4221-BIN STORE FOR CALCS PACK AFTER CHECKING 16.12.15.pdf

8/18/2019 4221-BIN STORE FOR CALCS PACK AFTER CHECKING 16.12.15.pdf

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4221‐Bin Store

The

bin

store

foundations

and

superstructures

have

been

designed. Summary sketches are included here however for

detailed construction drawings please see Structa Drawings.

The

following

elements

are

included

in

this

appendice:

FOUNDATIONS

1) Design of raft slab elements including beams and slab.

2) Piled

foundations

SUPERSTRUCTURE

1) Wind Load Calculation

2) Lintel

Check3) Column

Check

4) Masonry vertical check

5) Masonry pier lateral check


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structa llp

Project

4221 Cardington Bin Store Raft Slab Beam

Section

4.3m Simply Supported Beam

Calc. by

jh

Date

15/12/2015

Chk'd by Date

RC BEAM DESIGN (BS8110)

Rectangular section details

Section width; b = 450 mm

Section depth; h = 450 mm

Concrete detailsConcrete strength class; C32/40

Characteristic compressive cube strength; f cu = 40 N/mm2

Modulus of elasticity of concrete; Ec = 20kN/mm2 + 200 f cu = 28000

Maximum aggregate size; hagg = 20 mm

Reinforcement details

Characteristic yield strength of reinforcement; f y = 500 N/mm2

Characteristic yield strength of shear reinforcement; f yv = 500 N/mm2

Nominal cover to reinforcement

Nominal cover to top reinforcement; cnom_t = 35 mm

Nominal cover to bottom reinforcement; cnom_b = 40 mm

Nominal cover to side reinforcement; cnom_s = 40 mm

Design moment resistance of rectangular section (cl. 3.4.4) - Positive moment

Design bending moment; M = 84 kNm

Depth to tension reinforcement; d = h - cnom_b - v - bot / 2 = 392 mm

Redistribution ratio; b = 1.000

K = M / (b d2 f cu) = 0.030


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structa llp

Project

4221 Cardington Bin Store Raft Slab Beam

Section

4.3m Simply Supported Beam

Calc. by

jh

Date

15/12/2015

Chk'd by Date

Design concrete shear stress; vc = 0.79 min(3,[100 As,prov / (b

(min(f cu, 40) / 25)1/3

/ m

vc = 0.572 N/mm2

Allowable design shear stress; vmax = min(0.8 N/mm2 (f cu/1 N/mm

2

PASS - Design shear stress

Value of v from Table 3.7; 0.5 vc < v < (vc + 0.4 N/mm2)

Design shear resistance required; vs = max(v - vc, 0.4 N/mm2

) = 0.400 Area of shear reinforcement required; Asv,req = vs b / (0.87 f yv) = 414 mm

Shear reinforcement provided; 2 10 legs at 275 c/c

Area of shear reinforcement provided; Asv,prov = 571 mm2/m

PASS - Area of shear reinforcement prov

Maximum longitudinal spacing; svl,max = 0.75 d = 294 mm

PASS - Longitudinal spacing of shear reinforcemen

Spacing of reinforcement (cl 3.12.11) Actual distance between bars in tension; s = (b - 2 (cnom_s + v + bot/2)) /(Nb

Minimum distance between bars in tension (cl 3.12.11.1)

Minimum distance between bars in tension; smin = hagg + 5 mm = 25 mm

PASS - Satisf

Maximum distance between bars in tension (cl 3.12.11.2)

Design service stress; f s = (2 f y As,req) / (3 As,prov b)

Maximum distance between bars in tension; smax = min(47000 N/mm / f s, 300 mmPASS - Satisf

;


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structa llp

Project

4221 Cardington Bin Store Raft Slab

Section

Bin Store Slab

Calc. by

jh

Date

15/12/2015

Chk'd by Date

RC SLAB DESIGN (BS8110:PART1:1997)

CONCRETE SLAB DESIGN (CL 3.5.3 & 4)

SIMPLE ONE WAY SPANNING SLAB DEFINITION

; Overall depth of slab; h = 175 mm

; Cover to tension reinforcement resisting sagging; cb = 40 mm

; Trial bar diameter; Dtryx = 10 mm

Depth to tension steel (resisting sagging)

dx = h - cb - Dtryx/2 = 130 mm

; Characteristic strength of reinforcement; f y = 500 N/mm2

; Characteristic strength of concrete; f cu = 30 N/mm2

ONE WAY SPANNING SLAB (CL 3.5.4)

MAXIMUM DESIGN MOMENTS IN SPAN

; Design sagging moment (per m width of slab); msx = 14.0 kNm/m

CONCRETE SLAB DESIGN – SAGGING – OUTER LAYER OF STEEL (CL 3.5.4)

; Design sagging moment (per m width of slab); msx = 14.0 kNm/m

Nominal 1 m width

One-way spanning sla

h

Asy

(simple)


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structa llp

Project


Section

Bin Store Slab

Calc. by

jh

Date

15/12/2015

Chk'd by Date

;;Use A393 Mesh;

Asx_prov = Asl = 393 mm2/m; Asy_prov = Ast = 393 mm

2/m

Dx = dsl = 10 mm; Dy = dst = 10 mm

Area of tension steel pro

Check min and m ax areas of steel resist ing saggin g

;Total area of concrete; Ac = h = 175000 mm2/m

; Minimum % reinforcement; k = 0.13 %

Ast_min = k Ac = 228 mm2/m

Ast_max = 4 % Ac = 7000 mm2/m

Steel defined:

; Outer steel resisting sagging; Asx_prov = 393 mm2/m

Area of o

; Inner steel resisting sagging; Asy_prov = 393 mm2/m

Area of in

SHEAR RESISTANCE OF CONCRETE SLABS (CL 3.5.5)

Outer tension steel resisting sagging moments

; Depth to tension steel from compression face; dx = 130 mm

; Area of tension reinforcement provided (per m width of slab); Asx_prov = 393 mm2/

; Design ultimate shear force (per m width of slab); Vx = 18 kN/m

; Characteristic strength of concrete; f cu = 30 N/mm2

Applied shear stress

vx = Vx / dx = 0.14 N/mm2

Check shear stress to clause 3.5.5.2

vallowable = min ((0.8 N1/2

/mm) (f cu ), 5 N/mm2 ) = 4.38 N/mm

2

Shear stresses to clause 3.5.5.3

Design shear stress

f cu_ratio = if (f cu > 40 N/mm2 , 40/25 , f cu/(25 N/mm

2)) = 1.200

v = 0 79 N/mm2 min(3 100 A / d )1/3 max(0 67 (400 mm / d )1/4) / 1 2


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structa llp

Project


Section

Bin Store Slab

Calc. by

jh

Date

15/12/2015

Chk'd by Date

; Area of tension reinforcement required; Asx_req = 261 mm2/m

; Moment Redistribution Factor; bx = 1.00

Modification Factors

;Basic span / effective depth ratio (Table 3.9); ratiospan_depth = 20

The modification factor for spans in excess of 10m (ref. cl 3.4.6.4) has not been included

;f s = 2 f y Asx_req / (3 Asx_prov bx ) = 221.1 N/mm2

factor tens = min ( 2 , 0.55 + ( 477 N/mm2 - f s ) / ( 120 ( 0.9 N/mm

2 + msx / dx

2))) = 1.784

Calculate Maximum Span

This is a simplified approach and further attention should be given where special circums

3.4.6.4 and 3.4.6.7.

Maximum span; lmax = ratiospan_depth factor tens dx = 4.64 m

Check the actual beam span

Actual span/depth ratio; lx / dx = 23.08

Span depth limit; ratiospan_depth factor tens = 35.67

CHECK OF NOMINAL COVER (SAGGING) – (BS8110:PT 1, TABLE 3.4)

; Slab thickness; h = 175 mm

; Effective depth to bottom outer tension reinforcement; dx = 130.0 mm

; Diameter of tension reinforcement; Dx = 10 mm

; Diameter of links; Ldiax = 0 mm

Cover to outer tension reinforcement

ctenx = h - dx - Dx / 2 = 40.0 mm

Nominal cover to links steel

cnomx = ctenx - Ldiax = 40.0 mm

Permissable minimum nominal cover to all reinforcement (Table 3.4)

; cmin = 35 mm

Cove


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structa llp

Project

4221 Cardington Bin Store Superstructure

Section

Lintel Check

Calc. by

jh

Date

11/12/2015

Chk'd by Date

THIS LINTEL IS SUPPORTING ROOF ONLY. THE WORST CASE SPAN OF 3.8 M HA

CHECK. THE LINTEL IS ASSUMED TO BE SIMPLY SUPPORTED. LOADS ON THE B

Load per metre run = Roof Area Load x Worst Case Roof Span

These loads can be found in previous hand calculations (Bin Store Loads)

Dead Load = 1.14 x 3 = 3.42 Kilonewtons per metre

Live Load = .75 x 3 = 2.25 Kilonewtons per metre

The loads have been left as unfactored as TEDDS converts these values to ultimate limit

Please Note :

The client has specified 120x80 RHS section be used and hence this calculation is used

section.

STEEL BEAM ANALYSIS & DESIGN (BS5950)

In accordance with BS5950-1:2000 incorporating Corrigendum No.1

Load Envelope - Combination 1

0.0

8.590

mm 3400

1 A


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structa llp

Project


Section

Lintel Check

Calc. by

jh

Date

11/12/2015

Chk'd by Date

Applied loading

Beam loads Dead self weight of beam 1

roof - Dead full UDL 3.42 kN/m

roof - Imposed full UDL 2.25 kN/m

Load combinations

Load combination 1 Support A D

I

Span 1 D

I

Support B D

I

Analysis results

Maximum moment; Mmax = 12.4 kNm; M

Maximum shear; Vmax = 14.6 kN; V

Deflection; max = 5.2 mm;

Maximum reaction at support A; R A_max = 14.6 kN; R

Unfactored dead load reaction at support A; R A_Dead = 6.1 kN

Unfactored imposed load reaction at support A; R A_Imposed = 3.8 kN

Maximum reaction at support B; RB_max = 14.6 kN; R

Unfactored dead load reaction at support B; RB_Dead = 6.1 kN

Unfactored imposed load reaction at support B; RB_Imposed = 3.8 kN

Section details

Section type; RHS 120x80x5.0 (Tata Steel Celsiu

Steel grade; S275

From table 9: Design strength py

Thickness of element; t = 5.0 mm

Design strength; py = 275 N/mm2

Modulus of elasticity; E = 205000 N/mm2


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structa llp

Project


Section

Lintel Check

Calc. by

jh

Date

11/12/2015

Chk'd by Date

Effective length factors

Effective length factor in major axis; Kx = 1.00

Effective length factor in minor axis; Ky = 1.00

Effective length factor for lateral-torsional buckling; KLT.A = 1.00;

KLT.B = 1.00;

Classification of cross sections - Section 3.5

= [275 N/mm2

/ py] = 1.00

Web - major axis - Table 12

Depth of section; d= D - 3 t = 105 mm

d / t = 21.0


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structa llp

Project

4221 Cardington Refuse Store Super Structure

Section

Column Check

Calc. by

jh

Date

11/12/2015

Chk'd by Date

THE FOLLOWING CALCULATION IS A CHECK ON THE PROPOSED BIN STORE CO

THE ROOF LAOD SUPPRTED BY EACH COLUMN HAVE BEEN CONVERTED INTO

COMPRESSION LOAD AND INPUT INTO TEDDS. THE CLIENT HAS SPECIFIED A 10

AND HENCE THIS CALCULATION IS A CHECK ON THE ADEQUACY OF THE SECT

THE ROOF LOADS USED CAN BE FOUND IN THE HAND CALCS TITLED BIN STORE

EACH COLUMN IS TAKING 1.5M OF ROOF.

THE LOADINGS FOR THE PURPOSE OF THIS CALCULATION HAVE BEEN FACTOR

AXIAL LOAD ON COLUMN = 1.5(DL+LL) X 1.5M X ROOF SPAN

= 1.5(1.14+.75) X1.5X3

= 6 KILONEWTONS

WIND LOADS ARE PRESENT AT THE SITE. PLEASE SEE PREVIOUS CALCULATION

DETERMINATION OF THE WIND PRESSURE AT THE SITE.

DUE TO THE FACT THAT THERE IS STEEL MESH EITHER SIDE OF THE COLUMNS

ON THE COLUMN WILL BE NEGLIGIBLE. FOR THE PURPOSE OF THIS CALCULATIO

ON 5 KILONEWTONS PER METRE AND 5KN HAVE BEEN USED FOR THE MOMENT

LATERALLY ON THE PIER.

STEEL MEMBER DESIGN (BS5950)

In accordance with BS5950-1:2000 incorporating Corrigendum No.1

Section details

Section type; SHS 100x100x4.0 (Tata Steel Cels

Steel grade; S275

From table 9: Design strength py

Thickness of element; t = 4.0 mmDesign strength; py = 275 N/mm

2

Modulus of elasticity; E = 205000 N/mm2


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structa llp

Project


Section

Column Check

Calc. by

jh

Date

11/12/2015

Chk'd by Date

Lateral restraint

Distance between major axis restraints; Lx = 2000 mm

Distance between minor axis restraints; Ly = 2000 mm

Effective length factors

Effective length factor in major axis; Kx = 1.00

Effective length factor in minor axis; Ky = 1.00

Effective length factor for lateral-torsional buckling; KLT = 3.00;

Classification o f cross sections - Section 3.5

= [275 N/mm2 / py] = 1.00

Web - major axis - Table 12

Depth of section; d= D - 3 t = 88 mm

Stress ratios; r1 = min(Fc / (2 d t pyw), 1) = 0.

r2 = Fc / (A pyw) = 0.014

d / t = 22.0


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structa llp

Project


Section

Column Check

Calc. by

jh

Date

11/12/2015

Chk'd by Date

Moment capacity low shear - cl.4.2.5.2; Mcx = min(py Seff , 1.2 py Z) = 15

Effective length for lateral-torsional buckling - Section 4.3.5

Effective length for lateral torsional buckling; LE = 3.0 Ly = 6000 mm

Slenderness ratio; = LE / r yy = 153.581

Equivalent s lenderness - Annex B.2.6.1

Torsion constant; J = 3611034 mm4

b = (1 - Iyy / Ixx) (1 - J / (2.6 Ixx)) =

b = [Sxx2 b / (A J)]

0.5 = 0.000

Ratio - cl.4.3.6.9; W = Seff / Sxx = 1.000

Equivalent slenderness; LT = 2.25 [ b W] = 0.000

Limiting slenderness - Annex B.2.2; L0 = 0.4 (2 E / py)

0.5 = 34.310

LT < L0 - No allowance need be m

Buckl ing resistance moment - Section 4.3.6.4

Bending strength; pb = py = 275 N/mm2

Buckling resistance moment; Mb = pb Seff = 15 kNm

PASS - Moment capacity

Moment capacity minor (y-y) axis - Section 4.2.5

Design bending moment; My = 5 kNm

Effective plastic modulus - Section 3.5.6

Limiting value for class 2 compact flange; 2f = min(32 , 62 - 0.5 d / t) =

Limiting value for class 3 semi-compact flange; 3f = 40 = 40

Limiting value for class 2 compact web; 2w = max(80 / (1 + r1), 40 ) =

Limiting value for class 3 semi-compact web; 3w = max(120 / (1 + 2 r2), 40

Effective plastic modulus - cl.3.5.6.3

Seff = min(Z + (S - Z) min([(3w / (d / t) - 1) / (3w / 2w - 1)], [(3f / (b / t) -

Moment capacity low shear - cl.4.2.5.2; Mcy = min(py Seff , 1.2 py Z) = 15

PASS - Moment capacity

Compression members - Section 4.7

Design compression force; Fc = 6 kN

Effective length for major (x-x) axis buckling - Section 4.7.3

Effective length for buckling; LEx = Lx Kx = 2000 mm

Slenderness ratio - cl 4 7 2; x = LEx / rxx = 51 194


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structa llp

Project


Section

Column Check

Calc. by

jh

Date

11/12/2015

Chk'd by Date

Effective length for minor (y-y) axis buckling - Section 4.7.3

Effective length for buckling; LEy = Ly Ky = 2000 mm

Slenderness ratio - cl.4.7.2; y = LEy / r yy = 51.194

Compressive strength - Section 4.7.5

Limiting slenderness; 0 = 0.2 (2 E / py)

0.5 = 17.155

Strut curve - Table 23; a

Robertson constant; y = 2.0 Perry factor; y = y (y - 0) / 1000 = 0.068

Euler stress; pEy = 2 E / y

2 = 772 N/mm

2

y = (py + (y + 1) pEy) / 2 = 549.8 N

Compressive strength - Annex C.1; pcy = pEy py / (y + (y2 - pEy py)

0.5

Compression resistance - Section 4.7.4

Compression resistance - cl.4.7.4; Pcy = A pcy = 379.5 kN

PASS - Compression resistance ex

Compression members with moments - Section 4.8.3

Comb.compression & bending check - cl.4.8.3.2; Fc / (A py) + Mx / Mcx + My / Mcy = 0

PASS - Combined bending an

Member buckling resistance - Section 4.8.3.3

Max major axis moment governing Mb; MLT = Mx = 5.00 kNm

Equivalent uniform moment factor for major axis flexural buckling;

mx = 1.000

my = 1.000

Buckling resistance checks - cl.4.8.3.3.3; Fc / Pcx + mx Mx / Mcx (1 + 0.5 F

0.519

Fc / Pcy + 0.5 mLT MLT / Mcx + my

0.519

Interactive buckling; mx Mx (1 + 0.5 (Fc / Pcx)) / (Mcx

0.5 (Fc / Pcy)) / (Mcy (1 - Fc / Pcy))PASS - Member bucklin

A 100x100 SHS Section is adquate


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4221 BIN STORE MASONRY CHECK

Masonry Design to BS 5628

Geometric properties

b 0.44 m opening 1 2.32 opt 0.215 m

Pier Area 0.0946 Cl 19.1.2

small area

factor applies S.A.F =

h 2.013 m Cl 24.3.2.1

h,eff 2.013 m enhanced resistance? no

t,eff 200 mm assuming 300mm cavity walleccentricity


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structa llp

Project


Section

Lateral Pier Check

Calc. by

jh

Date

11/12/2015

Chk'd by Date

THIS CALCULATION IS A LATERAL CHECK ON THE SMALL MASONRY PIER ON T

CANTILEVERED OFF THE FOUNDATION AND IS PARTIALLY RESTRAINED AT THE

CONNECTION TO THE ROOF TRUSS. THE WIND LOAD USED CAN BE FOUND IN H

BIN STORE WIND LOAD CHECK.

A vertical Load also resists the wind which is created by the roof. This can be found in pr

Masonry Check’. Please note only the dead load has been used as a worst case scenari

MASONRY WALL PANEL DESIGN TO BS5628:2005

In accordance with BS5628-1:2005

Masonry panel details

Small Pier - Unreinforced masonry wall without openings

Panel length; L = 440 mm

Panel height; h = 2000 mm

Panel support conditi ons

; Top and bottom suppor ted, bottom

Effective panel length; Lef = 2.5 L = 1100 mm

Effective panel height; hef = 1.0 h = 2000 mm

P j t


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structa llp

Project


Section

Lateral Pier Check

Calc. by

jh

Date

11/12/2015

Chk'd by Date

Masonry details

Masonry type; Clay bricks having a water absorp

Compressive strength of unit; punit = 20.0 N/mm2

Mortar strength Class/Designation; M4 / (iii)

Height of masonry units; hb = 65 mm

Density of masonry; = 18.0 kN/m3

From BS5628-1 Table 2a - Characteristic compressive strength of masonry

Characteristic compressive strength; f k = (0.7 + 1.5 t L / 1 m2) 5 N/m

From BS5628-1 Table 3 - Characteristi c flexural st rength of masonry

Plane of failure parallel to bed joints; f kx_para = 0.50 N/mm2

Plane of failure perpendicular to bed joints; f kx_perp = 1.50 N/mm2

Lateral l oading details

Characteristic wind load on panel; Wk = 0.550 kN/m2

Shear loading details

Vertical loading details

Dead load on top of wall; Gk = 3.35 kN/m;

Partial safety factors for material strength

Category of manufacturing control; Category II

Category of construction control; Normal

Partial safety factor for masonry in compression; = 3 50

Project


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structa llp

Project


Section

Lateral Pier Check

Calc. by

jh

Date

11/12/2015

Chk'd by Date

Check vertical loads at top of wall

Design vertical load on wall; Fv = Gk fG + Qk fQ = 4.7 kN/m

Design vertical load stress on wall; f v = Fv / t = 0.022 N/mm2

Design bending moment; Mv = Gk fG eG + Qk fQ eQ = 0

Resultant eccentricity at the top of the wall; ex = Mv / Fv = 0 mm

From BS5628-1 Table 7 - Capacity reduct ion factor

Capacity reduction factor; = 1.00

Allowable stress capacity; f cap = f k / mc = 1.203 N/mm2

PASS - Allowable stress capacity exceeds d

Horizontal loading (cl 32)

Limiting dimensions (cl 32.3)

Limiting wall height; hmax = 40 tef = 8600 mm

PASS - Lim

Partial safety factors for design loads

Partial safety factor for design wind load; fW = 1.40

Partial safety factor for design dead load; fG = 0.90

Partial safety factor for design imposed load; fQ = 1.60

Design moments of resistance in panels (cl 32.4.2)

Self weight of wall at base; Swt = h t = 7.74 kN/m

Design vertical compressive stress; gd = fG (Gk + Swt) / t = 0.05 N/mm2

Enhanced flexural strength of masonry; f ka_para = f kx_para + mf gd = 0.64 N/m

Section modulus of wall; Z = t2 / 6 = 7704167 mm

3/m

Elastic design moment of resistance; Md = f ka_para Z / mf = 1.642 kNm/m

Design moment in panels (cl 32.4.2)

Using elastic analysis to determine bending moment coefficients for a vertically sp

Bending moment coefficient; = 0.125

Design moment in wall; M = Wk fW h

2

= 0.385 kNm/mPASS - Resistance m

;


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4221-BIN STORE FOR CALCS PACK AFTER CHECKING 16.12.15.pdf

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Transcript of 4221-BIN STORE FOR CALCS PACK AFTER CHECKING 16.12.15.pdf