - -
11 Fixed Fixed Fixed - - -
13 Fixed Fixed Fixed - - -
14 Fixed Fixed Fixed - - -
15 Fixed Fixed Fixed - - -
16 Fixed Fixed Fixed - - -
17 Fixed Fixed Fixed - - -
18 Fixed Fixed Fixed - - -
19 Fixed Fixed Fixed - - -
41 Fixed Fixed Fixed - - -
42 Fixed Fixed Fixed - - -

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 1 None
6 WIND LOAD 2 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 1 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 2 0.50

Print Time/Date: 23/08/2021 13:36 STAAD.Pro V8i (SELECTseries 6) 20.07.11.33 Print Run 5 of 13
 Job No Sheet No Rev
6
Part
Software licensed to HP
Job Title Ref

By Date06-Jan-21 Chd

Client File toproof model.STD Date/Time 23-Aug-2021 11:16

Combination Load Cases Cont...

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

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 1 1.60
16 0.9 DL + 1.6 WL UP 1 SELF WEIGHT 0.90
2 DEAD LOAD 0.90
6 WIND LOAD 2 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
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 1 1.00
103 1.0 DL +1.0WL 1 SELF WEIGHT 1.00
2 DEAD LOAD 1.00
6 WIND LOAD 2 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

Print Time/Date: 23/08/2021 13:36 STAAD.Pro V8i (SELECTseries 6) 20.07.11.33 Print Run 6 of 13
 Job No Sheet No Rev
7
Part
Software licensed to HP
Job Title Ref

By Date06-Jan-21 Chd

Client File toproof model.STD Date/Time 23-Aug-2021 11:16

5 WINDLOAD 1 : Beam Loads

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
63 UNI kN/m GX -0.325 - - - -
64 UNI kN/m GX -0.325 - - - -
65 UNI kN/m GX -0.325 - - - -
66 UNI kN/m GX -0.325 - - - -
67 UNI kN/m GX -0.325 - - - -
68 UNI kN/m GX -0.325 - - - -
69 UNI kN/m GX -0.325 - - - -
70 UNI kN/m GX -0.325 - - - -

6 WIND LOAD 2 : Beam Loads

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
63 UNI kN/m GX 0.325 - - - -
64 UNI kN/m GX 0.325 - - - -
65 UNI kN/m GX 0.325 - - - -
66 UNI kN/m GX 0.325 - - - -
67 UNI kN/m GX 0.325 - - - -
68 UNI kN/m GX 0.325 - - - -
69 UNI kN/m GX 0.325 - - - -
70 UNI kN/m GX 0.325 - - - -

8 TEMP +25 : Temperature Loads

Temperature Dif.
Beam Axial Cross
(°C) (°C)
5 0.000 25.000
8 0.000 25.000
11 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
27 0.000 25.000

Print Time/Date: 23/08/2021 13:36 STAAD.Pro V8i (SELECTseries 6) 20.07.11.33 Print Run 7 of 13
 Job No Sheet No Rev
8
Part
Software licensed to HP
Job Title Ref

By Date06-Jan-21 Chd

Client File toproof model.STD Date/Time 23-Aug-2021 11:16

8 TEMP +25 : Temperature Loads Cont...

Temperature Dif.
Beam Axial Cross
(°C) (°C)
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
33 0.000 25.000
34 0.000 25.000
35 0.000 25.000
37 0.000 25.000
38 0.000 25.000
39 0.000 25.000
40 0.000 25.000
41 0.000 25.000
42 0.000 25.000
43 0.000 25.000
44 0.000 25.000
45 0.000 25.000
46 0.000 25.000
47 0.000 25.000
48 0.000 25.000
49 0.000 25.000
50 0.000 25.000
51 0.000 25.000
52 0.000 25.000
53 0.000 25.000
54 0.000 25.000
55 0.000 25.000
56 0.000 25.000
57 0.000 25.000
58 0.000 25.000
59 0.000 25.000
63 0.000 25.000
64 0.000 25.000
65 0.000 25.000
66 0.000 25.000
67 0.000 25.000
68 0.000 25.000
69 0.000 25.000
70 0.000 25.000

Print Time/Date: 23/08/2021 13:36 STAAD.Pro V8i (SELECTseries 6) 20.07.11.33 Print Run 8 of 13
 Job No Sheet No Rev
9
Part
Software licensed to HP
Job Title Ref

By Date06-Jan-21 Chd

Client File toproof model.STD Date/Time 23-Aug-2021 11:16

9 TEMP -25 : Temperature Loads

Temperature Dif.
Beam Axial Cross
(°C) (°C)
5 0.000 -25.000
8 0.000 -25.000
11 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
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
33 0.000 -25.000
34 0.000 -25.000
35 0.000 -25.000
37 0.000 -25.000
38 0.000 -25.000
39 0.000 -25.000
40 0.000 -25.000
41 0.000 -25.000
42 0.000 -25.000
43 0.000 -25.000
44 0.000 -25.000
45 0.000 -25.000
46 0.000 -25.000
47 0.000 -25.000
48 0.000 -25.000
49 0.000 -25.000
50 0.000 -25.000
51 0.000 -25.000
52 0.000 -25.000
53 0.000 -25.000
54 0.000 -25.000
55 0.000 -25.000

Print Time/Date: 23/08/2021 13:36 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 toproof model.STD Date/Time 23-Aug-2021 11:16

9 TEMP -25 : Temperature Loads Cont...

Temperature Dif.
Beam Axial Cross
(°C) (°C)
56 0.000 -25.000
57 0.000 -25.000
58 0.000 -25.000
59 0.000 -25.000
63 0.000 -25.000
64 0.000 -25.000
65 0.000 -25.000
66 0.000 -25.000
67 0.000 -25.000
68 0.000 -25.000
69 0.000 -25.000
70 0.000 -25.000

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)
5 UB305X165X46UB305X165X460.112 1.000 0.112 Eq. H1-1b 11 58.700 9.9E+3 896.000 22.196
8 UB305X165X46UB305X165X460.057 1.000 0.057 Eq. H1-1b 12 58.700 9.9E+3 896.000 22.196
11 UB305X165X46UB305X165X460.106 1.000 0.106 Eq. H1-1b 11 58.700 9.9E+3 896.000 22.196
13 UB305X165X46UB305X165X460.016 1.000 0.016 Eq. H1-1b 11 58.700 9.9E+3 896.000 22.196
14 UB305X165X46UB305X165X460.026 1.000 0.026 Eq. H1-1b 11 58.700 9.9E+3 896.000 22.196
15 UB305X165X46UB305X165X460.026 1.000 0.026 Eq. H1-1b 11 58.700 9.9E+3 896.000 22.196
16 UB305X165X46UB305X165X460.029 1.000 0.029 Eq. H1-1b 11 58.700 9.9E+3 896.000 22.196
17 UB305X165X46UB305X165X460.029 1.000 0.029 Eq. H1-1b 11 58.700 9.9E+3 896.000 22.196
18 UB305X165X46UB305X165X460.017 1.000 0.017 Eq. H1-1b 11 58.700 9.9E+3 896.000 22.196
19 UB254X146X31UB254X146X310.050 1.000 0.050 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
20 UB254X146X31UB254X146X310.051 1.000 0.051 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
21 UB356X171X51UB356X171X510.318 1.000 0.318 Eq. H1-1b 11 64.900 14.1E+3 968.000 23.811
22 UB356X171X51UB356X171X510.117 1.000 0.117 Eq. H1-1b 11 64.900 14.1E+3 968.000 23.811
23 UB356X171X51UB356X171X510.118 1.000 0.118 Eq. H1-1b 11 64.900 14.1E+3 968.000 23.811
24 UB254X146X31UB254X146X310.259 1.000 0.259 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
25 UB254X146X31UB254X146X310.260 1.000 0.260 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
27 UB356X171X51UB356X171X510.352 1.000 0.352 Eq. H1-1b 11 64.900 14.1E+3 968.000 23.811
28 UB356X171X51UB356X171X510.353 1.000 0.353 Eq. H1-1b 11 64.900 14.1E+3 968.000 23.811
29 UB356X171X51UB356X171X510.432 1.000 0.432 Eq. H1-1b 11 64.900 14.1E+3 968.000 23.811
30 UB254X146X31UB254X146X310.421 1.000 0.421 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
31 UB356X171X51UB356X171X510.433 1.000 0.433 Eq. H1-1b 11 64.900 14.1E+3 968.000 23.811
32 UB254X146X31UB254X146X310.414 1.000 0.414 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
33 UB356X171X51UB356X171X510.433 1.000 0.433 Eq. H1-1b 11 64.900 14.1E+3 968.000 23.811
34 UB356X171X51UB356X171X510.349 1.000 0.349 Eq. H1-1b 11 64.900 14.1E+3 968.000 23.811
35 UB254X146X31UB254X146X310.413 1.000 0.413 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
37 UB356X171X51UB356X171X510.335 1.000 0.335 Eq. H1-1b 11 64.900 14.1E+3 968.000 23.811

Print Time/Date: 23/08/2021 13:36 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 toproof model.STD Date/Time 23-Aug-2021 11:16

Utilization Ratio Cont...

Beam Analysis Design Actual Allowable Ratio Clause L/C Ax Iz Iy Ix
Property Property Ratio Ratio (Act./Allow.) (cm2) (cm4) (cm4) (cm4)
38 UB254X146X31UB254X146X310.418 1.000 0.418 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
39 UB254X146X31UB254X146X310.081 1.000 0.081 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
40 UB254X146X31UB254X146X310.099 1.000 0.099 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
41 UB254X146X31UB254X146X310.078 1.000 0.078 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
42 UB254X146X31UB254X146X310.044 1.000 0.044 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
43 UB254X146X31UB254X146X310.162 1.000 0.162 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
44 UB254X146X31UB254X146X310.131 1.000 0.131 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
45 UB254X146X31UB254X146X310.164 1.000 0.164 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
46 UB254X146X31UB254X146X310.031 1.000 0.031 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
47 UB254X146X31UB254X146X310.159 1.000 0.159 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
48 UB254X146X31UB254X146X310.029 1.000 0.029 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
49 UB254X146X31UB254X146X310.073 1.000 0.073 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
50 UB254X146X31UB254X146X310.133 1.000 0.133 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
51 UB254X146X31UB254X146X310.079 1.000 0.079 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
52 UB254X146X31UB254X146X310.046 1.000 0.046 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
53 UB254X146X31UB254X146X310.098 1.000 0.098 Eq. H1-1b 11 39.700 4.41E+3 448.000 8.552
54 UB356X171X51UB356X171X510.274 1.000 0.274 Eq. H1-1b 11 64.900 14.1E+3 968.000 23.811
55 UB356X171X51UB356X171X510.069 1.000 0.069 Eq. H1-1b 11 64.900 14.1E+3 968.000 23.811
56 UB356X171X51UB356X171X510.273 1.000 0.273 Eq. H1-1b 11 64.900 14.1E+3 968.000 23.811
57 UB356X171X51UB356X171X510.070 1.000 0.070 Eq. H1-1b 11 64.900 14.1E+3 968.000 23.811
58 UB254X146X31UB254X146X310.001 1.000 0.001 Sec. G2.1(a) 11 39.700 4.41E+3 448.000 8.552
59 UB254X146X31UB254X146X310.001 1.000 0.001 Sec. G2.1(a) 11 39.700 4.41E+3 448.000 8.552
63 TUB2502508.0TUB2502508.0 0.071 1.000 0.071 Sec. E1 11 76.800 7.46E+3 7.46E+3 11.5E+3
64 TUB2502508.0TUB2502508.0 0.072 1.000 0.072 Sec. E1 11 76.800 7.46E+3 7.46E+3 11.5E+3
65 TUB2502508.0TUB2502508.0 0.293 1.000 0.293 Eq. H1-1b 11 76.800 7.46E+3 7.46E+3 11.5E+3
66 TUB2502508.0TUB2502508.0 0.267 1.000 0.267 Eq. H1-1b 11 76.800 7.46E+3 7.46E+3 11.5E+3
67 TUB2502508.0TUB2502508.0 0.077 1.000 0.077 Eq. H1-1b 11 76.800 7.46E+3 7.46E+3 11.5E+3
68 TUB2502508.0TUB2502508.0 0.082 1.000 0.082 Eq. H1-1b 11 76.800 7.46E+3 7.46E+3 11.5E+3
69 TUB2502508.0TUB2502508.0 0.075 1.000 0.075 Sec. E1 11 76.800 7.46E+3 7.46E+3 11.5E+3
70 TUB2502508.0TUB2502508.0 0.074 1.000 0.074 Sec. E1 11 76.800 7.46E+3 7.46E+3 11.5E+3

Print Time/Date: 23/08/2021 13:36 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 toproof model.STD Date/Time 23-Aug-2021 11:16

Steel Design (Track 2) Beam 5 Check 1

<check>
5 ST UB305X165X46 (BRITISH SECTIONS)
PASS Eq. H1-1b 0.112 11
0.96 T -0.54 7.80 0.00

Print Time/Date: 23/08/2021 13:36 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 toproof model.STD Date/Time 23-Aug-2021 11:16

Failed Members
There is no data of this type.

Reaction Summary
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(kN) (kN) (kN) (kNm) (kNm) (kNm)
Max FX 1 15:0.9 DL + 1.6 WL DN
4.892 105.358 -0.016 0.000 0.000 0.000
Min FX 3 16:0.9 DL + 1.6 WL UP
-4.945 48.356 -0.041 0.000 0.000 0.000
Max FY 1 11:1.2 DL + 1.6 LL+ 0.5WL
1.620 118.387 -0.032 0.000 0.000 0.000
Min FY 1 8:TEMP +25 1.964 -19.592 1.830 0.000 0.000 0.000
Max FZ 19 9:TEMP -25 -0.016 -1.862 5.393 0.000 0.000 0.000
Min FZ 19 18:1.2 DL +1.6 LL+1.20.023
TL 3.379 -6.223 0.000 0.000 0.000
Max MX 1 1:SELF WEIGHT 0.159 27.510 -0.059 0.000 0.000 0.000
Min MX 1 1:SELF WEIGHT 0.159 27.510 -0.059 0.000 0.000 0.000
Max MY 1 1:SELF WEIGHT 0.159 27.510 -0.059 0.000 0.000 0.000
Min MY 1 1:SELF WEIGHT 0.159 27.510 -0.059 0.000 0.000 0.000
Max MZ 1 1:SELF WEIGHT 0.159 27.510 -0.059 0.000 0.000 0.000
Min MZ 1 1:SELF WEIGHT 0.159 27.510 -0.059 0.000 0.000 0.000

Print Time/Date: 23/08/2021 13:36 STAAD.Pro V8i (SELECTseries 6) 20.07.11.33 Print Run 13 of 13