DOCUMENT No

CALCULATIONSOFFICE PROJECT TITLE

MANILA ATASEHIR GARDEN-PODIUMSUBJECT SHEET No

DESIGN OF RECTANGULAR COLUMN

ISSUE AUTHOR DATE CHECKED BY DATE APPROVED BY DATE COMMENTS

1 JGP 30/06/11 AUC/TMB 12/07/112345

SUPERSEDES DOC No DATE

Introduction

TOTAL SHEETS

DESIGN BASIS STATEMENT (Inc. sources of info/data, assumptions made, standards, etc.)

The calculations and procedures herein are based on the Turkish code (TS 500 Feb 2000 and TEC-98 Chapter 7) for the design of rectangular columns. In the absence of a procedure within TS 500 and TEC-98, ACI318-05 is used as indicated in the design brief and shall form part of the design process. Reference has been provided for quick review and checking in this spreadsheet. The design process is specifically created for the above project and may not be applicable for other projects or conditions unless otherwise noted in the remark.

This spreadsheet shall be used in conjunction with TS500 Col-Beam Joint Strength in checking strong column-beam ratio, shear safety of beam-column joint and shear safety check for columns. The checks covers TEC-98 Chapter 7 Sec 7.3.5 and Sec 7.5. The information in this spreadsheet shall be entered into relevant input table. Outputs on column dimensions, number of vertical bars, tie diameter and number and spacing shall be compared with the results in this spreadsheet and the the more stringent design requirement shall be used for the final design.

The spreadsheet and graphic display is referred from other worksheet. It is advised to print the analysis result to document the design than 'copy and paste' a worksheet. It is also possible to "save as" this spreadsheet to protect the inputs and its result for future reference or if the design is not finalised.

DOCUMENT NO. SHEET

OF

SUBJECT DESIGN OF RECTANGULAR COLUMN TO TS 500 FEB 2000 AND TEC-98 CHAPTER 7

REFERENCE CALCULATIONS REMARKSColumn Mark: C-5Location/Level: B1

1. Material Properties:

= 50 MPa, Design compressive strength of concrete= 420 MPa, Design yield strength of longitudinal steel= 420 MPa, Design yield strength of transverse steel= 1.5 , Material coefficient for concrete

TS500 = 1.15 , Material coefficient for steelEq 6.2 = 33.3333 MpaEq 6.2 = 365.2 MpaEq 6.2 = 1.650 Mpa

Sec 7.4.1 2. Section Property and Reinforcements

Column Width W = 900 mmColumn Depth H = 900 mmClear concrete cover to ties cc = 40 mmLongitudinal bar diameter m = 32 mm O KTie bar diameter at confinement zone t = 16 mm O KTie bar diameter at central zone t = 12 mm O KNumber of bars along Width nW = 7 O KNumber of bars along Depth nH = 7 O KSpacing of transverse reinforcement

At Confinement Zone s = 100 mmAt Central Zone (min of 200 or least column dimension / 2) s = 200 mm

Eq 7.8 Reinforcement ratio = 0.0238

3. Factored Forces

Load Comb ResultULS1 15000 150 150 100 212.132 O K Max NdULS2 1000 50 50 50 70.7107 O K 0.0100 O KEq 7.9 Axial Compression and outside the lapped region [ 0.0400 O K

Eq 7.12 Axial Tension = 0.0068 < 0.0240 O K

Sec 9.5.2 : Longitudinal center to center spacing

s 2.5 = 80 mm sW = 126 mm O K26.6667 mm sH = 126 mm O K

TEC-98 = 40 mmSec 7.3.4.1 20 t = 320 mm

b. Tie Reinforcement

TEC-98 Ch 7 Tie diameterSec 7.3.4.1a t 8 mm Tie diameter = 16 mm O KTS500 cont'dSec 7.4.1 t m / 3 ; m /3 = 10.67 mm

fckfyk

fyksmcmsfcdfydfctd

= Ast / Ac

Nd Md x Md y Vd Md

Nd Md Vd

Ndmax

Nd min Ast fyd

mm2 mm2

mm2 mm2W minH min

Minimum reinforcement ratio, min 0.01 max

t 1.5*fctd/fyd

4/3 agg =

X-X

Y-Y

DOCUMENT NO. SHEET

OF

SUBJECT DESIGN OF RECTANGULAR COLUMN TO TS 500 FEB 2000 AND TEC-98 CHAPTER 7

REFERENCE CALCULATIONS REMARKSTEC-98 Ch 7 Area of Transverse Reinforcement (Width)Eq. 7.1a = 599.30Eq. 7.1b = 732.14 420 kN O K

At central zoneVs = 684.013 kN

Eqn 8.5 1350.99 kN > 420 kN O K

Shear Vd along WVd = 420 kN

Eqn 8.1 Vcr = 0.65 fctd bw d (1+ Nd / Ac) = 799.186 ( 1.043 ) = 833.719 kN = 0, taken conservatively for tension column = 0.07 for compression column

Eqn 8.4 Vc = 0.8*Vcr = 666.975 kNEqn 8.7 Vu (maximum shear capacity) = 5464.8 kN > 420 kN O K

At confinement zoneVs = 2432.05 kN

Eqn 8.5 Vd = Vs + Vc = 3099.02 kN > 420 kN O K

At central zoneVs = 684.013 kN

Eqn 8.5 Vd = Vs + Vc = 1350.99 kN > 420 kN O K

5. COLUMN INTERACTION DIAGRAM

N-M Interaction Chart for 900 mm diameter column, Grade C50, 24-3216 ties at 100mm spacing at confinement zone and 12 ties at 200mm spacing at central zonewith 4 ties at the Width and 4 ties at the Depth

Ash W 0.30 s bk [ ( Ac / Ack ) - 1 ] ( fck / fywk ) mm20.075 s bk ( fck / fywk ) mm2

Ash W mm2

Ash H 0.30 s bk [ ( Ac / Ack ) - 1 ] ( fck / fywk ) mm20.075 s bk ( fck / fywk ) mm2

Ash H mm2

If Nd [ 0.20 Ac fck, use 2/3

LW req'dLH req'd

VdVcr = 0.65 fctd bw d (1+ Nd / Ac) =

= 0.8*VcrVu (maximum shear capacity) 0.22 fcd bw d

Vd = Vs + Vc =

Vd = Vs + Vc =

0.22 fcd bw d

0.00 500.00 1000.001500.002000.002500.003000.003500.004000.004500.00-10000

-5000

0

5000

10000

15000

20000

25000

30000 Column Interaction Diagram

Moment M (kN-m)

Axia

l P (

kN)

DOCUMENT No SHEET

OF

REFERENCE CALCULATIONS REMARKS

Rectangular Column Design (Biaxial Bending)Member: 900SQ Column

Column Dimensionsalong X direction 900 mmalong Y direction 900 mm

810000Main Bar Diameter 32 mmLink Diameter 16 mmCover to Link 40 mm 672400Clear Height 7.50 mNo. of Main Bars per face

along X direction 7 126.00 o.c 24along Y direction 7 126.00 o.c

= 2.38% Material Properties

fck 50 MPa c 1.5fy 420 MPa s 1.15

fywk 420 MPaFactored Loads

Load Combo SFULS1 15000 150 150 212.132 45.00 243.00 0ULS2 1000 50 50 70.711 45.00 1.20 1ULS3 700 300 300 424.264 45.00 243.00 0ULS4 400 20 20 28.284 45.00 243.00 0ULS5 500 200 200 282.843 45.00 243.00 0

Ndmax = 15000

Transverse Reinforcement (to be updated)

Confinement Zones Column Central Zonelinks = 16 mm xties = 12 mmlegs (x) = 2 legs (x) = 4legs (y) = 2 legs (y) = 4 Column-Beam JointSpacing = 100 mmAshmin(x) = 732.14 Ashact(x) = 854.51 OK!Ashmin(y) = 732.14 Ashact(y) = 854.51 OK!

Ndu Mdux Mduy Vd Mu

SUBJECTSUBJECT

X-X

Y-Y

0.00 500.00 1000.00 1500.002000.002500.003000.003500.004000.004500.00-10000

-5000

0

5000

10000

15000

20000

25000

30000 Column Interaction Diagram

Moment M (kN-m)

Axia

l P (

kN)

DOCUMENT No SHEET

OF

REFERENCE CALCULATIONS REMARKS

Neutral Axis depth: 318.20 (+) compression (+) clockwise(-) tension (-) counterclockwise

steel strain steel stress (Mpa) axial force (kN) moment about centreline (kN-m)### s1 0.0018 fs1 365.22 As1 804.25 Ps1 293.73 Ms1 -157.02### s2 0.0012 fs2 240.00 As2 804.25 Ps2 193.02 Ms2 -85.99### s3 0.0004 fs3 72.00 As3 804.25 Ps3 57.91 Ms3 -20.64### s4 -0.0005 fs4 -96.00 As4 804.25 Ps4 -77.21 Ms4 20.64### s5 -0.0013 fs5 -264.00 As5 804.25 Ps5 -212.32 Ms5 37.83### s6 -0.0018 fs6 -365.22 As6 804.25 Ps6 -293.73 Ms6 26.17### s7 -0.0018 fs7 -365.22 As7 804.25 Ps7 -293.73 Ms7 0.00### s8 -0.0018 fs8 -365.22 As8 804.25 Ps8 -293.73 Ms8 0.00### s9 -0.0018 fs9 -365.22 As9 804.25 Ps9 -293.73 Ms9 -26.17### s10 -0.0018 fs10 -365.22 As10 804.25 Ps10 -293.73 Ms10 -52.34### s11 -0.0018 fs11 -365.22 As11 804.25 Ps11 -293.73 Ms11 -78.51### s12 -0.0018 fs12 -365.22 As12 804.25 Ps12 -293.73 Ms12 -104.68### s13 -0.0018 fs13 -365.22 As13 804.25 Ps13 -293.73 Ms13 -130.85### s14 -0.0018 fs14 -365.22 As14 804.25 Ps14 -293.73 Ms14 -157.02### s15 -0.0018 fs15 -365.22 As15 804.25 Ps15 -293.73 Ms15 26.17### s16 -0.0013 fs16 -264.00 As16 804.25 Ps16 -212.32 Ms16 37.83### s17 -0.0005 fs17 -96.00 As17 804.25 Ps17 -77.21 Ms17 20.64### s18 0.0004 fs18 72.00 As18 804.25 Ps18 57.91 Ms18 -20.64### s19 0.0012 fs19 240.00 As19 804.25 Ps19 193.02 Ms19 -85.99### s20 -0.0018 fs20 -365.22 As20 804.25 Ps20 -293.73 Ms20 -130.85### s21 -0.0018 fs21 -365.22 As21 804.25 Ps21 -293.73 Ms21 -104.68### s22 -0.0018 fs22 -365.22 As22 804.25 Ps22 -293.73 Ms22 -78.51### s23 -0.0018 fs23 -365.22 As23 804.25 Ps23 -293.73 Ms23 -52.34### s24 -0.0018 fs24 -365.22 As24 804.25 Ps24 -293.73 Ms24 -26.17### s25 0.0000 fs25 0.00 As25 804.25 Ps25 0.00 Ms25 0.00### s26 0.0000 fs26 0.00 As26 804.25 Ps26 0.00 Ms26 0.00### s27 0.0000 fs27 0.00 As27 804.25 Ps27 0.00 Ms27 0.00### s28 0.0000 fs28 0.00 As28 804.25 Ps28 0.00 Ms28 0.00### s29 0.0000 fs29 0.00 As29 804.25 Ps29 0.00 Ms29 0.00### s30 0.0000 fs30 0.00 As30 804.25 Ps30 0.00 Ms30 0.00### s31 0.0000 fs31 0.00 As31 804.25 Ps31 0.00 Ms31 0.00### s32 0.0000 fs32 0.00 As32 804.25 Ps32 0.00 Ms32 0.00### s33 0.0000 fs33 0.00 As33 804.25 Ps33 0.00 Ms33 0.00### s34 0.0000 fs34 0.00 As34 804.25 Ps34 0.00 Ms34 0.00### s35 0.0000 fs35 0.00 As35 804.25 Ps35 0.00 Ms35 0.00### s36 0.0000 fs36 0.00 As36 804.25 Ps36 0.00 Ms36 0.00### s37 0.0000 fs37 0.00 As37 804.25 Ps37 0.00 Ms37 0.00### s38 0.0000 fs38 0.00 As38 804.25 Ps38 0.00 Ms38 0.00### s39 0.0000 fs39 0.00 As39 804.25 Ps39 0.00 Ms39 0.00### s40 0.0000 fs40 0.00 As40 804.25 Ps40 0.00 Ms40 0.00### s41 0.0000 fs41 0.00 As41 804.25 Ps41 0.00 Ms41 0.00### s42 0.0000 fs42 0.00 As42 804.25 Ps42 0.00 Ms42 0.00### s43 0.0000 fs43 0.00 As43 804.25 Ps43 0.00 Ms43 0.00### s44 0.0000 fs44 0.00 As44 804.25 Ps44 0.00 Ms44 0.00### s45 0.0000 fs45 0.00 As45 804.25 Ps45 0.00 Ms45 0.00### s46 0.0000 fs46 0.00 As46 804.25 Ps46 0.00 Ms46 0.00### s47 0.0000 fs47 0.00 As47 804.25 Ps47 0.00 Ms47 0.00### s48 0.0000 fs48 0.00 As48 804.25 Ps48 0.00 Ms48 0.00### s49 0.0000 fs49 0.00 As49 804.25 Ps49 0.00 Ms49 0.00### s50 0.0000 fs50 0.00 As50 804.25 Ps50 0.00 Ms50 0.00### s51 0.0000 fs51 0.00 As51 804.25 Ps51 0.00 Ms51 0.00

-4189.36 -1143.09fc 28.33 Ac 49613 Pc 1405.69 Mc -685.84

steel area (mm2)

Ps Ms

SUBJECTSUBJECT

DOCUMENT No SHEET

OF

REFERENCE CALCULATIONS REMARKS

SUBJECTSUBJECT

P -2783.67 M -1828.93

29999.41Ndmax 24300.00

Mu 7.07106781 mp 14.14Pu 100

intersection of line of load to interaction diagram

% diff 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00base 450.00 430.00 410.00 390.00 370.00 350.00 330.00 310.00 290.00 270.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00c 318.20 332.34 346.48 360.62 374.77 388.91 403.05 417.19 431.34 445.48P -7049.41 -2783.67 -2488.39 -2173.14 -1832.72 -1501.95 -1179.19 -834.29 -471.79 -116.94 231.51M 0.00 1828.93 1928.25 2027.18 2126.39 2222.91 2317.00 2408.90 2498.74 2586.68 2672.80mi 2.33 2.97 3.19 3.43 3.43 3.43 3.75 4.03 4.04 4.05bi -7049.41 -8220.86 -8632.81 -9129.79 -9119.70 -9126.55 -9875.79 -10553.35 -10555.04 -10582.54

intersection of interaction curve to allowable Ndmax linexi int 13441.02 10939.17 10335.04 9741.53 9752.07 9745.30 9105.33 8638.49 8637.47 8621.57

M at Pmax 2085.26adjusted interaction diagram

Padj -7049.41 -2783.67 -2488.39 -2173.14 -1832.72 -1501.95 -1179.19 -834.29 -471.79 -116.94 231.51Madj 0.00 1828.93 1928.25 2027.18 2126.39 2222.91 2317.00 2408.90 2498.74 2586.68 2672.80mi 2.33 2.97 3.19 3.43 3.43 3.43 3.75 4.03 4.04 4.05bi -7049.41 -8220.86 -8632.81 -9129.79 -9119.70 -9126.55 -9875.79 -10553.35 -10555.04 -10582.54

xint -596.91 -736.03 -787.98 -852.42 -851.10 -851.98 -950.62 -1044.11 -1044.35 -1048.17

M int 1718.27SF 243.00

Case 1P -7049.41 -2783.67 -2488.39 -2173.14 -1832.72 -1501.95 -1179.19 -834.29 -471.79 -116.94 231.51M 0.00 1828.93 1928.25 2027.18 2126.39 2222.91 2317.00 2408.90 2498.74 2586.68 2672.80

Case 2P -7049.41 3985.53 4140.88 4294.88 5471.86 5634.67 5800.51 10098.81 10288.34 10476.46 10663.21M 0.00 3566.17 3593.57 3620.53 3795.35 3816.40 3835.93 3949.34 3942.70 3935.91 3928.98

Case 3P -7049.41 -2783.67 -2488.39 -2173.14 -1832.72 -1501.95 -1179.19 -834.29 -471.79 -116.94 231.51M 0.00 1828.93 1928.25 2027.18 2126.39 2222.91 2317.00 2408.90 2498.74 2586.68 2672.80

Case 4P -7049.41 -2783.67 -2488.39 -2173.14 -1832.72 -1501.95 -1179.19 -834.29 -471.79 -116.94 231.51M 0.00 1828.93 1928.25 2027.18 2126.39 2222.91 2317.00 2408.90 2498.74 2586.68 2672.80

Case 5P -7049.41 -2783.67 -2488.39 -2173.14 -1832.72 -1501.95 -1179.19 -834.29 -471.79 -116.94 231.51M 0.00 1828.93 1928.25 2027.18 2126.39 2222.91 2317.00 2408.90 2498.74 2586.68 2672.80

for Interaction DiagramP -7049.41 3985.53 4140.88 4294.88 5471.86 5634.67 5800.51 10098.81 10288.34 10476.46 10663.21M 0.00 3566.17 3593.57 3620.53 3795.35 3816.40 3835.93 3949.34 3942.70 3935.91 3928.98

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00250.00 230.00 210.00 190.00 170.00 150.00 130.00 110.00 90.00 70.00 50.00 30.0045.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00

459.62 473.76 487.90 502.05 516.19 530.33 544.47 558.61 572.76 586.90 601.04 615.18603.84 988.14 1366.34 1728.79 2117.12 2513.60 2905.72 3294.22 3709.62 4129.55 4545.99 4959.55

2754.58 2833.23 2910.46 2981.52 3046.15 3107.58 3168.12 3227.67 3278.18 3325.68 3372.40 3418.194.55 4.89 4.90 5.10 6.01 6.45 6.48 6.52 8.23 8.84 8.91 9.03

-11936.71 -12856.41 -12886.84 -13477.09 -16186.80 -17542.36 -17615.38 -17762.09 -23253.86 -25266.50 -25517.95 -25911.22

7959.54 7603.90 7593.44 7407.22 6737.84 6483.29 6471.04 6447.60 5781.52 5607.64 5588.29 5559.68

603.84 988.14 1366.34 1728.79 2117.12 2513.60 2905.72 3294.22 3709.62 4129.55 4545.99 4959.552754.58 2833.23 2910.46 2981.52 3046.15 3107.58 3168.12 3227.67 3278.18 3325.68 3372.40 3418.19

4.55 4.89 4.90 5.10 6.01 6.45 6.48 6.52 8.23 8.84 8.91 9.03-11936.71 -12856.41 -12886.84 -13477.09 -16186.80 -17542.36 -17615.38 -17762.09 -23253.86 -25266.50 -25517.95 -25911.22-1244.77 -1389.04 -1393.94 -1490.48 -1990.20 -2281.71 -2298.23 -2331.46 -3930.02 -4764.53 -4881.55 -5069.88

603.84 988.14 1366.34 1728.79 2117.12 2513.60 2905.72 3294.22 3709.62 4129.55 4545.99 4959.552754.58 2833.23 2910.46 2981.52 3046.15 3107.58 3168.12 3227.67 3278.18 3325.68 3372.40 3418.19

10848.63 18407.17 18767.66 20559.76 24300.00 24300.003921.88 3285.25 3232.16 2932.91 1770.81 0.00

603.84 988.14 1366.34 1728.79 2117.12 2513.60 2905.72 3294.22 3709.62 4129.55 4545.99 4959.552754.58 2833.23 2910.46 2981.52 3046.15 3107.58 3168.12 3227.67 3278.18 3325.68 3372.40 3418.19

603.84 988.14 1366.34 1728.79 2117.12 2513.60 2905.72 3294.22 3709.62 4129.55 4545.99 4959.552754.58 2833.23 2910.46 2981.52 3046.15 3107.58 3168.12 3227.67 3278.18 3325.68 3372.40 3418.19

603.84 988.14 1366.34 1728.79 2117.12 2513.60 2905.72 3294.22 3709.62 4129.55 4545.99 4959.552754.58 2833.23 2910.46 2981.52 3046.15 3107.58 3168.12 3227.67 3278.18 3325.68 3372.40 3418.19

10848.63 18407.17 18767.66 20559.76 24300.00 24300.003921.88 3285.25 3232.16 2932.91 1770.81 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0010.00 -10.00 -30.00 -50.00 -70.00 -90.00 -110.00 -130.00 -150.00 -170.00 -190.00 -210.0045.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00

629.33 643.47 657.61 671.75 685.89 700.04 714.18 728.32 742.46 756.60 770.75 784.895400.90 5843.84 6284.04 6722.01 7188.51 7654.19 8117.75 8573.49 9041.85 9509.04 9975.45 10441.403452.22 3483.87 3514.75 3544.69 3560.06 3574.00 3587.10 3596.61 3597.12 3596.69 3595.13 3592.27

12.97 13.99 14.26 14.63 30.35 33.42 35.38 47.92 913.85 -1081.08 -299.37 -162.93-39375.67 -42907.90 -43826.40 -45124.48 -100849.44 -111792.41 -118779.08 -163787.76 ### 3897830.40 1086234.19 595737.41

4909.31 4802.77 4778.39 4746.48 4123.92 4072.06 4044.54 3924.77 3613.82 3583.01 3547.28 3507.21

5400.90 5843.84 6284.04 6722.01 7188.51 7654.19 8117.75 8573.49 9041.85 9509.04 9975.45 10441.403452.22 3483.87 3514.75 3544.69 3560.06 3574.00 3587.10 3596.61 3597.12 3596.69 3595.13 3592.27

12.97 13.99 14.26 14.63 30.35 33.42 35.38 47.92 913.85 -1081.08 -299.37 -162.93-39375.67 -42907.90 -43826.40 -45124.48 -100849.44 -111792.41 -118779.08 -163787.76 ### 3897830.40 1086234.19 595737.41-33603.92 -288788.73 380891.02 93157.91 6223.32 5798.70 5593.88 4848.50 3643.61 3558.93 3464.78 3364.34

5400.90 5843.84 6284.04 6722.01 7188.51 7654.19 8117.75 8573.49 9041.85 9509.04 9975.45 10441.403452.22 3483.87 3514.75 3544.69 3560.06 3574.00 3587.10 3596.61 3597.12 3596.69 3595.13 3592.27

5400.90 5843.84 6284.04 6722.01 7188.51 7654.19 8117.75 8573.49 9041.85 9509.04 9975.45 10441.403452.22 3483.87 3514.75 3544.69 3560.06 3574.00 3587.10 3596.61 3597.12 3596.69 3595.13 3592.27

5400.90 5843.84 6284.04 6722.01 7188.51 7654.19 8117.75 8573.49 9041.85 9509.04 9975.45 10441.403452.22 3483.87 3514.75 3544.69 3560.06 3574.00 3587.10 3596.61 3597.12 3596.69 3595.13 3592.27

5400.90 5843.84 6284.04 6722.01 7188.51 7654.19 8117.75 8573.49 9041.85 9509.04 9975.45 10441.403452.22 3483.87 3514.75 3544.69 3560.06 3574.00 3587.10 3596.61 3597.12 3596.69 3595.13 3592.27

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-230.00 -250.00 -270.00 -290.00 -310.00 -330.00 -350.00 -370.00 -390.00 -410.00 -430.00 -450.0045.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00

799.03 813.17 827.31 841.46 855.60 869.74 883.88 898.03 912.17 926.31 940.45 954.5910907.23 11373.22 11839.66 12306.80 12774.88 13244.13 13714.76 14186.96 14660.66 15128.63 15587.58 16033.203587.94 3581.97 3574.19 3564.45 3552.59 3538.46 3521.90 3502.78 3480.93 3456.30 3428.92 3397.70-107.51 -78.01 -59.98 -47.96 -39.47 -33.21 -28.43 -24.69 -21.69 -18.99 -16.77 -14.27

396633.98 290813.57 226215.05 183265.37 152996.41 130739.60 113836.06 100666.65 90153.14 80776.49 73080.41 64526.00

3463.36 3416.27 3366.44 3314.39 3260.59 3205.50 3149.55 3093.16 3036.47 2973.43 2909.31 2818.48

10907.23 11373.22 11839.66 12306.80 12774.88 13244.13 13714.76 14186.96 14660.66 15128.63 15587.58 16033.203587.94 3581.97 3574.19 3564.45 3552.59 3538.46 3521.90 3502.78 3480.93 3456.30 3428.92 3397.70-107.51 -78.01 -59.98 -47.96 -39.47 -33.21 -28.43 -24.69 -21.69 -18.99 -16.77 -14.27

396633.98 290813.57 226215.05 183265.37 152996.41 130739.60 113836.06 100666.65 90153.14 80776.49 73080.41 64526.003260.49 3155.69 3051.97 2950.93 2853.75 2761.28 2674.07 2592.43 2516.17 2437.74 2364.36 2270.89

10907.23 11373.22 11839.66 12306.80 12774.88 13244.13 13714.76 14186.96 14660.66 15128.63 15587.58 16033.203587.94 3581.97 3574.19 3564.45 3552.59 3538.46 3521.90 3502.78 3480.93 3456.30 3428.92 3397.70

10907.23 11373.22 11839.66 12306.80 12774.88 13244.13 13714.76 14186.96 14660.66 15128.63 15587.58 16033.203587.94 3581.97 3574.19 3564.45 3552.59 3538.46 3521.90 3502.78 3480.93 3456.30 3428.92 3397.70

10907.23 11373.22 11839.66 12306.80 12774.88 13244.13 13714.76 14186.96 14660.66 15128.63 15587.58 16033.203587.94 3581.97 3574.19 3564.45 3552.59 3538.46 3521.90 3502.78 3480.93 3456.30 3428.92 3397.70

10907.23 11373.22 11839.66 12306.80 12774.88 13244.13 13714.76 14186.96 14660.66 15128.63 15587.58 16033.203587.94 3581.97 3574.19 3564.45 3552.59 3538.46 3521.90 3502.78 3480.93 3456.30 3428.92 3397.70

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-500.00 -550.00 -600.00 -650.00 -700.00 -750.00 -800.00 -850.00 -900.00 -950.00 -1000.00 -1050.0045.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00

989.95 1025.30 1060.66 1096.02 1131.37 1166.73 1202.08 1237.44 1272.79 1308.15 1343.50 1378.8617107.29 18129.87 19102.63 20027.03 20904.34 21735.70 22512.31 23244.11 23933.18 24580.18 25185.68 25750.233308.00 3203.80 3086.45 2957.35 2817.94 2669.69 2512.36 2349.09 2181.66 2011.63 1840.58 1670.08-11.97 -9.81 -8.29 -7.16 -6.29 -5.61 -4.94 -4.48 -4.12 -3.81 -3.54 -3.31

56719.09 49571.06 44687.55 41202.59 38637.58 36706.75 34913.98 33772.94 32912.03 32234.86 31701.00 31280.23

2707.34 2575.08 2459.47 2360.60 2278.35 2212.42 2150.21 2113.51 2092.53 2085.26 2090.78 2108.061

17107.29 18129.87 19102.63 20027.03 20904.34 21735.70 22512.31 23244.11 23933.18 24300.00 24300.003308.00 3203.80 3086.45 2957.35 2817.94 2669.69 2512.36 2349.09 2181.66 2085.26 0.00-11.97 -9.81 -8.29 -7.16 -6.29 -5.61 -4.94 -4.48 -4.12 -3.81 0.00

56719.09 49571.06 44687.55 41202.59 38637.58 36706.75 34913.98 33772.94 32912.03 32234.86 24300.002171.76 2069.27 1992.17 1934.17 1890.75 1858.58 1830.03 1813.39 1802.64 1796.08 1718.27

1

17107.29 18129.87 19102.63 20027.03 20904.34 21735.70 22512.31 23244.11 23933.18 24300.00 24300.003308.00 3203.80 3086.45 2957.35 2817.94 2669.69 2512.36 2349.09 2181.66 2085.26 0.00

17107.29 18129.87 19102.63 20027.03 20904.34 21735.70 22512.31 23244.11 23933.18 24300.00 24300.003308.00 3203.80 3086.45 2957.35 2817.94 2669.69 2512.36 2349.09 2181.66 2085.26 0.00

17107.29 18129.87 19102.63 20027.03 20904.34 21735.70 22512.31 23244.11 23933.18 24300.00 24300.003308.00 3203.80 3086.45 2957.35 2817.94 2669.69 2512.36 2349.09 2181.66 2085.26 0.00

17107.29 18129.87 19102.63 20027.03 20904.34 21735.70 22512.31 23244.11 23933.18 24300.00 24300.003308.00 3203.80 3086.45 2957.35 2817.94 2669.69 2512.36 2349.09 2181.66 2085.26 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-1100.00 -1150.00 -1200.00 -1250.00 -1300.00 -1350.00 -1400.00 -1450.00 -1500.00 -1550.00 -1600.00 -1650.00

45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 45.001414.21 1449.57 1484.92 1520.28 1555.63 1590.99 1626.35 1661.70 1697.06 1732.41 1767.77 1803.1226270.11 26744.97 27180.57 27577.23 27935.23 28254.85 28536.32 28771.82 28969.93 29130.81 29254.62 29341.481501.39 1336.02 1176.10 1023.25 879.11 745.31 623.53 515.40 422.59 346.77 289.61 252.79

-3.08 -2.87 -2.72 -2.60 -2.48 -2.39 -2.31 -2.18 -2.13 -2.12 -2.17 -2.3630897.01 30581.53 30384.07 30232.62 30118.65 30035.34 29977.36 29894.35 29872.02 29866.64 29881.89 29937.74

2140.67 2187.45 2233.65 2286.12 2342.76 2400.82 2456.54 2568.58 2610.27 2623.39 2577.15 2390.13

0.00 0.00 0.00-1700.00 -1750.00 -1800.00

45.00 45.00 45.001838.48 1873.83 1909.19

29397.20 29443.77 29485.53 29999.41234.31 218.82 204.17 0.00-3.02 -3.01 -2.85 -2.52

30103.88 30101.41 30067.74 29999.41

1924.37 1930.31 2022.65 2264.47

DOCUMENT No SHEET

***** OF

SUBJECT R.C. CIRCULAR COLUMN MOMENT MAGNIFICATION REF. CALCULATIONS OUTPUT

INPUT DATA & DESIGN SUMMARYfck = 50 Design compressive strength of concrete

7500 mm Column lengthNot Hinged Column

B = 1400 mm Column dimension perpendicular to the plane of bendingD = 700 mm Column dimension parallel to the plane of bending

135 kNm Smaller factored end moment (Positive is single curvature)

270 kNm Larger factored momentNd = 1780 kN Axial design load

Rm = 0.5 Ratio of the portion of the axial load caused by sustained to total loads5338 kN Summation for all vertical loads in the story

60500 kN Summation for all critical loads in the story

5.65E+05 Summation of column stiffness concerned

8.00E+06 Summation of beam stiffness concerned at x-direction of bending

8.00E+06 Summation of beam stiffness concerned at y-direction of bending

283.5 kNm ,Sway

ANALYSISA. MAGNIFIED MOMENT - NONSWAY

r = 0.30 D k = = 0.7071

r = 210 mm 5303 mm, Column effective (buckling) length

Sec. 7.6.2.3 Eq. 7.17 kLu/r = 25.252 < 28 Slenderness maybe ignored

3250 fck + 14000

36981 MPa 4.002E+10

Sec. 7.6.2.4 Eq. 7.21 EI = 0.4EcIg = 3.95E+011 Nk = = 138497.55 kN1+Rm

Sec. 7.6.2.5 Eq. 7.25 Cm = = 0.8

= Max [ ( Cm / 1 - 1.3 Nd/Nk ), 1.0 ] = 0.8136

Sec. 7.6.2.5 Eq. 7.26 Md = = 219.67 kN-m < = 283.50 kN-m

Note: The column is nonsway. Ignore following calculations below.

B. MAGNIFIED MOMENT - SWAYSec. 7.6.2.3 Eq. 7.18 klu/r = 25.252 > 22 Slenderness effect must be considered.

Sec. 7.6.2.5 Eq. 7.28 Nd [ 0.45*Nk Increase Column Dimensions

Sec. 7.6.2.5 Eq. 7.27 = Max. [ 1 / (1 - Nd/Nk), 1.0] = 1.0968

= Max [ (1 / 1 - 1.3 Nd/Nk ), 1.0 ] = 1.017k = 1.03 (for not hinged column)k = (for end hinged column)

Sec. 7.6.2.5 Eq. 7.29 = 0.0049 < 35/ ( Nd/ fck Ac) = 378.36 k = 2.02

N/mm2

Lu =

M1 =

M2 =

Nd =Nk =

(I/l)COL= mm3(I/l)BMx= mm3(I/l)BMy= mm3

THE MAGNIFIED MOMENT (Mdu) =

0.7 + 0.05 (a1 + a2) [ (0.85+ 0.05a1) [ 1.0

lk =34 - 12(M1 / M2) =

Ec = Ig = BD3 / 12

Ec = Ig = mm4

kN-mm2 2 EI / lk2

MAX[ 0.6 + 0.4 (M1 / M2) , 0.4 ]

M2 1.05M2

s

2 + 0.3kl/r

Md = Max[M2,sM2] = 301.16 kNm

Calc Front SheetRectangular Col DesignbiaxCalcsbiaxCalcs2Moment Magnification