RC Column design - Royal Borough of Kensington and Chelsea

P a g e | 28 L2248-REP-001 – Subterranean Construction Report; 365 Fulham Rd, London SW10 9TN

RC Column design

In accordance with EN1992-1-1:2004 incorporating Corrigendum January 2008 and the UK national annex

Tedds calculation version 1.2.15

Column geometry

Overall depth (perp y); h= 200 mm; Overall breadth (perp z); b = ;500; mm

Clear ht bet restr about y axis; ly = ;2800; mm; Clear ht bet restr about z axis; lz = ;2800; mm

Stability in the z direction; Braced; Stability in the y direction; Braced

Concrete details

Cylinder strength of concrete; fck = 32 MPa; Safety factor for concrete; γC = 1.50

Coefficient αcc; αcc = 0.85

Maximum aggregate size; dg = 20 mm

Reinforcement details

Nominal cover to links; cnom = 35 mm; Longitudinal bar diameter; φ = 20 mm

Link diameter; φv = 10 mm; Total no. of longitudinal bars; N = 8

No.bars per face parallel y axis; Ny = ;4; No.bars per face parallel z axis; Nz = ;2

Area of longitudinal reinft; As = 2513 mm2; Safety factor for reinforcement; γS = 1.15

Modulus of elasticity of reinft; Es = 200000 MPa

Fire resistance details

Fire resistance period; R = 60 min; Exposure to fire; Exposed one side only

Ratio of fire design axial load to design resistance; µfi = 0.70

Axial load and bending moments from frame analysis

Design axial load; NEd = 700.0 kN

Moment about y axis at top; Mtopy = ;35.0; kNm; Moment about y axis at btm; Mbtmy = ;35.0; kNm

Moment about z axis at top; Mtopz = ;35.0; kNm; Moment about z axis at btm; Mbtmz = ;35.0; kNm

Column end restraints

End restraints buckling abt y; Braced, no rotational restraint both ends; End restraints buckling abt z;

Braced, no rotational restraint both ends

Check nominal cover for fire and bond requirements

Min cover to links for bond; cmin,b = 10 mm; Min axis distance for fire; afi = 25 mm

Allowance for deviations; ∆cdev = 5 mm; Min allowable nominal cover; cnom_min = 15.0 mm

PASS - the nominal cover is greater than the minimum required

Column slenderness

Slend. ratio buckling abt y; λy = ;48.5; Slend. ratio buckling abt z; λz = ;19.4

Slend. limit about y; λlimy = ;23.4; Slend. limit about z; λlimz = ;23.4

Design bending moments

Design moment about y axis; MEdy = ;65.1; kNm; Design moment about z axis; MEdz = ;39.9; kNm

ratioλλλλ > 2 & ratioe > 0.2 - Biaxial bending check is required

Biaxial bending

Exponent a; a = 1.12

Key points on interaction diagram for bending about y axis

Axial load capacity no mt; NRd0 = 2647 kN

Axial no strain in tension reinft; NRdy1 = 1575 kN; Mt no strain in tension reinft; MRdy1 = 67.7 kNm

Axial conc/tension steel at yield;NRdy2 = 418 kN; Mt conc/tension steel at yield; MRdy2 = 80.5 kNm

y y

z

z500

8 no. 20 mm diameter longitudinal bars

10 mm diameter links

Max link spacing 200 mm generally, 120 mm for

200 mm above and below slab/beam and at laps


Mt capacity no axial load; MRdy3 = 62.6 kNm

Axial at additional location; NRdy4 = 1991 kN; Mt at additional location; MRdy4 = 52.8 kNm

Key points on interaction diagram for bending about z axis

Axial load capacity no mt; NRd0 = 2647 kN

Axial no strain in tension reinft; NRdz1 = 1916 kN; Mt no strain in tension reinft; MRdz1 = 152.4 kNm

Axial conc/tension steel at yield;NRdz2 = 852 kN; Mt conc/tension steel at yield; MRdz2 = 228.8 kNm

Mt capacity no axial load; MRdz3 = 193.0 kNm

Axial at additional location; NRdz4 = 2361 kN; Mt at additional location; MRdz4 = 88.1 kNm

Interaction diagram for bending about y axis

200 mm x 500 mm column, 8 no. 20 mm longitudinal bars

Interaction diagram for bending about z axis

200 mm x 500 mm column, 8 no. 20 mm longitudinal bars


RC wall design

In accordance with EN1992-1-1:2004 incorporating corrigendum January 2008 and the UK national annex


Wall geometry

Thickness; h = 200 mm; Length; b = 1000 mm/m

Clear height between restraints; l = 3400 mm; Stability about minor axis; Unbraced

Concrete details

Concrete strength class; C32/40; Safety factor for concrete; γC = 1.50

Coefficient αcc; αcc = 0.85

Maximum aggregate size; dg = 20 mm


Reinforcement in outer layer; Vertical; Nominal cover to outer layer; cnom = 30 mm

Vertical bar diameter; φv = 16 mm; Horizontal bar diameter; φh = 10 mm

Spacing of vertical reinf; sv = 200 mm; Spacing of horizontal reinft; sh = 250 mm

Area of vertical reinft (per face); Asv = 1005 mm2/m; Area of horiz. reinft (per face); Ash = 314 mm2/m

Partial safety factor for reinft; γS = 1.15; Modulus of elasticity of reinft; Es = 200000 MPa

Fire resistance details

Fire resistance period; R = 60 min; Exposure to fire; Exposed on two sides

Ratio of fire design axial load to design resistance; µfi = 0.50

Axial load and bending moments from frame analysis

Design axial load; NEd = 280.0 kN/m

Mt about minor axis at top; Mtop = 10.0 kNm/m; Mt about minor axis at bottom; Mbtm = 10.0 kNm/m

Wall end restraints

End restraints for buckling about minor axis; Unbraced, rotational restraint both ends

Check nominal cover for fire and bond requirements

Min. cover reqd for bond; cmin,b = 16 mm; Min axis distance for fire; afi = 10 mm

Allowance for deviations; ∆cdev = 5 mm; Min allowable nominal cover; cnom_min = 21.0 mm

PASS - the nominal cover is greater than the minimum required

Wall slenderness

Slenderness ratio; λ = 58.9; Slenderness limit; λlim = 42.9;

λλλλ >= λλλλlim - Second order effects must be considered

Design bending moment

Design mt about minor axis; MEd = 24.4 kNm/m

Key points on interaction diagram for bending about minor axis

Axial compression cap. no mt; NRd0 = 4294 kN/m

Axial no strain in tension reinft; NRd1 = 2769 kN/m; Mt no strain in tension reinft; MRd1 = 108.7 kNm/m

Axial conc/tension steel at yield;NRd2 = 1430 kN/m; Mt conc/tension steel at yield; MRd2 = 140.0 kNm/m

Mt capacity no axial load; MRd3 = 66.1 kNm/m

Axial at additional location; NRd4 = 3477 kN/m; Mt at additional location; MRd4 = 74.3 kNm/m

Axial tension capacity no mt; NRd0 = 4294 kN/m

Interaction diagram

h

c nomφ v

sv

φ h


Retaining wall analysis - FRONT RETAINING WALL AS PROPPED

In accordance with EN1997-1:2004 incorporating Corrigendum dated February 2009 and the UK National Annex

incorporating Corrigendum No.1


Retaining wall details

Stem type; Propped cantilever

Stem height; hstem = 2800 mm

Prop height; hprop = 2650 mm

Stem thickness; tstem = 250 mm

Angle to rear face of stem; α = 90 deg

Stem density; γstem = 25 kN/m3

Toe length; ltoe = 2000 mm

Base thickness; tbase = 450 mm

Base density; γbase = 25 kN/m3

Height of retained soil; hret = 2600 mm; Angle of soil surface; β = 0 deg

Depth of cover; dcover = 0 mm

Height of water; hwater = 1600 mm

Water density; γw = 9.8 kN/m3

Retained soil properties

Soil type; Medium dense well graded sand and gravel

Moist density; γmr = 21 kN/m3

Saturated density; γsr = 22.3 kN/m3

Characteristic effective shear resistance angle; φ'r.k = 35 deg

Characteristic wall friction angle; δr.k = 17.5 deg

Base soil properties


Soil density; γb = 20 kN/m3

Characteristic effective shear resistance angle; φ'b.k = 30 deg

Characteristic wall friction angle; δb.k = 15 deg

Characteristic base friction angle; δbb.k = 20 deg

Presumed bearing capacity; Pbearing = 125 kN/m2

Loading details

Permanent surcharge load; SurchargeG = 5 kN/m2

Variable surcharge load; SurchargeQ = 20 kN/m2

Vertical line load at 2150 mm; PG1 = 100 kN/m

; PQ1 = 25 kN/m

Calculate retaining wall geometry

Base length; lbase = 2250 mm

Saturated soil height; hsat = 1600 mm

Moist soil height; hmoist = 1000 mm

Length of surcharge load; lsur = 0 mm

Vertical distance; xsur_v = 2250 mm

Effective height of wall; heff = 3050 mm

Horizontal distance; xsur_h = 1525 mm

Area of wall stem; Astem = 0.7 m2; Vertical distance; xstem = 2125 mm

Area of wall base; Abase = 1.013 m2; Vertical distance; xbase = 1125 mm

Using Coulomb theory

Active pressure coefficient; KA = 0.246; Passive pressure coefficient; KP = 4.977

Bearing pressure check

Vertical forces on wall

Total; Ftotal_v = Fstem + Fbase + Fwater_v + FP_v = 167.8 kN/m

Horizontal forces on wall

Total; Ftotal_h = Fsat_h + Fmoist_h + Fpass_h + Fwater_h + Fsur_h = 47.5 kN/m

Prop

Prop

P1

74.6 kN/m2 74.6 kN/m2

5.9 kN/m2

10.8 kN/m2

36.9 kN/m2

2250

2150

2000 250

450

2800

2600

200

1600

3050

2650

General arrangement


Moments on wall

Total; Mtotal = Mstem + Mbase + Msat + Mmoist + Mwater + Msur + MP = 272.6 kNm/m

Check bearing pressure

Propping force to stem; Fprop_stem = -27 kN/m; Propping force to base; Fprop_base = 74.5 kN/m

Bearing pressure at toe; qtoe = 74.6 kN/m2; Bearing pressure at heel; qheel = 74.6 kN/m2

Factor of safety; FoSbp = 1.676

PASS - Allowable bearing pressure exceeds maximum applied bearing pressure

RETAINING WALL DESIGN

In accordance with EN1992-1-1:2004 incorporating Corrigendum dated January 2008 and the UK National Annex

incorporating National Amendment No.1


Concrete details - Table 3.1 - Strength and deformation characteristics for concrete

Concrete strength class; C32/40

Char.comp.cylinder strength; fck = 32 N/mm2; Mean axial tensile strength; fctm = 3.0 N/mm2

Secant modulus of elasticity; Ecm = 33346 N/mm2; Maximum aggregate size; hagg = 20 mm

Design comp.concrete strength; fcd = 18.1 N/mm2; Partial factor; γC = 1.50


Characteristic yield strength; fyk = 500 N/mm2; Modulus of elasticity; Es = 200000 N/mm2

Design yield strength; fyd = 435 N/mm2; Partial factor; γS = 1.15

Cover to reinforcement

Front face of stem; csf = 30 mm; Rear face of stem; csr = 50 mm

Top face of base; cbt = 30 mm; Bottom face of base; cbb = 50 mm


Check stem design at 1499 mm

Depth of section; h = 250 mm

Rectangular section in flexure - Section 6.1

Design bending moment; M = 8.9 kNm/m; K = 0.007; K' = 0.207

K' > K - No compression reinforcement is required

Tens.reinforcement required; AsfM.req = 106 mm2/m

Tens.reinforcement provided; 12 dia.bars @ 200 c/c; Tens.reinforcement provided; AsfM.prov = 565 mm2/m

Min.area of reinforcement; AsfM.min = 321 mm2/m; Max.area of reinforcement; AsfM.max = 10000 mm2/m

PASS - Area of reinforcement provided is greater than area of reinforcement required

Deflection control - Section 7.4

Limiting span to depth ratio; 40 Actual span to depth ratio; 13

PASS - Span to depth ratio is less than deflection control limit

Crack control - Section 7.3

Limiting crack width; wmax = 0.3 mm; Maximum crack width; wk = 0.056 mm

PASS - Maximum crack width is less than limiting crack widthCheck stem design at base of stem





Tens.reinforcement required; Asr.req = 248 mm2/m

Tens.reinforcement provided; 12 dia.bars @ 200 c/c; Tens.reinforcement provided; Asr.prov = 565 mm2/m

Min.area of reinforcement; Asr.min = 305 mm2/m; Max.area of reinforcement; Asr.max = 10000 mm2/m



Limiting span to depth ratio; 40 Actual span to depth ratio; 13.7




PASS - Maximum crack width is less than limiting crack widthRectangular section in shear - Section 6.2

Design shear force; V = 44.8 kN/m; Design shear resistance; VRd.c = 108.6 kN/m

PASS - Design shear resistance exceeds design shear force

Check stem design at prop


Rectangular section in shear - Section 6.2



Horizontal reinforcement parallel to face of stem - Section 9.6

Min.area of reinforcement; Asx.req = 250 mm2/m; Max.spacing of reinforcement; ssx_max = 400 mm

Trans.reinforcement provided; 10 dia.bars @ 200 c/c; Trans.reinforcement provided; Asx.prov = 393 mm2/m


Check base design at toe





Tens.reinforcement required; Abb.req = 1082 mm2/m

Tens.reinforcement provided; 20 dia.bars @ 199 c/c; Tens.reinforcement provided; Abb.prov = 1579 mm2/m

Min.area of reinforcement; Abb.min = 613 mm2/m; Max.area of reinforcement; Abb.max = 18000 mm2/m







Secondary transverse reinforcement to base - Section 9.3

Min.area of reinforcement; Abx.req = 316 mm2/m; Max.spacing of reinforcement; sbx_max = 450 mm

Trans.reinforcement provided; 10 dia.bars @ 200 c/c; Trans.reinforcement provided; Abx.prov = 393 mm2/m




Retaining wall analysis - FRONT RETAINING WALL AS CANTIELVER

In accordance with EN1997-1:2004 incorporating Corrigendum dated February 2009 and the UK National Annex

incorporating Corrigendum No.1


Retaining wall details

Stem type; Cantilever

Stem height; hstem = 2800 mm

Stem thickness; tstem = 250 mm

Angle to rear face of stem; α = 90 deg

Stem density; γstem = 25 kN/m3

Toe length; ltoe = 3000 mm

Base thickness; tbase = 450 mm

Base density; γbase = 25 kN/m3

Height of retained soil; hret = 2600 mm; Angle of soil surface; β = 0 deg

Depth of cover; dcover = 0 mm

Height of water; hwater = 1600 mm

Water density; γw = 9.8 kN/m3

Retained soil properties


Moist density; γmr = 21 kN/m3

Saturated density; γsr = 22.3 kN/m3

Characteristic effective shear resistance angle; φ'r.k = 35 deg

Characteristic wall friction angle; δr.k = 17.5 deg

Base soil properties


Soil density; γb = 20 kN/m3

Characteristic effective shear resistance angle; φ'b.k = 30 deg

Characteristic wall friction angle; δb.k = 15 deg

Characteristic base friction angle; δbb.k = 20 deg

Presumed bearing capacity; Pbearing = 125 kN/m2

Loading details

Permanent surcharge load; SurchargeG = 5 kN/m2

Variable surcharge load; SurchargeQ = 20 kN/m2

Calculate retaining wall geometry

Base length; lbase = 3250 mm

Saturated soil height; hsat = 1600 mm

Moist soil height; hmoist = 1000 mm

Length of surcharge load; lsur = 0 mm

Vertical distance; xsur_v = 3250 mm

Effective height of wall; heff = 3050 mm

Horizontal distance; xsur_h = 1525 mm

Area of wall stem; Astem = 0.7 m2; Vertical distance; xstem = 3125 mm

Area of wall base; Abase = 1.463 m2; Vertical distance; xbase = 1625 mm

Using Coulomb theory

Active pressure coefficient; KA = 0.246; Passive pressure coefficient; KP = 4.977

Bearing pressure check

Vertical forces on wall

Total; Ftotal_v = Fstem + Fbase + Fwater_v = 54.1 kN/m

Horizontal forces on wall

Total; Ftotal_h = Fsat_h + Fmoist_h + Fpass_h + Fwater_h + Fsur_h = 47.5 kN/m

Moments on wall

Total; Mtotal = Mstem + Mbase + Msat + Mmoist + Mwater + Msur = 52.3 kNm/m


Check bearing pressure

Propping force; Fprop_base = 47.5 kN/m

Bearing pressure at toe; qtoe = 37.3 kN/m2; Bearing pressure at heel; qheel = 0 kN/m2

Factor of safety; FoSbp = 3.355

PASS - Allowable bearing pressure exceeds maximum applied bearing pressure

RETAINING WALL DESIGN

In accordance with EN1992-1-1:2004 incorporating Corrigendum dated January 2008 and the UK National Annex

incorporating National Amendment No.1


Concrete details - Table 3.1 - Strength and deformation characteristics for concrete

Concrete strength class; C32/40

Char.comp.cylinder strength; fck = 32 N/mm2; Mean axial tensile strength; fctm = 3.0 N/mm2

Secant modulus of elasticity; Ecm = 33346 N/mm2; Maximum aggregate size; hagg = 20 mm

Design comp.concrete strength; fcd = 18.1 N/mm2; Partial factor; γC = 1.50


Characteristic yield strength; fyk = 500 N/mm2; Modulus of elasticity; Es = 200000 N/mm2

Design yield strength; fyd = 435 N/mm2; Partial factor; γS = 1.15

Cover to reinforcement

Front face of stem; csf = 30 mm; Rear face of stem; csr = 50 mm

Top face of base; cbt = 30 mm; Bottom face of base; cbb = 50 mm

Check stem design at base of stem





Tens.reinforcement required; Asr.req = 704 mm2/m

Tens.reinforcement provided; 16 dia.bars @ 200 c/c; Tens.reinforcement provided; Asr.prov = 1005 mm2/m

Min.area of reinforcement; Asr.min = 302 mm2/m; Max.area of reinforcement; Asr.max = 10000 mm2/m



Limiting span to depth ratio; 16 Actual span to depth ratio; 14.6







Horizontal reinforcement parallel to face of stem - Section 9.6

Min.area of reinforcement; Asx.req = 251 mm2/m; Max.spacing of reinforcement; ssx_max = 400 mm

Trans.reinforcement provided; 10 dia.bars @ 200 c/c; Trans.reinforcement provided; Asx.prov = 393 mm2/m


Check base design at toe





Tens.reinforcement required; Abb.req = 517 mm2/m

Tens.reinforcement provided; 20 dia.bars @ 199 c/c; Tens.reinforcement provided; Abb.prov = 1579 mm2/m

Min.area of reinforcement; Abb.min = 613 mm2/m; Max.area of reinforcement; Abb.max = 18000 mm2/m





Design shear force; V = 37 kN/m; Design shear resistance; VRd.c = 188.6 kN/m


Secondary transverse reinforcement to base - Section 9.3

Min.area of reinforcement; Abx.req = 316 mm2/m; Max.spacing of reinforcement; sbx_max = 450 mm

Trans.reinforcement provided; 10 dia.bars @ 200 c/c; Trans.reinforcement provided; Abx.prov = 393 mm2/m




APPENDIX D - STRUCTURAL CALCULATIONS, TEMPORARY WORKS

Note: Calculations produced are for planning purposes only. NOT FOR CONSTRUCTION


Analysis - FRONT RETAINING WALL IN TEMP CONDITION


Geometry

Geometry (m) - Steel (EC3) - UKC 152x152x30

Span Length (m) Section Start Support End Support

1 0.1 UKC 152x152x30 Free Pinned

2 2.3 UKC 152x152x30 Pinned Roller Pin Z

3 0.1 UKC 152x152x30 Roller Pin Z Free

UKC 152x152x30: A = 38 cm2, Iy = 1748 cm4, Iz = 560 cm4, Ay = 26 cm2, Az = 10 cm2

Steel (EC3): Density 7850 kg/m3, Youngs 210 kN/mm2, Shear 80.8 kN/mm2, Thermal 0.000012 °C-1

Loading

Self weight included

Load combination factors

Load combination

Se

lf W

eig

ht

Pe

rma

ne

nt

Imp

os

ed

So

il

G + Q + S (Service) 1.00 1.00 1.00

1.25G + 1.5Q + 1.25S (Strength) 1.25 1.50 1.25

Member Loads

Member Load case Load Type Orientation Description

Wall Permanent UDL GlobalX 2.25 kN/m

Wall Imposed UDL GlobalX 9 kN/m

Wall Soil VDL GlobalX 11.25 kN/m to 0 kN/m

Results

Reactions

Load case: Self Weight

Node Force Moment

Fx Fz My

(kN) (kN) (kNm)

2 0 0.7 0

3 0 0 0

Load case: Permanent

Node Force Moment

Fx Fz My

(kN) (kN) (kNm)

2 -2.8 0 0

3 -2.8 0 0

Load case: Imposed

Node Force Moment

Fx Fz My

(kN) (kN) (kNm)

2 -11.2 0 0

3 -11.2 0 0

Load case: Soil

Node Force Moment

Fx Fz My

(kN) (kN) (kNm)

2 -9.6 0 0

3 -4.5 0 0

Load combination: G + Q + S (Service)

Node Force Moment

Fx Fz My

(kN) (kN) (kNm)

2 -23.6 0 0

3 -18.5 0 0

Load combination: 1.25G + 1.5Q + 1.25S (Strength)

Node Force Moment

Fx Fz My

(kN) (kN) (kNm)

2 -32.4 0 0

3 -26 0 0


Element end forces

Load case: Self Weight

Element Length Nodes Axial force Shear force Moment

(m) Start/End (kN) (kN) (kNm)

1 0.1 1 0 0 0

2 0 0 0

2 2.3 2 -0.7 0 0

3 0 0 0

3 0.1 3 0 0 0

4 0 0 0

Load case: Permanent



1 0.1 1 0 0 0

2 0 -0.2 0

2 2.3 2 0 -2.6 0

3 0 -2.6 0

3 0.1 3 0 -0.2 0

4 0 0 0

Load case: Imposed



1 0.1 1 0 0 0

2 0 -0.9 0

2 2.3 2 0 -10.3 0

3 0 -10.3 0

3 0.1 3 0 -0.9 0

4 0 0 0

Load case: Soil



1 0.1 1 0 0 0

2 0 -1.1 -0.1

2 2.3 2 0 -8.5 0.1

3 0 -4.5 0

3 0.1 3 0 0 0

4 0 0 0

Load combination: G + Q + S (Service)



1 0.1 1 0 0 0

2 0 -2.2 -0.1

2 2.3 2 0 -21.4 0.1

3 0 -17.4 -0.1

3 0.1 3 0 -1.1 0.1

4 0 0 0

Load combination: 1.25G + 1.5Q + 1.25S (Strength)



1 0.1 1 0 0 0

2 0 -3 -0.2



2 2.3 2 0 -29.4 0.2

3 0 -24.3 -0.1

3 0.1 3 0 -1.7 0.1

4 0 0 0

Forces

Member results

Envelope - All load cases

Member Position Shear force Moment

(m) (kN) (kNm)

Wall 0.1 10.4 (max abs) -1.1 0 -0.1 (min)

1.25 0 -1 5.9 (max) 0

2.4 0.9 -10.3 0 0

Envelope - All load cases

Member Position Deflection

(m) (mm)

Wall 1.25 0.9 (max) 0

2.5 0 -0.1 (min)

Member results

Envelope - Strength combinations

Member Position Shear force Moment

(m) (kN) (kNm)

Wall 0.1 29.4 (max abs) -3 -0.2 (min)

1.198 0 15.4 (max)

2.4 1.7 -24.3 -0.1

Envelope - Service combinations

Member Position Deflection

(m) (mm)

Wall 0 -0.2 (min)

1.235 1.7 (max)

;


Steel beam analysis & design (EN1993-1-1:2005) - WALER BEAMS

In accordance with EN1993-1-1:2005 incorporating Corrigenda February 2006 and April 2009 and the UK national

annex

TEDDS calculation version 3.0.13

Support conditions

Support A Vertically free

Rotationally free

Support B Vertically restrained

Rotationally free

Support C Vertically restrained

Rotationally free

Support D Vertically restrained

Rotationally free

Support E Vertically restrained

Rotationally free

Support F Vertically free

Rotationally free

Applied loading

Beam loads Permanent self weight of beam × 1

Permanent full UDL 12.4 kN/m

Variable full UDL 11.6 kN/m

Load combinations

Load combination 1 Support A Permanent × 1.25

Variable × 1.50

Span 1 Permanent × 1.25

Variable × 1.50

Support B Permanent × 1.25

Variable × 1.50


Variable × 1.50

Support C Permanent × 1.25

Variable × 1.50


Variable × 1.50

Support D Permanent × 1.25

Variable × 1.50


Variable × 1.50

Support E Permanent × 1.25

Variable × 1.50


Variable × 1.50

Support F Permanent × 1.25

Variable × 1.50

Analysis results

Maximum moment; Mmax = 9.4 kNm; Mmin = -16.6 kNm

Maximum moment span 1; Ms1_max = 0 kNm; Ms1_min = -16.6 kNm

Maximum moment span 1 segment 1; Ms1_seg1_max = 0 kNm; Ms1_seg1_min = -1.8 kNm



Maximum moment span 2; Ms2_max = -6.5 kNm; Ms2_min = -16.6 kNm

Maximum moment span 3; Ms3_max = 9.4 kNm; Ms3_min = -7.3 kNm

Maximum moment span 4; Ms4_max = -6.5 kNm; Ms4_min = -16.6 kNm

Maximum moment span 5; Ms5_max = 0 kNm; Ms5_min = -16.6 kNm

Maximum shear; Vmax = 33.3 kN; Vmin = -33.3 kN

Maximum shear span 1; Vs1_max = 0 kN; Vs1_min = -33.3 kN

Maximum shear span 1 segment 1; Vs1_seg1_max = 0 kN; Vs1_seg1_min = -11.1 kN



Maximum shear span 2; Vs2_max = 26 kN; Vs2_min = -7.3 kN

Maximum shear span 3; Vs3_max = 33.3 kN; Vs3_min = -33.3 kN

Maximum shear span 4; Vs4_max = 7.3 kN; Vs4_min = -26 kN

Maximum shear span 5; Vs5_max = 33.3 kN; Vs5_min = 0 kN

Deflection; δmax = 1.9 mm; δmin = 0.2 mm

Deflection span 1; δs1_max = 1.9 mm; δs1_min = 0 mm

Deflection span 2; δs2_max = 0 mm; δs2_min = 0.2 mm


Deflection span 4; δs4_max = 0 mm; δs4_min = 0.2 mm


Maximum reaction at support A; RA_max = 0 kN; RA_min = 0 kN

Maximum reaction at support B; RB_max = 59.3 kN; RB_min = 59.3 kN

Unfactored permanent load reaction at support B; RB_Permanent = 22.6 kN

Unfactored variable load reaction at support B; RB_Variable = 20.7 kN

Maximum reaction at support C; RC_max = 40.5 kN; RC_min = 40.5 kN

Unfactored permanent load reaction at support C; RC_Permanent = 15.5 kN

Load Envelope - Combination 1

0.0

33.268

mm 1000

1A

1000

2B

2000

3C

1000

4D

1000

5E F

Bending Moment Envelope

0.0

-16.634

9.357

kNm

mm 1000

1A

1000

2B

2000

3C

1000

4D

1000

5E F

-16.6

-6.5 -7.3 -7.3 -6.5

-16.6

9.4

Shear Force Envelope

0.0

33.268

-33.268

kN

mm 1000

1A

1000

2B

2000

3C

1000

4D

1000

5E F

26.033.3

7.3

33.3

-33.3

-7.3

-33.3-26.0


Unfactored variable load reaction at support C; RC_Variable = 14.1 kN

Maximum reaction at support D; RD_max = 40.5 kN; RD_min = 40.5 kN

Unfactored permanent load reaction at support D; RD_Permanent = 15.5 kN

Unfactored variable load reaction at support D; RD_Variable = 14.1 kN

Maximum reaction at support E; RE_max = 59.3 kN; RE_min = 59.3 kN

Unfactored permanent load reaction at support E; RE_Permanent = 22.6 kN

Unfactored variable load reaction at support E; RE_Variable = 20.7 kN

Maximum reaction at support F; RF_max = 0 kN; RF_min = 0 kN

Section details

Section type; UKC 152x152x30 (Tata Steel Advance); Steel grade; S275

Section classification; Class 1

Check shear - Section 6.2.6

Design shear force; VEd = 33 kN; Design shear resistance; Vc,Rd = 183.5 kN


Check bending moment - Section 6.2.5

Design bending moment; MEd = 16.6 kNm; Des.bending resist.moment; Mc,Rd = 68.1 kNm

PASS - Design bending resistance moment exceeds design bending moment

Check vertical deflection - Section 7.2.1

Consider deflection due to permanent and variable loads

Limiting deflection; δlim = 2.8 mm; Maximum deflection; δ = 1.896 mm

PASS - Maximum deflection does not exceed deflection limit

Steel member design (EN1993-1-1:2005) - PROPS

In accordance with EN1993-1-1:2005 incorporating Corrigenda February 2006 and April 2009 and the UK national

annex


Partial factors - Section 6.1; γM0 = 1; γM1 = 1; γM2 = 1.1

Design section 1

Section details; UKC 152x152x30 (Tata Steel Advance)

Steel grade; S275; Modulus of elasticity; E = 210000 N/mm2

Nominal yield strength; fy = 275 N/mm2; Nominal ult.tensile strength; fu = 410 N/mm2

Analysis results

Design bending moment - Major axis; My,Ed = 5 kNm

Design bending moment - Minor axis; Mz,Ed = 5 kNm

Design shear force - Major axis; Vy,Ed = 75 kN

Design shear force - Minor axis; Vz,Ed = 75 kN

Design axial compression force; NEd = 75 kN

Restraint spacing

Major axis lateral restraint; Ly = 5000 mm; Minor axis lateral restraint; Lz = 5000 mm

Torsional restraint; LT = 5000 mm

Classification of cross sections - Section 5.5

Internal compression parts; Class 1; Outstand flanges; Class 1

Section is class 1

Check compression - Section 6.2.4

Design compression force; NEd = 75 kN; Design resistance of section; Nc,Rd = Npl,Rd = 1052.2 kN

NEd / Nc,Rd = 0.071

PASS - Design compression resistance exceeds design compression

Check y-y axis flexural buckling resistance - Section 6.3.1.1

Design buckling resistance; Nb,y,Rd = 727.9 kN; NEd / Nb,y,Rd = 0.103

PASS - Design buckling resistance exceeds design compression

Check z-z axis flexural buckling resistance - Section 6.3.1.1

Design buckling resistance; Nb,z,Rd = 329.3 kN; NEd / Nb,z,Rd = 0.228


Check torsional and torsional-flexural buckling resistance - Section 6.3.1.1

Design buckling resistance; Nb,T,Rd = 662.4 kN; NEd / Nb,T,Rd = 0.113


157.6

9.4

9.4

157.6

9.4

9.4


Check shear - Section 6.2.6

Design shear force; Vy,Ed = 75 kN; Design shear resistance; Vc,y,Rd = Vpl,y,Rd = 183.5 kN

Vy,Ed / Vc,y,Rd = 0.409


Design shear force; Vz,Ed = 75 kN; Design shear resistance; Vc,z,Rd = Vpl,z,Rd = 424 kN

Vz,Ed / Vc,z,Rd = 0.177



Design bending moment; My,Ed = 5 kNm; Bending resistance moment; Mc,y,Rd = 68.1 kNm

My,Ed / Mc,y,Rd = 0.073


Check buckling resistance - Section 6.3.2.1

Buckling resistance moment; Mb,y,Rd = 48.7 kNm; My,Ed / Mb,y,Rd = 0.103

PASS - Design buckling resistance moment exceeds design bending moment


Design bending moment; Mz,Ed = 5 kNm; Bending resistance moment; Mc,z,Rd = 30.7 kNm

Mz,Ed / Mc,z,Rd = 0.163


Check bending and axial force - Section 6.2.9

Bending and axial force check; Ny,lim = 124.1 kN; NEd / Ny,lim = 0.605

Allowance need not be made for the effect of the axial force on the plastic resistance moment about the y-y axis

Bending and axial force check; Nz,lim = 248.1 kN; NEd / Nz,lim = 0.302

Allowance need not be made for the effect of the axial force on the plastic resistance moment about the z-z axis

For bi-axial bending; [My,Ed / Mpl,y,Rd]αN + [Mz,Ed / Mpl,z,Rd]βN = 0.168

PASS - Biaxial bending utilisation is acceptable

Interaction factors kij for members susceptible to torsional deformations - Table B.2

Interaction formulae; max(0.342, 0.542) = 0.542

PASS - Combined bending and compression checks are satisfied

Documents

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