Jhapa DDE Pedestral Design

8/2/2019 Jhapa DDE Pedestral Design

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Envirotech Engineering Consult

Demonstation Version

Job Title

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DD Type 132KVA HT Transmission line

Mudbury and Joshi Co.

1

Prakash 23-Jan-11

Print Time/Date: 17/03/2012 18:07 Print Run 1 of 6STAAD.Pro - RC IS456 Version 1.6

Job InformationEngineer Checked Approved

Name: Prakash

Date: 23-Jan-11

Comments

132KVA HT Transmission Line to Jhapa Substation

Structure Type SPACE FRAME

Number of Nodes 2 Highest Node 732

Number of Elements 1 Highest Element 11265

Number of Plates 0 Highest Plate 0

Number of Design Groups 1

Number of Design Slabs 0

Number of Load Cases 23

Number of Design Briefs 1

Included in this printout are data for:

Design Group Design Brief Design Code Members

G1: Pedestral Design Node B1: Column IS456 Column M1

MembersMember Element Node

A

Node

B

Property Emt Length

(m)

O. Length

(m)

M1 11265 732 728 600 x 600 3.057 3.057


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Design Group: Pedestral Design Node 732 - Brief Detail: Column IS456 ColuGroup Data

Concrete grade M20 Min. Main Bar 25

Aggregate size 40 Max. Main Bar 40

Cover 40 Min. Shear Bar 8

Main Reinforcement

Main bars: Fe500

Transverse Reinforcement

Shear bars: Fe415

Column Factors

Bracing conditions Eff. length factors

Braced y-y No y-y 1.00

Braced z-z No z-z 1.00

Slenderness K Calculated Starter bar area 0 mm2

Member Loadcases Considered

C13: NC1 C14: NC2 C15: NC3

C16: BWC_EW+TC C17: BWC_EW+MC C18: BWC_EW+BCC19: BWC_TC+MC C20: BWC_TC+BC C21: BWC_MC+BC

C22: BWC_TCL+TCR

List of Design Groups - Jhapa DD HT 132KVA line node 732 Ped11265Design Group Brief

G1 Pedestral Design Nod Column

List of Design Briefs - Jhapa DD HT 132KVA line node 732 Ped11265

Brief Code

1 Column IS456 Column


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Brief Detail: Column IS456 ColumnGroup Data




Main Reinforcement

Main bars: Fe500


Shear bars: Fe415

Column Factors






C13: NC1 C14: NC2 C15: NC3


C22: BWC_TCL+TCR

Design Group Summary - Pedestral Design Node 732Member Design Type Main Bars

Major Minor

M1 Initial Column Ok Ok

Column Input Data

Eff. Length Factors BracedMember Type Length

(m)

Major Minor Major Minor Cover

(cm)

Link

Size

M1 Column 3.057 1.00 1.00 No No 4.0 8


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Member 1 - Detailed IS456 Design RequirementsDesign of Column is done as per IS:456-2000

Section Property: 600 x 600

Storey height = 3.057 m

Rectangular section: Width = 600 mm Depth = 600 mm

Cover = 40 mm

Member 1 - Detailed IS456 Main Reinforcement

Critical Combination : C13

Axial N, end 1, = -1104.38 kN

end 2, = -1154.41 kN

Major M, end 1, = 69.35 kNm

end 2, = 6.48 kNm

Minor M, end 1, = 37.88 kNm

end 2, = 1.91 kNm

Column Type: SHORT , TENSION MEMBER 25.1.2

Unsupported Length of column = 3.06 m

Minimum eccentricity along major axis = 26.11 mm

Minimum eccentricity along minor axis = 26.11 mm

Moment Due to Min Ecc Major = 30.15 kNmMoment Due to Min Ecc Minor = 30.15 kNm

The column is designed for BIAXIAL bending at both ends.

Design Axial Force, Pu = -1154.41 kN

Design Mx = 30.15 kNm

Design My = 30.15 kNm

Assume 0.90 percent steel distributed equally on all sides

Pu / fckb D = -0.16

Referring to the charts in SP:16

Mux / fckb D2 = 0.016

Mux1 = 0.016 x 20 x 600 x 6002 x 10-6 = 67.2 kNmMuy / fckb D

2 = 0.016

Muy1 = 0.016 x 20 x 600 x 6002 x 10-6 = 67.2 kNm


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Prakash 23-Jan-11


Member 1 - Detailed IS456 Main Reinforcement Cont...Puz = 0.45fck.Ac + 0.75fyAsc = 4420.61 kN 39.6

Pu / Puz = -0.261

alpha n = 1.00 39.6

Mux

Mux1

alpha n

+

Muy

Muy1

alpha n

= 0.90 39.6

OK for biaxial moment

Actual neutral axis depth ,NAx = -1.#J mm

Moment capacity of the column section about X axis, Mxcap = 1.#R KNm

Actual neutral axis depth ,NAy = -1.#J mm

Moment capacity of the column section about Y axis, Mycap = 1.#R KNm

Interaction ratio corresponding to provided steel :

Mux

Mxcap

alpha n

+

Muy

Mycap

alpha n

= 1.#R

Min allowable spacing of bars = 40 mm

Actual spacing of bars = 223 mm

Max allowable spacing of bars = 300 mm 26.5.3.1 g

Main reinforcement provided = 8T25

Actual area of main reinforcement = 3926.99 mm2

Max allowable percentage of main reinforcement = 4 % (Refer note to 26.5.3.1 a)

Actual percentage of main reinforcement = 1.09 %

OK

Member 1 - IS456 Transverse ReinforcementDiameter of lateral ties = 8 mm

Spacing of lateral ties = 300 mm


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Member 1 - Scheduled BarsBar

Mark

Type and

size

No. of

bars

Bar Length

(mm)

Shape

code

A

(mm)

B

(mm)

C

(mm)

D

(mm)

E/R

(mm)

01 T25 8 3075 00

02 T8 10 2200 51 520 520

03 T8 20 725 13 100 520 80


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1

Prakash 23-Jan-11



Name: Prakash

Date: 23-Jan-11

Comments












G1: Design Group 1 B1: Column IS456 Column M1


A

Node

B

Property Emt Length

(m)

O. Length

(m)

M1 11266 733 729 600 x 600 3.057 3.057


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Design Group: Design Group 1 - Brief Detail: Column IS456 ColumnGroup Data




Main Reinforcement

Main bars: Fe500


Shear bars: Fe415

Column Factors






C13: NC1 C14: NC2 C15: NC3


C22: BWC_TCL+TCR


G1 Design Group 1 Column


Brief Code



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Main Reinforcement

Main bars: Fe500


Shear bars: Fe415

Column Factors






C13: NC1 C14: NC2 C15: NC3


C22: BWC_TCL+TCR

Design Group Summary - Design Group 1Member Design Type Main Bars

Major Minor


Column Input Data


(m)


(cm)

Link

Size

M1 Column 3.057 1.00 1.00 No No 4.0 8


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Cover = 40 mm



Axial N, end 1, = -1112.57 kN

end 2, = -1162.61 kN

Major M, end 1, = 74.85 kNm

end 2, = 6.94 kNm


end 2, = 20.38 kNm

Column Type: SHORT , TENSION MEMBER 25.1.2






Design Axial Force, Pu = -1112.57 kN




Pu / fckb D = -0.15

Referring to the charts in SP:16

Mux / fckb D2 = 0.037

Mux1 = 0.037 x 20 x 600 x 6002 x 10-6 = 159.2 kNmMuy / fckb D

2 = 0.037

Muy1 = 0.037 x 20 x 600 x 6002 x 10-6 = 159.2 kNm


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Pu / Puz = -0.237

alpha n = 1.00 39.6

Mux

Mux1

alpha n

+

Muy

Muy1

alpha n

= 1.00 39.6


Actual neutral axis depth ,NAx = -1.#J mm

Moment capacity of the column section about X axis, Mxcap = 1.#R KNm

Actual neutral axis depth ,NAy = -1.#J mm

Moment capacity of the column section about Y axis, Mycap = 1.#R KNm


Mux

Mxcap

alpha n

+

Muy

Mycap

alpha n

= 1.#R








OK




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Mark

Type and

size

No. of

bars

Bar Length

(mm)

Shape

code

A

(mm)

B

(mm)

C

(mm)

D

(mm)

E/R

(mm)

01 T25 12 3075 00

02 T8 10 2200 51 520 520

03 T8 10 1500 51 180 520

04 T8 10 1500 51 520 180


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1 1



1

Prakash 23-Jan-11



Name: Prakash

Date: 23-Jan-11

Comments












G1: Pedestral 11267 node B1: Column IS456 Column M1


A

Node

B

Property Emt Length

(m)

O. Length

(m)

M1 11267 734 731 600 x 600 3.057 3.057


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Design Group: Pedestral 11267 node 734 - Brief Detail: Column IS456 ColumGroup Data




Main Reinforcement

Main bars: Fe500


Shear bars: Fe415

Column Factors






C13: NC1 C14: NC2 C15: NC3


C22: BWC_TCL+TCR


G1 Pedestral 11267 node Column


Brief Code



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Main Reinforcement

Main bars: Fe500


Shear bars: Fe415

Column Factors






C13: NC1 C14: NC2 C15: NC3


C22: BWC_TCL+TCR

Design Group Summary - Pedestral 11267 node 734Member Design Type Main Bars

Major Minor


Column Input Data


(m)


(cm)

Link

Size

M1 Column 3.057 1.00 1.00 No No 4.0 8


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Cover = 40 mm



Axial N, end 1, = 1382.61 kN

end 2, = 1332.58 kN

Major M, end 1, = -24.40 kNm

end 2, = -11.22 kNm


end 2, = 26.78 kNm

Column Type: SHORT , COMPRESSION MEMBER 25.1.2






Design Axial Force, Pu = 1382.61 kN



The Minimum Percentage of reinforcement is calculated on the basis of the area required for direct stress.

26.5.3.1 b

Equation used - Pu = 0.4fck.Ac + 0.67fy.Asc 39.3


Pu / fckb D = 0.19Referring to the charts in SP:16

Mux / fckb D2 = 0.076

Mux1 = 0.076 x 20 x 600 x 6002 x 10-6 = 328.8 kNm

Muy / fckb D2 = 0.076

Muy1 = 0.076 x 20 x 600 x 6002 x 10-6 = 328.8 kNm


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Pu / Puz = 0.369

alpha n = 1.28 39.6

Mux

Mux1

alpha n

+

Muy

Muy1

alpha n

= 0.21 39.6


Actual neutral axis depth ,NAx = 305.87 mm

Moment capacity of the column section about X axis, Mxcap = 512.78 KNm

Actual neutral axis depth ,NAy = 305.87 mm

Moment capacity of the column section about Y axis, Mycap = 512.78 KNm


Mux

Mxcap

alpha n

+

Muy

Mycap

alpha n

= 0.12








OK




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Prakash 23-Jan-11



Mark

Type and

size

No. of

bars

Bar Length

(mm)

Shape

code

A

(mm)

B

(mm)

C

(mm)

D

(mm)

E/R

(mm)

01 T25 8 3075 00

02 T8 10 2200 51 520 520

03 T8 20 725 13 100 520 80


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1 1



1

Prakash 23-Jan-11



Name: Prakash

Date: 23-Jan-11

Comments












G1: Column Pedestral 1126 B1: Column IS456 Column M1


A

Node

B

Property Emt Length

(m)

O. Length

(m)

M1 11268 735 730 600 x 600 3.057 3.057


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Design Group: Column Pedestral 11268 node 73 - Brief Detail: Column IS456Group Data




Main Reinforcement

Main bars: Fe500


Shear bars: Fe415

Column Factors






C13: NC1 C14: NC2 C15: NC3


C22: BWC_TCL+TCR


G1 Column Pedestral 112 Column


Brief Code



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Main Reinforcement

Main bars: Fe500


Shear bars: Fe415

Column Factors






C13: NC1 C14: NC2 C15: NC3


C22: BWC_TCL+TCR

Design Group Summary - Column Pedestral 11268 node 73Member Design Type Main Bars

Major Minor


Column Input Data


(m)


(cm)

Link

Size

M1 Column 3.057 1.00 1.00 No No 4.0 8


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Cover = 40 mm



Axial N, end 1, = 1362.96 kN

end 2, = 1312.93 kN

Major M, end 1, = -19.87 kNm

end 2, = -9.99 kNm


end 2, = 0.22 kNm

Column Type: SHORT , COMPRESSION MEMBER 25.1.2






Design Axial Force, Pu = 1312.93 kN



The Minimum Percentage of reinforcement is calculated on the basis of the area required for direct stress.

26.5.3.1 b

Equation used - Pu = 0.4fck.Ac + 0.67fy.Asc 39.3


Pu / fckb D = 0.18Referring to the charts in SP:16

Mux / fckb D2 = 0.075

Mux1 = 0.075 x 20 x 600 x 6002 x 10-6 = 323.2 kNm

Muy / fckb D2 = 0.075

Muy1 = 0.075 x 20 x 600 x 6002 x 10-6 = 323.2 kNm


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Pu / Puz = 0.353

alpha n = 1.25 39.6

Mux

Mux1

alpha n

+

Muy

Muy1

alpha n

= 0.12 39.6


Actual neutral axis depth ,NAx = 303.66 mm

Moment capacity of the column section about X axis, Mxcap = 513.10 KNm

Actual neutral axis depth ,NAy = 303.66 mm

Moment capacity of the column section about Y axis, Mycap = 513.10 KNm


Mux

Mxcap

alpha n

+

Muy

Mycap

alpha n

= 0.07








OK




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Mark

Type and

size

No. of

bars

Bar Length

(mm)

Shape

code

A

(mm)

B

(mm)

C

(mm)

D

(mm)

E/R

(mm)

01 T25 8 3075 00

02 T8 10 2200 51 520 520

03 T8 20 725 13 100 520 80

Jhapa DDE Pedestral Design

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