Member Design Reinforced Concrete Staircase Bs8110 v2015 01
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Transcript of Member Design Reinforced Concrete Staircase Bs8110 v2015 01
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7/23/2019 Member Design Reinforced Concrete Staircase Bs8110 v2015 01
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Job No. Sheet No. Rev.
Job Title
XX
Material Properties
Characteristic strength of concrete, fcu( 60N/mm2
; HSC N/A) 25 N/mm2
OKYield strength of longitudinal steel, fy 460 N/mm
2
Yield strength of shear link steel, fyv 460 N/mm2
Type of concrete and density, c 24 kN/m3
Stair Structural Scheme
Stair structural scheme
Scheme 1 Stair spanning longitudinally simply supported with SDL on elevation over width b
Scheme 2 Stair spanning horizontally cantilever with SDL on elevation at free end
Scheme 3 Stair spanning horizontally simply supported without SDL on elevation
Insitu (landing starters) or precast (mid section shear connection) (applicable to scheme 1 only)
Breadth of supporting member at one end (applicable to scheme 1 only), lb,1 0.150 mBreadth of supporting member at the other end (applicable to scheme 1 only) 0.150 m
Stair Parameters
Bottom landing 150 mm thick
Top landing 150 mm thick
Point A 0 mm to the left
Point B 0 mm to the left
Use of stair
rmax g min
Private stair 220 220 mm
Institutional and assembly stair 180 280 mm
Other stair 190 250 mm
Slope angle of stair, (=550mm,
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Cover to all reinforcement, cover (usually MAX(25, ) internal; 40 external) 25 mmEffective depth to sagging steel, ds 119 mm
Scheme 1 ds = h - cover - s/2 119 mm
Scheme 2 ds = (r.L/q+ h - cover - s/2)/2 N/A mm
Scheme 3 ds = (r.L/q+ h - cover - s/2)/2 N/A mm
Effective depth to hogging steel, dh 119 mm
Scheme 1 dh = h - cover - h/2 119 mm
Scheme 2 dh = h.q/L + r/2 - cover - h/2 N/A mm
Scheme 3 dh = h.q/L + r/2 - cover - h/2 N/A mm
Sagging steel reinforcement diameter, s 12 mm
Sagging steel reinforcement pitch, ps 175 mm
Sagging steel area provided, As,prov,s= (.s2
/4)/ps 646 mm2
/mHogging steel reinforcement diameter, h 12 mm
Hogging steel reinforcement pitch, ph 175 mm
Hogging steel area provided, As,prov,h= (.h2/4)/ph 646 mm
2/m
Shear link diameter, link 0 mm
Number of links per metre, nlink 4/m
Area provided by all links per metre, Asv,prov= nlink..link2/4 0 mm2/m
Pitch of links, S 200 mm
Stair Loading (Slope Loading)
Live load, LL 4.00 kPaSuperimposed dead load, SDL 1.20 kPa
Dead load of stair (on slope), DL = h.c+ g.(H/2)/q.c 5.15 kPa
ULS stair loading (on slope) excluding SDLelev,stair, ULS,stair,noSDLelev 15.13 kPa
ULS,stair,noSDLelev= 1.4(DL + SDL.(L, H or L+H)/q) + 1.6(LL.L/q)
Note that the loading above is in the vertical direction, however on and along the slope;
Stair Loading (Elevation Loading)
Superimposed dead load on stair (on slope), SDLelev,stair 0.00 kN/m
jXXX 2
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Member Design - RC Staircase
Engineering Calculation SheetConsulting Engineers
19-08-15
Member Design - Reinforced Concrete Staircase BS811Made by Date Chd.
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XX
Utilisation Summary
Item UT RemarkSag moment, Ms 79% OK
Hog moment, Mh 38% OK
% Min sag reinforcement 30% OK
% Min hog reinforcement 30% OK
Ultimate shear stress 5% OK
Shear design capacity 31% OK
Deflection utilisation 97% OK
Total utilisation 97% OK
Detailing requirements
% Sagging reinforcement 0.43 %
% Hogging reinforcement 0.43 %Estimated steel reinforcement quantity (130 220kg/m3) 68 kg/m3
[ 7.850 . (A s,prov,s/scheme(h)+As,prov,h/scheme(h)) ]; No curtailment; No laps; Links ignored; Distrib
Estimated steel reinforcement quantity (130 220kg/m3) 108 kg/m3 IStructE
[ 12.5 . (A s,prov,s/scheme(h)+As,prov,h/scheme(h)) ]; No curtailment; No laps; Links ignored; Distrib
[Note that steel quantity in kg/m3can be obtained from 125.0 x % rebar];
Material cost: concrete, c 180 units/m3 steel, s 4500 units/tonne
Reinforced concrete material cost = [c+(est. rebar quant).s].sche 100 units/m2
ULS Loading on Supporting Structure
Line shear on supporting structure, RV= V 26 kN/m
Line moment on supporting structure, RM= Mhog N/A kNm/mNote that for scheme 1, R Vis conservatively calculated based on L effinstead of L.
Geometrical Requirements
All geometrical requirements satisfied ? OK
Slope angle of stair, OK
Height of riser, r OK
Length of going, g OK
Parameter 2r+g OK
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OK
Member Design - Reinforced Concrete Staircase BS811
Member Design - RC Staircase 19-08-15Made by Date Chd.
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Structural Analysis Stair
Sag moment, Msag 24 kNm/mScheme 1 Msag = 0.125(ULS,stair,noSDLelev+1.4SDL elev,stair/b).q.L eff 24 kNm/m
Scheme 2 Msag = 0.0 N/A kNm/m
Scheme 3 Msag = 0.125ULS,stair,noSDLelev.b2 N/A kNm/m
Hog moment, Mhog 12 kNm/m
Scheme 1 Insitu Mhog = 0.0625(ULS,stair,noSDLelev+1.4SDL elev, 12 kNm/m
Precast Mhog = 0.0 N/A kNm/m
Scheme 2 Mhog = 0.5ULS,stair,noSDLelev.b2+1.4SDL elev,stair.b N/A kNm/m
Scheme 3 Mhog = 0.0625ULS,stair,noSDLelev.b2 N/A kNm/m
Shear, V 26 kN/m
Scheme 1 V = 0.5(ULS,stair,noSDLelev+1.4SDL elev,stair/b).L eff 26 kN/m
Scheme 2 V = ULS,stair,noSDLelev.b+1.4SDL elev,stair N/A kN/m
Scheme 3 V = 0.5ULS,stair,noSDLelev.b N/A kN/mNote that the effect of the axial force within the stair is ignored, the magnitude of which is presented below;
Axial force, A 13 kN/m
Scheme 1 A = 0.5(ULS,stair,noSDLelev+1.4SDL elev,stair/b).H 13 kN/m
tion steel iScheme 2 A = 0.0 N/A kN/m
Scheme 3 A = 0.0 N/A kN/m
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Stair Moment Design
Sag moment, Msag 24 kNm/mHog moment, Mhog 12 kNm/m
Ensure singly reinforced
K' K z As As,prov UT
Sag moment, Msag 0.156 0.069 109 511 646 79% OK
Hog moment, Mhog 0.156 0.034 113 247 646 38% OK
Note b = 1.00 and K' = 0.156. If K > K', then UT = 999%.
Note that A s and A s,provabove are in units of mm2/m.
% Min sag reinforcement (>= 0.0024bh G250; >= 0.0013bh G460) 0.43 %Scheme 1 h = h 150 mm
Scheme 2 h = (r.L/q+ h)/2 N/A mm
Scheme 3 h = (r.L/q+ h)/2 N/A mm
% Min sag reinforcement utilisation 30% OK
% Min hog reinforcement (>= 0.0024bh G250; >= 0.0013bh G460) 0.43 %
Scheme 1 h = h 150 mm
Scheme 2 h = h.q/L + r/2 N/A mm
Scheme 3 h = h.q/L + r/2 N/A mm
% Min hog reinforcement utilisation 30% OK
Stair Shear Design
Ultimate shear stress, vult=V/bdh(< 0.8fcu0.5& 5N/mm2) 0.22 N/mm2
Ultimate shear stress utilisation 5% OK
Design shear stress, vd=V/bdh 0.22 N/mm2
(Conservatively, shear capacity enhancement by eithercalculating vdat d from support and
comparing against unenhanced vcas clause 3.4.5.10 BS8110 orcalculating vdat support and
comparing against enhanced vcwithin 2d of the support as clause 3.4.5.8 BS8110 ignored;)
Area of tensile steel reinforcement provided, As,prov,h 646 mm2/m
w= 100As,prov,h/bdh 0.54 %
vc= (0.79/1.25)(wfcu/25)1/3(400/dh)
1/4; w 0.4b/(0.95fyv) i.e. Asv/ S 0.92 mm2/mm/m
Concrete and nominal links shear capacity (0.4 + vc).(bdh) 131 kN/m
Check vd> 0.4 + vcfor design links N/A
Provide shear links Asv/ S > b(vd-vc)/(0.95fyv) i.e. Asv/ S > 0.92 mm2/mm/m
Concrete and design links shear capacity (Asv,prov/S).(0.95fyv).dh+ 83 kN/m
Area provided by all links per metre, Asv,prov 0 mm2/m
Tried Asv,prov/ S value 0.00 mm2/mm/mDesign shear resistance utilisation 31% OK
5jXXX
Member Design - Reinforced Concrete Staircase BS811
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Detailing Requirements
All detailing requirements met ? OK
Max sagging steel reinforcement pitch (100mm+hif T40) 175 mm OK
Note an allowance has been made for laps in the min pitch by increasing the criteria by the bar diameter.
% Max sagging reinforcement (=10mm) 12 mm OK
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Member Design - Reinforced Concrete Staircase BS811
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Deflection Criteria
Span, l 3.450 mScheme 1 l = L eff 3.450 m
Scheme 2 l = b N/A m
Scheme 3 l = b N/A m
Span, l / effective depth, d ratio 29.0
Scheme 1 l/d = l/ds 29.0
Scheme 2 l/d = l/dh N/A
Scheme 3 l/d = l/ds N/A
Basic span / effective depth ratio criteria 20.0
Scheme 1 Basic l/d = 20 20.0
Scheme 2 Basic l/d = 7 N/A
Scheme 3 Basic l/d = 20 N/AMultiplier C1,span more or less than 10m 1.00
Modification factor for tension C2
M/bd2 1.72 N/mm2
Scheme 1 M/bd2= Msag/bds
2 1.72 N/mm2
Scheme 2 M/bd2= Mhog/bdh
2 N/A N/mm2
Scheme 3 M/bd2= Msag/bds
2 N/A N/mm2
(b=1.0) 243 N/mm2
Scheme 1 As,req/As,provsag 0.79
Scheme 2 As,req/As,provhog N/A
Scheme 3 As,req/As,provsag N/A
Modification 1.30
Modification factor for tension C3= 1.15 if stair flight L occupies at least 60% 1.15
Modified span / effective depth ratio criteria 29.8
Deflection utilisation 97% OK
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Engineering Calculation SheetConsulting Engineers jXXX
Member Design - Reinforced Concrete Staircase BS811
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Scheme Design
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Typical Initial Span / Effective Depth Ratios
Member Design - RC Staircase 19-08-15
Member Design - Reinforced Concrete Staircase BS811
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Standard Critical Dimensions Details
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Theriseshould not be more than 220mm and the going(tread less nosing) no less than 220mm. Thepitchshould be no steeper than 42 degrees so the minimum going cannot be used with the maximumrise. A good guide is that twice the rise plus the going (2R+G) should be between 550mm and 700mm.The width of the stairshould not be less than 600mm if leading to one room or 800mm if leading to
two rooms. The clear headroomof at least 2m should be provided. Handrailsshould be 900mmabove the pitch line minimum. Landingsare required at the top and bottom of each flight. They shouldbe at least as wide and long as the stair width.
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Engineering Calculation SheetConsulting Engineers jXXX
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Member Design - Reinforced Concrete Staircase BS811
Member Design - RC Staircase
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Standard Insitu Concrete Staircase Reinforcement Details (Scheme 1)
Member Design - RC Staircase 19-08-15
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Standard Insitu Concrete Staircase Reinforcement Details (Scheme 2)
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Member Design - Reinforced Concrete Staircase BS811
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Standard Insitu Concrete Staircase Details
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Standard Precast Concrete Staircase Details
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Standard Construction Method Details
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