Design af Tower Members un ANNEXURE. 2 EARTHWIRE i. ] Stranding | Weight per | Overall Total ‘Ultimate tensile strength (kg) No, metre | Diameter] Sectional 700] 1100 1670 tka) (mm) | Area(mm® |_Nimm® | Nimm? | Nimm* 1 0.429 945 34.552 3629 | 5913 5297 2 0.523 10.50 67.248 4se7 | 7177 | 10243 3 ses 10.98 73.6468 4904 | 7348 | 11201 4 0.680 12.00 87.965 sees | e374 | 13379 8 1.163, 1575 | 148089 | 10041 | 15778 - 6 1436 so | te2801 | 12396 | 19479 - 7. 1.570 1830 | 199897 | 13555 - - 8 1.875 20.00 | 238761 | 16191 - - a 0.458 1140 141 ‘8000 - - ‘Strands Modulus of Elasticity “E” | Co-efficient of linear expansion “a” per 0° C 1 1.989 x 10° kgiom? 1.50110" 7 4.933x10 41.50 x10 19 1.893x10° 11.0010" OPTICAL FIBRE 1.52.10" 13.40x 10"cr Manual on Transmission Linas ANNEXURE-$ ‘Sheet No. 1 0f2 DESIGN LOADS (FOR SUSPENSION TOWER) RELIABILITY CONDITION (NORMAL CONDITION) (32°C & FULL WIND) ale xg 5 69 ws a 156 al aN alt ag an 1136 z 2 al as ay, eS leven a 9 no ow 1391 TOWER SECURITY CONOITION (B.W. CONDITION) (32°C & NO WIND) mm ar 7m v = 4 we im, wo w Kae SR [aK x, i my _ o A La Fld SL ist sso1a77insnsn (GW. BROKEN) COND, BROKEN)Design of Tower Member 13 ANNEXURE-3 SheetNo. 20f2 DESIGN LOADS SAFETY CONDITION (NORMAL CONDITION) (32°C & Full Wind) 5 i a a v2 al al a 12 Ue eee ASSH:6 SAFETY CONDITION (B.W. CONDITION) (32°C & NO WIND) elie : HIE 2 Nw ae 2 aS aps ge als “ AS Ee - sa ee ASSH:7 ASH: 8/9/10/8A/9A/10A (GW. STRINGING! (COND, STRINGING)Marna! on Tranzmiszion Linez a4 ANNEXURE-4 Sheet No.1 of 2 VSM AVA GRAPHICAL DIAGRAM METHOD 2M yok / Al LE \ { (SSE em ny serene Ost OOSE 802 ‘Sipe GazEZ © VD eoqo seme) jOWBTON [010] Key WZDecign of Tower Members us ANNEXURE-¢ ‘Sheet No. 2of 2 Mioce cross = Ane mm aso cc a ete sess MULTIPLYING FACTORS 47.20Mona on Trenzmizcion Lines BOTTOM PLAN OF BOTTOM X-ARM / [ / N\ \ EO BOS yO Vi \ y b {ALL DIENSIONS AREALDecign af Tower Member: ut ANNEXURE- 5 SheetNo. 20f8 DESIGN OF TOWER DESIGN OF LEG MEMBER PART2 ASMA (NCI GW = 2404705) x 4566 = 1785 To = (@s0+2«175q)x 8936 = «= aT MC = (880 +2 x 1756) x 4.036 = 47726 Mo = @8683 ™ _ 60583, ‘STRESS= 2xWxCos® "2x2. 114x0-999 - ‘18261 Vertealload=Max= 219 +6x 929 — = we + (73 +6 x 356) —_— = (553) ‘Self weight of Tower = 160004 00. ‘Compression e109 “Tension 15308 L75x75x6 (L = 864/0.999 = 865) L 865 59.25 Ult. compressive strength = 2265 x 8.66 = Tri 46 19615 (on Gross Area) Safety margin over limit load (SM) S.M. = 1098 Ultimate Tensile strength = 2549 x 6.56 = 16721 SM. =1.08 (OnNet Area) 12 mm dia, Bolt-6 Nos. (Single Shear) timate Shearing strength = = 21450 Ultimate Bearing strength = 19181 SM. 12 mm dia. Bolts 6 No. (Double Shear) Ultimate shearing strenath 42900 Note: Allloads in kg and al ever arms in Metres.4s Manual on Transmission Lines ANNEXURES ‘Sheet No.3 of 8 82 gw DESIGN OF BRACINGS 1 | | E.Fb FOR TRANS. FACE BRACINGS gh ft | i ‘ASSM-I (NO) Ay Gwe (240+ 705) x 1.520 = 1496 4 jo | 10. TC = (6506.2 1756) «1.750 284 | MO= (880 + 2 « 1756) x 1.950 2 | EF = 17264 ‘Eb FOR LONG. FACE BRACINGS | +} so [ne ! ASSM - 4 (MC BROKEN) 3 | MG = 1465 x 1.950 = 2857 j Torsion (MC) = 1465 x 4.20 6153 | i. Io AL! aso [at DESIGN OF TRANS. FACE BRACINGS ‘<° b= 1.379 1.075 4xWx Cos a= 4x2.118x = 659 +379 =p 36 stress = —EFO_ _ 17284 Logo 2 aW.tosa 650 . (Compression & Tension) 4 ke 164 260 145 x45 x4 L STS. 18051 Tmin ~ “0.7 Utimate compressive strength = 901 x 3.47 = 3126 Utimate tensile strength = 2549x2218 = S654 12. mm dia. Bolt 2 Nos. (Single Shear) Utimate Shearing strength = 7146 SM. =1.86 Utimate Bearing strength = 4888Design of Tower Memberc 9 ANNEXURE-5 ‘Sheet No. 4 of 8 DESIGN OF LONG. FACE BRACING ‘6’ L=1379 4.W.Cosa=659 ZFb 9010 ‘STRESS = T= 1368 4.W.Cosa 6.59 Las x45 4. L__ 1379 cb. 1373 458.54 min” O87 \Utimate Compressive strength = 901 x3.47 = 3126 SM.=228 \Utimate Tensile strength = 2549 x 2218 = 5664 SM=414 12mm dia. Bolts 2 Nos. (Single Shear) ‘Utimate Shearing Strength = 7150 \Utimate Bearing Strength = 4262 SM.=311180 Maa on Tranzmizcion Linez ANNEXURES: ‘Sheet No. 5 of 8 DESIGN OF BOTTOM X.ARM 2080 a 8 | # 3] 3 a . 2158 Stas A200 — —} Design of Lower Member Leng = 1078+ 3.125 = 3.90 STRESS IN MEMBER ASSM-10 (BC Broken) cr = S88, 2x3:125 sy = 1887x880 sess 2xoese * st = 1000390 1504 2150 ‘Compression = 5107 Tension = - L60x6Ox5 (3300/2 = 1650) Utimate Compressive Strength = 1793 x 6.75 = 10308 SM, =201 Unimate Tensile Strength = 2549 x 4.00 = 10196 SM. =~ 12 mm dia. Bolts 3 Nos. (Single shear) Utimate Shearing Strength = 10719 Utimate Bearing Strength = 9165 SM. =179Design of Tower Members 61 ANNEXURE-S ‘Sheet No. 6of 8 DESIGN OF UPPER MEMBER length =V0.864°+ 1.057 + 3.143* = 3.426 STRESS IN MEMBER (ASSM -6) 2520 «3.426 SV =—Sypgep 74996 (Tension) LAS x45 x4 L 226 Tmed * 137 250 Ultimate Tensile strength = 2549 x 2218 = $654 12. mm dia. Bolts 3 Nos. (Single shear) Ultimate Shearing strength = 10718 Ultimate Bearing strength = 7332 SM. = 1.13 SM. = 146 DESIGN OF TRANS. BELT STRESS IN MEMBER (ASSM-10 BC Broken) 10251 st 2213 4 sys = = +3058 a = =2727152 Marna on Trancmizcion Linez ANNEXURE-5 ‘Sheet No. 7 of 8 TRANSVERSE BELT (CONTINUED) LeSx 8526 to. 28 me rin 128 Ultimate Compressive strength = 691 x 7.44 =5141 Ultimate Tensile strength = 2543 5.317 = 13553 FOS.=- 12 mm dia. bolts 2 Nos. (Single shear) Ubimate Shearing strength = = 7146 Ultimate Bearing strength = 7382 FOS.=152 Design of LONG. BELT ‘STRESS IN MEMBER (ASSM-6) sT 102%2.150 = £18 4x3.125 sv zemm2iso =. - 1568 4x 0.864 sloo= = - SL Compression = - Tension = 1586 LAS x45 4 L 215 AL 8 ea Tmin 087 Uhimate Tensile Strength = 2549 x 2.218 = 5654 SM. =356 ‘12 mm dia. Bolts 2 Nos (Single shear) Ultimate Shearing strength = 7450 Uliimate Bearing strength = 4262 SM. = 268Design of Tower Members 1g ANINEXURE-S ‘Sheet No. 8 of 8 DESIGN OF PLAN BRACING Length of Bracing = /2 150 > 2.150 040 STRESS IN MEMBER (ASSM-S - B.C. Broken) (1465 x42) (1465) oo e JE = 494 (Compression & Tension) 412.150 4 15 x45 04 he] LE = 47 min Tmn ~ O87 Utimate Compressive strength = 660x347 =2290 SM.= 4.63 Ultimate Tensile strength = 2549 x 2.218, =5644 SM. = 1144 12. mm dia. Bolt 1 No, (Single shear) Uttimate Shearing strength = 3573 Utimate Bearing strength = 2131 SM.=431Numbers COMPUTER AIDED ANALYSIS Four Fi Te Line diagram showing Four Faces of Tower with Nodeae lege 3/ |e 4 ORES 8 a N 8156 MEMBER NUMBERS & NODE NUMBERS FOR SD-ANALYSIS. Manual on Trancmizzion Linas BOTTOM PLAN OF TOP CROSS ARH BOTTOM PLAN OF MIDDLE CROSS ARM ANNEXURE-6 ‘Sheet No. 2: BOTTOM PLAN OF BOTTOM CROSS ARM of 3 ISOMETRIC VIEW