secondary column

8/10/2019 Secondary Column

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SECONDARY COLUMN DESIGN


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Wind load calculation


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Static Load calculation


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STAAD SPACESTART JOB INFORMATIONENGINEER DATE 28-Apr-14END JOB INFORMATIONINPUT WIDTH 79UNIT METER KNJOINT COORDINATES1 0 0 0; 2 0 8 0;MEMBER INCIDENCES1 1 2;DEFINE MATERIAL STARTISOTROPIC STEELE 2.05e+008POISSON 0.3DENSITY 76.8195ALPHA 1.2e-005DAMP 0.03

TYPE STEELSTRENGTH FY 253200 FU 407800 RY 1.5RT 1.2END DEFINE MATERIALMEMBER PROPERTY JINDAL1 TABLE ST UB457X191X82CONSTANTSMATERIAL STEEL ALLSUPPORTS1 FIXED

2 FIXED BUT FY MX MY MZLOAD 1 LOADTYPE Dead TITLE DEADLOADSELFWEIGHT Y -1.1JOINT LOAD*****cladding , sheeting & surge girderload*****

2 FY -15LOAD 2 LOADTYPE None TITLE Downwardreaction

JOINT LOAD2 FY -43.4LOAD 3 LOADTYPE None TITLE Upward

reactionJOINT LOAD2 FY 62.9

LOAD 4 LOADTYPE Wind TITLE Wind oadMEMBER LOAD1 UNI GX 8.46

LOAD COMB 5 1.5(DL+DNR+WIND)1 1.5 2 1.5 4 1.5LOAD COMB 6 1.5(DL+UPR+WIND)1 1.5 3 1.5 4 1.5PERFORM ANALYSISPARAMETER 1CODE IS800 LSD

KY 0.8 ALLKZ 0.8 ALLTRACK 2 ALLCHECK CODE ALLFINISH


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SECONDARY COLUMN

STAAD.Pro STEEL DESIGN


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|---- --- --- ---- --- --- ---- --- --- ---- --- --- -------- --- --- ---- --- --- ---- --- --- ---- --- -

Member Number: 1

|

| UB457X191X82 ( J I NDAL STEEL TABLE SECTI ONS)

|

| Member Sect i on: ST 0. 00

|

| Stat us: PASS Rati o: 0. 840 Cri t i cal Load Case: 1 Locat i on: |

| Cri t i cal Condi t i on: Sl enderness METE)

|

| Cri t i cal Desi gn Forces: ( Uni t : KN FZ: 0. 000E+00

|

| FX: 22. 063E+00 C FY: 0. 000E+00 |

| MX: 0. 000E+00 MY: 0. 000E+00 MZ: 0. 000E+00 |

| - - - - - - - -- - - -- - - -- - - - -- - - --- - - - - - - - - - - -- - - --- - - - - - - - -- - - -- - -- - - - - -- - - --- - - - - - - - - - - - Sect i on Propert i es: ( Uni t : CM ) |

| 37. 051E+03 RZZ:

|

| AXX: 104. 480E+00 I ZZ: 18. 832E+00|

| AYY: 45. 540E+00 I YY: 1. 871E+03 RYY: 4. 231E+00|

| AZZ: 61. 216E+00 I XX: 69. 723E+00 CW: 920. 067E+03|

| ZEZ: 1. 611E+03 ZPZ: 1. 831E+03 |

| ZEY: 195. 567E+00 ZPY: 303. 898E+00 |

| - - - - - - - -- - - -- - - -- - - - -- - - --- - - - - - - - - - - -- - - --- - - - - - - - -- - - -- - -- - - - - -- - - --- - - - - - - - - - - -

Sl ender ness Check: ( Uni t : METE)

|

| |

| Act ual Length: LZ:

8. 000E+00 LY: 8. 000E+00

|

| Paramet er s: 8. 000E+00 |

| KZ: 0. 800 KY: LOAD:

0. 800 22. 063E+00 C

|

| Act ual Rati o: 151. 25 Al l owabl e Rati o: 180. 00 1 FX: |

| - - - - - - - -- - - -- - - -- - - - -- - - --- - - - - - - - - - - -- - - --- - - - - - - - -- - - -- - -- - - - - -- - - --- - - - - - - - - - - -

Sl ender ; Fl ange Cl ass: Pl asti c; Web Cl ass:

|

| Sect i on Cl ass: Sl ender |

| - - - - - - - -- - - -- - - -- - - - -- - - --- - - - - - - - - - - -- - - --- - - - - - - - -- - - -- - -- - - - - -- - - --- - - - - - - - - - - -

|

| - - - - - - - -- - - -- - - -- - - - -- - - --- - - - - - - - - - - -- - - --- - - - - - - - -- - - -- - -- - - - - -- - - --- - - - - - - - - - - -

Tensi on: (Uni t : KN METE)

|

| FU: 420. 000E+03

|

| Paramet er s: FYLD: 250. 000E+03 DBS: 0

|

| NSF: 1. 000 ALPHA: 0. 800 |

| Act ual Desi gn Force: - 71. 850E+00 LC: 6 | |-- - - -- - - -- - - - - - - - -- - - -- - - -- - -- -- - - --- - - - - - ---- - - -- - - -- - - - - - - - -- - - -- - - -- -- - -- - - --- -

Compr ess i on: (Uni t : KN METE)

| |

As per Sec. No. : Cl . 7. 1. 2. 2 |

| Buckl i ng Cl ass: Maj or: a Mi nor : b | | Capaci t y: 667. 014E+00 As per sec . No. : Cl . 7. 1. 2 | | Act ual Desi gn Force: 98. 194E+00 LC: 5 | |-- - - -- - - -- - - - - - - - -- - - -- - - -- - -- -- - - --- - - - - - ---- - - -- - - -- - - - - - - - -- - - -- - - -- -- - -- - - --- -

Shear : (Uni t : KN )

| |

- 63. 325E+00 LC: 5 Loc: |

| Maj or Axi s: Act ual Desi gn Forc e: 0. 000E+00| |

Mi nor Axi s: Capaci t y: 597. 557E+00 As per sec . No. : Cl . 8. 4. 1 |

| Act ual Desi gn Forc e: 0. 000E+00 LC: 1 Loc: 0. 000E+00| | Capaci t y: 803. 252E+00 As per sec . No. : Cl . 8. 4. 1 | |-- - - -- - - -- - - - - - - - -- - - -- - - -- - -- -- - - --- - - - - - ---- - - -- - - -- - - - - - - - -- - - -- - - -- -- - -- - - --- -

Bendi ng: ( Uni t : KN METE)

| |

KX: 1. 00 LX: 8. 000E+00 Gener al |

| Paramet er s: Lat eral l y Unsuppor t ed | | Maj or Axi s: Act ual Desi gn Forc e: 100. 523E+00 LC: 5 Loc: 0. 000E+00| |

Mi nor Axi s: Capaci t y: 167. 384E+00 As per sec . No. : Cl . 8. 2. 2 |

| Act ual Desi gn Forc e: 0. 000E+00 LC: 1 Loc: 0. 000E+00| | Capaci t y: 44. 365E+00 As per sec . No. : Cl . 8. 2. 1. 2 | |-- - - -- - - -- - - - - - - - -- - - -- - - -- - -- -- - - --- - - - - - ---- - - -- - - -- - - - - - - - -- - - -- - - -- -- - -- - - --- -

Combi ned I nter act i on:

| |

CMX: 0. 900 CMY: 0. 900 CMZ: 0. 900 |

| Paramet er s: PSI : 1. 00 | | I nt eract i on Rat i o: 0. 734 As per s ec . No. : Sec. 9. 3. 2. 2 ( Y) | | LC: 5 Loc: 0. 000E+00 | |-- - - -- - - -- - - - - - - - -- - - -- - - -- - -- -- - - --- - - - - - ---- - - -- - - -- - - - - - - - -- - - -- - - -- -- - -- - - --- -

Checks Rat i o Load Case No.

Locat i on f r om St art

| | | |

Tensi on 0. 030

6 8. 000E+00 |

| | | Compr ess i on 0. 147 5 0. 000E+00 | | Shear Maj or 0. 106 5 0. 000E+00 | | Shear Mi nor 0. 000 1 0. 000E+00 | | Ben Maj or 0. 601 5 0. 000E+00 | | Bend Mi nor 0. 000 1 0. 000E+00 | | Sec. 9. 3. 1. 1 0. 361 5 0. 000E+00 | | Sec. 9. 3. 2. 2 ( Z) 0. 588 5 0. 000E+00 | | Sec. 9. 3. 2. 2 ( Y) 0. 734 5 0. 000E+00 | |-- - - -- - - -- - - - - - - - -- - - -- - - -- - -- -- - - --- - - - - - ---- - - -- - - -- - - - - - - - -- - - -- - - -- -- - -- - - --- -

|


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SECONDARY COLUMN

BASE PLATE DESIGN


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DESIGN OF FIXED BASE CONNECTION

Bending Moment Kn.m 100.00 Shear Force (Fx) Kn 63.00

Axi al For ce (Fy) Kn 98.00 Web Depth mm 460 Flange Depth mm 191.3 Bolts Dia mm Embed length (Le) mm 500 Plate Thickness (t) mm 20 Pitch (p) mm 0 guage (g) mm 200 No. COLS ALONG LEN 1 SIDE 1 No. Of Bolts ALONG W IDTH : 3 No. Of Bolt s (n) 6 DONT ENTER VALUE WEB DEPTH : 460 mm PLATE LENGTH : 700 mm PLATE WIDTH : 400 mm CHECK SPACING : 700

N/mm^2 SAFE

GRADE OF CONCRE : 25

Distance of the extreme Tension Fiber(L) : 460 mm Effective Lever arm :

560 mm :

Total Tension in each extreme Bolts ( T ) : Maximum moment / E ff. Lever arm : 100 / 0.56 : 178.57 Kn

CHECK FOR BOLT SIZE FORCES IN THE BOLTS Act ual Allowable

(Kn) (Kn) Max. Tension in each Bolt : 29.76 Tension due to Axial Force ( Fy/n )UPLIFT : 0.00

Total Tension ( P= T/4+Fy/n) : 29.76 47.20 HENCE SA FE Shear in each Bolt ( Fx/n) : 10.50 31.80 HENCE SA FE

CHECK FOR THICKNESS OF PLATE P

Maximum bending moment in the plate(Ma) : P x g/ 4 ( About criticle section X-X) : 29.76 x 200/4

: 1.49 Kn-M G 200

Thickness of plate required ( t ) : 6 x Ma / f x p : 14.15 < 20 SAFE

CHECK FOR COMBINED TENSION AND SHEAR Actual Tension + Actual Shear 1. 4 Allowabl e Tension Allowable Shear (29.76 / 47.2)+(10.5 / 31.8) = 0.96 1.4

SAFE

CHECK FOR BOLT LENGTH

Bond Stre gra. OF C ocrete M 25 : 0.90 N/mm2 Length of bolt required : Tension in bolt/(p x bolt Dia.)x Bond stress

: 29.76 *10 : 439 mm SAFE

CHECK FOR BASE PLATE SIZE Area of B ase Plate (A) : 700x400 = 280000 mm 2 Pres. On concrete pedestal (P/A+M/Z) : 3.1 N/mm 2

Allowabl e pressure b elow the base plate : 6.0 N/mm 2 Allow able pressure > Actua l pressure SAFE


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11/19

Isolated Footing Design (IS 456-2000)

Design For Isolated Footing 1

Footing No. Group ID Foundation Geometry - - Length Width Thickness 1 1 2200.000 mm 2200.000 mm 400.000 mm

Footing No. Footing R einforcement Pedestal Reinforcement - Bottom Reinforcement(M z) Bottom Reinforcement(M x) Top Reinforcement(M z) Top Reinforcement(M x) Main Steel Trans Steel 1 10 @ 160 mm c/c 10 @ 160 mm c/c 10 @ 160 mm c/c 10 @ 160 mm c/c N/A N/A

Column Dimensions

Column Shape : Rectangular Column Length - X (Pl) : 800.000 mm Column Width - Z (Pw) : 500.000 mm

Design Parameters

Concrete and Rebar Properties

Unit Weight of Concrete : 25.000 kN/m3 Strength of Concrete : 25.000 N/mm2

Yield Strength of Steel : 415.000 N/mm2 Minimum Bar Size : 10

Maximum Bar Size : 32

Minimum Bar Spacing : 75.000 mm

Maximum Bar Spacing : 500.000 mm Pedestal Clear Cover (P, CL) : 50.000 mm

Footing Clear Cover (F, CL) : 50.000 mm

Soil Properties

Soil Type : Drained Unit Weight : 22.000 kN/m3

Soil Bearing Capacity : 150.000 kN/m2 Soil Surcharge : 22.000 kN/m2

Depth of Soil above Footing : 1500.000 mm Cohesion : 0.000 kN/m2

Min Percentage of Slab : 0.000

Sliding and Overturning

Coefficient of Friction : 0.500 Factor of Safety Against Sliding : 1.500

Factor of Safety Against Overturning : 1.500


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Applied Loads - Strength Level

LC Axial Shear X Shear Z Moment X Moment Z (kN) (kN) (kN) (kNm) (kNm)

5 98.194 63.325 0.000 0.000 -100.521 6 -61.256 63.325 0.000 0.000 -100.521

------------------------------------------------------

Design Calculations Footing Size

Initial Length (Lo ) = 1000.000 mm

Initial Width (Wo ) = 1000.000 mm

Uplift force due to buoyancy = 0.000 kN Effect due to adhesion = 0.000 kN

Area fr om initial length and width, A o = Lo X Wo = 1000000.000 mm2

Min. area required from bearing pressure, A min = P / q max = 941296.388 mm2

Final Footing Size

Length (L 2) = 2200.000 mm Governing Load Case : # 5

Width (W2) = 2200.000 mm Governing Load Case : # 5

Depth (D 2) = 400.000 mm Governing Load Case : # 5

Area (A 2) = 4840000.000 mm2

------------------------------------------------------

Pressures at Four Corner

Pressure at Pressure at Pressure at Pressure at Area of

footing in Load Case corner 1 (q 1 ) corner 2 (q 2 ) corner 3 (q 3 ) corner 4 (q 4 ) uplift (A u ) (kN/mm2) (kN/mm2) (kN/mm2) (kN/mm2)

(mm2

) 5 0.0000 0.0001 0.0001 0.0000 0.000

5 0.0000 0.0001 0.0001 0.0000 0.000

5 0.0000 0.0001 0.0001 0.0000 0.000

5 0.0000 0.0001 0.0001 0.0000 0.000


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14/19


15/19

Critical Load Case = #6

DX = 345.000 mm Shear Force(S) = 32.579 kN

Shear Stress(T v) = 0.000043 kN/mm2

Percentage Of Steel(P t) = 0.1391 As Per IS 456 2000 Clause 40 Table 19

Shear Strength Of Concrete(T c) = 0.000 kN/mm2 Tv< Tc hence, safe

Check Trial Depth for one way shear (Along Z Axis) (ShearPlane Parallel to Z Axis)

Critical Load Case= #5

DZ = 345.000 mm Shear Force(S) = 18.609 kN

Shear Stress(T v) = 0.000025 kN/mm2

Percentage Of Steel(P t) = 0.1391 As Per IS 456 2000 Clause 40 Table 19

Shear Strength Of Concrete(T c) = 0.000 kN/mm2 Tv< Tc hence, safe

Check Trial Depth for two way shear


16/19

Critical Load Case = #5 Shear Force(S) = 78.565 kN

Shear Stress(Tv) = 0.000 kN/mm2

As Per IS 456 2000 Clause 31.6.3.1

Ks = = 1.000

Shear Strength(T c )= = 0.0013 kN/mm2

Ks

x Tc = 0 .0013 kN/mm2

Tv=ld hence, safe

Along Z Axis

Bar diameter corresponding to max bar size(d b ) = 16 mm As

Per IS 456 2000 Clause 26.2.1

Development Length(l d) = = 644.732 mm

Allowable Length(l db ) = = 800.000 mm ldb >=ld hence, safe


17/19

Bottom Reinforcement Design

Along Z Axis

For moment w.r.t. X Axis (M x)

As Per IS 456 2000 Clause 26.5.2.1 Critical Load Case = #6

Minimum Area of Steel (Astmin

) = 1056.000 mm2

Calculated Area of Steel (A st ) = 276.538 mm2 Provided Area of Steel (A

st,Provided) = 1056.000 mm2

Astmin


18/19

Top Reinforcement Design

Minimum Area of Steel (Astmin

) = 1056.000 mm2

Calculated Area of Steel (A st ) = 1056.000 mm2 Provided Area of Steel (A

st,Provided) = 1056.000 mm2

Astmin


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secondary column

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