HomeMy WebLinkAboutSTRUCTURAL ANALYSIS REPORTAMERICAN TOWER®
C O R P O R A T I O N
Structural Analysis Report
Structure : 300 ft Self Supported Tower
ATC Site Name : Midway Road, FL
ATC Site Number : 5100
Engineering Number : 63511322
Proposed Carrier : T-Mobile
Carrier Site Name : ATC Ft. Pierce West
Carrier Site Number : A2P0047A
Site Location : ff5690�viFonmee-ntI
Fort Pierce, FL 34981-4811
27.379592,-80.382100
County : Saint-LuEie
Date : ` September 3, 2015
Max Usage 83 b 1
a
Result Pass
SCANNED
BY
St'luCie County
\\IIIIIII��
ishua J.-Ferguson �N"�
pp� No. 771D5
ATE�
FL0RO G-Z- �
NAI-
COA: 9053
ATC Tower Services LLC -3500 Regency Parkway, Suite 100 - Cary, NC 27518 - 919-468-0112 Office -919466-5424 Fax-www.americantower.com
A
AMERIGAN TOWER•
CORPORATION
Eng. Number 63511322
September 3, 2015
Table of Contents - .
Introduction.................................................................................................................................... 1
SupportingDocuments.................................................................................................................... 1
Analysis........................................................................................................................................... 1
Conclusion....................................................................................................................................... 1
Existing and Reserved Equipment..................................................................................................... 2
Equipment•to be Removed............................................................................................................... 2
ProposedEquipment ....................................................................................................................... 2
Structure Usages ......... :............. ........ 3
Foundations ....................................
.............................................. ............ ......... .......... .................... 3
Deflection, Twist, and Sway ........ .... ...... ..... ..... :....... ............. .... ........................................... 0.............. 3
StandardConditions .................................. ........................................... ................ a ......... .................. 4
Calculations......................................................................................................................... Attached
ATC Tower Services LLC - 3500 Regency Parkway, Suite 100 - Cary, NC 27518 - 919468-0112 Office - 919-466-5414 Fax - www.americantower.com
A
AMERICAN TOV VER°
CORPORATION
Eng. Number 63511322
September 3, 2015
Page 1
Introduction
The purpose of this report is to summarize results of a structural analysis performed on the 300 ft self
supported tower to reflect the change in loading byT-Mobile.
Supporting Documents
Tower Drawings
Sabre Job #SA0737-S, dated October 17,1996
Foundation Drawing
Sabre Drawing#9086965, dated November 1,1996
Geotechnical Report
Universal Engineering Report #6157, dated October 15,1996
Modifications
ATC Project #40091032, dated March21, 2007
ATC Project #47556932, dated October 18, 2011
Analysis
The tower was analyzed using American Tower Corporation's tower analysis software. This program
considers an elastic three-dimensional model and second -order effects per ANSI/TIA-222.
Basic Wind Speed:
123 mph (3-Second Gust, V,up) / 159 mph (3-Second Gust, VuLT)
Basic Wind Speed w/ Ice:
No Ice Considered
Code:
ANSI[nA-222-G/20121BC/5th Ed. Florida BuildingCode
Structure Class:
II
Exposure Category:
B
Topographic Category:
1
Spectral Response:
Ss = 0.06, S3 = 0.03
Site Class:
D - Strf Soil
Conclusion
Based on the analysis results, the structure meets the requirements per the applicable codes listed above.
The tower and foundation can support the equipment as described in this report.
If you have any questions or require additional information, please contact American Tower via email at
Engineering@americantower.com. Please include the American Tower site name, site number, and
engineering number• in the subject line for any questions.
ATC Tower Services LLC -3500 Regency Parkway, Suite 300- Cary, NC 27518 - 919468-0112 Office-919466-5414 Fax-www.americantower.conn
A
AMERICAN TOWER°
CORPORATION
Existing and Reserved Equipment
Eng. Number 63511322
September 3, 2015
Page 2
Elevation' (ft)
Qty
Antenna
Mount Type
Lines
Carrier
Mount
RAD
295.0
295.0
2
CSS AXP19-60-2
Sector Frames
(12) 15/8" Coax
Verizon
4
CSS AXP18-80-2
3
CSS X7-6654
278.0
284.5
1
MSW MSW5011-2
Leg
(1)1/2" Coax
Way Fin Media
265.0
265.0
6
Sector Frames
(12)15/8" Coax
Sprint Nextel
Scala AP15185rA
179.0
179.0
3
RaycapASU9338TYPOl
Sector Frames
(12)15/8" Coax
(3)1.24" Hybrid
T-Mobile
6
CeIIMax CMA-BDHH/6520/E078
3
Nokia FXFB
3
Nokia FRIG w/o S.S.
3
RFSATMAA1412D-1A20
170.0
170.0
3
CommscopeTTrr65AP-1XR
Sector Frames
(3)11/4" Hybriflex
(1) 0.87" Fiber
Sprint Nextel
3
Nokia FZHJ
3
Ericsson RRUS 31 B25
3
Ericsson RRUS-11800MHz
9
RFSACU-A20-N
3
RFSAPXV9ERR18-C
155.0
155.0
3
Kathrein 80010764 K
Sector Frames
(12) 15/8" Coax
(2) 0.76" 8 AWG 6
(1) 3/8" Coax
(1) 0.39" Cable
AT&T Mobility
6
Kathrein 80010121
6
RFSATM19201213-0
1
Raycap DC6- 48-60-18-SF
6
Ericsson RRUS 11(Band 12) (55lb)
3
Kathrein 78210254
6
Kathrein 86010025
6
RFS FDGW5504/3C-3
140.0
140.0
2
Andrew UHX6-59W
Leg
(4) EW52
120.0
120.0
1
Andrew UHX6-59W
Leg
(2) EW52
Verizon
100.0 1100.0
1 1 1
Andrew UHX6-59W
Leg
(2) EW52
Equipment to be Removed
Elevation' (ft)
City
Antenna
Mount Type
Lines
Carrier
Mount
RAD
179.0
179.0
6
CeIIMaxCMA-BDHH/6520/EO-8
-
T-Mobile
3
CeIIMaxCMA-B/6520/EO-8
Proposed Equipment
Elevation' (ft)
QtV
Antenna
Mount Type
Lines
Carrier
Mount
RAD
179.0
1179.0
1 3
1 AndrewSBNHH-I[
Sector Frames
-
T-Mobile
'Mount elevation is defined as height above bottom of steel structure to the bottom of mount, RAID elevation is defined as center of
antenna above ground level (AGL).
ATC Tower Services LLC - 3500 Regency Parkway, Suite 100 -Cary, NC 27518-919468-0112 Office-919-466-5414 Fax- www.americantower.conn
A
AMERICAN TOWER°
CORPORATION
Structure Usages
Structural Component
Controlling Usage
Pass/Fail
Legs
66%
Pass
Diagonals
83%
Pass
Horizontals
68%
Pass
Anchor Bolts
419/a
Pass
Foundations
Eng. Number 63511322
September 3, 2015
Page 3
Original Design
Factored Design
Reaction Component
Analysis Reactions
/o of Design
Reactions
Reactions*
Uplift (Kips)
647.3
873.9
640.6
73%
Axial (Kips)
724.8
978.4
780.0
80%
*The design reactions are factored by 1.35 per ANSI/TIA-222-G, Sec. 15.5.1
The structure base reactions resulting from this analysis are acceptable when compared to those shown on the
original structure drawings, therefore no modification or reinforcement of the foundation will be required.
Deflection, Twist and Sway*
Antenna
Deflection
Sway
Elevation
Antenna
Carrier
Twist (')
(ft)
(Rotation) (")
(ft)
179.0
AndrewSBNHH-1D65B
T-Mobile
0.137
0.004
0.083
140.0
Andrew UHX6-59W
Verizon
1
0.085
0.003
0.067
120.0
Andrew UHX6-59W
0.063
0.060
100.0
Andrew UHX6-59W
1 0.044
1 0.002
1 0.049
*Deflection, Twist and Sway was evaluated considering a design wind speed of 60 mph (3-Second Gust) per ANSI/TIA-222-G
ATCTower Services LLC - 3S00 Regency Parkway, Suite 200 -Cary, NC 27518 - 919-468-0112 Office - 919-466-5414 Fax-www.anrericantower.com
AMERICAN TOWER"
CONPD. AT...
Standard Conditions
All engineering services are performed on the basis that the information used is current and correct. This
information may consist of, but is not necessary limited, to:
Information supplied by the client regarding the structure itself, antenna, mounts and feed line
loading on the structure and its components, or other relevant information.
Information from drawings in the possession of American Tower Corporation, or generated by
field inspections or measurements of the structure.
It is the responsibility of the client to ensure that the information provided to ATC Tower Services LLC and
used in the performance of our engineering services is correct and complete. In the absence of
information to the contrary, we assume that all structures were constructed in accordance with the
drawings and specifications and that their capacity has not significantly changed from the "as new"
condition.
Unless explicitly agreed by both the client and American Tower Corporation, all services will be performed
in accordance with the current revision of ANSI/TIA-222. The design basic wind speed will be determined
based on the minimum basic wind speed as prescribed in ANSI/TIA-222. Although every effort is taken to
ensure that the loading considered is adequate to meet the requirements of all applicable regulatory
entities, we can provide no assurance to meet any other local and state codes or requirements. If wind
and ice loads or other relevant parameters are to be different from the minimum values recommended by
the codes, the client shall specify the exact requirement.
All services are performed, results obtained, and recommendations made in accordance with generally
accepted engineering principles and practices. ATC Tower Services LLC is not responsible for the
conclusions, opinions and recommendations made by others based on the information we supply.
ATC Tower Services LLC- 3500 Regency Parkway, Suite 100- Cary, NC 27518 - 919-468-0112 Office - 919-466-5414 Fax - www.americantower.com
300.00
SI-1 15
280.00
Sect 54
20.0O
Sect 13
240.03
Sec1 12
220.DD
Sect a
203.00
Sect 10
1&3.00
Sot 9
1 0.O0
S-t8
140.W
Sert 7
1-1.0
Sect 6
100.00
Sect 5
60.00
Sct 4
60.00
Sect 3
40.00
Sect 2
20.00
Sect a
Dasa
Shear
02007-20156yATCIPLLC. Allrightsmsemv d.
Loads: 123 mph no ice
0 mph w/ 0'0" radial ice
Site Class: D Ss: 0.06 S1: 0.03
60 mph Serviceability
Ice 0.00 k
Job Information '
Tower: 5100 Location : Midway Road, FL
Code: ANSI/TIA-222-G Shape :Triangle Base Width : 36.00 ft
Client: T-MOBILE Top Width : 6.00 ft
Section
Leg Members
Diagonal Members
Horizontal Members
1-2
PX 50 ksi 16" DIAPIPE
DAE 36 ksi 3.6X3.6X0.376
DAE 36 ksi 4X4XO.26
3
PX 60 ksi 14" DIA PIPE
DAE 36 ksl 3.6X3.6XO.375
DAE 36 ksi 3.5X3.5XO.25
4
PX 60 ksi 12" DIAPIPE
DAE 36 ksi 3.6X3.6XO.25
DAE 36 ksi 3.6X3.6XO.26
5
PX 60 ksi 12" DIAPIPE
DAE 36 ksi 3.5X3.6XO.25
DAE 36 ksi 3X3XO.25
6
PX 50 ksi 10" DIAPIPE
DAE 36 ksl 3X3XO.25
7
PX 50 ksi 10" DIAPIPE
DAE 36 ksi 3X3XO.1875
8
PX 60 ksi 8" DIAPIPE
SAE 36 ksl 4X4XO.375
9
PX 50 ksi 8" DIAPIPE
SAE 36 ksi 3.6X3.SXO.375
10
PST 60 ksi 8" DIAPIPE
SAE 36 ksi 3.6X3.SXO.25
11
PX 50 ksi 6" DIAPIPE
SAE 36 lost 3X3XO.26
12
PX 50 ksi 6" DIAPIPE
SAE 36 ksi 3X3XO.1876
13
PX 50 ksi 3-1/2" DIAPIPE
SAE 36 ksi 2.6X2.5XO.1875
14
PST 60 ksi 3" DIAPIPE
SAE 36 ksl 2X2XO.25
16
PST 50 ksi 2.1/2" DIAPIPE
SAE 36 ksi 1.75X1.75XO.1876
SAE 36 ksi 1.76X1.75XO.1875
Discrete ADDurtenance
295.00
Panel
2
G56 Ax1'19iiU-2
295.00
Panel
4
CSS AXP18-80-2
295.00
Panel
3
CSS X7.666.4
295.00
Mounting Frame
Flat Light Sector Frames
278.00
Whip
1
MSW MSW5011-2
265.00
Panel
6
W' x 9" TrA
265.00
Panel
12
Scala APIS-8601090
265.00
Mounting Frame
Flat Light Sector Frames
179.00
Panel
3
Mdrew SBNHH-1D65B
179.00
Panel
3
Raycap ASU9338TYP0l
179.OD
Panel
6
CellMax CMArBDHH165201EO-8
179.00
Panel
3
Nokia FXFB
179.00
Panel
3
Nokia FRIG w/o S.S.
179.OD
Panel
3
RFS A7MA.41412D-1A20
179.00
Mounting Frame 3
Round Sector Frames
170.D0
Mounting Frame 3
Round Sector Frames
170.00
Panel
3
Commscope TrMSAP-lXR
170.00
panel
3
Nokia FZHJ
170.00
panel
3
Ericsson RRUS 31 B25
170.00
Panel
3
Ericsson RRUS-11 800 MHz
170.00
Panel
9
RFS ACU-A20-N
170.00
Panel
3
RFS APXV9ERR18-C
155.OD
panel
3
Kathrein 800 10764 K
165.00
Panel
6
Kathrein 800 10121
165.00
Panel
6
RFS ATM192012"
165.00
Panel
1
Raycap DC6d8-60-18-BF
165.00
Panel
6
Ericsson RRUS 11 (Band 12) (65
165.00
Panel
3
Kathreln 782 10264
155.00
Panel
6
Kathrein Scala 860 10026
155.00
Panel
6
RFS FDGW550413C-3
155.00
Mounting Frame 3
Flat Light Sector Frames
140.00
Dish
2
Andrew UHX6.59W
120.00
Dish
1
Andrew UHX6-59W
100.00
nl�h
1
Andrew UHX6-69W
From To City Description
10.000 300.00 1 Climbing Ladder
10.000 295.00 1 Waveguide
10.000 295.00 12 1 618" Coax
10.000 278.00 1 1/2" Coax
10.000 265.00 1 Waveguide
3D3.OD
S=ct 15
280.D3
Sact 14
2&3.6D
Seat 13
243.DD
Sa:t 12
22D.DD
Sect 11
Z".00
Sect 10
180.DD
Sect 9
1&D.00
Sa-t 8
14D.00
Sact 7
120.00
Sact 0
f0D.00
Sact 5
6D.03
Sect 4
0.00
Sact 3
40.03
Sact 2
2D.00
Sa-t 1
02007-2015byA7CIPLLC. AIinghtsmsemed.
Tower: 6100
Location: Midway Road, FL
Code: ANSIITIA-222-G
Shape :Triangle Base Width : 36.00 ft
Client: T-MOBILE
Top Width : 6.00 ft
10.00D
265.00
12 1 518" Coax
10.00D
179.00
1 Waveguitle
10.000
179.00
12 1 518" Coax
0.000
179.00
3 1.24" Hybrid
10.000
170.00
1 Waveguitle
10.000
170.00
3 1 1I4" HybriOex
10.000
170.00
1 0.87" Fiber
10.000
166.00
12 1618" Coax
0.000
165.00
1 Waveguitle
0.000
166.00
1 3/8" Coax
0.000
155.00
2 0.76"(19.2 mm) 8 AW
0.000
165.00
1 0.39" Cable
10.000
140.00
4 EW52
10.000
120.00
2 EW62
i
Site Number: 5100 Code: ANSIrrIA-222-G 02007-2015byAMIPLLC. Alldghtsresemed.
Site Nam e: Midway Road, FL Engineering Number: 63511322 913120156:05:42 PM
Customer: T-MOBILE
Location:
Code:
Shape:
Tower Manufacturer:
Tower Type:
Saint Lucie County, FL
ANSIITIA-222-G
Triangle
Sabre
Self Support
Analysis Parameters
Height (ft):
Base Elevation (ft):
Bottom Face Width (ft):
Top Face Width (ft):
300
0.00
36.00
6.00
Ice & Wind Parameters
Structure Class: II
Design Windspeed Without Ice:
123 mph
Exposure Category: B
Design Windspeed With Ice:
0 mph
Topographic Category: 1
Operational Windspeed:
60 mph
Crest Height: 0.0 ft
Design Ice Thickness:
0.00 in
Seismic Parameters
Analysis Method:
Equivalent Modal Analysis &Equivalent Lateral Force Methods
Site Class:
D - Stiff Soil
Period Based on Rayleigh Method (sec): 0.82
T,(sec): a
p:
1.3
Cs: 0.030
Ss: 0.056
S':
0.029
Cs' Max: 0.030
F.: 1.600
Fv:
2.400
Cs, Min: 0.030
Se, : 0.060
Say:
0.046
Load Cases
1.213+ 1.6W Normal
123 mph Normal to Face with No Ice
1.213+1.6W 60 deg
123 mph 60 degree with No Ice
1.213+1.6W 90 deg
123 mph 9p degree with No Ice
0.9D+ 1.6W Normal
123 mph Normal to Face with No Ice (Reduced DL)
0.91)+ 1.6W 60 deg
123 mph 60 deg with No Ice (Reduced DL)
0.913+1.6W 90 deg
123 mph 90 deg with No Ice (Reduced DL)
1.21) + 1.0131 + 1.0W i Normal
0 mph Normal with 0.00 in Radial Ice
1.21)+1.ODi+1.0Wi 60 deg
0 mph 60 degree with 0.00 in Radial Ice
1.21)+1.01)i+1.0Wi 90 deg
0 mph 90 degree with 0.00 in Radial Ice
(1.2+0.2Sds)•DL+ENormal
Seismic Normal
(1.2+0.2Sds)•DL+.E 60 deg.
Se ism is 60 de gre e_
(1.2+0.2Sds)•DL+E90 deg
Seismic 90 degree
(0.9-0.2Sds)•DL+ENorma]
Seismic (Reduced DL) Normal
(0.9-0.2Sds)•DL+E60 deg
Seismic (Reduced DL) 60 degree
(0.9 - 0.2Sds) • DL + E90 deg
Seismic (Reduced DL) 90 degree
1.013+1.OW Service Normal
Serviceability-60 mph Wind Normal
1.013+1.OW Service 60 deg
Serviceability- 60 mph Wind 60 degree
1.013+1.OW Service 90 deg
Serviceability- 60 mph Wind 90 degree
Page 1
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Site Number: 5100 Code: ANSlfrIA-222-G 02007-20I5byATCIPLLC. Afldghrsmsewed.
Site Name: Midway Road, FL Engineering Number: 63511322 9/3/20156:05:42 PM
Customer: T-MOBILE
Tower Loadin
179.0 Raycap
3
15
3.2
1.7
18.9
18.9
0.80
0.67
0.0
0.0
38.42
270
36
179.0 RFS ATMAA1412D-
3
13
1.0
1.0
10.0
4.0
0.80
0.50
0.0
0.0
38.42
63
32
179.0 Round Sector
3
300
14A
0.0
0.0
0.0
0.75
0.75
0.0
0.0
3SA2
1270
729
170.0 Commscope
3
33
7.0
5.3
12.0
5.0
0.80
0.75
0.0
0.0
37.86
646
79
170.0 Ericsson RRUS 31
3
56
1.6
1.4
11.8
9.3
0.80
0.50
0.0
0.0
37.86
100
136
170.0 Ericsson RRUS-11
3
54
2.5
1.4
17.8
9.2
0.80
0.67
0.0
0.0
37.86
209
131
170.0 Nokia FZHJ
3
55
1.3
0.7
17.4
14.0
0.80
0.50
0.0
0.0
37.86
78
134
170.0 RFS ACU-A20-N
9
1
0.1
0.3
2.0
3.5
0.80
0.50
0.0
0.0
37.86
26
7
170.0 RFS APXV9ERR18-C
3
50
8.0
6.0
11.8
7.0
0.80
0.83
0.0
0.0
37.86
823
122
170.0 Round Sector
3
300
14.4
0.0
0.0
0.0
0.75
0.75
0.0
0.0
37.86
1251
729
155.0 Ericsson RRUS 11
6
55
2.5
1.5
17.0
7.2
0.80
0.67
0.0
0.0
36.87
406
267
155.0 Flat Light Sector
3
400
17.9
0.0
0.0
0.0
0.75
0.67
0.0
0.0
36.87
1353
972
155.0 Kathrein 782 10254
3
3
0.1
0.4
3.0
1.7
0.80
0.50
0.0
0.0
36.87
8
7
155.0 Kathrein 800 10121
6
46
5.2
4.5
10.3
5.9
0.80
0.82
0.0
0.0
36.87
1018
225
155.0 Kathrein 800 10764 K
3
41
5.9
4.6
11.8
6.0
0.80
0.79
0.0
0.0
36.87
558
99
155.0 Kathrein Scala 860
6
1
0.2
0.6
2.4
2.0
0.80
0.50
0.0
0.0
36.87
22
6
155.0 Raycap DC6-48-60-
1
20
1.1
2.0
11.0
11.0
0.80
0.50
0.0
0.0
36.87
22
16
155.0 RFS ATM1920126-0
6
11
1.0
0.8
11.5
6.0
0.80
0.60
0.0
0.0
36.87
116
53
155.0 RFS FDGW5504/3C-3
6
3
0.4
0.5
6.2
1.3
0.80
0.60
0.0
0.0
36.87
47
14
140.0 Andrew UHX6-59W
2
359
40.3
6.4
0.0
0.0
1.00
1.00
0.0
0.0
35.82
3923
582
120.0 Andrew UHX6-59W
1
359
40.3
6.4
0.0
0.0
1.00
1.00
0.0
0.0
34.27
1877
291
100.0 Andrew UHX6-59W
1
359
40.3
6.4
0.0
0.0
1.00
1.00
0.0
0.0
32.53
1782
291
Totals
129
9969
845.5
Discrete Appurtenance Properties
1.21)+1.013i+1.0wi
Elevation Description
Qty
IceWt
Ice EPA
Length
Width
Depth
K,
Orient.
Vert
M�
Q.
F,(WL)
P,(DL)
(ft)
(lb)
(sf)
(ft)
(in)
(in)
Factor
Ecc.(ft)
(lb-ft)
(psf)
(lb)
(lb)
295.0 CSS AXP18-80-2
4
19
4.8
5.8
6.7
4.1
0.80
0.85
0.0
0.0
0.00
0
111
295.0 GSS AXP19-60-2
2
15
4.9
5.8
6.7
4.1
0.80
0.85
0.0
0.0
0.00
0
43
295.0 CSS X7-665-4
3
27
8A
6.0
12.5
7.0
0.80
0.81
0.0
0.0
0.00
0
118
295.0 Flat Light Sector
3
400
17.9
0.0
0.0
0.0
0.75
0.75
0.0
0.0
0.00
0
1728
278.0 MSW MSW5011-2
1
25
3.1
13.0
0.0
0.0
1.00
1.00
6.5
0.0
0.00
0
36
265.0 14" x 9" TTA
6
10
1.0
1.2
9.0
6.0
0.80
0.50
0.0
0.0
0.00
0
86 '
265.0 Flat Light Sector
3
400
17.9
0.0
0.0
0.0
0.75
0.75
0.0
0.0
0.00
0
1728
265.0 Scala AP15-8501090
12
27
10.6
8.5
10.0
4.0
0.80
0.77
0.0
0.0
0.00
0
463
179.0 Andrew SBNHH-
3
51
8.2
6.1
11.9
7.1
0.80
0.83
0.0
0.0
0.00
0
219
179.0 CellMax CMA-
6
62
9.1
5.4
15.9
5.0
0.80
0.70
0.0
0.0
0.00
0
536
179.0 Nokia FRIG w/o S.S.
3
54
2.3
1.5
15.2
6.0
0.80
0.67
0.0
0.0
0.00
0
233
179.0 Nokia FXFB
3
55
3.6
1.8
19.4
6.2.
0.80
0.67
0.0
0.0
0.00
0
238
179.0_Ravcap
3
15
3.2_
1.7
18.9
18.9
0.80
0.67
0.0
0.0
0.00,
0
64
179.0 Round Sector
3
300
14A
0.0
0.0
0.0
0.75
0.75
0.0
0.0-0.00
-"'-01296
170A Commscope
1-
- 33
U
3.3
12.0
5.0
0.80-
0.75
---0-.0-
:0.0---0.00-
-
--'0-
141
170.0 Ericsson RRUS 31
3
56
1.6
1 A
11.8
9.3
0.80
0.50
0.0
0.0
0.00
0
242
170.0 Ericsson RRUS-11
3
54
2.5
1.4
17.8
9.2
0.80
0.67
0.0
0.0
0.00
0
233
170.0 Nokia FZHJ
3
55
1.3
0.7
17.4
14.0
0.80
0.60
0.0
0.0
0.00
0
238
170.0 RFS ACU-A20-N
9
1
0.1
0.3
2.0
3.5
0.80
0.50
0.0
0.0
0.00
0
13
170.0 RFSAPXV9ERRIB-C
3
50
8.0
6.0
11.8
7.0
0.80
0.83
0.0
0.0
0.00
0
216
170.0 Round Sector
3
300
14A
0.0
0.0
0.0
0.75
0.75
0.0
0.0
0.00
0
1296
155.0 Ericsson RRUS 11
6
55
2.5
1.5
17.0
7.2
0.80
0.67
0.0
0.0
0.00
0
475
155.0 Flat Light Sector
3
400
17.9
0.0
0.0
0.0
0.75
0.67
0.0
0.0
0.00
0
1728
155.0 Kathrein 78210254
3
3
0.1
0.4
3.0
1.7
0.80
0.50
0.0
0.0
0.00
0
13
155.0 Kathrein 800 10121
6
46
5.2
4.5
10.3
5.9
0.80
0.82
0.0
0.0
0.00
0
400
155.0 Kathrein 800 10764 K
3
41
5.9
4.6
11.8
6.0
0.80
0.79
0.0
0.0
0.00
0
176
155.0 Kathrein Scala 860
6
1
0.2
0.6
2.4
2.0
0.80
0.50
0.0
0.0
0.00
0
10
Page 3
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Site Number: 5100
Site Name: Midway Road, FL
Customer: T-MOBILE
Linear Appurtenance Properties
Code: ANSIrrIA-222-G
Engineering Number: 63511322
Tower Loading
®2007-2015byATCIPLLC. Alinghtsmsemed..
9/3/2015 6:05:42 PM
Elev
Elev
.
Out
From
To
Width Weight
Pct
Spread On
Bundling
Cluster
Of
Spacing Orientation
Ka
•(ft)
(ft)
Description
City
(in)
(lb/ft)
In Block
Faces
Arrangement
Dia (in)
Zone
(in)
Factor
Override
10.00
300.0
Climbing Ladder
1
1.00
4.00
0
Lin App
Individual
0.00
N
1.00
1.00
0.00
10.00
295.0
1 5/8" Coax
12
1.98
0.82
33
1
Block
0.00
N
0.00
1.00
0.00
10.00
295.0
Waveguide
1
0.00
6.90
0
Lin App
Individual
0.00
N
1.00
1.00
0.00
10.00
278.0
1/2" Coax
1
0.63
0.15
0
1
Individual
0.00
N
1.00
1.00
0.00
10.00
265.0
1 5/8" Coax
12
1.98
0.82
50
1
Block
0.00
N
0.00
1.00
0.00
10.00
265.0
Waveguide
1
2.00
6.90
0
Lin App
Individual
0.00
N
1.00
1.00
0.00
0.00
179.0
1.24"Hybrid
3
1.25
1.05
67
Lin App
Block
0.00
N
0.00
1.00
0.00
10.00
179.0
1 5/8" Coax
12
1.98
0.82
33
1
Block
0.00
N
0.00
1.00
0.00
10.00
179.0
Waveguide
1
2.00
6.90
0
Lin App
Individual
0.00
N
1.00
1.00
0.00
10.00
170.0
0.87" Fiber
1
0.87
0.25
0
Lin App
Individual
0.00
N
1.00
1.00
0.01
10.00
170.0
1 1/4" Hybr'rflex
3
1.54
1.00
0
Lin App
Individual
0.00
N
1.00
1.00
0.00
10.00
170.0
Waveguide
1
2.00
6.90
0
Lin App
Individual
0.00
N
1.00
1.00
0.00
0.00
155.0
0.39"Cable
1
0.39
0.06
0
Lin App
Individual
0.00
N
1.00
1.00
0.01
0.00
155.0
0.76" (19.2 mm) 8
2
0.76
0.53
0
Lin App
Individual
0.00
N
1.00
1.00
0.01
0.00
155.0
3/8"Coax
1
0.44
0.08
0
Lin App
Individual
0.00
N
1.00
1.00
0.01
0.00
155.0
Waveguide
1
2.00
6.00
0
Lin App
Individual
0.00
N
1.00
1.00
0.00
10.00
155.0
1 518" Coax
12
1.98
0.82
50
3
Block
0.00
N
0.00
1.00
0.00
10.00
140.0
EW52
4
0.00
0.59
0
Lin App
Individual
0.00
N
1.00
1.00
0.00
10.00
120.0
EW52
2
2.25
0.59
0
Lin App
Individual
0.00
N
1.00
1.00
0.00
10.00
100.0
EW52
2
0.00
0.59
0
Lin App
Individual
0.00
N
1.00
1.00
0.00
Page 5
Site Number: 5100 Code: ANSIITIA-222.G 02007-2015byATCIPLLC. Alldghtsre ewed.
Site Name: Midway Road, FL Engineering Number: 63511322 913/20156:05:42 PM
Customer: T-MOBILE
Force/Stress Summary
Section: 1 Section 1
Bot Elev (ft): 0.00
Height (ft): 20.000
Shear
Bear
Pu
Len
Bracing
%
Py Phic Pn
Num
Num
phiRnvphiRn
Use
Max Compression Member
(kip) Load Case
(ft)
X
Y
Z Ia1R
(ksi) (kip)
Bolts
Holes
(kip)
(kip)
% Controls -
LEG PX-16"DIAPIPE
-719.54 1.2D + 1.6W
20.04
25
25
25 11.0
50.0 1,083.9
0
0
0.00
0.00
66 MemberX
HORIZ DAE-4X4X0.25
-26.56 1.2D + 1.6W 90
16.92
50
50
50139.8
35.7 44.85
0
0
0.00
0.00
59 MemberY
DIAG DAE-3.SX3.5X0.375
-43.451.2D+1.6W 90
26.91
23
43
23138.3
36.0 58.69
0
0
0.00
0.00
74 Member
Shear Bear
Pu Fy Fu Phit Pn Num Num phiRnv phiRn Use
Max Tension Member (kip) Load Case (ksi) (ksi) (kip) Bolts Holes (kip) (kip) ' ova Controls
LEG PX- 16"DIA PIPE
591.89 0.9D+1.6W 60
50 65
1,093.5
0
0 0.00 0.00 54 Member
HORIZ DAE-4X4X0.25
27.93 1.2D+1.6W90
36 58
125.71
0
0 0.00 0.00 22 Mender
DIAG DAE-3.5X3.5X0.375
40.69 1.2D+1.6W 90
36 58
161.03
0
0 0.00 0.00 25 Member
Pu
phiRnt
Use
Num
Max Splice Forces
(kip) Load Case
(kip)
%
Bolts
Bolt Type
Top Tension
589.49
0.9D+1.6W 60
0.00
0
0
Top Compression
716.78
1.2D+1.6W
0.00
0
Bot Tension
645.77
0.9D+1.6W 60
1558.92
41
12 2"A572 GR. 50
Bot Compression
782.12
1.2D+1.6W
0.00
0
Section: 2 Section 2
Bot Elev (ft): 20.00
Height (ft): 20.000
Shear
Bear
Pu
Len
Bracing
%
Fy Phic Pn Num Num
phiRnvphiRn
Use
Max Compression Member
(kip)
Load Case
(ft)
X Y
Z KLIR
(ksi) (kip) Bolts Holes
(kip)
(kip)
% Controls
LEG PX-16"DIAPIPE
-651.87 1.2D + 1.6W
20.04
25 25
25 11.0
50.0 1,083.9 0 0
0.00
0.00
60 MerrberX
HORIZ DAE-4X4X0.25
-26.64
1.2D + 1.6W 90
15.85
50 50
50131.0
35.7 50.92 0 0
0.00
0.00
52 MerrberY
DIAG DAE-3.5X3.5X0.375
-46.371.2D+1.6W
90
26.21
23 43
23134.7
36.0 61.88 0 0
0.00
0.00
74 MenberY
Max Tension Member
Pu
(kip)
Load Case
Fy
(ksi)
Fu
(ksi)
Phil Pn Num Num
(kip) Bolts Holes
Shear
phiRnv
(kip)
Bear
phiRn
(kip)
Use
%
Controls
LEG PX - 16" DIA PIPE
538,35
0.9D + 1.6W 60
50
65
1,093.5
0 0
0.00
0.00
49
Member
HORIZ DAE-4X4X0.25
27.55
1.2D+1.6W 90
36
58
125.71
0 0
0.00
0.00
21
Member
DIAG DAE- 3.5X3.5X0.375
42.26
1.2D+ 1.6W 90
36
58
161.03
0 0
0.00
0.00
26
Member
Pu
phiRnt
Use
Num
Max Splice Forces
(kip)
Load Case
(kip)
%
Bolts Bolt
Type
Top Tension
535.98
0.9D+1.6W 60
0.00
0
0
Top Compression
649.19
1.213+1.6W
0.00
0
Bot Te nsion
589.49
0.9D+1.6W 60
0.00
0
Bot Com press ion
716.78
1.2D+1.6W
0.00
0
Page 6
Site Number: 5100 Code: ANSIrrIA-222-G 82007-2015byATCIPLLC. Alirlghtsmserved.
Site Name: Midw ay Road, FL Engineering Number: 63511322 9/3120156:05:42 PM
Customer: T-MOBILE
Force/Stress Summary
Section: 3 Section 3
Bot Elev (ft): 40.00
Height (ft): 20.000
Shear
Bear
Pu
Len
Bracing
%
Fy
Phic Pn Num
Num
phiRnvphiRn
Use
Max Com pression Member
(kip) Load Case
(ft)
X
Y
Z KLIR
(ksi)
(kip) Bolts
Holes
(kip)
(kip)
% Controls
LEG PX - 14" DIA PIPE
-582.06 1.2D + 1.6W
20.04
25
25
25 12.6
50.0
943.03 . 0
0
0.00
0.00
61 Member X
HORIZ DAE- 3.5X3.5X0.25
-25.70 1.2D + 1.6W 90
14.78
50
50
50 139.5
36.0
39.24 0
0
0.00
0.00
65 Member Y
DIAG DAE-3.5X3.5X0.375
-46.03 1.2D + 1.6W 90
25.53
23
43
23131.2
36.0
65.05 0
0
0.00
0.00
70 Member
Shear
Bear
Pu
Fy Fu Phit Pn Num Num phiRnv
phiRn Use
Max Tension Member
(kip)
Load Case
(ksi) (ksi)
(kip) Bolts Holes (kip)
(kip) % Controls
LEG PX-14"DIA PIPE
483.70
0.9D+1.6W 60
50 65
954.00 0 0 0.00
0.00 50 Member
HORIZ DAE-3.5X3.5X0.25
26.03
1.2D+1.6W 90
36 58
109.51 0 0 0.00
0.00 23 Member
DIAG DAE-3.5X3.5X0.375
42.62
1.2D+1.6W 90
36 58
161.03 0 0 0.00
0.00 26 Member
Pu
phiRnt
Use Num
Max Splice Forces
(kip)
Load Case
(Kip)
% Bolts Bolt Type
Top Tension
481.43
0.9D+1.6W 60
0.00
0 0
Top Compression
579.55
1.2D+1.6W
0.00
0
Bot Tension
535.98
0.9D+1.6W 60
0.00
0
Bot Com pression
649.19
1.2D+1.6W
0.00
0
Section: 4 Section 4
Bot Elev (ft): 60.00
Height (ft): 20.000
Shear Bear
Pu
Len Bracing%
Fy Phic Pn Num
Num phiRnvphiRn Use
Max Compression Main ber
(kip)
Load Case
(ft) X Y
Z KLIR (ksi) (kip) Bolts
Holes (kip) (kip) % Controls
LEG PX-12"DIAPIPE
-512.68 1.2D + 1.6W
20.04 25 25
25 13.9 50.0 851.91 0
0 0.00 0.00 60 MemberX
HORIZ DAE- 3.5X3.5X0.25
-24.13
0.9D + 1.6W 90
13.71 50 50
50 129.4 36.0 45.37 0
0 0.00 0.00 '53 Member Y
DIAG DAE- 3.5X3.5X0.25
-45.01
1.2D + 1.6W 90
24.88 22 44
12 97.4 36.0 66.44 0
0 0.00 0.00 67 Member Y
Shear Bear
Pu Fy Fu Phit Pn Num Num phiRnv phiRn Use
,Controls
Max Tension Member (kip) Load Case (ksi) (ksi) (kip) Bolts Holes (kip) (kip) /o
LEG PX- 12" DIA PIPE 427.86 0.9D+1.6W 60 50 65 864.00 0 0 0.00 0.00 49 Member
HORIZ DAE-3.5X3.5X0.25 24.42 1.2D+1.6W 90 36 58 109.51 0 0 0.00 0.00 22 Member
DIAG DAE-3.5X3.5X0.25 42.19 1.2D+1.6W 90 36 58 109.51 0 0 0.00 0.00 38 Member
-
--Pu -
-phiRnt-Use-Num
---
- Max Snl'ce Forces -
---
ki oad£as Ki
-- - -TopTe ision -' - -
- - --425.73=0.9D+1:6W60 -
0.00`
- - -0 -_- - 0- _
Top Compression
510.33 1.2D+1.6W
0.00
0
Bot Tension
481.43 0.9D+1.6W 60
0.00
0
Bot Compression
579.55 1.2D+1.6W
0.00
0
Page 7
Site Number:
5100
Code: ANSUTIA-222.G
02007-2015byATC1PLLC. A1/rightsmsewed.
Site Name:
Midw ay Road, FL
Engineering Number: 63511322
9/3120156:05:42 PM
Customer:
T-MOBILE
Force/Stress Summary
Section: 5 Section 5
Bot Elev (ft): 80.00
Height (ft): 20.000
Shear
Bear
Pu
Len
Bracing
%
Fy
Phic Pn Num
Num
phiRnvphiRn
Use
Max Compression Member
(kip) Load Case
(ft)
X
Y
Z KLIR
(ksi)
(kip) Bolts
Holes
(kip)
(kip)
% Controls
LEG PX - 12" DIA PIPE
-442.12 1.2D + 1.6W
20.04
25
25
25 13.9
50.0
851.91 0
0
0.00
0.00
51 Member X
HORIZ DAE- 3X3X0.25
-23.10 1.2D + 1.6W 90
12.64
50
50
50 139.3
36.0
33.53 0
0
0.00
0.00
68 Member Y
DIAG DAE- 3.5X3.SX0.25
-45.03 1.2D+ 1.6W 90
24.25
22
44
12 95.0
36.0
68.10 0
0
0.00
0.00
66 Member Y,
Shear
Bear
Pu
Fy Fu
Phil Pn Num Num phiRnv
phiRn Use
Max Tension Member
(kip)
Load Case
(ksi) (ksi)
(kip) Bolts Holes (kip)
(kip) ova Controls
LEG PX- 12" DIA PIPE
363.99
1.2D+1.6W 60
50 65
864.00 0 0 0.00
0.00 42 Member
HORIZ DAE-3X3X0.25
22.79
1.2D+1.6W 90
36 58
93.31 0 0 0.00
0.00 24 Mernber
DIAG DAE- 3.5X3.5X0.25
42.40
1.2D+ 1.6W 90
36 58
109.51 0 0 0.00
0.00 38 Member
Pu
phiRnt
Use Num
Max Splice Forces
(kip)
Load Case
(Kip)
/o Bolts Bolt Type
Top Tension
367.80
0.9D+1.6W 60
0.00
0 0
Top Compression
439.91
1.2D+1.6W
0.00
0
Bot Tension
425.73
0.9D+1.6W 60
0.00
0
Bot Com pre ssion
510.33
1.2D+1.6W
0.00
0
Section: 6 Section 6
Bot Elev (ft): 100.0
Height (ft): 20.000
Shear Bear
Pu
Len Bracing
% Fy Phic Pn Num
Num phiRnvphiRn Use
Max Compression Member
(kip)
Load Case
(ft) X Y
Z KLIR (ksi) (kip) Bolts
Holes (kip) (kip) % Controls
LEG PX- 10" DIA PIPE
-429.52
1.2D+1.6W
6.68 100 100
100 22.1 50.0 699.13 0
0 0.00 0.00 61 Member
HORIZ
0.00
0.000 0 0
0 0.0 0.0 0.00 0
0 0.00 0.00 0
DIAG DAE-3X3X0.25
-21.23
1.2D + 1.6W 90
25.80 47 47
23159.5 36.0 25.57 0
0 0.00 0.00 83 MemberY
Shear
Bear
Pu
Fy Fu Phit Pn Num Num phiRnv
phiRn Use
Max Tension Member
(kip)
Load Case
(ksi) (ksi)
(kip) Bolts Holes (kip)
(kip) % Controls
LEG PX- 10" DIA PIPE
356.92
1.2D+1.6W 60
50 65
724.50 0 0 0.00
0.00 49 Member
HORIZ
0.00
0 0
0.00 0 0 0.00
0.00 0
DIAG DAE-3X3X0.25
20.83
1.2D+1.6W 90
36 58
93.31 0 0 0.00
0.00 22 Member
Pu
phiRnt
Use Num
Max Splice Forces
(kip)
Load Case
(KIP)
% Bolts Bolt Type
Top To nsion
314.98
0.9D+1.6W 60
0.00
0 0
Top Compression
374.35
1.2D+1.6W
0.00
0
Bot Tension
367.80
0AD+1.6W 60
0.00
0
Bot Com press ion
439.91
1.2D+1.6W
0.00
0
Page 8
Site Number:
5100
Code: ANSIITIA-222-G
02007-2015byATC1PLLC. Alinghlsmserved.
Site Name:
Midway Road, FL
Engineering Number: 63511322
9/3/20156:05:42 PM
Customer:
T-MOBILE
Force/Stress Summary
Section: 7 Section 7
Bot Elev (ft): 120.0
Height (ft): 20.000
Shear
Bear
Pu Len
Bracing
%
F'y Phic Pn Num
Num
phiRnvphiRn
Use
Max Compression Member
(kip) Load Case (ft)
X Y
Z KLIR
(ksi) (kip) Bolts
Holes
(kip)
(kip)
% Controls
LEG PX - 10" DIA PIPE
-364.90 1.2D + 1.6W 6.68
100 100
100 22.1
50.0 699.13 0
0
0.00
0.00
52 Member X
HORIZ
0.00 0.000
0 0
0 0.0
0.0 0.00 0
0
0.00
0.00
0
DIAG DAE-3X3X0.1875
-19.091.2D+ 1.6W 90 23.74
47 47
23146.7
36.0 22.90 0
0
0.00
0.00
83 Member
Shear
Bear
Pu
Fy Fu
Phit Pn Num Num phlRnv
phlRn Use
Max Tension Member
(kip)
Load Case.
(ksi) (ksi)
(kip) Bolts Holes (kip)
Controls
(kip)
LEG PX- 10" DIA PIPE
308.67
0.9D+1.6W 60
50 65
724.50 0 0 0.00
0.00 42 Member
HOW
0.00
0 0
0.00 0 0 0.00
0.00 0
DIAG DAE-3X3X0.1875
18.94
1.213+1.6W 90
36 58
70.63 0 0 0.00
0.00 26 Member
Pu
phiRnt
Use Num
Max Splice Forces
(kip)
Load Case
(kip)
/o Bolts Bolt Type
Top Tension
262.95
0.9D+1.6W 60
0.00
0 0
Top Compression
311.96
1.20+1.6W
0.00
0
Bot Tension
314.98
0.9D+1.6W 60
0.00
0
Bot Compression
374.35
1.2D+1.6W
0.00
0
Section: 8 Section 8
Bot FJev (ft): 140.0
Height (ft): 20.000
Shear Bear
Pu
Len Bracing
% F'y Phic Pn Num
Num phiRnvphiRn Use
Max Com pression Mem bar
(kip)
Load Case
(ft) X Y
Z KLIR (ksi) (kip) Bolts
Holes (kip) (kip) % Controls
LEG PX- 8" DIA PIPE
-302.47
1.2D+1.6W
6.68 100 100
100 27.8 50.0 544.29 0
0 0.00 0.00 55 Member X
HORIZ
0.00
0.000 0 0
0 0.0 0.0 0.00 0
0 0.00 0.00 0
DIAG SAE-4X4X0.375
-16.87
1.2D + 1.6W 90
21.69 50 50
50165.2 36.0 23.68 0
0 0.00 0.00 71 MemberZ
Shear
Bear
Pu
Fy Fu
Phit Pn Num Num phiRnv
phiRn Use
Max Tension Member
(kip)
Load Case
(ksi) (ksi)
(kip) Bolts Holes (kip)
(kip) % Controls
LEG PX - 8" DIA PIPE
256.46
0.9D+ 1.6W 60
50 65
576.00 0 0 0.00
0.00 44 Member
HORIZ
0.00
0 0
0.00 0 0 0.00
0.00 0
DIAG SAE-4X4X0.375
16.79
1.2D+1.6W 90
36 58
92.66 0 0 0.00
0.00 18 Member
-Pu---
phiRnt----Use-Num
Max Splice Forces=
(kip)=Load-Case
_pup)
gp]ts-=pogjype
-Top Tens ion -
21610
0.9p+-1.6W60-
0:00
0 = 0Top
Compression
253.74
1.2D+1.6W
0.00
0
Bot Tension
262.95
0.9D+1.6W 60
0.00
0
Bot Com pression
311.96
1.2D+1.6W
0.00
0
Page 9
Site Number: 5100
Code: ANSIrrIA-222.G
02007-2015byATCIPLLC. AOdghtsmserved.
Site Name: Midway Road, FL
Engineering Number: 63511322
913/20156:05:42 FM
Customer: T-MOBILE
Force/Stress Summary
Section: 9 Section 9
Bot Bev (ft): 160.0 Height (ft): 20.000
Shear Bear
Pu
Len Bracing % Py Phic Pn Num
Num phiRnvphiRn Use
Max Compression Member
(kip)
Load Case (ft) X Y Z KLIR (ksi) (kip) Bolts
Holes (kip) (kip) % Controls
LEG PX-8"DIAPIPE
-245.511.213+1.6W 6.68 100 100 100 27.8 50.0 544.29 0
0 0.00 0.00 45 MemberX
HORIZ
0.00
0.000 0 0 0 0.0 0.0 0.00 0
0 0.00 0.00 0
DIAG SAE-3.5X3.5X0.375
-13.261.213+1.6W
90 19.66 50 50 50171.8 36.0 18.99 0
0 0.00 0.00 69 Member
Shear
Bear
Pu
Fy Fu Phit Pn Num Num PhlRnv
phlRn Use
M ax To nsion M am bar
(kip)
Load Case (ksi) (ksi) (kip) Bolts Holes (kip)
(kip) % Controls
LEG PX- 8" DIA PIPE
207.70
1.213+1.6W 60 50 65 576.00 0 0 0.00
0.00 36 Member
HORIZ
0.00
0 0 0.00 0 0 0.00
0.00 0
DIAG SAE -3SX3.5X0.375
13.15
1.21)+1.6W 90 36 58 80.35 0 0 0.00
0.00 16 Member
Pu
phiRnt Use Num
Max Splice Forces
(kip)
Load Case (KIP) /o Bolts Bolt Type
Top Tension
175.65
0.91)+1.6W 60
0.00
0
0
Top Compression
203.74
1.213+1.6W
0.00
0
Sot Tension
216.10
0.913+1.6W 60
0.00
0
Sot Compression
253.74
1.213+1.6W
0.00
0
Section: 10 Section 10
Bot Elev (ft): 180.0
Height (ft): 20.000
Shear
Bear
Pu
Len
Bracing%
Fy
Phic Pn
Num
Num
phiRnvphiRn
Use
Max Compression Member
(kip)
Load Case
(ft)
X Y
Z KLIR
(ksi)
(kip)
Bolts
Holes
(kip)
(kip)
% Controls
LEG PST - 8" DIA PIPE
-196.43
11.213 + 1.6W
6.68
100 100
100 27.3
50.0
358.01
0
0
0.00
0.00
54 Member X
HORIZ
0.00
0.000
0 0
0 0.0
0.0
0.00
0
0
0.00
0.00
0
DIAG SAE- 3.5X3.5X0.25
-9.17
1.2D + 1.6W 90
17.66
50 50
50 152.7
34.8
16.37
0
0
0.00
0.00
56 Member Z
Shear
Bear
Pu
Fy Fu
Phil Pn
Num Num
phlRnv
phlRn
Use
Max Tension Member
(kip)
Load Case
(ksi) (ksi)
(kip)
Bolts Holes
(kip)
(kip)
off" Controls
LEG PST - 8" DIA PIPE
170.11
1.213+ 1.6W 60
50 65
378.00
0 0
0.00
0.00
45 Member
HORIZ
0.00
0 0
0.00
0 0
0.00
0.00
0
DIAG SAE-3.5X3.5X0.25
9.03
1.213+1.6W 90
36 58
54.76
0 0
0.00
0.00
16 Member
Pu
phiRnt
Use
Num
M ax Splice Forces
(kip)
Load Case
(KIP)
%
Bolts Bolt Type
Top Tens ion
143.34
0.913+1.6W 60
0.00
0
0
Top Compression
163.61
1.21)+1.6W
0.00
0
Bot Tension
175.65
0.913+1.6W 60
0.00
0
Bot Com press ion
203.74
1.21)+1.6W
0.00
0
Page 10
Site Number: 5100 Code: ANSIITIA-222-G 02007-2015byATCIPLLC. Alldghtsmsewed.
Site Name: Midway Road, FL Engineering Number: 63511322 9/3/2015 6:05:42 PM
Customer: T-MOBILE
Force/Stress Summary
Section: 11 Section 11
Bot Bev (ft): 200.0
Height (ft): 20.000
Shear
Bear
Pu Len
Bracing
%
Fy
Phic Pn Num
Num
phiRnvphiRn
Use
Max Compression Member
(kip) Load Case (ft)
X Y
Z IQIR
(ksi)
(kip) Bolts
Holes
(kip)
(kip)
% Controls
LEG PX-6"DIAPIPE
-157.52 1.2D + 1.6W 6.68
100 100
100 36.5
50.0
342.89 0
0
0.00
0.00
45 MemberX
HORIZ
0.00 0.000
0 0
0 0.0
0.0
0.00 0
0
O.OD
0.00
0
D1AG SAE-3X3XO.25
-7.85 1.2D + 1.6W 90 15.70
50 50
50159.1
36.0
12.85 0
0
0.00
0.00
61 MemberZ
Max Tension Mem bar
LEG PX- 6" DIA PIPE
HORIZ
DIAG SAE-3X3XO.25
M ax Splice Forces
Pu
(kip) Load Case
137.47 1.2D+1.6W 60
0.00
7.77 1.2D+1.6W 90
Pu
(kip) Load Case
Shear
Fy Fu
Phit Pn
Num
Num
phiRnv
(ksi) (ksi)
(kip)
Bolts
Holes
(kip)
50 65
378.00
0
0
0.00
0 0
0.00
0
0
0.00
36 58
46.66
0
0
0.00
phiRnt Use Num
(kip) % Bolts Bolt Type
Bear
phiRn Use
(kip) % Controls
0.00 36 Member
0.00 0
0.00 16 Member
Top Tension
110.42
0.9D+1.6W60
0.00
0
0
Top Compression
125.29
1.2D+1.6W
0.00
0
Bot Tension
143.34
0.9D+1.6W 60
0.00
0
Bot Com press ion
163.61
1.2D+1.6W
0.00
0
Section: 12 Section 12
.
Bot Bev (ft): 220.0
Height (ft): 20.000
Shear
Bear
Pu
Len
Bracing
%
Fy
Phic On
Num
Num
phiRnvphiRn
Use
Max Compression Member
(kip)
Load Case
(ft)
X Y
Z td/R
(ksi)
(kip)
Bolts
Holes
(kip)
(kip)
% Controls
LEG PX-5"DIAPIPE
-119.041.213+1.6W
6.68
100 100
100 43.6
50.0
239.33
0
0
0.00
0.00
49 Member
HORIZ
0.00
0.000
0 0
0 0.0
0.0
0.00
0
0
0.00
0.00
0
DIAG SAE-3X3XO.1875
-7.02
1.2D + 1.6W 90
13.79
50 50
50138.8
36.0
12.78
0
0
0.00
0.00
54 Member
-
Shear
Bear
Pu
Fy Fu
Phil Pn
Num
Num
phiRnv
phiRn
Use
Max Tension Member
(kip) Load Case
(ksi) (ksi)
(kip)
Bolts
Holes
(kip)
(kip)
% Controls
LEG- PX - 5" DIA PIPE
104.59 1.2D+ 1.6W 60
50 65
274.95
0
0
0.00
0.00
38 Member
HORIZ
0.00
0 0
0.00
0
0
0.00
0.00
0
DIAG SAE-3X3X0.1875
6.93 1.2D+1.6W 90
36 58
35.32
0
0
0.00
0.00
19 Member
--
Eu
phiRhtUse-Num
Splice Forces
tkiol-Bolts
-_ _Max _-
-
Bolt Tyne - - - - - - - - -
--_Top-Tension --_
_76.58-0.9D+_1.6W=60-,-0.00-.---0-0--
-_----------------------_
Top Compression
86.94 1.2D+1.6W
0.00
0
Bot Tension
110.42 0.9D+1.6W60
0.00
0
Bot Compression
125.29 1.2D+1.6W
0.00
0
Page 11
Site Number: 5100 Code: ANSIrrIA-222-G 02007-2015hyATCIPLLC. Alinghtsmsemed
Site Name: Midway Road, FL Engineering Number: 63511322 9/3/20156:05:42 PM
Customer: T-MOBILE
Force/Stress Summary
Section: 13 Section 13
Bot Elev (ft): 240.0
Height (ft): 20.000
Shear
Bear
Pu Len
Bracing
%
Fy
Phic Pn
Num
Num
phiRnvphiRn
Use
Max Compression Member
(kip) Load Case (ft)
X Y
Z Ia1R
(ksi)
(kip)
Bolts
Holes
(kip)
(kip)
% Controls
LEG PX-3-1/2"DIA PIPE
-82.321.213+1.6W 5.01
100 100
100 45.9
50.0
141.97
0
0
0.00
0.00
57 Member
HORIZ
0.00 0.000
0 0
0 0.0
0.0
0.00
0
0
0.00
0.00
0
DIAG SAE-2.SX2.5X9.1875
-5.731.213+1.6W 90 11.19
50 50
50135.7
36.0
11.06
0
0
0.00
0.00
51 Merrber Z,
Shear
Bear
Pu
Fy
Fu
Phit Pn Num Num
phiRnv
phiRn
Use
Max Tension Member
(kip) Load Case
(ksi)
(ksi)
(kip) Bolts Holes
(kip)
(kip)
% Controls
LEG PX-3-1/2"DIA PIPE
72.91 0.91)+1.6W 60
50
65
165.60 0 0
0.00
0.00
44 Member
HORIZ
0.00
0
0
0.00 0 0
0.00
0.00
0
DIAG SAE-2.5X2.5X0.1875
5.67 1.2D+1.6W 90
36
58
29.22 0 0
0.00
0.00
19 Member
Pu
phiRnt
Use Num
M ax Splice Forces
(kip) Load Case
(kip)
/o Bolts Bolt Type
Top Tension
41.14
0.9D+1.6W 60
0.00
0
0
Top Compression
47.81
1.2D+1.6W
0.00
0
Bot Tension
76.58
0.913+1.6W 60
0.00
0
Bot Com press ion
86.94
1.21)+1.6W
0.00
0
Section: 14 Section 14 - mod
Bot Elev (ft): 260.0
Height (ft): 20.000
Shear
Bear
Pu
Len
Bracing
%
Fy Phic Pn
Num
Num
phiRnvphiRn
Use
Max Compression Member
(kip)
Load Case
(ft)
X Y
Z KLIR
(ksi) (kip)
Bolts
Holes
(kip)
(kip)
% Controls
LEG PST - 3" DIA PIPE
.42.48
1.2D+ 1;6W
5.01
100 100
100 51.8
50.0 82.46
0
0
0.00
0.00
51 Member X
HORIZ
0.00
0.000
0 0
0 0.0
0.0 0.00
0
0
0.00
0.00
0
DIAG SAE-2X2X0.25
-5.291.213+1.6W
90
9.329
50 50
50143.2
36.0 10.36
1
1
12.43
17.40
51 MemberZ
Shear Bear
Pu Fy Fu Phit Pn Num Num phiftnv phiRn Use
Max Tension Member (kip) Load Case (ksi) (ksi) (kip) Bolts Holes (kip) (kip) % Controls
LEG PST - 3" DIA PIPE 36.40 0.9D+ 1,6W 60 so 65 100.35 0 0 0.00 0.00 36 Member
HOW 0.00 0 0 0.00 0 0 0.00 0.00 0
DIAG SAE- 2X2X0.25 5.24 1.213 + 1.6W 90 36 58 24.55 1 1 12.43 10." 50 Bolt Bear
Pu phiRnt Use Num
Max Splice Forces (kip) Load Case (kip) % Bolts Bolt Type
Top Tension
16.89
0.9D+1.6W 60
0.00 0
Top Compression
19.77
1.2D+1.6W
0.00 0
Bot Tension
41.14
0.91)+1.6W 60
0.00 0
Bot Compression
47.81
1.21)+1.6W
0.00 0
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0
Site Number: 5100 Code: ANSIITIA-222-G 02007-2015hyATC1PLLC. Alinghtsmserved.
Site Name: Midway Road, FL Engineering Number: 63511322 9/3/20156:05:42 PM
Customer: T-MOBILE
Force/Stress Summa
Section: 15 Section 15
Bot E(ev (ft): 280.0
Height (ft): 20.000
Shear
Bear
Pu
Len
Bracing
%
Fy
Phic Pn Num
Num
phiRnvphiRn
Use
Max Compression Member
(kip) Load Case
(ft)
X
Y
Z Ia/R
(ksi)
(kip) Bolts
Holes
(kip)
(kip)
% Controls
LEG PST - 2.1/2" DIA PIP
.16.07 1.21)+ 1.6W
5.00
100
100
100 63.4
50.0
57.18 0
0
0.00
0.00
28 Member X
HORIZ SAFE -1.75X1.75X0.18
-0.411.2D+1.6W
6.000
100100
100209.9
36.0
3.18 0
0
0.00
0.00
12 WmberZ
DIAG SAE- 1.75X1.75X0.18
-2.86 1.20 + 1.6W
7.810
50
50
50 136.6
36.0
7.52 0
0
0.00
0.00
38 Member Z
Shear
Bear
Pu
Fy Fu
Phil Pn
Num Num
phiRnv
phiRn
Use
Max Tension Member
(kip)
Load Case
(ksi) (ksi)
(kip)
Bolts Holes
(kip)
(kip)
off"
Controls
LEG PST - 2-1/2" DIA PIP
13.82
0.913+ 1.6W 60
50 65
76.68
0 0
0.00
0.00
18
Member
HORIZ SAE- 1.75X7.75X0.18
0.38
1.2D+1.6W 60
36 58
20.12
0 0
0.00
0.00
1
Member
DIAG SAE-1.75X1.75X0.18
2.83
1.213+1.6W 90
36 58
20.12
0 0
0.00
0.00
14
Member
Pu
phiRnt
Use
Num
Max Splice Forces
(kip)
Load Case
(Kip)
%
Bolts Bolt Type
Top Tension
0.00
0.00
0
0
Top Compression
0.25
(1.2+0.2Sds)•
0.00
0
Bot Tens ion
16.89
0.91)+1.6W 60
0.00
0
Bot Compression
19.77
1.21)+1.6W
0.00
0
Page 13