C4A(450X750)

S. No. Section Force N (kN) MYY (kNm) MZZ (kNm)

1 Section Force 435.7 16.9 11.0
2 Section Force 330.8 -34.8 -5.2
3 Section Force 330.8 -34.8 -5.2

CRACK WIDTH
4 Section Force 435.7 16.9 11.0
5 Section Force 435.7 16.9 11.0
6 Section Force 435.7 16.9 11.0
7 Section Force 435.7 16.9 11.0
8 Section Force 435.7 16.9 11.0
9 Section Force 435.7 16.9 11.0
10 Section Force 330.8 -34.8 -5.2
11 Section Force 435.7 16.9 11.0
12 Section Force 330.8 -34.8 -5.2
13 Section Force 448.9 83.1 94.5
14 Section Force 287.8 -97.5 -105.7
15 Section Force 330.8 -0.7 142.4

SLS COMBINATION
16 Section Force 393.2 -18.5 -154.6
17 Section Force 436.2 96.7 115.4
18 Section Force 392.6 -71.0 -93.2
19 Section Force 436.2 96.7 115.4
20 Section Force 392.6 -71.0 -93.2
21 Section Force 436.2 96.7 115.4
22 Section Force 287.8 -97.5 -105.7
23 Section Force 435.6 44.2 176.8
24 Section Force 288.3 -52.6 -161.0
25 Section Force 654.3 145.0 173.2
26 Section Force 245.9 -130.3 -153.0
27 Section Force 496.1 -1.0 213.6
ULS COMBINATION

28 Section Force 341.2 -35.5 -238.6

29 Section Force 405.7 137.3 166.5
30 Section Force 589.0 -106.5 -139.8
31 Section Force 654.3 145.0 173.2
32 Section Force 340.3 -114.2 -146.5
33 Section Force 654.3 145.0 173.2
34 Section Force 431.6 -146.3 -158.6
35 Section Force 653.4 66.3 265.3
36 Section Force 432.5 -78.8 -241.5
Oasys Results:
Development Length (Ldc) for 32mm dia bar = 106.11mm 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 % ) = 2.76 %
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 %) = 1.38 %
PERMISSIBLE SHEAR STRENGTH OF CONCRETE (τᴄ)' = 0.766 N/mm2 (Refer Table - 19/ P - 73 of IS 456-2000)
MINIMUM AXIAL COMPRESSIVE FORCE (Pu) = 245.90 KN
ENHANCEMENT FACTOR (δ) = 1.0546 (Refer CL - 40.2.2 / P - 72 of IS 456-2000)
FINAL DESIGN SHEAR STRENGTH OF CONCRETE (τᴄ) = 0.808 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) = 0.50 %
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 = 10 mm
∴ DIA OF MAIN BAR USED = 20 mm
EFFECTIVE DEPTH OF THE BEAM = 700 mm
REINFORCEMENT PROVIDED IN THE BEAM = 1960 mm2
MOMENT CARRYING CAPACITY OF THE BEAM = 544.598 KN-m

3.(b) MOMENT CARRYING CAPACITY OF TRANSVERSE BEAM FRAMING INTO THE COLUMN
WIDTH = 300 mm
DEPTH = 300 mm
CLEAR COVER = 30 mm
DIA OF STIRRUPS USED = 10 mm
∴ DIA OF MAIN BAR USED = 16 mm
EFFECTIVE DEPTH OF THE BEAM = 252 mm
REINFORCEMENT PROVIDED IN THE BEAM = 378 mm2
MOMENT CARRYING CAPACITY OF THE BEAM = 38.847 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 = 40.88 KN
HEIGHT OF STOREY = 10.73 m
SHEAR FORCE CORRESPONDING TO PLASTIC HINGE FORMATION = 106.585 KN
REQUIREMENT OF SHEAR REINFORCEMENT = YES
SHEAR FORCE TO BE RESISTED BY THE STIRRUPS = 106.585 KN
DIA OF STIRRUPS PROVIDED = 10 mm
NO. OF TIES = 5
SPACING REQUIRED = 909.89 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 = 23.43 KN
HEIGHT OF STOREY = 10.73 m
SHEAR FORCE CORRESPONDING TO PLASTIC HINGE FORMATION = 5.069 KN
REQUIREMENT OF SHEAR REINFORCEMENT = NO
SHEAR FORCE TO BE RESISTED BY THE STIRRUPS = 0.000 KN
DIA OF STIRRUPS PROVIDED = 10 mm
NO. OF TIES = 7
SPACING REQUIRED = 0.00 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

LENGTH OF CONFINING ZONE