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Project : Client : Job : Subject :
SEG deep beam at retrieval shaft
Prepared :
Project Code :
Title
Retrieval shaft portion grid 19 to 21
Checked :
Job Code :
Date:
Drg.No:
Rev :
Data W idth of beam
B
=
1100 mm
Depth of beam
D
=
8000 mm
Clear cover to reinforcement at top and bottom
=
50 mm
Clear cover to reinforcement at sides
=
50 mm
Diameter of main reinforcement
=
16 mm
Diameter of Stirrup
=
0 mm
Effective Span
=
13.8 mm
Effective depth beam
d
=
7918 mm
Lever arm
Deep Beam
Z
=
2402.76 mm
Characteristic Characteristic strength of concrete
f ck ck
=
40 N/mm2
Characteristic Characteristic strength of reinforcement
f y
=
500 N/mm2
Characteristic Characteristic strength of Shear reinforcement reinforcement
f y
=
415 N/mm2
Design Moments, torsion & s hear
Sl.No.
Description
1
Support Moment + Torsion (maxside)
2
Span Moment + Torsion
3
Shear Force + Torsion
3
Support Moment + Torsion on (other end)
D e s i g n o f T o p R e in in f o r c e m e n t : - At end support
Diameter of main bar at (top Extra bars) Number of Bars provided at top (Extra) Reinforcement provided @ top Extra
Rev :
=
20 mm
=
60 Nos
+
Zone 2
Total Reinforcement @TOP
25 mm 0 Nos
=
18849.56 mm2
=
42977.0 mm2
Reinforcement provided is adequate D e s ig n o f B o t t o m R e i n f o r c em e n t : - At mid span
Maximum Span Moment + Torsion :Maximum equivalent support moment, Me1 = Mu + MT If MT > Mu then Me2 = MT - Mu acting opposite to sense of Me1 MT = Equivalent Bending moment due to torsion MT = Tu (( 1+D/b)/1.7) Maximum equivalent support moment Limiting Moment capacity of the section
=
295.16 T.M
Me1
=
359.39 T.m
Me2
=
230.92 T.m
Mulimit
=
36688.95 T.m
Mu2
=
0.00 T.m
2
Mbot/(B*d )
=
0.052 N/mm2
2
=
5.320 N/mm2
Ptlimit
=
1.510 %
Mulimt/Bd Percentage of steel correspong to limiting moment Additional % of tensile steel for balancing in DR beam Percentage of tensile steel Percentage of compression steel Reinforcement required at bottom
pt2
=
0.000 %
ptbottom
=
0.015 %
pt-top
=
0.03 %
Ast-bottom
=
1287.7 mm2
M i n i m u m r e i n f o r c em e n t
Minimum % of Reinforcement required
0 21 %
Project : Client : Job : Subject :
SEG deep beam at retrieval shaft
Prepared :
Project Code :
Title
Retrieval shaft portion grid 19 to 21
Checked :
Job Code :
Date:
Drg.No:
Rev :
Diameter of shear link provided
=
20 mm
Number of legs provided
=
2 No's
Spacing of shear reinforcement provided
=
0 mm +
0 No's
150 mm Asv/Sv
150 mm =
4.189 mm2 /mm
Reinforcement provided is adequate
C h e c k f o r M i n i m u m S h e ar R e i n f o r c e m e n t : -
Refer Cl ause 26.5.1.6 of IS:456-2000
Min.Shear reinforcement required Asv
=
sv
(tv - tc)*b 0.87*f y
Asv/Sv
0.38 mm2 /mm
=
Diameter of shear link provided
=
16 mm
Number of legs provided
=
Spacing of shear reinforcement provided
=
150 mm
=
9.55 mm2 /mm
Asv/Sv
4 No's
Reinforcement provided is adequate S i d e f a c e R ei n f o r c e m e n t : -
pt
=
0.05 %
Ast, min
=
4354.90 mm2
% of side face Reinforcement required Reinforcement required Diameter of side face reinforcement
=
16 mm
Number of bars provided as side face reinforcement
=
22 Nos
Summary Y - 32 nos(thru) & Y - 20+ Y - 25 nos(extra) as Top reinforcement
Contract UAA01 Design and Construction of Underground Stations and Associated Tunnels
7.0
SLAB LATERAL DESIGN CHECK
7.1 Deep Beam design check Support reaction = 1244*6.3/2 = 3920 kN
3920 kN 1244 kN/m 3.4
8 m 12 m Clear span , l depth, D Effective span, leff
= = =
12 m 8m 13.8 m
Moment at mid span Moment at face
= =
15061 kNm 36555 kNm
leff / D
(sagging) (hogging)
= 1.725 < 2.5 hence design as deep beam in accordance with Section 29 of IS 456 : 2000
Contract UAA01 Design and Construction of Underground Stations and Associated Tunnels
61 %=
9975 mm
2
ThisR/f shall be provided in 0.2D from top as =
1.6 m
Refering Section 5 from our reinforcement drawing number TTA/465/SEG/1275423 The Reinforcment provided in top 1.5m zone is Bar mark b1, b4 is provided for lateral load resistance b1 = 9-Y32
=
7238.2 mm
2
b4 = 9-Y25
=
4417.9 mm
2
mm
2
Also slab reinforcement b7 and b9 has been provided b7 = 8-Y25
=
3927 mm
2
b9 = 8-Y20
=
2513 mm
2
Total R/f in 1.3m zone
=
18096 mm
2
Area of R/f provided
=
18096 mm
2
hence ok 2
Remaining = 6311 mm to be provided in the zone 0.3D on either side of the mid depth of beam
Contract UAA01 Design and Construction of Underground Stations and Associated Tunnels
Design for sagging at mid span
As (sagging)
=
6709.9 mm
2
placed within a distance 0.25D-0.05 l i.e.
1.31 m
Reinforcement in this zone is Y-20 @150 c/c at both top and Y-25 @150 at bottom faces Total Number of Top bars =
9
Total Number of Bottom bars =
9
Area of R/f provided
7031 mm
2
hence ok
Note: In addition to this an additional face bar of 7-Y25 has been provided i.e. 3436 mm2 area
36555 kN-m
Contract UAA01 Design and Construction of Underground Stations and Associated Tunnels
Design of deep beam is presented above For the portion of 2.75m depth, between permanent and temporary opening following sections are taken 1. Hogging B.M. at support 2. Sagging B.M. at the face of permanent opening
Contract UAA01 Design and Construction of Underground Stations and Associated Tunnels
7.2 Beam De si gn ch eck at 2.6m d eep po rtion 7.2.1 Design Load Calculations UOM Section Number
STAAD Output a) Factored Max. B.M.from STAAD (ULS) a.i) Load case for Max. B.M. from STAAD ULS b) Factored Max. B.M.from STAAD (SLS) b.i) Load case for Max. B.M. from STAAD SLS c) Factored Max. S.F. from STAAD (ULS) c.i) Load case for Max. S.F. from STAAD ULS d) Axial Compression ULS (Pu) e) Axial Compression SLS
1
2
kN-m
5628
13217
kN-m
4329
10167
kN
7528
7528
kN kN
7.2.2 Load Combinations 1) 1.5*(DL+IL+EP) SERVICE STAGE
7.2.4 Servicibility Checks UOM Section Number Modular Ratio (m) = 280 / f ck Percent Reinforcement prov.(p) = (Ast)provided / (b*d) Calculating neutral Axis Depth by WSM (n*d)
mm
1
2
7.00
7.00
0.23% 405
0.69% 649
7.2.5 Crack Width Check Maximum Permissible Crack Width
mm
0.3
0.3
kN-m kN/m
4329 327326
10167 271585
Strain at the centroid of tension steel (e)=f st / Es =
1.6E-03
1.4E-03
Strain at the Tension Face (e 1) =
1.7E-03
1.5E-03
6.8E-04
2.1E-04
1.0E-03
1.3E-03
0.245
0.293
1
2
Moment (SLS Normal Case) In Tension Steel (f st)
7.2.6 Crack Width As Per IS-456 / BS-8110 Reduction in strain due to tension stiffning (e2) = b*(D-x)*(a-x) (3* Es*Ast*(d-x)) Avg. steel strain at level considered (em) = e1-e2 = Crack Width (W cr ) = mm
7.2.7 Calculations of Shear Reinforcement UOM Section Number 0.5
tc,max = 0.62*(f ck) (Approximately)
N/mm
3.92
3.92
tc,max (Approximately)
kN/m
3921
3921
Shear Stresses ( tv) = Vu / (b*d)
kN/m
Check for Adequacy of Section in Shear Design Shear Strength of Concrete = (tc) * k*δ
kN/m
3094 O.K. 583 300 150 1000 4 20 0 0 1043 1257
maximum Vertical stirrup spacing as per caluse 26.5.1.5 Spacing of Stirrups Provided Total width of beam No. of Legs of Shear Stirrups-1 Provided in total l ength Dia of each leg of stirrup-1 provided No. of Legs of Shear Stirrups-2 Provided in total l ength Dia of each leg of stirrup-2 provided Actual Asv(Required) / m width
mm mm
3033 O.K. 359 300 150 1000 4 20 0 0 1111
Total Shear R/f Provided Asv(Provided) /m width
mm
1257
mm mm mm mm
Note: As per Cl.22.6.1 of IS-456, Critical Section for B.M. should be at the face of support for monolithic construction As per Cl 22.6.2.1 of IS-456, Critical Section for SF should be at a distance 'd' from face of support
239042087.xlsx.ms_office design of Beam bet. openings