Secondary Column

SECONDARY COLUMN DESIGN

Wind load calculation

Static Load calculation

SECONDARY COLUMN STAAD INPUT

STAAD SPACE START JOB INFORMATION ENGINEER DATE 28-Apr-14 END JOB INFORMATION INPUT WIDTH 79 UNIT METER KN JOINT COORDINATES 1 0 0 0; 2 0 8 0; MEMBER INCIDENCES 1 1 2; DEFINE MATERIAL START ISOTROPIC STEEL E 2.05e+008 POISSON 0.3 DENSITY 76.8195 ALPHA 1.2e-005 DAMP 0.03 TYPE STEEL STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2 END DEFINE MATERIAL MEMBER PROPERTY JINDAL 1 TABLE ST UB457X191X82 CONSTANTS MATERIAL STEEL ALL SUPPORTS 1 FIXED 2 FIXED BUT FY MX MY MZ LOAD 1 LOADTYPE Dead TITLE DEAD LOAD SELFWEIGHT Y -1.1 JOINT LOAD *****cladding , sheeting & surge girder load***** 2 FY -15 LOAD 2 LOADTYPE None TITLE Downward reaction JOINT LOAD 2 FY -43.4 LOAD 3 LOADTYPE None TITLE Upward reaction JOINT LOAD 2 FY 62.9 LOAD 4 LOADTYPE Wind TITLE Wind oad MEMBER LOAD 1 UNI GX 8.46 LOAD COMB 5 1.5(DL+DNR+WIND) 1 1.5 2 1.5 4 1.5 LOAD COMB 6 1.5(DL+UPR+WIND) 1 1.5 3 1.5 4 1.5 PERFORM ANALYSIS PARAMETER 1 CODE IS800 LSD

KY 0.8 ALL KZ 0.8 ALL TRACK 2 ALL CHECK CODE ALL FINISH

SECONDARY COLUMN STAAD.Pro STEEL DESIGN

| | | | | | | | | Section Properties: (Unit: CM ) | AXX: 104.480E+00 IZZ: 37.051E+03 RZZ: 18.832E+00| AYY: 45.540E+00 IYY: 1.871E+03 RYY: 4.231E+00| AZZ: 61.216E+00 IXX: 69.723E+00 CW: 920.067E+03| ZEZ: 1.611E+03 ZPZ: 1.831E+03 | ZEY: 195.567E+00 ZPY: 303.898E+00 | | Slenderness Check: (Unit: METE) | Actual Length: 8.000E+00 | Parameters: LZ: 8.000E+00 LY: 8.000E+00 | KZ: 0.800 KY: 0.800 | Actual Ratio: 151.25 Allowable Ratio: 180.00 LOAD: 1 FX: 22.063E+00 C | | Section Class: Slender; Flange Class: Plastic; Web Class: Slender |

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Member Number: 1 Member Section: ST UB457X191X82 (JINDAL STEEL TABLE SECTIONS) Status: PASS Ratio: 0.840 Critical Load Case: 1 Location: 0.00 Critical Condition: Slenderness Critical Design Forces: (Unit: KN METE) FX: 22.063E+00 C FY: 0.000E+00 FZ: 0.000E+00 MX: 0.000E+00 MY: 0.000E+00 MZ: 0.000E+00

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Tension: Parameters:

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(Unit:KN FYLD:

NSF: Actual Design Force:

METE) 250.000E+03 1.000 -71.850E+00

FU: ALPHA: LC:

420.000E+03 0.800

DBS: 0

|

6

| | Compression: (Unit:KN METE) | Buckling Class: Major: a Minor: b As per Sec. No.:Cl. 7.1.2.2 | Capacity: 667.014E+00 As per sec. No.:Cl. 7.1.2 | Actual Design Force: 98.194E+00 LC: 5 | | Shear: (Unit:KN ) | Major Axis: Actual Design Force: -63.325E+00 LC: 5 Loc: 0.000E+00| Capacity: 597.557E+00 As per sec. No.:Cl. 8.4.1 | Minor Axis: Actual Design Force: 0.000E+00 LC: 1 Loc: 0.000E+00| Capacity: 803.252E+00 As per sec. No.:Cl. 8.4.1 | | Bending: (Unit:KN METE) | Parameters: Laterally Unsupported KX: 1.00 LX: 8.000E+00 General | Major Axis: Actual Design Force: 100.523E+00 LC: 5 Loc: 0.000E+00| Capacity: 167.384E+00 As per sec. No.:Cl. 8.2.2 | Minor Axis: Actual Design Force: 0.000E+00 LC: 1 Loc: 0.000E+00| Capacity: 44.365E+00 As per sec. No.:Cl. 8.2.1.2 | | Combined Interaction: | Parameters: PSI: 1.00 CMX: 0.900 CMY: 0.900 CMZ: 0.900 | Interaction Ratio: 0.734 As per sec. No.:Sec. 9.3.2.2 (Y) | LC: 5 Loc: 0.000E+00 | | Checks Ratio Load Case No. Location from Start | | Tension 0.030 6 8.000E+00 | Compression 0.147 5 0.000E+00 | Shear Major 0.106 5 0.000E+00 | Shear Minor 0.000 1 0.000E+00 | Bend Major 0.601 5 0.000E+00 | Bend Minor 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 | |

SECONDARY COLUMN BASE PLATE DESIGN

DESIGN OF FIXED BASE CONNECTION

Bending Moment Kn.m Shear Force (Fx) Kn Axial Force (Fy) Kn Web Depth mm Flange Depth mm Bolts Dia mm Embed length (Le) mm Plate Thickness (t) mm Pitch (p) mm guage (g) mm No. COLS ALONG LEN 1 SIDE No. Of Bolts ALONG WIDTH : No. Of Bolts (n) WEB DEPTH PLATE LENGTH PLATE WIDTH CHECK SPACING GRADE OF CONCRE

100.00 63.00 98.00

460 191.3 500 20 0 200 1 3 6 DON’T ENTER VALUE 460 mm 700 mm 400 mm 700 SAFE 25 N/mm^2

: : : : :

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

460 mm 560 mm

:

: :

Total Tension in each extreme Bolts ( T )

: Maximum moment / Eff. Lever arm : 100 / 0.56 : 178.57 Kn

CHECK FOR BOLT SIZE FORCES IN THE BOLTS

Actual Allowable (Kn) (Kn) 29.76

Max. Tension in each Bolt

:

Tension due to Axial Force ( Fy/n )UPLIFT

:

0.00

Total Tension ( P= T/4+Fy/n)

:

29.76

47.20

HENCE SAFE

Shear in each Bolt ( Fx/n)

:

10.50

31.80

HENCE SAFE

:

P x g/ 4 29.76 x 200/4

CHECK FOR THICKNESS OF PLATE Maximum bending moment in the plate(Ma) ( About criticle section X-X)

: :

P

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 Allowable Tension

+

(29.76 / 47.2)+(10.5 / 31.8) =

Actual Shear Allowable Shear

1. 4

1.4

0.96

SAFE

CHECK FOR BOLT LENGTH Bond Stre gra. OF Cocrete M

25

Length of bolt required

: : : :

0.90 N/mm

2

Tension in bolt/(p x bolt Dia.)x Bond stress 29.76 *10 439 mm

SAFE

CHECK FOR BASE PLATE SIZE Area of Base Plate (A)

:

700x400 =

280000 mm

2

Pres. On concrete pedestal (P/A+M/Z)

:

3.1 N/mm

Allowable pressure below the base plate

:

6.0 N/mm

Allowable pressure > Actual pressure

2

2

SAFE

SECONDARY COLUMN Foundation DESIGN

Isolated Footing Design (IS 456-2000) Design For Isolated Footing 1 Footing No. -

Group ID -

1

Length

1

Footing No.

Foundation Geometry Width

2200.000 mm

2200.000 mm

Footing Reinforcement

Pedestal Reinforcement

-

Bottom Reinforcement(M z)

Bottom Reinforcement(M x)

Top Reinforcement(M z)

Top Reinforcement(M x)

1

Ø10 @ 160 mm c/c

Ø10 @ 160 mm c/c

Ø10 @ 160 mm c/c

Ø10 @ 160 mm c/c

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 : Ø10 Maximum Bar Size : Ø32 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

Thickness

400.000 mm

Main Steel Trans Steel

N/A

N/A

Applied Loads - Strength Level Axial (kN) 98.194 -61.256

LC 5 6

Shear X (kN) 63.325 63.325

Shear Z (kN) 0.000 0.000

Moment X (kNm) 0.000 0.000

Moment Z (kNm) -100.521 -100.521

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

Design Calculations Footing Size Initial Length (Lo ) = 1000.000

mm

Initial Width (W o ) = 1000.000 mm Uplift force due to buoyancy = 0.000 kN Effect due to adhesion = 0.000 kN Area from initial length and width, Ao = Lo X W o = 1000000.000 mm

2

Min. area required from bearing pressure, Amin = P / qmax = 941296.388 mm

2

Final Footing Size

Length (L2) = 2200.000

mm

Governing Load Case :

#5

Width (W2 ) = 2200.000

mm

Governing Load Case :

#5

Depth (D2) = 400.000

mm

Governing Load Case :

#5

2

Area (A2) = 4840000.000 mm

-----------------------------------------------------Pressures at Four Corner

Pressure at

Pressure at

Pressure at

Pressure at

Area of footing in

corner 1 (q1) (kN/mm2)

corner 2 (q2) (kN/mm2)

corner 3 (q3) (kN/mm2)

corner 4 (q4) (kN/mm2)

uplift (Au)

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

Load Case

2

(mm )

If Au is zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to account for uplift, areas of negative pressure will be set to zero and the pressure will be redistributed to remaining corners. Summary of adjusted Pressures at Four Corner

Load Case

Pressure at

Pressure at

Pressure at

Pressure at

corner 1 (q1)

corner 2 (q2)

corner 3 (q3)

corner 4 (q4)

(kN/mm2)

(kN/mm2)

(kN/mm2)

(kN/mm2)

5

0.0000

0.0001

0.0001

0.0000

5

0.0000

0.0001

0.0001

0.0000

5

0.0000

0.0001

0.0001

0.0000

5

0.0000

0.0001

0.0001

0.0000

Details of Out-of-Contact Area (If Any) Governing load case = N/A

Plan area of footing = 4840000.000 sq.mm Area not in contact with soil = 0.000 sq.mm % of total area not in contact = 0.000% -----------------------------------------------------Check For Stability Against Overturning And Sliding Factor of safety against sliding

-

Factor of safety against overturning

Load Case No.

Along XDirection

Along ZDirection

About XDirection

About ZDirection

5

3.086

N/A

N/A

3.416

6

1.827

N/A

N/A

2.022

Critical Load Case And The Governing Factor Of Safety For Overturning and Sliding X Direction Critical Load Case for Sliding along X-Direction : 6 Governing Disturbing Force : 63.325 kN Governing Restoring Force : 115.672 kN Minimum Sliding Ratio for the Critical Load Case : 1.827 Critical Load Case for Overturning about X-Direction : 5 Governing Overturning Moment : 0.000 kNm

Governing Resisting Moment : 429.866 kNm Minimum Overturning Ratio for the Critical Load Case : 0.000 Critical Load Case And The Governing Factor Of Safety For Overturning and Sliding Z Direction Critical Load Case for Sliding along Z-Direction : 5 Governing Disturbing Force : 0.000 kN Governing Restoring Force : 195.397 kN Minimum Sliding Ratio for the Critical Load Case : 0.000 Critical Load Case for Overturning about Z-Direction : 6 Governing Overturning Moment : -125.851 kNm Governing Resisting Moment : 254.474 kNm Minimum Overturning Ratio for the Critical Load Case : 2.022

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

Moment Calculation

Check Trial Depth against moment (w.r.t. X Axis) Critical Load Case = #6

= 345.000 mm

Effective Depth = Governing moment (Mu) =

34.237 kNm

As Per IS 456 2000 ANNEX G G-1.1C = 0.479107 Limiting Factor1 (Kumax) = Limiting Factor2 (Rumax) =

= 0.003444 kN/mm2 Limit

= 901.888416 kNm

Moment Of Resistance (Mumax) =

Mu <= Mumax hence, safe Check Trial Depth against moment (w.r.t. Z Axis) Critical Load Case = #6

= 345.000 mm

Effective Depth = Governing moment (Mu) =

95.233 kNm

As Per IS 456 2000 ANNEX G G-1.1C = 0.479107 Limiting Factor1 (Kumax) = Limiting Factor2 (Rumax) =

= 0.003444 kN/mm2 Limit

Moment Of Resistance (Mumax) =

= 901.888416 kNm Mu <= Mumax hence, safe

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

Shear Calculation

Check Trial Depth for one way shear (Along X Axis) (Shear Plane Parallel to X Axis)

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(Tc) = 0.000 kN/mm2 T v< Tc hence, safe Check Trial Depth for one way shear (Along Z Axis) (Shear Plane 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(Pt) = 0.1391 As Per IS 456 2000 Clause 40 Table 19 Shear Strength Of Concrete(Tc) = 0.000 kN/mm2 T v< Tc hence, safe

Check Trial Depth for two way shear

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

Shear Stress(T )

v = 0.000 kN/mm2 As Per IS 456 2000 Clause 31.6.3.1 Ks =

= 1.000

Shear Strength(Tc )=

= 0.0013 kN/mm2

K xT s

c = 0.0013 kN/mm2 T v<= Ks x T c hence, safe

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

Reinforcement Calculation Calculation of Maximum Bar Size Along X Axis Bar diameter corresponding to max bar size (db ) = 16 mm As Per IS 456 2000 Clause 26.2.1

Development Length(ld) = Allowable Length(ldb) =

= 644.732 mm = 650.000 mm ldb >=ld hence, safe

Along Z Axis Bar diameter corresponding to max bar size(db ) = 16 mm As Per IS 456 2000 Clause 26.2.1

Development Length(ld) = Allowable Length(ldb) =

= 644.732 mm = 800.000 mm ldb >=ld hence, safe

Bottom Reinforcement Design

Along Z Axis For moment w.r.t. X Axis (Mx) As Per IS 456 2000 Clause 26.5.2.1 Critical Load Case = #6

Minimum Area of Steel (A

)

stmin = 1056.000 mm2

Calculated Area of Steel (Ast) =

Provided Area of Steel (A

276.538 mm2 )

st,Provided = 1056.000 mm2

A stmin<= Ast,Provided Steel area is accepted

Selected bar Size (db ) = Ø10 Minimum spacing allowed (Smin ) = 50.000 mm

Selected spacing (S) = 160.769 mm Smin <= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted. Based on spacing reinforcement increment; provided reinforcement is Ø10 @ 160.000 mm o.c.

Along X Axis For moment w.r.t. Z Axis (Mz) As Per IS 456 2000 Clause 26.5.2.1 Critical Load Case = #6

Minimum Area of Steel (A

)

stmin = 1056.000 mm2

Calculated Area of Steel (Ast) =

Provided Area of Steel (A

777.783 mm2 )

st,Provided = 1056.000 mm2

A stmin<= Ast,Provided Steel area is accepted

Selected bar Size (db ) = Ø10 Minimum spacing allowed (Smin ) = = 75.000 mm

Selected spacing (S) = 160.769 mm Smin <= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted. Based on spacing reinforcement increment; provided reinforcement is Ø10 @ 160.000 mm o.c.

Top Reinforcement Design

Minimum Area of Steel (A

)

stmin = 1056.000 mm2

Calculated Area of Steel (A st) =

Provided Area of Steel (A

1056.000 mm2 )

st,Provided = 1056.000 mm2

Astmin<= A st,Provided Steel area is accepted Governing Moment = 57.398 kNm

Selected bar Size (db ) =

Ø10

Minimum spacing allowed (Smin ) = 75.000 mm

Selected spacing (S) = 160.769 mm Smin <= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted.

Based on spacing reinforcement increment; provided reinforcement is Ø10 @ 160 mm o.c.

Along X Axis

Minimum Area of Steel (A

)

stmin = 1056.000 mm2

Calculated Area of Steel (A st) =

Provided Area of Steel (A

1056.000 mm2 )

st,Provided = 1056.000 mm2

Astmin<= A st,Provided Steel area is accepted Governing Moment = 38.927 kNm

Selected bar Size (db ) =

Ø10

Minimum spacing allowed (Smin ) = = 75.000 mm

Selected spacing (S) = 160.769 mm Smin <= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted.

Based on spacing reinforcement increment; provided reinforcement is Ø10 @ 160 mm o.c.