C4B(450X750)
S. No. Section Force N (kN) MYY (kNm) MZZ (kNm)
1 Section Force 437.1 3.6 13.8
2 Section Force 341.0 -10.7 -1.2
3 Section Force 437.1 3.6 13.8
CRACK WIDTH
4 Section Force 437.1 3.6 13.8
5 Section Force 437.1 3.6 13.8
6 Section Force 437.1 3.6 13.8
7 Section Force 437.1 3.6 13.8
8 Section Force 437.1 3.6 13.8
9 Section Force 437.1 3.6 13.8
10 Section Force 341.0 -10.7 -1.2
11 Section Force 437.1 3.6 13.8
12 Section Force 341.0 -10.7 -1.2
13 Section Force 454.9 81.1 80.0
14 Section Force 203.5 -97.3 -68.8
15 Section Force 364.0 41.9 191.6
SLS COMBINATION
16 Section Force 325.7 -36.6 -175.8
17 Section Force 390.2 99.8 92.1
18 Section Force 299.6 -94.5 -76.3
19 Section Force 390.2 99.8 92.1
20 Section Force 299.6 -94.5 -76.3
21 Section Force 390.2 99.8 92.1
22 Section Force 203.5 -97.3 -68.8
23 Section Force 364.0 41.9 191.6
24 Section Force 325.7 -36.6 -175.8
25 Section Force 655.7 5.4 20.7
26 Section Force 156.0 -141.2 -105.9
27 Section Force 546.1 62.9 287.4
ULS COMBINATION
28 Section Force 281.7 -56.5 -268.4
29 Section Force 378.3 148.1 133.4
30 Section Force 449.4 -141.8 -114.5
31 Section Force 585.2 149.7 138.1
32 Section Force 242.5 -143.3 -119.2
33 Section Force 585.2 149.7 138.1
34 Section Force 305.3 -146.0 -103.2
35 Section Force 546.1 62.9 287.4
36 Section Force 281.7 -56.5 -268.4
Oasys Results:
Development Length (Ldc) for 32mm dia bar = 93.3mm which is <600mm. :Hence (OK)
Shear Check
SHEAR DESIGN OF RECTANGULAR/SQUARE COLUMN
1. DETAILS OF COLUMN
LONGER DIMENSION (l) = 750 mm LONGITUDINAL DIRECTION
SHORTER DIMENSION (s) = 450 mm TRANSVERSE DIRECTION
GRADE OF CONCRETE (fck) = 40 N/mm2
GRADE OF MAIN STEEL (fy) = 500 N/mm2
PERCENTAGE OF STEEL (As % ) = 3.31 %
CLEAR COVER = 40 mm
DIA OF LONGITUDINAL BAR (ø main) = 32 mm
DIA OF SHEAR STIRRUPS TO BE USED = 10 mm
GRADE OF STEEL TO BE USED AS STIRRUPS (fy) = 415 N/mm2
GROSS CROSS - SECTIONAL AREA OF COLUMN (Ag) = 337500 mm2
2. SHEAR CAPACITY OF COLUMN
PERCENTAGE OF TENSILE STEEL OUT OF TOTAL STEEL = 50 %
PERCENTAGE OF TENSILE STEEL (Ast %) = 1.655 %
PERMISSIBLE SHEAR STRENGTH OF CONCRETE (τᴄ)' = 0.821 N/mm2 (Refer Table - 19/ P - 73 of IS 456-2000)
MINIMUM AXIAL COMPRESSIVE FORCE (Pu) = 156.01 KN
ENHANCEMENT FACTOR (δ) = 1.0347 (Refer CL - 40.2.2 / P - 72 of IS 456-2000)
FINAL DESIGN SHEAR STRENGTH OF CONCRETE (τᴄ) = 0.849 N/mm2
EFFECTIVE DEPTH OF COLUMN ALONG LONGER SIDE = 684 mm
EFFECTIVE DEPTH OF COLUMN ALONG SHORTER SIDE = 384 mm
SHEAR CAPACITY OF COLUMN ALONG LONGER SIDE = 0.000 KN
SHEAR CAPACITY OF COLUMN ALONG TRANSVERSE SIDE = 0.000 KN
3. SHEAR FORCE DUE TO PLASTIC HINGE FORMATION AT THE ENDS OF BEAM
PERCENTAGE OF STEEL IN THE Transverse BEAM (pt) = 0.70 %
PERCENTAGE OF STEEL IN THE Longitudinal BEAM (pt) = 0.45 %
GRADE OF CONCRETE IN ADJOINING BEAMS (fck) = 40 N/mm2
3.(a) MOMENT CARRYING CAPACITY OF LONGITUDINAL BEAM FRAMING INTO THE COLUMN
WIDTH = 400 mm
DEPTH = 750 mm
CLEAR COVER = 30 mm
DIA OF STIRRUPS USED = 12 mm
∴ DIA OF MAIN BAR USED = 25 mm
EFFECTIVE DEPTH OF THE BEAM = 695.5 mm
REINFORCEMENT PROVIDED IN THE BEAM = 1947.4 mm2
MOMENT CARRYING CAPACITY OF THE BEAM = 537.619 KN-m
3.(b) MOMENT CARRYING CAPACITY OF TRANSVERSE BEAM FRAMING INTO THE COLUMN
WIDTH = 400 mm
DEPTH = 600 mm
CLEAR COVER = 30 mm
DIA OF STIRRUPS USED = 10 mm
∴ DIA OF MAIN BAR USED = 25 mm
EFFECTIVE DEPTH OF THE BEAM = 547.5 mm
REINFORCEMENT PROVIDED IN THE BEAM = 985.5 mm2
MOMENT CARRYING CAPACITY OF THE BEAM = 221.507 KN-m
3.(c) EARTHQUAKE IN THE LONGITUDINAL DIRECTION
BOTH LONGITUDINAL BEAMS ARE PRESENT = YES
NO. OF BARS ALONG THE LONGITUDINAL DIRECTION OF COLUMN = 0
FACTORED SHEAR FORCE AS PER ANALYSIS = 46.14 KN
HEIGHT OF STOREY = 4.865 m
SHEAR FORCE CORRESPONDING TO PLASTIC HINGE FORMATION = 232.066 KN
REQUIREMENT OF SHEAR REINFORCEMENT = YES
SHEAR FORCE TO BE RESISTED BY THE STIRRUPS = 232.066 KN
DIA OF STIRRUPS PROVIDED = 10 mm
NO. OF TIES = 5
SPACING REQUIRED = 417.90 mm c/c
3.(d) EARTHQUAKE IN THE TRANSVERSE DIRECTION
BOTH TRANSVERSE BEAMS ARE PRESENT NO
NO. OF BARS ALONG THE TRANSVERSE DIRECTION OF COLUMN = 0
FACTORED SHEAR FORCE AS PER ANALYSIS = 25.96 KN
HEIGHT OF STOREY = 4.865 m
SHEAR FORCE CORRESPONDING TO PLASTIC HINGE FORMATION = 63.743 KN
REQUIREMENT OF SHEAR REINFORCEMENT = YES
SHEAR FORCE TO BE RESISTED BY THE STIRRUPS = 63.743 KN
DIA OF STIRRUPS PROVIDED = 10 mm
NO. OF TIES = 7
SPACING REQUIRED = 1195.79 mm c/c
3.(e) Maximum Spacing of Hoops as per IS 13920 = 225 mm
Final Spacing Calculated = 225.00 mm
Final Spacing Provided = 75 mm
Check For Spacing = OK
4. MINIMUM NOMINAL LINKS As Per (CL - 26.5.32.(c) / P - 49, IS 456 - 2000)
Spacing Shall be Minimum of
1 Least Lateral Dimension of Column = 450 mm
2 16 X Minimum Dia Longitudinal Bar = 320 mm Minimum Dia Longitudinal Bar = 20 mm
3 Standard Value = 300 mm
Final Nominal Spacing Required as per IS 456 = 300 mm
Final Nominal Spacing Provided = 75 mm Check For Spacing = OK
Minimum Dia of Lateral Tie Shall be Maximum of
1 Largest Longitudinal Bar Dia / 4 = 8 mm
2 6 mm 6 mm
Final Selecting Dia of Tie = 10 mm Check For dia of tie = OK
GOVERNING CASE FOR NOMINAL SHEAR STIRRUPS Minimum Nominal Links as Per IS 456 - 2000 Requirements
Finally Providing Nominal Shear Stirrups of Dia 10 mm @ 75 mm c/c
CONFINING LINKS CALCULATIONS
DIA OF CONFINING STIRRUPS USED = 10 mm
LONGER DIMENSION OF THE RECTANGULAR CONFINING HOOP = h
h ∴ALONG LONGITUDINAL DIRECTION = 155 mm
h ALONG TRANSVERSE DIRECTION = 131.50 mm
FINALLY SELECTED h VALUE = 155 mm (Higher One of the Two Values)
AREA OF CONFINED CONCRETE CORE IN RECTANGULAR HOOP (Ak) = 247900 mm2
SPACING OF THE CONFINING STIRRUPS CALCULATED = 80.806 mm Spacing Requirements of Hoops
FINAL SPACING PROVIDED = 75 mm (s/4) = 112.5 mm
CHECK FOR SPACING = OK minimum = 75 mm
CHECK FOR CONFINING SPACING WRT SPACING PROVIDED IN NOMINAL ZONE = OK maximum = 100 mm
