HomeMy WebLinkAboutBuilding Permit #93-16 - 691 JOHNSON STREET 7/23/2015BUILDING PERMIT
TOWN OF NORTH ANDOVER
APPLICATION FOR PLAN EXAMINATION
Permit NO: Date Received Fo
Nt= Z
Date Issued: CHU
,6
IMPORTANT: Applicant must comvlete all items on this valze
LOCATION 691 Johnson Street, North Andover, MA 10845
Print
PROPERTY OWNER InSite Wireless Group, LLC c/o T -Mobile Northeast, LLC (as tenant)
Print
MAPNO: 2M.— PARCEL-'JEM-29 ZONING DISTRICT: Historic District yes noX
0,
Machine ShoD Villacie ves Cno N
TYPE OF IMPROVEMENT
PROPOSED USE
Residential
Non- Residential
El New Building
[] One family
0 Addition
11 Two or more family
11 Industrial
X Alteration
No. of units:
IX Commercial
11 Repair, replacement
I] Assessory Bldg
El Others:
11 Demolition
11 Other
Septic L Well
Floodplain 1i Wetlands
11 Watershed District
E� Water/Sewer
I
PROJECT CONSISTS OF INSTALLING (3) PROPOSED
ANTENNAS AND (3) PROPOSED RRUs TO AN EXISTING
WIRF1 Fqq TFLFrQMM1 INIGATIONS FACILITY-
Identificadon Please Type or Print Clearly)
OWNER: Name: T -Mobile Northeast, LLC Phone: 508-286-2700
Address: 15 Commerce Way, Suite B, Norton, MA 02766
CONTRACTOR Name: Peter R Moro, Phone:
Centerline Communications, LILC
Address: 95 Ryan Drive, Suite 1
Raynham, MA 02767
Supervisor's Construction License: CS -081072 Exp. Date: 03/16/2016
Home Improvement License: N/A Exp. Date:
ARCH ITECT/ENGINEER Krupakaran Kolandaivelu, PE Phone: 267-460-0122
Address: NB+C Engineering Services, LLC, Reg. No.5ooig
1777 Sentry Parkway west, Suite 210, Dublin Hail, Blue Bell, PA 19422
FEE SCHEDULE., BULDING PERMIT. $12.00 PER $1000.00 OF THE TOTAL ESTIMA TED COST BASED ON $125. 00 PER S.F.
Total Project Cost: $ 10,000-00 FEE: $ $120.00
Check No.: -0 'k I J, 1, V- Receipt No.- 2(�a�
NOTE: ons co�tr�jti4g with unrggi�terqd gontractors do not have accf-e-ss6 the guar—antyfund
� A
As agent for T -Mobile Northeast, LLC
Plans Submitted 11 Plans Waived 11 Certified Plot Plan [I Stamped Plans 11
TYPE OF SEWERAGE DISPOSAL
Public Sewer
Tanning/Massage/Body Art El
Swi"n'T'in Pools
well
Tobacco Sales 0
Food Packaging/Sales 11
Private (septic tank, etc.
Pennanent Dwnpster on Site El
THE FOLLOWING SECTIONS FOR OFFICE USE ONLY
INTERDEPARTMENTAL SIGN OFF - U FORM
PLANNING & DEVELOPMENT Reviewed On Signature
COMMENTS
CONSERVATION Reviewed on Signature
COMMENTS
HEALTH
COMMENTS
Reviewed on
ature
Zoning Board of Appeals: Variance, Petition No: Zoning Decision/receipt submitted yes
Planning Board Decision:
,Comments
Conservation Decision: Comments
Water & Sewer Connectionisignature & Date Driveway Permit
DPW Town Engineer: Signature:
Locatea M4 US900CI -5treet
.,Fmj7R 01,-AAR 7T XT -:�-Tb plib m n's- e �yps'
�m u Pster
iir 6 1 11!.ep�A ft�- qn[t.s'ibndt4re/d e,---
COMMLNTTS
Dimension
Number of Stories: Total square feet of floor area, based on Exterior dimensions.
Total land area, sq. ft.:
ELECTRICAL: Movement of Meter location, mast or service drop requires approval of
Electrical Inspector Yes No
DANGER ZONE LITERATURE: Yes
MGL Chapter 166 Section 21A —F and G rnin.$100-$1000 fine
NOTES and DA I A — (For department use
LJ Notified for pickup Call Emai
Date Time Contact Name
Doc.Building Pennit Revised 2014
Building Department
The following is a list of the required forms to be filled out for the appropriate permit to be obtained.
Roofing, Siding, Interior Rehabilitation Permits
4 Building Permit Application
.4, Workers Comp Affidavit
Photo Copy Of H.I.C. And/Or C.S.L. Licenses
Copy of Contract
Floor Plan Or Proposed Interior Work
Engineering Affidavits for Engineered products
10TE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit
Addition Or Decks
Building Permit Application
,4� Certified Surveyed Plot Plan
,4, Workers Comp Affidavit
* Photo Copy of H.I.C. And C.S.L. Licenses
* Copy Of Contract
Floor/Cross Section/Elevation Plan Of Proposed Work With Sprinkler Plan And
Hydraulic Calculations (if Applicable)
Mass check Energy Compliance Report (If Applicable)
Engineering Affidavits for Engineered products
E: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit
New Construction (Single and Two Family)
Building Permit Application
Certified Proposed Plot Plan
Photo of H.I.C. And C.S.L. Licenses
Workers Comp Affidavit
Two Sets of Building Plans (One To Be Returned) to Include Sprinkler Plan And
Hydraulic Calculations (if Applicable)
Copy of Contract
2012 IECC Energy code
Engineering Affidavits for Engineered products
10TE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg. Permit
In all cases if a variance or special permit was required the Town Clerks office must stamp the decision from the Board of Appeals
that the appeal period is over. The applicant must then get this recorded at the Registry of Deeds. One copy and proof of recording
must be submitted with the building application
Doc: Building Permit Revised 2014
Location &ql 73 -
No. 6x Date
Check #
TOWN OF NORTH ANDOVER
Certificate of Occupancy $
$
Building/Frame Permit Fee
Foundation Permit Fee
Other Permit Fee
TOTAL $
— f/� 4ke_� ,
'Bdildin'g Inspector
Final, Construction Control Document
-A IL
To be submitted at completion of construction by a
Registered Design Professional
for work per the 80' edition of the
Massachusetts State Building Code, 780 CIAR, Section 107.6.4
Project Title: T -Mobile L700 - 4BS0345D Date: 1/19/16 Perrmit No.
Property Address: 691 Johnson Street, North Andover, MA 01845
Project: Check one or both as applicable: 2 New construction 0 Existing Construction
Project description: _ Install (3) new antennas and (3) new RRUs.
I Krupakaran Kolandaivelu - MA Registration Number: 50019 Expiration date: 6/30/2016 , am a
registered design professional, and hereby certify that I have prepar�d or directly supervised the preparation of all design
plans, computations and specifications concerning:
[x I Entire Project Architectural Structural Mechanical
FireProtection Electrical Other:
for the above named project. I certify that 1, or my designee, have performed the necessary professional services and was
present at the construction site on a regular and periodic basis to determine that the work proceeded in accordance with
the requirements of 780 CMR and the design documents prepared by me and approved as part of the bifilding permit and
that I or my designee:
1 - Have reviewed, for conformance to this code and the design concept, shop drawings, samples and other submittals
by the contractor in accordance with the requirements of the construction documents.
2. Have performed the duties for registered design professionals in 780 CMR Chapter 17, as applicable.
3. Have been present at intervals appropriate to the stage of construction to become generally familiar with the
progress and quality of the work and to determine if the work was performed in a manner consistent with the
construction documents and this code.
Enter in the space to the right a "wet" or
electronic signature and seal:
Phone number: 267-460-0122
Email: KKolandaiveIu@nbcIIc.co'nI
Building Official Use Only
Building Official Name: Permit No.: Date:
Trial Version 10092012
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Final- Construction Control Document
WTo be submitted at completion of construction by a
Registered Design Professional
for work per the e edition of the
Massachusetts State Building Code, 780 CMR, Section 107.6.4
Project Title: T -Mobile L700 - 4BS0345D Date: 1/19/16 - perrmitNo.,
Property Address: 691 Johnson Street, North Andover, MA 01845
Project: Check one or both as applicable: 0 New construction 0 Existing Construction
Project description: ln�tall (3) new antennas and (3) new RRUs.
I Krupakaran Kolandaivelu MA Registration Number: 50019 Expiration date: .6/30/2016 , am a
registered designprofessional, and hereby certify that I have prepared or directly supervised the prep�ration of all design
plans, computations and specifications concerning:
NI Entire Project Architectural I Structural Mechanicai
Fire Protection Electrical Other:
for the above named project. I certify that 1, or my designee, have performed the necessary professional services and was
present at the construction site on a regular and periodic basis to determine that the work proceeded in iccordance with
the requirements of 780 CMR and the design documents prepared by me and approved as part of the b U�ilding permit and
that I or my designee:
I . Have reviewed, for conformance to this code and the design concept shop drawings, samples and other submittals
by the contractor in accordance with the requirements of the construction documents.
2. Have performed the duties for registered design professionals in 780 CMR Chapter 17, as applicable.
3. Have been present at intervals appropriate to the stage of construction to become generally faroiliar with the
progress and quality of the work and to determine if the work was performed in a manner consistent with the
construction documents and this code.
Trial Version 10092012
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T -Mobile Northeast LLC, a subsidiary of T -Mobile USA, Inc.
my 22, 2015
Town of North Andover
Attn: Gerald Brown, Inspector of Buildings
1600 Osgood Street
North Andover, MA 0 1845
RE: Upgrade of Wireless Communication Equipment
Applicant: T -Mobile Northeast, LLC ("T -Mobile")
Site: 691 Johnson Street, North Andover MA
Assessor Map/Parcel No. 210 / 038.0-0029
(T -Mobile site # 4BS0345D, the "Site")
Modifications: Installation of three (3) proposed antennas on the existing antenna
framework, and installing three (3) remote radio heads behind the
proposed antennas.
Relief Requested: Administrative approval for the upgrade of existing wireless
communications equipment, pursuant to Building Permit
Application (the "Application") and Section 6409 of the Federal
Middle Class Tax Relief and Job Creation Act of 2012 (the "Act"),
to the extent required, all rights reserved.
Dear Mr. Laporte:
On behalf of T -Mobile, I am pleased to submit this eligible facilities request to replace
equipment at its existing wireless communications services facility located on and at the existing
Site. The replacement work consists of the following: Installation of three (3) proposed antennas
on the existing antenna framework, and installing three (3) remote radio heads behind the
proposed antennas.
As you know, in February 2012 Congress passed the above -referenced Act. Section 6409 of the
Act pertains specifically to the modification of existing wireless facilities. Section 6409 (a) (1) of
the Act states:
IN GENERAL- Notwithstanding section 704 of the Telecommunications Act of 1996
(Public Law 104-104) or any other provision of law, a State or local government
may not deny, and shall approve, any eligible facilities request for a modification of
an existing wireless tower or base station that does not substantially change the
physical dimensions of such tower or base station.
Upgrade of Wireless Communications Equipment July 22, 2015
Request for administrative approval of Eligible Facility Page 2
T -Mobile site 4BS0345D located at: 691 Johnson Street, North Andover, MA
Assessor Map/Parcel No. 210 / 038.0-0029
Section 6409 (a) (2) of the Act defines "eligible facilities requesf 'as follows:
For purposes of this subsection, the term 'eligible facilities request' means any
request for modification of an existing wireless tower or base station that
involves—
(A) collocation of new transmission equipment;
(B) removal of transmission equipment; or
(C) replacement of transmission equipment.
Because the proposal entails the collocation of new transmission equipment, it is a
modification within the definition of "eligible facilities request" pursuant to the Act.
Likewise, the modification will not substantially change the existing facility and will not
result in any increase in height of the existing guy tower structure or antennas, nor will it
increase the footprint of the existing T -Mobile equipment area or that of the guy tower
structure. The Facility is shown in detail on the plans (the "Plans") included among the
supporting materials attached hereto and incorporated herein by reference. There will be
no change in the appearance of the existing facility and no lighting is proposed. The
modification will comply with all applicable building codes, including the Massachusetts
Building Code. Furthermore, the replacement equipment will comply with all applicable
federal regulations and guidelines pertaining to radio frequency emissions.
T -Mobile hereby submits the supporting materials required by the Application and the
Act, including the fee of $120.00. T -Mobile respectfully requests that administrative approval be
granted for the replacement of existing wireless communications equipment, pursuant to the
Application and Section 6409 of the Act, to the extent required, all rights reserved. T -Mobile
respectfully requests that such approval be granted as soon as possible.
Please let me know if you have any questions or if you would like to discuss this matter
further in person or by phone.
Sincerely,
Elizabeth Kelleher
Partner Delivery Manager
Allen Hinkley
Agent for T -Mobile
Network Building and Consulting, LLC
PO Box 265
Roxbury, NY 12474
Tel: 607-287-8729 Email: abinkley@nbcllc.com
Upgrade of Wireless Communications Equipment July 22, 2015
Request for administrative approval of Eligible Facility Page 3
T -Mobile site 4BS0345D located at: 691. Johnson Street, North Andover, MA
Assessor Map/Parcel No. 210 / 038.0-0029
List of Attachments
Commercial Building Permit Application
Filing fee in the amount of $120.00
Certificate of Liability Insurance
Construction Supervisor License
Workers Comp Affidavit
Construction Drawings (I Set)
A Passing Structural Analysis
Letter of Authorization from the Tower Owner
-ro% rsLm
Date: 07/21/2015
Town of North Andover
1600 Osgood Street
Building 20 Suite 2035
North Andover, MA 0 1845
Re: Letter of Authorization
Applicant: T -Mobile Northeast, LLC, by its Agent, Network Building and Consulting,
LLC
Site Address: 691 JOHNSON STREET, NORTH ANDOVER, MA 01845
To Whom It May Concern,
T -Mobile Northeast, LLC is currently working to modify its wireless installation
on the above referenced site. As part of this modification they are required to obtain
certain local permits and approvals for this work. As the owner of the property,
permission is hereby granted to T -Mobile Northeast LLC and its agents for the purpose of
consummating any applications necessary to gain the required approvals or permits from
the Town of North Andover for its wireless facility located on the owner's property.
Any fees or charges associated with all applications and permits and any
conditions placed on the Applicant shall be the responsibility of T -Mobile Northeast
LLC its subsidiaries and agents.
A copy of this letter shall be regarded as having the same effect as the original.
Sincerely,
LLC
Authorized
301 N. Fairfax Street - Suite 101 - Alexandria, VA 22314
703.535.3009 - insitewireless.com
Date: June 25, 2015
Shayana B Rodriguez
Partner Delivery Manager
T -Mobile
15 Commerce Way, Suite B
Norton, MA 02766
P4Fa[fl13=
TOTALLY COMMITTED.
1777 Sentry Parkway West
Dublin Hall I Suite 210
Blue Bell, PA 19422
267.460.0122
Subject. Structural Analysis Report
Carrier Designation: T -Mobile 70OMHz Installation, Design 704Au
Carrier Site Number: 4BS0345D
Carrier Site Name: BS345/MediaOne N Andover
Engineering Firm Designation: NB+C Engineering Services Project Number: 27126
Site Data: 691 Johnson Street, North Andover, MA 01845, Essex County
Latitude 4Z6139, Longitude -71.09944
185 ft - Monopole
Dear Ms. Rodriguez,
Network Building + Consulting Engineering Services, LLC (NB+C ES) is pleased to submit this "Structural
Analysis Report" to determine the structural integrity of the above mentioned tower. Information we have
received for this analysis includes:
• Structural Analysis report by Rohn Products LLC. (Project #209929) dated April 22, 2014
• RFDS sheet from T -Mobile Network Modernization dated April 7, 2015
• Structural Analysis prepared by FDH Engineering, Inc. (Site # 10445) dated August 18, 2014
• Construction Drawings prepared by NB+C ES dated June 2, 2015
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:
Existing + Proposed Equipment
Note: See Table I and Table 11 for the proposed and e)dsfing loading, respectively.
Sufficient Capacity
The analysis has been performed in accordance with the TIA-222-G standard and local code requirements
based upon a wind speed of 105 mph 3 -second gust.
All 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 NB+C Engineering Services appreciate the opportunity of providing our continuing professional services
to T -Mobile. If you have any questions or need further assistance on this or any other projects please give us a
call. &LkAAA,
Structural analysis prepared by: Lesley Read
Respectfully submitted by:
NB+C ENGINEERING SERVICES, LLC
Krupakaran Kolandaivelu, PE
Engineering Manager - Structural
MA PE License #50019
tnxTower Report - version 6.1.3.1
OF
KRUPARARAN
KOLANDAIVELU J�n
.qTRtJC1jJRA1 I
N
6/25/15
T -Mobile 700MHz Installation — Site Number 4BS0345D
185 ft Monopole Structural Analysis
NB+C ES Project Number 27126
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table I - Proposed Antenna and Cable Information
Table 2 - Existing and Reserved Antenna and Cable Information
3) ANALYSIS PROCEDURE
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 3 - Section Capacity (Summary)
Table 4 — Foundation Reaction Comparison
4.1) Recommendations
5) APPENDIX A
tnxTower Output and Additional Calculations
tnxTower Report - version 6.1.3.1
June 25, 2015
Page 2
T -Mobile 700MHz Installation — Site Number 4BS0345D June 25, 2015
185 It Monopole Structural Analysis
NB+C ES Project Number 27126 Page 3
1) INTRODUCTION
This 185 ft Monopole tower in Essex County, MA.
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 105 mph with no ice, 40 mph with 0.75 inch ice thickness and 60 mph under service loads, exposure
category C with topographic category 3 and crest height of 100 feet.
Table I - Proposed Antenna and Cable Information
Table 2 - Existina and Reserved Antenna and Cable Information
Center
Mounting Line
Center
Number
Feed
Mounting
Level (ft)
Line
Elevation
Of
Antenna Antenna Model Carrier Line Size Note
Manufacturer
Antenna Model
Carrier Line Size Note
Antennas
(in)
3
Commscope LNX-6515DS-Al M
130
130
AIR21 B2A/B4P
T -Mobile
130 130
3
Ericsson
Ericsson �RLJS11-1312
Table 2 - Existina and Reserved Antenna and Cable Information
Center
Mounting Line
Number
Antenna
Feed
Level (ft) Elevation
Of
Manufacturer
Antenna Model
Carrier Line Size Note
(ft)
Antennas
(in)
Ericsson
AIR21 B2A/B4P
130 130
3
Ericsson
AIR21 B4A/B2P
(12)1-5/8
T -Mobile (1) MLEH I
Tower Mount
Low Profile Mount
Hybrid
LP 301-1
1 1
NULU5.
1) Usting Equipment
3) ANALYSIS PROCEDURE
3.1) Analysis Method
tnxTower (version 6.1.3.1), 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 manufacturers 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 I and 2 and the referenced drawings.
4) Reinforcing Bars and Ties have been installed
This analysis may be affected if any assumptions are not valid or have been made in error. NB+C Engineering
Services should be notified to determine the effect on the structural integrity of the tower.
tnxTower Report - version 6.1.3.1
T -Mobile 700MHz Installation - Site Number 4BS0345D
185 If Monopole Structural Analysis
NB+C ES Project Number 27126
4) ANALYSIS RESULTS
Table 3 - Section Capacity (Summary)
June 25, 2015
Page 4
Sectio
No.
Ele on (ft)
Component
Type
Size
IlElementl
LTP32.72444.1875
Critical
P (K)
SPP allow
CK)
%
Capacity
Pass I Fail
Ll
185-143.92
P0#1ettl
Moment (kip -ft)
1
-2.31
1157.53
9.5
Pass
L2
143.92 - 119.25
Pole
TP37.42A1.425M.3125
2
-8-0
2556.67
1
13.1
Pass
L3
119.25 -83.42
Pole
TP44.2U35.77814.375
3
-16.24
3643.49
25.7
Pass
L4
83.42 - 41.17
Pole
TP52.U42.2964.4375
4
-28.51
5004.99
34.1
Pass
L5
41.17-0
Pole
TP60x50.00154.5
5
-48.05
6682.26
40.6
Pass
ISummary
Pole (1-5)
40.6
Pass
Anchor Rods
53.0
Pass
Base Plate
36.6
Pass
Bearing
37.0
Pass
Overturning
38.33
Pass
RATING =
53.0
Pass
Structure Rating (max from all components) = 1 53.0%
Table 4 - Foundation Reaction Comparison
Direction
Current Analysis
(ANSIMA-222-G)
Original Design Reactions*
(ANSI/TIA-222-G)
Pass/Fail**
Axial (kip)
11040
48
Pass
Shear (kip)
2606
37
Pass
Moment (kip -ft)
8706.95
3260
Pass
Foundation Rating (max from all components) 37.4%
*Desion reactions were not orovided at the time of this analvsis. as such we have assumed the foundation was desianed to
support the tower at capacity.
**If an as -built foundation analysis is required a site specific foundation investigation and geotechnical investigation will need to be
performed.
4.1) Recommendations
1) The monopole has sufficient capacity to carry the existing and proposed loads. No modifications
are required at this time.
2) The existing coax should be re -used with the proposed loading.
tnxTower Report - version 6.1.3.1
T -Mobile 700MHz Installation — Site Number 4BS0345D
185 ft Monopole Structural Analysis
NB+C ES Project Number 27126
APPENDIX A
tnxTOWER OUTPUT &
ADDITIONAL CALCULATIONS
tnxTower Report - version 6.1.3.1
June 25, 2015
Page 5
185.0 It
143.9 it
119.3 it
83.4 11
11.? -ft
O.Oft
DESIGNED APPURTENANCE LOADING
TYPE
ELEVATION
TYPE
a"t T -Mobile T6---
A11121132A1134P w1mount pipe
130
ATVAA1412D-IA20 (r -Mobile)
—ELEVATION
130
(T -Mobile)
RRUS-11 BAND 12 (T -Mobile)
130
AJR21 B4A/B2p w/ mount pipe
130
LISIX-6515DS-VIM whnount pipe
130
(T -Mobile)
(Wobde)
ATMAA1412D-IA20 (T-MoWe)
130
BW
— BV wfinount pipe
130
RRUS-11 BAND 12 (T-MoNle)
130
(T -Mobile)
LNX-6515DS-VTM whnount pipe
130
AIR21 B4A/B2P wl mount pipe
130
(T-MoNle)
(T -Mobile)
platform Mount [LP 301-1] (T -Mobile)
130
ATLIAA1412D-IA20 (T -Mobile)
130
AIR21 B2AJB4P w1mount pipe
130
RRUS-11 BAND 12 (T -Mobile)
130
(T -Mobile)
LNX-661 SDS-VTM w1mount pipe
130
AIR21 114A182P wl mount pipe
130
(T -Mobile)
(T -Mobile)
N
U�
3
S
'E
,E
185.0 It
143.9 it
119.3 it
83.4 11
11.? -ft
O.Oft
DESIGNED APPURTENANCE LOADING
TYPE
ELEVATION
TYPE
a"t T -Mobile T6---
A11121132A1134P w1mount pipe
130
ATVAA1412D-IA20 (r -Mobile)
—ELEVATION
130
(T -Mobile)
RRUS-11 BAND 12 (T -Mobile)
130
AJR21 B4A/B2p w/ mount pipe
130
LISIX-6515DS-VIM whnount pipe
130
(T -Mobile)
(Wobde)
ATMAA1412D-IA20 (T-MoWe)
130
BW
— BV wfinount pipe
130
RRUS-11 BAND 12 (T-MoNle)
130
(T -Mobile)
LNX-6515DS-VTM whnount pipe
130
AIR21 B4A/B2P wl mount pipe
130
(T-MoNle)
(T -Mobile)
platform Mount [LP 301-1] (T -Mobile)
130
ATLIAA1412D-IA20 (T -Mobile)
130
AIR21 B2AJB4P w1mount pipe
130
RRUS-11 BAND 12 (T -Mobile)
130
(T -Mobile)
LNX-661 SDS-VTM w1mount pipe
130
AIR21 114A182P wl mount pipe
130
(T -Mobile)
(T -Mobile)
MATERIAL STRENGTH
GRADE Fy Fu GRADE IFY Fu
180 ksi
TOWER DESIGN NOTES
Tower is located in Essex County, Massachusetts.
Tower designed for Exposure C to the TIA-222-G Standard.
Tower designed for a 105 mph basic wind in accordance with the TIA-222-G Standard.
Tower is also designed for a 40 mph basic wind with 0.75 in lee. lee is considered to increase
in thickness with height.
Deflections are based upon a 60 mph wind.
Tower Structure Class 11.
Topographic Category 3 with Crest Height of 100.00 It
TOWER RATING: 40.6%
ALL REACTIONS
AREFACTORED
AXIAL
72 K
SHEAR �V� MOMENT
7K L_ 578 kip -ft
f0 mph WIND - 0. 7500 in ICE
AXIAL
48 K
MOMENT
SHEAR'
37K _� 3260 kip -ft
REACTIONS - 105 mph WIND
NB+CES
P-ozAIC 4435 Waterfront Drive, Suite 100
TOTALLY COMMITTEU Glen Allen, VA 23060
Phone: (804) 548-4079
FAX:
'ob: 4BS0345D
0mi" 27126
a"t T -Mobile T6---
by* I esley Read APPd:
Code: TIA-222-G
Dale: 06/25115 Scale: NTS
Path: _,_,j Dwo No- E-1
U
E
r-
.2
UJI
TIA-222-G - 105 mph/40 mph 0.7500 in Ice Exposure C
Leg Capacity Leg Compression (K)
10000 5000 �- Minimum -0 Ma)dmum .> -5000 -inonn
SAC
lob: 4BS0345D
Pmle": 27126
185.0(
by -'Lesley Read Appd:
Code: TIA-222-G I
Dole: 06125/15 Scale: NTS
Va : __Jp- N' E-3,
- - - - - - - - - - - -
- - - -----------------------
143.9,
- - - -
- - - - L - - - - - - --- - -
L
J L L
119.2!
3A
- - - - - - -
- - - - -
93.42
It
-
- - -
- - - -
- - - - - - -- - - - - - - - - - -
- - - - - - - - - -
4
-- --
- - - -
. . . . . . ... . . .
I uuUu 50M �- Minimum .0 Ma)dmurn -� -50DO -10000
NB+CES
IM94C 4435 Waterfront Drive, Suite 100
TOTALLY COMMITTED Glen Allen, VA 23060
Phone: (804) 548-4079
FAX:
lob: 4BS0345D
Pmle": 27126
T -Mobile :[��
by -'Lesley Read Appd:
Code: TIA-222-G I
Dole: 06125/15 Scale: NTS
Va : __Jp- N' E-3,
Deflection (in)
0
i85.od
143.9
119.2
t -
C
0
4) 83.4
63 —
41.1
Q-1
0
a 15
TIA-222-G - Service - 60 mph
Tilt (deg)
u.
—F�
NB+CES
4435 Waterfront Drive, Suite 100
Glen Allen, VA 23060
Phone: (804) 5484079
FAX:
Job: 4BS0345D
Project* 27126
I I I
t -I-
t -----
Dale: 06/25115 . NTS
Vat Dwg No. F=.r
Q-1
0
a 15
TIA-222-G - Service - 60 mph
Tilt (deg)
u.
—F�
Maximum Values
Twist (deg)
5 0 0.05
i 0 0.05 0.1
IMS2N.r.,
TOTALLY COMMITTED
NB+CES
4435 Waterfront Drive, Suite 100
Glen Allen, VA 23060
Phone: (804) 5484079
FAX:
Job: 4BS0345D
Project* 27126
C" -t T -Mobile
D, by: Lesley Read �,�;d�
t -----
Dale: 06/25115 . NTS
Vat Dwg No. F=.r
Maximum Values
Twist (deg)
5 0 0.05
i 0 0.05 0.1
IMS2N.r.,
TOTALLY COMMITTED
NB+CES
4435 Waterfront Drive, Suite 100
Glen Allen, VA 23060
Phone: (804) 5484079
FAX:
Job: 4BS0345D
Project* 27126
C" -t T -Mobile
D, by: Lesley Read �,�;d�
Code: TIA-222-G
Dale: 06/25115 . NTS
Vat Dwg No. F=.r
Feed Line Distribution Chan
0'- 185'
Round _ Fiat _ App In Face _ App Out Face _ Truss Leg
Face A Face B
- - - - - - - - - - - - - j- 130.00
C
lob: 4BS0345D
Prolect 27126
C"-6: T -Mobile
0
code: TIA-222-G
Dale: 06/25/15 scale: NTS
Path: --mmagwam" Dwg No. F%7�
ru
83.42
3'
0.001 -1 - I i i
Face C
NB+CES
JN24C 4435 Waterfront Drive, Suite 100
TOTALLY COMMITTED. Glen Men, VA 23060
Phone: (804) 5484079
FAX:
lob: 4BS0345D
Prolect 27126
C"-6: T -Mobile
Drawn by: I esley Read APP�d:
code: TIA-222-G
Dale: 06/25/15 scale: NTS
Path: --mmagwam" Dwg No. F%7�
r_
0
(D
Stress Distribution Chart
01 - 185'
0 > 100% 0 90%-100% 0 75%-90% 0 50%-75% a < 50% Overstress
Ilk
41.17J . . . . . . . . . . . . .
0.0ol
Face B
Face C
- - - - - - - - - - - - L - - - - - - - - - - - - 1143.92
- - - - - - - - - - - - - - - - - - - - - - - J41.17
rl=, NB+CES
MR,
1 ��A= 4435 Waterfront Drive, Suite 100
TOTALLY COMMITTED Glen Men, VA 23060
Phone: (804) 548-4079
FAX:
lob: 4BS0345D
"ect: 27126
al-" T -Mobile
by-- I esley Read ApWd'
COd' TIA-222-G
Dale: 06/25/15 scale; NTS
Path: C)" NO, E-8
tnxTower
Job 4BS0345D
Page 1 Of 19
NB+CES
Project
Date
4435 Waterfront Drive, Suite 100
27126
15:34:15 06/25/15
Glen Allen, VA 23060
Phone: (804) 548-4079
FAX.
Client
T -Mobile
Designed by
Lesley Read
I Tower Input Data I
There is a pole section.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
Tower is located in Essex County, Massachusetts.
Basic wind speed of 105 mph.
Structure Class Il.
Exposure Category C.
Topographic Category 3.
Crest Height 100.00 ft.
Nominal ice thickness of 0.7500 in.
Ice thickness is considered to increase with height.
Ice density of 56 pcf.
A wind speed of 40 mph is used in combination with ice.
Temperature drop of 50 'F.
Deflections calculated using a wind speed of 60 mph.
A non-linear (P -delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.
Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered.
I Options
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
4 Assume Rigid Index Plate
4 Use Clear Spans For Wind Area
4 Use Clear Spans For KL/r
Retcnsion Guys To Initial Tension
4 Bypass Mast Stability Checks
4 Use Azimuth Dish Coefficients
4 Project Wind Area of Appurt.
4 Autocalc Torque Arm Areas
SR Members Have Cut Ends
Sort Capacity Reports By Component
4 Triangulate Diamond Inner Bracing
Use TIA-222-G Tension Splice Capacity
Exemption
Treat Feedline Bundles As Cylinder
Use ASCE 10 X -Brace Ly Rules
Calculate Redundant Bracing Forces
Ignore Redundant Members in FEA
SR Leg Bolts Resist Compression
All Leg Panels Have Same Allowable
Offset Girt At Foundation
Consider Feedline Torque
Include Angle Block Shear Check
Poles
Include Shear -Torsion Interaction
Always Use Sub -Critical Flow
Use Top Mounted Sockets
I Tapered Pole Section Geometry
Section Elevation Section
Splice
Number
TOP
Bottom
Wall
Bend Pole Grade
Length
Length
of
Diameter
Diameter
Thickness
Radius
ft ft
A
Sides
in
in
in
in
Ll 185.00-143.92 41.08
4.33
18
24.0000
32.7200
0.1875
0.7500 A572-65
(65 ksi)
L2 143.92-119.25 29.00 4.92 18 31.4259 37.4200 0.3125 1.2500 A572-65
(65 ksi)
MxTower
Job 4BS0345D
Page 2 of 19
NB+C ES
4435 Waterfront Drive, Suite 100
Project
27126
Date
15:34:15 06/25/15
Glen Allen, VA 23060
Phone: (804) 548-4079
FAX. -
Client
T -Mobile
Designed by
Lesley Read
Section
Elevation
Section
Splice
Number
TOP
Bottom
Wall
Bend
Pole Grade
w1t
Shield
Length
Length
of
Diameter
Diameter
Thickness
Radius
in'
in
L5 41.17-0.00
ft
ft
Sides
in
in
in
in
2031.7780
U
119.25-83.42
40.75
5.75
18
35.7781
44.2400
0.3750
1.5000
A572-65
5181.0000
9.6823
5.4287
28.953
L2
32.8195
30.8606
3774.2948
11.0452
(65 ksi)
1A
83.42-41.17
48.00
6.83
18
42.2960
52.3000
0.4375
1.7500
A572-65
19.0094
336.8309
12814.3066
18.4065
6.0359
19.315
U
37.3674
42.1385
(65 ksi)
L5
41.17-0.00
48.00
13354.0775
18
50.0015
60.0000
0.5000
2.0000
A572-65
12691.9994
15.5721
22.4739
564.7435
25400.6992
26.1101
7.1262
19.003
ILA
(65 ksi)
I Tapered Pole Properties
Section
Tip Dia.
Area
I
r
C
I/C
i
111Q
w
w1t
Shield
in
in'
in4
in
in
in3
i,4
in'
in
L5 41.17-0.00
Ll
24.3702
14.1714
1015.2211
8.4534
12.1920
83.2694
2031.7780
7.0871
3.8940
20.768
No Ice
33.2248
19.3609
2588.7968
11.5490
16.6218
155.7475
5181.0000
9.6823
5.4287
28.953
L2
32.8195
30.8606
3774.2948
11.0452
15.9643
236.4203
7553.5559
15.4332
4.9810
15.939
B
37.9973
36.8060
6402.9407
13.1732
19.0094
336.8309
12814.3066
18.4065
6.0359
19.315
U
37.3674
42.1385
6672.6487
12.5681
18.1753
367.1282
13354.0775
21.0733
5.6369
15.032
44.9225
52.2103
12691.9994
15.5721
22.4739
564.7435
25400.6992
26.1101
7.1262
19.003
ILA
44.1654
58.1257
12866.8708
14.8598
21.4864
598.8390
25750.6721
29.0694
6.6741
15.255
53.1068
72.0176
24472.7500
18.4112
26.5684
921.1225
48977.7018
36.0156
8.4348
19.28
L5
52.2175
78.5589
24320.3472
17.5730
25.4008
957.4650
48672.6957
39.2869
7.9203
15.841
60.9256
94.4265
42234.2974
21.1225
30.4800
1385.6397
84524.1679
47.2222
9.6800
19,36
Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. WeightMult. DoubleAngle DoubleAngle
Elevation Area 7hickness Af Factor Stitch Bolt Stitch Bolt
(perface) A, Spacing Spacing
Diagonals Horizontals
ft ft, in in in
Ll
Face
Allow
185.00-143.92
Placement
Total
L2
CAAA
Weight
143.92-119.25
or
Shield
L3
Number
119.25-83.42
L4 83.42-41.17
Leg
L5 41.17-0.00
ft
I Feed Line/Linear Appurtenances - Entered As Area
Description
Face
Allow
Component
Placement
Total
CAAA
Weight
or
Shield
Type
Number
Leg
ft
ftlffl
pif
LCF158-50JL( 15/8")
A
No
Inside Pole
130.00 - 0.00
2
No Ice
0.00
0.52
(T -Mobile)
1/2" Ice
0.00
0.52
1 " Ice
0.00
0.52
LCF I 58-50JL( 15/8")
B
No
Inside Pole
130.00 - 0.00
2
No Ice
0.00
0.52
(T -Mobile)
1/2" Ice
0.00
0.52
1" Ice
0.00
0.52
LCF I 58-50JL( 15/8")
C
No
Inside Pole
130.00 - 0.00
2
No Ice
0.00
0.52
(T -Mobile)
1/2" Ice
0.00
0.52
1 " Ice
0.00
0.52
MxTower
Job 4BS0345D
Page 3 of 19
NB+C ES
Project
Date
4435 Naterftont Drive, Suite 100
27126
15:34:15 06/25/15
Glen Allen, VA 23060
Phone: (804) 548-4079
FAX.
Client
T -Mobile
Designed by
Lesley Read
I Feed Line/Linear Appurtenances Section Areas I
Tower
Tower
Face
AR
AF
CAAA
CAAA
Weight
Section
Elevation
Elevation
or
Ihickness
In Face
OutFace
In Face
Out Face
ft
ft2
Leg
fI2
ft2
K
LI
185.00-143.92
A
0.000
0.000
0.000
0.000
0.00
0.000
0.000
B
0.000
0.000
0.000
0.000
0.00
0.000
0.000
C
0.000
0.000
0.000
0.000
0.00
L2
143.92-119.25
A
0.000
0.000
0.000
0.000
0.01
A
1.768
B
0.000
0.000
0.000
0.000
0.01
B
C
0.000
0.000
0.000
0.000
0.01
U
119.25-83.42
A
0.000
0.000
0.000
0.000
0.04
0.01
U
B
0.000
0.000
0.000
0.000
0.04
0.000
0.04
*
0.000
0.000
0.000
0.000
0.04
LA
83.42-41.17
A
0.000
0.000
0.000
0.000
0.04
0.000
0.000
*
0.000
0.000
0.000
0.000
0.04
0.000
0.000
C
0.000
0.000
0.000
0.000
0.04
L5
41.17-0.00
A
0.000
0.000
0.000
0.000
0.04
C
B
0.000
0.000
0.000
0.000
0.04
41.17-0.00
A
C
0.000
0.000
0.000
0.000
0.04
I Feed Line/Linear Appurtenances Section Areas - With Ice I
Tower
Tower
Face
Ice
AR
AF
CAAA
CAAA
Weight
Section
Elevation
or
Ihickness
In Face
Out Face
ft
Leg
in
ft,
ft,
ft2
ft,
K
L 1
185.00-143.92
A
1.785
0.000
0.000
0.000
0.000
0.00
B
0.000
0.000
0.000
0.000
0.00
C
0.000
0.000
0.000
0.000
0.00
L2
143.92-119.25
A
1.768
0.000
0.000
0.000
0.000
0.01
B
0.000
0.000
0.000
0.000
0.01
C
0 ' 000
0.000
0.000
0.000
0.01
U
119.25-83.42
A
1.759
0.000
0.000
0.000
0.000
0.04
B
0.000
0.000
0.000
0.000
0.04
C
0.000
0.000
0.000
0.000
0.04
IA
83.42-41.17
A
1.766
0.000
0.000
0.000
0.000
0.04
B
0.000
0.000
0.000
0.000
0.04
C
0.000
0.000
0.000
0.000
0.04
L5
41.17-0.00
A
1.764
0.000
0.000
0.000
0.000
0.04
B
0.000
0.000
0.000
0.000
0.04
C
0.000
0.000
0.000
0.000
0.04
I Shielding Factor Ka
Tower Feed Line Description FeedLine K. K- �]
Section Record Ala. I I Segment Elev. No Ice I Ice
I Discrete Tower Loads -1
WATO-wer
Job 4BS0345D
Page 4 of 19
NB+C ES
4435 Waterfront Drive, Suite 100
Project
27126
Date
15:34:15 06/25/15
Glen Allen, VA 23060
Phone: (804) 548-4079
FAX.-
Client
T -Mobile
Designed by
Lesley Read
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
weight
or
Type
Harz
Adjustment
Front
Side
Leg
Lateral
Vert
ft
ft
K
ft
ft
AIR21 B2A/B4P w/mount
C
From Leg
4.00
0.0000
130.00
No Ice
6.63
5.50
0.11
pipe
6.00
1/2" Ice
7.10
6.21
0.17
(T -Mobile)
0.00
1" Ice
7.57
6.95
0.23
AIR21 B4A/B2P w/ mount
C
From Leg
4.00
0.0000
130.00
No Ice
6.63
5.50
0.11
pipe
-6.00
1/2" Ice
7.10
6.21
0.16
(T -Mobile)
0.00
V Ice
7.57
6.95
0.23
ATMAA1412D-IA20
C
From Leg
4.00
0.0000
130.00
No Ice
1.17
0.47
0.01
(T -Mobile)
6.00
1/2" Ice
1.31
0.57
0.02
0.00
1" Ice
1.47
0.69
0.03
RRUS- I I BAND 12
C
From Leg
4.00
0.0000
130.00
No Ice
2.99
1.25
0.05
(T -Mobile)
0.00
1/2" Ice
3.23
1.41
0.07
0.00
V Ice
3.47
1.59
0.09
LNX-6515DS-VTM w/mount
C
From Leg
4.00
0.0000
130.00
No Ice
11.37
9.60
0.08
pipe
0.00
1/2" Ice
11.99
11.02
0.17
(T -Mobile)
0.00
V Ice
12.61
12.29
0.26
Platform Mount [LP 30 1 - I
A
None
0.0000
130.00
No Ice
30.10
30.10
1.59
(T -Mobile)
1/2" Ice
40.80
40.80
2.03
V Ice
51.50
51.50
2.47
AIR21 B2A/B4P w/mount
A
From Leg
4.00
0.0000
130.00
No Ice
6.63
5.50
0.11
pipe
6.00
1/2" Ice
7.10
6.21
0.17
(T -Mobile)
0.00
V Ice
7.57
6.95
0.23
AIR21 B4A/B2P w/ mount
A
From Leg
4.00
0.0000
130.00
No Ice
6*63
5.50
0.11
pipe
-6.00
1/2" Ice
7.10
6.21
0.16
(T -Mobile)
0.00
V Ice
7.57
6.95
0.23
ATMAA 1412D- I A20
A
From Leg
4.00
0.0000
130.00
No Ice
1.17
0.47
0.01
(T -Mobile)
6.00
1/2" Ice
1.31
0.57
0.02
0.00
1" Ice
1.47
0.69
0.03
RRUS-11 BAND 12
A
From Leg
4.00
0.0000
130.00
No Ice
2.99
1.25
0.05
(T -Mobile)
0.00
1/2" Ice
3.23
1.41
0.07
0.00
P Ice
3.47
1.59
0.09
LNX-6515DS-VTM w/mount
A
From Leg
4.00
0.0000
130.00
No Ice
11.37
9.60
0.08
pipe
0.00
1/2" Ice
11.99
11.02
0.17
(T -Mobile)
0.00
1" Ice
12.61
12.29
0.26
AIR21 B2A/B4P w/mount
B
From Leg
4.00
0.0000
130.00
No Ice
6.63
5.50
0.11
pipe
6.00
1/2" Ice
7.10
6.21
0.17
(T -Mobile)
0.00
1" Ice
7.57
6.95
0.23
AIR21 B4A/B2P w/ mount
B
From Leg
4.00
0.0000
130.00
No Ice
6.63
5.50
0.11
pipe
-6.00
1/2" Ice
7.10
6.21
0.16
(T -Mobile)
0.00
VIce
7.57
6.95
0.23
ATMAA1412D-IA20
B
From Leg
4.00
0.0000
130.00
No Ice
1.17
0.47
0.01
(T -Mobile)
6.00
1/2" Ice
1.31
0.57
0.02
0.00
1 " Ice
1.47
0.69
0.03
RRUS-1 I BAND 12
B
From Leg
4.00
0.0000
130.00
No Ice
2.99
1.25
0.05
(T -Mobile)
0.00
1/2" Ice
3.23
1.41
0.07
0.00
V Ice
3.47
1.59
0.09
LNX-6515DS-VTM w/mount
B
From Leg
4.00
0.0000
130.00
No Ice
11.37
9.60
0.08
pipe
0.00
1/2" Ice
11.99
11.02
0.17
(T -Mobile)
0.00
V Ice
12.61
12.29
0.26
MxTower
Job 4BS0345D
Page 5 of 19
NB+CES
4435 Waterfront Drive, Suite 100
Project
27126
Date
1 15:34:15 06/25/15
Glen Allen, VA 23060
Phone: (804) 548-4079
FAX.
Client
T -Mobile
Designed by
I Lesley Read
I Tower Pressures - No Ice
GH = LIOO
Section
Elevation
ft
z
ft
Kz
-
qr
Psf
AG
ft,
F
a
c
e
AF
ft2
A,
ft2
A,,
ft2
Leg
%
CAA,
In
Face
ft2
CAAA
Out
Face
ft2
LI
163.46
1.404
39
98.583
A
0.000
98.583
98.583
100.00
0.000
0.000
185.00-143.92
0.000
185.00-143.92
B
0.000
98.583
B
100.00
0.000
0.000
100.00
0.000
0.000
C
0.000
98.583
100.00
0.000
0.000
L2
131.28
1.34
39
72.794
A
0.000
72.794
72.794
100.00
0.000
0.000
143.92-119.25
80.133
100.00
0.000
0.000
B
0.000
72.794
100.00
0.000
0.000
0.000
80.133
100.00
0.000
C
0.000
72.794
100.00
0.000
0.000
U
100.74
1.268
39
122.852
A
0.000
122.852
122.852
100.00
0.000
0.000
119.25-83.42
A
0.000
133.410
133.410
B
0.000
122.852
100.00
0.000
0.000
B
0.000
133.410
C
0.000
122.852
0.000
100.00
0.000
0.000
L4 83.42-41.17
61.44
1.142
41
171.240
A
0.000
171.240
171.240
100.00
0.000
0.000
1.142
6
1.7657
183.627
A
B
0.000
171.240
100.00
100.00
0.000
0.000
C
0.000
171.240
100.00
0.000
0.000
L5 41.17-0.00
19.72
0.899
45
194.088
A
0.000
194.088
194.088
100.00
0.000
0.000
0.000
L5 41.17-0.00
19.72
0.899
7
B
0.000
194.088
0.000
100.00
0.000
0.000
0.000
0.000
C
0.000,
194.088,
B
100.00,
0.000,
0.000,
I Tower Pressure - With Ice
GH = i.ioo
Section
Elevation
z
Kz
qz
Psf
tz
in
AG
ft2
F
a
C
e
AF
t'
f
AR
ft2
Alm
fi2
Leg
%
C,4,
In
Face
t2
f
CAAA
Out
Face
t2
f
LI
163.46
1.404
6
1.7850
110.805
A
0.000
110.805
110.805
100.00
0.000
0.000
185.00-143.92
B
0.000
110.805
100.00
0.000
0.000
C
0.000
110.805
100.00
0.000
0.000
L2
131.28
1.34
6
1.7681
80.133
A
0.000
80.133
80.133
100.00
0.000
0.000
143.92-119.25
B
0.000
80.133
100.00
0.000
0.000
C
0.000
80.133
100.00
0.000
0.000
U 119.25-83.42
100.74
1.268
6
1.7592
133.410
A
0.000
133.410
133.410
100.00
0.000
0.000
B
0.000
133.410
100.00
0.000
0.000
C
0.000
133.410
100.00
0.000
0.000
IA 83.42-41.17
61.44
1.142
6
1.7657
183.627
A
0.000
183.627
183.627
100.00
0.000
0.000
B
0.000
183.627
100.00
0.000
0.000
C
0.000
183.627
100.00
0.000
0.000
L5 41.17-0.00
19.72
0.899
7
1.7644
206.2031
A
0.000
206.203
206.203
100.00
0.000
0.000
B
0.000
206,203
100.00
0.000
0.000
C
0.000,
206.203,
100.00,
0.000,
0.000,
I Tower Pressure - Service I
GH=LIOO
MxTower
Job 4BS0345D
Page 6 of 19
NB+C ES
4435 Waterfront Drive, Suite 100
Project
27126
Date
15:34:15 06/25/15
Glen Allen, VA 23060
Phone: (804) 548-4079
FAX.-
Client
T -Mobile
Designed by
Lesley Read
Section
Elevation
z
Kz
qz
pSf
A,
ft2
F
a
c
e
AF
fi2
AR
fi2
A,,
f12
Leg
%
CAA
In
Face
ft2
CA.4
Out
Face
ft2
LI
163.46
1.404
It
99.583
A
0.000
98.583
98.583
100.00
0.000
0.000
185.00-143.92
C
185.00-143.92
B
0.000
98.583
Psf
100.00
0.000
0.000
ft
K
C
0.000
98.583
0.65
100.00
0.000
0.000
L2
131.28
1.34
11
72.794
A
0.000
72.794
72.794
100.00
0.000
0.000
143.92-119.25
72.794
2.02
81.75
C
B
0.000
72.794
B
100.00
0.000
0.000
1
1
72.794
C
0.000
72.794
100.00
0.000
0.000
U
100.74
1.268
11
122.852
A
0.000
122.852
122.852
100.00
0.000
0.000
119.25-83.42
39
1
1
122.852
B
0.000
122.852
119.25-83.42
100.00
0.000
0.000
1
0.65
1
1
C
0.000
122.852
100.00
0.000
0.000
L4 83.42-41.17
61.44
1.142
12
171.240
A
0.000
171.240
171.240
100.00
0.000
0.000
10.63
A
1
0.65
41
B
0.000
171.240
5.01
100.00
0.000
0.000
B
1
0.65
C
0.000
171.240
171.240
100.00
0.000
0.000
L5 41.17-0.00
19.72
0.899
13
194.088
A
0.000
194.088
194.088
100.00
0.000
0.000
L5 41.17-0.00
0.13
14.13
A
B
0.000
194.088
1
100.00
0.000
0.000
152.87
C
C
0.000,
194.088
,
100.00,
0.000,
0.0001
I Tower Forces - No Ice - Wind Normal To Face
Section
Elevation
Add
Weight
K
Sett'
Weight
K
F
a
c
e
e
CF
q.
Psf
DF
DR
AE
ft,
F
K
w
PY
CH.
Face
LI
0.00
2.34
A
1
0.65
39
1
1
98.583
2.76
67.23
C
185.00-143.92
B
1
0.65
Psf
1
1
98.583
ft
K
K
C
1
0.65
1
1
98.583
K
py
L2
0.03
3.34
A
1
0.65
39
1
1
72.794
2.02
81.75
C
143.92-119.25
B
1
0.65
1
1
72.794
C
1
0.65
1
1
72.794
U
0.11
6.54
A
1
Ok5
39
1
1
122.852
3.43
95.62
C
119.25-83.42
B
1
0.65
1
1
122.852
C
1
0.65
1
1
122.852
LA
0.13
10.63
A
1
0.65
41
1
1
171.240
5.01
118.64
C
83.42-41.17
B
1
0.65
1
1
171.240
C
1
0.65
1
1
171.240
L5 41.17-0.00
0.13
14.13
A
1
0.65
45
1
1
194.088
6.29
152.87
C
B
1
0.65
1
1
194.088
C
1
0.65
1
1
194.088
Sum Weight:
0.41
36.98
OTM
1493.43
19.51
Idp-ft
I Tower Forces - No Ice - Wind 60 To Face I
Section
Add
Se�(
F
e
CF
q.
DF
DR
AE
F
w
Orl.
Elevation
Weight
Weight
a
Face
c
Psf
ft
K
K
e
ft,
K
py
LI
0.00
2.34
A
1
0.65
39
1
1
98.583
2.76
67.23
C
185.00-143.92
B
1
0.65
1
1
98.583
C
1
0.65
1
1
98.583
L2
0.03
3.34
A
1
0.65
39
1
1
72.794
2.02
81.75
C
143.92-119.25
B
1
0.65
1
1
72.794
tnxTowe-,r
Job 4BS0345D
Page 7 of 19
NB+C ES
Project
Date
4435 Wated�ont Drive, Suite 100
27126
1 15:34:15 06/25/15
Glen Allen, VA 23060
Phone: (804) 548-4079
FAX.
Client
T -Mobile
I
Designed by
Lesley Read
Section
Elevation
ft
Add
Weight
K
Set(
Weight
K
F
a
c
e
e
CF
q�
Psf
DF
DR
AE
ft,
F
K
w
Ar
CH.
Face
LI
0.00
2.34
C
1
0.65
39
1
1
72.794
2.76
67.23
C
U
0.11
6.54
A
1
0.65
39
1
1
122.852
3.43
95.62
C
119.25-83.42
K
K
B
1
0.65
1
1
122.852
K
pu-
L2
0.03
3.34
C
1
0.65
39
1
1
122.852
2.02
81.75
C
L4
0.13
10.63
A
1
0.65
41
1
1
171.240
5.01
118.64
C
83.42-41.17
B
1
0.65
1
1
171.240
U
0.11
6.54
C
1
0.65
39
1
1
171.240
3.43
95.62
C
L5 41.17-0.00
0.13
14.13
A
1
0.65
45
1
1
194.088
6.29
152.87
C
B
1
0.65
1
1
194.088
L4
0.13
10.63
C
1
0.65
41
1
1
194.088
5.01
118.64
C
Sum Weight:
0.41
36.98
B
1
0.65
1
OTM
1493.43
19.51
C
1
0.65
1
1
kip -ft,
I Tower Forces - No Ice - Wind 90 To Face I
Section
Elevation
ft
Add
Weight
K
Se#'
Weight
K
F
a
c
e
e
CF
q�
Psf
DF
DR
AE
ft,
F
K
w
Al
Orl.
Face
LI
0.00
2.34
A
1
O�65
39
1
1
98.583
2.76
67.23
C
185.00-143.92
B
1
0.65
Psf
1
1
98.583
ft
K
K
C
1
0.65
1
1
98.583
K
pu-
L2
0.03
3.34
A
1
0.65
39
1
1
72.794
2.02
81.75
C
143.92-119.25
B
1
0.65
1
1
72.794
C
1
0.65
1
1
72.794
U
0.11
6.54
A
1
0.65
39
1
1
122.852
3.43
95.62
C
119.25-83.42
B
1
0.65
1
1
122.852
C
1
0.65
1
1
122.852
L4
0.13
10.63
A
1
0.65
41
1
1
171.240
5.01
118.64
C
83.42-41.17
B
1
0.65
1
1
171.240
C
1
0.65
1
1
171.240
L5 41.17-0.00
0.13
14.13
A
1
0.65
45
1
1
194.088
6.29
152.87
C
B
1
0.65
1
1
194.088
C
1
0.65
1
1
194.088
Sum Weight:
0.41
36.98
OTT%4
1493.43
19.51
I
.
.
I I
kip -ft,
Tower Forces - With Ice - Wind Normal To Face
Section
Add
Setf
F
e
CF
q.
DF
DR
AE
F
w
Orl.
Elevation
Weight
Weight
a
Face
C
Psf
ft
K
K
e
ft,
K
pu-
L 1
0.00
5.07
A
1
1.2
6
t
1
110.805
0.83
20.25
C
185.00-143.92
B
1
1.2
1
1
110.805
C
1
1.2
1
1
110.805
L2
0.03
5.31
A
1
1.2
6
1
1
80.133
0.59
24.11
C
143.92-119.25
B
1
1.2
1
1
80.133
C
1
1.2.
1
1
80.133
MxTower
Job 4BS0345D
Page 8 of 19
NB+C ES
Project
Date
4435 Waterfi-ont Drive, Suite 100
27126
15:34:15 06/25/15
Glen Allen, VA 23060
Phone: (804) 548-4079
FAX.
Client
T -Mobile
Designed by
Lesley Read
Section
Elevation
Add
Weight
K
Se#-
Weight
K
F
a
c
e
e
CF
q�
Psf
DF
DR
AE
F
K
w
Ar
CH.
Face
U
0.11
9.83
A
1
1.2
6
1
1
133.410
1.00
27.82
C
119.25-83.42
B
1
1.2
Psf
1
1
133.410
ft
K
K
C
1
1.2
1
1
133.410
K
Ar
IA
0.13
15.20
A
1
1.2
6
1
1
183.627
1.44
34.09
C
83.42-41.17
B
1
1.2
1
1
183.627
C
1
1.2
1
1
183.627
L5 41.17-0.00
0.13
19.28
A
1
1.2
7
1
1
206.203
1.79
43.51
C
119.25-83.42
B
1
1.2
1
1
206.203
C
1
1.2
1
1
206.203
Sum Weight:
0.41
54.70
A
1
1.2
6
1
OTM
438.26
5.65
34.09
C
83.42-41.17
1
1
1
1
1
1
1
1
1 kip -ft
I Tower Forces - With Ice - Wind 60 To Face I
Section
Elevation
ft
Add
Weight
K
sett-
Weight
K
F
a
c
e
e
CF
qz
Psf
Dp
DR
AE
ft,
F
K
w
Af
Cirl.
Face
LI
0.00
5.07
A
1
1.2
6
1
1
110.805
0.83
20.25
C
185.00-143.92
B
1
1.2
Psf
1
1
110.805
ft
K
K
C
1
1.2
1
1
110.805
K
Ar
L2
0.03
5.31
A
1
1.2
6
1
1
80.133
0.59
24.11
C
143.92-119.25
B
1
1.2
1
1
80.133
C
1
1.2
1
1
80.133
U
0.11
9.83
A
1
1.2
6
1
1
133.410
1.00
27.82
C
119.25-83.42
B
1
1.2
1
1
133.410
C
1
1.2
1
1
133,410
LA
0.13
15.20
A
1
1.2
6
1
1
183.627
1.44
34.09
C
83.42-41.17
B
1
1.2
1
1
183.627
C
1
1.2
1
1
183.627
L5 41.17-0.00
0.13
19.28
A
1
1.2
7
1
1
206.203
1.79
43.51
C
B
1
1.2
1
1
206.203
C
1
1.2
1
1
206.203
Sum Weight:
0.41
54.70
OTM
438.26
5.65
kip -ft
I Tower Forces - With Ice - Wind 90 To Face I
Section
Add
Seff
F
e
CF
q.
DF
DR
AE
F
w
CH.
Elevation
Weight
Weight
a
Face
c
Psf
ft
K
K
e
ft,
K
Ar
LI
0.00
5.07
A
1
1.2
6
1
1
110.805
0.83
20.25
C
185.00-143.92
B
1
1.2
1
1
110.805
C
1
1.2
1
1
110.805
L2
0.03
5.31
A
1
1.2
6
1
1
80.133
0.59
24.11
C
143.92-119.25
B
1
1.2
1
1
80.133
C
1
1.2
1
1
80.133
U
0.11
9.83
A
1
1.2
6
1
1
133.410
1.00
27.82
C
MxTower
Job 4BS0345D
Page 9 Of 19
NB+C ES
4435 Waterftont Drive, Suite 100
Project
27126
Date
15:34:15 06/25/15
Glen Allen, VA 23060
Phone: (804) 548-4079
FAX
Client
T -Mobile
Designed by
I Lesley Read
Section
Elevation
Add
Weight
K
Se6r
Weight
K
F
a
c
e
e
CF
q�
Psf
DF
DR
AE
ft2
F
K
w
pir
Cirl.
Face
119.25-83.42
0.00
2.34
B
1
1.2
11
1
1
133.410
0.81
19.64
C
185.00-143.92
C
1
1.2
Psf
1
1
133.410
L4
0.13
15.20
A
1
1.2
6
1
1
183.627
1.44
34.09
C
83.42-41.17
0.03
3.34
B
1
1.2
11
1
1
183.627
0.59
23.88
C
143.92-119.25
C
1
1.2
1
1
183.627
L5 41.17-0.00
0.13
19.28
A
1
1.2
7
1
1
206.203
1.79
43.51
C
U
0.11
6.54
B
1
1.2
11
1
1
206.203
1.00
27.94
C
119.25-83.42
C
1
1.2
1
1
206.203
Sum Weight:
0.41
54.70
C
1
0.65
1
OTM
438.26
5.65
L4
0.13
10.63
A
1
0.65
12
1
1
kip -ft,
1.46
34.66
C
Tower Forces - Service - Wind Normal To Face
Section
Elevation
ft
Add
Weight
K
Setf
Weight
K
F
a
c
e
e
CF
q.
Psf
DF
DR
AE
ft,
F
K
w
Ar
CH.
Face
LI
0.00
2.34
A
1
0.65
11
1
1
98.583
0.81
19.64
C
185.00-143.92
B
1
0.65
Psf
1
1
98.583
ft
K
K
C
1
0.65
1
1
98.583
K
L2
0.03
3.34
A
1
0.65
11
1
1
72.794
0.59
23.88
C
143.92-119.25
B
1
0.65
1
1
72.794
C
1
0.65
1
1
72.794
U
0.11
6.54
A
1
0.65
11
1
1
122.852
1.00
27.94
C
119.25-83.42
B
1
0.65
1
1
121852
C
1
0.65
1
1
122.852
L4
0.13
10.63
A
1
0.65
12
1
1
171.240
1.46
34.66
C
83.42-41.17
B
1
0.65
1
1
171.240
C
1
0.65
1
1
171.240
L5 41.17-0.00
0.13
14.13
A
1
0.65
13
1
1
194.088
1.84
44.66
C
B
1
0.65
1
1
194.088
C
1
0.65
1
1
t94.088
Sum Weight:
0.41
36.98
OTM
436.32
5.70
I J
kip -ft
I Tower Forces - Service - Wind 60 To Face I
Section
Add
Self
F
e
CF
q.
DF
DR
14E
F
w
CH.
Elevation
Weight
Weight
a
Face
c
Psf
ft
K
K
e
JV
K
L 1
0.00
2.34
A
1
0.65
11
1
1
98.583
0.81
19.64
C
185.00-143.92
B
1
0.65
1
1
98.583
C
1
0.65
1
1
98.583
L2
0.03
3.34
A
1
0.65
11
1
1
72.794
0.59
23.88
C
143.92-119.25
B
1
0.65
1
1
72.794
C
1
0.65
1
1
72.794
U
0.11
6.54
A
1
0.65
11
1
1
122.852
1.00
27.94
C
119.25-83.42
B
1
0.65
1
1
122.852
qr-
tnxii ower
Job
4BS0345D
Page
10 of 19
NB+CES
4435 Waterftont Drive, Suite 100
Project
27126
Date
1 15:34:15 06/25/15
Glen Allen, VA 23060
Phone: (804) 548-4079
FAX.
Client
T -Mobile
Designed by
Lesley Read
Section
Elevation
ft
Add
Weight
K
Se#-
Weight
K
F
a
c
e
e
1
CF
q.
Psf
Dp
DR
AE
ft2
F
K
w
pu-
CH.
Face
LI
0.00
2.34
C
t
0.65
11
1
1
122.852
0.81
19.64
C
L4
0.13
10.63
A
1
0.65
12
1
1
171.240
1,46
34.66
C
83.42-41.17
B
1
0.65
1
1
171.240
Total Weight
40.05
L2
0.03
3.34
C
1
0.65
11
1
1
171.240
0.59
23.88
C
L5 41.17-0.00
0.13
14.13
A
1
0.65
13
1
1
194.088
1.84
44.66
C
23.41
0.00
B
1
0.65
Wind 120 deg - No Ice
1
1
194.088
999.94
-1731.94
0.00
L3
0.11
6.54
C
1
0.65
11
1
1
194.088
1.00
27.94
C
Sum Weight:
0.41
36.98
B
1
0.65
1
OTM
436.32
5.70
1
1
1 1
1
0.65
1 1
1
1
1 kip -ft
I Tower Forces - Service - Wind 90 To Face
Section
Elevation
Add
Weight
K
Sep'
Weight
K
F
a
c
e
FA
e
CF
q.
Psf
Dp
DR
AE
ft,
F
K
w
pif
CH.
Face
LI
0.00
2.34
x
1
0.65
11
1
1
98.583
0.81
19.64
C
185.00-143.92
Leg Weight
B
1
0.65
1
1
98.583
0.00
C
1
0.65
1
1
98.583
Total Weight
40.05
L2
0.03
3.34
A
1
0.65
11
1
1
72.794
0.59
23.88
C
143.92-119.25
-20.27
-1731.94
B
1
0.65
1
1
72.794
-1731.94
0.00
Wind 90 deg - No Ice
23.41
0.00
C
1
0.65
Wind 120 deg - No Ice
1
1
72.794
999.94
-1731.94
0.00
L3
0.11
6.54
A
1
0.65
11
1
1
122.852
1.00
27.94
C
119.25-83.42
B
1
0.65
1
1
122.852
C
1
0.65
1
1
122.852
1A
0.13
10.63
A
1
0.65
12
1
1
171.240
1.46
34.66
C
83.42-41.17
B
1
0.65
1
1
171.240
C
1
0.65
1
1
171.240
L5 41.17-0.00
0.13
14.13
A
1
0.65
13
1
1
194.088
1.84
44.66
C
B
1
0.65
1
1
194.088
C
1
0.65
1
1
194.088
sum wri ght:
0.41
36.98
OTM
436.32,
5-70,
L
I
I
I I
I
I
I
I kip -ft
I Force Totals
Load
Vertical
Sum of
Sum of
Sum of
Sum of
Sum ofTarques
Case
Forces
Forces
Forces
Overturning
Overturning
x
z
Moments, M.
Moments, M.
K
K
K
Leg Weight
36.98
Bracing Weight
0.00
Total Member Self -Weight
36.98
0.00
0.00
Total Weight
40.05
0.00
0.00
0.00
-23.41
0001
Wind 0 deg - No Ice
-1999.87
0.00
W ind 30 deg - No Ice
11.70
-20.27
-1731.94
-999.94
0.00
Wind 60 deg - No Ice
20.27
-11.70
-999.94
-1731.94
0.00
Wind 90 deg - No Ice
23.41
0.00
0.00
-1999.87
0.00
Wind 120 deg - No Ice
20.27
11.70
999.94
-1731.94
0.00
tnxTower
Job 4BS0345D
Page 11 Of 19
ArB+C ES
4435 Waterfront Drive, Suite 100
Project
27126
Date
15:34:15 06/25/15
Glen,411en, VA 23060
Phone: (804) 548-4079
FAX
Client
T -Mobile
Designed by
Lesley Read
Load
Vertical
Slim 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-fi
Wind 150 deg - No Ice
11.70
20.27
173 LT4
-999.��
0.00
Wind 180 deg - No Ice
0.00
23.41
1999.87
0.00
0.00
Wind 2 10 deg - No Ice
-11.70
20.27
1731.94
999.94
0.00
Wind 240 deg - No Ice
-20.27
11.70
999.94
1731.94
0.00
Wind 270 deg - No Ice
-23.41
0.00
0.00
1999.87
0.00
Wind 300 deg - No Ice
-20.27
-11.70
-999.94
1731.94
0.00
Wind 330 deg - No Ice
-11.70
-20.27
-1731.94
999.94
0.00
Member Ice
17.72
Total Weight Ice
62.13
0.00
0.00
Wind 0 deg - Ice
0.00
-6.59
-559.28
0.00
0.00
Wind 30 deg - Ice
3.29
-5.70
-484.35
-279.64
0.00
Wind 60 deg - Ice
5.70
-3.29
-279.64
-484.35
0.00
Wind 90 deg - Ice
6.59
0.00
0.00
-559.28
0.00
Wind 120 deg - Ice
5.70
3.29
279.64
-484.35
0.00
Wind 150 deg - Ice
3.29
5.70
484.35
-279.64
0.00
Wind 180 deg - Ice
0.00
6.59
559.28
0.00
0.00
Wind 2 10 deg - Ice
-3.29
5.70
484.35
279.64
0.00
Wind 240 deg - Ice
-5,70
3.29
279.64
484.35
0.00
Wind 270 deg - Ice
-6.59
0.00
0.00
559.28
0.00
Wind 300 deg - Ice
-5.70
-3.29
-279.64
484.35
0.00
Wind 330 deg - Ice
-3.29
-5.70
484.35
279.64
0.00
Total Weight
0.00
0.00
40.05
0.00
-6.84
0.00
Wind 0 deg - Service
-584.28
0.00
Wind 30 deg - Service
3.42
-5.92
-506.00
-292.14
0.00
Wind 60 deg - Service
5.92
-3.42
-292.14
-506.00
0.00
Wind 90 deg - Service
6.84
0.00
0.00
-584.28
0.00
Wind 120 deg - Service
5.92
3.42
292.14
-506.00
0.00
Wind 150 deg - Service
3.42
5.92
506.00
-292.14
0.00
Wind 180 deg - Service
0.00
6.84
584.28
0.00
0.00
Wind 210 deg - Service
-3.42
5.92
506.00
292.14
0.00
Wind 240 deg - Service
-5.92
3.42
292.14
506.00
0.00
Wind 270 deg - Service
-6.84
0.00
0.00
584.28
0.00
Wind 300 deg - Service
-5.92
-342
-292.14
506.00
000
,Wind 330 deg - Service
-3.421
-5'92
-506.00
292.141
0,001
I Load Combinations I
Comb. Description
No.
I 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 Dcad+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
Pip -
tnA ower
Job
4BS0345D
Page
12 of 19
NB+CES
4435 Waterftont Drive, Suite 100
Project
27126
Date
15:34:15 06/25/15
Glen Allen, VA 23060
Phone: (804) 548-4079
FAX.-
Client
T -Mobile
Designed by
Lesley Read
I
Comb. Description
No.
18 1.2 Dead+1.6 Wind 240 deg - No Ice
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 lce+1.0 Temp
29 1.2 Dead+1.0 Wind 60 degi-1.0 Ice+1.0 Temp
30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+LO Temp
31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp
32 1.2 Dcad+1.0 Wind 150 deg+1.0 Ice+1.0 Temp
33 1.2 Dead+1.0 Wind 180 dcg+1.0 Ice+1.0 Temp
34 1.2 Dead+1.0 Wind 210 dcg+1.0 Ice+1.0 Temp
35 1.2 Dead+ 1.0 Wind 240 deg+ 1.0 Ice+ 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 lce+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
I Maximum Member Forces I
Section
No.
Elevation
Component
Type
Condition
Gov.
Load
Comb.
Axial
K
Major Axis
Moment
kip -ft
MinorAxis
Moment
kip:ft
LI
185-143.92
Pole
Max Tension
15
0.00
0.00
0.00
Max. Compression
26
-4.92
0.00
0.00
Max. Mx
8
-2.31
-70.16
0.00
Max. My
2
-2.31
0.00
70.16
Max. Vy
8
3.99
-70.16
0.00
Max. Vx
2
-3.99
0.00
70.16
Max. Torque
24
0.00
L2
143.92-
Pole
Max Tension
1
0.00
0.00
0.00
119.25
Max. Compression
26
-18.34
0.00
0.00
Max. MX
8
-8.80
-241.31
0.00
Max. My
2
-8.80
0.00
241.31
Max. Vy
8
13.55
-241.31
0.00
Max. Vx
2
-13.55
0.00
241.31
Max. Torque
22
-0.00
U
119.25 - 83.42
Pole
Max Tension
1
0.00
0.00
0.00
Max. Compression
26
-29.44
0.00
0.00
Max. Mx
8
-16.24
-807.45
0.00
Max. My
14
-16.24
0.00
-807.45
Max. Vy
8
18.91
-807.45
0.00
pIrt
tnA ower
Job
4BS0345D
Page
13 of 19
NB+C ES
4435 Waterfront Drive, Suite 100
Project
27126
Date
15:34:15 06/25/15
Glen Allen, VA 23060
Phone: (804) 548-4079
FAX:
Client
T -Mobile
Designed by
Lesley Read
Section
Elevation
Component
Condition
Gov.
Axial
Major Axis
MinorAxis
No.
ft
Type
20
Load
37.45
Moment
Moment
2
48.06
0.00
37.45
Comb.
K
4p -ft
ft
A�p-
37.45
Max. M.
8
Max. Vx
14
18.91
0.00
-807.45
0.00
18.72
32.43
Max. Torque
24
36.05
0�00
0.00
1A
83.42 - 41.17
Pole
Max Tension
1
0.00
0.00
0.00
0.00
-37.45
Min. M�
Max. Compression
26
-46.56
0.00
0.00
20
-3259.86
37A5
Max. Mx
8
-28.51
-1736.56
0.00
-32.43
Max. My
2
-28.51
0.00
1736.56
18.72
-32.43
-2809.90
Max. Vy
8
26.44
-1736.56
0.00
Max. Vx
2
-26.44
0.00
1736.56
-1630.09
-2823.39
-0.00
Max. Torque
24
0.00
L5
41.17-0
Pole
Max Tension
1
0.00
0.00
0.00
-0.00
Ice
Max. Compression
26
-72.42
0.00
0�00
Max. Mx
8
-48.05
-3259.86
0.00
Max. My
2
-48.05
0.00
3259.86
Max. Vy
8
37.47
-3259.86
0.00
Max. Vx
2
-37.47
0.00
3259.86
Max. Torque
24
0.00
I Maximum Reactions
Location Condition
Gov.
Load
Comb.
Vertical
K
Horizontal, X
K
Horizontal, Z
K
Pole Max. Vert
26
72.42
0.00
0.00
Max. H.
20
48.06
37.45
0.00
Max. H,
2
48.06
0.00
37.45
Max. M.
2
3259.86
0.00
37.45
Max. M.
8
3259.86
-37.45
0.00
Max. Torsion
24
0.00
18.72
32.43
Min. Vert
3
36.05
0�00
37.45
Min. Hx
8
48.06
-37.45
0.00
Min. H.
14
48.06
0.00
-37.45
Min. M�
14
-3259.86
0.00
-37.45
Min. M,
20
-3259.86
37A5
0.00
Min. Torsion
16
-0.00
18.72
-32.43
I Tower Mast Reaction Summary
Load
Vertical
Shear,
Shear,
Overturning
Overturning
Torque
Combination
Moment, M.
Moment, M.
K
K
K
kip -ft
kipft
kip -ft
Dead Only
40.05
0.00
0.00
0.00
0.00
0.00
1.2 Dead+1.6 Wind 0 deg - No
48.06
0.00
-37.45
-3259.86
0.00
0.00
Ice
0.9 Dead+1.6 Wind 0 deg - No
36.05
0.00
-37.45
-3244.08
0.00
0.00
Ice
1.2 Dead+ 1.6 Wind 30 deg - No
48,06
18.72
-32.43
-2823.39
-1630.09
0.00
Ice
0.9 Dead+1.6 Wind 30 deg - No
36.05
18.72
-32.43
-2809.90
-1622.30
0.00
Ice
1.2 Dead+1.6 Wind 60 deg - No
48.06
32.43
-18.72
-1630.09
-2823.39
-0.00
Ice
0.9 Dead+1.6 Wind 60 deg - No
36.05
32.43
-18.72
-1622.30
-2809.90
-0.00
Ice
tnxTower
Job 4BS0345D
Page 14 of 19
NB+C ES
Project
Date
4435 Waterftont Drive, Suite 100
27126
15:34:15 06/25/15
Glen Allen, VA 23060
Phone: (804) 548-4079
FAX.-
Client
T -Mobile
Designed by
Lesley Read
Load
Vertical
Shear,
Shear,
Overturning
Overturning
Torque
Combination
Moment, M,
Moment, Al�
K
K
K
kip -ft
kip -
ft
k�p-ft
1.2 Dead+1.6 Wind 90 deg - No
48.06
37.45
0.00
0.00
-3259.86
0.00
Ice
0.9 Dead+1.6 Wind 90 deg - No
36.05
37.45
0.00
0.00
-3244.08
0.00
Ice
1.2 Dead+ 1.6 Wind 120 deg -
48.06
32.43
18.72
1630.09
-2823.39
0.00
No Ice
0.9 Dead+1.6 Wind 120 deg -
36.05
32.43
18.72
1622.30
-2809.90
0.00
No Ice
1.2 Dead+1.6 Wind 150 deg -
48.06
18.72
32.43
2823.39
-1630.09
-0.00
No Ice
0.9 Dcad+I.6 Wind 150 deg -
36.05
18.72
32.43
2809.90
-1622.30
-0.00
No Ice
1.2 Dead+1.6 Wind 180 deg -
48.06
0.00
37.45
3259.86
0.00
0.00
No Ice
0.9 Dead+1.6 Wind 180 deg -
36.05
0.00
37.45
3244.08
0.00
0.00
No Ice
1.2 Dead+1.6 Wind 210 deg -
48.06
-18.72
32.43
2823.39
1630.09
0.00
No Ice
0.9 Dead+1.6 Wind 210 deg -
36.05
-18.72
32.43
2809.90
1622.30
0.00
No Ice
1.2 Dead+1.6 Wind 240 deg -
48.06
-32.43
18.72
1630.09
2823.39
-0.00
No Ice
0.9 Dead+ 1.6 Wind 240 deg -
36.05
-32.43
18.72
1622.30
2809.90
-0.00
No Ice
1.2 Dead+1.6 Wind 270 deg -
48.06
-37.45
0.00
0.00
3259.86
0.00
No Ice
0.9 Dead+1.6 Wind 270 deg -
36.05
-37.45
0.00
0.00
3244.08
0.00
No Ice
1.2 Dead+1.6 Wind 300 deg -
48.06
-32.43
-18.72
-1630.09
2823.39
0.00
No Ice
0.9 Dead+1.6 Wind 300 deg -
36.05
-32.43
-18.72
-1622.30
2809.90
0.00
No Ice
1.2 Dead+1.6 Wind 330 deg -
48.06
-18.72
-32.43
-2823.39
1630.09
-0.00
No Ice
0.9 Dead+1.6 Wind 330 deg -
36.05
-18.72
-32.43
-2809.90
1622.30
-0.00
No Ice
1.2 Dead+1.0 Ice+1.0 Ternp
72.42
0.00
0.00
0.00
0.00
0.00
1.2 Dead+1.0 Wind 0 deg+I .0
72.42
0.00
-6.59
-577.87
0.00
0.00
Ice+ 1.0 Ternp
1.2 Dead+1.0 Wind 30 deg+1.0
72.42
3.29
-5.70
-500.45
-288.93
0.00
Ice+ 1.0 Ternp
1.2 Dead+1.0 Wind 60 deg+1.0
72.42
5.70
-3.29
-288.93
-500.45
-0.00
Ice+1.0 Temp
1.2 Dead+1.0 Wind 90 deg+1.0
72.42
6.59
0.00
0.00
-577.87
0.00
Ice+1.0 Ternp
1.2 Dead+1.0 Wind 120
72.42
5.70
3.29
288.93
-500.45
0.00
dcg+1.0 Ice+L0 Ternp
1.2 Dcad+1.0 Wind 150
72.42
3.29
5.70
500.45
-288.93
-0.00
deg+1.0 Ice+1.0 Ternp
1.2 Dead+1.0 Wind 180
72.42
0.00
6.59
577.87
0.00
0.00
deg+ 1.0 Ice+ 1.0 Ternp
1.2 Dead+1.0 Wind 210
72.42
-3.29
5.70
500.45
288.93
0.00
deg+ 1.0 Ice+ 1.0 Ternp
1.2 Dead+1.0 Wind 240
72.42
-5.70
3.29
288.93
500.45
-0.00
deg+ 1.0 Ice+ 1.0 Temp
1.2 Dead+1.0 Wind 270
72.42
-6.59
0.00
0.00
577.87
0.00
deg+1.0 Ice+I.0 Ternp
1.2 Dead+1.0 Wind 300
72.42
-5.70
-3.29
-288.93
500.45
0.00
deg+1.0 Ice+I.0 Temp
1.2 Dead+1.0 Wind 330
72.42
-3.29
-5.70
-500.45
288.93
-0.00
deg+1.0 Ice+I.0 Temp
tnxTower
Job 4BS0345D
Page 15 of 19
NB+C ES
Project
Date
4435 Waterfront Drive, Suite 100
27126
15:34:15 06/25/15
Glen Allen, VA 23060
Phone: (804) 548-4079
FAX.
Client
T -Mobile
Designed by
Lesley Read
Load
Vertical
Shear,
Shear,
Overturning
Overturning
Torque
Conthination
Load
PX
PY
Moment, M.
Moment, At
py
PZ
K
K
K
kip -ft
A:zp-
ft
kip -ft
Dead+Wind 0 deg - Service
40.05
0.00
-6.84
-593.45
0.00
0.00
Dead+Wind 30 deg - Service
40.05
3.42
-5.92
-513.94
-296.73
0.00
Dead+Wind 60 deg - Service
40.05
5.92
-3.42
-296.73
-513.94
-0.00
Dead+Wind 90 deg - Service
40.05
6.84
0.00
0.00
-593.45
0.00
Dead+Wind 120 deg - Service
40.05
5.92
3.42
296.73
-513.94
0.00
Dead+Wind 150 deg - Service
40.05
3.42
5.92
513.94
-296.73
-0.00
Dead+Wind 180 deg - Service
40.05
0.00
6.84
593.45
0.00
0.00
Dead+Wind 2 10 deg - Service
40.05
-3.42
5.92
513.94
296.73
0.00
Dead+Wind 240 deg - Service
40.05
-5.92
3.42
296.73
513.94
-0.00
Dead+Wind 270 deg - Service
40.05
-6.84
0.00
0.00
593.45
0.00
Dead+Wind 300 deg - Service
40.05
-5.92
-3.42
-296.73
513.94
0.00
Dead+Wind 330 deg - Service
40.05
-3.42
-5.92
-513.94
296.73
-0.00
I Solution Summary
Sum ofApplied Forces
Sum ofReactions
Load
PX
PY
PZ
PX
py
PZ
% Error
Comb.
K
K
K
K
K
K
1
0.00
-40.05
0.00
0.00
40.05
0.00
0.000%
2
0.00
-48.06
-37.45
0.00
48.06
37.45
0.004%
3
0.00
-36.05
-37.45
0.00
36.05
37.45
0.007%
4
18.73
-48.06
-32.43
-18.72
48.06
32.43
0�000%
5
18.73
-36.05
-32.43
-18.72
36.05
3143
0.000%
6
32.43
-48.06
-18.73
-32.43
48.06
18.72
0.000%
7
32.43
-36.05
-18.73
-32.43
36.05
18.72
0.000%
8
37.45
48.06
0.00
-37.45
48.06
0.00
0.004%
9
37.45
-36.05
0.00
-37.45
36.05
0.00
0.007%
10
32.43
-48.06
18.73
-32.43
48.06
-18.72
0.000%
11
32.43
-36.05
18.73
-32.43
36.05
-18.72
0,000%
12
18.73
48.06
32.43
-18.72
48.06
-32.43
0.000%
13
18.73
-36.05
32.43
-18.72
36.05
-32.43
0.000%
14
0.00
-48.06
37.45
0.00
48.06
-37.45
0.004%
15
0.00
-36.05
37.45
0.00
36.05
-37.45
0.007%
16
-18.73
48.06
32.43
18.72
48.06
-32.43
0.000%
17
-18.73
-36.05
32.43
18.72
36.05
-32.43
0.000%
18
-32.43
-48.06
18.73
32.43
48.06
-18.72
0.000%
19
-32.43
-36.05
18.73
32.43
36.05
-18.72
0.000%
20
-37.45
-48.06
0.00
37.45
48.06
0.00
0.004%
21
-37.45
-36.05
0.00
37.45
36.05
0.00
0.007%
22
-32.43
-48.06
-18.73
32.43
48.06
18.72
0.000%
23
-32.43
-36.05
-18.73
32.43
36.05
18.72
0.000%
24
-18.73
-48.06
-32.43
18.72
48.06
32.43
0.000%
25
-18.73
-36.05
-32.43
18.72
36.05
32.43
0.000%
26
0.00
-72.42
0.00
0.00
72.42
0.00
0.000%
27
0.00
-72.42
-6.59
0.00
72.42
6.59
0.001%
28
3.29
-72.42
-5.70
-3.29
72.42
5.70
0.001%
29
5.70
-72.42
-3.29
-5.70
72.42
3.29
0.001%
30
6.59
-72.42
0.00
-6.59
72.42
0.00
0.001%
31
5.70
-72.42
3.29
-5.70
72.42
-3.29
0.001%
32
3.29
-72.42
5.70
-3.29
72.42
-5.70
0.001%
33
0.00
-72.42
6.59
0.00
72.42
-6.59
0.001%
34
-3.29
-72.42
5.70
3.29
72.42
-5.70
0.001%
35
-5.70
-72.42
3.29
5.70
72.42
-3.29
0.001%
36
-6.59
-72.42
0.00
6.59
72.42
0.00
0.001%
37
-5.70
-72.42
-3.29
5.70
72A2
3.29
0.001%
38
-3.29
-72.42
-5.70
3.29
72.42
5.70
0.001%
39
0.00
-40.05
-6.84
0.00
40.05
6.84
0.002%
40
3.42
-40.05
-5,92
-3.42
40.05
5.92
0.002%
WxTower
Job 4BS0345D
Page 16 of 19
NB+C ES
4435 Waterftont Drive, Suite 100
Project
27126
Date
15:34:15 06/25/15
Glen Allen, VA 23060
Phone: (804) 548-4079
FAX
Client
T -Mobile
Designed by
Lesley Read
I Non -Linear Convergence Results I
Load
Converged?
Sum ofApplied Forces
Displacement
Force
Sum ofReactions
Of Cycles
Load
PX
Py
PZ
PX
Py
PZ
% Error
Comb.
K
K
K
K
K
K
0.00011169
41
5.92
-40.05
-3.42
-5.92
40.05
3.42
0.002%
42
6.84
-40.05
0.00
-6.84
40.05
0.00
0.002%
43
5.92
-40.05
3.42
-5.92
40.05
-3.42
0,002%
44
3.42
40.05
5.92
-3.42
40.05
-5.92
0.002%
45
0.00
40.05
6.84
0.00
40.05
-6.84
0.002%
46
-3.42
40.05
5.92
3A2
40.05
-5.92
0.002%
47
-5�92
-40.05
3.42
5.92
40.05
-3.42
0.002%
48
-6.84
40.05
0.00
6.84
40.05
0.00
0.002%
49
-5.92
40.05
-3.42
5.92
40.05
3.42
0.002%
50
-3.42
-40.05
-5.92
3.42
40.05
5.92
0.002%
I Non -Linear Convergence Results I
Load
Converged?
Number
Displacement
Force
Combination
Of Cycles
Tolerance
Tolerance
I
Yes
6
0.00000001
0.00000001
2
Yes
14
0.00007254
0.00006434
3
Yes
13
0.00011169
0.00011632
4
Yes
17
0.00000001
0.00009453
5
Yes
17
0.00000001
0.00007658
6
Yes
17
0.00000001
0.00009453
7
Yes
17
0.00000001
0.00007658
8
Yes
14
0.00007254
0.00006434
9
Yes
13
0.00011169
0.00011632
10
Yes
17
0.00000001
0.00009453
11
Yes
17
0.00000001
0.00007658
12
Yes
17
0.00000001
0.00009453
13
Yes
17
0.00000001
0.00007658
14
Yes
14
0.00007254
0.00006434
15
Yes
13
0.00011169
0.00011632
16
Yes
17
0.00000001
0.00009453
17
Yes
17
0.00000001
0.00007658
18
Yes
17
0.00000001
0.00009453
19
Yes
17
0.00000001
0.00007658
20
Yes
14
0.00007254
0.00006434
21
Yes
13
0.00011169
0.00011632
22
Yes
17
0.00000001
0.00009453
23
Yes
17
0.00000001
0.00007658
24
Yes
17
0.00000001
0.00009453
25
Yes
17
0.00000001
0.00007658
26
Yes
6
0.00000001
0.00000001
27
Yes
14
0.00000001
0.00011634
28
Yes
14
0.00000001
0.00012280
29
Yes
14
0.00000001
0.00012280
30
Yes
14
0.00000001
0.00011634
31
Yes
14
0.00000001
0.00012280
32
Yes
14
0.00000001
0.00012280
33
Yes
14
0.00000001
0.00011634
34
Yes
14
0.00000001
0.00012280
35
Yes
14
0.00000001
0.00012280
36
Yes
14
0.00000001
0.00011634
37
Yes
14
0.00000001
0.00012280
38
Yes
14
0.00000001
0.00012280
39
Yes
13
0.00000001
0.00003216
40
Yes
13
0.00000001
0.00002799
41
Yes
13
0.00000001
0.00002799
MxTower
Job
Page
0.00000001
4BS0345D
17 of 19
NB+C ES
Project
Date
4435 Waterfront Drive, Suite 100
27126
15:34:15 06/25/15
Glen Allen, VA 23060
Client
Designed by
Phone: (804) 548-4079
FAX:
T -Mobile
Lesley Read
0.00000001
0.00003216
46
42
Yes
13
0.00000001
0.00003216
43
Yes
13
0.00000001
0.00002799
44
Yes
13
0.00000001
0.00002799
45
Yes
13
0.00000001
0.00003216
46
Yes
13
0.00000001
0.00002799
47
Yes
13
0.00000001
0.00002799
48
Yes
13
0.00000001
0.00003216
49
Yes
13
0.00000001
0.00002799
50
Yes
13
0.00000001
0.00002799
Maximum Tower Deflections - Service Wind
I
Section
Elevation
Horz.
Gov.
Tilt
Twist
NO.
Deflection
Load
ft
in
Comb.
o
LI
185-143.92
11.511
42
0.4654
0.0000
L2
148.25 - 119.25
7.978
42
0.4429
0.0000
U
124.17 - 83.42
5.812
42
0.4103
0.0000
LA
89.17 - 41.17
3.101
42
0.3156
0.0000
L5
48-0
0.937
42
0.1734
0.0000
I Critical Deflections and Radius of Curvature - Service Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
Comb. in o ft
130.00 AIR21 B2A/B4P w/mount pipe 42 6.319 0.4206 0.0000 33449
I Maximum Tower Deflections - Design Wind I
Section
Elevation
Horz.
Gov.
Tilt
Twist
No.
Deflection
Load
in
Comb.
o
LI
185-143.92
63.273
2
2.5589
0.0000
L2
148.25 - 119.25
43.850
2
2.4354
0.0000
U
124.17 - 83.42
31 �946
2
2.2561
0.0000
L4
89.17 - 41.17
17.042
2
1.7352
0.0000
L5
48-0
5.148
6
O�9533
0.0000
I Critical Deflections and Radius of Curvature - Design Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in o o ft
130.00 AIR21 B2A/B4P w/mount pipe 2 34.732 2.3126 0.0000 6102
tnxTow,e-,r
Job
Page
Pole Design
4BS0345D
18 of 19
NB+C ES
Project
Date
4435 Waterfront Drive, Suite 100
27126
15:34:15 06/25/15
Glen Allen, VA 23060
Client
Designed by
Phone: (804) 548-4079
FAX.
T -Mobile
Lesley Read
Compression Checks
I Pole Bending Design Data I
Section
Elevation
Size
Pole Design
Data
Ratio
M -Y
+M,
Ratio
No.
M-
Ratio
Section
Ratio
Section
Elevation
size
L
L.
KVr
A
P.
OP.
NO.
185-143.92
TP32.72x24xO.I875
70.18
753.93
0.093
0.00
753.93
0.000
P.
(1)
ft
kip -ft
ft
ft
LI
in2
K
K
�p-
LI
185-143.92
TP32.72x24xO.l875
41.08
0.00
0.0
18.8139
-2.31
1157.53
0.002
(1)
L2
143.92-
TP37.42x3l.42590.3125
U
119.25 - 83.42
T?44.24x35.778IxO.375
807.57
L2
143.92-
TP37.42x3l.425M.3125
29.00
0.00
0.0
35.7973
-8.80
2556.67
0.003
119.25(2)
119.25 - 83.42
TP44.2405.77810.375
L4
83.42 -41.17
TP52.3x42.296xO.4375
1736.76
5186.94
0.335
U
119.25 - 83.42
TP44.2405.77810.375
40.75
0.00
0.0
50.7891
-16.24
3643.49
0.004
83.42 -41.17
(3)
L5
41.17-0(5)
TP60x5O.00l5xO.5
3260.18
8171.44
0.399
0.00
8171.44
L4
83.42 - 41.17
T?52.3x42.296xO.4375
48.00
0.00
0.0
70.0409
-28.51
5004.99
0.006
37.47
(4)
0.011
0.00
16362.83
0.000
L5
41.17-0(5)
T?60x5O.00l5xO.5
48.00
0.00
0.0
94.4265
48.05
6682.26
0.007
I Pole Bending Design Data I
Section
Elevation
Size
M-
+M-
Ratio
M -Y
+M,
Ratio
No.
M-
Ratio
Section
M -Y
size
Actual
V.
kip -ft
kip -ft
W-
kip -ft
kip -ft
w1w
LI
185-143.92
TP32.72x24xO.I875
70.18
753.93
0.093
0.00
753.93
0.000
K
(1)
OK
kip -ft
kip -ft
OL
LI
185-143.92
TP32.72x24xO.I875
L2
143.92-
TP37.42x3l.42590.3125
241.36
1895.91
0.127
0.00
1895.91
0.000
119.25(2)
L2
143.92-
TP37.42x3l.42590.3125
U
119.25 - 83.42
T?44.24x35.778IxO.375
807.57
3194.06
0.253
0.00
3194.06
0.000
(3)
U
119.25 - 83.42
TP44.2405.77810.375
L4
83.42 -41.17
TP52.3x42.296xO.4375
1736.76
5186.94
0.335
0.00
5186.94
0.000
(4)
LA
83.42 -41.17
T?52.3x42.296xO.4375
L5
41.17-0(5)
TP60x5O.00l5xO.5
3260.18
8171.44
0.399
0.00
8171.44
0.000
Pole Shear Design
Data
Ratio
Section
Elevation
size
Actual
V.
Ratio
Actual
OT.
NO.
V.
V.
T.
T.
ft
K
K
-518.77
OK
kip -ft
kip -ft
OL
LI
185-143.92
TP32.72x24xO.I875
3.99
0.007
0.00
1509.69
0.000
(1)
L2
143.92-
TP37.42x3l.42590.3125
13.56
1278.34
0.011
0.00
3796.45
0.000
119.25(2)
U
119.25 - 83.42
TP44.2405.77810.375
18.91
1821.74
0.010
0.00
6395.92
0.000
(3)
LA
83.42 -41.17
T?52.3x42.296xO.4375
26.44
2502.50
0.011
0.00
10386.58
0.000
(4)
L5
41.17-0(5)
TP60x5O.00l5xO.5
37.47
3341.13
0.011
0.00
16362.83
0.000
WxTower
Job 4BS0345D
Page 19 of 19
NB+CES
4435 Waterftont Drive, Suite 100
Project
27126 1
Date
15:34:15 06/25/15
Glen Allen, VA 23060
Phone: (804) 548-4079
FAX.-
Client
T -Mobile
Designed by
I Lesley Read
I Pole Interaction Design Data
Section
Elevation
Ratio
Ratio
Ratio
Ratio
Ratio
Comb.
Allow.
Criteria
No.
Type
P.
M.
M.),
V.
T.
stress
Stress
185-143.92
Pole
T?32.72x24xO. 1875
OP.
W-
W1111
Ov.
7-��
Ratio
Ratio
Pole
Ll
185-143.92
0.002
0.093
0.000
0.007
0.000
0.095
1.000
TP44.24x35.778lxO.375
3
(1)
3643.49
25.7
Pass
LA
83.42 - 41.17
V
TP52.3x42.296xOA375
4.8.2
L2
143.92-
0.003
0.127
0.000
0,011
0.000
0.131
1.000
48.05
6682.26
119.25(2)
Pass
V
4.8.2
U
119.25 - 83.42
0.004
0.253
0.000
0.010
0.000
0.257
1.000
40.6
Pass
(3)
V
40.6
4.8.2
L4
83.42 - 41.17
0.006
0.335
0.000
0.011
0.000
0.341
1.000
(4)
V
4.8.2
L5
41.17-0(5)
0.007
0.399
0.000
0.011
0.000
0.406
1.000
V
4.8.2
I Section Capacity Table I
Section
Elevation
Component
size
critical
P
OP.11-
%
Pass
No.
Type
Element
K
K
Capacity
Fail
Ll
185-143.92
Pole
T?32.72x24xO. 1875
1
-2.31
1157.53
9.5
Pass
L2
143.92 - 119.25
Pole
TP37.42x3l.4259xO.3125
2
-8.80
2556.67
13.1
Pass
U
119.25 - 83.42
Pole
TP44.24x35.778lxO.375
3
-16.24
3643.49
25.7
Pass
LA
83.42 - 41.17
Pole
TP52.3x42.296xOA375
4
-28.51
5004.99
34.1
Pass
L5
41.17-0
Pole
TP60x5O.00l5xO.5
5
48.05
6682.26
40.6
Pass
Summary
Pole (L5)
40.6
Pass
RATING
40.6
Pass
Program Version 6.1.3.1 - 3/21/2014 File://nbcllc/dfs/BB-ES/Projects/T-Mobile/Boston 700 MHz (27126)/4BS0345D/Structw-al/Analysis/4BS0345D TNX.eri
6/252015
Search Results fbr Map
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Search Results
Latitude: 42.6614
Longitude: -71.0994
ASCE 7-10 Windspeeds
(3 -sec peak gust MPH*):
Risk Category 1: 114
Risk Category It: 124
Risk Category III-IV: 135
MRI** 10 - Year: 78
MRI** 25 - Year: 88
MRI** 50 - Year: 95
MR11** 1100 - Year: 100
ASCE 7-05: 101
ASCE 7-93: 83
*MPH(Miles per hour)
MRI Mean Recurrence Interval (years)
Users s hould consult with local building officials
to determine If there are community -specific wind speed
requirements that govern.
I
MR
L ---J Print y-Qur results
AND LABRADOR
ONTARIO (WBEC
NB
WTA
Ottawa
PE
-'C
WISCONSIN AINE�NOVA SCOTIA
Toronto
MICHIGAN VT
Chic I NEW YORK
.pgo MA Boston
)WA -2, CT R10
,. ILLINOIS OHIO PENN Q_ "
ISSOURI INDIANA WEST MO DENJ New York
VIRGINIA
KENTUCKY VIRGINIA
TENNESSEE NORTH
!KANSAS L CAROLINA
MISSISSIPPI SOUTH
i ALAEIAMIA CAROLINA
!0 GEORGIA
,
n Map data @2015 Google, INEGI
WIND SPEED WEB SITE DISCLAIMER:
While the information presented on this web site is believed to be correct, ATC assumes no responsibility or
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applicability by engineers or other licensed professionals. ATC does not intend that the use of this information
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results of the wind speed report provided by this web site. Users of the information from this web site assume all
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building code bodies responsible for building code approval and interpretation for the building site(s) described
by latitude/longitude location in the wind speed report.
Sponsored by the ATC Endowment Fund - Applied Technoloav Council - 201 Redwood Shores Parkway, Suite 240 - Redwood City, California 94065 - (650) 595-1542
htV.Itwindspeed.atcouncii.orgfirKlex.php?op(don=com—content&view=article&jd=10&dec=18dabbxle--42.66139&origitLide=-71.09944&risk_pategory_i=114&risk...
Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Mated
ITIA Rev GlAssumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(F
Site Data
Project #: 27126
Site Name: 48SO345D
Tower Type: 185'Monopole
F Pole Manufacturer: I Other
Anchor Rod Data
Qty:
Diam:
Rod Material:
Strength (Fu):
Yield (Fy):
Bolt Circle:
18
in
ksi
ksi
in
2.25
Other
100
75
r7��6.375
Plate Data
Diam:
Thick:
Grade:
Single -Rod B-eff-.
71.5
in
in
ksi
in
2.5
50
10.58
Stiffener Data (Welding
at
Config:
0
0.5
Weld Type:
Fillet
80
Groove Depth:
0.25
<— Disregard
Groove Angle:
45
' <— Disregard
Fillet H. Weld:
0.375
in
fM V. Weld:
0.375
in
Width:
3
in
Height:
8
in
Thick:
0.75
in
Notch:
0.5
in
Grade:
50
lksi
Weld str.: r-70
I ksi
Pole Data
Diam:
Thick:
Grade:
# of Sides:
Fu
Reinf. Fillet Weld
60
in
in
ksi
"0" IF Round
ksi
1"0" if None
0.5
65
18
80
1 0
Reactions
Mu: 3260
ft -kips
Axial, Pu: 48
kips
Shear, Vu: 37
kips
Eta Factor, n 0.5
TIA G (Fig. 4-4)
FfNo stiffeners, Criteria: I AISC LRED] <-Only Appicable to Unstiffene
Anchor Rod Results
Max Rod (Cu+ Vu/1):
Allowable Axial, (D*Fu*Anet:
Anchor Rod Stress Ratio:
Base Plate Results
Base Plate Stress:
Allowable Plate Stress:
Base Plate Stress Ratio:
137.8 Kips
260.0 Kips
53.0% Pass
Flexural Check
16.3 ksi
45.0 ksi
36.3% Pass
n/a
Stiffener Results
Horizontal Weld: n/a
Vertical Weld: n/a
Plate Flex+Shear, fb/Fb+(fv/Fv)A 2: n/a
Plate Tension+Shear, ft/Ft+(fv/Fv)A 2: n/a
Plate Comp. (AISC Bracket): n/a
Pole Results
Pole Punching Shear Check:
n/a
0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt
— Npigi for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes
CCIplate 1.5 - Circular Base G 1.3, Effective March 19, 2012 Analysis Date: 6/25/2015
(Bearing and Stability Checks) Tool for TIA Rev F or G - Application WR SST with unitbase)
Site Data
Project #: 27126
Site Name: 4SBO345D
Tower Type: 185'Monopole
Loads Alreadv Factored
For P (DL)
2
<--Disregard
For P,V, and M
-1.
1.35
I
<--Disregard
I
(WL)
Round
10
Pad & Pier Data
Base PL Dist. Above Pier:
Pier Dist. Above Grade:
Pad Bearing Depth, D:
Pad Thickness, T:
Pad Width=Length, L:
Pier Cross Section Shape:
Enter Pier Diameter:
Concrete Density:
Pier Cross Section Area:
Pier Height:
Soil (above pad) Height7
0
in
in
ft
ft
ft
-Pull Down
ft
pcf
ftA2
ft
ft
6
7
2.75
29
Round
10
150.0
78.54
4.75
4.25
Soil Parameters
Unit Weight, y:
Ultimate Bearing Capacity, qn:
Strength Reduct. factor, 4):
Angle of Friction, 0:
Undrained Shear Strength, Cu:
Allowable Bearing: 4)*qn:
Passive Pres. Coeff., Kp
100.0
pcf
ksf
degrees
ksf
ksf
6.00
0.75
30.0
.00
0*00
.50
3. 0*0
Forces/Moments due to Wind and Lateral
Soil
Minimum of ((p*Ultimate Pad
Passive Force, Vu):
Pad Force Location Above D:
(�(Passive Pressure Moment):
Factored O.T. M(WL), "1.13W":
Factored OT (MW-Msoil), MI
37.0
kips
ft
ft -kips
ft -kips
1.26
46.73
3537.5
13_4_9_0_77_�ft-kips
Resistance due to Foundation Gravity
Soil Wedge Projection grade, a:
2.45
ft
Sum of Soil Wedges Wt:
40.04
kips
Soil Wedges ecc, K1:
8.40
ft
Ftg+Soil above Pad wt:
726.9
kips
nfactored (Total ftg-soil Wt):
766.96
kips
1.2D. No Soil ;:eg ei s#
920.30
ki S
0.9D. With Soil Wedges
738.26
ki s
Resistance due to Cohesion (NVe lcal)
4)*(l /2*Cu)(Total �. Pla�nes) 0.00 Ikips
Cohesion Force Eccentricity, K21 0.00 Ift
Monopole Base Reaction
Forces
TIA Revision:
G
<--Pull Down
Factored DL Axial, PDu:
0
kips
Factored WL Axial, PWu:
48
kips
Factored WL Shear, Vu:
37
kips
Factored WL Moment, Mu:E__3260__Jft-kips
Diagonal qu=
1.65
Load Factor
Shaft Factored
Loads
1.00
1.2D+1.6W, Pu: 48
kips
0.90
0.9D+1.6W, Pu: 48
kips
1.00
Vu: 37
Mu: 3260
kips
ft -kips
1.2D+1.6W Load Combination. Bearina Results:
(No Soil Wedges)
920.30
P1="1.2D+1.6W"
[Reaction+Conc+Soill
I
(Kips)
Factored "1.6W" Overturning
3490.77
ft -kips
Moment (MW-Msoil), M1
Orthogonal Direction:
eccl = M1/P1 =
3.79
It
Orthogonal qu=
1.67
ksf
qu/4)*qn Ratio=
37-04%
Pass
Diagonal Direction:
ecc2 = (0.707Ml)/Pl
2.68
ft
Diagonal qu=
1.65
ksf
qu/4)*qn Ratio=
36.61%
Pass
Run I - Press Upon Completing All Input
I Overturning Stability Check
0.9Q+1.6W Load Combination, Bearing Results:
(w/ Soil Wed-ges)
[Reaction+Conc+Soill
738.26
P2="0.9D+1.6W"
(Kips)
Factored "1.6W" Overturning
Moment (MW-Msoil) - 0.9(M of
3188.21
ft -kips
Wedge + M of Cohesion), M2
Orthogonal ecc3 = M2/P2 =
Ortho Non Bearing Length,NBL=
Orthogonal qu=
Diagonal qu=
4.32 ft
8.64 ft
1.40 ksf
1.41 ksf
Max Reaction Moment (ft -kips) so that qu=(p*qn = 100%
Capacity Rati g
Actual M: 3260.00
M Orthogonal: 8678.83 37.56% Pass
M Diagonal: 8504.43_ 38.33% Pass
"Bearing/Stability Pier Square Pad" Tool, IBSPSQP, Version 3.0 - Effective 06/27/2011 Analysis Date: 6/25/2015
Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G
Note: Shaft assumed to have ties, not spiral, transverse reinforcing
Site Data
Project#: 27126
Site Name: 4BS0345
Tower Type: 185'Monopole
Loads Already
Factored
For M (WL)
For P (DL)
1.3
at Mu=((�=0.65)Mn=
<--Disregard
<--Disregard
1.3
Comp.
Pier
Concrete:
Pier Diameter
Concrete Area = 7238.2 in 2
Reinforcement.
Clear Cover to Tie= 3.00 in
Horiz. Tie Bar Size=1 5 1
Vert. Cage Diameter = 7.29 ft
Vert. Cage Diameter = 87.48 in
Vertical Bar Size
Bar Diameter = 1.27 in
Bar Area = 1.27 in 2
Number of Bars =
As Total= 48.26 in 2
A s/ Aconc, Rho: 0.0067 0.67%
ACI 10.5, ACI 21.10.4, and IBC 1810.
Min As for Flexural, Tension Controlled, Shafts:
(3)*(Sqrt(fc)/Fy: 0.0027
200 / Fy: 0.0033
Minimum Rho Check:
Actual Req'd Min. Rho:J 0.330% IFiexurai
Provided Rho:r 0-67% 10K
Ref. Shaft Max Axial Ca)acities, cb Max(Pn or Tn):
Max Pu = (�—�0.65) Pn.
Pn per ACI 318 (10-2)
110 �_61kips
G
at Mu=((�=0.65)Mn=
7721.70
Ift-kips
Comp.
Reinforcement yield strain =
0.00207
Max Tu, ((P=0.9) Tn =1
2606.04
1kips
I at Mu=4)=(0.90)Mn=J
0.00
Ift-kip
Maximum Shaft Superimposed
Forces
TIA Revision:
Max. Factored Shaft Mu:
Max. Factored Shaft Pu:
Max Axial Force Type:
G
ft -kips (* Note)
kips
3260
48
Comp.
Ill) Note: Max Shaft Superimposed Moment does not necessarily
equal to the shaft top reaction moment
Load Factor ShakFactored Loads
1.00 Mu:J
1.00 Pu:
3260
Ift-kips
kips
1 48
Material Properties
Concrete Comp. strength, fc =
3000 psi
Reinforcement yield strength, Fy =
60 ksi
Reinforcing Modulus of Elasticity, E =
29000 ksi
Reinforcement yield strain =
0.00207
Limiting compressive strain = F
0-003
ACI 318 Code
Select Analysis ACI Code= 1
2005
Seismic Properties
Seismic Design Category = D
Seismic Risk =
High
Solve <— Press Upon Completing All Input
(Run) I
Results:
M u
Governing Orientation Case: I
Mu
Case 1 Ca
Dist. From Edge to Neutral Axis:
Extreme Steel Strain, et:
et > 0.0050,
Reduction Factor,(p:
16.25 in
0.0139
Tension Controlled
0.900
Output Note: Negative Pu=Tension
For Axial Compression, (p Pn = Pu: 48.00 kips
Drilled Shaft Moment Capacity, (pMn: 8706.95 ft -kips
Drilled Shaft Superimposed Mu: 3260.00 ft -kips
I (Mu1qpMn,_Drilled Shaft Flexure CSR: 1 37.4% 1
Drilled -Shaft -Moment -Capacity, DSMC, Version 1. 1 - Effective 04/01/ 2010 Analysis Date: 6/25/2015
The Commonwealth ofMassachuselts
Department ofludustrialAccidents
I Congress Street, Suite 100
Boston, MA 02114-2017
www.mass.gov1dia
Workers' Compensation insurance Affidavit: General Businesses.
TO BE FILED WITH THE PERMITTING AUTHORITY.
Applicant Information Please Print Legibly
Business/Organization Name: Centerline Communications ILLC
Address:_95 Ryan Drive Suite 1
City/State/Zip: Raynharn, MA 02767 Phone #: 781-713-4725
Are you an employer? Check the appropriate box:
t. R1 I am a employer with 150 employees (full and/
or part-time).*
2.0 1 am a sole proprietor or partnership and have no
employees working for me in any capacity.
[No workers' comp. insurance required]
3.[] We are a cof poration and its officers have exercised
their right of exemption per c. 152, § 1(4), and we have
4 E3 no employees. [No workers' comp. insurance requircdj�
We are a non-profit organization, staffed by volunteers,
with no employees. [No workers' comp. insurance req.]
Business Type (required):
5. Retail
6. Restaurant/Bar/Eating Establishment
7. Office and/or Sales (incl. real estate, auto, etc.)
8. El Non-profit
9. 0 Entertainment
10.[] Manufacturing
I LEI Health Care
12.0 Other Telecom
'Ally applicalittnatctiecks box iv I must also till out the section below showing their workers' compensation policy information.
.117the corporate officers have exempted themselves, but the corporation has other employees, a workers' compensation policy is required and such an
organization should check box #L
I am an employerthatisproviding workers'conipensadon insuranceformy employees. Below is thepolley information.
Insurance Company Name: Chubb Insurance
Insurer's Address: 15 Mountain View Road
City/State/Zip: Warren, NJ 07059
Policy 4 or Self -ins. Lic. # 004 4727679 Expiration Date: 01/01/2016
Attach a copy of the workers' compensation policy declaration page (showing the policy number and expiration date).
Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a
fine up to $1,500.00 and/or one-year imprisonment, as we] I as civil penalties in the form of a STOP WORK ORDER and a fine
of up to $250,00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of
Investigations of the DIA for insurancej&�rage verification.
I
I do hereby
the painsAdPentddes ofperjupy that the information provide4jabovy is true and correct.
Official use a*. Do not write in this area, to be conlpleted by city or town official.
City or Town: Permit/License 9
Issuing Authority (circle one):
1. Board of Health 2. Building Department 3. City/Town Clerk 4. Licensing Board 5. Selectmen's Office
6. Other
Contact Person: Phone#:
www.mass,gov/dia
Information and Instructions
Massachusetts General Laws chapter 152 requires all employers to provide workers' compensation for their employees.
Pursuant to this statute, an employee is defined as "—every person in the service of another under any contract of hire,
express or implied, oral or written,"
An enWloyer is defined as "an individual, partnership, association, corporation or other legal entity, or any two or more
of the foregoing engaged in a joint enterprise, and including the legal representatives of a deceased employer, or the
receiver or trustee of an individual, partnership, association or other legal entity, employing employees. However, the
owner of a dwelling house having not more than three apartments and who resides therein, or the occupant of the
dwelling house of another who employs persons to do maintenance, construction or repair work on such dwelling house
or on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer."
MGL chapter 152, §25C(6) also states that "every state or local licensing agency shall withhold the issuance or
renewal of R license or permit to operate a business or to construct buildings in the commonwealth for any
applicant who has not produced acceptable evidcitce of compliance with the insurance coverage required."
Additionally, MGL chapter 152, §25C(7) states "Neither the commonwealth nor any of its political subdivisions shall
enter into any contract for the performance of public work unfi I acceptable evidence of compliance with the insurance
requirements of this chapter have been presented to the contracting authority."
Applicants
Please fill out the workers' compensation affidavit completely, by checking the boxes that apply to your situation and, if
necessary, supply your insurance company's name, address and phone number along with a certificate of insurance.
Limited Liability Companies (LLQ or Limited Liability Partnerships (LLP) with no employees other than the members
or partners, are not required to carry workers' compensation insurance. If an LLC or LLP does have employees, a policy
is required. Be advised that this affidavit may be submitted to the Department of Industrial Accidents for confirmation of
insurance coverage. Also be sure to sign and date the affidavit. The affidavit should be returned to the city or town
that the application for the permit or license is being requested, not the Department of Industrial Accidents. Should you
have any questions regarding the law or if you are required to obtain a workers' compensation policy, please call the
Department at the number listed below. Self-insured companies should enter their self-insurance license number on the
appropriate line.
City or Town Officials
Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom
of the affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant.
Please be sure to fill in the permit/license number which will be used as a reference number. In addition, an applicant that
must submit multiple permittlicense applications in any given year, need only submit one affidavit indicating current
policy information (if necessary). A copy of the affidavit that has been officially stamped or marked by the city or town
may be provided to the applicant as proof that a valid affidavit is on file for future permits or licenses. A new affidavit
must be filled out each year. Where a home owner or citizen is obtaining a license or permit not related to any business
or commercial venture (i.e. a dog license or permit to bum leaves etc.) said person is NOT required to complete this
affidavit.
The Department's address, telephone and fax number:
The Commonwealth of Massachusetts
Department of Industrial Accidents
I Congress Street
Boston, MA 02114-2017
Tel. # 617-727-4900 ext. 7406 or 1-877-MASSAFE
Fax # 617-727-7749
www.mass.gov/dia
rorm Revised 02-23- 15
0
AC40REY CERTIFICATE OF LIABILITY INSURANCE
DATE MMIDDIYYYY)
I
1 1/7/2015
THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS
CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, E)CrEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES
BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED
REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER.
IMPORTANT: If the certificate holder Is an ADDITIONAL INSURED, the policy(les) must be endorsed. If SUBROGATiON IS WAIVED, subject to
the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the
certificate holder In lieu of such ondorsement(s).
PRODUCER
The Driscoll Agency, Inc.
93 Longwater Circle
P.O. Box 9120
CONTACT
NA E.'_.
FAX
M. Exu:781-681-6656 (A/C. No):781-681-6686
E*MAL
ABDREss:-4bd&driscoliagenry.com
INSURER(S) AFFORDING COVERAGE NAJC #
Norwell MA 02061
INSURER A:Starrindemnity & Liability Co
EACH OCCURRENCE $1,000,000
INSURED 8563
INSURER B:Liberty Mutual Fire Ins Co.
INSURER C -Endurance American Specialty Ins Co tal 8
Centerline Communications, LLC
95 Ryan Drive, Suite I
Raynham MA 02767
INSURER D.ChUbb Indemnity Company
GEN'L AGGREGATE LIMIT APPLIES PER:
,7 POLICY 7X PRO- —1
JECT F OC
PRODUCTS - COMP/OP AGG $2,000,000
INSURER E:
INSURER F:
AUTOMOBILE
X
X
COVERAGES CERTIFICATE NUMBER: 481678464 REVISION NUMBER:
THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD
INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS
CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SU13JECT TO ALL THE TERMS,
EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS.
INSR
LTR
TYPE OF INSURANCE
ADDLSUBR
INSR
WVO
POLICY NUMBER
POLICY EFF
IMMIDD/YYYY11
POLICY EXP
(MMIDDnM`Y)
LIMITS
A
GENERAL LIABILITY
MMERCIAL GENERAL LIABILITY
CLAIMS -MADE X-1 OCCUR
N:7:011
1000090108151
1/1/2015
1/1/2016
EACH OCCURRENCE $1,000,000
DAMAGE TO RENTED
PREMISES (Ea o rrence) $50,000
MED EXP (Any one person) $5,000
PERSONAL & ADV INJURY $1,000,000
GENERAL AGGREGATE $2,000,000
GEN'L AGGREGATE LIMIT APPLIES PER:
,7 POLICY 7X PRO- —1
JECT F OC
PRODUCTS - COMP/OP AGG $2,000,000
$
B
AUTOMOBILE
X
X
LIABILITY
ANY AUTO
ALL OWNED E SCHEDULED
AUTOS AUTOS
NON -OWNED
HIRED AUTOS AUTOS
AS6ZI1261492015
1/1/2015
1/1/2016
COMBINED SINGLE LIMIT
(Ea accident) $1,000,000
BODILY INJURY (Per person) $
BODILY INJURY (Per accident) $
PROPER AMAGE
..Z'D
I (Pe $
C
_�DED
X
UMBRELLA LIAB
EXCESS LIAS
I-
rl
I
OCCUR
CLAIMS -MADE
ELD10004485801
111/2015
1/1/2016
EACH OCCURRENCE $10,000,000
AGGREGATE $10,000,000
I I RETENTION $
$
D
WORKERS COMPENSATION
AND EMPLOYERS'LIABILITY YIN
ANY PROPRIETOR/PARTNER/EXECUTIVE —]
OFFICERIMEMBER EXCLU FN
(Mandatory In NH)
If ns, describe under
D SCRIPTION OF OPERATIONS below
NIA
0044727679
1/1/2015
1/1/2016
.Ry,,. . I JOTH
X I TNC STAT.� ER
E.L. EACH ACCIDENT $1,000,000
E.L. DISEASE - EA EMPLOYEE $1,000,000
E.L. DISEASE - POLICY LIMIT $1,000,000
DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (Attach ACORD 101, Additional Remarks Schedule, H mom space Is required)
For Informational Purpose
95 Ryan Drive Suite 1
Raynham MA 02767 United States
SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE
THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN
ACCORDANCE WITH THE POLICY PROVISIONS.
AUTHORIZED REPRESENTATIVE
@ 1988-2010 ACORD CORPORATION. All rights reserved.
ACORD 25 (2010105) The ACORD name and logo are registered marks of ACORD
Massachusetts - Department of Public Safety
Board of Building Regulations and Standards
Constructi(in SuperNisor
License: CS -081072
PETER R. MORO;--
0 SIB AYE EXr
BeUingham KA 92015F
Expiration
Commissioner 0311612016
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