PLANS
PLANS/OVERSIZE
DOCUMENTS
27
CITY OF BOYNTON BEACH
PLANNING & ZONING
TITLE FORM
DATE: ~-(r- AOoY
PROJECT # mf\\SP 0 /- D5~
PCN
tif. ~3.- '-/:)- 2./- O~ - dOl- ()Ole
STATUS:
A !lAte) vU:::>
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PROJECT NAME: a/N/r./JLfi/'.L /tJ/IU-US,-S
PROJECT TYPE: /J1/1J0I2-IJJObt~'C4-T7alV irE- ~,v
STATUS DATE: V' J' -,1.-:< -d..c of
DESTRUCTION DATE: A./
ADDRESS:
t:f~t1 AiL 1r1f 4UL-
o Miscellaneous
~ommercial
o Residential
o New
g Addition 0 Renovation 0 Revision _
/..561 /J1oN~a~
INDEX OF DRAWINGS:
SHEET #
(ex: Sheet A-I)
1_ ?~t!JF .33
2. /- (( oFf\
SHEET TITLE (PLEASE PRINT LEGIBLY)
(ex: Floor Plan)
~E-/2- ;ftJA-t.. i J Il
~<;..... P 2- Sr.4-ht to ~-~ - 2-a"l
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
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S:\Planning\File lists. file procedures\Procedures\FILING PROCEDURES\p&z TITLE FORM.doc
Site Address:
222 NE 9th Avenue
Boynton Beach, FL 33435
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Structural Tower Analysis
Prepared For:
~ cingular~
WIRHUS
ABNN Site
150' Monopole
Prepared by:
Kimley-Hom and Associates, Inc.
4431 Embarcadero Drive
West Palm Beach, FL 33407
(561) 845-0665
lCiKimley-Hom and Associates, Inc.
EBOO00696 .
June 2001
KHA Job #044250017
~-1nI Kimley-Horn
a.......J _ LJ and Associates, Inc.
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Structural Tower Analysis
Prepared For:
~ cingular~
WIRELESS
ABNN Site
150' Monopole
Site Address:
222 NE 9th Avenue
Boynton Beach, FL 33435
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Prepared by:
Kimley-Hom and Associates, Inc.
4431 Embarcadero Drive
West Palm Beach, FL 33407
(561) 845-0665
lCiKim1ey-Hom and Associates, Inc.
EBOOOO696
June 2001
KHA Job #044250017
Seth E. Schmid, P .E.
Florida P .E. #54640
June 4,2001
31 Pages
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Cingular Wireless, ABNN Site Tower Analysis, Page 2
PROJECT INFORMATION
PROJECT: Structural analysis of 150' monopole for the addition of a platform and antennas.
LOCATION: 222 NE 9th Avenue, Boynton Beach, Florida, 33435
CLIENT: Cingular Wireless - Boca Raton, Florida
SITE NAME: City of Boynton Beach Utilities
CLIENT SITE #:
ABNN
KIMLEY-HORN PROJECT #: 044250017
PURPOSE
The purpose of this structural tower analysis is to determine whether the existing tower design
has sufficient structural capacity for the addition of twelve Decibel DB846H80 panel antennas on
a triangular platform.
REFERENCE STANDARDS
The tower analysis was performed according to the provisions of the following reference
standards:
1. ANSI TIAlEIA-222-F-1996, "Structural Standards for Steel Antenna Towers and
Antenna Supporting Structures"
2. 1997 Standard Building Code, Southern Building Code Congress International
3. ASCE 7-95, "Minimum Design Loads for Buildings and Other Structures
4. American Institute of Steel Construction - Ninth Edition
REFERENCE DATA
Cingular Wireless provided the original design information and computer output for the tower
mast, base plate and foundation. This original design was done on October 13, 1996, by Paul J.
Ford and Company Structural Engineers (job number A29296-391). Cingular also provided
construction drawings by MJA Communications Corporation for colocations by Sprint Spectrum
L.P. and Nextel. These drawings were dated August 16, 1996 and March 17, 1997 respectively.
Construction drawings dated August 29, 2000, by HDR Engineering, Inc. for XM Satellite Radio
were supplied by Cingular Wireless. Mark Fairchild, P.E., visually verified the relative locations
of the existing antennas during a site visit.
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Cingular Wireless, ABNN Site Tower Analysis, Page 3
EXISTING TOWER MOUNTED EQUIPMENT
The following tower mounted equipment information was determined to be existing from the
reference data described in the preceding section.
No. Elevation Equipment Description
(ft.) AGL
1. 148 One lightning rod at the top of the tower.
2. 148 (1) TIL-TEK TA-2350-DAB Omni antenna on a four-foot standoff.
3. 135 (9) panel antennas on a triangular platform with handrails. Since no
information was provided for these antennas, they were assumed to be AP 17-
1900/090D on a 15' platform with an associated total CaAa of 81.95 sf and a
total weight of2,650 Ibs. (see Assumptions section below).
4. 100 (6) panel antennas on a triangular platform without handrails. Since no
information was provided for these antennas, they were assumed to be AP17-
1900/090D on a 15' platform with an associated total CaAa of 49.42 sf and a
total weight of 1,920 Ibs. (see Assumptions section below).
Note: the antenna feedlines run inside of pole.
PROPOSED TOWER MOUNTED EQUIPMENT
Cingular Wireless supplied the following proposed tower mounted equipment information:
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No. Elevation Equipment Description
(ft.) AGL
1. 120 (12) Decibel DB846H80 panel antennas on a triangular platform.
INFORMATION NOT PROVIDED
Information that was not provided for this structural tower analysis included a certified as-built
for the existing tower and foundation, specification sheets for the existing panel antennas,
platforms, and lighting rod, and specifications for the proposed antenna mounting platform.
ASSUMPTIONS
The following assumptions were made in the absence of the information described in the previous
section to complete the tower analysis. The design drawings that accompanied the original
design data and output were assumed to represent as-built conditions. As mentioned in the
existing tower mounted equipment section, the panel antennas were assumed to be AP17-
1900/090D antennas. This was the model antenna used by Paul J. Ford and Company Structural
Engineers in their design of the tower. The lightning rod was also assumed to be the same as that
modeled in the tower design. The size of the existing antenna mounting platforms were based on
estimates from field observations and the corresponding data for similar platforms by PiROD,
Inc. The proposed platform was assumed to be 16'-6" platform with handrails by PiROD, Inc.
with an estimated CaAa of36 sf and an estimated weight of2,210 1bs. This platform was
selected because it was the most conservative found when preparing this report that would meet
the 16-foot horizontal antenna separation required by Cingular Wireless.
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Cingular Wireless, ABNN Site Tower Analysis, Page 4
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ANAL YSIS
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Two separate tower analyses were performed that conformed to the TIAlEIA-222-F standard.
The first used ASCE 7-95 wind provisions with a basic wind speed of 150 mph, exposure C, an
importance factor of 1.15, and a gust effect factor, G, of 1.00. The second analysis was done
according to the wind provisions used for the original design by Paul J. Ford and Company
Structural Engineers. The original design followed the provisions from TIAlEIA-222-F except a
basic wind speed of 130 mph was used instead of the 110 mph specified by the code. The output
of both analyses is attached to this report. Two analyses were performed to meet both the
TIAlEIA-222-F standard for steel towers and the local adopted building code of Boynton Beach
(1997 Standard Building Code).
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SUMMARY OF RESULTS / CONCLUSIONS
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The ASCE 7-95 wind analysis resulted in a maximum actual/allowable stress ratio of 0.742 in the
bottom section (i.e. the section is stressed to 74.2% of its capacity). The analysis that used the
TIAlEIA-222-F wind provisions from the original design had a maximum stress ratio of 0.889.
In both cases, the actual stress did not exceed the allowable stress of the section and the tower can
be considered adequate to support the additional loads from the proposed antennas and platform.
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The baseplate and caisson foundation were designed by Paul J. Ford and Company for a moment
of 5,600 k-ft, an axial load of 42.0 kips, and a shear load of 56.0 kips. From the more
conservative TIAlEIA-222-F analysis, the tower reactions are 5,192 k-ft moment, 42.1 kips axial
load, and 54.7 kips shear load. Because the tower reactions are within 1 % of the design loading
for the baseplate and foundation, the baseplate and foundation can be considered adequate to
support the additional loading from the proposed antennas and platform.
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STATEMENT OF LIMITATION
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This existing tower is assumed, for the purpose of this analysis, to have been properly maintained
and in good condition with no structural defects and no deterioration to its member capacities.
All connections are assumed to be sound and to develop at minimum member capacity. No
testing or inspection was done to confirm this assumption and it shall remain the responsibility of
the owner of the tower to ensure that it is in good condition.
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Tower data and antenna location and type used in this analysis are based on and are as accurate as
the data furnished. This analysis is valid only for the existing and proposed loading described in
this report. The tower must be reanalyzed if additional equipment is mounted on the structure.
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The engineering services rendered by Kimley-Hom in connection with this structural analysis are
limited to a computer analysis of the tower structure, size, and capacity of its members. Kimley-
Horn does not analyze the fabrication, including welding and connection capacities, except as
included in this report.
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Kimley-Hom makes no warranties, expressed or implied in connection with this report and
disclaims any liability arising from original design, material, fabrication, and erection deficiencies
or the condition of the tower.
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Cingular Wireless, ABNN Site Tower Analysis, Page 5
TOWER ANALYSIS OUTPUT BASED ON ASCE 7-95 WIND PROVISIONS
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ERITower Job Page ~
City of Boy ton Beach Utilities Monopole Analysis (Site # ABNN) 1 of 8
Kimley-Horn and Associates Project Date
4431 Embarcadero Drive 044250017 14:42:2906/04/01
West Palm Beach, FL 33407 Client Designed by
Phone: (561) 845-0665 Cingular Wireless Seth Schmid
FAX: (561) 863-8175
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Tower Input Data
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This is a pole section.
This tower is designed using the TIAlEIA-222-F standard.
The following design criteria apply:
Basic wind speed of 150 mph .
ASCE 7-95 wind provisions are used (exposure C) .
Wind importance factor is 1.15 .
A non-linear (P-delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.333 .
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Tapered Pole Section Geometry
Section Elevation No Section Splice Number Top Bo/lom Wall Bend Pole
Of Length Length of Diameter Diameter Thickness Radius Fy
ft Sections ft ft Sides in in in in ksi
Ll 148-117 1 31' 4' 18 22.0000 32.1500 0.2500 1.0000 60
L2 117-88 1 29' 5' 18 30.4900 40.3500 0.3750 1.5000 60
L3 88-73.5 1 14'6" 5'6" 18 38.1500 43.9500 0.5000 2.0000 60
L4 73,5-40 1 33'6" 6'6" 18 41.3550 52.9550 0.5000 2.0000 60
L5 40-0 1 40' 18 50.0700 61.6700 0.5000 2.0000 60
Tapered Pole Properties
Section Diameter Area I r C IIC J IIIQ w wit
in in2 in' in in inJ in' in2 in
Ll 22.0000 17.2586 1031.4832 7.7212 11.1760 92.2945 2064.3237 8.6310 3.4320 13.728
32.1500 25.3126 3254.2913 11.3245 16.3322 199.2562 6512.8648 12.6587 5.2184 20.874
L2 30.4900 35.8444 4106.9957 10.6908 15.4889 265.1570 8219.3954 17.9256 4.7062 12.55
40.3500 47.5802 9605.9663 14.1911 20.4978 468.6340 19224.5723 23.7946 6.4416 17.1 78
L3 38.1500 59.7505 10700.6293 13.3657 19.3802 552.1424 21415.3387 29.8810 5.8344 11.669
43.9500 68.9552 16446.8874 15.4248 22.3266 736.6499 32915.4161 34.4841 6.8552 13.71
L4 41.3550 64.8369 13672.5658 14.5035 21.0083 650.8161 27363.1223 32.4246 6.3985 12.797
52.9550 83.2461 28938.4357 18,6215 26.9011 1075.7327 57914.9493 41.6310 8.4401 16.88
L5 50.0700 78.6676 24421.4324 17.5973 25.4356 960.1295 48874.9992 39.3413 7.9323 15.865
61.6700 97.0768 45891.2427 21.7154 31.3284 1464.8466 91842.8703 48.5476 9.9739 19.948
K Factors'
Tower Adjust. Adjust. Weight Mult. Legs X K Single Horiz. Inner Truss Truss
Elevation Factor Face Factor Face Brace Brace Diags Brace Leg Leg
AI Ar Diags Diags X Z
ft X X X X X Brace Brace
y y y y y
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Ll148-117 1 2.
L2117-88 1 2.
L3 88-73.5 1 2.
L4 73.5-40 1 2.
L5 40-0 1 1 1 2.
J Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-
of-plane direction applied to the overall length.
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ERITower Job Page @
City ot Boyton Beach Utilities Monopole Analysis (Site # ABNN) 2ot8
Kimley-Horn and Associates Project Date
4431 Embarcadero Drive 044250017 14:42:29 06/04/01
West Palm Beach, FL 33407 Client Designed by
Phone: (561) 845-0665 Cingular Wireless Seth Schmid
FAX: (561) 863-8175
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Antenna Pole Forces Lightning Rod
Length Ix Iy Modulus Antenna Antenna Beacon Beacon
of Pole E Pole Pole C,0A Weight
C,0A Weight
ft in' in' ksi ftllft plf Ji K
6' 2.3300 2.3300 29000 0.83 18.00 0.00 0.00
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Discrete Tower Loads - No Ice
Description Face Offset Offset Placement C,0A Weight
or Type Distance
Leg in ft fi K
TIL- TEK T A-2350-DAB C From 48.0000 148' - 142' 1.31 0.01
Face
2" sch 40 x 8' long ant sup pipe C From 48.0000 148' - 142' 1.90 0.03
Face
4'-0" standoff C From 48.0000 142' 3.33 0.04
Face
(9) API7-1900/090Don 15' C None 135' 81.95 2.65
platform
(12) DB846H80 on 16'-6" platform C None 120' 92.40 3.00
(6) API7-1900/090Don 15' C None 100' 49.42 1.92
platform
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Discrete Forces - Equivalent Torsional Loads
Section Wind Offset Type Placement Torsion Torsion
Elevation Direction From No-Ice With Ice
Centroid
ft ft ft kip-Jtlft kip-Jtlft
Ll 148-117 Normal 0' Uniform 148-142 0.00
Wind 60 0' Uniform 148-142 0.00
Wind 90 4'11-17/32" Uniform 148-142 0.10
Normal 0' Uniform 148-142 0.00
Wind 60 0' Uniform 148-142 0.00
Wind 90 4'11-17/32" Uniform 148-142 0.14
Normal 0' Cone 142 0.00
Wind 60 0' Cone 142 0.00
Wind 90 5' Cone 142 1.50
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ERITower Job Page 6J
City of Boy ton Beach Utilities Monopole Analysis (Site # ABNN) 3 of 8
Kimley-Horn and Associates Project Date
4431 Embarcadero Drive 044250017 14:42:2906/04/01
West Palm Beach, FL 33407 Client Designed by
Phone: (561) 845-0665 Cingular Wireless Seth Schmid
FAX: (561) 863-8175
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Tower Pressures - No Ice
GH = 1.000
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Section z Kz q, AG F AF AR A leg Leg C~A C~A
Elevation a % In Out
c Face Face
ft ft psi Ii e Ii Ii Ii Ii Ii
L1 148-117 131 '6-3/8" 1.341 89 69.944 A 0.000 69.944 69.944 100.00 0.000 0.000
B 0.000 69.944 100.00
C 0.000 69.944 100.00
L2117-88 101'9- 1.27 84 85.598 A 0.000 85.598 85.598 100.00 0.000 0.000
15/16" B 0.000 85.598 100.00
C 0.000 85.598 100.00
L3 88-73.5 80'6- 1.209 80 49.602 A 0.000 49.602 49.602 100.00 0.000 0.000
15/16" B 0.000 49.602 100.00
C 0.000 49.602 100.00
IA 73.5-40 56'3/4" 1.12 74 13 1.641 A 0.000 13 1.641 131.641 100.00 0.000 0.000
B 0.000 13 1.641 100.00
C 0.000 13 1.641 100.00
L5 40-0 19'3- 1 66 186.233 A 0.000 186.233 186.233 100.00 0.000 0.000
11/16" B 0.000 186.233 100.00
C 0.000 186.233 100.00
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Tower Forces - No Ice - Wind Normal (180)
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Section Add Self F e CF RR DF DR AE F w Ctr/.
Elevation Weight Weight a Face
c
ft K K e Ii K plf
L1 148-117 0.00 2.60 A 1 0.65 1 1 1 69.944 4.04 130.25 C
B 1 0.65 1 1 1 69.944
C 1 0.65 1 1 1 69.944
L2117-88 0.00 4.95 A 1 0.65 1 1 1 85.598 4.68 161.46 C
B 1 0.65 1 1 1 85.598
C 1 0.65 1 1 1 85.598
L3 88-73.5 0.00 4.50 A 1 0.65 1 1 1 49.602 2.58 178.13 C
B 1 0.65 1 1 1 49.602
C 1 0.65 1 1 1 49.602
IA 73.5-40 0.00 10.33 A 1 0.65 1 1 1 131.641 6.35 189.57 C
B 1 0.65 1 1 1 131.641
C 1 0.65 1 1 1 131.641
L5 40-0 0.00 11.97 A 1 0.65 1 1 1 186.233 8.02 200.46 C
B 1 0.65 1 1 1 186.233
C 1 0.65 1 1 1 186.233
Sum Weight: 0.00 34.36 OTM 1726.86 25.67
kip- ft
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ERITower Job Page G
City of Boy ton Beach Utilities Monopole Analysis (Site # ABNN) 4of8
Kimley-Horn and Associates Project Date
4431 Embarcadero Drive 044250017 14:42:29 06/04/01
West Palm Beach. FL 33407 Client Designed by
Phone: (561) 845-0665 Cingular Wireless Seth Schmid
FAX: (561) 863-8175
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Tower Forces - No Ice - Wind 60 (0)
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Section Add Self F e CF RR DF DR AE F w Orl.
Elevation Weight Weight a Face
c
Ii K K e If K plf
Ll148-117 0.00 2.60 A 1 0.65 1 1 1 69.944 4.04 130.25 C
B 1 0.65 1 1 1 69.944
C 1 0.65 1 1 1 69.944
L2117-88 0.00 4.95 A 1 0.65 1 1 1 85.598 4.68 161.46 C
B 1 0.65 1 1 1 85.598
C 1 0.65 1 1 1 85.598
L3 88-73.5 0.00 4.50 A 1 0.65 1 1 1 49.602 2.58 178.13 C
B 1 0.65 1 1 1 49.602
C 1 0.65 1 1 1 49.602
L4 73.5-40 0.00 10.33 A 1 0.65 1 1 1 131.641 6.35 189.57 C
B 1 0.65 1 1 1 131.641
C 1 0.65 1 1 1 131.641
L5 40-0 0.00 11.97 A 1 0.65 1 1 1 186.233 8.02 200.46 C
B 1 0.65 1 1 1 186.233
C 1 0.65 1 1 1 186.233
Sum Weight: 0.00 34.36 OTM 1726.86 25.67
kip-ft
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Tower Forces - No Ice - Wind 90
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Section Add Self F e CF RR DF DR AE F w Orl.
Elevation Weight Weight a Face
c
Ii K K e If K plf
Ll 148-117 0.00 2.60 A 1 0.65 1 1 1 69.944 4.04 130.25 C
B 1 0.65 1 1 1 69.944
C 1 0.65 1 1 1 69.944
L2117-88 0.00 4.95 A 1 0.65 1 1 1 85.598 4.68 161.46 C
B 1 0.65 1 1 1 85.598
C 1 0.65 1 1 1 85.598
L3 88-73.5 0.00 4.50 A 1 0.65 1 1 1 49.602 2.58 178.13 C
B 1 0.65 1 1 1 49.602
C 1 0.65 1 1 1 49.602
L4 73.5-40 0.00 10.33 A 1 0.65 1 1 1 131.641 6.35 189.57 C
B 1 0.65 1 1 1 131.641
C 1 0.65 1 1 1 131.641
L5 40-0 0.00 11.97 A 1 0.65 1 1 1 186.233 8.02 200.46 C
B 1 0.65 1 1 1 186.233
C 1 0.65 1 1 1 186.233
Sum Weight: 0.00 34.36 OTM 1726.86 25.67
kip-ft
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ERITower Job Page (0
City of Boy ton Beach Utilities Monopole Analysis (Site # ABNN) 5of8
Kimley-Horn and Associates Project Date
4431 Embarcadero Drive 044250017 14:42:2906/04/01
West Palm Beach. FL 33407 Client Designed by
Phone: (561) 845-0665 Cingular Wireless Seth Schmid
FAX: (561) 863-8175
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Discrete Forces - No Ice
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Section Add z K, q, GH C,0e Fe
Elevation Weight
ft K ft psf ff K
154 - 148 0.11 151' 1.380 91 1.000 5.00 0.46
148 - 142 0.01 145' 1.369 91 1.000 1.31 0.12
148 - 142 0.03 145' 1.369 91 1.000 1.90 0.17
142 0.04 142' 1.363 90 1. 000 3.33 0.30
135 2.65 135' 1.348 89 1. 000 81.95 7.32
120 3.00 120' 1.315 87 1.000 92.40 8.05
100 1.92 100' 1.266 84 1.000 49.42 4.14
Sum Weight: 7.77 OTM 2522.09 20.56
kip-ft
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Force Totals
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Load Sum of Total Sum of Sum of Offset Sum of Offset Sum of Wind
Case Forces Weight Torques Weight Weight Overturning
Overturning Overturning Moments
Moments. M, Moments. M,
K K kip-ft kip-ft kip-ft kip-ft
Total Member Self-Weight 34.36
Wind Nonnal 46.23 42.13 0.00 0.22 0.00 4248.95
Wind 60 46.23 42.13 0.00 0.22 0.00 4248.95
Wind 90 46.23 42.13 2.95 0.22 0.00 4248.95
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Load Combinations
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Comb.
No.
1
2
3
4
Description
I
Dead Only
Dead+Wind Nonna1
Dead+Wind 60
Dead+Wind 90
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Maximum Member Forces
I
L1
148 -117
Pole
Condition Gov. Axial Major Axis Minor Axis
Load Moment Moment
Comb. K kip-ft kip-ft
Max Tension 1 0.00 0.00 0.00
Max. Compression 1 -8.45 0.44 0.00
Max. Mx 3 -7.24 251.41 0.00
Max. My 4 -7.24 0.27 -250.96
Max. Vy 3 -20.91 251.41 0.00
Max. Vx 4 20.91 0.27 -250.96
Max. Torque 4 -2.94
Max Tension 3 0.00 0.00 0.00
Max. Compression 1 -0.11 0.00 0.00
Max. Mx 4 -0.08 -1.39 -0.00
Max. My 3 -0.08 0.00 -1.39
Max. Vy 4 0.46 -1.39 -0.00
Section
No.
Elevation
ft
Component
Type
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Pole Antenna
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/:1-
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ERITower Job Page @
City ot Boy ton Beach Utilities Monopole Analysis (Site # ABNN) 6ot8
Kimley-Horn and Associates Project Date
4431 Embarcadero Drive 044250017 14:42:2906/04/01
West Palm Beach, FL 33407 Client Designed by
Phone: (561) 845-0665 Cingular Wireless Seth Schmid
FAX: (561) 863-8175
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Section
No.
Elevation
ft
Component
Type
I
L2
117 - 88
Pole
Condition Gov. Axial Major Axis Minor Axis
Load Moment Moment
Comb. K kip-ft kip-ft
Max. Vx 3 0.46 0.00 -1.39
Max. Torque 4 -0.00
Max Tension 1 0.00 0.00 0.00
Max. Compression 1 -15.32 0.44 0.00
Max. Mx 3 -13.86 974.49 0.00
Max. My 4 -13.86 0.30 -974.04
Max. Vy 3 -30.00 974.49 0.00
Max. Vx 4 30.00 0.30 -974.04
Max. Torque 4 -2.94
Max Tension 1 0.00 0.00 0.00
Max. Compression 1 -19.82 0.44 0.00
Max. Mx 3 -18.55 1426.95 0.00
Max. My 4 -18.55 0.33 -1426.50
Max. Vy 3 -32.62 1426.95 0.00
Max. Vx 4 32.62 0.33 -1426.50
Max. Torque 4 -2.94
Max Tension 1 0.00 0.00 0.00
Max. Compression 1 -30.15 0.44 0.00
Max. Mx 3 -29.08 2618.82 0.00
Max. My 4 -29.08 0.37 -2618.37
Max. Vy 3 -39.04 2618.82 0.00
Max. Vx 4 39.04 0.37 -2618.37
Max. Torque 4 -2.94
Max Tension 1 0.00 0.00 0.00
Max. Compression 1 -42.13 0.44 0.00
Max. Mx 3 -41.67 4316.03 0.00
Max. My 4 -41.67 0.43 -4315.57
Max. Vy 3 -46.64 4316.03 0.00
Max. Vx 4 46.64 0.43 -4315.57
Max. Torque 4 -2.94
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L3
88 - 73.5
Pole
~
L4
73,5 - 40
Pole
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L5
40 - 0
Pole
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Maximum Reactions
Location Condition Gov. Verlical HoriZOn/ai, X Horizontal, Z
Load K K K
Comb.
Pole Max. Vert 3 42.13 0.00 -46.23
Max. Hx 3 42.13 0.00 -46.23
Max. Hz 2 42.13 0.00 46.23
Max. Mx 2 4315.11 0.00 46.23
Max. Mz 4 4315.57 -46.23 -0.00
Max. Torsion 1 0.00 0.00 0.00
Min. Vert 1 42.13 0.00 0.00
Min.Hx 4 42.13 -46.23 -0.00
Min. Hz 3 42.13 0.00 -46.23
Min.Mx 3 -4316.03 0.00 -46.23
Min.Mz 3 0.00 0.00 -46.23
Min. Torsion 4 -2.94 -46.23 -0.00
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/3
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ERITower Job Page (ii)
City at Boy ton Beach Utilities Monopole Analysis (Site # ABNN) 7ot8
Kimley-Horn and Associates Project Date
4431 Embarcadero Drive 044250017 14:42:2906/04/01
n'estPalmBeach,FL 33407 Client Designed by
Phone: (561) 845-0665 Cingular Wireless Seth Schmid
FAX: (561) 863-8175
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Tower Mast Reaction Summary
Load Combination Torsion Shear Vertical Overturning
kip-ji K K kip-It
Dead Only 0.00 0,00 42.13 0.44
Dead+Wind Normal 0.00 46.23 42.13 4315.11
Dead+Wind 60 0.00 46.23 42.13 4316.03
Dead+Wind 90 2.94 46.23 42.1 3 4315.57
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Solution Summary
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Load
Comb.
1
2
3
4
PX
K
0.00
0.00
0.00
46.23
Sum of Applied Forces
PY
K
-42.13
-42.13
-42.13
-42.13
PZ
K
0.00
-46.23
46.23
0.00
PX
K
0.00
0.00
0.00
-46.23
Sum of Reactions
PY
K
42.13
42.13
42.13
42.13
PZ
K
0.00
46.23
-46.23
-0.00
% Error
I
0.000%
0.000%
0.000%
0.000%
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Maximum Tower Deflections
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
It in Comb. deg deg
Pole 154-148 66.159 3 3.7575 0.0243
Antenna
Ll 148 - 117 61.547 3 3.4182 0.0243
L2 117 - 88 39.854 3 3.1491 0.0087
L3 88 - 73.5 22.730 3 2.4392 0.0040
L4 73.5 - 40 15.886 3 2.0718 0.0029
L5 40 - 0 4.685 3 J.l427 0.0012
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Critical Deflections and Radius of Curvature
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
It Comb. in deg deg It
148' TIL-TEK TA-2350-DAB 3 61.547 3.4182 0.0243 3204
148' 2" sch 40 x 8' long ant sup pipe 3 61.547 3.4182 0.0243 3204
145' TIL-TEK TA-2350-DAB 3 59.287 3.2980 0.0237 2857
145' 2" sch 40 x 8' long ant sup pipe 3 59.287 3.2980 0.0237 2857
142' TIL-TEK TA-2350-DAB 3 57.066 3.2149 0.0228 2939
142' 2" sch 40 x 8' long ant sup pipe 3 57.066 3.2149 0.0228 2939
142' 4'-0" standoff 3 57.066 3.2149 0.0228 2939
135' (9) AP17-19oo/090D on 15' 3 52.024 3.1312 0.0193 3233
platform
120' (12) DB846H80 on 16'-6" platform 3 41.812 3.1601 0.0102 4104
100' (6) API7-19oo/090D on 15' 3 29.336 2.8001 0.0047 2451
platform
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ERITower Job Page @
City ot Boy ton Beach Utilities Monopole Analysis (Site # ABNN) 8ot8
Kimley-Horn and Associates Project Date
4431 Embarcadero Drive 044250017 14:42:29 06/04/01
West Palm Beach, FL 33407 Client Designed by
Phone: (561) 845-0665 Cingular Wireless Seth Schmid
FAX: (561) 863-8175
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Non-Linear Convergence Results
I
Load Converged? Number Displacement Force
Combination. of Cycles Tolerance Tolerance
1 Yes 4 0.00000001 0.00000001
2 Yes 5 0.00000001 0.00000001
3 Yes 5 0.00000001 0.00000001
4 Yes 5 0.00000001 0.00000001
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I
Section Capacity Table
I
I
Section
No.
Ll
L2
L3
L4
L5
Elevation
ft
148 - 117
117 - 88
88 - 73.5
73.5 - 40
40 - 0
Component
Type
Pole
Pole
Pole
Pole
Pole
Size
Controlling
Element
2
3
4
5
6
RATING =
%
Capacity
34.9
53.6
49.6
61.6
74.2
74.2
Pass
Fail
Pass
Pass
Pass
Pass
Pass
Pass
TP32.15x22xO.25
TP40.35x30.49xO.375
TP43.95x38.15xO.5
TP52.955x41.355xO.5
TP61.67x50.07xO.5
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.
Program Version 1.0.50.0 - 5/9/2001 File:1:fTowerAna1ysis/Cingu1ar/ABNN/Ana1ysis/abnnrev1.eri
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TOWER ANALYSIS OUTPUT BASED ON TIAlEIA-222-F WIND PROVISIONS
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ERITower Job Page @
City of Boy ton Beach Utilities Monopole Analysis (Site # ABNN) 1 of 8
Kimley-Horn and Associates Project Date
4431 Embarcadero Drive 044250017 14:47:4906/04/01
West Palm Beach, FL 33407 Client Designed by
Phone: (561) 845-0665 Cingular Wireless Seth Schmid
FAX: (561) 863-8175
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Tower Input Data
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I
This is a pole section.
This tower is designed using the TIA/EIA-222-F standard.
The following design criteria apply:
Basic wind speed of 130 mph .
A non-linear (P-delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.333 .
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Tapered Pole Section Geometry
Section Elevation No Section Splice Number Top Bottom Wall Bend Pole
Of Length Length of Diameter Diameter Thickness Radius Fy
ft Sections ft ft Sides in in in in ksi
Ll 148-117 1 31' 4' 18 22.0000 32.1500 0.2500 1.0000 60
L2 117-88 1 29' 5' 18 30.4900 40.3500 0.3750 1.5000 60
L3 88-73.5 1 14'6" 5'6" 18 38.1500 43.9500 0.5000 2.0000 60
IA 73.5-40 1 33'6" 6'6" 18 41.3550 52.9550 0.5000 2.0000 60
L5 40-0 1 40' 18 50.0700 61.6700 0.5000 2.0000 60
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Tapered Pole Properties
Section Diameter Area I r C IIC J ItlQ w wit
in in2 in4 in in inJ in4 in2 in
Ll 22.0000 17.2586 1031.4832 7.7212 1 J.J 760 92.2945 2064.3237 8.6310 3.4320 13.728
32.1500 25.3126 3254.2913 11.3245 16.3322 199.2562 6512.8648 12.6587 5.2184 20.874
L2 30.4900 35.8444 4106.9957 10.6908 15.4889 265.1570 8219.3954 17.9256 4.7062 12.55
40.3500 47.5802 9605.9663 14.1911 20.4978 468.6340 19224.5723 23.7946 6.4416 17.178
L3 38.1500 59.7505 10700.6293 13.3657 19.3802 552.1424 21415.3387 29.8810 5.8344 11.669
43.9500 68.9552 16446.8874 15.4248 22.3266 736.6499 32915.4161 34.4841 6.8552 13.71
IA 41.3550 64.8369 13672.5658 14.5035 21.0083 650.8161 27363.1223 32.4246 6.3985 12.797
52.9550 83.2461 28938.4357 18.6215 26.9011 1075.7327 57914.9493 41.6310 8.4401 16.88
L5 50.Q700 78.6676 24421.4324 17.5973 25.4356 960.1295 48874.9992 39.3413 7.9323 15.865
61.6700 97.0768 45891.2427 21.7154 31.3284 1464.8466 91842.8703 48.5476 9.9739 19.948
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K Factors'
Tower Adjust. Adjust. Weight Mult. Legs X K Single Horiz. Inner Truss Truss
Elevation Factor Face Factor Face Brace Brace Diags Brace Leg Leg
AI Ar Diags Diags X Z
ft X X X X X Brace Brace
y y y y y
I
Ll 148-117 2.
L2117-88 2.
L3 88-73.5 2.
IA 73.5-40 2.
L5 40-0 1 1 1 2.
'Note: Kfactors are applied to member segment lengths. K-braces without inner supporting members will have the Kfactor in the out-
of-plane direction applied to the overall length.
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ERlTower Job Page e
City of Boy ton Beach Utilities Monopole Analysis (Site # ABNN) 2 of 8
Kimley-Horn and Associates Project Date
4431 Embarcadero Drive 044250017 14:47:4906/04/01
West Palm Beach, FL 33407 Client Designed by
Phone: (561) 845-0665 Cingular Wireless Seth Schmid
FAX: (561) 863-8175
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Antenna Pole Forces Lightning Rod
Length Ix Iy Modulus Antenna Antenna Beacon Beacon
01 Pole E Pole Pole C..AA Weight
C..AA Weight
ft in' in' ksi Ir 1ft plf Ir K
6' 2.3300 2.3300 29000 0.83 18,00 0.00 0.00
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Discrete Tower Loads - No Ice
Description Face Offset Offset Placement C..AA Weight
or Type Distance
Leg in ft Ii K
TIL-TEK TA-2350-DAB C From 48.0000 148' - 142' 1.31 0.01
Face
2" sch 40 x 8'1ong ant sup pipe C From 48.0000 148' - 142' 1.90 0.03
Face
4'-0" standoff C From 48.0000 142' 3.33 0.04
Face
(9) API7-1900/090D on 15' C None 135' 81.95 2.65
platform
(12) DB846H80 on 16'-6" platform C None 120' 92.40 3.00
(6) API7-1900/090D on 15' C None 100' 49.42 1.92
platform
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Discrete Forces - Equivalent Torsional Loads
Section Wind Offset Type Placement Torsion Torsion
Elevation Direction From No-Ice With Ice
Centroid
ft ft ft kip-ftlft kip-ftlft
Ll 148-117 Nonnal 0' Uniform 148-142 0.00
Wind 60 0' Uniform 148-142 0.00
Wind 90 4'11-17/32" Uniform 148-142 0.12
Nonna1 0' Uniform 148-142 0.00
Wind 60 O' Uniform 148-142 0.00
Wind 90 4'11-17/32" Uniform 148-142 0.18
Nonna1 O' Cone 142 0.00
Wind 60 0' Cone 142 0.00
Wind 90 5' Cone 142 1.85
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ERITower Job Page 3 of 8 @
City of Boy ton Beach Utilities Monopole Analysis (Site # ABNN)
Kimley-Horn and Associates Project Date
4431 Embarcadero Drive 044250017 14:47:4906/04/01
West Palm Beach, FL 33407 Client Designed by
Phone: (561) 845-0665 Cingular Wireless Seth Schmid
FAX: (561) 863-8175
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Tower Pressures - No Ice
GH = 1.690
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I
Section z Kz q, AG F AF AR Aleg Leg C,.AA C,.AA
Elevation a % In Out
c Face Face
It It psi Ii e Ii Ii Ii Ii Ii
Ll 148-117 131'6-3/8" 1.484 64 69.944 A 0.000 69.944 69.944 100.00 0.000 0.000
B 0.000 69.944 100.00
C 0.000 69.944 100.00
L2117-88 101'9- 1.38 60 85.598 A 0.000 85.598 85.598 100.00 0.000 0.000
15/16" B 0.000 85.598 100.00
C 0.000 85.598 100.00
L3 88-73.5 80'6- 1.291 56 49.602 A 0.000 49.602 49.602 100.00 0.000 0.000
15/16" B 0.000 49.602 100.00
C 0.000 49.602 100.00
L4 73.5-40 56'3/4" 1.163 50 131.641 A 0.000 131.641 131.641 100.00 0.000 0.000
B 0.000 131.641 100.00
C 0.000 131.641 100.00
L5 40-0 19'3- 1 43 186.233 A 0.000 186.233 186.233 100.00 0.000 0.000
11116" B 0.000 186.233 100.00
C 0.000 186.233 100.00
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Tower Forces - No Ice - Wind Normal (180)
I
Section Add Self F e CF RR DF DR AE F w Ctrl.
Elevation Weight Weight a Face
c
It K K e Ii K plf
Ll 148-117 0.00 2.60 A 1 0.65 1 1 1 69.944 4.93 159.18 C
B 1 0.65 1 1 1 69.944
C 1 0.65 1 1 1 69.944
L2 117-88 0.00 4.95 A 1 0.65 1 1 1 85.598 5.61 193.56 C
B 1 0.65 1 1 1 85.598
C 1 0.65 1 1 1 85.598
L3 88-73.5 0.00 4.50 A 1 0.65 1 1 1 49.602 3.04 209.81 C
B 1 0.65 1 1 1 49.602
C 1 0..65 1 1 1 49.602
L4 73.5-40 0.00 10.33 A 1 0.65 1 1 1 131.641 7.28 217.29 C
B 1 0.65 1 1 1 131.641
C 1 0.65 1 1 1 131.641
L5 40-0 0.00 11.97 A 1 0.65 1 1 1 186.233 8.85 221.27 C
B 1 0.65 1 1 1 186.233
C 1 0.65 1 1 1 186.233
Sum Weight: 0.00 34.36 OTM 2044.75 29.72
kip-ft
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ERITower Job Page @
City ot Boy ton Beach Utilities Monopole Analysis (Site # ABNN) 4ot8
Project Date
Kimley-Horn and Associates 044250017 14:47:4906/04/01
4431 Embarcadero Drive
West Palm Beach, FL 33407 Client Designed by
Phone: (561) 845-0665 Cingular Wireless Seth Schmid
FAX: (561) 863-8175
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Tower Forces - No Ice - Wind 60 (0)
I
Section Add Self F e CF RR DF DR AE F w Ctrl.
Elevation Weight Weight a Face
c
ft K K e fr K plf
Ll 148-117 0.00 2.60 A 1 0.65 1 1 1 69.944 4.93 159.18 C
B 1 0.65 1 1 1 69.944
C 1 0.65 1 1 1 69.944
L2117-88 0.00 4.95 A 1 0.65 1 1 1 85.598 5.61 193.56 C
B 1 0.65 1 1 1 85.598
C 1 0.65 1 1 1 85.598
L3 88-73.5 0.00 4.50 A 1 0.65 1 1 1 49.602 3.04 209.81 C
B 1 0.65 1 1 1 49.602
C 1 0.65 1 1 1 49.602
IA 73.5-40 0.00 10.33 A 1 0.65 1 1 1 131.641 7.28 217.29 C
B 1 0.65 1 1 1 13 1.641
C 1 0.65 1 1 1 131.641
L5 40-0 0.00 11.97 A 1 0.65 1 1 1 186.233 8.85 221.27 C
B 1 0.65 1 1 1 186.233
C 1 0.65 1 1 1 186.233
Sum Weight: 0.00 34.36 OTM 2044.75 29.72
kip-ft
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Tower Forces - No Ice - Wind 90
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Section Add Self F e CF RR DF DR AE F w Ctrl.
Elevation Weight Weight a Face
c
ft K K e fr K plf
Ll 148-117 0.00 2.60 A 1 0.65 1 1 1 69.944 4.93 159.J 8 C
B 1 0.65 1 1 1 69.944
C 1 0.65 1 1 1 69.944
L2 117-88 0.00 4.95 A 1 0.65 1 1 1 85.598 5.61 193.56 C
B 1 0.65 1 1 1 85.598
C 1 0.65 1 1 1 85.598
L3 88-73.5 0.00 4.50 A 1 0.65 1 1 1 49.602 3.04 209.81 C
B 1 0.65 1 1 1 49.602
C 1 0.65 1 1 1 49.602
IA 73.5-40 0.00 10.33 A 1 0.65 1 1 1 13 1.641 7.28 217.29 C
B 1 0.65 1 1 1 131.641
C 1 0.65 1 1 1 131.641
L5 40-0 0.00 11.97 A 1 0.65 1 1 1 186.233 8.85 221.27 C
B 1 0.65 1 1 1 186.233
C 1 0.65 1 1 1 186.233
Sum Weight: 0.00 34.36 OTM 2044.75 29.72
kip-ft
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..2:L-
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ERITower Job Page @
City of Boy ton Beach Utilities Monopole Analysis (Site # ABNN) 50fa
Kimley-Horn and Associates Project Date
443/ Embarcadero Drive 044250017 14:47:4906/04/01
West Palm Beach, FL 33407 Client Designed by
Phone: (56/) 845-0665 Cingular Wireless Seth Schmid
FAX: (56/) 863-8/75
1
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Discrete Forces - No Ice
I
Section Add z K, q, GH C..Ac Fc
Elevation Weight
ft K ft psf ff K
154-148 0.11 151 ' 1.544 67 1.690 5.00 0.56
148 - 142 0.01 145' 1.526 66 1.690 1.31 0.15
148 - 142 0.03 145' 1.526 66 1.690 1.90 0.21
142 0,04 142' 1.517 66 1.690 3.33 0.37
135 2.65 135' 1.496 65 1.690 81.95 8.96
120 3.00 120' 1.446 63 1.690 92.40 9.77
100 1.92 100' 1.373 59 1.690 49.42 4.96
Sum Weight: 7.77 OTM 3067.74 24.98
kip-ft
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Force Totals
I
Load Sum of Total Sum of Sum of Offset Sum of Offset Sum of Wind
Case Forces Weight Torques Weight Weight Overturning
Overturning Overturning Moments
Moments. Mx Moments. M,
K K kip-ft kip-ft kip-ft kip-ft
Total Member Self-Weight 34.36
Wind Normal 54.70 42.1 3 0.00 0.22 0.00 5112.49
Wind 60 54.70 42.13 0.00 0.22 0.00 5112.49
Wind 90 54.70 42.13 3.62 0.22 0.00 5112.49
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Load Combinations
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Comb.
No.
1
2
3
4
Description
I
Dead Only
Dead+Wind Normal
Dead+Wind 60
Dead+Wind 90
I
Maximum Member Forces
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Ll
148 - 117
Pole
Condition Gov. Axial Major Axis Minor Axis
Load Moment Moment
Comb. K kip-ft kip-ft
Max Tension 1 0.00 0.00 0.00
Max. Compression 1 -8.45 0.44 0.00
Max. Mx 3 -6.66 307.32 0.00
Max. My 4 -6.66 0.19 -306.88
Max. Vy 3 -25.49 307.32 0.00
Max. Vx 4 25.49 0.19 -306.88
Max. Torque 4 -3.61
Max Tension 3 0.00 0.00 0.00
Max. Compression 1 -0.1 1 0.00 0.00
Max. Mx 4 -0.07 -1.71 -0.00
Max. My 3 -0.07 0.00 -1.71
Max. Vy 4 0.57 -1.71 -0.00
Section
No.
Elevation
ft
Component
Type
I
I
Pole Antenna
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otd
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ERITower Job Page 6 of 8 CiY
City of Boy ton Beach Utilities Monopole Analysis (Site # ABNN)
Kimley-Horn and Associates Project Date
4431 Embarcadero Drive 044250017 14:47:4906/04/01
West Palm Beach. FL 33407 Client Designed by
Phone: (561) 845-0665 Cingular Wireless Seth Schmid
FAX: (561) 863-8175
I
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Section Elevation Component Condition Gov. Axial Major Axis Minor Axis
No. ft Type Load Moment Moment
Comb. K kip-ft kip-ft
Max, Vx 3 0.57 0.00 -1.71
Max. Torque 4 -0.00
L2 117 - 88 Pole Max Tension 1 0.00 0.00 0.00
Max. Compression 1 -15.32 0.44 0.00
Max. Mx 3 -13.17 1186.47 0.00
Max. My 4 -13.17 0.23 -1J86.02
Max. Vy 3 -36.38 1186.47 0.00
Max, Vx 4 36.38 0.23 -1186.02
Max. Torque 4 -3.61
L3 88 - 73.5 Pole Max Tension 1 0.00 0.00 0.00
Max. Compression 1 -19.82 0.44 0.00
Max. Mx 3 -17.96 1734.65 0.00
Max. My 4 -17.96 0.28 -1734.19
Max. Vy 3 -39.47 1734.65 0.00
Max. Vx 4 39.47 0.28 -1734.19
Max. Torque 4 -3.61
L4 73.5 - 40 Pole Max Tension 1 0.00 0.00 0.00
Max. Compression 1 -30.15 0.44 0.00
Max. Mx 3 -28.59 3170.68 0.00
Max. My 4 -28.59 0.33 -3170.22
Max. Vy 3 -46.84 3170.68 0.00
Max. Vx 4 46.84 0.33 -3170.22
Max. Torque 4 -3.61
L5 40 - 0 Pole Max Tension 1 0.00 0.00 0.00
Max. Compression 1 -42.13 0.44 0.00
Max. Mx 3 -41.48 5192.33 0.00
Max. My 4 -41.48 0.41 -5191.87
Max. Vy 3 -55.19 5192.33 0.00
Max. Vx 4 55.19 0.41 -5191.87
Max. Torque 4 -3.61
Maximum Reactions
Location Condition Gov. Vertical Horizontal, X Horizontal, Z
Load K K K
Comb.
Pole Max. Vert 3 42.13 0.00 -54.70
Max. H. 3 42.13 0.00 -54.70
Max. Hz 2 42.13 0.00 54.70
Max. M. 2 5191.41 0.00 54.70
Max. Mz 4 5191.87 -54.70 -0.00
Max. Torsion 1 0.00 0.00 0.00
Min. Vert 1 42.13 0.00 0.00
Min.H. 4 42.13 -54.70 -0.00
Min. Hz 3 42.13 0.00 -54.70
Min.M. 3 -5192.33 0.00 -54.70
Min.Mz 3 0.00 0.00 -54.70
Min. Torsion 4 -3.61 -54.70 -0.00
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c2.f
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ERITower Job Page 7 of 8 @
City of Boy ton Beach Utilities Monopole Analysis (Site # ABNN)
Kim/ey-Horn 'and Associates Project Date
443/ Embarcadero Drive 044250017 14:47:4906/04/01
West Palm Beach, FL 33407 Client Designed by
Phone: (56/) 845-0665 Cingular Wireless Seth Schmid
FAX: (56/) 863-8/75
I
r
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Tower Mast Reaction Summary
Load Combination Torsion Shear Vertical Overturning
kip-ft K K kip-ft
Dead Only 0.00 0.00 42.13 0.44
Dead+Wind Normal 0.00 54.70 42.13 5191.41
Dead+Wind 60 0.00 54.70 42.13 5192.33
Dead+Wind 90 3.61 54.70 42.13 5191.87
I
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Solution Summary
I
Load
Comb.
1
2
3
4
PX
K
0.00
0.00
0.00
54.70
Sum of Applied Forces
PY
K
-42.13
-42.13
-42.13
-42.13
PZ
K
0.00
-54.70
54.70
0.00
PX
K
0.00
0.00
0.00
-54.70
Sum of Reactions
PY
K
42.13
42.13
42.13
42.13
PZ
K
0.00
54.70
-54.70
-0.00
% Error
I
0.000%
0.000%
0.000%
0.000%
Maximum Tower Deflections
Section Elevation Horz. Gov. Ti/t Twist
No. Deflection Load
ft in Comb. deg deg
Pole 154 - 148 80.139 3 4.5669 0.0299
Antenna
Ll 148 - 117 74.537 3 4.1485 0.0299
L2 117 - 88 48.221 3 3.8196 0.0107
L3 88 - 73.5 27.470 3 2.9537 0.0049
L4 73.5 - 40 19.187 3 2.5067 0.0036
L5 40 -0 5.650 3 1.3794 0.0015
..
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Critical Deflections and Radius of Curvature
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in deg deg ft
148' TIL-TEK TA-2350-DAB 3 74.537 4.1485 0.0299 2607
148' 2" sch 40 x 8' long ant sup pipe 3 74.537 4.1485 0.0299 2607
145' TIL-TEK TA-2350-DAB 3 71.794 4.0002 0.0292 2326
145' 2" sch 40 x 8' long ant sup pipe 3 71.794 4.0002 0.0292 2326
142' TIL-TEK TA-2350-DAB 3 69.097 3.8978 0.0280 2394
142' 2" sch 40 x 8' long ant sup pipe 3 69.097 3.8978 0.0280 2394
142' 4'-0" standoff 3 69.097 3.8978 0.0280 2394
135' (9)API7-19001090Don 15' 3 62.979 3.7950 0.0237 2640
platform
120' (12) DB846H80 on 16'-6" platform 3 50.594 3.8325 0.0125 3374
100' (6)API7-19oo/090Don 15' 3 35.472 3.3942 0.0057 2016
platform
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0(5'
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ERITower Job Page 8of8 @
City of Boy ton Beach Utilities Monopole Analysis (Site # ABNN)
Kimley-Horn and Associates Project Date
4431 Embarcadero Drive 044250017 14:47:49 06/04/01
West Palm Beach, FL 33407 Client Designed by
Phone: (561) 845-0665 Cingular Wireless Seth Schmid
FAX: (561) 863-8175
I
I :
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Non-Linear Convergence Results
I
Load Converged? Number Displacement Force
Combination. of Cycles Tolerance Tolerance
1 Yes 4 0.00000001 0.00000001
2 Yes 5 0.00000001 0.00010491
3 Yes 5 0.00000001 0.00010500
4 Yes 5 0.00000001 0.00010449
I
I
Section Capacity Table
Section
No.
Ll
L2
L3
IA
L5
Elevation
ft
148 - 117
117 - 88
88 - 73.5
73.5 - 40
40 - 0
Component
Type
Pole
Pole
Pole
Pole
Pole
Size
Controlling
Element
2
3
4
5
6
RATING =
%
Capacity
41.6
64.7
59.8
74.2
88.9
88.9
Pass
Fail
Pass
Pass
Pass
Pass
Pass
Pass
I
I
TP32.15x22xO.25
TP40.35x30.49xO.375
TP43.95x38.15xO.5
TP52.955x41.355xO.5
TP61.67x50.07xO.5
,
I
Program Version 1.0.50.0 - 5/9/2001 Fi1e:I:frowerAna1ysis/Cingu1ar/ABNN/Ana1ysis/abnnrev1.eri
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(tl)
ORIGINAL TOWER, BASEPLATE, AND FOUNDATION DATA
..
I
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019'
35'-0- 22.000 32.150
2 34'-0- 30.<490 <40.J50
J 20'-0- 38.150 <43.950
4 40'-0- 41.J55 52.955
(EST WT - 11,9601<) 5 40'-0- SO.070 61.670
BASE t. J 1/2- x 71. SQUARE
W/(24) 2.25-' ANCHOR BOlTS ON 69- 'B.C. WITH UlN 7-0.
EMBEDMENT lNTO PIER (W/NUTS Ie l'EMPLA TE It 0 BOT)
BASE REACTIONS
rl~ ~2~~'~~S~~U~A9~T~~ I~;
(717)<45<4-87JO fAX (711)454-59<46
(~ . 1122- ACROSS flATS
I. II API7-19oo/0900
- 148' oaf 0 ISO'
I
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117-0.
t SPUCE lENGTH
MIN .. 43.2-
DESIGN - 48-
MAX .. 52.8-
II AP17-19oo/0900
0100'
I
.
....It J/8- x J-4'-O-
(EST WT .. -4.826k)
} SPUCE lENGTH
MIN .. 5-4-
. DESIGN. - 60-
MAX .. 66-
88'-0.
I
I
It 1/2- x 20'-0-
(EST WT '" -4.J79k)
I
7J'-6-
t \
$PUCE lENGTH
MlN - 59.4-
DESIGN - 66-
UAX - 72.6-
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~
:; ~9
g, ~~
t- 11.. .
t- :::I:z
:J Ow
m 011..
It, 1/2- x ~'-O-
(EST WT .. 10.076k)
40'-0-
w
0 ~9
:;
11.. ~~
en
J:: 11..
:::1:'
:J oGl
CD 011..
t SPUCE lENGrn
UIH - 70.2-
DESIGN - 18-
MAX - 85.8-
I
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0'
-
-
..
...
...
..
ill
U 61.61- A~OSS flATS
~
PAUL J. fORO AND COMPANY
STRUCTURAL ENCINEERS
JSO (.... Brood Sit". Suit. 500 Cdumbvs, Ohio 4J2.S
(614)-221-6679 FAX (614)-221-25-40
1 Of 2..
Page
By
Job No..
KJS Dote
A29296-J91
10-13-1996
Rellfslon No.
Dote
Pol" 150 fT MONOPOLE
SIt" 222 NE 9th AVENUE
BOYNTON BEACH, fLORIDA J34J5
location (1.4IA-9212) -PUBUC WORKS TOWER-
Owner SPRINT SPECTRUM
alent BLACK &: VEATCH CONSlRUCTION
Design 130 MPH WIND
According to TIA / EIA 222-F 1996
TIE: OCSlQf a'" TH1S PaL }.lS() WEDS THE REOUIROlENTS
a'" M: SOO1H FlOODA 1lUlD~ Cl:Xl( fOO A YfH) \R0CnY
a'" 110 &IPH, OPOSURE 'c", 00 A /I./POOTAHa: fAClOR
a:- 1.00 PER ASCf.-7 1988 'ftfTH NO 1(3 INrnEASE IN
AlLOWAfl! SlID. STRESSES roo TlINO LomS.
POLE SPECIFlCA nONS:
POlE SHAPE TYPE; 18-SIDED POLYGON
TAPER: 0.2900 IN/fT
SHAfT STEEL: ASTM A607 GRADE 60
BASE ~ STEEL: ASTM A572 GRADE 50
ANCHOR BOlTS: 2 1/4-' x 8'-0. LONG
118J ASTM A615 GRADE 15
ANTFNNA [15'(
liQ .EL ANTENNA
TOP UGHTNING ROO
1-9 TOP (9) API7-1900/0900
TOP 14-fT?LA TFORM
10-18 130' (9) API7-19oo/090D
130' H-fT PLATFORM
19-21 100' (9) AP17-1900/0900
100' 1 <4-fT PLATFORM
- STEP BOlTS fULL HEIGHT
- ANTENNA fEEDUNES RUN INSIDE OF POLE
130 MPH WIND 50 MPH WIND
LATERAL ROTATlOH LATERAl ROTA11Qf
omrcnOH (SWAY) omrCT1CJf (SWA'r')
(INOf) (OCGREES) (INOf) (DECREES)
Ta' OJ 143' 91.5 5.<414 13.5 0.801
SHAFT SECT
SECTION lENGrn
DIAMETER ACROSS fLATS (IN
o TOP 0 BOT
MOMENT - 5600 ft-k/ps
SHEAR - 56 kips
AXIAl - 42 kIps
@
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POU:: SHAFT
" BASE It
Loa< NUT
HVY HEX NUT
HVY HEX
LEVELING NUT
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CHOR
BOlTS
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2- OR
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a::
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(48)-111
VERT REINF
FUlL HEIGHT
~ PAUL J. FORD AND COMPANY
STRUCTURAL ENGINEERS
350 Eo.t Brood SIr..t, Sult. 500. CeI-.., (No 4J215
(614)-221-6679 FAX (1114)-221-2540
. .
Page 2 Ot 2
By KJS Dote 10-13-1996
Job No. 'A29296-.391
Re'o'lslon No. I
Dote
L 8'-0' .1
SHAFT
Pale 150 FT MONOPOlE
location 222 NE 9th AVENUE
BOYNTON BEAOi, FLORIDA .33~35
Site (UIA-9212) .PUBUC WORKS TOWER-
Owner SPRINT SPECTRUM
Olent BLACK" 'lEA Tei CONSTRUCTION
Design 130 UPH WINO
Acconfln9 to the 11A / EIA 222-f 1996
~
1. ALL CONCRETE SHALL HAVE A
,UINIJ,,(UM COMPRESSIVE STRENGTH
Of" JOOO PSI AT 28 DAYS.
2. REINFORCING STEEL SHAlL CONFORM
TO THE REOUIREMENTS OF ASTM
A-615 (GRADE 60) EXCEPT THAT
CAISSON TIES MAY BE ASTM A-615
(GRADE .w).
3. SEE PAGE 1 fOR ANCHOR BOlT SIZE
AND lENGTH.
4. TOTAl CONCRETE = 57 CUSIC YARDS
5. FOUNDA nON DESIGN IS BASED UPON
GEOTEOiNICAl EXPLORATION REPORT
PREPARED BY: L.\W ENGINEERING
REPORT NO.: 40720-6-0517
DATED: .AlLY .31, 1996
6. CONTRACTOR SHAlL READ THE
GEOTECHNICAL REPORT AND CONSULT lHE
GEOTEOiNICAl ENGINEER AS NECESSARY
PRIOR TO CONSTRUCTION.
7. GEOTEOiNICAL REPORT INDICATES
GROUNDWATER WAS ENCOUNTERED AT 6'
BELOW GRADE AT TIME OF SOIL BORING.
All'
CAISSON (DRILLED PIER) FOUNDATION
i
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nl ~~;
l~ ~()~ -30
I'~"
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PAUL J. FORD AND COMPANY
STRUCTURAL ENGINEERS
3S0 E..st Br04ld Stred . Suite SOO . Columbus, Ohio 432' S
Ph: (614)221-6679 . hxl: (614)221.2540 . hx2: (614)221~166
@
MONOPOLE BASE PLATE DESIGN SPREADSHEET (Ver 1.21 6/1/96)
f
TiTlE:
SITE:
OWNER:
COMM. NO:
DATE:
MOMENT I
AXIAl
BASE DIAM, OF
(PT -to-PT), DP
MIN. BOLT CIRCLE, BC
USE: N = I
I
USE: PLATE THK = I
BASE PL WEIGHT = I
BASE
, USE:
I
BASE PLATE
PLATE WEIGHT
WITH
SOL T ,DIAMETER
~!l..!IU ..... ....... ftIIIO ...",
. .
-
150-FT POLE
BOYNTON BEACH, FL: MIA-9212: PUB,L1C WORKS TOWER
SPRINT SPECTRUM CLIENT: BLACK & VEATCH
29296-391
13-Oct-96
5600
42.0
61,700
62.652
68.652
24
3 - 1/2
2118
PLATE
3 - 1/2
2.118
24
2 - 1/4
-
FT -KIPS
KIPS
INCHES
INCHES (t8-SIDED SHAFT)
INCHES USE: BC = ,
69
I INCHES
I NUMBER OF BOL TS '.' '16""""" ;'~;>,i, 20 ... .:~;. "~~r~t~~~~..;~ 24 28. ;; ; ~;;/; 1ii~i~_2";t
,.".. . ..... \....~
.: ..: ;_.~.:.: . . .' :'~'~':-~, ,., " ;
. Y-D I STANCE 9 12 15 18 21
D_bpl (a) 64.652 64.652 64.652 64.652 64.652
I D_bpl (b) 65.829 68.714 71.151 73.079 74.409
MAX: D_bpl 65.83 68.71 71.15 73.08 74.41
I USE BASE PL WIDTH = I 71 f INCHES (SQUARE)
MOM. INERTIA, IB 9522.00 11902.50 14283.00 .16663.50 19044.00
I BOLT TENSION, T 243.48 194.78 162.32 139.13 121.74
ALLOWABLE TENSION = 195.00 195.00 195.00 195.00 195.00
3.25 in2 X 0.6 Fy X 1.333
I BOLT COMPR. C 246.10 196.88 164.07 140.63 123.05
I
I SPECIFICA nON ASTM A615 #18J GR 75
PlATE MOMENT, MpI 3593.11 1 3593.11 1 3593.11 3593.11 I 3593.11 J
BEND PlANE. W I 38.71 1 38.711 38.92 41.65 I 43.53 J
I BASE PLATE THICKNESS, (INCHES)
FY= 36 KSI 3.933 3.933 3.922 3.792 3.709
I FY = 42 KSI 3.641 3.641 3.632 3.511 3.434
I FY= 50 KSI 3.337 3.337 3.328 , 3.218 3.147
, FY=60KSI 3.047 3.047 3.038 2.937 2.873
I FY = 65 KSI 2.927 2.927 2.919 2.822 2.760
I
I BOLTS
BOLT DIAM I
I
2 - 1/4
I INCHES
'INCHES USE: Fy =
J LaS SPECIFICA nON
Comer Chamfer = I 13.0 in.
Hole Cut Out = , 56.0 in.
DESIGN
,
, ASTM
, (11.97 In. max)
(56.70 In. max)
SUMMARY
50
, KSI
A572
INCHES THICK
KIPS
SOL TS
x
71 IN. SQUARE
50 KSI
69 INCHES
ASTM A615 #18J GR 75
.7/
,INCHES
FY=
BOLT CIRCLE =
SPECIFICATION =
I
JOB NUMBER
I TOWER TYPE :
SITE / OWNER
I ~IAMETER:
DEPTH:
~BAR:
I
8.00'
os.sf
00.0~
I SOIL
LAYER
1
2
3
4
5
PROFILE :
THICJCNESS
3 .
3
7
17
25
I
I
LATERAL
PAUL J FORD AND COMPANY CAISSON DESIGN PROGRAM
10-1~:;,,19:
~
29296-391
150-FT POLE: BOYNTON BEACH. FL: MIA-9212
SPRINT SPECTRUM CLIENT: BLACK & VEATCH
COMPRESSION: 42.0
HORIZONTAL: 56.0
UPLIFT: 00.0
MOMENT: 5600.0
PRICTION S.P.: 2.00
LATERAL S.P.: 2.00
CONCRETE S.F.: 1.30
6.0 p'
2 . 0 P'j
4.0 n
3000.0 P~
WATER AT:
FULL COHESION:
STEEL COVER:
CONCRETE Pc:
(all soil parameters are ultimate-----)
(FT) WEIGHT (PCP) SleIN (PSP) BEARING (PSP) PHI (DEG) JCP COHESION (PSF
105 0 0 0 0 0
105 143 5600 32 3.255 0
47.6 143 5600 33 3.392 0
42.6 620 25000 30 3 0
52.6 6800 13000 38 4.204 0
/ MOMENT CAPACITY
OPTIONS :
10 USE
(FT) 7.0 7.5 8.0 8.5 9.0
DEPTH (FT) 31.0 30.5 30.0 29.5 28.5
I Mwork (JC_FT)i 6820.80 6792.80 676-(.80 6742.40 6706.00
S.P. 2.06 2.12 2.04 2.08 2.01
Mall (JC-FT) 14045.22 14392.18 13818.7 14015.87 13506.30
I Hwork (JC) 56.00 56.00 56.00 56.00 56.00
C;.P. 2.06 2.10 2.12 2.01 2.17
1 (JC) 115.61 117.38 1l8~48 112.56 121. 50
CENTER (FT) 21.30 20.80 20.30 19.90 19.25
IC YARDS 44. 90 50.72 56.78 63.05 68.33
INFLECTION (FT) 6.50 6.30 6.20 6.00 6.00
MAX MOMENT (JC-FT) 7653.25 7747.15 7785.30 7991.33 7624.75
REBAR AREA ( IN" 2 ) 48.90 44.40 39.90 37.50 33.30
'~IN STEEL (IN^2 ) 27.71 31. 81 36.19 40.86 45.80
,
JPLIFT CAPACITY ----- OPTIONS .
.
I D (FT) DEPTH (FT) UPLIFT (Ie) ALLOW UPLI:FT (JC) C YARDS
7.00 05.50 000.0 031.64 08.55
7.50 05,50 000.0 036.02 09.82
I 8.00 05.50 000.0 040.68 11.17
8.50 05.50 000.0 045.63 12.61
9.00 05.50 000.0 050.86 14.14
I :OMPRESSION
D (FT)
7.00
7.50
8.00
8.50
9.00
I
I
I
I
CAPACITY -----
OPTIONS :
DEPTH (FT)
OS. SO.
05.50
05,50
05.50
05.50
C YARDS
08.55
09.82
11.17
12.61
14.1'
(Ie)
ALLOW COMPRESSION
111. 69
127 . 91
145.2'
163.66
183.18
(JC)
COMPRESSION
042.0
042.0
042.0
042.0
042.0
32