HomeMy WebLinkAboutBuilding Permit 09-0467 DATE TIIiAE
CITY OF PRIOR LAKE
INSPECTION NOTICE SCHEDULED 3 !�
ADDRESS �S Dti
OWNER CONTR.
PHONE NO. PERMIT NO. � — �(�7
O FOOTING O PLUMBING RI ❑ EX/GRADIFILLING
❑ FOUNDATtON O MECH RI ` ❑ COMPLAINT
❑ FRAMING ❑ WATER HOOKUP ❑ FIREPLACE RI
❑ INSULATION ❑ SEWER HOOKUP ❑ FIREPLACE FINAL
�F[QAL 0 PLUMBING FINAL ❑ GASUNE AIR TST
❑ SITE INSPECTION ❑ MECH FINAL 0
COMMENTS:
vG� �` �
O�VYORK SATISFACTORY, PROCEED
❑ CORRECT ACTION AND PROCEED
❑ CORRECT K, ALL FOR REINSPECTION BEFORE COVERING
Inspector: Owner/Contr.
CALL 447-9850 FOR THE NEXT INSPECTION 24 HOURS IN ADVANCE.
CODE REQUIREMENTSARE FOR YOUR PERSONAL HEALTH & SAFETY!
�vsNOr,
� PRro ,
�� �� CITY OF PRIOR LAKE BUII.,DING PERNIIT, Date Rec d
D TEMPORARY CERTIFICATE OF ZONING COMPLIANCE
" � AND UTILITY CONNECTION PERNIIT � Z- G �
� ��'
`�'NE5�
' `"'`� �'` PERNIIT NO.
2. � ��� �J9 0¢�
3. Yellow Applicant
ease e or and si at bottom
ADDRESS ZONII�TG �o�« ��>
� LI �°I $ �� I d s pqr tc vvay h11n/
LEGAL DESCRIPTION (oBFice use oniy)
LOT BLOCK ADDTITON PID
OWNER. . � p
(l�Tame) V�� 1 2 0✓� V" t I` 2 I es f (Phone) C� Sa) � K 6- 7 ��
caaa�s, l080� ��s� �alTe �o�d `RIQO���, ��, rMN �ss�-t38
sva.n�x
(Company Name) � $ . � � C Ve � � 2c� � ¢"� � � d � (Phone)
(ContactName) G� ��: L�1"�1� �S �c�1 I (Phone) `l52 ^`� °3 '� Z � q
(Address) 3 vAu VE v� �� l.fl�i•s ��A-� �% 1^/(N
Z`YPE OF WORg ❑ New Constrnction ODeck �Porcfi �Re-RooSng �Re-Siding �Lower Levd Finish ❑ Fireplace
❑Addition �Altaation �Utility Connection
CODE: ❑I.B.C. �I.B.C ❑�: �N7�N/�lA
T�pe of Coas�nction: I II III IV A � /, o a
Occupancy Gnoup: A� E F H I R'S U PROJECT COST/VALUE $`I d �d .—"
Divisioa: 1 2 3 4 5 (ezcluding land)
I haeby catify that I have fiunished information on this application which is to the best of my ]mowledge true and mae�x. I also cerafy that I am the owna or awhorized agmt far the
above-menGOned property and that all conshucROn wiri confoim to all existiug state and local laws and wffi proceed in accordance with submiued plans. I am awaze that the building
official can revoke this permit for just cause. Furthetmore, I hereby agree that the city official or a davgnee may rnter upon the property co paform needed inspections.
X Lr (j"t/GCr ��� � I� 0.f� t� �'a r�Z W) � g� Q� ' d�
Signatvre � CRat�gt� Llgnse NR 1?�e
Permit Valuation . Pazk Support Fee # $
Permit Fee $ � � SAC # $
Plan Check Fee $ Water Meter Size 5/8"; 1"; $
State Surcharge $ � i Pressure Reducer E
Penalty $ Sewer/t ater Connection Fee # $
Plumbing Permit Fee $ t ater Tower Fee # $
Mechanical P�mit Fee $ Builder'VDesg�t ' $
Sewer & t ater Permit Fee $ 1 ther $
d as Fireplace P ' Fee $ TOTAL DiTE $ � 7 f
This A es Yovr Bailding Peimit Ap ved Paid //, Rec t No. $� $5�
Date , !�, O B
° o Z �
Buil ' cial Date
This is to catify that the request in the abave application and accompazrying docummts is in accordance with the City Zonmg Ordinance and may proceed as requested. 19vs docament
when signed by the City Planna constitutes a temporary Certificate of Zoning compliance and allows mnstruc6on to commence. Befoie occupancy, a Catificate of Occupancy must be
issaed
��� �9
Pl r ' Date Special Conditia�ns, if any
24 hour notice for all iuspections (952) 447-9850, faa (952) 447-4245
4646 Dakota Street S.E., Prior I.ske, Minnesota 55372
O � PRip�
ti �
U rn
White - Building
,� ,� Canary - Engineering
NNESO Pink - Planning
BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST
4 _ j ' •
NAME OF APPLICANT t- <= �'' �! --� �....-.�;�:- G'�...�=-�c;-�.�;.�•------'
,.
�r .. f. � C, �:
APPLICATION RECEIVED
The Building, Engineering, and Planning Departments have reviewed the building permit
application for construction activity which is proposed at:
,•
,t ,�; j .. , ,. , ,. � ,j �,/,�` .....-»
p J ! : 1 r �O P�' +._. _� . �- C._ �r'`.�.�"...» t_. J � < C.< i f'�'c=. , t: : �t`_•'�,✓'�`z
✓ d
1
Accepted /� Accepted With Corrections
Denied
Reviewed By: Date: 8� 0 �
Comments:
"The issuance or granting of a permit or approval of plans, specifications and
computations shall not be construed to be a permit for, or an approval of, any violation of
any of the provisions of this code or of any other ordinance of the jurisdiction. Permits
presuming to give authority to violate or cancel the provisions of this code or other
ordinances of the jurisdiction shall not be valid."
O � PRIp�
�
ti �
U txf
White - Building
P Canary - Engineering
�INNES�� Pink - Planning
BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST
� .
NAME OF APPLICANT
APPLICATION RECEIVED � 2 � �
The Building, Engineering, and Planning Departments have reviewed the building permit
application for construction activity which is proposed at:
Accepted � Accepte ith Corrections
Denied - _
Reviewed By: Date: � z� �
��
Comments: �. o�T,q-,�/ �L� �iV�/n/�'�i'1a� ��a4-� �`►'�2�'
Z� �13T�9-r�l 7"�7RA-��'ll' �'l/D � �irv�L- /�`►�/1.p"
�
"The issuance or granting of a permit or approval of plans, specifications and
computations shall not be construed to be a permit for, or an approval of, any violation of
any of the provisions of this code or of any other ordinance of the jurisdiction. Permits
presuming to give authority to violate or cancel the provisions of this code or other
ordinances of the jurisdiction shall not be valid."
1 ♦��.1 T .R f, �1 �� .L 1 7 �,,,/ f
P.C7. Bax 897 • 3394 Lake Elmo Avo. N. • Lake Elmo, MN 55042
(651) 7�3-5111 • Faac (b5l) 773-5222
August 19, 2009
Mr. Craig Eldred
Street & Utilities Supervisor Bv E-Mail Onlv
City of Prior Lake
17073 Adelmann Street SE
Prior Lake, MN 55372-1714
RE: Antenna Drawing Review for the Verizon Wireless Upgrade located on 14998 Wilds
Parkway Monopole in Prior Lake, Minnesota.
KLM Project No. MN 2631
Verizon Site 1VIINC Bl�ckjack LTE Upgrade
Dear Mr. Eldr�d,
It appears from the Verizon drawing that Verizon will be replacing $ total of six (6) antennas with six
CSS X7C-880 panel antennas (2 per sector). Verizon will also be addirtg six new diplexers (2 per sector).
KLM has reviewed the drawing and has the following comments:
1) Painting: The existing tnonopole, coax cables and antennas are not painted, therefore we are not
requiring any painting to the structure.
2) KLM approves the stivctural analysis report conducted by Malouf Engineering Intemational Inc.
KLM plans to look over the structure durin� the upgrade to determine if any repairs to the galvanized structure are
nee�ed.
Unless the city has any concerns, KLM recommends that the city approve the drawings.
It should be relayed to the cantractor that KLM will be performing inspections of the installation, and the
contractor will need to contact KLM to schedule both field and shop inspections. I witl be in charge of
KLM's scheduling for this project.
If you have any questions, feel free to contact me at 651-773-5111.
Sincerely,
KLM Engineering, Ine.
� � �, %���
Kell C. Mulhern
Project Manager/Antenna Instaliations
Cc: Office file�Field file
c:Uccml.Samba�2009 Ame�a►aVuW2631 Pri� Lake, MN Wilds Parkway Monopole Verizon Up$rade 1 Review i�w l.doc
��, t i
� � � MATERIAL LIST �
QTY DESCRIPTION '
z 1 4 PIPE BRACKET� —�
2 4 ; TH,READED_ROD _ ���
w q- �� P I P E 3 mm 4�_ ANGLE BKT SHORT ,� T ��� �
� 4 2¢ BOLT 1 2"-13 X 1-1 2" �
z 5 4 BOLT 1 2-13 X 1 �
� .�: ° - �
Q �`� , �,6,� 18 NUT 1_ _2 ��_ _ , _ __ ;
� 1 7 14 LOCK WAS.H.ER,,,,_�2_�____ ,,,,,,;
8 4 S.S. WASHER 1 2"
�
� •) } ,
� S �
�
2 ASSEMBLIES
OF THIS VIEW
APPROVED BY REVISIONS
� � �� R�• �� �*• � Amphenol Antel, Inc. [ Standard Mounting Bracket
"'�"�'° 1300 Capital Drive ,,,�,�
�� Rockford, IL 61109 u� SS�SE�MBLY
Tel. (815) 399-0001 0 �B � 26799997 R �'•0
01 �`" �` WRC °A � 05/10/99 �"�` 1 dF 1
MINC MYSTIC LAKE - Special Inspections Fo�AGis� �nspect Form �r�oizoos
p�� � MINC MYSTIC LAKE LTE
localio� 5580 CEDARWOOp STREET
PRIOR WtCE, MN 5537z
SPECIAL INSPECTION SCHEDULE . _
Tevhn�ca! 2 Dsscription {s) � Type o( Report Asslgned
SecCron Articie Ins ectian 4 Fre uen 5 Flrm 6
Div 5 SNUQ TIQH'T 8!-T Once er bolt Terraoon
TESTINQ SGW�DULE
NoYes: Thb sched+tle shell be Filled oW and inciuded in fihe Spacial Sirudural Testing & InspecNon Progrartt.
(1 j Permit wmbe� to be provlded hy the bu�Tdirlg of(icial
(2) Fielerence to the spec7x iachnical scope aedion in the program
(s) Use descriptiorrs per IBG Chapter 17, � edopted 6y Mimeeoia State Buii�ng Code
(4) Speciallr�ector-Siructursl.Speciallnspeclar-Technical.
(5) Weekly, moMhly, pettesVinspeciian, p�iloor, etc.
(6) Fkm Canirar�ed to perform aervices.
ACKI�lOW LEO(3EAAEPlTS
Ea�ch approp►iate reqesernative shall �gn 6elowr.
Or+mer: Firm: Yerizon Wirel� ���
Contractor. Firm: batec
Atchitect: Q,�.� Firm: Des n 1 Dffie: • r"
SEA: Firtn: p�g
SI-� Firm: Deta:
� Terracon .�p��� �,� �
�_T Firm: Charlie Nlelcher 861-770-1500 � Dete: f
''+� � �� Terracon ��,. �� � O
TA: �.,J�+C.G�,/��/ �-+ Firm: CharlleMeloher� 881-77D-1600 Dffie: �
fi Fjrm; �_ _ Dffie•
H r�uested by englneedarchRecl of record or bu�ldng o(flc&al, the irsdlvlduai names of all prospectlnre
specia� inspectors and ihe wrnk they iM�d to observe sha0 be IdeMifled
Legertd: SER = Stnidural Er�lr�eet ot Record SI-T= Spedat ]nspector - Techn�l
SIS . Special Inspector - Stru�tural TA = Testing Agsrwy
F � Fabrkk:ator
Accapted for the B+s7d'ir�g DepartmeN By: ,__^ Dat� ,
1
� B UELL, CDN�SULTING, IN�'.
��— 2324 Universifiy Avenue West, Sulte 2� Slte Acqulsltlon
� Saint Paul, Minnesofia 5511A-1854 Permitting
(651) 225-0792 Est, i947
Fax (651) 225-0795
June 3, 20U9
City of Priar Lake
4646 Dakota Street SE
Prior Lake, MN 55372
Attn: Jeriiyn Erickson, Finance Director
Jerilyn Ericksan [jerickson@cityofpriarlake.com]
RE: Civit Defense Tower Antennae Agreement dated November 15, 2404,
between the City of Prior Lake, C'rty, and Verizon Wireless (VAW} LLC d/b/a
Yerizon Wireless, Communicatians Company.
Verizon Wireless Site Name: MINC Blackjack
Site Address: 14998 Wilds Parkway NW Prior Lake, MN 55372
Deaz Ms. Erickson,
Pursuant to the aba�e referenced agreement, Verizon Wireless is heceby requesting your
consent to a change in the antenna configuration at the above referenced site.
Verizon Wireless is in the process of upgrading their wireless neturark to the 4'�
Generation Technology knawn as "LTE" (Lnng Term Evolutivn). As technology
advances, it is necessary for Verizon Wireless to upgrade their equipment, which will
cvnsist of replacing certain antenr�as at the site. The enc[osed construction drawings
outline ti�e specifics of this modification. A structural review of the site has been done,
and a copy of the engineer's letter is attached.
4n page #wo of this letter, a form is provided for the City of Prior Lake to indicate their
consent for the proposed modification. Please complete the form and return it to me via
email or facsimi�e at 651-225-0795 as soon as possible.
Da not hesitate to contact me at 651-361-811 ] with any yuestions or concerns you may
have.
Sincerely
ammy B' ard
Project IVianager
Buell Consulting, Inc.
Verizan Wireless Agent
tbernard cr,buellconsultin .� com
,
1
DESIGN
9973 VALLEY VIEW ROAD
EDEN PRAIRIE, MN 55344
(952) 903-9299 FAX 903-9292
To: City of Prior Lake DatelTime: July 2, 2009
4646 Dakota Street South East
Prior Lake, MN 55372
[Xj Hand delivered
Attn: Development Review
[ ] By Mail �
Phone: (952) 447-9800 [ ] By Messenger
[ ] Overnight Service
The following items are: [X] Attached [] Enclosed [] Under separate cover via:
Items listed consist of: [] Prints [X ] Plans [] Shop drawings
[ ] Samples [ ] Specs [ ] Change orders
[ ] Copies [X] Originals
Transmitted as checked: [X] As requested [X] For your use
[X] For review [X] For approvat
[] Please retum after use [] For return
Item Quantity Description
Original 1ea Building Permit Application, Plans � Structural Analysis,
Comments:
Please contact me with any questions concerning the Building permit. Also, please
contact me, as Design 1, will be acquiring and paying for the permits when completed.
There is no contractor awarded to this site, as the contractor will be awarded the site after
Verizon Wireless receives the building permits and awards the bids.
Thanks!
Signed:
� �.`�U���.� o� � o a- 0 9
Q���
��- x�"��., „ K�"��, � Copies: File, City of Prior Lake
Structural Analysis Report
.
���
w� r�r slvp rw�rld,� �rr y�ctl�
Verizon Wireless - Blackjack Site #74
Owner: Verizon Wireless - Blackjack Site #74
Prior Lake, Minnesota
April 06, 2009
MEI PRO�EC'r ID MN01535M-09V0
����� ����������� ����.����.
� �� �
�
��
♦ �
17950 PRESTON ROAD� Sut� 720 ■ Da�urs, Texns 75252-5635 � TEL 972 -783-2578 F�ax 972-783-2583
www, ma/oufengineering, com
{ i� �� � A �
�
MAlOUF ENGINEERING INTL,INC. } •
' � ,
�
April 06, 2009
Mr. Brian Schriener
Design 1
Eden Prairie, MN 55344
STRUCTURAL ANALYSIS
Structure/Make/Model 65 ft Mono ole Ehresmann En r. 12-Sided
cUent/s�te Name/#: Desi n 1/ Verizon ,Wireless Black'ack #74
Owner/Site Name/# Verizon Wireless Black'ack #74
MEI Project ID MN01535M-09V0
�ocar�on: 14998 Wild Park Way NW Scott County
Prior Lake MN 55372 FCC #N/A
LAT 44-43-56.0 N LON 93-37-36.0 W
EXECUTIVE SUMMARY:
Malouf Engineering Int'I (MEI), as requested, has performed a structural analysis of the above
mentioned structure to assess the impact of the changed condition as noted in Table 1.
Based on the stress analysis performed, the existing structure �����1� with the
ANSI/TIA 222-F Standard for the loading considereci under the criteria listed and referenced in
the report sections - tower rated at 84.6% - Base Plate.
The instaUation of the proposed changed condition of Verizon Wireless '� xisting
pane/s with (6) C5S X7G880-X Pane/s and adding (6) CSS DBC-750 Dip/exers onto existing
platform w/ rails at E/ev. 59 ft c./. fed with (6) existing 7/8" &(6) 1-5/8" /ines(no new lines) ls
structuraUy accepfable.
MEI appreciates the opportunity of providing our continuing professional services to you.
If you have any questions or need further assistance on th(s or any other projects please
contact us.
Respectfully submitted,
MALOUF ENGINEERING INT'L� INC.
`` t611tIy��
Analysis pertormed by: Reviewed & Approved by: me0 e� �� �� s
�` � e
00
_ � ,�� �„� 9
e ' .fV.�'rE�`
C '�SStCN+)P11,.
° OItV�E�I ' �
�/� ° �
� �� 22133 ,�'�.;
Luan Nguyen, PE E. Mark Malouf, PE s��'°��„� .��`� �
Project Engineer MillftesOtd #22133 e �ar �� �fi�� ��"
972-783-2578 eXt.106 , � t �� ba ' A
mmalouf@maloufengineering.com
179SO PRESTON ROAD� Surre 720 a Da�u�s, Texas 75252-5635 o Te� 972-783-2578 Fax 972-783-2583
. �
DESIGN 1� VERIZON WIRELESS MINC BLACIUACK SITE #74
TABLE OF CONTENTS
i. INTRODUCTION & SCOPE 4
2. SOIJI�CE OF DATA 4
Background Information:-------------=----____�______________________________________��___�__4
3. ANALYStS CR37ERIA S
Appurtenances Configuration--_____________________________________________�____�______________g
4. ANALYSIS PROCEDURE 6
AnalysisProgram --------------------------------------------------------------------------------------6
Assumptions--------------_------------------------------------------------------�---__--�------�----6
5. ANALYSIS RESULTS 7
6. FINDINGS 8c RECOMMENDATIONS 8
7. REPORT DISCLAl'MER 9
APPENDIX 1— TOWER DRAWING 10
APPENDIX 2— ANALYSIS PRIN'TOUT 8c GRAPHICS .�1
,
MALOUF ENGxNEERING TNT'L.j INC MEI PRO]ECf ID MN01535M - 04/06/09 - Pg . 3
This report is not to be reproduced or rnpied in whole or in part without MEI's written consent. 2�09, MQ, Inc. �
� .
DESIGN 1/ VERIZON WIRELESS MINC Bu�C�c�ACK S�Te #74
1. INTRODUCTION & SCOPE
A structural analysis was pertormed by Malouf Engineering Int'I (MEI), as requested and
authorized by Mr. Brian Schriener, Design 1, on behalf of Verizon Wireless, to determine the
acceptance of the proposed changed conditions in conformance with �he ANSI/TIA-222-F
Standard, "Structura/ Standards for Stee/ Antenna Towers and Antenna Supporting
Structures".
The scope of this independent analysis is to determine the overa{I stability and the adequacy
of structural members, foundations, and member connections, as available and stated. This
analysis considers the structure to have been properly installed and maintained with no
structural defects. Installation procedures and related loading are not with the scope of this
analysis and should be performed and evaluated by a competent person of the erection
contractor.
The different report sections detail the applicable information used in this evaluation,
relating to the tower data, the appurtenances configuration and the wind and ice loading
considered.
2. SOURCE OF DATA
The following information has been used in this evaluation as source data that a�,curately
represent the existing structure and the related appurtenances:
5our+ce Infar�mation - I�e#erence � �.
STRUCTURE
Tower Design 1/ Original Ehresmann Dwg #6479Qf01-10
Mr. Brian Schriener Engr. (�EI) Tower ]ob Order #64790
Drawin s Dated 01 12 05
Foundation Design 1/ Original EEI Foundation Dwg #6479QE03 Dated
Mr. Brian Schriener Drawings / No O1/12/05. �
Geotechnical data
Material Grade Available from su lied documents noted above-refer to A endix
CURRENT APPURTENANCES
Design 1/ E-mail Instructions Dated 04 02 09
Mr. Brian Schriener Photos Taken O1 08 03
CHANGED CONDTTION
Design i/ VzW Site Modification Dated 02j03/09
Mr. Brian Schriener Re uest
Background Information:
Based on available information, the following is known regarding this structure:
DESiGNER FABRiCATOR Ehresmann En ineerin Inc. 12-Sid2d
DESIGN CRITERIA TI EIA 222-F - 85 74M h+ 0° .50" Ice
PRIOR STRUCTURAL MODIFICATIONS Not Known
MALOUF ENGINEERING INT'1.� INC. MEI P2oleCr in MN01535M-09V0 - 04/b6/09 -�g 4
This report is not to be reproduced or'copied in whole'or in part without MEI's written Co'nsent. 2009, MEI; Inc. p
DESIGN 1� VERIZON WIRELESS MINC Bu►C�ACK S�Te #74
3. ANALYSIS CRITERIA
The structural analysis performed used the following criteria:
CODE / STANDARD ANSI/TIA-222-F-96 Standard
LOADING CASES Full Wind: 80 Mph (fastest-mile) - with No Radial Ice
Iced Case: 69.28 Mph (fastest-mile) + 0.5" Radial Ice
Service: 50 Mph
AQuurtenances Configuration
The following appurtenances configuration has been considered:
Table i: Proposed Changed Condition Appurtenances
flew T�hant A�s Appurtenance Mc�del j ' Mount b�scrip�ion 1.ines � Line �ize 8E
ft DestCri tibwt - - Wr.atfott
59 VZW 6 CSS X7C-880-X PANELS [Existing Platform] [No New
6 CSS DBC-750 DIPLEXERS Lines
Table 2: Current and Reserved/Future Appurtenances
�[ev '�enant A� APPurte�ance�Mode! j. . Maunt DascriPtion 1�neat �.In� s�ize &
#� Desc.ri ion �.oCation
65 1 TOP LIGHTNING ROD '
1 TOP SIREN
59 VZW 6 ANTEL LPA-185�80 8CF PANELS_ LP PLA7FORM W/ RAILS 6 1-5 8" I
6 ADC DD1900 TTA'S 6 7 8" I
27 1 ICE SHIELD
1 OMNI �IVHTP 8i MOUNT 1 1 2"
24.5 1 RADIO B�X 1 1� 2"
22 1 OMNI-X ANTENNA
8 1 CIRCUIT BOX
Notes:
1. Please note appurtenances not lfsted above are to be removed/not present as per data'suppl/ed.
2. (I) = intemai; (E) = External; (FZ) = Within Face'Zone &(OFZ) = Outside Face Zone - as per TTA-222.
3. The above antennas, mounts, and lines represent MEI's understanding of the appurtenances
configuration. If different than above, the analysis is invalid. Please refer to Appendix 2 for EPA wind
areas used in the calculations. Please contact MEI if any discrepancies are found.
4. Verizon Wireless replacing existing (6) panels with (6) CSS X7C-880-X Panels and adding (6) diplexers.
MALOUF ENGINEERING INT'L, INC. MEI PRa�ecri� MNOiS35M - 04/OGJ09 = Pg. 5.
This repoct is not to be reproduced or copied in whole or in part without MEI's written consent. �009, MQ, Inc. �
DESIGN 1/ VERIZON WIRELESS MINC BLACK7ACK SITE #74
4. ANALYSIS PROCEDURE
The subject structure is analyzed for feasibility of the instaifation of the proposed changed
condition previously noted. The data records furnished were reviewed and a computer
stress analysis was pertormed in accordance with the TIA-222 Standard provisions and with
the agreed scope of work terms and the results of this analysis are reported.
Analvsis Proaram
The computer program used to model the structure is a rigorous Finite Element Analysis
program, RISATower (ver. 5.3.1), a commercially available program developed by C-
Concepts, WI and now maintained by RISA Technologies. The latticed structures members
are modeled using beam/truss and cable members and the pole members using tubular
beam el�ments. The structural parameters and geometry of the members are included in
the model. The dead and temperature loads and the wind loads are internally calculated by
the program for the different wind directions and then applied as external loads on the
structure.
Assumutions
This engineering study is based on the theoretical capacity of the members and is not a
condition assessment of the structure. This analysis is based on information supplied, and
therefore, its results are based on and as accurate as that supplied data. MEI has made no
independent determination, nor is it required to, of its accuracy. The following assumptions
were made for this structural stress analysis:
• This existing tower is assumed, for the purpose of this analysis, to Mave been properly maintained
and to be in good condition with no structural defects and with no deterloration to its member
capacities �as-new' condition).
• The tower member sizes and configuration are considered accurate as supplied. The material grade
is as per data supplied and/or as assumed and as stated.
• The appurtenances configuration is as supplied and/or as stated in the report. 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.
• Some assumptions are made regarding antennas and mounts sizes and their projected areas based
on best interpretation of data supplied and of best knowledge of antenna type & industry practice.
• Mounts/Platforms are considered adequate to support the loading. No actual analysis of the
platform/mount itself is performed, with the analysis being limited to analyzing the structure.
• The soil parameters are as per data supplied or as assumed and stated in the calculations. Refer to
the Appendix. If no data is available, the foundation system is assumed to support the structure
with its new reactions.
• All welds and connections are assumed to develop at least the member capacity, unless determined
otherwise and explicitly stated in this report. All guy cable assemblies, as applicable, are assumed
to develop the rated breaking strength of the wire.
• All prior structural modifications, if any, are assumed to be as per data supplied/available, and to
have been properly installed and to be fully effective.
If any of the above .assumptions are not valid or have been made in error, this analysis
results may be invalided, MEI should be contacted to review any contradictory, information
to determine its effect.
MALOUF ENGINEERING INT'L.� INC. MEI PRO]�CT ID MN01535M - 04/fl6/fl9 ��g. 6
This report is not to be reproduced or copied in whole or in pert without MEI's written cons'ent. 2009, M�I, Inc. p
DESIGN 1/ VERI20N WIRELESS MINC Bu►C�c7ACK St7'e #74
5. ANALYSIS RESULTS
The results of the structural stress analysis based on data available and with the previous
listed criteria, indicated the following:
Table 3: Stress Analysis Results
Component Type Maxi�num Controlling Elev. (ft) / Pass/Fail Comment
Stress Ratio Com rterrC
PoiE 50.19�0 2b - 0 Pass
BASE PLATE 84.6% Plate Stress Pass
ANCHaR RODS 52.6% Bolt Tension Pass
FouH�anoN 82.5% Compression Pass Original Reaction
Com rison Onl
Notes:
i. The Maximum Stress Ratio is the percentage that the maximum load in the member is relative to the
allowable load as determined by Code requirements.
2. Refer to the Appendix 2 for more details on the member loads.
3. A maximum stress ratio between 100% and 105% may be considered as,Acceptable according to industry
standard practice.
MALOUF ENGIN�ERING INT'L� INC. MEI PFtoleCi'iu MN01535M - 04/06/09 ^ Pg. 7
This report is not to be reproduced or wpied in whole or in part without MEI's written consent. 2009, MQ, Inc. �
DESIGN 1/ VERIZON WIRELESS MINC BLACK]ACK SITE #74
6. FINDINGS & RECOMMENDATIONS
• Based on the rigorous stress analysis results, the subject structure is rated at 84.6%
of its support capacity (controlling component: Base Plate) with the proposed changed
condition considered. Please refer to Table 3 and to Appendix 2 for more details of the
analysis results.
■ Based on the stress analysis performed, the existing structure is in conformance with
the ANSIJTIA 222-F Standard for the loading considered under the criteria li�ted and
referenced in the report sections.
■ The insta//ation of the proposed changed condition of Verizon Wireless replacfng
existing panels with (6) CSS X7C-880-X Panels and adding (6) CSS DBG750 Diplexers
onto existing platform w/ rails at Elev. 59 ft c.l. fed with (6) existing 7/8"& (6) 1-5/8"
lines(no new lines) is structural/y acceptab/e.
• This structure is near its maximum support capacity for the appurtenances and loading
criteria considered. Therefore, no changes to the configuration considered should be
made without pertorming a new proper evaluation.
Rigging and temporary supports required for the erection/modification shall be defermined,
documented, furnish�d and installed by the erector/contractor accounting for the loads
imposed on the structure due to the proposed construction method.
MALOUF ENGINEERIri6 IN'T'l� INC. MEI P�to]eCrio MN01535M - 1�4J06J09 � Pg. 8
This report is notto be reproduced or copied in whole or in part without MEI'swritten consent. 2009, MEi, inc. p
DESIGN 1/ VERIZON WIRELESS MINC Bu►CIUACK SITE #74
7. REPORT DISCLAIMER
The engineering services rendered by Malouf Engineering International, Inc. ('MEI) in connection
with this St�uctural Analysis are limited to a compute� ana/ysis of the tower structure, size and
capacity of its members. MEI does not analyze the fabrication, including welding and connection
capacities, except as included in this Report.
The analysis performed and the conclusions contained herein are based on the assumption that the
tower has been properly installed and maintained, including, but not limited to the following:
1. Proper alignment and plumbness.
2. Correct guy tensions, as applicable.
3. Correct bolt tightness or slip jacking of sleeved connections.
4. No significant deterioration or damage to any structural component.
Furthermore, the information and conclusions contained in this Report were determined by application
of the current "state-of-the-art" engineering and analysis procedures and formulae MALOUF
ENGINEERING INTERNATIONAL� INC. Assumes no obligation to revise any of the information or conclusions
contained in this Report in the event that such engineering and analysis procedures and formulae are
hereafter modified or revised. In addition, under no circumstances will MEUOUF ENGINEERING
INTERNATIONAL� INC. Have any obligation or responsibility whatsoever for or on account of consequential
or incidental damages sustained by any person, firm or organization as a result of any information or
conclusions contained in the Report, and the maximum 118blll�/ Of MALOUF ENGINEERING INTERNATIONAL�
INC., if any, pursuant to this Report shall be limited to the total funds actually received by Ma�ouF
ENGINEERING INTERNATIONAL, INC For preparation of this Report
CUStO(1'1@P IIaS I'@QUeSC@CI MALOUF ENGINEERING INTERNATlONAL, INC To prepare and submit to Customer an
engineering analysis with respect to the Subject Tower and has further requested Ma�ouF EN�iNeeruN�
INTERNATIONAL, INC. to make appropriate recommendations regarding suggested structural modifications
and changes to the Subject Tower IIl �t'18ICI�CJ SUCFt �qUBSt Of MALOUF ENGINEERING INTERNATIONAL� INC.,
Customer hdS informed MALOUF ENGINEERING INTERNATIONAL� INC that Customer WI�� make a
determination as to whether or not to implement any of the changes or modifications which may be
SU99@St@CI by MALOUF ENGINEERING INTERNATIONAL� INC. and that Customer will have any such changes or
modifications made by riggers, erectors and other subcontractors of Customer's choice. Ma�ouF
ENGINEERING INTERNATIONAL� INC. shall have the right to rely upon the accuracy of the information
supplied by the customer and shall not be held responsible for the Customer's misrepresentation or
omission of relevant fact whether intentional or otherwise.
Customer hereby agrees and acknowledges that Mn�ouF EN�iNeeiuN� InrrertNArioNA�, INC. shali have no
liability whatsoever to Customer or to others for any work or services performed by any persons other
tF18f1 MALOUF ENGINEERING INTERNATIONAL� INC. in connection with the implementation of services including
but not limited to any services rendered for Customer or for others by riggers, erectors or other
subcontractors. Customer acknowledges and agrees that any riggers, erectors or subcontractors
retained or employed by Customer shall be solely responsible to Customer and to others for the
quality of work performed by them and that Mn�ouF ENGINEERING INTERNATIONAL, INC. shall have no
liability or responsibility whatsoever as a result of any negligence or breach of contract by any such
rigger, erector or subcontractor and that Customer and rigger, erector, or subcontractor will provide
MALOUF ENGINEERING INTERNATIONAL� INC with a Certificate of Insurance naming Mn�ouF ENGINEERING
INTERNATIONAL, INC. as additional insured.
MALOUF EMGINE�RING INT'L INC. MEI Prto�eCr ip MN01535M � 04/0�,/09 - Pg. �
This report is not to be reproduced or copied in whole or in part without MEI's written consent. 2009, MQ, Inc. �
DESIGN 1� VERIZON WIRELESS MINC BLACKJACK SITE #74
APPENDIX 1 - TOWER DRAWING
MALOUF ENGINEERING INT'L� �NC. MEI PFtO]eCT i� MN01535M - 0�1/06/b9 - Pg. 1d
This report is r�ot to be reproduced or copied in whole or in part without MEI's written consenfi. 2009, MQ, Ii�c. O
DESIGNED APPURTENANCE LOADING
TYPE ELEVATION TYPE ELEVATION
TOP LIGHfNING ROD (E) 65 LP PLATFORM W/ RAILS (VZW / E) � 59 i
TOP SIREN (E) 65 ICE SHIELD (E) i 27 I
(6) ANTEL LPA-185080/8CF PANELS � 59 OMNI WHIP 1dOUNT (E) ' 27
( � W � E) � RADIO BOX (E) i24.5
65.0 ft (6) ADC DD1900 TTA'S (1rLW / E) � 59 OMNI-X ANfENNA JdOUNT (E) � 42
i i i � P8�) CSS X7C-880-X PANELS (VZW / i 59 CIRCUR BOX (E) 8 �
� � i � � (6) CSS DBG750 DIPLEXERS (VZW � 59
I � ' � � ' t �
� I ;
i ' MATERIAL STRENGTH
i I I� GRADE Fy Fu GRADE Fy Fu
nsnso w kei e5 rd
� ; .. .
TOWER DESIGN NOTES
j 1. Tov� is bcated in Soott County, Minneso�.
I 2. Tower designed for a 80 mph basia wind 'm acco►d�ce with tha TIAIEI/M222-F St�dard.
,, 3. Tower is also designed for a 69 mph basic wind with 0.50 in ice.
f � � 4. Deflections are based upon a 50 mph wind.
i 5. TOWER RATING: 84.6%
$ N ! p� �` � a �
o '_ I ` O l � N N
I
1
I
�
O
i
Y
$ �
a
ze.on
� i
�
(
�
�
�
� �?
�, ' $ AX/AL
n N � � R �.�i � ` 11K
' � � � I
� SH �� MOMENT
I 9 K 408 ki�ft
i I TORQUE 0 Id/rft
69 mph WIND - 0.5001n ICE
AX/AL
8 K MOMENT
SHEA� 430 klp-ft
10 K� �
o.o rt
e � TORQUE 0 Mp-ft •
� £ ` REACTIONS - 80 mph W/ND
_c 'S � � ` � �
c � 8
N G C �, �
�� i � r�' m c� 3
.,,�. �,,.,.,,,;�. Ma[ouf Engineering Int'1, InG ` 66' MNP, BLACKJACK S�tE #74
�� �� 17950 Preston Road; Suite #770 �` MN0�535M-08Vb .
Dallas, TX 75252 �'� Desict� � ivzw °�^� u� u n "�'d�
ma�ourengr�„g.com Phone: (972j 783-2578 � TIA/ElA-222-F Da 041�D8/09 �B' NTS
FAX: 972 783-2583 �'' a DATAYMRMPoI °i "'� N6 E-1
DESIGN 1/ VERI20N WIRELESS MINC BLACK.7ACK SITE #74
APPENDIX 2- ANALY�IS PRINTOUT & GRAPHICS
MALOUF ENGINEERING INT'L� INC MEI PROJECT ID�'� MNp1535M -09V0 - 04/06/09 - Pg. 11
This report is not to be reproduced or copied in whole or in part without MEI's written consent. 2009, MEI, Inc. �
TIA/EIA-222-F - 80 mph/69 mph 0.500 in Ice
Leg Capacity Leg Compression (K)
<-Minimum 0 Ma�unun a .Spp _�ppp
I i i i i i
i i i � i i �
i i i i i i
i i � i i
i i i i i i
i i i i i i
i i i i �
i i � i i � i i
i i i � i i i i
i i i i
i i i � i i i
i i i i i i i
i i � � i
i i i i i i i i
i i i i i i � i
i i i i i
� i i � � i
i � i i i i i
i i i i
i i � i i i
i i i i � i i
i i i i
i i i i i i i
i i i i i i �
( i i i i i i � i
� i i � � i i i i
i i i i i � i i
i i i i i i
i i i i � i i �
i i i � i � i i
i i i i i
i � i i i i i i
i i i i i i
i i i i i
i i i i i i i
i i i i i i i
i i i i �
i i i i i
i i i i i i i i
i i i i i
i i � � � i i i
i i i � i i i i
i i i i i
I i i � � i i i �
i i i i i i i ;
i i i i i
i i � � i i �
i i i i i i i i
i i i i i
� i i i i i i i i
i i i i i � i i
v i i i i i
C i i i i i i i i
O i i i i � i i i i
i i i i
� i i i � i i i � i
� i i i � i � i i
� � � � � � �
� � � � � � � � �
m i i i � i � i i
� � � � � � � �
, � � � �
i i i i i i i i
i i i i i i
i i i • i i � i i
� i i i � i � i i �
------- --
i i i i i
i i i i i i i
i i i i i
i i i i i i i i
i i i i � i i
i i i i i
i i � i i i
i i i i i i
� i i i i i i i
+ r i � i i i i i
( i � i i i �
i i i i i
i i t i i i
i i i � � i i
i i i i i
i i i � i
i i i � � i
i i i i i
� � 1 � I 1 I 1
I 1 � I I 1 I i
I 1 I 1
1 I 1 1 I 1 I 1
I i I I � 1 � �
1 I 1 I I
! t 1 I 1 1 I 1
I I I 1 I i I 1
I I 1 I I
I I I 1 I i I I
I I i I i i 1 I ;
I I I i I
I I I i i I I
I I I i I 1 I I
I I I I I
I I I i I i I I
I 1 I 1 I 1 I
I I I I I
I I I I i I
I I I 1 I I I i
I I i I I
� 1 ! 1 + i i I 1
1� 1 1 1 I I 1
I 1 1 I I
I 1 1 I 1 1 I .O �
Q.
<-MYiNnum 0 MexYrx�n � {0p _�ppp
• .,a.�..� „�. Malouf Engineering �nt'l, Inc. � 65' MNP, BLACKJACK SlTE #74
�� �� 17950 Preston Road; Suite #720 P1O ���535M-09VD _
Dallas TX 75252 � DESIGN 1/ VZW °�'"" �' LN '"�'d
matoureng�neminp,00m Phone: (872) 783-2578 � TIAIEIM222-F � 04/O6/09 �°� NTS
fAX: 972 78&2583 �'' c:v� o�Tn � N0 . E-3
TIA/EIA-222-F - 80 mph/69 mph 0.500 in Ice Maximum Values
Vx Vz Mx Mz
Global Mast Shear (K) Global Mast Moment (kip-ft)
0 5 10 0 500
' 5.000
i �, � i i i 1 I i i � i �
i , i i i i i I i i � i I
i i i i t i ; i , i i i i
i � i ' i i i ' i i i I
i � � i � i i i � i i � i
i i i i � i i i i
i i i i i i � i
i i i i i � i � � i
i i i i i i i i i i i
i i i i i � i i
i�` i i i i i � i i i i i
i �y--_ i i i I i i i i
i � i � i i i i i i �
i , i i , i i i I i i i
i i i i i i i i i i
i � � � i i i � ' i � i i
i i i i i i i � i i � i
i i i i � i i i i i i
i � i i i i i i i i
i � i i i i i i i i
i i i i i i i I i i i i
i i i i j i i i
i i i i � i i � i i � � i (
i i ; i � i i � � � i � � i
i i i i i ; i i i i
i i � i i i i i i i �
i i i i i i i I � i i i
i i � i i i i ; � i i i i
� , , , , � � � , � ; � �
�, � � �, �: � � ,
� � ; � , , � , , .
� � '� � � � � , � � � �
, � ; � � � � � � � � � �
� � � � p � � � � j � � � �
, � , � � � � � � � �
� . � � � � , I I � � , �
� � � � � � � � � i � � � �
� � � � i ' � � � � . �
� : • � � � i � � , �
� , � � � � � � � � �
, � ; � � � ; � � � �
� � �+ � � I � � � �
� � � � � � � , � � : �
� , � � � � � � � � � �
� � � � � � � � �
� � � ; � � , � � � �
'� � � � � � � ; � � � �
� � � � � � � � � �
� � � � � � � � , � � � � �
� � � � � � � � i � � � �
� , � � � � � � � � � �
= i i � i i i i i I i � � i I
Q � � � ' � � � � I � � � � �
i i i i i � i � i i
� i i i i i i � � I i i � i
� � � � � � � � I � � i
� i i i i � i i i
� i � � � � � i i I i � � i
� � � i � � i ; I i i � �
W � ; , � � � ; � � � �
� � � � � � � � � �
� � � � � � � � � � �
� � � � � � � �
� � � � � � � � �
� � � � � � � � � � � � � �
--- --- ------�------ - -------
i i i i i i i i i i
i j i i i i i ; � i i i i I
i � i i i i I i i : i
i i , i � i i � i i
i i , i i i i : i i i i
i � i i i i � ( i i i i
i � i i i i i i i � i
i i i i i i i i i i � i
i i i i i i i , � � i i i i �
i i i i i i ! � i i i y
i i i i f i i � i
i ; � i i i i � i i i i
i i i i � i i � i i i i
i i i i i i i : I i i i
i i i i i i � I i i i i
i i i i i i i i I i i i i
i i i i � i i � � i i � i
i i i i i i i i i
i i i i i i i j i i i
i ; i i i i i ; � i i i
i i i i i ; I i i � i
i i i i � i i i i i i i
i i � i � i i I i i i
i � i i i i � i i i i i
i � i i i i � i i � i
i i i i i � � � i
i i i i � i i i i
i i i i � i i i i i � �
i i i i � i i � i i i i i
i r i i i i i i i i �
i i i i � i i � i i i
i i i i i i i i i
i i � i i i i i i
i i i � i i i i i i i i
i i ; i � i i i I i i i i
i i i i i i i i i
i , i i i i i i � i i
i i i i i i i : I i i i i
i i i i i i � i i i
i i i i i i � i I i i � i
I i I I I 1 I I I I I 1
1 � I I I I I 1 I I I
I i I I 1 I i I 1 I � 1
�. •��
U 5 IU U SW
.,,,�.,,�,., �. Malouf Engineering �nt 7 InG ` 65 ' MNP, BLACKJA S/TE #74
�� �� 17950 Preston Road; Suite #720 P1O MN01535M-OSVO
Dallas, TX 75252 � DESIGN 1/ VZW °raix""'�' en "�'"'
,,,e�wfeegN�eer;rg.00m Phone: (972) 783-2578 �' TIAIEIA-222-F � 04/O6/09 �� NTS
FAX: 972 783-2583 � a�w pATAWIP1Mp01 °i "'� � E-4
. , TIA/EIA-222-F - Service - 50 mph Maximum Values
Deflection (in) Tilt (deg) Twist (deg)
0 5 0 0.5 1 0 0.0.5 0.1
i i i
i ' i i
� ; i i I I I I I I I I I i I I I I I I
; ' ' ' I I I I I I I I I I I I 1 I I I
� � �
' ' ' ' I I I I I I I I I I I I I I I I
� , i �
' � � � I I I f I I I I I I I I I I I I
� � � I I I I I I I I I I I I I I I I
� �
� � � I I I I I I I I I I I I I I I I
i i i i I I I I I I I I I I I I I I I I
; ' ' ' I I I I I I 1 I 1 I I I I I I I
� i i
' ' ' ' I I I i I I I I i I I I I I I I
� � �
' ' I I I I I I I I I I I I I I I I
� �
' � ' � I I I 1 I I I I I I I I I i i I
i i i
� � � � I I I I I I I I I I I I I I i I
� i i i I I 1 1 I I I I I i I I I I I
i i i i I I I I � I I I I I I I I I I I
; ' ' ' I I I I I I I I I I I I I I I I
� � �
' ' ` I I I I I I I I I 1 I 1 ! ! 1 I
� i � �
' ' ' I I I I I I I I I I I 1 I I 1 I
� , ,
� � � I I I I I I I I I I I I I I I I
� � �
� � I I 1 I I I I I I I I I I I I I
� i i i I I I I I I I I I I I I I I I I
; ; ; ; I I I I I 1 I I i I I I I I I I
' ' ' I I I I i I I I i I I I 1 I I I
� � �
' ' ' I I I I I I I I I I I I I I I I
� � � �
' ' ' ' I I 1 I I I I I I I I I I 1 I I
� i i i I I I I 1 I I I 1 I I I I I I I
� � i i i I I I I I I I I I I I I I I I I
v i i i i I I 1 I I 1 I I I I I I I I 1 I
O ; ; ; ; I I I I I I I I I I I I I i I
' ' ' ' I I I I I I I I I I I I I 1 I
y7 � � � �
; � i � i I I I I 1 I I 1 I I I I I I I
� � I I I I I I 1 I I I 1 I I I I
W � � � � I I I I I I I I I I I I I I I 1
i i i i I i I I I I I I I i t I I I I I 1
i i i i I I I I I I I I i I I I I I I I
2s, � � � � -- �--L- 1 -- 1 -- --1- - 1 -- J --� - - --�--L--L-- -- �
_'___
� � � � I I I I I i I I I I I i I I I I
� � �
' � ' � I I I I 1 I I I I I I i I I I I
� � � �
� � � i I I I I I I i I i I I I I I I
i i i
� � � � I I I I I I I I I I I I 1 I I I
i i i i I I I I I I I I I I I I I I I I
; ; ; ; ' I I I I I I I I I I I I I I I I
; ' ' ' I I I I I I I I I I I I I I I 1
� i �
' ' � ' I I I I I 1 I I I I I I I I I I
� � �
' � � � I I I I 1 I I I I 1 I I I 1 1 I
� � � �
� � � I I I I I I I 1 I I I I I i I I
� � � �
� � � � i I I I I I I I I I I I I I I i
i i � i I I I I I I I I I I I I I I I I
i � ; � I I I I i I I I 1 I I I I I I I
' ' ' ' I I I I I I I I I I I I I I I I
� � � �
' � ' � I I I I f I I I I I I I I I t I
� � � �
' � � � I I 1 I I I I I I I I i I I I I
i � � �
� � � � I I I I I I I I I I I I I I I I
i i i i , I I 1 I I I I I I I I 1 I I I I
� i i i I I I I I I I I I I I I I I I I
' ' ' ' I I I I I I I I I I I I I I I I
� � � �
' ' � ' I I I I I I I I I I I I I I I I
i � i
' ' ' ' i I I I I I I I " I I 1 I I I I I
� � � �
� + � I ! 1 1 I I I I I I I I I I I I
o. � � �
.000
0 5 0 0.5 1 0 0.05 0.1
.�.�„,.� �. M ouf Engineering Int7, Inc. � 65' MNP, BLACKJACK SITE #74
�� �� 9 7950 Preston Road; Suite #720 P1O MN01535M-09VD
Dallas, TX 75252 � DESIGN 1/ VZW �^ "� w "�'�
,rmkurengk,eattnp.eor„ Phone: (972) 783-2578 �' TIAIEIPr222-F � 04/06/09 � NTS
FAX: 972 753-2583 �'� c: o�T� ��'�° E�
Feedline Distribution Chart
0' - 65' , ,
Raund Flal App In Face App Oul Face Truss Leg
�� Face A Face B Face C �
l �
�
� �.�
---- --------- --------- ---- ------ --------------- ------ �.�
� ;
�
�
(
�
�
,
�
W
C y W W I
Q W � J
+.� � � ( W
{p W �, a w
d N y N � �
W � � Z
a �
---- --------- --------- ----- z�.000 -----`° -------------� ------ z�.oao ------ ----------------------
ze000 ---- --------- --------- ---- ------ --------------- ------ ------ ---------------------- zaoao
24.500 24.500
I
I
I
I
1
w
j � w
� �
I
I I
�
0.000 I 0_000
;,�„ �, Malouf Engineering In't' Inc. � 65' MNP, BLACKJAC 51TE #74
�� �, �� 17950 Preston Road; Suite #720 P1O MN01535M-091/0
� Dallas, TX 75252 � DESIGN 1/ VZW °i a i xn �'• W en ^ p'�d
„�a,tenpinee,;rp.co,n Phone: (972) 783-2578 � TIAIEIA 222-F �� 04/OB/09 � NTS
FAX: 972 783-2583 �` c:v,� DATANNPNN01536MdBVOMAN01 � NO ' E-7
�� ����� Job Page
65' MNP, BLACKJACK SITE #74 1 of 6
Malouf Engineering Int'1, Inc Project Date
17950 Preston Road,• Suite #720 MN01535M-09V0 14:47:56 04/06/09
Dallas, TX75252 Client Designed by
Phone; (972) 783-2578 DESIGN 1/ VZW
FAX.• (972) 783-2583 LNguyen
Tower In ut Data -
There is a pole section.
This tower is designed using the TIA/EIA-222-F standard.
The following design criteria apply:
Tower is located in Scott County, Minnesota.
Basic wind spe,ed of 80 mph.
Nominal ice thickness of 0.500 in.
Ice density of 56 pcf.
A wind speed of 69 mph is used in combination with ice.
Temperature drop of 50 °F.
Deflections calculated using a wind speed of 50 mph.
A non-linear (P-delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.333.
Local bending stresses due to climbing loads, feedline sapports, and appurtenance mounts are not considered.
O '�10�'1S �
Consider Momeirts - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As C�linder
Consider Momeirts - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules
Consider Moments - Diagonals � Assume Rigid Index Plate � Calculate Redundant Bracing Fom,es
Use Moment Ma�nification � Use Clear Spans For Wind Area Ignore Redundant Members in FEA
� Use Code Sh�ess Ratios � Use Clear Spans For KI./r SR Leg Bolts Resist Compression
� Use Cade Safety Factors - Guys � Retension Guys To Initial Tension � AII Leg Panels Have Same Allowable
Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation
Always Use Max Kz � Use Azimuth Dish Coefficienta Consider Feedline Torque
Use Specisl Wind Profile � Project Wind Area of AppuR. Include e Biock Shear Check
Include Bolts In Member Capacity Autocalc Torque Arm Areas
Leg Bolts Are At Top Of Section SR Membets Have Cut F.nds Include Shear-Torsion Interaction
� Secondary Horizontal Braces Leg � Sort Capacity Reports By Component Always Use Su1rCriNcal Flow
Use Diamond Inner Bracing (4 Sided) � Triangulate Diamond Inner Bracing Use Top Mounted Scekets
Add IBC .6U+W Combination
Ta `ered Po1e Secti4n Geom�t '
Section Elevation Section S}�lrce Number Top Boitom Wall Bend Pole Gra�
Length Length of Diameter Dimneter Thickness Radius
f1 ft ft Sides in rn in in
LI 65.000-26.000 39.000 4.000 12 17.875 27250 0.250 1.000 A572-50
(50 ksi)
I,2 26.000-0.000 30.000 12 25.788 33.000 0313 1.250 A572-50
50 ksi
� 7a eres� Pole, Pro erties
Section Tip Dia. Area I r G UC J It/Q w w/t
in i� in� in in i� in� irr� in
Ll 18.506 14.188 562.560 6310 9.259 60.757 1139.900 6.983 4.120 16.482
28.211 21.735 2022.428 9.666 14.116 143.277 4097.988 10.697 6.633 26.532
L2 27.694 25.635 2123.653 9.120 13358 158.975 4303.097 12.617 6.074 19.436
34.164 32.892 4485.770 11.702 17.094 262.418 9089.385 16.188 8.007 25.621
�� ����� Job Pa9e
65' MNP, BLACKJACK SITE #74 2 of 6
Malouf Engineering Int'l, Inc Project Date
]795oPrestonxoad,� Suite #7z0 MN01535M-09V0 14:47:56 04/06/09
Da11as,TX75252 Client Deslgnedby
Phone: (972) 783-2578 DESIGN 1/ VZV1/ LN u en
FA.X.• f972) 783-2583 9 y
Tower Gusset Gurset Gussei Grode Adjvst Factor Adjust. Weight Mult. Double Angle Double Angle
Elevation Area Thickness A Factor Stitch Bolt Stitch Bolt
(per jace) A, Spacing Spacing
Diagonals Horizontals
�} Jt� in in in
Ll 65.000- 1 1 1
26.000
L2 26.000- 1 1 1
0.000 '
Marro ole �ase Ptate �a#a
Base Plate Data
Base plate is square
Base plate is grouted �
Anchor bott gade A449
Anchor bolt size 2.000 in
Number of bolts 12
Embedment length 72.000 in
P 3.000 ksi
Grout space 3.000 in
Base plate graiie A572-50
Base plate thiclmess 1.500 in
Bolt circle diameter 40.000 in
Ouker diameter 47.000 in
Inner diametea 24.000 in
Base plate type Stiffened Plate
Bolts per stiffener 1
Stiffener tluclrness 0375 in
� Stiffener height 6.000 in
'Feed LineiLinear A ur�enances - En�ered As Area �
Description Face Allow Comporrent Placement Total C,�A,� Weight
or Shield Type Number
�g }� .�� �
MISCELLANEOUS A No CaAa (Out Of 65.000 - 0.000 1 No Ice 0.037 0.000
(E) Pace) 1!l" Ice 0.137 0.001
Safety Line 3/8 A No CaAa (Out Qf 65.000 - 0.000 1 No Ice 0.037 0.000
(E) Face) 1/2" Ice 0.137 0.001
STEP BOLTS A No CaAa (Out Of 65.000 - 0.000 1 No Ice 0.037 0.000
(E) Face) 1/2" Ice 0.137 0.001
I 5/8 B No Inside Pole 59.000 - 0.000 6 No Ice 0.000 0.001
(VZW / E) 1/2" Ice 0.000 0.001
7/8 B No Inside Pole 59.000 - 0.000 6 No Ice 0.000 0.001
(VZW / E) 1/2" Ice 0.000 0.001
1R C No Inside Pole 27.000 - 0.000 1 No Ice 0.000 0.000
(E) 1/2" Ice 0.000 0.000
1R C No Inside Pole 24.500 - 0.000 1 No Ice 0.000 0.000
(E) •i/2" Ice 0.000 0.000
Discrete 1`ower L+�ads
� �� ����� Job Page
65' MNP, BLACKJACK SITE #74 3 of 6
MaloujEngineering Int'1, InG P�oject Date
1795oPreston Road,� suite #72o MN01535M-09V0 14:47:56 04/06/09
Dallas, TX75252 Client Designed by
Phone: (972) 783-2578 DESIGN 1/ VZW
FAX.• (972) 783 LNguyen
DescrrpJion Face O�'set Offsets: Azime�th Placement C,ui C,�A� Weight
or Type Hon Adjustment Front Si�
Leg LateraJ
Verl
.� ° .� .f� .� K
.�
�
TOP LIGHTNING ROD A From Leg 0.000 0.0000 65.000 No Ice 1.000 1.000 0.030
�) o.000 in° i� i.soo i.soo o.oas
s.000
TOP SIItEN A From I.eg 0.000 0.0000 65.000 No Ice 15.000 13.000 0.400
(E) 0.000 1/2" Ice 22.500 22.500 0.600
2.000
(6) ANTEL LPA- B None 0.0000 59.000 No Ice 21.420 21.420 0.196
185080/8CF PANEL,S 1/2" Ice 26.900 26.900 0.377
(VZW / E)
(6) ADC DD1900 TTA'S B None 0.0000 59.000 No Ice 2.630 2.630 0.062
(VZW / E) 1/2" Ice 3.460 3.460 0.090
(6) CSS X7C-880-X B None 0.0000 59.000 No Ice 67.030 67.030 0.394
PANELS 1/2" Ice 74.920 74.920 0.890
(VZW / P)
(6) CSS DBC-750 B None 0.0000 59.000 No Ice 1.580 1.580 0.029
DIPLEXERS 1/2" Ice 2.210 2.210 0.046
(VZW / P)
LP PLA1'FORM W/ RAILS B None 0.0000 59.000 No Ice 36.000 36.000 1.200
(VZW / E) 1/2" Ice 54.000 54.000 1.800
ICE SHIELD C None 0.0000 27.000 No Ice 5.000 5.000 0.050
(E) 1/2" Ice 7.500 7.500 0.075
ObIlVI WHIP & MOiJNT C None 0.0000 27.W0 No Ice 3.000 3.000 0.030
(E) 1!2" Ice 4.500 4.500 0.045
RADIO BOX C None 0.0000 24.500 No Ice 3.000 3.000 0.030
(E� 1/2" Ice 4.500 4.500 0.045
OMAiI-X AN'I'�1VNA & A None 0.0000 22.000 No Ice 3.000 3.000 0.030
MOUNT 1/2" Ice 4.500 4.500 0.045
�
CIRCUIT BOX A None 0.0000 8.000 No Ice 3.000 3.000 0.030
(E) 1/2" Ice 4.500 4.500 0.045
Laad Combinativns � -
Comb. Description
No.
1 Dead Only
2 Dead+Wind 0 deg - No Ice
3 Dead+Wind 30 deg - No Ice
4 Dead+Wind 60 deg - No Ice
5 Dead+Wind 90 deg - No Ice
6 Dead+Wind 120 deg - No Ice
7 Desd+Wind 150 deg - No Ice
g Dead+Wind 180 deg - No Ice
9 Dead+Wind 210 deg - No Ice
10 D�ad+Wi� 240 deg - No Ice
11 Dead+Wind 270 deg -No Ice
12 Dead+Wind 300 deg - No Ice
13 Dead+Wind 330 deg - No Ice
14 Dead+Ice+T�►p
15 Dead+Wind 0 deg+Ice+Temp
16 Dead+Wind 30 deg+I+ce+Te,mp
17 Dead+W�nd 60 deg+Ice+Temp
18 Dead+Wind 90 deg+Ice+Temp
19 Dead+Wind 120 deg+Ice+Temp
20 Dead+Wind 150 deg+Ice+Temp
,�� �����'�' Job Pa9e �
65' MNP, BLACKJACK SITE #74 4 of 6
Malouf Engineering Int7, Inc. Project Date
17950 Preston Road,� Suite #�20 MN01535M-09V0 14:47:56 04/06/09
Dallas, TX75252 Client Designed by
Phone: (972) 783-2578 DESIGN 1/ VZW LNguyell
FAX.• (972) 783-1583
Comb. Description
No.
21 Dead+Wind 180 deg+Ice+Temp
22 Dead+Wind 210 deg+Ice+Temp
23 Dead+Wind 240 deg+Ice+Temp
24 Dead+Wind 270 deg+Ice+Temp
25 Dead+Wind 300 deg+Ice+Temp
26 Dead+Wind 330 deg+Ice+Temp
27 Dead+Wind 0 deg - Service
28 Dead+Wind 30 deg - Service
29 Dead+Wind 60 deg - Service
30 Dead+Wind 90 deg - Service
31 Dead+Wind 120 deg - Service
32 Dead}Wind 150 deg - Service
33 Dead+Wind 180 deg - Service
34 Dead+Wind 210 deg - Service
35 Dead+Wind 240 deg - Service
36 Dead+Wind 270 deg - Service
37 Dead+Wind 300 deg - Service
38 Dead+Wind 330 de - Service
� � Maximum Reactions -
Locarion Condition Gov. Ver[icnl Horizontal, X Horizontnl, Z
Load K K K
Comb.
Pole Mm�. Vert 14 11.250 0.000 0.000
Max. H, 11 8.467 9.539 0.000
Max. H 2 8.467 0.000 9.539
Max. M 2 429.963 0.000 9.539
Max. M� 5 429.638 -9.539 0.000
Max. Torsion 18 0.465 -8.886 0.000
Min. Vert 2 8.467 0.000 9.539
Min. H, 5 8.467 -9.539 0.000
Min. H� 8 8.467 0.000 -9.539
Min. M,� 8 -429.313 0.000 -9.539
Min. M 11 -429.638 9.539 O.00U
Min. Torsion 24 -0.465 8.885 0.000
Maxirr�um Tower Deflections - Service Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
in Comb. ° °
Ll 65 - 26 4.197 27 0.5133 0.0026
L2 30 - 0 0.982 27 02914 0.0005
Critical Deflections and Radius af Curvature - S�ri��+�e�Vl/ind �
Elevation Appurtenance Gov. DeJlection Tilt Twist Radius of
Load Curvature
jt Comb. in ° ° ft R
65.000 TOP LIGHINING ROD 27 4.197 0.5133 0.0026 30796
59.000 (6) ANTEL LPA-185080/8CF 27 3.553 0.4653 0.0021 25664
PANELS
27.000 ICE SIiIELD 27 0.814 0.2838 0.0005 4906
24.500 RADIO BOX 27 0.691 0.2794 0.0004 5387
` �� ����� Job Page
65' MNP, BLACKJACK SITE #74 5 of 6
MalouJEngineering Int'1, InG Pro)ect Date
17950 Preston Road,• Suite #720 MN01535M-09V0 14:47:56 04/O6/09
Dallas, TX75252 ClierK Designed by
Phone: (972) 783-2578 DESIGN 1/ VZVV LN u en
FAX. (972) 783-2583 9 y
Elevatron Appurtenmrce Gov. Deflection T'dt Twist Radius oj'
Load Curvature
ft Comb. in ° ° JT
22.000 ObINI-X ANTENNA & MOUIVT 27 0.582 0.2765 0.0004 5999
8.00� CIRCLTTf BOX 27 0.161 0.2805 0.0004 16496
Base P'la#e D��i n Data
Plate Number Anchor Bolt Actual Actual Achral Acival Controlling Critical
Thickness o�'Anchor Size Allowable Allowable Allowable Allowable Candition Ratio
Bolis ]� Ratio Ratio Ratio
Bolt Concrete Plate St�ener
Tension SYress Stress Stress
K ksi kri ksi
in in
1.500 12 2.000 65.464 0.71A 42.248 19.639 P� 1.12
93.305 2.100 37.500 37.500
0.70 0.34 1.12 0.52
Com ressian Checks
� Pole �es� n Data
Section Elevation Size L L„ KUr F, A Actual Al/ow. a2atio
No. P P, P
.f1 ,/1 ,/? ksi i�e' K K p
Ll 65 - 26 (1) TP27.25x17.875x0.25 39.000 65.000 83.7 18.268 20.961 -4.615 382.908 0.012
I,2 26 - 0(2) TP33�5.788x0313 30.000 65.000 66.7 21.549 32.892 -8.464 708.797 0.012
Pole Bendin �esi n Data
Section Elevation Size Actuol Achral Allow. Ratio Actual Actual Allow. Ratio
No. M f� F� f� M f�. F� f�
. ft kr'p-./T ksi ksi F� kip ft k ksf Fa.
Ll 65 - 26 (1) TP27.25x17.875x0.25 180.308 -16.243 30.000 0.541 0.000 0.000 30.000 O.QQQ
L2 26 - 0(2) TP33x25.788x0313 429.962 -19.662 30.000 0.655 0.000 0.000 30.000 0.000
Pole lnteraation Desi n Data
Section Elevation Size Ratio Ratio Ratio Comb. Allow. GYiteria
No. P f� f�. Stress Stress
.� P F� F�. 12atio Ratio
Ll 65 - 26 (1) TP27.25x17.875x0.25 0.012 0.541 0.000 0.553 1+� 1333 Hl-3 �
L2 26 - 0(2) TP33x25.788x0.313 0.012 0.655 0.000 �� �,�/ 1.333 Hl-3 �
Sec�ion Ca aci Table
Section Elevation Compor�et Size CriHca1 P SF'P,�. % Pass
�y J1 Type Element K K Cqpaciry Fail
Ll 65-26 Pole TP27.25x17.875x0.25 1 -4.615 510.416 41.5 Pass
.�� ����"�' Job Pa9e �
65' MNP, BLACKJACK SITE #74 6 of 6
Malouf Engineering Int'1, Inc Project Date
17950 Preston Road,• Suite #720 MN01535M-09V0 14:47:56 04/06/09
Dallas, TX75252 Client Designed by
Phone: (972) 783-2578 DESIGN 9/ VZW
FAX.• (972) 783-2583 LNguyen
Seciion Elevation Component Size Critical P SF'P�,,. % Pass
No. .� � Element K K C apa c ity Fail
L2 26 - 0 Pole TP33x25.788x0.313 2 -8.464 944.826 50.1 Pass
Summary
Pole (L2) 50.1 Pass
Base Plate 84.6 Pass
RATING = 84.6 Pasa
. �
Version: FDN2-D72/AL
***********************************************************
* FOUNDATION ANALYSIS PROGRAM *
* REACTIONS COMPARISON *
* (c) 7.999, Malouf Engineering Intl., Inc. *
***********************************************************
------------------------------------------------------------------------------
MEI JOB NUMBER = MN01535M-09V0
DESCRIPTION = 65 FT MNP FOUNDATION REACTIONS CHECK
SITE NAME = BLACKJACK SITFs #74
CLIENT NAME = DESIGN 1/ VZW
CHECK CODE = TIA/EIA-222-REV. F
------------------------------------------------------------------------------
----------------------
----------------------
INPUT DATA
----------------------
----------------------
*LOADS* � ORIGINAL DESIGN
COMPRESSION FORCE = 11.250 KIPS � 13.640 KIPS
UPLIFT FORCE _ .000 KIPS � .000 KIPS
SHBAR FORCE = 9.539 KIPS � 16.710 KIPS
MOMENT = 429.638 KIP-FT � 807.260 KIP-FT
----------------------
----------------------
RESULTS
----------------------
----------------------
�' **COMPARISON WITH ORIGINAL DESIGN LOADS**
ORIGINAL COMPRESSION = 13.6 KIPS > 11.3 KIPS (OK) R= 0.825
ORIGINAL SHEAR = 16.7 KIPS > 9.5 KIPS (OK) R= 0.571
ORIGINAL MOMFsNT = 807.3 K-FT > 429.6 K-FT (OK) R= 0.532
* * * COrM�IFNTS * * *
FOUNDATION SPECIFICATIONS AS PI3R EEI JOB ORDER #64790
DATED O1/12/05. NO GEOTECF�iICAL DATA MADE AVAILABLE.
REACTIONS COMPARISON ONLY.
, ,.
� .. k �:. f � , �� C � � .
� t
� � 1
� J ��� � �
� r j � ' f' a { 1
'�� � K
i
{� .. �� �`� II� h
� � ; / ���*x "Sa i i� :�
� t�. � I " � � n' _
�1 � _ k �
�'i � � 7i f�' C
�
�
F
VL
�
�
4
�
� � � � � �N��nai� �� �
� ( � � � � � P � y�k��.�"E` � i 7� h �� n���k � � � � � � � � �� � � ��� �
,�. I� � - t f »i��wa������9aio �'���'�i -�? .N;iti �r�r4�. �,,�° a, i.���„ ����.:
id a �� � f � � � - r � ' ' �aA' F � , � � . 1 : � - �. 3 �i , �. l. a �����?;�� (��� u . " �' ( �l� 1 ��""�i9�al S "� �. ������ �
y d H� r3' �� � /� �,� i:.� x� . ,IIt„ � � (� t ; ;{� (��I� i � � �t � - ls ��',�.,,
�. � : � �i M�r^- /% . Th' �3 l.� t �"6 � 's � I � i ��II U � �� �i L�i Iq �FN ik`" ¢� \>{���,I�.
� � ����� ��i'^�s � - � 1� t � ' ��.. I�i ��'��I������ �4� �i �r a . � 'u` .. �i4�
���� � i �, I� � � II t
� � c� �
1/ ; i3 � � t f y y E � � ��ri��' � � � � �,�, _ �' ,� i� �� e. �i��I�' � �, , � . � y ����i��„_?., cy - ` ♦
,�'" -�s ,. �" r f ry �y�,� ,�''` F� + � ��,� '. � �c. f � a��:, �. - ;- �q 4 �. ��,�'.� �" ! .�) � �"� nF.,,. �+'�; _ �
��Nis i � r r,w�e,m�"h rr�s�� a� r � ,c �' � ���'y'�'�" s � ** r;, -; � '�'` �
��`�..«�.,t�i^� i�,G��� � �:� �rf .,�`�^� i� � . �� ��i
�r,'�� '��''�;i,yy �-�-���3 � �i �- ,�� � e � :"� '����� E'pr � a, ��.. �I" � . , ����� �� � `�� € .,�����.
��-rti�,.�� f��,�" ����� �,.� �' 4 ���,�����'� " �`�'S WN ��� ����,r �� "t�,s���"�� �
� � � �.+_� -r� - , r �� � . ��� � � ti � � :+«�
, � Q� � �� � ����r��� ��i�ii��� �� i
// �.' . �1. ; ��, �' a �" - � �r�'Y . �#; ' �� ' � ,s, � " ��.„��� `� � �. �.. � � , �� � - � # � t f y Y�'l
s ��� y �
%i � � t ,' � . : ` '; � � ; �� s ��` � x , �,.� *'^_ � �i �i�� t � ��' � � v
, �'� � � � ,#�
r u � ��� �
a � � � � � .� h �l�k kk�� '
t `l4�.yy� S�'�'.� � .
,6 ��� � . � � �v w + `t �+� . . .+ ' � ` ,� � � f�� f,r r � `�.: �
1T'. �
� . , _ „ � � l� �( 4 . * �# Y 4 � e' �� _ � . � / * � i'� t ! t � � } "F. �'
� � �
.��„ `E i,� �*{ ;, c �'+ �. �, . ) r '+1' � `��� '+� �fir� �. a. � � i '"�*�-�
! � 2 � w'��* � "� �,4* � ,, . f � �' �€f ,� �a �+� ! ; �
��: � /� � '"� � � ��" �i;�' � � . V* °''`�" � � ' � f't ���'�}',+j> �< � �,� � ; t
..:, L ..I"r : � '* �"��. r�'� �.''`��`.« ���"��'� ��iyi�� � �. �. .' � t � r � . � "' £�+�� rS! r a � r� ,
d x � ��'-� "t, . +�5„�y��ty� �y�.i 0= ` i ��jj' � t���.�� ��' f •. art ..
,�� y.F,��}�i'z ��. +�i`-. i+i��"i�" e i` � s r i �''� S S+ �
� � .
� �e���'���'�f,�e��srr '�as i r" � ;Y�y��. »�.�� .
y ) } 1 lMr� �y� } 4 X �l yAA1 t�Rk�1 l Ykf J ♦ F%�{�/�J�T�� I{�M+ .. I+ �4W AyY3 *Ca�
.� T ;�.=1*� e } y , .. � .+r ^ i S S �� . �� j Y�fYfi+i�t+i ��;AS' i � :
� . f �"\*�*'�* �.� �,� ��rt�ra �����fs ."�};4 , • �\ � � �,'",�.,,�;. " � .
Al� � 4 l * i t� *1 � 5 1ix i D�14% %g % - , F` t 3ile� � !l i J t� { p . . . � .
. ,. ..-.r �.���,.�;�,�;�,� ���`i�.�� J r x�� �„*Ty: y *.6,, .r.S> ��y�,.,��� .: . ;� �. �
r, r., �,��� �:.�,,.,h� � � . , ��; �; �c,� �; ,;:�. . .� s � * �� ,�, $� ;l . ,. ° � - ; , . ��*�►
't i�fit =.tti�..i'�i.�e�����`y�ti�.�` ��4t{+W�'�'�i.�a . � �- ��,r���y� r�,�i + �� . .�����ej , � t k�$". x ,is � r + __ :
F � , r ... �� +,c. . . , � z.e,r � <� .� +�,+.,.. r.ki�'+.'�S 5t tr5 �f' ���
` � �'d.°'iiM�r ",
, � �'� qr�y ���- - w.,� : ^^ yt�a �!..iw�ll�lq�![ t�'- �, . . � �,� . � ..
_ : - , i.," ��:,..-^',i� -
" � «:� ', '; _ ,. � ^""`.-.v'-_..w�+--.:m'f►.
,
r
,: �
4 � , * '�1 , � � �. �E��' .w
� . � F t ��� "�� � _
" �=� �'� � �,
LL ^,
�_
—� f. �� � ' �� a . - � �
� ��� �; . � � � �,r
DEPARTMENT OF
BUILDING AND INSPECTION
' � W r�,.�5 t�.
SITE ADDRESS � � N �
TYPE OF WORK A ��
USE OF BUILDING � z � aq
PERMIT NO. !Dg- � `��° DATE ISSUED
J ��� Z �� W PHONE #
BUILDER �
• IS IS NOT A PERMIT FOR ANY OF THE INSPECTIONS BELOW
NOTE. TH
THE PERM�T IS BY��SEPARATE DOCUMENT oA�
INSPECTOR
��
PLACE NO CONCRETE UNTIL ABOVE HAS BEEN SIGNED
K i. F t n�R �(ZcPO2r
a c( ir
! FINAL C
FOR ALL INSPECTIONS (952) 447-9850
u�n x�v aax �r
AZVMUIH NUf58ER FUMCTION MANUFACTINiER 1WDEL 1YPE w,`1
�� TIP HEIGM' ¢,�(� ' � DO1NJ11LT Q7Y. � YANUFACTURER IAODEl DIf1EC7RIC (IN (�E'Q ��Q�
344' 1.1 1X0 RXO CSS X7C-980-2D CIHAA-45 101 83.42 59.0' T 2 qPLE7 CSS DBC-7 0 aPLEXW w 1900 a �
344' 1.2 1X0 RXO - 2nd PoRT +45 LTE+45 - - - - - 1 IIAIN AN�tEW AV/5-50 F�4N 7 110
�� 344' 2 1X0 RXO AMEL LPA-185080 8CF EVDO 48 63. 61.0' 4 1 AWN Ml[1REW AVA7-50 FOAM 1-5 8 1 �
SECTOR 344' 3 RX1 AMEL LPA-1&5080 F EVDO 48' 63.0' 61.0' - 4' 1 ►iAUT AVA7-5U FONA 1-5 8 100 a
344' 41 1Xt RXi - tet PoRf -45 L7E-45 - - - - - 1 IANN ANIN2EW AVAS-50 FOA11 � 110 A
344' 42 'fX1 RXt CSS X7C-880-7D COMA+�5 101' 63.42' S9.0' - 7 2 CSS D�- 50 pp�p(m w 1900 - �i��
104' 5.1 1X0 RXO CSS X7C-880-4D CO�AA-45 101' 83.42 5g.0' 1' 2 DIPLEXER G'SS �C-750 DIPLEXm w 1900 �
,�„ 104' 5.2 7X0 RXO - 2nd PORT +45 1TE+45 - - - - - 1 MNN ANIXtEW AVAS-SO FONA 7 8 110 ��
SECTOR �04' 6 7X0 RXO ANTEL LPA-185080 BCF EVDO 48' 63.0 61.0' - 5 t 4WiIN ANOREW AVA7-5U FOAII 1-5 8' t�0' rawe.i.
104' 7 RX1 ANfEL IPA-185080 8CF EVDO 48' 63.0 61.0' - S 1 YNN ANDREW AVA7-50 FWW 1-5 8 100 �
104' 8.1 TX1 RX7 - tst PORf -45 LTE-�5 1 IANN ANatEW AVAS-50 FOAM 7 B 110' �dnie
104' 8.2 1X1 RX7 CSS X7C-880-4D CDl/A+45 101" 63.42 59.0' - 1' 2 IPLEXER GSS DBC-750 DIPLIXED w 7900 �a�
224' 9.1 1X0 RXO CSS X7C-880-4D CDW1-45 701 63.42 59.0 0' 2 01 CSS DBC-750 DIPLEXED w 7900
224' 9.2 1X0 R%0 - 2nd PORT +45 LTE+45 1 WUN ANUREW AVA5-50 FONA 7 8' 1l0'
�Z� 224' 10 1X0 RXO ANfEL LPA-185080 8CF EVDO 48' 83.0 61.0' - S 1 WJN M1DRtW AVA7-50 FOA11 1-5 8' 100'
SECTOR py4' 71 RXi ANfEL LPA-785080 F EVDO 48" 83.0 61.0' - 4' 1 A1AIN ANDREW AVA7-50 FMM t-5 8 100' �
224' 12.1 TX1 RX1 - 1st PORT -15 LTE-45 - - - - - 1 UAW ANOREW AVA5-50 FOMA 7 8' 110' �� T _�� o.�c
224' 12.2 TXi RX7 CSS X7C-880-4D CDA1A+45 701' 63.42 59.0' - p� 2 qPLIXQt CSS OBC-750 qPtEXED w 1900 ��� ����
EXISTING REMS ARE PER SECfOR . 2 TfA 1900A1Hz, 7 DUPLIXER 1900A1Hz, 2 Pof FlLTER 800MHz, 2 WPLEXER 800YItr 6 JUAIPER ANDREW LOF4-50 FONA � y' �0' N MxUR�/HCE Wf IUWER SRlDY
DAIED 04/OB/09 BY MAI.WF,
NOTE: 'fHE F7LTER5 AND DUPLIXERS ARE LOCAlED ANTENNA KEY COAX KEY Np7E pNLY (2) OF iHE (4) DIPLIXERS LISfED �� t���� DE
INSIDE 1HE SHEITER k NOT ON 'fHE TOWER 3 SCALE: NONE 2 SCALE: NONE PER SECfOR WILL BE ON iliE TOWER. 7HE OTHFR
(2) WILL BE INSIDE 7HE SHEUER. �
1.) THE PRCWIFCT WII�S NO WARRANI'/� IXPRESSm OR -
flIPLIED. OF SHE ACCURACY OF R1E S9RUCIURAL ANU.YS'S ROBERT
AND iHE PERfOR1AANCE OF 7HE CONPLEfED CONSTRUCIION uscHire
!S SHOXRI ON 7HESE W WYFNfS AND iF� S7RUC7URAL 8979 VAL
ANALY55. eoert Prs
�A �
IXISfING SIREN
E)O5fING 4' PANELS
TO RE1WN
(TYP. 2 PQ2 SECTOR) VI
AMF.NNA 11P HEIGFff (CDlAA/L7E) W
63.42' AGL 10 �
e�c
,1 ANTENNA CENfERl1NE H�GHT
59.0' AGL
, �C(OR 3�" ��(�� �1 SXI�'� �
�
CR� 31 � (8) IXISfING PANEL ANfENNAS
� CTOR SHALL USE E705TING 4� # � \ W TO BE REPUCED
C�� ry p� p� � ry ry P Af0UN11NG PIPES. 4R��� �c� (IYf'. 2 PER SECTOR) 0
1 i a- s* I G t,C � �`, B�
1 \J1� y i \.di 1
BUILDING,#� ,�! PLAN REVIEW �
� M
INSPECTOR � - - - - , �,, �� � 14998
URTE�_._._ 0 22 PE�'MITNO. � � r9 �� w "� � • PRIOI
�, AC+�,�('TED J:."_3 �:'Ji3MlTTCCI � ��� �r � IXISfING WATER DEPL IAE7ERING MltENNA
❑ ;�CC;��TED vJ�� � , . CC}�t�'ECTfOPiS AS NOTED � " � � P0 �' E ` sHe
❑ RIOT /t�CEF'T�D-Ct;Rf2�GT 8� Fz�SU�M;T `Ey'��pi-o � o � con"'
T�hese commen'c-• nre for yn�r i; tic•m:aYio��. AI� �:orli shall ha done J �" �W }, GPS D
T�11 camp6ancr, with a!i dpE,lic�te bwiding � zuning code re- ��� �� c�
�irements inrludin:� 'r:ents � spe��tifi�aNy noted in this revi8w. ° P y
KEEP TNDS PLAhi SE � UN SI?E AT ALL TIMES. �";� r�P�.pr� �� on�r�
�Gj,;, f � � � 0 CHECKE
� �? � v . REV.O
Cq �- REV.7
��� ,
J
� ANTENNA MOUNTING DETAIL � �� ELEVATION � ��
y &CALE: 8l18' = T-0' 6 ' a''e� e�'-f• � SCALE: 1" = 15' b ' �la �h'