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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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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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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
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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
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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
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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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