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SELF - SUPPORTING TOWERS
STANDARD G - SERIES SELF - SUPPORTING
UPDATED G . sERIEs
RED F&
REV.G B SELF-SUPPORTING
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GENERAL USE
rlThe self-supporting G-Series towers offer an easy,
low-cost solution to get light weight antennas in
1.. the air quickly.By using the G-Series tower as a
self-supporting structure,you minimize land
area usage. They are functional in a wide variety
,�.1 of wind speeds. See ROHN's standard designs
to help identify the right structure for your project.
These are the same sturdy,robust tower sections
' that ROHN has fabricated for years. Each larger
model allows for more loading capacity.
•AA-- i FEATURES
Viim;
df
�, ` ' • Completely hot-dip galvanized after fabrication
�� • Cross bracing is formed by a continuous solid
■ rod bracing fashioned into a zig-zag pattern
x for strength
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• Pre-engineered loading charts meet varying
4� r individual specs and site conditions
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, i` • Typical uses include:small dishes,broadband,
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security and two-way communication
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��' . • All towers have'fixed'bases
gam,
P.: KITS
'F�$ , gire
�1, ': The kit part numbers for ROHN Self-Supporting
a�3 G Series towers include:
T. • Short base for embedment in concrete
• Rev F ground kit
• All tower sections and connection hardware
Typical Self-Supporting Typical Self-Supporting • Tapered top(25G and 45G towers)
25G,45faand SSGTower 45GSR and 65G Tower
• Top plate(55G towers)
• Cap plate kit(65G towers)
Per Rev G requirements,any structure greater than 10'requires a climber
safely device.Please see page 209 for ordering information.
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- SELF- SUPPORTING TOWERS
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G SERIES
REV. F ALLOWABLE ANTENNA AREAS ( SQ . FT. )
70 MPH Fastest Mile Wind Speed-No Ice
25G 45G 55G 65G
'Height FP ; Part No FT2! Part No FT2 Part No FT2 Part No.
10 19.7 ; 2555010 42.5 4555010 75,0 5555010 95.0 6555010
Cli41 20' 14.2 : 2555020 220 4555020 43.0 5555020 95.0 6555020
cm L
* 30' 6.4 ' 2555030 12.0 4555030 26.0 5555030 76.2 6555030
4.,
35 3.6 2555035 8.7 4555035 21 9 5555035 61.2 6555035
VI 40' 1.5 : 2555040 5.1 4555040 15.0: 5555040 48.8 6555040
CU -
...
45' 1 2.3 4555045 11.4 5555045 39.0 6555045
101 ,
ato 50 , 6.5 5555050 29.3 6555050
LL 55' 40 5555055 244 6555055
60' • 0.8 5555060 18.4 ' 6555060
r---44. 70' 8.7 , 6555070
:
80' 0.9 ! 6555080
80 MPH Fastest Mile Wind Speed-No Ice
256 45G 55G 65G
IIIIIIIII Height FT2 Part No. FT2" Part No. FT2 Part No. FP Part No.
eint 41 : 10' 14.3 2555010 30.0 4555010 570 5555010 950 6555010 P ,
.,,... ,
20' 90 2555020 16 t.0 4555020 30D 5555020 185.0 6555020
30' 3.7 , 2555030 7.5 4555030 17.0 5555030 155.8 6555030
/1 11 35' 1.4 ; 2555035 4.7 4555035 14.5 555,5035 144.0 6555035
40 '1'1'1'1'1' 1111'
44 ' • lA 4555040 8D 5555040 134 1 6555040 rl
.
,
„mai., Iti ! 45 5.9 5555045 126.2 : 6555045
4111101;1111111111 i - i 50' 15 1.5 5555050 19.71 6555050
1:5 '
AS ail ki 1 6°' ' , 9.4 1 6555060
1 70' 1.3 1 6555070
;
.
[ r
90 MPH Fastest Mile Wind Speed-No Ice
25G 45G 55G 65G 1
ou Height FT2 Part No. FT2 Part No. FT2 Part No. FT2 Part No.
10' 10.5 : 2555010 25.0 4555010 45,0 5555010 95.0 6555010
-"," 20' 69 ' 2555020 11D 4555020 23.0 5555020 650 6555020 ,
+4 30' 1.7 2555030 4.0 4555030 12.0 5555030 400 6555030
---- ---- --- -
0) 35 1 1.9 4555035 94 5555035 32.2 > 6555035
441 40' 4.0 5555040 24.1 1 6555040 4
0 114 45'
11. /2 . 5555045 17.71 6555045
50' 14.5 : 6555050
55' 77 6555055
. :
60' 1 3.3 1 6555060
Note:Antenna areas,ft.2,assume all round antenna members. )
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SELF - SUPPORTING TOWERS
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G SERIES
REV. G EFFECTIVE PROJECTED AREA ( SQ . FT. )
90 MPH 3-Second Gust Wind Speed
-
25G 45G 45G5R 55G 65G 1
;,.z,-., .yam Height EPA EPA EPA EPA EPA
aa` Part No Part No. _ - Part No. Part No. Part No.
9 p.
_ B�Exp C Exp BI Exp C Exp.B Exp.0 Exp.B Exp.0 Exp.13 Exp.0
: 10' 26.8 21312555010 60.0 475 4555010 95 84 455R010 80 79 5555010 95 95 6555010
i, _Z 20' 18.5 13.4 2555020 31.31 77.7 4555020 95 71 455R020I 56 42 5555020 95 95 655S020
30 79 41 25550330 16.1- 34 21 5555030 95 71 '6555030 p
� � 84 4555030 87 58 4558030
35 44 1.2 2555035 9.8 38 4555035 76 52 455R035 25 14 5555035 80 54 6555035
t.« 40
13 5550 49 4555040 60 40 45SR040 17 8 5555040 62 41 6555040
. 45 0.7+ 4555045 48 31 455R045 11 3 5555045 48 30 6555045
50, --- ._
I 38 23 45SR050 5 - 5555050 37 21 6555050
Ai 55' 1 29 16 455R055 28 14 6555055
60' 22 11 455R0601 1 20 7 16555060
1
100 MPH 3-Second Gust Wind Speed k
itiAW 25G 45G- 45G5R 55G 65G.
' s g Part No. B CI Part No.EB AC Part No. -EPA -- Part No.I , ;
Hei ht EPA Part No. EPA I EPA � EPA
Exp.BExp.0 6q3.8 C � Exp.BExp.0 .
s` + 10' 207 16.4':2555010 47.4 395 45550101 82 66 145SR010 78 63 '5555010 95 95 '16555010'
20' 14.0 9.9 2555020 232 ;16.9 45550201' 74 55 45SR020 43 32 5555020 95 95 6555020
.l 30 53 22 2555030 9.7 4.8 45550301 66 43 145SR030 24 14 5555030 81 55 65550301
35 21 12555035'5.1 0.7 4555035' 59 38 455R035 17 8 5555035 61 f 40 65550351
I
40 12 45550401 46 30 55R040 10 3 5555040 47 29 65550401 ,,
45'0 135 22 558045 5 5555045 35 20 65550451
50 27 15 4558050 26 13 ;65550501 ,
55' 1 20 9 ,I�455R055 17 6--1-6555055;
' 60' _ I 13 4 4558060 11 1 '6555060':
110 MPH 3-Second Gust Wind Speed
25G 45G 45GSR 55G 65G
el:, Height EPA EPA EPA EPA EPA
,..- .Part No ■-- i Part No - -Part No ----- ----- Part No ---- - - Part No
dr.= Exp.BExp.CI Exp.BExp.C; Exp.B'ExµC- Exp.BExp.0 Exp.BExp.0
10 165 12.7;2555010 394 31.914555010 67 53 455R010 63 ' 51 5555010 95 95 6555010 :i
,11 - 20 1a6; 72 2555020 183 12.3 4555020 59 43 455R020 34 25 5555020 95 81 6555020 ,,,
30 3.1,,i_04 12555030 6.5 , 1.9 4555030 51 32 45SR030 17 9 ;5555030 65 ; 43 6555030 1
co 35' I 1.7 j_ - 4555035 45 27 45SR035 11 4 5555035 48 30 6555035
1 35 22 45SR040 5 5555040 35 21 6555040
: <_ V) 40
45' ' 26 15 455R045 25 13 6555045
50' j _ 1 19 , 9 455R050 17 7 6555050
55' L 13 4 455R055 10 - 6555055
o, 60' 1 ; 1 7 4558060 4 1 - 165550601
Note:Antenna areas,ft.z,assume all round antenna members.
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SELF - SUPPORTING TOWERS
•
SELF - SUPPORTING G - SERIES FOUNDATIONS
Tower Section or 6"min.projection
Short Base Section above the finished
/ concrete
Grade . 6„LI
k, i 4' CONCRETE BASE PLATE
L I WITH ANCHORS
25GSSB
i ®I FOR USE WITH SELF-SUPPORTING
{'� 25GTOWERS.
6 ,ti ,.. r . ° 2" for proper i drainage fired ,
* for proper drainage
r•": .,-:.._Tr ALTERNATIVE TO USING SHORT BASE. y
#7 Bars 12" Compacted Sand&Gravel BASE BOLTS&TEMPLATE MUST
on Center Drainage Bed-not required BE ORDERED SEPARATELY. BASE BOLTS&TEMPLATE
Each Way for 45GSR KH8175A
FOR USE WITH 25GSSB
ELEVATION VIEW IN SELF-SUPPORTING 25G TOWER
25G(shown),45G&55G APPLICATIONS.KIT INCLUDES(1)
SELF-SUPPORTING TOWER FOUNDATION TEMPLATE&(.1)BASE BOLTS.
CL
Mat Concrete
■Nostmotnionemoo Tower Width Volume
Tower Axis& (W) {Cu.Yds.}
Center of Pad
25G 4'-0" 2.4
— — CL
45G 5'-3" 4.1
55G 6'-0" 5.3
W 465GR 7'-9" 8.9
(Square)
PLAN VIEW
2"min,projection
above the finished li
concrete
/ t E' N a
Grade • • wi--�t-%r +\ 6" 6" I" 'J Grade
s_ry .li 4 4
--_________ #7 Bars 12" _ _
}
von Center - 2"Min.
•�.?r-:�_tom'_'- 1.C. :'s:
ELEVATION VIEW &La Way, ELEVATION VIEW } fam
Top Bottom
45GSR 65G 0 v
SELF-SUPPORTING TOWER FOUNDATION SELF-SUPPORTING TOWER FOUNDATION
"
Products LLC ,,,"+"
SELF- SUPPORTING TOWERS ��"
SELF-SUPPORTING G-SERIES DESIGN NOTES
1.Tower designs are in accordance with approved national standard ANSI/EIA-222-F and ANSI/TIA-222G,
Structure Class I,Exposures B and C,Topographic Category I.
2.AII towers must have"fixed"bases. Pinned bases may not be used.
3.Designs assume transmission lines symmetrically placed as follows:
25G Tower-One 5/8"Line on each face(Total=3)
45G Tower-One 7/8"Line and one 1/2"line on each face(Total=3 @ 7/8"&3 @ 1/2")
55G&65G Towers-Two 7/8"Lines on each face(Total=6)
4.Antennas and mounts assumed symmetrically placed at tower apex.
5.Rev F tabulated allowable antenna areas assume all round antenna members.
6.Allowable flat-plate antenna areas,based on EIA RS-222-C,may be obtained by multiplying Rev.F Antenna areas
shown by 0.6.
7.Standard foundation designs are based on Rev.F normal soil and Rev.G presumptive clay soil parameters.
Refer to pages 147-153 for General Installation and Foundation Notes.
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NOTES
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STANDARD 65G SELF-SUPPORTING CAMERA TOWERS (all-welded)
REV. G : 110 MPH 3-SEC GUST WIND SPEED ( NO ICE),
40 MPH 3 -SEC GUST WIND SPEED ( 3/4" ICE),
CLASS II, EXPOSURE C, TOPO CATEGORY 1
SEISMIC COEFFICIENT SS < 1 .0
24 1/4"Face Width(TYP)
E.Tower !Max.Tip Deflection I
Height at 60 MPH El
10' 0.10"
El
20' I 0.10"
as
30' 0.40" ,— ,,.
,.. 40' 1.00" Standard 65G
50' 1.80" Section(TYP)
Maximum Load at Top ILI RI
EPA EPA
lel El,
El
Tower Heights No Ice With Ice ILI 10'-40' 14.5 ft.' 29.0 ft!
50' 7.0 ft' 14.0 ft' I ; 50' ;_
c
ilj T _ 40' lial
E El El II
Ix el rhi al
14 1 30' RI is, ali
Ill Ell
El El
El
10
E 1 El .61 1211, El
\i\ ��'-� tii\ 9"/ \'i� ;70 C"Ai\ f / ` '''C y0"f
65SS010CT 65SSO2OCT 65SSO3OCT 6555040CT 65SSO5OCT
328 lbs.* 502 lbs." 695 lbs.* 868 lbs.' 1061 lbs.'
i± "Tower Weight "
t
V= A A m A I
f�l !�
I-4'-9"H I.5'-0"—I 1~6'-0"---1 I.7'-3."—H 8'_0"
Square Square Square Square Square
3.3 cu.yds.concrete 3.7 cu.yds.concrete 5.3 cu.yds.concrete 7.8 cu.yds.concrete 9.5 cu.yds.concrete
Includes short base section,tower sections,Rev G grounding material and 3/16"top mounting plate with attachment hardware.
Per Rev.G requirements,any structure greater than 10'requires a climber safety device.
- Please see page 173 for ordering information.
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65G CAMERA TOWERS
STANDARD FOUNDATION DETAILS
-,—W/2 6" ;
C . 2"Min.
.,r..•rr. .._._rw��
Ct /Tower Axis ade
� *Ns Nok,,.._
W/2 f3 t r
„W" 1' 9" 3, „
NI
Square !
v
6"of Compacted Sand r_`r I -- INEVI 2"Min.
, &Gravel for Drainage
2'-1/4" -i,
#7 Horizontal Bars
See tower elevation page for"W"dimension. 12"O.C.Each Way
(Top&Bottom)
ACCESSORIES
` SAFETY CABLE SYSTEM
y n TT05065
9 fk
� S'.., �• FITS ALL TOWER HEIGHTS
CLIMBING HARNESS
TTFBH-4D SAFETY CABLE
ANTI-CLIMB PANELS JOURNEYMAN HARNESS SLIDER WITH CARABINEER
VW915A TTFBH-C/P TT-WG-500 W/SMC
ORDERED SEPARATELY PROFESSIONAL HARNESS
GENERAL NOTES
1.Tower designs are in accordance with ANSI/TIA/222-G.
2.Camera and mount assumed symmetrically placed at tower top. /�
3.Tower design assumes one 7/8"line on each tower face.
4.Assembly drawings and standard foundation details are provided with the tower.
5.Standard foundation illustrated is for general information only and is based on Rev G presumptive clay soil parameters.
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SELF - SUPPORTING TOWERS
STANDARD VG SELF-SUPPORTING CAMERA TOWERS (field bolted)
REV. G : 110 MPH 3-SEC GUST WIND SPEED ( NO ICE),
40 MPH 3-SEC GUST WIND SPEED (3/4" ICE),
CLASS II, EXPOSURE C, TOPO CATEGORY 1
SEISMIC COEFFICIENT SS < 1 .0
1
eTower Max.Tip Deflection
Height at 60 MPH 30"Face Width(TYP)
10' t 0.10" T
20' ( 0.10"
30' j 0.20"
30'
I
40' 0.70"
-I - 2 3/8"0.D.
SO' 1.30" Tubular Legs
km (TYP)
Maximum Load at Top 1 S
s. �• 1 1/2"x 1/8°
EPA EPA Angle Bracing
Tower Heights No Ice With Ice _ FI (TYP)
10'-40' 14.5 ft.' 29.0ft' r4 �
CI 50' 7.0 ft.' 14.0 ft.'
� 50 OM
S
_ ►1 40, ►1 �1
re- -see, I itl� ►o 2
► 30 10,4 A A
0 F'1 opi a 46,1r4 112
10, ,E 20' 441111.
►1 ►1 ►11 1 02
►1 _ ►1 ►t ►1
VG01 OCT VG020CT VG030CT VG040CT VGOSOCT
500 lbs." 735 lbs.' 1016 lbs.' 1251Ibs." 1531 lbs.`
*Tower Weight
A ,
,
H
.—5'-0"—.I fH 5'-6"H I■ 6'-0" 7'-3" I. 8'-0"
Square Square Square Square Square
3.7 cu.yds.concrete 4.5 cu.yds.concrete 5.3 Cu.yds.concrete 7.8 cu.yds.concrete 9.5 cu.yds.concrete
Includes anchor bolts,templates,tower sections,Rev G grounding material,1/2"top mounting plate with attachment hardware and step bolts.
Per Rev.G requnements any structure greater than 10'requires a climber safety device.
'" See page 175 for ordering information.
- --.. , ",,,,,p SELF SUPPORTING TOWERS
��
VG CAMERA TOWERS
STANDARD FOUNDATION DETAILS
W/2 See Anchor Bolt layout provided with
Anchor Bolts tower prior to placing concrete.
4 Tower Axis 6" ts YHI ill II
W/2 t4 Grade
14" f
'OA 1111 1111 ro-
"W" 4"I lilt 11 11
Square 1111 1111
�i�'.,-4r 3'-6" 1111 III;
1111 1111
1111 I i!
1111 i 11
L- I
2 6
#7 Horizontal Bars
See tower elevation page for"W"dimensions. 12"O.C.Each Way
(Top&Bottom)
ACCESSORIES I
-ire
t.
t
' SAFETY CABLE SYSTEM
■ " TTO5OSSL
i; ,a, FfTS ALL TOWER HEIGHTS
A CLIMBING HARNESS
TTf BH-4D SAFETY CABLE
ANTI-CLIMB PANELS JOURNEYMAN HARNESS SLIDER WITH CARABINEER
VW917A TTFBH-C/P TT-WG-500-W/SMC
ORDERED SEPARATELY PROFESSIONAL HARNESS
GENERAL NOTES
1.Tower designs are in accordance with ANSIIFIA/222-G.
2.Camera and mount assumed symmetrically placed at tower top.
3.Tower design assumes one 7/8"line on each tower face.
4.Assembly drawings and standard foundation details are provided with the tower.
5.Standard foundation illustrated is for general information only and is based on Rev G presumptive clay soil parameters. CL
0
Refer to pages 147-153 for Foundation General Notes.
rY v
Produdclt
Lim
Kara Rogers
From: Tim Rohn <Tim.Rohn @rohnnet.com>
Sent: Thursday, February 26, 2015 7:31 AM
To: Kara Rogers
Subject: RE: Buy American Letter
Attachments: ROHN_G_Series_SS_web.pdf; ROHN_Understanding_Rev_G_web.pdf
Kara,
The tower will work with 110 MPH. I think the question is which 110 MPH wind speed are they looing to meet. Our 90
MPH wind speed is the Rev G ASCE 7-05 3-seccond gust version. Based on the wind maps I assume since the area is 85
MPH for the Rev G ASCE 7-10 wind speed they are looking at the Survival ASCE 7-10 wind speed. The ASCE 7-10 is
actually a "Factored" wind speed so our 90 MPH would be equivalent to 115 MPH based on this option. See page 6 of
the Understanding Rev G sheet to see what I am talking about.
If not then the answer is yes our tower does meet 110 MPH Exposure B.
Thanks,
Tim Rohn
309.566.3037
From: Kara Rogers [mailto:krogers @cityofpt.us]
Sent: Wednesday, February 25, 2015 4:30 PM
To: Tim Rohn
Subject: RE: Buy American Letter
Tim,
I have a quick question for you. On the sheets that you emailed over to me you have the wind speed at 90mph at the top
of the sheet. We just talked to Jefferson County and their rating for where the tower will be located is 110mph. Will the
tower still be ok at the 110mph?
Thanks,
Kara L. Rogers
Engineering Assistant III
City of Port Townsend
250 Madison Street, Suite 2R
Port Townsend, WA 98368
360.344.3064
NOTICE REGARDING PUBLIC DISCLOSURE:
Public documents and records are available to the public as required under the Washington State Public Records Act
(RCW 42.56).
The information contained in all correspondence with a government entity may be disclosable to third party requesters >.'..
under the Public Records Act.
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UNDERSTANDING
TIA-222 - REVISION
U
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ROHN SOLUTIONS
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UNDERSTANDING TIA - 222 - REVISION G
What is Rev G?
Rev G is the latest revision of the TIA-222 Standard"Structural Standards for Antenna Supporting Structures and Antennas".
The previous version of the Standard was Rev F. Rev G is based on a 3-second gust wind speed and Rev F is based on a fastest-
mile wind speed. The wind speeds are not directly comparable and it is very important to define the basis of a wind speed
when specifying wind loading requirements. For a given location,the 3-second gust wind speed represents the peak gust
wind speed whereas the fastest-mile wind speed represents the average wind speed over the time required for one mile of
wind to pass the site.
Rev G presents additional factors to be considered in the design of new structures and for the modification of existing
structures. These factors are briefly discussed below. The reliability requirements of a structure can now be accounted for by
assigning a classification to a structure(Class I,11 or III). The wind speed can also be adjusted based on the type of terrain
surrounding the site(Exposure B,C or D)and if the site is located on a hill,ridge or escarpment(Topographic Category 1-5).
Many tower profiles in this catalog now include antenna loading capacities for both Exposure B and Exposure C terrain
conditions located on relatively flat sites(Topographic Category 1). Antenna loading capacities in accordance with Rev F
are also provided for many tower profiles in the catalog. Please refer to the design notes in the catalog for each tower model
series for further explanations. The Class of structure is stated in the design notes. Conditions other than stated may require
a different tower profile than illustrated in this catalog. Quotes may be obtained for a specific application by contacting your
ROHN representative.
Classification of Structures
Allows for the adjustment of wind,ice and earthquake loading to match the reliability requirements for a specific application.
Three reliability classes have been established based on the type of service provided and on the structure's potential
hazard to human life and property. Wind,ice and earthquake loading progressively increase from Class Ito Class III structures.
Class 1:Structures used for services where a delay in returning the service would be acceptable and the structure represents a
low hazard to human life and/or property. Example services would be:residential wireless and conventional 2-way radio
communications;television,radio and scanner reception;wireless cable,amateur and CB radio communications. Structures
of this classification are exempt from ice and earthquake loading.
Class ll:Structures used for services that may be provided by other means or structures that represent a significant hazard to
human life and/or property. Example services would be:commercial wireless communications;television and radio
broadcasting;cellular,PCS,CATV and microwave communications.
Class Ill:Structures specifically designed for essential communications or structures that represent a substantial hazard to
human life and/or property. Examples of essential communications would be:civil or national defense;emergency,rescue
or disaster operations;military and navigational facilities.
What is EPA?
EPA stands for Effective Projected Area. It is a standard way to define the"size"of an antenna regarding wind loading. Many
antenna manufacturers provide data sheets that specify the EPA of their antennas. The TIA standard also defines a method
to calculate the EPA of an antenna based on the size and type of the antenna components.
Generally,the EPA of an antenna,mount or accessory is equal to the summation of the projected areas of its components times
appropriate drag factors defined in the TIA Standard. The EPA values listed in this catalog for standard tower designs represents
the maximum EPA that may be supported unless otherwise indicated.
:. # 14 ...
'mono (3:0) 556-3000 • Pax (309; 556-3074 • ).. ww.roiinn,-,-1.com • The Industry Standard
Rrellmett
0 2011 ROHN PRODUCTS LLC
ROHM SOLUTIONS 0
UNDERSTANDING TIA - 222 - REVISION G
What is Exposure?
Exposure categories are used to adjust wind loading based on the type of terrain surrounding a site. Reduced wind loads are
associated with rougher terrains that tend to slow the wind down. Three exposure categories have been defined based on
terrain roughness. Wind loading is increased as the exposure designation changes from Exposure B(roughest terrain)to
Exposure D(smoothest terrain).
Exposure B:Urban,suburban or wooded areas.The wind load at ground level is reduced compared to Exposure C. This
reduction diminishes with height,making the overall wind reduction less significant for taller structures. In order to qualify for
the wind load reduction,the rough terrain must extend in all directions from the site at least twenty times the height of the
structure,but not less than one-half mile.
Exposure C:Flat,open country and grasslands.
Exposure D:Flat,unobstructed shorelines exposed to wind flowing over open water,smooth mud flats,salt flats and other
similar terrain. The wind load at ground level is increased compared to Exposure C.
Topographic Categories
Topographic categories are used to determine increases in wind loading for sites located on hills and other elevated locations
(other than buildings). The shape and relative height(topography)of an elevated site determines the increase in wind load.
Although many elevated sites have their own unique features,the intent is to idealize these sites into one of the standard
topography categories described below.
The height of an elevated site above the surrounding terrain must be specified in order to determine the increase in wind
loading. Height should not be confused with the elevation of the site. As described below,elevations of the site and the
surrounding terrain must be used to determine the relative height of a site. For structures supported on buildings,it is only
necessary to specify the height of the building and the surrounding exposure category.
Category?:Flat or rolling terrain with no abrupt changes in general topography. No increase in wind loading is required for
this category.
Category 2:Sites separated from a lower elevation by a gently sloping terrain(escarpment). Wind loads at the crest are 2.0
times the wind loads for a flat site and diminish with height depending on the height of the escarpment.
Height for an escarpment is the difference in elevation between the upper and lower levels. Increased wind loads do not apply
for structures located in the lower half of the sloping terrain or located beyond 16 times the escarpment's height from the crest
Category 3:Sites located at the top or within the upper half of a hill. Wind loads at the top of a hill are 2.3 times the wind loads
for a flat site and diminish with height depending on the relative height of the hill.
Height for a hill is the difference in elevation between the top and bottom of the hill. For sites surrounded by other hills,height
is the difference in the hill elevation at the site and the average elevation of the surrounding hills(within a 2-mile radius).
In other words,height is the projection of the hill exposed to wind. When there are other hills surrounding the site,increased
wind loads do not apply unless the height of the hill at the tower site is at least 2 times the average height of the surrounding
hills.(Refer to sketch above.)
0
Topographic Categories continued on next page. a
0
r f ,.1. The Industry Standard
®2011 ROHN PROOUCIS LLC Ra4Unlc LLC
MINIM
UNIS
0 ROHN SOLUTIONS
I OA
UNDERSTANDING TIA - 222 - REVISION G
Tower— Elevation 2,150'
A
Height of Site--> °ono
Average Elevation of
Surrounding Features Elevation 1,550'
■
Average Height
of Surrounding -°o
Terrain ' "1
Elevation 1,250'♦
2 Mile Radius 2 Mile Radius
H=2,150'-1,550'=600'
Wind speed-up must be considered when H exceeds
2 times the average height of surrounding features.
Category 4:Sites located on a ridge. Wind loads at the top of a ridge are 3 times the wind loads for a flat site and diminish with
height depending on the height of the ridge.
Height for a ridge is the difference between the top and bottom elevations of the ridge.
Category 5:This category is reserved for sites where site-specific investigations are performed to determine wind loading. A
site-specific investigation may result in either higher or lower wind loads compared to using one of the standard topographic
categories.
n
,,,,,, 16 �. �..
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REV G 3 - SECOND BASIC WIND SPEED MAP
,�
t� � i s 90(40)
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filt,2se 1014451
% a� �®'ILIA r feltazi!"1:,:t14.(41-4.4.L,.. i109)
At terlocto
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"my el irj alitanspeartingirr--s-:"Imilvolgorkriwlil.riegitireiet'
)1�R1�'k. � � •r'i�'Cgl31k$r•�ir`6 +.°i:t4+ I{5�r'�+1 j .!lf.•t. Y![ CIA'
i 'mrlgrr ink r Ie w fiblOr fi iteSt _"iNkig.� i • .tiV 1 r -VIAL 4 5 v ;�
130(58}
• . t A 4" ;
'1 1 Y �• • ';V A ���r N a ` 140(63
)
1.4 A • • t .4251 10� ro
�� 4 � E+6+ qts
3,,,
f�l '� `` "14�Tg4`f1
slam,r... � d
•rte, ✓ 141.. t • s x.:,- +,hi
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r v
+srAS° 140 63 4 140(63)
@i i `
P . /�s4 j..✓ 150( ) 1..
�1 Tx i
S
N � ��s..: ibl 1500
414;,1 0
A " 100(45) 136(59)&. A �
Zeti
110(49)120(54)..
/'"'�(® r :..:,:.v Special Wind Region
, °47 40152,11-.- ';. :,.::::<..
jr": Location V mph (m/s)
1O( ► ". „ � it kotal Hawaii 105 (47)
.r �” is -,.?"1 Tiaay)
Puerto Rico 145 (66)
,— Guam 170 (76)
102 -' _4, -T+^ "28 Virgin Islands 145 (65
9 (65)
American Samoa 125 (56)
Notes:
1.Values are 3-second gust wind speeds in miles per hour(m/s)at 33 ft.(10 m)above ground for Exposure C terrain.
2.Linear interpolation between wind contours is permitted.
3.Islands and coastal areas outside last contour must use the last wind speed contour of the coastal area.
4.Mountainous terrain,gorges,ocean promontories,and special wind regions must be examined for unusual
wind conditions.
The basic wind speed map is being used with permission from ASCE.This material may be used for personal use only.
Any other use requires prior permission of the American Society of Civil Engineers. =a'
17
Phone (309) 566-3000 • Fax (309) 566-3079 • 'wwA.n r-ohnnet.ccrr • The Industry Standard "' `` .
0 2011 BONN PRa0002511C vratlucla LLC ,,,k.,�w
COROHN SOLUTIONS
REV G WIND SPEEDS
The TIA-222-G Standard is based on the wind map published in the ASCE 7-02 Standard,"Minimum Design Loads for Buildings
and Other Standards': The ASCE 7 standard is published by the American Society of Civil Engineers(ASCE)and represents the
latest research and data available for wind speeds in the United States.
Subsequent to the release of the TIA-222-G Standard,ASCE has published 2 revisions to the ASCE-7 Standard. The first revision
was published in 2005 and is designated as ASCE 7-05. There were no changes to the wind map. The second revision was
published in 2010 and is designated as ASCE 7-10. There are changes to the wind map in this version.
The previous versions of ASCE 7 used a 50-year return wind speed map and relied on additional design factors to increase
wind loads according to the reliability requirements of a structure. This resulted in structures being able to survive wind
speeds of much higher return periods. The new wind maps in ASCE 7-10 now include these design factors and now
represent a much higher return period wind speed. A wind map is provided for each classification of structure. No
additional factors have to be considered based on the classification of a structure when these wind speeds are used to
calculate wind loads. The new maps can be thought of as"Survival"wind speeds,or in other words,wind speeds for
which permanent deformation may occur in a structure,but the structure does not collapse.
The new ASCE 7-10 survival wind speeds can be easily converted for use with the TIA-222-G Standard using the following
conversion table. If the conversion is not made,the design factors for determining wind loads will be"doubled up"resulting
in much higher wind loads than intended. Eventually the TIA Standard and other similar structural standards will be
upgraded to reflect the new ASCE 7-10 wind maps. Conversions for fastest-mile wind speeds used in Rev F and
ASCE 7-93 are also included in the table.
Design Wind Speed Conversions,MPH
Rev F Rev G Survival
ASCE 7-93 ASCE 7-02&ASCE 7-05 ASCE 7-10
(fastest-mile) (3-second gust) (3-second gust)
71 85 110
76 90 115
85 100 126
90 105 133
95 110 139
104 120 152
114 130 164
123 140 177
128 145 183
133 150 190
152 170 215
Examples to determine appropriate Rev G design criteria:
1. Desire a 95 mph Rev F fastest-mile design. Use a 110 mph Rev G design.
2. Desire a 115 mph ASCE 7-10 design. Use a 90 mph Rev G design.
•
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REV G GROUNDING
REQUIREMENT FOR STRUCTURES
Rev G made significant changes regarding the grounding requirements for structures. A prescriptive approach to grounding
was used in Rev F where providing specific grounding leads and ground rods were considered adequate to protect a structure.
Rev G adopted a performance specification approach that requires providing a grounding system that will result in a maximum
10 ohm resistance to earth. Rev G also requires minimum ground lead and ground rod sizes that are greater than the Rev F
prescriptive requirements.
Another change is that Rev G does not require specific grounding materials. Rev F required the use of galvanized ground rods
with tinned copper leads. Rev G only requires that the leads and connections be compatible with the ground rods from a
corrosion standpoint(i.e.minimize difference between metals connected).
Rev G does provide default grounding arrangements for various types of structures that are intended to meet the 10 ohm
requirement for a wide variety of soil conditions. In accordance with Rev G,the actual resistance of a default grounding system
must be verified based on site conditions. Additional ground rods or special grounding systems may be required.
It should be noted that the TIA-222 grounding requirements are meant to protect the structure and foundation from high
fault currents. Other grounding requirements are often needed for the protection of antennas,radio equipment and other
appurtenances.
REV G STANDARD FOUNDATIONS
Rev G has taken a different approach from Rev F regarding standard foundations and the term"Normal Soil"has been
eliminated. A new term"Presumptive Soil" has been introduced. Rev G provides for two different types of presumptive soil,
sand and clay. Generally the strength of Rev G presumptive soil is lower than the strength of Rev F normal soil.
The intent is to provide default design parameters that can be used to design foundations when a geotechnical report is not
available for a site. In accordance with Rev G,clay is to be considered the default presumptive soil unless more information is
known about a site. The values for clay presumptive soil have therefore been used for the generation of the standard
foundations contained in this catalog.
It should be noted that in accordance with Rev G,actual site conditions must be investigated prior to the installation of a
foundation that was designed using presumptive soil parameters. Modifications to the standard foundations contained in
this catalog may be required. It should also be noted that Rev G requires a geotechnical investigation for all Class III structures.
One common cause for changes to a standard foundation is due to frost depth. The frost depth for Rev G presumptive soil is
considered to be 3.5 feet. The standard foundations in this catalog are based on this frost depth. Special foundations may be
required for sites in locations where frost depths exceed 3.5 feet and the local soil conditions are susceptible to frost heave.
Presumptive soil also assumes that the water table is below the foundation depth. For this condition,there is no concern for
buoyant conditions that can significantly reduce the uplift capacity of a foundation. The standard foundations in this catalog
are based on dry soil conditions and do not consider buoyant conditions. Special foundations may be required for sites where
the water table may rise above the base elevation of the foundation.
In accordance with Rev G,presumptive soils are also considered to be non-corrosive. When local soil conditions are corrosive,
anchors or direct embedded poles that are in direct soil contact may require corrosion protection in addition to hot dip �.
galvanizing. Rev G provides guidance on various alternatives to consider in these situations.
Presumptive soils are also considered to be non-expansive. Locations known to have expansive soil require special
considerations for foundation design. Modifications to the standard foundations in this catalog may be required in these V
cases.
ROHM P.irre (309) 566-3000 • �r 309) 566-3079 • w r�
v . on • The Industry Standard
19
02011 ROHN PRODUCTS LLC heQucls llt
, . .
0 ROHN SOLUTIONS ' '-
2
REV G CLIMBING FACILITIES
Rev G has made significant additions addressing climber safety. Two classifications of climbers have been defined.
An Authorized Climber(also called a Basic Climber)is an individual trained in climbing but may not have had previous
climbing experience. These climbers are intended to be limited to climbing fixed access routes equipped with safety climb
devices. A Competent Climber(also called a Skilled Climber)is a professional who is capable of climbing on structural
members.
Rev G provides requirements for climbing facilities by defining two classes of climbing facilities,Class A and Class B.
Class B requirements are similar to Rev F requirements and are intended for structures to be climbed by professional
Competent Climbers. Class A requirements are more restrictive in comparison to Rev F and are intended for structures
expected to be climbed by lesser qualified(Basic)climbers. In accordance with Rev G,Class B is considered to be the
default climbing facility requirement for structures unless otherwise specified. Towers can be quoted to accomodate
Class A climbing facilities when specified. All ROHN standard structures are intended to be climbed by Competent
Climbers only.
Safety climb systems are now mandatory in accordance with Rev G for structures exceeding 10 feet in height that are
intended to be climbed. Some structures are intended to be maintained by bucket trucks or other methods that do not
involve climbing the structure. Safety climb systems,when required,must be ordered separately for all ROHN standard
structures in this catalog.
n
` ine (? v, . s+.;;C • 1.-A , 5:<;,:,-3;,9 • .ti w rc, r•rat come • The Industry Standard
mss;,. Products la 02011 ROHN PRODUCTS LLC
TowerSoft `� m
ENGINEERING SOKTWARO Pestnehr
TSTower - v 3.9.0 Tower Analysis Program Licensed to: ROHN Products LLC
(c) 1997-2006 TowerSoft www.TSTower.com Peoria, Illinois
File: w:AEngineering\Catalogue Towers\45G\45 90mph 3-Sec SS\35ft 45G 90mph(Exp C) (SC 1) .out
Contract: 1 Revision: 1
Project: 35ft 45G SS (Exp C) (SC 1) Site: Catalogue
Date and Time: 4/23/2009 7:41:21 AM Engineer: AKEN yrty 3ft8/)5/
DESIGN SPECIFICATION
•
Design Standard.AN S i1TIA-222•G•2005 Add.1
Basic Wind Speed(No Ice]=90.0(mph) 5.00
Structure Class=I
Exposure Category=C
Topographic Category=1
Set. Length Top Width Bat Width
(It) (in) (�r)
1 10.00 17.00 17.00
2 10.1)0 17.00 17.00
3 10.00 17.00 17.00 10.00
4 5.00 17.00 17.00
x
.1.1.1)1)
10.00
E
f
•
MAXIMUM BASE REACTIONS
10.00 IN
Bare Iced
Download(Kips) 10.5 0.0
Uplift(Kips) 92 0.0
Shear(Kips) 0.4 0.0
Appendix 1
I
—]
TowerSoft .
ti.ENGINEERING SOF WARE Pm tise%
TSTower - v 3.9.0 Tower Analysis Program Licensed to: ROAN Products LLC
(c) 1997-2006 TowerSoft www.TSTower.com Peoria, Illinois
Pile: W:\Engineering\Catalogue Towers\45G\45 90mph 3-Sec SS\35ft 45G 90mph(Exp C) (SC 1) .out
Contract: 1 Revision: 1 I
Project: 35ft 45G SS (Exp C) (SC 1) Site: Catalogue
Date and Time: 4/23/2009 7:41:21 AM Engineer: AMKW
Leg Load Compression Diagram
Max. Envelope(AR Loading Cases]
E)ev.(ft) Sect No
35
4
30 .
3
20 \ I
2 I
i
i
I
i
10
C
I
1
1 1 1 I 1 I
Force(Kips)
2 5 7 10 12 ;
—force—Capacity
Appendix 2
Towe rSof
ENGIH ERING SOffTWARE MnrkrMc
TSTower - v 3.9.0 Tower Analysis Program Licensed to: ROHN Products LLC
(c) 1997-2006 TowerSoft www.TSTower.com Peoria, Illinois
File: W:\Engineering\Catalogue Towers\45G\45 90mph 3-Sec SS\35ft 45G 90mph(Exp C) (SC 1) .out
Contract: 1 Revision: 1
Project: 35ft 45G SS (Exp C) (SC 1) Site: Catalogue
Date and Time: 4/23/2009 7:41:21 AM Engineer: ANEW
Diaq. Load Comaression D"aaram
Max. Envelope(All Loading Cases)
Elev (It) Sect.No
35
4
30
3
20 -
2
10
1
0 1 1 Force(Kpsj
–Force—Capacity lid.
Appendix 3 {4
111` owe rSoft
ENGINEERIG SOFTWARE . 4
N nittirtc
TSTower - v 3.9.0 Tower Analysis Program Licensed to: BORN Products LLC
(c) 1997-2006 TowerSoft www.TSTower.com Peoria, Illinois
File: W:\Engineering\Catalogue Towers\45G\45 90mph 3-Sec SS\35ft 45G 90mph(Exp C) (SC 1) .out
Contract: 1 Revision: 1
Project: 35ft 45G SS (Exp C) (SC 1) Site: Catalogue
Date and Time: 4/23/2009 7:41:21 AM Engineer: AM1W
Diaq- Load pension Diagram
Max- Envelope(AR Loading Cases)
Elev.(ft) Sect_ No
35 1
4
I
30
3
I
1
20
1
I
I
I
1
2
10
1
I
21 5I Force(Kips) 1
—Force---Capacity
Appendix 4
I
I
I
i
1
•
• TowerSofft ,r
ENGINEERING SOFTWARE Prnluct<
TSTower - v 3.9.0 Tower Analysis Program Licensed to: ROAN Products LLC
(c) 1997-2006 TowerSoft www.TSTower.com Peoria, Illinois
File: W:\Engineering\Catalogue Towers\45G\45 90mph 3-Sec SS\35ft 45G 90mph(Exp C) (SC 1) .out
Contract: 1 Revision: 1
Project: 35ft 45G SS (Exp C) (SC 1) Site: Catalogue
Date and Time: 4/23/2009 7:41:21 AM Engineer: AMEN
Section A: PROJECT DATA
Project Title: 35ft 45G SS IExp C) (SC 1)
Customer Name: ROHN
Site: Catalogue
Contract No.: 1
Revision: 1
Engineer: AMEN
Date: Apr 23 2009
Time: 07:39:33 AM
Design Standard: ANSI/TIA-222-G-2005 Addendum 1
GENERAL DESIGN CONDITIONS
Start wind direction: 0.00 (Deg)
End wind direction: 330.00 (Deg)
Increment wind direction: 30.00 (Deg)
Elevation above ground: 0.00(ft)
Gust Response Factor Gh: 0.85
Structure class: I
Exposure category: C
Topographic category: 1
Material Density: 490.1(lbs/ft-3)
Young's Modulus: 29000.0(ksi)
Poisson Ratio: 0.30
Weight Multiplier: 1.00
Minimum Bracing Resistance as per 4.4.1
WIND ONLY CONDITIONS:
Basic Wind Speed (No Ice) : 90.00(mph)
Directionality Factor Ed: 0.85
Importance Factor I: 0.87
Wind Load Factor: 1.60
Dead Load Factor: 1.20
Dead Load Factor for Uplift: 0.90
Analysis performed using: TowerSoft Finite Element Analysis Program
(
Page A 1 l
LIU
UNIN4U�
TowerSoft _ _ _ .
Vim.ENGINEER/NG SOFTWARE rreAlrte
TSTower - v 3.9.0 Tower Analysis Program Licensed to: ROHN Products LLC I
{c) 1997-2006 TowerSoft www.TSTower.com Peoria, Illinois 1
Pile: W:\Engineering\Catalogue Towers\45G\45 90mph 3-Sec SS\35Et 450 90aph(Exp C) (SC 1) .out
Contract: 1 Revision: 1
Project: 35ft 45G SS (Exp C) (SC 1) Site: Catalogue
Date and Time: 4/23/2009 7:41:21 AM Rngineer: AMKW
Section B: STRUCTURE GEOMETRY
TOWER GEOMETRY
Cross-Section Height Tot Height # of Section Hot Width Top Width
(ft) (ft) (in) (in)
Triangular 35.00 35.00 4 17.00 17.00
SECTION GEOMETRY
Sec Sec. Name Elevation Widths Masses Breg.
Bottom Top Bottom Top Legs Brcg. Sec.Brc Int.Brc Sect. Database Clear.
# (ft) (ft) (in) (in) (lbs) (lbs) (lbs) (lbs) Ilbe) (lbs) (in)
4 45G5 30.00 35.00 17 17 16 17 0 0 32 70 0.787
3 450 20.00 30.00 17 17 31 37 0 0 68 70 0.787
2 45G 10.00 20.00 17 17 31 37 0 0 68 70 0.787
1 45G 0.00 10.00 17 17 31 37 0 0 68 70 0.787
Total Mass: 109 127 0 0 236 282
PANEL GEOMETRY
Sect Pnl# Type SecBrcg Mid. Horiz Boriz Height Bottom Top Plan Hip Gusset Gusset
Continuous width Width Bracing Bracing Plate Plate
Area Weight
(ft) (in) (in) (ft-2) (lbs)
4 3 Inverted Single(None) Yes 1.7 17.0 17.0 (None) (None) 0.000 0.00
4 2 Single (None) Yes 1.7 17.0 17.0 (None) (None) 0.000 0.00
4 1 Inverted Single(None) Yea 1.7 17.0 17.0 (None) (None) 0.000 0.00
3 7 Inverted Single(None) Yes 1.4 17.0 17.0 (None) (None) 0.000 0.00
3 6 Single (None) Yes 1.4 17.0 17.0 (None) (None) 0.000 0.00
3 5 Inverted Single(None) Yes 1.4 17.0 17.0 (None) (None) 0.000 0.00
3 4 Single (None) Yes 1.4 17.0 17.0 (None) (None) 0.000 0.00
3 3 Inverted Single(None) Yes 1.4 17.0 17.0 (None) (None) 0.000 0.00
3 2 Single (None) Yes 1.4 17.0 17.0 (None) {None) 0.000 0.00
3 1 Inverted Single(None) Yes 1.4 17.0 17.0 (None) (None) 0.000 0.00
2 7 Inverted Single(None) Yes 1.4 17.0 17.0 (None) (None) 0.000 0.00
2 6 Single (None) Yes 1.4 17.0 17.0 (Nome) (None) 0.000 0.00
2 5 Inverted Single(None) Yes 1.4 17.0 37.0 (None) (None) 0.000 0.00
2 4 Single (None) Yes 1.4 17.0 17.0 (None) (None) 0.000 0.00
2 3 Inverted Single(None) Yes 1.4 17.0 17.0 (None) (None) 0.000 0.00
2 2 Single (None) Yes 1.4 17.0 17.0 (None) (None) 0.000 0.00
2 1 Inverted Single(None) Yes 1.4 17.0 17.0 (None) (None) 0.000 0.00
1 7 Inverted Single(None) Yes 1.4 17.0 17.0 (None) (None) 0.000 0.00
1 6 Single (None) Yes 1.4 17.0 17.0 (None) (None) 0.000 0.00
1 5 Inverted Single(None) Yes 1.4 17.0 17.0 (None) (None) 0.000 0.00
1 4 Single (None) Yes 1.4 17.0 17.0 (None) (None) 0.000 0.00
1 3 Inverted Single(None) Yes 1.4 17.0 17.0 (None) (None) 0.000 0.00
1 2 Single (None) Yes 1.4 17.0 17.0 (None) (None) 0.000 0.00
1 1 Inverted Single(None) Yes 1.4 17.0 17.0 (None) (None) 0.000 0.00
MEMBER PROPERTIES
Sec/ Type Description Steel Conn. Bolt Bolt End Edge Gusset Bolt Dbie Member
Pnl Grade Type #-Size Grade Dist. Dist. Thick. Space Spacing
Mem. Stitch
Bolt
(inl (in) (in) (in) (in) (in) (ft)
4/3 Leg PIPE 1.250x0.083 A572 gr.50D. Shear 2-0.438 Grade5N
Page B 1
I
1
1
1
1
.
TawerSoft s
_
Illepolemumsormam Prndanfc
TSTower - v 3.9.0 Tower Analysis Program Licensed to: ROHN Products LLC
(c) 1997-2006 TowerSoft www.TSTawer.com Peoria, Illinois 1
Pile: W:\Engineering\Catalogue Towers\45G\45 90mph 3-Sec SS\35ft 45G 90mph(Exp C) (SC 1) .out
■
Contract: 1 Revision: 1
Project: 35ft 45G SS {Exp C) (SC 1) Site: Catalogue j
Date and. Time: 4/23/2009 7:41:21 AM Engineer: ANEW
4/3 Ding SR 0 7/16 A36 Welded n/a n/a n/a n/a
4/3 Horiz SR 0 7/16 A36 Welded n/a n/a n/a n/a I
4/2 Leg PIPE 1.250E0.083 A572 gr.50D. Shear 2-0.438 Grade5N
4/2 Diag SR 0 7/16 A36 Welded n/a n/a n/a n/a
4/2 Horiz SR 0 7/16 A36 Welded n/a n/a n/a n/a
4/1 Leg PIPE 1.250E0.083 A572 gr.50D. Shear 2-0.438 Grade5N
4/1 Diag SR 0 7/16 A36 Welded n/a n/a n/a n/a
4/1 Horiz SR 0 7/16 A36 Welded n/a n/a n/a n/a
3/7 Leg PIPE 1.250x0.083 A572 gr.50D. Shear 2-0.438 Grade5N
3/7 Diag SR 0 7/16 A36 Welded n/a n/a n/a n/a
3/7 Horiz SR 0 7/16 A36 Welded n/a n/a n/a n/a
3/6 Leg PIPE 1.250x0.083 A572 gr.50D- Shear 2-0.438 Grade5N '.
3/6 Diag SR 0 7/16 A36 Welded n/a n/a n/a n/a
3/6 Horiz SR 0 7/16 A36 Welded n/a n/a n/a n/a
3/5 Leg PIPE 1.250E0.083 A572 gr.50D. Shear 2-0.438 Grade511
3/5 Diag SR 0 7/16 A36 Welded n/a n/a n/a n/a
3/5 Horiz SR 0 7/16 A36 Welded u/a n/a n/a n/a
3/4 Leg PIPE 1.250x0.083 A572 gr.50D. Shear 2-0.438 Grade5N
3/4 Diag SR 0 7/16 A36 Welded n/a n/a n/a n/a
3/4 Horiz SR 0 7/16 A36 Welded n/a n/a n/a n/a
3/3 Leg PIPE 1.250E0.083 A572 gr.SOD. Shear 2-0.438 Grade5N
3/3 Diag SR 0 7/16 A36 Welded n/a n/a n/a n/a
3/3 Horiz SR 0 7/16 A36 Welded n/a n/a n/a n/a
3/2 Leg PIPE 1.250x0.083 A572 gr.SOD. Shear 2-0.438 Grade5N
3/2 Diag SR 0 7/16 A36 Welded n/a n/a n/a n/a
3/2 Horiz SR 0 7/16 A36 Welded n/a n/a n/a n/a
3/1 Leg PIPE 1.250E0.083 A572 gr.50D. Shear 2-0.438 Grade5N
3/1 Diag SR 0 7/16 A36 Welded n/a n/a n/a n/a
3/1 Horiz SR 0 7/16 A36 Welded n/a n/a n/a n/a
2/7 Leg PIPE 1.250x0.083 A572 gr.50D. Shear 2-0.438 Grade5N
2/7 Diag SR 0 7/16 A36 Welded n/a n/a n/a n/a
2/7 Horiz SR 0 7/16 A36 Welded n/a n/a n/a n/a
2/6 Leg PIPE 1.250x0.083 A572 gr.50D. Shear 2-0.438 Grade5N
2/6 Diag SR 0 7/16 A36 Welded n/a n/a n/a n/a
2/6 Horiz SR 0 7/16 A36 Welded n/a n/a n/a n/a
2/5 Leg PIPE 1.250E0.083 A572 gr.SOD. Shear 2-0.438 Grade5N
2/S flag SR 0 7/16 A36 Welded n/a n/a n/a n/a
2/5 Horiz SR 0 7/16 A36 Welded n/a n/a n/a n/a
2/4 Leg PIPE 1.250x0.083 A572 gr.50D. Shear 2-0.438 Grade5N
2/4 Diag SR 0 7/16 A36 Welded n/a n/a n/a n/a j
2/4 Horiz SR 0 7/16 A36 Welded n/a n/a n/a n/a t1
2/3 Leg PIPE 1:250x0.083 A572 gr.50D. Shear 2-0.438 Grade5N
2/3 D1ag SR 0 7/16 A36 Welded n/a n/a n/a n/a
2/3 Horiz SR 0 7/16 A36 Welded n/a n/a n/a n/a
2/2 Leg PIPE 1.250E0.083 A572 yz.50D. Shear 2-0.438 Grade5N !!!
2/2 Diag SR 0 7/36 A36 Welded n/a n/a n/a n/a
2/2 Horiz SR 0 7/16 A36 Welded n/a n/a n/a n/a
2/1 Leg PIPE 1.250x0.083 A572 gr.50D. Shear 2-0.438 Grade5N
2/1 Diag SR 0 7/16 A36 Welded n/a n/a n/a n/a
2/1 Rorie SR 0 7/16 A36 Welded n/a n/a n/a n/a
1/7 Leg PIPE 1.250x0.083 A572 gr.50D. Shear 2-0.438 ,Grade5N
1/7 Diag SR 0 7/16 A36 Welded n/a n/a n/a n/a
1/7 Soria SR 0 7/16 A36 Welded n/a n/a n/a n/a
1/6 Leg PIPE 1.250E0.083 A572 gr.SOD. Shear 2-0.438 Grade5N
1/6 Ding SR 0 7/16 A36 Welded n/a n/a n/a n/a
Page B 2
TowerSoft
+fAlel° NOdNEERIN(3 SOFTWARE PrmhoM!
TSTower - v 3.9.0 Tower Analysis Program Licensed to: ROHN Products LLC
(c) 1997-2006 TowerSoft www.TSTower.com Peoria, Illinois
File: W:\Engineering\Catalogue Towers\45G\45 90mph 3-Sec SS\35ft 45G 90mph(Sxp C) (SC 1) .out
Contract: 1 Revision: 1
Project: 39ft 45G SS (Exp C) (SC 1) - Site: Catalogue
Date and Time: 4/23/2009 7:41:21 AM Engineer: AMZCW 1�
1/6 Horiz SR 0 7/16 A36 Welded n/a n/a n/a n/a
1/5 Leg PIPE 1.250x0.083 A572 gr.50D. Shear 2-0.438 Grade5N
1/5 Diag SR 0 7/16 A36 Welded n/a n/a n/a n/a EE
1/5 Horiz SR 0 7/16 A36 welded n/a n/a n/a n/a
1/4 Leg PIPE 1.250x0.083 A572 gr.50D. Shear 2-0.438 Grade5N
1/4 Diag SR 0 7/16 A36 Welded n/a n/a n/a n/a
1/4 Horiz SR 0 7/16 A16 Welded n/a n/a n/a n/a
1/3 Leg PIPE 1.250x0.083 A572 gr.50D. Shear 2-0.438 Grade5N
1/3 Diag SR 0 7/16 A36 Welded n/a n/a n/a n/a
1/3 Horiz SR 0 7/16 A36 Welded n/a n/a n/a n/a
1/2 Leg PIPE 1.250x0.083 A572 gr.50D. Shear 2-0.438 Grade5N
1/2 Diag SR 0 7/16 A36 Welded n/a n/a n/a n/a
1/2 Horiz SR 0 7/16 A36 Welded n/a n/a n/a n/a
1/1 Leg PIPE 1.250x0.083 A572 gr.50D. Shear 2-0.438 Grade5N
1/1 Diag SR 0 7/16 A36 Welded n/a n/a n/a n/a
1/1 Horiz SR 0 7/16 A36 Welded n/a n/a n/a n/a
_
Page 8 3
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ENGINCEMNOSOFTWARE Pmmfm
TSTower - v 3.9.0 Tower Analysis Program Licensed to: ROHN Products LLC
(c) 1997-2006 TowerSoft www.TSTower.com Peoria, Illinois
File: W:\Engineering\Catalogue Towera\450\45 90mph 3-Sec SS\35ft 45a 90mph(Exp C) (SC 1) .out
Contract: 1 Revision: 1
Project: 35ft 450 SS "(EXP C) (SC 1) Site: Catalogue
Date and Time: 4/23/2009 7:41:21 AM Engineer: AMER
Section D: TRANSMISSION LINE DATA
Transmission Lines Position
No. Rot El Top El Desc. Radius As. Orient. No No. of Part Vert. Antenna User Ka
(ft) (ft) (ft) Rows of Face
1 0.00 35_00 3/8 CABLE 0.00 0.00 0_00 1 1 Yes
2 0.00 35.00 LDF5P-50A 0.41 60.00 60.00 1 1 No
3 0.00 35.00 LDF5P-50A 0.41. 180.00 180.00 1 1 No
4 0_00 35.00 LDF5P-50A 0.41 300.00 300.00 1 1 No
5 0.00 35.00 LDF4P-50A 0.41 60.00 60.00 1 1 No
6 0.00 35.00 LDF4P-SOA 0.41 180.00 180.00 1 1 No
7 0.00 35.00 LDF4P-SOA 0.41 300.00 300.00 1 1 No
Transmission Lines Details
No. Desc. Width Depth Unit Mass Line Spacing Row Spacing
(in) (in) (lb/ft) (in) (in)
1 3/8 CABLE 0.38 0.38 1.00 2.750 2.750
2 LDF5P-501 1.10 1.10 0.33 2.750 2.750
3 LDF5P-50A 1.10 1.10 0.33 2.750 2.750
4 LDF5P-50A 1.10 1.10 0.33 2.750 2.750
5 LDF4P-50A 0.63 0.63 0.15 2.750 2.750
6 LDF4P-SOA 0.63 0.63 0.15 2.750 2.750
7 LDF4P-50A 0.63 0.63 0.15 2.750 2.750
Page D l 8
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NI TowerSoft
ENGINEERING SOFTWARE prnAur_tc
TSTower - v 3.9.0 Tower Analysis Program Licensed to: ROHN Products LLC
(c) 1997-2006 TowerSoft www.TSTower.com Peoria, Illinois
File: W:\Engineering\Catalogue Towers\45G\45 90mph 3-Sec SS\35ft 45G 90mph(Exp C) (SC 1) .out
Contract: 1 Revision: 1
Project: 35ft 45G SS (Exp C) (SC 1) Site: Catalogue
Date and Time: 4/23/2009 7:41:21 AM Engineer: AMKW
Section F: POINT LOAD DATA
Structure Azimuth from North:0.00
POINT LOADS
No. Description Elev. Radius Azim. Orient. Vertical Tx Line Comments
offset
(ft) (ft) (=:eg) (Deg) (ft)
1 Load 35.00 0.00 0.0 0.0 0.00
POINT LOADS WIND AREAS AND WEIGHTS •
No. Description Frontal Lateral Frontal Lateral Weight Weight Gh
Bare Area Bare Area Iced Area Iced Area Bare Iced
(ft-2) (ft-2) (ft-2) (ft"2) (Kips) (Kips)
1 Load 3.80 3.80 0.00 0.00 1.50 0.00 0.85
(
1i
)
(
Page F 1
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\,TowerSoft
N, ENGINEERING SOFTWARE PrnAnr.Fe
•TSTower - v 3.9.0 Tower Analysis Program Licensed to: ROHN Products LLC
(c) 1997-2006 TowerSoft www.TSTower.com Peoria, Illinois 1
i
I
' File: W:\Engineering\Catalogue Towers\45G\45 90mph 3-Sec SS\35ft 4513 90mph(Exp C) (SC 1}_out f
Contract: 1 Revision: 1
Project: 35ft 450 SS (Exp C) (SC 1) Site: Catalogue 1
Date and Time: 4/23/2009 7:41:21 AM Engineer: AHEM 1
Section L: STRENGTH ASSESSMENT SORTED DATA
Lcad Combination Max Envelope i
Wind Direction Maximum
I
Sec Pn1 Elev MType Desc. Len kl/r Gov. Gov. Max Max Asses. i
comp. tens. Compr. Tens. Ratio 1
cap. cap. 1
(ft) (ft) (Kips) (Kips) (Kips) (Kips) 1
4 3 33.33 Leg PIPE 1.250E0.083 1.67 48.3 11.6 13.7 0.7 0.0 0.06
4 2 31.67 Leg PIPE 1.250x0.083 1.67 48.3 11.6 13.7 0.8 0.0 0.07
4 1 30.00 Leg PIPE 1.250x0-083 1.67 48.3 11.6 13.7 1.0 0.0 0.09
3 7 28.57 Leg PIPE 1.250x0.083 1.43 38.0 12.3 13.7 1.2 0.1 0.10 1
3 6 27.14 Leg PIPE 1.250x0.083 1.43 38.0 12.3 13.7 1.4 0.3 0.12
3 5 25.71 Leg PIPE 1.250E0.083 1.43 38.0 12.3 13.7 1.7 0.6 0.14
3 4 24.29 Leg PIPE 1.250x0.083 1.43 38.0 12.3 13.7 1.9 0.8 0.16
3 3 22.86 Leg PIPE 1.250x0.083 1.43 38.0 12.3 13.7 2.2 1.1 0.1.8
3 2 21.43 Leg PIPE 1.250x0.083 1.43 38.0 12.3 13.7 2.6 2.4 0.21
3 1 20.00 Leg PIPE 1.250x0.083 1.43 38.0 12.3 13.7 2.9 1.8 0.23
2 7 18.57 Leg PIPE 1.250x0.083 1.43 38.0 12.3 13.7 3.3 2.1 0.26
2 6 17.14 Leg PIPE 1.250x0.083 1.43 38.0 12.3 13.7 3.7 2.5 0.30
2 5 15.71 Leg PIPE 1.250x0.083 1.43 38.0 12.3 13.7 4.1 2.9 0.33
2 4 14.29 Leg PIPE 1.250E0.083 1.43 38.0 12.3 13.7 4.5 3.3 0.37 I
2 3 12.86 Leg P1PG 1.250x0.083 1.43 38.0 12.3 13.7 5.0 3.8 0.40 (I
2 2 11.43 Leg PIPE 1.250E0.083 1.43 38.0 12.3 13.7 5.5 4.3 0.44
2 1 10.00 Leg PIPE 1.250E0.083 1.43 38.0 12.3 13.7 6.0 4.8 0.48
1 7 8.57 Leg PIPE 1.250x0.083 1.43 36.0 12.3 13.7 6.5 5.3 0.53
1 6 7.14 Leg PIPE 1.250E0.083 1.43 38.0 12.3 13.7 7.0 5.8 0.57
1 5 5.71 Leg PIPE 1.250x0.083 1.43 38.0 12.3 13.7 7.6 6.4 0.62
1 4 4.29 Leg PIPE 1.250x0.083 1..43 38.0 12.3 13.7 8.2 7.0 0.67
1 3 2.86 Leg PIPE 1.250x0.083 1.43 38.0 12.3 13.7 8.8 7.6 0.72
1 2 1.43 Leg PIPE 1.250E0.083 3.43 38.0 12.3 13.7 9.5 8.2 0.77
1 1 0.00 Leg PIPE 1.250x0.083 1.43 38.0 12.3 13.7 10.2 8.9 0.82
4 3 33.33 Diag SR D 7/16 2.19 155.6 1.4 4.9 0.1 0.1 0.07 1
4 2 31.67 Diag SR 0 7/16 2.19 155.6 1.4 4.9 0.1 0.1 0.09 11
4 1 30.00 Diag SR 0 7/16 2.19 155.6 1.4 4.9 0.2 0.2 0.11 I
3 7 28.57 Diag SR 0 7/16 2.01 140.3 1.7 4.9 0.2 0.2 0.09
3 6 27.14 Diag SR 0 7/16 2.01 140.3 1.7 4.9 0.2 0.2 0.11
3 5 25.71 Diag SR 0 7/16 2.01 140.3 1.7 4.9 0.2 0.2 0.12 j
3 4 24.29 Diag SR 0 7/16 2.01 140.3 1.7 4.9 0.2 0.2 0.13 1
3 3 22.86 Diag SR 0 7/16 2.01 140.3 1.7 4.9 0.2 0.2 0.14
3 2 21.43 Diag SR 0 7/16 2.01 140.3 1.7 4.9 0.3 0.3 0.15
3 1 20.00 Diag SR 0 7/16 2.01 1.40.3 3.7 4.9 0.3 0.3 0.17 1
2 7 18.57 Diag SR 0 7/16 2.01 140.3 1.7 4.9 0.3 0.3 0.18
I
2 6 17.14 Diag SR 0 7/16 2,01 140.3 1.7 4.9 0.3 0.3 0.19
2 5 15.71 Diag SR 0 7/16 2.01 140.3 1.7 4.9 0.3 0.3 0.20
2 4 14.29 Diag SR 0 7/16 2.01 140.3 1.7 4.9 0.4 0.4 0.21
2 3 12.86 Diag SR 0 7/16 2.01 140.3 1.7 4.9 0.4 0.4 0.22
2 2 11.43 Diag SR 0 7/16 2.01 140.3 1.7 4.9 0.4 0.4 0.23
2 1 10.00 Diag SR 0 7/16 2.01 140.3 1.7 4.9 0.4 0.4 0.24 (
1 7 8.57 Diag SR 0 7/16 2.01 140.3 1.7 4.9 0.4 0.4 0.25
1 6 7.14 Diag SR 0 7/16 2.01 140.3 1.7 4.9 0.5 0.5 0.26 i
1 5 5.71 Diag SR 0 7/16 2.01 140.3 1.7 4.9 0.5 0.5 0.27
1 4 4.29 Ding SR 0 7/16 2.01 140.3 1.7 4.9 0.5 0.5 0.28
1 3 2.86 Diag SR 0 7/16 2.01 140.3 1.7 4.9 0.5 0.5 0.30
1 2 1.43 Diag SR 0 7/16 2.01 140.3 1.7 4.9 0.5 0.5 0.31
1 1 0.00 Diag SR 0 7/16 2.01 140.3 1.7 4.9 0.5 0.5 0.32
Page L 1
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Arg.ENGINEERING SOPYN/ARE Prnerir'c
TSTower - v 3.9.0 Tower Analysis Program Licensed to: ROM Products LLC
(c) 1997-2006 TowerSoft www.TSTower.com Peoria, Illinois
Pile:-W:\Engineering\Catalogue Towers\45G\45 90mph 3-Sec sS\35ft 450 90mph(Exp C) (SC 1) .out
Contract: 1 Revision: 1
Project: 35ft 450 SS (Bap C) (SC 1) Site: Catalogue
Date and Time: 4/23/2009 7:41:21 A34 Engineer: AMRW
4 3 33.33 Horiz SR 0 7/16 1.42 96.4 3.0 4.9 0.0 0.0 0.01
4 2 31.67 Horiz SR 0 7/16 1.42 96.4 3.0 4.9 0.1 0.1 0.02
4 1 30.00 Horiz SR 0 7/16 1.42 96.4 3.0 4.9 0.1 0.1 0.03
3 7 28.57 Horiz SR 0 7/16 1.42 99.3 2.9 4.9 0.1 0.1 0.04
3 6 27.14 Horiz SR 0 7/16 1.42 99.3 2.9 4.9 0.I 0.1 0.04
3 5 25.71 Horiz SR 0 7/16 1.42 99.3 2.9 4.9 0.1 0.1 0.05
3 4 24.29 Horiz SR 0 7/16 1.42 99.3 2.9 4.9 0.2 0.2 0.05
3 3 22.86 Horiz SR 0 7/16 1.42 99.3 2.9 4.9 0.2 0.2 0.06
3 2 21.43 Horiz SR 0 7/16 1.42 99.3 2.9 4.9 0.2 0.2 0.06
3 1 20.00 Horiz SR 0 7/16 1.42 99.3 2.9 4.9 0.2 0.2 0.07
2 7 18.57• Horiz SR 0 7/16 1.42 99.3 2.9 4.9 0.2 0.2 0.07
2 6 17.14 Horiz SR 0 7/16 1.42 99.3 2.9 4.9 - 0.2 0.2 0.08
2 5 15.71 Horiz SR 0 7/16 1.42 99.3 2.9 4.9 0.2 0.2 0.08
2 4 14.29 Horiz SR 0 7/16 1.42 99.3 2.9 4.9 0.2 0.2 0.09
2 3 12.86 Horiz SR 0 7/16 1.42 99.3 2.9 4.9 0.3 0.3 0.09
2 2 11.43 Roriz SR 0 7/16 1.42 99.3 2.9 4.9 0.3 0.3 0.09
2 1 10.00 Horiz SR 0 7/16 1.42 99.3 2.9 4.9 0.3 0.3 0.10
1 7 8.57 Horiz SR 0 7/16 1.42 99.3 2.9 4.9 0.3 0.3 0.1.0
1 6 7.14 Horiz SR 0 7/16 1.42 99.3 2.9 4.9 0.3 0.3 0.11 Ilf
1 5 5.71 Horiz SR 0 7/16 1.42 99.3 2.9 4.9 0.3 0.3 0.11
1 4 4.29 . Horiz SR 0 7/16 1.42 99.3 2.9 4.9 0.3 0.3 0.12
1 3 2.86 Roriz SR 0 7/16 1.42 99.3 2.9 4.9 0.4 0.4 0.12
1 2 1.43 Horiz SR 0 7/16 1.42 99.3 2.9 4.9 0.4 0.4 0.13
1 1 0.00 Horiz SR 0 7/16 1.42 99.3 2.9 4.9 0.4 0.4 0.13
Page L 2
TowerSoft ti µ
ENGINEERING SOPTWARE 14iuhir4
TSTower - v 3.9.0 Tower Analysis Program Licensed to: ROHN Products LLC
(c) 1997-2006 TowerSott www.TSTower.com Peoria, Illinois
File: W:\Engineering\Catalogue Towers\450\45 90mph 3-Sec SS\35£t 45G 9Omph(Exp C) (SC 1) .out
Contract: 1 Revision: 1
Project: 35ft 45G SS (Exp C) (SC 1) Site: Catalogue
Date and Time: 4/23/2009 7:41:21 AM Engineer: AM1CW
Section N: LEG REACTION DATA
Load Combination Max Envelope
Wind Direction Maximum
Force-Y Force-Y Shear-X Shear-Z Max Shear
Download Uplift
(Kips) (Kips) (Kips) (Kips) (Kips)
10.49 9.22 0.40
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A ENGINEERING SOFTWARE Praktirlc
TSTower - v 3.9.0 Tower Analysis Program Licensed to: ROUE Products LLC
(c) 1997-2006 TowerSoft www.TSTower.com Peoria, Illinois
File_ w:\Engineering\Catalogue Towers\450\45 90mph 3-Sec SS\35ft 45G 90mph(Exp C) (SC 1) _out
Contract: 1 Revision: 1
Project: 35ft 450 SS (Exp C) . (SC 1) Site: Catalogue
Date and Time: 4/23/2009 7:41:21 AM Engineer: AMEN
Section Or TOWER FOUNDATION DATA
Load Combination Max Envelope
Wind Direction Maximum
Axial Shear Shear Total Moment-X Moment-Y Moment-2 Total Moment
Load Load-X Load-Z Shear
(Kips) (Kips) (Kips) (Kips) (Kipsft) (Kipsft) (Klpaft) (Kipsft)
1.64 -0.59 0.00 0.59 0.00 -0.01 11.98 11.98
1.64 -0.51 - -0.29 0.59 -5.99 -0.01 10.38 11.98
•
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Page 0 1
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SELF-SUPPORTING TOWERS
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STANDARD G - SERIES SELF - SUPPORTING
UPDATED ItICrI .
GSERIES
RR6E�F� SELF-SUPPORTING
ty,bard bc,,g''
GENERAL USE
tl
I' The self-supporting G-Series towers offer an easy,
low-cost solution to get light weight antennas in
the air quickly.By using the G-Series tower as a
self-supporting structure,you minimize land
+ area usage. They are functional in a wide variety
P.• . of wind speeds. See ROHN's standard designs
T; to help identify the right structure for your project.
/, These are the same sturdy,robust tower sections
P i, that ROHN has fabricated for years. Each larger
k 'Ii model allows for more loading capacity.
0 41
∎ A. FEATURES
gt�� 0". • Completely hot-dip galvanized after fabrication
490,4 t 4 • Cross bracing is formed by a continuous solid
Z ,"- rod bracing fashioned into a zig-zag pattern
:t ,
E0� <�g for strength
fj ■ • Pre-engineered loading charts meet varying
i,a individual specs and site conditions
/.� i • Typical uses include:small dishes,broadband,
;OF ��= security and two-way communication
`�, r♦p • All towers have'fixed'bases
A., 4
N KITS
��• The kit part numbers for ROHN Self-Supporting
k lo G-Series towers include:
ZIA 01 51
• Short base for embedment in concrete
• Rev F ground kit
• All tower sections and connection hardware
Typical Self-Supporting Typical Self-Supporting • Tapered top(25G and 45G towers)
25G,45G and SSGTower 45GSR and 65G Tower
• Top plate (55G towers)
• Cap plate kit(65G towers)
PerRevG requirements,any structure greater than 10'requires a climber
safety device.Please see page 209 for ordering information.
3 -: SY3 '&>'8 .'1.�6�SSvbl&Ldbi -.» .. ••• ••!e`3 TR?�a 4xiflC4.ri'J.9e 4b[HN .— �mnmv'U[:R6
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'-'-'- SELF - SUPPORTING TOWERS C111)
G SERIES
REV. F ALLOWABLE ANTENNA AREAS ( SQ . FT. )
70 MPH Fastest Mile Wind Speed-No Ice
25G 45G 55G 65G
Height FT2 Part No. FT2 Part No. FT21 Part No. FT2 Part No.
10' 19.7 2555010 42.5 4555010 75.0 555S010 95.0 6555010
20' 14.2 2555020 22.0 4555020 43.0 5555020 95.0 6555020
V.
30' 6.4 2555030 12.0 4555030 26.0 5555030 76.2 6555030
35' 3.6 2555035 8.7 4555035 21.9 5555035 61.2 6555035
40' 1.5 2555040 5.1 4555040 15.0 555504048.8 6555040
45' 2.3 4555045 11.4 5555045 39.0 6555045
50' 6.5 5555050 29.3 6555050
55' 4.0 5555055 24.4 1 6555055
IN 60' 0.8 5555060 18.4 6555060
70' 8.7 6555070
80' 0.9 6555080
80 MPH Fastest Mile Wind Speed-No Ice
25G 45G 55G 656
Height FT2 Part No. FT2 1 Part No. FT2 Part No. FT2 Part No.
al 10' 14.3 2555010 30.0 4555010 57.0 5555010 95.0 6555010
20' 9.0 2555020 16.0 4555020 30.0 5555020 85.0 6555020
30' 3.7 2555030 7.5 4555030 17.0 5555030 55.8 6555030
`
a 35' 1.4 2555035 4.7 4555035 14.5 5555035 44.0 6555035
j
- ,
40' 1.4 4555040 8.0 5555040 34.1 6555040
45 5.9 5555045 26.2 6555045 rfr--4
i 4 50' 1.5 5555050 19.7 6555050
55' 14.5 6555055 °' ' °''
60' 9.4 6555060 ae
70' 1.3 6555070
90 MPH Fastest Mile Wind Speed-No Ice '_
25G 45G 55G 656
ama Height FT2 Part No. FT2 Part No. FT2! Part No. FP Part No.
10' 10.5 2555010 25.0 4555010 45.0 5555010 95.0 6555010
20' 6.9 2555020 11.0 4555020 23.0 5555020 65.0 6555020
30' 1.7 2555030 4.0 4555030 12.0 5555030 40.0 6555030
35' 1.9 4555035 9.4 5555035 32.2 6555035
40' 4.0 5555040 24.1 6555040
45' 2.2 5555.04.5 17.7 6555045
50' 14.5 6555050 ,
55' 7.7 6555055
60' 3.3 6555060
Note:Antenna areas,ft.2.assume all round antenna members.
F r'( (3:10) 566 .�( ')0 • Fox (09 566-`'.79 • 1 v,n rr lr t' )tr • -Me i?' Tt ' ' s.-,CY°':- ,
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(11M) SELF -SUPPORTING TOWERS ..
G SERIES
REV. G EFFECTIVE PROJECTED AREA ( SQ . FT. )
90 MPH 3-Second Gust Wind Speed
I 4.0.■ Height EPA 25G
456
EPA EPA EPA EPA 55G 65G
EPA
1/1
OnPart No. Part No. Part No. Part No. Part No.
= Exp.BExp.0 Exp.BExp.0 Exi.I.B Exp.0 B9.13 Exp.0 Exp.13Bcp.0 .
0 10' 263 213 2555010 600 475 4555010 95 84 45SR010 80 79 5555010 95 95 6555010
"0 20 18.5 134 2555020 3131227 4555020 95 71 45SR020 56 42 5555020 95 95 6555020
C,.. 30' 7.9 4.1 2555030 16.1 84 4555030 87 58 45511030 34 21 5555030 95 71 6555030
co/
ti,j 35' 4.4 12 2555035 93 33 4555035 76 52 45511035 25 14 5555035 80 54 6555035
O (11 40' 13 - 2555040 4.9 - 4555040 60 40 455R040 17 8 5555040 62 41 6555040
T 45' 0.7 - 14555045 48 31 45511045 11 3 5555045 48 30 6555045
fri
CI 50' 38 23 455R050 5 - 15555050 37 21 6555050
1
55' 29 16 4558055 28 14 6555055
1.'
60' 22 11 45SR060 20 7 6555060
- 1
100 MPH 3-Second Gust Wind Speed
25G 45G 45GSR 55G 65G
Height EPA EPA EPA EPA
Part No. Part No. Part No. Part No EPA
Part No
Exp.BExp.0 ExpB Exp.0 Exp.BExp.0 Exp8Exp.0 Exp.BExp.0 .,
j, 10' 20.7 164 2555010 474 395 4555010 82 66 455R010 78 63 5555010 95 95 6555010
1.r.jr5 20 140 9.9 2555020 23.2 16.9 4555020 74 55 1455R020 43 32 5555020 95 95 6555020 ' .1•40
' - 30' 53 22 2555030 9.7 43 4555030 66 43 4558030 24 14 5555030 81 55 6555030
35' 21 - 2555035 5.1 0.7 4555035 59 38 4558035 17 8 5555035 61 40 6555035 1E r--t-----
40' 1.2 - 4555040 46 30 45511040 10 3 5555040 47 29 6555040 rsik"'
45' 35 22 45511045 5 - 5555045 35 20 6555045 .5
Or)
50' 27 15 45511050 26 13 6555050 M
55' 20 9 455R055 17 6 6555055
60' 13 4 45SR060 11 1 6555060 t
110 MPH 3-Second Gust Wind Speed
25G 45G 45GSR 55G 656
Height EPA EPA EPA EPA EPA
Part No. Part No. Part No. Part No. Part No.
Exp.BExp.0 Exp.B 6q3.0 Ev.E1Exp.0 Exp.BExp.0 Exp.BExp.0
10' 16.5 12.7 2555010 39.4 31.9 4555010 67 53 45511010 63 51 5555010 95 95 6555010
20' 10.6 7.2 2555020 18.3 12.3 4555020 59 43 45511020 34 25 5555020 95 81 6555020 ,
30 3.1 OA 2555030 65 1.9 4555030 51 32 45SR030 17 9 5555030 65 43 6555030
35' 13 - 4555035 45 27 45SR035 11 4 5555035 48 30 6555035
40' 35 22 45511040 5 - 55S5040 35 21 6555040
45' 26 15 45SR045 25 13 6555045
50' 19 9 45511050 17 7 6555050
55' 13 4 45511055 10 - 6555055
(Will
60' T 7 - 455R060 4 - 6555060
Note:Antenna areas,ft.2,assume all round antenna members.
,
•
.
168 u'r . 1. :); ',1)"..(/' v,N,..,, r-. 1- rl,'1 _ ) -1 The Industry Standard
Protocts i.e t
0 2011 ROHN PRODUCTS LLC
1
""""" SELF -SUPPORTING TOWERS
SELF - SUPPORTING G - SERIES FOUNDATIONS
Tower Section or 6"min.projection
Short Base Section above the finished
/ concrete
i
• •
Grade t�. 6" •
4' CONCRETE BASE PLATE
WITH ANCHORS
A • 25GSSB
•
FOR USE WITH SELF-SUPPORTING •
:..t."::' ' ra w '.....,•'.: min.projection required 25G TOWERS.
6" / t:• += ° for proper drainage
• s a' :+.'-�. ALTERNATIVE TO USING SHORT BASE.
47 Bars 12" Compacted Sand&Gravel BASE BOLTS&TEMPLATE MUST
on Center Drainage Bed-not required BE ORDEREDSEPARATELY.. BASE BOLTS&TEMPLATE
Each Way for45GSR KH8175A
FOR USE WITH 25GSSB
ELEVATION VIEW IN SELF-SUPPORTING 25G TOWER
25G(shown),45G&55G APPLICATIONS.KIT INCLUDES(1)
SELF-SUPPORTING TOWER FOUNDATION TEMPLATE&(4)BASE BOLTS.
CL
Mat Concrete
n ■• Tower Width Volume
Tower Axis& (W) (Cu.Yds.)
1 f Center of Pad
25G 4'-0" 2.4
I -::•■■Lmo ..I
- CL
45G 5'-3" 4.1
55G 6'-0" 5.3
F W 465GR 7'-9" 8.9
(Square)
PLAN VIEW
2"min.projection
above the finished
______________________--•
concrete
I—
s. t
I
Grade —A—=—r 6" MUM+ I Grade
4' q �
• • as e ,._ice` IIIMIll
0"to 3' #7 Bars 12" �4111111■1-----!
on Center :s7:e-',4•< - `7::cK=; 2"Min.
ELEVATION VIEW Each Way, "~< "
45GSR Top&Bottom ELEVATION VIEW
65G
SELF-SUPPORTING TOWER FOUNDATION SELF-SUPPORTING TOWER FOUNDATION
,.. The Industry Standard
169 .�
02011 ROHN PRODUCTS LLC ProtivcYi LLC
Ta
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t,„,_ '14,,,,:7714Tfarziltrbjj:N"Alliaael "14145 Fir9W444aSitiSt.•,41T-4417!,°,■aig"A443°,%
A•∎•mi... ,. x.r_. s Ism sa s
SELF-SUPPORTING G-SERIES DESIGN NOTES
1.Tower designs are in accordance with approved national standard ANSI/EIA-222-F and ANSI/TIA-222G,
Structure Class I,Exposures B and C,Topographic Category I.
2.All towers must have"fixed"bases. Pinned bases may not be used.
3.Designs assume transmission lines symmetrically placed as follows:
25G Tower-One 5/8"Line on each face(Total=3)
45G Tower-One 7/8"Line and one 1/2"line on each face(Total=3 @ 7/8"&3 @ 1/2")
55G&65G Towers-Two 7/8"Lines on each face(Total=6)
4.Antennas and mounts assumed symmetrically placed at tower apex.
5.Rev F tabulated allowable antenna areas assume all round antenna members.
6.Allowable flat-plate antenna areas,based on EIA RS-222-C,may be obtained by multiplying Rev.F Antenna areas
shown by 0.6.
7.Standard foundation designs are based on Rev.F normal soil and Rev.G presumptive clay soil parameters.
Refer to pages 147-153 for General Installation and Foundation Notes.
pn,,3 a,,tic The Industry Standard
02011 ROHN PRODUCTS LLC
NOTES
171
The Industry Standard
02011 ROHN RR0DDC15 LLC Products ltO
SELF -SUPPORTING TOWERS '
STANDARD 65G SELF-SUPPORTING CAMERA TOWERS (all-welded)
REV. G : 110 MPH 3 -SEC GUST WIND SPEED ( NO ICE),
40 MPH 3-SEC GUST WIND SPEED ( 3/4" ICE) ,
CLASS II, EXPOSURE C, TOPO CATEGORY 1
SEISMIC COEFFICIENT SS < 1 .0
241/4"Face Width(TYP)
Tower Max.Tip Deflection e
Height at 60 MPH E
10' 0.10"
20' 0.10"
30' 0.40" ' \;
Ma
40' 1.00" 1, '— Standard s
50' 1.80" , ,
__
ill ,
Maximum Load at Top g_ 1,E.
:,,,,1
EPA EPA T E.
Tower Heights No Ice With Ice
c 10'-40' 14.5 ft.' 29.0 ft.'
50' 7.0 ft.' 14.0 ft.' , ` 50' Ell
full r = — 40
ail, eni.WI El El. DJ
ral all, Ell
tro-
30' __' ''
10' all
t
t
''4' 0./. dT �,'/ "k 44' A `\-4' f.dtiv4: •`"+A 7'/ti ill,, 'l,' 'Li ,1, ,E,
6555010CT 6555020CT 6555030CT 65SSO4OCT 6555050CT
328 lbs.* 502 lbs.* 695 lbs." 868 lbs.* 1061 lbs.*
"Tower Weight "
A ` A A A A
I
H4'_9"H 5'-0" 6'-0" I~ T-3" 1-8'-0"
Square Square Square Square Square
3.3 cu.yds.concrete 3.7 cu.yds.concrete 5.3 cu.yds.concrete 7.8 cu.yds.concrete 9.5 cu.yds.concrete
Includes short base section,tower sections,Rev G grounding material and 3/16"top mounting plate with attachment hardware.
Per Rev.G requirements,any structure greater than 10'requires a climber safety device.
tx.,` Please see page 173 for ordering information.
-a
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®2011 ROHN PRODUCE LLC
- SELF -SUPPORTING TOWERS (3)
65G CAMERA TOWERS
STANDARD FOUNDATION DETAILS
W/2 6" 1
. .i 2"Min.
..••---sue
Tower Axis - ade
W/2 ri
Square1
1 1
6"of Compacted.Sand
&Gravel for Dranage r r
• = 'r'
2"Min.• ' ' - , --<",z
2'-1/4" `
#7 Horizontal Bars
See tower elevation page for"W"dimension. 12"O.C.Each Way
(Top&Bottom)
ACCESSORIES
1• ,
SAFETY CABLE SYSTEM
"� ' TT05065
ti r 'l�'ft;'� FITS ALL TOWER HEIGHTS
,
1
CLIMBING HARNESS
TTFBH-4D SAFETY CABLE
ANTI-CLIMB PANELS JOURNEYMAN HARNESS SLIDER WITH CARABINEER
VW915A TTFBH-C/P TT-WG-500-W/SMC
ORDERED SEPARATELY PROFESSIONAL HARNESS
GENERAL NOTES
1.Tower designs are in accordance with ANSI/TIA/222-G.
2.Camera and mount assumed symmetrically placed at tower top.
3.Tower design assumes one 7/8"line on each tower face.
4.Assembly drawings and standard foundation details are provided with the tower.
5.Standard foundation illustrated is for general information only and is based on Rev G presumptive clay soil parameters.
r
1 73 ,.
, . . " The Industry Standard
02011 ROHN PRODUCTS LLC PmtlaUnflt „
SELF -SUPPORTING TOWERS
STANDARD VG SELF-SUPPORTING CAMERA TOWERS (field bolted)
REV. G : 110 MPH 3-SEC GUST WIND SPEED ( NO ICE) ,
40 MPH 3-SEC GUST WIND SPEED (3/4 " ICE ),
CLASS II, EXPOSURE C, TOPO CATEGORY 1
SEISMIC COEFFICIENT Ss < 1 .0
Tower Max.Tip Deflection
Height at 60 MPH
30"Face Width(TYP)
10' 0.10' '
20' 0.10"
30' 0.20" ►�
40' 0.70"
T 410 23/8"0.D.
50' 1.30" V Tubular Legs
Z PIRA
Maximum Load at Top 01461411 Wo,
EPA EPA ►4 Anglexrci
Angle Bracing
Tower Heights No Ice With Ice — I (TYP)
10'-40' 14.5 ft.' 29.0 ft' � '
50' 7.0 ft! 14.0 ft.'
S0,011&114 1041
— P 40 • LV4
iti 0' 0411 FZ4 4
u al 30'
al ea
10. E ► Pr
■
071 1,A4 la
VG010CT VG020CT VG030CT VG040CT VG050CT
r: 500Ibs.* 735Ibs." 1016 lbs.* 1251Ibs.* 1531Ibs.*
`Tower Weight
e
A A. A A A
• s ., I i
H 5'-0"..,I H 5'-6"-1 I,—6'-0"— I~7'-3"-H 8,-0"-H
Square Square Square Square Square
3.7 Cu.yds.concrete 4.5 cu.yds.concrete 5.3 cu.yds.concrete 7.8 cu.yds.concrete 9.5 cu.yds.concrete
Includes anchor bolts,templates,tower sections,Rev G grounding material, 1/2"top mounting plate with attachment hardware and step bolts.
Per Rev.G requriements,any structure greater than 10'requires a climber safety device.
V
See page 175 for ordering information.
c. i, ne( .1 `.`_ q00 x f,'Iu .,4.. 9 The Industry Standard
PIWULti Ll0
° 0 2011 PORN PRODUCTS LLC
r e^ " ELF -SELF TOWERS 0,
VG CAMERA TOWERS
STANDARD FOUNDATION DETAILS
,_W/2 See Anchor Bolt layout provided with
Anchor Bolts tower prior to placing concrete.
ITower Axis 6" YI II p ll
W/2 s �) //Grade
�k�I14 4y II N�
21" II J
Square Ili .1'I II
. 3'-6° II
II
II
it#
nH I I
LINILIIIIILIIIIIIIIILIIIIILMILI
2'-6" `
#7 Horizontal Bars
See tower elevation page for"W"dimensions. 12"O.C.Each Way
(Top&Bottom)
ACCESSORIES
4 Y
n
.ak° 9 SAFETY CABLE SYSTEM
• q TTO50SSL
.fit ;C, " ; " FITS ALL TOWER HEIGHTS
CLIMBING HARNESS
TTFBH-4D SAFETY CABLE
ANTI-CLIMB PANELS JOURNEYMAN HARNESS SLIDER WITH CARABINEER
V1N917A TTFBH-C/P TT-WG-500-W/SMC
ORDERED SEPARATELY PROFESSIONAL HARNESS
GENERAL NOTES -
1.Tower designs are in accordance with ANSI/TIA/222-G.
2.Camera and mount assumed symmetrically placed at tower top.
3.Tower design assumes one 7/8"line on each tower face.
4.Assembly drawings and standard foundation details are provided with the tower.
5.Standard foundation illustrated is for general information only and is based on Rev G presumptive clay soil parameters.
Refer to pages 147-153 for Foundation General Notes.
•
Phone ( C(9) 566-3C00 • Fax ()9) 566-'3079 • ,AfW'irc ir'net.t_o ♦ t r
' 175
n The Industry Standard
02011 ROHN PRODUCTS LLC Praiec1 0.8 ,4
LpI V-c I r I
1
UNDERSTANDING
TA-222 ._ REVISION C
4 ;.
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•
1
I
1
•
.
I
UNDERSTANDING TIA - 222 - REVISION G
What is Rev G?
Rev G is the latest revision of the TIA-222 Standard"Structural Standards for Antenna Supporting Structures and Antennas".
The previous version of the Standard was Rev F. Rev G is based on a 3-second gust wind speed and Rev F is based on a fastest-
mile wind speed. The wind speeds are not directly comparable and it is very important to define the basis of a wind speed
when specifying wind loading requirements. For a given location,the 3-second gust wind speed represents the peak gust
wind speed whereas the fastest-mile wind speed represents the average wind speed over the time required for one mile of
wind to pass the site.
Rev G presents additional factors to be considered in the design of new structures and for the modification of existing
structures. These factors are briefly discussed below. The reliability requirements of a structure can now be accounted for by
assigning a classification to a structure(Class I,II or III). The wind speed can also be adjusted based on the type of terrain
surrounding the site(Exposure B,C or D)and if the site is located on a hill,ridge or escarpment(Topographic Category 1-5).
Many tower profiles in this catalog now include antenna loading capacities for both Exposure B and Exposure C terrain
conditions located on relatively flat sites(Topographic Category 1). Antenna loading capacities in accordance with Rev F
are also provided for many tower profiles in the catalog. Please refer to the design notes in the catalog for each tower model
series for further explanations. The Class of structure is stated in the design notes. Conditions other than stated may require
a different tower profile than illustrated in this catalog. Quotes may be obtained for a specific application by contacting your
ROHN representative.
Classification of Structures
Allows for the adjustment of wind,ice and earthquake loading to match the reliability requirements for a specific application.
Three reliability classes have been established based on the type of service provided and on the structure's potential
hazard to human life and property. Wind,ice and earthquake loading progressively increase from Class Ito Class III structures.
Class I:Structures used for services where a delay in returning the service would be acceptable and the structure represents a
low hazard to human life and/or property. Example services would be:residential wireless and conventional 2-way radio
communications;television,radio and scanner reception;wireless cable,amateur and CB radio communications. Structures
of this classification are exempt from ice and earthquake loading.
Class II:Structures used for services that may be provided by other means or structures that represent a significant hazard to
human life and/or property. Example services would be:commercial wireless communications;television and radio
broadcasting;cellular,PCS,CATV and microwave communications.
Class Ill:Structures specifically designed for essential communications or structures that represent a substantial hazard to
human life and/or property. Examples of essential communications would be:civil or national defense;emergency,rescue
or disaster operations;military and navigational facilities.
What is EPA?
EPA stands for Effective Projected Area. It is a standard way to define the"size"of an antenna regarding wind loading. Many
antenna manufacturers provide data sheets that specify the EPA of their antennas. The TIA standard also defines a method
to calculate the EPA of an antenna based on the size and type of the antenna components.
Generally,the EPA of an antenna,mount or accessory is equal to the summation of the projected areas of its components times
appropriate drag factors defined in the TIA Standard. The EPA values listed in this catalog for standard tower designs represents
the maximum EPA that may be supported unless otherwise indicated.
Rniffill
14
,', 5,;(031; • F: v ;, c6r °.,:9 0 vo.0:..,.rf .>.c.. �r • The Industry Standard
Pw.om ua
02011 ROHN PRODUCTS LLC
ROHN SOLUTIONS
UNDERSTANDING TIA - 222 - REVISION G
What is Exposure?
Exposure categories are used to adjust wind loading based on the type of terrain surrounding a site. Reduced wind loads are
associated with rougher terrains that tend to slow the wind down. Three exposure categories have been defined based on
terrain roughness. Wind loading is increased as the exposure designation changes from Exposure B(roughest terrain)to
Exposure D(smoothest terrain).
Exposure B:Urban,suburban or wooded areas.The wind load at ground level is reduced compared to Exposure C. This
reduction diminishes with height,making the overall wind reduction less significant for taller structures. In order to qualify for
the wind load reduction,the rough terrain must extend in all directions from the site at least twenty times the height of the
structure,but not less than one-half mile.
Exposure C:Flat,open country and grasslands.
Exposure D:Flat,unobstructed shorelines exposed to wind flowing over open water,smooth mud flats,salt flats and other
similar terrain. The wind load at ground level is increased compared to Exposure C.
Topographic Categories
Topographic categories are used to determine increases in wind loading for sites located on hills and other elevated locations
(other than buildings). The shape and relative height(topography)of an elevated site determines the increase in wind load.
Although many elevated sites have their own unique features,the intent is to idealize these sites into one of the standard
topography categories described below.
The height of an elevated site above the surrounding terrain must be specified in order to determine the increase in wind
loading. Height should not be confused with the elevation of the site. As described below,elevations of the site and the
surrounding terrain must be used to determine the relative height of a site. For structures supported on buildings,it is only
necessary to specify the height of the building and the surrounding exposure category.
Category 1:Flat or rolling terrain with no abrupt changes in general topography. No increase in wind loading is required for
this category.
Category 2:Sites separated from a lower elevation by a gently sloping terrain(escarpment). Wind loads at the crest are 2.0
times the wind loads for a flat site and diminish with height depending on the height of the escarpment.
Height for an escarpment is the difference in elevation between the upper and lower levels. Increased wind loads do not apply
for structures located in the lower half of the sloping terrain or located beyond 16 times the escarpment's height from the crest.
Category 3:Sites located at the top or within the upper half of a hill. Wind loads at the top of a hill are 2.3 times the wind loads
for a flat site and diminish with height depending on the relative height of the hill.
Height for a hill is the difference in elevation between the top and bottom of the hill. For sites surrounded by other hills,height
is the difference in the hill elevation at the site and the average elevation of the surrounding hills(within a 2-mile radius).
In other words,height is the projection of the hill exposed to wind. When there are other hills surrounding the site,increased
wind loads do not apply unless the height of the hill at the tower site is at least 2 times the average height of the surrounding
hills.(Refer to sketch above.)
Topographic Categories continued on next page.
P.p The Industry Standard
2011 n.aW�ut
ROHN PRODUCTS LLC
UNDERSTANDING TUA ~ 2 2 2 - REVISION G
7ower--`
Elevation 2,150'
Height of Site—* CD
Average Elevation of-1
Surrounding Features f Elevation 1,550'
Average Height
of Surrounding g
Terrain ~----+~
Elevation 1,250'–
2 Mile Radius 2 Mile Radius
N=2,l5O''1,55O~=600'
Wind speed-up must be considered when H exceeds
2 times the average height of surrounding features.
Category 4:Sites located on a ridge. Wind loads at the top of a ridge are 3 times the wind loads for a flat site and diminish with
height depending on the height of the ridge.
Height for a ridge is the difference between the top and bottom elevations of the ridge.
Category 5:This category is reserved for sites where site-specific investigations are performed to determine wind loading. A
site-specific investigation may result in either higher or lower wind loads compared to using one of the standard topographic
categories.
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REV G 3 - SECOND BASIC WIND SPEED MAP
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41 7 r Lr 1es toD(45)
333--- _ ,e at fir,
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S efiS `«
1s.1 a1 :raft Lxt 120(54)
- µ/eye '-,-1'1101, '(� jf..:.,,,F,.4.- feket4s,-*.
Vow, 1 Iiiiik 4 Ar y ■ 9 ' _-' ✓/�9 i t�s`�''•"'Y JN► it hi.. Stt
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tit -?j wit `
0111
.� � ' y 1543(58)
�� . ,,,/` 1so4s5) 1 t'4At�) 'l taoi63)
se ♦ f � " 156(67)
ANtit +arrr�w 90(40)
i g. **it' 166(45) 15(45$).
i 11644a)12((54j
it
•,''? Special Wind Region
�° '' Location V mph (m/s)
' � 7,0°:9� Hawaii 105 (47)
1 Puerto Rico 145 (66)Guam 170
(76)
q„ _46 -'42 Virgin Islands 145 (65)
American Samoa 125 (56)
Notes:
1.Values are 3-second gust wind speeds in miles per hour(m/s)at 33 ft.(10 m)above ground for Exposure C terrain.
2.Linear interpolation between wind contours is permitted.
3.Islands and coastal areas outside last contour must use the last wind speed contour of the coastal area.
4.Mountainous terrain,gorges,ocean promontories,and special wind regions must be examined for unusual
wind conditions.
The bask wind speed map is being used with permission from ASCE. This material may be used for personal use only.
Any other use requires prior permission of the American Society of Civil Engineers.
17.,' r ,.,, �.4, �. .." T��,� -= �v.�--tea,
The Industry Standard P, a �e
®2011 ROMN PROOl1CTSLLC ed,CIZUC -:,m-°m'
0 ROHN SOLUTIONS _
REV G WIND SPEEDS
The TIA-222-G Standard is based on the wind map published in the ASCE 7-02 Standard,"Minimum Design Loads for Buildings
and Other Standards" The ASCE 7 standard is published by the American Society of Civil Engineers(ASCE)and represents the
latest research and data available for wind speeds in the United States.
Subsequent to the release of the TIA-222-G Standard,ASCE has published 2 revisions to the ASCE-7 Standard. The first revision
was published in 2005 and is designated as ASCE 7-05. There were no changes to the wind map. The second revision was
published in 2010 and is designated as ASCE 7-10. There are changes to the wind map in this version.
The previous versions of ASCE 7 used a 50-year return wind speed map and relied on additional design factors to increase
wind loads according to the reliability requirements of a structure. This resulted in structures being able to survive wind
speeds of much higher return periods. The new wind maps in ASCE 7-10 now include these design factors and now
represent a much higher return period wind speed. A wind map is provided for each classification of structure. No
additional factors have to be considered based on the classification of a structure when these wind speeds are used to
calculate wind loads. The new maps can be thought of as"Survival"wind speeds,or in other words,wind speeds for
which permanent deformation may occur in a structure,but the structure does not collapse.
The new ASCE 7-10 survival wind speeds can be easily converted for use with the TIA-222-G Standard using the following
conversion table. If the conversion is not made,the design factors for determining wind loads will be"doubled up"resulting
in much higher wind loads than intended. Eventually the TIA Standard and other similar structural standards will be
upgraded to reflect the new ASCE 7-10 wind maps. Conversions for fastest-mile wind speeds used in Rev F and
ASCE 7-93 are also included in the table.
Design Wind Speed Conversions,MPH
Rev F Rev G Survival
ASCE 7-93 ASCE 7-02&ASCE 7-05 ASCE 7-10
(fastest-mile) (3-second gust) (3-second gust)
71 85 110
76 90 115
85 100 126
90 105 133
95 110 139
104 120 152
114 130 164
123 140 177
128 145 183
133 150 190
152 170 215
Examples to determine appropriate Rev G design criteria:
1. Desire a 95 mph Rev F fastest-mile design. Use a 110 mph Rev G design.
2. Desire a 115 mph ASCE 7-10 design. Use a 90 mph Rev G design.
18
�: [ .!;. _�f:r, t. ,.:C " t= >. ;v 5t ._ r. h:• .r* .r a • The Industry Standard
Y(04114t Lit
0 2011 ROHN PRODUCTS LLC
REV G GROUNDING
REQUIREMENT FOR STRUCTURES
Rev G made significant changes regarding the grounding requirements for structures. A prescriptive approach to grounding
was used in Rev F where providing specific grounding leads and ground rods were considered adequate to protect a structure.
Rev G adopted a performance specification approach that requires providing a grounding system that will result in a maximum
10 ohm resistance to earth. Rev G also requires minimum ground lead and ground rod sizes that are greater than the Rev F
prescriptive requirements.
Another change is that Rev G does not require specific grounding materials. Rev F required the use of galvanized ground rods
with tinned copper leads. Rev G only requires that the leads and connections be compatible with the ground rods from a
corrosion standpoint(i.e.minimize difference between metals connected).
Rev G does provide default grounding arrangements for various types of structures that are intended to meet the 10 ohm
requirement for a wide variety of soil conditions. In accordance with Rev G,the actual resistance of a default grounding system
must be verified based on site conditions. Additional ground rods or special grounding systems may be required.
It should be noted that the TIA-222 grounding requirements are meant to protect the structure and foundation from high
fault currents. Other grounding requirements are often needed for the protection of antennas,radio equipment and other
appurtenances.
REV G STANDARD FOUNDATIONS
Rev G has taken a different approach from Rev F regarding standard foundations and the term"Normal Soil"has been
eliminated. A new term"Presumptive Soil" has been introduced. Rev G provides for two different types of presumptive soil,
sand and clay. Generally the strength of Rev G presumptive soil is lower than the strength of Rev F normal soil.
The intent is to provide default design parameters that can be used to design foundations when a geotechnical report is not
available for a site. In accordance with Rev G,clay is to be considered the default presumptive soil unless more information is
known about a site. The values for clay presumptive soil have therefore been used for the generation of the standard
foundations contained in this catalog.
It should be noted that in accordance with Rev G,actual site conditions must be investigated prior to the installation of a
foundation that was designed using presumptive soil parameters. Modifications to the standard foundations contained in
this catalog may be required. It should also be noted that Rev G requires a geotechnical investigation for all Class III structures.
One common cause for changes to a standard foundation is due to frost depth. The frost depth for Rev G presumptive soil is
considered to be 3.5 feet. The standard foundations in this catalog are based on this frost depth. Special foundations maybe
required for sites in locations where frost depths exceed 3.5 feet and the local soil conditions are susceptible to frost heave.
Presumptive soil also assumes that the water table is below the foundation depth. For this condition,there is no concern for
buoyant conditions that can significantly reduce the uplift capacity of a foundation. The standard foundations in this catalog
are based on dry soil conditions and do not consider buoyant conditions. Special foundations may be required for sites where
the water table may rise above the base elevation of the foundation.
In accordance with Rev G,presumptive soils are also considered to be non-corrosive. When local soil conditions are corrosive,
anchors or direct embedded poles that are in direct soil contact may require corrosion protection in addition to hot dip
galvanizing. Rev G provides guidance on various alternatives to consider in these situations.
Presumptive soils are also considered to be non-expansive. Locations known to have expansive soil require special
considerations for foundation design. Modifications to the standard foundations in this catalog may be required in these
cases.
53,r, <,., ..z ,a �f,E r The Standard
®2011 ROHN PRODUCTS LLC Fifheft AC ;.
ROHN: S
REV G CLIMBING FACILITIES
Rev G has made significant additions addressing climber safety. Two classifications of climbers have been defined.
An Authorized Climber(also called a Basic Climber)is an individual trained in climbing but may not have had previous
climbing experience. These climbers are intended to be limited to climbing fixed access routes equipped with safety climb
devices. A Competent Climber(also called a Skilled Climber)is a professional who is capable of climbing on structural
members.
Rev G provides requirements for climbing facilities by defining two classes of climbing facilities,Class A and Class B.
Class B requirements are similar to Rev F requirements and are intended for structures to be climbed by professional
Competent Climbers. Class A requirements are more restrictive in comparison to Rev F and are intended for structures
expected to be climbed by lesser qualified(Basic)climbers. In accordance with Rev G,Class B is considered to be the
default climbing facility requirement for structures unless otherwise specified. Towers can be quoted to accomodate
Class A climbing facilities when specified. All ROHN standard structures are intended to be climbed by Competent
Climbers only.
Safety climb systems are now mandatory in accordance with Rev G for structures exceeding 10 feet in height that are
intended to be climbed. Some structures are intended to be maintained by bucket trucks or other methods that do not
involve climbing the structure. Safety climb systems,when required,must be ordered separately for all ROHN standard
structures in this catalog.
20 '
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���� 0 2011 ROHN PRODUCTS LLC
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SELF-SUPPORTING TOWERS
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UPDATED G - SERIES
Includes
REV.F& SELF-SUPPORTING
EV.Gr
•_�, GENERAL USE
, is
6 The self-supporting G-Series towers offer an easy,
low-cost solution to get light weight antennas in
Al the air quickly.By using the G-Series tower as a
see, la
qe area usalf-supporting ge. They are structur functional you in minimize a wide variety
of wind speeds. See ROHN's standard designs
to help identify the right structure for your project.
These are the same sturdy,robust tower sections
that ROHN has fabricated for years. Each larger
i model allows for more loading capacity.
r: FEATURES
ItIwr
�`,, - • Completely hot dip galvanized after fabrication
• Cross bracing is formed by a continuous solid
V. rodV.-
bracing fashioned into a zig-zag pattern
:' f' for strength
� . Pre-engineered loading charts meet varying
p �� individual specs and site conditions
Iii Ti' • Typical uses include:small dishes,broadband,
]:' it.... security and two-way communication
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• All towers have'fixed'bases
i9 ► KITS
Ullik
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��: G-Series towers include:
• Short base for embedment in concrete
• Rev F ground kit
• All tower sections and connection hardware
Typical Self-Supporting Typical Self-Supporting • Tapered top(25G and 45G towers)
25G,45G and 55GTower 45G5R and 65GTower
• Top plate(55G towers)
• Cap plate kit(65G towers)
Per Rev G requirements,any structure greater than 10'requires a climber
safety device.Please see page 209 for ordering information.
. 1 66 111401111111.
Phone 566-3000 • Fax (309) 566-3079• nvw.rohnnet.corn • The IndustrySfandard
ELF- SUPPORTING TOWERS
0
G SERIES
REV. F ALLOWABLE ANTENNA AREAS ( SQ . FT. )
70 MPH Fastest Mile Wind Speed-No Ice
25G 456 , 55G 65G
Height FT2 Part No. FT2 Part No. FT2 Part No. FT2 Part No.
10' 19.7 2555010 42.5 4555010 75.0 5555010 95.0 6555010
20' 14.2 2555020 22.0 4555020 43.0 5555020 95.0 i 6555020
30' 6.4 2555030 12.0 4555030 26.0 5555030 76.2 ' 6555030
35' 3.6 2555035 8.7 4555035 21.9 5555035 61.2 6555035
,fesa t
40' 1.5 2555040 5.1 4555040 15.0 5555040 48.8 6555040
45' 2.3 4555045 11.4 5555045 39.01 6555045
kn.ro 50' 6.5 5555050 29.3 6555050
55' 4.0 5555055 24.4 6555055
60' 0.8 5555060 18.4 6555060
70' 8.7 6555070
80' 0.9 6555080
80 MPH Fastest Mile Wind Speed-No Ice
256 45G 55G 65G
Height FT2 Part No. FT2 Part No. FT2 Part No. FT2 Part No.
M CU 10' 14.3 2555010 30.0 4555010 57.0 5555010 95.0 6555010
0
20' 9.0 2555020 16.0 4555020 30.0 5555020 85.0 6555020
grC
30' 3.7 2555030 7.5 4555030 17.0 5555030 55.8 6555030
tit 35' 1.4 2555035 4.7 4555035 14.5 5555035 44.0 6555035
40' 1.4 4555040 8.0 5555040 34.1 6555040 ri
" 45' 5.9 5555045 26.2 6555045
015 50' 1.5 5555050 19.7 6555050
55' 14.5 6555055
60' - 9.4 6555060
70' 1.3 6555070
90 MPH Fastest Mile Wind Speed-No Ice
256 45G 55G 65G
Height FT2 Part No. FT2 Part No. FT2' Part No. FT2 Part No.
10' 10.5 2555010 25.0 4555010 45.0 5555010 95.0 6555010
2 20' 6.9 2555020 11.0 4555020 23.0 5555020 65,0 6555020
30' 1.7 2555030 4.0 4555030 12.0 5555030 40.0 6555030
VI
35' 1.9 4555035 9.4 5555035 32.2 6555035
cog 40' 4.0 5555040 24.1 6555040
t 45' 2.2 5555045 17.7 6555045
50' 14.5 6555050
ON 55' 7.7 6555055
60' 3.3 6555060
Note:Antenna areas,ft.2,assume all round antenna members.
Phone (309) 566-3000 • Fax (30°) 566:3079 . .vww.rohnnet.corn • The Industry Standard J
-7011 kO,i,'$CD.1:∎i IL( Yr,dnhl LLC a.
ci) SELF - SUPPORTING TOWERS
G SERIES
REV. G EFFECTIVE PROJECTED AREA ( SQ . FT. )
90 MPH 3-Second Gust Wind Speed
256 456 45GSR 556 656
E
Height EPA EPA EPA EPA EPA
g Part No. Part No. Part No. 1 Part No. - Part No.
10 Exp.B xp C Exp.B�E p.0 Exp.B E p.0 Exp.B Exp.0 Exp.B Exp.0
W 26.8 21.3 2555010 60.0 47.5 4555010 95 84 45SR010 80 79 5555010 95 95 6555010
"0 20' 18.5 13.4 2555020 31.3 22.7 4555020 95 71 455R020 56 42 5555020 95 95 6555020
30' 7.9 4.1 2555030 16.1 8.4 4555030 87 58 45511030 34 21 5555030 95 71 6555030
35' 4.4 1.2 2555035 9.8 3.8 4555035 76 52 455R035 25 14 5555035 80 54 6555035
40' 1.3 - 2555040 4.9 - 4555040 60 40 455R040 17 8 5555040 62 41 6555040
45' 0.7 - 4555045 48 31 45SR045 11 3 5555045 48 30 6555045
50' 38 23 45511050 5 - 5555050 37 21 '6555050
55' 29 16 45SR055 28 14 6555055
60' 22 11 45511060 20 7 6555060
100 MPH 3-Second Gust Wind Speed
256 456 45GSR 556 656
Height EPA EPA EPA EPA EPA
3 Part No. Part No. - Part No. ------ Part No. Part No.
E p.BEgp.0 Exp.B Exp.0 Exp.B Exp.0 Egp.B Exp.0 Exp8Exp.0
10' 20.7 16.4 2555010 47.4 39.5 4555010 82 [ 66 455R010 78 63 5555010 95 95 6555010
20' 14.0 9.9 2555020 23.2 16.9 4555020 74 ' 55 455R020 43 32 5555020 95 95 6555020
30' 5.3 2.2 2555030 9.7 4.8 4555030 66 43 45511030 24 14 5555030 81 55 6555030
35' 2.1 - 2555035 5.1 d 0.7 4555035 59 38 45511035 17 8 5555035 61 40 6555035
CI 40' 1.2 I - 4555040 46 30 45511040 10 3 5555040 47 29 6555040
0 MA 45' 35 22 455R045 5 - 5555045 35 20 6555045
50' 27 15 45511050 26 13 6555050 nri
55' 20 9 455R055 17 6 6555055
60' 13 4 455R060 11 1 6555060
I 110 MPH 3-Second Gust Wind Speed
256 456 4565R 55G 656
4' Height EPA EPA EPA EPA EPA
E p.BE p.0 Part No. B EC Part No.ExRB C Part No.E q, E q C Part No.�B�C Part No.
12.7 2555010 39.4 31.9 4555010 67 53 45SR010 63 51 5555010 95 95 6555010
20' 10.6
7.2 2555020 18.3 12.3 4555020 59 43 '45SR020 34 25 5555020. 95 81 6555020
30' 3.1 0.4 2555030 6.5 1.9 4555030 51 32 1455R030 17 9 5555030 65 43 6555030
t0.1 1
U
35' 1.7 1 - 4555035 45 27 '[455R035 11 4 5555035 48 30 6555035
0
40' 35 22 455R040 5 - 5555040 35 21 6555040
A 45' 26 15 45511045 25 13 6555045
50' 19 9 455R050 17 7 6555050
55' 13 4 45511055 10 - 6555055
60' 7 - 45511060 4 - 6555060
Note:Antenna areas,R.',assume all round antenna members.
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P wonuo Phone (3093 566-3000 • Fax (309) 566-30/9 • www.rohnnet.com • The industry Standard
.,.3 i■POI*1,1Qt)uC'.W.
SELF - SUPPORTING TOWERS 6,
SELF - SUPPORTING G - SERIES FOUNDATIONS
Tower Section or 6"min.projection
Short Base Section above the finished
concrete
/•�_ •\
Grade >, J,,
4' CONCRETE BASE PLATE
WITH ANCHORS
25GSSB
®IIIIM FOR USE WITH SELF-SUPPORTING _.- --•.
: _i '..:'''.i'•7• •'.r-...7^ 2"min.projection required ired 25GTOWERS.
6" ; : .< r r+ f or proper drainage
'o }w . r_. ALTERNATIVE TO USING SHORT BASE.
: Compacted y BASE BOLTS&TEMPLATE MUST
#7 Bars 12"' Sand&
Drainage Bed-not required BE ORDERED SEPARATELY. BASE BOLTS&TEMPLATE
Each Way a Each for45GSR KH8175A
E
FOR USE WITH 25GSSB
ELEVATION VIEW IN SELF-SUPPORTING 25G TOWER
25G(shown),45G&55G APPLICATIONS.KIT INCLUDES(1)
SELF-SUPPORTING TOWER FOUNDATION TEMPLATE&(4)BASE BOLTS.
CL
Mat Concrete
vir■_w Tower Width Volume
> Tower Axis& (W) (Cu.Yds.)
Center of Pad
25G 4'-0" 2.4
i X�
f CL % 11454i 5'-3" 4.1
55G 6'-0" 5.3
W I 4SGSR 7,-9„ 8.9
I (Square)
PLAN VIEW
2"min.projection
above the finished
concrete
Grade - • 411111111.1k. 6" m:...I Grade
4 40"to 3 #7 Bars 12' A......1 .1 - - _1_
on Center • .. ,<'7.' ,-,'z' <;'- _-=:-: 2"Min.
Each Wa
ELEVATION VIEW Top&Bottom
ELEVATION VIEW
45GSR 65G
SELF-SUPPORTING TOWER FOUNDATION SELF-SUPPORTING TOWER FOUNDATION
'.
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SELF - SUPPORTING TOWERS
SELF-SUPPORTING G-SERIES DESIGN NOTES
1.Tower designs are in accordance with approved national standard ANSI/EIA-222-F and ANSI/TIA-222G,
Structure Class I,Exposures B and C,Topographic Category I.
2.All towers must have"fixed"bases. Pinned bases may not be used.
3.Designs assume transmission lines symmetrically placed as follows:
25G Tower-One 5/8"Line on each face(Total=3)
45G Tower-One 7/8"Line and one 1/2"line on each face(Total=3 @ 7/8"&3 @ 1/2")
55G&65G Towers-Two 7/8"Lines on each face(Total=6)
4.Antennas and mounts assumed symmetrically placed at tower apex.
5.Rev F tabulated allowable antenna areas assume all round antenna members.
6.Allowable flat-plate antenna areas,based on EIA RS-222-C,may be obtained by multiplying Rev.F Antenna areas
shown by 0.6.
7.Standard foundation designs are based on Rev.F normal soil and Rev.G presumptive clay soil parameters.
Refer to pages 147-153 for General Installation and Foundation Notes.
same.„, ;'hone (309) 366-3000 • Fax (3091 566-3C7° • www.ronnnet.corn • Ihca l r. <ryJL r;, rci ��_
•
NOTES
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0 SELF - SUPPORTING TOWERS
STANDARD 65G SELF-SUPPORTING CAMERA TOWERS (all-welded)
REV. G : 110 MPH 3-SEC GUST WIND SPEED ( NO ICE) ,
40 MPH 3 -SEC GUST WIND SPEED (3 /4" ICE),
CLASS II, EXPOSURE C, TOPO CATEGORY 1
SEISMIC COEFFICIENT SS < 1 .0
24 1/4"Face Width(TYP)
Tower Max.Tip Deflection ,
Height at 60 MPH ,
10' 0.10" ,
20' 0.10"
e.
30' 0.40" T l ;
40' 1.00" , hIll Standard 65G
50' 1.80" Section(TYP)
, ,
, ,
Maximum Load at Top , fill Ih.
EPA EPA T ,
' F 0 Tower Heights No Ice With Ice
105040' 17.0 ft.' 14.0 ft' , , 50' glig
al I 40' ► I.
el. 30 au EI mg
El, El
El El.
op au.
0 , , op
, , ,
..''t , %`. . 4" , 7� .. - 'T E. /J% MA, , 0,/ .-..aye , 0. <El ej Ell
Ell E.655501OCT 655S020CT 6555030CT 6555040CT 6555050(T
328 lbs.* 502 lbs." 695 lbs."- 868 Ibs. 1061 lbs.*
"Tower Weight
• '
A A A A A
I ._
H• 4'-9"H H 5,-0"—rl H 6'-0"H F' 7'-3" 1 8'-0"
Square Square Square Square Square
3.3 cu.yds.concrete 3.7 cu.yds.concrete 5.3 cu.yds.concrete 7.8 cu.yds.concrete 9.5 cu.yds.concrete
Includes short base section,tower sections,Rev G grounding material and 3/16"top mounting plate with attachment hardware.
Per Rev.G requirements,any structure greater than 10'requires a climber safety device.
Please see page 173 for ordering information.
one 30 a, x:55 6,.)) • x i3:)9) :.00 . (. v ww.I onnnet.Corn • H1E'7.:.1i,si:?y Stul l( ),i7 �,••
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SELF - SUPPORTING TOWERS '
65G CAMERA TOWERS
STANDARD FOUNDATION DETAILS
W/2—P- 7 6"
.
r 2"Min
.
2 Tower AXIS '�""'�r a"""-_ ade
W/2 . ViiA VQ4`
i 1 tr- r
Square 3'-6" (._.!,
....,
.,
. _____..........,_,_44
6"of Compacted Sand 2'Min.
• &Gravel for Drainage °'s': ^`--=`=1
4- 2'-1/4" -• 1
#7 Horizontal Bars
See tower elevation page for"W"dimension. 12"0.C.Each Way
(Top&Bottom)
ACCESSORIES
E
, . ,.I
M•" .
, SAFETY CABLE SYSTEM
0 t s ,r �* N. TT05065
# FITS ALL TOWER HEIGHTS
CLIMBING HARNESS
TTFBH-4D SAFETY CABLE
ANTI-CLIMB PANELS JOURNEYMAN HARNESS SLIDER WITH CARABINEER
VW915A TTFBH-C/P TT-WG-500-W/SMC
ORDERED SEPARATELY PROFESSIONAL HARNESS
GENERAL NOTES
1.Tower designs are in accordance with ANSI/TIA/222-G.
2.Camera and mount assumed symmetrically placed at tower top.
3.Tower design assumes one 7/8"line on each tower face.
4.Assembly drawings and standard foundation details are provided with the tower.
5.Standard foundation illustrated is for general information only and is based on Rev G presumptive clay soil parameters.
ry
'
i—^)rf '309; 66 z,:;0 " `:_ C79 • www.rohnnet.corn • the industry Standard
2O..Ru-NpRUDVCri LLC PIOEdtt UC
0 SELF - SUPPORTING TOWERS
STANDARD VG SELF-SUPPORTING CAMERA TOWERS (field bolted)
REV. G : 110 MPH 3-SEC GUST WIND SPEED ( NO ICE) ,
40 MPH 3 -SEC GUST WIND SPEED (3/4" ICE),
CLASS II, EXPOSURE C, TOPO CATEGORY 1
SEISMIC COEFFICIENT SS < 1 .0
Tower Max.Tip Deflection
Height at 60 MPH 30"Face Width(TYP)
10' 0.10" - F iii
30' 0.10"
30' 0.20" PI 40' 0.70"
50' 1.30" T � T 3/8"0.D.r Legs
(TYP)
Z Maximum Load at Top
1 1/2"x 1/8"
EPA EPA a! Angle Bracing
Tower Heights No Ice With Ice = (TYP)
1050 1 .0 ft.' 14.0 ft.'
50' 7.0 ft' 14.0 ft' '�'
till 1141 50' la
W 40
_.a A 30 6 A
Loi 20' . 1474 1-4 61
:k i Fia 64 4 Oa I 1 14-4
10' 1/1111 61 044 11 Is"
/ii - 1 1 _ ►1 M/
VG01 OCT VG020CT VG030CT VG040CT VG050CT
500 lbs." 735 lbs.* 1016 lbs." 1251 lbs.* 1531 lbs.*
*Tower Weight
H 5'°„—,� 4.—5'-6"—.{ I—6'-0"—d I~7'-3"—1 B'-0”
Square Square Square Square Square
3.7 cu.yds.concrete 4.5 cu.yds.concrete 5.3 cu.yds.concrete 7.8 cu.yds.concrete 9.5 cu.yds.concrete
Includes anchor bolts,templates,tower sections,Rev G grounding material,1/2"top mounting plate with attachment hardware and step bolts.
Per Rev.G requriements,any structure greater than 10'requires a climber safety device.
," See page 175 for ordering information.
`v " • ' Protlucb tic Phone (309) ,b65-3000 • Fox (309; ;,66-3079 • v,,,v ,+.ronr nt t.±.(_rn • ,i( , n,I...'tJ_y."�"Jiiclardt
.T R0,,141-I01).C'SLi(
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SELF -SUPPORTING T OWERS
Iii
VG CAMERA TOWERS
STANDARD FOUNDATION DETAILS
W/2 See Anchor Bolt layout provided with
Anchor Bolts tower prior to placing concrete.
Ct Tower Axis °O i1°
�6" III !!II
W/2 amutimmimanim Grade
I�f 1421 `f` 1 II V`.II
Square �-� I II
3'-6" I II
I II
i 1n
J
2' 6"
#7 Horizontal Bars
See tower elevation page for"W"dimensions. 12"0.C.Each Way
(Top&Bottom)
ACCESSORIES
T-
I
i
.,,.` }o
SAFETY CABLE SYSTEM
TT05055L
" ' FITS ALL TOWER HEIGHTS
H.
9 r �{.,
tai
1
I
+ CLIMBING HARNESS
TTFBH-4D SAFETY CABLE
ANTI-CLIMB PANELS JOURNEYMAN HARNESS SLIDER WITH CARABINEER
V W917A TTFBH-C/P TT-W G-500-W/S MC
ORDERED SEPARATELY PROFESSIONAL HARNESS
GENERAL NOTES
1.Tower designs are in accordance with ANSI/TIA/222-G.
2.Camera and mount assumed symmetrically placed at tower top.
3.Tower design assumes one 7/8"line on each tower face.
4.Assembly drawings and standard foundation details are provided with the tower.
5.Standard foundation illustrated is for general information only and is based on Rev G presumptive clay soil parameters.
Refer to pages 147-153 for Foundation General Notes.
Phone ,309) 566-3000 • Fax )309) 566-3079 • wwwsohnnet.corn • The MMMcl ustrySt-r. c1rd
nw.rn uc
40