HomeMy WebLinkAbout0119890-Building (inner guy anchor foundation)B
o
OSHKOSH
ON THE WATER
Job Address 3475 COUNTY RD A
CITY OF OSHKOSH No 119890
BUILDING PERMIT - APPLICATION AND RECORD
Owner MADDAM AERIALS CORP Create Date 06/06/2006
Designer
Contractor OWNER
Category
250 - Satellite Dish/Antennas Plan
Type
. Building
o Sign
o Canopy
o Fence
o Raze
Zoning
Class of Const:
Size
Unfinished/Basement
Sq.Ft.
Rooms
Height
Ft.
D Projection I
Finished/Living
Sq.Ft.
Sq.Ft.
Bedrooms
Stories
Canopies
Garage
Baths
Signs
Foundation . Poured Concrete 0 Floating Slab
o Concrete Block 0 Post
o Pier 0 Other
o Treated Wood
Occupancy Permit Not Required
Flood Plain No
Height Permit Not Required
Park Dedication
Not Required
# Dwelling Units
o
# Structures
o
Use/Nature rrower/ Construction of new inner guy anchor foundation installed at 155' radius, replacing guy wires at 162' elevation w/3/4" EHS, and
of Work eplacing guy wires at 82' elevation w/3/4" EHS. ALL WORK PER PLANS AND ENGINEERING SUBMITTED.
HV AC Contractor
Plumbing Contractor
Electric Contractor
,000.00 Plan Approval
$0.00 Permit Fee Paid
$154.00 Park Dedication
Fees: Valuation
$0.00
Date 06/06/2006
Final/O.P. 0010010000
D Permit Voided I
Parcelld # 1519607100
Date
0666 CJ'='
Address W6246 CTY RD BB STE E
Agent/Owner
APPLETON
WI 54914 - 0000 Telephone Number
To schedule inspections please call the Inspection Request line at 236-5128 noting the Address, Permit Number, Type of
Inspection (i.e. Footing, Service, Final, etc.), Access into Building if Secure (how do we gain entry), your Name and Phone
Number. Unless specified otherwise, we will assume the project is ready at the time the request is received. Work may
continue if the inspection is not performed within two business days from the time the project is ready.
'-..l-@
c: JrIItr.. Electronics Research. Inc.
7777 Gardner Road. Chandler. Indiana 47610. (812) 925-6000. Fax: (812) 925-4030. Home Paee: www.ERIinc.com
May 5, 2006
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David Courtney
Maddam Aerials Corp.
W6246 City Rd. BB - Suite E
Appleton, WI 54914-8563
TX: 920.882.7097
e-mail: MaddamAerialsla>.Yahoo.com
Re: Reinforcing Analysis and Design
Oshkosh, WI (Winnebago County)
323' ERI Guyed Tower
Analysis Project #16898A (ref. #16898)
FCC ASR #1028433
Executive Summary
This reinforcing design analysis was performed by ERI to determine all required
reinforcement/modifications for the present structure to meet the requirements of the
ANSI/TWEIA Standard 222-F, Structural Standards for Steel Antenna Towers and Antenna
Supporting Structures, with the addition of antenna/appurtenance loading as specified by the
customer. -
The existing structure was analyzed under the following loading scenario:
a. REINFORCED DESIGN - All existing tower loads along with the addition ofthe
following antennas as specified by the customer:
· (3) CSA PCSX065-18 Panels antennas with (6) 1-5/8" coax lines at 155'
· (6) CSS XP15-80 Panel antennas with (6) TMA's and (12) 1-5/8" coax lines at 140'
· (6) CSS XP15-80 Panel antennas with (6) TMA's and (12) 1-5/8" coax lines at 112'
This report details the tower history, the present design code history and application, and the
impact ofthe wind speed, ice load, and antennas on the structure. The ERI analysis finds:
1. With all reinforcements/modifications from this report properly installed, the tower will
meet the requirements of the ANSI/TIAlEIA Standard 222-F, Structural Standards for
Steel Antenna Towers and Antenna Supporting Structures. for a fastest-mile wind speed
of90 mph (equivalent to an 110 mph 3-second peak gust wind speed in accordance with
the 2003 International Building Code) and 78 mph concurrent with 1/2" of radial ice.
Authority and Purpose
As authorized by David Courtney of Maddam Aerials Corp in a proposal signed April 12, 2006
(no. 9000906), a reinforcing analysis and design was performed on the 323' ERI guyed tower
located in Oshkosh, WI.
Method of Analysis
The analysis was performed using ERI Tower, a computer operation which investigates the
structure using both a linear and non-linear (P-delta) analysis. Only this technique determines
the true forces, displacements, and second order effects in the structure.
The ERI Tower program properly investigates all internal forces as they apply to each individual
member of the structure. The tower was analyzed considering wind directions of -30 degrees, 0
degrees (or "normal"), 30 degrees, and 60 degrees to each tower face, and considering
appurtenance, gravity loads as well as drag and lift wind forces for the design wind velocity.
Also, wind escalation, wind thrust, and the additional effects of radial ice on the tower and
appurtenances were considered. For guyed towers, ERI Tower uses True Cable™ technology,
which determines cable forces using a multiple-pass tensioning technique.
The ERI Tower program is licensed and currently used by several major tower manufacturers
and consulting engineers. More information concerning this program and its users can be found
at: www.risatech.com
We have analyzed this tower based upon the following information:
1. Original ERI tower drawings for this tower dated 1996 (ERI#ST/502).
2. Previous ERI analysis and report dated April 12, 2006 (#16898).
3. Written and oral communication with David Courtney of Mad dam Aerials Corp and Russ
Prieve of Wave Communications.
4. Geotechnical exploration report prepared by Matt Meyer of River Valley testing Corp.
dated March 28, 2006 (RTV #N06-149).
5. Published data for antenna/appurtenance loading.
Loads and Stresses
The reinforcing design analysis was performed using the fastest-mile basic wind speed of 90
mph and 78 mph concurrent with 'li" radial ice. The loads were calculated and applied in
accordance with the provisions of the ANSI/TINEIA Standard 222-F, Structural Standards for
Steel Antenna Towers and Antenna Supporting Structures.
Local stipulations in addition to the ANSI/TINEIA Standard 222-F should be established by the
customer through local building officials and communicated to ERI where applicable.
2
Historic Review and Design Criteria
The tower was originally designed and manufactured by ERI in 1996. The structure was
originally designed for a fastest-mile wind speed of90 mph and 78 mph concurrent with ~"of
radial ice in accordance with the ANSIlEWTIA Standard 222-D (effective June of 1987 to
February of 1991) and ANSIlEINTIA Standard 222-E (effective March of 1991 to May of
1996). The 222-D, 222-E, and 222-F standards base the wind force pressure on a site-specific
fastest-mile wind speed with increasing pressure as the height of the tower increases from 33 to
900 feet. Portions of the structure above 900 feet are designed for the maximum wind pressure
uniform from 900 feet and above. Please note, the 222-D, 222-E and 222-F standards state no
specific ice design requirements for communication structures, and leaves the responsibility of
determining ice loads solely on the tower owner. Where geographically applicable, the standard
recommends 'li" of radial ice be considered to all tower members and appurtenances. In
addition, unless other explicit requirements are specified by the purchaser/tower owner, the
standard specifies the wind load be reduced by 25% (equivalent to 87% of the fastest-mile design
wind speed) when considered to occur simultaneously with ice, due to the low probability that an
extreme ice load will occur simultaneously with an extreme wind load.
3
Assumptions
This analysis is based on the theoretical capacity of the structure. It is not a condition assessment
of the tower. This report is being provided by ERl~thout.!he be~gjg~eri!!g_
ins..Q~.tion b~~ ERI personnel and is based on informatiop. supplied bX ~~..c~stomer. ERI has
made no independent determination~ nor is required to, of the accuracy of the information
provided.
In offering this report ERI assumes:
1. Customer supplied information is accurate and correct. The Discrete (appurtenant)
Tower Loads are shown on the following pages. Antenna and appurtenance loading
is also portrayed on ~., These should be checked for accuracy and any
corrections communicated to ERI.
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2. No information was provided with regards to the actual transmission line attachment
locations on the tower mast; therefore, all lines were considered fully exposed under
sub-critical wind flow conditions using wind shielded principals defined in the
ANSI/TIA-222-G Standard.
3. Please note, detailed information was not provided with regards to the proposed
mounting brackets for the panel antennas; therefore, the following mount loads were
assumed in addition to the panel antenna loads:
Frame Mount
Condition CaAa Weight
(ft2) (lbs)
No Ice 20 1500
With 'li" Ice 25 2000
4. Tower site assumed flat (ie. no rises and/or drops considered at anchor locations in
reference to base foundation).
5. Guy wires were assumed properly tensioned the specifications provided in this report
(see Appendix B).
6. The structure was erected and maintained in accordance with the manufacturer's
plans and specifications and those contained in the latest version of the
ANSI/TIAlEIA standard.
7. There has been no damage or modifications to the original design and materials either
by man or nature, either gradual or sudden, except where may be disclosed elsewhere
in this report.
4
Loading Conditions Investigated
1. Antenna Elevations and Transmission Line
Item Appurtenance TX Line Height Existing!
(feet) Proposed
1 Beacon/Spur Conduit Top Existing
2 6- Way Boom Mount - 317-320 Existing
3 DB413-B 7/8" Coax 319 Existing
4 Antel BCD-87077 1-114" Coax 319 Existing
5 Whip 7/8" Coax 319 Existing
6 Whip 7/8" Coax 319 Existing
7 Whip 7/8" Coax 319 Existing
8 Andrew 16-bay Low Power TV 1-5/8" Coax 272-317 Existing
9 DB806- Y wi Mount 1-114" Coax 302 Existing
10 Sinclair Whip wi Mount 7/8" Coax 285 Existing
11 PSI FM I-Bay Y2" Coax 270 Existing
12 Cellwave PD220 7/8" Coax 268 Existing
13 Whip 7/8" Coax 268 Existing
14 Power Divider 7/8" Coax 266 Existing
15 'Misc. Antenna System' 7/8" Coax 240 - 260 Existing
16 Maxrad MFB2401 0 3/8" Line 258 Existing
17 2' Solid Dish 3/8" Line 253 Existing
18 Red Lights Conduit 160 Existing
19 (3) Airadigm CSA PCSX065-18 (6) 1-5/8" 155 PROPOSED
Panels wi Mounts Coax
20 Sprint (6) CSS XP15-80 Panels (12) 1-5/8" 140 PROPOSED
& (6) TMA's wi Mounts Coax
21 (6) 4' x I' panels (6) 1-5/8" 130 Existing
wi Mounts Coax
22 DB230 (160MHz) 7/8" Coax 122 Existing
23 Cellwave PD10212 1/2" Coax 117 Existing
24 Cingular (6) CSS XP15-80 (12) 1-5/8" 112 PROPOSED
Panels & (6) TMA's wi Mounts Coax
25 Scala CA5-150 Vagi RG line 104 Existing
25 Maxrad MFB8133 wi Mount W'Line 65 Existing
2. Antenna Design Data
Dishes
Description Face Dish Offset Offsets: Elevation Outside Aperture Weight
or Type Type Horz Diameter Area
Leg Lateral
Vert
ft ft ft It K
2' Solid Dish B Paraboloid From 1.000 253.000 2.000 No Ice 3.142 0.045
(3/8" Line) w/o Radome Leg 1/2" Ice 3.409 0.080
5
Discrete Tower Loads
Description Face Offset Offsets Placement C.4AA Weight
or Type
Le~ ft ft rr K
Beacon/Spur C None 320.000 No Ice 12.000 0.175
(Conduit) 112" Ice 17.000 0.275
Red Lights C None 160.000 No Ice 2.000 0.050
(Conduit) 1/2" Ice 3.000 0.075
6-Way Boom Mount C None 317.000 - No Ice 36.000 1.500
320.000 1/2" Ice 60.000 2.000
DB413-B B From Leg 6.000 319.000 No Ice 4.500 0.032
(7/8" Coax) 112" Ice 6.000 0.042
Antel BCD-87077 A From Leg 6.000 319.000 No Ice 3.500 0.030
(1-1/4" Coax) 112" Ice 4.500 0.040
Whip A From Face 6.000 319.000 No Ice 3.500 0.030
(7/8" Coax) 112" Ice 4.500 0.040
Whip C From Leg 6.000 319.000 No Ice 3.500 0.030
(718" Coax) 112" Ice 4.500 0.040
Whip C From Face 6.000 319.000 No Ice 3.500 0.030
(7/8" Coax) 1/2" Ice 4.500 0.040
Andrew 16-bay Low Power TV A From Face 1.000 272.000 - No Ice 33.000 0.255
(J -5/8" Coax) 317.000 112" Ice 42.000 0.335
DB806- Y w/ Mount B From Leg 1.000 302.000 No Ice 4.000 0.070
(J -1/4" Coax) 112" Ice 5.000 0.100
Sinclair Whip w/ Mount B From Leg 6.000 285.000 No Ice 5.500 0.065
(7/8" Coax) 112" Ice 8.000 0.095
PSI FM I-Bay B From Leg 1.500 270.000 No Ice 4.000 0.040
(1/2" Coax) 112" Ice 5.000 0.055
Cell wave PD220 C From Leg 6.000 268.000 No Ice 6.000 0.025
(7/8" Coax) 1/2" Ice 8.500 0.035
Boom Mount C From Leg 3.000 268.000 No Ice 8.500 0.250
112" Ice 14.000 0.335
Whip B From Face 6.000 268.000 No Ice 3.500 0.030
(7/8" Coax) 1/2" Ice 4.500 0.040
Boom Mount B From Leg 3.000 268.000 No Ice 8.500 0.250
1/2" Ice 14.000 0.335
Power Divider C None 266.000 No Ice 1.000 0.020
(7/8" Coax) 1/2" Ice 2.000 0.030
Maxrad MFB24010 B From Leg ].000 258.000 No Ice 1.000 0.050
(3/8" Line) ]12" Ice 2.000 0.075
'Misc. Antenna System' B From Leg 1.000 260.000 - No Ice 10.000 0.1 00
(7/8" Coax) 240.000 1/2" Ice ]3.000 0.125
(6) 4' x ]' panels C None 130.000 No Ice 34.000 0.150
(1-5/8" Coax) 1/2" Ice 36.000 0.200
Frame Mount C None 130.000 No Ice 20.000 1.500
1/2" Ice 25.000 2.000
DB230 (l60MHz) C From Leg 5.000 ]22.000 No Ice 2.000 0.0]5
(7/8" Coax) ]/2" Ice 3.000 0.020
Cell wave PDI0212 A None ]]7.000 No Ice 1.000 0.010
(I/2" Coax) 1/2" Ice ].500 0.0]5
Scala CA5-]50 Vagi C None 104.000 No Ice 1.500 0.015
(RG line) 1/2" Ice 2.000 0.020
Maxrad MFB8133 w/ Mount A From Leg 3.000 65.000 No Ice 5.000 0.150
(1/2" line) 112" Ice 7.000 0.200
Proposed Airadigm (3) CSA C None ] 55.000 No Ice 16.000 0.075
PCSX065-] 8 Panels 1/2" Ice 17.000 0.1 00
((6) 1-5/8" Coax)
Proposed Frame Mount C None 155.000 No Ice 20.000 1.500
112" Ice 25.000 2.000
Proposed Sprint (6) CSS XP15-80 C None 140.000 No Ice 26.000 0.165
Panels & (6) TMA's 112" Ice 29.000 0.220
((12) 1-5/8" Coax)
Proposed Frame Mount C None 140.000 No Ice 20.000 1.500
1/2" Ice 25.000 2.000
Proposed Cingular (6) CSS XPI5- C None 112.000 No Ice 26.000 0.165
80 Panels & (6) TMA's 1/2" Ice 29.000 0.220
((12) 1-5/8" Coax)
Proposed Frame Mount C None 112.000 No Ice 20.000 1.500
1/2" Ice 25.000 2.000
6
Analysis Results
Analyzed 'REINFORCED DESIGN' loading configuration considers the present, or "as is",
tower geometry and loading with the ANSI/TIAlEIA standard 222-F version. The structural
model was then theoretically modified by adding tower member reinforcements and/or
modifications, where necessary, to obtain compliance with the standard 222-F when considering
the increased wind forces and redistributed structural reactions imposed by the new reinforcing
members and/or modifications.
The following list summarizes the proposed reinforcements/modifications required to bring the
existing structure into compliance with the ANSI/TIAlEIA Standard 222-F for a fastest-mile
wind speed of 90 mph (equivalent to an 110 mph 3-second peak gust wind speed in accordance
with the 2003 International Building Code) and 78 mph concurrent with 1/2" of radial ice.
i. New inner guy anchor foundation installed at a radius of 155' ! \t~of.. S
ii. Guy wires at 162' replaced with 3/4" EHS wire and new approved hardware -. 'I /1 e
iii. Guy wires at 82' replaced with 3/4" EHS wire and new approved hardware (' A"v P, /'
iv. Tower plumb and re-tension to the specifications provided ---' j -r1>'ttO
V
The following results listed for the 'REINFORCED DESIGN' loading configuration OnlY-f'~p/~s::P
apply once all proposed tower modifications are properly installed.
1. Guy Wire
Following is a table of guy wire capacities. A capacity of 100% would represent the guy
wire is at full capacity when considering the required safety factor. Any amount the capacity
is under 100% represents surplus capacity. Any amount over 100% represents the amount of
an overstressed condition. With guy wires replaced at level 1 and 2, all guy wires are within
capacity to support the analyzed loads.
Guy Guy Guy Type Initial REINFORCED
Level Elevation and Tension DESIGN
Diameter @ 600F Percent
(feet) (Ibs) Capacity
4 311 3/4" EHS 5,830 86%
3 242 3/4" EHS 5,830 83%
2 162 3/4" EHS 5,830 85%
1 82 3/4" EHS 5,830 85%
7
2. Tower Leg Members
The following chart depicts the location and percent ofleg capacity with 100% representing
full capacity when considering appropriate safety factors. Any amount the capacity is under
100% represents surplus capacity. An amount over 100% would represent the amount of an
overstressed condition. A plot representing the leg stress contrasted to capacity is provided
on drawing E- 3. All leg members are within capacity to support the analyzed loads.
3. Tower Inner Members
Elevation of REINFORCED
Bottom of Section DESIGN
(feet) Percent Capacity
302 23%
282 34%
262 34%
242 55%
222 56%
202 17%
182 18%
162 64%
142 64%
122 81%
102 81%
82 98%
62 99%
42 70%
22 74%
2 73%
)
A plot representing the tower mast shear is provided on drawing E-4. All tower inner
members are within capacity to support the analyzed loads.
4. Deflection, Tilt and Twist
The tower's deflection, slope/tilt, and twist as a function of elevation are portrayed on
drawing E-5. The following chart summarizes the maximum calculated deflection, slope/tilt,
and twist at a service fastest-mile wind speed of 50 mph with no ice.
Loading Maximum Maximum Maximum
Configuration Deflection Slope/Tilt Twist
(inches) (degrees) (degrees)
REINFORCED 3.9 0.12 0.48
DESIGN
S. Tower Section Bolts
All tower flange bolts possess sufficient capacity to support the analyzed loads.
8
6. Tower Foundation
Tower foundations were analyzed based upon soil parameters specified in the geotechnical
report done by River Valley Testing Corp. (RVT #N06-149). With the new inner anchor
foundations installed, tower foundations are within acceptable capacities to support the
analyzed loads.
Conclusions
1. With all reinforcements/modifications from this report properly installed, the tower will
meet the requirements of the ANSI/TIA/EIA Standard 222-F, Structural Standards for
Steel Antenna Towers and Antenna Supporting Structures, for a fastest-mile wind speed
of 90 mph (equivalent to an 110 mph 3-second peak gust wind speed in accordance with
the 2003 International Building Code) and 78 mph concurrent with 112" of radial ice.
The following reinforcements/modifications are required:
a. New inner guy anchor foundation installed at a radius of 155'
b. Guy wires at 162' replaced with 3/4" EHS wire and new approved hardware
c. Guy wires at 82' replaced with 3/4" EHS wire and new approved hardware
d. Tower plumb and re-tension to the specifications provided
Recommendations
1. All assumptions made in this analysis should be carefully reviewed and any discrepancies
or corrections communicated to ERI for comprehensive assessment.
2. All structural changes made to the tower should be performed by professionally trained
individuals in tower erection and post-erection modifications.
3. This analysis does not consider localized stresses on tower members resulting from the
use of lifting equipment, rigging, or modifications which may be necessary during the
course of installing new appurtenances on the structure. For maximum concern to safety
and tower service life, ERI recommends an engineering review for all proposed lifting
plans and/or special construction considerations prior to the commencement of work.
4. The ANSI/TlNEIA-222-F standard recommends owners of guyed towers perform initial
and periodic tower inspections and maintenance to assure safety and to extend the
tower's service life. Major inspections should be performed at a minimum of every three
years by authorized personnel experienced in climbing and tower adjustments. A
complete list of the recommended maintenance and inspection procedure is contained in
Annex E of the ANSI/TIA/EIA-222_F standard. Copies of the complete standard may be
obtained from Global Engineering Documents, 1-800-854-7179.
9
Summary
ERI has over a 60 year history of providing superior products and engineering services to
broadcasters. We are pleased to be able to extend the benefits of our experience to your
company.
Please contact our office if you have any questions or comments concerning this analysis and
report.
Sincerely,
yY\~~,t'V\~
Mark A. Maurer
Staff Engineer
Structural Division
10
E ~ I @ Electronics Research, Inc.
7777 Gardner Road. Chandler. Indiana 47610. (812) 925-6000. Fax: (812) 925-4030. Home Paee: WWW.ElUinc.com
Appendix A:
Tower Elevation Drawings and Stress Plots
REINFORCED DESIGN
323' ERl Guyed Tower
Oshkosh, WI (Winnebago County)
FCC ASR #1028433
ERl Project #16898A
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42.0 It
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Established in 1945
R=210.000 ft
R=1S5.000 ft
R=1S5.000 ft
R=lS5.000ft
R=210.000 ft
PLAN
R=210.000 It
TYPE
DESIGNED APPURTENANCE LOADING
ELEVATION TYPE
320 Maxrad MFB24010 (3/8" line)
320.. 317 2' Solid Dish (3/8" Line)
319 Red lights (Conduit)
319 ProposedAiradi9m (3) CSA
319 PCSX065-18 Panels ((6) 1-518"
319 Coax)
319 ~=~~~r~.~6l(;2~~~~~:X) 140
317 - 272 Frame Mount
BeaCOn/Spur (Condun)
S-Way Boom Mount
DB413-B (7/8" Coax)
Antel BCD-87077 (1-114" Coax)
Whip (7/8' Coax)
Whip (718' Coax)
Whip (7/8" Coax)
Andrew lS-bay Low Power TV
(1-518" Coax)
DB806-Y wi Mount (1-1/4" Coax)
Sinclair Whip wi Mount (7/8" Coax)
PSI FM l-Bay (112" Coax)
Cel/wave P0220 (7/8" Coax)
800m Mount
Whip (7/8" Coax)
Boom Mount
Power Divider (7/8" Coax)
'Misc. Antenna System' (7/8~ Coax)
ELEVATION
258
253
160
155
130
130
122
117
112
(6)4'x l' panels (1-518" Coax)
08230 (160M Hz) (718" Coax)
Ce/lwave P010212 (112" Coax)
Proposed Cin9ular (6) CSS XPl5-80
Panels..(6) TMA's ((12) 1.5/8" Coax)
Scala CA5-150 Yagi (RG line)
Maxrad MFB8133 wi Mount (112"
line)
302
285
270
268
268
268
268
266
260 - 240
104
65
~ TOWEk DESIGN NOTES
1. Tower is located in Winnebago County, Wisconsin.
2. Tower designed for a 90 mph basic wind in accordance, with the TIA/EIA-222-F
Standard. \ \
3. Tower is also designed for a 78 mph basic wind with 0.50 in ice.
Deflections are based upon a 50 mph wind. \
5. Tower manufactured by ERI in December of 1996 (Project #ST/502).
6. Tower analyzed by ERI in April of 2006 (Project #16898)
7. FCC ASR# 1028433
27K
37K
~"6'
37 K '" Ir
R~155.000 II _~
~'d>
R~210.0001t ~ '\ 1-
Electronic Research Inc. ob: 16898A - REINFORCING DESIGN
7777 Gardner Rd. Project: Oshkosh, WI (Winnebago County)
Chandler, IN 47610 Client: Maddam Aerials<:;~ Drawn by: M. Maure App'd:
Phone: 812.925.6000 Code: TIA/EIA-222-F : Dole: 05/05/06 Scale: NTS
FAX: 812.925.4026 Path: J:1Anll sis\1SS9aA OShkOSh,IM-.:mlE~~:::':""'~:S\1689aAV3 323 36ER..e. DwgNo. E-1
Plot Plan
Total Area - 3.12 Acres
R=210.ooo ft, 0 deg Azimuth (0.000 ft)
11
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R=155.000 ft, 120 deg Azlmulh (0.000 ft)
r=--=
R=21 0.000 ft. 120 deg Azimuth (0.000 ft)
I
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R=210.000 ft. 240 deg Azimuth (0.000 ft)
181.865
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181.865
/15.000/
I' ~
393.731
Electronic Research Inc. ob 16898A - REINFORCING DESIGN
7777 Gardner Rd. Project: Oshkosh, WI (Winnebago County)
Chandler IN 47610 Client: Maddam Aerials Corp. Drawn by: M. MaurerlAPp'd:
' =--
Established in 1945 Phone: 812.925.6000 Code: TJAlEIA-222-F Dale: 05/04/06 _l:~
FAX: 812.925.4026 Path: '''''0' ,.",,,'" 0."0'"'' M.mIERI..IS"To_,Fk,"'''",,, no "E.,~i Dwg No. E-2
Leg Capacity
TIAlEIA-222-F - 90 mph/78 mph 0.5000 in Ice
Leg Compression (K)
100
50
<- Minimum 0 Maximum->
-50
262.00
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Electronic Research Inc. ob: 16898A - REINFORCING DESIGN
7777 Gardner Rd. Project: Oshkosh, WI (Winnebago Coun ~
Chandler IN 47610 Client: Maddam Aerials Co . Drawn by: M. MaurerlAPP'd:
Phone: 8~2.925.6000 Code: TIAlEIA-222-F Date: 05/04/06 Scale: NTS
FAX: 812.925.4026 Path: ",",-. '''''''A O,"'~h1M M.mIl'R'.RISAT._, """""^,, 323 ""RtM Dwg No. E-3
Established in 1945
Vx
-nn_nh__ VZ
TIAlEIA-222-F - 90 mph/78 mph 0.5000 in Ice
Maximum. Values
Mx --h_UU___ Mz
Global Mast Shear (K)
5 10
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82.00
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2.00
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Global Mast Moment (kip-ft)
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50
100
162.000
122.000
102.000
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150
Electronic Research Inc. ob: 16898A - REINFORCING DESIGN
7777 Gardner Rd. Project: Oshkosh, WI (Winnebago Coun 1
Chandler IN 47610 Client: MaddamAerialsCo .IDrawnby:M. Maure App'd:
Phone: 812.925.6000 Code: TIAlEfA-222-F iDalo: 05/04/06 Scale: NTS
FAX: 812.925.4026 Path: J""". .'''''SA "'''~"''' M.m~.'..~ATo~".""89SA,' '" 36E.',,/Dwg No. E-4
Established in 1945
o
320.000
Deflection (in)
311.000
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302.
282.000
262.00
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162.000
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122.000
102.000
82.000
62.000
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42.000
TIAlEIA-222-F - Service - 50 mph
5
Tilt (deg)
0.05 0.1 0.15
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----- ------- ----
I Ii I I I I Ii
I I I / I I / I I
I I I I / / I I I
0.05
0.1
0.15
0.2
Maximum Values
0.2
Twist (deg)
o
0.5
20.000
11.000
I J I I
----r----r----r----r----
, I , I
I I I J
----'----__L____'--____'--___
I I I I
I I I I
/ / I I
----L----L____L____L__
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----r----r----r---
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----------------
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22.000
r----
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- - - _ L _ _ _ _ 182.000
/
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02.000
62.000
I
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---r----r----
I I
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--L____L____'--____
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L L L____
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I I I I
I I I I
--r----r----r----r----
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- - - '-- - - - - 1- _ _ _ _ '-- _ _ _ _ '-- _ _ _ _
I I I I
I I I I
I I I I
102.000
2.000
0.5
Electronic Research Inc. ob 16898A - REINFORCING DESIGN
7777 Gardner Rd. Project: Oshkosh, WI (Winneba 0 Coun ~
Chandler, IN 47610 Client: MaddamAerials Corp. DrawnbY:M. Maure App'd:
Phone: 812.925.6000 Code: TIA/EIA-222-F Date: 05/04/06 Scale: NTS
FAX: 812.925.4026 Path: "..~ .,,,,,'" o.hk~,.", M'm"R::"ATO_'''''''''''''''" '" 'OER'.. Dwg No. E-5
Established in 1945
320.011
311.011
302.0ft
282.0ft
262.011
242.011
222.0ft
202.011
182.0ft
162.011
142.0ft
122.011
102.0ft
82.0ft
62.0ft
42.0 ft
22.0ft
2.0ft
4KI
,
171 K (Axial)
1 kip-ft (Torque)
I
I
I
,
I
I
i
I
I
160'9"1
I
,
I
I
Guy Tensions and Tower Reactions
TIAlEIA-222-F - 90 mph178 mph 0.5000 in Ice
311'1
-i
I
I
i
I
,
i
I
Maximum Values
Anchor 'A'@210ftAzimuth 0 deg Elev 0 ft
Plane through centroid oftower
240'9"
80'9"[ 2K
I J
I
30 K
I PLAN
I
I 'd>
I
I 1-
I
!
37 K
51 deg
R-210.000 ft -----I
30 K
ELEVATION
Electronic Research Inc. ob: 16898A - REINFORCING DESIGN
7777 Gardner Rd. Project Oshkosh, WI (Winneba 0 County)
Chandler, IN 47610 Client: Maddam Aerials Cor. Drawn by: M. Maure App'd:
Phone: 812.925.6000 Code: TIAJEIA-222-F Date: 05/04/06 Scale: NTS
FAX: 812.925.4026 Path: J:\An:l sis\16B98A Oshkoith WI Mam\ERI-RISATower FiIes\l6a9&A1I3 323 36CRl. Dwg No. E-6
Established in 1945
~
31LOft
302.0ft
282.0ft
262.0ft
242.0ft
222.0ft
~
182.0ft
162.0ft
142.0ft
122.0ft
102.0ft
82.0ft
62.0ft
42.0 ft
22.0 ft
,
2.0ft
4KI
,
171 K (Axial)
1 kip-ft (Torque)
240'9"
160'9"
80'9"
Guy Tensions and Tower Reactions
TIAJE/A-222-F - 90 mph/78 mph 0.5000 in Ice
~
~...
~-s-U'
'U'~
.,~
'J>>
'):
0..
'1-.,
~...
'8-
"'s
1"(
o~
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f(
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7-'7
3/'11::.
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"<38
, l'""
il.\"" <.
't.7<17
Ir.l
c" 173
'<39
ft.lu,
-17
3.07$
ft.l
s" 173
.7<1$ft
Maximum Values
Anchor 'A'@155ftAzimuth 0 deg E/ev 0 ft
Plane through centroid of tower
1 K
A
~
37 K
PLAN
-16' -T
36~, +
R=155.000 ft ~=~
I
37 K
27 K
ELEVATION
E.~ Electronic Research Inc. ~ob: 16898A - REINFORCING DESIGN
. -.. r 7777 Gardner Rd. Project: Oshkosh, -WI (Winnebaqo County)
. . ". . Chandler, IN 47610 Client: Maddam Aerials Corp.iDrawn by: M. Maure App'd:
Established in 1945 Phone: 812.925.6000 Code: TIA/EIA-2~~__ [Date: 05/04/06 Scale: NTS
FAX: 812.925.4026 Pa1h: J:'.ArllllvsisllS1l98A Oshkosh WI Mam\ERI.RISATowef FiJes\16898Av3 323 36ERI,e Dw9 No. E-6
m.QQQ.
311.000
~
mQQQ.
262.000
242.000
222.000
202.000
182.000
-
.:::
-
s::
0 162.000
=
C'(S
>
.!!!
W 142.000
122.000
102.000
82.000
62.000
42.000
22.000
2.000
Feedline Distribution Chart
2' - 320'
Round _ _ Flat
App In Face _ _ _ App Out Face _.. _ Truss Leg
Face A
Face 8
Face C
319.000 320.000
: _:::: -:- _::: -, ~~ r -: - _: _: - m - :_- - - :1 ~~ I ~~~-;;r---- - _:- - _: - _I::
: ::::::: ::::::::::::::: ~,.~ f::::::::::::::::::::::) ,~~ : JJJJ::~r:::::::: : ::::::: Im.~
~~ ~ ~ ~ ~'~~ ~ ~'~' ~~~!!~!!~ '!' !~~!~~' ~ !~!!~~~~,. ~,- 'U~~~~~H~~i!~'~ ~'~'! 'I=~
- - - - - - - - - - - - - - - h h - h - - ~ "-'-'-1-1-1-:-1- f f J- [ _ _ _ _ _ _ _ _ _ _
- - - - - - - - - - - - - - h - h h h - 253.000 '1Tn+I-,+rr /., r _ _ _ _ _ h _ _
= = = = = = = = = = = = = = = = = = = = = = = = 240.000 - - - - - - - - - - - - - - - - - - - - - - - - 240.000 I I I I I I :_: ' : ~' : , ,
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- -------- ---------------
E.-- Electronic Research Inc. ob 16898A - REINFORCING DESIGN
......,1l1 7777 Gardner Rd. Project Oshkosh, WI (Winnebago coullty)
Chandler, IN 47610 Client Maddam Aerials Corp.IDrawn by: M. MaureriApP'd:
Established in 1945 Phone: 812.925.6000 Code: T1A1EfA-222-F I Date: 05/04/06 iScale: NTS
FAX: 812.925.4026 Path: J:\AA~ sisltS898A Oshkosh 1M Mam\ERt-RLSATOWIlr Filesll6S98Av3 323 36ERf.erI Dwg No. E-7
E :..: I @ Electronics Research, Inc.
7777 Gardner Road · Chandler. Indiana 47610 . (812) 925-6000 . Fax: (812) 925-4030 . Home Paee: www.ERIinc.com
Appendix B:
Reinforcement Installation Details
REINFORCED DESIGN
323' ERI Guyed Tower
Oshkosh, WI (Winnebago County)
ERI Project #16898A
:J
U
D
:J)
320'
16 311'
15
14
13
242'
12
11
10
9
8
7
SEE NOTE 3
6
5
82'
4 0/1"
(!jS
3
2
~
f)
t
-)
-J
"
)
)
)
-J
F
)
R=155.0' R=210.0'
4K j 27K 37K
4~ 4~
171K
37K 30K
~
~
J
J
~
z>
:;
'-0:'[-
C.. ~
'l
~
~
~~
.~ ~
c,'V 0-
3/4" EHS 82.0'
3/4" EHS 162.0'
GUY DATA CHART
SHACKLES
~<<:-
f..;Y:-
-t
7/8"
3/4" 1 1/4"
3/4" 1 1/4"
7/8"
245'
5,830
NOTE:
1) SEE SHEET E-1A FOR DESIGNED APPU~CE
LOADING
TOWER DESIGN NOTES
1. MAIN TOWER MANUFACTURED BY ERI IN DECEMBER OF 1996 (ST /502).
2. THE PROPOSED TOWER UPGRADES WERE DESIGNED FOR A FASTEST -MILE BASiC WIND SPEED OF 90 MPH AND 78 MPH
CONCURRENT WITH 1/2" OF RADIAL ICE. THE LOADS WERE CALCULATED AND APPLIED IN ACCORDANCE WITH THE PROVISIONS OF
THE ANSI/TIA/EIA STANDARD 222-F, STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWERS AND ANTENNA SUPPOETlNG
STRUCTURES. L.OCAL STIPULATIONS IN ADDITION TO THE ANSI/TIA/EIA STANDARD 222-F SHOULD BE ESTABLISHED BY THE
PURCHASER THROUGH LOCAL BUILDING OFFICIALS AND COMMUNICATED TO ERI WHERE APPLICABLE.
3. STRUCTURAL MODIFICATIONS TO THE EXISTING TOWER INCLUDE THE FOLLOWING:
A. NEW INNER GUY ANCHOR FOUNDATION INSTALLED AT A RADIUS OF 155'.
B. GUY WIRE AT 162' REPLACED WITH 3/4" EHS AND NEW APPROVED HARDWARE.
C. GUY WIRE AT 82' REPLACED WITH 3/4" EHS AND NEW APPROVED HARDWARE.
D. TOWER PLUMBED AND ALL GUY WIRtSRE - TENSIONED TO THE SPECIFICATIONS PROVIDED.
4. ALL STRUCTURAL HARDWARE SHALL BE INSTALLED IN ACCORDANCE WITH ANSI/TIA/EIA STANDARD 222-F.
5. REPAIR DAMAGED SURFACES WITH GALVANIZING REPAIR METHODS AND PAINT CONFORMING TO ASTM A-780 STANDARD. AREAS
TO BE REPAIRED SHALL BE PROPERLY CLEANED PRIOR TO REPAIRING.
6. IT SHALL BE THE PURCHASER'S/CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND
INSURE THE SAFETY OF THE STRUCTURE DURING ERECTION AND/OR FIELD MODIF1CATIONS. THIS INCLUDES, BUT
TO, THE ADDITION OF TEMPORARY BRACING, GUY WIRES, OR TIE DOWNS THAT MAY BE NECESSARY. ALL WORK
COMPLETED IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE.
7. THE ANSIjTIA/EIA-222-F STANDARD RECOMMENDS OWNERS OF GUYED TOWERS PERFORM INITIAL AND PERIODIC TOWER
INSPECTIONS AND MAINTENANCE TO ASSURE SAFETY AND TO EXTEND THE TOWER'S SERVICE LIFE. MAJOR INSPECTIONS SHOULD BE
PERFORMED AT A MINIMUM OF EVERY THREE YEARS BY AUTHORIZED PERSONNEL EXPERIENCED IN CLIMBING AND TOWER
ADJUSTME~nS. A COMPLETE LIST OF THE RECOMMENDED MAINTENANCE AND INSPECTION PROCEDURE IS CONTAINED IN ANNEX E
OF THE ANSIjTIA/EIA-222-F STANDARD.
ELECTRONICS RESEARCH, INC.
This document/drawing contoins information considered confidential 8
by Electronics Research. Inc. CERI} This information is disclosed 5
on a confidential basis and only outhorized lor use in the instollotion,
operation, and maintenance 01 ERl lower and ontenna equipment, 4
os appropriate. Reproduction, tronsmission or disclosure to others. 3
or unauthorized use, without the express wrillen consenl of ERI,
is strictly prohibited. UNAUTHORIZED DUPLICATION, REPRODUCTION, OR 2
DISCLOSURE OF THIS INFORMATION IS A VIOlATION OF FEDERAl LAW. 1
o COPYRIGHT 2006 ERI, ELECTRONICS RESEARCH INC. NO
REVISION
APP'D DATE
NAME
FOR
TtKtfR ELEVATKW
(Nf0$,1f.
G:\DRAFTINC\ALL \ PROJECTS \ 16898A\E-l
NTS DRAWN C.DA NAWE E 1
DRAWING NO.
Esla bllshed 19-43
7777 GARDNER RD.
CHANDLER, IN 47610-9637
PHONE: (812) 925-6000
FAX: (812) 925-4026
PATH
FACTOR
DATE
WAT'L.
[-1
,
i
i
I>
Item Appurtenance TX Line Height
(feet)
1 Top BeaconlSpur Conduit 320
2 6-Way Boom Mount - 317-320
3 OB413-B 7/8" 319
4 Ante' BCD-B7077 1 1/4" 319
5 Whip Antenna 7/8" 319
6 Whip Antenna 7/8" 319
7 Whip Antenna 7/8" 319
8 Andrew 16-bay Low Power TV 1 5/8" 272-317
9 OB806-Y w/mount 1 1/4" 302
10 Sinclair Whip w/mount 7/8" 285
11 PSI FM 1-8ay 1/2" 270
12 Cellwave P0220 w/boom mount 7/8" 268
14 Whip Antenna w/boom mount 7/8" 268
16 Power Oillider 7/8" 266
17 Mise Antenna System 7/8" 240-260
18 Maxrad MFB24010 3/8" 258
19 2' Solid Oisli 3/8" 253
20 Red Lights Conduit 160
21 Proposed Airadigm (3) CSA PCSX065-18 Panels w/frame mnt (6) 1 5/8" 155
22 Proposed Sprint (6) CSS XP15-80 Panels (6) TMA'S w/frame mnt (12) 1 5/8" 140
24 (6) 4' x l' Panels w/frame mount (6) 1 5/8" 130
25 08230 (160MHz) 7/8" 122
26 Cellwave P010212 1/2" 117
27 Proposed Cingular (6) CSS XP15-80 Panels (6) TMA'S w/frame mnt (12) 1 5/8" 112
28 Scala CA5-150 Yagi RG Line 104
29 Maxrad MFB8133 w/mount 1/2" 65
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L___L__~___L__~___J
#7 REBAR
16' LONG ANCHOR ROD
/
#4 REBAR TIE
12'-7 13/16"
WORK POINT
3'-0"
r--~--'---~---~--\ \
I 1
I 1
~ J
I I
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r I
r ,
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00..:
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6"
'-0:'[-
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r -8 7/16"*
TIE (4) PLACES
o
I
n
5'-0"
#4 REBAR CAGE TIE
SCALE: 1/20
18" MIN. OVERLAP
WHERE NEEDED
( STAGGER OVERLAP)
27K
37K
R1 1/2"
CONCRETE REQUIREMENTS PER ANCHOR: 10.7 CU. YDS.
TOTAL CONCRETE REQUIREMENTS: 32.1 CU. YDS.
REBAR REQUIREMENTS PER BLOCK:
#4 TIES: (12) AT 17' lONG 210'-0" TOTAL
#7 GRID MEMBERS: (16) AT 11' LONG = 176'-0" TOTAL
26" OVERLAP MIN.
WHERE NEEDED
(STAGGER OVERLAP)
*-RUBBER OUTER SHEETING IS FOR PROTECTION DURING
SHIPPING AND INSTAUATlONOFANCHOR ROOS.
*- THE PROTECTIVE SHEETING MUST BE REt.fO'JED ON THE END
OF ANCHOR ROD THAT WILL BE IN niECONCRETE.
*-IF THE YELlOW PROTECTIVE TAPE IS DAMAGED, rr MUST BE
REPAIRED WlTHROU. OF TAPE PROVIDED.
#7 REBAR MAT DETAIL
SCALE: 1/30
155'
N
~
Q)
TOWER PIER
ELECTRONICS RESEARCH, INC.
NOTES
*- THE REINFORCEMENT DETAILED SHOULD BE PROPERLY SUPPORTED PRIOR TO AND DURING PLACEMENT
OF CONCRETE. THIS MAY BE ACCOMPLISHED WITH ADDITIONAL REBAR.
*-SUPPORT ANCHOR ROD IN POSITION ALLOWING FOR PROPER
MINIMUM 4" CONCRETE COVER AT ITS BASE.
*-FIELD REBAR SPLICES SHALL HAVE MINIMUM OVERLAP OF 30X THE DIAMETER OF THE BAR.
FAN PLATE CLEARANCE, AND AT
*- THE "WORK POINT" SHOWN SHALL BE USED FOR PROPER POSITIONING FROM TOWER MAST. THE BASE
OF THE ANCHOR ROD MAY BE ALTERED FOR PROPER SUPPORT AS LONG AS THE FOLLOWING CONDITIONS
APPLY:
A. ANCHOR ROD ANGLE IS HELD (:f: 1 /2 DEGREE).
B. FAN PLATE CLEARANCE WITH PROPER DRAINAGE PROVIDED.
C. MINIMUM 4" CONCRETE COVER OVER ALL ANCHOR ROD STEEL.
D. WORK POINT TOLERANCES:
A. :f: 6 INCHES LATERAL
B. :f: 3 FEET IN LINE W/GUYS
* -SEE F -1 FOR ADDITIONAL NOTES.
This documenlj drawing conloins information considered confidential 8
by Electronics Research, Inc. eERl"). This in/ormation is disclosed 5
on a con/idential basis and only outhorized for use in the instollotion,
operotion, ond mointenance of ERl lower ond ontenna equipment. 4
os appropriate. Reproduclion, transmission or disclosure 10 others, 3
Of unauthorized use, without the express written consent al ERI,
is striclly prohibited. UNAUTHORIZED DUPLICATION. REPRODUCTION, OR 2
DlSQOSURE OF THIS INFORMATION IS A VIOlATION OF FEDERAl lAW. 1
o COPYRIGHT 2006 ERI, ELECTRONICS RESEARCH INC. NO
ElItablished 1943
7777 GARDNER RD.
CHANDLER, IN 47610-9637
PHONE: (812) 925-6000
FAX: (812) 925-4026
NAME NlR.NKJKR ~TKJi flTAl
flHlNI,ll
PAm G:\DRAFTING\ALL \PROJECTS\ 16898A
FACTOR 1/35 DRAWN G.O.A NAME F 2
DATE 05/04/06 ~(; API" DRAWING NO.
loIAT'L AS NOrEOllwc API"1l [- 2
FOR
RUN NO.
1
REVISION
APP'D DATE
GROUND WIRE ATTACHMENT CLIPS
QTY SIZE PART NO.
6 GROUND.. ATTACHMENT BRKT. GRB0005
6 1/2" STU D-TYPE SPLIT BOLT GC0050ST
6 112" FLAT WASHER WF08SS
6 112" LOCK WASHER WL08SS
6 1/2" STAINLESS NUT. NU0813
6 3/8" U-BOL T FOR 9/16" TO 3/4" UB0616-0175-0287GA
ENDSLEEVE
PREFORM
SAFETY WI R E
TURNBUCKLE
SHACKLE
FAN PLATE
w
CABLE CLAMP
GUYWIRE
END SLEEVES ARE ONLY REQUIRED
ON PREFORMS WITH WRAP UPWARD.
LEAVE 2- TO 3- OF SlACK
BETWEEN GUY WIRES.
U-BOLT
GROUNDING WIRE
ATIACHMENT
Gf\OUNDING ATIACHMENT
BRACKET
~
~
QTY.
1
45
3
3
1
3
6
Anchor Grounding
DESCRIPTION
GROUND ROD KIT
"GROUNDING WIRE
"518" STUD-TYPE SPLIT BOLT
"GROUNDING ROD
GUY WIRE SAFETY KIT
"SAFETY WIRE (20)
"1/4" WIRE ROPE CLIP
"INCLUDED IN KiTS
PART NO.
GRKOO07
EW2/0ST (fl)
GC0062ST
GRR6208
GWK0001
GW0025-0020
GC0025
5/8" STUD TYPE
SPLIT BOLT
(GC0062ST)
GROUNDING ROD
ELECTRONICS RESEARCH, INC.
'-0:'[-
c... ~
&.lllblished 1943
7777 GARDNER RD.
CHANDLER, IN 4 761 0~9637
PHONE: (812) 925-6000
FAX: (812) 925~4026
PREFORM
GROUNDING WIRE
QTY
12
1/2" STUD TYPE SPLIT BOLT,
FLATWASHER, LOCKWASHER, & NUT
SECTION A-A
SCALE: 1/4
This document/drawing contoins informotion considered confidential 8
by Electronics Research, Inc. (lR!") This infcJrrnoticn is disclosed 5
on a confidential basis ond only authorized lor use in the instollation,
operation, and mointenonce 01 ERI tower and antenna equipment, 4
as appropriate. Reproduction, tronsmission Of disclosure la others, 3
or unauthorized use, without the express written consent 01 ERI,
is strictly prohibited. UNAUTHORIZED DUPLICATION, REPRODUCTION. OR 2
DISCLOSURE OF THIS INFORMATION IS A VIOLATION or FEDERAL LAW. 1
() COPYRIGHT 2005 ERI, ELECTRONICS RESEARCH INC. NO
THIMBLE
PREFORM
TYPICAL INSTALLATION fOR
GUY LEVELS 1 &: 2.
NAME
FOR
IIlR _ (JJ( A1fl1IlNf /IDIS
lNf09l,If.
G: \DRAFTING\ALL \PROJECTS\ 16898A
NTS PRAWN C.DA NAWE C-2
DRAWING NO.
C-2
PATH
F'AC1'OR
DATE
REVISION
APP'D DATE WAn
Electronics Research, Inc. Job: 16898A
7777 Gardner Road Project: Oshkosh, WI 323' Guyed Tower
Chandler, IN 47610-9637 Clienl: Maddam Aerials Corp.
Phone: (812) 925-6000 Dale: 5/5/2006
FAX: (812) 925-4030 User: M. Maurer I version 3.0
(:jpy Tension Ghcnts
i
II
Guy Level 1 (82 feet)
Guy Size: 3/4" EHS Height: 82 ;ft
Breaking Strength: 58.3 ;kips Radius: 155 ;ft
Guy Weight: 1.155 ;plf Chord Length: 175.354 ;ft
Guy Area: 0.3358 ;in2 Transit Offset: 10 ;ft
Guy Modulus: 19,000 ;ksi Ambient/Measured Temperature: 60 ;oF
Temp. Stressed Intercept Slope at Maximum Guv Tension (Ibs) Percent
Cable Length at Transit Anchor Pin Sag Tower Mid-Span Anchor Tension
(OF) (feet) (feet) (deo) (feet) at Anchor
30 175,351 2.300 27.124 0.573 6,901 6,853 6,806 11.67%
40 175.354 2.415 27.087 .0.601 6,572 6,524 6,478 11.11 %
50 175.357 2.541 27.047 0.633 6,247 6,199 6,152 10.55%
60 175.361 2.680 27.003 0.668 5,925 5,876 5,830 10.00%
70 175.364 2.832 26.954 0.706 5,607 5,558 5,512 9.45%
80 175.368 3.000 26.900 0.748 5,293 5,245. 5,199 8.92%
90 175.371 3.185 26.840 0.795 4988 4.939 4893 8.39%
Guy Level 2 (162 feet)
Guy Size:
Breaking Strength:
Guy Weight:
Guy Area:
Guy Modulus:
3/4" EHS
58.3 ;kips
1.155 ;plf
0.3358 ;in2
19,000 ;ksi
Height:
Radius:
Chord Length:
Transit Offset:
Ambient/Measured Temperature:
162 ;ft
155 ;ft
224.207 ;ft
10 ;ft
60 ;oF
Temp. Stressed Intercept Slope at Maximum Guv Tension (Ibs) Percent
Cable Length at Transit Anchor Pin Sag Tower Mid-Span Anchor Tension
(OF) (feet) (feet) (dea) (feet) at Anchor
30 224.191 4.035 45.467 0.768 6,628 6,533 6,441 11.05%
40 224.199 4.165 45.443 0.793 6,423 6,328 6,236 10.70%
50 224.208 4.303 45.417 0.819 6,219 6,125 6,032 10.35%
60 224.216 4.449 45.390 0.847 6,017 5,922 5,830 10.00%
70 224.224 4.605 45.361 0.877 5,816 5,721 5,629 9.66%
80 224.233 4.770 45.330 0.909 5,617 5,522 5,430 9.31%
90 224.241 4.945 45.296 0,942 5420 5325 5233 8.98%
Electronics Research, Inc. Job: 16898A
7777 Gardner Road Project: Oshkosh, WI 323' Guyed Tower
Chandler, IN 47610-9637 Client: Maddam Aerials Corp.
Phone: (812) 925-6000 Date: 5/5/2006
FAX: (812) 925-4030 User: M. Maurer 1 version 3.0
(3uY'1"en$ion Charts
i
If
Guy Level 3 (242 feet)
Guy Size: 3/4" EHS Height: 242 ;ft
Breaking Strength: 58.3 ;kips Radius: 210' ;ft
Guy Weight: 1.155 ;plf Chord Length: 320.412 ;ft
Guy Area: 0.3358 ;in2 Transit Offset: 10 ;ft
Guy Modulus: 19,000 ;ksi AmbienUMeasured Temperature: 60 ;oF
Temp. Stressed Intercept Slope at Maximum GUY Tension (Ibs) Percent
Cable Length at Transit Anchor Pin Sag Tower Mid-Span Anchor Tension
(OF) (feet) (feet) (deQ) (feet) at Anchor
30 320.394 8.503 47.958 1 .496 6,636 6,493 6,356 10.90%
40 320.408 8.740 47.929 1.538 6,459 6,316 6,179 10.60%
50 320.421 8.989 47.899 1.582 6,283 6,141 6,004 10.30%
60 320.434 9.249 47.867 1.628 6,110 5,967 5,830 10.00%
70 320.448 9.521 47.833 1.676 5,938 5,795 5,658 9.71%
80 320.461 9.806 47.798 1.727 5,768 5;625 5,488 9.41%
90 320.475 10.105 47.760 1.780 5600 5.457 5321 9.13%
Guy Level 4 (311 feet)
Guy Size:
Breaking Strength:
Guy Weight
Guy Area:
Guy Modulus:
3/4" EHS
58.3 ;kips
1.155 ;plf
0.3358 ;in2
19,000 ;ksi
Height:
Radius:
Chord Length:
Transit Offset:
AmbienUMeasured Temperature:
311 ;ft
21 0 ;ft
375.261 ;ft
10 ;ft
60 ;oF
Temp. Stressed Intercept Slope at Maximum GUY Tension (Ibs) Percent
Cable Length at Transit Anchor Pin Sag Tower Mid-Span Anchor Tension
(OF) (feet) (feet) (deo) (feet) at Anchor
30 375.232 11.911 54.860 1.776 6,587 6,403 6,227 10.68%
40 375.251 12.163 54.838- 1.814 6,453 6,270 6,094 10.45%
50 375.269 12.423 54.815 1.853 6,321 6,137 5,962 10.23%
60 375.287 12.694 54.791 1.894 6,189 6,006 5,830 10.00%
70 375.305 12.974 54.766 1.936 6,059 5,875 5,700 9.78%
80 375.323 13.264 54.740 1.980 5,929 5,746 5,570 9.55%
90 375.342 13.564 54,713 2.025 5.801 5.617 5442 9.33%
NOTES: (I) For initial erection tensioning of non-socketed wires, add 10% to the specified design values to compensate for initial wire stretch.
(2) ERl recommends guy tensions be checked annually and re-tensioned, as necessary, to maintain a maximum deviation of +/_ 10% for guy
wires up to and including] " diameter and +/- 5% for guy wires greater than I" diameter.
(3) Guy tensions should be checked during a calm day (i.e. ground wind speed less than] 0 mph) with no ice present on the structure or guys.
(4) Calculations based upon paper by D.L. Dean titled "Static and Dynamic Analysis of Guy Cables", Journal of the Structural Division,
Proceedings of the American Society ofCivi] Engineers, Vol. 87, No. STI, January ]961.
,; Page 1 of2
Noe, Brian
From: Maddam Aerials Corp [maddamaerials@yahoo.com]
Sent: Monday, May 15, 2006 3:10 PM
To: Noe, Brian
Subject: RE: RE: Study
Mr. Noe,
The scope of our work will be approximately $30,000; all of which is on the tower and anchors.
Dave
"Noe, Brian" <hnoe@ci.oshkosh.wi.us> wrote:
What is the value of the work to be done on the tower and the support buildings?
-----Original Message-----
From: Maddam Aerials Corp [mailto:maddamaerials@yahoo.com]
Sent: Monday, May 15, 20062:39 PM
To: Noe, Brian
Subject: RE: RE: Study
Mr. Noe,
I measured the distance from the center of the tower to the guy anchor. It measured
209'.
We are reviewing any changes the 7/8"diameter of the two top cables might have on
the new loading study. However, the tower is within the envelope using the
original 3/4" cables.
The new study does recalculate the anchor and foundation loads for the proposed
new clients.
I will em to you the results of the review.
Are there any applications, forms or fees that I can work on to expedite this project?
Sincerely,
David Courtney
"Noe, Brian" <hnoe@ci.oshkosh.wius> wrote:
I have reviewed the information you provided. One area of concern is that a
previous engineering report that we have on file for this tower, from Paul J. Ford
and Company, dated May 9,2005 that evaluated this same tower indicates a
number of different antenna, and cable locations than what is included in this new
engineering report you have provided. I'm not sure if there were modification
between the time these two reports were created. Who compiled the list of
equipment that is existing on the current tower configuration?
6/6/2006
Additionally on page 3 of that same report dated May 9, 2005, under the section
titled tower history, it indicates the following: liThe site visit report states that the
guy anchors are located at 190' radius from the tower, not at the 209' as shown on
the original design drawings." It would appear that this most recent engineering
report is based on the original tower drawings, as indicated on page 2 under
methods of analysis.
Ultimately we need the engineering report to be based on what actually exists in
the field and what will actually be installed. Prior to issuance of any permit we
need information that documents what is currently installed on the tower, and
where the guy anchors are actually located. In addition the engineering appears to
reference plans and specification, which we will need to have copies submitted for
review. I'm not sure if the plans address the foundation design details and
capacity, if not additional information may be needed for this as well.
If you or you engineers have any questions feel free to contact me. Once we have
received the above information we will be able to issue a permit.
Brian Noe
City of Oshkosh
Building Systems Consultant
(920) 236-5051
-----Original Message-----
From: Maddam Aerials Corp [mailto:maddamaerials@yahoo.com]
Sent: Monday, May 08,20063:54 PM
To: bnoe@ci.oshkosh.wi.us
Subject: Fwd: RE: Study
Mr. Noe,
This is the load study and the proposed tower modification
drawings for our tower at N3475 Co Tk A, City of Oshkosh.
Please review them and advise the steps I need to follow to
obtain a building permit for this project.
Sincerely,
David Courtney
Note: forwarded message attached.
Yahoo! Mail goes everywhere you do. Get it on your phone.
Blab-away for as little as 1 jt/min. Make PC:-jQ:_PJ1QJ1~_Cal1~ using Yahoo! Messenger
with Voice.
Page 2 of2
'( ahoo! Messenw_:with Voice. PC- to-Phone calls for ridiculously low rates.
6/6/2006
Page 1 of2
Noe, Brian
From:
Sent:
To:
Maddam Aerials Corp [maddamaerials@yahoo.com]
Wednesday, May 10, 2006 7:41 AM
Noe, Brian
Subject: RE: RE: Study
Mr. Noe,
I had a new load study done by Wave prior to the commission of the engineering modifications. This
study was compiled by actually having a climber go onto the tower and record antennas, line diameter
and height of each device. I can supply you with a copy of the study, however, it is the same data as
outlined in the modification plans.
I will check on the location of the guy anchors.
"Noe, Brian " <bnoe@ci.oshkosh. wi. us> wrote:
I have reviewed the information you provided. One area of concern is that a previous engineering report
that we have on file for this tower, from Paul J. Ford and Company, dated May 9,2005 that evaluated
this same tower indicates a number of different antenna, and cable locations than what is included in this
new engineering report you have provided. I'm not sure if there were modification between the time
these two reports were created. Who compiled the list of equipment that is existing on the current tower
configuration?
Additionally on page 3 of that same report dated May 9,2005, under the section titled tower history, it
indicates the following: "The site visit report states that the guy anchors are located at 190' radius from
the tower, not at the 209' as shown on the original design drawings." It would appear that this most
recent engineering report is based on the original tower drawings, as indicated on page 2 under methods
of analysis.
Ultimately we need the engineering report to be based on what actually exists in the field and what will
actually be installed. Prior to issuance of any permit we need information that documents what is
currently installed on the tower, and where the guy anchors are actually located. In addition the
engineering appears to reference plans and specification, which we will need to have copies submitted
for review. I'm not sure if the plans address the foundation design details and capacity, if not additional
information may be needed for this as well.
If you or you engineers have any questions feel free to contact me. Once we have received the above
information we will be able to issue a permit.
Brian Noe
City of Oshkosh
Building Systems Consultant
(920) 236-5051
-----Original Message-----
From: Maddam Aerials Corp [mailto:maddamaerials@yahoo.com]
Sent: Monday, May 08,20063:54 PM
To: bnoe@ci.oshkosh.wi.us
Subject: Fwd: RE: Study
Mr. Noe,
This is the load study and the proposed tower modification drawings for our tower
at N3475 Co Tk A, City of Oshkosh. Please review them and advise the steps I need
6/6/2006
Page 2 of2
to follow to obtain a building permit for this project.
Sincerely,
David Courtney
Note: forwarded message attached.
Yahoo! Mail goes everywhere you do. Get it on your phone.
Yahoo! Messenger with Voice.M~k!;tl~G:1Q:PhQI1~.C~lL~ to the US (and 30+ countries) for 2~/min or
less.
6/6/2006