HomeMy WebLinkAbout1015 S TAFT HILL RD - SPECIAL INSPECTIONS - 10/13/2020tnxTower Report - version 8.0.7.5
Date: October 13, 2020
Lauren Brown Crown Castle
Crown Castle 2000 Corporate Drive
2055 S Stearman Dr Canonsburg, PA 15317
Chandler, AZ 85286 (724) 416-2000
Subject:Structural Modification Report
Carrier Designation: AT&T Mobility Co-Locate
Carrier Site Number:COL03025
Carrier Site Name: TAFT AND ELIZABETH
Crown Castle Designation: Crown Castle BU Number:856479
Crown Castle Site Name: TAFT AND ELIZABETH
Crown Castle JDE Job Number:610417
Crown Castle Work Order Number:1887900
Crown Castle Order Number: 521148 Rev. 4
Engineering Firm Designation: Crown Castle Project Number:1887900
Site Data: 1015 SOUTH TAFT HILL ROAD, FORT COLLINS, Larimer County, CO
Latitude 40° 34' 22'', Longitude -105° 6' 57''
47 Foot - Monopole Tower
Dear Lauren Brown,
Crown Castle is pleased to submit this “Structural Modification Report” to determine the structural integrity of
the above mentioned tower.
The purpose of the analysis is to determine acceptability of the tower stress level including the proposed
modifications as outlined in the attached drawings, "Appendix D". Based on our analysis we have determined
the tower stress level for the structure and foundation, under the following load case, to be:
LC4: Modified Structure w/ Proposed Equipment Configuration Sufficient Capacity
This analysis has been performed in accordance with the 2018 International Building Code based upon an
ultimate 3-second gust wind speed of 140 mph. Applicable Standard references and design criteria are listed in
Section 2 - Analysis Criteria.
Structural analysis prepared by: Matthew Schmitt / MEB
Respectfully submitted by:
Maged (Matthew) Abdel-Messih, P.E.
Senior Project Engineer
10/13/2020
B2100722
October 13, 2020
47 Ft Monopole Tower Structural Analysis CCI BU No 856479
Project Number 1887900, Order 521148, Revision 4 Page 2
tnxTower Report - version 8.0.7.5
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Equipment Configuration
3) ANALYSIS PROCEDURE
Table 2 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 3 - Section Capacity (Summary)
Table 4 – Tower Component Stresses vs. Capacity - LC4
4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
8) APPENDIX D
Required Modification Drawings
B2100722
October 13, 2020
47 Ft Monopole Tower Structural Analysis CCI BU No 856479
Project Number 1887900, Order 521148, Revision 4 Page 3
tnxTower Report - version 8.0.7.5
1) INTRODUCTION
This tower is a 47 ft Concealment tower designed by Wireless Structures Consulting and mapped by TEP.
The modification drawings designed by CCI and attached in Appendix D, have been considered in this analysis.
2) ANALYSIS CRITERIA
TIA-222 Revision: TIA-222-H
Risk Category: II
Wind Speed: 140 mph
Exposure Category: B
Topographic Factor: 1
Service Wind Speed: 60 mph
Table 1 - Proposed Equipment Configuration
Mounting
Level (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
Manufacturer Antenna Model
Number
of Feed
Lines
Feed
Line
Size (in)
42.0 42.0 3 commscope NNH4-65C-R6N17 w/ Mount
Pipe
12
1
3
1/2
5/16
1/4
41.5 41.5 1 - 11’ x 42” OD Concealment
Canister - -
34.0 32.0 3 commscope NNH4-65C-R6N17 w/ Mount
Pipe 12 1/2
30.5 30.5 1 - 11’ x 42” OD Concealment
Canister - -
3) ANALYSIS PROCEDURE
Table 2 - Documents Provided
Document Remarks Reference Source
4-GEOTECHNICAL REPORTS Terracon 4308085 CCISITES
4-TOWER FOUNDATION
DRAWINGS/DESIGN/SPECS Radian 4308084 CCISITES
4-TOWER MANUFACTURER
DRAWINGS Wiresless Structures Consulting 4308087 CCISITES
4-TOWER REINFORCEMENT
DESIGN/DRAWINGS/DATA Crown Castle Appendix D ON FILE
3.1) Analysis Method
tnxTower (version 8.0.7.5), 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. When applicable, Crown Castle has
calculated and provided the effective area for panel antennas using approved methods following the
intent of the TIA-222 Standard.
B2100722
October 13, 2020
47 Ft Monopole Tower Structural Analysis CCI BU No 856479
Project Number 1887900, Order 521148, Revision 4 Page 4
tnxTower Report - version 8.0.7.5
3.2) Assumptions
1) Tower and structures were maintained in accordance with the TIA-222 Standard.
2) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings.
This analysis may be affected if any assumptions are not valid or have been made in error. Crown
Castle should be notified to determine the effect on the structural integrity of the tower.
4) ANALYSIS RESULTS
Table 3 - Section Capacity (Summary)
Section
No. Elevation (ft) Component Type Size Critical
Element P (K) SF*P_allow
(K) %
Capacity Pass / Fail
L1 47 - 25 Pole TP3.5x3.5x1.75 1 -2.70 454.60 52.3 Pass
L2 25 - 0 Pole TP18x18x0.25 2 -4.66 461.09 24.8 Pass
Summary
Pole (L1) 52.3 Pass
Rating = 52.3 Pass
Table 4 - Tower Component Stresses vs. Capacity - LC4
Notes Component Elevation (ft) % Capacity Pass / Fail
1 Flange Bolts 25 20.9 Pass
1 Flange Plate 25 <75 Pass
1 Anchor Rods 0 25.5 Pass
1 Base Plate 0 35.2 Pass
1 Base Foundation Structure 0 6.2 Pass
1 Base Foundation Soil Interaction 0 19.2 Pass
Structure Rating (max from all components) = <75%
Notes:
1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity
consumed.
4.1) Recommendations
Perform the modifications detailed in "Appendix D" to remedy the deficiencies identified in Crown
Castle Work Order No. 1885767.
B2100722
October 13, 2020
47 Ft Monopole Tower Structural Analysis CCI BU No 856479
Project Number 1887900, Order 521148, Revision 4 Page 5
tnxTower Report - version 8.0.7.5
APPENDIX A
TNXTOWER OUTPUT
B2100722
The Foundation for a Wireless World
Crown Castle
2000 Corporate Drive
Canonsburg, PA 15317
Phone: (724) 416-2000
FAX:
Job: BU# 856479
Project:
Client: Drawn by: Matthew Schmitt App'd:
Code: TIA-222-H Date: 09/30/20 Scale: NTS
Path:
R:\Modification Design\Work Area\2020\10 October\856479 WO 1887900\Working\Production\856479.eri
Dwg No. E-1
47.0 ft
25.0 ft
0.0 ft
REACTIONS - 140 mph WIND
2 K
SHEAR
49 kip-ft
MOMENT
5 K
AXIAL
ARE FACTORED
ALL REACTIONS
Section12 Length (ft)22.0025.00 Number of Sides00 Thickness (in)1.75000.2500 Top Dia (in)3.500018.0000 Bot Dia (in)3.500018.0000 GradeA572-50A53-B-35 Weight (K)0.71.21.9MATERIAL STRENGTH
GRADE GRADEFy FyFu Fu
A572-50 50 ksi 65 ksi A53-B-35 35 ksi 60 ksi
TOWER DESIGN NOTES
1. Tower designed for Exposure B to the TIA-222-H Standard.
2. Tower designed for a 140 mph basic wind in accordance with the TIA-222-H Standard.
3. Deflections are based upon a 60 mph wind.
4. Tower Risk Category II.
5. Topographic Category 1 with Crest Height of 0.00 ft
6. TOWER RATING: 52.3%
B2100722
October 13, 2020
47 Ft Monopole Tower Structural Analysis CCI BU No 856479
Project Number 1887900, Order 521148, Revision 4 Page 6
tnxTower Report - version 8.0.7.5
Tower Input Data
The tower is a monopole.
This tower is designed using the TIA-222-H standard.
The following design criteria apply:
3) Tower base elevation above sea level: 5077.00 ft.
4) Basic wind speed of 140 mph.
5) Risk Category II.
6) Exposure Category B.
7) Simplified Topographic Factor Procedure for wind speed-up calculations is used.
8) Topographic Category: 1.
9) Crest Height: 0.00 ft.
10) Deflections calculated using a wind speed of 60 mph.
11) A non-linear (P-delta) analysis was used.
12) Pressures are calculated at each section.
13) Stress ratio used in pole design is 1.05.
14) Tower analysis based on target reliabilities in accordance with Annex S.
15) Load Modification Factors used: Kes(Fw) = 0.95.
16) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are
not considered.
Options
Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules
Consider Moments - Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces
Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA
Use Moment Magnification √ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression
Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable
√ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation
Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque
Always Use Max Kz √ Use Azimuth Dish Coefficients Include Angle Block Shear Check
Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist.
Exemption
Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice
Exemption
Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles
Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component √ Include Shear-Torsion Interaction
Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow
SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets
SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs √ Pole Without Linear Attachments
√ Pole With Shroud Or No
Appurtenances
Outside and Inside Corner Radii Are
Known
Tapered Pole Section Geometry
Section Elevation
ft
Section
Length
ft
Splice
Length
ft
Number
of
Sides
Top
Diameter
in
Bottom
Diameter
in
Wall
Thickness
in
Bend
Radius
in
Pole Grade
L1 47.00-25.00 22.00 0.00 Round 3.5000 3.5000 1.7500 A572-50
(50 ksi)
L2 25.00-0.00 25.00 Round 18.0000 18.0000 0.2500 A53-B-35
(35 ksi)
B2100722
October 13, 2020
47 Ft Monopole Tower Structural Analysis CCI BU No 856479
Project Number 1887900, Order 521148, Revision 4 Page 7
tnxTower Report - version 8.0.7.5
Tapered Pole Properties
Section Tip Dia.
in
Area
in2
I
in4
r
in
C
in
I/C
in3
J
in4
It/Q
in2
w
in
w/t
L1 3.5000 9.6211 7.3662 0.8750 1.7500 4.2092 14.7324 4.8077 0.0000 0
3.5000 9.6211 7.3662 0.8750 1.7500 4.2092 14.7324 4.8077 0.0000 0
L2 18.0000 13.9408 549.1375 6.2762 9.0000 61.0153 1098.2750 6.9662 0.0000 0
18.0000 13.9408 549.1375 6.2762 9.0000 61.0153 1098.2750 6.9662 0.0000 0
Tower
Elevation
ft
Gusset
Area
(per face)
ft2
Gusset
Thickness
in
Gusset Grade Adjust. Factor
Af
Adjust.
Factor
Ar
Weight Mult.
Double Angle
Stitch Bolt
Spacing
Diagonals
in
Double Angle
Stitch Bolt
Spacing
Horizontals
in
Double Angle
Stitch Bolt
Spacing
Redundants
in
L1 47.00-
25.00
1 0 1
L2 25.00-0.00 1 1 1
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Face
or
Leg
Allow
Shield
Exclude
From
Torque
Calculation
Componen
t
Type
Placement
ft
Total
Number
Number
Per Row
Clear
Spacing
in
Width or
Diamete
r
in
Perimete
r
in
Weight
plf
***
Feed Line/Linear Appurtenances - Entered As Area
Description Face
or
Leg
Allow
Shield
Exclude
From
Torque
Calculation
Componen
t
Type
Placement
ft
Total
Number
CAAA
ft2/ft
Weight
plf
LDF4-50A(1/2'') C No No Inside Pole 42.00 - 0.00 12 No Ice 0.00 0.15
LDF1-50A(1/4'') C No No Inside Pole 42.00 - 0.00 3 No Ice 0.00 0.06
9207(5/16'') C No No Inside Pole 42.00 - 0.00 1 No Ice 0.00 0.60
***
LDF4-50A(1/2'') C No No Inside Pole 34.00 - 0.00 12 No Ice 0.00 0.15
***
***
Feed Line/Linear Appurtenances Section Areas
Tower
Sectio
n
Tower
Elevation
ft
Face AR
ft2
AF
ft2
CAAA
In Face
ft2
CAAA
Out Face
ft2
Weight
K
L1 47.00-25.00 A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
0.06
L2 25.00-0.00 A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
0.11
Feed Line Center of Pressure
B2100722
October 13, 2020
47 Ft Monopole Tower Structural Analysis CCI BU No 856479
Project Number 1887900, Order 521148, Revision 4 Page 8
tnxTower Report - version 8.0.7.5
Section Elevation
ft
CPX
in
CPZ
in
CPX
Ice
in
CPZ
Ice
in
L1 47.00-25.00 0.0000 0.0000 0.0000 0.0000
L2 25.00-0.00 0.0000 0.0000 0.0000 0.0000
Note: For pole sections, center of pressure calculations do not consider feed line shielding.
Discrete Tower Loads
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustmen
t
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
***
NNH4-65C-R6N17 w/
Mount Pipe
A From Leg 0.25
0.00
0.00
0.0000 42.00 No Ice 0.00 0.00 0.15
NNH4-65C-R6N17 w/
Mount Pipe
B From Leg 0.25
0.00
0.00
0.0000 42.00 No Ice 0.00 0.00 0.15
NNH4-65C-R6N17 w/
Mount Pipe
C From Leg 0.25
0.00
0.00
0.0000 42.00 No Ice 0.00 0.00 0.15
***
NNH4-65C-R6N17 w/
Mount Pipe
A From Leg 0.25
0.00
-2.00
0.0000 34.00 No Ice 0.00 0.00 0.15
NNH4-65C-R6N17 w/
Mount Pipe
B From Leg 0.25
0.00
-2.00
0.0000 34.00 No Ice 0.00 0.00 0.15
NNH4-65C-R6N17 w/
Mount Pipe
C From Leg 0.25
0.00
-2.00
0.0000 34.00 No Ice 0.00 0.00 0.15
***
***
Canister Load1 C None 0.0000 47.00 No Ice 8.66 8.66 0.12
Canister Load2 C None 0.0000 36.00 No Ice 17.32 17.32 0.46
Canister Load3 C None 0.0000 25.00 No Ice 8.66 8.66 0.33
Load Combinations
Comb.
No.
Description
1 Dead Only
2 1.2 Dead+1.0 Wind 0 deg - No Ice
3 0.9 Dead+1.0 Wind 0 deg - No Ice
4 1.2 Dead+1.0 Wind 30 deg - No Ice
5 0.9 Dead+1.0 Wind 30 deg - No Ice
6 1.2 Dead+1.0 Wind 60 deg - No Ice
7 0.9 Dead+1.0 Wind 60 deg - No Ice
8 1.2 Dead+1.0 Wind 90 deg - No Ice
9 0.9 Dead+1.0 Wind 90 deg - No Ice
10 1.2 Dead+1.0 Wind 120 deg - No Ice
11 0.9 Dead+1.0 Wind 120 deg - No Ice
12 1.2 Dead+1.0 Wind 150 deg - No Ice
13 0.9 Dead+1.0 Wind 150 deg - No Ice
B2100722
October 13, 2020
47 Ft Monopole Tower Structural Analysis CCI BU No 856479
Project Number 1887900, Order 521148, Revision 4 Page 9
tnxTower Report - version 8.0.7.5
Comb.
No.
Description
14 1.2 Dead+1.0 Wind 180 deg - No Ice
15 0.9 Dead+1.0 Wind 180 deg - No Ice
16 1.2 Dead+1.0 Wind 210 deg - No Ice
17 0.9 Dead+1.0 Wind 210 deg - No Ice
18 1.2 Dead+1.0 Wind 240 deg - No Ice
19 0.9 Dead+1.0 Wind 240 deg - No Ice
20 1.2 Dead+1.0 Wind 270 deg - No Ice
21 0.9 Dead+1.0 Wind 270 deg - No Ice
22 1.2 Dead+1.0 Wind 300 deg - No Ice
23 0.9 Dead+1.0 Wind 300 deg - No Ice
24 1.2 Dead+1.0 Wind 330 deg - No Ice
25 0.9 Dead+1.0 Wind 330 deg - No Ice
26 Dead+Wind 0 deg - Service
27 Dead+Wind 30 deg - Service
28 Dead+Wind 60 deg - Service
29 Dead+Wind 90 deg - Service
30 Dead+Wind 120 deg - Service
31 Dead+Wind 150 deg - Service
32 Dead+Wind 180 deg - Service
33 Dead+Wind 210 deg - Service
34 Dead+Wind 240 deg - Service
35 Dead+Wind 270 deg - Service
36 Dead+Wind 300 deg - Service
37 Dead+Wind 330 deg - Service
Maximum Member Forces
Sectio
n
No.
Elevation
ft
Component
Type
Condition Gov.
Load
Comb.
Axial
K
Major Axis
Moment
kip-ft
Minor Axis
Moment
kip-ft
L1 47 - 25 Pole Max Tension 1 0.00 0.00 0.00
Max. Compression 8 -2.70 -14.56 0.00
Max. Mx 8 -2.70 -14.56 0.00
Max. My 2 -2.70 0.00 14.56
Max. Vy 8 1.02 -6.09 0.00
Max. Vx 2 -1.02 0.00 6.09
Max. Torque 7 0.00
L2 25 - 0 Pole Max Tension 1 0.00 0.00 0.00
Max. Compression 2 -4.66 0.00 49.47
Max. Mx 8 -4.66 -49.47 0.00
Max. My 2 -4.66 0.00 49.47
Max. Vy 8 1.64 -49.47 0.00
Max. Vx 2 -1.64 0.00 49.47
Max. Torque 7 0.00
Maximum Reactions
Location Condition Gov.
Load
Comb.
Vertical
K
Horizontal, X
K
Horizontal, Z
K
Pole Max. Vert 2 4.66 0.00 1.64
Max. Hx 21 3.49 1.64 0.00
Max. Hz 2 4.66 0.00 1.64
Max. Mx 2 49.47 0.00 1.64
Max. Mz 8 49.47 -1.64 0.00
Max. Torsion 7 0.00 -1.42 0.82
Min. Vert 7 3.49 -1.42 0.82
Min. Hx 8 4.66 -1.64 0.00
Min. Hz 14 4.66 0.00 -1.64
Min. Mx 14 -49.47 0.00 -1.64
Min. Mz 20 -49.47 1.64 0.00
Min. Torsion 11 -0.00 -1.42 -0.82
B2100722
October 13, 2020
47 Ft Monopole Tower Structural Analysis CCI BU No 856479
Project Number 1887900, Order 521148, Revision 4 Page 10
tnxTower Report - version 8.0.7.5
Tower Mast Reaction Summary
Load
Combination
Vertical
K
Shearx
K
Shearz
K
Overturning
Moment, Mx
kip-ft
Overturning
Moment, Mz
kip-ft
Torque
kip-ft
Dead Only 3.88 0.00 0.00 0.00 0.00 0.00
1.2 Dead+1.0 Wind 0 deg -
No Ice
4.66 0.00 -1.64 -49.47 0.00 0.00
0.9 Dead+1.0 Wind 0 deg -
No Ice
3.49 0.00 -1.64 -48.87 0.00 0.00
1.2 Dead+1.0 Wind 30 deg -
No Ice
4.66 0.82 -1.42 -42.84 -24.74 0.00
0.9 Dead+1.0 Wind 30 deg -
No Ice
3.49 0.82 -1.42 -42.32 -24.43 0.00
1.2 Dead+1.0 Wind 60 deg -
No Ice
4.66 1.42 -0.82 -24.74 -42.84 -0.00
0.9 Dead+1.0 Wind 60 deg -
No Ice
3.49 1.42 -0.82 -24.43 -42.32 -0.00
1.2 Dead+1.0 Wind 90 deg -
No Ice
4.66 1.64 0.00 0.00 -49.47 0.00
0.9 Dead+1.0 Wind 90 deg -
No Ice
3.49 1.64 0.00 0.00 -48.87 0.00
1.2 Dead+1.0 Wind 120 deg
- No Ice
4.66 1.42 0.82 24.74 -42.84 0.00
0.9 Dead+1.0 Wind 120 deg
- No Ice
3.49 1.42 0.82 24.43 -42.32 0.00
1.2 Dead+1.0 Wind 150 deg
- No Ice
4.66 0.82 1.42 42.84 -24.74 -0.00
0.9 Dead+1.0 Wind 150 deg
- No Ice
3.49 0.82 1.42 42.32 -24.43 -0.00
1.2 Dead+1.0 Wind 180 deg
- No Ice
4.66 0.00 1.64 49.47 0.00 0.00
0.9 Dead+1.0 Wind 180 deg
- No Ice
3.49 0.00 1.64 48.87 0.00 0.00
1.2 Dead+1.0 Wind 210 deg
- No Ice
4.66 -0.82 1.42 42.84 24.74 0.00
0.9 Dead+1.0 Wind 210 deg
- No Ice
3.49 -0.82 1.42 42.32 24.43 0.00
1.2 Dead+1.0 Wind 240 deg
- No Ice
4.66 -1.42 0.82 24.74 42.84 -0.00
0.9 Dead+1.0 Wind 240 deg
- No Ice
3.49 -1.42 0.82 24.43 42.32 -0.00
1.2 Dead+1.0 Wind 270 deg
- No Ice
4.66 -1.64 0.00 0.00 49.47 0.00
0.9 Dead+1.0 Wind 270 deg
- No Ice
3.49 -1.64 0.00 0.00 48.87 0.00
1.2 Dead+1.0 Wind 300 deg
- No Ice
4.66 -1.42 -0.82 -24.74 42.84 0.00
0.9 Dead+1.0 Wind 300 deg
- No Ice
3.49 -1.42 -0.82 -24.43 42.32 0.00
1.2 Dead+1.0 Wind 330 deg
- No Ice
4.66 -0.82 -1.42 -42.84 24.74 -0.00
0.9 Dead+1.0 Wind 330 deg
- No Ice
3.49 -0.82 -1.42 -42.32 24.43 -0.00
Dead+Wind 0 deg - Service 3.88 0.00 -0.28 -8.26 0.00 0.00
Dead+Wind 30 deg - Service 3.88 0.14 -0.25 -7.15 -4.13 0.00
Dead+Wind 60 deg - Service 3.88 0.25 -0.14 -4.13 -7.15 -0.00
Dead+Wind 90 deg - Service 3.88 0.28 0.00 0.00 -8.26 0.00
Dead+Wind 120 deg -
Service
3.88 0.25 0.14 4.13 -7.15 0.00
Dead+Wind 150 deg -
Service
3.88 0.14 0.25 7.15 -4.13 -0.00
Dead+Wind 180 deg -
Service
3.88 0.00 0.28 8.26 0.00 0.00
Dead+Wind 210 deg -
Service
3.88 -0.14 0.25 7.15 4.13 0.00
Dead+Wind 240 deg -
Service
3.88 -0.25 0.14 4.13 7.15 -0.00
Dead+Wind 270 deg - 3.88 -0.28 0.00 0.00 8.26 0.00
B2100722
October 13, 2020
47 Ft Monopole Tower Structural Analysis CCI BU No 856479
Project Number 1887900, Order 521148, Revision 4 Page 11
tnxTower Report - version 8.0.7.5
Load
Combination
Vertical
K
Shearx
K
Shearz
K
Overturning
Moment, Mx
kip-ft
Overturning
Moment, Mz
kip-ft
Torque
kip-ft
Service
Dead+Wind 300 deg -
Service
3.88 -0.25 -0.14 -4.13 7.15 0.00
Dead+Wind 330 deg -
Service
3.88 -0.14 -0.25 -7.15 4.13 -0.00
Solution Summary
Load
Comb.
Sum of Applied Forces Sum of Reactions
% Error PX
K
PY
K
PZ
K
PX
K
PY
K
PZ
K
1 0.00 -3.88 0.00 0.00 3.88 0.00 0.000%
2 0.00 -4.66 -1.64 0.00 4.66 1.64 0.000%
3 0.00 -3.49 -1.64 0.00 3.49 1.64 0.000%
4 0.82 -4.66 -1.42 -0.82 4.66 1.42 0.000%
5 0.82 -3.49 -1.42 -0.82 3.49 1.42 0.000%
6 1.42 -4.66 -0.82 -1.42 4.66 0.82 0.000%
7 1.42 -3.49 -0.82 -1.42 3.49 0.82 0.000%
8 1.64 -4.66 0.00 -1.64 4.66 0.00 0.000%
9 1.64 -3.49 0.00 -1.64 3.49 0.00 0.000%
10 1.42 -4.66 0.82 -1.42 4.66 -0.82 0.000%
11 1.42 -3.49 0.82 -1.42 3.49 -0.82 0.000%
12 0.82 -4.66 1.42 -0.82 4.66 -1.42 0.000%
13 0.82 -3.49 1.42 -0.82 3.49 -1.42 0.000%
14 0.00 -4.66 1.64 0.00 4.66 -1.64 0.000%
15 0.00 -3.49 1.64 0.00 3.49 -1.64 0.000%
16 -0.82 -4.66 1.42 0.82 4.66 -1.42 0.000%
17 -0.82 -3.49 1.42 0.82 3.49 -1.42 0.000%
18 -1.42 -4.66 0.82 1.42 4.66 -0.82 0.000%
19 -1.42 -3.49 0.82 1.42 3.49 -0.82 0.000%
20 -1.64 -4.66 0.00 1.64 4.66 0.00 0.000%
21 -1.64 -3.49 0.00 1.64 3.49 0.00 0.000%
22 -1.42 -4.66 -0.82 1.42 4.66 0.82 0.000%
23 -1.42 -3.49 -0.82 1.42 3.49 0.82 0.000%
24 -0.82 -4.66 -1.42 0.82 4.66 1.42 0.000%
25 -0.82 -3.49 -1.42 0.82 3.49 1.42 0.000%
26 0.00 -3.88 -0.28 0.00 3.88 0.28 0.000%
27 0.14 -3.88 -0.25 -0.14 3.88 0.25 0.000%
28 0.25 -3.88 -0.14 -0.25 3.88 0.14 0.000%
29 0.28 -3.88 0.00 -0.28 3.88 0.00 0.000%
30 0.25 -3.88 0.14 -0.25 3.88 -0.14 0.000%
31 0.14 -3.88 0.25 -0.14 3.88 -0.25 0.000%
32 0.00 -3.88 0.28 0.00 3.88 -0.28 0.000%
33 -0.14 -3.88 0.25 0.14 3.88 -0.25 0.000%
34 -0.25 -3.88 0.14 0.25 3.88 -0.14 0.000%
35 -0.28 -3.88 0.00 0.28 3.88 0.00 0.000%
36 -0.25 -3.88 -0.14 0.25 3.88 0.14 0.000%
37 -0.14 -3.88 -0.25 0.14 3.88 0.25 0.000%
Non-Linear Convergence Results
Load
Combination
Converged? Number
of Cycles
Displacement
Tolerance
Force
Tolerance
1 Yes 4 0.00000001 0.00000001
2 Yes 5 0.00000001 0.00060632
3 Yes 5 0.00000001 0.00013005
4 Yes 6 0.00000001 0.00014275
5 Yes 5 0.00000001 0.00054390
6 Yes 6 0.00000001 0.00014275
7 Yes 5 0.00000001 0.00054390
8 Yes 5 0.00000001 0.00060632
9 Yes 5 0.00000001 0.00013005
B2100722
October 13, 2020
47 Ft Monopole Tower Structural Analysis CCI BU No 856479
Project Number 1887900, Order 521148, Revision 4 Page 12
tnxTower Report - version 8.0.7.5
10 Yes 6 0.00000001 0.00014275
11 Yes 5 0.00000001 0.00054390
12 Yes 6 0.00000001 0.00014275
13 Yes 5 0.00000001 0.00054390
14 Yes 5 0.00000001 0.00060632
15 Yes 5 0.00000001 0.00013005
16 Yes 6 0.00000001 0.00014275
17 Yes 5 0.00000001 0.00054390
18 Yes 6 0.00000001 0.00014275
19 Yes 5 0.00000001 0.00054390
20 Yes 5 0.00000001 0.00060632
21 Yes 5 0.00000001 0.00013005
22 Yes 6 0.00000001 0.00014275
23 Yes 5 0.00000001 0.00054390
24 Yes 6 0.00000001 0.00014275
25 Yes 5 0.00000001 0.00054390
26 Yes 4 0.00000001 0.00068228
27 Yes 4 0.00000001 0.00067889
28 Yes 4 0.00000001 0.00067889
29 Yes 4 0.00000001 0.00068228
30 Yes 4 0.00000001 0.00067889
31 Yes 4 0.00000001 0.00067889
32 Yes 4 0.00000001 0.00068228
33 Yes 4 0.00000001 0.00067889
34 Yes 4 0.00000001 0.00067889
35 Yes 4 0.00000001 0.00068228
36 Yes 4 0.00000001 0.00067889
37 Yes 4 0.00000001 0.00067889
Maximum Tower Deflections - Service Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 47 - 25 3.050 26 0.8307 0.0000
L2 25 - 0 0.206 26 0.0660 0.0000
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
47.00 Canister Load1 26 3.050 0.8307 0.0000 6838
42.00 NNH4-65C-R6N17 w/ Mount
Pipe
26 2.269 0.6213 0.0000 6838
36.00 Canister Load2 26 1.394 0.3863 0.0000 3108
34.00 NNH4-65C-R6N17 w/ Mount
Pipe
26 1.130 0.3152 0.0000 2630
25.00 Canister Load3 26 0.206 0.0660 0.0000 1673
Maximum Tower Deflections - Design Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 47 - 25 18.903 2 5.1634 0.0000
L2 25 - 0 1.248 8 0.4013 0.0000
B2100722
October 13, 2020
47 Ft Monopole Tower Structural Analysis CCI BU No 856479
Project Number 1887900, Order 521148, Revision 4 Page 13
tnxTower Report - version 8.0.7.5
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
47.00 Canister Load1 2 18.903 5.1634 0.0000 1109
42.00 NNH4-65C-R6N17 w/ Mount
Pipe
2 14.056 3.8587 0.0000 1109
36.00 Canister Load2 2 8.623 2.3954 0.0000 503
34.00 NNH4-65C-R6N17 w/ Mount
Pipe
2 6.980 1.9526 0.0000 425
25.00 Canister Load3 8 1.248 0.4013 0.0000 270
Compression Checks
Pole Design Data
Section
No.
Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
L1 47 - 25 (1) TP3.5x3.5x1.75 22.00 0.00 0.0 9.6211 -2.70 432.95 0.006
L2 25 - 0 (2) TP18x18x0.25 25.00 0.00 0.0 13.940
8
-4.66 439.14 0.011
Pole Bending Design Data
Section
No.
Elevation
ft
Size
Mux
kip-ft
Mnx
kip-ft
Ratio
Mux
Mnx
Muy
kip-ft
Mny
kip-ft
Ratio
Muy
Mny
L1 47 - 25 (1) TP3.5x3.5x1.75 14.56 26.80 0.543 0.00 26.80 0.000
L2 25 - 0 (2) TP18x18x0.25 49.47 198.32 0.249 0.00 198.32 0.000
Pole Shear Design Data
Section
No.
Elevation
ft
Size
Actual
Vu
K
Vn
K
Ratio
Vu
Vn
Actual
Tu
kip-ft
Tn
kip-ft
Ratio
Tu
Tn
L1 47 - 25 (1) TP3.5x3.5x1.75 0.89 129.88 0.007 0.00 19.98 0.000
L2 25 - 0 (2) TP18x18x0.25 1.64 131.74 0.012 0.00 205.59 0.000
Pole Interaction Design Data
Section
No.
Elevation
ft
Ratio
Pu
Pn
Ratio
Mux
Mnx
Ratio
Muy
Mny
Ratio
Vu
Vn
Ratio
Tu
Tn
Comb.
Stress
Ratio
Allow.
Stress
Ratio
Criteria
L1 47 - 25 (1) 0.006 0.543 0.000 0.007 0.000 0.550 1.050 4.8.2
L2 25 - 0 (2) 0.011 0.249 0.000 0.012 0.000 0.260 1.050 4.8.2
B2100722
October 13, 2020
47 Ft Monopole Tower Structural Analysis CCI BU No 856479
Project Number 1887900, Order 521148, Revision 4 Page 14
tnxTower Report - version 8.0.7.5
Section Capacity Table
Section
No.
Elevation
ft
Component
Type
Size Critical
Element
P
K
øPallow
K
%
Capacity
Pass
Fail
L1 47 - 25 Pole TP3.5x3.5x1.75 1 -2.70 454.60 52.3 Pass
L2 25 - 0 Pole TP18x18x0.25 2 -4.66 461.09 24.8 Pass
Summary
Pole (L1) 52.3 Pass
RATING = 52.3 Pass
B2100722
October 13, 2020
47 Ft Monopole Tower Structural Analysis CCI BU No 856479
Project Number 1887900, Order 521148, Revision 4 Page 15
tnxTower Report - version 8.0.7.5
APPENDIX B
BASE LEVEL DRAWING
B2100722
B2100722
October 13, 2020
47 Ft Monopole Tower Structural Analysis CCI BU No 856479
Project Number 1887900, Order 521148, Revision 4 Page 16
tnxTower Report - version 8.0.7.5
APPENDIX C
ADDITIONAL CALCULATIONS
B2100722
X
BU#:
Site Name:
Order #:
TIA-222-H
0 in
140 mph
Ice Wind Speed (V):50 mph
B
Topographic Feature:N/A
II
47 ft
25 ft 22
22 ft
2
Canister Section
Number *:
Canister
Assembly
Length (ft):
Canister
Assembly
Diameter (in):
Number of Sides
Canister Section
Plate
Type:
Mating
Flange
Plate
Thickness
(in)**:
Mating
Flange
Plate
Diameter
(in):
Solidity
Ratio
Plate
Weight
(Kip):
Canister
Weight
(Kip)
Vent
Length (ft):
1 11 42 Round 2 0.38 42 0.75 0.221 0.242 0-0
2 11 42 Round 2 2.00 17.5 0.75 0.205 0.242 0-0
No
No
856479.eri (last saved 09/16 1:01 pm)
Pole Height Above
Base (ft)
Section
Length (ft)
Lap Splice
Length (ft)Number of Sides
Top
Diameter
(in)
Bottom
Diameter
(in)
Wall
Thickness
(in)
Bend
Radius (in)
Pole
Material Delete
47 22 0 0 3.5 3.5 1.75 n/a A572-50 [x]
25 25 0 0 18 18 0.25 n/a A53-B-35 [x]
Canister Loading
Apply CFAF at
Elevation(z)
(ft)
CFAF
No Ice (ft2)
CFAF
1/2" Ice (ft2)
CFAF
1" Ice (ft2)
CFAF
2" Ice (ft2)
CFAF
4" Ice (ft2)
Canister
Assembly
Weight No
Ice (Kip)
Canister
Assembly
Weight
1/2" Ice
(Kip)
Canister Load 1 47 8.663 21.679 22.183 23.192 25.208 0.121 0.264
Tower Information
Base Tower Height:
Total Canister Length:
CCI Flagpole Tool
Code
Site Data
856479
TAFT AND ELIZABETH
521148 Rev 4
Code:
Windspeed (V):
Exposure Category:
Risk Category:
Ice Thickness:
Flag on Tower:
Total Tower Height:
Number of Canister Assembly
Sections:
Discrete Loads : CFAF for Canister Assembly
* Sections are numbered from the top of the tower down ** Mating Flange Plate Thickness at the bottom of canister section
Truck Ball on Tower:
Geometry : Base Tower + Spine
Page 1 of 2 CCIFlagpole Tool (2.2.0)B2100722
Canister Load 2 36 17.325 43.358 44.367 46.383 50.417 0.463 0.748
Canister Load 3 25 8.663 21.679 22.183 23.192 25.208 0.326 0.468
Yes
Actual
Deflection
***(inches)
2.844
*** Relative deflection under service level wind speed
Allowable (3%) Horizontal Spine
Deflection (inches)
7.920
3% Spine Deflection Check
Sufficient/ Insufficient
Sufficient
Deflection Check Required:Import Deflection Results
Page 2 of 2 CCIFlagpole Tool (2.2.0)B2100722
Monopole Flange Plate Connection
*TIA-222-H Section 15.5 Applied
Top Plate Data Bottom Plate Data
27" OD x 2" Plate (A572-50; Fy=50 ksi, Fu=65 ksi)27" OD x 1" Plate (A572-50; Fy=50 ksi, Fu=65 ksi)
Top Stiffener Data Bottom Stiffener Data
(4) 11.5"H x 11.5"W x 0.5"T, Notch: 8.75" horiz. x 0" vert.(8) 9"H x 3.5"W x 0.5"T, Notch: 0.5"
plate: Fy= 50 ksi ; weld: Fy= 70 ksi plate: Fy= 50 ksi ; weld: Fy= 70 ksi
horiz. weld: 0.375" groove, 45° dbl bevel, 0.3125" fillet horiz. weld: 0.25" groove, 45° dbl bevelFALSE
vert. weld: 0.3125" fillet vert. weld: 0.35355" fillet
Top Pole Data Bottom Pole Data
3.5" x 0.6" round pole (A53-B-42; Fy=42 ksi, Fu=63 ksi)18" x 0.25" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi)
Max Load (kips)6.60
Allowable (kips)30.06
Stress Rating:20.9%Pass
Top Plate Capacity Bottom Plate Capacity
1.12 (Roark's Flexural)5.04 (Roark's Flexural)
45.00 45.00
2.4%Pass 10.7%Pass
N/A N/A
Top Stiffener Capacity Bottom Stiffener Capacity
27.5%Pass 3.4%Pass
12.7%Pass 2.0%Pass
7.5%Pass 0.8%Pass
17.2%Pass 3.4%Pass
13.2%Pass 4.1%Pass
Top Pole Capacity Bottom Pole Capacity
5.5%Pass 1.6%Pass
Elevation = 25 ft.
Order # 521148 Rev 4 Axial Force (kips) 2.70
BU # 856479 Applied Loads
Site Name TAFT AND ELIZABETH Moment (kip-ft) 14.56
Shear Force (kips) 0.89
TIA-222 Revision H
Bottom Plate - ExternalTop Plate - External
Allowable Stress (ksi):Allowable Stress (ksi):
Connection Properties
Bolt Data
Analysis Results
Bolt Capacity
Max Stress (ksi):Max Stress (ksi):
(4) 3/4" ø bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 24" BC
Stress Rating:Stress Rating:
Tension Side Stress Rating:Tension Side Stress Rating:
Horizontal Weld:Horizontal Weld:
Plate Compression:Plate Compression:
Punching Shear:Punching Shear:
Vertical Weld:Vertical Weld:
Plate Flexure+Shear:Plate Flexure+Shear:
Plate Tension+Shear:Plate Tension+Shear:
Analysis Date: 10/6/2020CCIplate - Version 3.7.2 B2100722
BU: 856479 Done By: SM
Site Name: TAFT AND ELIZABETH Date Completed: 10/11/20
Work Order: 1887900
Finite Element Analysis- 25’ Flange Plate Connection
A finite element analysis was completed on the 25 ft flange plate connection. The purpose of this analysis
was to determine the suitability of the tower’s flange plate connection using the corresponding level
reactions provided by tnxTower (see Appendix A). A 3D solid model was created of the 25 ft flange plate
connection using SpaceClaim. A full analysis was performed of all components of the flange plate
connection using ANSYS Structural (version 2020R2). The images illustrate the controlling force direction
and stress gradient of the controlling component.
Controlling Component: Stiffeners Status: Pass
B2100722
BU: 856479
WO: 1887900
Elevation: 25 ft
Done By: MSS
Checked By:
Date: 10/6/2020
Extension Bracket Bolt Analysis
TIA Rev. H
Description:
This sheet is for the design of a bolted connection for a monopole flange attachment.
1. PARAMETERS
Flange Elevation: 25 ft
1.1 Loading Information Apply TIA-222-H Section 15.5?
Pmax 14.56kipFlange Bolt Force:
Flange Bolt Eccentricity:ecc 3in
1.2 Tower Information
tshaft 0.25inShaft Thickness:
Shaft Fu:Fushaft 60ksi
1.3 Bolt Properties
Number of Bolts in Connection Nb 2
Bolt C-C Spacing:Lb 3in
Bolt Diameter:Db 0.75in
Bolt Hole Diameter:Dh 0.8125in
Washer Diameter:Dw 1.46875in
Ultimate Strength:Fubolt 120ksi
Thread Type:
Gross Area:Agb
π
4 Db
20.44 in
2
Version 1.5 Page 1 of 3B2100722
BU: 856479
WO: 1887900
Elevation: 25 ft
Done By: MSS
Checked By:
Date: 10/6/2020
2. Bolt Checks
Checked to applied loads
2.1 Connection Shear
Bolt Shear Resistance Factor:ϕb 0.75[TIA-222-H Section 4.9.6.3]
Connection Length Reduction
Factor:
Rb 1Lb16inif
0.9 16in Lb38inif
0.75 Lb 38inif
1
Allowable Bolt Shear:ϕRnv ϕb 0.625RbFuboltThreadAgb19.88 kip
Bolt Shear Capacity:ϕRnv1 ϕRnv Nb Lb38inif
ϕRnv 0.833Nb 3in 38inif
[AISC 15th Edition Table J3.2
Note (b)]
ϕRnv1 19.88 kip
Vmax1
Pmax
Nb
7.28 kip
Capacityshear
Vmax1
ϕRnv1
S15Allowable "No"=if
Vmax1
ϕRnv1
1
1.05
S15Allowable "Yes"=if
36.62 %
2.2 Connection Tension Due to Shear
Number of Bolts Above Neutral Axis:n' floor
Nb
2
1
Moment Arm Between Resultant
Tensile and Resultant Compressive
Force:
d m Lb ceil
Nb
2
3in
Tension Force due to Shear:rut
Pmax ecc
n' d m14.56 kip
Design Tensile Strength:ϕRnt 0.75 0.75Fubolt Agb29.82 kip
Capacitytension.eccentric
rut
ϕRnt
S15Allowable "No"=if
rut
ϕRnt
1
1.05
S15Allowable "Yes"=if
48.83 %
Version 1.5 Page 2 of 3B2100722
BU: 856479
WO: 1887900
Elevation: 25 ft
Done By: MSS
Checked By:
Date: 10/6/2020
Combined Shear and Tension Check:[TIA-222-H Section 4.9.6.4]
Capacityinteraction
Vmax1
ϕRnv1
2 rut
ϕRnt
2
S15Allowable "No"=if
Vmax1
ϕRnv1
2 rut
ϕRnt
2
1
1.05
S15Allowable "Yes"=if
Capacityinteraction 37.25 %
3. Pole/ Shaft Checks
3.1 Shaft Bearing [AISC 15th Ed., Eqs. J3-6a and
J3-6c]
Minimum Thickness to Bear On:ttshaft 0.25 in
Clear Distance from Edge of
Hole to Edge of Adjacent Hole:Lc Lb Dh2.19 in
Bearing By Tear-out:Rnshaft1 1.2 LctFushaft39.37 kip
Bearing By Hole Deformation: Rnshaft2 2.4 DbtFushaft27 kip
Bearing Capacity:ϕRnshaft 0.75 min Rnshaft1 Rnshaft220.25 kip
Capacityshaft.bearing
Vmax1
ϕRnshaft
S15Allowable "No"=if
Vmax1
ϕRnshaft
1
1.05
S15Allowable "Yes"=if
35.95 %
3.2 Pull-Out Check (through shaft wall)[AISC Design Guide 24 Ch. 3]
Reduction Factor:ϕ 0.67
Hollow Member Pull-Out Capacity:ϕRn ϕ 0.6 πDw tFushaft27.82 kip
rut 14.56 kip
Capacitypullout
rut
ϕRn
S15Allowable "No"=if
rut
ϕRn
1
1.05
S15Allowable "Yes"=if
52.33 %
Version 1.5 Page 3 of 3B2100722
Monopole Base Plate Connection
*TIA-222-H Section 15.5 Applied
#VALUE!
Anchor Rod Data Anchor Rod Summary (units of kips, kip-in)
(6) 1" ø bolts (F1554-105 N; Fy=105 ksi, Fu=125 ksi) on 22.125" BC Pu_c = 18.65 φPn_c = 74.22 Stress Rating
Vu = 0.27 φVn = 33.4 25.5%
Base Plate Data Mu = 0.27 φMn = 15.75 Pass
25" OD x 1" Plate (A36; Fy=36 ksi, Fu=58 ksi)
Base Plate Summary
Stiffener Data Max Stress (ksi):11.96 (Flexural)
N/A Allowable Stress (ksi):32.4
Stress Rating:35.2%Pass
Pole Data
18" x 0.25" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi)
4.66
1.64
Adjusted Pole Reactions
BU # 856479
Applied Loads
Site Name TAFT AND ELIZABETH
Order # 521148 Rev 4
Analysis Considerations
Site Info
TIA-222 Revision H
Grout Considered:No
Analysis ResultsConnection Properties
Iar (in) 1.5
Moment (kip-ft) 49.47
Axial Force (kips) 4.66
Shear Force (kips) 1.64
Moment (kip-ft)
Axial Force (kips)
Shear Force (kips)
0.00
Analysis Date: 10/6/2020CCIplate - Version 3.7.2 B2100722
Report File:
TIA-222 Revison:Check Pier Capacity only at location of Max Moment?No
Tower Type:
Soil Lateral Check Compression Uplift
Comp.Uplift 5.19 -
49.47 82.67 -
4.66 56.85 -
1.64 1.5%-
Soil Vertical Check Compression Uplift Go to Soil Calculations
220.74 -
3 ksi 0.00 -
60 ksi 39.78 -
40 ksi 220.74 -
44.44 -
19.2%-
20 ft Reinforced Concrete Flexure Compression Uplift
0.5 ft 5.27 -
56.85 -
876.98 -
4 ft 6.2%-
27 10 Reinforced Concrete Shear Compression Uplift
9 12.84 -
3 in 7.42 -
5 178.40 -
in 4.0%-
in
*Rating per TIA-222-H Section 15.5
13 # of Layers 5
121
FALSE 1 0 3 3 104 150 0 0 0.000 0.000 0.00 0.00
FALSE 2 3 4 1 104 150 2.505 1.378 1.378
FALSE 3 4 9 5 120 150 2.505 1.378 1.378
FALSE 4 9 13 4 120 150 2.505 1.378 1.378
FALSE 5 13 20 7 57.6 87.6 2.505 1.378 1.378 0
R:\Modification Design\Work Area\2020\10 October\856479 WO 1887900\Working\Production\856479.eri.rtf
6.2%Structural Foundation Rating*
Total Capacity (kips)Tie Yield Strength, Fyt:
Tie Spacing
Critical Depth (ft from TOC)
Critical Depth (ft from TOC)
19.2%Soil Interaction Rating*
Depth
Ext. Above Grade
Critical Moment (kip-ft)
Critical Moment Capacity
Rating*
N/A
Cohesionless
Cohesive
Ultimate Skin
Friction Uplift
Override (ksf)
Shear Design Options
Check Shear along Depth of Pier:
Utilize Shear-Friction Methodology:
Critical Shear Capacity
Rating*
Cohesive
Cohesive
Cohesive
Analysis Results
Drilled Pier Foundation
BU # :
Site Name:
Order Number:
Monopole
Applied Loads
Material Properties
Pier Design Data
H
856479
TAFT AND ELIZABETH
521148 Rev 4
Moment (kip-ft)
Axial Force (kips)
Shear Force (kips)
Concrete Strength, f'c:
Dv=0 (ft from TOC)
Soil Safety Factor
Max Moment (kip-ft)
Rating*
Skin Friction (kips)
Weight of Concrete (kips)
Rating*
Calculated
Ultimate Skin
Friction Uplift
(ksf)
Calculated
Ultimate Skin
Friction Comp
(ksf)
Layer Top
(ft)
Bottom
(ft)
Thickness
(ft)
Ultimate Skin
Friction Comp
Override
(ksf)
Groundwater Depth
Soil Profile
Soil TypeSPT Blow
Count
Ult. Gross
Bearing
Capacity
(ksf)
γsoil
(pcf)
γconcrete
(pcf)
Cohesion
(ksf)
Angle of
Friction
(degrees)
From 0.5' above grade to 20' below grade
Rebar Size
Clear Cover to Ties
Tie Size
Rebar Quantity
Rebar Cage Diameter
Rebar Strength, Fy:
End Bearing (kips)
Axial (kips)
Pier Section 1
Check Limitation
Apply TIA-222-H Section 15.5:
Pier Diameter
Rebar Quantity
Rebar Size
Critical Shear (kip)
Rebar & Pier Options
Embedded Pole Inputs
Belled Pier Inputs
Version 4.1.2 B2100722
ASCE 7 Hazards Report
Address:
No Address at This
Location
Standard:ASCE/SEI 7-16
Risk Category:II
Soil Class:D - Default (see
Section 11.4.3)
Elevation:5077.3 ft (NAVD 88)
Latitude:
Longitude:
40.572778
-105.115833
Page 1 of 3https://asce7hazardtool.online/Wed Sep 30 2020B2100722
SS : 0.202
S1 : 0.057
F a : 1.6
F v : 2.4
SMS : 0.323
SM1 : 0.137
SDS : 0.216
SD1 : 0.091
T L : 4
PGA : 0.108
PGA M : 0.171
F PGA : 1.584
Ie : 1
C v : 0.704
Design Response Spectrum
S (g) vs T(s)a
MCE Response SpectrumR
S (g) vs T(s)a
Design Vertical Response Spectrum
S (g) vs T(s)a
MCE Vertical Response SpectrumR
S (g) vs T(s)a
Seismic
Site Soil Class:
Results:
Seismic Design Category
D - Default (see Section 11.4.3)
B
Data Accessed:
Date Source:
Wed Sep 30 2020
USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16
Table 1.5-2. Additional data for site-specific ground motion procedures in
accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS.
Page 2 of 3https://asce7hazardtool.online/Wed Sep 30 2020B2100722
Ice
Results:
Data Source:
Date Accessed:
Ice Thickness: 0.25 in.
Concurrent Temperature: 5 F
Gust Speed: 50 mph
Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8
Wed Sep 30 2020
Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys
and gorges may exceed the mapped values.
In the mountain west, ice thicknesses may exceed the mapped values in the foothills and passes. However, at
elevations above 5,000 ft, freezing rain is unlikely.
Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds,
for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain.
Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice
thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may
exceed the mapped values.
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability,
currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement,
affiliation, relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
Page 3 of 3https://asce7hazardtool.online/Wed Sep 30 2020B2100722
October 13, 2020
47 Ft Monopole Tower Structural Analysis CCI BU No 856479
Project Number 1887900, Order 521148, Revision 4 Page 17
tnxTower Report - version 8.0.7.5
APPENDIX D
REQUIRED MODIFICATION DRAWINGS
B2100722
S-1
TITLE PAGE
NO.DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THE
SOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWN
CASTLE AND ITS AFFILIATES. REPRODUCTION
OR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDEN
WITHOUT THE WRITTEN PERMISSION OF
CROWN CASTLE.
SITE NAME: TAFT AND ELIZABETH
BU NUMBER: 856479
WO NUMBER: 1887900
SITE ADDRESS:
1015 SOUTH TAFT HILL ROAD
FORT COLLINS, CO 80526
LARIMER COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 10/08/20
TPS 10/13/20
SL 10/13/20
--------
CODE COMPLIANCE
.
ATTENTION ALL CONTRACTORS, ANYTIME YOU ACCESS A CROWN
SITE FOR ANY REASON YOU ARE TO CALL THE CROWN NOC UPON
ARRIVAL AND DEPARTURE, DAILY AT 800-788-7011
SAFETY CLIMB: 'LOOK UP'
THE INTEGRITY OF THE WIRE ROPE SAFETY CLIMB SYSTEM SHALL BE
CONSIDERED DURING ALL STAGES OF DESIGN, INSTALLATION, AND
INSPECTION. TOWER REINFORCEMENTS AND EQUIPMENT INSTALLATIONS
SHALL NOT COMPROMISE THE INTEGRITY OR FUNCTIONAL USE OF ANY WIRE
ROPE SAFETY CLIMB ON THE STRUCTURE. THIS SHALL INCLUDE, BUT NOT BE
LIMITED TO: PINCHING OF THE WIRE ROPE, BENDING OF THE WIRE ROPE
FROM ITS SUPPORTS, DIRECT CONTACT OR CLOSE PROXIMITY TO THE WIRE
ROPE WHICH MAY CAUSE FRICTIONAL WEAR, OR IMPACT TO THE ANCHORAGE
POINTS IN ANY WAY. ANY COMPROMISED SAFETY CLIMB MUST BE REPORTED
TO YOUR CROWN POC FOR RESOLUTION, INCLUDING EXISTING CONDITIONS.
SITE NAME: TAFT AND ELIZABETH
TOWER MODIFICATION DRAWINGS
SITE ADDRESS:
1015 SOUTH TAFT HILL ROAD
FORT COLLINS, CO 80526
LARIMER COUNTY, USA
BU NUMBER: 856479
PROJECT CONTACTS:
1. CROWN PROJECT MANAGER
RYAN QUINTEL
(615) 771-1569
RYAN.QUINTEL@CROWNCASTLE.COM
370 MALLORY STATION ROAD, SUITE 505
FRANKLIN, TN 37067
2. CROWN DESIGN ENGINEER (EOR)
MAGED (MATTHEW) ABDEL-MESSIH, P.E.
2000 CORPORATE DRIVE
CANONSBURG, PA 15317
(724) 416-9627
EORAPPROVAL@CROWNCASTLE.COM
SHEET NUMBER DESCRIPTION
S-1
S-2
TITLE PAGE
MODIFICATION INSPECTION CHECKLIST
S-3 & S-4
S-6 - S-11
POLE MODIFICATION SCHEDULE
NOTES
S-5
DETAILS
DRAWINGS INCLUDED
OPS-PRC-10127 CROWN CASTLE CONCEALMENT
REINFORCEMENT SOLUTION
.
HOT WORK INCLUDED
NA BASE GRINDING ONLY
NA BASE WELDING (AND GRINDING)
NA AERIAL GRINDING ONLY
NA AERIAL WELDING (AND GRINDING)
0
THIS MODIFICATION DESIGN IS BASED ON THE REQUIREMENTS OF THE
TIA-222-H STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWERS AND
ANTENNA SUPPORTING STRUCTURES BASED UPON AN ULTIMATE 3-SECOND
GUST WIND SPEED OF 140 MPH AS REQUIRED BY THE 2018 IBC, 60 MPH
UNDER SERVICE LOADS, EXPOSURE CATEGORY B AND RISK CATEGORY II.
TOWER INFORMATION
TOWER MAPPED BY / DOC #: TEP / CCISITES DOC # 4859778
TOWER HEIGHT / TYPE: 47 FT MONOPOLE TOWER
TOWER LOCATION: LAT 40º 34' 22.00"
DATUM: (NAD 1983)LONG -105º 06' 57.00"
ELEV 5078.0 FT AMSL
STRUCTURAL DESIGN DRAWING: CCI / WO # 1887900
STRUCTURAL ANALYSIS REPORT: CCI / WO # 1885767
STRUCTURAL ANALYSIS DATE: 09/17/20
ORDER #:521148 REV # 4
CCISITES DOCUMENT ID: 9273940
10/13/2020 B2100722
S-2.
NO. DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THE
SOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWN
CASTLE AND ITS AFFILIATES. REPRODUCTION
OR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDEN
WITHOUT THE WRITTEN PERMISSION OF
CROWN CASTLE.
SITE NAME: TAFT AND ELIZABETH
BU NUMBER: 856479
WO NUMBER: 1887900
SITE ADDRESS:
1015 SOUTH TAFT HILL ROAD
FORT COLLINS, CO 80526
LARIMER COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 10/08/20
TPS 10/13/20
SL 10/13/20
--------
GENERAL
THE MI IS AN ON-SITE VISUAL AND HANDS-ON INSPECTION OF TOWER MODIFICATIONS INCLUDING A REVIEW OF CONSTRUCTION REPORTS AND
ADDITIONAL PERTINENT DOCUMENTATION PROVIDED BY THE GENERAL CONTRACTOR (GC), AS WELL AS ANY INSPECTION DOCUMENTS PROVIDED BY
3RD PARTY INSPECTORS. THE MI IS TO ENSURE THE INSTALLATION WAS CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, NAMELY
THE MODIFICATION DRAWINGS; IN ACCORDANCE WITH APPLICABLE CROWN STANDARDS; AND AS DESIGNED BY THE ENGINEER OF RECORD (EOR).
NO DOCUMENT, CODE OR POLICY CAN ANTICIPATE EVERY SITUATION THAT MAY ARISE. ACCORDINGLY, THIS CHECKLIST IS INTENDED TO SERVE AS A
SOURCE OF GUIDING PRINCIPLES IN ESTABLISHING GUIDELINES FOR MODIFICATION INSPECTION.
THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE MODIFICATION DESIGN ITSELF, AND THE
MI INSPECTOR DOES NOT TAKE OWNERSHIP OF THE MODIFICATION DESIGN. OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS
AND INTEGRITY RESIDES WITH THE EOR AT ALL TIMES. THE MI INSPECTOR SHALL INSPECT AND NOTE CONFORMANCE/NONCONFORMANCE AND PROVIDE
TO THE CROWN POINT OF CONTACT (CROWN POC) FOR EVALUATION.
ALL MI'S SHALL BE CONDUCTED BY A CROWN APPROVED MI INSPECTOR, WORKING FOR A CROWN APPROVED MI VENDOR. SEE CROWN CED-LST-10173,
"APPROVED MI VENDORS".
TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET, IT IS VITAL THAT THE GENERAL CONTRACTOR (GC) AND THE MI INSPECTOR BEGIN
COMMUNICATING AND COORDINATING AS SOON AS A PURCHASE ORDER ( PO) IS RECEIVED. IT IS EXPECTED THAT EACH PARTY WILL BE PROACTIVE IN
REACHING OUT TO THE OTHER PARTY. IF CONTACT INFORMATION IS NOT KNOWN THE GC AND/OR INSPECTOR SHALL CONTACT THE CROWN POINT OF
CONTACT (POC).
REFER TO CROWN CED-SOW-10007, "MODIFICATION INSPECTION SOW", FOR FURTHER DETAILS AND REQUIREMENTS.
SERVICE LEVEL COMMITMENT
THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND EFFECTIVENESS OF DELIVERING AN MI
REPORT:
·THE GC SHALL PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE, PREFERABLY 10, TO THE MI INSPECTOR AS TO WHEN THE SITE WILL BE READY
FOR THE MI TO BE CONDUCTED.
·THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT.
·WHEN POSSIBLE, IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE SIMULTANEOUSLY FOR ANY GUY WIRE TENSIONING OR
RE-TENSIONING OPERATIONS.
·WHEN POSSIBLE, IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE DURING THE MI TO HAVE ANY MINOR DEFICIENCIES CORRECTED
DURING THE INITIAL MI. THEREFORE, THE GC MAY CHOOSE TO COORDINATE THE MI CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE
AT THEIR DISPOSAL WHEN THE MI INSPECTOR IS ON SITE.
REQUIRED PHOTOS
BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS, AT A MINIMUM, ARE TO BE TAKEN AND INCLUDED IN THE MI REPORT:
·PRE-CONSTRUCTION GENERAL SITE CONDITION
·PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTION/ERECTION AND INSPECTION
··RAW MATERIALS
··PHOTOS OF ALL CRITICAL DETAILS
··FOUNDATION MODIFICATIONS
··WELD PREPARATION
··BOLT INSTALLATION
··FINAL INSTALLED CONDITION
··SURFACE COATING REPAIR
·POST CONSTRUCTION PHOTOGRAPHS
··FINAL INFIELD CONDITION
PHOTOS OF ELEVATED MODIFICATIONS TAKEN ONLY FROM THE GROUND SHALL BE CONSIDERED INADEQUATE.
THIS IS NOT A COMPLETE LIST OF REQUIRED PHOTOS, FOR A COMPLETE LIST OF PHOTOS SEE CED-SOW-10007.
MODIFICATION INSPECTION NOTES
MODIFICATION
INSPECTION
CHECKLIST
0
X
MI CHECKLIST
REQUIRED REPORT ITEM APPLICABLE
CROWN DOC #BRIEF DESCRIPTION
PRE-CONSTRUCTION
MI CHECKLIST DRAWING THIS CHECKLIST SERVES AS A GUIDELINE FOR THE REQUIRED CONSTRUCTION DOCUMENTS AND
INSPECTIONS FOR THIS MODIFICATION.
EOR APPROVED SHOP DRAWINGS
ONCE THE PRE-MODIFICATION MAPPING IS COMPLETE AND PRIOR TO FABRICATION, THE CONTRACTOR SHALL
PROVIDE DETAILED ASSEMBLY DRAWINGS AND/OR SHOP DRAWINGS. THESE ARE TO INCLUDE, BUT ARE NOT
LIMITED TO, A VISUAL LAYOUT OF NEW REINFORCEMENT, EXISTING REINFORCEMENT CONFIGURATION,
PORTHOLES, MOUNTS, STEP PEGS, SAFETY CLIMBS AND ANY OTHER MISCELLANEOUS ITEMS WHICH MAY
AFFECT SUCCESSFUL INSTALLATION OF MODIFICATIONS ON THE TOWER. THESE DRAWINGS SHALL BE
SUBMITTED TO THE EOR FOR APPROVAL. SHOP DRAWINGS SUBMISSION SHALL INCLUDE THE EOR RFI FORM
DETAILING ANY CHANGES FROM THE ORIGINAL DESIGN.
FABRICATION INSPECTION
A LETTER FROM THE FABRICATOR, STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH
INDUSTRY STANDARDS AND THE CONTRACT DOCUMENTS, SHALL BE PROVIDED TO THE MI INSPECTOR FOR
INCLUSION IN THE MI REPORT.
FABRICATOR CERTIFIED WELD INSPECTION A CWI SHALL INSPECT ALL WELDING PERFORMED ON STRUCTURAL MEMBERS DURING FABRICATION. A
WRITTEN REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.
MATERIAL TEST REPORTS (MTR)MATERIAL TEST REPORTS SHALL BE PROVIDED FOR MATERIAL USED AS REQUIRED PER SECTION 9.2.5 OF
CED-SOW-10007. MTRS SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.
FABRICATOR NDE INSPECTION REPORT
CRITICAL SHOP WELDS THAT REQUIRE TESTING ARE NOTED ON THESE CONTRACT DRAWINGS. A CERTIFIED
NDT INSPECTOR SHALL PERFORM NON-DESTRUCTIVE EXAMINATION AND A REPORT SHALL BE PROVIDED TO
THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.
NDE OF MONOPOLE BASE PLATE A NDE OF THE POLE TO BASE PLATE CONNECTION IS REQUIRED AND A WRITTEN REPORT SHALL BE PROVIDED
TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.
PACKING SLIPS PACKING/SHIPPING LIST FOR ALL MATERIAL THAT WAS USED DURING CONSTRUCTION OF THE MODIFICATION.
ADDITIONAL TESTING AND INSPECTIONS:
CONSTRUCTION
FOUNDATION INSPECTIONS
A VISUAL OBSERVATION OF THE EXCAVATION AND REBAR SHALL BE PERFORMED BEFORE PLACING THE
CONCRETE. A VISUAL OBSERVATION OF THE REBAR SHALL BE PERFORMED BEFORE PLACING THE EPOXY. A
SEALED WRITTEN REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.
CONCRETE COMP. STRENGTH AND SLUMP TEST THE CONCRETE MIX DESIGN, SLUMP TEST, AND COMPRESSIVE STRENGTH TESTS SHALL BE PROVIDED AS
PART OF THE FOUNDATION REPORT.
EARTHWORK FOUNDATION SUB-GRADES SHALL BE INSPECTED AND APPROVED BY AN APPROVED FOUNDATION INSPECTOR
AND RESULTS INCLUDED AS PART OF THE FOUNDATION REPORT.
MICROPILE/ROCK ANCHOR
MICROPILES/ROCK ANCHORS SHALL BE INSPECTED BY THE FOUNDATION INSPECTION VENDOR AND SHALL BE
INCLUDED AS PART OF THE FOUNDATION INSPECTION REPORT, ADDITIONAL TESTING AND/OR INSPECTION
REQUIREMENTS ARE NOTED IN THESE CONTRACT DOCUMENTS.
POST-INSTALLED ANCHOR ROD VERIFICATION
POST INSTALLED ANCHOR ROD VERIFICATION SHALL BE PERFORMED IN ACCORDANCE WITH CROWN
REQUIREMENTS AND A REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI
REPORT.
BASE PLATE GROUT VERIFICATION
THE GENERAL CONTRACTOR SHALL PROVIDE DOCUMENTATION TO THE MI INSPECTOR THAT CERTIFIES THAT
THE GROUT WAS REMOVED AND/OR INSTALLED IN ACCORDANCE WITH CROWN REQUIREMENTS FOR
INCLUSION IN THE MI REPORT.
FIELD CERTIFIED WELD INSPECTION
A CROWN APPROVED CERTIFIED WELD INSPECTOR SHALL INSPECT AND TEST FIELD WELDS, FOLLOWING ALL
PROCEDURES SPECIFIED IN CROWN STANDARD DOCUMENTS APPLICABLE TO WELD INSPECTIONS. A REPORT
SHALL BE PROVIDED. NDE OF FIELD WELDS SHALL BE PERFORMED AS REQUIRED BY CROWN STANDARDS
AND CONTRACT DOCUMENTS. THE NDE REPORT SHALL BE INCLUDED IN THE CWI REPORT.
ON-SITE COLD GALVANIZING VERIFICATION
THE GENERAL CONTRACTOR SHALL PROVIDE WRITTEN AND PHOTOGRAPHIC DOCUMENTATION TO THE MI
INSPECTOR VERIFYING THAT ANY ON-SITE COLD GALVANIZING WAS APPLIED PER MANUFACTURER
SPECIFICATIONS AND APPLICABLE STANDARDS.
TENSION TWIST AND PLUMB THE GENERAL CONTRACTOR SHALL PROVIDE A REPORT IN ACCORDANCE WITH APPLICABLE STANDARDS
DOCUMENTING TENSION TWIST AND PLUMB.
GC AS-BUILT DRAWINGS
THE GENERAL CONTRACTOR SHALL SUBMIT A LEGIBLE COPY OF THE ORIGINAL DESIGN DRAWINGS EITHER
STATING "INSTALLED AS DESIGNED" OR NOTING ANY CHANGES THAT WERE REQUIRED AND APPROVED BY
THE ENGINEER OF RECORD. EOR/RFI FORMS APPROVING ALL CHANGES SHALL BE SUBMITTED.
ADDITIONAL TESTING AND INSPECTIONS:
POST-CONSTRUCTION
CONSTRUCTION COMPLIANCE LETTER
A LETTER FROM THE GENERAL CONTRACTOR STATING THAT THE WORKMANSHIP WAS PERFORMED IN
ACCORDANCE WITH INDUSTRY STANDARDS AND THESE CONTRACT DRAWINGS, INCLUDING LISTING
ADDITIONAL PARTIES TO THE MODIFICATION PROCESS.
POST-INSTALLED ANCHOR ROD PULL TESTS POST-INSTALLED ANCHOR RODS SHALL BE TESTED BY A CROWN APPROVED PULL TEST INSPECTOR AND A
REPORT SHALL BE PROVIDED INDICATING TESTING RESULTS.
PHOTOGRAPHS
PHOTOGRAPHS SHALL BE SUBMITTED TO THE MI. PHOTOS SHALL DOCUMENT ALL PHASES OF THE
CONSTRUCTION. THE PHOTOS SHALL BE ORGANIZED IN A MANNER THAT EASILY IDENTIFIES THE EXACT
LOCATION OF THE PHOTO.
BOLT HOLE INSTALLATION VERIFICATION REPORT
THE MI INSPECTOR SHALL VERIFY THE INSTALLATION AND TIGHTNESS 10% OF ALL NON PRE-TENSIONED
BOLTS INSTALLED AS PART OF THE MODIFICATION. THE MI INSPECTOR SHALL LOOSEN THE NUT AND VERIFY
THE BOLT HOLE SIZE AND CONDITION. THE MI REPORT SHALL CONTAIN THE COMPLETED BOLT INSTALLATION
VERIFICATION REPORT, INCLUDING THE SUPPORTING PHOTOGRAPHS.
PUNCHLIST DEVELOPMENT AND CORRECTION DOCUMENTATION FINAL PUNCHLIST INDICATING ALL NONCONFORMANCE(S) IDENTIFIED AND THE FINAL RESOLUTION/APPROVAL.
MI INSPECTOR REDLINE OR RECORD DRAWING(S)THE MI INSPECTOR SHALL OBSERVE AND REPORT ANY DISCREPANCIES BETWEEN THE CONTRACTOR'S
REDLINE DRAWING AND THE ACTUAL COMPLETED INSTALLATION.
ADDITIONAL TESTING AND INSPECTIONS:
X
X
X
X
X
NA
X
X OR NA
NA
NA
NA
NA
NA
NA
NA
X
X
X
X
X
NA
X
NA
X
X
NA
THE MI CHECKLIST SHALL BE REVIEWED PRIOR TO THE START OF CONSTRUCTION. ALL PARTIES TO THE MODIFICATION SHALL UNDERSTAND CROWN REQUIREMENTS AND INSPECTION/DOCUMENTATION THAT IS APPLICABLE TO THE SCOPE OF WORK THEY ARE
PERFORMING. ERRORS ON THE MI CHECKLIST SHALL BE BROUGHT TO THE ATTENTION OF THE CROWN POC AND EOR AS SOON AS POSSIBLE.
CED-SOW-10007
CED-SOW-10007
CED-SOW-10007
CED-SOW-10007
CED-STD-10069
CED-SOW-10007
CED-SOW-10066
CED-STD-10069
ENG-SOW-10033
CED-SOW-10007
CED-SOW-10144
CED-SOW-10144
CED-SOW-10144
CED-SOW-10144
CED-SOW-10007
ENG-STD-10323
CED-SOW-10066
CED-STD-10069
OPS-STD-10149
CED-PRC-10182
CED-STD-10261
CED-SOW-10007
CED-SOW-10007
CED-PRC-10119
CED-SOW-10007
CED-SOW-10007
CED-PRC-10283
CED-FRM-10285
CED-SOW-10007
TOWER PLUMB DELIVERABLES OPS-SOW-10127 THE GENERAL CONTRACTOR SHALL PROVIDE WRITTEN AND PHOTOGRAPHIC DOCUMENTATION TO THE MI
INSPECTOR VERIFYING THE TOWER PLUMB CONDITION. SEE REQUIREMENTS ON SHEET S-4.
10/12/2020 B2100722
S-3
NOTES
.
NO. DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THE
SOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWN
CASTLE AND ITS AFFILIATES. REPRODUCTION
OR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDEN
WITHOUT THE WRITTEN PERMISSION OF
CROWN CASTLE.
SITE NAME: TAFT AND ELIZABETH
BU NUMBER: 856479
WO NUMBER: 1887900
SITE ADDRESS:
1015 SOUTH TAFT HILL ROAD
FORT COLLINS, CO 80526
LARIMER COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 10/08/20
TPS 10/13/20
SL 10/13/20
--------
0
GENERAL NOTES
1. The General Contractor (GC) shall reference CED-STD-10159, "Tower
Modification Construction Specifications", as a continuation of the following
General Notes. The GC shall keep a copy of this document with the Structural
Design Drawings (SDD) at all times, and shall ensure that all Contractor
Personnel are aware of the information enclosed within the General Notes and
CED-STD-10159.
2. The Contract Documents are the property of Crown Castle (Crown). They are
provided to the GC and its Lower Tier Contractors and material suppliers for
the limited purpose of use in completing the Work for this Site, and shall be
kept in strict confidence and not disclosed to any third parties. The Contract
Documents shall not be used for any other purpose whatsoever without the
prior written consent of Crown.
3. Detail drawings, including notes and tables, shall govern over general notes
and typical details. Contact the Crown Point of Contact (POC) and Engineer of
Record (EOR) for clarification as needed.
4. Do not scale drawings.
5. Any Work performed without a prefabrication mapping is done at the risk of the
GC and/or fabricator. All dimensions of existing structural elements are
assumed based on the available documentation and are preliminary until
field-verified by the GC, unless noted otherwise (UNO). Where discrepancies
are found, GC shall contact the Crown POC and EOR through RFI.
6. For this analysis and modification, the tower has been assumed to be in good
condition without any structural defects, UNO. If the GC discovers any
indication of an existing structural defect, contact the Crown POC and EOR
immediately.
7. All construction means and methods, including but not limited to erection plans,
rigging plans, climbing plans, and rescue plans, shall be the responsibility of
the GC responsible for the execution of the Work contained herein, and shall
meet ANSI/ASSE A10.48 (latest edition); federal, state, and local regulations;
and any applicable industry consensus standards related to the construction
activities being performed. All rigging plans shall adhere to ANSI/ASSE A10.48
(latest edition) and Crown standard CED-STD-10253, "Rigging Program",
including the required involvement of a qualified engineer for class IV
construction to certify the supporting structure(s) in accordance with the
ANSI/TIA-322 (latest edition).
8. The structural integrity of the modification design extends to the complete
condition only. The GC must be cognizant that the removal of any structural
component of an existing tower has the potential to cause the partial or
complete collapse of the structure. All necessary precautions must be taken to
ensure structural integrity, including, but not limited to, engineering assessment
of construction stresses with installation maximum wind speed and/or
temporary bracing and shoring.
9. Aerial and underground utilities and facilities may or may not be shown on the
drawings. The GC shall take every precaution to preserve and protect these
items, which may include aerial or underground power lines, telephone lines,
water lines, sewer lines, cable television facilities, pipelines, structures and
other public and private improvements within or adjacent to the Work area. The
responsibility for determining the actual on-site location of these items shall
rest exclusively with the GC.
10. All manufacturer's hardware assembly instructions shall be followed, UNO.
Conflicting notes shall be brought to the attention of the EOR and the Crown
POC.
18. All tower grounding affected by the Work shall be repaired or replaced in
accordance with OPS-STD-10090, "Tower Grounding", and OPS-BUL-10133,
"Grounding Repair Recommendation".
19. If scope of modification requires removal or covering of tower ID tag, the tag
must be replaced.
20. Any hardware removed from the existing tower shall be replaced with new
hardware of equal size and quality, UNO. No existing fasteners shall be reused.
21. All joints using ASTM A325 or A490 bolts, U-bolts, V-bolts, and threaded rods
shall be snug tightened, UNO.
22. A nut locking device shall be installed on all proposed and/or replaced snug
tightened ASTM A325 or A490 bolts, U-bolts, V-bolts, and threaded rods.
23. All joints are bearing type connections UNO. If no bolt length is given in the Bill
of Materials, the connection may include threads in the shear planes, and the
GC is responsible for sizing the length of the bolt.
24. Blind bolts shall be installed per the installation specifications on the
corresponding Approved Fastener sheets contained in CED-CAT-10300,
"Monopole Standard Drawings and Approved Reinforcement Components".
25. If ASTM A325 or A490 bolts, and/or threaded rods are specified to be
pre-tensioned, these shall be installed and tightened to the pretensioned
condition according to the requirements of the RCSC Specification for
Structural Joints Using ASTM High Strength Bolts.
26. All proposed and/or replaced bolts shall be of sufficient length such that the
end of the bolt be at least flush with the face of the nut. It is not permitted for
the bolt end to be below the face of the nut after tightening is completed.
11. The GC shall fabricate all required items per the materials specified below,
UNO on the detail drawing sheets. If the GC finds for any component that the
materials have not been clearly specified, the GC shall submit an RFI to the
EOR to confirm the required material.
All structural elements shall be new and shall conform to the following
requirements, UNO:
Monopoles:
·Structural shapes and plates: ASTM A572 Grade 65 (FY = 65 KSI)
·Welding electrodes, SMAW: E80XX
·Welding electrodes, FCAW: E8XT-XX
·Welding electrodes, GMAW: ER80S-X
Self-Support and Guyed Towers:
·Structural shapes and plates: ASTM A572 Grade 50 (FY = 50 KSI)
·Welding electrodes, SMAW: E70XX
·Welding electrodes, FCAW: E7XT-XX
·Welding electrodes, GMAW: ER70S-X
All tower types:
·Steel angle:ASTM A572 Grade 50 (FY = 50 KSI)
·Solid rod:ASTM A36 (FY = 36 KSI)
·Pipe/tube (round):ASTM A500 Grade C (FY = 46 KSI)
·Pipe/tube (square): ASTM A500 Grade C (FY = 50 KSI)
·Bolts:ASTM F3125 Grade A325 Type 1
·U-bolts:ASTM A307 Grade A, or SAE J429 Grade 2
·Nuts:ASTM A563 Grade DH
·Washers:ASTM F436 Type 1
·Guy Wires:ASTM A475 Grade EHS
·Bridge Strand: ASTM A586 Grade 1
12. After fabrication, hot-dip galvanize all steel items, UNO. Galvanize per ASTM
A123, ASTM A153/A153M, or ASTM A653 G90, as applicable. ASTM A490
bolts shall not be hot-dip galvanized, but shall instead be coated with Magni
565 or EOR approved equivalent, per ASTM F2833.
13.Contractor Personnel shall not drill holes in any new or existing structural
members, other than those drilled holes shown on structural drawings, without
the approval of the EOR.
14. For a list of Crown-approved cold galvanizing compounds, refer to
OPS-STD-10149, “Tower Protective Coatings”.
15.All exposed structural steel as the result of this scope of Work including welds
(after final inspection of the weld by the CWI), field drilled holes, and shaft
interiors (where accessible), shall be cleaned and two (2) coats cold
galvanizing shall be applied by brush in accordance with OPS-STD-10149,
“Tower Protective Coatings”. Photo documentation is required to be submitted
to the MI Inspector.
16. If removal of existing modifications is required per the modification scope, the
GC shall clean and cold galvanize any existing empty bolt holes, UNO. If
additional unexpected, oversized, or slotted holes are found, the GC shall
contact the EOR and Crown POC for guidance prior to proceeding with the
modifications.
17. All Work involving base plate grout scope items or resulting in disturbance of
base plate grout shall reference ENG-STD-10323, "Base Plate Grout", and
shall follow any Base Plate Grout Removal Notes contained herein.10/13/2020 B2100722
S-4
NOTES
.
NO. DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THE
SOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWN
CASTLE AND ITS AFFILIATES. REPRODUCTION
OR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDEN
WITHOUT THE WRITTEN PERMISSION OF
CROWN CASTLE.
SITE NAME: TAFT AND ELIZABETH
BU NUMBER: 856479
WO NUMBER: 1887900
SITE ADDRESS:
1015 SOUTH TAFT HILL ROAD
FORT COLLINS, CO 80526
LARIMER COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 10/08/20
TPS 10/13/20
SL 10/13/20
--------
0
1. Check of vertical alignment and level of base tower and canister assembly sections for conformance to a plumb condition
in accordance with ANSI/TIA-222 (applicable version) standards. Plumb condition is to be documented with proper notes
and pictures to prove, at a minimum, the following:
A. Deflection calculations per ANSI/TIA-222 (applicable version) standards.
B. Minimum and maximum (i.e. hot and cold) surface temperature readings on base monopole.
C. Time of day measurement was taken (e.g. dawn, noon, dusk).
D. Pictures of a level or digital inclinometer measured at a minimum of (3) equidistant locations around the base plate
to prove level condition.
E. Azimuth or monopole flat number of the direction of the out-of-plumb deflection.
TOWER PLUMB REQUIREMENTS
10/13/2020 B2100722
POLE ELEVATION BASE LEVEL DRAWING
POLE MODIFICATION SCHEDULE
B
ELEVATION (FT)REFERENCE SHEET
25.0 - 47.0 S-5REMOVE EXISTING CONCEALMENT
SPINE AND CANISTERS
MODIFICATION
PRIOR TO FABRICATION AND INSTALLATION, CONTRACTOR SHALL FIELD VERIFY
ALL LENGTHS AND QUANTITIES GIVEN. LENGTH AND QUANTITIES PROVIDED
ARE FOR QUOTING PURPOSES ONLY, AND SHALL NOT BE USED FOR FABRICATION.
FOR PARTS NOT DETAILED WITHIN THE DRAWING AND STARTING WITH "CCI-", SEE THE
FOLLOWING CATALOG FOR DETAILS: CED-CAT-10300, MONOPOLE STANDARD DRAWINGS
AND APPROVED REINFORCEMENT COMPONENTS
POLE SPECIFICATIONS
TOWER TAPER:
BASE PL STEEL:
ANCHOR RODS:
0.0000 IN/FT
ASTM A36 (36 KSI)
1"Ø ASTM F1554-105
SHAFT SECTION DATA
SHAFT
SECTION
SECTION
LENGTH (FT)
PLATE
THICKNESS
(IN)
DIAMETER ACROSS FLATS OR
OF ROUND SECTION (IN)
@ TOP @ BOTTOM
1 NA
NOTE: DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES
SECTION
SHAPE
SECTION
GRADE (KSI)
FLANGE
PLATE
GRADE (KSI)
LAP SPLICE
(IN)
E N/A OPS-PRC-10127INSTALL NEW CROWN CASTLE
CONCEALMENT REINFORCEMENT SOLUTION
D N/A S-4UPON COMPLETION CHECK TOWER PLUMB
(REF TOWER PLUMB REQUIREMENTS)
25.00 0.2500 18.000 18.000ROUND35-
0.0 FT
TOP OF BASE PLATE
47.0 FT
25.0 FT
B
A 28.0 S-5REMOVE EXISTING MOUNTS,
ANTENNAS, AND EQUIPMENT
C 25.0 - 47.0 S-6INSTALL NEW CONCEALMENT ASSEMBLY
F N/A N/APAINT ALL NEW MODIFICATIONS TO MATCH
EXISTING TOWER FINISH (REF ENG-BUL-10149)
A28.0 FT
C
(PROPOSED EQUIPMENT CONFIGURATION)
(12) 1/2" TO 34 FT LEVEL
(3) 1/4" TO 42 FT LEVEL
(1) 5/16" TO 42 FT LEVEL
(12) 1/2" TO 42 FT LEVEL
S-5
POLE
MODIFICATION
SCHEDULE
.
NO. DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THE
SOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWN
CASTLE AND ITS AFFILIATES. REPRODUCTION
OR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDEN
WITHOUT THE WRITTEN PERMISSION OF
CROWN CASTLE.
SITE NAME: TAFT AND ELIZABETH
BU NUMBER: 856479
WO NUMBER: 1887900
SITE ADDRESS:
1015 SOUTH TAFT HILL ROAD
FORT COLLINS, CO 80526
LARIMER COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 10/08/20
TPS 10/13/20
SL 10/13/20
--------
010/13/2020 B2100722
ELEVATION VIEW
A-A
S-6
90°
(TYP)
NEW 3/4" Ø
BOLT ASSEMBLY
(TYP 12)
#Z1
NEW
BRACKET ASSEMBLY
REF S-7
(TYP)
#Z3
NEW
SPINE ASSEMBLY
REF S-9
NEW 42"Ø x 11'-0"
CONCEALMENT SHROUD
TO BE DESIGNED BY OTHERS
(TYP 2)
#Z2
NEW
BULKHEAD ASSEMBLY
REF S-8
A
S-6
B-B
S-6
TYPICAL BOLT ASSEMBLY
NUT
A325N BOLT
FULLY PRE-TENSION BOLTS USING THE "TURN OF NUT"
METHOD IN ACCORDANCE WITH THE AISC STEEL
CONSTRUCTION MANUAL (LATEST EDITION)
SEE NOTE 1
FLAT WASHER
C-C BRACKET CONNECTION
S-6
NOTE:
1.FULLY PRE-TENSION BOLTS USING THE "TURN OF NUT" METHOD IN ACCORDANCE WITH
THE AISC STEEL CONSTRUCTION MANUAL (LATEST EDITION).
NEW 3/4" Ø
BOLT ASSEMBLY
(TYP 3 PER ASSEMBY)
#Z1
NEW
BRACKET ASSEMBLY
REF S-7
#Z2
NEW
BULKHEAD
ASSEMBLY
REF S-8
#Z3
NEW
SPINE ASSEMBLY
REF S-9
C-C
S-6
#Z4
NEW
RAIN CAP/BULKHEAD ASSEMBLY
REF S-11
A-A
S-6
BOTTOM FLANGE CONNECTION
#Z3
NEW
SPINE ASSEMBLY
REF S-9
#Z1
NEW
BRACKET ASSEMBLY
REF S-7
(TYP 4)
#Z2
NEW
BULKHEAD ASSEMBLY
REF S-8
EXISTING TOWER
SHAFT
EXISTING
FLANGE PLATE
B-B TOP FLANGE CONNECTION
S-6
#Z3
NEW
SPINE ASSEMBLY
REF S-9
NEW 3/4" Ø
BOLT ASSEMBLY
(TYP 4)
#Z4
NEW
RAIN CAP/BULKHEAD ASSEMBLY
REF S-11
NEW 3/4" Ø
BOLT ASSEMBLY
(TYP 4)
RAIN CAPA
S-6
S-6
DETAILS
.
NO. DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THE
SOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWN
CASTLE AND ITS AFFILIATES. REPRODUCTION
OR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDEN
WITHOUT THE WRITTEN PERMISSION OF
CROWN CASTLE.
SITE NAME: TAFT AND ELIZABETH
BU NUMBER: 856479
WO NUMBER: 1887900
SITE ADDRESS:
1015 SOUTH TAFT HILL ROAD
FORT COLLINS, CO 80526
LARIMER COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 10/08/20
TPS 10/13/20
SL 10/13/20
--------
010/13/2020 B2100722
NOTES:
1. ALL HOLES TO BE SHOP FABRICATED, UNLESS NOTED OTHERWISE.
2. FULL ASSEMBLY TO BE HOT DIP GALVANIZED PER ASTM A153 / A153M, AS APPLICABLE.
(4) PL 1 x 9 x 4 1/2" (A572-50)
#z1c / 11.2#
(4) BRACKET WELDMENT (A572-50)
#Z1 / 22.0#
4 1/2"
4 1/2"
2 1/4"9"3"3"3"1"
(4) PL 1 x 4 1/2 x 4 1/2" (A572-50)
#z1d / 5.6#
4 1/2"
2 1/4"1"
(4) PL 1/2 x 9 x 3 1/2" (A572-50)
#z1a / 3.0#
1/8"
45°
1/2"1"9"3 1/2"1"(4) PL 1/2 x 9 x 3 1/2" (A572-50)
#z1b / 3.0#3"4 1/2"#z1c
13/16"Ø
HOLE
(TYP 2)
13/16"Ø
HOLE
#z1a#z1b #z1d4 1/2"3"CJP
TYP
45
G
CJP
TYP
45
G
4 1/2"4 1/2"10"45°1/8"1/8"45°
1/8"
45°
1/2"1"9"3 1/2"1"1/8"45°
#z1a
#z1b
#z1d
#z1c #z1c
#z1a
#z1d
S-7
DETAILS
.
NO. DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THE
SOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWN
CASTLE AND ITS AFFILIATES. REPRODUCTION
OR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDEN
WITHOUT THE WRITTEN PERMISSION OF
CROWN CASTLE.
SITE NAME: TAFT AND ELIZABETH
BU NUMBER: 856479
WO NUMBER: 1887900
SITE ADDRESS:
1015 SOUTH TAFT HILL ROAD
FORT COLLINS, CO 80526
LARIMER COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 10/08/20
TPS 10/13/20
SL 10/13/20
--------
010/13/2020 B2100722
3'-5 5/8"
3 1/2"
(TYP)
2 1/4"
90°
(TYP)
R2 1/2"
R1"2 3/4"1 1/2"45°
(TYP)
(1) PL 3/8 x 3'-5 5/8"Ø (A36)
#z2a / 56.7#
(1) PL 1/4 x 2 3/4 x 10'-10" LONG (A36)
#z2b / 25.3#
(1) BULKHEAD ASSEMBLY
#Z2 / 82.0#
1
4
E70XX
TYP2-6
#z2a
#z2b
#z2b
#z2a
NEW 5/16" AEHS-518-312
HEX RIVET NUT
WELDED TO RING PLATE
(TYP 12)
3
16
TYP
Ø3'-5 5/8"
(TYP)
1/2"Ø HOLE
(TYP 8)
13/16"Ø HOLE ON A
24.00" B.C.
(TYP 4)
NOTES:
1. ALL HOLES TO BE SHOP FABRICATED, UNLESS OTHERWISE NOTED
2. FULL ASSEMBLY TO BE HOT-DIP GALVANIZED PER ASTM A153 / A153M OR A123, AS
APPLICABLE
S-8
DETAILS
.
NO. DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THE
SOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWN
CASTLE AND ITS AFFILIATES. REPRODUCTION
OR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDEN
WITHOUT THE WRITTEN PERMISSION OF
CROWN CASTLE.
SITE NAME: TAFT AND ELIZABETH
BU NUMBER: 856479
WO NUMBER: 1887900
SITE ADDRESS:
1015 SOUTH TAFT HILL ROAD
FORT COLLINS, CO 80526
LARIMER COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 10/08/20
TPS 10/13/20
SL 10/13/20
--------
0
10/13/2020 B2100722
(1) SPINE ASSEMBLY
#Z3 / 736.0#
#z3b
REF S-10
#z3c
REF S-10
(TYP)21'-11 1/4"10'-11 5/8"1"1"C-C
B-B
A-A
S-9
#z3a
REF S-10
#z3d
REF S-10
#z3e
REF S-10
#z3f
REF S-10
SEAL
WELD
TYP
E-E TOP FLANGE WELD
#z3a
REF S-10
#z3f
REF S-10
1"D-D BOTTOM FLANGE WELD
E70XX
TYP
5
16
5
16
#z3a
REF S-10
#z3c
REF S-10
(TYP)
#z3b
REF S-10
E70XX
E70XX
BACK GOUGE-CJP
TYP
45
45
5
16
5
16
45
1"A-A BOTTOM FLANGE CONNECTION
90°
(TYP)
D-D
#z3b
REF S-10
#z3a
REF S-10
#z3c
REF S-10
(TYP 4)
B-B BULKHEAD CONNECTION
#z3a
REF S-10
#z3d
REF S-10
#z3e
REF S-10
E70XX
1
4
E70XX
TYP 2-6
1
4 2-6
C-C TOP FLANGE CONNECTION
E-E
#z3a
REF S-10
#z3f
REF S-10
S-9
S-9
S-9
S-9
S-9
S-9
S-9
S-9
S-9
5
8
3
8
S-9
DETAILS
.
NO. DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THE
SOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWN
CASTLE AND ITS AFFILIATES. REPRODUCTION
OR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDEN
WITHOUT THE WRITTEN PERMISSION OF
CROWN CASTLE.
SITE NAME: TAFT AND ELIZABETH
BU NUMBER: 856479
WO NUMBER: 1887900
SITE ADDRESS:
1015 SOUTH TAFT HILL ROAD
FORT COLLINS, CO 80526
LARIMER COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 10/08/20
TPS 10/13/20
SL 10/13/20
--------
010/13/2020 B2100722
45°
1"11 1/2"11 1/2"1"1/2"
4 1/4"1/8"
45°
2'-3"Ø
1'-6"Ø
13/16"Ø HOLE
24.00 B.C.
(TYP 4)
(1) PL 2 x 2'-1"Ø (A572-50)
#z3b / 180.2#
(1) SR 3.5000 x 21'-9 1/4" LONG (ASTM A500-C-46)
#z3a / 356.6#
(4) PL 1/2 x 11 1/2 x 0'-11 1/2" LONG (A572-50)
#z3c / 10.9#
NOTES:
1. ALL HOLES TO BE SHOP FABRICATED, UNLESS OTHERWISE NOTED
2. FULL ASSEMBLY TO BE HOT-DIP GALVANIZED PER ASTM A153 / A153M OR A123, AS
APPLICABLE
13/16"Ø HOLE
6.00 B.C.
(TYP 4)
(1) PL 2 x 8Ø (A572-50)
#z3f / 22.8#
3 9/16"Ø HOLE
8"Ø
(1) PL 3/8 x 3'-5 1/8"Ø (A36)
#z2d / 86.8#5 9/16"3'-5 1/8"Ø
7"Ø
3 9/16"Ø
HOLE
90°
(TYP)
R2 1/2"
(TYP)
R1"
(TYP)
45°
(TYP)
3
16
TYP
NEW 5/16" AEHS-518-312
HEX RIVET NUT
WELDED TO RING PLATE
(TYP 16)
Ø3'-5 5/8"
(TYP)
1/2"Ø HOLE
(TYP 16)1"5"1"(1) PL 1/4 x 5 x 10'-10" LONG (A36)
#z2e / 46.0#
S-10
DETAILS
.
NO. DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THE
SOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWN
CASTLE AND ITS AFFILIATES. REPRODUCTION
OR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDEN
WITHOUT THE WRITTEN PERMISSION OF
CROWN CASTLE.
SITE NAME: TAFT AND ELIZABETH
BU NUMBER: 856479
WO NUMBER: 1887900
SITE ADDRESS:
1015 SOUTH TAFT HILL ROAD
FORT COLLINS, CO 80526
LARIMER COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 10/08/20
TPS 10/13/20
SL 10/13/20
--------
0
10/13/2020 B2100722
#z4a
#z4b
(1) RAIN CAP / BULKHEAD ASSEMBLY
#Z4 / 168.7#
#z4a #z4b
1
4 2-6
E70XX
TYP
(1) PL 3/8 x 3'-5 1/8"Ø (A36)
#z4a / 141.1#
90°
(TYP)
13/16"Ø HOLE ON A
6.00" B.C.
(TYP 4)
(1) PL 1/4 x 3 x 10'-10" LONG (A36)
#z4b / 27.6#
NEW 5/16" AEHS-518-312
HEX RIVET NUT
WELDED TO RING PLATE
(TYP 8)
3
16
TYP
1 1/2"3"1/2"Ø HOLE
(TYP 8)
45°
(TYP)
NOTES:
1. ALL HOLES TO BE SHOP FABRICATED, UNLESS OTHERWISE NOTED
2. FULL ASSEMBLY TO BE HOT-DIP GALVANIZED PER ASTM A153 / A153M OR A123, AS
APPLICABLE
S-11
DETAILS
.
NO. DATE DESCRIPTION BY
REVISIONS
THIS DRAWING IS COPYRIGHTED AND IS THE
SOLE PROPERTY OF CROWN CASTLE. IT IS
PRODUCED SOLELY FOR USE BY CROWN
CASTLE AND ITS AFFILIATES. REPRODUCTION
OR USE OF THIS DRAWING AND/OR THE
INFORMATION CONTAINED IN IT IS FORBIDDEN
WITHOUT THE WRITTEN PERMISSION OF
CROWN CASTLE.
SITE NAME: TAFT AND ELIZABETH
BU NUMBER: 856479
WO NUMBER: 1887900
SITE ADDRESS:
1015 SOUTH TAFT HILL ROAD
FORT COLLINS, CO 80526
LARIMER COUNTY, USA
ENG/QA BY:
DFT BY:
DFT/QA BY:
APRV'D BY:
SCALE: N.T.S.
DATE:
DATE:
DATE:
DATE:
REV
MEB 10/08/20
TPS 10/13/20
SL 10/13/20
--------
010/13/2020 B2100722