HomeMy WebLinkAbout1000-96.-1-19.1 (10)FOR INTERNAL USE ONLY
SITE PLAN USEDETERMINATION
Initial Determination
Date:-/ / /� Date Sent: 3 f / C0
Project Name:
Project Address:_,/_
Suffolk:CountT
Y .ax Map No.:1000=�_- � � -� Zoning District:
Request:. _
.(Note: Copy of Building Permit Application and.supportirig documentation as to .
p.roposed'use or uses should be submitted.)
Initial Determination as to whether: use is permitted: l C�iS
Initial Determination as to -whether site plan is required:�egcde.
Signature of Building Inspector
Planning Department (P.*[).) Referral:
P.D. Date Received: /. / Date of Comment:
Comments:: SCIe % 1�cG
J
h
:. Signature of Plahh h beto w'
Final Determination
Southold Town
Manning 5oarr�
Date: / ! _.. -.r ���. __
Decision:
7.
Signature of Building Inspector
;AP
'j
PLANNING BOARD MEMBERS
MARTIN H. SIDOR
Chair
WILLIAM J. CREMERS
KENNETH L. EDWARDS
JOSEPH L. TOWNSEND
DONALD J. WILCENSKI
PLANNING BOARD OFFICE
TOWN OF SOUTHOLD
MEMORANDUM
To: Michael Verity, Principal Building Inspector
From: Kristy Winser, Senior Planner
MAILING ADDRESS:
P.O. Box 1179
Southold, NY 11971
OFFICE LOCATION:
Town Hall Annex
54375 State Route 25
(cor. Main Rd. & Youngs Ave.)
Southold, NY
Telephone: 631765-1938
Fax: 631765-3136
Date: April 6, 2010.
Re: Site plan Use Determination - Wireless Facilities Building Permit Application
Arthur Junge —Request Repair, Modify an Existing Monopole, Cutchogue
1000-96-1-19.1
Based on the supporting documentation submitted in connection to the site plan use
determination received March 24, 2010 a request for repair, and modification to an existing
monopole mentioned above, the request would not be considered a major 'modification or
substantial change and that the request is to improve the structural integrity of the existing
structure. Therefore, it would appear that the request would only require a building permit at this
time for the proposed work.
,As discussed any work or request other than provided in the documentation provided named
"Structural Modification Report" dated March 8, 2010 would require a site plan use
determination to be reviewed by the Planning Department.
Thank you.
TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST
BUILDING DEPARTMENT Do you have or need the following, before applying?
TOWN HALL Board of Health
SOUTHOLD, NY 11971. 4 sets of Building Plans
TEL: (631) 765-1802 Planning Board approval
FAX: (631) 765-9502 Survey
SoutholdTown.NorthForlc.net PERMIT NO. Check
Septic Form
N.Y.S.D.E.C.
Trustees
Flood Permit
Examined 20 Storm -Water Assessment Form
Contact:
Approved 20 Mail to:
Disapproved .11
Q
Phone:
Expiration 20
DE l� Building Inspector
APPLICATION FOR BUILDING PERMIT
Date p 20/0
AR 1 1 2010 INSTRUCTIONS
BLDG is applic ion ST be completely filled in by typewriter or in ink and submitted to the Building Inspector with 4
WAA6 accuplot pl to scale. Fee according to schedule.
P1 an showin location of lot and of buildings on premises, relationship to adjoining premises or public streets or
areas, and wa
C. The work cove by this application may not be commenced before issuance of Building Permit.
d. Upon approval of this application, the Building Inspector will issue a Building Permit to the applicant. Such a permit
shall be kept on the premises available for inspection throughout the work.
e. No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector
issues a Certificate of Occupancy.
f. Every building permit shall expire if the work authorized has not commenced within 12 months after the date of
-. issuance or has not been completed within 18 months from such date. If no zoning amendments or other regulations affecting the
property have been enacted in the interim, the Building Inspector may authorize, in writing, the extension of the permit for an
addition six months. Thereafter, a new permit shall be required.
APPLICATION IS HEREBY MADE to the -Building Department for the issuance of a Building Permit pursuant to the
Building Zone Ordinance of the Town of Southold, Suffolk County, New York, and other applicable Laws, Ordinances or
Regulations, for the construction of buildings, additions, or alterations or for removal or demolition as herein described. The
applicant agrees to comply with all applicable laws, ordinances, building code, housing code, and regulations, and to admit
authorized inspectors on premises and in building for necessary inspections.
1411e'�Awkl 72"' �1G
(Signature of applicant or name, if a corporate n)
G.G.wsQc Sf,,,vY�3SDa
(Mailing address of applicant) ���
State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder
Name of owner of premises ar 04'"
(As dW the tax roll or latest deed)
If applicant is a corp9ration, signature of duly authorized officer
Tr�- A D
(Name and title of corporate officer)
r
Builders License No._
Plumbers License No.
Electricians License No
Other Trade's License IN
1. Location of land on which
House Number / Street
County Tax Map No. 1000
Subdivision
1 be done:
Section Block
Filed Map No
i--Zs-
Hamlet
3s SvF{/K
Ha/m�let
[-Lot J i
Lot
2. State existing use and occupancy of premises and intended use and occupancy of proposed construction:
a. Existing use and occupancy �'Y,t Zeetl=i�ir %a✓.e r
b. Intended use and occupancy
3. Nature of work (check which applicable): New Building Addition
RepairRemova] Oth
-Other Work
Demolition Alteration
4. Estimated Cost, ao (Description)
�D Fee '�a �/) ,C�
5. If dwelling, number of dwellingunits (To be paid on filing this application)
Number of dwelling units on each floor
If garage, number of cars
6. If business, commercial or mixed occupancy, specify nature and extent of each type of use.
7. Dimensions of existing structures, if any: Front
Height /6�j'� Rear Depth
Number of Stories
Dimensiohc,nf came structure with alterations or additions: Front
Depth Height /tea Rear
Number of Stories --
8. Dimensions of entire new construction: Front
HeightRem' Depth
Number of Stories
9. Size of lot: Front Rear .
Depth
10. Date of Purchase Name of F Owner
11. Zone or use district in which premises are si d ^
12. Does proposed construction violate any zoning law, ordinance or regulation? YES_ NO_
13. Will lot be re -graded? YES NO K Will excess fill be removed from premises? YES NO
14. Names of
Name of
Name of
No.
No 3
No. S,6 ,Q j - �p g
15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES NO
* IF YES, SOUTHOLD TOWN TRUSTEES & D.E.C. PERMITS MAY BE REQUIRED.
b. Is this property within 300 feet of a tidal wetland? * YES NO K'
* IF YES, D.E.C. PERMITS MAY BE REQUIRED.
e
16. Provide survey, to scale, with accurate foundation plan and distances to property lines.
17. If elevation at any point on property is at 10 feet or below, must provide topographical data on survey.
18. Are there any covenants and restrictions with respect to this property? * YES NO
* IF YES, PROVIDE A COPY.
STATE OF NEW YORK)
COUNTY OF G t,c\`(5 SS:
�(ec's �OS LI -17Z— being duly swom, deposes and says that (s)he is the applicant
(Name of ndtvidual signing contract) above named,
(S)He is the
(Contractor, Agent, Corporate Officer, etc.)
of said owner or owners, and is duly authorized to perform or have performed the said work and to make and file this application;
that all statements contained in this application are true to the best of his knowledge and belief, and that the work will be
performed in the manner set forth in the application filed therewith.
Sworrttp before me this �-
-� t, day ofd `0" CX - 20N&
Notary Public
PBo. 01 HE SigrAture of Applicant
®uallfled In Herldmer Cowft
0AY C®noIldwlon F-Wrea May 20, 2010
Date: March 08, 2010
GPD ASSOCIATES
John Eigenbrode GPD Associates
Crown Castle USA Inc. 520 South Main St.; Suite 2531
3530 Toringdon Way; Suite 300 Akron, 01-144311
Charlotte, NC 28277 (330) 572-2114
(704) 405-6616 tbowman@gpdgroup.com
Subject: Structural Analysis Report
Crown Castle Designation: Crown Castle BU Number: 806579
Crown Castle Site Name: NY Cutchogue 958280
Crown Castle JDE Job Number: 125245
Engineering Firm Designation: GPD Associates Project Number: 2010111.14
Site Data: 21855 Country Rd., Cutchogue, NY 11935, Suffolk County
Latitude 41° 1'46.57'; Longitude =T2° 29' 50.29"
100 Foot - Monopole Tower
Dear John Eigenbrode,
GPD Associates is pleased to submit this "Structural Modification Report" to determine the structural integrity
of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle
Structural `Statement of Work,' in accordance with application 88585, revision 6.
The purpose of the analysis is to determine acceptability of the tower stress level. Based on our ,analysis we
have determined the tower stress level for the structure and foundation, under the following load case, to be:
LC4: Modified Structure w/ Existing + Reserved
Note: See Table I for the existing/reserved loading.
Sufficient Capacity
The analysis has been performed in accordance with the TIA-222-G standard and all local code requirements
based upon a wind speed of 120 mph 3 -second gust.
All modifications designed by GPD (Project#: 2010111.14, dated 3/8/10) and equipment proposed in this report
shall be installed in accordance with the attached drawings for the determined available structural capacity to be
effective.
We at GPD Associates appreciate the opportunity of providing our continuing professional services to you and
Crown Castle USA Inc. If you have any questions or need further assistance on this or any other projects
please give us a call.
Respe ully submitted by:�
CID
David B. Granger, P.E.
New York #: 071387-1
C?�.,ea`csr.s.oa
<1� WARNING - IT IS A VIOLATION OF LAW FOR ANY
�R��-CSS►OQ��' PERSON TO ALTER THIS DOCUMENT UNLESS HE IS
ACTING UNDER THE DIRECTION OF A LICENSED
PROFESSIONAL ENGINEER.
RISA Tower Report - version 5.3.1.0
Crown Castle USA, Inc.
100 Ft Monopole Tower Structural Analysis
Project Number 2010111.14, Application 88585, Revision 6
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Existing and Reserved Antenna and Cable Information
Table 2 - Design Antenna and Cable Information
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
Table 5 - Tower Component Stresses vs. Capacity — LC4
4.1) Recommendations
5) DISCLAIMER OF WARRANTIES
6) APPENDIX A
RISATower Output
7) APPENDIX B
Base Level Drawing
8) APPENDIX C
Additional Calculations
9) APPENDIX D
Modification Design Drawings
RISATower Report - version 5.3.1.0
March 08, 2010
CCI BU No 806579
Page 2
Crown Castle USA, Inc. March 08, 2010
100 Ft Monopole Tower Structural Analysis CCI BU No 806579
Project Number 2010111.14, Application 88585, Revision 6 Page 3
1) INTRODUCTION
The existing monopole has 12 sides and is evenly tapered from 36" (flat -flat) at the base to 14.5" (flat -flat) at the
top. It has three major sections, connected with slip joints. The tower is painted white and has no tower
lighting.
This tower is a 112 ft Monopole tower designed by EEI in August of 1991. The tower was originally designed for
a wind speed of 80 mph per EIA -222-D.
Modifications designed by PJF (Job #: 41704-152, dated 11/30/05) have been installed and were considered in
the analysis. They consist of installing modification plates to the pole shaft and adding anchor rods to the base
plate.
All modifications designed by GPD (Project #: 2010111.14, dated 3/8/10) have been considered in the analysis.
They consisted of installing modification channels to the pole shaft, installing additional anchor rods to the base
plate, and installing a concrete collar to the tower base foundation.
2) ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G
Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3 -second gust wind
speed of 120 mph with no ice, 50 mph with 0.75 inch ice thickness and 60 mph under service loads.
aoie i - txiszmg ana Keservea Hnzenna ana UaDie inrormaaion
Mounting
Level (ft)',
Center Number
Line
of
Elevation
(ft) Antennas
Number
Antenna ..
Antenna Model of Feed
!Manufacturer
Lines
Feed
Line
Size (in)
Note -
100
102 1
9
._.._ Powerwave LGP12104 TMA
7/8
1
Swedcom ALP 9212-N
12
1
.Platform t [LP 602-1]
100
1
Comsat RSI A-18A24E-U
3
T -Arm Mount [TA 602-1 ]
3 ___
Andrew € E15S�08P
d 80 TMA
90
90 3
7/8
Andrew El5S09P94 TMA 24
9
Andrew TMBXX-6516-R2M
3
Decibel € 932QL365R2EB
80
82 12
Decibel DB845N65ZAXT
7/8
1
80��_ 1.�
12
iPlatform Mount [LP 305-1]
3
Y _..._.__
-- T -Arm Mount [TA 602-1 ]
70
70 9
7/8
Allgon 7334.00 12
12
Powerwave LGP17205
1) Both the existing and SLA loadings were considered. The existing loading was found to control the analysis.
RISATower Report - version 5.3.1.0
Crown Castle USA, Inc.
100 Ft Monopole Tower Structural Analysis
Project Number 2010111.14, Application 88585, Revision 6
March 08, 2010
CCI BU No 806579
Page 4
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
Document;
:Remarks. ,
Reference
Original Tower Drawings
. _
EEI Job # CS CSONY257, dated
/91
DOC ID # 642734
Crown DMZ
Foundation Drawm s
g
__...
Edwards & Kelcey, Inc. Dwg #
DOC ID # 260900
Crown DMZ
92-8012, dated 7/31/91
.Y
Geotechnical Report
.....
_
FDH Project #: 04 1016E, dated
10/12/04
_ . _... _ _...
......... _ _ ....
DOC ID # 949960F.1.11111
rown DMZ
--.1----- -
Modification Drawings
Aero Job #: 41704-152, dated
11 /30/05
DOC ID # 2412725
Crown DMZ
_.W.
Modification Drawings
—]GPD Project #: 2010111.14, dated
3/8/10
J. Cheronis
GPD
3.1) Analysis Method
RISATower (version 5.3.1.0), a commercially available analysis software package, was used to create
a three-dimensional model of the tower and calculate member stresses for various loading cases.
Selected output from the analysis is included in Appendix A.
3.2) Assumptions
1) Tower and structures were built in accordance with the manufacturer's specifications.
2) The tower and structures have been maintained in accordance with the manufacturer's
specification.
3) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings.
4) When applicable, transmission cables are considered as structural components for calculating
wind loads as allowed by TIA-222-G.
5) Mount sizes, weights, and manufacturers are best estimates based on site photos provided and
were determined Without the benefit of a site visit by GPD.
This analysis may be affected if any assumptions are not valid or have been made in error. GPD
Associates should be notified to determine the effect on the structural integrity of the tower.
RISATower Report - version 5.3.1.0
Crown Castle USA, Inc.
100 Ft Monopole Tower Structural Analysis
Project Number 2010111.14, Application 88585, Revision 6
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
March 08, 2010
CCI BU No 806579
Page 5
Section
No..
' `
Elevation (ft)
Component
Type,
site
Critical"
Element P (
SF*P_allow
(In
Capacity Pass/ Fail
L3
100-90
Pole
TP16.7855x14.5x0.1875
_
( 3 3.06
586.23
40.9 Pass
L4
90-70.42
Pole&Reinf.
TP21.2603x16.7855x0.6998
4 -8.88
2615.29
45.8 Pass
L5m
70.42 - 61 17
_..
Pass
TP22 9417x19 139x0 7524
y 14 07
„ 3145.04
68.0 � Pass
,e.
L6
61.17 33.64
„ rv'Pole&Reinf
TP29 0368x22 9417x0 8828
n
6 22 23
4527 96
V my
869 6 Pass
L7
33.9 30.5
'Pole&Reinf
Pole&Reinf.
TP29 2293x26 347x0 9131
8�7 25.13
4645 13
-
73.1 Pass
L8
30.515.5
8 Po R f.
TP32.5591 x29.2293x0.9077
8 8 -33.05
5411.98
_
82.9 8 Pass
S L9
15.5 8
Pole&Reinf.
TP34.2241 x32.5591 x0.8707
1 9 36.48
5470.54
886.9 Pass
L10
8-0
Pole&Reinf.
TP36x34 2241 x1.0417
10 40.56
6859.82
1 74.1 Pass
F-
�Summary�
r _-
I
Pole (L9)
86.9 1
.. Pass
Rating =
Y
`
6.9 Pass -
Table 6 - Tower Component Stresses vs. Capacity - LC4
Notes
Component
Elevation (ft).
%-Capacity
Pass /'Fail
1
........ ... _... _..
Anchor Rods
0
70.3
Pass
1
__._.
_ Base Plate
_..... ..__:
83 4__ f�
W..._..__
Pass -.... _
1
Base Foundation
-Soil
.._._''m
0
66.2
_..
Pass
Interaction
1 1
1
Modification Plates
8
85.0
Pass
1 2
F
Modification
�
8
86.9
Pass
I'�
Channels
Structure Rating (max from all components), = 86.9%a
Notes:
1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity
consumed.
2) Capacities up to 105% are considered acceptable based on analysis methods used.
4.1) Recommendations
The designs of the modified tower and its modified foundation will be satisfactory for the proposed
loading once the GPD designed modifications (Project #: 2010111.14, dated 3/8/10) are installed.
RISATower Report - version 5.3.1.0
r
Crown Castle USA, Inc. March 08, 2010
100 Ft Monopole Tower Structural Analysis CCI BU No 806579
Project Number 2010111.14, Application 88585, Revision 6 Page 6
5) DISCLAIMER OF WARRANTIES
GPD ASSOCIATES 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 ASSOCIATES in connection with this Structural Analysis are limited
to a computer analysis of the tower structure and theoretical capacity of its main structural members. All tower
components have been assumed to only resist dead loads when no other loads are applied. 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.
GPD ASSOCIATES 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 ASSOCIATES 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
feasibility of adding appurtenances usually accompanied by transmission lines to the structure.
It is the owner's responsibility to determine the amount of ice accumulation, 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
ASSOCIATES, 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.
GPD ASSOCIATES 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 ASSOCIATES 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 ASSOCIATES pursuant to this report will be limited to the total fee received for preparation of this report.
RISATower Report - version 5.3.1.0
}
Crown Castle USA, Inc.
100 Ft Monopole Tower Structural Analysis
Project Number 2010111.14, Application 88585, Revision 6
APPENDIX A
RISA TOWER OUTPUT
RISATower Report - version 5.3.1.0
March 08, 2010
CCI BU No 806579
Page 7
}
100.Oft
90.0 ft
70.4 It
61.2 ft
33.9 ft
30.5 It
15s ft
8.0 ft
0.0 ft
DESIGNED APPURTENANCE LOADING
TYPE
o
N
mci
d
Platform Mount [LP 602-11
'4
`*
n
o
100
E75S09P94
90
In
N
m
90
(3) ALP 9212-N w/Mount Pipe
o
O
E15S09P94
N
N
o
Platform Mount [LP 3051]
m
LGP12104
O
6
N
80
N
90
(4) DB845N65ZAXT w/Mount Pipe
80
O
90
(4) DB845N65ZAXT w/Mount Pipe
N
T -Arm Mount [TA 602-11
90
T -Ann Mount [TA 602-1]
a
N
(3) TMBXX-6516-R2M w/ Mount Pipe
v
m
m
n
90
I
70
(3) TMBXX-6516-R2M w/ Mount Pipe
N
N
O
70
�
90
(3) 7334.00 w/Mount Pipe
70
N
90
(3) 7334.00 w/Mount Pipe
O
932OLG65R2EB w/Mount Pipe
90
N
170
N
90
(4) LGP17205
70
E75iMO
90
(4) LGP17205
170
N
(O
N
N
i
I
<
NN
N
V
N
Q
I O
G
N
O
N
N
I
m_
v
n
O
N
I
m
N
N
N
0
N
N
d
O
N
m
n
N
S
m
m
c
N
n
O
N
e�
N
o
4
m
N
o
M
0
I
iD
ni
N
d
n
m
'o
L
E
N
J
Z
f
J
H
m
C7
100.Oft
90.0 ft
70.4 It
61.2 ft
33.9 ft
30.5 It
15s ft
8.0 ft
0.0 ft
DESIGNED APPURTENANCE LOADING
TYPE
ELEVATION
TYPE
ELEVATION
Platform Mount [LP 602-11
100
E15S08P80
90
(3) ALP 9212-N w/Mount Pipe
100
E75S09P94
90
(3) ALP 9212-N w/Mount Pipe
100
E15S09P94
90
(3) ALP 9212-N w/Mount Pipe
100
E15S09P94
90
A-18A24E-U
100
Platform Mount [LP 3051]
80
LGP12104
100
(4) DB845N65ZAXTw/Mount Pipe
80
T -Arm Mount [TA 602.11
90
(4) DB845N65ZAXT w/Mount Pipe
80
T -Arm Mount [TA 602-1]
90
(4) DB845N65ZAXT w/Mount Pipe
80
T -Arm Mount [TA 602-11
90
T -Ann Mount [TA 602-1]
70
(3) TMBXX-6516-R2M w/ Mount Pipe
90
T -Arm Mount [TA 602-11
70
(3) TMBXX-6516-R2M w/ Mount Pipe
90
T -Ann Mount rrA 602-1]
70
(3) TMBXX-6516-R2M w/ Mount Pipe
90
(3) 7334.00 w/Mount Pipe
70
932QLG65R2EB w/Mount Pipe
90
(3) 7334.00 w/Mount Pipe
70
932OLG65R2EB w/Mount Pipe
90
(3) 7334.00 w/Mount Pipe
70
932OLG65R2EB w/Mount Pipe
90
(4) LGP17205
170
E15SZ 2
90
(4) LGP17205
70
E75iMO
90
(4) LGP17205
170
MATERIAL STRENGTH
GRADE Fy Fu GRADE Fy Fu
A572-65 165 ksl 80 ksi
TOWER DESIGN NOTES
1. Tower is located in Suffolk County, New York.
2. Tower designed for Exposure C to the TIA-222-G Standard.
3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-G Standard.
4. Tower is also designed for a 50 mph basic wind with 0.75 in ice. Ice is considered to
increase in thickness with height.
5. Deflections are based upon a 60 mph wind.
AXIAL
54 K
MOMENT
4R 491 kip -ft
ORQUE 0 kip -ft
WIND - 0.7500 in ICE
AXIAL
36K
MOMENT
2930 kip -ft
TORQUE 0 kip -ft
REACTIONS - 120 mph WIND
GPD Associateslob: NY Cutchogue, BU#: 806579
4 s 520 South Main St.; Suite 2531 Project: 2010111.14
GPD GROUP Akron, OH 44311 Client Crown Castle Drawn by:tbowman APPd'
Phone: (330) 572-2100 cede' TIA-222-G Date: 03/08/10 scale: NTS
FAX: 330 572-2101 Path. N:1201012010111114V718A1rnods1806579 no a msron.e Dw9 No. E-1
Round
Face A
Flat
80.00
70.00
Feedline Distribution Chart
01-100,
App In Face App Out Face Truss Leg
Face B
o ¢ o
m O ma
� m i
❑ a a
J a a
33_94
30_50
-- --------------- -- - 30.50 - ----------------- ---
60.00
70_00
61.17
-
U
a
W
U
c
U
LLI
0
n
m
a
^�
L
o
U
LL
OCIS
ci
O
o
9
a
�
21
a
N
15.50
a
❑ a a
J a a
33_94
30_50
-- --------------- -- - 30.50 - ----------------- ---
60.00
70_00
61.17
-
U
a
W
U
c
U
LLI
0
m
a
o
U
m
ci
O
o
Q
O
N
a
❑ a a
J a a
33_94
30_50
-- --------------- -- - 30.50 - ----------------- ---
60.00
70_00
61.17
t�g
Face C
U
-- --------------o
o
0
-
U
a
U
c
U
0
m
a
o
U
m
ci
O
o
a
21
a
15.50
a
_
o
8.00
m
a
m
m
a
o
o
a
o
o
m
a
m
2
.2
2
2
2
m
m
t�g
Face C
U
-- --------------o
o
0
GPD Associates lob: NY Cutchogue, BU#: 806579
® 520 South Main St.; Suite 2531 Pf01-°2010111.14
GPD GROUP Akron, OH 44311 Client: Crown Castle Drawn by: tbowman App'd'
Phone: (330) 572-2100 Code: TIA-222-G Date: 03/08/10 scale: NTS
FAX: 330 572-2101 Path: N:\2010\2010111ttawisAVn.dMoes7ecoea�n,!,�.e DwgNo. E_
U
0
m
a
m
U
U
O
o
21
2
GPD Associates lob: NY Cutchogue, BU#: 806579
® 520 South Main St.; Suite 2531 Pf01-°2010111.14
GPD GROUP Akron, OH 44311 Client: Crown Castle Drawn by: tbowman App'd'
Phone: (330) 572-2100 Code: TIA-222-G Date: 03/08/10 scale: NTS
FAX: 330 572-2101 Path: N:\2010\2010111ttawisAVn.dMoes7ecoea�n,!,�.e DwgNo. E_
RISATOW er
Job
NY Cutchogue, BU#: 806579
Page
1 of 26
Project
Date
GPD Associates
520 South Main St.; Suite 2531
2010111.14
13:27:26 03/08/10
Client
Designed by
Akron, OH44311
Phone: (330) 572-2100
Crown Castle
tbowman
FAX: (330) 572-2101
Diameter
Include Angle Block Shear Check
ower. n ut 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 C.
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 50 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, feedline supports, and appurtenance mounts are not considered.
Consider Moments - Legs
Consider Moments - Horizontals
Consider Moments - Diagonals
Use Moment Magnification
Use Code Stress Ratios
Use Code Safety Factors - Guys
Escalate Ice
Always Use Max Kz
Use Special Wind Profile
Include Bolts In Member Capacity
Leg Bolts Are At Top Of Section
Secondary Horizontal Braces Leg
Use Diamond Inner Bracing (4 Sided)
Add IBC .6D+W Combination
Distribute Leg Loads As Uniform
Assume Legs Pinned
Assume Rigid Index Plate
1i Use Clear Spans For Wind Area
Use Clear Spans For KUr
Retension Guys To Initial Tension
Bypass Mast Stability Checks
Use Azimuth Dish Coefficients
11 Project Wind Area of Appurt.
Autocalc Torque Arm Areas
SR Members Have Cut Ends
Sort Capacity Reports By Component
Triangulate Diamond Inner Bracing
Ta Bred Po16, 6`6tldhGeometr . e
Section
Treat Feedline Bundles As Cylinder
Section
Use ASCE 10 X -Brace Ly Rules
4
Calculate Redundant Bracing Forces
Bottom
Ignore Redundant Members in FEA
Bend
SR Leg Bolts Resist Compression
4
All Leg Panels Have Same Allowable
Length
Offset Girt At Foundation
J
Consider Feedline Torque
Diameter
Include Angle Block Shear Check
Poles
Include Shear -Torsion Interaction
Always Use Sub -Critical Flow
ft
Use Top Mounted Sockets
Ta Bred Po16, 6`6tldhGeometr . e
Section
Elevation
Section
Splice
Number
Top
Bottom
Wall
Bend
Pole Grade
Length
Length
of
Diameter
Diameter
Thickness
Radius
ft
ft
ft
Sides
in
in
in
in
Ll
100.00-90.00
10.00
0.00
12
14.5000
16.7855
0.1875
0.7500
A572-65
(65 ksi)
L2
90.00-70.42
19.58
3.16
12
16.7855
21.2603
0.6998
2.7993
A572-65
(65 ksi)
1.3
70.42-61.17
12.41
0.00
12
19.1390
22.9417
0.7524
3.0098
A572-65
(65 ksi)
L4
61.17-33.94
27.23
4.13
12
22.9417
29.0368
0.8828
3.5311
A572-65
(65 ksi)
L5
33.94-30.50
7.56
0.00
12
26.3470
29.2293
0.9131
3.6523
A572-65
RISATO
Job
NY Cutchogue, BU#: 806579
Page
2 of 26
GPD Associates
Project
Date
520 South Main St.; Suite 2531
2010111.14
13:27:26 03/08/10
Akron, OH 44311
Client
Designed by
Phone: (330) 572-2100
Crown Castle
of
FAX. (330) 572-2101 FAX.-
Diameter
Thickness
Section
Elevation
Section
Splice
Number
Top
Bottom
Wall
Bend
Pole Grade
w/t
Stitch Bolt Stitch Bolt
Length
Length
of
Diameter
Diameter
Thickness
Radius
inZ
in
ft
ft
ft
Sides
in
in
in
in
457.8120
4.2529
3.3835
18.045
1
17.3776
10.0210
352.3793
5.9421
8.6949
(65 ksi)
L6
30.50-15.50
15.00
0.00
12
29.2293
32.5591
0.9077
3.6309
A572-65
137.6854
2425.7687
17.8403
2.6230
3.748
B
22.0103
46.3320
2499.9625
(65 ksi)
L7
15.50-8.00
7.50
0.00
12
32.5591
34.2241
0.8707
3.4829
A572-65
6.5824
9.9140
193.8944
3895.0362
21.9252
3.1127
4.137
23.7510
(65 ksi)
L8
8.00-0.00
8.00
284.3065
12
34.2241
36.0000
1.0417
4.1669
A572-65
62.7029
3894.4194
7.8971
11.8838
327.7082
7891.1494
30.8605
3.7826
4.285
(65 ksi)
Tapered P®fe Properties
Section
Tip Dia.
Area
I
r
C
UC
J
XQ
w
w/t
Stitch Bolt Stitch Bolt
in
inZ
in
in
in
in3
in
inZ
in
Ll
15.0115
8.6412
225.9382
5.1239
7.5110
30.0810
457.8120
4.2529
3.3835
18.045
1
17.3776
10.0210
352.3793
5.9421
8.6949
40.5272
714.0160
4.9321
3.9960
21.312
L2
17.3776
36.2483
1197.1590
5.7587
8.6949
137.6854
2425.7687
17.8403
2.6230
3.748
B
22.0103
46.3320
2499.9625
7.3606
11.0128
227.0044
5065.6018
22.8032
3.8222
5.462
L3
20.8156
44.5480
1922.2680
6.5824
9.9140
193.8944
3895.0362
21.9252
3.1127
4.137
23.7510
53.7614
3378.6418
7.9438
11.8838
284.3065
6846.0443
26.4597
4.1318
5.491
L4
23.7510
62.7029
3894.4194
7.8971
11.8838
327.7082
7891.1494
30.8605
3.7826
4.285
30.0611
80.0284
8096.7568
10.0791
15.0411
538.3102
16406.2244
39.3875
5.4160
6.135
L5
28.9054
74.7778
6174.2464
9.1053
13.6477
452.4012
12510.6970
36.8034
4.6140
5.053
30.2604
83.2521
8520.2471
10.1372
15.1408
562.7351
17264.3305
40.9742
5.3864
5.899
1-6
30.2604
82.7800
8475.1259
10.1391
15.1408
559.7550
17172.9029
40.7418
5.4008
5.95
33.7077
92.5125
11829.6440
11.3312
16.8656
701.4061
23970.0660
45.5318
6.2931
6.933
L7
33.7077
88.8453
11387.2919
11.3444
16.8656
675.1780
23073.7407
43.7270
6.3923
7.341
35.4314
93.5135
13278.2211
11.9405
17.7281
748.9936
26905.2759
46.0245
6.8385
7.854
L8
35.4314
111.3049
15642.8335
11.8793
17.7281
882.3759
31696.6216
54.7809
6.3802
6.125
37.2699
117.2619
18291.2335
12.5151
18.6480
980.8684
37062.9981
57.7127
6.8562
6.582
Tower
Gusset
Gusset Gusset Grade Adjust. Factor
Adjust.
Weight Mult.
Double Angle Double Angle
Elevation
Area
Thickness Af
Factor
or
Stitch Bolt Stitch Bolt
Type
(per face)
Number
A,
Spacing Spacing
49
.ft
Diagonals Horizontals
ft
ft,
in
LDF5-50A (7/8 FOAM)
A
in in
Ll
70.00-8.00
1
1
1
0.00
100.00-90.00
L2 90.00-70.42
0.00
1
1
1
L3 70.42-61.17
1
1
1
0.00
L4 61.17-33.94
B
1
1
1
12
1-5 33.94-30.50
0.00
1
1
1
1-6 30.50-15.50
1
1
1
0.00
L7 15.50-8.00
1
1
1
L8 8.00-0.00
1
1
1
Feed Line/Linear Appurtenances - Entered As Area
Description
Face
Allow
Component
Placement
Total
CAAA
Weight
or
Shield
Type
Number
49
.ft
fit27ft
klf
LDF5-50A (7/8 FOAM)
A
No
Inside Pole
70.00-8.00
12
No Ice
0.00
0.00
1/2" Ice
0.00
0.00
1" Ice
0.00
0.00
LDF5-50A (7/8 FOAM)
B
No
Inside Pole
100.00 - 8.00
12
No Ice
0.00
0.00
1/2" Ice
0.00
0.00
C�
RISAower
Job
NY Cutchogue, BU#: 806579
Page
3 of 26
Project
2010111.14
Date
13:27:26 03/08/10
GPD Associates
520 South Main St.; Suite 2531
Akron, OH 44311
Client
Designed by
Phone: (330) 572-2100
FAX. (330) 572-2101 FAX.-
Crown Castle
Shield
Description
Face
Allow
Component
Placement
Total
CAAA
Weight
or
Shield
Type
Number
Leg
ft
.ft�/.ft
klf
1" Ice
0.00
0.00
LDF5-50A (7/8 FOAM)
C
No
Inside Pole
90.00-8.00
24
No Ice
0.00
0.00
1/2" Ice
0.00
0.00
1" Ice
0.00
0.00
LDF5-50A (7/8 FOAM)
C
No
Inside Pole
80.00-8.00
12
No Ice
0.00
0.00
1/2" Ice
0.00
0.00
1" Ice
0.00
0.00
9x3/4 Mod Plate
A
No
CaAa (Out Of
61.17-8.00
1
No Ice
0.00
0.00
Face)
1/2" Ice
0.00
0.00
1" Ice
0.00
0.00
9x3/4 Mod Plate
B
No
CaAa (Out Of
61.17-8.00
1
No Ice
0.00
0.00
Face)
1/2" Ice
0.00
0.00
1" Ice
0.00
0.00
9x3/4 Mod Plate
C
No
CaAa (Out Of
61.17-8.00
1
No Ice
0.00
0.00
Face)
1/2" Ice
0.00
0.00
1" Ice
0.00
0.00
90/4 Mod Plate
A
No
CaAa (Out Of
8.00-0.00
1
No Ice
0.00
0.00
Face)
1/2" Ice
0.00
0.00
1" Ice
0.00
0.00
90/4 Mod Plate
B
No
CaAa (Out Of
8.00-0.00
1
No Ice
0.00
0.00
Face)
1/2" Ice
0.00
0.00
1" Ice
0.00
0.00
MP3 -08 Mod Channel
A
No
CaAa (Out Of
15.50-0.00
1
No Ice
0.23
0.00
Face)
1/2" Ice
0.27
0.00
1" Ice
0.40
0.00
MP3 -08 Mod Channel
A
No
CaAa (Out Of
15.50-0.00
1
No Ice
0.00
0.00
Face)
1/2" Ice
0.00
0.00
1" Ice
0.00
0.00
MP3 -08 Mod Channel
B
No
CaAa (Out Of
15.50-0.00
1
No Ice
0.00
0.00
Face)
1/2" Ice
0.00
0.00
1" Ice
0.00
0.00
MP3 -08 Mod Channel
C
No
CaAa (Out Of
15.50-0.00
1
No Ice
0.23
0.00
Face)
1/2" Ice
0.27
0.00
1" Ice
0.40
0.00
MP3 -08 Mod Channel
C
No
CaAa (Out Of
15.50-0.00
1
No Ice
0.00
0.00
Face)
1/2" Ice
0.00
0.00
1" Ice
0.00
0.00
MP3 -08 Mod Channel
A
No
CaAa (Out Of
30.50 -15.50
1
No Ice
0.23
0.00
Face)
1/2" Ice
0.27
0.00
1" Ice
0.40
0.00
MP3 -08 Mod Channel
B
No
CaAa (Out Of
30.50 -15.50
1
No Ice
0.00
0.00
Face)
1/2" Ice
0.00
0.00
1" Ice
0.00
0.00
MP3 -08 Mod Channel
C
No
CaAa (Out Of
30.50 -15.50
1
No Ice
0.23
0.00
Face)
1/2" Ice
0.27
0.00
1" Ice
0.40
0.00
MP3 -06 Mod Channel
A
No
CaAa (Out Of
90.50 - 30.50
1
No Ice
0.22
0.00
Face)
1/2" Ice
0.26
0.00
1" Ice
0.66
0.00
MP3 -06 Mod Channel
B
No
CaAa (Out Of
90.50 - 30.50
1
No Ice
0.00
0.00
Face)
1/2" Ice
0.00
0.00
1" Ice
0.00
0.00
MP3 -06 Mod Channel
C
No
CaAa (Out Of
90.50 - 30.50
1
No Ice
0.22
0.00
Face)
1/2" Ice
0.26
0.00
1" Ice
0.66
0.00
RISAT'
oWe
Job
NY Cutchogue, BU# 806579
Page
4 of 26
GPD Associates
520 South Main St.; Suite 2531
Project
2010111.14
Date
13:27:26 03/08/10
Client
Designed by
Akron, OH 44311
Phone: 30) 572-2100
FAX: (3(330) 572-2101
Crown Castle
tbowman
Tower
Tower
Face
AR
AF
CAAA
CAAA
Weight
Section
Elevation
Elevation
or
Thickness
In Face
Out Face
In Face
Out Face
ft
ft,
ft,
ft2
.itz
K
Ll
100.00-90.00
A
0.000
0.000
0.000
0.109
0.00
0.000
0.000
B
0.000
0.000
0.000
0.000
0.04
0.000
0.000
C
0.000
0.000
0.000
0.109
0.00
L2
90.00-70.42
A
0.000
0.000
0.000
4.252
0.00
A
1.639
B
0.000
0.000
0.000
0.000
0.08
B
C
0.000
0.000
0.000
4.252
0.19
1.3
70.42-61.17
A
0.000
0.000
0.000
2.010
0.03
0.19
13
B
0.000
0.000
0.000
0.000
0.04
7.389
0.03
C
0.000
0.000
0.000
2.010
0.11
L4
61.17-33.94
A
0.000
0.000
0.000
5.914
0.11
0.000
0.000
B
0.000
0.000
0.000
0.000
0.11
0.000
0.000
C
0.000
0.000
0.000
5.914
0.32
L5
33.04-30.50
A
0.000
0.000
0.000
0.746
0.01
C
B
0.000
0.000
0.000
0.000
0.01
33.94-30.50
A
C
0.000
0.000
0.000
0.746
0.04
L6
30.50-15.50
A
0.000
0.000
0.000
3.495
0.06
0.01
B
0.000
0.000
0.000
0.000
0.06
2.678
0.04
C
0.000
0.000
0.000
3.495
0.18
L7
15.50-8.00
A
0.000
0.000
0.000
1.748
0.03
0.000
0.000
B
0.000
0.000
0.000
0.000
0.03
0.000
0.000
C
0.000
0.000
0.000
1.748
0.09
L8
8.00-0.00
A
0.000
0.000
0.000
1.864
0.00
B
B
0.000
0.000
0.000
0.000
0.00
C
C
0.000
0.000
0.000
1.864
0.00
Tower
Tower
Face
Ice
AR
AF
CAAA
CAAA
Weight
Section
Elevation
or
Thickness
In Face
Out Face
ft
Leg
in
K
Ll
100.00-90.00
A
1.6.67
0.000
0.000
0.000
0.402
0.00
B
0.000
0.000
0.000
0.000
0.04
C
0.000
0.000
0.000
0.402
0.00
L2
90.00-70.42
A
1.639
0.000
0.000
0.000
15.633
0.00
B
0.000
0.000
0.000
0.000
0.08
C
0.000
0.000
0.000
15.633 ,
0.19
13
70.42-61.17
A
1.607
0.000
0.000
0.000
7.389
0.03
B
0.000
0.000
0.000
0.000
0.04
C
0.000
0.000
0.000
7.389
0.11
L.4
61.17-33.94
A
1.554
0.000
0.000
0.000
21.232
0.11
B
0.000
0.000
0.000
0.000
0.11
C
0.000
0.000
0.000
21.232
0.32
1.5
33.94-30.50
A
1.496
0.000
0.000
0.000
2.678
0:01
B
0.000
0.000
0.000
0.000
0.01
C
0.000
0.000
0.000
2.678
0.04
L6
30.50-15.50
A
1.446
0.000
0.000
0.000
9.404
0.06
B
0.000
0.000
0.000
0.000
0.06
C
0.000
0.000
0.000
9.404
0.18
L7
15.50-8.00
A
1.352
0.000
0.000
0.000
4.342
0.03
B
0.000
0.000
0.000
0.000
0.03
C
0.000
0.000
0.000
4.342
0.09
L.8
8.00-0.00
A
1.214
0.000
0.000
0.000
4.062
0.00
B
0.000
0.000
0:000
0.000
0.00
C
0.000
0.000
0.000
4.062
0.00
lRI Tower
Job
Page
5 of 26
CPZ
NY Cutchogue, BU#: 806579
CPZ
GPD Associates
Project
Date
520 South Main St.; Suite 2531
2010111.14
13:27:26 03/08/10
Akron, OH44311Client
ft
Designed by
Phone: (330) 572-2100
Crown Castle
tbowman
FAX: (330) 572-2101
100.00-90.00
-0.0143
Feed LineCenter`of Pressure
Section
Elevation
CPX
CPZ
CPX
CPZ
CAAA
CAAA
Weight
Ice
Ice
Type
ft
in
in
in
in
Ll
100.00-90.00
-0.0143
-0.0083
-0.0427
-0.0246
L2
90.00-70.42
-0.2155
-0.1244
-0.4683
-0.2704
1.3
70.42-61.17
-0.2208
-0.1275
-0.4992
-0.2882
IA
61.17-33.94
-0.2283
-0.1318
-0.5402
-0.3119
1-5
33.94-30.50
-0.2317
-0.1338
-0.5630
-0.3251
L6
30.50-15.50
-0.2489
-0.1437
-0.5040
-0.2910
L7
15.50-8.00
-0.2517
-0.1453
-0.4908
-0.2834
L8
8.00-0.00
-0.2534
-0.1463
-0.4544
-0.2624
Shielding Factor; Ka
Tower Feed Line Description Feed Line K K
Section Record No. I Segment Elev. I No Ice Ice
Discrete Tower Loads =
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
Weight
or
Type
Harz
Adjustment
Front
Side
Leg
Lateral
Vert
ft
0.ft
ft
f,
K
ft
Platform Mount [LP 602-1]
C
None
.ft
0.0000
100.00
No Ice
32.03
32.03
1.34
1/2" Ice
38.71
38.71
1.80
1" Ice
45.39
45.39
2.26
(3) ALP 9212-N w/Mount
A
From
4.00
0.0000
100.00
No Ice
6.42
7.45
0.04
Pipe
Centroid -Le
0.00
1/2" Ice
7.11
8.59
0.10
g
2.00
1" Ice
7.70
9.45
0.18
(3) ALP 9212-N w/Mount
B
From
4.00
0.0000
100.00
No Ice
6.42
7.45
0.04
Pipe
Centroid -Le
0.00
1/2" Ice
7.11
8.59
0.10
g
2.00
1" Ice
7.70
9.45
0.18
(3) ALP 9212-N w/Mount
C
From
4.00
0.0000
100.00
No Ice
6.42
7.45
0.04
Pipe
Centroid -Le
0.00
1/2" Ice
7.11
8.59
0.10
g
2.00
1" Ice
7.70
9.45
0.18
A-18A24E-U
C
From
4.00
0.0000
100.00
No Ice
6.57
0.54
0.02
Centroid -Le
0:00
1/2" Ice
6.91
0.70
0.04
g
0.00
1" Ice
7.25
0.86
0.06
LGP12104
C
From
4.00
0.0000
100.00
No Ice
0.03
0.02
0.00
Centroid -Le
0.00
1/2" Ice
0.07
0.04
0.00
g
2.00
1" Ice
0.11
0.08
0.00
T -Arm Mount [TA 602-11
A
From Leg
1.37
30.0000
90.00
No Ice
7.28
3.02
0.26
1.00
1/2" Ice
9.52
4.20
0.33
0.00
1" Ice
11.76
5.38
0.40
T -Arm Mount [TA 602-1]
B
From Leg
1.37
30.0000
90.00
No Ice
7.28
3.02
0.26
1.00
1/2" Ice
9.52
4.20
0.33
0.00
1" Ice
11.76
5.38
0.40
T -Arm Mount [TA 602-1]
C
From Leg
1.37
30.0000
90.00
No Ice
7.28
3.02
0.26
1.00
1/2" Ice
9.52
4.20
0.33
0.00
1" Ice
11.76
5.38
0.40
(3) TMBXX-6516-R2M w/
A
From Leg
3.46
30.0000
90.00
No Ice
7.56
5.72
0.06
Mount Pipe
2.00
1/2" Ice
8.34
6.92
0.12
0.00
1" Ice
9.07
7.97
0.19
ITower
Job
Page
6 of 26
Offsets:
NY Cutchogue, BU#: 806579
Placement
GPD Associates
Project
Date
520 South Main St.; Suite 2531
2010111.14
13:27:26 03/08/10
Type
Designed by
Akron, OH 443117
Phone: (330) 572-2100
Crown Castle
tbowman
FAX: (330) 572-2101
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
Weight
or
Type
Harz
Adjustment
Front
Side
Leg
Lateral
Ven
ft
ft
(�
ftZ
K
ft
ft
(3) TMBXX-6516-R2M w/
B
From Leg
3.46
30.0000
90.00
No Ice
7.56
5.72
0.06
Mount Pipe
2.00
1/2" Ice
8.34
6.92
0.12
0.00
1" Ice
9.07
7.97
0.19
(3) TMBXX-6516-R2M w/
C
From Leg
3.46
30.0000
90.00
No Ice
7,56
5.72
0.06
Mount Pipe
2.00
1/2" Ice
8.34
6.92
0.12
0.00
1" Ice
9.07
7.97
0.19
932QLG65R2EB w/Mount
A
From Leg
3.46
30.0000
90.00
No Ice
9.71
6.20
0.06
Pipe
2.00
1/2" Ice
10.42
7.33
0.13
0.00
1" Ice
11.05
8.21
0.21
932QLG65R2EB w/Mount
B
From Leg
3.46
30.0000
90.00
No Ice
9.71
6.20
0.06
Pipe
2.00
1/2" Ice
10.42
7.33
0.13
0.00
1" Ice
11.05
8.21
0.21
932QLG65R2EB w/Mount
C
From Leg
3.46
30:0000
90.00
No Ice
9.71
6.20
0.06
Pipe
2.00
1/2" Ice
10.42
7.33
0.13
0.00
1" Ice
11.05
8.21
0.21
E15S08P80
A
From Leg
3.46
30.0000
90.00
No Ice
0.23
0.12
0.00
2.00
1/2" Ice
0.30
0.17
0.00
0.00
1" Ice
0.38
0.24
0.01
E15S08P80
B
From Leg
3.46
30.0000
90.00
No Ice
0.23
0.12
0.00
2:00
1/2" Ice
0.30
0.17
0.00
0.00
1" Ice
0.38
0.24
0.01
E15S08P80
C
From Leg
3.46
30.0000
90.00
No Ice
0.23
0.12
0.00
2.00
1/2" Ice
0.30
0.17
0.00
0.00
1" Ice
0.38
0.24
0.01
E15S09P94
A
From Leg
3.46
30.0000
90.00
No Ice
0:66
0.37
0.01
2.00
1/2" Ice
0.78
0.46
0.02
0.00
1" Ice
0.90
0.56
0.03
E15S09P94
B
From Leg
3.46
30.0000
90.00
No Ice
0.66
0.37
0.01
2.00
1/2" Ice
0.78
0.46
0.02
0.00
1" Ice
0.90
0.56
0.03
E15S09P94
C
From Leg
3.46
30.0000
90.00
No Ice
0.66
0.37
0.01.
2.00
1/2" Ice
0.78
0.46
0.02
0.00
1" Ice
0.90
0.56
0.03
Platform Mount [LP 305-1]
C
None
0.0000
80.00
No Ice
18.01
1801
1.12
1/2" Ice
23.33
23.33
1.35
1" Ice
28.65
28.65
1.58
(4) DB845N65ZAXT
A
From
3.46
30.0000
80.00
No Ice
6:31
6.63
0.04
w/Mount Pipe
Centroid -Le
2.00
1/2" Ice
6.97
7.80
0.10
g
2.00
1" Ice
7.57
8.69
0.17
(4) DB845N65ZAXT
B
From
3.46
30.0000
80.00
No Ice
6.31
6.63
0.04
w/Mount Pipe
Centroid -Le
2.00
1/2" Ice
6.97
7.80
0.10
g
2.00
1" Ice
7.57
8.69
0.17
(4) DB845N65ZAXT
C
From
3.46
30.0000
80.00
No Ice
6.31
6.63
0.04
w/Mount Pipe
Centroid -Le
2.00
1/2" Ice
6.97
7.80
0.10
g
2.00
1" Ice
7.57
8.69
0.17
T -Arm Mount [TA 602-1]
A
From Leg
1.88
20.0000
70.00
No Ice
7.28
3.02
0.26
0.68
1/2" Ice
9.52
4.20
0.33
0.00
1" Ice
11.76
5.38
0.40
T -Arm Mount [TA 602-1]
B
From Leg
2.00
0.0000
70.00
No Ice
7.28
3.02
0.26
0.00
1/2" Ice
9.52
4.20
0.33
0.00
1" Ice
11.76
5.38
0.40
T -Arm Mount [TA 602-1]
C
From Leg
2.00
0.0000
70.00
No Ice
7.28
3.02
0.26
0.00
1/2" Ice
9.52
4.20
0.33
0.00
1" Ice
11.76
5.38
0.40
(3) 7334.00 w/Mount Pipe
A
From Leg
3.76
20.0000
70.00
No Ice
5.45
3.53
0.04
1.37
1/2" Ice
5.86
4.10
0.07
0.00
1" Ice
6.28
4.68
0.12
'
IS Tower
Job NY Cutchogue, BU#: 806579
Page7 of 26
GPD Associates
Project
Date
520 South Main St.; Suite 2531
2010111.14
13:27:26 03/08/10
Client
Designed by
Akron, OH44311
Phone: (330) 572-2100
Crown Castle
tbowman
1 J
FAX. (330).572-2101
13.495
Front
Description
Face
Offset
Offsets:
Azimuth
Placement
AF
ft,ft2
CAAA
CAAA
Weight
CAAA
In
Face
.f,
or
Type
Harz
Adjustment
44
13.495
Front
Side
13.495
13.495
Leg
0.000
Lateral
100.00-90.00
B
0.000
13.495
Vert
0.000
0.000
C
0.000
ft
o
.ft
0.000
.ft2
ft2
K
1.207
42
32.132
ft
0.000
32.132
32.13.2
100.00
0.000
4.252
(3) 7334.00 w/Mount Pipe
B
From Leg
ft
4.00
0.0000
70.00
No Ice
5.45
3.53
0.04
0.000
0.000
0.00
1/2" Ice
5.86
4.10
0.07
100.00
0.000
0.00
1-3 70.42-61.17
65.69
1" Ice
6.28
4.68
0.12
(3) 7334.00 w/Mount Pipe
C
From Leg
4.00
0.0000
70.00
No Ice
5.45
3.53
0.04
B
0.000
0.00
100.00
1/2" Ice
5.86
4.10
0.07
0.00
0.000
17.185
1" Ice
6.28
4.68
0.12
(4) LGP17205
A
From Leg
3.76
20.0000
70.00
No Ice
1.95
0.50
0.03
0.000
5.914
1.37
1/2" Ice
2.13
0.62
0.04
100.00
0.000
0.00
1" Ice
2.33
0.75
0.06
(4) LGP17205
B
From Leg
4.00
0.0000
70.00
No Ice
1.95
0.50
0.03
8.468
A
0.000
0.00
8.468
100.00
1/2" Ice
2.13
0.62
0.04
0.00
0.000
8.468
1" Ice
2.33
0.75
0.06
(4) LGP17205
C
From Leg
4.00
0.0000
70.00
No Ice
1.95
0.50
0.03
0.000
0.746
L6 30.50-15.50
0.00
0.928
32
1/2" Ice
2.13
0.62
0.04
39.980
100.00
0.000
0.00
1" Ice
2.33
0.75
0.06
GH =1.100
Section
Elevation
ft
z
.ft
Kz
9z
mf
Ac
.f2
F
a
c
e
AF
ft,ft2
Ax
Area
Leg
%
CAAA
In
Face
.f,
CAAA
Out
Face
.f2
LI
94.88
1.252
44
13.495
A
0.000
13.495
13.495
100.00
0.000
0.109
100.00-90.00
B
0.000
13.495
100.00
0.000
0.000
C
0.000
13.495
100.00
0.000
0.109
L2 90.00-70.42
79.83
1.207
42
32.132
A
0.000
32.132
32.13.2
100.00
0.000
4.252
B
0.000
32.132
100.00
0.000
0.000
C
0.000
32.132
100.00
0.000
4.252
1-3 70.42-61.17
65.69
1.158
41
17.185
A
0.000
17.185
17.185
100.00
0.000
2.010
B
0.000
17.185
100.00
0.000
0.000
C
0.000
17.185
100.00
0.000
2.010
U 61.17-33.94
47.02
1.08
38
61.058
A
0.000
61.058
61.058
100.00
0.000
5.914
B
0.000
61.058
100.00
0.000
0.000
C
0.000
61.058
100.00
0.000
5.914
L5 33.94-30.50
32.20
0.997
35
8.468
A
0.000
8.468
8.468
100.00
0.000
0.746
B
0.000
8.468
100.00
0.000
0.000
C
0.000
8.468
100.00
0.000
0.746
L6 30.50-15.50
22.87
0.928
32
39.980
A
0.000
39.980
39.980
100.00
0.000
3.495
B
0.000
39.980
100.00
0.000
0.000
C
0.000
39.980
100.00
0.000
3.495
L715.50-8.00
11.72
0.85
30
21.606
A
0.000
21.606
21.606
100.00
0.000
1.748
B
0.000
21.606
100.00
0.000
0.000
C
0.000
21.606
100.00
0.000
1.748
L8 8.00-0.00
3.97
0.85
30
24.234
A
0.000
24.234
24.234
100.00
0.000
1.864
B
0.000
24.234
100.00
0.000
0.000
C
0.000
24.234
100.00
0.000
1.864
ISAT wer"
Job
NY Cutchogue, BU#: 806579
Page
8 of 26
GPD Associates
Project
Date
520 South Main St.; Suite 2531
2010111.14
13:27:26 03/08/10
Akron, OH44311
Client
Designed by
Phone: (330) 572-2100
Crown Castle
tbowman
FAX: (330) 572-2101
8
1.667.1
GH =1.loo
Section
Elevation
ft
z
ft
Kz
9z
psf
tz
in
AG
ft2
F
a
c
e
AF
ft,
AR
ft2
A,,
ft,
Leg
%
CAAA
In
Face
ft2
CAAA
Out
Face
L1100.00-90.00
94.88
1.252
8
1.667.1
16.274
A
0.000
16.274
16.274
100.00
0.000
0.402
B
0.000
13.495
B
0.000
16.274
0.000
100.00
0.000
0.000
C
0.000
13.495
C
0.000
16.274
L2 90.00-70.42
100.00
0.000
0.402
1.2 90.00-70.42
79.83
1.207
7
1.6385
37.479
A
0.000
37.479
37.479
100.00
0.000
15.633
B
0.000
32.132
100.00
0.000
B
0.000
37.479
100.00
0.000
0.000
0.000
32.132
100.00
0.000
4.252
C
0.000
37.479
9
100.00
0.000
15.633
L3 70.42-61.17
65.69
1.158
7
1.6069
19.712
A
0.000
19.712
19.712
100.00
0.000
7.389
100.00
0.000
0.000
B
0.000
19.712
C
100.00
0.000
0.000
100.00
0.000
2.010
1-4 61.17-33.94
47.02
1.08
C
0.000
19.712
0.000
100.00
0.000
7.389
L4 61.17-33.94
47.02
1.08
7
1.5541
68.111
A
0.000
68.111
68.111
100.00
0.000
21.232
0.000
B
0.000
68.111
100.00
0.000
0.000
L5 33.94-30.50
32.20
0.997
8
8.468
A
C
0.000
68.111
100.00
100.00
0.000
21.232
L5 33.94-30.50
32.20
0.997
6
1.4963
9.358
A
0.000
9.358
9.358
100.00
0.000
2.678
C
0.000
8.468
B
0.000
9.358
0.746
100.00
0.000
0.000
7
39.980
A
0.000
39.980
39.980
C
0.000
9.358
100.00
0.000
2.678
L6 30.50-15.50
22.87
0.928
6
1.4460
43.595
A
0.000
43.595
43.595
100.00
0.000
9.404
C
0.000
39.980
100.00
0.000
B
0.000
43.595
100.00
0.000
0.000
C
0.000
43.595
100.00
0.000
9.404
L715.50-8.00
11.72
0.85
5
1.3525
23.297
A
0.000
23.297
23.297
100.00
0.000
4.342
B
0.000
23.297
100.00
0.000
0.000
C
0.00023.297
100.00
0.000
4.342
L.8 8.00-0.00
3.97
0.85
5
1.2136
25.852
A
0.000
25.852
25.852
100.00
0.000
4.062
B
0.000
25.852
100.00
0.000
0.000
C
0.000
25.852
100.00
0.000
4.062
G„ =1-100
Section
Elevation
n
z
ft
Kz
qz
Psf
AG
ft2
F
a
c
e
AF
ft2
AR
ft2
Ales
ft2
Leg
%
CAAA
In
Face
ft2
CAAA
Out
Face
ft,
Ll
94.88
1.252
10
13.495
A
0.000
13.495
13.495
100.00
0.000
0.109
100.00-90.00
B
0.000
13.495
100.00
0.000
0.000
C
0.000
13.495
100.00
0.000
0.109
L2 90.00-70.42
79.83
1.207
9
32.132
A
0.000
32.132
32.132
100.00
0.000
4.252
B
0.000
32.132
100.00
0.000
0.000
C
0.000
32.132
100.00
0.000
4.252
13 70.42-61.17
65.69
1.158
9
17.185
A
0.000
17:185
17.185
100.00
0.000
2.010
B
0.000
17.185
100.00
0.000
0.000
C
0.000
17.185
100.00
0.000
2.010
1-4 61.17-33.94
47.02
1.08
8
61.058
A
0.000
61.058
61.058
100.00
0.000
5.914
B
0.000
61.058
100.00
0.000
0.000
C
0.000
61.058
100.00
0.000
5.914
L5 33.94-30.50
32.20
0.997
8
8.468
A
0.000
8.468
8.468
100.00
0.000
0.746
B
0.000
8.468
100.00
0.000
0.000
C
0.000
8.468
100.00
0.000
0.746
L6 30.50-15.50
22.87
0.928
7
39.980
A
0.000
39.980
39.980
100.00
0.000
3.495
B
0.000
39.980
100.00
0.000
0.000
C
0.000
39.980
100.00
0.000
3.495
C*
ISTQwer
Job
NY Cutchogue, BU#: 806579
Page
9 of 26
GPD Associates
Project
Date
520 South Main St.; Suite 2531
2010111.14
13:27`.26 03/08/10
Akron, OH443117
CAAA
Designed by
Phone: (330) 572-2100
Crown Castle
tbowman
FAX. (330)572-2101
A
a
Section
z
Kz
q:
AG
F
AF
AR
A
Leg
CAAA
CAAA
Elevation
Ll
0.04
0.32
A
a
1
44
1
%
In
Out
0.07
C
100.00-90.00
c
1
1
Psf
1
Face
Face
ft
f
Psf
Y
e
ft2
ft,
ft2
ft,
ft,
L715.50-8.00
11.72
0.85
7
21.606
A
0.000
21.606
21.606
100.00
0.000
1.748'
1
32.132
2.19
0.11
C
B
0.000
21.606
B
100.00
0.000
0.000
1
1
32.132
C
0.000
21.606
100.00
0.000
1.748
L8 8.00-0.00
3.97
0.85
7
24.234
A
0.000
24.234
24.234
100.00
0.000
1.864
1.2
41
1
1
17.185
B
0.000
24.234
70.42-61.17
100.00
0.000
0.000
1
1.2
1
1
C'
1 0.0001
24.2341
100.00
0.0001
1.864
Tower Forces-Noa,lceWind Normal To Face
Section
Elevation
ft
Add
Weight
K
Self
Weight
K
F
a
c
e
e
CF
q:
Psf
DF
DR
AE
ft2
F
K
w
klf
Ctrl.
Face
Ll
0.04
0.32
A
1
1
44
1
1
13.495
0.66
0.07
C
100.00-90.00
B
1
1
Psf
1
1
13.495
ft
K
K
C
1
1
1
1
13.495
K
Of
L2
0.27
2.75
A
1
1.2
42
1
1
32.132
2.19
0.11
C
90.00-70.42
B
1
1.2
1
1
32.132
C
1
1.2
1
1
32.132
L3
0.18
2.08
A
1
1.2
41
1
1
17.185
1.10
0.12
C
70.42-61.17
B
1
1.2
1
1
17.185
C
1
1.2
1
1
17.185
LA
0.54
6.61
A
1
1.184
38
1
1
61.058
3.50
0.13
C
61.17-33.94
B
1
1.184
1
1
61.058
C
1
1.184
1
1
61.058
1-5
0.07
2.03
A
1
1.14
35
1
1
8.468
0.43
0.12
C
33.94-30.50
B
1
1.14
1
1
8.468
C
1
1.14
1
1
8.468
L6
0.30
4.47
A
1
1.137
32
1
1
39.980
1.87
0.12
C
30.50-15.50
B
1
1.137
1
1
39.980
C
1
1.137
1
1
39.980
L715.50-8.00
0.15
2.33
A
1
1.104
30
1
1
21.606
0.90
0.12
C
B
1
1.104
1
1
21.606
C
1
1.104
1
1
21.606
L8 8.00-0.00
0.00
3.11
A
1
1.085
30
1
1
24.234
0.98
0.12
C
B
1
1.085
1
1
24.234
C
1
1.085
1
1
24.234
Sum Weight:
1.54
23.70
OTM
545.24
11.63
kip -ft
Section
Add
Self
F
e
CF
qz
DF
DR
AE
F
w
Ctrl.
Elevation
Weight
Weight
a
Face
c
Psf
ft
K
K
e
ft,
K
Of
Ll
0.04
0.32
A
1
1
44
1
1
13.495
0.66
0.07
C
100.00-90.00
B
1
1
1
1
13.495
C
1
1
1
1
13.495
L2
0.27
2.75
A
1
1.2
42
1
1
32.132
2.19
0.11
C
90.00-70.42
B
1
1.2
1
1
32.132
C
1
1.2
1
1
32.132
L3
0.18
2.08
A
1
1.2
41
1
1
17.185
1.10
0.12
C
70.42-61.17
B
1
1.2
1
1
17.185
ISATower
Job
Page10
F
a
c
e
NY Cutchogue, BU#: 806579
of 26
GPD Associates
Project
Date
520 South Main St.; Suite 2531
2010111.14
13:27:26 03/08/10
Client
Designed by
Akron, OH 44311
Phone: (330) 572-2100
Crown Castle
tbowman
FAX: (330)572-2101
44
1
Section
Elevation
ft
Add
Weight
K
Self
Weight
K
F
a
c
e
e
CF
q�
Psf
DF
DR
AE
ft2
F
K
w
klf
Ctrl.
Face
Ll
0.04
0.32
C
1
1.2
44
1
1
17.185
0.66
0.07
C
L4
0.54
6.61
A
1
1.184
38
1
1
61.058
3.50
0.13
C
61.17-33.94
B
1
1.184
1
1
61.058
L2
0.27
2.75
C
1
1.184
42
1
1
61.058
2.19
0.11
C
L5
0.07
2.03
A
1
1.14
35
1
1
8.468
0.43
0.12
C
33.94-30.50
B
1
1.14
1
1
8.468
L3
0.18
2.08
C
1
1.14
41
1
1
8.468
1.10
0.12
C
L6
0.30
4.47
A
1
1.137
32
1
1
39.980
1.87
0.12
C
30.50-15.50
B
1
1.137
1
1
39.980
LA
0.54
6.61
C
1
1.137
38
1
1
39.980
3.50
0.13
C
L715.50-8.00
0.15
2.33
A
1
1.104
30
1
1
21.606
0.90
0.12
C
B
1
1.104
1
1
21.606
L5
0.07
2.03
C
1
1.104
35
1
1
21.606
0.43
0.12
C
L8 8.00-0.00
0.00
3.11
A
1
1.085
30
1
1
24.234
0.98
0.12
C
B
1
1.085
1
1
24.234
L6
0.30
4.47
C
1
1.085
32
1
1
24.234
1.87
0.12
C
Sum Weight:
1.54
23.70
B
1
1.137
1
OTM
545.24
11.63
C
1
1.137
1
1
kip -ft
Section
Elevation
ft
Add
Weight
K
Self
Weight
K
F
a
c
e
e
CF
q:
Psf
DF
DR
AE
ft2
F
K
w
klf
Ctrl.
Face
Ll
0.04
0.32
A
1
1
44
1
1
13.495
0.66
0.07
C
100.00-90.00
B
1
1
1
1
13.495
C
1
1
1
1
13.495
L2
0.27
2.75
A
1
1.2
42
1
1
32.132
2.19
0.11
C
90.00-70.42
B
1
1.2
1
1
32.132
C
1
1.2
1
1
32.132
L3
0.18
2.08
A
1
1.2
41
1
1
17.185
1.10
0.12
C
70.42-61.17
B
1
1.2
1
1
17.185
C
1
1.2
1
1
17.185
LA
0.54
6.61
A
1
1.184
38
1
1
61.058
3.50
0.13
C
61.17-33.94
B
1
1.184
1
1
61.058
C
1
1.184
1
1
61.058
L5
0.07
2.03
A
1
1.14
35
1
1
8.468
0.43
0.12
C
33.94-30.50
B
1
1.14
1
1
8.468
C
1
1.14
1
1
8.468
L6
0.30
4.47
A
1
1.137
32
1
1
39.980
1.87
0.12
C
30.50-15.50
B
1
1.137
1
1
39.980
C
1
1.137
1
1
39.980
L715.50-8.00
0.15
2.33
A
1
1.104
30
1
1
21.606
0.90
0.12
C
B
1
1.104
1
1
21.606
C
1
1.104
1
1
21.606
L8 8.00-0.00
0.00
3.11
A
1
1.085
30
1
1
24.234
0.98
0.12
C
B
1
1.085
1
1
24.234
C
1
1.085
1
1
24.234
Sum Weight:
1.54
23.70
OTM
545.24
11.63
kip -ft
D
RIS,�Tower�
Job
NY Cutchogue, BU#: 806579
Page
11 of 26
GPD Associates
Project
Date
520 South Main St.; Suite 2531
2010111.14
13:27:26 03/08/10
Client
Designed by
Akron, OH44311
Phone: (330) 572-2100
Crown Castle1
tbowman
J
FAX. (330) 572-2101
A
1
Tower'Forces .- With,lce Wind-�Noraial To Face .:
Section
Elevation
ft
Add
Weight
K
Self
Weight
K
F
a
c
e
e
CF
q.
Psf
DF
DR
AE
ft,
F
K
w
klf
Ctrl.
Face
Ll
0.04
0.47
A
1
1.2
8
1
1
16.274
0.17
0.02
C
100.00-90.00
B
1
1.2
1
1
16.274
C
1
1.2
1
1
16.274
L2
0.27
3.11
A
1
1.2
7
1
1
37.479
0.62
0.03
C
90.00-70.42
B
1
1.2
1
1
37.479
C
1
1.2
1
1
37.479
L3
0.18
2.27
A
1
1.2
7
1
1
19.712
0.30
0.03
C
70.42-61.17
B
1
1.2
1
1
19.712
C
1
1.2
1
1
19.712
LA
0.54
7.30
A
1
1.2
7
1
1
68.111
0.90
0.03
C
61.17-33.94
B
1
1.2
1
1
68.111
C
1
1.2
1
1
68.111
L5
0.07
2.13
A
1
1.2
6
1
1
9.358
0.11
0.03
C
33.94-30.50
B
1
1.2
1
1
9.358
C
1
1.2
1
1
9.358
L6
0.30
4.92
A
1
1.2
6
1
1
43.595
0.44
0.03
C
30.50-15.50
B
1
1.2
1
1
43.595
C
1
1.2
1
1
43.595
L715.50-8.00
0.15
2.57
A
1
1.2
5
1
1
23.297
0.21
0.03
C
B
1
1.2
1
1
23.297
C
1
1.2
1
1
23.297
L8 8.00-0.00
0.00
3.38
A
1
1.2
5
1
1
25.852
0.22
0.03
C
B
1
1.2
1
1
25.852
C
1
1.2
1
1
25.852
Sum Weight:
1.54
26.15
OTM
143.98
2.96
kip -ft
Tower Forces Wifh Ice;=RWind 60 To,Face
Section
Elevation
ft
Add
Weight
K
Self
Weight
K
F
a
c
e
e
CF
9:
Psf
DF
DR
AE
ft,
F
K
w
klf
Ctrl.
Face
Ll
0.04
0.47
A
1
1.2
8
1
1
16.274
0.17
0.02
C
100.00-90.00
B
1
1.2
1
1
16.274
C
1
1.2
1
1
16.274
L2
0.27
3.11
A
1
1.2
7
1
1
37.479
0.62
0.03
C
90.00-70.42
B
1
1.2
1
1
37.479
C
1
1.2
1
1
37.479
L3
0.18
2.27
A
1
1.2
7
1
1
19.712
0.30
0.03
C
70.42-61.17
B
1
1.2
1
1
19.712
C
1
1.2
1
1
19.712
L4
0.54
7.30
A
1
1.2
7
1
1
68.111
0.90
0.03
C
61.17-33.94
B
1
1.2
1
1
68.111
C
1
1.2
1
1
68.111
L5
0.07
2.13
A
1
1.2
6
1
1
9.358
0.11
0.03
C
33.94-30.50
B
1
1.2
1
1
9.358
C
1
1.2
1
1
9.358
L6
0.30
4.92
A
1
1.2
6
1
1
43.595
0.44
0.03
C
30.50-15.50
B
1
1.2
1
1
43.595
C
1
1.2
1
1
43.595
L715.50-8.00
0.15
2.57
A
1
1.2
5
1
1
23.297
0.21
0.03
C
B
1
1.2
1
1
23.297
C
1
1.2
1
1
23.297
RISATower
Job
NY Cutchogue, BU#: 806579
Page
12 of 26
GPD Associates
Project
Date
520 South Main St.; Suite 2531
2010111.14
13:27:26 03/08/10
Client
Designed by
Akron, OH 44311
Phone: (330) 572-2100
Crown Castle
tbowman
FAX. (330)572-2101
a
1
Section
Add
Self
F
e
CF
qr
DF
DR
AE
F
w
Ctrl.
Elevation
Weight
Weight
a
1
1.2
8
1
1
16.274
0.17
0.02
Face
100.00-90.00
c
1
1.2
Psf
1
1
16.274
K
K
e
1
1.2
1
1
16.274
K
klf
L8 8.00-0.00
0.00
3.38
A
1
1.2
5
1
1
25.852
0.22
0.03
C
90.00-70.42
B
1
1.2
1
1
25.852
C
1
1.2
1
1
25.852
Sum Weight:
1.54
26.15
A
1
1.2
7
1
OTM
143.98
2.96
0.03
C
70.42-61.17
B
1
1.2
1
1
kip -ft
Tower P66b' s°`-.With,-1,ce - Wind,90 To Face: =
Section
Elevation
ft
Add
Weight
K
Self
Weight
K
F
a
c
e
e
CF
q=
Psf
DF
DR
AE
ft2
F
K
w
klf
Ctrl.
Face
Ll
0.04
0.47
A
1
1.2
8
1
1
16.274
0.17
0.02
C
100.00-90.00
B
1
1.2
1
1
16.274
C
1
1.2
1
1
16.274
L2
0.27
3.11
A
1
1.2
7
1
1
37.479
0.62
0.03
C
90.00-70.42
B
1
1.2
1
1
37.479
C
1
1.2
1
1
37.479
L3
0.18
2.27
A
1
1.2
7
1
1
19.712
0.30
0.03
C
70.42-61.17
B
1
1.2
1
1
19.712
C
1
1.2
1
1
19.712
L4
0.54
7.30
A
1
1.2
7
1
1
68.111
0.90
0.03
C
61.17-33.94
B
1
1.2
1
1
68.111
C
1
1.2
1
1
68.111
L5
0.07
2.13
A
1
1.2
6
1
1
9.358
0.11
0.03
C
33.94-30.50
B
1
1.2
1
1
9.358
C
1
1.2
1
1
9.358
L6
0.30
4.92
A
1
1.2
6
1
1
43.595
0.44
0.03
C
30.50-15.50
B
1
1.2
1
1
43.595
C
1
1.2
1
1
43.595
L715.50-8.00
0.15
2.57
A
1
1.2
5
1
1
23.297
0.21
0.03
C
B
1
1.2
1
1
23.297
C
1
1.2
1
1
23.297
L8 8.00-0.00
0.00
3.38
A
1
1.2
5
1
1
25.852
0.22
0.03
C
B
1
1.2
1
1
25.852
C
1
1.2
1
1
25.852
Sum Weight:
1.54
26.15
OTM
143.98
2.96
kip -ft
Tower Forces.- Service - Wind Norrnal To Face,
Section
Elevation
ft
Add
Weight
K
Self
Weight
K
F
a
c
e
e
CF
q�
Psf
DF
DR
AE
ft,
F
K
w
k1f
Ctrl.
Face
Ll
0.04
0.32
A
1
1
10
1
1
13.495
0.15
0.01
C
100.00-90.00
B
1
1
1
1
13.495
C
1
1
1
1
13.495
L2
0.27
2.75
A
1
1.2
9
1
1
32.132
0.49
0.03
C
90.00-70.42
B
1
1.2
1
1
32.132
C
1
1.2
1
1
32.132
13
0.18
2.08
A
1
1.2
9
1
1
17.185
0.25
0.03
C
70.42-61.17
B
1
1.2
1
1
17.185
C
1
1.2
1
1
17.185
RISAToweY
Job
NY Cutchogue, BU#: 806579
Page
13 of 26
GPD Associates
Project
Date
520 South Main St.; Suite 2531
2010111.14
13:27:26 03/08/10
Akron, OH443117
F
K
Designed by
Phone: (330) 572-2100
Crown Castle
17
tbowman
FAX.- (330) 572-2101
A
1
Section
Elevation
ft
Add
Weight
K
Self
Weight
K
F
a
c
e
e
CF
9:
Psf
DF
DR
AE
ft,
F
K
w
klf
Ctrl.
Face
L4
0.54
6.61
A
1
1.184
8
1
1
61.058
0.78
0.03
C
61.17-33.94
B
1
1.184
1
1
61.058
C
1
1.184
1
1
61.058
L5
.0.07
2.03
A
1
1.14
8
1
1
8.468
0.10
0.03
C
33.94-30.50
B
1
1.14
1
1
8.468
C
1
1.14
1
1
8.468
L6
0.30
4.47
A
1
1.137
7
1
1
39.980
0.42
0.03
C
30.50-15.50
B
1
1.137
1
1
39.980
C
1
1.137
1
1
39.980
L715.50-8.00
0.15
2.33
A
1
1.104
7
1
1
21.606
0.20
0.03
C
61.17-33.94
B
1
1.104
1
1
21.606
C
1
1.104
1
1
21.606
L8 8.00-0.00
0.00
3.11
A
1
1.085
7
1
1
24.234
0.22
0.03
C
33.94-30.50
B
1
1.085
1
1
24.234
C
1
1.085
1
1
24.234
Sum Weight:
1.54
23.70
A
1
1.137
7
1
OTM
121.96
2.60
0.03
C
30.50-15.50
B
1
1.137
1
1
kip -ft
Tower Forces , Serriice` ° aWind„60.To.;Face:
Section
Elevation
jt
Add
Weight
K
Self
Weight
K
F
a
c
e
e
CF
q�
Psf
DF
DR
AE
ft,
F
K
w
klf
Ctrl.
Face
Ll
0.04
0.32
A
1
1
10
1
1
13.495
0.15
0.01
C
100.00-90.00
B
1
1
1
1
13.495
C
1
1
1
1
13.495
L2
0.27
2.75
A
1
1.2
9
1
1
32.132
0.49
0.03
C
90.00-70.42
B
1
1.2
1
1
32.132
C
1
1.2
1
1
32.132
L3
0.18
2.08
A
1
1.2
9
1
1
17.185
0.25
0.03
C
70.42-61.17
B
1
1.2
1
1
17.185
C
1
1.2
1
1
17.185
L4
0.54
6.61
A
1
1.184
8
1
1
61.058
0.78
0.03
C
61.17-33.94
B
1
1.184
1
1
61.058
C
1
1.184
1
1
61.058
L5
0.07
2.03
A
1
1.14
8
1
1
8.468
0.10
0.03
C
33.94-30.50
B
1
1.14
1
1
8.468
C
1
1.14
1
1
8.468
L6
0.30
4.47
A
1
1.137
7
1
1
39.980
0.42
0.03
C
30.50-15.50
B
1
1.137
1
1
39.980
C
1
1.137
1
1
39.980
L715.50-8.00
0.15
2.33
A
1
1.104
7
1
1
21.606
0.20
0.03
C
B
1
1.104
1
1
21.606
C
1
1.104
1
1
21.606
L8 8.00-0.00
0.00
3.11
A
1
1.085
7
1
1
24.234
0.22
0.03
C
B
1
1.085
1
1
24.234
C
1
1.085
1
1
24.234
Sum Weight:
1.54
23.70
OTM
121:96
2.60
kip -ft
RISATower
Job
Page
14 of 26
F
a
c
e
NY Cutchogue, BU#: 806579
CF
GPD Associates
Project
Date
520 South Main St.; Suite 2531
2010111.14
13:27:26 03/08/10
Akron, OH44311
Client
Designed by
Phone: (330) 572-2100
Crown Castle
tbowman
FAX. (330) 572-2101
10
1
,Towerforces Service =Wind 90 To face
Section
Elevation
ft
Add
Weight
K
Self
Weight
K
F
a
c
e
e
CF
qz
psf
DF
DR
AE
ft,
F
K
w
klf
Ctrl.
Face
Ll
0.04
0.32
A
1
1
10
1
1
13.495
0.15
0.01
C
100.00-90.00
B
1
1
0.12
1
1
13.495
1.271
45
19.25
22.34
Pipe
C
1
1
1
1
13.495
ALP 9212-N w/Mount
120.0000
L2
0.27
2.75
A
1
1.2
9
1
1
32.132
0.49
0.03
C
90.00-70.42
B
1
1.2
240.0000
1
1
32.132
102.00
1.271
45
19.25
22.34
Pipe
C
1
1.2
1
1
32.132
A-18A24E-U
L3
0.18
2.08
A
1
1.2
9
1
1
17.185
0.25
0.03
C
70.42-61.17
102.00
1.271
B
1
1.2
T -Arm Mount [TA
1
1
17.185
-2.07
90.00
1.238
43
7.28
3.02
C
1
1.2
1
1
17.185
IA
0.54
6.61
A
1
1.184
8
1
1
61.058
0.78
0.03
C
61.17-33.94
B
1
1.184
1
1
61.058
-2.29
0.17
90.00
1.238
43
7.28
C
1
1.184
1
1
61.058
L5
0.07
2.03
A
1
1.14
8
1
1
8.468
0.10
0.03
C
33.94-30.50
B
1
1.14
1
1
8.468
0.18
2.60
3.81
90.00
1.238
43
C
1
1.14
1
1
8.468
L6
0.30
4.47
A
1
1.137
7
1
1
39.980
0.42
0.03
C
30.50-15.50
B
1
1.137
1
1
39.980
C
1
1.137
1
1
39.980
L715.50-8.00
0.15
2.33
A
1
1.104
7
1
1
21.606
0.20
0.03
C
B
1
1.104
1
1
21.606
C
1
1.104
1
1
21.606
L8 8.00-0.00
0.00
3.11
A
1
1.085
7
1
1
24.234
0.22
0.03
C
B
1
1.085
1
1
24.234
C
1
1.085
1
1
24.234
Sum Weight:
1.54
23.70
OTM
121.96
2.60
kip -ft
, Discrete: A , u"rterance,Pressures iVo. Ice r.GH; !.10o
Description
Aiming
Azimuth
°
Weight
K
Offset.
ft
Offsets
z
ft
KZ
q.
CAAc
Front
CAAc
Side
Platform Mount [LP
0.0000
1.34
0.00
0.00
100.00
1.266
44
32.03
32.03
602-1]
ALP 9212-N w/Mount
0.0000
0.12
0.00
-4.00
102.00
1.271
45
19.25
22.34
Pipe
ALP 9212-N w/Mount
120.0000
0.12
3.46
2.00
102.00
1.271
45
19.25
22.34
Pipe
ALP 9212-N w/Mount
240.0000
0.12
-3.46
2.00
102.00
1.271
45
19.25
22.34
Pipe
A-18A24E-U
240.0000
0.02
-3.46
2.00
100.00
1.266
44
6.57
0.54
LGP12104
240.0000
0.00
-3.46
2.00
102.00
1.271
45
0.03
0.02
T -Arm Mount [TA
30.0000
0.26
1.00
-2.07
90.00
1.238
43
7.28
3.02
602-1]
T -Arm Mount [TA
150.0000
0.26
1.29
1.90
90.00
1.238
43
7.28
3.02
602-1]
T -Arm Mount [TA
270.0000
0.26
-2.29
0.17
90.00
1.238
43
7.28
3.02
602-1]
TMBXX-6516-R2M w/
30.0000
0.18
2.00
-4.16
90.00
1.238
43
22.67
17.15
Mount Pipe
TMBXX-6516-R2M w/
150.0000
0.18
2.60
3.81
90.00
1.238
43
22.67
17.15
Mount Pipe
TMBXX-6516-R2M w/
270.0000
0.18
-4.60
0.35
90.00
1.238
43
22.67
17.15
Mount Pipe
ISA Tower,
Job
NY Cutchogue, BU#: 806579
Page15 of 26
GPD Associates
520 South Main St.; Suite 2531
Project
2010111.14
Date
13:27:26 03/08/10
Akron, OH 44311
Client
Designed by
Phone: (330) 572-2100
FAX: (330) 572-2101
Crown Castle
tbowman
Description
Aiming
Azimuth
°
Weight
K
Offset,
.ft
Offset,
n
z
ft
K,
q,
Psf
CAAc
Front
ft,
CAAc
Side
ft,
932QLG65R2EB
30.0000
0.06
2.00
-4.16
90.00
1.238
43
9.71
6.20
w/Mount Pipe
1.6759
602-1]
932QLG65R2EB
150.0000
0.06
2.60
3.81
90.00
1.238
43
9.71
6.20
w/Mount Pipe
25.55
31.90
1.6759
Pipe
932QLG65R2EB
270.0000
0.06
-4.60
0.35
90.00
1.238
43
9.71
6.20
w/Mount Pipe
1.271
8
25.55
31.90
1.6759
Pipe
E15S08P80
30.0000
0.00
2.00
-4.16
90.00
1.238
43
0.23
0.12
E15S08P80
150.0000
0.00
2.60
3.81
90.00
1.238
43
0.23
0.12
E15S08P80
270.0000
0.00
-4.60
0.35
90.00
1.238
43
0.23
0.12
E15S09P94
30.0000
0.01
2.00
-4.16
90.00
1.238
43
0.66
.0.37
E15S09P94
150.0000
0.01
2.60
3.81
90.00
1.238
43
0.66
0.37
E15S09P94
270.0000
0.01
-4.60
0.35
90.00
1.238
43
0.66
0.37
Platform Mount [LP
0.0000
1.12
0.00
0.00
80.00
1.208
42
18.01
18.01
305-1]
T -Arm Mount [TA
150.0000
0.50
1.29
1.90
90.00
1.238
DB845N65ZAXT
30.0000
0.16
2.00
-3.46
82.00
1.214
43
25.23
26.51
w/Mount Pipe
T -Arm Mount [TA
270.0000
0.50
-2.29
0.17
DB845N65ZAXT
150.0000
0.16
2.00
3.46
82.00
1.214
43
25.23
26.51
w/Mount Pipe
TMBXX-6516-R2M w/
30.0000
0.90
DB845N65ZAXT
270.0000
0.16
-4.00
-0.00
82.00
1.214
43
25.23
26.51
w/Mount Pipe
T -Arm Mount [TA
20.0000
0.26
0.68
-2.72
70.00
1.174
41
7.28
3.02
602-1]
T -Arm Mount [TA
120.0000
0.26
2.46
1.42
70.00
1.174
41
7.28
3.02
602-1]
T -Arm Mount [TA
240.0000
0.26
-2.46
1.42
70.00
1.174
41
7.28
3.02
602-1]
7334.00 w/Mount Pipe
20.0000
0.12
1.37
-4.60
70.00
1.174
41
16.36
10.60
7334.00 w/Mount Pipe
120.0000
0.12
4.19
2.42
70.00
1.174
41
16.36
10.60
7334.00 w/Mount Pipe
240.0000
0.12
-4.19
2.42
70.00
1.174
41
16.36
10.60
LGP17205
20.00000.12
1.37
-4.60
70.00
1.174
41
7.78
2.00
LGP17205
120.0000
0.12
4.19
2.42
70.00
1.174
41
7.78
2.00
LGP17205
240.0000
0.12
-4.19
2.42
70.00
1.174
41
7.78
2.00
Sum
6.35
Weight:
Description
Aiming
Azimuth
°
Weight
K
Offset.
ft
Offset,
ft
z
ft
KZ
q,
psf
CAAc
Front
ft,
CAAc
Side
t2
4
in
Platform Mount [LP
0.0000
2.87
0.00
0.00
100.00
1.266
8
54.42
54.42
1.6759
602-1]
ALP 9212-N w/Mount
0.0000
0.87
0.00
-4.00
102.00
1.271
8
25.55
31.90
1.6759
Pipe
ALP 9212-N w/Mount
120.0000
0.87
3.46
2.00
102.00
1.271
8
25.55
31.90
1.6759
Pipe
ALP 9212-N w/Mount
240.0000
0.87
-3.46
2.00
102.00
1.271
8
25.55
31.90
1.6759
Pipe
A-18A24E-U
240.0000
0.09
-3.46
2.00
100.00
1.266
8
7.71
1.08
1.6759
LGP12104
240.0000
0.01
-3.46
2.00
102.00
1.271
8
0.18
0.14
1.6759
T -Arm Mount [TA
30.0000
0.50
1.00
-2.07
90.00
1.238
8
14.71
6.93
1.6583
602-1]
T -Arm Mount [TA
150.0000
0.50
1.29
1.90
90.00
1.238
8
14.71
6.93
1.6583
602-1]
T -Arm Mount [TA
270.0000
0.50
-2.29
0.17
90.00.
1.238
8
14.71
6.93
1.6583
602-1] -1
TMBXX-6516-R2M w/
30.0000
0.90
2.00
-4.16
90.00
1.238
8
29.89
27.47
1.6583
Mount Pipe
ISA/Tower
Job
NY Cutchogue, BU#: 806579
Pa g e
16 of 26
GPD Associates
Project
Date
520 South Main St.; Suite 2531
2010111.14
13:27:26 03/08/10
CAAc
Side
Designed by
Akron, OH 44311Client
Phone: (330) 572-2100
Crown Castle
tbowman
FAX: (330) 572-2101
90.00
1.238
Description
Aiming
Azimuth
°
Weight
K
Offset,
ft
Offset,
ft
z
ft
K,qz
sf
CAAc
Front
CAAc
Side
tZ
in
TMBXX-6516-R2M w/
150.0000
0.90
2.60
3.81
90.00
1.238
8
29.89
27.47
1.6583
Mount Pipe
ALP 9212-N w/Mount
0.0000
0.12
TMBXX-6516-R2M w/
270.0000
0.90
-4.60
0.35
90.00
1.238
8
29.89
27.47
1.6583
Mount Pipe
ALP 9212-N w/Mount
120.0000
0.12
3.46
2.00
932QLG65R2EB
30.0000
0.33
2.00
-4.16
90.00
1.238
8
11.89
9.39
1.6583
w/Mount Pipe
ALP 9212-N w/Mount
240.0000
0.12
-3.46
2.00
102.00
1.271
932QLG65R2EB
150.0000
0.33
2.60
3.81
90.00
1.238
8
11.89
9.39
1.6583
w/Mount Pipe
A-18A24E-U
240.0000
0.02
-3.46
2.00
100.00
1.266
10
6.57
932QLG65R2EB
270.0000
0.33
-4.60
0.35
90.00
1.238
8
11.89
9.39
1.6583
w/Mount Pipe
30.0000
0.26
1.00
-2.07
90.00
1.238
10
7.28
3.02
602-1]
E15S08P80
30.0000
0.01
2.00
-4.16
90.00
1.238
8
0.50
0.34
1.6583
E15S08P80
150.0000
0.01
2.60
3.81
90.00
1.238
8
0.50
0.34
1.6583
E15S08P80
270.0000
0.01
-4.60
0.35
90.00
1.238
8
0.50
0.34
1.6583
E15S09P94
30.0000
0.04
2.00
-4.16
90.00
1.238
8
1.08
0.72
1.6583
E15S09P94
150.0000
0.04
2.60
3.81
90.00
1.238
8
1.08
0.72
1.6583
E15S09P94
270.0000
0.04
-4.60
0.35
90.00
1.238
8
1.08
0.72
1.6583
Platform Mount [LP
0.0000
1.88
0.00
0.00
80.00
1.208
7
35.45
35.45
1.6389
305-1]
DB845N65ZAXT
30.0000
1.09
2.00
-3.46
82.00
1.214
7
33.36
39.41
1.6389
w/Mount Pipe
DB845N65ZAXT
150.0000
1.09
2.00
3.46
82.00
1.214
7
33.36
39.41
1.6389
w/Mount Pipe
DB845N65ZAXT
270.0000
1.09
-4.00
-0.00
82.00
1.214
7
33.36
39.41
1.6389
w/Mount Pipe
T -Arm Mount [TA
20.0000
0.49
0.68
-2.72
70.00
1.174
7
14.52
6.84
1.6171
602-1]
T -Arm Mount [TA
120.0000
0.49
2.46
1.42
70.00
1.174
7
14.52
6.84
1.6171
602-1]
T -Arm Mount [TA
240.0000
0.49
-2.46
1.42
70.00
1.174
7
14.52
6.84
1.6171
602-1]
7334.00 w/Mount Pipe
20.0000
0.58
1.37
-4.60
70.00
1.174
7
20.41
16.31
1.6171
7334.00 w/Mount Pipe
120.0000
0.58
4.19
2.42
70.00
1.174
7
20.41
16.31
1.6171
7334.00 w/Mount Pipe
240.0000
0.58
-4.19
2.42
70.00
1.174
7
20.41
16.31
1.6171
LGP17205
20.0000
0.30
1.37
-4.60
70.00
1.174
7
10.35
3.67
1.6171
LGP17205
120.0000
0.30
4.19
2.42
70.00
1.174
7
10.35
3.67
1.6171
LGP17205
240.0000
0.30
-4.19
2.42
70.00
1.174
7
10.35
3.67
1.6171
Sum
20.17
Weight:
Description
Aiming
Azimuth
°
Weight
K
Offset.
.ft
Offset,
.n
z
ft
KZ
qz
Psf
CAAc
Front
.itZ
CAAc
Side
Platform Mount [LP
0.0000
1.34
0.00
0.00
100.00
1.266
10
32.03
32.03
602-1]
ALP 9212-N w/Mount
0.0000
0.12
0.00
-4.00
102.00
1.271
10
19.25
22.34
Pipe
ALP 9212-N w/Mount
120.0000
0.12
3.46
2.00
102.00
1.271
10
19.25
22.34
Pipe
ALP 9212-N w/Mount
240.0000
0.12
-3.46
2.00
102.00
1.271
10
19.25
22.34
Pipe
A-18A24E-U
240.0000
0.02
-3.46
2.00
100.00
1.266
10
6.57
0.54
LGP12104
240.0000
0.00
-3.46
2.00
102.00
1.271
10
0.03
0.02
T -Arm Mount [TA
30.0000
0.26
1.00
-2.07
90.00
1.238
10
7.28
3.02
602-1]
T -Arm Mount [TA
150.0000
0.26
1.29
1.90
90.00
1.238
10
7.28
3.02
602-1]
RISATower
Job NY Cutchogue, BU#: 806579
Page17 of 26
GPD Associates
Project
Date
520 South Main St.; Suite 2531
2010111.14
13:27:26 03/08/10
Akron, OH 44311
Client
Designed by
Phone: (330) 572-2100
Crown Castle
tbowman
FAX. (330) 572-2101
1.238
10
Description
Aiming
Azimuth
°
Weight
K
Offset,
ft
Offset,
ft
z
ft
K,
q,
Psf
CAAc
Front
f,
CAAc
Side
f 2
T -Arm Mount [TA
270.0000
0.26
-2.29
0.17
90.00
1.238
10
7.28
3.02
602-1]
Total Member Self -Weight
23.70
Na� ;
'�3'
0.13
Total Weight
31.59a
TMBXX-6516-R2M w/
30.0000
0.18
2.00
-4.16
90.00
1.238
10
22.67
17.15
Mount Pipe
0.26
Wind 30 deg - No Ice
13.15
22.28
1538.04
-911.45
0.22
Wind 60 deg - No Ice
TMBXX-6516-R2M w/
150.0000
0.18
2.60
3.81
90.00
1.238
10
22.67
17.15
Mount Pipe
-1783.99
-0.02
Wind 120 deg - No Ice
. ,;,
22.22
12.55
862.54
-1533.93
0.14
TMBXX-6516-R2M w/
270.0000
0.18
-4.60
0.35
90.00
1.238
10
22.67
17.15
Mount Pipe
932QLG65R2EB
30.0000
0.06
2.00
-4.16
90.00
1.238
10
9.71
6.20
w/Mount Pipe
932QLG65R2EB
150.0000
0.06
2.60
3.81
90.00
1.238
10
9.71
6.20
w/Mount Pipe
932QLG65R2EB
270.0000
0.06
-4.60
0.35
90.00
1.238
10
9.71
6.20
w/Mount Pipe
E15S08P80
30.0000
0.00
2.00
-4.16
90.00
1.238
10
0.23
0.12
E15S08P80
150.0000
0.00
2.60
3.81
90.00
1.238
10
0.23
0.12
E15S08P80
270.0000
0.00
-4.60
0.35
90.00
1.238
10
0.23
0.12
E15S09P94
30.0000
0.01
2.00
-4.16
90.00
1.238
10
0.66
0.37
E15S09P94
150.0000
0.01
2.60
3.81
90.00
1.238
10
0.66
0.37
E15S09P94
270.0000
0.01
-4.60
0.35
90.00
1.238
10
0.66
0.37
Platform Mount [LP
0.0000
1.12
0.00
0.00
80.00
1.208
9
18.01
18.01
305-1]
DB845N65ZAXT
30.0000
0.16
2.00
-3.46
82.00
1.214
10
25.23
26.51
w/Mount Pipe
DB845N65ZAXT
150.0000
0.16
2.00
3.46
82.00
1.214
10
25.23
26.51
w/Mount Pipe
DB845N65ZAXT
270.0000
0.16
-4.00
-0.00
82.00
1.214
10
25.23
26.51
w/Mount Pipe
T -Arm Mount [TA
20.0000
0.26
0.68
-2.72
70.00
1.174
9
7.28
3.02
602-1]
T -Arm Mount [TA
120.0000
0.26
2.46
1.42
70.00
1.174
9
7.28
3.02
602-1]
T -Arm Mount [TA
240.0000
0.26
-2.46
1.42
70.00
1.174
9
7.28
3.02
602-1]
7334.00 w/Mount Pipe
20.0000
0.12
1.37
-4.60
70.00
1.174
9
16.36
10.60
7334.00 w/Mount Pipe
120.0000
0.12
4.19
2.42
70.00
1.174
9
16.36
10.60
7334.00 w/Mount Pipe
240.0000
0.12
-4.19
2.42
70.00
1.174
9
16.36
10.60
LGP17205
20.0000
0.12
1.37
-4.60
70.00
1.174
9
7.78
2.00
LGP17205
120.0000
0.12
4.19
2.42
70.00
1.174
9
7.78
2.00
LGP17205
240.0000
0.12
-4.19
2.42
70.00
1.174
9
7.78
2.00
Sum
6.35
Weight:
Force Totals
Load
Case
Vertical
Forces
K
Sum of
Forces
X
K
Sum of
Forces
Z
K
Sum of
Overturning
Moments, M
kip -ft
Sum of
Overturning
Moments, M,
kip -ft
Sum of Torques
kip -ft
Leg Weight
23.70
Bracing Weight
0.00
Total Member Self -Weight
23.70
Na� ;
'�3'
0.13
Total Weight
31.59a
l„
0.13
0.43
Wind 0 deg - No Ice
It%
0.28
-25.57
-1763.17
-22.65
0.26
Wind 30 deg - No Ice
13.15
22.28
1538.04
-911.45
0.22
Wind 60 deg - No Ice
22.49
13.03
-900.76
-1556.14
0.11
Wind 90 deg - No Ice
:: .`;
25.81
-0.28
-22.09
-1783.99
-0.02
Wind 120 deg - No Ice
. ,;,
22.22
12.55
862.54
-1533.93
0.14
RISATower
Job
Page
Sum of
NY Cutchogue, BU#: 806579
18 of 26
GPD Associates
Project
Date
520 South Main St.; Suite 2531
2010111.14
13:27:26 03/08/10
Client
Designed by
Akron, OH 44311
Phone: (330) 572-2100
Crown Castle
tbowman
FAX. (330) 572-2101
Moments, M,
Load
Vertical
Sum of
Sum of
Sum of
Sum of
Sum of Torques
Case
Forces
Forces
Forces
Overturning
Overturning
X
Z
Moments, M
Moments, M,
K
K
K
kip -ft
kip -.ft
kip -ft
Wind 150 deg - No Ice
`'
12.67
22.01
1516.08
-872.97
-0.23
Wind 180 deg - No Ice
-0.28
25.57
1763.43
21.78
-0.26
Wind 210 deg - No Ice
�
-13.15
22.28
1538.30
910.58
-0.22
Wind 240 deg - No Ice
='
-22.49
13.03
901.02
1555.28
0.11
Wind 270 deg - No Ice
25.81
0.28
22.34
1783.12
0.02
Wind 300 deg - No Iced
-22.22
-12.55
-862.28
1533.06
0.14
Wind 330 deg - No Ice
-12.67
-22.01
-1515.83
872.10
0.23
Member Ice
2.45
77 ���
=111M-
Total Weight Ice
47.86,
_
0.46
-1.2
_
r
Wind 0 deg - Ice
0.05
-6.65
-465.06
-5.60
0.02
Wind 30 deg - Ice
ror
3.40
-5.79
-404.88
-239.76
0.01
Wind 60 deg - Ice
5.83
-3.37
-236.09
-410.00
-0.01
Wind 90 deg - Ice
6.70
-0.05
-3.92
-470.71
-0.03
Wind 120 deg - Iced`
5.77
3.28
229.42
-405.62
-0.04
Wind 150 deg - Ice
3.30
5.73
401.42
-232.17
0.04
Wind 180 deg - Ice#
-0.05
6.65
465.97
3.16
-0.02
Wind 210 deg -Ice
-3.40
5.79
405.79
237.31
-0.01
Wind 240 deg - Ice
-5.83
3.37
237.01
407.55
0.01
Wind 270 deg - Ice°'
��� ��� : �
-6.70
0.05
4.84
468.26
0.03
Wind 300 deg - Ice
5.77
-3.28
-228.51
403.17
0.04
Wind 330 deg - Ice
<sc „
-3.30
-5.73
-400.50
229.73
0.04
Total Weight
31.59
0.13
0.43
Wind 0 deg - Service
77=0.06
-5.72
394.29
-5.40
0.06
Wind 30 de Service
g-
` a w� ;
*1� 1.<t
2.94
-4.98
-343.94
-204.21
0.05
Wind 60 deg - Service
�
?
5.03
-2.91
201.39
-348.42
0.03
Wind 90 deg - Service
5.77
-0.06
-4.84
-399.39
-0.00
Wind 120 deg - Service
0a
4.97
2.81
193.04
-343.45
0.03
Wind 150 deg -Service
2.83
4.92
339.22
-195.61
-0.05
Wind 180 deg -Service
-0.06
5.72
394.55
4.54
-0.06
Wind 210 deg - Service
-2.94
4.98
344.19
203.35
-0.05
Wind 240 deg -Service
�; 1
-5.03
2.91
201.64
347.55
-0.03
Wind 270 deg - Service
13
-5.77
0.06
5.10
398.52
0.00
Wind 300 deg - Service
\K
-4.97
-2.81
-192.78
342.58
0.03
Wind 330 deg - Service
'„•°
-2.83
-4.92
-338.971
194.74
0.05
Load Combinations
Comb. Description
No.
1 Dead Only
2 1.2 Dead+1.6 Wind 0 deg - No Ice
3 0.9 Dead+1.6 Wind 0 deg - No Ice
4 1.2 Dead+1.6 Wind 30 deg - No Ice
5 0.9 Dead+1.6 Wind 30 deg - No Ice
6 1.2 Dead+1.6 Wind 60 deg - No Ice
7 0.9 Dead+1.6 Wind 60 deg - No Ice
8 1.2 Dead+1.6 Wind 90 deg - No Ice
9 0.9 Dead+1.6 Wind 90 deg - No Ice
10 1.2 Dead+1.6 Wind 120 deg - No Ice
11 0.9 Dead+1.6 Wind 120 deg - No Ice
12 1.2 Dead+1.6 Wind 150 deg - No Ice
13 0.9 Dead+1.6 Wind 150 deg - No Ice
14 1.2 Dead+1.6 Wind 180 deg - No Ice
15 0.9 Dead+1.6 Wind 180 deg - No Ice
16 1.2 Dead+1.6 Wind 210 deg - No Ice
17 0.9 Dead+1.6 Wind 210 deg - No Ice
18 1.2 Dead+1.6 Wind 240 deg - No Ice
RISA
RISATowe
Job
Page
19 of 26
Condition
NY Cutchogue, BU#: 806579
Axial
K
GPD Associates
Project
Date
520 South Main St.; Suite 2531
2010111.14
13:27:26 03/08/10
Client
Designed by
Akron, OH44311
Phone: (330) 572-2100
Crown Castle
tbowman
FAX: (330) 572-2101
Max. Compression
26
Comb. Description
No.
19 0.9 Dead+1.6 Wind 240 deg - No Ice
20 1.2 Dead+1.6 Wind 270 deg - No Ice
21 0.9 Dead+1.6 Wind 270 deg - No Ice
22 1.2 Dead+1.6 Wind 300 deg - No Ice
23 0.9 Dead+1.6 Wind 300 deg - No Ice
24 1.2 Dead+1.6 Wind 330 deg - No Ice
25 0.9 Dead+1.6 Wind 330 deg - No Ice
26 1.2 Dead+1.0 Ice+1.0 Temp
27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp
28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp
29 1.2 Dead+1.0 Wind 60 deg+1.0Ice+1.0 Temp
30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp
31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp
32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp
33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp
34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp
35 1.2 Dead+1.0 Wind 240 deg+1.0Ice+1.0 Temp
36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp
37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp
38 1.2 Dead+1.0 Wind 330 deg+ 1.0 Ice+ 1.0 Temp
39 Dead+Wind 0 deg - Service
40 Dead+Wind 30 deg - Service
41 Dead+Wind 60 deg - Service
42 Dead+Wind 90 deg - Service
43 Dead+Wind 120 deg - Service
44 Dead+Wind 150 deg - Service
45 Dead+Wind 180 deg - Service
46 Dead+Wind 210 deg - Service
47 Dead+Wind 240 deg - Service
48 Dead+Wind 270 deg - Service
49 Dead+Wind 300 deg - Service
50 Dead+Wind 330 deg - Service
Maximum Member Forces
Section
No.
Elevation
ft
Component
Type
Condition
Gov.
Load
Comb.
Axial
K
Major Axis
Moment
kip -ft
Minor Axis
Moment
kip -ft
Ll
100-90
Pole
Max Tension
1
0.00
0.00
0.00
Max. Compression
26
-6.49
0.34
-0.19
Max. Mx
20
-1.90
78.82
-1.60
Max. My
14
-1.92
1.63
-77.01
Max. Vy
8
7.69
-78.65
1.51
Max. Vx
14
7.51
1.63
-77.01
Max. Torque
24
0.14
L2
90-70.4212
Pole
Max Tension
1
0.00
0.00
0.00
Max. Compression
26
-20.88
0.34
-0.19
Max. Mx
20
-7.68
380.29
-4.20
Max. My
14
-7.71
4.21
-375.51
Max. Vy
8
23.08
-380.13
4.11
Max. Vx
14
22.90
4.21
-375.51
Max. Torque
2
0.18
L3
70.4212-
Pole
Max Tension
1
0.00
0.00
0.00
61.1667
Max. Compression
26
-28.98
-1.31
-0.48
Max. Mx
8
-12.69
-720.16
8.57
Max. My
14
-12.73
8.21
-710.89
Max. Vy
8
29.79
-720.16
8.57
Max. Vx
14
29.40
8.21
-710.89
ISA TOWe'r
Job
Page
Condition
NY Cutchogue, BU#: 806579
20 of 26
GPD Associates
Project
Date
520 South Main St.; Suite 2531
2010111.14
13:27:26 03/08/10
Client
Designed by
Akron, OH44311
Phone: (330) 572-2100
Crown Castle
61.1667-
FAX. (330) 572-2101 FAX.-
Max Tension
1
Section
No.
Elevation
ft
Component
Type
Condition
Gov.
Load
Comb.
Axial
K
Major Axis
Moment
kip -ft
Minor Axis
Moment
kip -ft
K
K
Max. Torque
15
0.67
L4
61.1667-
Pole
Max Tension
1
0.00
0.00
0.00
-0.44
33.9351
2
37.91
-0.44
40.92
Max. Mx
2
2873.61
-0.44
40.92
Max. Compression
26
-36.71
-1.31
-0.48
Max. Torsion
15
0.40
Max. Mx
8
-20.35
-1460.29
19.01
-20.27
-35.21
Min. Hx
Max. My
14
-20.37
18.64
-1441.89
14
37.91
0.44
Max. Vy
8
34.41
-1460.29
19.01
-40.92
Min. Mx
20
Max. Vx
14
34.02
18.64
-1441.89
-0.38
-0.44
40.92
Max. Torque
15
0.65
L5
33.9351 - 30.5
Pole
Max Tension
1
0.00
0.00
0.00
Max. Compression
26
-40.97
-1.31
-0.48
Max. Mx
8
-24.44
-1726.97
22.42
Max. My
14
-24.47
22.05
-1705.57
Max. Vy
8
36.03
-1726.97
22.42
Max. Vx
14
35.63
22.05
-1705.57
Max. Torque
15
0.54
L6
30.5-15.5
Pole
Max Tension
1
0.00
0.00
0.00
Max. Compression
26
-47.14
-1.31
-0.48
Max. Mx
8
-30.66
-2287.28
29.17
Max. My
14
-30.67
28.79
-2259.97
Max. Vy
8
38.74
-2287.28
29.17
Max. Vx
14
38.35
28.79
-2259.97
Max. Torque
15
0.52
L7
15.5-8
Pole
Max Tension
1
0.00
0.00
0.00
Max. Compression
26
-50.35
-1.31
-0.48
Max. Mx
8
-33.90
-2582.29
32.51
Max. My
14
-33.91
32.14
-2552.05
Max. Vy
8
39.97
-2582.29
32.51
Max. Vx
14
39.58
32.14
-2552.05
Max. Torque
15
0.46
L8
8-0
Pole
Max Tension
1
0.00
0.00
0.00
Max. Compression
26
-54.36
-1.31
-0.48
Max. Mx
8
-37.90
-2907.28
36.06
Max. My
14
-37.90
35.69
-2873.93
Max. Vy
8
41.32
-2907.28
36.06
Max. Vx
14
40.93
35.69
-2873.93
Max. Torque
15
0.43
Maximum Reactions
Location Condition
Gov.
Vertical
Horizontal, X
Horizontal, Z
Load
K
K
K
Comb.
Pole Max. Vert
26
54.36
0.00
0.00
Max. Hz
20
37.91
41.30
-0.44
Max. H.
2
37.91
-0.44
40.92
Max. Mx
2
2873.61
-0.44
40.92
Max. M.
8
2907.28
-41.30
0.44
Max. Torsion
15
0.40
0.44
-40.92
Min. Vert
13
28.43
-20.27
-35.21
Min. Hx
8
37.91
-41.30
0.44
Min. H.
14
37.91
0.44
-40.92
Min. M.
14
-2873.93
0.44
-40.92
Min. Mx
20
-2906.21
41.30
-0.44
Min. Torsion
3
-0.38
-0.44
40.92
RItSATower
Job
Page21 of 26
Shears
NY Cutchogue, BU#: 806579
Overturning
GPD Associates
Project
Date
520 South Main St.; Suite 2531
2010111.14
13:27:26 03/08/10
Moment, MZ
Designed by
Akron, OH44311Clie7
Phone: (330) 572-2100
Crown Castle
tbowman
FAX: (330) 572-2101
kip -ft
kip -ft
Tower Mast Reaction Summar
LoadVertical
Shear,
Shears
Overturning
Overturning
Torque
Combination
Moment, M
Moment, MZ
K
K
K
kip ft
kip -ft
kip -ft
Dead Only
31.59
0.00
0.00
0.13
-0.43
0.00
1.2 Dead+1.6 Wind 0 deg - No
37.91
0.44
-40.92
-2873.61
-36.76
0.38
Ice
0.9 Dead+1.6 Wind 0 deg - No
28.43
0.44
-40.92
-2859.66
-36.44
0.38
Ice
1.2 Dead+1.6 Wind 30 deg - No
37.91
21.03
-35.66
-2506.64
-1485.27
0.31
Ice
0.9 Dead+1.6 Wind 30 deg - No
28.43
21.03
-35.66
-2494.48
-1477.90
0.32
Ice
1.2 Dead+1.6 Wind 60 deg - No
37.91
35.99
-20.84
-1468.04
-2535.92
0.17
Ice
0.9 Dead+1.6 Wind 60 deg - No
28.43
35.99
-20.84
-1460.93
-2523.43
0.17
Ice
1.2 Dead+1.6 Wind 90 deg - No
37.91
41.30
-0.44
-36.06
-2907.28
-0.02
Ice
0.9 Dead+1.6 Wind 90 deg - No
28.43
41.30
-0.44
-35.92
-2892.98
-0.02
Ice
1.2 Dead+1.6 Wind 120 deg -
37.91
35.55
20.08
1405.68
-2499.81
-0.21
No Ice
0.9 Dead+1.6 Wind 120 deg -
28.43
35.55
20.08
1398.80
-2487.50
-0.21
No Ice
1.2 Dead+1.6 Wind 150 deg -
37.91
20.27
35.21
2470.84
-1422.59
-0.35
No Ice
0.9 Dead+1.6 Wind 150 deg -
28.43
20.27
35.21
2458.78
-1415.53
-0.35
No Ice
1.2 Dead+1.6 Wind 180 deg -
37.91
-0.44
40.92
2873.93
35.69
-0.39
No Ice
0.9 Dead+1.6 Wind 180 deg -
28.43
-0.44
40.92
2859.90
35.65
-0.40
No Ice
1.2 Dead+1.6 Wind 210 deg -
37.91
-21.03
35.66
2506.96
1484.20
-0.33
No Ice
0.9 Dead+1.6 Wind 210 deg -
28.43
-21.03
35.66
2494.71
1477.10
-0.33
No Ice
1.2 Dead+1.6 Wind 240 deg -
37.91
-35.99
20.84
1468.36
2534.86
-0.17
No Ice
0.9 Dead+1.6 Wind 240 deg -
28.43
-35.99
20.84
1461.17
2522.64
-0.17
No Ice
1.2 Dead+1.6 Wind 270 deg -
37.91
-41.30
0.44
36.38
2906.21
0.03
No Ice
0.9 Dead+1.6 Wind 270 deg -
28.43
-41.30
0.44
36.16
2892.19
0.03
No Ice
1.2 Dead+1.6 Wind 300 deg -
37.91
-35.55
-20.08
-1405.36
2498.74
0.22
No Ice
0.9 Dead+1.6 Wind 300 deg -
28.43
-35.55
-20.08
-1398.56
2486.70
0.23
No Ice
1.2 Dead+1.6 Wind 330 deg -
37.91
-20.27
-35.21
-2470.53
1421.53
0.35
No Ice
0.9 Dead+1.6 Wind 330 deg -
28.43
-20.27
-35.21
-2458.54
1414.74
0.35
No Ice
1.2 Dead+1.0 Ice+1.0 Temp
54.36
0.00
0.00
0.48
-1.31
0.00
1.2 Dead+1.0 Wind 0 deg+1.0
54.36
0.05
-6.65
-482.94
-5.94
0.01
Ice+1.0 Temp
1.2 Dead+1.0 Wind 30 deg+1.0
54.36
3.40
-5.79
-420.45
-249.13
-0.00
Ice+1.0 Temp
1.2 Dead+1.0 Wind 60 deg+1.0
54.36
5.83
-3.37
-245.15
-425.94
-0.02
Ice+1.0 Temp
1.2 Dead+1.0 Wind 90 deg+1.0
54.36
6.70
-0.05
-4.03
-488.99
-0.03
Ice+1.0 Temp
�[TISATQwer
Job
NY Cutchogue, BU#: 806579
Page
22 of 26
GPD Associates
520 South Main St.; Suite 2531
Project
2010111.14
Date
13:27:26 03/08/10
Akron, OH44311
Client
Designed by
Phone: (330) 572-2100
FAX: (330) 572-2101
Crown Castle
tbowman
Load
Vertical
Shear,
Shear
Overturning
Overturning
Torque
Combination
1
0.00
-31.59
Moment, M
Moment, MZ
31.59
0.00
K
K
K
kip -ft
kip -ft
kip -ft
1.2 Dead+1.0 Wind 120
54.36
5.77
3.28
238.31
-421.39
-0.03
deg+1.0 Ice+1.0 Temp
28.43
40.92
0.000%
4
21.03
-37.91
1.2 Dead+1.0 Wind 150
54.36
3.30
5.73
416.93
-241.25
-0.02
deg+1.0 Ice+1.0 Temp
-35.66
-21.03
28.43
35.66
0.000%
6
1.2 Dead+1.0 Wind 180
54.36
-0.05
6.65
483.98
3.16
-0.01
deg+1.0 Ice+1.0 Temp
35.99
-28.43
-20.84
-35.99
28.43
20.84
1.2 Dead+1.0 Wind 210
54.36
-3.40
5.79
421.48
246.35
0.00
deg+1.0 Ice+1.0 Temp
0.000%
9
41.30
-28.43
-0.44
-41.30
1.2 Dead+1.0 Wind 240
54.36
-5.83
3.37
246.19
423.15
0.02
deg+1.0 Ice+1.0 Temp
37.91
-20.08
0.000%
11
35.55
-28.43
1.2 Dead+1.0 Wind 270
54.36
-6.70
0.05
5.07
486.20
0.03
deg+1.0 Ice+1.0 Temp
35.21
-20.27
37.91
-35.21
0.000%
13
1.2 Dead+1.0 Wind 300
54.36
-5.77
-3.28
-237.27
418.60
0.03
deg+1.0 Ice+1.0 Temp
-0.44
-37.91
40.92
0.44
37.91
-40.92
1.2 Dead+1.0 Wind 330
54.36
-3.30
-5.73
-415.90
238.46
0.02
deg+1.0 Ice+1.0 Temp
0.0000/0
16
-21.03
-37.91
35.66
21.03
Dead+Wind 0 deg - Service
31.59
0.06
-5.72
-400.69
-5.50
0.05
Dead+Wind 30 deg - Service
31.59
2.94
-4.98
-349.51
-207.53
0.05
Dead+Wind 60 deg - Service
31.59
5.03
-2.91
-204.65
-354.08
0.02
Dead+Wind 90 deg - Service
31.59
5.77
-0.06
-4.92
-405.87
-0.00
Dead+Wind 120 deg - Service
31.59
4.97
2.81
196.17
-349.03
-0.03
Dead+Wind 150 deg - Service
31.59
2.83
4.92
344.73
-198.78
-0.05
Dead+Wind 180 deg - Service
31.59
-0.06
5.72
400.95
4.61
-0.05
Dead+Wind 210 deg - Service
31.59
-2.94
4.98
349.78
206.64
-0.05
Dead+Wind 240 deg - Service
31.59
-5.03
2.91
204.92
353.19
-0.02
Dead+Wind 270 deg - Service
31.59
-5.77
0.06
5.18
404.98
0.00
Dead+Wind 300 deg - Service
31.59
-4.97
-2.81
-195.90
348.14
0.03
Dead+Wind 330 deg - Service
31.59
-2.83
-4.92
-344.46
197.89
0.05
Solution Summar
Load
Comb.
PX
K
Sum of Applied Forces
Py
K
PZ
K
PX
K
Sum of Reactions
Py
K
PZ
K
% Error
1
0.00
-31.59
0.00
0.00
31.59
0.00
0.000%
2
0.44
-37.91
-40.92
-0.44
37.91
40.92
0.000%
3
0.44
-28.43
-40.92
-0.44
28.43
40.92
0.000%
4
21.03
-37.91
-35.66
-21.03
37.91
35.66
0.000%
5
21.03
-28.43
-35.66
-21.03
28.43
35.66
0.000%
6
35.99
-37.91
-20.84
-35.99
37.91
20.84
0.000%
7
35.99
-28.43
-20.84
-35.99
28.43
20.84
0.000%
8
41.30
-37.91
-0.44
-41.30
37.91
0.44
0.000%
9
41.30
-28.43
-0.44
-41.30
28.43
0.44
0.000%
10
35.55
-37.91
20.08
-35.55
37.91
-20.08
0.000%
11
35.55
-28.43
20.08
-35.55
28.43
-20.08
0.000%
12
20.27
-37.91
35.21
-20.27
37.91
-35.21
0.000%
13
20.27
-28.43
35.21
-20.27
28.43
-35.21
0.000%
14
-0.44
-37.91
40.92
0.44
37.91
-40.92
0.000%
15
-0.44
-28.43
40.92
0.44
28.43
-40.92
0.0000/0
16
-21.03
-37.91
35.66
21.03
37.91
-35.66
0.000%
17
-21.03
-28.43
35.66
21.03
28.43
-35.66
0.000%
18
-35.99
-37.91
20.84
35.99
37.91
-20.84
0.000%
19
-35.99
-28.43
20.84
35.99
28.43
-20.84
0.000%
20
-41.30
-37.91
0.44
41.30
37.91
-0.44
0.000%
21
-41.30
-28.43
0.44
41.30
28.43
-0.44
0.000%
22
-35.55
-37.91
-20.08
35.55
37.91
20.08
0.000%
23
-35.55
-28.43
-20.08
35.55
28.43
20.08
0.000%
24
-20.27
-37.91
-35.21
20.27
37.91
35.21
0.000%
C�
RISA
Job
NY Cutchogue, BU#: 806579
Page
23 of 26
GPD Associates
Project
Date
520 South Main St.; Suite 2531
2010111.14
13:27:26 03/08/10
Akron, OH44311
Client
Designed by
Phone: (330) 572-2100
Crown Castle
tbowman
FAX. (330) 572-2101
Comb.
K
Non -Linear Convergence Results
Load
Converged?
Sum of Applied Forces
Displacement
Force
Sum of Reactions
of Cycles
Load
PX
Py
PZ
PX
Py
PZ
% Error
Comb.
K
K
K
K
K
K
0.00000001
25
-20.27
-28.43
-35.21
20.27
28.43
35.21
0.000%
26
0.00
-54.36
0.00
0.00
54.36
0.00
0.000%
27
0.05
-54.36
-6.65
-0.05
54.36
6.65
0.000%
28
3.40
-54.36
-5.79
-3.40
54.36
5.79
0.000%
29
5.83
-54.36
-3.37
-5.83
54.36
3.37
0.000%
30
6.70
-54.36
-0.05
-6.70
54.36
0.05
0.000%
31
5.77
-54.36
3.28
-5.77
54.36
-3.28
0.000%
32
3.30
-54.36
5.73
-3.30
54.36
-5.73
0.000%
33
-0.05
-54.36
6.65
0.05
54.36
-6.65
0.000%
34
-3.40
-54.36
5.79
3.40
54.36
-5.79
0.000%
35
-5.83
-54.36
3.37
5.83
54.36
-3.37
0.000%
36
-6.70
-54.36
0.05
6.70
54.36
-0.05
0.000%
37
-5.77
-54.36
-3.28
5.77
54.36
3.28
0.000%
38
-3.30
-54.36
-5.73
3.30
54.36
5.73
0.000%
39
0.06
-31.59
-5.72
-0.06
31.59
5.72
0.000%
40
2.94
-31.59
-4.98
-2.94
31.59
4.98
0.000%
41
5.03
-31.59
-2.91
-5.03
31.59
2.91
0.000%
42
5.77
-31.59
-0.06
-5.77
31.59
0.06
0.000%
43
4.97
-31.59
2.81
-4.97
31.59
-2.81
0.000%
44
2.83
-31.59
4.92
-2.83
31.59
-4.92
0.000%
45
-0.06
-31.59
5.72
0.06
31.59
-5.72
0.000%
46
-2.94
-31.59
4.98
2.94
31.59
-4.98
0.000%
47
-5.03
-31.59
2.91
5.03
31.59
-2.91
0.000%
48
-5.77
-31.59
0.06
5.77
31.59
-0.06
0.000%
49
-4.97
-31.59
-2.81
4.97
31.59
2.81
0.000%
50
-2.83
-31.59
-4.92
2.83
31.59
4.92
0.000%
Non -Linear Convergence Results
Load
Converged?
Number
Displacement
Force
Combination
of Cycles
Tolerance
Tolerance
1
Yes
4
0.00000001
0.00000001
2
Yes
4
0.00000001
0.00024484
3
Yes
4
0.00000001
0.00014048
4
Yes
5
0.00000001
0.00009735
5
Yes
5
0.00000001
0.00003763
6
Yes
5
0.00000001
0.00009576
7
Yes
5
0.00000001
0.00003688
8
Yes
4
0.00000001
0.00014207
9
Yes
4
0.00000001
0.00008025
10
Yes
5
0.00000001
0.00009219
11
Yes
5
0.00000001
0.00003596
12
Yes
5
0.00000001
0.00009338
13
Yes
5
0.00000001
0.00003654
14
Yes
4
0.00000001
0.00007100
15
Yes
4
0.00000001
0.00003805
16
Yes
5
0.00000001
0.00009532
17
Yes
5
0.00000001
0.00003674
18
Yes
5
0.00000001
0.00009710
19
Yes
5
0.00000001
0.00003749
20
Yes
4
0.00000001
0.00017118
21
Yes
4
0.00000001
0.00009684
22
Yes
5
0.00000001
0.00009291
23
Yes
5
0.00000001
0.00003630
24
Yes
5
0.00000001
0.00009156
25
Yes
5
0.00000001
0.00003574
26
Yes
4
0.00000001
0.00000001
27
Yes
5
0.00000001
0.00006004
RISA TOWe'r
Job
Page
24 of 26
0.00000001
NY Cutchogue, BU#: 806579
29
GPD Associates
Project
Date
520 South Main St.; Suite 2531
2010111.14
13:27:26 03/08/10
Client
Designed by
Akron, OH44311
Phone: (330) 572-2100
Crown Castle
tbowman
FAX. (330) 572-2101
0.00006481
32
28
Yes
5
0.00000001
0.00006558
29
Yes
5
0.00000001
0.00006589
30
Yes
5
0.00000001
0.00006099
31
Yes
5
0.00000001
0.00006481
32
Yes
5
0.00000001
0.00006455
33
Yes
5
0.00000001
0.00006030
34
Yes
5
0.00000001
0.00006536
35
Yes
5
0.00000001
0.00006555
36
Yes
5
0.00000001
0.00006041
37
Yes
5
0.00000001
0.00006405
38
Yes
5
0.00000001
0.00006381
39
Yes
4
0.00000001
0.00000745
40
Yes
4
0.00000001
0.00002898
41
Yes
4
0.00000001
0.00002715
42
Yes
4
0.00000001
0.00000660
43
Yes
4
0.00000001
0.00002559
44
Yes
4
0.00000001
0.00002694
45
Yes
4
0.00000001
0.00000691
46
Yes
4
0.00000001
0.00002660
47
Yes
4
0.00000001
0.00002858
48
Yes
4
0.00000001
0.00000668
49
Yes
4
0.00000001
0.00002623
50
Yes
4
0.00000001
0.00002477
'Maximum Tower Deflections -Service Wind
Section
Elevation
Horz,
Gov.
Tilt
Twist
No.
Deflection
Load
ft
in
Comb.
Comb.
°
Ll
100-90
7.648
41
0.6831
0.0002
L2
90-70.4212
6.263
41
0.6273
0.0002
1.3
73.5787 - 61.1667
4.222
41
0.5481
0.0003
L4
61.1667 - 33.9351
2.899
41
0.4586
0.0002
L5
38.0647 - 30.5
1.115
41
0.2769
0.0001
L6
30.5-15.5
0.706
41
0.2306
0.0001
L7
15.5-8
0.171
41
0.1112
0.0000
L8
8-0
0.043
41
0.0519
0.0000
Critical Deflections and Radius of Curvature - Service Wind
Elevation
Appurtenance
Gov.
Deflection
Tilt
Twist
Radius of
Load
Curvature
ft
Comb.
in
o
o
ft
100.00
Platform Mount [LP 602-1]
41
7.648
0.6831
0.0002
18276
90.00
T -Arm Mount [TA 602-1]
41
6.263
0.6273
0.0002
10074
80.00
Platform Mount [LP 305-1]
41
4.983
0.5814
0.0003
10330
70.00
T -Arm Mount [TA 602-11
41
3.819
0.5254
0.0003
9264
RISATower,
Job
Page25 of 26
Gov.
NY Cutchogue, BU#: 806579
Twist
Project
Date
GPD Associates
520 South Main St.; Suite 2531
2010111.14
13:27:26 03/08/10
Client
Designed by
Akron, OH 44311
Phone: (330) 572-2100
Crown Castle
tbowman
FAX: (330)572-2101
100-90
54.724
Maximum Tower Deflections - Design Wind'
Section
Elevation
Horz
Gov.
Tilt
Twist
No.
P.
Deflection
Load
No.
ft
in
Comb.
o°
in
Ll
100-90
54.724
6
4.8961
0.0017
L2
90-70.4212
44.817
6
4.4931
0.0016
L3
73.5787 - 61.1667
30.227
6
3.9249
0.0022
L4
61.1667 - 33.9351
20.760
6
3.2844
0.0015
L5
38.0647 - 30.5
7.985
6
1.9842
0.0006
L6
30.5-15.5
5.061
6
1.6524
0.0004
L7
15.5-8
1.226
6
0.7969
0.0002
L8
8-0
0.310
6
0.3717
0.0001
Critical Deflections and Radius of Curvature- Design Wind
Elevation
Appurtenance
Gov.
Deflection
Tilt
Twist
Radius of
P.
pP
Load
No.
Curvature
tt
Comb.
in
oft
P„
100.00
Platform Mount [LP 602-1]
6
54.724
4.8961
0.0017
2614
90.00
T -Arm Mount [TA 602-11
6
44.817
4.4931
0.0019
1439
80.00
Platform Mount [LP 305-1]
6
35.663
4.1627
0.0023
1464
70.00
T -Arm Mount [TA 602-1]
6
27.339 "
3.7623
0.0021
1308
Compression Checks
Pole. Design Data
Section
Elevation
Size
L
L
KUr
A
P.
pP
Ratio
No.
P„
ft
ft
ft
in'
K
K
p.
Ll
100-90(1)
TPI 6.7855x14.5x0.1875
10.00
0.00
0.0
10.0210
-1.89
586.23
0.003
L2
90-70.4212
TP21.2603x16.7855x0.6998
19.58
0.00
0.0
44.7058
-7.66
2615.29
0.003
(2)
L3
70.4212-
TP22.9417x19.139x0.7524
12.41
0.00
0.0
53.7614
-12.66
3145.04
0.004
61.1667(3)
1-4
61.1667-
TP29.0368x22.9417x0.8828
27.23
0.00
0.0
77.4010
-20.33
4527.96
0.004
33.9351(4)
L5
33.9351- 30.5
TP29.2293x26.347x0.9131
7.56
0.00
0.0
79.4040
-23.14
4645.13
0.005
(5)
L6
30.5 - 15.5 (6)
TP32.5591x29.2293x0.9077
15.00
0.00
0.0
92.5125
-30.65
5411.98
0.006
L7
15.5-8(7)
TP34.224102.5591x0.8707
7.50
0.00
0.0
93.5135
-33.90
5470.54
0.006
L8
8-0(8)
TP36x34.2241x1.0417
8.00
0.00
0.0
117.262
-37.90
6859.82
0.006
0
RISATower
Job
Page26 of 26
M-
NY Cutchogue, BU#: 806579
Ratio
GPD Associates
Project
Date
520 South Main St.; Suite 2531
2010111.14
13:27:26 03/08/10
Akron, OH44311Client
Element
Designed by
Phone: (330) 572-2100
Crown Castle
tbowman
FAX: (330) 572-2101
ft
Pole
Pole Bending Design Data
Section
Elevation
Size
M-
WM
Ratio
May
May
Ratio
No.
.ft
Type
V
Element
M-
T
Capacity
M,Y
Ll
ft
Pole
kip -ft
kip -ft
W-
kip -ft
kip -ft
May
Ll
100-90(l)
TP16.7855xl4.5x0.1875
79.73
197.57
0.404
0.00
197.57
0.000
L2
90-70.4212
TP21.2603xl6.7855x0.6998
382.69
1029.09
0.372
0.00
1029.09
0.000
L4
(2)
Pole&Rein£
TP29.0368x22.9417x0.8828
4
-20.33
4527.96
69.6
Pass
L3
70.4212-
TP22.9417xl9.139x0.7524
725.30
1385.99
0.523
0.00
1385.99
0.000
L6
61.1667(3)
Pole&Reinf.
TP32.559lx29.2293x0.9077
6
-30.65
5411.98
82.9
Pass
L4
61.1667-
TP29.0368x22.94170.8828
1472.18
2452.25
0.600
0.00
2452.25
0.000
L8
33.9351(4)
Pole&Reinf.
TP36x34.2241xl.0417
8
-37.90
6859.82
74.1
Pass
L5
33.9351- 30.5
TP29.2293x26.347x0.9131
1617.45
2491.81
0.649
0.00
2491.81
0.000
(5)
Pole (L7)
86.9
Pass
L6
30.5 -15.5 (6)
TP32.5591x29.22930.9077
2305.73
3419.36
0.674
0.00
3419.36
0.000
L7
15.5-8(7)
TP34.224102.55910.8707
2602.91
3651.34
0.713
0.00
3651.34
0.000
L8
8-0(8)
TP36x34.2241xl.0417
2930.20'
4781.73
0.613
0.00
4781.73
0.000
Pole Shear Design Data
Section
Elevation
Size
Actual
raV
Ratio
Actual
�T
Ratio
No.
.ft
Type
V
Element
V
T
Capacity
T
Ll
.ft
Pole
K
K
�1 n
kip -ft
kip -ft
�T
Ll
100-90(l)
TP16.7855xl4.5x0.1875
7.78
173.12
0.045
0.00
419.43
0.000
L2
90-70.4212
TP21.2603xl6.7855x0.6998
23.17
772.30
0.030
0.05
2236.49
0.000
L4
(2)
Pole&Rein£
TP29.0368x22.9417x0.8828
4
-20.33
4527.96
69.6
Pass
L3
70.4212-
TP22.9417x19.1390.7524
30.08
928.74
0.032
0.42
3008.17
0.000
L6
61.1667(3)
Pole&Reinf.
TP32.559lx29.2293x0.9077
6
-30.65
5411.98
82.9
Pass
14
61.1667-
TP29.0368x22.9417x0.8828
34.70
1337.11
0.026
0.33
5314.69
0.000
L8
33.9351(4)
Pole&Reinf.
TP36x34.2241xl.0417
8
-37.90
6859.82
74.1
Pass
M
33.9351 - 30.5
TP29.2293x26.347x0.9131
35.89
1393.87
0.026
0.31
5407.70
0.000
(5)
Pole (L7)
86.9
Pass
L6
30.5 -15.5 (6)
TP32.5591x29.22930.9077
39.03
1598.17
0.024
0.24
7383.82
0.000
L7
15.5-8(7)
TP34.224lx32.559lx0.8707
40.26
1615.46
0.025
0.21
7865.07
0.000
L8
8-0(8)
TP36x34.2241xl.0417
41.60
2025.72
0.021
0.17
10337.00
0.000
Section Capacity 'Table
Section
Elevation
Component
Size
Critical
P
Opal-
%
Pass
No.
.ft
Type
Element
K
K
Capacity
Fail
Ll
100-90
Pole
TP16.7855x14.50.1875
1
-1.89
586.23
40.9
Pass
L2
90-70.4212
Pole&Reinf.
TP21.2603x16.78550.6998
2
-7.66
2615.29
45.8
Pass
L3
70.4-61.17
Pole&Rein£
TP22.9417x19.1390.7524
3
-12.66
3145.04
68.0
Pass
L4
61.17 - 33.94
Pole&Rein£
TP29.0368x22.9417x0.8828
4
-20.33
4527.96
69.6
Pass
L5
33.94-30.5
Pole&Reinf.
TP29.2293x26.347x0.9131
5
-23.14
4645.13
73.1
Pass
L6
30.5-15.5
Pole&Reinf.
TP32.559lx29.2293x0.9077
6
-30.65
5411.98
82.9
Pass
L7
15.5-8
Pole&Reinf.
TP34.2241x32.5591x0.8707
7
-33.90
5470.54
86.9
Pass
L8
8 - 0
Pole&Reinf.
TP36x34.2241xl.0417
8
-37.90
6859.82
74.1
Pass
Summary
Pole (L7)
86.9
Pass
RATING =
86.9
Pass
*Refer to Appendix C for calculations supporting the % capacity used.
Crown Castle USA, Inc.
100 Ft Monopole Tower Structural Analysis
Project Number 2010111.14, Application 88585, Revision 6
APPENDIX B
BASE LEVEL DRAWING
RISATower Report - version 5.3.1.0
March 08, 2010
CCI BU No 806579
Page 8
(NOT INSTALLED)
(12) 7/8" TO 70 Ff LEVEL
(INSTALLED)
(12) 7,/8" TO 70 FT LEVEL
PLA)
(12) 7/5" TO 00 FT LEVEL
(INSTALLED)
(12) 7/8" TO BO Ff LEVEL
0 NSTWlED)
(24) 7/8" TO 90 FT LEVEL
e*104 -
y r t
r �
1 �
0
1� 4 4'
Ila
(SLA.) .
(3' 7/8' its 100 FT LEVET.
ON5TAL.LED)
(12) 7/8" TO 100 Ff LEVEL
Crown Castle USA, Inc.
100 Ft Monopole Tower Structural Analysis
Project Number 2010111.14, Application 88585, Revision 6
APPENDIX C
ADDITIONAL CALCULATIONS
RISATower Report - version 5.3.1.0
March 08, 2010
CCI BU No 806579
Page 9
F,,.. =
65
VIE RRI J"#�
Client
Crown Castle
Job No.:
2010111.44
Project
NY Cutchogue 958280
Sheet No: 1
Of I
PE) ASSOCIATES Site ID:
BU#:806579
Made By: TB
Date: 3/812010
Location:
Suffolk County, NY
ChWd By:
Date:
F,,.. =
65
VIE RRI J"#�
Fy,'. =
� =
65
0.9
TIA-222-G MP Channels
g e ow npu
ISAOutput
PJSF -
NIA
-
Ugfu,GrSej_ Modification
If Of Channels
3
6
6.89
UghfrGrey, a Calculations
K (connection)
0.8
# of sides
12
L6
33.9 29.0368
0.28125 2.61
-i�* at -'VIA
k" 1.111�,IIVZ fZ-11* z� 011'11X-111�11
VIE RRI J"#�
�,JkAtvv;�
.[,'�,A
4111"K*1
,,.,.,SiA
4W ia*lu:
Ax 4 Wstk
4Q J rN
L4
L561.2
70.4 21.2603
22.9417
0.1875 2.61:89
0.28125 2.61
6
6.89
525
52:5,
4.95
1.95
8.47
8 .47
58.36-
66.15
L4
L6
33.9 29.0368
0.28125 2.61
6.89
52,5_
4.95
8.47
70Q`�
ill
71.66
JR,
-
L7
30.5 29.2293
0.3125 !`2.61
689`52.54.95
L6
MP306
MP306
847
783
854037
S64.40 --N 74.72
#v X
�i 091307L8
15.5 32.5591
0.3125 2;8
7.93
82.26
-U.29
6.456.45162
872
118550.4
95304 82
791 Q2 85.28
MP308 ,,,00 , 06
L9
LIO
8 34.2241.
0 36,0000
0.3125 2.8
0.3125
7.93
7.93
12 -29
6.45
6.45,
10 32
10 .�12
517
7 :100.96
k"
h�
1-10
MP308
.,Ovb
A001J
N11
V
e
L4
MP306=ta 0002
Z -
A
4
L5
0003
,Pp.z
0522 %% OQ18 1
P.X00031,
`626%
L6
MP306
MP306
-0-65
`;0005 "
L7
MP306 OQt15
X0.5$6 0016
"';4046
L8
MP308 ,,,00 , 06
,,0,872 1 0.0162
,`4007
?I
L9
MP308 0407
1-10
MP308
.,Ovb
A001J
N11
Client: Crown Castle Job No.: 2010111.14
Project: NY Cutchogue 958280 Sheet No: 1 Of 1
GPD ASSOCIATES Site ID: SU#::806579. Made By: TB Date: 3/8/2010
Location: 2010111.14 Chk'd By: Date:
Fynae =
65
Fy.�n, =
65
00 (plate buckling)=
0.9
0e and 0, =
0.9
# Of Plates
3
Conn. Spacing (in)
18
K (connection)
0.8
# of sides =
12
TIA-222-G - Plates
Light Yellow Input
RISA Output
Light Gteen Modification
Li 'tLYF Calculations
u °.:?
ts(ft}
}Pour i$aclian
* (�n1
`
"
..:
_ t pE't0 rL:8W9ea.an €. -"?fiat;=Pik ...:St1sa113"�Airi"Q;1l}.. t �gndent MlAutij•w
A.
Et;rtivafantEitAai1
;" Tictciess{sra}
L6
L7
33.9
30.5
290368
29.2293
0.28125
0,:3125
0.75 '9
0,75 9
,i 7;.78
783 °
811544 _� 53993 9 7166 203 ; X847 '^ 14,k'2e
854038 58446 g 7472 231 389 y6i7�d5��j
' 088277 '
061307
L8
16.6
32.5591
0.3125
0i76 '9
872
991171
X1185504 '7 40 8381 : 3086 3 Q8 _
,I 4t99�a ��
";336162 5
Q i7i2
40.87472
L9
8
34.2241
0.3125
.0:75 s9
751 OZ - 85 26 ti33$ 2602 9'
L10
0
-36
.0.3125
035 f9
, .,a ,9:65..
=_16331.73, .,, ;: 9$3-73 : 100.96 ,! -37 m.':,.e' •.P " $. . �':.. s tf,2s�.�.". a
..-'1.04t72 ""F-
Square, Unstiffened Base Plate, Any Rod Material - Rev. G
Assumptions: Rod groups at corners. Total # rods divisible by 4. Maximum total # of rods = 48.
Rod Spacing = Straight Center -to -Center distance between any (2) adjacent rods (same corner)
Site Data
BU#: 806579
Site Name: NY Cutchogue
App #: 88585
Connection Type I Butt
Anchor Rod Data
Qty:
Diam:
Rod Material:
Strength, Fu:
Yield, Fy:
Bolt Circle:
Anchor Spacing:
8
in
ksi
ksi
in
in
2.25
A615 -J
100
75
44
6
Plate Data
W=Side:
Thick:
Grade:
B effective
42
in
in
ksi
in
2.25
60
23.40
Pole Data
Diam:
Thick:
Grade:
36
in
in
0.3125]ksi
65
Reactions
Mu:
Axial, Pu:
Shear, Vu:
1281.79
ft -kips
kips
kips
19.74
21:67
Note: Reactions have been adjusted to
account for modifications
Anchor Rod Results
Max Rod (Cu+ Vu/r ):
Allowable Axial, (P*Fu*Anet:
Anchor Rod Stress Ratio:
Base Plate Results
Base Plate Stress:
Allowable Plate Stress:
Base Plate Stress Ratio:
# Anchors
at corner=
Qty/4
182.7 Kips
260.0 Kips
70.3% Pass
PL Ref. Data
Yield Line (in):
45.0 ksi 23.40
54.0 ksi Max PL Length:
83.4% Pass 23.40
Max PL Length
Yield Line
5t 5t
t= BASE PL
THICKNESS
��- Anchor, Typ.
Pole w/
DIAM = D
Anchor
Spacing
CClplate 1.2 - Square Base G 1.0, Effective October 26, 2009 Analysis date: 3/8/2010
Modified Anchor Rod Calculations
NY Cutchogue 958280, BU#. 806579
GPD Job #: 2010111.14
Rod 9 (in) Rod D
Ex. Mod 1;75• _• D,
Ex. Mod 1,75 D2
New 2.5 - D.
225 D4 17.5324
2.25,• DS 13.2897
"8entling' a 2s .
New Rods
Existing Rods
Moment resistance .3 1648.41 ft -k
°
Moment resistances -°: -A281:791 -k
Axial resistance 18.1,
Axial resistance,, 19,74Ak
Shear resistance 19.93jk
Shear resistance) 21,0jk
# of Rods
Nominal Rod Area (in`)
Unbraced Length (in)
N, 2
A,
2.41
L,
99.. .
N2 .. 2- `
A2
2.41:
L2
99
N3 4
A3
4.91
L3
147.' .
N4 :.;- ,4 _
A4
'° 3.98 ,°
26.3850
135..
°2
A2
4WL.-5
147
P4
P,
New Rods
Existing Rods
Moment resistance . 1648A1 ft -k
Moment resistance 1281.7911-k
Axial resistance 18.15 k
Axial resistance-: 19.7,
Shear resistances' 19.93;k
Shear resistance " 21.87fk
Rod q) (in)
Rod D (in)
# of Rods
Nominal Rod Area (in`)
Unbraced Length (in)
Tension/Rod (kips)
Ex. Mod
1,75 '
D,
16.6170.N,
4
A,
2.41
L,
99
P,
-107.41"
New
2:5 '"
D2
26.3850
N2
°2
A2
4WL.-5
147
P2
'.234:63"
New
2.5 M
D3
0.0000
N3
2
A3
4=
1-47
P3'-3:05
"
Existing
2.25'" '
D4
21.7945
N4
4'
A4
3
135
P,
Existing
2.25 ',
D,
3.0000
N5
4,
As
=3
135
PS
21.37:
New 2-1/2"0 Anchor Rod (Fu=150ksi) New 1-3/4"0 Anchor Rod (Fu=150ksi)
Allowable Rod Force = 480 kips Allowable Rod Force = 228 kips
New Rod Capacity = 48.9% 1 1 New Rod Capacity = 66.9%
PAD DESIGN - Monopole
NY Cutchogue 958280, BU#. 806579
TOWER REACTIONS
total overturning moment = 2930.20 Kip -ft
total shear= 41.61 Kip
axial = 37.89 Kip
ground water table = Bekyw ft
PAD DIMENSIONS
Width =
18 ft
height =
12 ft
depth of conc =
4 ft
Ysoo=
0.110 kcf
Yconc=
0.150 kcf
Mr=
7382.04 k -ft
Mot =
3429.52 k -ft
P (Dead Loads•1.2)=
718.29 k
P (Dead Loads'0.9)=
54819 k
WWedge
24.69 k
Ultimate Bearing =
10 ksf
LOAD PERPENDICULAR TO PAD
Q. = P/A+M/S=
QMIN= P/A-WS= , -1 a31
LOAD AT 45 DEGREES TO PAD
0.= P/A+M/S= 7.22
QMIN= P/A-WS= -2.78
height
SpreadsheatInput
PCAMATS Input
width/6 M/P
3.00 4.77 NG (width/6 < M/P), use Qmax
Verify max pressure in PCAMATS for this load case
width
F.S. OVERTURNING / F•S• ALLOWABLE
61.9°/
IF M/P>width/6 QMAx/QALL
Qmax = 6.30 ksf 66.2% OK
Qmin = 0.00 ksf
PCA -Mats Output
Qmax = 4.97 ksf
Qmin = 0.00 ksf
Page 1 of 1 3/8/2010
03/08/10 PCA-Mats V5.20 - PORTLAND CEMENT ASSOCIATION Page 1
18:16:10 Licenced to: firm mod806-2.mat
2010111.14
Crown Castle USA, Inc.
100 Ft Monopole Tower Structural Analysis
Project Number 2010111.14, Application 88585, Revision 6
APPENDIX D
MODIFICATION DESIGN DRAWINGS
RISATower Report - version 5.3.1.0
March 08, 2010
CCI BU No 806579
Page 10
NY CUTCHOGUE 958280
WARNING -IT IS A VI%sLfTv`�!
100 M O Irl O P ®L E TOWER PERSON TO
ACTINGSIO tA?TEI1 Ht
PflOFESSION>iL
/
E
PROJECT SUMMARY
TOWER OWNER:
CROWN CASTLE
TOWER TYPE:
MONOPOLE
GOVERNING CODE:
TIA-222-G
SITE ADDRESS:
21855 COUNTRY RD.
NEW YORK 11935
_CUTCHOGUE,
SUFFOLK COUNTY
LATITUDE:
41' 1' 46.6"
LONGITUDE:
-72' 29' 50.3"
OWNER CONTACT-
MS. ROSE DEANGELO
5500 FLATIRON PKWY SUITE 100
BOULDER, CO 80301
(720) 304-6882
PROJECT OVERVIEW:
THE LISTED DRAWINGS REPRESENT REQUIRED MODIFICATIONS TO THE TOWER
BY INSTALLING POLE MAX CHANNELS TO THE TOWER SHAFT, ANCHOR RODS.
AND BRACKETS TO THE BASE PLATE, AND EXTENDING THE EXISTING
FOUNDATION.
DATE REVISION DRAWING INDEX
— TITLE SHEET
— N-1 PROJECT NOTES
— S-1 TOWER ELEVATION, SCHEDULES, AND
COAX LAYOUT
— S-2 AERO SOLUTIONS ASSEMBLY DRAWINGS
— F-1 FOUNDATION DETAILS & PARTIAL SITE PLAN
— PM -1 POST MODIFICATION INSPECTION CHECKLIST
®` N�5�f
LAW FOR ANY G���� �0
—_NT UNLESS H
F A LICENSE F
-Fc-a--sI"�3�'F�
TOWER OWNER
' CROWN
CASTLE
2000 CORPORATE DRIVE, CANONSBURG. PA 15317
724-410-2000
ENGINEERS
GIAUS
Sc
GPDASSOCIEATES
520 South Main Street, Suite 2531 Akron, Ohio 44311
330-572-2100, Fax 330-572-2102
PREPARED FOR
Aer®So/uiions
Optim¢ing Your Tower /n#asvuduie
SITE NAME -
NY CUTCHOGUE 958280
SITE NUMBER:
BU# 806579
GPD JOB NUMBER:
2010111.14
REVISION
0
DATE : 03/08/10
NOT FOR CONSTRUCTION
FOR PERMITTING
PURPOSES ONLY
. GENERAL NOTES
y THE FOLLOWING DRAWINGS REPRESENT MODIFICATIONS TO THE EXISTING TOWER. THE MODIFICATIONS ARE
BASED ON PAUL J. FORD AND COMPANY STRUCTURAL REPORT (PROJECT is 37510-0102; DATED .JANUARY
29, 2010). ALL MODIFICATIONS MUST BE INSTALLED TO BRING THE TOWER INTO CONFORMANCE WITH
TLA -222-6.
Z THESE MODIFICATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE .GOVERNING PROVISIONS OF
TIA-222—G, AWS, AND AISC. MATERIALS AND SERVICES PROVIDED BY -THE CONTRACTOR SHALL_ CONFORM TO
THE ABOVE MENTIONED CODES AND THE CONTRACT SPECIFICATIONS.
L ALL ORIGINAL TOWER INFORMATION WAS OBTAINED IN THE FORM OF ORIGINAL TOWER DRAWINGS BY
ENGINEERING ENDEAVORS INC. (JOB #: CSONY257, DATED AUGUST 21, 1991) AND. MODIFICATION DRAWINGS
BY PAUL J. FORD AND COMPANY (JOB it 41704-0152, DATED NOVEMBER 30, 2005). CONTRACTOR SHALL
OBTAIN AND BECOME FAMILIAR WITH THE REFERENCED TOWER DOCUMENTS.
Z THIS DESIGN ASSUMES THE TOWER AND FOUNDATIONS HAVE BEEN WELL MAINTAINED, IN GOOD CONDITION,
AND ARE WITHOUT DEFECT. 'BENT MEMBERS, CORRODED MEMBERS, LOOSE BOLTS, CRACKED WELDS AND
OTHER MEMBER DEFECTS HAVE NOT BEEN CONSIDERED. THE TOWER IS ASSUMED TO BE PLUMB AND THE
SITE IS ASSUMED TO BE LEVEL. THIS DESIGN IS BEING PROVIDED WITHOUT THE BENEFIT OF A SITE VISIT BY
GPD ASSOCIATES. CONTRACTOR SHALL COMMISSION A COMPLETE CONDITION ASSESSMENT PRIOR TO -
OfRDERING ANY REINFORCING MA7FAWSS CONTRACTOR SMALL SUPPLY CONDITION ASSESSMENT TO ENGINEER
FOR REVIEW. SEE CONTRACTOR NOTES.
JL MANUFACTURER TOLERANCES, FIELD ADJUSTMENTS. INCORRECT STACKING, AND TEMPERATURE CAN CAUSE
'DIMENSION DISCREPANCIES. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS PRIOR TO ORDERING
MATERIALS. ALL FIELD MEASUREMENTS MUST BE REPORTED TO ENGINEER. "-
IL ALL NEW STEEL SHALL BE HOT DIPPED GALVANIZED FOR FULL WEATHER PROTECTION. ALL GALVANIZING
COMPOUNDS MUST BE IN ACCORDANCE WITH CROWN DOCUMENT ENG—BUL-10149: - IN ADDITION,AIl NEW
STEEL SHALL BE PAINTED TO MATCH EXISTING STEEL. CONTRACTOR SHALL OBTAIN WRITTEN PERMISSION TO
PROTECT STEEL BY ANY OTHER MEANS. - -
Z ALL EXISTING PAINTED/GALVANIZED SURFACES DAMAGED DURING REHAB INCLUDING AREAS UNDER
STIFFENER PLATES SHALL BE WIRE BRUSHED CLEAN, REPAIRED BY COLD GALVANIZING BRUSH APPLIED PAINT
(ZRC OR EQUAL), AND REPAINTED TO MATCH THE EXISTING FINISH (IF APPLICABLE):_
JL CAULKING SHALL BE PROVIDED AROUND PERIMETER OF ANY AND ALL MODIFICATION MEMBERS TO ENSURE
COMPLETE SEAL BETWEEN EXISTING STRUCTURE AND REINFORCING MEMBERS. SEAuwr IS TO BE .EXTERIOR
GRADE PAINTABLE SILICONE CAULKING AS MANUFACTURED BY DOW AND ACCEPTABLE TO GPD.
JL LOADINGS:
WIND LOADS.
3—SECOND GUST WIND SPEED (PER: "TLA -222—G) 120 MPH
(SUFFOLK COUNTY, NEPA YORK)
STRUCTURE CLASS 11
EXPOSURE CATEGORY C
TOPOGRAPHIC CATEGORY 1
STRUCTURAL STEEL:: .
SPECIFICATIONS
.LATEST EDITION OF AISC
MATERIAL
BOLTS ASTM A325 (ALL BOLT HOLES STANDARD SITE U.N.O.)
NUTS LOCKING (STRUCTURAL. GRADE)
WASHERS OVERSIZED (STRUCTURAL GRADE)
HOT DIPPED GALVANIZING ASTM A123
WELDS E7OXX -
PORTHOLES ASTM A572 (GR 65)
ANCHOR ROD BRACKETS ASTM A572 GR 65)
ANCHOR RODS ASTM A722 JGR 150)
CHANNELS ASTM A572 (GR 65) "
ONE—SIDE BOLTS AJAX 20MM GR PC8.8 W/HIGH STRENGTH SLEEVE
(FU -100 KSI)
CONCRETE EPDXY - SIKA -
ANCHOR ROD-EPDXY ADHESIVE HILTI HIT—RE 500—SD (ICC #: ESR -2322) -
u. ALL MATERIAL UTILIZED FOR THIS PROJECT MUST BE NEW AND FREE OF ANY DEFECTS. ANY MATERIAL
SUBSTITUTIONS, INCLUDING BUT NOT LIMITED TO ALTERED SIZES, AND/OR STRENGTHS, MUST BE.APPROVED
BY THE OWNER AND ENGINEER IN WRITING. -
J2. ALL SUBSTITUTES PROPOSED BY THE CONTRACTOR SHALT. BE APPROVED IN WRITING BY THE ENGINEER.
CONTRACTOR SHALL PROVIDE DOCUMENTATION TO ENGINEER FOR DETERMINING IF SUBSTITUTE IS SUITABLE
FOR FOR USE AND MEETS THE ORIGINAL DESIGN CRITERIA. DIFFERENCES FROM THE ORIGINAL DESIGN,
INCLUDING MAINTENANCE, REPAIR AND REPLACEMENT, SHALL BE NOTED. ESTIMATES OFCOSTS/CREDITS
ASSOCIATED WITH THE SUBSTITUTION (INCLUDING RE—DESIGN COSTS AND COSTS TO SUB—CONTRACTORS)
SHALL BE PROVIDED TO THE ENGINEER. CONTRACTOR SHALL PROVIDE ADDITIONAL, DOCUMENTATION AND/OR
SPECIFICATIONS TO THE ENGINEER AS REQUESTED. -
.J& PROVIDE STRUCTURAL STEEL SHOP DRAWINGS TO ENGINEER FOR APPROVAL PRIOR TO FABRICATION.
J:6 THE ENGINEER (GPD ASSOCIATES) SNAIL MAKE POST INSTALLATION OBSERVATION FOR TOWER AND
FOUNDATION. CONTRACTOR SHALL COORDINATE THE ON—SITE INSTALLATION OBSERVATION W/ ENGINEER (GPD
ASSOCIATES) AT LEAST 5 BUSINESS DAYS PRIOR TO THE CONCRETE POUR FOR EACH FOUNDATION
MODIFICATION. CONTRACTOR SHALL COORDINATE W/ENGINEER (GPD ASSOCIATES) WITHIN 72 HOURS AFTER
100% COMPLETION OF THE TOWER MODIFICATION INSTALLATION. INSTALLATION OF PROPOSED LAMING
WITHOUT ENGINEER APPROVAL IS PROHIBITED. INSTALLATION OF THE PROPOSED LOADING IS BY OTHERS.
AND IS BEYOND THE SCOPE OF THESE DRAWINGS.
POLE MAX & BASE PLATE NOTES
L CONTRACTOR SHALL REFERENCE AERO SOLUTIONS SPECIFICATIONS, PROCEDURES, AND GUIDEUNES FOR
ADDITIONAL ASSEMBLY DETAILS AND INSTALLATION OF THE POLE MAX .REINFORCING, SYSTEM.
Z CONTRACTOR SHALL INSTALL POLE MAX CHANNELS, & STIFFENERS AT LOCATIONS PER PIAN NEW.
L USE AJAX BOLTS WITH CORRECT SLEEVE LENGTHS PER DETAILS. BOLT THREADS STALL NOT BE IN THE
SHEAR PURE
}. ALL HOLES DRILLED IN POLE SOLVENT CLE%NED AND TOUCHED UP WITH ZRC ZINC RICH PAINT.
.'L SUP JOINTS TO BE JACKED TOGETHER USING 6 TON COME—A—LONGS PRIOR TO, MOUNTING CHANNELS.
JL AJAX BOLTS TO BE TIGHTENED PER NSC 'SNUG—TIGHT .CONDITION'.'
Z AERO SOLUTIONS' SHOP DRAWINGS MUST BE SEM TO DESIGN ENGINEER FOR FINAL APPROVAL PRIOR TO
FABRICATION.
'L CO
MODIFICATIONS. SHALLL VERIFY THAT TOWER IS PLUMB PRIOR 70 THE INSTALLATION OF ANY TOWER
CONTRACTOR NOTES
L ALL CONTRACTORS AND LOWER TIER CONTRACTORS MUST ACKNOWLEDGE IN WRITING TO TOWER OWNER AND GPD
ASSOCIATES THAT THEY HAVE OBTAINED, UNDERSTAND, AND WILL FOLLOW TOWER OWNER STANDARDS OF PRACTICE,
CONSTRUCTION GUIDELINES, ALL SITE AND TOWER SAFETY PROCEDURES, ALL PRODUCT LIMITATIONS AND INSTALLATION
PROCEDURES' USED ON SITE AND PROPOSED MODIFICATIONS DESCRIBED. RECEIPT OF ACKNOWLEDGMENT MUST OCCUR
PRIOR TO BEGINNING CONSTRUCTION OR CLIMBING. IT LS THE RESPONSIBILITY OF THE GENERAL. CONTRACTOR' TO
PROVIDE THIS DOCUMENTATION FOR TOWER OWNER AND GPD ASSOCIATES ON COMPANY LETTERHEAD AND .THE
RESPONSIBILITY OF THE GENERAL CONTRACTOR TO OBTAIN THIS DOCUMENTATION FROM LOWER TIER SUBCONTRACTORS
(ON SUBCONTRACTOR LEMHEAD) AND DELIVER IT TO TOWER OWNER AND GPD ASSOCIATES."
Z IF THE CONTRACTOR DISCOVERS ANY EXISTING CONDITIONS THAT ARE NOT REPRESENTED ON THESE DRAWINGS. OR
ANY CONDITIONS THAT WOULD INTERFERE WITH THE INSTALLATION OF THE MODIFICATIONS, 'GPD ASSOCIATES SHALL_ BE
CONTACTED IMMEDIATELY TO EVALUATE TIE SIGNIFICANCE OF THE DEVIATION. '
L IT IS ASSUMED THAT ANY STRUCTURAL MODIFICATION WORK SPECIFIED ON THESE PLANS WILL BE ACCOMPLISHED BY
KNOWLEDGEABLE WORKMEN WITH TOWER CONSTRUCTION EXPERIENCE THIS INCLUDES PROVIDING THE NECESSARY
CERTIFICATIONS TO THE TOWER OWNER AND ENGINEER
THESE DRAWINGS DO NOT INDICATE THE METHOD 'OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND
.DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION METHODS, MEANS, TECHNIQUES,
SEQUENCES, AND PROCEDURES.
JL THE CONTRACTOR IS SOLELY RESPONSIBLE FOR INITIATING, MAINTAINING, AND SUPERVISING ALL SAFETY PROGRAMS
AND PRECAUTIONS IN CONNECTION WITH THIS WORK: "
JL THE CONTRACTOR SHALL VISIT THE SITE PRIOR TO BIDDING; ANY PROBLEMS WITH ACCESS, INTERFERENCE ETC.
SHALL BE RESOLVED PRIOR TO MOBILIZATION. THE CONTRACTOR MUST VISIT THE SITE PRIOR TO ORDERING ANY
MATERIAL AND MUST RESOLVE ALL ISSUES WITH THE OWNER PREVENTING ACONTINUOUS INSTALLATION. CONTRACTOR
SHALL NOTE. ALL ANTENNAS, MOUNTS, COAX, LIGHTING, CUMBING SUPPORTS, STEP BOLTS, PORT HOLES, AND MY
OTHER TOWER APPURTENANCES IN THE REGION OF THE MODIFICATIONS. SEE GENERAL NOTES 04 AND #5 THIS SHEET.
Z CONTRACTOR IS RESPONSIBLE FOR TEMPORARILY REMOVING ALL COAX,. T—BRACKETS, ANTENNA MOUNTS, AND ANY
OTHER TOWER APPURTENANCE THAT MAY INTERFERE WITH THE TOWER MODIFICATIONS: ALL TOWER APPURTENANCES
,MUST BE REPLACED AND/OR RESTORED TO ITS ORIGINAL LOCATION. ANY CARRIER DOWNTIME MUST BE COORDINATED
WITH THE TOWER OWNER IN WRITING. -
JL SOME ATTACHMENTS MAY REQUIRE CUSTOM, MODIFICATIONS TO PROPERLY FIT THE MODIFIED REGION OF THE
STRUCTURE THESE CUSTOMIZATIONS ARE DESIGNED BY OTHERS AND MUST BE APPROVED BY THE ENGINEER PRIOR TO
REMOVING SUCH ATTACHMENTS. ANY CARRIER DOWNTIME MUST BE COORDINATED WITH THE`TOWER OWNER IN WRITING.
JL CONTRACTOR SHALL ONLY WORK WITHIN THE LIMITS OF THE TOWER OWNER'S.PROPERLY OR LEASE AREA AND
APPROVED EASEMENTS. IT IS THE`RESPONSIBILTIY OF THE CONTRACTOR TO VERIFY WORK IS WITHIN THESE
BOUNDARIES. CONTRACTOR SHALL EMPLOY A SURVEYOR AS REQUIRED. ANY WORK OUTSIDE THESE BOUNDARIES SHALL
BE APPROVED IN WRHING BY THE LAND OWNER PRIOR TO MOBILIZATION. CONSTRUCTION STAKING AND BOUNDARY
MARKING IS THE RESPONSIM TTY OF THE CONTRACTORJL WORK SHIALL ONLY BE PERFORMED DURING CALM DRY -
"
RESPONSIBLE WER IBLE FOR ALL TEMPORARY LOCAL TOSHORING, TEMPORARY POGLOBAL TOWEIR SHIDRIN% AND.AUL SNORING
. -OF SURROUNDING. BUILDINGS. PMS, AND OTHER OUTDOOR SITE OBSTRUCTIONS. ALL SHORIN% TEMPORARY BRACING,
AND TEMPORARY SUPPORTS ARE THE RE.SPONSIMITV OF THE CONTRACTOR. -
1L IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COMMISSION ALL NECESSARY FABRICATIONS AND FIELD.
WELDING INSPECTIONS IN ACCORDANCE WITH CCUSA POLICY 'GC INSPECTION STANDARD AND FIELD WELDING ON
STRUCTURAL STEEL' (DOC ID#: ENG—STD-169).
JL CONTRACTOR SHALL VERIFY MONOPOLE IS SET PROPERLY AND HAS BEEN JACKED INTO ITS FINAL RESTING
POSITION BEFORE FINAL CRITICAL FIELD MEASUREMENTS ARE VERIFIED AND .BEFORE ORDERING MATERIA.. ANY
OBJECTS/STEP BOLTS THAT PREVENT TOWER FROM SITTING PROPERLY SHOULD BE REPORTED -TO 'THE ENGINEER
IMMEDIATELY. -
ANCHOR ROD & BASE PLATE NOTES
L CONTRACTOR SHALL INSTALL DYWIDAG ANCHOR ROOS PER MANUFACTURER'S INSTALLATION PROCEDURES AND
GUIDELINES.
y CONTRACTOR SHALL OBTAIN AND 'BECOME FAMILIAR WITH THE INSTALLATION PROCEDURES AND RECOMMENDATIONS
FOR THE SPECIFIED EPDXY ADHESIVE RESIN (OR APPROVED EOUNALENT). EPDXY SHALL BE ALLOWED TO PROPERLY
CURE PER MANUFACTURER'S SPECIFICATIONS PRIOR TO IMPLEMENTING ANCHOR ROD .PULL TEST.
L CONTRACTOR INSTALLING EPDXY ADHESIVE AND ANCHOR RODS SHALL BE TRAINED BY THE MANUFACTURER OR
MANUFACTURER'S REPRESENTATIVE. THIS INCLUDES PROPER DRILLING. HOLE -CLEANING, AND INSTALLATION METHODS
FOR THE EPDXY ADHESIVE ALL TRAINING SHALL BE COMPLETED PRIOR TO BEGINNING OF CONSTRUCTION. IT IS THE
,RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN: THE APPROPRIATE TRAINING. ALL TRAINING COSTS ARE THE
RESPONSIBILITY' OF THE CONTRACTOR. - -
}, CONTRACTOR SHALL INSTALL .RODS AND BRACKETS AT LOCATIONS INDICATED ON DRAWINGS.
JL CONTRACTOR SHALL VERIFY THAT TOWER IS PLUMB PRIOR TO THE INSTALLATION OF ANY TOWER MODIFICATIONS.
JL CONTRACTOR SWILL PROVIDE TOP AND BOTTOM HEAVY HEX NUT FOR PROPOSED ANCHOR RODS. '
Z CARE SHALL BE TAKEN DURING INSTALLATION OF ANCHOR RODS SO THAT .EXISTING REINFORCING STEEL AND OR
ANCHOR BOLTS ARE NOT DAMAGED. CONTACT - ENGINEER - IMMEDIATELY IF REINFORCING ENCOUNTERED. CONTRACTOR
SHALL NONDESTRUCTIVELY DETERMINE LOCATION AND SIZE OF EXLSTNG REINFORCING STEEL PRIOR TO INSTALLATION
OF ANCHOR RODS. EXISTING REINFORCEMENT INDICATED ON DRAWINGS IS ILLUSTRATIVE. ACTUAL QUANTITY- AND
LOCATION OF REINFORCEMENT MIGHT DIFFER FROM THAT INDICATED ON THE DRAWINGS.
JL ALL ANCHOR ROD PULL TESTING SHALL BE CONDUCTED IN ACCORDANCE WITH LATEST CCUSA POLICY 'PULL-0UT
TESTING POST INSTALLED ANCHOR RODS- (ENG—PRC-100119. REV. E). -PULL TESTING RESULTS SHALL BE SUPPLIED
TO THE TOWER OWNER AND THE ENGINEER OF RECORD (GPD ASSOCIATES) FOR REFERENCE IN THE POST
INSTALLATION OBSERVATION REPORT - -
JL IT IS THE RESPONSIBILITY OF THE CONTRACTOR -TO PAUSE CONSTRUCTION AT A POINT WHERE THE ANCHOR RODS
CAN BE EFFECTIVELY TESTED. CONSTRUCTION MAY CONTINUE AFTER TESTING IS COMPLETE.
IQ, HALF .OR, A MINIMUM OF 4 (WHICHEVER IS GREATER) NEW ANCHOR RODS SHALL BE TESTED. -
11. COMPLETE RECORDS SHALL BE MAINTAINED THROUGHOUT THE DURATION OF THE TEST. MAXIMUM WAD
. ............. - w, 15'—` 0 THE PROOF -
J, PULL TESTING SHALL BE IN ACCORDANCE WITH ASTM E488-96 (RE—APPROVED 2003).
JL IF THE ANCHOR ROD DISPLACEMENT IS GREATER THAN 0.010' REMAINS AFTER THE INITIAL TEST UP TO FOUR
ADDITIONAL TESTS .SHALL BE PERFORMED M DETERMINE IF THE MOVEMENT CONTINUES TO ACCUMULATE RESIDUAL
MOVEMENT RECORDED FROM EACH TEST MUST BE DECREASING IN VALUE AND STABILIZE TO A VALUE NO MORE THAN
0.010', OTHERWISE THE ANCHOR SHALL BE CONSIDERED TO FAIL THE TEST. TOTAL RESIDUAL MOVEMENT SEWN NOT
BE GREATER THAN 0.05' OR THE ANCHOR SHALL BE CONSIDERED TO FAIL THE TEST. -
J& INSTALLATION OF GROUT AND/OR -BOTTOM NUT FLUSH TO BASE PLATE IS PROHIBITED PRIOR M COMPLETION OF
ANCHOR ROD PULL TEST. -
M NEW ANCHOR RODS TO BE GALVANIZED TO A MINIMUM OF 3- BELOW THE CONCRETE SURFACE.
WELD NOTES
.L ALL CUTTING AND WELDING ACTIVITIES SHALL BE CONDUCTED IN ACCORDANCE WITH THE LATEST CCUSA POLICY
'CUTTING AND WELDING SAFETY PLAN' (DOC #: ENG—PLN-10015, REV. C) ON AN ONGOING BASIS THROUGHOUT THE
DURATION OF THE PROJECT.
Z. PRIOR TO COMMENCEMENT OF CONSTRUCTION, THE CONTRACTOR SHALL PERFORM A NONDESTRUCTIVE TEST ON THE '
EXISTING BASE PERIMETER WELD TO INSURE ITS STRUCTURAL INTEGRITY IN ACCORDANCE WITH D1.1 & DIAM: 2006
STRUCTURAL WELDING CODE STEEL IF ANY FLAWS ARE DISCOVERED, THE PROJECT SHALL BE PUT ON HOLD UNTIL
REMEDIES TO CORRECT THE DEFICIENCIES ARE DESIGNED AND' INSTALLED. THE TOWER OWNER AND THE ENGINEER
SHALL BE CONTACTED IMMEDIATELY UPON A FAILING NONDESTRUCTIVE TESTING RESULT.
J. INSPECTOR WELD THIMUGHOUT
NTRACTOR 15 RIESPONSIBLE FOR 6 BE i�
OOF�THE PROJECT. APASSING_ tl_I SHALL PR01fl�DED�TO THE COMPLETION OFLTHEm
PROJECT. i
- L WELDING CERTIFICATES MUST -BE PROVIDED TO CM AND GPDASSOCIATES PRIOR TO WELDING CONTRACTOR BEGINNING
'
WORK ON SITE. CERTIFICATE WILL BE ASKED FOR AS PART OF INSPECTION PROCESS. ALL WELDING SHOULD BE
PERFORMED BY AN AWS QUALJFIED WELDER WHO HAS EXPERIENCE WITH GALVANIZED SURFACES AND IN ACCORDANCE
WITH ANSI/AWS D1.1 AND ANSI Z 49.1 OR LATEST EDITIONS. "
JL OXY FUEL GAS WELDING OR BRAZING IS STRICTLY PROHIBITED. SPECIFICALLY NO TORCH CUTTING IS PERMITTED ON
SITE. ALL HOLES SHALL BE CUT WITH A GRINDER
,-L INSTALL 3000' (NFPA 701) FIRE BLANKET AROUND ALL COAX.
-
G
Z MORE SPLATTER AND SPARKS SHALL BE ANTICIPATED CMN THE PREVIOUSLY GALV. SURFACE
COAX IS FLAMMABLE AND CAN CATCH FIRE IF PROPER PRECAUTIONS ARE
$ NOT MADE' TO SHIELD COAX FROM ALL
r
WELDING PROCEDURES. ALL COAX SHALL BE SHIELDED AT AND;E!ELOW EACH WELDING PROCEDURE AND ELEVATION. IN
„ADDITION, COAX SHALL BE - PUSHED AWAY FROM TOWER FACE WHERE WELDING IS BEING PERFORMED.'.
JL' COMPACTOR SHALL EXERCISE CAUTION WHEN WELDING ON A GALVANIZED SURFACE IF THE WELD MATERIAL IS
CONTAMINATED WITH ZINC IT DOES NOT PROVIDE A STRUCTURAL WELD._ "
J, FUMES CREATED FROM WELDING. ON A PREVIOUSLY GALV..SURFACE CAN BE HAZARDOUS.'
I
• 1J. PRIOR TO WELDING, ALL SURFACES SHALL "BE PROPERLY GROUND TO REMOVE GALVANIZING.
.JZ, ALL FIELD WELDS SHALL. BE TOUCHED UP WITH A GALVANIZING PAINT REPAIR (ZRC OR APPROVED EQUN
- - JL .CLEAN OUT ALL DEBRIS THROUGHOUT 'MONOPOLE AND MONOPOLE BASE PRIOR TO WELDING.
WARNINGIT
FOUNDATION . NOTES PERSON TO
TING UND
L CONTRACTOR SHALL NOTIFY THE FOLLOWING INOMDUALS 5 BUSINESS DAYS PRIOR TO FGUNDATION'ppppOFESSION
CONSTRUCTION IN ORDER TO COORDINATE THE VISUAL INSPECTION BY GPD:
-ROSE DEANGELO .(CROWN CASTLE) 720-304-6882 _
7IASON CHERONIS (GPD ASSOCIATES) 330-572-2137 -
—TRAVIS BOWMAN (GPD ASSOCIATES) 330-572-2114
Z,. EXISTING FOUNDATION INFORMATION BASED UPON .FOUNDATION DRAWINGS BY EDWARDS & KELCEY (JOB
92—BOIZ STI, DATED JULY 31, 1991). CONTRACTOR SHALL OBTAIN AND BECOME FAMILIAR WITH THE
REFERENCED FOUNDATION DOCUMENT. IF EXISTING' FOUNDATION CONDITIONS DIFFER FROM THE REFERENCED
DOCUMENT, CONTACT ENGINEER AND TOWER OWNER IMMEDIATELY.' "
Z CONCRETE WORK SWILL BE IN ACCORDANCE WITH LOCAL CODES, SAFE11' REGULATIONS AND UNLESS
OTHERWISE NOTED, THE LATEST REVISION OF ACI 318, 'BUILDING CODE REQUIREMENTS FOR REINFORCED
CONCRETE'. PROCEDURES FOR THE PROTECTION OF EXCAVATIONS, EXISTING CONSTRUCTION AND UTILITIES SHALL
BE ESTABLISHED: PRIOR TO FOUNDATION INSTALLATION.
& MAXIMUM SIZE OF AGGREGATE SHALL NOT EXCEED SIZE SUITABLE FOR INSTALLATION METHOD UTILIZED OR
1/3 CLEAR DISTANCE BEHIND OR BETWEEN REINFORCING. MAXIMUM SIZE MAY BE INCREASED TO 2/3 CLEAR
DISTANCE PROVIDED WORKABILITY AND METHODS OF CONSOLIDATION SUCH AS VIBRATING WILL PREVENT
HONEYCOMBS OR VOIDS. -
JL, WELDING IS PROHIBITED ON REINFORCING STEEL AND EMBEDMENT&
JL CONCRETE SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI IN 28 DAYS. ALL
- FOUNDATIONS 'SHALL REST ON FIRM UNDISTURBED SOIL. FREE -FROM WATER AND ORGANIC MATTER.:°CONTRACTOR
SHALL COMPACT SUBGRME AS REQUIRED. -
Z, REINFORCEMENT SHAL BE DEFORMED AND CONFORM TO THE REQUIREMENTS OF ASTM A615 GRADE 60
UNLESS OTHERWISE NOTED. SPLICES IN REINFORCEMENT SHALL NOT BE ALLOWED UNLESS' OTHERWISE
INDICATED.
JL MINIMUM . CONCRETE COVER FOR REINFORCEMENT SHALL BE 3 INCHES UNLESS OTHERWISE NOTED. APPROVED
SPACERS SHALL BE USED TO INSURE A 3 INCH MINIMUM COVER OF REINFORCEMENT. ALL REINFORCING SWILL
BE EQUALLY SPACED UNLESS NOTED OTHERWISE
JL SOIL INFORMATION IS BASED. ON A GEOTECHNICAL REPORT -BY FDH. ENGINEERING (JOB #:G4-1O16E DATED
OCTOBER 12; 2004). IF• .SOIL CONDITIONS ENCOUNTERED ARE DIFFERENT FROM REFERENCED GEOTECHNICAL
REPORT, NOTIFY ENGINEER IMMEDIATELY.
_ A) -ULTIMATE BEARING 10,000, PSF AT 10'
B) UNIT WEIGHT OF SOIL - 110 PSF
C) GROUNDWATER AT 52' - _ -
J& CONTRACTOR SHALL OBTAIN AND BECOME FAMILIAR `,WITH THE REFERENCED GEOTECHNICAL REPORT.
CONTRACTOR SHALL IMPLEMENT ALL RECOMMENDATIONS CONTAINED IN THE REFERENCED GEOTECHNICAL REPORT.
.tL BACKFILL SHALL BE CLEAN, FREE OF DEBRIS, AND ORGANIC FREE. CONTRACTOR SHALL BRING IN CLEAN
FILL AS REQUIRED. (MIN. UNIT WEIGHT - 120 PCF). _
IL ALL BACKFILL SHALL BE CONTROL ED—COMPACTED, .PLACED IN A MAXIMUM OF 8- LIFTS, MOISTURE
CONDITIONED TO WITHIN THREE PERCENT OF OPTIMUM MO;STURE AND COMPACTED TO 95X OF MODIFIED
_PROCTOR MAXIMUM DRY DENSITY PER ASTM D1557.
. -
JL -CARE SHALL BE .TAKEN DURING INSTALLATION OF DOWELS SO THAT EXISTING REINFORCING STEEL AND -
ANCHOR .BOLTS ARE NOT DAMAGED. CONTRACTOR SHALL USE X—RAY OR OTHER ENGINER . APPROVED
NON—DESTRUCTIVE MEANS TO LOCATE EXISTING REINFORCING STEEL AND ANCHOR BOLTS. CONTACT ENGINEER
IMMEDIATELY IF EXISTING STEEL IS ENCOUNTERED.
- ------
—CONTRACTOR SHALL OBWN AND BECOME FAMILIAR WITH SIKH BONDING AGENT INSTALLATION PROCEDURES
AND RECOMMENDATIONS.
1S, PRIOR TO APPLICATION OF BONDING AGENT, CLEAN FACE OF EXISTING FOUNDATION SUCH THAT IT IS FREE
.FROM ALL DIRT. DEBRIS, AND FOREIGN MATTER.
18, CONTRACTOR SHALL SECURE SITE BACK TO EXISTING CONDITION UNDER SUPERVISION OF OWNER ALL FENCE
STONE GEDFABRIC, GROUNDING, AND SURROUNDING GRADE SHALL BE REPLACED AND REPAIRED AS REQUIRED TO -
ACHIEVE OWNER APPROVAL POSITIVE DRAINAGE AWAY FROM TOWER SITE SHALL BE MAINTAINED.
JL ALL GROUNDING SHALL ACHIEVE 50 OR LESS RESISTANCE' UPON COMPLEXION. ALL GROUNDING ENCOUNTERED
SHALL BE RELOCATED 3'-0' BEYOND FOUNDATION. ALL GROUNDING SHALT. BE CONTINUOUS AND COORDINATED
WITH OWNER GROUNDING DESIGN AND ENGINEERING IS BEYOND THE SCOPE OF THESE, DESIGN DRAWINGS AND. IS
THE RESPONSIBILITY OF THE CONTRACTOR TO COMMISSION.
J& CONTRACTOR TO VERIFY LOCATION OF ALL EXISTING PUBLIC AND PRIVATE UTILITIES PRIOR.TO EXCAVATION. IF
NECESSARY UTILITIES SHALL BE RELOCATED PRIOR TO FOUNDATION MODIFICATION. UTILITIES SHALL NOT BE
ENCASED IN CONCRETE
SB, EQUIPMENT PM, SHELTER, AND ICE BRIDGE SUPPORT' IS THE RESPONSIBILITY OF THE CONTRACTOR TO
COMMISSION. CONTRACTOR SHALL TAKE GREAT CARE AND ALL NECESSARY PROVISIONS WHEN SHORING IS
REQUIRED.
GPD
ASSOCIATES
BU# 806579
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DESIGNED
TAB 03/03/10
TRA—M
SLM 03/08/10
CHECKED
BP 03/08/10
1JOB NO.
2010111.14
N-1
TOWER ELEVATION
3/16- =1 -0
ANTENNA SCHEDULE
Imff
N
N.
.0-
Ow?
O
m
M1
+
N
N
EXISTING
W
m
N
A
m
N
O
MOMENT .
Mfm0
O
�
N
M
O
N
W
W/ NO ICE
EXISTING -
(1) A-1BA24N-U
J
EXISTING
(9) TMBXX-6516-R2M
T -ARM MOUNT'
(24) 7/8'
EXISTING
(3) E15SOSPSO TMA'S
_
EXISTING
(3) 932QLG65R2EB
EXISTING
(3) E15SO9P94 TMA'S
BO'
W
(12) DBB45N657AXT
13' LP PLATFORM
(12) 7/8'
70'
EXISTING
(9) 7334.00
2
(12) 7/8'
EXISTING
(12) LOP 17205 '
U
N
~
W
3
0
O
M
N
ID
10
f
N
O
O
O
o
H
O
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U
E1
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Y
N
TOWER ELEVATION
3/16- =1 -0
ANTENNA SCHEDULE
ELEVATION
STATUS
ANTENNA
MOUNT
COAX
100'
EXISTING
(1) LGP12104
13' PLATFORM W/RAILS
(12) 7/8'
MOMENT .
EXISTING
(9) ALP 9212-N
TORQUE 6 k -ft
JS -120 MPH WIND
W/ NO ICE
EXISTING -
(1) A-1BA24N-U
9O'
EXISTING
(9) TMBXX-6516-R2M
T -ARM MOUNT'
(24) 7/8'
EXISTING
(3) E15SOSPSO TMA'S
_
EXISTING
(3) 932QLG65R2EB
EXISTING
(3) E15SO9P94 TMA'S
BO'
EXISTING
(12) DBB45N657AXT
13' LP PLATFORM
(12) 7/8'
70'
EXISTING
(9) 7334.00
(3) 12' T -ARM MOUNTS
(12) 7/8'
EXISTING
(12) LOP 17205 '
(SLA)
(12) 7/8' TO 80 Fr I
(INSrALLED).
(12) 7/8' TO 80 FT1
ONSTALLED)
(24) 7/8' TO 90 FT
COAX LAYOUT
--NON.T.S.
AXIAL
ELEVATION
54 K
30.5't TO 90.5'f
—LhMOMENT
491 k -ft
TORQUE 1 k -ft
).MPH WIND W/ 3/4'
ICE
AXIAL
,
38 K
MOMENT .
EXTEND EXISTING FOUNDATION .PAD. REFER TO SHEET F-1.
2930..k -ft
TORQUE 6 k -ft
JS -120 MPH WIND
W/ NO ICE
m
(NOT INSTALLED)
(12) 7/8' TO 70 FT LEVEL
(INSTALLED)
(12) 7/8' TO 70 FT LEVEL
8) /8. TO 106 Fr LEVEL
e 1/-68'/6 To 1„ Fr LEVET
1 3 TO 111 -Fr LEVEL
�3) /8' TO 100 Fr .LEVEL
MSTALLED)
7/8'TO 100 FT LEVEL
MODIFICATION 'SCHEDULE
ELEVATION
NOTES
30.5't TO 90.5'f
INSTALL MP3 CHANNEL TO TOWER SWIFT CM. OF 3).
OS'f TO 30.5'f
INSTALL MP3 CHANNEL TO TOWER SWIFT (TYP. OF 3).
0.5'f TO 15.5'f
INSTALL MP3 CHANNEL TO TOWER SWIFT (TYP. OF 2).
0'f
INSTALL NEW ANCHOR RODS AND BRACKETS AT TOWER BASE
0't
EXTEND EXISTING FOUNDATION .PAD. REFER TO SHEET F-1.
WAFINIPJG I T IS A VIOLATION OF LAW FOR ANY
PERSON TO ALF ER THiS DOCUtvIEtdT UNLESS HE
ACTING UNDER THE DIRECTION OF A LICENSED
PROFESSIONAL ENGINEER.
GPD
ASSOCIATES.
d
BU# 806579
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TAB 03/03/10
DMWN
SLM 03/08/10
Zlu
BP 03/08/10
1)OB NO.
2010111.141
S-1
90'-6" TOP
OF CHANNEL
100'-0" TOP
OF POLE
T-1 T"
SLIP 70'-3" DESIGN ELEV.
JOINT
60'-6" q
OF SPLICE
ELEVATION VIEW
CHANNEL
T PAD WARNING' IT IS A VIOLATION OF LAW FOR A
ACPERT NGNUNER THIS DOCUMENT UNLESS
DTO ER THE DIRECTION OF A LICEN
ARBS. STIFFENERS & MP308 CHANNEL PROFESSIONAL ENGINEER.
0
(%)-ADDITIONAL MP308 CHANNELS
AND/OR BACKER STRIP TO BE
PROVIDED ON (3 MAIN RUNS'AS
30'-6" (i REQ'D BY ENGINN ER. 6" BTM
OF SPLICE OF CHANNEL
MP308-30WSI-VE
5/16• THK
q'_1 8 • SHAFT
SLIP 33'-9" DESIGN ELEV.
JOINT
I
NOTES:
LOWER HANDHOLE
1.
INSTALL POLE -MAX CHANNEL SYSTEM -AT (3) LOCATIONS PER PLAN VIEW.
UPPER CLIMBING 5/8' THK X l l 1/4'X25"
2.
USE AJAX BOLT SIZE NOTED W/ CORRECT SLEEVE LENGTHS PER NOTES IN ELEVATION VIEW.
FLAT #6(rD 17 1/2" FROM BASE
3.
ALL HOLES DRILLED IN POLE TO BE 1 3/16" DIA AND SOLVENT CLEANED AND TOUCHED UP W/ ZRC ZINC RICH PAINT
FLAT #6
PER CROWN STANDARD FOR ACCEPTABLE COLD GALVANIZING COMPOUNDS #ENG-BUL-10149 EFFECTIVE JUNE 1,2009.
LOWER HANDHOLE
4.
SLIP -JOINTS TO BE JACKED TOGETHER USING 6 TON COME -A -LONGS PRIOR TO MOUNTING CHANNELS.
5/8" THK X 11 1/4" X 25"
5.
SHIM PLATES ARE TO BE USED BELOW SLIP -JOINTS AS NOTED IN ELEVATION VIEW.
[D 6-0" FROM BASE
6.
SPLICE PLATE SHIMS ARE TO BE USED IN LOWER HALF OF SPLICE CONNECTION TO KEEP CHANNEL FLUSH WITH
FLAT #6
POLE AS SHOWN IN TYPICAL SPLICE SECTION DETAIL.
EXISTING ARB7.
LOWER CLIMBING
SPLICE BOLTS AND AJAX BOLTS TO BE TIGHTENED PER ABC SNUG TIGHT CONDITION PLUS 1/3 TURN.
& FOOT PAD
EXISTING REINFORCEMENT
8.
ALL CHANNELS AND CHANNEL WELDMENTS ARE STAMPED WITH PART NUMBER NEAR ONE END, CAREFULLY NOTE
FLAT
FLATS 5-6
EXISTING REINFORCEMENT
POSITIONS BEFORE MOUNTING.
#6
9.
ADDITIONAL CARE MUST BE USED AT SPLICE CONNECTIONS TO INSURE ALIGNMENT OF SPLICE PLATES
LOWER CLIMBING
FLATS 9-10
AND BLIND BOLTS IN CHANNELS.
NEW STIFFENER
FLAT #5
10.
BENT SHIM PLATES ARE TO BE INSTALLED UNDER CHANNEL IN THE UPPER SECTION OF THE SPLICE CONNECTION
& FOOT PAD
CA
SAFETY CABLE
AND POSITIONED CLOSE TO THE CENTER BLIND BOLT IN SPLICE.
FLAT #5
11.
AJAX BOLT SLEEVES HAVE BEEN SIZED TO ENGAGE THE POLE SHAFT AND NEW REINFORCEMENT. THE SLEEVES ARE
STARTS
TO BE INSERTED FIRMLY AGAINST SPLIT WASHER INSIDE POLE AND HAVE A 1/8" TO 1/4" GAP BETWEEN THE OUTMOST
BOLTING SURFACE AND THE OUTERMOST SURFACE OF THE SLEEVE. THE CONTRACTOR SHALL INCORPORATE THE
EXISTING STIFFENER
NEW ARB
X
NECESSARY MEASURES TO INSURE THAT THE SLEEVES DO NOT SLIDE FORWARD AND THEY REMAIN POSITIONED
+ & FOOT PAD
UPPER CLIMBING
FLAT R
TOWARD THE BACKSIDE OF THE HOLE ENGAGING BOTH SIDES OF THE SHEAR PLANE BETWEEN THE POLE SHAFT
AND THE NEW REINFORCEMENT.
y�
9.
,,,,-SAFETYCABLE
TO FLAT #4
90'-6" TOP
OF CHANNEL
100'-0" TOP
OF POLE
T-1 T"
SLIP 70'-3" DESIGN ELEV.
JOINT
60'-6" q
OF SPLICE
ELEVATION VIEW
CHANNEL
T PAD WARNING' IT IS A VIOLATION OF LAW FOR A
ACPERT NGNUNER THIS DOCUMENT UNLESS
DTO ER THE DIRECTION OF A LICEN
ARBS. STIFFENERS & MP308 CHANNEL PROFESSIONAL ENGINEER.
0
(%)-ADDITIONAL MP308 CHANNELS
AND/OR BACKER STRIP TO BE
PROVIDED ON (3 MAIN RUNS'AS
30'-6" (i REQ'D BY ENGINN ER. 6" BTM
OF SPLICE OF CHANNEL
MP308-30WSI-VE
5/16• THK
q'_1 8 • SHAFT
SLIP 33'-9" DESIGN ELEV.
JOINT
- +
r�u
FLAT #3
10
2
I
11
1
12
LOWER CLIMBING
FLAT #3
EXISTING REINFORCEMENT
FLATS 9-10
NEW STIFFENER
�X
&FOOT PAD
)
EXISTING STIFFENER
X
/ X\
UPPER CLIMBING
FLAT R
EXISTING REINFORCEMENT
FLATS 1-2
NEW ARB
I
NEW ARB
& FOOT PAD
& FOOT PAD
EXISTING STIFFENER
NEW STIFFENER
& FOOT PAD
LOWER HANDHOLE
5/8" THK X 11 1/4'X 25"
6'-0" FROM BASE
EXISTING ARB
FLAT#12
& FOOT PAD
FLAT #12
LOWER HANDHOLE
"THKXll 1/4"X25
5(�/8171/2
PLAN VIEW
FROM BASE"
TOP
FLANGE NOT SHOWN
FLAT#12
90'-6" TOP
OF CHANNEL
100'-0" TOP
OF POLE
T-1 T"
SLIP 70'-3" DESIGN ELEV.
JOINT
60'-6" q
OF SPLICE
ELEVATION VIEW
CHANNEL
T PAD WARNING' IT IS A VIOLATION OF LAW FOR A
ACPERT NGNUNER THIS DOCUMENT UNLESS
DTO ER THE DIRECTION OF A LICEN
ARBS. STIFFENERS & MP308 CHANNEL PROFESSIONAL ENGINEER.
0
(%)-ADDITIONAL MP308 CHANNELS
AND/OR BACKER STRIP TO BE
PROVIDED ON (3 MAIN RUNS'AS
30'-6" (i REQ'D BY ENGINN ER. 6" BTM
OF SPLICE OF CHANNEL
MP308-30WSI-VE
5/16• THK
q'_1 8 • SHAFT
SLIP 33'-9" DESIGN ELEV.
JOINT
POST -MODIFICATION CHECKLIST
CONSTRUCTION/INSTALLATION
INSPECTIONS AND TESTING
REQUIRED (COMPLETED BY EOR)
REPORT ITEM
PRE -CONSTRUCTION
X
PMI CHECKLIST DRAWING
EXHIBIT B: CROWN APPROVED A&E VENDOR AGREEEMENT
(REQUIRED FOR TURNKEY PROJECTS)
X
BUILDING PERMIT (AS REQUIRED)
X
EOR APPROVED SHOP DRAWINGS:
X
FABRICATION INSPECTION
X
FABRICATOR WELD INSPECTION
X
MATERIAL TEST REPORT (MTR) ,r
X
FABRICATOR NDE INSPECTION
X
CONTRACTOR NDE REPORT OF MONOPOLE BASE PLATE
X
PACKING SLIPS
ADDITIONAL TESTING AND INSPECTIONS:
CONSTRUCTION
X
CONSTRUCTION INSPECTIONS
X
FOUNDATION INSPECTIONS
X
CONCRETE COMP. STRENGTH AND SLUMP TESTS
X
POST INSTALLED ANCHOR ROD EPDXY/GROUT VERIFICATION
X
BASE PLATE GROUT VERIFICATION
X
CONTRACTOR'S CERTIFIED WELD INSPECTION
X
EARTHWORK: LIFT AND DENSITY
X
GALVANIZING VERIFICATION
X
REDLINE CONSTRUCTION DOCUMENTS
ADDITIONAL TESTING AND INSPECTIONS:
POST -CONSTRUCTION
X
AS-BUILT/RECORD DRAWINGS (STAMPED)
X
FOUNDATION INSPECTIONS
X
BASE LEVEL DRAWING (COAX PLACEMENT)
X
POST INSTALLED ANCHOR ROD PULL-OUT TESTING
CERTIFICATE OF OCCUPANCY
X
PHOTOGRAPHS
EXHIBIT C: CERTIFICATE OF COMPLIANCE
REQUIRED WHEN CROWN" DOES NOT ISSUE A PO FOR PMI)
X
PMI REPORT
ADDITIONAL TESTING AND INSPECTIONS:
NOTE: X DENOTES A DOCUMENT NEEDED FOR THE PMI REPORT
POST MODIFICATION INSPECTION NOTES:
GENERAL
THE POST MODIFICATION INSPECTION (PMI) IS A VISUAL INSPECTION OF TOWER MODIFICATIONS AND A
REVIEW OF CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE THE INSTALLATION WAS
CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, NAMELY THE MODIFICATION
DRAWINGS, AS DESIGNED BY THE ENGINEER OF RECORD (EOR).
THE PMI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND ,IS NOT A
REVIEW OF THE MODIFICATION DESIGN ITSELF, NOR DOES THE PATI INSPECTOR TAKE OWNERSHIP OF
THE MODIFICATION DESIGN. OWNERSHIP .OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS
AND INTEGRITY RESIDES WITH THE EOR AT ALL TIMES.
CORRECTION OF FAILING PMI'S
IF THE MODIFICATION INSTALLATION WOULD FAIL THE PMI ('REJECTED'), THE GC SHALL WORK WITH
CROWN TO COORDINATE A REMEDIATION PLAN IN ONE OF TWO WAYS:
• CORRECT FAILING ISSUES TO COMPLY WITH THE SPECIFICATIONS CONTAINED IN THE ORIGINAL
CONTRACT DOCUMENTS AND COORDINATE A SUPPLEMENT PMI.
• OR, WITH CROWN'S APPROVAL, THE GC MAY WORK WITH THE EOR TO RE -ANALYZE THE
MODIFICATION/REINFORCEMENT USING THE AS -BUILT CONDITION
ALL ASSOCIATED COST FOR CORRECTING 'REJECTED- PIAN SHALL BE BORN BY THE GC.
ALL PMI'S SHALL BE CONDUCTED BY AN APPROVED ENGINEERING. VENDOR (AEV) THAT IS APPROVED
TO PERFORM ELEVATED WORK FOR CROWN. PAYMENT i
TO ENSURE THAT THE REQUIREMENTS OF THE PMI ARE MET, IT IS ,VITAL THAT THE GENERAL PAYMENT OF PMI INSPECTOR
CONTRACTOR -(GC) AND THE PMI INSPECTOR BEGIN COMMUNICATING -AND COORDINATING AS SOON AS WHEN CROWN ISSUES A PO DIRECTLY TO AN AEV FOR PMI SERVICES, FULL PAYMENT FOR THE
A PO' IS RECEIVED. IT IS EXPECTED THAT EACH PART`( WILL BE PROACTIVE 1N REACHING. OUT TO PML SERVICES MAY BE RELEASED WHEN A PMI V F RT ADHERES TO THE REQUIREMENTS OF
THE OTHER PARTY. IF CONTACT INFORMATION IS NOT KNOWN, CONTACT YOUR CROWN POINT OF p
CONTACT (POC). THE PMI CHECKLIST' AND ENG -SOW -10007 : PMI SOW. EXCEPTIONS MAY BE MADE WHEN THS
PMI INSPECTOR PERFORMED DUE DILIGENCE IN REQUESTING INSPECTION AND TESTING rj
DOCUMENTATION FROM THE GC BUT WAS UNABLE TO OBTAIN.
REFER TO ENG -SOW -10007 : POST MODIFICATION INSPECTION SOW FOR- FURTHER DETAILS AND e
REQUIREMENTS. PAYMENT OF GENERAL CONTRACTOR
ENGINEER OF RECORD PAYMENT FOR THE GC INSTALLATION SERVICES. MAY BE RELEASED UPON RECEIPT OF WARNING -IT IE
THE EOR SHALL SUBMIT THIS PMI CHECKLIST IDENTIFYING ALL REQUIRED DOCUMENTS AND •PASSING'OR A 'PASS AS NOTED -PMI REPORT AND ALL CLOSE OUT MATERIALS. PERSON TO AL.
INSPECTIONS REQUIRED FOR THE ACCEPTANCE OF THE MODIFICATION INSTALLATION. ACTING UNDER
• FOR DESIGN -BID -BUILD (DBB) THE CHECKLIST SHALL BE SUBMITTED WITH THE MODIFICATION PMI VERIFICATION INSPECTIONS PROFESSIONAL
DRAWINGS. CROWN'RESERVES THE RIGHT TO CONDUCT A PMI VERIFICATION INSPECTION TO VERIFY THE
• FOR TURNKEY PROJECTS THIS CHECKLIST SHALL BE SUBMITTED- AS PART OF THE BID RESPONSE ACCURACY AND COMPLETENESS OF PREVIOUSLY COMPLETED PMI INSPECTION(S) ON TOWER
PACKAGE AND AS PART OF THE FINAL MODIFICATION DRAWING PACKAGE. MODIFICATION PROJECTS.
PMI INSPECTOR
THE PMI INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEIVING A PO FOR THE PMI
TO, AT A MINIMUM:
• REVIEW THE REQUIREMENTS OF THE PMI CHECKLIST
• BEGIN DEVELOPING A SCHEDULE TO CONDUCT ON-SITE PMI INSPECTIONS, INCLUDING FOUNDATION
INSPECTIONS
THE PMI INSPECTOR IS RESPONSIBLE FOR COLLECTING ALL GENERAL CONTRACTOR (GC) INSPECTION
AND TEST REPORTS FROM THE GC, REVIEWING THE DOCUMENTS FOR ADHERENCE TO THE CONTRACT
DOCUMENTS, CONDUCTING THE IN -FIELD PMI, AND TO SUBMIT TILE PMI REPORT TO CROWN.
GENERAL CONTRACTOR
THE GC IS REQUIRED TO CONTACT THE PMI INSPECTOR AS SOON'AS RECEIVING A PO FOR THE
MODIFICATION INSTALLATION OR TURNKEY PROJECT TO, AT A MINIMUM:
• REVIEW THE REQUIREMENTS OF THE PMI CHECKLIST
BEGIN DEVELOPING A SCHEDULE TO CONDUCT ON-SITE PMI INSPECTIONS, INCLUDING FOUNDATION
INSPECTIONS
• BETTER UNDERSTAND ALL INSPECTION AND TESTING REQUIREMENTS
THE GC SHALL, COORDINATE AND CONDUCT ALL CONSTRUCTION INSPECTIONS AND REPORTS AS.
IDENTIFIED IN THE PMI CHECKLIST AND SUBMIT SAID INSPECTIONS AND REPORTS TO THE PMI
INSPECTOR.
RECOMMENDATIONS
IT IS SUGGESTED THAT THE GC PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE, PREFERABLY 10, . .
TO THE PMI INSPECTOR AS TO WHEN THE SITE WILL BE READY FOR THE PMI TO BE- CONDUCTED.
THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY
AND EFFECTIVENESS OF DELIVERING A PMI REPORT:
• THE GC AMU PMI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT.
• WHEN POSSIBLE, IT IS PREFERRED TO HAVE THE GC BNQ PMI INSPECTOR ON-SITE
SIMULTANEOUSLY FOR ANY GUY WIRE TENSIONING OR RE -TENSIONING OPERATIONS.
• IT MAY BE BENEFICIAL TO INSTALL ALL TOWER MODIFICATIONS PRIOR TO CONDUCTING THE
FOUNDATION INSPECTIONS TO ALLOW FOUNDATION AND PMI INSPECTION(S) TO COMMENCE WITH
ONE SITE VISIT.
WHEN POSSIBLE, IT IS PREFERRED TO HAVE THE GC-AtQ PMI INSPECTOR ON-SITE DURING THE
PMI TO HAVE ANY DEFICIENCIES CORRECTED DURING THE INITIAL PMI.'. THEREFORE, THE GC
MAY CHOOSE TO COORDINATE THE PMI CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES
ARE AT THEIR DISPOSAL WHEN THE PMI INSPECTOR IS ON SITE.
CANCELLATION OR DELAYS IN SCHEDULED PMI
IF THE GC AND PMI INSPECTOR AGREE TO A DATE ON WHICH THE PMI WILL BE CONDUCTED, AND
EITHER PARTY CANCELS OR DELAYS, CROWN SHALL NOT BE RESPONSIBLE FOR ANY COSTS, FEES,
LOSS OF DEPOSITS AND/OR OTHER PENALTIES RELATED TO THE CANCELLATION OR DELAY INCURRED
BY EITHER PARTY FOR ANY TIME (E.G. TRAVEL AND LODGING, COSTS OF KEEPING EQUIPMENT
ON-SITE, ETC.). EXCEPTIONS MAY BE MADE IN THE EVENT THAT THE DELAY/CANCELLATION IS
CAUSED BY WEATHER OR OTHER CONDITIONS THAT MAY COMPROMISE THE SAFETY OF THE PARTIES
INVOLVED.
ALL VERIFICATION INSPECTIONS SHALL BE HELD TO THE SAME SPECIFICATIONS'AND REQUIREMENTS
AS CONTAINED HEREIN AND THE CONTRACT DOCUMENTS.
VERIFICATION INSPECTION MAY BE CONDUCTED BY AN INDEPENDENT AEV FIRM AFTER A MODIFICATION
PROJECT IS COMPLETED, AS MARKED BY THE DATE OF AN ACCEPTED -PASSING- OR PASS AS
NOTED • PMI REPORT FOR THE ORIGINAL PROJECT.
REJECTA13LE INDICATIONS WILL BE RELAYED TO THE ORIGINAL PMI INSPECTOR AND THE GC.
APPROPRIATE DISCIPLINARY ACTION MAY RESULT DEPENDENT UPON THE FREQUENCY AND THE LEVEL
OF SEVERITY OF THE REJECTIONS.
THIS DRAWING,IS COPYRIGHTED AND IS THE
SOLE PROPERTY OF THE CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWN CASTLE
AND IT'S AFFILIATES. REPRODUCTION OR USE OF
THIS DRAWING AND/OR THE INFORMATION
CONTAINED IN IT IS FORBIDDEN WITHOUT THE
WRITTEN PERMISSION OF CROWN CASTLE.
...............
GPD
ASSOCIATES
...............
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MAILING ADDRESS:
PLANNING BOARD MEMBERS �jf $oUryP.O. Box 1179
MARTIN H. SIDOR �� �lG Southold, NY 11971
Chair
OFFICE LOCATION:
WILLIAM J. CREMERS y Town Hall Annex
KENNETH L. EDWARDS G �. 54375 State Route 25
GEORGE D. SOLOMON 'Q� a� (cor. Main Rd. & Youngs Ave.),
JOSEPH L. TOWNSEND('
Southold NY
Telephone: 631765-1938
Fax: 631765-3136
PLANNING BOARD OFFICE
TOWN OF SOUTHOLD
July 15, 2009
Omnipoint Communications, Inc.
3500 Sunrise Highway
Suite D-203
Great River, NY 11530
Re:Arthur mni Jun e -
g Omnipoint
21855 C.R. 48, Cutchogue
SCTM#1000-96-1-19.1
The Planning Department is conducting a review of your Building Permit Application for
its report to the Building Department as required by Town Code.
We will need tohire a technical consultant to review the application. At this time, we
request payment of $750.00 to the: Town. of Southold to cover the cost of -the technical
consultant's review:
Thank you.
Sincerely,
- 7 `vim
Kristy Winser
Senior Planner.
Enc.
Le {1 n'
SOF SOUj� JAj.7Y'
ObW,,N OF SOUTHOLO
Purchase Order # : 20039. Tax Exempt # A,140.. §4
:-B 80-20 4,'S06�%50`0
Date July- 1, 3 + : 20091 Account # "
F
eliver and sendbilling to Vendor p
artment PLANNING BOARD Wal
Depter A Ccoper ;
-11T WalnutHlll"s, Nr . _
Address "Williamsburg, 'VA 231$5 .:
(Radio,Frequency.Planning &.Consulting)
VENDOR
�, **Return>this copy, and-:Towri, of Southold�.voucher:iternze,d and sign.ed3,fa_c: payment*d� ,,- .:-
ITEM QUANTITY DESCRIPTIONJN'IT`COSTj TOTAL
a. E
SNOT TO
Wireless , ty reu�iew
0 ®-96EXCEED:
{
3;m�
ig
?st P `d '
RIO
� ' U
THIS PURCHASE GRDER'IS:NOT VALID WITHOUT THE SIGNATURES'OF THE, DEPT, HEAD:AND THE SUPERVISOR
I CERTIFY THAT THERE ARE
SUFFICIENTFUNDS AVAILABLE.
IN THFVPROPRIATION. CHARGED
Dept. Head
—
I CERTIFY IS TO BE A JUST
AND TR URCHA ` ORDER
Supervisor
UF Soup, 6 S� J 1�
WIAM:O F SOUTHO-L10
Purchase Order # 20039 Tax Exempt *A 163554-
Date "-.'July .13,;:200.9, AccouriY #
B 8020 4'°500 ;500
Deliver and send billing to; Vendor 3576
Department PVANNING 'BOARD Walter- A�' Cooper
117 Walnut Hills Dr..
Address "Williamsburg, VA 23185
I(Radio Frequency Planning& Consulting)
VENDOR
*;*Ret
urn this cgpy.and,Town.of S0 tholdivouc.her iternize,dKand�signe ,jfgr:paym'qnt**
ITEM QUANTITY DESCRIPTION NIT'COST TOTAL
-L
\Vo -N = TO
Wireless fatyrev?ew EXCE
�� 101=7
.. ��}.
- _- P 2. +Sv A 3
TM
"•r' kms` 'moi -
THIS PURL. ASE ORDER'I`S NOTVA':. , WITHO. THE SIG_NATUK&OF THE DEPT.,HEAD ANp.THE-SUPERVISOR
I CERTIFY THAT TH E ARE
SUFFICIENT;FUNDS A; BLE: _
IN TH PROPRIATI. N: C
Dept., Head
I CERTIFY IS TO BE A JUST
AND TR URCHA ORDER
Supervisor
Walter A. Cooper
Radio Frequency Planning & Consultation
117 Walnut Hills Drive
Williamsburg, VA 23185
757-220-9442
July 6, 2009
Ms. Kristy Winser
Senior Planner
Town of Southold
53095 Route 25
P.O. Box 1179
Southold, New York 11971
RE: Town of Southold — Omnipoint Communications at County Road 48, Cutchogue
SCTM#1000-96-1-19.1
Dear Ms. Winser:
I have reviewed the material regarding the Omnipoint application.
There is insufficient information to determine whether the proposed modification would
meet the General Requirements for permitted use.
Following. are the. services I can, -provide. to assist you in reviewing this application.
• Prepare questions and comments to solicit the information required to act on the
application.
• Review, comment on and verify as necessary, the additional information provided
by the applicant, including applicant's calculations and technical (radio frequency
related) submissions regarding demonstration of need, proposed coverage,
capacity, non -ionizing radiation exposure compliance, equipment and material
choices.
• Recommend facility design changes to minimize visual or,environmental impact
• Provide the Town with a report and recommendations regarding the disposition of
the application.
Any additional tasks will be performed only after your written authorization by e-mail or
otherwise.
My fee for the above services will be calculated at an hourly rate
be invoiced monthly., I will also be reimbursed forll e
travel and living costs, express postage, printing copies., Tri
will.be.reimbursed at.the.then-current.IRS private uncle? te�.
0; w ch w it .
'1
d'
�
9 2009
Ms. Kristy Winser
Town of Southold, NY
July 6, 2009
Page 2
Based on my understanding of this application, and assuming it will not be necessary to
attend public hearings, I estimate that the total fee will not exceed $ 750.00, including
expenses.
If you find this arrangement satisfactory, please provide an e-mail or other written
authorization to proceed. Meanwhile, thank you again for requesting this proposal.
Very truly yours,
Walter A. Cooper
Mr. Walter A. Cooper
117 Walnut Hills Drive
Williamsburg, VA 23185
Re:. Omnipoint Communications -collocate on existing wireless communication facility
County Road 48,.Cutchogue SCTM#1000-96-1-19.1
Dear Mr.. Cooper,
Please find enclosed an application to co-locate'a wireless facility on an existing site in
Cutchogue.
Please provide an estimate to me for the cost of your consulting services to determine whether
this application meets the requirements necessary to allow them to proceed with just a building
permit (no site plan approval or special exception approval) pursuant to the new code (excerpt
below).
§280-70 C. Building Permit Required:
A wireless communication facility is a permitted use requiring only a building permit;
without the requirement of site plan approval if it conforms to the following:
(3) . Major modification, including co -location, on'an existing antenna support
structure or other wireless facility holding all valid permits and causing essentially no
visible change to the exterior, and which conforms to the requirements for permitted use -
in §280-72.
The report I would like to have on the project should include whether the application meets the
General Requirements, the requirem_ ents for permitted use in §280-72, and whether the co -
location will cause a visible change in the appearance of the building once the construction is
complete. Thank you for your time. Please contact me with any questions. -
Best regards,
Kristy Winser
Senior Planner
Encls'.
Vs.
MAEL ING ADDRESS.
PLANNING BOARDMEMBERS SOUjyOIO
Box 1179
TIN H. D
�o��pF
Sou hold,11971
Chair
OFFICE LOCATION:
WILLIAM J. CREMERS
vs
Town Hall Annex
KENNETH L. EDWARDSG
GEORGE D. SOLOMON
��
Ol
54375 State Route 25
(cor. Main Rd. & Youngs Ave.)
JOSEPH L. TOWNSEND
yCOU,�
Southold, NY
Telephone: 631765-1938
Fax: 631765-3136
June 30, 2009
PLANNING BOARD OFFICE
TOWN OF SOUTHOLD
Mr. Walter A. Cooper
117 Walnut Hills Drive
Williamsburg, VA 23185
Re:. Omnipoint Communications -collocate on existing wireless communication facility
County Road 48,.Cutchogue SCTM#1000-96-1-19.1
Dear Mr.. Cooper,
Please find enclosed an application to co-locate'a wireless facility on an existing site in
Cutchogue.
Please provide an estimate to me for the cost of your consulting services to determine whether
this application meets the requirements necessary to allow them to proceed with just a building
permit (no site plan approval or special exception approval) pursuant to the new code (excerpt
below).
§280-70 C. Building Permit Required:
A wireless communication facility is a permitted use requiring only a building permit;
without the requirement of site plan approval if it conforms to the following:
(3) . Major modification, including co -location, on'an existing antenna support
structure or other wireless facility holding all valid permits and causing essentially no
visible change to the exterior, and which conforms to the requirements for permitted use -
in §280-72.
The report I would like to have on the project should include whether the application meets the
General Requirements, the requirem_ ents for permitted use in §280-72, and whether the co -
location will cause a visible change in the appearance of the building once the construction is
complete. Thank you for your time. Please contact me with any questions. -
Best regards,
Kristy Winser
Senior Planner
Encls'.
l
PLANNING BOARD MEMBERS
MARTIN H. SIDOR
Chair
WILLIAM'J. CREMERS
KENNETH L. EDWARDS
GEORGE D. SOLOMON
JOSEPH L. TOWNSEND
PLANNING BOARD OFFICE
TOWN OF SOUTHOLD
MEMORANDUM
To: Michael Verity, Principal Building Inspector
From: Kristy Winser, Senior Planner
Date: June 29, 2009
Re: Planning Report pending - Wireless Facilities Building Permit Application
Arthur Junge - Omnipoint Communications, Cutchogue
1000-96-1-19.1
The Planning Department is currently reviewing the application referenced above. The new
Southold Town Code Article XVII enacted in February, 2009, §280-70 C.(3) states that a major
modification, including co -locations, "causing. essentially no visible change to the exterior, and
which conforms to the, requirements for permitted use in §280-72" need only apply for a
Building Permit. In other words, this application may not need special exception or site plan
approval. if it meets those requirements.
As stated in §280-74 B. (2), "Once the application is received'in the Building Department, it will
be forwarded to the Planning Director for report and recommendations on compliance with
§280-71 General Requirements, §280-72 Requirements for Permitted Use, and any technical
consultant reports that may -have been required. No building permit for a wireless facility may be
granted prior to this report being submitted to the Building Inspector."
This -application proposes to co -locate a wireless facility on an existing site and has the potential
to meet the requirements of §280-70 C.(3), qualifying this application for issuance of a Building
Permit. My report and recommendations regarding this applications' compliance with the new.
code will be sent -to you immediately upon completion. The applicant may, in the near future, be
asked for more information, especially that.which is now required to be submitted as part of a
Building Permit Application_ (see §280-74 B. (1)). Please contact me with any.questions. Thank
you.
MAILING ADDRESS:
QF .souTyOI
P.SouthOold oNY 11971
.
h O
J J0
OFFICE LOCATION:
Town Hall Annex
41!?
54375 State,Route 25
�yCOU
(cor. Main Rd. & Youngs Ave.)
NT`I,�
Southold, NY
Telephone: 631765-1938
Fax: 631765-3136
PLANNING BOARD OFFICE
TOWN OF SOUTHOLD
MEMORANDUM
To: Michael Verity, Principal Building Inspector
From: Kristy Winser, Senior Planner
Date: June 29, 2009
Re: Planning Report pending - Wireless Facilities Building Permit Application
Arthur Junge - Omnipoint Communications, Cutchogue
1000-96-1-19.1
The Planning Department is currently reviewing the application referenced above. The new
Southold Town Code Article XVII enacted in February, 2009, §280-70 C.(3) states that a major
modification, including co -locations, "causing. essentially no visible change to the exterior, and
which conforms to the, requirements for permitted use in §280-72" need only apply for a
Building Permit. In other words, this application may not need special exception or site plan
approval. if it meets those requirements.
As stated in §280-74 B. (2), "Once the application is received'in the Building Department, it will
be forwarded to the Planning Director for report and recommendations on compliance with
§280-71 General Requirements, §280-72 Requirements for Permitted Use, and any technical
consultant reports that may -have been required. No building permit for a wireless facility may be
granted prior to this report being submitted to the Building Inspector."
This -application proposes to co -locate a wireless facility on an existing site and has the potential
to meet the requirements of §280-70 C.(3), qualifying this application for issuance of a Building
Permit. My report and recommendations regarding this applications' compliance with the new.
code will be sent -to you immediately upon completion. The applicant may, in the near future, be
asked for more information, especially that.which is now required to be submitted as part of a
Building Permit Application_ (see §280-74 B. (1)). Please contact me with any.questions. Thank
you.
FOR INTERNAL USE ONLY.
SITE PLAN USE DETERMINATION
Initial Determination
Date: Date, Sent: t .1,6 lo'
Project Name:
Project Address:, 9f &.5S- G2. t USA el::L'o OV
U
Suffolk County Tax Map No.: I 000--__Jj_- 19../ Zoning District: Li
Request'
4
Al(oh
(Note: Copy of Building Permit Application and supporting- documentation as to
proposed use or uses should be submitted.)
Initial Determination as to whether use is permitted:
A
Initial Determination as to whether site plan is required: rr:9'-A 1_-e�
Signature of Building -IRs"
Planning Department (P.D.). Referral:
a
P.D. Date Received: Dated
I
Comments:.
'I, VIA
I
.0
. . . . . . . . . . . .
Signatqf,9df,rf ifig'. Dept.. Staff Reviewer
Final Determination.
Date: , /-/.
Decision:
Signature :of Building Inspector
PLANNING BOARD MEMBERS
MARTIN H. SIDOR
Chair
WILLIAM J. CREMERS
KENNETH L. EDWARDS
GEORGE D. SOLOMON
JOSEPH L. TOWNSEND
PLANNING BOARD OFFICE
TOWN OF SOUTHOLD
MEMORANDUM
To: Michael Verity, Principal Building Inspector
MAILING ADDRESS:
P.O. Box 1179
Southold, NY 11971
OFFICE LOCATION:
Town Hall Annex
54375 State Route 25
(cor. Main Rd. & Youngs Ave.)
Southold, NY
Telephone: 631765-1938
Fax: 631765-3136
From: Kristy Winser, Senior Planner ,r
Date: January 7, 2C(0:
J
Re: Planning Report pending - Wireless Facilities Building Permit Application
Arthur Junge - Omnipoint Communications, Cutchogue
1000-96-1-19.1
After review of the above-mentioned application and the amendments made to Wireless
Communications Facilities in the Town code, a consultant is no longer necessary at this time to
assist with the site plan use determination received June 18, 2009. It has been determined that .
the proposed application located in a residential zoning district will require a building permit and
site plan review from the Planning Board.
DRAWING INDEX
OF NEW YORK
R EV. DATE -
T01
1
OF
10
COVER SHEET 1
A01
2
OF
10
SITE PLAN (EXISTING & PROPOSED) 1
A02
3
OF
10
EQUIPMENT RM. PLAN 1
A03
4
OF
10
ELEVATION & ANTENNA PLAN 1
A04
5
OF
10
MISC. DETAILS & B.O.M. 1
A05
6
OF
10
MISC. NOTES 1
E01
7
OF
10
MISC. ELECTRIC NOTES 1
E02
8
OF
10
ELECTRIC & GROUNDING PLAN
E03
9
OF
10
GROUNDING DETAILS 1
E04
10
OF
10
MISC. DETAILS 1
TECHNICAL POLICY AND PROCEDURE
NOTICE #5
PECONIC NORTH
21855 COUNTY ROAD
CUTCHOGUE, NY 11706
NY2812
DIRECTIONS
08/13/07
J I HK I UU I uUIIVu VVtJ 1 UIV 1N 1 tMN/A I IUN/AL ULVU I UVV/-\MU l.,MUl• MILL RU. I UMN MUNI UIV I U HVtIVUt
08/13/07
OF THE AMERICAS. TURN LEFT ONTO ORIENT BLVD. TURN SLIGHT RIGHT ONTO MOUNTAINSIDE RD.
08/1,3;107
MERGE ONTO NJ -17 S VIA THE RAMP ON THE LEFT. MERGE ONTO NJ -4 E TOWARD FORT LEE / NEW
08 437
0�"
/LN
YORK. TURN SLIGHT LEFT TO TAKE THE 1-95 N RAMP TOWARD BRIDGE. MERGE ONTO 1-95 EXPRESS
08/13/07
N / NEW JERSEY TURNPIKE N. 1-95 EXPRESS LN N / NEW JERSEY TURNPIKE N BECOMES 1-95 N
08/13/07
(PORTIONS TOLL) (CROSSING INTO NEW YORK). KEEP RIGHT TO TAKE 1-295 S V{A EXIT 12 TOWARD
08/13/07
THROGS NECK BR (PORTIONS TOLL). TAKE THE CROSS IS PKWY EXIT TOWARD EASTERN L I. MERGE
08/13/07
ONTO CROSS ISLAND PKWY S. MERGE ONTO 1-495 E / LONG ISLAND EXPY VIA EXIT 30E TOWARD
08/13/07
EASTERN LONG IS. MERGE ONTO CR -58 E / OLD COUNTRY RD VIA EXIT 73 TOWARD GREENPORT /
ORIENT. ENTER NEXT ROUNDABOUT AND TAKE 2ND EXIT ONTO CR -58 / OLD COUNTRY RD. TURN LEFT
ONTO CR -43 / NORTHVILLE TURNPIKE. TURN RIGHT ONTO SOUND AVE. STAY STRAIGHT TO GO ONTO
CR -48 E / MIDDLE RD. MAKE A U—TURN AT ZACKS LN ONTO CR -48 W / MIDDLE RD. END AT 21855
COUNTY ROAD 48 CUTCHOGUE, NY 11935-1179, US
}
LOCATION MAP
PORTION OF STREET MAP
"I
of
APPRC
SCALE: NONE
ITE LOCATION
r '4
Tk r
min+ 5}
!'+ `Q 4 7
,.. NZ.
PROJECTINFOR
CONSTRUCTION
DRAWINGS
M-ATION
SCOPE OF WORK: AN UNMANNED TELECOM UNICATIONS ,I -ITY INCLUDING SWAPPING
EXISTING ANTENNAS FOR NEW ANTE r - AND INSTALL NEW GPS
ANTENNA AND ADDITIONAL CABINET IN'Sl-PE SHELTER
SITE ADDRESS: 21855 COUNTY ROAD 48
CUTCHOGUE, NY 11935
PROPERTY OWNER: CROWN ATLANTIC COMPANY
APPLICANT: NEXTEL
LATITUDE: 41.030671'
LONGITUDE: —72.496919'
LAT/LONG TYPE RF CONFIG: SURVEY NAD 83
STRUCTURE HGT: 92't A.G.L.
JURISDICTION: CUTCHOQUE
CURRENT USE: TELECOMMUNICATIONS/COMMERCIAL
PROPOSED USE: TELECOMMUNICATIONS FACILITY (MONOPOLE ANTENNAS)
SITE QUALIFICATION PARTICIPANTS
NAME COMPANY
A/E TERRENCE LULAY LULAY & ILLESCAS ASSOCIATES, INC
PLOT PLAN N.Y.S.
NUMBER
nm
NEXTEL.
NEXTEL COMMUNICATIONS
ONE NORTH BROADWAY, 2ND FLOOR
WHITE PLAINS, NEW YORK 10601
OFFICE PHONE # (914) 421-2800
FAX # (914) 421-2700
PHASE 1C PROJECT
V/ 10x-
CAT
I�
BERLINER COMMUNICATION COMPANY
20 BUSHES LANE
ELMWOOD PARK, NJ 07407
TEL. (201)791-5166
FAX. (201)794-8974
dam
LULAY do ILLESCAS ENGINEERS P.6.
ENGINEERS DEVELOPERS
99 QUAKER CHURCH ROAD
SUITE 2
RANDOLPH, NEW JERSEY 07869
TEL: (973) 442-2222
FAX: (973) 442-2240
REVISIONS
REV. DATE REVISION DESCRIPTION
0 05130107 ISSUED FOR REVIEW
1 08/13/07 ISSUED FOR PERMITS
TERRENCE R. LULAY P.E. 8/27/2007
PROFESSIONAL ENGINEER 069285
CDMA CASCADE #:
NY73XC718
1 IDEN SITE #: 1
973-442-2222 X 102 SITE NAME:
NY -2812
PECONIC NORTH
PROJECT ADDRESS:
21855 COUNTY ROAD 48
CUTCHOQUE, NY 11706
SHEE+yT�� TITLE:
Mme.+-"^+r•..r-,....ani'.e -... ...-_-......-.. 'Vrx:. .......+',.... y�N
1
�fzt
COVER SHEET
SEP 1 3 2007 bAkWN BY: HDI
_. _ ._ _ _ CH CKED BY: HDI
SH ET NO: REV:
Tot 1
L&I 06104
REM EXI NG
ANTENNA,
ANTENNA MAST TO
REMAIN
REPLACE EXISTING
IDEN ANTENNA WITH
NEW CDMA ANTENNA
MODEL NUMBER
RR65-18-04PBL2
BY EMS
EXISTING T -MOBILE
EQUIPMENT SLAB
EXISTING CABLE
BRIDGE TO BE USED
FOR NEW COAX
CABLES
REPLACE EXISTING
IDEN ANTENNA WITH
NEW ANTENNA
MODEL NUMBER
RR65-12-OODBL BY
EMS
EXISTING GATE TO
REMAIN
EXISTING CINGULAR
EQUIPMENT SLAB
REPLACE EXISTING -
IDEN ANTENNA WITH
NEW ANTENNA
MODEL NUMBER
RR65-12-OODBL BY
EMS
//\\/2
�X A03
1
A03
1
A03
A03
2
A03
REPLACE EXISTI G
IDEN ANTENNA/WITH-
NEW
NTENNA INEW TEN
MOD N B
_
12-OODBL BY
EMS
J REPLACE EXISTING
IDEN ANTENNA WITH
NEW ANIENNA
MODEL NUMBER
RR65-12-OODBL BY
X �K XX
)ENAD(
AM
EXISTING -
NEXTEL
EQUIPMENT
SHELTER
REPLACE EXISTING
IDEN ANTENNA WITH
A03 NEW CDMA ANTENNA
MODEL NUMBER
RR65-18-04DPL2
BY EMS
REMOVE EXISTING
IDEN ANTENNA,
ANTENNA MAST TO
56' REMAIN
X X X
x
X X x7
'•a'
x
(:p0l
x
NO Ar
a
PLP
x
Tr.;,'-.• -'S,{3'x•.4
x
x
• ' v
EXISTING VERIZON
EQUIPMENT SHELTER
low0
2
X
v.
i
AO3
x
'
IDEN ANTENNA WITH
NEW ANTENNA
� na
REPLACE EXISTI G
IDEN ANTENNA/WITH-
NEW
NTENNA INEW TEN
MOD N B
_
12-OODBL BY
EMS
J REPLACE EXISTING
IDEN ANTENNA WITH
NEW ANIENNA
MODEL NUMBER
RR65-12-OODBL BY
X �K XX
)ENAD(
AM
EXISTING -
NEXTEL
EQUIPMENT
SHELTER
REPLACE EXISTING
IDEN ANTENNA WITH
A03 NEW CDMA ANTENNA
MODEL NUMBER
RR65-18-04DPL2
BY EMS
REMOVE EXISTING
IDEN ANTENNA,
ANTENNA MAST TO
56' REMAIN
X X X
X X X
X X x7
x
(:p0l
x
NO Ar
PLP
x
Tr.;,'-.• -'S,{3'x•.4
x
EXISTING VERIZON
EQUIPMENT SHELTER
low0
X
x
REPLACE EXISTING
y
IDEN ANTENNA WITH
NEW ANTENNA
� na
MODEL NUMBER
RR65-12-OODBL BY
12'EMS
<Xl
REPLACE EXISTING
IDEN ANTENNA WITH
x
NEW ANTENNA
MODEL NUMBER
X
RR65-12-OODBL BY
EMS
X
GATE
EXISTING ENTRANCE
DOOR TO NEXTEL
EQUIPMENT SHELTER
1 - EX2
SITE PLAN
Scale: 1"=10'-0" @11X17
X
a
EXISTING CHAIN LINK
X FENCE W BAR ED
WIRE
a
X x
EPLACE EXISTING
EN ANTENNA WITH
EW CDMA ANTENNA
ODEL NUMBER
R65-18-04PBL2
Y EMS
R MOVE EXISTING
IDEN ANTENNA,
A TENNA MAST T
R MAIN
SITE PLAN NOTES
■ CONSTRUCTION TO CONFORM TO THE STANDARDS AND
SPECIFICATIONS OF NYDOB:
■ THE PROPOSED USE IS A TELECOMMUNICATIONS FACILITY, IT IS
NOT INTENDED FOR PERMANENT EMPLOYEE OCCUPANCE;
THERFORE, POTABLE WATER, SANITARY SEWAGE, SITE LIGHTING
> OR ADDITIONAL PARKING SPACE(S) ARE NOT PROPOSED.
IN THE PROPOSED TELECOMMUNICATIONS FACILITY REQUIRES ONLY
ELECTRIC AND TELEPHONE UTILITY SERVICES. THE APPROPRIATE
UTILITY COMPANY SHALL DETERMINE DEMARCATION LOCATION.
■ THE PROPOSED TELECOMMUNICATIONS FACILITY WILL BE VISITED
ON AN AVERAGE OF ONCE A MONTH BY A SERVICE TECHNICIAN
FOR ROUTINE MAINTENANCE AND SHALL BE MONITORED FROM A
REMOTE FACILITY. 24 X 7 SITE ACCESS IS REQUIRED FOR THE
> SERVICE TECHNICIANS.
■ THE DRAWINGS WERE PREPARED FOR THE PURPOSES OF
MUNICIPAL AND/ OR AGENC`' REVIEW AND APPROVAL. THESE
DRAWINGS SHALL NOT BE UTILIZED FOR CONSTRUCTION
PURPOSES UNTIL ALL CONDITIONS OF MUNICIPAL AND/ OR
AGENCY APPROVAL HAVE BEEN SATISFIED.
■ INFORMATION WAS TAKEN FROM FIELD MEASUREMENTS
PERFORMED BY L&I AND EXISTING AERIAL PHOTOGRAPHS FOR
LULAY & ILLESCAS ENGINEERING PURPOSES.
■ ALL WORK SHALL BE DONE IN ACCORDANCE WITH ALL
APPLICABLE FEDERAL, STATE AND LOCAL CODES AND
ORDINANCES.
■ ALL PENETRATIONS TO BE PROPERLY FIRE -STOPPED WITH 3M
F.S.195 WRAP STRIP FIRE -STOP AND CP25 NON -SHRINKING
PUTTY FIRE BARRIER SEALANT OR EQUIVALENT TO MEET LOCAL
CODE. MAINTAIN FIRE RATING OF ALL PENETRATED SURFACES.
■ ALL MOUNTS TO WALLS TO BE SEALED AT TOP AND SIDES WITH
DOW CORNING CLEAR SILICONE SEALANT OR APPROVED EQUAL.
SILICONE APPLICATIONS ARE TO BE TOOLED TO MAINTAIN A
> FINISHED APPEARANCE.
■ LULAY & ILLESCAS HAS NO RESPONSIBILITY FOR OR CONTROL
OVER SAFETY AT ANYTIME.
■ LULAY & ILLESCAS HAS NOT PERFORMED AN INSPECTION FOR
ASBESTOS OR OTHER HAZARDOUS MATERIALS. THESE PLANS
ARE NOT TO DEPICT OR IMPLY THE PRESENCE OR ABSENCE OF
> SUCH MATERIALS WITHIN PROPOSED WORK AREAS.
■ EXISTING STRUCTURE INFORMATION WAS COLLECTED BY LULAY &
ILLESCAS FOR THIS PROJECT. DETAILED INFORMATION WAS
COLLECTED FOR SPECIFIC WORK AREAS ONLY. THIS
INFORMATION IS TO BE USED FOR THE WORK SHOWN ON THESE
PLANS ONLY.
■ CONTRACTOR SHALL PROVIDE ENGINEER WITH PHOTOS FOR EACH
STAGE OF CONSTRUCTION. PHOTOS SHALL INCLUDE BUT NOT BE
LIMITED TO BEAM POCKETS, PEDESTAL CONNECTIONS & FIRE
STOPPING.
■ NO SMOKE, DUST OR ODOR WILL RESULT FROM THIS PROPOSAL.
■ OUTDOOR STORAGE AND SOLID WASTE CONTAINERS ARE NOT
PROPOSED.
■ ALL MATERIALS SHALL BE FURNISHED AND WORK SHALL BE
PEFORMED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS,
■ GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING
ALL PERMITS AND INSPECTIONS REQUIRED FOR CONSTRUCTION.
■ GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ANY
DAMAGE CAUSED BY THE CONSTRUCTION OPERATION.
■ GENERAL CONTRACTOR SHALL REMOVE ALL TRASH AND DEBRIS
FROM THE SITE ON A DAILY BASIS.
■ GENERAL CONTRACTOR SHALL NOTIFY SPRINT/BCI OF ANY
DESCREPANCIES PRIOR TO ORDERING MATERIALS OR PROCEEDING
WITH CONSTRUCTION.
■ ANY DISTURBANCE TO THE ROOF SHALL BE DONE IN
ACCORDANCE WITH THE EXISTING ROOF WARRANTY.
TM
NEXTELI
NEXTEL COMMUNICATIONS
ONE NORTH BROADWAY, 2ND FLOOR
WHITE PLAINS, NEW YORK 10601
OFFICE PHONE # (914) 421-2800
FAX # (914) 421-2700
NEXTEL
PHASE 1C PROJECT
v /CAT 1ON-
BERLINER COMMUNICATION COMPANY
20 BUSHES LANE
ELMWOOD PARK, NJ 07407
TEL. (201)791-5166
FAX. (201)794-8974
•1p
LULAY & ILLESCAS ENGINEERS P.C.
ENGINEERS DEV ELOPERS
99 QUAKER CHURCH ROAD
SUITE 2
RANDOLPH, NEW JERSEY 07869
TEL: (973) 442-2222
FAX: (973) 442-2240
REVISIONS
REV. DATE REVISION DESCRIPTION
0 05/30/07 ISSUED FOR REVIEW
1 08/13107 ISSUED FOR PERMITS
TERRENCE R. LULAY P.E. 8/27/2007
PROFESSIONAL ENGINEER 069285
CDMA CASCADE #:
NY73XC718
1 IDEN SITE #: 1
NY -2812
SITE NAME:
PECONIC NORTH
PROJECT ADDRESS:
21855 COUNTY ROAD 48
CUTCHOQUE, NY 11706
SHEET TITLE: ROOF PLAN
(EXISTING &PROPOSED)
DRAWN BY: HDI
CHECKED BY: HDI
SHEET N0: I REV:
A01 1
L&106104
0
N
u
MICROELECT B576 SIGNAL CABLE
ENTRY DETAIL (2 PLATES REQ'D)
2 - A02\CABLE PORT DETAIL
��
.__\EQUIPMENT ROOM PLAN
Scale:
3/8"=1
@11X17
Scale:
(IF REQUIRED)
NEXTELI nM
NEXTEL COMMUNICATIONS
ONE NORTH BROADWAY, 2ND FLOOR
WHITE PLAINS, NEW YORK 10601
OFFICE PHONE # (914) 421-2800
FAX 1 (914) 421-2700
PHASE 1C PROJECT
I�
If v/CAT 1ON-
BERLINER COMMUNICATION COMPANY
20 BUSHES LANE
ELMWOOD PARK, NJ 07407
TEL. (201)791-5166
FAX. (201)794-8974
.,
69 IP
UY do ILLESCAS ENGINEERS P.C.
ENGINEERS DEVELOPERS
99 QUAKER CHURCH ROAD
SUITE 2
RANDOLPH, NEW JERSEY 07869
TEL: (973) 442-2222
FAX: (973) 442-2240
REVISIONS
REV. DATE REVISION DESCRIPTION
0 05/30/07 ISSUED FOR REVIEW
1 08/13/07 ISSUED FOR PERMITS
TERRENCE R. LULAY P.E. 8/27/2007
PROFESSIONAL ENGINEER 069285
CDMA CASCADE #:
NY73XC718
1 IDEN SITE #: 1
SITE NAME:
NY -2812
PECONIC NORTH
1 PROJECT ADDRESS: 1
21855 COUNTY ROAD 48
CUTCHOQUE, NY 11706
SHEET TITLE:
EQUIPMENT ROOM
PLAN
DRAWN BY: HDI
CHECKED BY: HDI
ISHEET N0: I REV: �
A02 1
EXISTING
CABINETS
li-A03
ELEVATION
Scale: 1/16"=1'-0" @11 X17
Sector
Antenna/Cable #
First Ring Second Ring
Third Ring
Comment
Alpha (IL
iDEN 1
o
v
4
w
0
Alpha 1
iDEN 2
1
�
U
92'-0"
Alpha 1
iDEN 3
Li
M
2
—1'
Alpha (1)
iDEN 4
92'-0"
—1'
Optional
Alpha 1
CDMA 1
ANT.
0
—
Alpha (1)
Beta 2
CDMA 2
DEN 1
White
Optional
White White
Beta 2
iDEN 2
Beta 2
Beta (2)
iDEN 3
DEN 4
Beta 2
Beta (2)
Gamma 3
CDMA 1
CDMA 2
iDEN 1
Gamma 3
iDEN 2
iDEN 3
Gamma 3
Gamma (3)
iDEN 4 Optional
CDMA 1
CDMA 2 White White White
Gamma 3
Gamma (3)
2 - A031COLOR CODING CHART
Scale: N.T.S.
CDMA /
SECT
SEC
ANTENNA
ANT.
MECH
ELEC
POS.
Q
=
a-
Q
o
v
4
w
0
3
2
1
SEC
ANTENNA
ANT.
MECH
ELEC
POS.
DEG
MANUFACTURER
4
DT
DT
E OF
Q
�
�
U
92'-0"
w
—4'
Li
M
2
—1'
�
1
92'-0"
—1'
—4'
SEC
ANT.
0
—
POS.
SECONDARY
Q
4
Q
o
�
U
Q
z
3
2
c�
wo
AZ.
ANTENNA
ANT.
MECH
ELEC
40'
DEG
MANUFACTURER
C.L.
DT
DT
E OF
40'
RR65-18-04DPL2
92'-0"
—1'
—4'
N
40'
RR65-12—OODBL92'-0"
92'-0'"
—3'
0'
40'
RR65-12—OODBL
92'-0"
—3'
0'
1
AZ.
DEG
ANTENNA
MANUFACTURER
ANT.
C.L.
MECH
DT
ELEC
DT
120'
RR65-18-04DPL2
92'-0„
—1'
—4-
120'
RR65-12—OODBL
92'-0'"
—3'
0'
120'
RR65-12—OODBL
92'-0"
—3'
0'
1
AZ.
DEG
ANTENNA
MANUFACTURER
ANT.
C.L.
MECH
DT
ELEC
DT
240'
RR65-18-04DPL2
92'-0"
—1'
—4'
240' RR65-12—OODBL 92'-0"
240' RR65-12—OODBL 92'-0"
SEC
ANT.
POS.
1
PRIMARY
(n
0
U
n
CD
z
2
PRIMARY
0
—
3
SECONDARY
3' 0'
—3* 0'
COAX TABLE
C
C
E
E
E
N
I
L
C
r
COAX TABLE TM
N LENGTH DIA. NEXTEL
120' 7/8"
120' 7/8" NEXTEL COMMUNICATIONS
- ONE NORTH BROADWAY, 2ND FLOOR
WHITE PLAINS, NEW YORK 10601
OFFICE PHONE # (914) 421-2800
FAX # (914) 421-2700
COAX TABLE
N LENGTH DIA.
120' 7/8"
120' 7/8"
COAX TABLE
N LENGTH DIA.
120' 7/8"
120' 7/8"
COLOR
CODE
1/211 BLACK
SINGLE YELLO)
DOUBLE YELLO
'HA
PHASE 1C PROJECT
NKAT \ON -
BERLINER COMMUNICATION COMPANY
20 BUSHES LANE
ELMWOOD PARK, NJ 07407
TEL. (201)791-5166
FAX. (200794-8974
LULAY do ILLESCAS ENGINEERS P.C.
ENGINEERS DEVELOPERS
99 QUAKER CHURCH ROAD
SUITE 2
RANDOLPH, NEW JERSEY 07869
TEL: (973) 442-2222
FAX: (973) 442-2240
REVISIONS
REV. DATE REVISION DESCRIPTION
0 05/30/07 ISSUED FOR REVIEW
1 08113/07 ISSUED FOR PERMITS
TERRENCE R. LULAY P.E. 8/27/2007
PROFESSIONAL ENGINEER 069285
CDMA CASCADE #:
NY73XC718
1 IDEN SITE #: 1
NY -2812
SITE NAME:
PECONIC NORTH
PROJECT ADDRESS:
21855 COUNTY ROAD 48
CUTCHOQUE, NY 11706
SHEET TITLE:
ELEVATION &
ANTENNA PLAN
DRAWN BY: HDI
CHECKED BY: HDI
SHEET N0: I REV:
A03 1
N OTE:
1. THE ELEVATION AND LOCATION OF THE GPS ANTENNA SHALL BE IN ACCORDANCE WITH THE FINAL RF
REPORT.
2. THE GPS ANTENNA MOUNT IS DESIGNED TO FASTEN TO A STANDARD 1-1/4" DIAMETER, SCHEDULE 40,
GALVANIZED STEEL OR STAINLESS STEEL PIPE. THE PIPE MUST NOT BE THREADED AT THE ANTENNA
MOUNT END. THE (PIPE SHALL BE CUT TO THE REQUIRED LENGTH (MINIMUM OF 18 INCHES) USING A
HAND OR ROTARY PIPE CUTTER TO ASSURE A SMOOTH AND PERPENDICULAR CUT. A HACK SAW
SHALL NOT BE USED. THE CUT PIPE END SHALL BE DEBURRED AND SMOOTH IN ORDER TO SEAL
AGAINST THE NEOPRENE GASKET ATTACHED TO THE ANTENNA MOUNT.
3. THE MOUNTING PLATE SHALL BE FABRICATED AS SHOWN AND ATTACHED TO THE APPROPRIATE
SUPPORT STRUCTURE USING U—BOLTS. THE SUPPORT PIPE SHALL THEN BE ATTACHED TO THE
MOUNTING PLATE USING THE OVERSIZE U—BOLTS PROVIDED TO ALLOW ADJUSTMENT. IT IS CRITICAL
THAT THE GPS ANTENNA IS MOUNTED SUCH THAT IT IS WITHIN 2 DEGREES OF VERTICAL AND THE
BASE OF THE ANTENNA IS WITHIN 2 DEGREES OF LEVEL.
16-1/4"
3-3/4" 5"
2--7/8" 7/8„
(TYP )
�00
r-
1 N
7/16" x 2-7/8" SLOTTED HOLE
FOR 2"0 PIPE U—BOLT WITH
DOUBLE NUTS AND WASHERS.—
(TYP.)
ASHERS.—
(TYP.)
MOUNTING BRACKET PLATE
MOUNTING
BRACKET PLATE
1 /16'4"�s PIPE' SLOTTED HOLE FOR
NOTE: OVERSIZE U—BOLT PROVIDED
TO ALLOW t 2' TILT/ADJUSTMENT TO
001 ACHIEVE TOLERANCE.
PLATE 1/4" THK.
3
2
GPS ANTENNA
(SUPPLIED BY LUCENT)
O
O
CABLE TO PIPE CONNECTOR
BURNDY TYPE GAR
#2 AWG BCW (TYP 2 PLCS)
(TYP 2 PLCS)--\
2"0 PIPE
BY NEXTEL
PARTNERS
2 HOLE LUG (TYP)
#2 AWG BCW
CIGBE
GROUND BAR ,-'
#2 AWG BCW ---
TILT HOLES FOR ADJUSTMENT
51
GROUNDING KIT
-1/2"0 COAX CABLE
MINIMUM BENDING RADIUS PER
MANUFACTURER'S STANDARD
#6 AWG GROUNDING KIT
CABLE (PROVIDED WITH KIT)
TO MIGB
GPS ANTENNA MOUNTING BRACKET
GPS MOUNTING DETAIL
4-AO4 N. T. scale
THIRD PARTY BILL OF MATERIALS
BILL OE MATERIALS
21855 COUNTY ROAD 48
NY2812
CUTCHOQUE, NY 11706
NY73XC718
ITEM#
ITEM
DESCRIPTION
QUANTIT
QUANTITY
(each)
O
1-1/4"0 sch.
40 x 18" LG. MIN SS OR GALV.
PIPE
�
O
PLATE 1/4 x
4-1/4 x 16-1/4" LG. GALV.(A-36)
OSTD.
U—BOLT
AND WASHER,
FOR 2"0 PIPE W/ DOUBLE HEX
GALV.
NUTS
2
®STD.
U—BOLT
AND WASHER,
FOR 2"0 PIPE W/ DOUBLE HEX
GALV. (SEE NOTE 3)
NUTS
2
16-1/4"
3-3/4" 5"
2--7/8" 7/8„
(TYP )
�00
r-
1 N
7/16" x 2-7/8" SLOTTED HOLE
FOR 2"0 PIPE U—BOLT WITH
DOUBLE NUTS AND WASHERS.—
(TYP.)
ASHERS.—
(TYP.)
MOUNTING BRACKET PLATE
MOUNTING
BRACKET PLATE
1 /16'4"�s PIPE' SLOTTED HOLE FOR
NOTE: OVERSIZE U—BOLT PROVIDED
TO ALLOW t 2' TILT/ADJUSTMENT TO
001 ACHIEVE TOLERANCE.
PLATE 1/4" THK.
3
2
GPS ANTENNA
(SUPPLIED BY LUCENT)
O
O
CABLE TO PIPE CONNECTOR
BURNDY TYPE GAR
#2 AWG BCW (TYP 2 PLCS)
(TYP 2 PLCS)--\
2"0 PIPE
BY NEXTEL
PARTNERS
2 HOLE LUG (TYP)
#2 AWG BCW
CIGBE
GROUND BAR ,-'
#2 AWG BCW ---
TILT HOLES FOR ADJUSTMENT
51
GROUNDING KIT
-1/2"0 COAX CABLE
MINIMUM BENDING RADIUS PER
MANUFACTURER'S STANDARD
#6 AWG GROUNDING KIT
CABLE (PROVIDED WITH KIT)
TO MIGB
GPS ANTENNA MOUNTING BRACKET
GPS MOUNTING DETAIL
4-AO4 N. T. scale
THIRD PARTY BILL OF MATERIALS
TM
NEXTELI
NEXTEL COMMUNICATIONS
ONE NORTH BROADWAY, 2ND FLOOR
WHITE PLAINS, NEW YORK 10601
OFFICE PHONE # (914) 421-2800
FAX # (914) 421-2700
PHASE 1C PROJECT
IZ
L1
'v/CAT 10"�-
BERLINER COMMUNICATION COMPANY
20 BUSHES LANE
ELMWOOD PARK, NJ 07407
TEL. (201)791-5166
FAX. (200794-8974
LULAY & ILLESCAS ENGINEERS. P.C.
ENGINEERS o DEVELOPERS
99 QUAKER CHURCH ROAD
SUITE 2
RANDOLPH, NEW JERSEY 07869
TEL: (973) 442-2222
FAX: (973) 442-2240
REVISIONS
REV. DATE REVISION DESCRIPTION
0 05/30107 ISSUED FOR REVIEW
1 08/13/07 ISSUED FOR PERMITS
TERRENCE R. LULAY P.E. 8/27/2007
PROFESSIONAL ENGINEER 069285
CDMA CASCADE #:
NY73XC718
1 IDEN SITE M 1
SITE NAME:
NY -2812
PECONIC NORTH
1 PROJECT ADDRESS: 1
21855 COUNTY ROAD 48
CUTCHOQUE, NY 11706
SHEET TITLE:
MISC. DETAILS
& B.O.M.
DRAWN BY: HDI
CHECKED BY: HDI
(SHEET N0: I REV:
I
A04
PECONIC NORTH
21855 COUNTY ROAD 48
NY2812
CUTCHOQUE, NY 11706
NY73XC718
ITEM
DESCRIPTION
QUANTIT
LENGTH
TOTAL LENGTH
(EACH)
(FEET)
(FEET ORDERED)
1
CDMA—ALPHA 40'
1
N/A
N/A
RR65-18-04DPL2 BY EMS
CDMA—BETA 120'
1
N/A
N/A
RR65-18-04DPL2 BY EMS
CDMA—GAMMA 240'
1
N/A
N/A
RR65-18-04DPL2 BY EMS
(DEN— ALPHA AZ 40'
2
RR65-12—OODBL BY EMS
N/A
N/A
N/A
IDEN— BETA AZ 120'
RR65-12—OODBL BY EMS
N/A
N/A
N/A
(DEN— GAMMA AZ 240'
RR65-12—OODBL BY EMS
N/A
N/A
N/A
3
DOWNTILT ASSEMBLY
3
0
0
4
1 5/8" DIAM. HELIAX COAXIAL
0
N/A
N/A
CABLE ANDREW LDF7-50A
1 1/4" DIAM. HELIAX COAXIAL
N/A
N/A
N/A
5
CABLE ANDREW LDF6-50A
6
7/8" DIAM. HELIAX COAXIAL
CABLE ANDREW LDF5-50A
6
120'
720'
1/2" DIAM. HELIAX COAXIAL CABLE
1
(FAB)
(AS BUILT)
110
(FOR GPS) ANDREW LDF4-50A
8
UNATTACHED CONNECTOR RFS
18
N/A
N/A
15570572 DIN FEMALE
9
UNATTACHED CONNECTOR RFS
N/A
N/A
1556540 DIN MALE FOR GPS
1
WEATHERPROFOOFING KITS
19
N/A
N/A
10
CABLEWAVE 916132
11
GROUNDING KITS—RFS
N/A
N/A
1/2" CABLE 921231-012
2
12
GROUNDING RFS
18
N/A
N/A
1/2" CABLE 921231-058
13
JUMPERS
6
N/A
N/A
RFS 815396-006 DIN MALE
BOTH ENDS
24
JUMPERS
12
10'
RFS 815396-010 DIN MALE
BOTH ENDS
N/A
TM
NEXTELI
NEXTEL COMMUNICATIONS
ONE NORTH BROADWAY, 2ND FLOOR
WHITE PLAINS, NEW YORK 10601
OFFICE PHONE # (914) 421-2800
FAX # (914) 421-2700
PHASE 1C PROJECT
IZ
L1
'v/CAT 10"�-
BERLINER COMMUNICATION COMPANY
20 BUSHES LANE
ELMWOOD PARK, NJ 07407
TEL. (201)791-5166
FAX. (200794-8974
LULAY & ILLESCAS ENGINEERS. P.C.
ENGINEERS o DEVELOPERS
99 QUAKER CHURCH ROAD
SUITE 2
RANDOLPH, NEW JERSEY 07869
TEL: (973) 442-2222
FAX: (973) 442-2240
REVISIONS
REV. DATE REVISION DESCRIPTION
0 05/30107 ISSUED FOR REVIEW
1 08/13/07 ISSUED FOR PERMITS
TERRENCE R. LULAY P.E. 8/27/2007
PROFESSIONAL ENGINEER 069285
CDMA CASCADE #:
NY73XC718
1 IDEN SITE M 1
SITE NAME:
NY -2812
PECONIC NORTH
1 PROJECT ADDRESS: 1
21855 COUNTY ROAD 48
CUTCHOQUE, NY 11706
SHEET TITLE:
MISC. DETAILS
& B.O.M.
DRAWN BY: HDI
CHECKED BY: HDI
(SHEET N0: I REV:
I
A04
CELL SITE INSTALLATION NOTES:
THE FOLLOWING INSTALLATION NOTES HAVE BEEN COMPILED FROM THE EXISTING PROJECT
DOCUMENTS (I.E. PROJECT SPECIFICATIONS, EQUIPMENT VENDOR DOCUMENTS, ETC.) FOR
USE. THESE NOTES SHALL BE UTILIZED FOR THE CONSTRUCTION OF THE CELL SITES TO
ENSURE COMPLIANCE WITH THE PROJECT DESIGN AND SPECIFICATION REQUIREMENTS.
A. GROUNDING:
1. ALL METAL CONDUIT FOR GROUNDING DOWN CONDUCTORS SHALL BE BONDED TO THE
GROUND SYSTEM AT BOTH ENDS.
2. GROUNDING CONDUCTORS SHALL BE CONNECTED TO THE MAIN WATER PIPE USING A
BURNDY TYPE GAR -TC CLAMP.
3. KOPR-SHIELD ANTI -OXIDATION COMPOUND SHALL BE USED ON ALL
GROUNDING CONNECTIONS.
4. ALL UNDERGROUND GROUNDING CONNECTIONS SHALL BE MADE BY THE CADWELD
PROCESS.
5. ALL CADWELDS SHALL BE INSTALLED USING THE PROPER CONNECTION/MOLD AND
MATERIALS FOR THE PARTICULAR CONNECTION AND/OR APPLICATION.
TEE CONNECTION SWEEP CONNECTION POST CONNECTION
#2 AWG
STRANDE
INSULATE
;ANTENNA POST
CADWELD
CADWELD
#2 AWG CADWELD #2 AWG
STRANDED STRANDED
INSULATED
INSULATED
6. ALL BOLTED GROUNDING CONNECTIONS SHALL BE INSTALLED WITH A LOCK WASHER
UNDER THE NUT. HARDWARE FOR BOLTED CONNECTIONS SHALL BE MINIMUM OF 3/8"
DIAMETER AND SHALL BE STAINLESS STEEL.
7. GROUNDING WIRE SHALL NOT BE INSTALLED OR ROUTED THROUGH HOLES IN ANY METAL
OBJECTS OR SUPPORTS TO PRECLUDE ESTABLISHING A "CHOKE" POINT.
GENERAL NOTES
1 ALL WORK SHALL BE DONE IN ACCORDANCE WITH ALL APPLICABLE FEDERAL, STATE AND LOCAL CODES AND
ORDINANCES.
2. ALL EQUIPMENT SHALL BE INSTALLED PLUMB AND LEVEL.
#2 AWG
STRANDED
INSULATED
vr-ritl, i J k-,HOKE POINT (NOT
ACCEPTABLE)
8. FERROUS METAL CLIPS WHICH COMPLETELY SURROUND THE GROUNDING CONDUCTOR SHALL
NOT BE USED. CLIPS OF THE FOLLOWING MATERIALS AND TYPES MAY BE USED TO
FASTEN AND SUPPORT GROUNDING CONDUCTORS.
• PLASTIC CLIPS
• METAL CLIPS WHICH DO NOT COMPLETELY SURROUND THE
GROUNDING CONDUCTOR
9. STANDARD GROUND BARS SHALL BE FURNISHED AND INSTALLED. THEY SHALL
NOT BE FABRICATED OR MODIFIED IN THE FIELD.
10. ALL GROUND WIRES SHALL BE INSTALLED WITHOUT LOOPS (PIGTAILS) AND SHARP BEND RADIUS.
3. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST AISC CODE AND
ASTM SPECIFICATION. STEEL SHALL CONFORM TO ASTM A-36. PIPE SHALL CONFORM TO ASTM A-501 OR ASTM
A-53 (GRADE B).
4. ALL CONNECTIONS OF STRUCTURAL STEEL MEMBERS SHALL BE MADE USING SPECIFIED WELDS WITH WELDING
ELECTRODES E-701XX OR SPECIFIED HIGH STRENGTH BOLTS TO BE ASTM A325, THREAD EXCLUDED FROM SHEAR
PLANE.
ALL STEEL EXPOSED TO MOISTURE, SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION PER ASTM A-123.
5. ALL DAMAGED SURFACES, WELDED AREAS AND AUTHORIZED NON -GALVANIZED MEMBERS OR PARTS (EXISTING OR
NEW) SHALL BE PAINTED WITH 2 COATS OF ZRC COLD GALVANIZING COMPOUND MANUFACTURED BY ZRC
CHEMICAL PRODUCTS Co. QUINCY, MASS. OR USE THERMAL SPRAYING WITH PLATTZINC 85/15 AS MANUFACTURED
BY PLATT BROTHERS & COMPANY WATERBURY, CT 1-800-752-8276.
6. ALL SHOP AND FIELD WELDING SHALL BE DONE BY WELDERS QUALIFIED AS DESCRIBED IN THE "AMERICAN
WELDING SOCIETY'S STANDARD QUALIFICATION PROCEDURE" TO PERFORM THE TYPE OF WORK REQUIRED.
7. ALL PIPE SIZES ARE NOMINAL DIAMETER. (INSIDE DIAMETER)
8. CONTRACTOR SHALL MEASURE AND VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS IN FIELD. ANY UNUSUAL
CONDITIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER PRIOR TO THE PURCHASE,
FABRICATION AND ERECTION OF ANY MATERIAL.
9. INCORRECTLY FABRICATED, DAMAGED, OTHERWISE MISFITTING, OR NON -CONFORMING MATERIALS AND CONDITIONS
SHALL BE REPORTED TO THE OWNER, ARCHITECT, AND CONSTRUCTION MANAGER PRIOR TO ANY REMEDIAL OR
CORRECTIVE ACTION. ALL ACTIONS SHALL REQUIRE APPROVAL FROM THE OWNER.
10. CONTRACTOR SHALL EXECUTE ALL WORK PREVENTING ANY DAMAGE TO EXISTING STRUCTURES, ESPECIALLY TO
ROOF. ANY ROOF WORK INVOLVING ATTACHMENT, REMOVAL OF FINISH SURFACE OR PENETRATION SHALL BE
PERFORMED TO PRESERVE EXISTING, ROOFING GUARANTEES AND WARRANTIES. ROOF SHALL BE RESTORED TO
COMPLETE WATER TIGHTNESS WITH THE APPROVED MATERIAL AND BY A SUB CONTRACTOR PRE -APPROVED BY
THE OWNER IN WRITING.
11. MASONRY PENETRATIONS SHOULD USE ROTARY ACTION ONLY. (NO HAMMERING ACTION)
12. ALL PENETRATIONS TO BE PROPERLY FIRE -STOPPED WITH 3M F.S.195 WRAP STRIP FIRE -STOP AND CP25
NON -SHRINKING PUTTY FIRE BARRIER SEALANT. MAINTAIN FIRE RATING OF ALL PENETRATED SURFACES.
13. ALL MOUNTS TO WALLS TO BE SEALED AT TOP AND SIDES WITH DOW CORNING CLEAR SILICONE SEALANT OR
APPROVED EQUAL. SILICONE APPLICATIONS ARE TO BE TOOLED TO MAINTAIN A FINISHED APPEARANCE.
14. CONTRACTOR SHALL PROMPTLY REMOVE ANY & ALL DEBRIS FROM SITE.
1 -A05)scale:
M ISC. NOTE
N.T.S.
B. ANTENNA COAXIAL CABLES (WAVEGUIDE)
15. WHERE SPECIFIED ON THE CONSTRUCTION DOCUMENTS, THE GENERAL CONTRACTOR SHALL PAINT ALL NEW
ANTENNAS, SHROUD AND RELATED HARDWARE TO MATCH EXISTING CONDITIONS BELOW.
NOTE ALL PAINT TO BE SHERWIN WILLIAMS OR APPROVED EQUAL, UNLESS OTHERWISE SPECIFIED
A. ANTENNA PAINT SPECIFICATIONS
SURFACE PREPARATIO14
REMOVE SURFACE CORTAMINATION USING ALCOHOL SOLVENT.
APPLICATION PROCEDURES
PAINTING TO BE DONE INDOORS.
1. APPLY ONE PRIMER COAT OF SHERWIN WILLIAMS CATALYST V66V55 IN ACCORDANCE WITH
MANUFACTURER'S INSTRUCTIONS.
2. APPLY ONE TOP COAT OF SHERWIN WILLIAMS POLANE HS PLUS POLYURETHANE ENAMEL IN
ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
DO NOT USE METAL BASED COLORS ON ANTENNAS:
B. MOUNTING HARDWARE / CONDUIT PAINT SPECIFICATION
SURFACE PREPARATION:
REMOVE SURFACE CONTAMINATION USING ALCOHOL SOLVENT, ETHANOL. PROPANOL, ISOPROPANOL, 0 NOT LET DRY
OR BUTANOL. A TEN PERCENT SOLUTION OF METHYL ETHYL KETONE IN WATER CAN ALSO BE USED
WHENEVER STUBBORN OIL OR GREASE IS ENCOUNTERED. GALVANIZED SURFACES ONE COAT OF
PERMABOND - BONDING AGENT BY CORONADO PAINT CO. #100 - 10 IMMEDIATELY APPLY ONE COAT
OF SHERWIN WILLIAMS S -W A100 FLAT LATEX HOUSE & TRIM, A6 SERIES. LET DRY AND APPLY
SECOND COAT OF SHERWIN WILLIAMS S -W A100 FLAT LATEX HOUSE & TRIM, A6 SERIES (4 MILS
16. WET, 1.3 MILS DRY PER COAT).
C. EQUIPMENT CLEARANCE LIMIT LINE DEMARCATION
WHEN SPECIFIED ON CONSTRUCTION DOCUMENTS, THE CONTRACTOR SHALL PAINT A CONTINUOUS 4"
WIDE SAFETY LINE WITH CON -LUX ROAD PLEX #17 TRAFFIC YELLOW OR APPROVED EQUAL ON THE
WALKING SURFACE ADJACENT TO CABINET TO DENOTE REQUIRED CLEARANCE LIMITS TO CABINET.
DESIGN AND CONSTRUCTION OF ANTENNA SUPPORTS SHALL CONFORM TO TIA/EIA-222-F "STRUCTURAL
STANDARDS FOR STEEL ANTENNA TOWERS AND ANTENNA SUPPORTING STRUCTURES". DESIGN WIND SPEED = 80
MILES PER HOUR. (69 MILES PER HOUR IN CONJUNCTION WITH 0.5 INCHES RADIAL ICE)
I i n
NEXTELI
NEXTEL COMMUNICATIONS
ONE NORTH BROADWAY, 2ND FLOOR
WHITE PLAINS, NEW YORK 10601
OFFICE PHONE # (914) 421-2800
FAX # (914) 421-2700
PHASE 1C PROJECT
1%
V/CAT \0"�-
BERLINER COMMUNICATION COMPANY
20 BUSHES LANE
ELMWOOD PARK, NJ 07407
TEL. (201)791-5166
FAX. (200794-8974
W4-- v
PLAY do ILLESCAS ENGINEERS P.C.
ENGINEERS DEVELOPERS
99 QUAKER CHURCH ROAD
SUITE 2
RANDOLPH, NEW JERSEY 07869
TEL: (973) 442-2222
FAX: (973) 442-2240
REVISIONS
REV. DATE I REVISION DESCRIPTION
0 05/30/07 ISSUED FOR REVIEW
1 08/13/07 ISSUED FOR PERMITS
TERRENCE R. LULAY P.E. 8/27/2007
PROFESSIONAL ENGINEER 069285
CDMA CASCADE #:
NY73XC718
1 IDEN SITE #: 1
SITE NAME:
NY -2812
PECONIC NORTH
1 PROJECT ADDRESS: 1
21855 COUNTY ROAD 48
CUTCHOQUE, NY 11706
SHEET TITLE:
MISC. NOTES
DRAWN BY: HDI
CHECKED BY: HDI
(SHEET N0: I REV:
LL&I_
A05
NEXTELI nM
DESIGN CRITERIA
ABBREVIATIONS AND LABELS
NEXTEL COMMUNICATIONS
ONE NORTH BROADWAY, 2ND FLOOR
WHITE PLAINS, NEW YORK 10601
1. ELECTRIC: CONNECT CABINETS TO EXISTING ELECTRIC DEMARC.
AFF ABOVE FINISHED FLOOR
AFG ABOVE FINISHED GRADE
MGB
SGB
MASTER GROUND BAR
SECTOR GROUND BAR
OFFICE PHONE # (914) 421-2800
FAX 914 421-2700NEXTEL
AWG AMERICAN WIRE GAUGE
C CONDUIT
MLO
N
MAIN LUGS ONLY
NEUTRAL
PHASE 1C PROJECT
2. LJTII ITY METERS N/A
CB CIRCUIT BREAKER
EMT ELECTRICAL METALLIC
NEC
PNL
NATIONAL ELECTRIC CODE
PANEL
TUBING
PP
POWER PANEL
GND GROUND
PPC
POWER PROTECTION CABINET
MC METAL CLAD CABLE
PVC
POLYVINYL CHLORIDE
3. TELEPHONE: N/A
MCB MAIN CIRCUIT BREAKER
MDP MAIN DISTRIBUTION PANEL
RA
RGS
RIGID ALUMINUM
RIGID GALVANIZED STEEL
V
Z
WP
WEATHER PROOF
4. CONDUIT ROUTING: THE ROUTING OF THE CONDUIT SHALL BE SUCH THAT THE EASIEST AND MOST PRACTICAL METHODS ARE USED WITHOUT IMPACTING
SCAT 10
BERLINER COMMUNICATION COMPANY
THE BUILDING OWNER AND THE AESTHETIC APPEAL OF THE BUILDING. BECAUSE THE WORK BEING DONE IS IN EXISTING STRUCTURES, IT IS IMPOSSIBLE TO
20 BUSHES LANE
SHOW EVERY JUNCTION BOX, LB, CONDUIT BEND, ETC. IN A TWO DIMENSIONAL PLAN. IT IS FOR THIS REASON THAT THE CONTRACTOR MUST VISIT THE
ELMWOOD PARK, NJ 07407
SITE BEFORE ACCEPTING THE OFFER AND UNDERSTAND THE TRUE INSTALLATION OBSTACLES THAT ARE UNIQUE TO THAT BUILDING.
TEL. (201)791-5166
FAX. (200794-8974
5. EQUIPMENT: ALL PANELS, DISCONNECTS, AND EQUIPMENT SHALL BE SQUARE "D" UNLESS DIRECTED OTHERWISE BY THE ENGINEER OR SPRINT PROJECT
MANAGER.
WIRING METHODS
LEGEND
PLAY do ILLESCAS ENGINEERS P.C.
ENGINEERS DEVELOPERS
99 QUAKER CHURCH ROAD
1. GENERAL: ALL WIRING IN FINISHED AREAS SHALL BE CONCEALED UNLESS NOTED OTHERWISE. IN UNFINISHED AREAS SUCH AS BASEMENTS,
MECHANICAL ROOMS, ELECTRICAL CLOSETS, ETC. WIRING SHALL BE ROUTED ON THE INTERIOR SURFACE. NO WIRING SHALL BE ROUTED ON THE OUTSIDE
IDENTIFIER DESCRIPTION IDENTIFIER DESCRIPTION
IDENTIFIER DESCRIPTION
SURFACES OF THE BUILDING UNLESS SPECIFICALLY NOTED. ALL NEC AND LOCAL ELECTRIC CODES SHALL BE ADHERED TO. ALL CONDUCTORS SHALL BE
COPPER UNLESS, OTHERWISE NOTED.
2. BELOW GRADE (UNDERGROUND IN EARTH OR FILL) ALL CONDUITS SHALL HAVE A MINIMUM BURIAL DEPTH OF 24". BRANCH CIRCUITS SHALL
r- EXISTING ELECTRIC
; i; NEW ELECTRIC
I
EXISTING UNDERGROUND
ELECTRIC
h,a , NEW UNDERGROUND
TELEPHONE
SUITE 2
RANDOLPH, NEW JERSEY 07869
TEL: (973) 442-2222
FAX: (973)442-2240
CONSIST OF PULLED CONDUCTORS IN DIRECT BURIED SCHEDULE 40 PVC CONDUITS. CONDUITS THAT ARE BURIED UNDER EARTH THAT HAVE HEAVY
VEHICLE TRAFFIC OVER IT SHALL BE ENCASED IN CONCRETE. CONCRETE ENCASEMENT SHALL BE 3" MINIMUM ALL AROUND AND BETWEEN CONDUITS. ALL
ELBOWS USED WITH PVC CONDUIT SHALL BE SCHEDULE 80 PVC. ALL CONDUIT INSTALLED ABOVE FINISHED GRADE SHALL BE SCHEDULE 80 PVC. PRIOR
TO EXCAVATION A UTILITY MARK OUT SHALL BE DONE TO LOCATE EXISTING UNDERGROUND UTILITIES. PICTURES SHALL BE TAKEN OF ALL
UNDERGROUND WORK TO BE VIEWED AT THE PUNCHLIST.
I J NEW UNDERGROUND
ELECTRIC
i
11.E
EXISTING TELEPHONE
NEW TELEPHONE
I EXISTING
UNDERGROUND
TELEPHONE
'I_ PROPERTY LINE
REVISIONS
REV.
DATE
REVISION DESCRIPTION
0
05/30/07
ISSUED FOR REVIEW
1
08/13107
ISSUED FOR PERMITS
3. ALL FEEDERS SHALL CONSIST OF PULLED CONDUCTORS IN EMT. ALL BRANCH CIRCUITS SHALL CONSIST OF PULLED
CONDUCTORS IN EMT., EXCEPT 15 AND 20 AMPERE 1 POLE LIGHTING RECEPTACLE, OR MISCELLANEOUS BRANCH CIRCUITS CONCEALED ABOVE SUSPENDED
CEILINGS OR WITHIN DRY WALLS SHALL CONSIST OF TYPE MC METAL CLAD CABLE IF ALLOWED BY CODE. CONNECTIONS TO COMMUNICATION CABINETS
AND VIBRATING EQUIPMENT SHALL CONSIST OF PULLED CONDUCTORS IN FLEXIBLE METALLIC CONDUIT, MAXIMUM 6' IN LENGTH.
4. OUTDOORS OR INDOORS CLASSIFIED 'DAMP' OR 'WET' LOCATION: ALL FEEDERS AND BRANCH CIRCUITS SHALL CONSIST OF PULLED CONDUCTORS IN RGS
CONDUIT CONNECTIONS TO COMMUNICATION CABINET AND VIBRATING EQUIPMENT SHALL CONSIST OF PULLED CONDUCTORS IN LIQUID TIGHT FLEXIBLE STEEL
CONDUIT, MAXIMUM 6' IN LENGTH.
V
� CE
M �'
* Y
069285
ONP��
APPLICABLE CODES AND REFERENCES
ELECTRICAL
PENNSYLVANIA: NATIONAL ELECTRICAL CODE, 1999 EDITION NEW YORK:
NEW YORK STATE UNIFORM FIRE
NATIONAL ELECTRICAL
CODE,
1996 EDITION
PREVENTION AND BUILDING CODE,
NEW JERSEY: NEW JERSEY UNIFORM
CONSTRUCTION CODE
TITLE913
NATIONAL ELECTRICAL CODE,
NEW YORK CITY: NEW YORK CITY ELECTRICAL
1999 EDITION CONNECTICUT:
CODE
CONNECTICUT STATE BUILDING CODE
NATIONAL ELECTRICAL CODE, 1999
TERRENCE R. LULAY P.E. 8/27/2007
PROFESSIONAL ENGINEER 069285
EDITION
SPECIAL EMPHASIS, CONCERNS, AND LIMITATIONS
SYMBOLS
CDMA CASCADE #:
NY73XC718
COMMUNICATION
IDENTIFIER DESCRIPTION
IDENTIFIER DESCRIPTION
IDEN SITE #:
NY -2812
1. THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY UPON DISCOVERY OF A PROBLEM OR CONFLICT. CONTRACTOR SHALL PROMPTLY IDENTIFY ONE OR
MORE PROPOSED SOLUTIONS BUT SHALL NOT PROCEED UNTIL SO AUTHORIZED.
❑-' SAFETY SWITCH
RECEPTACLE
SITE NAME:
PANEL BOARD
NEW UTILITY POLE
PECONIC NORTH
LIMITATIONS ON DOWNTIME
® ELECTRIC METERPROJECT
EXISTING UTILITY POLE
ADDRESS:
1. COORDINATE ALL DISCONNECTIONS AND INTERRUPTIONS OF ELECTRICAL SERVICE AND GROUNDING SYSTEM WITH THE OWNER. A SCHEDULE OF��
INTERRUPTIONS AND SHUTDOWNS SHALL BE SUBMITTED TO THE OWNER FOR APPROVAL. THE SCHEDULE OF INTERRUPTIONS SHALL BE SUBMITTED
TO THE OWNER A MINIMUM OF TWO WEEKS PRIOR TO ANY ANTICIPATED INTERRUPTION OF SERVICE AND SHALL BE APPROVED BY THE OWNER
ELECTRICAL WIRING
(TURNING UP)
MASTER GROUND BAR
21855 COUNTY ROAD 48
CUTCHOQUE, NY 11706
BEFORE ANY INTERRUPTION IS PERMITTED.
CONTRACTORS
ELECTRICAL WIRING
(TURNING DOWN)
o
m
INSULATED GROUND BAR
UNINSULATED GROUND BAR
SHEET TITLE:
MISC. ELECTRIC
1. EACH CONTRACTOR SHALL SECURE AND PAY FOR ALL REQUIRED PERMITS AND SHALL ARRANGE ALL REQUIRED INSPECTIONS.Fc--A81
COMMUNICATIONS CABINET
®
SECTOR GROUND BAR
NOTES
2. EACH CONTRACTOR SHALL COORDINATE HIS WORK WITH THE WORK OF ALL OTHER CONTRACTORS AND EXISTING FIELD CONDITIONS.
o BACKBOARD
DRAWN BY:
HDI
CHECKED BY:
HDI
SHEET NO:
REV:
L&I 06104
20'
1 -E02 EQUIPMENT RM, ELECTRIC PLAN
Scale: 1/4"=1'-0". @11X17
20'
PROPOSED CDMA
EQUIPMEN
RACK, USE
EXISTING
CABLE BRIDGE
NEW NEW
COAX,
CONDUIT,
WIREING AND
GROUND
umuUNUINU vvimr-, IL IIIVIVLU
SOLID COPPER U.NO.
EQUIPMENT RM.. GROUNDING PLAN
1- E02
Scale: 1/4"=1'-0" @11X17
PROPOSED CDMA EQUIPMEN
RACK, USE EXISTING CABLE
BRIDGE NEW NEW COAX,
CONDUIT, WIREING AND
GROUND
4—#4 AWG (BLACK, 4—#4 AWG (RED) AND
1—#2 AWG (GREEN) FROM AVAILABLE
SPARE IN EXISTING DC POWER PLANT.
CABLES TO BE ROUTED ALONG EXISTING
CABLE LADDER
EXOTHERMOIC WELDED LUG
CONNECTOR
1 11
TELCO NOTES:
1. T I CABLING SHALL BE TAPPAN CABLE SEALPIC-FSF (RUS PE -89)
22AWG 25 PAIR CABLE OR EQUAL. CABLE SHALL BE NON -TINNED
WITH SOLID ANNEALED COPPER AND INSULATING INNER LAYER OF
FOAMED, POLYOLEFIN FOAM COVERED BY AN OUTER LAYER OF SOLID,
COLORED POLYOLEFIN. CONDUCTER SHALL BE COLOR CODED TO
INDUSTRY STANDARDS WITH A WRAP OF DIELECTRIC TAPE APPLIED
OVER THE CORE ASSEMBLY. SHIELDING SHALL BE COPOLYINER COATED
8 -MIL ALUMINUM TAPE. OVERALL JACKET SHALL BE BLACK
POLYETHYLENE MARKED WITH MANUFACTURER'S IDENIFICATION, PAIR
COUNT, AWG, AND PRODUCT IDENTIFICAI'ION AT REGULAR INTERVALS.
MAXIMUM CONDUCTOR RESISTANCE AT 68' F SHALL BE LESS THAN
92.0 OHMS/MILE. T1 CABLES SHALL MEET OR EXCEED THE
REQUIREMENTS OF ANSI/ICEA S-84-608-2002 TELECOMMUNICATIONS
CABLE -FILLED POLYOLEFIN INSULATED COPPER CONDUCTOR, AND
RURAL UTILITIES SERVICE 7 CFR 1755.890 SPECIFICATION FOR FILLED
TELECOMMUNICATIONS CABLES WITH EXPANDED INSULATION.
2. THE CONTRACTOR SHALL PROVIDE AND INSTALL CABLE IN THE
NETWORK INTERFACE UNIT (NIU) AT THE DEMARC TO THE BASE
TRANSCIEVER STATION. IN THE EVENT THAT THE NIU IS REMOTE FROM
SHELTER DEMARC THE CABLE SHALL BE INDICATED, AND THEN TO THE
BTS. 48" OF SLACK SHALL BE COILED.
3. AT THE NIU AND BTS CONTRACTOR SHALL TERMINATE SUITABLE
PAIRS TO PROVIDE THE T1 CIRCUITS REQUIRED. ADDITIONAL CAUTION
SHALL BE TAKEN BY CONTRACTOR TO ENSURE THAT SUITABLE
LENGTHS OF THE REMAINING SPARE CONDUCTOR PAIRS ARE PIG
TAILED FOR TERMINATION AT FUTURE EQUIPMENT. THESE SPAIR
CONDUCTORS WILL BE UTLIZED AS AS NEW T1'S ARE ADDED DURING
FUTURE PROJECTS REQUIRING ADDITIONAL T1"S.
ELECTRICAL NOTES
1. ALL ELECTRICAL WORK SHALL BE PERFORMED IN
ACCORDANCE WITH THE NATIONAL ELECTRIC CODE AND ALL
OTHER APPLICABLE LOCAL CODES.
2. THE CONTRACTOR IS RESPONSIBLE FOR PROPERLY
SEQUENCING GROUNDING AND UNDERGROUND CONDUIT
INSTALLATION AS TO PREVENT ANY LOSS OF CONTINUITY IN
THE GROUNDING SYSTEM OR DAMAGE TO THE CONDUIT.
3. ALL ELECTRICAL ITEMS SHALL BE U.L. APPROVED OR LISTED
4. CONDUIT SHALL BE IMC
5. CONTRACTOR SHALL OBTAIN ALL PERMITS, PAY ALL PERMIT
FEES, AND SCHEDULE ALL REQUIRED INSPECTIONS.
6. CONTRACTOR SHALL OBTAIN LOCAL POWER AND TELCO
COMPANY APPROVAL AND COORDINATE WITH UTILITY
COMPANIES SERVICE ENTRANCE REQUIREMENTS.
7. CONTRACTOR SHALL PROVIDE ALL LABOR AND MATERIAL
DESCRIBED ON THIS DRAWING, AND ALL ITEMS INCIDENTAL
TO COMPLETING AND PRESENTING THIS PROJECT AS FULLY
OPERATIONAL.
8. ALL TELEPHONE AND ELECTRICAL CONDUCTORS
INTERCONNECTING EQUIPMENT CABINETS SHALL BE FIELD
VERIFIED AGAINST MANUFACTURE'S DOCUMENTATION AND
COORDINATED WITH CINGULAR
9. CONDUIT ROUTINGS ARE SCHEMATIC, CONTRACTOR SHALL
INSTALL CONDUITS SO THAT ACCESS TO EQUIPMENT IS NOT
BLOCKED.
10. AC CONDUCTORS SHALL BE INSTALLED PER CABINET
MANUFACTERERS RECCOMMENDATIONS.
11. NO PULL BOXES REQUIRED FOR THIS INSTALLATION.
NEXTELI
NEXTEL COMMUNICATIONS
ONE NORTH BROADWAY, 2ND FLOOR
WHITE PLAINS, NEW YORK 10601
OFFICE PHONE # (914) 421-2800
FAX 914 421-2700
NEXTEL
PHASE 1C PROJECT
n j
SCAT 10
BERLINER COMMUNICATION COMPANY
20 BUSHES LANE
ELMWOOD PARK, NJ 07407
TEL. (201 791-5166
FAX. (201794-8974
W, ab v
.
LULAY do ILLESCAS ENGINEERS P.C.
ENGINEERS - DEVELOPERS
99 QUAKER CHURCH ROAD
SUITE 2
RANDOLPH, NEW JERSEY 07869
TEL: (973) 442-2222
FAX: (973) 442-2240
REVISIONS
REV.
DATE
REVISION DESCRIPTION
0
05/30/07
ISSUED FOR REVIEW
1
08/13/07
ISSUED FOR PERMITS
SCE R, l
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TERRENCE R. LULAY P.E. 8/27/2007
PROFESSIONAL ENGINEER 069285
CDMA CASCADE #:
NY73XC718
IDEN SITE #:
NY -2812
SITE NAME:
PECONIC NORTH
PROJECT ADDRESS:
21855 COUNTY ROAD 48
CUTCHOQUE, NY 11706
SHEET TITLE:
ELECTRIC &
GROUNDING PLANS
DRAWN BY:
HDI
CHECKED BY:
HDI
SHEET NO:
REV:
2
L&I 06104
NEXTELI nM
NEXTEL COMMUNICATIONS
ONE NORTH BROADWAY, 2ND FLOOR
WHITE PLAINS, NEW YORK 10601
OFFICE PHONE # (914) 421-2800
FAX 914 421-2700
NEXTEL
PHASE 1C PROJECT
#6 AWG FROM
ANTENNA CABLE
GROUND KIT
5
4 0
2
GROUND BAR ON WALL,
BRIDGE, FLOOR OR ON
ANTENNA TOWER
7/16"
211 304 0 0
*Ara0 0 0
0 o 1 o f o 0 0 0
oy
(D0 0 0 0
0 of
0
0
(� U
�
SEAL CONDUIT WITH EXPANDING
CONCRETE GROUT.
3
o
1" SEE
LEGEND
DETAIL 508A
A. w`✓
SCAT 10
BERLINER COMMUNICATION COMPANY
20 BUSHES LANE
ELMWOOD PARK, NJ 07407
0 0
OO O O O O
1-
COPPER GROUND BAR, 1 1/4"X 4"X 20", NEWTON INSTRUMENT CO.
CAT. N0. B-6142 OR EQUAL. HOLE CENTERS TO MATCH NEMA
DOUBLE LUG CONFIGURATION. (ACTUAL GROUND BAR SIZE WILL
TEL. (201791-5166
FAX. (201 794-8974
CONDUIT
OVARY
®
2-
3—
BASED ON NUMBER OF GROUND CONNECTIONS)
INSULATORS, NEWTON INSTRUMENT CAT. NO. 3061-4 OR EQUAL
5/8 LOCKWASHERS, NEWTON INSTRUMENT CO.
LULAY do ILLESCAS ENGINEERS P.C.
CAT. NO. 3015-8 OR EQUAL
SEAL WITH 3M F.S. 195 WRAPSTRIP
FIRESTOP AND C.P. 25 CAULKING
PUTTY PER MANUFACTURERS
INSTRUCTION.
*TWO HOLE LUG, OR EXOTHEmALC
WELD TO BE USED WITH #2 AWG
BCW TO BUILDING SERVICE ROUND CONDUCTOR SHALL BE
GROUND OR GROUND RING
ELIMINATED WHEN GROUND BAR IS
ELECTRICALLY BONDED TO METAL
TOWER/MONOPOLE STRUCTURE
4—
5-
6-
WALL MOUNTING BRACKET, NEWTON INSTRUMENT CO.
CAT NO. A-6056 OR EQUAL
5/8-11 X 1" HHCS BOLTS, NEWTON INSTRUMENT CO.
CAT NO. 3012-1 OR EQUAL
INSULATORS SHALL BE ELIMINATED WHEN BONDING DIRECTLY TO
ENGINEERS - DEVELOPERS
99 QUAKER CHURCH ROAD
SUITE 2
RANDOLPH, NEW JERSEY 07869
TEL: (973) 442-2222
FAX: (973) 442-2240
TOWER/MONOPOLE STRUCTURE. CONNECTION TO TOWER/MONOPOLE
STRUCTURE SHALL BE PER MANUFACTURERS RECOMMENDATIONS.
REVISIONS
REV.
DATE
REVISION DESCRIPTION
0
05/30/07
ISSUED FOR REVIEW
*_GROUND BARS AT THE BOTTOM OF TOWERS/MONOPOLES
SHALL ONLY USE EXOTHERMIC WELDS.
1
08/13/07
ISSUED FOR PERMITS
1 PIPE PENETRATION DETAIL
SCALE: N.T.S.
CE R.
2 INSTALLATION OF GROUND WIRE TO GROUND BAR
N.T.S.
3 GROUND BAR DETAIL
N.T.S.
a
Q
—
12"
NOTE: USE THIS DISTANCE AS A MINIMUM DISTANCE
AND EXTEND FURTHER AS NEEDED. IT IS PREFERRED
THAT THE GROUND KITS BE INSTALLED ON
THE HORIZONTAL. THIS MAY REQUIRE (AND IS
ACCEPTABLE) THAT THE GROUND KITS ARE INSTALLED
NOTES:
1. DO NOT INSTALL CABLE GROUND KIT AT A BEND AND ALWAYS
DIRECT GROUND WIRE DOWN TO ANTENNA GROUND BAR.
2. WEATHER PROOFING SHALL BE TWO—PART TAPE KIT, COLD
SHRINK SHALL NOT BE USED.
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ANTENNA CABLE N
SEVERAL FEET FROM THE CONNECTOR
TO ANTENNAS
TERRENCE R. LULAY P.E. 8/27/2007
PROFESSIONAL ENGINEER 069285
WEATHERPROOFING KIT (SEE
NOTE 3) 7=
WEATHERPROOFING KIT
RX2 TX1 /RX1 (TYP.)
CDMA CASCADE #:
NY73XC718
CABLE GROUND KIT
COAX JUMPER (TYP.) GROUND KIT
(TYP)
IDEN SITE #:
NY -2812
SITE NAME:
#6 AWG GROUND WIRE (GROUNDED TO GROUND
BAR) (SEE NOTE 1 & 2)
PECONIC NORTH
CONNECTOR #6 AWG
PROJECT ADDRESS:
WEATHERPROOFING KIT
(TYP.) ANTENNA GROUND BAR,
SEE NOTE 2
MOUNTED NEAR/BELOW
21855 COUNTY ROAD 48
ANTENNA
CUTCHOQUE, NY 11706
ANTENNA CABLE TO BTS
NOTES:
EQUIPMENT (TYP)
SHEET TITLE:
1. DO NOT INSTALL CABLE GROUND KIT AT A BEND AND ALWAYS
DOWN TO GROUND BAR.
DIRECT GROUND WIRE
FROM ANTENNA
FRAME SUPPORT
GROUNDING
GROUNDING KIT SHALL BE TYPE AND PART NUMBER AS SUPPLIED OR RECOMMENDED
®�
DETAILS
2. BY CABLE MANUFACTURER.
Now
3. WEATHER PROOFING SHALL BE TWO-PART TAPE KIT, COLD SHRINK SHALL NOT BE
USED.
#2 AWG STRANDED, INSULATED
FROM ANTENNA BONDED TO GROUND WIRE
MAST AIR TERMINALS #2 AWG ALONG CABLE TRAY TO MGB
(WHEN REQUIRED) STRANDED, INSULATED
DRAWN BY:
HDI
CHECKED BY:
HDI
SHEET N0:
REV:
4 CONNECTION OF CABLE GROUND
5 CONNECTION OF GROUND WIRE TO
N.T.S. GROUND BAR CABINETS
N.T.S.TO ANTENNA CABLE
IL&I 06104
IDEN ANTENNA RR65-12-OODBL
TM
NEXTEL
GPS
ANTENNA
NEXTEL COMMUNICATIONS
ONE NORTH BROADWAY, 2ND FLOOR
GPS ANTENNA KIT LUCENT
WHITE PLAINS, NEW YORK 10601
INDOOR OUTDOOR
ANTENNA TYPE: EMS
407517589 OR 407479336 FOR
OFFICE PHONE # (914) 421-2800
RR65-18-04DPL2
f RUNS LONGER THAN 300 FT.
FAX 914 421-2700
NEXTEL
N TYPE FEMALE CONNECTOR
N TYPE FEMALE CONNECTOR (ANTENNA)
PHASE 1C PROJECT
WALL OR ROOF
ANTENNA
(ANTENNA)
N TYPE MALE CABLE CONNECTOR
CABLES ( TYP. )
N TYPE MALE CABLE CONNECTOR
GROUND BAR
12"
(NEAR ANTENNA)
CABLE GROUNDING KIT
N TYPE MALE CONNECTOR
( TYP. )
_
N TYPE FEMALE CONNECTOR
U
TO JUMPER
#6 AWG ( TYP. )
MAIN COAX RUN
'
GROUND BAR
GROUNDING
yIC 10`�
AT
(AT BOTTOM)
KIT BY
GROUNDING
BERLINER COMMUNICATION COMPANY
CABLEWAVE
KIT BY
20 BUSHES LANE
SEE
ANDREW MULTIPLE
_
CABLEWAVE
ELMWOOD PARK, NJ 07407
(201)791-5166
SPECIFICATION
ENTRANCE
ANTENNA CABLE COVER ASSEMBLY
FAX. 201794 819 4
SECTION 07900
WALL/ROOF FEED
GROUND BAR (AT
JOINT SEALER THRU ASSEMBLY
ANTENNA CABLE
COVER ASSEMBLY)
_
�
N TYPE FEMALE CONNECTOR
LULAY ILLESCAS ENGINEERS P.C.
CIGBE GROUND BAR
BY OTHERS
N TYPE MALE CONNECTOR
,
NEWTON INSTRUMENT
-
CO. INSULATED GROUND
ENGINEERS DEVELOPERS
BAR (COPPER)
JUMPER CABLE
99 QUAKERCHURCH
2CH ROAD
#2 AWG BCW TO MIGB
RADIO CABINET
RANDOLPH, NEW JERSEY 07869
SECTOR
(TYP.)
TEL: (973) 442-2222
FAX: (973) 442-2240
GROUNDING - STANDARD
DETAIL
REVISIONS
REV.
DATE
REVISION DESCRIPTION
CABLES INSTALLATION WITH
0
05/30/07
ISSUED FOR REVIEW
WALL/ROOF FEED T H R U
ASSEMBLY
1
08/13/07
ISSUED FOR PERMITS
PIPE PENETRATION DETAIL
2 TYP. ANTENNA SCHEMATIC
SCALE: N.T.S.
N.T.S.
F
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3/4"0
TERRENCE R. LULAY P.E. 8/27/2007
ALL -THREAD
PROFESSIONAL ENGINEER 069285
CDMA CASCADE #:
POLYPHASER
NY73XC718
Fo F_o_1
F_o_1
GROUND
BAR TYP.
IDEN SITE #:
NY -2812
NEW CABLE
POLYPHASER
SITE NAME:
PORT
SURGE
PECONIC NORTH
PROTECTOR
O F_o_l
F_o__1
TYP.
PROJECT ADDRESS:
21855 COUNTY ROAD 48
CUT
CUTCHOQUE, NY 11706
CAP
THDE ENDBOF
THE
ALL -THREAD
SHEET TITLE:
MISC.
GROUND
BAR
MOUNTED ON
DETAILS
BRACKETS WITH STANDOFF
INSULATORS
DRAWN BY:
HDI
CHECKED BY:
HDI
SHEET NO:
REV:
4
POLYPHASER RACK
L&I 06104
SCALE: N.T.S.