HomeMy WebLinkAboutTOWER SYSTEMSx
Q
Oo00°°°°
ao
0`N
0
r+�
`n
N
`n
N
°°
�
Ln
X
x
x'n
H
XXOX
0
O
O X
�`�
�`�
X
r7
0LO
X
X
O
X
"i
r`
O
to
r7
O
nj J
r7
r7
J
Ki
L
m
x
000
O
O
�
N
N
N
Lo
N
In
r7
x
x
J
X
X
C)
x
V)
O
vi
O
Q
0
.N�'n
d-
X
v7
m
O
x
o
x
o
0
0
"'
o
I
J
N
J
�
v
x
U�
N
rri
0
o
?-
a
X
N
LO
r`
LOO
in
m
0
�
rn
X
ton
X
N
x
J
0
X
LO
X
oR�
010
Ln
O�x
x
r7
0
o
I��
X
LO
x
r6
Un
(D
-1
J
r7
U)
i-
J
-1
Q
CN
v
m
~
w
i—
Q
Q
m
w
z
0
of
m
z
\
w
Q
�
b
m
Z
SABRE COMMUNICATIONS CORPORATION 40"U" ED NO. SA0737-S
3400 HWY. 75 NORTH, SIOUX CITY, IOWA 51105 BY COVER PAGE 1
PHONE: (712) 258-6690 FAX: (712) 258-8250 at. 'Lua's ME* DATE 10/ 17/96
25 29' BY MD
100 FT --F7F7F7K7 CUSTOMER: AMERICAN TOWER SYSTEMS
C
40
?0
SITE: EXIT 64 FORT PIERCE. FL
FLE: 300 FT. MODEL S3TL SELF-SUPPORTING
)WER AT 110 MPH WIND + NO ICE
:R EIA-222-E-1991
PLAN VIEW
ANTENNA LOADING DATA
290
FT.
4
AP-23, (2) AP-17
275
FT.
2
8' HP DISHES
250
FT.
8
2-WAY WHIP ANTENNAS
237
FT.
2
161
8' HP DISHES
225
FT.
6
D8960H ANTENNAS
213
FT.
2
8' HP DISHES
200
FT.
DB960H ANTENNAS
NOTES
1). ALL LEGS ARE 50 KSI
2.) ALL BRACES ARE 36 KSI
3). ALL BOLTS EXCEPT ANCHOR BOLTS
ARE A325-X OR EQUAL
4). FEEDLINES ARE OVER (3) TOWER FACES
BASE REACTIONS
AXIAL LOAD = 116.15 KIPS
0 FT SHEAR PER LEG = 48.22 KIPS,_
UPLIFT PER LEG = 647.34 KIP5
COMP. PER LEG = 724.77 KIPS.
36.00, O.T. MOMENT = 21388.43 FT KIPS
yC
These drawi'gs and specifications are the property of Sabre Communications Corporation d shall not be reproduced, -
or copied o used in whole or in part as the basis for the manufacture or sale of item(s) without written permission\
SABRE COMMUNICATIONS CORPORATION '
O 3400 HWY. 75 NORTH, SIOUX CITY, IOWA 51105
PHONE: (712) 258-6690 FAX: (712) 258-8250
1*
N
N
C)
Lr)
n
N
x
x
o
}�n
mx
M
tND''I
e C
LO
r,
x
N
Ln
Q
rr)
m
x
M
0 Ln
Ln
x J
0
0
N �
c0 �
°O"wwwww}
z
�oo000m
z z z z a
x_111
z z z z
J
00
00
x
o
Ki
U)
x
Q
m
0
L�
'J
x N
"
o
00
0 L'
Ln CV
x
00
�
x
m
_J
—I
Q
z
0V)
g 1r
These dre
or copied
NO. SA0737-S
COVER PAGE 2
DATE 10/17/96
BY MD!
200 FT CUSTOMER: AMERICAN TOWER SYSTEMS
180
160 Fl
140 FT
120FT-
SITE: EXIT 64 FORT PIERCE FL
TITLE: 300 FT. MODEL S3TL SELF-SUPPORTING
TOWER AT 110 MPH WIND + NO ICE
PER EIA-222-E-1991
PLAN VIEW
ANTENNA LOADING DATA
290
FT.
4
AP-23, (2) AP-17
275
FT.
2
8' HP DISHES
250
FT.
8
2-WAY WHIP ANTENNAS
237
FT.
2
161
8' HP DISHES
225
-FT.
6
DB960H ANTENNAS
213
FT.
2
8' HP DISHES
200
FT.
DB960H ANTENNAS
NOTES
1). ALL LEGS ARE 50 KSI
2.) ALL BRACES ARE 36 KSI
3). ALL' BOLTS EXCEPT ANCHOR BOLTS
ARE A325-X OR EQUAL
4). FEEDLINES ARE OVER (3) TOWER FACES
BASE REACTIONS
100 FAXIAL LOAD = 116.15 KIPS `
T -
w SHEAR PER LEG = 48.22 KIPS _
m w UPLIFT PER LEG = 647.34 KIPS
m z COMP. PER LEG = 724.77 KIPS
j ig
25.29' O.T. MOMENT = 21388.43 FTZcn_
ngs and specifications are the property of Sabre Communications Corporation and shall not be repr� ced
r used in whole or in part as the basis for the manufacture or sale of on-1.1 ,....:as,._
SABRE COMMUNICATIONS CORPORATION
O 3400 HWY. 75 NORTH, SIOUX CITY, IOWA 51105
PHONE: (712) 258-6690 FAX: (712) 258-8250
6.00'
ro
0
N
x
}
�
O
m
LO
ao
0
d
r`
°o
x
'
N
L
n
x
(0
N0
L
n
'i
X
J
}
Q
O
O
m
O
`r
O
Lq
�i
0
00
x
oL?zzzzza
X
N
w,w
O
w
O
w
O
w
O
>'.
m
O
,cz
zzz�
O
O
N
O
�
J
Lr)
00
.a7
x
X
N
O
O
Q
m
X
M
Loo
L�
U•i
J
N
O
L0
N
X
X
O
N
Q
O
O
m
x
M
N
O
.J
w
U
MU
0'O�z�
O
(/�
I I
ZmQ
.wQLE�
J
O
0 (n
_
to
�7
280 F
260 FT
240 FT
220 FT -
NO. SA0737-S
COVER PAGE 3
DATE 10%17/96
BY MD
�;U5'I'UMER: AMERICAN TOWER SYSTEMS
SITE: EXIT 64 FORT PIERCE. FL
TITLE: 300 FT. MODEL S3TL SELF-SUPPORTING'
TOWER AT 110 MPH WIND + NO ICE
PER EIA-222-E-1991
PLAN VIEW
ANTENNA LOADING DATA
290
FT.
4
AP-23, (2) AP-17
275
FT.
2
8' HP DISHES
250
FT.
8
2-WAY WHIP ANTENNAS
237
FT.
2
161
8' HP DISHES
225
FT.
6
DB960H ANTENNAS
213
FT.
2
8' HP DISHES
200
FT.
DB960H ANTENNAS
NOTES
1). ALL LEGS ARE 50 KSI
2.) ALL BRACES ARE 36 KSI
3). ALL BOLTS EXCEPT ANCHOR BOLTS
ARE A325-X OR EQUAL
4). FEEDLINES ARE OVER (3) TOWER FACES
BASE REACTIONS
AXIAL LOAD = 116.15 KIPS
200 FT - SHEAR PER LEG = 48.22 KIPS:�,"
UPLIFT PER LEG
COMP. PER LEG = 724.77 KIPS
14.57' O.T. MOMENT = 21388.43 FT -KIPS
These drawl gs and specifications are the property of Sabre Communications Corporation d shall of be
or copied 4 used in whole or in part as the basis for the manufacture or sale of item(s) without written permission.
!SABRE COMMUNICATIONS CORPORATION
O 3400 HWY. 75 NORTH, SIOUX CITY, IOWA 51105
PHONE: (712) 258-6690 FAX: (712) 258-8250
CUSTOMER: AMERICAN TOWER SYSTEMS
SITE: EXIT. 64 FORT PIERCE. FL
300 FT MODEL S3TL SELF-SUPPORTING TOWER AT 110 MPH WIND + NO ICE
PER EIA-222—E-1991 WHILE SUPPORTING THE ANTENNA LOADING
AS LISTED ON PAGE 1 OF THE STRUCTURAL ANALYSIS OF THE TOWER.
G
These dre
or copied
NO. SA0737-S
COVER PAGE 4
DATE 10%17/96
BY MD
NOTES
1). MINIMUM CONCRETE COMPRESSIVE
STRENGTH = 4000 PSI.
2). REBARS PER ASTM A615 GR. 60.
3). FOUNDATION DESIGN IS BASED UPON
SOILS REPORT (JOB NO. 66750-006-01)
(REPORT 6157) BY UNIVERSAL
ENGINEERING SCIENCES OCT. 15, 1996.
i
4). USE (12) 2 0 (50 KSI) ANCHOR BOLTS
WITH 1 /2" THK. TEMPLATE AT TOP AND !i
BOTTOM OF ANCHOR BOLTS PER LEG.
5). 3" MINIMUM CONCRETE COVER.
(40.7 CU. YDS. EACH) REBAR SCHEDULE PER CAISSON
(3) REQUIRED
(24) #10 V—BARS W/#4 TIES @ 6" O.C. FQR `
THE TOP 7'-0" AND 12" O.C. THEREAFTER,_%
711
7�
ngs and specifications are the property of Sabre Communications Corporation and shall not be reproduced
r used in whole or in part as the basis for the manufacture or sale of item(s) without written nermission.
SELF-SUIPPORTING TOWER DESIGN AND ANALYSIS BY SABRE COMMUNICATIONS
300' MODEL S3TL SS TOWER (SA0737S) AMERICAN TOWER 10-10-96 FT PIERCE, FL
110 MPH WIND NO ICE PER EIA-222-E-1991, NO 1/3 INCREASE ALLOWED
W.G. & LIMBING LADDERS
FEEDLIN�S ON THREE W.G. LADDERS (ONE ON EACH FACE)
INPUT D TA FILE C:\TOWER\SSTOWER\S3TL\SA0737S.DAT
PROJ.
AREA
ft"2
25.0
90.0
25.0
90.0
25.0
90.0
25.0
*** TRIANGULAR TOWER ***
TOWER HEIGHT (ft.) = 300
WIND SPEED (mph) = 110
RADIAL ICE (in.) = 0
No. OF LEGS = 3
No. OF WIND LOAD LEVEL(S) = 15
FROM
300
ft.
TO
280
ft.
WIND
LOAD =
63
psf
FROM
280
ft.
TO
260
ft.
WIND
LOAD =
61
psf
FROM
260
ft.
TO
240
ft.
WIND
LOAD =
60
psf
FROM
240
ft.
TO
220
ft.
WIND
LOAD =
59
psf
FROM
220
ft.
TO
200
ft.
WIND
LOAD =
57
psf
FROM
200
ft.
TO
180
ft.
WIND
LOAD =
56
psf
FROM
180
ft.
TO
160
ft.
WIND
LOAD =
54
psf
FROM
160
ft.
TO
140
ft.
WIND
LOAD =
52
psf
FROM
140
ft.
TO
120
ft.
WIND
LOAD =
50
psf
FROM
120
ft.
TO
100
ft.
WIND
LOAD =
48
psf
FROM
100
ft.
TO
80
ft.
WIND
LOAD =
45
psf
FROM
80
ft.
TO
60
ft.
WIND
LOAD =
42
psf
FROM
60
ft.
TO
40
ft.
WIND
LOAD =
38
psf
FROM
40
ft.
TO
20
ft.
WIND
LOAD =
34
psf
FROM
20
ft.
TO
0
ft.
WIND
LOAD =
34.
psf
*** ANTENNA LOADING DATA ***
WIND
DEAD
ANTENNA
DESCRIPTION
LOAD
LOAD
ELEV.-
OF
kips
kips
- ft.
LOADING
1.57
0.50
290
(4)
AP-23,(2) AP-17
5.56
1.20
275
(2)
8' HP DISHES
1.50
0.50
250
(8)
2-WAY WHIP ANTENNAS
5.33
1.20
237
(2)
8' HP DISHES
1.46
0.50
225
(6)
DB960H ANTENNAS
5.17
1.20
213
(2)
8' HP DISHES
1.41
0.50
200
(6)
DB960H ANTENNAS
*** UNIFORM LOADING ***
FROM T PROJECTED AREA DEAD LOAD
(ft) (fi�o
o (sq. ft./ft) (k/ft.)
300 0.10 0.006
DESCRIPTION
W.G. & CLIMBING LADDERS
Pagle 1
I
290
275
250
237
225
213
200
0 0.40
0.008
0 0.19
0.003
0 0.40
0.008
0 0.19
0.003
0 0.33
0.006
0 0.19
0.003
0 0.33
0.006
5)
1 5/8
LINES
2)
EW52
3)
1 1/4
LINE
2)
EW52
5)
1 5/8
LINE
2)
EW52
5)
1 5/8
LINE
SELF-
TING TOWER DESIGN AND ANALYSIS BY SABRE COMMUNICATIONS Page 2
300' MO 'IEL S3TL SS TOWER (SA0737S) AMERICAN TOWER 10-10-96 FT PIERCE, FL
110 MPH WIND NO ICE PER EIA-222-E-1991, NO 1/3 INCREASE ALLOWED
W.G. & ZIMBING LADDERS
FEEDLIN�S ON THREE W.G. LADDERS (ONE ON EACH FACE)
INPUT DADA FILE C:\TOWER\SSTOWER\S3TL\SA0737S.DAT
*** TOWER MEMBER DATA ***
FROM �LEV.
300 ft. TO
0 ft.
Fy OF
LEGS =
50 ksi
FROM
LEV. 300 ft. TO
0 ft.
Fy OF
DIAGONALS AND
GIRTS
= 36
ksi
ELEVATIO
TOWER'S
DIAG.
K-
L
r
AREA
KL/
Fa
ALLOW
FROM
T+
LEG
CONFIG.
VALUE
r
OR Ft
LOAD
ft
f
SIZE
in.
in.
in2
ksi
kips
300
280'
2.875 OD X .203
XC
1.0
60.0
0.95
1.70
63
22.14
37.63
280
260
3.5 OD X .216
XC
1.0
60.0
1.16
2.23
52
24.08
53.70
260
240
4.0 OD X .318
XC
1.0
60.0
1.31
3.68
46
24.99
91.97
240
220
5.563 OD X .375
XC
1.0
80.0
1.84
6.11
43
25.33
154.79
220
200
6.625 OD X .432
XC
1.0
80.0
2.19
8.40
37
26.31
221.00
200
180
8.625 OD X .322
XC
1.0
80.0
2.94
8.40
27
27.49
230.92
180
160
8.625 OD X .500
XC
1.0
80.0
2.88
12.80
28
27.42
351.02
160
140,
8.625 OD X .500
XC
1.0
80.0
2.88
12.80
28.
27.42
351.02
140
120
10.75 OD X .500
XC
1.0
80.0
3.63
16.10
22
28.08
452.10
120
100
10.75 OD X .500
XC
1.0
80.0
3.63
16.10
22
28.08
452.10
100
80
12.75 OD X .500
KG4
1.0
60.0
4.33
19.24
14
28.91
556.24
80
60
12.75 OD X .500
KG4
1.0
60.0
4.33
19.24
14
28.91
556.24
60
40
14.00 OD X .500
KG4
1.0
60.0
4.78
21.21
13
29.03
615.74
40
20
16.00 OD X .500
KG4
1.0
60.0
5.48
24.40
11
29.17
711.84
20
0
16.00 OD X .500
KG4
1.0
60.0
5.48
24.40
11
29.17
711.84
ELEVATIO
TOWER'S
DIAG.
K-
L
r
AREA
KL/
Fa
ALLOW
FROM
T
DIAGONAL
CONFIG.
VALUE
r
OR Ft
LOAD
ft
f
SIZE
in.
in.
in2
ksi
kips
300
280
jL1.75X1.75X3/16
XC
1.0
42.0
0.34
0.62
122
9.93
6.16
280
260
L1.75X1.75X3/16
XC
1.0
51.4
0.34
0.62
150
6.65
4.13
260
240
L2.5X2.5X3/16
- XC
1.0
61.7
0.50
0.90
125
9.60
8.66
240
220
L3X3X3/16
XC
1.0
75.5
0.60
1.09
127
9.31
10.14
220
200
L3X3X1/4
XC
1.0
85.5
0.59
1.44
144
7.16
10.31
200
180
L3.5X3.5X1/4
- XC
1.0
94.9
0.69
1.69
137
7.99
13.50
180
160
L3.5X3.5X3/8
XC
1.0
106.4
0.69
2.48
155
6.23
15.45
160
140
L4X4X3/8
XC
1.0
118.0
0.79
2.86
150
6.66
19.04
140
120
12-L3X3X3/16
XC
1.0
127.7
0.94
2.18
136
8.07
17.59
120
100
2-L3X3X1/4
XC
1.0
139.6
0.93
2.88
150
6.63
19.09
100
80
2-L3.5X3.5X1/4
KG4
1.0
126.8
1.09
3.38
116
10.81
36.52
-80
60
2-L3.5X3.5X1/4
KG4
1.0
130.3
1.09
3.38
120
10.34
34.96
60
40
2-L3.5X3.5X3/8
KG4
1.0
132.9
1.61
4.97
83
15.07
74.90
40
20
2-L3.5X3.5X3/8
KG4
1.0
134.9
1.61
4.97
84
14.93
74.21
20
.0
2-L3.5X3.5X3/8
KG4
1.0
138.9
1.61
4.97
86
14.64
72.77
ELEVATION,
TOWER'S
DIAG.
K-
L
r
AREA
KL/
Fa
ALLOW
FROM
TO
GIRT CONFIG.
VALUE
r
OR Ft
LOAD
ft
300 280'
280 26C
260 24(
240 22C
220 20C
200 180
180 160�'
160 140�
140 120'
120 100
100 80'
80 60
60 40"
40 20
20 0I
SIZE
NONE
NONE
NONE
NONE
NONE
NONE
NONE
NONE
NONE
NONE
2-L3X3X'1/4
2-L3.5X3.5X1/4
2-L3.5X3.5X1/4
2-L4X4X1/4
2-L4X4X1/4
in.
in.
XC
1.0
0.0
0.00
XC
1.0
0.0
0.00
XC
1.0
0.0
0.00
XC
1.0
0.0
0.00
XC
1.0
0.0
0.00
XC
1.0
0.0
0.00
XC
1.0
0.0
0.00
XC
1.0
0.0
0.00
XC
1.0
0.0
0.00
XC
1.0
0.0
0.00
KG4
1.0
134.5
0.93
KG4
1.0
147.0
1.09
KG4
1.0
158.2
1.09
KG4
1.0
168.7
1.25
KG4
1.0
181.2
1.25
in2
0.00 0
0.00 0
0.00 0
0.00 0
0.00 0
0.00 0
0.00 0
0.00 0
0.00 0
0.00 0
2.88 145
3.38 135
3.38 145
3.88 135
3.88 145
ksi
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
7.14
8.21
7.09
8.20
7.11
kips
0.00
0.00
0.00
0.00
G.00
0.00
0.00
0.00
0.00
0.00
20.56
27.77
23.96
31.81
27.59
SELF-S
TING TOWER DESIGN AND ANALYSIS BY SABRE COMMUNICATIONS Pagel3
300' MODEL S3TL SS TOWER (SA0737S) AMERICAN TOWER 10-10-96 FT PIERCE, FL
110 MPH �IND NO ICE PER EIA-222-E-1991, NO 1/3 INCREASE ALLOWED
W.G. & #IMBING LADDERS
FEEDLINE§ ON THREE W.G. LADDERS (ONE ON EACH FACE)
INPUT DATA FILE C:\TOWER\SSTOWER\S3TL\SA0737S.DAT
*** TOWER SECTION DATA ***
NOTE: UNIFORM WIND & DEAD LOADS INCLUDE SECTION & LINEAR ATTACHMENT
SPAN
I FACE
WIDTH
UNIFORM
UNIFORM
ANT'S
LEG
TORQUE
ELEV
TOP
BOTTOM
WIND LOAD
DEAD LOAD
LOAD
AREA
ft
ft
ft
k/ft
k/ft
kips
in2
ft-k
300
.00
6.00
0.157
0.051
0.50
1.70
0.0
280
.00
8.14
0.184
0.061
1.20
2.23
2.0
260
.14
10.29
0.269
0.100
0.50
3.68
2.0
240
16.29
12.43
0.334
0.139
1.70
6.11
0.0
220
11
43
14.57
0.394
0.193
1.70
8.40
0.0
200
11J.57
16.71
0.456
0.214
0.00
8.40
0.0
180
1�.71
18.86
0.472
0.313
0.00
12.80
0.0
160
1.86
21.00
0.514
0.352
0.00
12.80
0.0
140
2 .00
23.14
0.480
0.355
0.00
16.10
0.0
120
23.14
25.29
0.481
0.421
0.00
16.10
0.0
100
25.29
27.43
0.503
0.530
0.00
19.24
0.0
80
271.43
29.57
0.494
0.558
0.00
19.24.
0.0
60
2 57
31.71
0.472
0.698
0.00
21.21
0.0
40
3 .71
33.86
0.456
0.764
0.00
24.40
0.0
20
3,.86
36.00
0.470
0.780
0.00
24.40
0.0
ELEVAT
'ON
SECTION
STEEL WT.
FROM
ITO
I.D.
(kips/ft)
300
280
S3T-L6XHC
0.037
280
P60
S3T-L7SHD
0.044
260
�40
S3T-L8SHD
0.075
240
20
S3T-L9SSD
0.105
220
l00
S3T-L10SXSD
0.150
200
80
S3T-LllSSD
0.171
180
60
S3T-I12SXSD
0.270
160
40
S3T-L13SXXHD
0.309
140
'20
S3T-L14SXHD
0.312
120
[00
S3T-L15SXXHC
0.378
100
80
S3T-L16SXXHC
0.487
80
60
S3T-L17SXXHD
0.515
60
40
S3T-L18SXXHD
0.655
40
20
S3TA-19SC
0.721
20
0
S3TA-20SD
0.737
SELF-
ING TOWER DESIGN AND ANALYSIS BY SABRE COMMUNICATIONS
300' MODEL S3TL SS TOWER (SA0737S) AMERICAN TOWER 10-10-96 FT PIERCE, FL
110 MPH WIND NO ICE PER EIA-222-E-1991, NO 1/3 INCREASE ALLOWED
W.G. & CIIMBING LADDERS
FEEDLINES ON THREE W.G. LADDERS (ONE ON EACH FACE)
INPUT DA FILE C:-\TOWER\SSTOWER\S3TL\SA0737S.DAT
*** RESULTS OF STRESS ANALYSIS ***
Page 4
ELEVATI1
N
CONFIG.
NO.
MOMENT
ACCUM'D
ACCUM'D
ACCUM'D
FROM
TO
OF
OF
OF
DEFLECTION
SWAY
TWIST
ft
ift
DIAG
PANELS
INERTIA
ft
deg
deg
300
L80
XC
4
30.60
2.634
1.096
0.038
280
�60
XC
4
55.76
2.366
1.043
0.038
260
40
XC
4
156.22
2.120
0.991
0.036
240
O
XC
3
394.05
1.865
0.933
0.035
220
00
XC
3
765.45
1.613
0.870
0.033
200
180
XC
3
1027.74
1.389
0.809
0.030
180 160
XC
3
2024.52
1.158
0.739
0.027
160
40
XC
3
2541.75
0.960
0.672
0.026
140
20
XC
3
3921.54
0.754
0.594
0.025
120
00
XC
3
4719.97
0.589
0.521
0.024
100
80
KG4
4
6683.00
0.401
0.423
0.023
80
60
KG4
4
7813.84
0.271
0.340
0.021
60
40
KG4
4
9957.93
0.160
0.250
0.019
40
20
KG4
4
13113.82
0.064
0.140
0.015
20
0
KG4
4
14884.06
0.007
0.030
0.008
ELEV
W
ND
SHEAR
SHEAR RESISTED
TORQUE
NET
DIAGONAL
GIRT
SHEAR
PER FACE
BY LEG
SHEAR
SHEAR
LOAD
LOAD
ft
I
k
k
k
k
k
k
300
4,70
3.14
0.00
0.00
3.14
2.04
0.00
280
13
94
8.04
1.99
0.28
6.34
3.37
0.00
260
20
82
12.01
3.66
0.45
8.80
4.48
0.00,
240
34!29
19.79
5.92
0.37
14.23
7.54
0.00
220
48.'74
2.8.12
8.58
0.32
19.86
10.26
0.00
200
57.186
33.39
11.43
0.28
22.24
11.31
0.00
180
67.30
38.83
14.24
0.24
24.84
12.51
0.00
160
77.57
44.76
17.05
0.22
27.93
13.97
0.001
140
87.17
50.29
19.88
0.20
30.62
15.25
0.00,
120
96.178
55.84
22.69
0.18
33.33
16.55
0.00,
100
106.33
61.64
25.51
0.17
36.30
32.09
18.15'
80
116.,0
67.34
28.34
0.16
39.16
32.93
19-.58
60
126.15
72.79
31.16
0.15
41.77
33.62
20.89
40
135.27
78.05
33.96
0.14
44.22
34.22
22.11
20
144..56
83.47
36.75
0.13
46.84
35.01
23.42
SELF-SU]
TING TOWER DESIGN AND ANALYSIS BY SABRE COMMUNICATIONS
300' MOD
L S3TL
SS TOWER (SA0737S) AMERICAN TOWER 10-10-96
FT PIERCE, FL
110 MPH
IND NO
ICE PER EIA-222-E-1991,
NO 1/3 INCREASE ALLOWED
W.G. & C'IMBING
LADDERS
FEEDLINE',
ON THREE W.G. LADDERS
(ONE ON
EACH FACE)
INPUT DA
FILE
C:\TOWER\SSTOWER\S3TL\SA0737S.DAT
*** RESULTS
OF STRESS
ANALYSIS ***
SPAN
BASE
OVERTURNING
AXIAL
COMPRESSION
UPLIFT
ELEV
PREAD
MOMENT
LOAD
PER LEG
PER LEG
ft.
ft.
ft-k
kips
kips
kips
280
6.00
47.04
1.51
9.56
8.55
260
8.14
261.29
3.93
38.36
35.74
240
�10.29
608.90
6.43
70.50
66.21
220
'12.43
1190.00
10.91
114.20
106.93
200
14.57
2.021.75
16.47
165.71
154.73
180
16.71
3087.82
20.74
220.24
206.41
160
,18.86
4339.43
27.00
274.73
256.73
140
21.00
5788.15
34.05
329.62
306.93
120
3.14
7435.56
41.15
384.72
357.29
100
5.29
9275.00
49.56
440.09
407.05
80
7.43
11311.13
60.16
496.25
456.14
60
9.57
13546.52
71.31
552.75
505.21
40
�1.71
15975.02
85.26
610.08
553.24
20
3.86
18589.16
100.55
667.52
600.49
0
6.00
21388.43
116.15
724.77
647.34
*** BASE REACTIONS ***
SHEAR
MAX. UPLIFT
MAX. COMP.
OVERTURNING
PER LEG
PER LEG
PER LEG
MOMENT
kips
kips
kips
ft-k
48.22
647.34
724.77
21388.43
Page�S
ESTIMATED
STEEL WEIGHT.
kips
94.20
1I ANALYSIS BY SABRE COMMUNICATIONS
SELF-SUPPORTING TOWER DESIGN AND
300' MODL S3TL SS TOWER (SA0737S) AMERICAN TOWER 10-10-96 FT PIERCE, FL
110 MPH IND NO ICE PER EIA-222-E-1991, NO 1/3 INCREASE ALLOWED
W.G. & C IIMBING LADDERS
FEEDLINES ON THREE W.G. LADDERS (ONE ON EACH FACE)
INPUT I FILE C:\TOWER\SSTOWER\S3TL\SA0737S.DAT
SUMMARY OF
STRESS RATIOS:-
NOTE:-
DEIIIGN
LOAD OF REDUNDANTS
= 1.5% OF LEG
LOAD
ELEVATION
SECTION
MEMBER
TOWER
MEMBER
FROM
TO
I.D.
OF
MEMBER
LOAD
ft
ft
-
TOWER
SIZE
(kips)
300
280
S3T-L6XHC
LEG
2.875 OD X .203
9.56
DIAG
L1.75X1.75X3/16
2.04
280
260
S3T-L7SHD
LEG
3.5 OD X .216
38.36
DIAG
L1.75X1.75X3/16
3.37
260
240
S3T-L8SHD
LEG
4.0 OD X .318
70.50
DIAG
L2.5X2.5X3/16
4.48
240
220
S3T-L9SSD
LEG
5.563 OD X .375
114.20
DIAG
L3X3X3/16
7.54
220
200
S3T-L10SXSD
LEG
6.625 OD X .432
165.71
DIAG
L3X3X1/4
10.26
200
180
S3T-L_llSSD
LEG
8.625 OD X .322
220.24
IDIAG
L3.5X3.5X1/4
11.31
180
160
3T-Ll2SXSD
LEG
8.625 OD X .500
274.73
IDIAG
L3.5X3.SX3/8
12.51
160
140
3T-L13SXXHD
LEG
8.625 OD X .500
329.62
IIDIAG
L4X4X3/8
13.97
140
120
3T-L14SXHD
LEG
10.75 OD X .500
384.72
i3T-Ll5SXXHC
DIAG
2-L3X3X3/16
15.25
120
100
LEG
10.75 OD X .500
440.09
II
DIAG
2-L3X3X1/4
16.55
ALLOW.
LOAD
(kips)
37.63
6.16
53.70
4.13
91.97
8.66
154.79
10.14
221.00
10.31
230.92
13.50
351.02
15.45
351.02
19.04
452.10
17.59
452.10
19.09
Page 6
COMBINED
STRESS
RATIO
0.25
0.33
0.71
0.82
0.77
0.52
0.74
0.74
0.75
1.00
0.95
0.84
0.78
0.81
i
0.94
0.73
0.85
0.87 -
0.97
0.87
SELF-SUF
ING TOWER DESIGN AND ANALYSIS BY SABRE COMMUNICATIONS Pagej7
300' MOD Z S3TL SS TOWER (SA0737S) AMERICAN TOWER 10-10-96 FT PIERCE, FL
110 MPH WAND NO ICE PER EIA-222-E-1991, NO 1/3 INCREASE ALLOWED
W.G. & CLIMBING LADDERS
FEEDLINESIION THREE W.G. LADDERS (ONE ON EACH FACE)
INPUT DAT' FILE C:\TOWER\SSTOWER\S3TL\SA0737S.DAT
SUMMARY OF
STRESS RATIOS: -
ELEVATION
SECTION
MEMBER
TOWER
MEMBER
ALLOW.
COMBINED
FROM
TO
I.D.
OF
MEMBER
LOAD
LOAD
STRESS
ft
ft
TOWER
SIZE
(kips)
(kips)
RATIO
100
80
S3T-L16SXXHC
LEG
12.75 OD X .500
496.25
556.24
0.89
DIAG
2-L3.5X3.5X1/4
32.09
36.52
0.88
GIRT
2-L3X3X1/4
18.15
20.56
0.88
80
60
S3T-L17SXXHD
LEG
12.75 OD X .500
552.75
556.24
0.99
DIAG
2-L3.5X3.5X1/4
32.93
34.96
0.94
GIRT
2-L3.5X3.5X1/4
19.58
27.77
0.71
60
40
S3T-L18SXXHD
LEG
14.00 OD X .500
610.08
615.74
0.99
DIAG
2-L3.5X3.5X3/8
33.62
74.90
0.45
GIRT
2-L3.5X3.5X1/4
20.89
23.96
0.87
40
20
3TA-19SC
LEG
16.00 OD X .500
667.52
711.84
0.94
DIAG
2-L3.5X3.5X3/8
34.22
74.21
0.46
GIRT
2-L4X4X1/4
22.11
31.81
0.70
20
0
S3TA-20SD
LEG
16.00 OD X .500
724.77
711.84
1.02
DIAG
2-L3.5X3.5X3/8.'
35.01
72.77
0.48
GIRT
2-L4X4X1/4
23.42
27.59
0.85
DRILL D STRAIGHT PIER DESIGN BY SABRE COMMUNICATIONS CORPORATION
TOWER IOUNDATION FOR A 300' S3TL AMERICAN TOWER FT. PIERCE; FL
REACTI. NS
HORIZONTAL FORCE (kips) = 48.22
VERTICL FORCE (kips) = 647.34
OVERTU4NING MOMENT (ft-k) = 0
SOIL AND CAISSON DATA
HT. OFJIPIER
ABOVE GRADE
(ft)
_ .5
DEPTH OF
LOOSE TOP SOIL
(ft)
= 2
WEIGHT I'F
SOIL (pcf)
= 100
WATER �iBLE
BELOW GRADE
(ft)
= 1
ANGLE 0,�
SOIL FRICTION
(deg)
= 25
ULTIMAT COHESION (psf)
= 200
S.F. OFISOIL
OR SKIN FRICTION
= 2.5
S.F. OF
CONCRETE
= 1.25
Fy OF R
-BARS (ksi)
= 60
ULTIM�TE DEPTH OF
EACH STRATUM
SKIN FRICTION
FROM
TO
psf
ft
ft
0'
0.0
2.0
150
2.0
4.0
700
4.0
7.0
400
7.0
15.0
900
15.0
25.0
2750
25.0
40.0
2400
40.0
55.5
*** DRILLED STRAIGHT CAISSON DATA AND CAPACITIES ***
ALLOWABLF VERTICAL REISTANCE (kips)
= 661.81
CALCULATED LATERAL SOIL PRESSURE AT
TOP (ksf)
= 0.415
ALLOWABL9 LATERAL SOIL PRESSURE AT
TOP (ksf)
= 0.897
CALCULATED LATERAL SOIL PRESSURE AT
BOTTOM (ksf)
= 0.338
ALLOWABLE LATERAL SOIL PRESSURE AT
BOTTOM (ksf)
= 2.149
DIAMETER
OF CAISSON (ft)
= 5.00
DEPTH OF
CAISSON BELOW GRADE (ft)
= 55.50
TOTAL LE GTH OF CAISSON (ft)
= 56.00
VOLUME OF� CONCRETE OF EACH CAISSON
(cu. yd.)
= 40.72
MAX. MOMENT AT CAISSON BELOW GRADE
(ft-k)
= 681.11
REQUIRED �REA OF RE -BARS (sq. in.)
= 22.59