Download - Analisis Report Pole 21M HD
0 27
Rev
ANA
June 2014
Date
ALYS
POL
First
SIS R
E 21M
Issue
REPO
M HD
Descrip
ORT
ption
CONTENTS
SUMMARY ANALYSIS
DESIGN CRITERIA
TOWER ANALYSIS
TOWER OUTLINE
SUMMARY ANALYSIS
1. Loading
Standard EIA/TIA‐222‐F
Survival Wind Speed 120 Km/h
Operational Wind Speed 80.64 Km/h
No. Antenna Type Quantity Elevation
1 RF Antenna SF 3 + 17.0
2 RF Antenna TSEL 3 + 20.0
3 RF Antenna HCPT 3 + 15.0
4 MW Ø0.6 M 1 + 21.0
5 MW Ø0.6 M 1 + 15.0
6 RRU 3 + 14.5
7 RRU 3 + 14.0
8 Lamp 2 + 9.0
9 BTS SF 1 + 5.0
10 BTS TSEL 1 + 5.0
11 BTS HCPT 1 + 4.0
12 Rectifier TSEL 1 + 4.0
13 Rectifier HCPT 1 + 4.0
14 KWH 1 + 4.0
2. Pole Analysis
Description Value Limits Remarks
120 kph as maximum wind speed
Stress Ratio Leg 0.787 ≤ 1.0 OK !
80.64 kph as service wind speed
Twist 0.0011 deg ≤ 1.0 deg OK !
Sway 0.7960 deg ≤ 1.0 deg OK !
Displacement 20.81 cm ≤ 18 cm OK !
Support Reaction
Compress 35.814 kN
Shear 17.975 kN
Moment 227.558 kN.m
1. DESIGN CRITERIA
DESIGN STANDARD
The design of the tower applied is EIA standard EIA-222-F “Structural standards
for Antenna Tower and Supporting Structure”.
Material strengthen : BJ37 with Fy = 245 kg/cm2 and Fu = 370 kg/cm2
The fabrication and materials of the tower will be according to the relevant
Indonesia Standard and/or Japanese Industrial standard.
Software : MSTOWER version v6.0
TOWER ANALYSIS CONDITION
1. Tower Height: 9 m
2. Maximum wind velocity (V)
In the design of tower structure, a basic wind speed is taken:
V = 120 km/hour =33.3 m/sec
3. Operational wind velocity
for displacement analysis, a basic wind speed is taken:
V = 84 km/ hour = 23.3 m/sec
4. Displacement = H/100
LOADS
1. Dead Load Dead load is the weight of tower, splitzen, net load etc :
Weight Sector antenna = 30 kg
Weight MW antenna = 20 kg
Weight Ladder = 5 kg/m
2. Wind Load on tower Structure Wind load calculation method on the tower and
appurtenance are according to EIA-222-F.
The pressure to the tower varies as a function of height.
a. Wind load calculation method on the tower and appurtenance are as follow:
F = qz . GH . CF . AE and not exceed 2. qz . GH . AG
qz = 0.613 . Kz . V2 Kz = [z/10]2/7 GH = 1.69
Cf = 4.0 e2 – 5.9 e + 4.0 ( Square cross section)
Cf = 3.4 e2 – 4.7 e + 3.4 ( TriangularSquare cross section)
E = AF / AG
AE = DF.AF
b. Wind load calculation method on the parabolic antenna
Fa = Ca * A *Kz * GH * V2
Fs = Cs * A * Kz * GH * V2
M = Cm * D * A * Kz * GH * V2
Ha = √(Fa2 + Fs2)
Mt = Fa * X + Fs * Y + M
3. Load Combination
According to EIA Standard EIA-222-F, only the following load combination shall be
investigated when calculating the maximum member stresses and structure
reaction: 1.0 DL + 1.0 WL
4. Materials
Steel Steel materials to be used for the tower and appurtenance conform to the
relevant Indonesian standard and or Japanese Industrial standard :
Concrete
Design compressive of concrete (fc’) at 28 days : K-175 fc’ = 175 kg/cm2
.
Material Standard Grade Fy (MPa) Fu (MPa)
Pipe (Leg) ASTM A53 SCH40 245 400
Angle (Support) ASTM A53 SS400 245 400
Bolt (Connection) ASTM A325/JIS B1180 8.8 800
Anchor ASTM A307 240 400
ANALYSIS
Pole structure will be modeling by software MSTOWER v6.0. Structure modeled as 3D
space frame. This parameter to check the result of Structure analysis:
1. Maximum Wind Speed (120 kph)
‐ Stress Ratio, with maximum limit 1.0
2. Service Wind Speed (80.64 kph)
‐ Sway, with maximum limit 1.0 degrees
‐ Twist, with maximum limit 1.0 degrees
‐ Displacement, with maximum limit H/100, where H is height of tower
2. POLE ANALYSIS
XY
Z
theta: 300 phi: 30
DEMONSTRATION SOFTWARE Job: Pole 21M HD okPT. IBS POLE 21M
27 Jun 201409:51 PM
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XY
Z
theta: 180 phi: 0
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27 Jun 201409:51 PM
MStower [V6.02.011: ] D:\IBS\Pole 18 & 21\analisis\Pole 21M HD ok
X
Y
Ztheta: 0 phi: 90
DEMONSTRATION SOFTWARE Job: Pole 21M HD okPT. IBS POLE 21M
27 Jun 201409:52 PM
MStower [V6.02.011: ] D:\IBS\Pole 18 & 21\analisis\Pole 21M HD ok
DEMONSTRATION SOFTWARE Page 1 of 127 Jun 2014
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XY
Z
theta: 300 phi: 30
DEMONSTRATION SOFTWARE Job: Pole 21M HD okPT. IBS POLE 21M
27 Jun 201409:53 PM
MStower [V6.02.011: ] D:\IBS\Pole 18 & 21\analisis\Pole 21M HD ok
Design Ratios - % of Code Capacity: <= 50 <= 95 <= 100 <= 105 <= 110 > 110
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L O A D C A S E S
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L O A D C A S E S
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DEMONSTRATION SOFTWARE Job: Pole 21M HD okPT. IBS POLE 21M
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I N P U T / A N A L Y S I S R E P O R T
N O D E D I S P L A C E M E N T S
N O D E D I S P L A C E M E N T S
N O D E D I S P L A C E M E N T S
N O D E D I S P L A C E M E N T S
N O D E D I S P L A C E M E N T S
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N O D E D I S P L A C E M E N T S
N O D E D I S P L A C E M E N T S
N O D E D I S P L A C E M E N T S
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I N P U T / A N A L Y S I S R E P O R T
S U P P O R T R E A C T I O N S
S U P P O R T R E A C T I O N S
S U P P O R T R E A C T I O N S
S U P P O R T R E A C T I O N S
S U P P O R T R E A C T I O N S
DEMONSTRATION SOFTWARE Job: Pole 21M HD okPT. IBS POLE 21M
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S U P P O R T R E A C T I O N S
S U P P O R T R E A C T I O N S
S U P P O R T R E A C T I O N S
S U P P O R T R E A C T I O N S
DIAMETER QTY DIAMETER THICK THICK QTY HEIGHT1 18 M16 6 452 MM PLT 12 PLT 8 6 75 MM2 15 M16 6 452 MM PLT 12 PLT 8 6 75 MM3 12 M16 8 508 MM PLT 15 PLT 8 8 75 MM4 9 M16 8 508 MM PLT 18 PLT 8 8 75 MM5 6 M20 8 597 MM PLT 20 PLT 8 8 100 MM6 3 M20 8 597 MM PLT 22 PLT 8 8 100 MM7 0 M24 10 680 MM PLT 26 PLT 10 10 150 MM
RESUME ANALYSIS FLANGE POLE 21M HD
BOLT STIFFNERFLANGENO ELV
PERHITUNGAN BASE PLATE (EL. +0.0)POLE 21M HD
Perhitungan Anchor Bolt dan Base plate Page1
t
bm
Bolt
D
d
A. PERHITUNGAN ANCHOR BOLT
1) Maximum force in column :
- compression = 4 278 kg P= 41 945 kN
B
- compression = 4,278 kg P= 41.945 kN- tension = 28,954 kg T= 283.866 kN- shear = 2,400 kg X= 23.528 kN
Y= 0.000 kNS = 23.528 kN
2) Allowable tensile stress of anchor bolt
TRY 10 - O 22 mmASTM A - 325ASTM A - 325A = 10 x 3.80285714 = 38.03 cm2
Ft = 3059.149 kg/cm2Fv = 1529.574 kg/cm2Fy = 2330 kg/cm2
fv' = 2,400 / 38.03 = 63.11 kg/cm2 < Fv ..........OK Fv = Fv x 1.3333 = 1683 kg/cm2 Ft = Ft x 1.3333 = 3365 kg/cm2
Fts = 1 4 x Ft - 1 6 x 63 11 = 4610 t/cm2 > Ft OK Fts = 1.4 x Ft - 1.6 x 63.11 = 4610 t/cm2 > Ft ..... OK
Fts = Ft = 3365 kg/cm2
ft' = 28,954 / 38.03 = 761 kg/cm2 < Ft ...........OK
fv'/Fv + ft' / Ft = 0.04 + 0.23 = 0.26 < 1 ....... OK
Perhitungan Anchor Bolt dan Base plate Page1
3) Required embeded length of anchor bolt
a. Fcv = 0.53 x V 225 = 7.95 kg/cm2
Perhitungan Anchor Bolt dan Base plate Page2
a. Fcv 0.53 x V 225 7.95 kg/cm2 Le = 28,954 ( 7.95 x 10 x 2.2 x 3.14) = 52.72 cm
b. Le = 2 ( 0.02 Ab Fy/Vfc') = 747 mm
c. Le = 2 ( 0.06 db Fy) = 615 mm
USE 10 - O 22 mm x 1000 mm
B. PERHITUNGAN BASE PLATE
1) Steel SS - 400 Fy = 2500 kg/cm2
2) Concrete K - 225Fp = 0.35 x 225 = 78.75 kg/cm2
A = 4,278 / (1.33 x Fp) = 40.84869316 cm2
B = V A = 6.39129824 cm
L = 45.7 cm (diameter pipa)
t = 1.43 cm (tebal pipa)
Bmin = 48.56 cm
Use B = 68 cm or A = 3629.84 cm2
fp = 4,278 / 3629.84 = 1.178671787 kg/cm2
m = 5 cm (jarak pusat baut ke tepi base plate)
tp = 0.19 cm
Tf = 28,954 / 10 = 2895.43 kg
b = 5 cm (jarak pusat baut ke muka kolom)
M = 2895.43 x 5 = 14477.17 kgcm
= 36 deg
d = 16.36982 cm (jarak antara pusat baut)
tp = 2.53 cm
Design Base plate 680 mm x 25.3 mmUsed base plate 680 mm x 26.0 mmStiffner 10 x PLT 10
Perhitungan Anchor Bolt dan Base plate Page2
PERHITUNGAN FLANGE EL. +3.0POLE 21M HD
Perhitungan Anchor Bolt dan Base plate Page1
t
bm
Bolt
D
d
A. PERHITUNGAN BOLT
1) Maximum force in column :
- compression = 2 997 kg P= 29 385 kN
B
- compression = 2,997 kg P= 29.385 kN- tension = 21,457 kg T= 210.366 kN- shear = 1,897 kg X= 18.595 kN
Y= 0.000 kNS = 18.595 kN
2) Allowable tensile stress of anchor bolt
TRY 8 - O 20 mmASTM A - 325ASTM A - 325A = 8 x 3.14285714 = 25.14 cm2
Ft = 3059.149 kg/cm2Fv = 1529.574 kg/cm2Fy = 2330 kg/cm2
fv' = 1,897 / 25.14 = 75.44 kg/cm2 < Fv ..........OK Fv = Fv x 1.3333 = 1683 kg/cm2 Ft = Ft x 1.3333 = 3365 kg/cm2
Fts = 1 4 x Ft - 1 6 x 75 44 = 4590 t/cm2 > Ft OK Fts = 1.4 x Ft - 1.6 x 75.44 = 4590 t/cm2 > Ft ..... OK
Fts = Ft = 3365 kg/cm2
ft' = 21,457 / 25.14 = 853 kg/cm2 < Ft ...........OK
fv'/Fv + ft' / Ft = 0.04 + 0.25 = 0.30 < 1 ....... OK
USE bolt : 8 - O 20 mmUSE bolt : 8 - O 20 mm
Perhitungan Anchor Bolt dan Base plate Page1
B. PERHITUNGAN FLANGE
F 2500 k / 2
Perhitungan Anchor Bolt dan Base plate Page2
Fy = 2500 kg/cm2
L = 45.6 cm (diameter pipa)
t = 1.43 cm (tebal pipa)
Bmin = 62.46 cm
Use B = 65 cm or A = 3316.625 cm2
fp = 2,997 / 3316.625 = 0.903710851 kg/cm2
m = 5 cm (jarak pusat baut ke tepi base plate)
tp = 0.16 cm
Tf = 21,457 / 8 = 2682.17 kg
b 5 cm (jarak pusat baut ke muka kolom)b = 5 cm (jarak pusat baut ke muka kolom)
M = 2682.17 x 5 = 13410.83 kgcm
= 45 deg
d = 19.66 cm (jarak antara pusat baut)
tp = 2.22 cm
Design Base plate 650 mm x 22.2 mmUsed base plate 650 mm x 22.0 mmStiffner 8 x PLT 8
Perhitungan Anchor Bolt dan Base plate Page2
PERHITUNGAN FLANGE EL. +6.0POLE 21M HD
Perhitungan Anchor Bolt dan Base plate Page1
t
bm
Bolt
D
d
A. PERHITUNGAN BOLT
1) Maximum force in column :
- compression = 2 160 kg P= 21 180 kN
B
- compression = 2,160 kg P= 21.180 kN- tension = 16,025 kg T= 157.112 kN- shear = 1,590 kg X= 15.587 kN
Y= 0.000 kNS = 15.587 kN
2) Allowable tensile stress of anchor bolt
TRY 8 - O 20 mmASTM A - 325ASTM A - 325A = 8 x 3.14285714 = 25.14 cm2
Ft = 3059.149 kg/cm2Fv = 1529.574 kg/cm2Fy = 2330 kg/cm2
fv' = 1,590 / 25.14 = 63.23 kg/cm2 < Fv ..........OK Fv = Fv x 1.3333 = 1683 kg/cm2 Ft = Ft x 1.3333 = 3365 kg/cm2
Fts = 1 4 x Ft - 1 6 x 63 23 = 4610 t/cm2 > Ft OK Fts = 1.4 x Ft - 1.6 x 63.23 = 4610 t/cm2 > Ft ..... OK
Fts = Ft = 3365 kg/cm2
ft' = 16,025 / 25.14 = 637 kg/cm2 < Ft ...........OK
fv'/Fv + ft' / Ft = 0.04 + 0.19 = 0.23 < 1 ....... OK
USE bolt : 8 - O 20 mmUSE bolt : 8 - O 20 mm
Perhitungan Anchor Bolt dan Base plate Page1
B. PERHITUNGAN FLANGE
F 2500 k / 2
Perhitungan Anchor Bolt dan Base plate Page2
Fy = 2500 kg/cm2
L = 45.6 cm (diameter pipa)
t = 1.43 cm (tebal pipa)
Bmin = 62.46 cm
Use B = 65 cm or A = 3316.625 cm2
fp = 2,160 / 3316.625 = 0.651373007 kg/cm2
m = 5 cm (jarak pusat baut ke tepi base plate)
tp = 0.14 cm
Tf = 16,025 / 8 = 2003.18 kg
b 5 cm (jarak pusat baut ke muka kolom)b = 5 cm (jarak pusat baut ke muka kolom)
M = 2003.18 x 5 = 10015.89 kgcm
= 45 deg
d = 19.66 cm (jarak antara pusat baut)
tp = 1.92 cm
Design Base plate 650 mm x 19.2 mmUsed base plate 650 mm x 20.0 mmStiffner 8 x PLT 8
Perhitungan Anchor Bolt dan Base plate Page2
PERHITUNGAN FLANGE EL. +9.0POLE 21M HD
Perhitungan Anchor Bolt dan Base plate Page1
t
bm
Bolt
D
d
A. PERHITUNGAN BOLT
1) Maximum force in column :
- compression = 1 677 kg P= 16 444 kN
B
- compression = 1,677 kg P= 16.444 kN- tension = 11,256 kg T= 110.355 kN- shear = 1,490 kg X= 14.604 kN
Y= 0.000 kNS = 14.604 kN
2) Allowable tensile stress of anchor bolt
TRY 8 - O 16 mmASTM A - 325ASTM A - 325A = 8 x 2.01142857 = 16.09 cm2
Ft = 3059.149 kg/cm2Fv = 1529.574 kg/cm2Fy = 2330 kg/cm2
fv' = 1,490 / 16.09 = 92.57 kg/cm2 < Fv ..........OK Fv = Fv x 1.3333 = 1683 kg/cm2 Ft = Ft x 1.3333 = 3365 kg/cm2
Fts = 1 4 x Ft - 1 6 x 92 57 = 4563 t/cm2 > Ft OK Fts = 1.4 x Ft - 1.6 x 92.57 = 4563 t/cm2 > Ft ..... OK
Fts = Ft = 3365 kg/cm2
ft' = 11,256 / 16.09 = 700 kg/cm2 < Ft ...........OK
fv'/Fv + ft' / Ft = 0.06 + 0.21 = 0.26 < 1 ....... OK
USE bolt : 8 - O 16 mmUSE bolt : 8 - O 16 mm
Perhitungan Anchor Bolt dan Base plate Page1
B. PERHITUNGAN FLANGE
F 2500 k / 2
Perhitungan Anchor Bolt dan Base plate Page2
Fy = 2500 kg/cm2
L = 40.6 cm (diameter pipa)
t = 1.27 cm (tebal pipa)
Bmin = 54.34 cm
Use B = 50 cm or A = 1962.5 cm2
fp = 1,677 / 1962.5 = 0.854669045 kg/cm2
m = 5 cm (jarak pusat baut ke tepi base plate)
tp = 0.16 cm
Tf = 11,256 / 8 = 1407.03 kg
b 5 cm (jarak pusat baut ke muka kolom)b = 5 cm (jarak pusat baut ke muka kolom)
M = 1407.03 x 5 = 7035.13 kgcm
= 45 deg
d = 17.89 cm (jarak antara pusat baut)
tp = 1.68 cm
Design Base plate 500 mm x 16.8 mmUsed base plate 500 mm x 18.0 mmStiffner 8 x PLT 8
Perhitungan Anchor Bolt dan Base plate Page2
PERHITUNGAN FLANGE EL. +12.0POLE 21M HD
Perhitungan Anchor Bolt dan Base plate Page1
t
bm
Bolt
D
d
A. PERHITUNGAN BOLT
1) Maximum force in column :
- compression = 1 142 kg P= 11 192 kN
B
- compression = 1,142 kg P= 11.192 kN- tension = 6,633 kg T= 65.029 kN- shear = 1,205 kg X= 11.816 kN
Y= 0.000 kNS = 11.816 kN
2) Allowable tensile stress of anchor bolt
TRY 8 - O 16 mmASTM A - 325ASTM A - 325A = 8 x 2.01142857 = 16.09 cm2
Ft = 3059.149 kg/cm2Fv = 1529.574 kg/cm2Fy = 2330 kg/cm2
fv' = 1,205 / 16.09 = 74.90 kg/cm2 < Fv ..........OK Fv = Fv x 1.3333 = 1683 kg/cm2 Ft = Ft x 1.3333 = 3365 kg/cm2
Fts = 1 4 x Ft - 1 6 x 74 90 = 4591 t/cm2 > Ft OK Fts = 1.4 x Ft - 1.6 x 74.90 = 4591 t/cm2 > Ft ..... OK
Fts = Ft = 3365 kg/cm2
ft' = 6,633 / 16.09 = 412 kg/cm2 < Ft ...........OK
fv'/Fv + ft' / Ft = 0.04 + 0.12 = 0.17 < 1 ....... OK
USE bolt : 8 - O 16 mmUSE bolt : 8 - O 16 mm
Perhitungan Anchor Bolt dan Base plate Page1
B. PERHITUNGAN FLANGE
F 2500 k / 2
Perhitungan Anchor Bolt dan Base plate Page2
Fy = 2500 kg/cm2
L = 40.6 cm (diameter pipa)
t = 1.27 cm (tebal pipa)
Bmin = 54.34 cm
Use B = 50 cm or A = 1962.5 cm2
fp = 1,142 / 1962.5 = 0.581698854 kg/cm2
m = 5 cm (jarak pusat baut ke tepi base plate)
tp = 0.13 cm
Tf = 6,633 / 8 = 829.12 kg
b 5 cm (jarak pusat baut ke muka kolom)b = 5 cm (jarak pusat baut ke muka kolom)
M = 829.12 x 5 = 4145.60 kgcm
= 45 deg
d = 17.89 cm (jarak antara pusat baut)
tp = 1.29 cm
Design Base plate 500 mm x 12.9 mmUsed base plate 500 mm x 15.0 mmStiffner 8 x PLT 8
Perhitungan Anchor Bolt dan Base plate Page2
PERHITUNGAN FLANGE EL. +15.0POLE 21M HD
Perhitungan Anchor Bolt dan Base plate Page1
t
bm
Bolt
D
d
A. PERHITUNGAN BOLT
1) Maximum force in column :
- compression = 694 kg P= 6 805 kN
B
- compression = 694 kg P= 6.805 kN- tension = 3,027 kg T= 29.672 kN- shear = 743 kg X= 7.284 kN
Y= 0.000 kNS = 7.284 kN
2) Allowable tensile stress of anchor bolt
TRY 6 - O 16 mmASTM A - 325ASTM A - 325A = 6 x 2.01142857 = 12.07 cm2
Ft = 3059.149 kg/cm2Fv = 1529.574 kg/cm2Fy = 2330 kg/cm2
fv' = 743 / 12.07 = 61.56 kg/cm2 < Fv ..........OK Fv = Fv x 1.3333 = 1683 kg/cm2 Ft = Ft x 1.3333 = 3365 kg/cm2
Fts = 1 4 x Ft - 1 6 x 61 56 = 4613 t/cm2 > Ft OK Fts = 1.4 x Ft - 1.6 x 61.56 = 4613 t/cm2 > Ft ..... OK
Fts = Ft = 3365 kg/cm2
ft' = 3,027 / 12.07 = 251 kg/cm2 < Ft ...........OK
fv'/Fv + ft' / Ft = 0.04 + 0.07 = 0.11 < 1 ....... OK
USE bolt : 6 - O 16 mmUSE bolt : 6 - O 16 mm
Perhitungan Anchor Bolt dan Base plate Page1
B. PERHITUNGAN FLANGE
F 2500 k / 2
Perhitungan Anchor Bolt dan Base plate Page2
Fy = 2500 kg/cm2
L = 35.6 cm (diameter pipa)
t = 0.953 cm (tebal pipa)
Bmin = 48.706 cm
Use B = 55 cm or A = 2374.625 cm2
fp = 694 / 2374.625 = 0.292302995 kg/cm2
m = 5 cm (jarak pusat baut ke tepi base plate)
tp = 0.09 cm
Tf = 3,027 / 6 = 504.42 kg
b 5 cm (jarak pusat baut ke muka kolom)b = 5 cm (jarak pusat baut ke muka kolom)
M = 504.42 x 5 = 2522.12 kgcm
= 60 deg
d = 19.75 cm (jarak antara pusat baut)
tp = 0.96 cm
Design Base plate 550 mm x 9.6 mmUsed base plate 550 mm x 12.0 mmStiffner 6 x PLT 8
Perhitungan Anchor Bolt dan Base plate Page2
PERHITUNGAN FLANGE EL. +15.0POLE 21M HD
Perhitungan Anchor Bolt dan Base plate Page1
t
bm
Bolt
D
d
A. PERHITUNGAN BOLT
1) Maximum force in column :
- compression = 308 kg P= 3 016 kN
B
- compression = 308 kg P= 3.016 kN- tension = 998 kg T= 9.788 kN- shear = 444 kg X= 4.356 kN
Y= 0.000 kNS = 4.356 kN
2) Allowable tensile stress of anchor bolt
TRY 6 - O 16 mmASTM A - 325ASTM A - 325A = 6 x 2.01142857 = 12.07 cm2
Ft = 3059.149 kg/cm2Fv = 1529.574 kg/cm2Fy = 2330 kg/cm2
fv' = 444 / 12.07 = 36.82 kg/cm2 < Fv ..........OK Fv = Fv x 1.3333 = 1683 kg/cm2 Ft = Ft x 1.3333 = 3365 kg/cm2
Fts = 1 4 x Ft - 1 6 x 36 82 = 4652 t/cm2 > Ft OK Fts = 1.4 x Ft - 1.6 x 36.82 = 4652 t/cm2 > Ft ..... OK
Fts = Ft = 3365 kg/cm2
ft' = 998 / 12.07 = 83 kg/cm2 < Ft ...........OK
fv'/Fv + ft' / Ft = 0.02 + 0.02 = 0.05 < 1 ....... OK
USE bolt : 6 - O 16 mmUSE bolt : 6 - O 16 mm
Perhitungan Anchor Bolt dan Base plate Page1
B. PERHITUNGAN FLANGE
F 2500 k / 2
Perhitungan Anchor Bolt dan Base plate Page2
Fy = 2500 kg/cm2
L = 35.6 cm (diameter pipa)
t = 0.953 cm (tebal pipa)
Bmin = 48.706 cm
Use B = 55 cm or A = 2374.625 cm2
fp = 308 / 2374.625 = 0.129549718 kg/cm2
m = 5 cm (jarak pusat baut ke tepi base plate)
tp = 0.06 cm
Tf = 998 / 6 = 166.40 kg
b 5 cm (jarak pusat baut ke muka kolom)b = 5 cm (jarak pusat baut ke muka kolom)
M = 166.40 x 5 = 831.98 kgcm
= 60 deg
d = 19.75 cm (jarak antara pusat baut)
tp = 0.55 cm
Design Base plate 550 mm x 5.5 mmUsed base plate 550 mm x 12.0 mmStiffner 6 x PLT 8
Perhitungan Anchor Bolt dan Base plate Page2
3. TOWER OUTLINE