HomeMy WebLinkAboutAT&T Rigorous Structural Analysis Report February 26, 2015 ' a9gknomp Maya�" pr ,'
at&t
°/ ' GPD Engineering and Architecture
Professional Corporation
AT&T Towers Kevin Clements
2300 Northlake Center Dr., Suite 405 520 South Main Street, Suite 2531
Tucker, GA 30084-4032 Akron, OH 44311
(330) 572-3546
kclements@gpdgroup.com
GPD# 2015723.01.48780.02
February 26, 2015
RIGOROUS STRUCTURAL ANALYSIS REPORT WITH MODIFICAITON DESIGN
AT I DESIGNATION: Site USID: 417'0
Site IFA: 111111'7374
Verizon Site Name: ORIENT IPOINT
Site Name: EAST ORIENT PINT
AT T Project: Verizon Extension Tower Only Co-(location 10.29.2014
ANALYSIS CRITERIA: Codes: TIA-222-G
120-mph (3-second gust)with 0" ice
50-mph(3-second gust)with 0.75" ice
SITE DATA: 40200 Main Road, Orient, NY 11957,Suffolk County
Latitude 41° 9' 9.9" N, Longitude 72° 14' 38" W
Market: NYC/NNJ
69' Valmont Stealth Monopole w/proposed 20' extension
Mr. Reggie Barrau,
GPD is pleased to submit this Rigorous Structural Analysis Report with Modification Design to determine the structural
integrity of the aforementioned tower. The purpose of the analysis is to determine the suitability of the tower with the
existing and proposed loading configuration detailed in the analysis report.
Analysis Results
Tower Stress Level with Proposed Equipment: 71.5% Pass
Foundation Ratio with Proposed Equipment: 31.5% Pass
Note: In order for this analysis results to be valid for the proposed, existing, and reserved loading in Appendix A the
modifications referenced in the design drawings by GPD (Project#: 2015723.01.48780.02, dated 2/26/2015) must be
installed.
We at GPD appreciate the opportunity of providing our continuing professional services to you and AT&T Towers. If
you have any questions or need further assistance on this any other projects please do not hesitate to call.
Respectfully submitted, qfa aallara,CP y
u^^y +d� 'w i ti. ?r
c ",' w d "" ti N 0Y q ,' t - ,*d'�: 4 n �t,1 �bM MerW.' 9w�
' , ' \ * ‘ i :, W., um:r r L.: (4,:,,,,,u,i ,, ,
Liforo
John N. Kabak, P.E. ,:4
New York#: 090039-1 ' , � 1: r�
sio
i°90039- 4ce
�OPsi �
520 South Main Street.Suite 2531 .Akron,0 r i b"l '1 i0-572-2100.Fax 330-572-2101 . .GPDGroup.com
GPD Engineering and Architecture Professional Corporation
AT&T LISID.48780
69 Ft.Stealth Monolpule w/ rerc reed 20'Extension-Structural Evaluation
SUMMARY& RESULTS
The purpose of this analysis was to verify whether the existing structure is capable of carrying the proposed loading
configuration as specified by Verizon to AT&T Towers. This report was commissioned by Mr. Reggie Barrau of AT&T
Towers.
Modifications by GPD (Project#: 2015723.01.48780.02, dated 2/26/2015), have been considered in this analysis.
The proposed coax shall be run internal to the monopole in order for the analysis to be valid.
TOWER SUMMARY AND RESULTS
�i Results
Member Capacity' �.
42.2%
Pass
Monopole Pass
Flange Bolts 71.50/ Pass
Flasrge Plates _ Pass
Anchor Rods 58.3% pass
Base Plate 29.5°b
Foundation
31.5% Pass
ANALYSIS METHOD ^� t*cl ou
tnxTower (Version 6.1.4.1), a commercially avail I fele software 1o'rr4rrKan1,� was used to create a three choir nsional na odel
of the tower and calculate primary member strL s ? for various dmad ltvt', w�!arlr ata{l t e lora o derl t cot yplete yti
s
from the analysis is included in Appendix B. �ht r� following table details thSTM info ttidedt the benefit of a
structural analysis. This analysis is solely based n this information and is beingcompleted
detailed site visit.
DOCUMENTS PROVIDED
Document 'Rtrn r^ s
Siterra
Notice of Co-lo Form (Part 2) AT&T Interna I Loading Document, u lad 10/30/2014 Siterra
Site Lease Application Applicant Site Name: Orientl'�airat,dated 8/29/2014 Siterra
Construction Drawings WFC job #; x}8979 dated 9/21/20112 Siterra
Tower Desi -ra Valmont Ord r#: 209586,dated 2/4/20'14 Siterra
Foundation Design Valmont M #: 209586FP„dated 2/4/2014 Siterra
Geotechnical Report MC Pro''ect µ 07000808A-G151, dated 7/27/2010 Siterra
01472 '
Previous Structural Anal 'sis GPD jab 3.01.48780.01
.” Rev 1,�d -ated 1/8/2015
GPD
Modification Drawings GPD job 015723.01.48780.0'2„ dated 2/26/2015
Ft. Extension-Structural Evaluation AT&T USID:48780
69 Stealth Mono ole w proposed 20'
ASSUMPTIONS
This rigorous structural analysis is based on the theoretical capacity of the members and is not a condition assessment
of the tower. This analysis is from information supplied, and therefore, its results are based on and are as accurate as
that supplied data. GPD has made no independent determination, nor is it required to, of its accuracy. The following
assumptions were made for this structural analysis.
The tower shaft sizes and shapes are considered accurate as supplied. The material grade is as per data
supplied and/or as assumed and as stated in the materials section.
2. The antenna configuration is as supplied and/or as modeled in the analysis. It is assumed to be complete and
accurate. All antennas, mounts, coax and waveguides are assumed to be properly installed and supported as
per manufacturer requirements.
3 Some assumptions are made regarding antennas and mount sizes and their projected areas based on best
interpretation of data supplied and of best knowledge of antenna type and industry practice.
4. All mounts, if applicable, are considered adequate to support the loading. No actual analysis of the mount(s) is
performed. This analysis is limited to analyzing the tower only.
5, The soil parameters are as per data supplied or as assumed and stated in the calculations.
6. Foundations are properly designed and constructed to resist the original design loads indicated in the
documents provided.
7. The tower and structures have been properly maintained in accordance with TIA Standards and/or with
manufacturer's specifications.
8. All welds and connections are assumed to develop at least the member capacity unless determined otherwise
and explicitly stated in this report.
9. All prior structural modifications are assumed to be as per data supplied/available and to have been properly
installed.
10, Loading interpreted from photos is accurate to ±5' AGL, antenna size accurate to ±3.3 sf, and coax equal to
the number of existing antennas without reserve.
11. All existing AT&T loading was obtained from the construction drawings and the Notice of Co-location form
and is assumed to be accurate.
12. The proposed Verizon loading was obtained from the provided Site Lease Application and the Notice of Co-
location form and is assumed to be accurate.
13. No future AT&T loading was reserved in the Notice of Co-location Form; therefore, the generic future AT&T
loading was modeled.The elevation of the future AT&T loading was obtained from the Construction Drawings.
14. The proposed coax shall be run internal to the monopole in order for the analysis to be valid.
If any of these assumptions are not valid or have been made in error, this analysis may be affected, and GPD Group
should be allowed to review any new information to determine its effect on the structural integrity of the tower.
2/26/2015 ...............�.m..........�wmwm�.........-.-wm�. ..........._.�wm..._....ewmw................................................................................................................................._ �Page
...3of 4
proms Extension-Structural Evaluation AT&T USID:48780
69 Ft.Stealth Monopole w osedld'Ext _..
DISCLAIMER OF WARRANTIES
GPD GROUP has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the
existing conditions are not as represented on the tower elevation contained in this report, we should be contacted
immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the tower or
foundation. This report does not replace a full tower inspection. The tower and foundations are assumed to have been
properly fabricated, erected, maintained, in good condition,twist free, and plumb.
The engineering services rendered by GPD GROUP in connection with this Rigorous Structural Analysis are limited to
a computer analysis of the tower structure and theoretical capacity of its main structural members. No allowance was
made for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was made
for loose bolts or cracked welds.
This analysis is limited to the designated maximum wind and seismic conditions per the governing tower standards and
code. Wind forces resulting in tower vibrations near the structure's resonant frequencies were not considered in this
analysis and are outside the scope of this analysis. Lateral loading from any dynamic response was not evaluated under
a time-domain based fatigue analysis.
GPD GROUP does not analyze the fabrication of the structure (including welding). It is not possible to have all the
very detailed information needed to perform a thorough analysis of every structural sub-component and connection of
an existing tower. GPD GROUP provides a limited scope of service in that we cannot verify the adequacy of every
weld, plate connection detail, etc. The purpose of this report is to assess the capability of adding appurtenances usually
accompanied by transmission lines to the structure.
It is the owner's responsibility to determine the amount of ice accumulation in excess of the code specified amount, if
any,that should be considered in the structural analysis.
The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from these
sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearance in the
field. Any mentions of structural modifications are reasonable estimates and should not be used as a precise
construction document. Precise modification drawings are obtainable from GPD GROUP, but are beyond the scope of
this report.
Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as a part of our work. We
recommend that material of adequate size and strength be purchased from a reputable tower manufacturer.
Towers are designed to carry gravity, wind, and ice loads. All members, legs, diagonals, struts, and redundant
members provide structural stability to the tower with little redundancy. Absence or removal of a member can trigger
catastrophic failure unless a substitute is provided before any removal. Legs carry axial loads and derive their strength
from shorter unbraced lengths by the presence of redundant members and their connection to the diagonals with bolts
or welds. If the bolts or welds are removed without providing any substitute to the frame, the leg is subjected to a
higher unbraced length that immediately reduces its load carrying capacity. If a diagonal is also removed in addition to
the connection, the unbraced length of the leg is greatly increased, jeopardizing its load carrying capacity. Failure of
one leg can result in a tower collapse because there is no redundancy. Redundant members and diagonals are critical
to the stability of the tower.
GPD GROUP makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability
arising from material, fabrication, and erection of this tower. GPD GROUP will not be responsible whatsoever for, or
on account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any
data or conclusions contained in this report. The maximum liability of GPD GROUP pursuant to this report will be
limited to the total fee received for preparation of this report.
212612015
.. .. ..._ wmmmw .. ................._....��,. ....�m.-_..................-.-..� Page 4 of 4
69 Ft.Stealth Monopole w/proposed 20'Extension-Structural Evaluation AT&T USID:48780
APPENDIX A
Tower Analysis Summary Form
2/2 6/2 0 I 5
Tower Analysis Summary Form
Eimi,iiiiiii tele
I A Nb xluwr r Y Nr Nm a The Inlormallon contained In this summary report Is not to be used
De Kama _ 'Lehiururp
31 e c 4mrm ,„ Yur TS independently tram the PE stamped tower analysis.
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,f pans Mmtt W 1 vLac.mTower .ry Rndnkk 11 P TMTT{M n Y.'fiwfmM A -0 MAxJgmpl Y.JY& m w ® flw/InPo m ItI
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trrirdior Teals Ir^'.ry Tii
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.�,,,,,rui /,;;',�, ;�c,;, •Am(QY1)/to ;r- „, ,,.o';�,. _ uflI14 M' _ —.. Par NlIWwnlissttee
Mmul) Attachment
aeriesCi'Mlmr' hely#11 ill,) Antenna CL(a) tyMmnliCy Type Marlmtla4P.Ynr11P Model Azimuth Quantity Mmn stacriure Type Quantity Model Slaw Internal/External
Mobley Erg II A rlau11/ (nnm1111ite NAT Ira( tea""'"' w ::....::_....... x
tie:Trate tlsroR1Y{1 mgtPO,tl % INa 4atw Ya" &wiwtr YR
(Al mtl NA p(J
d41Alq,1/I rC Ire r 114/I ........ Aa11 ew ........ 110 i bl&41✓11/ ......... .... .. _VM/111.1 0.114
Al Of a4r AT i' a 5"ind MI I41ttP 17A d,- PI _ _ANAOI W t®rN J Id M nrrfl m V N*uv nnfi
ri AMM;r&11111 I melVlr riN+rA lMwm/1 4 M 7MMCA. 11:I// fJ Thy
� tum,�alrrceu Mee r dwYe ry 1 rGq mflAIX l motate Or seutl p
WO M&111,5
Proposed 4a duuuy
9y O14Yf 8 11116a nr)1/'
Mode
S
I Attachment IAnl ON M " Antenna a CL(ft) 9Ydly Type 311 xArr Model Azimuth Quantity MwPM Type AIINlely BMayr(ll ze
Internal/External
ThoisivIIIA'
'.
tlPP I Y M A 14))1/I0 /ARV'X/ :I VAN' It trite aaJ ....
. tiled „ ...... .........'. d mr... 111 Pewee
Vence
IXDATTevi IXp rd oh rd"]@144W4hnMuwaan m .... .....
yumFhm loneanl leading 9muy ud!I^nlw s tlrm rear nalmuqr„tartar iamrII
Note:The proposed coax'.Leall be installed interne to the monopole In order lar the analysis to be valid,
Tatar.Lamlory
10Yl1m0b9itie tee
Arrlitarra tremor Mount 1/Dor,%fm'I lel Orrprtity Type le d l e: Model Azimuth Quantity 1 Manufacturer Type QUmmllty Model Sloe Attachment
Height DO Internal/Edema]
1rex Lp,10/ 55, ,St. 5 11/0/ k0wrno0eram 1rO,DOYl'7""'"----"""' 10)0/40 �WIIIlgaleml .,war n T➢rn,ur,m�Iwv �4
rge:The haws amenymhwe Mmm l rrllSn0)4.17.oedema,Ow vulr)/rs/preec'r'wrtlM..ilrR''IM. �.
69 Ft.Stealth Monopole w/proposed 20'Extension-Structural Evaluation AT&T USID:48780
APPENDIX B
tnxTower Output File
2/26/2015
Job Page
tnxTower 48780 EAST ORIENT POINT 1 of 3
GPD GProject Date
roup
520 South Main St.Suite 2531 2015723.01.48780.02 14:10:39 02/26/15
Akron,OH 44311 Client Designed by
Phone:(330)572-2100 AT&T Mobility
FAX:(330)572-2101mhoudeshell
.. . -
Tower Input Data
There is a pole section.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
Tower is located in Suffolk County,New York.
Basic wind speed of 120 mph.
Structure Class II.
Exposure Category D.
Topographic Category 1.
Crest Height 0.00 ft.
Nominal ice thickness of 0.7500 in.
Ice thickness is considered to increase with height.
Ice density of 56 pcf.
A wind speed of 40 mph is used in combination with ice.
Temperature drop of 50°F.
Deflections calculated using a wind speed of 60 mph.
A non-linear(P-delta)analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.
Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered.
Feed Line/Linear A• •urtenances - Entered As Area
Description Face Allow Component Placement Total CAAA Weight
or Shield Type Number
Leg ft ft2/ft klf
LDF5-50A(7/8 FOAM) C No Inside Pole 57.00-8.00 24 No Ice 0.00 0.000
1/2"Ice 0.00 0.000
1"Ice 0.00 0.000
LDF5-50A(7/8 FOAM) C No Inside Pole 67.00-57.00 18 No Ice 0.00 0.000
1/2"Ice 0.00 0.000
I Ice 0.00 0.000
LDF5-50A(7/8 FOAM) C No Inside Pole 89.00-67.00 12 No Ice 0.00 0.000
1/2"Ice 0.00 0.000
1"Ice 0.00 0.000
LDF7-50A(1-5/8 C No Inside Pole 45.00-8.00 6 No Ice 0.00 0.001
FOAM) 1/2"Ice 0.00 0.001
1"Ice 0.00 0.001
Discrete Tower Loads _____,
Description Face Offset Offyets: Azimuth Placement CAAA CAA, Weight
Or Type llorz Adjustment Front Side
Leg Lateral
Vert
ft ,, ft ft2 .fi2 K
ft
ft
(3)P65-15-XLH-RR w/ A None 0.000 67.00 No Ice 5.97 4.05 0.057
Mount Pipe 1/2"Ice 6.39 4.64 0.103
1"Ice 6.81 5.25 0.155
(6)ETD819HS12UB A None 0.000 67.00 No Ice 1.53 0.47 0.019
1/2"Ice 1.70 0.59 0.027
1"Ice 1.87 0.71 0.038
Job Page
tnxTower 48780 EAST ORIENT POINT 2 of 3
Project Date
GPD Group
520 South Main Si.Suite 2531 2015723.01.48780.02 14:10:39 02/26/15
Akron,OH 44311 Client Designed by
Phone:(330)572-2100 AT&T Mobility mhoudeshell
FAX:(330)572-2101
Description Face Offset Offsets: Azimuth Placement CAA CA A Weight
Or Type Horz Adjustment Front Side
Leg Lateral
Vert
ft " ft IV f2 K
/t
/i
(3)DBXLH-6565A-R2M w/ A None 0.000 57.00 No Ice 5.70 4.17 0.047
mount pipe 1/2"Ice 6.18 4.86 0.093
1"Ice 6.66 5.53 0.145
(6)TTAW-07BP111-001 A None 0.000 57.00 No Ice 0.64 052 0.018
1/2"Ice 0.76 0.62 0.024
1"Ice 0.88 0.74 0.031
(3)CWWX063X25G00 w/ A None 0.000 87.00 No Ice 11.85 9.60 0.067
Mount Pipe 1/2"Ice 12.48 10.93 0.153
1"Ice 13.12 11.98 0.249
(6)FD9R6004/IC-3L A None 0.000 85.00 No Ice 0.37 0.08 0.003
1/2"Ice 0.45 0.14 0.005
1"Ice 0.54 0.20 0.008
(3)P65-15-XLH-RR w/ A None 0.000 45.00 No Ice 5.97 4.05 0.057
Mount Pipe 1/2"Ice 6.39 4.64 0.103
1"Ice 6.81 5.25 0.155
60'x 38"canister C None 0.000 89.00-29.00 No Ice 114.00 114.00 4.848
1/2"Ice 198.00 198.00 6.420
1"Ice 282.00 282.00 7.993
Critical Deflections and Radius of Curvature - Service Wind
Elevalion Appurtenance Gov, Deflection Tilt Twist Radius of
Load Curvature
if Comb. in " ft
89.00 60'x 38"canister 42 4.0087 0.422 0.000 39018
87.00 (3)CWWX063X25G00 w/Mount 42 3.8291 0.424 0.000 39018
Pipe
85.00 (6)FD9R6004/1C-31_, 42 3.6500 0.424 0.000 39018
84.00 60'x 38"canister 42 3.5607 0.424 0.000 39018
79.00 60'x 38"canister 42 3.1205 0.420 0.000 19509
74.00 60'x 38"canister 42 2.6956 0.404 0.000 13006
69.00 60'x 38"canister 42 2.2937 0.371 0.000 9229
67.00 (3)P65-15-XLH-RR w/Mount Pipe 42 2.1413 0.351 0.000 7811
64.00 60'x 38"canister 42 1.9244 0.320 0.000 6141
59.00 60'x 38"canister 42 1.6039 0.280 0.000 8482
57.00 (3)DBXLFI-6565A-R2M w/mount 42 1.4880 0.268 0.000 12915
pipe
54.00 60'x 38"canister 42 1.3189 0.248 0.000 15441
49.00 60 x 38"canister 42 1.0532 0.209 0.000 11463
45.00 (3)P65-15-XLH-RR w/Mount Pipe 42 0.8592 0.176 0.000 9504
44.00 60'x 38"canister 42 0.8137 0.168 0.000 9114
39.00 60'x 38"canister 42 0.6071 0.131 0.000 7565
34.00 60'x 38"canister 42 0.4402 0.105 0.000 6473
29.00 60'x 38"canister 42 0.3197 0.094 0.000 8812
Section Capacity Table 1
Section Elevation Component Size Critical P OP,,o,,,,, % Pass
No ft Type Element K K Capacity Fail
I 1 89-69 Pole TP10.75x10.75x0.37S 1 -3.148 462.020 26.1 Pass
L2 69-59.5 Pole TP10.75x10.75x0.5 2 -5.079 666.567 39.4 Pass
L3 59,5-59 Pole TP14.5x10.75x0.5 3 -5.127 666.567 39.4 Pass
L4 59-29.5 Pole TP14.5x14.5x1.094 4 -14.501 1907.510 42.2 Pass
••••••I•ML
Job Page
tnxTower 48780 EAST ORIENT POINT 3 of 3
. . -
Project Date
GPD Group
520 South Main St.Suite 2531 2015723.01.48780.02 14:10:39 02/26/15
Akron,OH 44311 Client
Designed by
Phone:(330)572-2100 AT&T Mobility
FAX:(330)572:2101 mhoudeshell
. ..
Section Elevation Component Size Critical P OP,,tr,,,, I Pass
No ft Type Element K K Capacity Fail
L5 29.5-29 Pole TP38x14.5x1.094 5 -14.626 1907.510 42,2 Pass
L6 29-0 Pole TP38x38x0.25 6 -18317 1941.210 41.5 Pass
Summary ELC: Existing/Pro
posed/Future
Pole(L4) 42.2 Pass
Rating= 42.2 Pass
ooFt.s�akhwon^po|ew/pmvoodzn'cmen Extension AT&T oocx*omo
APPENDIX C
Tower Elevation Drawing
......., ,...... ....... .. 89,0 ft
DESIGNED APPURTENANCE LOADING
TYPE ELEVATION TYPE ELEVATION
60 0 38 canister 89-29 (3)P65-15-XLH-RR w/Mount Pipe 67
(3)CW W X063X25G00 w/Mount Plpe 87 (3)DBXLH-6565A-R2M w/mount pipe 57
o $ o o (6)FD9R6004/1C3L 85 (6)TTAW-07BP111-001 57
M m
M
M
o m
o o d (6)ETD819HS12UB 67 [(3)F'65-15-XLH-RR w/Mount Pipe 45
MATERIAL STRENGTH
GRADE Fy Fu GRADE Fy Fu
A53-B-42 42 ksi 63 ksi A572-65 65 ksi 80 ksi
m A500-46 46 ksi 62 ksi
TOWER DESIGN NOTES
1 n 1. Tower is located in Suffolk County,New York.
2. Tower designed for Exposure D to the TIA-222-G Standard.
3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-G Standard.
0 0
4. Tower is also designed for a 40 mph basic wind with 0.75 in ice.Ice is considered to
$ increase in thickness with height-
N •
0 5. Deflections are based upon a 60 mph wind.
6. Tower Structure Class II.
7. Topographic Category 1 with Crest Height of 0.00 ft
0 0 8. TOWER RATING:42.2%
o
1
N a� v a q/ y
N �
v
0
0 0 0 295,11,
ALL REACTIONS
8
ARE FACTORED
'41 AXIAL
0
Er, o o _ 0 30K
SHEAR MOMENT
3 K--1
,.,` 140 kip-
40 mph WIND-0.7500 in ICE
AXIAL
19 KK
SHEA \ MOMENT
13 K 1 ` 612 kip-ft
o.o rt
REACTIONS-120 mph WIND
v
— 2
oa 'p o m
. E - a m v
GPD Group tr 48780 EAST ORIENT POINT
520 South Main St. Suite 2531 1'019' 2015723014878002
4" Akron, OH 44311 rkeiul'AT&T Mobility Ur'uW''oOy mhoudeshell N'prl
Phone:(330)572-2100 'q' TIA 222 G oak'02/26/15 ''''p NTS
FAX:(330)572.2101 ''"',„,,as,rrA„,,,,,0„nt,Adlii4WM41,+„.,..xu,r,nari,,.Dw9NiatE-1
Feed Line Distribution Chart
0'-89'
Round Flat App In Face _.. App Out Face �rvrv.�rvrv..rvrvryTruss Lep
89 MN Face A Face B Face Clql
100
LL
LL
N
60.7'1, 69 00
67(10 61.410,,,...
LL
.r4t'59. 0 tA;9.;:Y41i
57.00 57.00
Q 45.00 45.00
w
O
LL
n
2-
P.,)
-sN G�t3 9 O 20.50
V—
(-.:0
i
Feed Line Plan
Round Flat App In Face App Out Face
k
v,
r/
/
2`
(6)LDF7-50A(1-5/8 FOAM)
(8 )LDFS- ��J7/8 FOAM)
--- I ENT POINT
GPD Group ,
48780 EAST ORI
520 South Main St. Suite 25311
20 f57�",311'►4k1780
W,ffirth, Akron,OH 44311 liCtIo" A &t Mobility r"r t" 1I mtl� ud rsNi t p
TIA 222
Phone:(330)572-2100 F'de � G s,� X02/28/15 APO
NTS
t��s�
FAX;(330)572-2101 d9 ,K1OhPA"III Ww24,441 """m a"Na'E-7
69 Ft.Stealth Monopole w/proposed 20Extension-Structural Evaluation AT&T USID:48780
APPENDIX D
Anchor Rod & Base Plate Analysis
2/26/2015
Anchor Rod and Base Plate Stresses, TIA-222-G-1
EAST ORIENT POINT
Am
GPD GROUP 2015723.01.48780.02
Overturning Moment= 12,06'k`It
Axial Force= 18:,,06"k Acceptable Stress
Shear Force= 13,00 k Ratio,{ 1 hittPfill
Anchor Rods Base Plate
(Section 4.9.9,TIA-222-G-1) Location=I, .t, er a
Number of Rods= Plate Strength(Fy)= 50 ksi
_ 08 =
Rod Ultimate Strength(F„)= 100 ksi Outside Diameter= 4$x30 in
Base Plate Detail Type*= �"
yp Plate Thickness= 2 in
Rod Circle= 4-4,,OT wcalc= 22.59 in
Rod Diameter=1 1,7-5 in wmax= 20.00 in
Net Tensile Area= 1.90 in2 w= 20.00 in
Max Tension on Rod= 80.62 kips Z= 20.00 in3
Max Compression on Rod= 85.37 kips M„= 265.07 k-in
Pu= 85.37 kips (pMn= 900.00 k-in
vu= 1.63 kips ��BP Capacity= 29.5% 1 OK
n= 0.50
NRnt= 152.00 kips Pole
This analysisassumesassumesithe58.3% OK — Pole Number f Bides iin
Rod y-
ys clear distance Thickness= 0.25 in
from the top of the concrete to the bottom of Pole Yield Strength=. ksi
the leveling nut is less than the diameter of
the anchor rod. Notify GPD Group
immediately if existing field conditions do
not meet this assumption.
l'"----- Stiffeners
Configuration=r 4010_1
69 Ft.Stealth Monopole w/proposed 20'Extension-Structural Evaluation AT&T USID:48780
APPENDIX E
Flange Bolts & Flange Plate Analysis
2/26/2015
FLANGE BOLT AND SPOKED FLANGE PLATE CALCULATIONS @ 29ft
48780-EAST ORIENT POINT
2015723.01.48780.02
hlk Ifeattlaras Bolt Information Plate Information
Mumen(M.) �'; .d tell kwft ¢soasnaeter ' „ 'f 25 m meter:iaa IIIIIIIIII�l11 11�l ;in
(pl I}pt O kYps Net TensOW Area L N gun un thickness.' 'f is
Shear(V) i 444 kips 'Bald C rs)s; t' wn i_y 1JJ)J1JfJJyJJ
dI of Bolls e: Nf G MA:11N in
Butt e w to w: %/ (i n
150k'se ..
Flange Bolt Capacity.
I=n((db/2)a/4+(BC)2/8]_ 588.59 in'
(12(M)(BC/2)/11-(P/n)= 77.95 kips
Vm,.=(V/n) 1.561 ksi
F„ti= 150.000 kips
4,8qF=4)FGkA= 109.013 kips
�R �ORSF�n62.13 kips-Adju .._
ted
Interaction sCapacity
$Reu Capit 530438 ri
071 30438 ( 0.
Bolt Capacity715%OK
Flange Plate:
M =T.rr(el 429.98 k"Is
- "__........ M)'JFl�.- 35.0 ks`.....
5 wt�
2 5 .r3
qwpv,.ww "r�,M b810�25 est \
\,
�, .. 13i43;c3 Plate Capd:.rkft�== tm2 2Y'dk'�L h,.." .•
1 "ti,
FLANGE BOLT AND SPOKED FLANGE PLATE CALCULATIONS @ 59f1
48780-EAST ORIENT POINT
2015723.01.48780.02
�irUx Reactions Bolt in`orrnatlon Plate information Lower Plate Information
Mcarom lrviy /. 1' oiarneoew t'ln 1ltrrnatm iNr tNimieker fit'en
� , 6 ��
AataB lky , S B MN�,±�, Met Tensile Area e„' rr In Thpckr�esz a ” In T9nckoas ;1 sn
Shear w 4v v^,� Ting, V 0
i aeY0.45. ^r, 6 e: iry; 4400i on
Snit tirade
t„ t k$i pa �t11 un
Flange Boit Cppacit"R
1=n[(d,/2)'/4+(8C)'/8)= 243.38 In
T,,,,,,=[12(M)(BC/2)/I]-(P/n)= 30.23 kips ,''
r,
=l'v/nl= 0.796 ksi
dR,,F„>A„
F„5= 120.000 kips ,
.._... �. _' 54.540 kips
4>R„y=0.45F„bAb= 31.81 kips
Adjusted 4>1„, 54.52 ( ,,
Interaction Capacity 0.55444563 P I
_,...�.....�.....�.....�..Bolt Capacity= 55.4%t.'JVG S ” y,.,.
Flange Plate:(Spoke controls) +
�" ff
Mi,=T�(e)_ 72.55 k-gin
5=w( )/6= 3.333 in a r q
Z=(9)n1,5= 5000 Ina "^
M..F,,Z 250.00 Its! "
eas c
................... yr<1 „>
Mpyi„,.,=dtyMn 225 ksi
Upper Place Capacity=I 32.2%10k
Lower Flange Plate:(Plate controls)
Mp=C,,,,,'(BC-inner radius)= 61.85 k-In „w "
5=w(tp')/6= 2.818 In
2=(5)z1.5= 4.23 Yts1
M„=FEZ=
Via,mn,w, v;K= 190 238625 ksi
Lower Plate Capacity=l '31.i1 i;iil
Existing Flange Connection @ le'
EAST ORIENT POINT
2015723.01.48780.02
GPD GROUP
— a 1.Mnrrrent= 3240 left
Axial= 4,1146 krps.. Acceptable Shoot Huila
Shear= >64 kips =
Image Botts Lipper Flange Plata ImmUpper*ati(tenern
9 Bevis e� ,6 Location_ £4I'eait �onfiguialicii.1 11401141
Bolt Type m. '
Plate Strength(Fr)_ 55Iksi
Threads Included?., 33M Plate Tensile(FO_ 155 ksl
Bolt Diameter. .0:1 in Plate Thickness= Inn
Bolt Circle.,A tyre Outer Diameter= in
4r=��01 5 4+= —to,
4.=+ISe"� wcalc= 9.39 lin
wmax= 12SOIn
ITeatslsn&Shear(TIA-222-G-I,Sacrfort4.06) w=I 3.55 In
F,b 120 k 9Z=1 3.65,In'
Ac- 0.60132 inn M==_32,64 k-Mn.
A= 0.462 Ina' `4Mn 164..4263 9a-in
4Rrw= 24.35 kips. UP Capacity e 19.9%OK
4Rm,µ 41.58 lops
4Rnr i('arrfastndj 41.57 Buis
Vm= 0.54',Ikpts
T,,. 17.60 kips
Prying Action Check
114.IA,,mop 6avappe tin 61156e66°,a to
-
Max Comp.on Bell. 16.65 Spa Lower PUsn 9 o Plate Lower Stirlen/re
Capacity= 2.2% Location= 0 11; L.,,,____ 1lerrt a+lrotion,-i 1 IntlIn
Tensile Capacity. 42.3%. 1, Plate Strength(Fr)_:. 1,169
Interaction Cnpacily=e 42.3% Plate Thickness= I 2.5111n
I5011Capacity= 42.3"A OK Outer Diameter= i'In
wcalc=I9.35x,In
Pole information wmax=' 12.5611n ''......
Snail Diam.(Upper)=; !Ih2_154n we 9.30 Inn
Thickness(Upper)e" ?0015 in Z= 1.85,1 6111
#of Sides(Upper)mamyl I I M„= 3254 k-Rn
.
Fy(Upper) «h 4,3 661 4Mn= 164,4293,-1k•9t
LP Ca nteli,= 194%OK
Shaft Diam.(Lower) IS 9''in
Thickness(Lower)= waI In
#of Sides(Lower)_ cn 1
Fr(Lower)=1 401661
IJI IL1,lx fl *itlravr Vr an
69 Ft.Stealth Monopole w/proposed 20'Extension-Structural Evaluation AT&T USID:48780
APPENDIX F
Foundation Analysis
2/26/2015
Caisson Analysis
p
EAST ORIENT POINT
AllirollIKA. 2014723.01.48780.02
/ m
GPD GROUP
.
o''58 9ri In-,,..,5*.,'.,3 'HG
0 ri'' ioro 1 oi,'Id tcppoollaunomt"'
IOMPO'llpeivt ,,','41,,,,, '44,5111y1P541,9111145,33
""""""""""""*""'Code rik-1,&•6 ""Mu o1, 00 2 1h,
o ,11:11"i,k,110,4,1,„1,;,,Nio'''tf,',904''''',YltflPY Attlit411,1115,40110,'
Concrete Code ACI 318-05 Mr= 2768.57 k-ft d011iplAtirtial'Pri'yr.442;riii riV,i'4i,oilriPp5,111014
Seismic Design Category B FS= 452 1,11,0,53100041 i,,yr I')'idit trl'kr Of,,,poil,6110,,,,Ly,,N,
Max Stress Ratio 1.05 1iiiipacity c 2.94X Pars "°
OP'1111Intihnil V,,"rp,10;f,'''Ali'0 lirviiiiiiigildl,,,i'di°
Reinforcing Known? Yes diltilldiftlip)00)(1,:,,A,iiii,'544C,f/mil iiiiiii,1108fiti,11
.1,h.1111.11N.11';
ililt"41,10.01441111..10;:ii',4,(,.','/'''>,',,effiHrliet,'1110.41,4101,C111,11.11),11
Modified? No
,010'iloatsok f %; ' ,,/e *-:ie-,,,iteforoftirrkosormaty;-///
0014,0,0,opi!,!1!!,,11,7 0,opt;f0,,o,kvoityrIp
,..
Ground Water 8.00 ft 4difin 2186 00 lag,
)4,01":160,041011,.,,/4 A(,tfril^1.4,,,,,f,;, 110,4501100Allpth,,,,,,,do
Soil Depth to Neglect 4.17 ft Mu= 688.95 k-ft t'iiigilifg451ilid'ili,,d,ry,,,51,11,105,i Acirili i
l PAPilliiiti
Mln p= 0 00333 'iliO,INI#IPIP1101,1 41`0 i'',/1/4,1','14,4IIMIIIIIIIIIOAIIiII
Provided p= 0.00526 OK
4'filo,itik#0,',/' , „/
' ' '61 .66 k"-Ti-
Moment,M capacity. 311% Pass
0d35"P*1190070g,„,f,),,Iii o'4 Id°4,1104:05,
Axial,P 19.00
ilklitAlll'Ilrr, '','II',1'i 444(97'IIIIIiiglitillig
Shear,V 13.00 k
,!re40,11114;
11,101,,foteitlife,i;,v1g,,';&!,, ',r,00„,ig,41,40
,,,,, 111,i4b01111,1'11,"0 OV:Wt,1).)I ty'lliMill4
Pier Diameter 6.5 ft litcr,14414,!,,,,r',0,1,'„(4i..,;;'lti,i illiSrillierli
Pier Length',Minty Grade 20.6 ft iddiglidti;;Idiri il'i )irl'.,4',111P1 t„de litirt,.4".iiririSii,It'
vilidricilippo'''''t i' i'','0", rc"r, ilthAN:Apprri{
Distance Above Grade 0.5 ft
k '11 1,1 0'10,,A ilio,,' h11111161k0',1,,,iiol,110
Vertical Bar Size #9
Vertical Bar Quantity 18
Tie Size #4 ft
440PiliteVirli '.ii ',I t 0 006,,',4 Mgt&,fing0,
fc'= 3 ksi
' Diameter )'
fY= 60 ksl
Clear Cover= 4.936 in
/50'0 0;10,0' , ,i,Igrig;;,,V,,,;r7 /4P/.,//f0,4% #
Layer Soil Type Thickness 7,pc Cu,pat 4z Kp Top of LayerlBot.of Layer
Layer 1 Sand 0 28 2 77 0,00 6.00
Layer 2 Sand 15 125
., * 6 105 0 32 3.25
6.00 21.00
Layer 3 Sand
1.00 21.00 21 00
U
Layer 4 . Sand
1 _ 1,00 21.00 21.00
..... — 7
1.00 21.00 21.00
Layer 5 Sand I I-.
Layer 6 Sand
1.00 21,00 21,00
Layer 7 I
Sand 1 00 21 00 21.00
Layer 8 Cla,
0.00 2100 21 00
_
------
Layer 9 Sand 1 00 21 00 21 00........,
Layer 10 Clay 1 000 2100 2100
GPD Caisson Analysis-V1.00
69 Ft.Stealth Monopole w/proposed 20'Extension-Structural Evaluation AT&T USID:48780
APPENDIX G
Modification Drawings
2/26/2015
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