calculations - richardalan.co.uk · the analysis and design is undertaken using staad.pro v8i...

A6S/11638/MS76003

CALCULATIONS

Richard Alan House

Shaw Cross Business Park

Owl Lane

Dewsbury WF12 7RD

Tel No: +44 (0)1924 467040

Project Ref: 39393

Issue Date: 16th Oct 2015

Prepared by: R. Starkey

Reviewed by: D. Clegg

Revision: A

Rev. Date Description Calc. By Reviewed

A 16/10/2015 First Issue RS DC

Costain – Document Ref A6S/11638/MS76003

HAYDEN STW CM ICA STORM & DRAINAGE

Structural Calculations for Support Platform and Staircase.

Shaw Cross Business Park,

Owl Lane, Dewsbury WF12 7RD

Sheet No. ……………………………………. Calc By ……………………………………… Reviewed..…………………………………….

Rev . ……… …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003

Costain - Hayden STW CM ICA Storm & Drainage - Support Platform

R. Starkey

1 of 20

A

15/10/2015

39393 Calculations

D.C. 16/10/2015 day

Ref:

Contents Requirements/Brief ...................................................................................................................................... 2 References .................................................................................................................................................. 3 Software ...................................................................................................................................................... 4 Location ...................................................................................................................................................... 4 Main Platform Loading .................................................................................................................................. 5

Dead Load ................................................................................................................................................ 5 Imposed Load – ........................................................................................................................................ 5 Snow Load ............................................................................................................................................... 5 Decanter Load .......................................................................................................................................... 5 Centrifuge Enclosure ................................................................................................................................. 5

Decanter Operating Conditions...................................................................................................................... 5 Wind Load ................................................................................................................................................... 6

Wind Load on Enclosure ............................................................................................................................ 7 Wind Load on Bare Steel ........................................................................................................................... 7

Approximate Wind Load Totals ............................................................................................................... 7 Thermal Loads ............................................................................................................................................. 7 Open Grid Flooring ....................................................................................................................................... 7 Equivalent Horizontal Forces ......................................................................................................................... 8 STAAD Analysis ............................................................................................................................................ 9

Geometry ............................................................................................................................................... 10 Summary of Results ................................................................................................................................ 13

Member Utilisation Ratios ..................................................................................................................... 13 Deflections (Servicability Limit State – Load Combinations) .................................................................... 14 Maximum Member Forces (Factored Ultimate) ....................................................................................... 15 Maximum Support Reactions (Factored Ultimate) .................................................................................. 16

Baseplates and HD Bolts ............................................................................................................................. 17 254x254UC. ............................................................................................................................................ 17 203x203UC. ............................................................................................................................................ 17 Staircase Towers .................................................................................................................................... 17 100x100 SHS:- ....................................................................................................................................... 17 180x75PFC:- ........................................................................................................................................... 17

Steelwork Connections ............................................................................................................................... 18 152x89UB connections. ........................................................................................................................... 18 70x70x8L (S275) bracing connections ...................................................................................................... 18 254x146x31UB connections ..................................................................................................................... 18 254x254x73UC beam connections. ........................................................................................................... 18 254x254x73UC connections (Welded Frames to Column Caps). ................................................................. 19 254x254x73UC Column Splice. ................................................................................................................. 19 203x203x46UC Column Splice. ................................................................................................................. 19 114.3Dia x 3.6 CHS bracing connections .................................................................................................. 19 139.7Dia x 5.0 CHS bracing connections .................................................................................................. 19

Material Sub Grades ................................................................................................................................... 20 General Sections ..................................................................................................................................... 20 Staircase Stringers .................................................................................................................................. 20 254x254x73UC Beams ............................................................................................................................ 20

Appendix A – STAAD Analysis File……………………………………………………………………………………………..…..A1 to A18




Rev . ……… …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

2 of 20

A

15/10/2015

39393 Calculations

D.C. 16/10/2015 day

Ref:

Requirements/Brief

A platform is required to support a new centrifuge. The platform is at approximately 4m level above ground and

has an overall size of approximately 5.5m x 9m (plus staircase). The platform is to have tight deflection limits to restrict centrifuge vibration problems.




Rev . ……… …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

3 of 20

A

15/10/2015

39393 Calculations

D.C. 16/10/2015 day

Ref:

References

BS EN 1990:2002+A1:2005 Eurocode. Basis of structural design + Amendment 1:2005

NA to BS EN 1990:2002+A1:2005 (National Annex)

BS EN 1991-1-1:2002 EC 1. Actions on structures. General actions. Densities, s-wt, imposed loads for buildings

NA to BS EN 1991-1-1:2002 (National Annex) BS EN 1991-1-4:2005 Eurocode 1. Actions on structures. General actions. Wind actions

NA to BS EN 1991-1-4:2005 (National Annex) BS EN 1991-1-5:2003 Eurocode 1. Actions on structures. General actions. Thermal actions

NA to BS EN 1991-1-5:2003 (National Annex)

BS EN 1991-1-6:2005 Eurocode 1. Actions on structures. General actions. Actions during execution NA to BS EN 1991-1-6:2005 (National Annex)

BS EN 1991-1-7:2006 Eurocode 1. Actions on structures. General actions. Accidental actions NA to BS EN 1991-1-7:2006 (National Annex)

BS EN 1993-1-1:2005 Eurocode 3. Design of steel structures. General rules and rules for buildings NA to BS EN 1993-1-1:2005 (National Annex)

BS EN 1993-1-8:2005 Eurocode 3. Design of steel structures. Design of joints NA to BS EN 1993-1-8:2005 (National Annex)




Rev . ……… …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

4 of 20

A

15/10/2015

39393 Calculations

D.C. 16/10/2015 day

Ref:

BS EN 1993-1-10:2005 Eurocode 3. Design of steel structures. Material toughness and thro-thickness properties

NA to BS EN 1993-1-10:2005 (National Annex) PD 6688-1-1:2011

PD 6695-1-10:2009

EN ISO 14122-4:2004

Software

The Analysis and Design is undertaken using STAAD.Pro V8i software (version 20.07.11.33) from Bentley Systems,

incorporating BS EN 1993-1 design with the UK National Annex.

Location

The site is at Hayden, Gloucestershire – Map Ref SO907230 (51.905475N, -2.136145).




Rev . ……… …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

5 of 20

A

15/10/2015

39393 Calculations

D.C. 16/10/2015 day

Ref:

Main Platform Loading

Dead Load

In addition to selfweight, take grating as 0.4kN/m² Take handrail loads as 0.25kN/m run including kickers and 0.15kN/m without kickers.

Imposed Load –

Allow 5.0kN/m² or 4.5kN point load on flooring.

Allow 0.5kN/m² for services

Handrail Loading – take 0.36kN/m horizontal and 0.6kN/m vertical (per PD6688-1-1, para. 3)

Snow Load

Site Altitude is approximately 39m.

From UK NA to BS EN 1991-1-3, the location is zone 3, with a ground snow intensity = 0.5kN/m² (at 100m.m.s.l).

From NA.1, sk= [0.15+(0.1Z+0.05)]+(A-100/525) = [0.15+(0.1x3+0.05)]+(39-100/525) = 0.38kN/m² µi=0.8, Ce=1.0, Ct=1.0; Therefore s=0.8x0.38 = 0.31kN/m²

Take minimum load = 0.6kN/m² as per NA.7 of the UK NA to BS EN 1991-1-1 By inspection, snow load is not critical compared to the platform live load.

Decanter Load

From drawing A6S/11638/MS70001 rev A, (which states all loads are evenly distributed on the vibration isolators):- Weight of empty decanter = 4500kg = 45kN = 13kN per support leg.

Weight of Full decanter = 5000N, therefore variable load = 5kN = 1.3kN per support leg.

Maximum dynamic load at run down = ±30000N vertical = ±7.5kN per support leg

= ±10000N horizontal = ±2.5kN per support leg

Maximum dynamic load at operating speed

= ±2000N vertical = ±0.5kN per support leg = ±2000N horizontal = ±0.5kN per support leg

Centrifuge Enclosure

See drawing A6S/11638/MS70003 rev A Roof Assembly = 300kg over a 6.7m length = 300/2/6.7 = 22.4kg/m per side Side Walls Assembly = 240kg over a 6.7m length = 35.8kg/m per side Total per side wall = 58.2kg/m (= 0.57kN/m) Inlet end wall = 160kg over 1.7m = 94.1kg/m (=0.93kN/m) End wall = 120kg over 1.7m = 70.6kg/m (=0.7kN/m) Ventilation Fan = 30kg Discharge Attenuator Assembly = 240kg

Decanter Operating Conditions

From Alfa Laval operating manual, the design requirement conditions are:-

Operating speed ranges from 200rpm to 1500rpm (3.33Hz to 25Hz).

The maximum support frame horizontal deflection due to a horizontal load in each direction as the

maximum static load shall be 1mm (decanter size is greater than 430mm). The maximum vertical misalignment of the vibration dampers shall be 4mm (decanter size is greater than

430mm).

(See sheet 14 for calculated deflections)




Rev . ……… …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

6 of 20

A

15/10/2015

39393 Calculations

D.C. 16/10/2015 day

Ref:

Wind Load

Location is 51.905475, -2.136145 (SO907230)




Rev . ……… …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

7 of 20

A

15/10/2015

39393 Calculations

D.C. 16/10/2015 day

Ref:

Wind Load on Enclosure

Wind on sides, h/d = 2.4/1.7 = 1.4, from NA.4(f), the net pressure coefficient = 1.16 Horizontal wind load = 1.16x2.4x0.649 = 1.81kN/m

Vertical load (due to overturning) = 1.18x1.2/1.7 = ±1.28kN/m.

Wind on ends, h/d = 2.4/6.7 = 0.36, from NA.4(f), the net pressure coefficient = 0.9

Horizontal wind load = 0.9x2.4x0.649 = 1.4kN/m (2.4kN total) Vertical load (due to overturning) - ignore.

Wind Load on Bare Steel

From 7.11, cf = cf,o.ψλ and cf,o = 2.0 From Fig 7.36 with solidity =1.0, Take ψλ = 1.0, therefore cf = 2.0. Therefore wind pressure on structural members = 0.649x2.0 = 1.3kN/m² For beam/column section depth = 150mm, wind load on sections = 1.3x0.15 = 0.20kN/m length For beam/column section depth = 200mm, wind load on sections = 1.3x0.20 = 0.26kN/m length For beam/column section depth = 250mm, wind load on sections = 1.3x0.25 = 0.33kN/m length For beam/column section depth = 350mm, wind load on sections = 1.3x0.35 = 0.46kN/m length Also allow 0.1kN/m for tubular vertical bracings and 0.1kN/m for angle vertical bracings. Ignore shielding.

Approximate Wind Load Totals From an initial analysis, the total serviceability wind loads are approximately:- 38kN in X direction 48kN in Z direction

Thermal Loads

The structure is external and would be subject to direct solar radiation.

Take T0 = 15°C, T5 = 42°C. From BS EN 1991-1-5, UK-NAD, Tmax=33°C and Tmin=-16°C

Take equivalent summer temperature (Temax) = Tmax +16 +2 = 51°C. , ΔTu =51-15 = 36°C Take equivalent winter temperature (Temin) = Tmin -3 = -19°C. , ΔTu =-19-15 = -34°C

Open Grid Flooring

The flooring span is 1.5m (beam centres) For 5.0kN/m² imposed load, Use Minimum of 30x3 loadbearing bars at 30mm centres with binding bars at maximum 100 centres OR – Minimum of 35x3 loadbearing bars at 41mm centres with binding bars at maximum 100 centres




Rev . ……… …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

8 of 20

A

15/10/2015

39393 Calculations

D.C. 16/10/2015 day

Ref:

Equivalent Horizontal Forces

Initial calculations for the frame show that the total loads on the frame are as follows

Platform level steelwork selfweight = 80kN; 72x1.35 = 108kN Decanter and Enclosure = 66kN; 66x1.35 = 89kN

Platform variable load = 213kN; 213x1.5 = 320kN Decanter variable load = 5kN; 5x1.5 = 8kN

Total factored vertical load at platform level = 525kN.

φ =φ0 ×αm ×αh ; φ0 =1/200, αh = 2/√4.0 = 1.0, αm = √[0.5(1+1/m)]

For simplicity, take φ=1/200

Therefore, Total EHF = 525/200 = 2.63kN minimum.

For 20kN to 30kN use EHF=0.15kN, for up to 50kN use EHF=0.25kN, for 60kN to 70kN use EHF=0.35kN, for up to 90kN use EHF=0.45kN

(Use EHF=0.07 for staircase posts) Total EHF’s applied = 3.6kN (plus 15kN ultimate dynamic load from centrifuge).

Due to EHF’s, Maximum X deflection = 0.23mm

Maximum Z deflection = 0.31mm (=h/13,000)

The above EHF’s also include the horizontal dynamic forces, and are therefore very conservative Note – unfactored wind load on the structure is approximately 38kN in X direction and 48kN in Z direction.

With factored vertical platform load of 573kN, 15% of 573 = 86kN, which is greater than the factored wind load and therefore sway imperfections need to be included.

Include EHF’s in all ultimate load combinations, and also undertake a Pdelta analysis.

28kN 28kN

44kN

82kN

70kN

Factored dead + imposed column loads

33kN

27kN

44kN

73kN

60kN

“V” 36kN

“V”

48kN

7kN

7kN

12kN

Factored dead + imposed column (and “V”

bracing) loads shown total 573kN (plus staircase) > 525kN therefore OK




Rev . ……… …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

9 of 20

A

15/10/2015

39393 Calculations

D.C. 16/10/2015 day

Ref:

STAAD Analysis

(See Appendix A for full input and output)




Rev . ……… …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

10 of 20

A

15/10/2015

39393 Calculations

D.C. 16/10/2015 day

Ref:

Geometry




Rev . ……… …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

11 of 20

A

15/10/2015

39393 Calculations

D.C. 16/10/2015 day

Ref:




Rev . ……… …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

12 of 20

A

15/10/2015

39393 Calculations

D.C. 16/10/2015 day

Ref:




Rev . ……… …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

13 of 20

A

15/10/2015

39393 Calculations

D.C. 16/10/2015 day

Ref:

Summary of Results

Member Utilisation Ratios (Ratio of Design Forces /Design Strength Based on BS EN 1993-1-1 and the UK National Annex)




Rev . ……… …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

14 of 20

A

15/10/2015

39393 Calculations

D.C. 16/10/2015 day

Ref:

The maximum utilisation ratio for the structure is only 0.35; however, reducing the sizes would produce larger

deflections and would exceed the deflection limitations for the centrifuge (or would exceed other geometric limitations).

The maximum calculated deflections due to a load equal to the weight of the centrifuge, applied horizontally is:-

δx = 0.7mm, and δz = 0.9mm (the specified limit is 1.0mm, therefore OK).

Horizontal Vertical Horizontal

Node L/C X mm Y mm Z mm

Max X 122 22 DEFLECTION LIMITS 0.7 -0.2 0.9

Min Y 123 22 DEFLECTION LIMITS 0.7 -0.2 0.9

Max Z 120 22 DEFLECTION LIMITS 0.7 -0.2 0.9 The maximum calculated vertical deflection of the centrifuge support points is less than 1.0mm.

Therefore the deflections are within the specified limits for the resonance criteria.

Deflections (Servicability Limit State – Load Combinations)

Horizontal Vertical Horizontal

Node L/C X mm Y mm Z mm

Max X 143 521 DEAD+TOTAL.LIVE.1+ WIND(X) 2.2 -0.8 -0.5

Min X 140 543 MIN. DEAD+ WIND(-X) -1.0 -0.5 -0.3

Max Y 75 551 MIN. DEAD+WIND(Z) 0.0 0.0 0.8

Min Y 54 503 DEAD+TOTAL.LIVE.1+ WIND(-X) -0.3 -3.2 -0.1

Max Z 30 551 MIN. DEAD+WIND(Z) 0.0 0.0 0.8

Min Z 135 507 DEAD+TOTAL.LIVE.1+ WIND(-Z) 1.6 -1.9 -1.5 Maximum horizontal deflection = height/1800 << h/300 therefore OK




Rev . ……… …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

15 of 20

A

15/10/2015

39393 Calculations

D.C. 16/10/2015 day

Ref:

Maximum Member Forces (Factored Ultimate)

Axial (kN) Shear (kN) Torsion (kNm) Bending (kNm)

Section Fx Fy Fz Mx My Mz

UC254X254X73 Max +ve 101.8 1.0 1.0 0.0 1.0 1.0

Max -ve -12.6 -1.0 -1.0 0.0 -1.0 -1.0

UC203X203X46 Max +ve 49.2 0.8 0.8 0.0 0.8 0.8

Max -ve -17.6 -0.8 -0.8 0.0 -0.8 -0.8

UC152X152X23 Max +ve 25.1 0.8 0.5 0.0 0.4 0.8

Max -ve -16.5 -0.8 -0.5 0.0 -0.4 -0.8

CH180X75X20 Max +ve 12.0 9.3 2.9 0.1 1.4 6.3

Max -ve -8.3 -8.5 -2.9 0.0 -1.4 -6.3

UC254X254X73 Max +ve 13.5 36.2 4.6 0.0 2.1 20.3

Max -ve -16.6 -31.1 -4.4 0.0 -2.1 -18.3

UB254X146X31 Max +ve 17.8 23.0 2.9 0.0 0.7 14.8

Max -ve -21.4 -24.4 -3.1 0.0 -0.8 -21.8

UB152X89X16 Max +ve 3.1 11.7 0.3 0.0 0.1 0.0

Max -ve -3.2 -11.7 -0.3 0.0 -0.1 -5.2

UA70X70X7 RA Max +ve 18.9 0.2 0.2 0.0 0.0 0.0

Max -ve -17.4 -0.2 -0.2 0.0 0.0 0.0

PIP1395.0 Max +ve 34.9 0.8 0.5 0.0 0.0 0.0

Max -ve -29.2 -0.8 -0.4 0.0 0.0 0.0

Rect 0.01x0.25 Max +ve 5.5 0.2 2.8 0.0 1.4 0.1

Max -ve -5.2 -0.1 -0.8 0.0 -1.4 -0.1

PIP1143.6 Max +ve 48.5 0.5 0.4 0.0 0.0 0.0

Max -ve -25.9 -0.5 -0.4 0.0 0.0 0.0 Note – listed forces are not necessarily concurrent, but conservatively treat as such.




Rev . ……… …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

16 of 20

A

15/10/2015

39393 Calculations

D.C. 16/10/2015 day

Ref:

Maximum Support Reactions (Factored Ultimate)

Note – Reverse signs for Base Loads

Horizontal Vertical Horizontal Horizontal Vertical Horizontal Node Load Fx kN Fy kN Fz kN Node Load Fx kN Fy kN Fz kN

1 +ve 1.2 72.6 27.8

9 +ve 1.0 92.6 1.0

-ve -1.1 -7.5 -10.9 -ve -1.0 -9.4 -1.0

2

+ve 1.2 64.1 10.7 10

+ve 1.3 85.4 12.3 -ve -1.1 -12.8 -22.4 -ve -1.3 -4.6 -14.3

3 +ve 22.9 64.6 1.2 11

(Post)

+ve 0.8 17.7 0.2 -ve -26.5 -12.1 -1.2 -ve -0.8 -16.2 -0.2

4 +ve 20.2 61.9 1.2 12

(Post)

+ve 0.8 31.5 6.0 -ve -23.1 -9.7 -1.2 -ve -0.8 -12.1 -8.0

5 +ve 1.2 60.3 22.6 13

(Post)

+ve 0.2 20.8 0.3 -ve -1.1 -9.0 -11.6 -ve -0.6 -7.6 -0.3

6 +ve 1.2 55.5 10.6 14

(Post)

+ve 0.4 22.0 9.0 -ve -1.1 -8.8 -19.1 -ve -0.4 -14.1 -9.7

7 +ve 18.0 103.9 1.4 15

(stringer)

+ve 2.9 5.9 2.8 -ve -14.8 -1.3 -1.4 -ve -3.8 -0.4 -2.6

8 +ve 17.1 110.9 13.0 16

(stringer)

+ve 2.1 5.6 2.8 -ve -14.1 -7.9 -15.3 -ve -1.1 0.0 -2.8




Rev . ……… …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

17 of 20

A

15/10/2015

39393 Calculations

D.C. 16/10/2015 day

Ref:

Baseplates and HD Bolts

254x254UC.

From the ultimate limit state foundation load table, Nodes 7 to 10:- Maximum vertical load is 111kN / -10kN with maximum shears of 18kN and 16kN (Resultant shear = 24kN).

By inspection, Use 450x450x20 thick baseplate with 8mm c.f.w. Use 4N0 M20 Grade 8.8 HD bolts x 300 long (200mm embedment) with 100sq. x 15 thick washer

plates

203x203UC.

From the ultimate limit state foundation load table, Nodes 1 to 6:-

Maximum vertical load is 73kN / -13kN with maximum shears of 28kN and 2kN (Resultant shear = 28kN). By inspection, Use 450x450x20 thick baseplate with 8mm c.f.w.

Use 4N0 M20 Grade 8.8 HD bolts x 300 long (200mm embedment) with 100sq. x 15 thick washer plates

Staircase Towers

Note that the staircase tower columns have been modelled as 152x152x23UC’s but previous similar projects have used 100x100x4.0SHS for the taller tower and 180x75PFC for the legs supporting the half-landing.

By inspection, these sections will be suitable without any re-analysis (the staircase towers do not contribute to the main frame stiffness’s)

From the ultimate limit state foundation load table, Nodes 11 to 14:- Maximum vertical load is 32kN / -17kN with maximum shears of 10kN and 1kN (Resultant shear = 10kN).

100x100 SHS:-

Try 260x260x10 thick baseplate with 4No M16 anchors at 200x200 centres.

With C25 concrete, bearing area required = 32x1000/(0.56x25) = 2286mm² = Pcol(t+2c), Pcol = 400mm

Therefore c = [2286-(400x4.0)]/400 = 1.7mm which is negligible therefore no plate bending due to vertical load. Check uplift – Load per bolt = 17/4 = 4.3kN

Bolts are at 45° to the corners of the section, therefore take simple bending over the whole plate width. Lever arm m = 50mm, moment = 2x4.3x50 = 430kNmm

Plate thickness required, t = √[430x1000x6/(260x275)] = 6mm

Use 260x260x10 thick baseplate with 6mm c.f.w. Use 4N0 M16 Grade 4.6 HD bolts x 300 long (200mm embedment) with 80sq. x 10 thick washer

plates (or resin anchors)

180x75PFC:-

Try 150x180x10 thick baseplate with 2No M16 anchors at 100 centres. With C25 concrete, bearing area required = 32x1000/(0.56x25) = 2286mm²

The area of a 180x75PFC is 2590mm² therefore there is no plate bending due to vertical load. Check uplift – Load per bolt = 17/2 = 8.5kN

Take simple bending over the whole plate width. Lever arm m = 45mm, moment = 17x45 = 765kNmm

Plate thickness required, t = √[765x1000x6/(180x275)] = 9.6mm

Use 150x180x10 thick baseplate with 6mm c.f.w. Use 2N0 M16 Grade 4.6 HD bolts x 300 long (200mm embedment) with 80sq. x 10 thick washer

plates (or resin anchors)




Rev . ……… …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

18 of 20

A

15/10/2015

39393 Calculations

D.C. 16/10/2015 day

Ref:

Steelwork Connections

152x89UB connections.

From the table of maximum section forces, the axial load is <±5kN with vertical shear of 12kN. Beam is notched at the top – 135 x 30.

Try 10 thick endplate with 2No M20 bolts. By inspection, endplate and bolts are OK.

Check notch:- (ref “Green Book”)

Notch depth < 152/2 therefore OK d/t = 27.1 < 54.3;

notch length (135) < beam depth (152), therefore OK

Therefore local stability is not an issue.

Bending moment = 12x0.14 = 1.7kNm

Low shear, Mv.NR,d = 28104x275/106 = 7.7kNm >> 1.7kNm therefore OK

By inspection use a 2-bolt endplate connection. M20 Grade 8.8 bolts at 90mm X-Crs.

Minimum 150x120x8 plate (S275) with 6mm c.f.w.

70x70x8L (S275) bracing connections

From the table of maximum section forces, the axial load is <±20kN. By inspection use a 2-bolt M16 connection. Minimum 90x8 plate (S275) with 6mm c.f.w. (weld to beam flanges)

254x146x31UB connections

From the table of maximum section forces, the axial load is ±22kN with 26kN vertical shear and 5kN horizontal shear. All connections are nominally pinned. All connections are beam to column.

By inspection use a 4-bolt full depth end plate connection. M20 Grade 8.8 bolts at 90 X-Crs. Minimum 150x240x10 plate (S275) with 6mm c.f.w. (Note – 6-bolt connection has actually been used)

From SCI “Simple Joints to Eurocode 3”, VRd = 301kN; NRd,u = 324kN

254x254x73UC beam connections.

From the table of maximum section forces, the axial load is ±17kN with 37kN vertical shear and 5kN horizontal

shear. Some connections are welded to form a welded frame assembly (254UC to 254UC) and others are bolted to the perimeter support beams (254x146x31UB’s).

The welded secondary beams are 212, 213, 218, 219, 223 and 226. The members are profile welded (6mm f.w.) down the webs and prep welded flange to flange. – By inspection OK.

Main Beam Connections:- The ends of main beam members 121, 133, 141 and 151 are bolted to the main support beams (254x146x31UB)

via a “T” stub welded to the perimeter beam (to provide a flush face). The stub beam to support beams are nominally pinned except for the eccentricity to the “T” stub – nominally

73+12 say 100mm eccentricity.

With 37 (say 40)kN shear, the moment = 40x0.1 = 4kNm By inspection use a 6-bolt end plate connection. M20 Grade 8.8 bolts at 120 X-Crs.

Minimum 200x240x12 plate (S275) with 6mm c.f.w.

Use minimum 200x240x12 face plate and fitted 70x10 stiffener to “T” stub - S275 with 6mm c.f.w.

From SCI “Simple Joints to Eurocode 3”, VRd = 260kN; NRd,u = 324kN (based on 254x146x31UB S275).

f = 0.000 deg X-dim = 88.7 mm

A = 1549.39 mm 2̂ Y-dim = 121.7 mm

Xcg = 0.000 mm Zx(top) = 62197.50 mm 3̂

Ycg = -37.877 mm Zx(bot) = 28104.65 mm 3̂

Ixo = 2355828.3 mm 4̂ Zy(left) = 10190.90 mm 3̂

Iyo = 451966.4 mm 4̂ Zy(right)= 10190.90 mm 3̂

Ixyo = 0.0 mm 4̂ rx = 38.99 mm

ry = 17.08 mm

Section Properties

About Centroidal Axis Parallel to Original Axis




Rev . ……… …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

19 of 20

A

15/10/2015

39393 Calculations

D.C. 16/10/2015 day

Ref:

254x254x73UC connections (Welded Frames to Column Caps).

The 254UC welded frames are continuous over the central columns. From the analysis the maximum loads at the tops of these columns (members 11 to 14, which are also 254UC73’s) are:-

Axial load is +100kN / -13kN with nominal shears. All connections are nominally pinned.

From SCI P363 “Steel Building Design 2013 - Design Data”, page C-144, Stiff bearing length Ss = 250mm, C will be in excess of the limiting value, (C>Clim)

Therefore FRd(Clim) = 911kN > >100kN therefore OK. By inspection use a 4-bolt connection to a 250x250x20 thick cap plate. M20 Grade 8.8 bolts.

254x254x73UC Column Splice.

For installation purposes the main columns are to be spliced approximately 1.2m from the top of floor level. From above, the axial load is +100kN / -13kN with nominal shears.

All connections are nominally pinned. For splice plates the thickness should be at least equal to the column element thickness:-

Flange Plates - T=14.2mm therefore use minimum 15m thick cover plate for the flanges.

Minimum 500mm overall length and 250mm wide. By inspection use 8 - M20 Grade 8.8 bolts at 150 X-Crs spaced at 40, 160, 100, 160, 40 (250x15x500 plates).

Web Plates - tw = 8.6mm therefore use min. 6m thick cover plates (each side) for the web. Min. 125mm wide.

By inspection use 4 - M20 Grade 8.8 bolts at 100 vertical pitch and 80mm horizontal (150x170 plates).

For strut action:-

Take Mmax = (py/pc-1)fc.Wpl ≈ (275/215-1)x15x992/1000 = 4kNm (at mid-height). The strut action moment at the splice location is less than this – by inspection the standard splice detail is suitable

for the additional moments.

203x203x46UC Column Splice.

For installation purposes the main columns are to be spliced approximately 1.2m from the top of floor level.

From above, the axial load is +50kN / -18kN with nominal shears. All connections are nominally pinned.

For splice plates the thickness should be at least equal to the column element thickness:- Flange Plates - T=11mm therefore use minimum 12m thick cover plate for the flanges.

Minimum 400mm overall length and 200mm wide.

By inspection use 8 - M20 Grade 8.8 bolts at 120 X-Crs spaced at 40, 170, 80, 170, 40 (200x15x500 plates).

Web Plates - tw = 7.2mm therefore use min. 6m thick cover plates (each side) for the web. Min. 100mm wide. By inspection use 4 - M20 Grade 8.8 bolts at 80 vertical pitch and 80mm horizontal (150x150 plates).

For strut action:-

By inspection the standard splice detail is suitable for the additional moments.

114.3Dia x 3.6 CHS bracing connections

From the table of maximum section forces, the axial load is <±50kN.

With 10mm thick endplate and 10mm thick “T” plate the effective length of weld is 2[2x2.5x10+10] = 120mm. Load per mm = 50/120 = 0.42kN/mm. Use minimum 6mm leg = 0.94kN/mm therefore OK

By inspection use a 2-bolt M20 Grade 8.8 connection. Minimum 120x10 plate (S275) with 6mm c.f.w.

139.7Dia x 5.0 CHS bracing connections

From the table of maximum section forces, the axial load is <±40kN.

With 15mm thick endplate and 10mm thick “T” plate the effective length of weld is 2[2x2.5x15+10] = 170mm. Load per mm = 40/170 = 0.24kN/mm. Use minimum 6mm leg capacity = 0.94kN/mm (transverse) therefore OK

By inspection use 2 - M20 Grade 8.8 bolts. Minimum 150x10 plate fin plate, 150x15 endplate (S275). 6mm c.f.w.




Rev . ……… …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

20 of 20

A

15/10/2015

39393 Calculations

D.C. 16/10/2015 day

Ref:

Material Sub Grades

Ref PD 6695-1-10:-

General Sections

Since the maximum utilisation ratio is generally <0.3 (exceeded up to 0.35 only for a staircase stringer and a CHS

bracing) then:- Taking the typical case of σEd/fy(t) <0.3 and moderate welding, then from Table 3, Comb. 6:-

S275 material, maximum element thickness for sub-grade JR is 27.5mm thick. S355 material, maximum element thickness for sub-grade JR is 15mm thick.

Use Grade S275JR hot rolled steel to BS EN 10025-2 (Except as noted below)

Staircase Stringers

Full strength butt weld at position of maximum major axis moment:-

180x75PFC, T = 10.5mm From STAAD analysis the maximum tensile stress is 64.2N/mm²

For S275 material, stress ratio = 65/275 = 0.23< 0.3

Taking the case of σEd/fy(t) <0.3 and severe welding, then from Table 3, Comb. 9:- S275 material, maximum element thickness for sub-grade JR is 12.5mm thick.

For S355 material, stress ratio = 65/355 = 0.18>0.15 but < 0.3 S355 material, maximum element thickness for sub-grade JR is 7.5mm thick, therefore need JO.

For Staircase cranked section:-

Use Grade S275JR or Grade S355J0 hot rolled steel to BS EN 10025-2

254x254x73UC Beams

Cross flange weld to stiffeners at various positions along the beam

For 254UC, T = 14.2mm.

For the stiffeners, t=10mm and the attachment length = t+2 welds = maximum 26mm which is less than 50mm (BS EN 1993-1-10 Table NA.1) therefore ΔTRD = 0

For the cross beams (254x254x73UC), the length of weld is 254mm > 150mm, and the width of weld is 14.2mm < 50mm, (BS EN 1993-1-10 Table NA.1) therefore ΔTRD = -20

From STAAD analysis the maximum moment is 20.3kNm and maximum tensile force is 16.6kN. Therefore maximum tensile stress is 16.6x1000/9310 + 20.3x1000/992 = 22N/mm²

For S275 material, stress ratio = 22/275 = 0.1< 0.15 Taking the case of σEd/fy(t) <0.15 and ΔTRD = -20, then from Table 3, Comb. 7:-

S275 material, maximum element thickness for sub-grade JR is 22.5mm thick.

For S355 material, stress ratio = 22/355 = 0.06>0.15

Taking the case of σEd/fy(t) <0.15 and ΔTRD = -20, then from Table 3, Comb. 7:- S355 material, maximum element thickness for sub-grade JR is 12.5mm thick, therefore need JO (maximum

37.5mm thick).

For the 254x254x73UC Floor Beam Sections:-

Use Grade S275JR or Grade S355J0 hot rolled steel to BS EN 10025-2



Appendix Sheet No. …………………………. Calc By ……………………………………… Reviewed..…………………………………….

Rev . ………………….. …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

A1 of 18

A

15/10/2015

Calculations Appendix A

D.C. 16/10/2015 day

Ref: 39393

STAAD Analysis File

****************************************************

* *

* STAAD.Pro V8i SELECTseries6 *

* Version 20.07.11.33 *

* Proprietary Program of *

* Bentley Systems, Inc. *

* Date= OCT 15, 2015 *

* Time= 12:57:46 *

* *

* USER ID: Richard Alan Engineering Co. Ltd *

****************************************************

1. STAAD SPACE

INPUT FILE: H:\JOB FILES\Job Files 39001 - 40000\39393 - Costain - Hayden STW Centrifuge\3.

Design & S.. .STD

2. START JOB INFORMATION

3. ENGINEER DATE 14-OCT-15

4. END JOB INFORMATION

5. INPUT WIDTH 79

6. PAGE LENGTH 10000

7. UNIT METER KN

8. JOINT COORDINATES

9. 1 0 0 0; 2 0 0 5.5; 3 4.43 0 0; 4 4.43 0 5.5; 5 8.85 0 0; 6 8.85 0 5.5

10. 7 3.35 0 1.78; 8 3.35 0 3.72; 9 6.37 0 1.78; 10 6.37 0 3.72; 11 -1.45 0 0

11. 12 -1.45 0 1.28; 13 -0.45 0 4.2; 14 -0.45 0 5.2; 15 -3.78 -0.197 4.2

12. 16 -3.78 -0.197 5.2; 17 3.35 2.8 1.78; 18 3.35 2.8 3.72; 19 6.37 2.8 1.78

13. 20 6.37 2.8 3.72; 21 -0.45 1.77 3.91; 22 -1.45 1.77 3.91; 23 0 2.8 0

14. 24 -1.45 1.77 5.2; 25 -0.45 1.77 4.2; 26 -0.45 1.77 5.2; 27 -1.45 1.77 4.2

15. 28 0 2.8 5.5; 29 4.43 2.8 0; 30 4.43 2.8 5.5; 31 8.85 2.8 0; 32 8.85 2.8 5.5

16. 51 0 4 0; 52 4.43 4 0; 53 8.85 4 0; 54 1.48 4 0; 55 2.95 4 0; 56 7.38 4 0

17. 57 5.9 4 0; 58 -0.45 4 0; 59 -1.45 4 0; 60 -0.45 4 1.28; 61 -1.45 4 1.28

18. 62 0 4 1.28; 71 3.35 4 1.78; 72 6.37 4 1.78; 73 0 4 1.78; 74 8.85 4 1.78

19. 75 4.43 4 1.78; 76 1.07 4 1.78; 77 0.55 4 1.78; 78 8.3 4 1.78; 79 1.48 4 1.78

20. 80 7.38 4 1.78; 81 7.78 4 1.78; 82 2.95 4 1.78; 83 5.9 4 1.78; 84 8.85 4 2.75

21. 85 0 4 2.75; 91 3.35 4 3.72; 92 6.37 4 3.72; 93 0 4 3.72; 94 8.85 4 3.72

22. 95 4.43 4 3.72; 96 1.07 4 3.72; 97 0.55 4 3.72; 98 8.3 4 3.72; 99 1.48 4 3.72

23. 100 7.38 4 3.72; 101 7.78 4 3.72; 102 2.95 4 3.72; 103 5.9 4 3.72; 111 0 4 5.5

24. 112 4.43 4 5.5; 113 8.85 4 5.5; 114 1.48 4 5.5; 115 2.95 4 5.5; 116 7.38 4 5.5

25. 117 5.9 4 5.5; 118 3.35 4 2.18; 119 3.35 4 2.61; 120 3.35 4 3.04

26. 121 6.37 4 2.18; 122 6.37 4 2.61; 123 6.37 4 3.04; 124 -1.45 1.33 0

27. 125 -1.45 1.33 1.28; 126 -1.45 2.67 1.28; 127 -1.45 3.8 1.52

28. 128 -1.45 3.6 1.76; 129 -1.45 3.39 2; 130 -1.45 3.19 2.24; 131 -1.45 2.99 2.47

29. 132 -1.45 2.79 2.71; 133 -1.45 2.58 2.95; 134 -1.45 2.38 3.19

30. 135 -1.45 2.18 3.43; 136 -1.45 1.98 3.67; 137 -0.45 3.8 1.52

31. 138 -0.45 3.6 1.76; 139 -0.45 3.39 2; 140 -0.45 3.19 2.24; 141 -0.45 2.99 2.47

32. 142 -0.45 2.79 2.71; 143 -0.45 2.58 2.95; 144 -0.45 2.38 3.19

33. 145 -0.45 2.18 3.43; 146 -0.45 1.98 3.67; 147 -1.68 1.58 4.2

34. 148 -1.92 1.38 4.2; 149 -2.15 1.18 4.2; 150 -2.38 0.986 4.2

35. 151 -2.61 0.788 4.2; 152 -2.85 0.591 4.2; 153 -3.08 0.394 4.2

36. 154 -3.31 0.197 4.2; 155 -1.68 1.58 5.2; 156 -1.92 1.38 5.2

37. 157 -2.15 1.18 5.2; 158 -2.38 0.986 5.2; 159 -2.61 0.788 5.2

38. 160 -2.85 0.591 5.2; 161 -3.08 0.394 5.2; 162 -3.31 0.197 5.2; 163 -3.55 0 4.2

39. 164 -3.55 0 5.2

40. MEMBER INCIDENCES

41. 1 1 23; 2 2 28; 3 3 29; 4 4 30; 5 5 31; 6 6 32; 7 7 17; 8 8 18; 9 9 19

42. 10 10 20; 11 17 71; 12 18 91; 13 19 72; 14 20 92; 15 23 51; 16 28 111

43. 17 29 52; 18 30 112; 19 31 53; 20 32 113; 21 14 26; 22 13 25; 31 11 124

44. 32 12 125; 33 124 59; 34 125 126; 35 126 61; 101 51 54; 102 54 55; 103 55 52

45. 104 57 52; 105 56 57; 106 53 56; 107 111 114; 108 114 115; 109 115 112

46. 110 117 112; 111 116 117; 112 113 116; 121 73 77; 122 77 76; 123 76 79

47. 124 79 82; 125 82 71; 126 71 75; 129 75 83; 130 83 72; 131 80 72; 132 81 80

48. 133 74 78; 134 78 81; 141 93 97; 142 97 96; 143 96 99; 144 99 102; 145 102 91

49. 146 91 95; 147 95 103; 148 103 92; 149 100 92; 150 101 100; 151 94 98




Rev . ………………….. …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

A2 of 18

A

15/10/2015


D.C. 16/10/2015 day

Ref: 39393

50. 152 98 101; 161 51 58; 162 58 59; 163 60 61; 164 62 60; 165 58 60; 166 59 61

51. 167 25 26; 168 26 24; 169 22 27; 170 21 25; 201 51 62; 202 62 73; 203 73 85

52. 204 93 111; 205 53 74; 206 74 84; 207 94 113; 208 84 94; 209 85 93; 211 52 75

53. 212 71 118; 213 72 121; 214 95 112; 215 56 80; 216 100 116; 217 76 96

54. 218 77 97; 219 78 98; 220 81 101; 221 118 119; 222 119 120; 223 120 91

55. 224 121 122; 225 122 123; 226 123 92; 227 54 79; 228 99 114; 229 55 82

56. 230 57 83; 231 102 115; 232 103 117; 301 4 111; 302 3 51; 303 7 72; 304 8 92

57. 305 8 71; 306 10 72; 307 5 84; 308 6 84; 309 2 85; 310 1 85; 311 73 54

58. 312 54 82; 313 82 52; 314 52 83; 315 83 56; 316 56 74; 317 94 116; 318 116 103

59. 319 103 112; 320 112 102; 321 102 114; 322 114 93; 331 14 25; 332 12 124

60. 333 124 126; 334 126 59; 401 61 127; 402 60 137; 403 27 147; 404 24 155

61. 405 127 128; 406 128 129; 407 129 130; 408 130 131; 409 131 132; 410 132 133

62. 411 133 134; 412 134 135; 413 135 136; 414 136 22; 415 137 138; 416 138 139

63. 417 139 140; 418 140 141; 419 141 142; 420 142 143; 421 143 144; 422 144 145

64. 423 145 146; 424 146 21; 425 147 148; 426 148 149; 427 149 150; 428 150 151

65. 429 151 152; 430 152 153; 431 153 154; 432 154 163; 433 155 156; 434 156 157

66. 435 157 158; 436 158 159; 437 159 160; 438 160 161; 439 161 162; 440 162 164

67. 441 163 15; 442 24 27; 443 164 16; 501 127 137; 502 128 138; 503 129 139

68. 504 130 140; 505 131 141; 506 132 142; 507 133 143; 508 134 144; 509 135 145

69. 510 136 146; 511 22 21; 512 147 155; 513 148 156; 514 149 157; 515 150 158

70. 516 151 159; 517 152 160; 518 153 161; 519 154 162; 521 25 27; 522 163 164

71. START GROUP DEFINITION

72. FLOOR

73. _FLOOR1 101 TO 106 121 TO 126 129 TO 134 201 202 205 211 215 227 229 230

74. _FLOOR2 107 TO 112 141 TO 152 204 207 214 216 228 231 232

75. _FLOOR3 121 122 141 142 203 209 217 218

76. _FLOOR4 133 134 151 152 206 208 219 220

77. _FLOOR5 161 TO 166 201

78. _INFIL 123 TO 126 129 TO 132 143 TO 150 212 213 217 220 TO 226

79. JOINT

80. END GROUP DEFINITION

81. DEFINE MATERIAL START

82. ISOTROPIC STEEL

83. E 2.05E+008

84. POISSON 0.3

85. DENSITY 76.8195

86. ALPHA 1.2E-005

87. DAMP 0.03

88. TYPE STEEL

89. STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2

90. ISOTROPIC NODENSITYSTEEL

91. E 2.05E+008

92. POISSON 0.3

93. DENSITY 0.1

94. ALPHA 1.2E-005

95. DAMP 0.03

96. TYPE STEEL

97. STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2

98. END DEFINE MATERIAL

99. MEMBER PROPERTY BRITISH

100. 7 TO 14 TABLE ST UC254X254X73

101. 1 TO 6 15 TO 20 TABLE ST UC203X203X46

102. 21 22 31 TO 35 TABLE ST UC152X152X23

103. 161 TO 170 401 TO 441 443 521 TABLE ST CH180X75X20

104. 121 TO 126 129 TO 134 141 TO 152 212 213 218 219 221 TO 225 -

105. 226 TABLE ST UC254X254X73

106. 101 TO 112 201 TO 209 TABLE ST UB254X146X31

107. 211 214 TO 217 220 227 TO 232 TABLE ST UB152X89X16

108. 311 TO 322 331 TO 334 TABLE RA UA70X70X7

109. 301 302 TABLE ST PIP1395.0

110. MEMBER PROPERTY BRITISH

111. 442 501 TO 519 522 PRIS YD 0.01 ZD 0.25

112. 303 TO 310 TABLE ST PIP1143.6

113. CONSTANTS

114. BETA 180 MEMB 165 167 170 402 404 415 TO 424 433 TO 440 443 521




Rev . ………………….. …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

A3 of 18

A

15/10/2015


D.C. 16/10/2015 day

Ref: 39393

115. BETA 90 MEMB 7 TO 14

116. MATERIAL STEEL MEMB 1 TO 22 31 TO 35 101 TO 112 121 TO 126 129 TO 134 141 -

117. 142 TO 152 161 TO 170 201 TO 209 211 TO 232 301 TO 322 331 TO 334 401 TO 441 -

118. 443 521

119. MATERIAL NODENSITYSTEEL MEMB 442 501 TO 519 522

120. SUPPORTS

121. 7 TO 10 15 16 PINNED

122. 1 TO 6 11 TO 14 FIXED BUT MX MZ

123. MEMBER TRUSS

124. 301 TO 322 331 TO 334

125. MEMBER RELEASE

126. 11 TO 14 103 104 109 110 162 163 165 166 169 170 204 207 211 214 TO 217 220 -

127. 227 TO 232 END MY MZ

128. 101 106 107 112 161 164 TO 168 201 205 211 214 TO 217 220 227 TO 232 401 402 -

129. 521 START MX MY MZ

130. 121 133 141 151 START MY MZ

131. 121 133 141 151 END KMX 50 KMY 50 KMZ 100

132. 11 TO 20 START KMX 100 KMY 150 KMZ 200

133. LOAD 1 LOADTYPE DEAD TITLE SELFWEIGHT

134. SELFWEIGHT Y -1.1

135. LOAD 2 LOADTYPE DEAD TITLE FLOORING ETC

136. ONEWAY LOAD

137. _FLOOR1 ONE -0.4 GY TOWARDS 201





142. _INFIL ONE -0.4 GY TOWARDS 124

143. MEMBER LOAD

144. 101 TO 112 161 162 164 166 TO 168 202 TO 209 UNI GY -0.25

145. *HALF LANDING GRATING

146. 168 521 UNI GY -0.2

147. *STAIRCASE TREADS AND HANDRAIL

148. 401 TO 441 443 UNI GY -0.5

149. LOAD 3 LOADTYPE DEAD TITLE DECANTER DEAD LOAD

150. MEMBER LOAD

151. 123 TO 126 129 TO 132 143 TO 150 UNI GY -0.57

152. 220 UNI GY -0.93

153. 217 UNI GY -0.7

154. 144 CON GY -1.87 0.05

155. 124 CON GY -0.8 0.05

156. JOINT LOAD

157. 118 120 121 123 FY -13

158. LOAD 7 LOADTYPE DEAD TITLE TOTAL DEAD LOAD

159. REPEAT LOAD

160. 1 1.0 2 1.0 3 1.0

161. ************************************************************************

162. LOAD 11 LOADTYPE LIVE TITLE PLATFORM LIVE LOAD

163. ONEWAY LOAD






169. _INFIL ONE -0.5 GY TOWARDS 124

170. *HALF LANDING

171. MEMBER LOAD

172. 168 521 UNI GY -2.5

173. 101 TO 112 161 162 164 166 TO 170 202 TO 209 401 TO 441 443 UNI GY -0.6

174. LOAD 12 LOADTYPE LIVE TITLE DECANTER LIVE LOAD

175. JOINT LOAD

176. 118 120 121 123 FY -1.3

177. ************************************************************************

178. LOAD 13 LOADTYPE LIVE TITLE DECANTER RUN DOWN VERTICAL DYNAMIC

179. JOINT LOAD




Rev . ………………….. …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

A4 of 18

A

15/10/2015


D.C. 16/10/2015 day

Ref: 39393

180. 118 120 121 123 FY -7.5

181. LOAD 14 LOADTYPE LIVE TITLE DECANTER RUN DOWN HORIZONTAL DYNAMIC

182. JOINT LOAD

183. 118 120 121 123 FX 2.5 FZ 2.5

184. LOAD 15 LOADTYPE LIVE TITLE DECANTER OPERATING VERTICAL DYNAMIC

185. JOINT LOAD

186. 118 120 121 123 FY -0.5

187. LOAD 16 LOADTYPE LIVE TITLE DECANTER OPERATING HORIZONTAL DYNAMIC

188. JOINT LOAD

189. 118 120 121 123 FX 0.5 FZ 0.5

190. ***********************************

191. LOAD 17 LOADTYPE LIVE TITLE TOTAL COEXISTING LIVE LOAD 1

192. REPEAT LOAD

193. 11 1.0 12 1.0 13 1.0

194. *************************************************************

195. * ULTIMATE FACTORED STR LOADS

196. *************************************************************

197. LOAD 21 LOADTYPE NONE TITLE TOTAL ULTIMATE VERTICAL LOAD 1

198. REPEAT LOAD

199. 7 1.35 17 1.5

200. ****************************************************************

201. LOAD 22 LOADTYPE LIVE TITLE DEFLECTION LIMITS

202. JOINT LOAD

203. 118 120 121 123 FX 13 FY -13 FZ 13

204. LOAD 25 LOADTYPE TEMPERATURE TITLE THERMAL INCREASE

205. TEMPERATURE LOAD

206. 1 TO 22 31 TO 35 101 TO 112 121 TO 126 129 TO 134 141 TO 152 161 TO 170 201 -

207. 202 TO 209 211 TO 232 301 TO 322 331 TO 334 401 TO 443 501 TO 519 521 -

208. 522 TEMP 36

209. LOAD 26 LOADTYPE TEMPERATURE TITLE THERMAL DECREASE

210. TEMPERATURE LOAD

211. 1 TO 22 31 TO 35 101 TO 112 121 TO 126 129 TO 134 141 TO 152 161 TO 170 201 -

212. 202 TO 209 211 TO 232 301 TO 322 331 TO 334 401 TO 443 501 TO 519 521 -

213. 522 TEMP -34

214. LOAD 31 LOADTYPE WIND TITLE WIND X

215. MEMBER LOAD

216. 7 TO 14 212 213 218 219 221 TO 226 UNI GX 0.33

217. 201 TO 209 UNI GX 0.46

218. 1 TO 6 15 TO 20 22 165 TO 167 169 170 401 402 405 TO 424 UNI GX 0.26

219. 21 22 31 TO 35 211 214 TO 217 220 227 TO 232 UNI GX 0.2

220. 301 TO 310 331 TO 334 UNI GX 0.1

221. JOINT LOAD

222. 76 96 FX 1.2

223. LOAD 32 LOADTYPE WIND TITLE WIND -X

224. MEMBER LOAD

225. 7 TO 14 212 213 218 219 221 TO 226 UNI GX -0.33

226. 201 TO 209 UNI GX -0.46

227. 1 TO 6 15 TO 20 165 TO 167 169 170 401 402 405 TO 424 UNI GX -0.26

228. 21 22 31 TO 35 211 214 TO 217 220 227 TO 232 UNI GX -0.2

229. 301 TO 310 331 TO 334 UNI GX -0.1

230. JOINT LOAD

231. 76 96 FX -1.2

232. LOAD 33 LOADTYPE WIND TITLE WIND Z

233. MEMBER LOAD

234. 7 TO 14 101 TO 112 121 TO 126 129 TO 134 141 TO 152 UNI GZ 0.33

235. 1 TO 6 15 TO 20 161 TO 164 168 403 404 425 TO 441 443 521 UNI GZ 0.26

236. 21 22 31 TO 35 UNI GZ 0.2

237. 166 169 170 301 TO 310 331 TO 334 401 402 405 TO 424 UNI GZ 0.1

238. 123 TO 126 129 TO 132 143 TO 150 UNI GZ 0.905

239. 143 TO 150 UNI GY -1.28

240. 123 TO 126 129 TO 132 UNI GY 1.28

241. LOAD 34 LOADTYPE WIND TITLE WIND -Z

242. MEMBER LOAD

243. 7 TO 14 101 TO 112 121 TO 126 129 TO 134 141 TO 152 UNI GZ -0.33

244. 1 TO 6 15 TO 20 161 TO 164 168 403 404 425 TO 441 443 521 UNI GZ -0.26




Rev . ………………….. …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

A5 of 18

A

15/10/2015


D.C. 16/10/2015 day

Ref: 39393

245. 21 22 31 TO 35 UNI GZ -0.2

246. 169 170 301 TO 310 331 TO 334 401 402 405 TO 424 UNI GZ -0.1

247. 123 TO 126 129 TO 132 143 TO 150 UNI GZ -0.905

248. 143 TO 150 UNI GY 1.28

249. 123 TO 126 129 TO 132 UNI GY -1.28

250. ************************************************************************

251. LOAD 41 LOADTYPE WIND TITLE WIND X

252. REPEAT LOAD

253. 31 1.0

254. LOAD 43 LOADTYPE WIND TITLE WIND -X

255. REPEAT LOAD

256. 32 1.0

257. LOAD 45 LOADTYPE WIND TITLE WIND Z

258. REPEAT LOAD

259. 33 1.0

260. LOAD 47 LOADTYPE WIND TITLE WIND -Z

261. REPEAT LOAD

262. 34 1.0

263. ************************************************************************

264. LOAD 51 LOADTYPE LIVE TITLE EHF'S +X (PLUS DYNAMIC)

265. JOINT LOAD

266. 53 111 113 FX 0.15

267. 51 52 84 85 112 FX 0.25

268. 72 92 FX 0.35

269. 25 26 59 61 FX 0.07

270. *INCLUDE RUN-DOWN DYNAMICS FACTORED BY 1.5 = 2.5X1.5 =3.75

271. 118 120 121 123 FX 3.75

272. 71 91 FX 0.45

273. LOAD 52 LOADTYPE LIVE TITLE EHF'S +Z (PLUS DYNAMIC)

274. JOINT LOAD

275. 53 111 113 FZ 0.15

276. 51 52 84 85 112 FZ 0.25

277. 72 92 FZ 0.35

278. 25 26 59 61 FZ 0.07

279. *INCLUDE RUN-DOWN DYNAMICS FACTORED BY 1.5 = 2.5X1.5 =3.75

280. 118 120 121 123 FZ 3.75

281. 71 91 FZ 0.45

282. ******************************************************************************

283. ******************************************************************************

284. * ULTIMATE LIMIT STATE LOADS TO EN 1993-1 UK NA TABLE NA.A1.2(B) (EQ 6.10) *

285. ******************************************************************************

286. * ULTIMATE LOADS - MAIN VARIABLE 1 WITH EHF'S X DIRECTION *

287. *********************************************************************

288. LOAD 101 ULT DEAD+TOTAL.LIVE.1+EHF(X)

289. REPEAT LOAD

290. 7 1.35 17 1.5 51 1.0

291. LOAD 102 ULT DEAD+TOTAL.LIVE.1+EHF(-X)

292. REPEAT LOAD

293. 7 1.35 17 1.5 51 -1.0

294. *********************************************************************

295. * ULTIMATE LOADS - MAIN VARIABLE 1 WITH EHF'S Z DIRECTION *

296. *********************************************************************

297. LOAD 103 ULT DEAD+TOTAL.LIVE.1+EHF(Z)

298. REPEAT LOAD

299. 7 1.35 17 1.5 52 1.0

300. LOAD 104 ULT DEAD+TOTAL.LIVE.1+EHF(-Z)

301. REPEAT LOAD

302. 7 1.35 17 1.5 52 -1.0

303. *********************************************************************

304. * ULTIMATE LOADS - MAIN VARIABLE WITH THERMAL AND EHF'S X DIRECTION *

305. *********************************************************************

306. LOAD 111 ULT DEAD+TOTAL.LIVE.1+EHF(X) + THERMAL INCREASE

307. REPEAT LOAD

308. 7 1.35 17 1.5 25 0.9 51 1.0

309. LOAD 112 ULT DEAD+TOTAL.LIVE.1+EHF(X) + THERMAL DECREASE




Rev . ………………….. …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

A6 of 18

A

15/10/2015


D.C. 16/10/2015 day

Ref: 39393

310. REPEAT LOAD

311. 7 1.35 17 1.5 26 0.9 51 1.0

312. *********************************************************

313. LOAD 113 ULT DEAD+TOTAL.LIVE.1+EHF(-X) + THERMAL INCREASE

314. REPEAT LOAD

315. 7 1.35 17 1.5 25 0.9 51 -1.0

316. LOAD 114 ULT DEAD+TOTAL.LIVE.1+EHF(-X) + THERMAL DECREASE

317. REPEAT LOAD

318. 7 1.35 17 1.5 26 0.9 51 -1.0

319. *********************************************************************

320. * ULTIMATE LOADS - MAIN VARIABLE WITH THERMAL AND EHF'S Z DIRECTION *

321. *********************************************************************

322. LOAD 115 ULT DEAD+TOTAL.LIVE.1+EHF(Z) + THERMAL INCREASE

323. REPEAT LOAD

324. 7 1.35 17 1.5 25 0.9 52 1.0

325. LOAD 116 ULT DEAD+TOTAL.LIVE.1+EHF(Z) + THERMAL DECREASE

326. REPEAT LOAD

327. 7 1.35 17 1.5 26 0.9 52 1.0

328. *********************************************************

329. LOAD 117 ULT DEAD+TOTAL.LIVE.1+EHF(-Z) + THERMAL INCREASE

330. REPEAT LOAD

331. 7 1.35 17 1.5 25 0.9 52 -1.0

332. LOAD 118 ULT DEAD+TOTAL.LIVE.1+EHF(-Z) + THERMAL DECREASE

333. REPEAT LOAD

334. 7 1.35 17 1.5 26 0.9 52 -1.0

335. ****************************************************************************

336. ****************************************************************************

337. * ULTIMATE LOADS - MAIN VARIABLE 1 WITH SECONDARY WIND AND EHF'S X DIRECTION

338. ****************************************************************************

339. LOAD 201 ULT DEAD+TOTAL.LIVE.1+THERMAL INCREASE+EHF(X) + WIND(X)

340. REPEAT LOAD

341. 7 1.35 17 1.5 25 0.75 41 0.75 51 1.0

342. LOAD 202 ULT DEAD+TOTAL.LIVE.1+THERMAL DECREASE+EHF(X) + WIND(X)

343. REPEAT LOAD

344. 7 1.35 17 1.5 26 0.75 41 0.75 51 1.0

345. *********************************************************************

346. LOAD 205 ULT DEAD+TOTAL.LIVE.1+THERMAL INCREASE+EHF(-X) + WIND(-X)

347. REPEAT LOAD

348. 7 1.35 17 1.5 25 0.75 43 0.75 51 -1.0

349. LOAD 206 ULT DEAD+TOTAL.LIVE.1+THERMAL DECREASE+EHF(-X) + WIND(-X)

350. REPEAT LOAD

351. 7 1.35 17 1.5 26 0.75 43 0.75 51 -1.0

352. *********************************************************************

353. * ULTIMATE LOADS - MAIN VARIABLE 1 WITH SECONDARY WIND AND EHF'S Z DIRECTION

354. *********************************************************************

355. LOAD 211 ULT DEAD+TOTAL.LIVE.1+THERMAL INCREASE+EHF(Z) + WIND(Z)

356. REPEAT LOAD

357. 7 1.35 17 1.5 25 0.75 45 0.75 52 1.0

358. LOAD 212 ULT DEAD+TOTAL.LIVE.1+THERMAL DECREASE+EHF(Z) + WIND(Z)

359. REPEAT LOAD

360. 7 1.35 17 1.5 26 0.75 45 0.75 52 1.0

361. *********************************************************************

362. LOAD 215 ULT DEAD+TOTAL.LIVE.1+THERMAL INCREASE+EHF(-Z) + WIND(-Z)

363. REPEAT LOAD

364. 7 1.35 17 1.5 25 0.75 47 0.75 52 -1.0

365. LOAD 216 ULT DEAD+TOTAL.LIVE.1+THERMAL DECREASE+EHF(-Z) + WIND(-Z)

366. REPEAT LOAD

367. 7 1.35 17 1.5 26 0.75 47 0.75 52 -1.0

368. *********************************************************************

369. * ULTIMATE LOADS - MAIN WIND WITH SECONDARY VARIABLE 1 AND EHF'S X DIRECTION

370. *********************************************************************

371. LOAD 221 ULT DEAD+TOTAL.LIVE.1+THERMAL INCREASE+EHF(X) + WIND(X)

372. REPEAT LOAD

373. 7 1.35 17 0.75 25 0.75 41 1.5 51 1.0

374. LOAD 222 ULT DEAD+TOTAL.LIVE.1+THERMAL DECREASE+EHF(X) + WIND(X)




Rev . ………………….. …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

A7 of 18

A

15/10/2015


D.C. 16/10/2015 day

Ref: 39393

375. REPEAT LOAD

376. 7 1.35 17 0.75 26 0.75 41 1.5 51 1.0

377. *********************************************************************

378. LOAD 225 ULT DEAD+TOTAL.LIVE.1+THERMAL INCREASE+EHF(-X) + WIND(-X)

379. REPEAT LOAD

380. 7 1.35 17 0.75 25 0.75 43 1.5 51 -1.0

381. LOAD 226 ULT DEAD+TOTAL.LIVE.1+THERMAL DECREASE+EHF(-X) + WIND(-X)

382. REPEAT LOAD

383. 7 1.35 17 0.75 26 0.75 43 1.5 51 -1.0

384. *********************************************************************

385. * ULTIMATE LOADS - MAIN WIND WITH SECONDARY VARIABLE 1 AND EHF'S Z DIRECTION

386. *********************************************************************

387. LOAD 231 ULT DEAD+TOTAL.LIVE.1+THERMAL INCREASE+EHF(Z) + WIND(Z)

388. REPEAT LOAD

389. 7 1.35 17 0.75 25 0.75 45 1.5 52 1.0

390. LOAD 232 ULT DEAD+TOTAL.LIVE.1+THERMAL DECREASE+EHF(Z) + WIND(Z)

391. REPEAT LOAD

392. 7 1.35 17 0.75 26 0.75 45 1.5 52 1.0

393. *********************************************************************

394. LOAD 235 ULT DEAD+TOTAL.LIVE.1+THERMAL INCREASE+EHF(-Z) + WIND(-Z)

395. REPEAT LOAD

396. 7 1.35 17 0.75 25 0.75 47 1.5 52 -1.0

397. LOAD 236 ULT DEAD+TOTAL.LIVE.1+THERMAL DECREASE+EHF(-Z) + WIND(-Z)

398. REPEAT LOAD

399. 7 1.35 17 0.75 26 0.75 47 1.5 52 -1.0

400. ****************************************************************************

401. *********************************************************************

402. * ULTIMATE LOADS - MAIN WIND WITH MINIMUM DEAD AND EHF'S X DIRECTION *

403. *********************************************************************

404. LOAD 241 ULT MIN. DEAD+THERMAL INCREASE+EHF(X) + WIND(X)

405. REPEAT LOAD

406. 7 1.0 25 0.75 41 1.5 51 1.0

407. LOAD 242 ULT MIN. DEAD+THERMAL DECREASE+EHF(X) + WIND(X)

408. REPEAT LOAD

409. 7 1.0 26 0.75 41 1.5 51 1.0

410. *********************************************************************

411. LOAD 245 ULT MIN. DEAD+THERMAL INCREASE+EHF(-X) + WIND(-X)

412. REPEAT LOAD

413. 7 1.0 25 0.75 43 1.5 51 -1.0

414. LOAD 246 ULT MIN. DEAD+THERMAL DECREASE+EHF(-X) + WIND(-X)

415. REPEAT LOAD

416. 7 1.0 26 0.75 43 1.5 51 -1.0

417. *********************************************************************

418. * ULTIMATE LOADS - MAIN WIND WITH MINIMUM DEAD AND EHF'S Z DIRECTION *

419. *********************************************************************

420. LOAD 251 ULT MIN. DEAD+THERMAL INCREASE+EHF(Z) + WIND(Z)

421. REPEAT LOAD

422. 7 1.0 25 0.75 45 1.5 52 1.0

423. LOAD 252 ULT MIN. DEAD+THERMAL DECREASE+EHF(Z) + WIND(Z)

424. REPEAT LOAD

425. 7 1.0 26 0.75 45 1.5 52 1.0

426. *********************************************************************

427. LOAD 255 ULT MIN. DEAD+THERMAL INCREASE+EHF(-Z) + WIND(-Z)

428. REPEAT LOAD

429. 7 1.0 25 0.75 47 1.5 52 -1.0

430. LOAD 256 ULT MIN. DEAD+THERMAL DECREASE+EHF(-Z) + WIND(-Z)

431. REPEAT LOAD

432. 7 1.0 26 0.75 47 1.5 52 -1.0

433. ****************************************************************************

434. ******************************************************************************

435. * SERVICABILITY LIMIT STATE LOADS TO EN 1993-1 (UK NA) TABLE A1.4 (EQ 6.16B) *

436. ******************************************************************************

437. * SERVICABILITY LOADS - MAIN VARIABLE 1 *

438. *********************************************************************

439. LOAD 500 DEAD+TOTAL LIVE 1




Rev . ………………….. …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

A8 of 18

A

15/10/2015


D.C. 16/10/2015 day

Ref: 39393

440. REPEAT LOAD

441. 7 1.0 17 1.0

442. *********************************************************************

443. * SERVICABILITY LOADS - MAIN VARIABLE 1 WITH SECONDARY WIND X DIRECTION *

444. *********************************************************************

445. LOAD 501 DEAD+TOTAL.LIVE.1+ WIND(X)

446. REPEAT LOAD

447. 7 1.0 17 1.0 41 0.5 51 1.0

448. LOAD 503 DEAD+TOTAL.LIVE.1+ WIND(-X)

449. REPEAT LOAD

450. 7 1.0 17 1.0 43 0.5 51 -1.0

451. *********************************************************************

452. * SERVICABILITY LOADS - MAIN VARIABLE 1 WITH SECONDARY WIND Z DIRECTION *

453. *********************************************************************

454. LOAD 505 DEAD+TOTAL.LIVE.1+ WIND(Z)

455. REPEAT LOAD

456. 7 1.0 17 1.0 45 0.5 52 1.0

457. LOAD 507 DEAD+TOTAL.LIVE.1+ WIND(-Z)

458. REPEAT LOAD

459. 7 1.0 17 1.0 47 0.5 52 -1.0

460. *********************************************************************

461. * SERVICABILITY LOADS - MAIN WIND WITH SECONDARY VARIABLE 1 X DIRECTION *

462. *********************************************************************

463. LOAD 521 DEAD+TOTAL.LIVE.1+ WIND(X)

464. REPEAT LOAD

465. 7 1.0 17 0.5 41 1.0 51 1.0

466. LOAD 525 DEAD+TOTAL.LIVE.1+ WIND(-X)

467. REPEAT LOAD

468. 7 1.0 17 0.5 43 1.0 51 -1.0

469. *********************************************************************

470. * SERVICABILITY LOADS - MAIN WIND WITH SECONDARY VARIABLE 1 Z DIRECTION *

471. *********************************************************************

472. LOAD 531 DEAD+TOTAL.LIVE.1+ WIND(Z)

473. REPEAT LOAD

474. 7 1.0 17 0.5 45 1.0 52 1.0

475. LOAD 535 DEAD+TOTAL.LIVE.1+ WIND(-Z)

476. REPEAT LOAD

477. 7 1.0 17 0.5 47 1.0 52 -1.0

478. *********************************************************************

479. * SERVICABILITY LOADS - MAIN WIND WITH MINIMUM DEAD - X DIRECTION *

480. *********************************************************************

481. LOAD 541 MIN. DEAD+WIND(X)

482. REPEAT LOAD

483. 7 0.9 41 1.0 51 1.0

484. LOAD 543 MIN. DEAD+ WIND(-X)

485. REPEAT LOAD

486. 7 0.9 43 1.0 51 -1.0

487. *********************************************************************

488. * SERVICABILITY LOADS - MAIN WIND WITH MINIMUM DEAD - Z DIRECTION *

489. *********************************************************************

490. LOAD 551 MIN. DEAD+WIND(Z)

491. REPEAT LOAD

492. 7 0.9 45 1.0 52 1.0

493. LOAD 553 MIN. DEAD+WIND(-Z)

494. REPEAT LOAD

495. 7 0.9 47 1.0 52 -1.0

496. ****************************************************************************

497. PDELTA 5 ANALYSIS SMALLDELTA




Rev . ………………….. …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

A9 of 18

A

15/10/2015


D.C. 16/10/2015 day

Ref: 39393

P R O B L E M S T A T I S T I C S

-----------------------------------

NUMBER OF JOINTS 126 NUMBER OF MEMBERS 194

NUMBER OF PLATES 0 NUMBER OF SOLIDS 0

NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 16

SOLVER USED IS THE IN-CORE ADVANCED MATH SOLVER

TOTAL PRIMARY LOAD CASES = 74, TOTAL DEGREES OF FREEDOM = 698

TOTAL LOAD COMBINATION CASES = 0 SO FAR.

++ Adjusting Displacements.





498. PARAMETER 1

499. CODE EN 1993-1-1:2005

500. NA 1

501. SGR 1 ALL

502. LY 3 MEMB 32 34 168 TO 170 401 TO 441 443 521

503. UNL 3 MEMB 32 34 168 TO 170 401 TO 441 443 521

504. UNL 4 MEMB 1 TO 13 15 TO 20

505. LY 4 MEMB 1 TO 13 15 TO 20

506. LZ 4 MEMB 1 TO 13 15 TO 20 31 TO 35

507. LY 1.5 MEMB 121 TO 126 129 TO 134 141 TO 152 161 TO 164

508. LZ 3.5 MEMB 121 TO 126 129 TO 134 141 TO 152 168 TO 170 401 TO 441 443 521

509. UNL 1.5 MEMB 121 TO 126 129 TO 134 141 TO 152 161 TO 164

510. LZ 4.5 MEMB 101 TO 112

511. LZ 5.5 MEMB 201 TO 209

512. UNL 2 MEMB 201 TO 203 206 208 209 212 213 221 TO 226

513. LY 2 MEMB 201 TO 203 206 208 209 212 213 221 TO 226

514. LOAD LIST 101 TO 104 111 TO 118 201 202 205 206 211 212 215 216 221 222 225 -

515. 226 231 232 235 236 241 242 245 246 251 252 255 256

516. CHECK CODE MEMB 1 TO 22 31 TO 35 101 TO 112 121 TO 126 129 TO 134 141 TO 152 -

517. 161 TO 170 201 TO 209 211 TO 232 301 TO 322 331 TO 334 401 TO 441 443 521

STEEL DESIGN

STAAD.PRO CODE CHECKING - BS EN 1993-1-1:2005

********************************************

NATIONAL ANNEX - NA to BS EN 1993-1-1:2005

PROGRAM CODE REVISION V1.11 BS_EC3_2005/1

ALL UNITS ARE - KN METE (UNLESS OTHERWISE Noted)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/

FX MY MZ LOCATION

=======================================================================

1 ST UC203X203X46 (BRITISH SECTIONS)

PASS EC-6.3.3-662 0.053 206

48.28 C -0.00 0.36 1.40


PASS EC-6.3.3-662 0.044 206

40.19 C 0.00 0.36 1.40


PASS EC-6.3.3-662 0.052 211

44.70 C -0.38 -0.00 1.63


PASS EC-6.3.3-662 0.052 211

44.72 C -0.38 -0.00 1.63




Rev . ………………….. …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

A10 of 18

A

15/10/2015


D.C. 16/10/2015 day

Ref: 39393


FX MY MZ LOCATION

=======================================================================


PASS EC-6.3.3-662 0.035 216

28.04 C 0.38 0.00 1.63


PASS EC-6.3.3-662 0.035 212

28.02 C -0.38 0.00 1.63


PASS EC-6.3.3-662 0.056 216

100.34 C -0.00 -0.46 1.40


PASS EC-6.3.3-662 0.045 202

75.25 C -0.45 -0.00 1.40


PASS EC-6.3.3-662 0.051 216

91.13 C 0.00 -0.46 1.40


PASS EC-6.3.3-662 0.045 202

76.08 C -0.45 -0.00 1.40


PASS EC-6.3.3-662 0.055 216

98.85 C -0.00 -0.42 0.00


PASS EC-6.3.3-662 0.044 212

77.01 C -0.00 0.42 0.00


PASS EC-6.3.3-662 0.050 216

89.64 C 0.00 -0.42 0.00


PASS EC-6.3.3-662 0.032 202

74.60 C -0.43 -0.00 0.00


PASS EC-6.3.3-662 0.052 206

47.34 C -0.00 0.33 0.00


PASS EC-6.3.3-662 0.043 206

39.25 C 0.00 0.33 0.00


PASS EC-6.3.3-662 0.049 211

43.92 C -0.34 -0.00 0.00


PASS EC-6.3.3-662 0.049 211

43.94 C -0.34 -0.00 0.00


PASS EC-6.3.3-662 0.032 216

27.26 C 0.33 0.00 0.00


PASS EC-6.3.3-662 0.032 212

27.24 C -0.33 0.00 0.00


PASS EC-6.3.3-662 0.023 231

5.20 C -0.22 0.00 1.18


PASS EC-6.3.3-662 0.039 236

20.32 C 0.12 -0.03 0.89


PASS EC-6.2.9.2/3 0.041 221

8.09 C -0.19 0.78 1.33


PASS EC-6.3.3-662 0.061 232

23.27 C -0.17 -0.00 1.00




Rev . ………………….. …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

A11 of 18

A

15/10/2015


D.C. 16/10/2015 day

Ref: 39393


FX MY MZ LOCATION

=======================================================================


PASS EC-6.3.3-662 0.039 221

5.82 C 0.19 -0.78 0.00


PASS EC-6.3.3-662 0.060 226

17.50 C 0.02 0.80 0.78


PASS EC-6.3.3-662 0.032 226

9.85 C 0.02 0.79 0.00

101 ST UB254X146X31 (BRITISH SECTIONS)

PASS EC-6.3.3-662 0.214 206

10.43 C 0.00 21.36 1.48


PASS EC-6.3.3-662 0.215 212

7.27 C -0.04 -21.73 0.74


PASS EC-6.3.3-662 0.209 212

7.27 C 0.00 -21.22 0.00


PASS EC-6.3.3-662 0.208 212

7.34 C -0.01 -21.07 0.00


PASS EC-6.3.3-662 0.215 212

7.34 C 0.04 -21.60 0.74


PASS EC-6.3.3-662 0.202 206

0.76 C -0.00 21.18 1.47


PASS EC-6.3.3-662 0.214 206

10.65 C -0.00 21.36 1.48


PASS EC-6.3.3-662 0.216 216

7.95 C 0.04 -21.74 0.74


PASS EC-6.3.3-662 0.210 216

7.95 C 0.00 -21.22 0.00


PASS EC-6.3.3-662 0.209 215

8.31 C -0.00 -21.08 0.00


PASS EC-6.3.3-662 0.216 215

8.31 C -0.05 -21.60 0.74


PASS EC-6.3.3-662 0.202 205

0.70 C 0.01 21.18 1.47


PASS EC-6.2.6-(Y) 0.035 215

4.46 C -0.00 0.00 0.00


PASS EC-6.2.9.1 0.043 215

3.08 C 0.53 11.82 0.52


PASS EC-6.3.3-661 0.049 215

3.08 C 0.33 13.22 0.41


PASS EC-6.2.9.1 0.048 215

3.08 C -0.33 -13.22 0.00


PASS EC-6.2.6-(Y) 0.075 216

7.74 C -1.09 -20.29 0.40




Rev . ………………….. …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

A12 of 18

A

15/10/2015


D.C. 16/10/2015 day

Ref: 39393


FX MY MZ LOCATION

=======================================================================


PASS EC-6.2.9.1 0.074 216

6.73 C 0.10 20.29 0.00


PASS EC-6.2.9.1 0.025 114

0.80 T -0.15 -6.74 1.47


PASS EC-6.2.9.1 0.054 216

2.89 C -0.35 -14.66 0.47


PASS EC-6.2.9.1 0.054 216

3.76 C 0.97 -14.66 1.01


PASS EC-6.3.3-661 0.027 215

5.69 C 0.59 -6.24 0.00


PASS EC-6.2.6-(Y) 0.022 111

3.34 C 0.00 0.00 0.00


PASS EC-6.3.3-662 0.026 215

5.69 C -0.59 6.24 0.52


PASS EC-6.2.6-(Y) 0.037 211

1.85 C 0.00 0.00 0.00


PASS EC-6.2.9.1 0.046 211

0.94 C -0.36 12.59 0.52


PASS EC-6.2.9.1 0.052 211

0.94 C -0.24 14.29 0.41


PASS EC-6.2.9.1 0.052 211

0.94 C 0.24 -14.29 0.00


PASS EC-6.2.6-(Y) 0.077 212

7.77 C 1.00 -20.11 0.40


PASS EC-6.2.9.1 0.074 212

6.78 C -0.03 20.11 0.00


PASS EC-6.2.9.1 0.025 114

0.33 T 0.17 -6.81 1.47


PASS EC-6.2.9.1 0.055 212

3.48 C 0.38 -14.87 0.47


PASS EC-6.2.9.1 0.055 212

3.51 C -0.94 -14.87 1.01


PASS EC-6.3.3-661 0.024 211

3.43 C -0.13 -6.20 0.00


PASS EC-6.2.6-(Y) 0.022 111

0.36 T 0.00 0.00 0.00


PASS EC-6.2.5 0.023 111

0.04 C -0.11 6.22 0.52

161 ST CH180X75X20 (BRITISH SECTIONS)

PASS EC-6.3.3-662 0.130 201

0.73 C 1.04 1.67 0.45




Rev . ………………….. …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

A13 of 18

A

15/10/2015


D.C. 16/10/2015 day

Ref: 39393


FX MY MZ LOCATION

=======================================================================


PASS EC-6.3.3-662 0.129 201

0.61 C -1.04 -1.67 0.00


PASS EC-6.3.3-662 0.116 115

0.20 C -1.27 -0.64 0.00


PASS EC-6.3.3-662 0.116 115

0.39 C 1.27 0.64 0.45


PASS EC-6.3.3-662 0.050 205

3.47 C 0.04 1.37 0.64


PASS EC-6.3.3-662 0.034 215

0.11 C 0.00 -1.21 0.64


PASS EC-6.3.3-662 0.012 226

0.93 C 0.05 0.18 0.50


PASS EC-6.3.3-662 0.192 206

0.30 C 1.27 2.27 1.00


PASS EC-6.3.3-662 0.050 235

1.31 C -0.06 -0.96 0.00


PASS EC-6.3.3-662 0.144 211

7.77 C 0.04 2.64 0.00


PASS EC-6.3.2 LTB 0.130 216

0.95 T -0.12 12.58 1.28


PASS EC-6.3.2 LTB 0.130 216

0.90 T 0.12 -12.58 0.00


PASS EC-6.3.2 LTB 0.152 117

7.43 T 0.01 -14.75 0.97


PASS EC-6.3.2 LTB 0.085 212

0.91 T 0.04 -8.57 0.30


PASS EC-6.3.3-662 0.072 116

0.16 C 0.01 -7.23 1.34


PASS EC-6.3.2 LTB 0.123 111

4.38 T -0.11 -11.91 0.97


PASS EC-6.3.3-661 0.072 118

0.16 C 0.01 -7.21 0.44


PASS EC-6.3.3-662 0.128 117

4.19 C 0.02 11.90 0.00


PASS EC-6.3.3-662 0.161 215

10.26 C -0.01 14.52 0.00


PASS EC-6.3.3-662 0.199 201

0.67 C 0.06 -5.23 0.89


PASS EC-6.2.6-(Y) 0.089 101

1.53 T -0.95 0.01 0.00




Rev . ………………….. …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

A14 of 18

A

15/10/2015


D.C. 16/10/2015 day

Ref: 39393


FX MY MZ LOCATION

=======================================================================


PASS EC-6.2.6-(Y) 0.089 101

1.34 T -1.23 0.01 0.00


PASS EC-6.3.3-662 0.199 202

0.55 C 0.06 -5.23 0.89


PASS EC-6.3.3-662 0.200 201

0.90 C 0.06 -5.23 0.89


PASS EC-6.3.3-662 0.198 202

0.42 C 0.06 -5.23 0.89


PASS EC-6.3.3-662 0.070 202

0.18 C 0.07 -1.63 0.97


PASS EC-6.2.9.1 0.015 235

0.02 C 1.91 0.02 0.00


PASS EC-6.2.6-(Y) 0.014 101

0.15 C -0.12 0.01 0.00


PASS EC-6.3.3-662 0.076 206

0.28 C -0.07 -1.77 0.97


PASS EC-6.3.3-662 0.064 206

0.65 C 0.84 16.47 0.43


PASS EC-6.3.3-662 0.072 206

0.65 C 0.93 18.34 0.43


PASS EC-6.3.3-662 0.067 114

0.41 C -0.95 -18.34 0.00


PASS EC-6.3.3-662 0.064 206

0.64 C 0.85 16.46 0.43


PASS EC-6.3.3-662 0.072 206

0.64 C 0.92 18.34 0.43


PASS EC-6.3.3-662 0.068 114

0.55 C -0.95 -18.34 0.00


PASS EC-6.3.3-662 0.193 216

0.85 C -0.00 -5.23 0.89


PASS EC-6.3.3-662 0.198 201

0.21 C 0.06 -5.23 0.89


PASS EC-6.3.3-662 0.192 211

0.38 C -0.00 -5.23 0.89


PASS EC-6.3.3-662 0.192 211

0.38 C -0.00 -5.23 0.89


PASS EC-6.3.3-662 0.192 215

0.30 C 0.00 -5.23 0.89


PASS EC-6.3.3-662 0.192 215

0.34 C 0.00 -5.23 0.89




Rev . ………………….. …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

A15 of 18

A

15/10/2015


D.C. 16/10/2015 day

Ref: 39393


FX MY MZ LOCATION

=======================================================================

301 ST PIP1395.0 (BRITISH SECTIONS)

PASS EC-6.3.1.1 0.131 221

30.23 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.151 221

34.86 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.213 225

28.15 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.197 225

26.03 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.197 231

31.58 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.189 231

30.27 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.282 215

39.22 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.231 232

32.14 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.279 212

38.91 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.348 215

48.49 C 0.00 0.00 0.00

311 RA UA70X70X7 (BRITISH SECTIONS)

PASS EC-6.3.1.1 0.196 231

10.98 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.133 256

7.48 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.069 221

3.84 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.060 246

3.37 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.167 235

9.36 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.217 252

12.22 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.211 235

11.92 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.116 251

6.49 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.066 246

3.72 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.068 221

3.84 C 0.00 0.00 0.00




Rev . ………………….. …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

A16 of 18

A

15/10/2015


D.C. 16/10/2015 day

Ref: 39393


FX MY MZ LOCATION

=======================================================================


PASS EC-6.3.1.1 0.157 252

8.87 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.256 235

14.37 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.269 231

18.91 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.133 232

10.98 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.084 255

6.92 C 0.00 0.00 0.00


PASS EC-6.3.1.1 0.097 232

8.01 C 0.00 0.00 0.00


PASS EC-6.3.2 LTB 0.029 215

3.25 T -0.06 0.82 0.31


PASS EC-6.3.3-662 0.079 211

9.00 C 0.06 -0.89 0.31


PASS EC-6.3.2 LTB 0.224 202

4.81 T -0.04 -6.31 0.07


PASS EC-6.3.3-662 0.162 211

0.18 C 0.05 -3.85 0.30


PASS EC-6.3.2 LTB 0.053 215

2.76 T -0.06 1.48 0.31


PASS EC-6.3.2 LTB 0.071 215

2.30 T -0.06 1.99 0.32


PASS EC-6.3.3-662 0.087 235

0.44 C -0.05 1.98 0.31


PASS EC-6.3.3-662 0.097 235

0.78 C -0.05 2.18 0.30


PASS EC-6.3.3-662 0.125 221

0.11 C -0.35 1.98 0.31


PASS EC-6.3.3-662 0.122 221

0.18 C 0.32 -1.97 0.11


PASS EC-6.3.3-662 0.119 221

0.47 C 0.31 -1.93 0.00


PASS EC-6.3.3-662 0.108 221

0.73 C 0.28 -1.78 0.00


PASS EC-6.3.3-662 0.090 221

0.96 C 0.23 -1.51 0.00


PASS EC-6.3.3-662 0.078 235

2.61 C 0.06 -1.45 0.00




Rev . ………………….. …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

A17 of 18

A

15/10/2015


D.C. 16/10/2015 day

Ref: 39393


FX MY MZ LOCATION

=======================================================================


PASS EC-6.3.3-662 0.113 201

6.81 C 0.18 -1.62 0.31


PASS EC-6.3.3-662 0.143 201

6.96 C 0.20 -2.28 0.32


PASS EC-6.3.3-662 0.166 201

7.21 C 0.21 -2.74 0.31


PASS EC-6.3.3-662 0.183 201

7.41 C 0.21 -3.10 0.30


PASS EC-6.3.3-662 0.192 201

7.69 C 0.21 -3.28 0.31


PASS EC-6.3.3-662 0.198 211

10.68 C 0.06 -3.60 0.32


PASS EC-6.3.3-662 0.198 211

10.99 C 0.07 -3.54 0.31


PASS EC-6.3.3-662 0.194 211

10.89 C -0.02 3.55 0.00


PASS EC-6.3.3-662 0.189 211

11.20 C -0.04 3.36 0.00


PASS EC-6.3.3-662 0.178 211

11.55 C -0.05 3.03 0.00


PASS EC-6.3.3-662 0.246 215

0.18 C 0.09 5.72 0.31


PASS EC-6.3.3-662 0.247 215

0.19 C -0.09 -5.72 0.00


PASS EC-6.3.3-662 0.243 215

0.57 C -0.12 -5.47 0.00


PASS EC-6.3.3-662 0.232 215

0.97 C -0.14 -5.09 0.00


PASS EC-6.3.3-662 0.213 215

1.35 C -0.16 -4.58 0.00


PASS EC-6.3.3-662 0.187 215

1.83 C -0.16 -3.92 0.00


PASS EC-6.3.3-662 0.152 216

0.16 C -0.18 -3.15 0.00


PASS EC-6.3.3-662 0.119 215

3.06 C 0.71 1.17 0.31


PASS EC-6.3.3-662 0.174 215

0.76 C -0.09 -3.92 0.31


PASS EC-6.3.3-662 0.179 215

1.14 C -0.11 -3.90 0.30




Rev . ………………….. …

Date………………………

Date…………………………

PROJECT TITLE ………………………………..……………………………..……………………………..……………………………...

A6S/11638/MS76003


R. Starkey

A18 of 18

A

15/10/2015


D.C. 16/10/2015 day

Ref: 39393


FX MY MZ LOCATION

=======================================================================


PASS EC-6.3.3-662 0.181 215

1.11 C 0.12 3.90 0.00


PASS EC-6.3.3-662 0.178 215

1.46 C 0.14 3.75 0.00


PASS EC-6.3.3-662 0.169 215

1.75 C 0.16 3.47 0.00


PASS EC-6.3.3-662 0.151 215

2.09 C 0.16 3.03 0.00


PASS EC-6.3.3-662 0.132 215

2.37 C 0.15 2.48 0.00


PASS EC-6.3.3-662 0.111 216

4.64 C -0.67 -0.83 0.31


PASS EC-6.3.3-662 0.122 113

3.36 C -0.80 -1.12 0.00


PASS EC-6.3.3-662 0.115 114

4.77 C 0.80 0.81 0.00


PASS EC-6.3.3-662 0.345 216

0.18 C -1.33 -5.84 1.00

************** END OF TABULATED RESULT OF DESIGN **************

518. FINISH

*********** END OF THE STAAD.Pro RUN ***********

**** DATE= OCT 15,2015 TIME= 12:57:56 ****

************************************************************

* For technical assistance on STAAD.Pro, please visit *

* http://selectservices.bentley.com/en-US/ *

* *

* Details about additional assistance from *

* Bentley and Partners can be found at program menu *

* Help->Technical Support *

* *

* Copyright (c) 1997-2015 Bentley Systems, Inc.

* http://www.bentley.com *

************************************************************

calculations - richardalan.co.uk · the analysis and design is undertaken using staad.pro v8i...

Documents