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
..1.. TPEC/ACBIL/STR.DESIGN/COLUMN-C1
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
..2.. TPEC/ACBIL/STR.DESIGN/COLUMN-C1
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
..3.. TPEC/ACBIL/STR.DESIGN/COLUMN-C1
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
..3.. TPEC/ACBIL/STR.DESIGN/COLUMN-C1
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
..4.. TPEC/ACBIL/STR.DESIGN/COLUMN-C1
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
..5.. TPEC/ACBIL/STR.DESIGN/COLUMN C1
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)
..6.. TPEC/ACBIL/STR.DESIGN/COLUMN C1
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
..6.. TPEC/ACBIL/STR.DESIGN/COLUMN C1
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
..7.. TPEC/ACBIL/STR.DESIGN/COLUMN C1
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
..7.. TPEC/ACBIL/STR.DESIGN/COLUMN C1
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
..8.. TPEC/ACBIL/STR.DESIGN/COLUMN C1
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
..9.. TPEC/ACBIL/STR.DESIGN/COLUMN-C1
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
..10.. TPEC/ACBIL/STR.DESIGN/COLUMN C1
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
..11.. TPEC/ACBIL/STR.DESIGN/COLUMN C1
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.
..12.. TPEC/ACBIL/STR.DESIGN/COLUMN C1
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
..13.. TPEC/ACBIL/STR.DESIGN/COLUMN C1
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
..14.. TPEC/ACBIL/STR.DESIGN/COLUMN C1
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)
..15.. TPEC/ACBIL/STR.DESIGN/COLUMN C1
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
..16.. TPEC/ACBIL/STR.DESIGN/COLUMN C1