design calculation of 400kv column c1

0 A.P.MOHITE R.K.VAIRAGI S.M.TAKALKAR 14.02.2011

REV SIGN ESTABLISHED CHECKD APPROVED DATE STAT

Approval Returns Status:-

FIRST ISSUE

MODIFICATION

CLIENT

..1.. TPEC/ACBIL/STR.DESIGN/COLUMN-C1

0 A.P.MOHITE R.K.VAIRAGI S.M.TAKALKAR 14.02.2011

REV SIGN ESTABLISHED CHECKD APPROVED DATE STAT

FIRST ISSUE

MODIFICATION

CLIENT

ARYAN COAL BENIFICATION (I) LTD

400kV COLUMN C-1 DESIGN FOR CROSSINGCONSULTANT

TAKALKAR POWER ENGINEERS & CONSLTANTS PVT.LTD.A/197 VISHVAMIRTY TOWN SHIP

OPP- GUJARAT TRACTOR, [email protected],

N OF SH:17

NOTE : TPEC will be responsible only for the correctness of our Design Calculation & Drawings.The client shall ensure correct construction practice & procurement of correct material.

DRG NO:-TPEC/acbil/str-Column-C1/400kV/01 SH/SH END :1 OF 17


12

A.P.MOHITE R.K.VAIRAGI S.M.TAKALKAR 08.03.2011

A.P.MOHITE R.K.VAIRAGI S.M.TAKALKAR 18.03.2011

Rev.as per consultant comments.Rev.as per consultant comments.

REV: 0 1 2

SRNO. DESCRIPTION PAGE

NO.

1 TITLE SHEET OF 400KV COLUMN-C1 DESIGN 1

2 CONTENT 2

3 GENERAL NOTES 3

4 SAG TENSION CALCULATION 4

5 LOADING CALCULATIONS (32°C & FULL WIND) 5

6 LOADING CALCULATIONS (0°C & 36% WIND) 6

7 LOADING ON COLUMN 7

8 SUMMARY OF STRESSES 8

9 DESIGN OF LEG & LATTICES 9

10 WIND LOAD CALCULATION 10

11 WIND LOAD DISTRIBUTION 11

12 WEIGHT CALCULATION 12

13 DETAILS OF FOUNDATION LOADS 13

14 DESIGN OF BASE PLATE 14

15 DESIGN OF ANCHOR BOLT 15

16 DESIGN OF STIFFENER PLATE 16

17 LINE DIAGRAM FOR COLUMN C1 17

CONTENTS


with a particular reference to Draft Code of Practice for the Design of Latticed Switchyard Structures.

6. Short Circuit Forces have also been suitably accounted for in the design of beam.

Minimum Zinc Coating :a) 5mm thick and over : 86 microns ( 610 g/sq.m )b) Under 5 mm but over 2 mm thick : 65 microns ( 460 g/ sq.m )

TPEC GENERAL NOTE ACB(I)L1. The Design is conforming to IS - 802 (Part - 1 / Sec - 1) 1995

2. All steel shall conform to Mild steel Grade - A as per IS - 2062 with Yield stress Fy = 2550 Kg/cm²

3. All bolts and nut shall conform to grade 5.6 as per IS - 12427 : 1988

4. Shearing and bearing stress on bolt is considered as follows conforming to IS : 12427 - 1988

Shearing stress = 3160 Kg/cm²Bearing stress = 5200 Kg/cm²

5. Sag Tension Calculations are worked out conforming to IS - 802 (Part - 1 / Sec - 1) 1995

7. All members are designed for compression and tension as per formula given in IS - 802 : 1995

8. All members shall be galvanized as per IS - 4759-1984

9. Minimum Thickness is considered as follows conforming to IS - 802 (Part - 1 / Sec - 2) : 1992


10. Limiting values of KL/r are considered as follows conforming to IS - 802 (Part - 1 / Sec - 2) : 1992

For Leg Members : 120 For Lattice Members : 200

For Redundant Members : 250

11. Factor of Safety Required : 1.02 ( This F.O.S is considered above the Ultimate Load) conforming to IS - 802 (Part - 1 / Sec - 1) 1995

9. Minimum Thickness is considered as follows conforming to IS - 802 (Part - 1 / Sec - 2) : 1992

For Leg Members : 5 mmAll other members : 5 mm


UNITS

M

M

SqM

KG/M

KG/SqM

PER DGKG

UNITS

m/sec

m

Kg/SqM

KG/SqM

SR NO. WIND FACT WIND PRES TEMP °C SAG M TENSION KG FOS AVAIL FOS REQD

1 0.000 0.00 0 6.426 113.415 69.197

2 0.360 86.50 0 3.377 215.783 36.370 1.428

3 1.000 240.27 0 1.410 516.995 15.180

5 0.000 0.00 32 6.532 111.574 70.339 4.000

6 0.360 86.50 32 3.436 212.100 37.001

7 1.000 240.27 32 1.432 508.968 15.419 1.428

8 0.000 0.00 75 6.668 109.291 71.8099 1.000 240.27 75 1.458 499.909 15.699

0.583

DIAMETER 1.098E-02

SECTIONAL AREA 7.365E-05

7/3.66

SPAN 100

UNIT WEIGHT

STRANDS IN STEEL

1.150E-05

NAME

CHARACTERISTICS OF WIRES GROUND WIRE

SWG

MODULAS OF ELASTICITY 1.933E+10

1.2

ULTIMATE TENSILE STRENGTH 7848

BASIC WIND SPEED -Vb

COEEF. OF LINEAR EXPANSION

Gc FOR G.W @ 31.0m

Cdc

TERRAIN CATEGORY (Table-3) 1

2.225

Pd = 90.01

WIND ON G.W. = Pd x Cdc x Gc

GROUND WIRE

240.27

SAG TENSION CALCULATION.

RELIABILITY LEVEL (Table-1)

WIND PRESSURE DETAILS GROUND WIRE

2

WIND ZONE 3

44


Units ValuesType of G.W 1.000G.W. Tension (0° C & 0.36 Full Wind) Kg 509Deviation Angle (Horizontal) Degree 15.000Deviation Angle (Verticall) Degree 30.000Unit weight of G.W - Wc Kg/m 0.583Diameter of G.W m 1.10E-02Wind Pressure on G.W Kg/m2 240.273Pd = Kg/m2 90.010Total hardware weight - H.W Kg 50.000Right span of G.W = 100 m 50.000Left span of G.W = 0 m 0.000Weight of Man With Tools Kg 150.000

LOADING CALCULATIONS (32°C & FULL WIND)

DATA FOR CALCULATION FOR BEAM ( SWG)

..5.. TPEC/ACBIL/STR.DESIGN/COLUMN C1

Case:1 32°C & Full WindG.W : Tension 509 IN KG A. TRANSVERSE LOADS 1. WIND ON WIRE (Pd x Cdc x L x d x Gc) 1.000 X 90.01 X 1.20 X 50.00 X 0.0110 X 2.225 131.9 2. DUE TO DEVIATION (1T x Sin θ ) 1.000 X 1.00 X 509 X sin 15.00 131.7

263.6264.0

B. VERTICAL LOADS 1. WT OF WIRE (wt. span x Unit wt.) 1.000 X 50.00 X 0.5830 29.2 2. WT.OF MAN WITH TOOLS 150 150.0 3. DUE TO DEVIATION (1T x Sin θ ) 1.000 X 1.00 X 509 X Sin 30.00 254.5

433.6434.0

B. LONGITUDINAL LOADS 1. WIRE TENSION (T. Cos θ) 1.00 X 509 X Cos 15.00 491.6

491.6492.0

FACTOR OF SAFETY REQD :NORMAL CONDITION 1.02

ALL LOADS ARE ULTIMATE LOADS IN Kg

Say

Kg

TOTALSay

TOTALSay

TOTAL


Units ValuesType of G.W 1.000G.W. Tension (0° C & 0.36 Full Wind) Kg 216Deviation Angle (Horizontal) Degree 15.000Deviation Angle (Verticall) Degree 30.000Unit weight of G.W - Wc Kg/m 0.583Diameter of G.W m 1.10E-02Wind Pressure on G.W Kg/m2 240.273Pd = Kg/m2 90.010Total hardware weight - H.W Kg 50.000Right span of G.W = 100 m 50.000Left span of G.W = 0 m 0.000Weight of Man With Tools Kg 150.000

LOADING CALCULATIONS (0°C & 36% WIND)

DATA FOR CALCULATION FOR BEAM ( SWG)


Case:2 0°C & 0.36 Full WindG.W : Tension 216 IN KG A. TRANSVERSE LOADS 2. WIND ON WIRE (Pd x Cdc x L x d x Gc) 1.000 X 90.01 X 1.20 X 50.00 X 0.0110 X 2.225 131.9 5. DUE TO DEVIATION (1T x Sin θ ) 1.000 X 1.00 X 216 X sin 15.00 55.8

187.8188.0

B. VERTICAL LOADS 1. WT OF WIRE (wt. span x Unit wt.) 1.000 X 50.00 X 0.5830 29.2 4. WT.OF MAN WITH TOOLS 150 150.0 5. DUE TO DEVIATION (1T x Sin θ ) 1.000 X 1.00 X 216 X Sin 30.00 107.9

287.0288.0

B. LONGITUDINAL LOADS 1. WIRE TENSION (T. Cos θ) 1.00 X 216 X Cos 15.00 208.4

208.4209.0

FACTOR OF SAFETY REQD :NORMAL CONDITION 1.02

ALL LOADS ARE ULTIMATE LOADS IN Kg

Say

Kg

TOTALSay

TOTALSay

TOTAL


434492

WINDG.W 264 + 275

18060 19880

Level-A 5447 + 2328

18060 19880

Level-B 5447 + 3282

BASE + 2879

LOADS ON COLUMNLONGITUDINAL

LOADING ON COLUMN

14.0

00

VERTICAL TRANSVERSE

8.00

09.

000


CASE-1a Beam-B1 LEVEL-B L.L V2 18060 T2 5447 L2 19880CASE-1a Beam-B1 LEVEL-A H.L V1 18060 T1 5447 L1 19880

V 434 T 264 L 492

1. All loads are in kg and dimensions in mm.2. The above Loads are derived from the reactions of Beam-B1.& B5.

Notations:T = Transverse loadV = Vertical loadL = Longitudinal load

TF= Transverse FaceLF = Longitudinal Face

LOADS ON COLUMN

G.W PEAK

LONGITUDINALVERTICAL TRANSVERSE


PeakREG-1Panel-1Panel-2

Panel-3 (Part-1)REG-2Panel-1Panel-2Panel-3

Panel-4 (Part-2)Panel-5Panel-6REG-3

Panel-1 (Part-3)Panel-2Panel-3

Panel-4 (Part-4)Panel-5 (Part-5)Panel-6 (Part-6)

Description

UnitLattice - ALattice - BLattice - CLattice - DLattice - ELattice - FLattice - GLattice - HLattice - JLattice - KLattice - LLattice - MLattice - N

661 1553502 1179

1123 2638

79702105030100525

839578762190416

115896

109193112989

85272

20605

65490

61416

124116602079

71916

7521

59522 49273

34473

2690

10955

Compression

Case - 1a

20772546

Case - 1a

24723

1106

Kg.

LongitudinalComp/Tens

Kg.178

3739447393

-2028

92824

2947

6851

DescriptionTension

1407

6947

7162

1608

7050

SUMMARY OF STRESSES FOR COLUMN LATTICEMEMBERS WITH DOUBLE LATTICE PATTERN

TransverseComp/Tens

Case - 1aCase - 1a

794

2555

2835

7222

1863

SUMMARY OF STRESSES

2311

6261

984

2877

2796

1626592

2923


Part Section Gross areaAG

Radius ofgyr r

Comp loadC

CompCase

Designlength L L/r Curve

No KL/rUlt CompStrength

UCS

CompFOS

TensLoad T

TensCase

NetArea

Ult TensStrength

UTS

TensFOS Bolt Nos SS/DS Shearing

StrengthBearingStrength

BoltFOS

cm² cm kg cm kg Kg cm² kg Kg KgPeak 60x60x5 5.75 1.16 1407 1a 118.50 102.16 1 102.16 9911 7.04 1106 1a 4.05 10327.5 9.34 M16 4 SS 25414 16640 11.82

Part - 1 75x75x6 8.66 1.46 2546 1a 129.10 88.42 1 88.42 16830 6.61 2079 1a 6.56 16728 8.05 M16 4 SS 25414 19968 7.84Part - 2 130x130x10 25.1 2.57 47393 1a 77.52 30.16 1 30.16 63342 1.34 37394 1a 21.6 55080 1.47 M16 8 DS 101657 66560 1.40Part - 3 150x150x16 45.6 2.94 85272 1a 62.50 21.26 1 21.26 116830 1.37 65490 1a 40 102000 1.56 M16 10 DS 127071 133120 1.49Part - 4 150x150x20 56.2 2.93 109193 1a 125.90 42.97 1 42.97 137407 1.26 87621 1a 49.2 125460 1.43 M16 12 DS 152485 199680 1.40Part - 5 150x150x20 56.2 2.93 112989 1a 176.20 60.14 1 60.14 129054 1.14 90416 1a 49.2 125460 1.39 M16 14 DS 177900 232960 1.57Part - 6 150x150x20 56.2 2.93 115896 1a 100.73 34.38 1 34.38 140542 1.21 92824 1a 49.2 125460 1.35 M16 14 DS 177900 232960 1.53

Part Section Gross areaAG

Radius ofgyr r

Comp loadC

CompCase

Designlength L L/r Curve

No KL/rUlt CompStrength

UCS

CompFOS

TensLoad T

TensCase

NetArea

Ult TensStrength

UTS

TensFOS Bolt Nos SS/DS Shearing

StrengthBearingStrength

BoltFOS

cm² cm kg cm kg Kg cm² kg Kg Kg

Top belt Trans. TBT.Level -A 90x90x6 10.5 1.75 1362 1a 150.00 85.71 3 102.86 17972 13.20 1362 1a 8.06 20553 15.09 M16 4 SS 25414 19968 14.66

Bottom belt Trans.BBT.Level-A 90x90x6 10.5 1.75 1362 1a 150.00 85.71 3 102.86 17972 13.20 1362 1a 8.06 20553 15.09 M16 4 SS 25414 19968 14.66

Top belt Long- TBL.Level -A 90x90x6 10.5 1.75 13121 1a 150.00 85.71 3 102.86 17972 1.37 13121 1a 8.06 20553 1.57 M16 4 SS 25414 19968 1.52

Bottom belt Long. BBL.Level -A 90x90x6 10.5 1.75 13121 1a 150.00 85.71 3 102.86 17972 1.37 13121 1a 8.06 20553 1.57 M16 4 SS 25414 19968 1.52

Top belt Trans- TBT.Level -B 90x90x6 10.5 1.75 1362 1a 150.00 85.71 3 102.86 17972 13.20 1362 1a 8.06 20553 15.09 M16 4 SS 25414 19968 14.66

Bottom belt Trans. BBT.Level-B 90x90x6 10.5 1.75 1362 1a 150.00 85.71 3 102.86 17972 13.20 1362 1a 8.06 20553 15.09 M16 4 SS 25414 19968 14.66

Top belt Long - TBL.Level -B 90x90x6 10.5 1.75 13121 1a 150.00 85.71 3 102.86 17972 1.37 13121 1a 8.06 20553 1.57 M16 4 SS 25414 19968 1.52

Bottom belt Long BBL.Level -B 90x90x6 10.5 1.75 13121 1a 150.00 85.71 3 102.86 17972 1.37 13121 1a 8.06 20553 1.57 M16 4 SS 25414 19968 1.52

LATT - A Trans.. 45x45x5 4.28 0.87 178 1a 98.97 113.76 3 116.88 6218 34.98 178 1a 2.76 7038 39.59 M16 1 SS 6354 4160 23.40LATT - A Long.. 45x45x5 4.28 0.87 162 1a 98.97 113.76 3 116.88 6218 38.31 162 1a 2.76 7038 43.36 M16 1 SS 6354 4160 25.63LATT - B Trans. 45x45x5 4.28 0.87 2690 1a 99.78 114.69 3 117.34 6179 2.30 2690 1a 2.76 7038 2.62 M16 1 SS 6354 4160 1.55LATT - B Long.. 50x50x5 4.79 0.97 6592 1a 99.78 102.86 3 111.43 7460 1.13 6592 1a 3.22 8211 1.25 M16 2 SS 12707 8320 1.26LATT - C Trans. 45x45x5 4.28 0.87 2947 1a 109.31 125.64 3 122.82 5707 1.94 2947 1a 2.76 7038 2.39 M16 2 SS 12707 8320 2.82LATT - C Long. 50x50x6 5.68 0.96 7222 1a 109.31 113.86 3 116.93 8247 1.14 7222 1a 3.82 9741 1.35 M16 2 SS 12707 9984 1.38LATT - D Trans. 45x45x5 4.28 0.87 2923 1a 112.04 128.78 3 124.39 5567 1.90 2923 1a 2.76 7038 2.41 M16 1 SS 6354 4160 1.42LATT - D Long. 50x50x6 5.68 0.96 7162 1a 112.04 116.71 3 118.35 8087 1.13 7162 1a 3.82 9741 1.36 M16 2 SS 12707 9984 1.39LATT - E Trans. 45x45x5 4.28 0.87 2877 1a 113.86 130.88 4 130.88 5024 1.75 2877 1a 2.76 7038 2.45 M16 1 SS 6354 4160 1.45LATT - E Long. 50x50x6 5.68 0.96 7050 1a 113.86 118.61 3 119.30 7979 1.13 7050 1a 3.82 9741 1.38 M16 2 SS 12707 9984 1.42LATT - F Trans. 50x50x5 4.79 0.97 2835 1a 115.72 119.29 3 119.65 6696 2.36 2835 1a 3.22 8211 2.90 M16 1 SS 6354 4160 1.47LATT - F Long. 50x50x6 5.68 0.96 6947 1a 115.72 120.54 3 120.27 7869 1.13 6947 1a 3.82 9741 1.40 M16 2 SS 12707 9984 1.44LATT - G Trans. 45x45x5 4.28 0.87 2796 1a 117.60 135.17 4 135.17 4710 1.68 2796 1a 2.76 7038 2.52 M16 1 SS 6354 4160 1.49LATT - G Long. 50x50x6 5.68 0.96 6851 1a 117.60 122.50 3 121.25 7756 1.13 6851 1a 3.82 9741 1.42 M16 2 SS 12707 9984 1.46LATT - H Trans. 50x50x5 4.79 0.97 2555 1a 107.46 110.78 3 115.39 7098 2.78 2555 1a 3.22 8211 3.21 M16 1 SS 6354 4160 1.63LATT - H Long. 50x50x6 5.68 0.96 6261 1a 107.46 111.94 3 115.97 8354 1.33 6261 1a 3.82 9741 1.56 M16 2 SS 12707 9984 1.59LATT - J Trans. 45x45x5 4.28 0.87 1123 1a 128.95 148.21 4 148.21 3918 3.49 1123 1a 2.76 7038 6.27 M16 1 SS 6354 4160 3.70LATT - J Long. 45x45x5 4.28 0.87 2638 1a 128.95 148.21 4 148.21 3918 1.49 2638 1a 2.76 7038 2.67 M16 1 SS 6354 4160 1.58

LATT - K Trans. 45x45x5 4.28 1.36 984 1a 171.06 125.78 3 122.89 5701 5.79 984 1a 2.76 7038 7.15 M16 1 SS 6354 4160 4.23LATT - K Long. 50x50x6 5.68 0.96 2311 1a 171.06 178.18 4 178.18 3597 1.56 2311 1a 3.82 9741 4.22 M16 1 SS 6354 4992 2.16LATT - L Trans. 50x50x6 5.68 1.51 794 1a 213.26 141.23 4 141.23 5726 7.22 794 1a 3.82 9741 12.28 M16 1 SS 6354 4992 6.29LATT - L Long. 50x50x6 5.68 1.51 1863 1a 213.26 141.23 4 141.23 5726 3.07 1863 1a 3.82 9741 5.23 M16 1 SS 6354 4992 2.68LATT - M Trans. 50x50x6 5.68 1.51 661 1a 284.84 188.64 4 188.64 3210 4.85 661 1a 3.82 9741 14.73 M16 1 SS 6354 4992 7.55LATT - M Long. 50x50x6 5.68 1.51 1553 1a 284.84 188.64 4 188.64 3210 2.07 1553 1a 3.82 9741 6.27 M16 1 SS 6354 4992 3.21LATT - N Trans. 50x50x6 5.68 0.96 502 1a 169.93 177.01 4 177.01 3645 7.26 502 1a 3.82 9741 19.41 M16 1 SS 6354 4992 9.95LATT - N Long. 50x50x6 5.68 0.96 1179 1a 169.93 177.01 4 177.01 3645 3.09 1179 1a 3.82 9741 8.26 M16 1 SS 6354 4992 4.24

DESIGN FOR TENSION DESIGN FOR BOLTS

DESIGN OF LEG & LATTICES

DESIGN OF LEG MEMBERS FOR GANTRY COLUMN

DESIGN FOR COMPRESSION

DESIGN OF LATTICES FOR GANTRY COLUMN

DESIGN FOR BOLTSDESIGN FOR TENSIONDESIGN FOR COMPRESSION


Part SEGTION LENGTH WIDTH QUANTITY NET AREA

M M Nos M2

PEAK 60x60x5 3.555 0.060 2 0.43Redundant 45X45X5 0.500 0.045 1 0.02Redundant 45X45X5 1.386 0.045 1 0.06Redundant 45X45X5 1.000 0.045 1 0.05Redundant 45X45X5 1.709 0.045 1 0.08

Part - 1 75x75x6 7.454 0.075 2 1.12LATT - A Long.. 45x45x5 1.979 0.045 6 0.53

TOTAL 2.29Part - 2 130x130x10 5.901 0.130 2 1.53

LATT - B Long.. 50x50x5 1.952 0.050 2 0.20Top belt Long- TBL.Level -A 90x90x6 1.500 0.090 1 0.14

Bottom belt Long. BBL.Level -A 90x90x6 1.500 0.090 1 0.14LATT - C Long. 50x50x6 1.991 0.050 2 0.20

Redundant 45X45X5 0.625 0.045 2 0.06LATT - D Long. 50x50x6 1.625 0.050 2 0.16

Redundant 45X45X5 2.625 0.045 2 0.24LATT - E Long. 50x50x6 3.625 0.050 2 0.36

Redundant 45X45X5 4.625 0.045 2 0.42TOTAL 3.43

Part - 3 150x150x16 4.350 0.150 2 1.31Top belt Long - TBL.Level -B 90x90x6 1.250 0.090 1 0.11

Bottom belt Long BBL.Level -B 90x90x6 1.250 0.090 1 0.11LATT - F Long. 50x50x6 1.991 0.050 2 0.20

Redundant 45X45X5 0.840 0.045 2 0.08LATT - G Long. 50x50x6 2.324 0.050 2 0.23

Redundant 45X45X5 0.866 0.045 2 0.08LATT - H Long. 50x50x6 2.147 0.050 2 0.21

Redundant TOTAL 2.33Part - 4 150x150x20 5.922 0.150 2 1.78

LATT - J Long. 45x45x5 1.974 0.045 2 0.18Redundant 45X45X5 2.364 0.045 2 0.21

LATT - K Long. 50x50x6 0.836 0.050 2 0.08Redundant 45X45X5 2.708 0.045 2 0.24

LATT - L Long. 50x50x6 3.447 0.050 2 0.34Redandant 45X45X5 1.075 0.045 2 0.10Redandant 45X45X5 1.493 0.045 2 0.13Redandant 45X45X5 0.867 0.045 2 0.08

TOTAL 3.70Part - 5 150x150x20 5.533 0.150 2 1.66

LATT - M Long. 50x50x6 4.677 0.050 2 0.47Redandant 45X45X5 1.432 0.045 2 0.13Redandant 45X45X5 1.880 0.045 2 0.17Redandant 45X45X5 1.127 0.045 2 0.10

TOTAL 2.53Part - 6 150x150x20 4.029 0.150 2 1.21

LATT - N Long. 50x50x6 5.666 0.050 2 0.57Redandant 45X45X5 1.177 0.045 2 0.11Redandant 45X45X5 1.708 0.045 2 0.15Redandant 50x50x5 2.355 0.050 2 0.24Redandant 45X45X5 1.347 0.045 2 0.12Redandant 45X45X5 1.177 0.045 2 0.11

TOTAL 2.50

WIND LOAD CALCULATION


Level Width Height GrossArea

Net AreaAe

SolidityRatio

DragcoeffiCdt

Ht aboveGL from

CG

GustRespone

Factor Gt

Basic PrPd

Wind load(Pd.Cdt.Ae.

Gt)

Distribution

WindLevel

FinalWind

Actual UltWind (InclFOS 1.02)

AssumedDesigned

WIND LOADLevel

m m m2 m2 m Kg/m2 Kg Kg Kg Kg Kg KgPart-0 0.000 256 256 259 264 275 G.W

7.375 8.438 2.286 0.271 2.616 26.383 2.264 90.01 1219 962Part-1 1.500 1211 2173 2195 2239 2328 A

9.000 13.500 5.762 0.427 2.146 19.125 2.176 90.01 2422 1211Part-2 1.500 1852 3063 3093 3155 3282 B

14.625 48.994 8.729 0.178 3.009 6.266 1.920 90.01 4539 2688Part-3,4,5 5.200 2688 2714 2769 2879 BASE

WIND LOAD DISTRIBUTION


Part SECTION LENGTH UNIT WT QUANTITY Total WTPeak 60x60x5 3.579 4.500 4 64.42

Redundant 45x45x5 0.500 3.400 4 6.80Redundant 45x45x5 1.386 3.400 4 18.85Redundant 45x45x5 1.000 3.400 4 13.60Redundant 45x45x5 1.709 3.400 4 23.24

Part - 1 75x75x6 3.875 6.800 4 105.40LATT - A Trans.. 45x45x5 1.979 3.400 12 80.74LATT - A Long.. 45x45x5 1.979 3.400 12 80.74

Part - 2 130x130x10 5.901 19.700 4 465.00Top belt Trans. TBT.Level -A 90x90x6 1.250 8.200 2 20.50

Bottom belt Trans.BBT.Level-A 90x90x6 1.250 8.200 2 20.50Top belt Long- TBL.Level -A 90x90x6 1.500 8.200 2 24.60

Bottom belt Long. BBL.Level -A 90x90x6 1.500 8.200 2 24.60LATT - B Trans. 45x45x5 1.952 3.400 4 26.55LATT - B Long.. 50x50x5 1.952 3.800 4 29.67LATT - C Trans. 45x45x5 2.175 3.400 4 29.58

Redundant (T) 45x45x5 0.763 3.400 4 10.38LATT - C Long. 50x50x6 2.175 4.500 4 39.15

Redundant (L) 45x45x5 0.763 3.400 4 10.38LATT - D Trans. 45x45x5 2.211 3.400 4 30.07

Redundant (T) 45x45x5 0.789 3.400 4 10.73LATT - D Long. 50x50x6 2.211 4.500 4 39.80

Redundant (L) 45x45x5 0.789 3.400 4 10.73LATT - E Trans. 45x45x5 2.248 3.400 4 30.57

Redundant (T) 45x45x5 0.815 3.400 4 11.08LATT - E Long. 50x50x6 2.248 4.500 4 40.46

Redundant (L) 45x45x5 0.815 3.400 4 11.08Part - 3 150x150x16 4.350 35.800 4 622.92

LATT - F Trans. 50x50x5 2.286 3.800 4 34.75Redundant (T) 45x45x5 0.840 3.400 4 11.42

LATT - F Long. 50x50x6 2.286 4.500 4 41.15Redundant (L) 45x45x5 0.840 3.400 4 11.42

LATT - G Trans. 45x45x5 2.324 3.400 4 31.61Redundant (T) 45x45x5 0.866 3.400 4 11.78

LATT - G Long. 50x50x6 2.324 4.500 4 41.83Redundant (L) 45x45x5 0.866 3.400 4 11.78

Top belt Trans- TBT.Level -B 90x90x6 1.250 8.200 4 41.00Bottom belt Trans. BBT.Level-B 90x90x6 1.250 8.200 4 41.00

Top belt Long - TBL.Level -B 90x90x6 1.250 8.200 4 41.00Bottom belt Long BBL.Level -B 90x90x6 1.250 8.200 4 41.00

LATT - H Trans. 50x50x5 2.174 3.800 4 33.04LATT - H Long. 50x50x6 2.174 4.500 4 39.13

Part - 4 150x150x20 5.922 44.100 4 1044.64LATT - J Trans. 45x45x5 2.406 3.400 4 32.72

Redundant (T) 45x45x5 0.989 3.400 4 13.45LATT - J Long. 45x45x5 2.406 3.400 4 32.72Redundant (L) 45x45x5 0.989 3.400 4 13.45

LATT - K Trans. 45x45x5 3.127 3.400 4 42.53Redundant (T) 45x45x5 1.206 3.400 4 16.40

LATT - K Long. 50x50x6 3.127 4.500 4 56.29Redundant (L) 45x45x5 1.206 3.400 4 16.40

LATT - L Trans. 50x50x6 3.886 4.500 4 69.95Redundant (T) 45x45x5 1.075 3.400 4 14.62Redundant (T) 45x45x5 1.494 3.400 4 20.32Redundant (T) 45x45x5 0.868 3.400 4 11.80

LATT - L Long. 50x50x6 3.886 4.500 4 69.95Redundant (L) 45x45x5 1.075 3.400 4 14.62Redundant (L) 45x45x5 1.494 3.400 4 20.32Redundant (L) 45x45x5 0.868 3.400 4 11.80

Part - 5 150x150x20 3.528 44.100 4 622.34LATT - M Trans. 50x50x6 5.121 4.500 4 92.18

Redundant (T) 45x45x5 1.433 3.400 4 19.49Redundant (T) 50x50x5 1.880 3.800 4 28.58Redundant (T) 45x45x5 1.128 3.400 4 15.34

LATT - M Long. 50x50x6 5.121 4.500 4 92.18Redundant (L) 45x45x5 1.433 3.400 4 19.49Redundant (L) 50x50x5 1.880 3.800 4 28.58Redundant (L) 45x45x5 1.128 3.400 4 15.34

Part - 6 150x150x20 4.032 44.100 4 711.24LATT - N Trans. 50x50x6 6.165 4.500 4 110.97

Redundant (T) 45x45x5 1.177 3.400 4 16.01Redundant (T) 45x45x5 1.708 3.400 4 23.23Redundant (T) 50x50x5 2.356 3.800 4 35.81Redundant (T) 45x45x5 1.374 3.400 4 18.69Redundant (T) 45x45x5 1.177 3.400 4 16.01

LATT - N Long. 50x50x6 6.165 4.500 4 110.97Redundant (L) 45x45x5 1.177 3.400 4 16.01Redundant (L) 45x45x5 1.708 3.400 4 23.23Redundant (L) 50x50x5 2.356 3.800 4 35.81Redundant (L) 45x45x5 1.374 3.400 4 18.69Redundant (L) 45x45x5 1.177 3.400 4 16.01

WT 5939.22GST PLATE 297.00

Lap joint 140.00Butt joint 300.00

B/N 297.00STEP BOLTS 29.00

Total WT 7002.22BASE ASSEM 1533.65

Total WT 8535.88Say 8621.23

8707.45

WEIGHT CALCULATION

Assumed Design wt.


1. Leg Section150x150x20

2.Compression per leg Comp Load x 10%extra x Cos2Ө Total Required FOSCase - 1a 117133.64 x 1.1 x 0.9841017 = 126798.56 1.02

3. Tension per leg Tens load x 10%extra x Cos2Ө TotalCase - 1a 93811.00 x 1.1 x 0.9841017 = 101551.52 1.02

4. Side Thrust Total load x 10%extra x per leg TotalCase 1a Trans Face 9266.81 x 1.1 / 4 = 2548.374 1.02

Wind at Base 3281.52 x 1.1 / 4 = 902.418 1.02Long Face 20371.60 x 1.1 / 4 = 5602.1908 1.02

Resultant Side thrust = SqRt( L² + W² + T² ) = 6220.3786

7.244Slope Ө-Long

DETAILS OF FOUNDATION LOADS

7.244Slope Ө-Trans


FLANGE SLOPEcm Ө15 7.244

MAX.COMPRESSION PER LEG 126799 KgMAX TENSION PER LEG 101552 Kg

PERMISSIBLE BEARING STRESS FOR M 20 CONCRETE= 0.25 X Fck= 5 N/Sq.mm= 51 Kg/Sq.cm

BASE PLATE AREA REQUIRED = 126799 / 51= Sq.cm

BASE PLATE AREA PROVIDED = 60 X 60 X 6.5= Sq.cm > 2487.79

HENCE OK

BASE PLATE THICKNESS REQUIRED = Sq.rt {(3 W /σ bs) x ( a² - b²/4)}Ref. (IS-800-1984 Page.-44)

WHERE W = THE PRESSAURE OR LOADING ON THE UNDER SIDE OF THE BASE= 35.22 Kg/ Sq.cm

σ bs = 185 Mpa= 1885.8308 Kg/ Sq.cm

GRETER PROJECTION OF PLATE - a= 25.54 cm

LESSER PROJECTION OF PLATE - b= 19.46 cm

REQUIRED THICKNESS OF PLATE = 5.59 cmPROVIDED THICKNESS OF PLATE = 6.50 cm

HENCE OK

DESIGN OF BASE PLATE

3600

50150x150x20 2

LOADS ON BASE PLATE

cm4.46

2487.79

LEG SECTION THK OF LEG C.G OF LEG


PROVIDE 8 NUMBERS 50 mm DIA ANCHOR BOLT PER LEG

EDGE SECURITY FOR BOLT = 7.5 cm

ULT.TENSILE LOAD PER LEG = 101551.5 Kg

ULT.TENSILE LOAD PER BOLT = 12693.94 Kg

GROSS AREA OF BOLT = 19.64 Sq.cm

ROOT AREA OF BOLT = 13.74 Sq.cm

ULT. TENSILE STRESS PER BOLT (ft) = 923.57 Kg / Sq.cm

ULT.SHEAR LOAD PER LEG = 6220.379 Kg

ULT SHER STRESS PER BOLT (fs) = 317 Kg / Sq.cm

= 1978 Kg / Sq.cm

AS PER IS 802 (PART-1/SEC-2)-1992= 2222 Kg / Sq.cm

AS PER IS 802 (PART-1/SEC-2)-1992

CHECK FOR INTERACTION = 0.609 < 1.4(ft / Pt) + (fs / Ps)

HENCE OK

REQUIRED EMBEDDED LENGTH OF BOLT IN CONCRETEAS PER IS 456-2000 CL.26.2.1.1

= ULT. TENSILE LOAD / NOS.OF BOLT X 3.14 X D X BOND STRESS(12.23 Kg/Sq.cm)= 66.11 cm

PROVIDE TOTAL LENGTH OF BOLT = 119 cm= 1190 mm

THREDING DIMENSION-(A) = 190 mm

PROVIDED EMBEDDED LENGTHBELOW BOTTOM OF BASE PLATE = 1030 mm > 661.10

HENCEOK

DESIGN OF ANCHOR BOLT

PERMISIBLE SHEAR STRESS PERBOLT(Ps)

PERMISIBLE TENSILE STRESS PERBOLT (Pt)


PROJECTED LENGTH OF STIFFENER PLATE 25.54 cm

ASSUME HEIGHT OF STIFFENER PLATE - d 40 cm

ASSUME THICKNESS OF STIFFNER PLATE 2 cm

CHECK FOR BENDING IN COMPRESSION

MAX BASE PRESSURE DUE TO COMPRESSION 35.22 Kg/Sq.cm

AREA OF BASE PLATE RESISTED BY STIFFENER 766.2 Sq.cm1/2 X L.G OF BASE PLATE X PROJECTD L.G OF BASE PLATE

UPWARD FORCE ON EACH STIFFENER PLATE - Ss 26986.96 KgBASE PRESSURE X AREA OF BASE PLT RESISTED BY STIFFENER

202.4103 Kg/Sq.cmSs X AREA OF STIFFENER x 0.5d / Ixx X 0.5d

1000 Kg/Sq.cm0.4 X Fy

HENCE OK

580220 Kg-cmShere force x ( L - Ed)

533.44 Cu.cm1/6 x t x d x d

1087.6943 Kg/Sq.cmM / Z

1650 Kg/Sq.cm0.66 X Fy

HENCE OK

BENDING STRESS DUE TO MOMENT,

DESIGN OF STIFFENER PLATE

SHEAR STRESS -fs

PERMISSIBLE BENDING STRESS ,

PERMISSSIBLE SHEAR STRESS

MOMENT ON STIFFNER PLATE, M

SECTION MODULUS OF STIFFENER


design calculation of 400kv column c1

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