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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
4221 Cardington Bin Store Raft Slab
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
4221 Cardington Bin Store Raft Slab
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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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
4221 Cardington Bin Store Superstructure
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
4221 Cardington Bin Store Superstructure
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
4221 Cardington Refuse Store Super Structure
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
4221 Cardington Refuse Store Super Structure
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
4221 Cardington Refuse Store Super Structure
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
4221 Cardington Bin Store Superstructure
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
4221 Cardington Bin Store Superstructure
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
4221 Cardington Bin Store Superstructure
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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