2017-00299CITY OF MONTICELLO
505 WALNUT STREET
MONTICELLO, MN 55362-
763) 295-3060 FAX: (763) 295-4404
ADDRESS 406 7TH ST E
PIN 155029002070
LEGAL DESC LAURING HILLSIDE TERRACE
LOT 007 BLOCK 00"
PERMIT TYPE BUILDING
PROPERTI' TYPE COMMERCIAL
CONSTRUCTION TYPE .ANTENNA
VALUATION S 8,000.00
NU I I:: "I-I\4OBII.E \\III,I. 131; REPLACING 3 }ZRt i'S AND 3 "f;\IA'S
APPLICANT
GLOBAL SIGNAL ACQUISTIONS III, LLC
2000 CORPORATE DR
CANONSBURG, PA I5317-
724)416-2339
Minnesota State License #: N/A -
OWNER
ALLIED PROPERTY MANAGEMENT
20125 COMMERCIAL BLVD. #1000
ROGERS, MN 55374-
AGREEMENT AND SWORN STATEMENT
I agree that the work will be conducted in conformance with
the ordinances of the Citv of Monticello and \with the
Minnesota State Building Code. I understand that the work
will be in accordance with the plan that has been approved by
the Buildin- Official. I agree that any damage caused to
public property including but not limited to curb, sidewalk,
public utilities and sins will be repaired at my expense.
Applicant
Date
Bldg Official Date
2 0 1 7- 0 0 2 9 9*
DATE ISSUED: 05/10/2017
BUILDING PERMIT FEE 162.45
PLAN REVIEW 105.59
STATE SURCHARGE, BLDG VAL 4.00
TOTAL 272.04
Payment(s)
CHECK 13104 272.04
SEPARATE PERMITS REQUIRED FOR WORK OTI IER THAN DESCRIBED ABOVE.
CITY OF -
Permit No. Mon tfcdo
BUILDING SAFETY Da'te
COMMERCIAL. / INDUSTRIAL BUILDING PERMIT APPLICATION
505 Walnut Street, Suite #1 Monticello, MN 55362 Phone: 763-295-3060 Fax: 763-295-4404
SITE ADDRESS
406 East 7th Street
LEGAL, DESCRIPTION
LOT BLOCK
PLAT
OWNER (Name)
Global Signal Acquisitions III LLC
OWNER'S E-MAIL ADDRESS:
Tina.fedele@crowncastle.com
CONTRACTOR (Name)
CONTRACTOR'S LICENSE NUMBER (IF APPLICABLE)
CONTRACTOR'S E-MAIL ADDRESS:
PI.D. NUMBER
ZONDED
Address) 2000 Corporate Dr
Canonsburg, PA 15317
Tel. No.)
724) 416-2339
Address)
Tel. No.)
ARCHITECT (Name) (Address)
ARCHITECT'S E-MAIL ADDRESS (Tel. No.)
ENGINEER (Name) (Address)
fL 41) ENGINEER'
S E-MAIL ADDRESS: (Tel. No.) J iDl.
1 i.J T-1P DESCRIPTION
OF WORK:
T-
Mobile will be replacing 3 RRU's and 3 TMA's
TYPE OF WORK (Please Circle One)
New
Addition
Alteration
Repair
Move
Other
ADDITIONAL INFORMATION
Valuation: 8000.00
Construction Type: 11 B
Occupancy Group: U
Square Footage:
of Stories:
TYPE OF CONSTRUCTION (Please Circle One)
Commercial
Industrial
Institutional
Multi -Family
Other
Maximum Occupancy:
Fire Suppression: Yes No
MISC. NOTES:
ESTIMATED VALUE OF CONSTRUCTION
8000.000
I hereby apply for a permit for construction as described and acknowledge that the information I have
provided above is complete and accurate. I agree that the work will be conducted in conformance with
the ordinances of the City of Monticello and with the Laws of the State of Minnesota; and that I under-
stand that this application is not a permit and that the work is not to start without a permit. I further un-
derstand that the work will be in accordance with the plan that has been approved by the Building Offi-
cial. I agree that any damage caused to public property including but not limited to curb, sidewalk, pub-
lic utilities and signs will be repaired at my expense.
Applicant Signature ` -k
Print Name / Title ;-. i it -
Date 1/Z),I /!"
Approved by Building Official:
Date Approved:
CITY OF
Moy tice COMMERCIAL & INDUSTRIAL PLAN
111 SUBMISSION MATRIX
BUILDING SAFETY
Project Title: T-Mobile L1900 Project Department Distribution
Project Address: 406 East 7th St
v E
All plans submitted for review must be 24 "x36" size v o
Arch D) or smaller. Larger plans will not be accepted.
41 o
PROJECT TYPE
Check one ° ' w" U W
New BuildingConstruction
2 1 1 la la
BuildingAddition
2 1 1 la la
Interior Remodel/Interior Tenant Build -out (no exterior site work)
2 I 1 0 0 0
Interior Remodel/ Interior Tenant Build -out (with exterior site work.
2 I 1 1 la la
e.g.: parking lot improvements/expansion, utility changes)
Building Demolition 2a 0 0 la la
Site work (parking lot expansion, grading/drainage, etc.) 0 I 1 1 1 1
New Exterior Signage (Wall, monument, pylon, etc) 2 0 1 0 0
Mechanical (HVAC) permit 2 I 0 0 0 0
Plumbing permit (more than 5 fixtures must be reviewed by the state") 2b I 0 0 0 0
Fire Sprinkler or Alarm permit 3 0 0 0
Footnotes:
a. Civil plans only. Building plans not needed
b. Plumbing projects with more than 5 plumbing fixtures must be submitted to the state for review prior to permit issuance. Basic
plumbing fixw" plans may be required with some bu Mzigpennit applications for rdculaOng fzxwmr counts and SAC charges.
C. Site plans with survey required for monument and pylon type signs
d. "Civil Plans" include; site plans, landscape plans, surveys, etc. as needed.
Office use only
s
Date submitted:
1
Distributed by
Plan review submission matrix v2 Feb2014 (2).docx
CCC^ O A, N o Corporate Drive
K V / 'v ' Canonsburg, PA 15317
CASTLE
April 21, 2017
MN - CITY OF MONTICELLO
505 Walnut St. Suite #1, Monticello MN 55362
763-295-4404
RE:
Phone:(724) 743-6378
Fax:(724) 416-4767
www.crowncastle corn
FE OC IL
np a2017
Eligible Facilities Request to modify equipment on a communications tower located at:
406 EAST 7TH STREET, MONTICELLO, MN, 55362
Crown Site Number: 878532 / Crown Site Name: Fi/MONTICELLO/FULFILLMENT SYST
Customer Site Number: AlOo800A / Application Number: 374424
H
Crown Castle USA Inc. ("Crown Castle") on behalf of T-Mobile Central LLC ("T-Mobile") is submitting the attached
Eligible Facilities Request application to modify transmission equipment on a telecommunications tower located at 4o6
EAST 7TH STREET, MONTICELLO, MN 55362 in MN - CITY OF MONTICELLO (the
Fi/MONTICELLO/FULFILLMENT SYST Tower").
Section 6409 of the Middle Class Tax Relief and Job Creation Act of 2012, commonly known as the "Spectrum Act"
Pub. Law No. 112-96, 126 Stat 156), mandates that state and local governments "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." Under federal law, an Eligible Facilities Request is
deemed granted with written notification in sixty (6o) days after an application is filed with a local jurisdiction,
excluding tolling. Based on the submittal date of April 21, 2017, 6o days will expire on June 20, 2017.
T-Mobile proposes to modify the "Fi/MONTICELLO/FULFILLMENT SYST Tower" as follows:
Swapping Antennas and Amplifiers
Itemized list of submittal documents:
1) Commercial Building Application
3) Sets of Construction Drawings
3) Structural Analysis Reports
T-Mobile is committed to working cooperatively with all jurisdictions around the country to secure expeditious approval
of requests to modify existing personal wireless service facilities. If you should require more information regarding the
Spectrum Act, please do not hesitate to contact me with your questions.
Sincerely,
1
Liz Heinauer
Liz. Heinauer@crowneastle.com
724)743-6378
The Foundation for a Wireless World.
Csrown(:astle.com
Date: March 21, 2017
Randy Wofford
Crown Castle
1500 Corporate Drive
Canonsburg, PA 15317
Subject:
Carrier Designation:
Crown Castle Designation
Engineering Firm Designation
Site Data:
Dear Randy Wofford,
BLACK&VEATCH
Building a World of difference,
Black & Veatch Corp.
6800 W 115th St. Suite 2292
Overland Park, KS 66211
913) 458-8145
Structural Analysis Report
T-Mobile Co -Locate
Carrier Site Number:
Crown Castle BU Number:
Crown Castle Site Name:
Crown Castle JDE Job Number:
Crown Castle Work Order Number:
Crown Castle Application Number:
Black & Veatch Corp. Project Number:
A100800A
878532
F1/MONTICELLO/
FULFILLMENT SYST
415814
1379700
374424 Rev. 6
194393
406 East 7TH Street, Monticello, Wright County, MN
Latitude 45' 17' 53.22", Longitude -93° 47' 32.84"
159 Foot - Monopole Tower
Black & Veatch Corp. is pleased to submit this "Structural Analysis 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' and the terms of Crown Castle Purchase Order Number 1015882, in accordance
with application 374424, 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:
LC5: Existing + Proposed Equipment Sufficient Capacity
Note: See Table I and Table II for the proposed and existing loading, respectively.
This analysis has been performed in accordance with the 2012 International Building Code based upon an
ultimate 3-second gust wind speed of 115 mph converted to a nominal 3-second gust wind speed of 89 mph per
section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1.
Exposure Category C with a maximum topographic factor, KZt, of 1.00 and Risk Category II were used in this
analysis. Seismic forces have been evaluated based on Site Class D with spectral response factors SS of
0.053g and S, of 0.025g.
We at Black & Veatch Corp. appreciate the opportunity of providing our continuing professional services to you
and Crown Castle. If you have any questions or need further assistance on this or any other projects please
give us a call. I HEREBY CERTIFY THAT THIS PLAN,
SPECIFICATION, OR REPORT WAS
Structural analysis prepared b : Wara orn Kon rawdYPPYP9
PREPARED BY ME OR UNDER MY
olREcr SUPERVISION AND THAT i
AM A DULY LICENSED PROFESSIONAL
Respectfully submitted by:
ENGINEER UNDER THE LAWS OF THE
STATE OF MINNESOTA.
PRINT NAME: ROA. INS Roble
Evans, P.E. YProfessional
Engineer SIGNATURE:
DATE:
G3'2' 2c " LICENSE# 43119 EXP.
6/18 tnxTower
Report - version 7.0.5.1
159 Ft Monopole Tower Structural Analysis
Project Number 194393, Application 374424, Revision 6
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
Table 2 - Existing Antenna and Cable Information
Table 3 - Design Antenna and Cable Information
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
4.1) Wind Results
Table 5 - Section Capacity (Summary)
Table 6 - Tower Components vs. Capacity
4.2) Seismic Results
4.3) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
March 21, 2017
CCI BU No 878532
Page 2
tnxTower Report - version 7.0.5.1
March 21, 2017
159 Ft Monopole Tower Structural Analysis CCI BU No 878532
Project Number 194393, Application 374424, Revision 6 Page 3
1) INTRODUCTION
This tower is a 159 ft Monopole tower designed by Engineered Endeavors, Inc. in April of 2003. The tower was
originally designed for a wind speed of 85 mph per TIA/EIA-222-F.
The tower has been modified per reinforcement drawings prepared by GPD Associates, in April of 2008.
Reinforcement consists of addition of stiffener plates to existing base plate. This modification is considered as
effective refer to post installation observation letter by GPD Associates in July of 2008.
2) ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G
Structural Standard for Antenna Supporting Structures and Antennas using a 3-second gust wind speed of 89
mph with no ice, 50 mph with 0.75 inch ice thickness and 60 mph under service loads, exposure category C with
topographic category 1 and crest height of 0 feet. Seismic forces have been evaluated based on Site Class D
with spectral response factors Ss of 0.053g and S, of 0.025g.
Table 1 - Proposed Antenna and Cable Information
Center
Number Number Feed
Mounting Une Antenna
of Antenna Model of Feed Line Note
Level (ft) Elevation
Antennas
Manufacturer
Lines Size (in)
ft)
3 andrew
SBNHH-1 D65B w/ Mount
Pipe
137.0 140.0
3 commscope TMAT1921B78-21A
1 1-3/5 1
3 nokia FRBG
Notes:
1) See Appendix B for proposed coax configuration
Table 2 — Existing Antenna and Cable Information
Center
Number Number Feed
Mounting Line
of
Antenna
Antenna Model of Feed Line Note
Level (ft) Elevation
Antennas
Manufacturer
Unes Size (in)
ft)
2 alpha wireless Itd AW3266 w/ Mount Pipe
1 cci tower mounts T-Arm Mount [TA 601-3]
2
SBCHH-1 D90B w/ Mount
commscope
Pipe
1
kmw ET-X-TS-70-16-62-18-iR-
communications RD w/ Mount Pipe
1
kmw ET-X-WM-18-65-8P w/
communications Mount Pipe
157.0 157.0 3 samsung 2.5GHz RRH-V3 3 7/8 1
telecommunications
3 samsung OPTIC FIBER JUNCTION
telecommunications CYLINDER
3 samsung POWER JUNCTION
telecommunications CYLINDER
3 samsung RRH-C2A w/EXT FILTER
telecommunications
3 samsung RRH-P4
telecommunications
tnxTower Report - version 7.0.5.1
159 Ft Monopole Tower Structural Analysis
Project Number 194393, Application 374424, Revision 6
Center
Mounting Line
Number
Antenna
Level (ft) Elevation
of
Manufacturer
Antenna Model
ft)
Antennas
3 andrew ETW20OVS12UB
TMBXX-6517-A2M w/
3 andrew
Mount Pipe
2 nokia FXFB
6 andrew ECC1920-VPUB
140.0 TMBXX-6517-A2M w/
137.0 3 andrew
Mount Pipe
1 andrew VHLP2-11
1 andrew VHLP2-18
3 nokia FRIG
1 raycap ASU9338TYPOl
137.0 1 cci tower mounts Platform Mount [LP 303-1]
1 alcatel lucent 95MPR11-C1281740-220
130.0 130.0 1 andrew VHLPX4-11
1 tower mounts Pipe Mount [PM 601-1]
3 alcatel lucent RRH AWS
3 alcatel lucent RRH-2X40W-700-MHZ
3 alcatel lucent RRH4X25-WCS
6 andrew 641280-DF
120.0 6 cci antennas
HPA-65R-BUU-H8 w/
117.0 Mount Pipe
3 powerwave RA21.7770.00 w/ Mount
technologies Pipe
6 raycap DC2-48-60-0-9E
2 raycap FC12-PC6-10E
117.0 1 cci tower mounts Platform Mount [LP 701-1]
Notes:
1) Existing Equipment
2) Equipment To Be Removed
Table 3 - Design Antenna and Cable Information
Center
Mounting
Number
Line Antenna
Level (ft)
Of
Elevation Manufacturer
Antennas
ft)
160 160 12 DAPA
140 140 12 DAPA
120 120 12 DAPA
100 100 12 DAPA
80 80 12 DAPA
March 21, 2017
CCI BU No 878532
Page 4
Number Feed
of Feed Line Note
Lines Size (in)
12 1-5/8
1
2 3/8
1 3/8 1
12 1-5/8
3 13/16
1 3/8
2 1/4
1
Number Feed
Antenna Model of Feed Line
Lines Size (in)
48000 Panel Antenna - -
48000 Panel Antenna - -
48000 Panel Antenna - -
48000 Panel Antenna - -
48000 Panel Antenna - -
tnxTower Report - version 7.0.5.1
0
159 Ft Monopole Tower Structural Analysis
Project Number 194393, Application 374424, Revision 6
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
Document I
4-GEOTECHNICAL REPORTS
4-TOWER FOUNDATION
DRAWINGS/DESIGN/SPECS
4-TOWER MANUFACTURER
DRAWINGS
4-TOWER REINFORCEMENT
DESIGN/DRAWINGS/DATA
4-POST-MODIFICATION
INSPECTION
4-TOWER STRUCTURAL
ANALYSIS REPORTS
3.1) Analysis Method
Remarks
Terracon
Engineered Endeavors, Inc
Engineered Endeavors, Inc
GPD Associates
GPD Associates
Black & Veatch Corp.
March 21, 2017
CCI BU No 878532
Page 5
Reference I Source
1504987 CCISITES
1621567 CCISITES
1617475 CCISITES
2231372 CCISITES
2286749
6679642
CCISITES
CCISITES
tnxTower (version 7.0.5.1), 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 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) This analysis was performed under the assumption that all information provided to Black &
Veatch is current and correct. This is to include site data, existing/proposed appurtenance
loading, tower/foundation details, and geotechnical data. The existing/proposed loading on the
structure is based on CAD level drawings and carrier applications provided by the owner. If any
of this information is not current and correct, this report should be considered obsolete and
further analysis will be required.
This analysis may be affected if any assumptions are not valid or have been made in error. Black &
Veatch Corp. should be notified to determine the effect on the structural integrity of the tower.
tnxTower Report - version 7.0.5.1
159 Ft Monopole Tower Structural Analysis
Project Number 194393, Application 374424. Revision 6
4) ANALYSIS RESULTS
4.1) Wind Results
Table 5 - Section Capacity (Summary)
Secti I Elevation (ft) I Co Typonent I SaeNoonpe
L1 159 - 133.42 Pole TP21.29xl6x0.188
L2
133.42 -
Pole TP30.213x20.2590.25
87.84
L3 87.84 - 43.29 Pole TP38.8lx28.829x0.313
L4 43.29 - 0 Pole TP47x37.078x0.375
March 21, 2017
CC/ BU No 878532
Page 6
Critical
P K
F•P allow
Pass / Fail
lemEent K) capacity
1 4.644 883.681 29.3 Pass
2 14.270 1644.420 87.3 Pass
3 22.788 2620,030 93.6 Pass
4 35.956 3872.090 85.7 Pass
Summary
Pole (L3) 93.6 Pass
Rating = 93.6 Pass
Table 6 - Tower Component Stresses vs. Ca acity — LC5
Notes I Component Elevation (ft)
Anchor Rods
1
Base Plate
0
Plate Stiffeners
Pole Punching Shear
1 Base Foundation 0
1 Base Foundation Soil Interaction 0
4.2) Seismic Results
Capacity I Pass / Fail
89.3 Pass
33.4 Pass
42.3 Pass
10.7 Pass
73.7 Pass
34.4 Pass
Tower and foundation have been analyzed based on the seismic criteria outlined in section 2 of this
report. Based on the analysis, seismic loading is not governing the tower and foundation stress. Wind
loading governing the tower and foundation stress.
Structure Rating (max from all components) = I 93.6%
Notes:
1) See additional documentation in "Appendix C —Additional Calculations" for calculations supporting the % capacity
consumed.
4.3) Recommendations
The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No
modifications are required at this time.
tnxTower Report - version 7.0.5.1
159 Ft Monopole Tower Structural Analysis
Project Number 194393, Application 374424, Revision 6
APPENDIX A
TNXTOWER OUTPUT
March 21, 2017
CCI BU No 878532
Page 7
tnxTower Report - version 7.0.5.1
1590ft -
I L11,H
DESIGNED APPURTENANCE LOADING
TYPE ELEVATION TYPE ELEVATION
Lightning Rod 1/2" x T 159 (2) ECC1920-VPUB 137
1, 2" Pipe Mount 159 ASU9338TYP0I 137
IT -Arm Mount[TA601-3] 157 - -1MAT1921B78-21A 137-----~
i
2) 6- x 2" Mount Pipe 1157 TMAT1921 B78-21A 137
2) 6' x 2" Mount Pipe 157 TMAT1921 B78-21A 137 2)
6' x 2" Pipe 157 FRBG 137 D9MountSBCHH-108w/Mount Pipe 157 FRBG137 SBCHH-
1 D90B w/ Mount Pipe 157 FRBG 1137 1334ftAW3266
w/ Mount Pipe j157 VHLP2-11 137 AW3266
w/ Mount Pipe 157 137 VHLP2-18 ET-
X-TS-70-16-62-18-iR-RD w/ 157 Pipe Mount [PM 601-1] 130 Mount
Pope 95MPR11-C128F40-220 130 ET-
X-WM-18-65-8Pw/Mount Pipe 157 - VHLPX4-11 130 RRH-
C2A WEXT FILTER 157 2 5" x 14' Flat Handrail 117 III
RRH-
C2Aw/EXT FILTER 157 _ Platorm Mounl [LP 701-i] 117 t
lJ
IX
RRFTC2A
WEXT FILTER 157 6'x7Mount Pipe y
117RRH-
P4 157 _ _ g x 2 Mount Pipe 117 J
RRH-P4 157 6' x 2 Mount Pipe 117 -_ - RRH-
P4 157 HPAb5R-BUU-H8 w/ Mount Pipe 117 n
m POWER
JUNCTION CYLINDER 157 _ _HPASSR-BUU-H8w/Mount Pipe 117 - o
ry
a r,
PT157ION
CYLINDER OWERJUNC_ HPAESR-BUU-HB w/ Mount Pipe 117 - ry M
POWER JUNCTION CYLINDER 157 _ HPA,5R_BUU-HB w/Mount Pipe 117 OPTIC FIBER
JUNCTION 157 HPAESR-BUU-HBw/Mount Pipe 117- CYLINDER HPAESR-
BUU-HB w/Mount Pipe 117 OPTIC FIBER
JUNCTION 157 RA21 7770
00 w/ Mount Pipe 117 CYUNDER 157 - -
RA21
7770.
0ipe 0 w/ MountPOPTICFIBERJUNCTION
117 CYUNDER RA21.
7770
00 w/ Mount Pipe 117 25GHz RRH-V3
157 -J RRH4X25-WCS 117 25GHz RRH-V3
157—RRH4X25-WCS 117 25GHz RRH-V3 ''
157 RRH4X25-WCS 117 Platform Mount ILP
303-1] 137 RRH-2X40W-700-MHZ 1117 1RRH-2X40W-700-
MHZ 5' x 2" Pipe Mount 137 117 87.8 R
RRK2X40W-700-MHZ S'x2"PipeMount137117 - - _ 5' x 2"
Pope Mount 137 RRAWS 117 ry 5'x
2" Pipe Mount 137 - —'RRH AWS G 5' x
2" Pipe Mount 137 RRH AWS 117 _ - SBNHH-1 D65B
w/ Mount Pipe 137 1(2) 641280-DF 117 i SBNHH-1
D658 w/ Mount Pipe 137 (2) 641280.DF 117 SBNHH-1 D65B
w/ Wunt Pipe 137 (2) 641280.DF 117 I TMBXX-6517-
A2M w/ Mount Pipe137 (2) DC248SO-0-9E 1117 117 TMBXX 6517-
A2Mw/ Mount Pipe 4 37 (2) DC218E0.0-9E TMBXX$517-A2M
w/ Mount Pipe 1. (2) DC2-48-60.0-9E FRIG 137 FC72-
PC6-10E 1117 RIG 137 FC12-
PC6-10E 117 ---- m e FRIG
137 '25"x 14'Flat Handrail _ 1117 2 5" x
14' Flt Haandrail 2) ECC1920.VPU8137 _ _ _ 117 1717_— r(2)
ECC1920.VPU8 i137 - 2 5" x 14' Fla[ Hdrail an_ _ _ MATERIAL STRENGTHGRADE
Fy Fu
GRADE Fy 65 Fu A572-
65
ksi
80 k5i TOWER DESIGN NOTES
1 Tower Is
located in Wright County, Minnesota. 43 3 R
2 Tower designed for Exposure C to the TIA-222-G Standard 3. Tower designed
for a 89 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 6 Tower Structure
Class II. ALL REACTIONS 7'
Topographic Category 1with Crest Height of 0 000 ft ARE FACTORED 8. TOWER
RATING: 93 6e AXIAL 69 K a
m
SHEAR MOMENT
10
K
1200 kip-
R TORQUE 4 kip-ft
50 mph WIND - 0
750 in ICE AXIAL 36 K SHEARS `.
MOMENT
27 K!
3144 kip-
ft 0OR TORQUE 14 kip-
tt
f v, - REACTIONS - 89
mph
WIND a a r Black &
Veatch Corp. °b
F1/MONTICELLO/FULFILLMENT SYST (BU #87853, 0 BLACK & VEATCH 6800
W 115th St. Suite 2292 P"I"t 194393 (878532.,379700) Building a world of
difference: Overland Park, KS 66211 Cheat CROWN CASTLE"" Waraporn Kongr_ code A: Pd Scale
Phone (
913) 458-
8145
TIA-222-G a 03/21/17 NTS FAX: (913) 458-8136
Path _ Dwg No E-
1
March 21, 2017
159 Ft Monopole Tower Structural Analysis CCI BU No 878532
Project Number 194393, Application 374424, Revision 6 Page 8
Tower Input Data
There is a pole section.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
2) Tower is located in Wright County, Minnesota.
3) Basic wind speed of 89 mph.
4) Structure Class II.
5) Exposure Category C.
6) Topographic Category 1.
7) Crest Height 0.000 ft.
8) Nominal ice thickness of 0.750 in.
9) Ice thickness is considered to increase with height.
10) Ice density of 56.000 pcf.
11) A wind speed of 50 mph is used in combination with ice.
12) Temperature drop of 50.000 'F.
13) Deflections calculated using a wind speed of 60 mph.
14) A non -linear (P-delta) analysis was used.
15) Pressures are calculated at each section.
16) Stress ratio used in pole design is 1.
17) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are
not considered.
Consider Moments - Legs
Consider Moments - Horizontals
Consider Moments - Diagonals
Use Moment Magnification
v 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)
SR Members Have Cut Ends
SR Members Are Concentric
Section Elevation Section
Length
ft ft
L1 159.000- 25.580
133.420
L2 133.420- 48.750
87.840
L3 87.840-43.290 48.880
L4 43.290-0.000 48.710
Options
Distribute Leg Loads As Uniform
Assume Legs Pinned
Assume Rigid Index Plate
Use Clear Spans For Wind Area
Use Clear Spans For KUr
Retension Guys To Initial Tension
N Bypass Mast Stability Checks
N Use Azimuth Dish Coefficients
Project Wind Area of Appurt.
Autocalc Torque Arm Areas
Add IBC .6D+W Combination
Sort Capacity Reports By Component
Triangulate Diamond Inner Bracing
Treat Feed Line 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
v Consider Feed Line Torque
Include Angle Block Shear Check
Use TIA-222-G Bracing Resist.
Exemption
Use TIA-222-G Tension Splice
Exemption
Poles
Include Shear -Torsion Interaction
Always Use Sub -Critical Flow
Use Top Mounted Sockets
Tapered Pole Section Geometry
Splice Number Top Bottom Wall Bend Pole Grade
Length of Diameter Diameter Thickness Radius
ft Sides in in in in
3.170 18 16.000 21.290 0.188 0.750 A572-65
65 ksi)
4.330 18 20.259 30.213 0.250 1.000 A572-65
65 ksi)
5.420 18 28.829 38.810 0,313 1.250 A572-65
65 ksi)
18 37.078 47.000 0.375 1.500 A572-65
65 ksi)
tnxTower Report - version 7.0.5.1
159 Ft Monopole Tower Structural Analysis
Project Number 194393, Application 374424, Revision 6
Tapered Pole Properties
March 21, 2017
CCI BU No 878532
Page 9
Section Tip Dia. Area 1 r C I/C J VQ IN INA
in In` in' in in in' in' inz in
L1 16.247 9.410 297.267 5.613 8.128 36.573 594.926 4.706 2.486 13.259
21.618 12.559 706.557 7.491 10.815 65,329 1414.044 6.281 3.417 18.224
L2 21.229 15.877 803.136 7.103 10.292 78.037 1607.328 7.940 3.126 12.503
30.679 23.776 2696.747 10.637 15.348 175.704 5397.043 11.890 4.877 19.51
L3 30.171 28.285 2905.891 10.123 14.645 198.421 5815-606 14.145 4.524 14.476
39.409 38.185 7149.768 13.667 19.715 362.647 14308.945 19.096 6.281 20.098
L4 38.771 43.686 7435.147 13.030 18.836 394.736 14880.077 21.847 5.866 15.642
47.725 55.495 15241.657 16.552 23.876 638.367 30503.369 27.753 7.612 20.299
Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle
Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt Stitch Bolt
per face) Ar Spacing Spacing Spacing
Diagonals Horizontals Redundants
ft ft` in in in in
L1 159.000- 1 1 1
133.420
L2 133.420- 1 1 1
87.840
L3 87.840- 1 1 1
43.290
1-4 43.290- 1 1 1
0.000
Feed Line/Linear Appurtenances Entered As Round Or Flat
Description Secto Component Placement Total Number Start/En Width or Perimete Weight
r Type Number Per Row d Diamete r
ft Position r pif
in in
Safety Line 3/8 C Surface Ar 159.000 - 8.000 1 1 0.005 0.375 0.220
CaAa) 0.005
LDF5-50A(7/8") B Surface Ar 157.000 - 8.000 3 3 0.250 1.090 0.330
CaAa) 0.300
AVA7-50(1-5/8) B Surface Ar 137.000 - 8.000 12 6 0.140 2.010 0.700
CaAa) 0.490
FSJ2-50(3/8) B Surface Ar 137.000 - 8.000 2 1 0.490 0.425 0.078
CaAa) 0.500
ASU9325TYP01(1-3/5) B Surface Ar 137.000 - 8.000 1 1 0.100 1.584 1.614
CaAa) 0.140
Feed Line/Linear Appurtenances Entered As Area
Description Face Allow Component Placement Total C,AF, Weight
or Shield Type Number
Leg ft ft/ft plf
LDF2-50(3/8") B No Inside Pole 130.000 - 4.000 1 No Ice 0.000 0.080
1/2" Ice 0.000 0.080
1" Ice 0.000 0.080
LDF1-50A(1/4) C No Inside Pole 117.000 - 4.000 2 No Ice 0.000 0.060
1/2" Ice 0.000 0.060
1" Ice 0.000 0.060
LDF7-50A(1-5/8) C No Inside Pole 117.000 - 4.000 12 No Ice 0.000 0.820
1/2" Ice 0.000 0.820
1" Ice 0.000 0.820
tnxTower Report - version 7.0.5.1
159 Ft Monopole Tower Structural Analysis
Project Number 194393, Application 374424, Revision 6
March 21, 2017
CCI BU No 878532
Page 10
Description Face Allow Component Placement Total CAA,, Weight
or Shield Type Number
Leg ft ftl/ft plf
PWRT-608-S(13/16) C No Inside Pole 117.000 - 4.000 3 No Ice 0.000 0.620
1/2" Ice 0.000 0.620
1" Ice 0.000 0.620
FB-1-9813-034- C No Inside Pole 117.000 - 4.000 1 No Ice 0.000 0.050
XXXXXX(3/8) 1/2" Ice 0.000 0.050
1" Ice 0.000 0.050
Feed Line/Linear Appurtenances Section Areas
Tower Tower Face AR AF CAAA CAA Weight
Sectio Elevation In Face Out Face
n ft If it` ft ft K
L1 159.000-133.420 A 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 12.747 0.000 0.060
C 0.000 0.000 0.959 0.000 0.006
D 0.000 0.000 0.000 0.000 0.000
L2 133.420-87.840 A 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 79.031 0.000 0.512
C 0.000 0.000 1.709 0.000 0.356
D 0.000 0.000 0.000 0.000 0.000
L3 87.840-43.290 A 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 77.245 0.000 0.501
C 0.000 0.000 1.671 0.000 0.539
D 0.000 0.000 0.000 0.000 0.000
L4 43.290-0.000 A 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 61.189 0.000 0.397
C 0.000 0.000 1.323 0.000 0.474
D 0.000 0.000 0.000 0.000 0.000
Feed Line/Linear Appurtenances Section Areas - With Ice
Tower Tower Face Ice AR A- C4A4 CAAA Weight
Sectio Elevation or Thickness In Face Out Face
n ft Leq in It, ft` ft, ft` K
L1 159.000-133.420 A 1.740 0.000 0.000 0.000 0.000 0,000
B 0.000 0.000 30.061 0.000 0.434
C 0.000 0.000 9.861 0.000 0.121
D 0.000 0.000 0.000 0.000 0.000
L2 133.420-87.840 A 1.691 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 167.879 0.000 2.948
C 0.000 0.000 17.571 0.000 0.561
D 0.000 0.000 0.000 0.000 0.000
L3 87.840-43.290 A 1.605 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 162.125 0.000 2.797
C 0.000 0.000 16.739 0.000 0.729
D 0.000 0.000 0.000 0.000 0.000
L4 43.290-0.000 A 1.439 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 125.696 0.000 2.101
C 0.000 0.000 12.653 0.000 0.611
D 0.000 0.000 0.000 0.000 0.000
Feed Line Center of Pressure
Section Elevation CID, CP- CPY CPZ
Ice Ice
It in in in in
L1 159.000-133.420 0.402 0.527 0.659 0.633
L2 133.420-87.840 0.941 1.278 1.121 1.331
L3 87.840-43.290 1,033 1.403 1.338 1.588
tnxTower Report - version 7.0.5.1
159 Ft Monopole Tower Structural Analysis
Project Number 194393, Application 374424. Revision 6
Section Elevation CPx CPZ CPk CP-
Ice Ice
ft in in in in
L4 43.290-0.000 0.935 -1.271 1.345 -1.600
Shielding Factor Ka
Tower Feed Line Description Feed Line Ka Ka
Section Record No. Segment No Ice Ice
Elev.
L1 1 Safety Line 3/8 133.42- 1.0000 1.0000
159.00
11 3 LDF5-50A(7/8") 133.42- 1.0000 1.0000
157.00
1-1 5 AVA7-50(1-5/8) 133.42- 1.0000 1.0000
137.00
L1 6 FSJ2-50(3/8) 133.42- 1.0000 1.0000
137.00
L1 7 ASU9325TYP01(1-3/5) 133.42- 1.0000 1.0000
137.00
L2 1 Safety Line 3/8 87.84- 1.0000 1.0000
133.42
L2 3 LDF5-50A(7/8") 87.84- 1.0000 1.0000
133.42
L2 5 AVA7-50(1-5/8) 87.84- 1.0000 1.0000
133.42
L2 6 FSJ2-50(3/8) 87.84- 1.0000 1.0000
133.42
L2 7 ASU9325TYP01(1-3/5) 87.84- 1.0000 1.0000
133.42
L3 1 Safety Line 3/8 43.29 - 1.0000 1.0000
87.84
L3 3 LDF5-50A(7/8") 43.29 - 1.0000 1.0000
87.84
L3 5 AVA7-50(1-5/8) 43.29 - 1.0000 1.0000
87.84
L3 6 FSJ2-50(3/8) 43.29 - 1.0000 1.0000
87.84
L3 7 ASU9325TYP01(1-3/5) 43.29- 1.0000 1.0000
87.84
Discrete Tower Loads
March 21, 2017
CCI BU No 878532
Page 11
Description Face Offset Offsets: Azimuth Placement CAAA C4A4 Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ftZ ft2 K
ft
ft
Lightning Rod 1/2" x 7' C From Leg 4.000 0.000 159.000 No Ice 0.350 0.350 0.031
0.000 1/2" 1.063 1.063 0.035
3.500 Ice 1.792 1.792 0.044
1" Ice
2' x 2" Pipe Mount C From Leg 4.000 0.000 159.000 No Ice 0.023 0.023 0.007
0.000 1/2" 0.049 0.049 0.008
0.000 Ice 0.085 0.085 0.009
1" Ice
T-Arm Mount [TA 601-3] C None 0.000 157.000 No Ice 10.900 10.900 0.726
tnxTower Report - version 7.0.5.1
159 Ft Monopole Tower Structural Analysis
Project Number 194393, Application 374424, Revision 6
March 21, 2017
CCI BU No 878532
Page 12
Description Face Offset Offsets: Azimuth Placement CAAA CA, Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft` ft` K
ft
ft
1/2" 14.650 14.650 0.926
Ice 18.400 18.400 1.125
1" Ice
2) 6' x 2" Mount Pipe A From Leg 4.000 0.000 157.000 No Ice 1.425 1.425 0.022
0.000 1/2" 1.925 1.925 0.033
0.000 Ice 2.294 2.294 0.048
1" Ice
2) 6' x 2" Mount Pipe B From Leg 4.000 0.000 157.000 No Ice 1.425 1.425 0.022
0.000 1/2" 1.925 1.925 0.033
0.000 Ice 2.294 2.294 0.048
1" Ice
2) 6' x 2" Mount Pipe C From Leg 4.000 0.000 157.000 No Ice 1.425 1.425 0.022
0.000 1/2" 1.925 1.925 0.033
0.000 Ice 2.294 2.294 0.048
1" Ice
SBCHH-1D90B wl Mount A From Leg 4.000 40.000 157,000 No Ice 8.386 7.084 0.076
Pipe 2.000 112" 8.950 8.275 0.145
0.000 Ice 9.480 9.188 0.222
1" Ice
SBCHH-1 D90B wl Mount C From Leg 4.000 90.000 157,000 No Ice 8.386 7.084 0.076
Pipe 2.000 1/2" 8.950 8.275 0.145
0.000 Ice 9.480 9.188 0.222
1" Ice
AW3266 w/ Mount Pipe A From Leg 4.000 40.000 157,000 No Ice 6.091 3.950 0.056
2.000 1/2" 6.529 4.708 0.103
0.000 Ice 6.961 5.403 0.157
1" Ice
AW3266 w/ Mount Pipe C From Leg 4.000 90.000 157.000 No Ice 6.091 3.950 0.056
2.000 1/2" 6.529 4.708 0.103
0.000 Ice 6.961 5.403 0.157
1" Ice
ET-X-TS-70-16-62-18-iR- B From Leg 4.000 75.000 157.000 No Ice 8.504 6.487 0.068
RD w/ Mount Pipe 2.000 112" 9.073 7.687 0.134
0.000 Ice 9.611 8.618 0.209
1" Ice
ET-X-WM-18-65-8P w/ B From Leg 4.000 75.000 157.000 No Ice 6.921 4.431 0.059
Mount Pipe 2.000 1/2" 7.403 5.324 0.111
0.000 Ice 7,868 6.081 0.171
1" Ice
RRH-C2A w/EXT FILTER A From Leg 4.000 0.000 157.000 No Ice 2.646 4.750 0.052
0.000 1/2" 2.868 5.022 0.090
0.000 Ice 3.097 5.302 0.132
1" Ice
RRH-C2A w/EXT FILTER B From Leg 4.000 0.000 157.000 No Ice 2.646 4.750 0.052
0.000 1/2" 2.868 5.022 0.090
0.000 Ice 3.097 5.302 0.132
1" Ice
RRH-C2A w/EXT FILTER C From Leg 4.000 0.000 157.000 No Ice 2.646 4.750 0.052
0.000 1/2" 2.868 5.022 0.090
0.000 Ice 3.097 5.302 0.132
1" Ice
RRH-P4 A From Leg 4.000 0.000 157.000 No Ice 2.735 1.789 0.060
0.000 112" 2.948 1.968 0.083
0.000 Ice 3.168 2.158 0.109
1" Ice
RRH-P4 B From Leg 4.000 0.000 157.000 No Ice 2.735 1.789 0.060
0.000 1/2" 2.948 1.968 0.083
0.000 Ice 3.168 2.158 0.109
1" Ice
RRH-P4 C From Leg 4.000 0.000 157.000 No Ice 2.735 1.789 0.060
0.000 1/2" 2.948 1.968 0.083
0.000 Ice 3.168 2.158 0.109
1" Ice
POWER JUNCTION A From Leg 4.000 0.000 157.000 No Ice 0.369 0.369 0.003
CYLINDER 0.000 1/2" 0.453 0.453 0.007
tnxTower Report - version 7.0.5.1
159 Ft Monopole Tower Structural Analysis
Project Number 194393, Application 374424, Revision 6
March 21, 2017
CCI BU No 878532
Page 13
Descnption Face Offset Offsets: Azimuth Placement CIA4 C4A4 Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft` ft K
ft
ft
0.000 Ice 0.547 0.547 0.013
1" Ice
POWER JUNCTION B From Leg 4.000 0.000 157.000 No Ice 0.369 0.369 0.003
CYLINDER 0.000 1/2" 0.453 0.453 0.007
0.000 Ice 0.547 0.547 0.013
1" Ice
POWER JUNCTION C From Leg 4.000 0.000 157.000 No Ice 0.369 0.369 0.003
CYLINDER 0.000 112" 0.453 0.453 0.007
0.000 Ice 0.547 0.547 0.013
V Ice
OPTIC FIBER JUNCTION A From Leg 4.000 0.000 157.000 No Ice 0.389 0.389 0.002
CYLINDER 0.000 1/2" 0.475 0.475 0.006
0.000 Ice 0.570 0.570 0.012
1" Ice
OPTIC FIBER JUNCTION B From Leg 4.000 0.000 157.000 No Ice 0.389 0.389 0.002
CYLINDER 0.000 112" 0.475 0.475 0.006
0.000 Ice 0,570 0.570 0.012
1" Ice
OPTIC FIBER JUNCTION C From Leg 4.000 0.000 157.000 No Ice 0.389 0.389 0.002
CYLINDER 0.000 1/2" 0.475 0.475 0,006
0.000 Ice 0.570 0.570 0.012
1" Ice
2.5GHz RRH-V3 A From Leg 4,000 0.000 157.000 No Ice 2.402 1.221 0.060
0.000 1/2" 2.596 1.363 0.081
0.000 Ice 2.796 1.513 0.105
1" Ice
2.5GHz RRH-V3 B From Leg 4.000 0.000 157.000 No Ice 2.402 1.221 0.060
0.000 112" 2.596 1.363 0.081
0.000 Ice 2.796 1.513 0.105
1" Ice
2.5GHz RRH-V3 C From Leg 4.000 0.000 157.000 No Ice 2.402 1.221 0,060
0.000 1/2" 2.596 1.363 0.081
0.000 Ice 2.796 1.513 0.105
1" Ice
Platform Mount [LP 303-1] C None 0.000 137.000 No Ice 14.660 14.660 1.250
1/2" 18.870 18.870 1.481
Ice 23.080 23.080 1.713
1" Ice
5' x 2" Pipe Mount A From Face 4.000 0.000 137.000 No Ice 1.000 1.000 0.029
0.000 1/2" 1.393 1.393 0.037
0.000 Ice 1.703 1.703 0.048
1" Ice
S x 2" Pipe Mount B From Face 4.000 0.000 137.000 No Ice 1.000 1.000 0.029
0.000 1/2" 1.393 1.393 0.037
0.000 Ice 1.703 1.703 0.048
1" Ice
5' x 2" Pipe Mount C From Face 4.000 0.000 137.000 No Ice 1.000 1.000 0.029
0.000 1/2" 1.393 1.393 0.037
0.000 Ice 1.703 1.703 0.048
1" Ice
5' x 2" Pipe Mount A From Face 4.000 0.000 137.000 No Ice 1.000 1.000 0.029
2.000 1/2" 1.393 1.393 0.037
0.000 Ice 1.703 1.703 0.048
1" Ice
5' x 2" Pipe Mount B From Face 4.000 0.000 137.000 No Ice 1.000 1.000 0.029
2.000 1/2" 1.393 1.393 0.037
0.000 Ice 1.703 1.703 0.048
1" Ice
SBNHH-1 D65B w/ Mount A From Face 4.000 40.000 137.000 No Ice 8.397 7.071 0.066
Pipe 6.000 1/2" 8.960 8.260 0.135
3.000 Ice 9.490 9.170 0.212
1" Ice
SBNHH-1 D65B w/ Mount B From Face 4.000 40.000 137.000 No Ice 8.397 7.071 0.066
Pipe 6.000 1/2" 8.960 8.260 0.135
tnxTower Report - version 7.0.5.1
159 Ft Monopole Tower Structural Analysis
Project Number 194393, Application 374424, Revision 6
March 21, 2017
CCI BU No 878532
Page 14
Description Face Offset Offsets: Azimuth Placement CAA, CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft` ft, K
It
It
3.000 Ice 9.490 9.170 0.212
1'' Ice
SBNHH-1 D65B w/ Mount C From Face 4.000 40.000 137.000 No Ice 8.397 7.071 0.066
Pipe 6.000 1/2" 8.960 8.260 0.135
3.000 Ice 9.490 9.170 0.212
1" Ice
TMBXX-6517-A2M w/ A From Face 4.000 40.000 137.000 No Ice 8.765 6.963 0.071
Mount Pipe 6.000 1/2" 9.342 8.182 0.140
3.000 Ice 9.889 9.144 0.218
1" Ice
TMBXX-6517-A2M w/ B From Face 4.000 40.000 137.000 No Ice 8.765 6.963 0.071
Mount Pipe 6.000 1/2" 9.342 8.182 0.140
3.000 Ice 9.889 9.144 0.218
1" Ice
TMBXX-6517-A2M w/ C From Face 4.000 40.000 137.000 No Ice 8.765 6.963 0.071
Mount Pipe 6.000 1/2" 9.342 8.182 0.140
3.000 Ice 9.889 9.144 0.218
1" Ice
FRIG A From Face 4.000 0.000 137.000 No Ice 2.394 0.968 0.057
0.000 1/2" 2.587 1.105 0.075
3.000 Ice 2.788 1.248 0.095
1" Ice
FRIG B From Face 4.000 0.000 137.000 No Ice 2.394 0.968 0.057
0.000 1/2" 2.587 1.105 0.075
3.000 Ice 2.788 1.248 0.095
1" Ice
FRIG C From Face 4.000 0.000 137.000 No Ice 2.394 0.968 0.057
0.000 1/2" 2.587 1.105 0.075
3.000 Ice 2.788 1.248 0.095
1" Ice
2) ECC1920-VPUB A From Face 4.000 0.000 137.000 No Ice 0.462 0.179 0.008
0.000 1/2" 0.549 0.239 0.012
3.000 Ice 0.643 0.308 0.017
1" Ice
2) ECC1920-VPUB B From Face 4.000 0.000 137.000 No Ice 0.462 0.179 0.008
0.000 1/2" 0.549 0.239 0.012
3.000 Ice 0.643 0.308 0.017
1" Ice
2) ECC1920-VPUB C From Face 4.000 0.000 137.000 No Ice 0.462 0.179 0.008
0.000 1/2" 0.549 0.239 0.012
3.000 Ice 0.643 0.308 0.017
1" Ice
ASU9338TYP0l C From Face 4.000 0.000 137.000 No Ice 3.203 1.027 0.019
0.000 1/2" 3.425 1.171 0.040
3.000 Ice 3.654 1.322 0.065
1" Ice
TMAT1921B78-21A A From Face 4.000 0.000 137.000 No Ice 0.652 0.300 0.018
0.000 1/2" 0.755 0.376 0.023
3.000 Ice 0.864 0.459 0.030
1" Ice
TMAT 1921 B78-21 A B From Face 4.000 0.000 137.000 No Ice 0.652 0.300 0.018
0.000 1/2" 0.755 0.376 0.023
3.000 Ice 0.864 0.459 0.030
1" Ice
TMAT19211378-21A C From Face 4.000 0.000 137.000 No Ice 0.652 0.300 0.018
0.000 1/2" 0.755 0.376 0.023
3.000 Ice 0.864 0.459 0.030
1" Ice
FRBG A From Face 4.000 0.000 137.000 No Ice 2.405 1.253 0.053
0.000 1/2" 2.605 1.413 0.071
3.000 Ice 2.814 1.580 0.092
1" Ice
FRBG B From Face 4.000 0.000 137.000 No Ice 2.405 1.253 0.053
0.000 1/2" 2.605 1.413 0.071
3.000 Ice 2.814 1.580 0.092
tnxTower Report - version 7.0.5 1
159 Ft Monopole Tower Structural Analysis
Project Number 194393, Application 374424, Revision 6
Description Face Offset Offsets: Azimuth Placement C4A4 C4AA
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft2 ft'
ft °
ft
FRBG C From Face 4.000 0.000
0.000
3.000
Pipe Mount [PM 601-11 C From Leg 0.000
0.000
0.000
95MPR11-C128F40-220 C From Leg 1.000
0.000
0.000
2.5" x 14' Flat Handrail
2.5" x 14' Flat Handrail
2.5" x 14' Flat Handrail
2.5" x 14' Flat Handrail
A From Leg 4.000
0.000
3.000
B From Leg 4.000
0.000
3.000
C From Leg 4.000
0.000
3.000
D From Leg 4,000
0.000
3.000
Platform Mount [LP 701 -1 ] C None
6' x 2" Mount Pipe
6' x 2" Mount Pipe
6' x 2" Mount Pipe
HPA-65R-BUU-H8 w/
Mount Pipe
HPA-65R-BUU-H8 w/
Mount Pipe
HPA-65R-BUU-H8 w/
Mount Pipe
HPA-65R-BUU-H8 w/
Mount Pipe
HPA-65R-BUU-H8 w/
Mount Pipe
0.000
0.000
0.000
0.000
0.000
0.000
0.000
A From Face 4.000 0.000
3.000
0.000
A From Leg 4.000 0.000
3.000
0.000
B From Leg 4.000 0.000
3.000
0.000
A From Face 4.000 40.000
7.000
3.000
A From Leg 4.000 20.000
7.000
3.000
B From Leg 4.000 55.000
7.000
3.000
A From Face 4.000 40.000
3.000
3.000
A From Leg 4.000 20.000
3.000
March 21, 2017
CCI BU No 878532
Page 15
1" Ice
137.000 No Ice 2.405 1.253
1/2" 2,605 1.413
Ice 2.814 1.580
1" Ice
130.000 No Ice 3.000 0.900
1/2" 3.740 1.120
Ice 4.480 1.340
1" Ice
130.000 No Ice 0.900 0.453
1/2" 1.020 0.545
Ice 1.148 0.648
1" Ice
117.000 No Ice 4.080 0.120
1/2" 5.400 0.360
Ice 6.840 0.720
1" Ice
117.000 No Ice 4.080 0.120
1/2" 5.400 0.360
Ice 6.840 0.720
1" Ice
117,000 No Ice 4.080 0.120
1/2" 5.400 0.360
Ice 6.840 0.720
1" Ice
117.000 No Ice 4,080 0.120
1/2" 5.400 0.360
Ice 6.840 0.720
1" Ice
117.000 No Ice 59.150 59.150
1/2" 71.120 71.120
Ice 83.090 83.090
1" Ice
117.000 No Ice 1.425 1.425
1/2" 1.925 1.925
Ice 2.294 2.294
1" Ice
117.000 No Ice 1.425 1.425
1/2" 1.925 1.925
Ice 2.294 2.294
1" Ice
117.000 No Ice 1,425 1.425
1/2" 1.925 1.925
Ice 2.294 2.294
1" Ice
117.000 No Ice 13.213 9.582
1/2" 13.899 11.052
Ice 14.587 12.496
1" Ice
117,000 No Ice 13.213 9.582
1/2" 13.899 11.052
Ice 14.587 12.496
1" Ice
117.000 No Ice 13.213 9.582
1/2" 13.899 11.052
Ice 14.587 12.496
1" Ice
117.000 No Ice 13.213 9.582
1/2" 13.899 11.052
Ice 14.587 12.496
1" Ice
117.000 No Ice 13.213 9.582
1/2" 13.899 11.052
Weight
K
0.053
0.071
0.092
0.065
0.079
0.093
0.012
0.019
0.028
0.144
0.168
0.200
0.144
0.168
0.200
0.144
0.168
0.200
0.144
0.168
0.200
2.750
3.424
4.099
0.022
0.033
0.048
0.022
0.033
0.048
0.022
0.033
0.048
0.100
0.196
0.303
0.100
0.196
0.303
0.100
0.196
0.303
0.100
0.196
0.303
0.100
0.196
tnxTower Report - version 7.0.5.1
March 21, 2017
159 Ft Monopole Tower Structural Analysis CCI BU No 878532
Project Number 194393, Application 374424, Revision 6 Page 16
Descnption Face Offset Offsets: Azimuth Placement C-AA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
It ft ft' ft K
ft
ft
3.000 Ice 14.587 12.496 0.303
1" Ice
HPA-65R-BUU-H8 w/ B From Leg 4.000 55.000 117.000 No Ice 13.213 9.582 0.100
Mount Pipe 3.000 1/2" 13.899 11.052 0.196
3.000 Ice 14.587 12.496 0.303
1" Ice
RA21.7770.00 w/ Mount A From Face 4.000 40.000 117.000 No Ice 6.766 5.002 0.060
Pipe 7.000 1/2" 7.261 5.960 0.114
3.000 Ice 7.735 6.747 0.175
1" Ice
RA21.7770.00 w/ Mount A From Leg 4.000 20.000 117.000 No Ice 6.766 5.002 0.060
Pipe 7.000 1/2" 7.261 5.960 0.114
3.000 Ice 7.735 6.747 0.175
1" Ice
RA21.7770.00 w/ Mount B From Leg 4.000 55.000 117.000 No Ice 6.766 5.002 0.060
Pipe 7.000 112" 7.261 5.960 0.114
3.000 Ice 7.735 6.747 0.175
1" Ice
RRH4X25-WCS A From Face 4.000 0.000 117.000 No Ice 3.165 2.379 0.070
0.000 112" 3.400 2.598 0.096
3.000 Ice 3.648 2.824 0.126
1" Ice
RRH4X25-WCS A From Leg 4.000 0.000 117.000 No Ice 3.165 2.379 0.070
0.000 1/2" 3.400 2.598 0.096
3.000 Ice 3.648 2.824 0.126
1" Ice
RRH4X25-WCS B From Leg 4.000 0.000 117.000 No Ice 3.165 2.379 0.070
0.000 1/2" 3.400 2.598 0.096
3.000 Ice 3.648 2.824 0.126
1" Ice
RRH-2X40W-700-MHZ A From Face 4.000 0.000 117.000 No Ice 2.758 1.658 0.052
0.000 1/2" 2.964 1.827 0.076
3.000 Ice 3.178 2.004 0.103
1" Ice
RRH-2X40W-700-MHZ A From Leg 4.000 0.000 117.000 No Ice 2.758 1.658 0.052
0.000 112" 2.964 1.827 0.076
3.000 Ice 3.178 2.004 0.103
1" Ice
RRH-2X40W-700-MHZ B From Leg 4.000 0.000 117.000 No Ice 2.758 1.658 0.052
0.000 1/2" 2.964 1.827 0.076
3.000 Ice 3.178 2.004 0.103
1" Ice
RRH AWS A From Face 4.000 0.000 117.000 No Ice 2.500 1.894 0.043
0.000 1/2" 2.709 2.079 0.065
3.000 Ice 2.926 2.272 0.090
1" Ice
RRH AWS A From Leg 4.000 0.000 117.000 No Ice 2.500 1.894 0.043
0.000 1/2" 2.709 2.079 0.065
3.000 Ice 2.926 2.272 0.090
1" Ice
RRH AWS B From Leg 4.000 0.000 117.000 No Ice 2.500 1.894 0.043
0.000 1/2" 2.709 2.079 0.065
3.000 Ice 2.926 2.272 0.090
1" Ice
2) 641280-DF A From Face 4.000 0.000 117.000 No Ice 0.444 0.127 0.004
0.000 1/2" 0.529 0.180 0.008
3.000 Ice 0.621 0.241 0.012
1" Ice
2) 641280-DF A From Leg 4.000 0.000 117.000 No Ice 0.444 0.127 0.004
0.000 1/2" 0.529 0.180 0.008
3.000 Ice 0.621 0.241 0.012
1" Ice
2) 641280-DF B From Leg 4.000 0.000 117.000 No Ice 0.444 0.127 0.004
0.000 1/2" 0.529 0.180 0.008
3.000 Ice 0.621 0.241 0.012
tnxTower Report - version 7.0.5.1
159 Ft Monopole Tower Structural Analysis
Project Number 194393, Application 374424, Revision 6
Description Face Offset Offsets: Azimuth Placement
or Type Horz Adjustmen
Leg Lateral t
Vert
ft ft
ft °
ft
March 21, 2017
CCI BU No 878532
Page 17
CAAA CAAA Weight
Front Side
ft, ft` K
1" Ice
2) DC2-48-60-0-9E A From Face 4.000 0.000 117.000 No Ice 0.995 0.544 0.016
0.000 112" 1.120 0.640 0.025
3.000 Ice 1.253 0.744 0.037
1" Ice
2) DC2-48-60-0-9E A From Leg 4.000 0.000 117.000 No Ice 0.995 0.544 0.016
0.000 1/2" 1.120 0.640 0.025
3.000 Ice 1.253 0.744 0.037
1" Ice
2) DC2-48-60-0-9E B From Leg 4.000 0.000 117.000 No Ice 0.995 0.544 0.016
0.000 1/2" 1.120 0.640 0.025
3.000 Ice 1.253 0.744 0.037
1" Ice
FC12-PC6-10E A From Leg 4.000 0.000 117-000 No Ice 2.098 0.858 0.020
0.000 1/2" 2.278 0.985 0.037
3.000 Ice 2.466 1.119 0.056
1" Ice
FC12-PC6-10E B From Leg 4.000 0.000 117,000 No Ice 2.098 0.858 0.020
0.000 1/2" 2.278 0.985 0.037
3.000 Ice 2.466 1.119 0.056
1" Ice
Dishes
Description Face Dish Offset Offsets Azimuth 3 dB Elevation Outside Aperture Weight
or Type Type Horz Adjustment Beam Diameter Area
Leg Lateral Width
Vert
ft ft ft ft' K
VHLP2-11 A Paraboloid w/o From 4.000 57.000 137.000 2.170 No Ice 3.700 0.030
Radome Leg 2.000 1/2" Ice 3.990 0.050
3.000 1" Ice 4.280 0.070
VHLP2-18 B Paraboloid From 4.000 16.000 137.000 2.167 No Ice 3.690 0.043
w/Shroud (HP) Leg 2.000 1/2" Ice 3.980 0.063
3.000 1" Ice 4.270 0.084
VHLPX4-11 C Paraboloid w/o From 1.000 47.000 130.000 4.233 No Ice 14.080 0.101
Radome Leg 0.000 1/2" Ice 14.630 0.180
0.000 1" Ice 15.190 0.250
Comb.
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 45 deg - No Ice
5 0.9 Dead+1.6 Wind 45 deg - No Ice
6 1.2 Dead+1.6 Wind 90 deg - No Ice
7 0.9 Dead+1.6 Wind 90 deg - No Ice
8 1.2 Dead+1.6 Wind 135 deg - No Ice
9 0.9 Dead+1.6 Wind 135 deg - No Ice
10 1.2 Dead+1.6 Wind 180 deg - No Ice
11 0.9 Dead+1.6 Wind 180 deg - No Ice
12 1.2 Dead+1.6 Wind 225 deg - No Ice
tnxTower Report - version 7.0.5.1
Load Combinations
Description
159 Ft Monopole Tower Structural Analysis
Project Number 194393, Application 374424, Revision 6
March 21, 2017
CC/ BU No 878532
Page 18
Comb. Description
No
13 0.9 Dead+1.6 Wind 225 deg - No Ice
14 1.2 Dead+1.6 Wind 270 deg - No Ice
15 0.9 Dead+1.6 Wind 270 deg - No Ice
16 1.2 Dead+1.6 Wind 315 deg - No Ice
17 0.9 Dead+1.6 Wind 315 deg - No Ice
18 1.2 Dead+1.0 Ice+1.0 Temp
19 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp
20 1.2 Dead+1.0 Wind 45 deg+1.0 Ice+1.0 Temp
21 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp
22 1.2 Dead+1.0 Wind 135 deg+1.0 Ice+1.0 Temp
23 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp
24 1.2 Dead+1.0 Wind 225 deg+1.0 Ice+1.0 Temp
25 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp
26 1.2 Dead+1.0 Wind 315 deg+1.0 Ice+1.0 Temp
27 Dead+Wind 0 deg - Service
28 Dead+Wind 45 deg - Service
29 Dead+Wind 90 deg - Service
30 Dead+Wind 135 deg - Service
31 Dead+Wind 180 deg - Service
32 Dead+Wind 225 deg - Service
33 Dead+Wind 270 deg - Service
34 Dead+Wind 315 deg - Service
Maximum Reactions
Location Condition Gov. Vertical Horizontal, X Horizontal, Z
Load K K K
Comb.
Pole Max. Vert 25 69.314 9.787 0.001
Max. H. 14 35.988 27.294 0.067
Max. H, 2 35.988 0.205 24.870
Max. M, 2 2861.640 0.205 24.870
Max. M, 6 3106.099 27.017 0.077
Max. Torsion 7 14.088 27.017 0.077
Min. Vert 5 26.991 18.242 17.692
Min. Hx 6 35.988 27.017 0.077
Min. H, 10 35.988 0.200-24.861
Min. Mx 10-2840.369 0.200 24.861
Min. M, 14-3144.247 27.294 0.067
Min. Torsion 15-12.985 27.294 0.067
Tower Mast Reaction Summary
Load Vertical Shear, Shear_ Overturning Overturning Torque
Combination Moment, M, Moment, M.
K K K kip-ft kip-ft kip-ft
Dead Only 29.990 -0.000 0.000 -8.345 0.313 -0.001
1.2 Dead+1.6 Wind 0 deg - 35.988 0.205 24.870-2861.640 30.448 -3.186
No Ice
0.9 Dead+1.6 Wind 0 deg - 26.991 0.205 24.870-2813.009 29.997 -3.152
No Ice
1.2 Dead+1.6 Wind 45 deg - 35.988 18.242 17.692-2040.546 2111.308-11.979
No Ice
0.9 Dead+1.6 Wind 45 deg - 26.991 18.242 17.692-2005.189 2077.261-11.983
No Ice
1.2 Dead+1.6 Wind 90 deg - 35.988 27.017 0.077-21.794 3106.099-14.048
No Ice
0.9 Dead+1.6 Wind 90 deg - 26.991 27.017 0.077-18.936 3056.436-14.088
No Ice
1.2 Dead+1.6 Wind 135 deg 35.988 19.215 18.522 2096.403 2207.973 -9.241
No Ice
0.9 Dead+1.6 Wind 135 deg 26.991 19.215 18.522 2065-488 2172.722 -9.294
No Ice
tnxTower Report - version 7.0.5.1
159 Ft Monopole Tower Structural Analysis
Project Number 194393, Application 374424, Revision 6
March 21, 2017
CCI BU No 878532
Page 19
Load Vertical Shear, Shear_ Overturning Overturning Torque
Combination Moment, M, Moment, M,
K K K kip-ft kip-ft kip-ft
1.2 Dead+1.6 Wind 180 deg 35.988 0.200 24.861 2840.369 30.021 2.835
No Ice
0.9 Dead+1.6 Wind 180 deg 26.991 0.200 24.861 2797.160 29.386 2.802
No Ice
1.2 Dead+1.6 Wind 225 deg 35.988 18.817 17.513 1996.672 2189.921 11.268
No Ice
0.9 Dead+1.6 Wind 225 deg 26.991 18.817 17.513 1967.051 2154.419 11.271
No Ice
1.2 Dead+1.6 Wind 270 deg 35.988 27.294 0.067 0.399 3144.247 12.946
No Ice
0.9 Dead+1.6 Wind 270 deg 26.991 27.294 0.067 2.855 3093.754 12.985
No Ice
1.2 Dead+1.6 Wind 315 deg 35.988 19.750 18.319 2088.821 2280.628 6.213
No Ice
0.9 Dead+1.6 Wind 315 deg 26.991 19.750 18.319 2053.026 2243.945 6.264
No Ice
1.2 Dead+1.0 Ice+1.0 Temp 69.314 0.000 0.000 42.749 0.131 0.016
1.2 Dead+1.0 Wind 0 69.314 0.036 8.613 1088.727 5.897 1.484
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 45 69.314 6.227 6.103 784.147 761.366 3.884
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 90 69.314 9.726 0.005 43.588 1169.746 4.097
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 135 69.314 6.941 6,781 766.367 834.699 2.240
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 180 69.314 0.034 8.611 1003.105 5.652 1.368
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 225 69.314 6.353 6.065 693.309 780.377 3.675
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 270 69.314 9.787 0.001 42.305 1179.064 3.791
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 315 69.314 7.056 6.738 845.251 851.818 1.475
deg+1.0 Ice+1.0 Temp
Dead+Wind 0 deg - Service 29.990 0.052 6.321 727.657 7.451 0.816
Dead+Wind 45 deg - Service 29.990 4.636 4.496 520.688 532.419 3.126
Dead+Wind 90 deg - Service 29.990 6.866 0.019 11.392 783.742 3.693
Dead+Wind 135 deg - 29.990 4.884 4.707 523.170 556.989 2.438
Service
Dead+Wind 180 deg - 29.990 0.051 6.319 710.598 7.790 0.726
Service
Dead+Wind 225 deg - 29.990 4.782 4.451 497.930 552.779 2.942
Service
Dead+Wind 270 deg - 29.990 6.937 0.017 5.789 793.880 3.401
Service
Dead+Wind 315 deg - 29.990 5.020 4.656 533.038 575.771 1.642
Service
Solution Summary
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ Error
Comb. K K K K K K
1 0.000 29.990 0.000 0.000 29.990 0.000 0.000%
2 0.205 35.988 24.870 0.205 35.988 24.870 0.000%
3 0.205 26.991 24.870 0.205 26.991 24.870 0.000%
4 18.242 35.988 17.692 18.242 35.988 17.692 0.000%
5 18.242 26,991 17.692 18.242 26.991 17.692 0.000%
6 27.017 35.988 0.077 27.017 35.988 0.077 0.000%
7 27.017 26.991 0.077 27.017 26.991 0,077 0.000%
8 19.215 35.988 18.522 19.215 35.988 18.522 0.000%
9 19.215 26.991 18.522 19.215 26.991 18.522 0.000%
10 -0.200 35.988 24.861 0.200 35.988 24.861 0.000%
11 -0.200 26,991 24.861 0.200 26.991 24.861 0.000%
12-18.817 35.988 17.513 18.817 35.988 17.513 0.000%
13-18.817 26.991 17.513 18.817 26.991 17.513 0.000%
14-27,294 35.988 0.067 27.294 35.988 0.067 0.000%
tnxTower Report - version 7.0.5.1
159 Ft Monopole Tower Structural Analysis
Project Number 194393, Application 374424, Revision 6
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ
Comb. K K K K K K
15 27.294 26.991 0.067 27.294 26.991 0.067
16 19.750 35.988 18.319 19.750 35.988 18.319
17 19.750 26.991 18.319 19.750 26.991 18.319
18 0.000 69.314 0.000 0.000 69,314 0.000
19 0.036 69.314 8.613 0.036 69.314 8.613
20 6.227 69.314 6.103 6.227 69.314 6.103
21 9.726 69.314 0.005 9.726 69.314 0.005
22 6.941 69.314 6.781 6.941 69.314 6.781
23 0.034 69.314 8.611 0.034 69.314 8.611
24 6.353 69.314 6.065 6.353 69.314 6.065
25 9.787 69.314 0.001 9.787 69.314 0.001
26 7.056 69.314 6.738 7.056 69.314 6.738
27 0.052 29.990 6.321 0.052 29.990 6.321
28 4.636 29.990 4.496 4.636 29.990 4.496
29 6.866 29.990 0.019 6,866 29.990 0.019
30 4.884 29.990 4.707 4.884 29.990 4.707
31 0.051 29.990 6.319 0.051 29.990 6.319
32 4.782 29.990 4.451 4.782 29.990 4.451
33 6.937 29.990 0.017 6.937 29.990 0.017
34 5.020 29.990 4.656 5.020 29.990 4.656
Non -Linear Convergence Results
Load Converged Number Displacement Force
Combination of Cycles Tolerance Tolerance
1 Yes 4 0.00000001 0.00000001
2 Yes 5 0.00000001 0.00075235
3 Yes 5 0.00000001 0.00033183
4 Yes 6 0.00000001 0.00070591
5 Yes 6 0.00000001 0.00018790
6 Yes 6 0.00000001 0.00027425
7 Yes 6 0.00000001 0.00008180
8 Yes 6 0.00000001 0.00069432
9 Yes 6 0.00000001 0,00018012
10 Yes 5 0.00000001 0.00056677
11 Yes 5 0.00000001 0.00025325
12 Yes 6 0.00000001 0.00066662
13 Yes 6 0.00000001 0.00017243
14 Yes 6 0.00000001 0.00023536
15 Yes 6 0,00000001 0.00006980
16 Yes 6 0.00000001 0.00071977
17 Yes 6 0.00000001 0.00018566
18 Yes 5 0.00000001 0.00013297
19 Yes 6 0.00003865 0.00036931
20 Yes 7 0.00000001 0.00032844
21 Yes 6 0.00003845 0.00097006
22 Yes 7 0.00000001 0.00028288
23 Yes 6 0.00003907 0.00032194
24 Yes 7 0.00000001 0.00024454
25 Yes 6 0.00003851 0.00092429
26 Yes 7 0.00000001 0.00038185
27 Yes 4 0.00000001 0.00079744
28 Yes 5 0.00000001 0.00036749
29 Yes 5 0.00000001 0.00034985
30 Yes 5 0.00000001 0.00038613
31 Yes 4 0.00000001 0.00074497
32 Yes 5 0.00000001 0.00031512
33 Yes 5 0.00000001 0.00032107
34 Yes 5 0.00000001 0.00040634
Maximum Tower Deflections - Service Wind
March 21, 2017
CCI BU No 878532
Page 20
Error
0.000%
0.000%
0.000%
0.000%
0.000%
0.000%
0.000%
0.000%
0.000%
0.000%
0.000%
0.000%
0.000%
0.000%
0.000%
0.000%
0.000%
0.000%
0.000%
0.000%
tnxTower Report - version 7.0.5.1
159 Ft Monopole Tower Structural Analysis
Project Number 194393, Application 374424, Revision 6
March 21, 2017
CCI BU No 878532
Page 21
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb.
L1 159 - 133.42 46.n6 33 2.541 0.060
L2 136.59 - 87.84 34.474 33 2.421 0.044
L3 92.17 - 43.29 14.955 33 1.636 0.017
L4 48.71 - 0 3.925 33 0.755 0.005
Critical Deflections and Radius of Curvature Service Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ft
159.000 Lightning Rod 1/2" x 7' 33 46.206 2.541 0.064 20988
157.000 T-Arm Mount [TA 601-31 33 45.142 2.532 0.063 20988
140.000 VHLP2-11 33 36.215 2.450 0.051 5527
137.000 Platform Mount [LP 303-1] 33 34.682 2.425 0.049 4860
130.000 VHLPX4-11 33 31.185 2.348 0.044 4233
117.000 2.5" x 14' Flat Handrail 33 25.041 2.145 0.034 3560
Maximum Tower Deflections - Design Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb.
L1 159 - 133.42 182.561 14 10.091 0.230
L2 136.59 - 87.84 136.189 14 9.595 0.172
L3 92.17 - 43.29 59.196 14 6.480 0.065
L4 48.71 - 0 15.549 14 2.993 0.020
Critical Deflections and Radius of Curvature Design Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ft
159.000 Lightning Rod 1/2" x 7' 14 182.561 10.091 0.249 5992
157.000 T-Arm Mount [TA 601-31 14 178.356 10.063 0.243 5992
140.000 VHLP2-11 14 143.065 9.714 0.197 1573
137.000 Platform Mount [LP 303-11 14 137.011 9.610 0.188 1379
130.000 VHLPX4-11 14 123.205 9.297 0.168 1173
117.000 2.5" x 14' Flat Handrail 14 98.971 8.489 0.131 947
Compression Checks
Pole Design Data
Section Elevation Size L L KI/r A P P Ratio
No. P
ft ft ft in K K op
L1 159 - 133.42 TP21.29x16x0.188 25.580 0.000 0.0 12.168 4.644 883.681 0.005
1)
L2 133.42 - TP30.213x20.2594.25 48.750 0.000 0.0 23.074 14.270 1644.420 0.009
tnxTower Report - version 7.0.5.1
159 Ft Monopole Tower Structural Analysis
Project Number 194393, Application 374424, Revision 6
March 21, 2017
CC/ BU No 878532
Page 22
Section Elevation Size L L KI/r A P, op Ratio
No P
ft ft ft in2 K K OP
87.84(2)
L3 87.84 - 43.29 TP38.81 x28.829x0.313 48.880 0.000 0.0 37.087-22.788 2620.030 0.009
3)
L4 43.29-0(4) TP47x37.078x0.375 48.710 0.000 0.0 55.495-35.956 3872.090 0.009
Pole Bending Design Data
Section Elevation Size M" M_ Ratio M W y Ratio
No. M. K,
ft kip-ft kip-ft M- kip-ft kip-ft OW
L1 159 - 133.42 TP21.29xl6x0.188 106.460 371.067 0.287 0.000 371.067 0.000
1)
L2 133.42 - TP30.213x20.2590.25 847.767 982.575 0.863 0.000 982.575 0.000
87.84(2)
L3 87.84 - 43.29 TP38.81 x28.829x0.313 1865.775 2013.483 0.927 0.000 2013.483 0.000
3)
L4 43.29-0(4) TP47x37.078x0.375 3144.250 3711.742 0.847 0.000 3711.742 0.000
Pole Shear Design Data
Section Elevation Size Actual @V, Ratio Actual OT Ratio
No. V V. T. T
ft K K OV kip-ft kip-ft T
L1 159 - 133.42 TP21.29xl6x0.188 9.126 441.840 0.021 2.852 743.041 0.004
1)
L2 133.42 - TP30.213x20.259x0.25 21.855 822.211 0.027 13.114 1967.558 0.007
87.84(2)
L3 87.84 - 43.29 TP38.81 x28.829x0.313 24.914 1310.020 0.019 12.989 4031.900 0.003
3)
L4 43.29-0(4) TP47x37.078x0.375 27.336 1936.050 0.014 12.946 7432.567 0.002
Pole Interaction Design Data
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. P MLx M y V T Stress Stress
ft OP, om, OM" oV 0T Ratio Ratio
L1 159 - 133.42 0.005 0.287 0.000 0.021 0.004 0.293 1.000
8 6/
1)
4 2
L2 133.42 - 0.009 0.863 0.000 0.027 0.007 0.873 1.000
f/
87.84(2) V
4 8 2
L3 87.84 - 43.29 0.009 0.927 0.000 0.019 0.003 0.936 1.000
3)
4 8 2
L4 43.29-0(4) 0.009 0.847 0.000 0.014 0.002 0.857 1.000
4 8 2
tnxTower Report - version 7.0.5.1
159 Ft Monopole Tower Structural Analysis
Project Number 194393, Application 374424, Revision 6
Section Elevation Component
No. It Type
L1 159 - 133.42 Pole
L2 133.42 - 87.84 Pole
L3 87.84 - 43.29 Pole
L4 43,29 - 0 Pole
Section Capacity Table
March 21, 2017
CCI BU No 878532
Page 23
Size Critical P aP.fl— Pass
Element K K Capacity Fail
TP21.29xl6x0.188 1 4.644 883.681 29.3 Pass
TP30.213x20.2590.25 2 14.270 1644.420 87.3 Pass
TP38.81x28.829x0.313 3 22.788 2620.030 93.6 Pass
TP47x37.078x0.375 4 35.956 3872.090 85.7 Pass
Summary
Pole (L3) 93.6 Pass
RATING = 93.6 Pass
tnxTower Report - version 7.0.5.1
159 Ft Monopole Tower Structural Analysis
Project Number 194393, Application 374424, Revision 6
F_1»=T11K41--] BASE
LEVEL DRAWING March
21, 2017 CCI
BU No 878532 Page
24 tnxTower
Report - version 7.0.5.1
ono
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159 Ft Monopole Tower Structural Analysis
Project Number 194393, Application 374424, Revision 6
APPENDIX C
March 21, 2017
CCI BU No 878532
Page 25
tnxTower Report - version 7.0.5.1
Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material
TIA Rev G )Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter)
Site Data Reactions
BU#: 878532 Mu: 3144 ft-kips
Site Name. F1/MONTICELLO/FULFILLMENT S' Axial, Pu 36 kips
App #: 374424 Rev. 6 Shear, Vu 27 kips
Pole Manufacturer: I Other Eta Factor, r) 0.5 TIA G (Fig. 4-4)
Anchor Rod Data Ilf No stiffeners, Criteria I AISC LRFD 1<-Only Appicable to Unstiffened Cases
Qty: 12
Diam: 2.25 in
Rod Material: A615-J Anchor Rod Results Stiffened
Strength (Fu): 100 ksi Max Rod (Cu+ Vu/r ): 232.1 Kips I AISC 1-RFD
Yield (Fy). 75 ksi Allowable Axial, O*Fu*Anet: 260.0 Kips Tn
Bolt Circle: 56 in Anchor Rod Stress Ratio: 89.3%
Plate Data
Diam: 62 in Base Plate Results Shear Check Only Stiffened
Thick: 1.75 in Base Plate Stress: 10 8 ksi I AISC 1-RFD
Grade:) 60 ksi Allowable Plate Stress: 32.4 ksi p`Fy
Single -Rod B-eff I 12.43 in Base Plate Stress Ratio: 33.4% Y L Length
N/A, Roark
Stiffener Data (Welding at both sides)
Config: 1 3
Weld Type: l Both
Groove Depth:) 0.5 in **
Groove Angle: 45 degrees
Fillet H. Weld:) 0.1875 in
Fillet V. Weld:) 0.3125 in
Width] 6 in
Height:) 18 in
Thick: 1 in
Notch:) 1 in
Grade:) 50 ksi
Weld str.:
l
70 ksi
Clear Space
4 in
between
Pole Data
Diam: 47 in
Thick: 0.375 in
Grade: 65 ksi
of Sides: 18 T IF Round
Fu 80 ksi
Reinf Fillet Weld 0 0" if None
Stiffener Results
Horizontal Weld
Vertical Weld:
Plate Flex+Shear, fb/Fb+(fv/Fv)A2
Plate Tension+Shear, ft/Ft+(fv/Fv)A2
Plate Comp. (AISC Bracket):
Pole Results
Pole Punching Shear Check
41 .3%
42.1 %
9.9%
42.3%
41.0%
10.7%
0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt
Note for complete joint penetration groove welds the groove depth must be exactly 112 the stiffener thickness for calculation purposes
CClplate v2.0 Analysis Date: 3/21/2017
CCI Foundation Tool Suite - Monopole Pier
CCIFTS 1.2.108.14286 - Phase 1-2
BU. 878532
Site Name Fl/MONTICELLO/FULFILLMENT SYST
App Number: 374424 Rev 6
Work Order 1379700
Monopole Drilled Pier
Input
Criteria
TIA Revision G
ACI 318 Revision: 2008
Seismic Category: A
Forces
Compression 36 kips
Shear 27 kips
Moment 3144 k-ft
Swelling Force 0 kips
Foundation Dimensions
Pier Diameter 6.5 ft
Ext. above grade: 1 ft
Depth below grades 28 ft
Material Properties
Number of Rebar 20
Date 3/21/2017
CROWN
CASTLE
4'' CC
5 Tie Size
N N (
20) -#11
Rebar Size: 11
Tie Size 5
Rebar tensile strength: 60 ksi
Concrete Strength: 4000 psi
Ultimate Concrete Strain 0 003 in/in
Clear Cover to Ties. 4 in
v I_ Soil Profile: 878532 Soil
Ultimate Ultimate Ultimate
Friction Uplift Skin Comp. Skin Bearing
Thickness From To Unit Weight Cohesion Angle Friction Friction Capacity SPT'N'
Layer (ft) (ft) (ft) (per (psf) (deg) (ksf) (ksf) (ksf) Counts
1 5 0 5 120 0 0
2 1.67 5 6.67 120 28 0 0
3 17.33 6.67 24 120 32 0.73 1.1
4 4 24 28 120 32 1.33 2 27
Analvsis Results
Concrete/Steel Check
Sod Lateral Capacity Mu (from soil analysis) 3392.28 k-ft
Depth to Zero Shear: 7.44 ft OMn 4604.80 k-ft
Max Moment, Mu: 3392.28 k-ft RATING: 73.7%
Soil Safety Factor: 3.87
Safety Factor Req'd: 1.33
RATING: 34.4% rho provided 0.65
rho required 0.33 OK
Sod Axial Capacity
Skin Friction (k): 414.48 kips Rebar Spacing 9.17
End Bearing (k): 671.96 kips Spacing required 22.56 OK
Comp. Capacity (k), (OCn: 1086.43 kips
Comp. (k), Cu: 36.00 kips
RATING: 3.3% Dev. Length required 20.23
Dev. Length provided 5351 OK
I Overall Foundation Rating: 73.7% 1
Page 1 of 1
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