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2.1 General .............................................................................................................................4 2.2 Loads ...............................................................................................................................4 2.3 Material Properties ..........................................................................................................5 2.4 Foundation Type and Geotechnical Parameters ...........................................................5 3. STRUCTURAL DESIGN ...................................................................................................6
3.1 Tower ...............................................................................................................................6 3.2 Foundation ......................................................................................................................6 4. CONCLUSION ..................................................................................................................7
ENCLOSURE – E .............................................................................................................................35
ENCLOSURE – F .............................................................................................................................68
ENCLOSURE – G ............................................................................................................................85
Project : 50m Tower for SLT Doc. Title : 50m Tower Design Report Doc. no. : SLT-AEA-TD-R-0001
Date : 26th Sep 2010 Rev. : 00 Page : 3
1. INTRODUCTION
This report comprises of the structural design carried out for a 50m telecommunication tower to be built at Chunnakkam
MSTower software is used for the analysis and design of the steel tower structure
The design is carried out in accordance with the design information provided by Client and relevant Codes of Practice
Project : 50m Tower for SLT Doc. Title : 50m Tower Design Report Doc. no. : SLT-AEA-TD-R-0001
Date : 26th Sep 2010 Rev. : 00 Page : 4
2. DESIGN PARAMETERS
2.1 General
Tower height is 50m
Tower type is four legged, self-supporting latticed steel structure made out of L-angle
Tower consists of 15 sections
Tower design is carried out in accordance with BS8100: Lattice Towers and Masts
Slenderness limits for the tower members are as follows;
Leg Members : 150
Other Members : 180
Limit on twist and sway in operational condition is 0.5 degrees
2.2 Loads
Design wind speeds
Operational Wind Speed : 140km/h (3s gust)
Survival Wind Speed : 180km/h (3s gust)
Conversion factor for the 3s gust wind speed to hourly mean wind speed is taken as 0.66
Platform loads are taken as 0.4m2 on any face in accordance with BS8100
Ladder and feeder loading taken in accordance with BS8100 are as follows;
Face Area Af : 0.50m2/m
Perpendicular Area As : 0.25m2/m
The cables are taken as one cable per one antenna and cables were distributed evenly along the cable bunch surface
Antenna loading taken for the analysis and design of the structure is taken from the Client’s Brief and the antenna detail file is shown in Enclosure A
Partial safety factor for loading is taken as 1.2
Structure class is taken as Class B
Project : 50m Tower for SLT Doc. Title : 50m Tower Design Report Doc. no. : SLT-AEA-TD-R-0001
Date : 26th Sep 2010 Rev. : 00 Page : 5
2.3 Material Properties
The properties of the structural steel used in the tower are as follows;
Steel Grade Thickness mm
Yield Strength (fy) N/mm2
Q235 ≤ 16 235
Q345 ≤ 16 345 16~40 335
All the bolts used are Grade 8.8 and the properties are as follows;
Bolt Grade Tensile Strength N/mm2
Shear Strength N/mm2
8.8 785 300
A material safety factor of 1.2 is used in accordance with BS8100
The concrete grade used is C25 for all the structural elements
Reinforcement used are high yield deformed bar 2 type with characteristic yield strength of 460N/mm2
2.4 Foundation Type and Geotechnical Parameters
The foundation type is considered as shallow foundation
Two foundation options are given as with undercut and without undercut to choose in accordance with the site condition
The following geotechnical parameters are used in accordance with the site investigation report;
Allowable Bearing Capacity of Soil = 350kN/m2
Site investigation report is shown in Annexure B
The density of limestone is assumed as 19kN/m3
Foundation design is carried out in accordance with BS8110: Structural Use of Concrete
Project : 50m Tower for SLT Doc. Title : 50m Tower Design Report Doc. no. : SLT-AEA-TD-R-0001
Date : 26th Sep 2010 Rev. : 00 Page : 6
3. STRUCTURAL DESIGN
3.1 Tower
The structural design of tower is carried out in accordance with BS8100: Lattice Towers and Masts
The load combinations used as are as follows;
Comb1 – 1.00 x Dead + 1.00 x Wind
Comb2 – 1.05 x Dead + 1.00 x Wind
Comb3 – 0.95 x Dead + 1.00 x Wind
A partial safety factor of 1.2 is automatically applied by the software in accordance with BS8100 alongside with the gust factors
The tower data file is shown in Enclosure C
The tower loading file is shown in Enclosure D
The tower design output file is shown in Enclosure E
3.2 Foundation
The foundation is designed in accordance with BS8110: Structural Use of Concrete
Without undercut and with undercut designs are attached in Enclosure F and Enclosure G respectively
Project : 50m Tower for SLT Doc. Title : 50m Tower Design Report Doc. no. : SLT-AEA-TD-R-0001
Date : 26th Sep 2010 Rev. : 00 Page : 7
4. CONCLUSION
The tower and foundation designs provided are satisfactory to accommodate the provided antennas in the given azimuths for the considered operational and survival wind speeds
5. REFERENCES
[1] “Lattice Towers and Masts”: BS8100
[2] “Structural Use of Concrete”: BS8110
[3] Design Data provided by the Client
[4] “Technical Specifications for Towers”: URCS manual of SLT/FM/UR/CV/01/11
Project : 50m Tower for SLT Doc. Title : 50m Tower Design Report Doc. no. : SLT-AEA-TD-R-0001
Date : 26th Sep 2010 Rev. : 00 Page : 8
ENCLOSURE – A
(Antenna Details)
Existing antennas
No Operator & Purpose Antenna TypeDiameter or Length(m)
width of sectors(m) # of Antennas'
Antenna weight(Kg)
Antenna Height (m) AzimuthTotal Weight (Kg) legs used
sectors(m) Azimuth Weight(kg) Dimensions legs used
10 3 50 0.3 0',120',240' 22x3 2.4m high CDA11 6 47 0.3 0',120',240' 22x6 2.4m high CDA12 9 41,38 0.3 0',120',240',60',180',300' 25x9 280cm x 15cm x 10cm CDA,DBA,DBA
Tower legsN
Notes1. RRUs and Yagi antennas were not considered for the design2. 2 number of 0.6m antennas were used for the Grid Pack3. Antenna no. 12 Panel heights were modified to accommodate the actual conditions as per the Cilent's comments
Panel/sector Antennas
C D
BA
Project : 50m Tower for SLT Doc. Title : 50m Tower Design Report Doc. no. : SLT-AEA-TD-R-0001
Date : 26th Sep 2010 Rev. : 00 Page : 10
ENCLOSURE – B
(Site Investigation Report)
Project : 50m Tower for SLT Doc. Title : 50m Tower Design Report Doc. no. : SLT-AEA-TD-R-0001
Date : 26th Sep 2010 Rev. : 00 Page : 23
ENCLOSURE – C
(Tower Data)
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Typewritten Text
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TITL1 50m,180kmphTITL2 Designed by Dilina UNITS 1 $ 1=metric, 4=US
PROFILE FACES 4 WBASE 7.0200 RLBAS 0.0000 $ TODO: $ Remove '$' and replace '?' with appropriate $ section numbers in following PANEL blocks.
PANEL 1 HT 2.500 TW 2.200 FACE XH1 LEG 1 BR1 11 H 11 R 0 PLAN PL2A PB1 11 PB2 11 PB3 0 PB4 0 TOP BOLT LEG 6 M20-82 BR 1 M16-8 H 1 M16-8 PB 1 M16-8 R 1 M16-8 H 1 M16-8 HP 1 M16-8
PANEL 2 HT 2.500 TW 2.200 FACE XH1 LEG 1 BR1 11 H 11 R 0
PANEL 3 HT 2.500 TW 2.200 FACE XH1 LEG 2 BR 12 H 11 R 0 PLAN PL2A PB1 11 PB2 11 TOP
PANEL 4 HT 2.500 TW 2.200 FACE XH1 LEG 2 BR 14 H 11 R 0 BOLT LEG 6 M20-82 BR 1 M22-8
PANEL 5 HT 2.500 TW 2.200 FACE XH1 LEG 3 BR1 14 H1 11 R 0 PLAN PL2A PB1 11 PB2 11 TOP BOLT LEG 6 M20-82 BR 1 M20-8
PANEL 6 HT 2.500 FACE XH1 LEG 3 BR1 15 H1 11 R 0
PANEL 7 HT 2.500 FACE XH1 LEG 4 BR1 15 H1 11 R 0 PLAN PL2A PB1 0 PB2 14 XIP BOLT LEG 8 M20-82 BR 2 M16-8
PANEL 8 HT 2.500 FACE XH1 LEG 4 BR1 15 H1 11 R 0 PLAN PL2A PB1 0 PB2 15 XIP
PANEL 9 HT 2.500 FACE XH1 LEG 5 BR1 16 H1 12 R 0 PLAN PL2A PB1 0 PB2 16 XIP BOLT LEG 6 M24-82 PANEL 10 HT 2.500 FACE XH1 LEG 5 BR1 17 H1 0 R 0 PLAN PP4 PB1 14 PB2 14 PB3 11 PB4 11 PB5 0 PB6 0 XIP
PANEL 11 HT 5.000 FACE XH3 LEG 6 BR1 19 R 11 H1 0 PLAN PP4 PB1 14 PB2 14 PB3 11 PB4 11 PB5 0 PB6 0 XIP HIP HX2 HP1 12 HP2 0 HP3 0 HP4 0 HP5 0 HP6 0 HP7 12 BOLT LEG 8 M24-82
PANEL 12 HT 5.000 FACE XH3 LEG 7 BR1 20 R 11 PLAN PP4 PB1 14 PB2 14 PB3 11 PB4 11 PB5 0 PB6 0 XIP HIP HX2 HP1 12 HP2 0 HP3 0 HP4 0 HP5 0 HP6 0 HP7 12 BOLT LEG 8 M24-82 BR 2 M16-8
SUPPORTS $ TODO - support list goes here $ syntax: $ { COORD x y z | LEG abcd } ... $ { PINNED | FIXED [ BUT { releases | springs } ] } $ END
SECTIONS
LIBR P:Ds IFACT 0.1 $ LEGS
1 EA75x75x5 Y FY 345 BH 43 CONNECT C $$ 2 x 20 mm bolts in 21.5 holes 2 EA90x90x7 Y FY 345 BH 43 CONNECT C 3 EA100x100x10 Y FY 345 BH 43 CONNECT C 4 EA110x110x10 Y FY 345 BH 43 CONNECT C 5 EA110x110x12 Y FY 345 BH 51 CONNECT C $$ 2 x 24 mm bolts in 21.5 holes 6 EA125x125x12 Y FY 345 BH 51 CONNECT C 7 EA140x140x12 Y FY 345 BH 51 CONNECT C 8 EA160x160x14 Y FY 345 BH 51 CONNECT C 9 EA160x160x16 Y FY 345 BH 51 CONNECT C
$ BRACES
11 EA50x50x5 Y FY 235 BH 17.5 CONNECT L $$ 16 mm bolt in 17.5 holes 12 EA56x56x5 Y FY 235 BH 17.5 CONNECT L 14 EA63x63x5 Y FY 235 BH 17.5 CONNECT L 15 EA70x70x5 Y FY 235 BH 17.5 CONNECT L 16 EA75x75x5 Y FY 235 BH 17.5 CONNECT L 17 EA75x75x6 Y FY 235 BH 17.5 CONNECT L 18 EA80x80x6 Y FY 235 BH 17.5 CONNECT L 19 EA80x80x7 Y FY 235 BH 17.5 CONNECT L 20 EA90x90x6 Y FY 235 BH 17.5 CONNECT L 21 EA90x90x7 Y FY 235 BH 17.5 CONNECT L 22 EA90x90x8 Y FY 235 BH 17.5 CONNECT L
$ Data taken from template file TDSTD.TD in Data directory or if not available, Program directory.
END
MATERIAL $ TODO - material properties go here. NB, one material only. $ $ format of material properties $ E e PR pr DENS dens ALPHA alpha END
BOLTDATA
$ See file BOLTS in Program area for more Bolt information and American information
$ bolt_id grade D dia AS as FY fy FU fu FV fv [X x Y y Z z NSP nsp LJ
2
lj]
M24-82 GR8.8 D 24 AS 452 FY 628 FU 785 FV 300 NSP 2 $ 2 SHEAR PLANES M22-82 GR8.8 D 22 AS 380 FY 628 FU 785 FV 300 NSP 2 M20-82 GR8.8 D 20 AS 314 FY 628 FU 785 FV 300 NSP 2
M24-8 GR8.8 D 24 AS 452 FY 628 FU 785 FV 300 M22-8 GR8.8 D 22 AS 380 FY 628 FU 785 FV 300 M20-8 GR8.8 D 20 AS 314 FY 628 FU 785 FV 300 M16-8 GR8.8 D 16 AS 201 FY 628 FU 785 FV 300 M12-8 GR8.8 D 12 AS 113 FY 628 FU 785 FV 300
END
END
3
Project : 50m Tower for SLT Doc. Title : 50m Tower Design Report Doc. no. : SLT-AEA-TD-R-0001
Date : 26th Sep 2010 Rev. : 00 Page : 28
ENCLOSURE – D
(Tower Loading)
$ Basic loading file $ Additional data may be necessary to model the tower loading $ adequately. Check documentation for meaning of parameters.
PARAMETERS ANGN 90.0 CODE BS8100 VB 33.00 MEAN $ hourly mean PSF-V 1.20 PSF-M 1.20 RPSERV 3 $ return period, service OVERLAP 0 END $ Complete terrain block by supplying data for different wind angles $ NB wind angle is bearing measured east-of-north. $ Refer to manual for meaning of parameters TERRAIN ANGLE 0 TCAT 2 $ HH hh BETAH betah XLEE xlee $ END LOADS CASE 100 Dead Load DL $ additional node loads if required $ NDLD node-list FX fx FY fy FZ fz $ CASE 200 Miscellaneaous $ MI $ NDLD node-list FX fx FY fy FZ fz CASE 1000 Wind at 0.0 to X axis WL ANGLX 0.0 NOICE
CASE 1020 Wind at 45.0 to X axis WL ANGLX 45.0 NOICE
CASE 1040 Wind at 90.0 to X axis WL ANGLX 90.0 NOICE
CASE 1060 Wind at 135.0 to X axis WL ANGLX 135.0 NOICE
CASE 1080 Wind at 180.0 to X axis WL ANGLX 180.0 NOICE
CASE 1100 Wind at 225.0 to X axis WL ANGLX 225.0 NOICE
CASE 1120 Wind at 270.0 to X axis WL ANGLX 270.0 NOICE
CASE 1140 Wind at 315.0 to X axis WL ANGLX 315.0 NOICE
$ Check that the factors used in load combinations $ are consistent with the code to be used in checking $ member strength and tower displacements. CASE 3000 Max DL COMBIN 100 1.05
CASE 4000 Min DL + Wind at 0.0 to X NOICE COMBIN 100 0.90 COMBIN 1000 1.00
CASE 4020 Max DL + Wind at 0.0 to X NOICE COMBIN 100 1.05 COMBIN 1000 1.00
CASE 4040 Min DL + Wind at 45.0 to X NOICE COMBIN 100 0.90 COMBIN 1020 1.00
CASE 4060 Max DL + Wind at 45.0 to X NOICE COMBIN 100 1.05 COMBIN 1020 1.00
CASE 4080 Min DL + Wind at 90.0 to X NOICE COMBIN 100 0.90 COMBIN 1040 1.00
1
CASE 4100 Max DL + Wind at 90.0 to X NOICE COMBIN 100 1.05 COMBIN 1040 1.00
CASE 4120 Min DL + Wind at 135.0 to X NOICE COMBIN 100 0.90 COMBIN 1060 1.00
CASE 4140 Max DL + Wind at 135.0 to X NOICE COMBIN 100 1.05 COMBIN 1060 1.00
CASE 4160 Min DL + Wind at 180.0 to X NOICE COMBIN 100 0.90 COMBIN 1080 1.00
CASE 4180 Max DL + Wind at 180.0 to X NOICE COMBIN 100 1.05 COMBIN 1080 1.00
CASE 4200 Min DL + Wind at 225.0 to X NOICE COMBIN 100 0.90 COMBIN 1100 1.00
CASE 4220 Max DL + Wind at 225.0 to X NOICE COMBIN 100 1.05 COMBIN 1100 1.00
CASE 4240 Min DL + Wind at 270.0 to X NOICE COMBIN 100 0.90 COMBIN 1120 1.00
CASE 4260 Max DL + Wind at 270.0 to X NOICE COMBIN 100 1.05 COMBIN 1120 1.00
CASE 4280 Min DL + Wind at 315.0 to X NOICE COMBIN 100 0.90 COMBIN 1140 1.00
CASE 4300 Max DL + Wind at 315.0 to X NOICE COMBIN 100 1.05 COMBIN 1140 1.00
END ANCILLARIES LINEAR LIB P:DS_lin FEEDER XB 0 YB 0 ZB 0 XT 0 YT 0 ZT 50 ANG 0 LIB LAD-FED
LARGE LIB P:DS_anc $WSA XA 0 YA 0 ZA 50 ANG -45 LIB 16SQM $ AMASS mass ATTACH n1 n2 n3 n4 SLTS1 XA -1.100 YA 1.100 ZA 44.5 ANG 0 LIB DS-2252*300*125 SLTS2 XA 1.100 YA 1.100 ZA 44.5 ANG 120 LIB DS-2252*300*125 SLTS3 XA -1.100 YA -1.100 ZA 44.5 ANG 240 LIB DS-2252*300*125
MOBS1 XA -1.100 YA 1.100 ZA 41.0 ANG 0 LIB DS-2500*300*125 MOBS2 XA 1.100 YA 1.100 ZA 41.0 ANG 120 LIB DS-2500*300*125 MOBS3 XA -1.100 YA -1.100 ZA 41.0 ANG 240 LIB DS-2500*300*125
DLGS1 XA -1.462 YA 1.462 ZA 34.0 ANG 0 LIB DS-2500*300*125 DLGS2 XA 1.462 YA 1.462 ZA 34.0 ANG 120 LIB DS-2500*300*125 DLGS3 XA -1.462 YA -1.462 ZA 34.0 ANG 240 LIB DS-2500*300*125
PROS1 XA -1.100 YA 1.100 ZA 50.0 ANG 0 LIB DS-2400*300*125 PROS2 XA 1.100 YA 1.100 ZA 50.0 ANG 120 LIB DS-2400*300*125 PROS3 XA -1.100 YA -1.100 ZA 50.0 ANG 240 LIB DS-2400*300*125
PROS4 XA -1.100 YA 1.100 ZA 47.0 ANG 0 LIB DS-2400*300*125 PROS5 XA 1.100 YA 1.100 ZA 47.0 ANG 120 LIB DS-2400*300*125 PROS6 XA -1.100 YA -1.100 ZA 47.0 ANG 240 LIB DS-2400*300*125
PROS41 XA -1.100 YA 1.100 ZA 47.0 ANG 0 LIB DS-2400*300*125 PROS51 XA 1.100 YA 1.100 ZA 47.0 ANG 120 LIB DS-2400*300*125 PROS61 XA -1.100 YA -1.100 ZA 47.0 ANG 240 LIB DS-2400*300*125
PROS7 XA -1.100 YA 1.100 ZA 41.0 ANG 0 LIB DS-2800*150*100 PROS8 XA 1.100 YA 1.100 ZA 41.0 ANG 120 LIB DS-2800*150*100 PROS9 XA -1.100 YA -1.100 ZA 41.0 ANG 240 LIB DS-2800*150*100
PROS10 XA 1.220 YA 1.220 ZA 38.0 ANG 60 LIB DS-2800*150*100 PROS11 XA 1.220 YA -1.220 ZA 38.0 ANG 180 LIB DS-2800*150*100 PROS12 XA -1.220 YA -1.220 ZA 38.0 ANG 300 LIB DS-2800*150*100
PROS14 XA 1.220 YA 1.220 ZA 38.0 ANG 60 LIB DS-2800*150*100
2
PROS15 XA 1.220 YA -1.220 ZA 38.0 ANG 180 LIB DS-2800*150*100 PROS16 XA -1.220 YA -1.220 ZA 38.0 ANG 300 LIB DS-2800*150*100
MOBMW1 XA 1.281 YA -1.281 ZA 37.0 ANG 190 LIB DS-0.6
SLTMW1 XA 1.329 YA 1.329 ZA 36.2 ANG 30 LIB DS-0.6 SLTMW2 XA -2.010 YA 2.010 ZA 24.9 ANG 280 LIB DS-1.5 SLTMW3 XA -1.220 YA -1.220 ZA 38.0 ANG 10 LIB DS-0.6 SLTMW4 XA -1.220 YA -1.220 ZA 38.0 ANG 10 LIB DS-0.6
DLGMW1 XA -1.956 YA -1.956 ZA 25.8 ANG 290 LIB DS-1.5
FACE WP FACE 1234 ZA 50 MASS 22 CN 1 AREA 0.40 FLAT RP4 FACE 1234 ZA 45 MASS 22 CN 1 AREA 0.40 FLAT RP3 FACE 1234 ZA 35 MASS 22 CN 1 AREA 0.40 FLAT RP2 FACE 1234 ZA 25 MASS 22 CN 1 AREA 0.40 FLAT RP1 FACE 1234 ZA 15 MASS 22 CN 1 AREA 0.40 FLAT
END END
3
$ Basic loading file $ Additional data may be necessary to model the tower loading $ adequately. Check documentation for meaning of parameters.
PARAMETERS ANGN 90.0 CODE BS8100 VB 25.67 MEAN $ hourly mean PSF-V 1.20 PSF-M 1.20 RPSERV 3 $ return period, service OVERLAP 0 END $ Complete terrain block by supplying data for different wind angles $ NB wind angle is bearing measured east-of-north. $ Refer to manual for meaning of parameters TERRAIN ANGLE 0 TCAT 2 $ HH hh BETAH betah XLEE xlee $ END LOADS CASE 100 Dead Load DL $ additional node loads if required $ NDLD node-list FX fx FY fy FZ fz $ CASE 200 Miscellaneaous $ MI $ NDLD node-list FX fx FY fy FZ fz CASE 1000 Wind at 0.0 to X axis WL ANGLX 0.0 NOICE
CASE 1020 Wind at 45.0 to X axis WL ANGLX 45.0 NOICE
CASE 1040 Wind at 90.0 to X axis WL ANGLX 90.0 NOICE
CASE 1060 Wind at 135.0 to X axis WL ANGLX 135.0 NOICE
CASE 1080 Wind at 180.0 to X axis WL ANGLX 180.0 NOICE
CASE 1100 Wind at 225.0 to X axis WL ANGLX 225.0 NOICE
CASE 1120 Wind at 270.0 to X axis WL ANGLX 270.0 NOICE
CASE 1140 Wind at 315.0 to X axis WL ANGLX 315.0 NOICE
$ Check that the factors used in load combinations $ are consistent with the code to be used in checking $ member strength and tower displacements. CASE 3000 DL COMBIN 100 1.05
CASE 4000 DL + Wind at 0.0 to X NOICE COMBIN 100 1.00 COMBIN 1000 1.00
CASE 4040 DL + Wind at 45.0 to X NOICE COMBIN 100 1.00 COMBIN 1020 1.00
CASE 4080 DL + Wind at 90.0 to X NOICE
1
COMBIN 100 1.00 COMBIN 1040 1.00
CASE 4120 DL + Wind at 135.0 to X NOICE COMBIN 100 1.00 COMBIN 1060 1.00
CASE 4160 DL + Wind at 180.0 to X NOICE COMBIN 100 1.00 COMBIN 1080 1.00
CASE 4200 DL + Wind at 225.0 to X NOICE COMBIN 100 1.00 COMBIN 1100 1.00
CASE 4240 DL + Wind at 270.0 to X NOICE COMBIN 100 1.00 COMBIN 1120 1.00
CASE 4280 DL + Wind at 315.0 to X NOICE COMBIN 100 1.00 COMBIN 1140 1.00
END ANCILLARIES LINEAR LIB P:DS_lin FEEDER XB 0 YB 0 ZB 0 XT 0 YT 0 ZT 50 ANG 0 LIB LAD-FED
LARGE LIB P:DS_anc $WSA XA 0 YA 0 ZA 50 ANG -45 LIB 16SQM $ AMASS mass ATTACH n1 n2 n3 n4 SLTS1 XA -1.100 YA 1.100 ZA 44.5 ANG 0 LIB DS-2252*300*125 SLTS2 XA 1.100 YA 1.100 ZA 44.5 ANG 120 LIB DS-2252*300*125 SLTS3 XA -1.100 YA -1.100 ZA 44.5 ANG 240 LIB DS-2252*300*125
MOBS1 XA -1.100 YA 1.100 ZA 41.0 ANG 0 LIB DS-2500*300*125 MOBS2 XA 1.100 YA 1.100 ZA 41.0 ANG 120 LIB DS-2500*300*125 MOBS3 XA -1.100 YA -1.100 ZA 41.0 ANG 240 LIB DS-2500*300*125
DLGS1 XA -1.462 YA 1.462 ZA 34.0 ANG 0 LIB DS-2500*300*125 DLGS2 XA 1.462 YA 1.462 ZA 34.0 ANG 120 LIB DS-2500*300*125 DLGS3 XA -1.462 YA -1.462 ZA 34.0 ANG 240 LIB DS-2500*300*125
PROS1 XA -1.100 YA 1.100 ZA 50.0 ANG 0 LIB DS-2400*300*125 PROS2 XA 1.100 YA 1.100 ZA 50.0 ANG 120 LIB DS-2400*300*125 PROS3 XA -1.100 YA -1.100 ZA 50.0 ANG 240 LIB DS-2400*300*125
PROS4 XA -1.100 YA 1.100 ZA 47.0 ANG 0 LIB DS-2400*300*125 PROS5 XA 1.100 YA 1.100 ZA 47.0 ANG 120 LIB DS-2400*300*125 PROS6 XA -1.100 YA -1.100 ZA 47.0 ANG 240 LIB DS-2400*300*125
PROS41 XA -1.100 YA 1.100 ZA 47.0 ANG 0 LIB DS-2400*300*125 PROS51 XA 1.100 YA 1.100 ZA 47.0 ANG 120 LIB DS-2400*300*125 PROS61 XA -1.100 YA -1.100 ZA 47.0 ANG 240 LIB DS-2400*300*125
PROS7 XA -1.100 YA 1.100 ZA 41.0 ANG 0 LIB DS-2800*150*100 PROS8 XA 1.100 YA 1.100 ZA 41.0 ANG 120 LIB DS-2800*150*100 PROS9 XA -1.100 YA -1.100 ZA 41.0 ANG 240 LIB DS-2800*150*100
PROS10 XA 1.220 YA 1.220 ZA 38.0 ANG 60 LIB DS-2800*150*100 PROS11 XA 1.220 YA -1.220 ZA 38.0 ANG 180 LIB DS-2800*150*100 PROS12 XA -1.220 YA -1.220 ZA 38.0 ANG 300 LIB DS-2800*150*100
PROS14 XA 1.220 YA 1.220 ZA 38.0 ANG 60 LIB DS-2800*150*100 PROS15 XA 1.220 YA -1.220 ZA 38.0 ANG 180 LIB DS-2800*150*100 PROS16 XA -1.220 YA -1.220 ZA 38.0 ANG 300 LIB DS-2800*150*100
MOBMW1 XA 1.281 YA -1.281 ZA 37.0 ANG 190 LIB DS-0.6
SLTMW1 XA 1.329 YA 1.329 ZA 36.2 ANG 30 LIB DS-0.6 SLTMW2 XA -2.010 YA 2.010 ZA 24.9 ANG 280 LIB DS-1.5 SLTMW3 XA -1.220 YA -1.220 ZA 38.0 ANG 10 LIB DS-0.6 SLTMW4 XA -1.220 YA -1.220 ZA 38.0 ANG 10 LIB DS-0.6
2
DLGMW1 XA -1.956 YA -1.956 ZA 25.8 ANG 290 LIB DS-1.5
FACE WP FACE 1234 ZA 50 MASS 22 CN 1 AREA 0.40 FLAT RP4 FACE 1234 ZA 45 MASS 22 CN 1 AREA 0.40 FLAT RP3 FACE 1234 ZA 35 MASS 22 CN 1 AREA 0.40 FLAT RP2 FACE 1234 ZA 25 MASS 22 CN 1 AREA 0.40 FLAT RP1 FACE 1234 ZA 15 MASS 22 CN 1 AREA 0.40 FLAT
END END
3
Project : 50m Tower for SLT Doc. Title : 50m Tower Design Report Doc. no. : SLT-AEA-TD-R-0001
Date : 26th Sep 2010 Rev. : 00 Page : 35
ENCLOSURE – E
(Tower Design Output)
MSTOWER V6 Member checking to BS8100:Part3:1999 (080909)
Job: 50M,180KMPH Title: 50M,180KMPH DESIGNED BY DILINA Date: 17-OCT-11 06:34:51
-- L O A D C A S E S --Case Y/N Title 100 N DEAD LOAD1000 N WIND AT 0.0 TO X AXIS1001 N from Case 1000 - P'aw = Ga.Paw1002 N from Case 1000 - Ptw + Paw + Pcw1020 N WIND AT 45.0 TO X AXIS1021 N from Case 1020 - P'aw = Ga.Paw1022 N from Case 1020 - Ptw + Paw + Pcw1040 N WIND AT 90.0 TO X AXIS1041 N from Case 1040 - P'aw = Ga.Paw1042 N from Case 1040 - Ptw + Paw + Pcw1060 N WIND AT 135.0 TO X AXIS1061 N from Case 1060 - P'aw = Ga.Paw1062 N from Case 1060 - Ptw + Paw + Pcw1080 N WIND AT 180.0 TO X AXIS1081 N from Case 1080 - P'aw = Ga.Paw1082 N from Case 1080 - Ptw + Paw + Pcw1100 N WIND AT 225.0 TO X AXIS1101 N from Case 1100 - P'aw = Ga.Paw1102 N from Case 1100 - Ptw + Paw + Pcw1120 N WIND AT 270.0 TO X AXIS1121 N from Case 1120 - P'aw = Ga.Paw1122 N from Case 1120 - Ptw + Paw + Pcw1140 N WIND AT 315.0 TO X AXIS1141 N from Case 1140 - P'aw = Ga.Paw1142 N from Case 1140 - Ptw + Paw + Pcw3000 Y MAX DL4000 Y MIN DL + WIND AT 0.0 TO X NOICE4020 Y MAX DL + WIND AT 0.0 TO X NOICE4040 Y MIN DL + WIND AT 45.0 TO X NOICE4060 Y MAX DL + WIND AT 45.0 TO X NOICE4080 Y MIN DL + WIND AT 90.0 TO X NOICE4100 Y MAX DL + WIND AT 90.0 TO X NOICE4120 Y MIN DL + WIND AT 135.0 TO X NOICE4140 Y MAX DL + WIND AT 135.0 TO X NOICE4160 Y MIN DL + WIND AT 180.0 TO X NOICE
1
4180 Y MAX DL + WIND AT 180.0 TO X NOICE4200 Y MIN DL + WIND AT 225.0 TO X NOICE4220 Y MAX DL + WIND AT 225.0 TO X NOICE4240 Y MIN DL + WIND AT 270.0 TO X NOICE4260 Y MAX DL + WIND AT 270.0 TO X NOICE4280 Y MIN DL + WIND AT 315.0 TO X NOICE4300 Y MAX DL + WIND AT 315.0 TO X NOICE
Y = Cases to be checked N = Not Used
Report Units: Dims., lengths, areas ... mm, mm2 Forces ..................... kN Stresses ..............N/mm2 (MPa)
Partial safety factor on strength: Members: 1.20 Bolts: 1.20
Symbols: fy = yield stress nb = no. bolts in end connection. P = design force. C = continuity classification: 2 - continuous both ends, symmetric 3 - continuous both ends, unsymmetric 4 - continuous one end 5 - discontinuous K = effective length factor, Table 2 and 3. N = design capacity. * = Load/Capacity > 1.0 # = Exceeds code slenderness limits.
Note: * Members are checked for axial force only; additional member checks are required if members are subject to significant bending moments. * Buckling restraints assume fully triangulated bracing patterns; additional checks of member capacity and buckling restraints may be required if non-triangulated bracing is used. * Members are not checked for manloads or maintenance loads.
|-------------Compression------------| |--------Tension------| |-----------------Bolts----------------| Pnl Members Typ Size fy nb Case P C K L/r N P/N Case P N P/N Case P Dia Grade Type N P/N 1 1- 2 LEG EA75X75X5 345 6 4140 9 4 0.905 84v 120 0.073 4280 6 147 0.039 4140 9 20 GR8.8 2S 345 0.026
Mass Summary Sect Size fy L (m) M (kg) 1 EA75X75X5 Y 345 20.00 113.82 2 EA90X90X7 Y 345 20.00 191.54 3 EA100X100X10 Y 345 20.07 299.38 4 EA110X110X10 Y 345 20.07 330.89 5 EA110X110X12 Y 345 20.07 393.29 6 EA125X125X12 Y 345 20.07 450.02 7 EA140X140X12 Y 345 20.07 506.74 8 EA160X160X14 Y 345 40.14 1350.05 9 EA160X160X16 Y 345 20.07 766.42 11 EA50X50X5 Y 235 387.08 1458.52 12 EA56X56X5 Y 235 162.43 682.18 14 EA63X63X5 Y 235 222.99 1059.04 15 EA70X70X5 Y 235 206.00 1091.53 16 EA75X75X5 Y 235 71.65 407.79 17 EA75X75X6 Y 235 36.79 249.52 18 EA80X80X6 Y 235 17.26 126.67 19 EA80X80X7 Y 235 71.82 603.85 20 EA90X90X6 Y 235 56.12 466.98 21 EA90X90X7 Y 235 59.59 570.74 22 EA90X90X8 Y 235 130.29 1421.65 -------- 12540.62Mstower V6 Reactions (060619)
50M,180KMPH,16M2 DESIGNED BY DILINA
-- L O A D C A S E S --Case Y/N Title 100 N DEAD LOAD1000 N WIND AT 0.0 TO X AXIS1001 N from Case 1000 - P'aw = Ga.Paw1002 N from Case 1000 - Ptw + Paw + Pcw1020 N WIND AT 45.0 TO X AXIS
13
1021 N from Case 1020 - P'aw = Ga.Paw1022 N from Case 1020 - Ptw + Paw + Pcw1040 N WIND AT 90.0 TO X AXIS1041 N from Case 1040 - P'aw = Ga.Paw1042 N from Case 1040 - Ptw + Paw + Pcw1060 N WIND AT 135.0 TO X AXIS1061 N from Case 1060 - P'aw = Ga.Paw1062 N from Case 1060 - Ptw + Paw + Pcw1080 N WIND AT 180.0 TO X AXIS1081 N from Case 1080 - P'aw = Ga.Paw1082 N from Case 1080 - Ptw + Paw + Pcw1100 N WIND AT 225.0 TO X AXIS1101 N from Case 1100 - P'aw = Ga.Paw1102 N from Case 1100 - Ptw + Paw + Pcw1120 N WIND AT 270.0 TO X AXIS1121 N from Case 1120 - P'aw = Ga.Paw1122 N from Case 1120 - Ptw + Paw + Pcw1140 N WIND AT 315.0 TO X AXIS1141 N from Case 1140 - P'aw = Ga.Paw1142 N from Case 1140 - Ptw + Paw + Pcw3000 Y MAX DL4000 Y MIN DL + WIND AT 0.0 TO X NOICE4020 Y MAX DL + WIND AT 0.0 TO X NOICE4040 Y MIN DL + WIND AT 45.0 TO X NOICE4060 Y MAX DL + WIND AT 45.0 TO X NOICE4080 Y MIN DL + WIND AT 90.0 TO X NOICE4100 Y MAX DL + WIND AT 90.0 TO X NOICE4120 Y MIN DL + WIND AT 135.0 TO X NOICE4140 Y MAX DL + WIND AT 135.0 TO X NOICE4160 Y MIN DL + WIND AT 180.0 TO X NOICE4180 Y MAX DL + WIND AT 180.0 TO X NOICE4200 Y MIN DL + WIND AT 225.0 TO X NOICE4220 Y MAX DL + WIND AT 225.0 TO X NOICE4240 Y MIN DL + WIND AT 270.0 TO X NOICE4260 Y MAX DL + WIND AT 270.0 TO X NOICE4280 Y MIN DL + WIND AT 315.0 TO X NOICE4300 Y MAX DL + WIND AT 315.0 TO X NOICE
Y = Cases to be checked N = Not Used
Centroid of supports: 0.000 0.000 0.000
14
SUPPORT REACTIONS (Applied to tower) Case Node FX FY FZ MX MY MZ 3000 1405 -3.096 3.079 36.972 0.042 0.042 0.000 1415 -3.123 -3.079 37.133 -0.042 0.042 0.000 1435 3.123 -3.139 37.802 -0.043 -0.043 0.000 1455 3.096 3.139 37.641 0.043 -0.043 0.000 Resultant 0.000 0.000 149.549 1.127 4.695 0.000 at centroid
MSTOWER V6 Member checking to BS8100:Part3:1999 (080909)
Job: 50M,140KMPH Title: 50M,140KMPH DESIGNED BY DILINA Date: 17-OCT-11 06:34:51
-- L O A D C A S E S --Case Y/N Title 100 N DEAD LOAD1000 N WIND AT 0.0 TO X AXIS1001 N from Case 1000 - P'aw = Ga.Paw1002 N from Case 1000 - Ptw + Paw + Pcw1020 N WIND AT 45.0 TO X AXIS1021 N from Case 1020 - P'aw = Ga.Paw1022 N from Case 1020 - Ptw + Paw + Pcw1040 N WIND AT 90.0 TO X AXIS1041 N from Case 1040 - P'aw = Ga.Paw1042 N from Case 1040 - Ptw + Paw + Pcw1060 N WIND AT 135.0 TO X AXIS1061 N from Case 1060 - P'aw = Ga.Paw1062 N from Case 1060 - Ptw + Paw + Pcw1080 N WIND AT 180.0 TO X AXIS1081 N from Case 1080 - P'aw = Ga.Paw1082 N from Case 1080 - Ptw + Paw + Pcw1100 N WIND AT 225.0 TO X AXIS1101 N from Case 1100 - P'aw = Ga.Paw1102 N from Case 1100 - Ptw + Paw + Pcw1120 N WIND AT 270.0 TO X AXIS1121 N from Case 1120 - P'aw = Ga.Paw1122 N from Case 1120 - Ptw + Paw + Pcw1140 N WIND AT 315.0 TO X AXIS1141 N from Case 1140 - P'aw = Ga.Paw1142 N from Case 1140 - Ptw + Paw + Pcw3000 Y MAX DL4000 Y MIN DL + WIND AT 0.0 TO X NOICE4020 Y MAX DL + WIND AT 0.0 TO X NOICE4040 Y MIN DL + WIND AT 45.0 TO X NOICE4060 Y MAX DL + WIND AT 45.0 TO X NOICE4080 Y MIN DL + WIND AT 90.0 TO X NOICE4100 Y MAX DL + WIND AT 90.0 TO X NOICE4120 Y MIN DL + WIND AT 135.0 TO X NOICE4140 Y MAX DL + WIND AT 135.0 TO X NOICE4160 Y MIN DL + WIND AT 180.0 TO X NOICE4180 Y MAX DL + WIND AT 180.0 TO X NOICE4200 Y MIN DL + WIND AT 225.0 TO X NOICE4220 Y MAX DL + WIND AT 225.0 TO X NOICE4240 Y MIN DL + WIND AT 270.0 TO X NOICE4260 Y MAX DL + WIND AT 270.0 TO X NOICE4280 Y MIN DL + WIND AT 315.0 TO X NOICE4300 Y MAX DL + WIND AT 315.0 TO X NOICE
Y = Cases to be checked N = Not Used
Report Units: Dims., lengths, areas ... mm, mm2 Forces ..................... kN
1
Stresses ..............N/mm2 (MPa)
Partial safety factor on strength: Members: 1.20 Bolts: 1.20
Symbols: fy = yield stress nb = no. bolts in end connection. P = design force. C = continuity classification: 2 - continuous both ends, symmetric 3 - continuous both ends, unsymmetric 4 - continuous one end 5 - discontinuous K = effective length factor, Table 2 and 3. N = design capacity. * = Load/Capacity > 1.0 # = Exceeds code slenderness limits.
Mstower V6 Reactions (060619)
50M,140KMPH DESIGNED BY DILINA
-- L O A D C A S E S --Case Y/N Title 100 N DEAD LOAD1000 N WIND AT 0.0 TO X AXIS1001 N from Case 1000 - P'aw = Ga.Paw1002 N from Case 1000 - Ptw + Paw + Pcw1020 N WIND AT 45.0 TO X AXIS1021 N from Case 1020 - P'aw = Ga.Paw1022 N from Case 1020 - Ptw + Paw + Pcw1040 N WIND AT 90.0 TO X AXIS1041 N from Case 1040 - P'aw = Ga.Paw1042 N from Case 1040 - Ptw + Paw + Pcw1060 N WIND AT 135.0 TO X AXIS1061 N from Case 1060 - P'aw = Ga.Paw1062 N from Case 1060 - Ptw + Paw + Pcw1080 N WIND AT 180.0 TO X AXIS1081 N from Case 1080 - P'aw = Ga.Paw1082 N from Case 1080 - Ptw + Paw + Pcw1100 N WIND AT 225.0 TO X AXIS1101 N from Case 1100 - P'aw = Ga.Paw1102 N from Case 1100 - Ptw + Paw + Pcw1120 N WIND AT 270.0 TO X AXIS1121 N from Case 1120 - P'aw = Ga.Paw1122 N from Case 1120 - Ptw + Paw + Pcw1140 N WIND AT 315.0 TO X AXIS1141 N from Case 1140 - P'aw = Ga.Paw1142 N from Case 1140 - Ptw + Paw + Pcw3000 Y MAX DL4000 Y MIN DL + WIND AT 0.0 TO X NOICE4020 Y MAX DL + WIND AT 0.0 TO X NOICE4040 Y MIN DL + WIND AT 45.0 TO X NOICE
2
4060 Y MAX DL + WIND AT 45.0 TO X NOICE4080 Y MIN DL + WIND AT 90.0 TO X NOICE4100 Y MAX DL + WIND AT 90.0 TO X NOICE4120 Y MIN DL + WIND AT 135.0 TO X NOICE4140 Y MAX DL + WIND AT 135.0 TO X NOICE4160 Y MIN DL + WIND AT 180.0 TO X NOICE4180 Y MAX DL + WIND AT 180.0 TO X NOICE4200 Y MIN DL + WIND AT 225.0 TO X NOICE4220 Y MAX DL + WIND AT 225.0 TO X NOICE4240 Y MIN DL + WIND AT 270.0 TO X NOICE4260 Y MAX DL + WIND AT 270.0 TO X NOICE4280 Y MIN DL + WIND AT 315.0 TO X NOICE4300 Y MAX DL + WIND AT 315.0 TO X NOICE
Y = Cases to be checked N = Not Used
Centroid of supports: 0.000 0.000 0.000
SUPPORT REACTIONS (Applied to tower) Case Node FX FY FZ MX MY MZ 3000 1405 -3.096 3.079 36.972 0.042 0.042 0.000 1415 -3.123 -3.079 37.133 -0.042 0.042 0.000 1435 3.123 -3.139 37.802 -0.043 -0.043 0.000 1455 3.096 3.139 37.641 0.043 -0.043 0.000 Resultant 0.000 0.000 149.549 1.127 4.695 0.000 at centroid
-- L O A D C A S E S --Case Y/N Title 100 N DEAD LOAD1000 N WIND AT 0.0 TO X AXIS1001 N from Case 1000 - P'aw = Ga.Paw1002 N from Case 1000 - Ptw + Paw + Pcw1020 N WIND AT 45.0 TO X AXIS1021 N from Case 1020 - P'aw = Ga.Paw1022 N from Case 1020 - Ptw + Paw + Pcw1040 N WIND AT 90.0 TO X AXIS1041 N from Case 1040 - P'aw = Ga.Paw1042 N from Case 1040 - Ptw + Paw + Pcw1060 N WIND AT 135.0 TO X AXIS
6
1061 N from Case 1060 - P'aw = Ga.Paw1062 N from Case 1060 - Ptw + Paw + Pcw1080 N WIND AT 180.0 TO X AXIS1081 N from Case 1080 - P'aw = Ga.Paw1082 N from Case 1080 - Ptw + Paw + Pcw1100 N WIND AT 225.0 TO X AXIS1101 N from Case 1100 - P'aw = Ga.Paw1102 N from Case 1100 - Ptw + Paw + Pcw1120 N WIND AT 270.0 TO X AXIS1121 N from Case 1120 - P'aw = Ga.Paw1122 N from Case 1120 - Ptw + Paw + Pcw1140 N WIND AT 315.0 TO X AXIS1141 N from Case 1140 - P'aw = Ga.Paw1142 N from Case 1140 - Ptw + Paw + Pcw3000 Y DL4000 Y DL + WIND AT 0.0 TO X NOICE4040 Y DL + WIND AT 45.0 TO X NOICE4080 Y DL + WIND AT 90.0 TO X NOICE4120 Y DL + WIND AT 135.0 TO X NOICE4160 Y DL + WIND AT 180.0 TO X NOICE4200 Y DL + WIND AT 225.0 TO X NOICE4240 Y DL + WIND AT 270.0 TO X NOICE4280 Y DL + WIND AT 315.0 TO X NOICE
Y = Cases to be checked N = Not Used
Centroid of supports: 0.000 0.000 0.000
SUPPORT REACTIONS (Applied to tower) Case Node FX FY FZ MX MY MZ 3000 1405 -3.096 3.079 36.972 0.042 0.042 0.000 1415 -3.123 -3.079 37.133 -0.042 0.042 0.000 1435 3.123 -3.139 37.802 -0.043 -0.043 0.000 1455 3.096 3.139 37.641 0.043 -0.043 0.000 Resultant 0.000 0.000 149.549 1.127 4.695 0.000 at centroid
-- L O A D C A S E S --Case Y/N Title 100 N DEAD LOAD1000 N WIND AT 0.0 TO X AXIS1001 N from Case 1000 - P'aw = Ga.Paw1002 N from Case 1000 - Ptw + Paw + Pcw1020 N WIND AT 45.0 TO X AXIS1021 N from Case 1020 - P'aw = Ga.Paw1022 N from Case 1020 - Ptw + Paw + Pcw1040 N WIND AT 90.0 TO X AXIS1041 N from Case 1040 - P'aw = Ga.Paw1042 N from Case 1040 - Ptw + Paw + Pcw1060 N WIND AT 135.0 TO X AXIS1061 N from Case 1060 - P'aw = Ga.Paw1062 N from Case 1060 - Ptw + Paw + Pcw1080 N WIND AT 180.0 TO X AXIS1081 N from Case 1080 - P'aw = Ga.Paw1082 N from Case 1080 - Ptw + Paw + Pcw1100 N WIND AT 225.0 TO X AXIS1101 N from Case 1100 - P'aw = Ga.Paw1102 N from Case 1100 - Ptw + Paw + Pcw1120 N WIND AT 270.0 TO X AXIS1121 N from Case 1120 - P'aw = Ga.Paw1122 N from Case 1120 - Ptw + Paw + Pcw1140 N WIND AT 315.0 TO X AXIS1141 N from Case 1140 - P'aw = Ga.Paw1142 N from Case 1140 - Ptw + Paw + Pcw3000 Y DL4000 Y DL + WIND AT 0.0 TO X NOICE4040 Y DL + WIND AT 45.0 TO X NOICE4080 Y DL + WIND AT 90.0 TO X NOICE4120 Y DL + WIND AT 135.0 TO X NOICE
9
4160 Y DL + WIND AT 180.0 TO X NOICE4200 Y DL + WIND AT 225.0 TO X NOICE4240 Y DL + WIND AT 270.0 TO X NOICE4280 Y DL + WIND AT 315.0 TO X NOICE
Project : 50m Tower for SLT Doc. Title : 50m Tower Design Report Doc. no. : SLT-AEA-TD-R-0001
Date : 26th Sep 2010 Rev. : 00 Page : 13
ENCLOSURE – F
(Foundation Design-Without Undercut)
Tower foundation Design - Without Undercut Tower Height 50
50 m Self Supporting Standard Tower foundation - Without Undercut Wndshield Area N/A
Wind Speed 180 kmph/ 140 kmph Foundation Type Pad
Ref Description Output Unit
ULTIMATE LOAD PER LEGCompressive force in vertical direction Cul 1245.20 kNUplift force in vertical direction Tul 1176.50 kNtransverse shear in horizontal direction Ht,ul 118.00 kNlongitudinal shear in horizontal direction Ht,ul 118.00 kN
WORKING LOAD PER LEG (Survival 4)Design compressive force in vertical direction C 766.20 kNcal. Uplift force in vertical direction T 695.80 kNMST Transverse shear in horizontal direction Ht 74.80 kNpro. longiutudinal shear in horizontal direction Hl 74.80 kN
FOS 1.50
Genaral Data
Soil Earth- mass re 19.00 kN/m3
Report Submerge rse1 19.00 kN/m3
angle of repose Q 20.30 Degree
Lateral Earth Pressure qe 5.00 kN/m2
Alloable bearing pressure qu 350.00 kN/m2
Friction Angle Q1 15.23
Concrete- mass rc 22.00 kN/m3
Submerge rsc1 22.00 kN/m3
cube strength fcu 25000.00 kN/m2
cofficient of friction with earth (Fric. Angle = 150) Cf 0.27
Steel- yield stress fy 460000.00 kN/m2
modules of elasticity E 2000000.00 kg/cm2
Foundation DataColumn Square size A 0.65 m extended above ground h 0.30 m
Pad- top square size B1 0.65 m bottom square size B 4.50 m thickness of pyramid Dp 0.00 m thickness of Base Dc 0.60 m total thickness of footing Df=Dp+Dc 0.60 mDepth of foundation below the ground D 3.00 m Do=D-Df 2.40 m Ds=D-Dc 2.40 m
Ref Description Output Unit
Check against uplift rsc 22.00 kN/m3
rse 18.00 kN/m3
volume of column
Extended above ground Vc1=h * A2 0.13 m3
Extended in ground Vc2=Do * A2 1.01 m3
Volume of pad pyramid Vc3=(1/3)*Dp*(B2+B*B1+B12) 0.00 m3
base Vc4=Dc * B2 12.15 m3
Distance of line of earth frustum(t) t=Ds * tan(Q) 0.89 m
volume of earth frustum Ve=Ds*B2 48.60 m3
Resistance Against upliftWeight of concrete Wc=(Vc1+Vc2+Vc3+Vc4)*rsc 292.40 kNweight of earth We=Ve*rse 923.40 kN
We+Wc 1215.80 kN
(We+Wc)/T 1.75
Ref Description Output Unit
Check Against Lateral Sliding (for Compression Leg)
Pier triangular prism P1= 0.5*(Do/D)*A*qe*Do 3.12 kNPyramid pad soild rectangle P2= (Do/D)*qe*(B+B1)/2*Dp 0.00 kNpyramid pad triangular prism P3=(1/6)*(Dp/D)*qe*Dp*(B1+2*B) 0.00 kNChimney pad solid rectangle p4=(Ds/D)*qe*Dc*B 10.80 kNChimney pad triangular prism P5=0.5*(Dc/D)*qe*Dc*B 1.18 kNFrictional force F=Cf*(Wc+We+C) 547.14 kNTotal sliding force per leg P=P1+P2+P3+P4+P5+F 562.24 kNTotal Horizontal Sliding Force
H = (max of Ht,Hl) 74.80 kNTotal Resisting force Pt = P 562.24 kN Pt / H 7.14
Pt>H OK
Ref Description Output Unit
Check Against Lateral Sliding ( for Tension Leg)Chap 10 Lateral Earth Pressure ( Reynold Hand Book T16 &T18)
k2 = (1-sinQ1)/(1+sinQ1)= 0.490 qe= re x D /k2 116.33 kN/m2
Pier triangular prism P1= 0.5*(Do/D)*A*qe*Do 72.59 kNPyramid pad soild rectangle P2= (Do/D)*qe*(B+B1)/2*Dp 0.00 kNpyramid pad triangular prism P3=(1/6)*(Dp/D)*qe*Dp*(B1+2*B) 0.00 kNChimney pad solid rectangle P4=(Ds/D)*qe*Dc*B 188.99 kNChimney pad triangular prism P5=0.5*(Dc/D)*qe*Dc*B 5.40 kNFrictional force F=Cf*(Wc+We-T) 330.46 kNTotal sliding force per leg P=P1+P2+P3+P4+P5+F 562.24 kNHorizontal Force
H = (max of Ht,Hl) 74.80 kN P/H 2.17
P>H OK
Ref Description Output Unit
Ckech Against Overturning (about Point G) rsc 22.00 kN/m3
Check R/F for BendingResultant Horizontal Force acting on the column
H = sqrt (Ht2 + Hl2) 105.78Bending Moment at the Bottom of the Column
M = (h+D-Df) * H 285.61 kNmUltimate Design Moment Mu= M * FOS 485.54 kNmUse 25 mm bar 10mm Shear Limks, 50mm coverEffective Depth d = A-50-10-6 584.00 mm
k' = 0.16
k = Mu / (fcu * b * d2 ) 0.09 k' > k, compression R/F is not required
z= Min {d*(0.5+sqrt(.25-k/0.9),0.95d) 520.18 mm 0.95d = 554.80 mm
Project : 50m Tower for SLT Doc. Title : 50m Tower Design Report Doc. no. : SLT-AEA-TD-R-0001
Date : 26th Sep 2010 Rev. : 00 Page : 14
ENCLOSURE – G (Foundation Design-With Undercut)
Tower foundation Design Tower Height 50
50 m Self Supporting Standard Tower foundation - With Undercut Wndshield Area N/A
Wind Speed 180 kmph/ 140 kmph Foundation Type Pad
Ref Description Output Unit
ULTIMATE LOAD PER LEGCompressive force in vertical direction Cul 1245.20Uplift force in vertical direction Tul 1176.50transverse shear in horizontal direction Ht,ul 118.00longitudinal shear in horizontal direction Ht,ul 118.00
WORKING LOAD PER LEG (Survival 4)Design compressive force in vertical direction C 766.20 kNcal. Uplift force in vertical direction T 695.80 kNMST Transverse shear in horizontal direction Ht 74.80 kNpro. longiutudinal shear in horizontal direction Hl 74.80 kN
FOS 1.70
Genaral Data
Soil Earth- mass re 19.00 kN/m3
Report Submerge rse1 19.00 kN/m3
angle of repose Q 20.30 Degree
Lateral Earth Pressure qe 5.00 kN/m2
Alloable bearing pressure qu 350.00 kN/m2
Friction Angle Q1 15.23
Concrete- mass rc 22.00 kN/m3
Submerge rsc1 22.00 kN/m3
cube strength fcu 25000.00 kN/m2
cofficient if friction with earth (Fric. Angle = 300) Cf 0.27
Steel- yield stress fy 460000.00 kN/m2
modules of elasticity E 2000000.00 kg/cm2
Foundation DataColumn Square size A 0.65 m extended above ground h 0.30 m
Pad- top square size B1 0.65 m bottom square size B 4.00 m thickness of pyramid Dp 0.00 m thickness of Base Dc 0.60 m total thickness of footing Df=Dp+Dc 0.60 mDepth of foundation below the ground D 3.00 m Do=D-Df 2.40 m Ds=D-Dc 2.40 m
Ref Description Output Unit
Check against uplift rsc 22.00 kN/m3
rse 18.00 kN/m3
volume of column
Extended above ground Vc1=h * A2 0.13 m3
Extended in ground Vc2=Do * A2 1.01 m3
Volume of pad pyramid Vc3=(1/3)*Dp*(B2+B*B1+B12) 0.00 m3
base Vc4=Dc * B2 9.60 m3
Distance of line of earth frustum(t) t=Ds * tan(Q) 0.89 m
volume of earth frustum Ve=Ds*B2+2*B*Ds*t+(pi/3)*Ds*t2-Vc2-Vc3 56.41 m3
Resistance Against upliftWeight of concrete Wc=(Vc1+Vc2+Vc3+Vc4)*rsc 236.30 kNweight of earth We=Ve*rse 1071.84 kN
We+Wc 1308.13 kN
(We+Wc)/T 1.88
Ref Description Output Unit
Check Against Lateral Sliding (for Compression Leg)
Pier triangular prism P1= 0.5*(Do/D)*A*qe*Do 3.12 kNPyramid pad soild rectangle P2= (Do/D)*qe*(B+B1)/2*Dp 0.00 kNpyramid pad triangular prism P3=(1/6)*(Dp/D)*qe*Dp*(B1+2*B) 0.00 kNChimney pad solid rectangle p4=(Ds/D)*qe*Dc*B 9.60 kNChimney pad triangular prism P5=0.5*(Dc/D)*qe*Dc*B 1.18 kNFrictional force F=Cf*(Wc+We+C) 547.14 kNTotal sliding force per leg P=P1+P2+P3+P4+P5+F 561.04 kNTotal Horizontal Sliding Force
H = (max of Ht,Hl) 74.80 kNTotal Resisting force Pt = P 561.04 kN Pt / H 7.14
Pt>H OK
Ref Description Output Unit
Check Against Lateral Sliding ( for Tension Leg)Chap 10 Lateral Earth Pressure ( Reynold Hand Book T16 &T18)
k2 = (1-sinQ1)/(1+sinQ1)= 0.490 qe= re x D /k2 116.33 kN/m2
Pier triangular prism P1= 0.5*(Do/D)*A*qe*Do 72.59 kNPyramid pad soild rectangle P2= (Do/D)*qe*(B+B1)/2*Dp 0.00 kNpyramid pad triangular prism P3=(1/6)*(Dp/D)*qe*Dp*(B1+2*B) 0.00 kNChimney pad solid rectangle P4=(Ds/D)*qe*Dc*B 188.99 kNChimney pad triangular prism P5=0.5*(Dc/D)*qe*Dc*B 4.80 kNFrictional force F=Cf*(Wc+We-T) 355.57 kNTotal sliding force per leg P=P1+P2+P3+P4+P5+F 561.04 kNHorizontal Force
H = (max of Ht,Hl) 74.80 kN P/H 2.17
P>H OK
Ref Description Output Unit
Ckech Against Overturning (about Point G) rsc 22.00 kN/m3
Check R/F for BendingResultant Horizontal Force acting on the column
H = sqrt (Ht2 + Hl2) 105.78Bending Moment at the Bottom of the Column
M = (h+D-Df) * H 285.61 kNmUltimate Design Moment Mu= M * FOS 485.54 kNmUse 25 mm bar 10mm Shear Limks, 50mm coverEffective Depth d = A-50-10-6 584.00 mm
k' = 0.16
k = Mu / (fcu * b * d2 ) 0.09 k' > k, compression R/F is not required
z= Min {d*(0.5+sqrt(.25-k/0.9),0.95d) 520.18 mm 0.95d = 554.80 mm