REVIEWED BLD2022-0302+Structural_Analysis_or_Calculations+3.9.2022_3.55.07_PM+2728372RECEIVED
Date: March 2, 2022
Subject: Structural Modification Analysis Report
Carrier Designation: T-Mobile Co -Locate
Site Number:
Site Name:
Crown Castle Designation:
Engineering Firm Designation:
Site Data:
BU Number:
Site Name:
JDE Job Number:
Work Order Number:
Order Number:
TEP Project Number:
All Mar 11 2022
qi CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Tower Engineering Professionals
326 Tryon Road
Raleigh, NC 27603
(919) 661-6351
SE01705E
N Firdale Villag/Dental
826146
N Firdale Villag/Dental
668292
2074752
569524 Rev. 4
75626.657639
10014 238th Street SW, Edmonds, Snohomish County, WA 98020
Latitude 47046'59.25'; Longitude-122022' 1.14"
75 Foot - Concealment Tower
Tower Engineering Professionals is pleased to submit this "Structural Modification Analysis 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 utilizes an ultimate 3-second gust wind speed of 98 mph as required by the 2018 Washington State
Building Code. Applicable Standard references and design criteria are listed in SectLn 2 - Analysis Criteria.
Structural analysis prepared by: Jarred Wallace, P.E. / RKE
Respectfully submitted by:
Ronnie E. Glover, P.E., S.E.
REVIEWED
m
CITY OF EDMONDS
/ 1?�;OF WM
w
O x
Z 52921
�RAL
03/02/2022
75-ft Concealment Tower Structural Modification Analysis Report
TEP Project Number 75626.657639, Order 569524, Revision 4
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Equipment Configuration
Table 2 - Other Considered Equipment
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
Table 5 - Tower Component Stresses vs. Capacity
4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
8) APPENDIX D
Structural Design Drawings
March 2, 2022
CCI BU No 826146
Page 2
tnxTower Report - version 8.1.1.0
75-ft Concealment Tower Structural Modification Analysis Report
TEP Project Number 75626.657639, Order 569524, Revision 4
1) INTRODUCTION
March 2, 2022
CCI BU No 826146
Page 3
This is a 75-ft concealment tower designed by Wireless Structures Consulting, PC and mapped by CMC
Communications in November of 2014. The base tower is 35-ft and the concealment spine extends from 35-ft to
75-ft. The tower has been modified per reinforcement drawings prepared by GPD Group in October of 2016,
extending the concealment spine from 55-ft to 75-ft. A proposed canister expansion, enlarging the concealment
canister from 24-in to 60-in diameter and spine replacement was considered in this analysis.
2) ANALYSIS CRITERIA
TIA-222 Revision:
TIA-222-H
Risk Category:
II
Wind Speed:
98 mph
Exposure Category:
B
Topographic Factor:
1.0
Ice Thickness:
1.0 in
Wind Speed with Ice:
30 mph
Seismic Ss:
1.280
Seismic S1:
0.449
Service Wind Speed:
60 mph
Table 1 - Proposed Equipment Configuration
Center
Mounting
Line
Number
Antenna
Number of
Feed
Level (ft)
Elevation
of
Manufacturer
Antenna Model
Feed
Line
(ft)
Antennas
Lines
Size (in)
70 0 70 0
G
60" Dia. x 10' Long Ventilated
Concealment Canister
eneric
F60.0 60.0
-
Generic
Commscope
Nokia
Nokia
Generic
Generic
52.0
50.0
1
52.0
[-F�
47.0
50.0
F
FF—
F
��Commscope
��
40.0
F40.0
��
60" Dia. x 10' Long Ventilated
Concealment Canister
FFVV-65B-R3-V1 _TMO
w/ Mount Pipe
AHLOA_T-MOBILE
AHFIG_TMO
HCS 2.0
60" Dia. x 10' Long Ventilated
Concealment Canister
60" Dia. x 10' Long Ventilated
Concealment Canister
12 7/8
1 1-1/2
i ame z - viner
L;onsiaerea
tquipmeni
Center
Mounting
Line
Number
Antenna
Number
Feed
Level (ft)
Elevation
of
Manufacturer
Antenna Model of Feed
Line
(ft)
Antennas
Lines
Size (in)
72.0 72.0 �3 Amphenol
v I Jaybeam Wireless
62.0 F62.0 3 F Amphenol
FFJaybeam Wireless
CWX063X19X00 w/ Mount Pipe
6 7/8
DPX-001
CWX063X19X00 w/ Mount Pipe
DPX-001 6 7/8
tnxTower Report - version 8.1.1.0
75-ft Concealment Tower Structural Modification Analysis Report
TEP Project Number 75626.657639, Order 569524, Revision 4
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
Document
Geotechnical Report
Tower Foundation Drawings
Tower Manufacturer Drawings
Tower Mappinq Report
Tower Reinforcement Drawings
Post -Modification Inspection
Tower Structural Analysis Report
3.1) Analysis Method
March 2, 2022
CCI BU No 826146
Page 4
Reference I
Source
3896722 CCISites
3896699
CCISites
3896710 1 CCISites
6515864
CCISites
7839945
CCISites
10136389
CCISites
tnxTower (version 8.1.1.0), a commercially available analysis software package, was used to create a
three-dimensional model of the tower and calculate member stresses for various loading cases.
Selected output from the analysis is included in Appendix A. 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.
SoliclWorks, a commercially available analysis software package, was used to create a finite element
model of the canister spine flange connection at the 35-ft level. Selected output from the analysis is
included in Appendix C - Additional Calculations.
RISA-3D, a commercially available analysis software package, was used to run a modal analysis for
the seismic loading on the tower. Selected output from the analysis is included in Appendix C.
3.2) Assumptions
1) The 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. Tower
Engineering Professionals should be notified to determine the effect on the structural integrity of the
tower.
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
Section
No.
Elevation (ft)
I
Component Type Size
Critical
Element
p (lb)
OPaiiow (Ib)
%
Capacity
Pass / Fail
L1
75 - 55
I Pole
P6.625x0.864
P8.625x0.875
1
1 2
I-1870.56
1 -4512.50
1517203.73
704627.67
I 33.4
1 61.3
Pass
Pass
L2
55 - 38
Pole
L3
38 - 35
Pole
P8.625x0.875
1 3
1 -4842.93
704627.67
1 70.2
Pass
L4
35 - 0
Pole
P24x0.25
1 4
1 -8003.56
613117.02
1 78.8
Pass
Summary
7-
I
I Pole (1-4)
78.8
Pass
RATING =
1 78.8
Pass
tnxTower Report - version 8.1.1.0
75-ft Concealment Tower Structural Modification Analysis Report
TEP Project Number 75626.657639, Order 569524, Revision 4
Table 5 - Tower Component Stresses vs. Capacity — LC4
March 2, 2022
CCI BU No 826146
Page 5
Notes
Component
Elevation (ft)
% Capacity
Pass / Fail
1 1,2
Flange Connection
55.0
28.8
Sufficient
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
1
Flange Connection (Top Plate)
35.0
1,2
Spine Weld
35.0
41.0
58.8
57.7
80.2
47.3
17.6
89.5
1,2
Flange Bolts
35.0
1,2
Flange Stiffeners
35.0
1,2
Anchor Rods
-
1,2
Base Plate
1,2
1,2
Base Foundation Structural
Base Foundation Soil Interaction
-
Pass
Structure Rating (max from all components) = 89.5%
Notes:
1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity listed.
2) Rating per TIA-222-H Section 15.5
4.1) Recommendations
1) The modifications depicted in "Appendix D - Structural Design Drawings" shall be installed and,
upon completion, inspected. The tower and its foundation have sufficient capacity to carry the
proposed load configuration once the proposed modifications are installed.
tnxTower Report - version 8.1.1.0
75-ft Concealment Tower Structural Modification Analysis Report
TEP Project Number 75626.657639, Order 569524, Revision 4
APPENDIX A
TNXTOWER OUTPUT
March 2, 2022
CCI BU No 826146
Page 6
tnxTower Report - version 8.1.1.0
O
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in
in
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3
75.0 ft
55.0 ft
38.0 ft
35.0 ft
0.0 ft
MATERIAL STRENGTH
GRADE Fy Fu GRADE Fy Fu
A53-13-35 35 ksi 60 ksi
TOWER DESIGN NOTES
1. Tower is located in Snohomish County, Washington.
2. Tower designed for Exposure B to the TIA-222-H Standard.
3. Tower designed for a 98 mph basic wind in accordance with the TIA-222-H Standard.
4. Tower is also designed for a 30 mph basic wind with 1.00 in ice. Ice is considered to increase
in thickness with height.
5. Deflections are based upon a 60 mph wind.
6. Tower Risk Category II.
7. Topographic Category 1 with Crest Height of 0.00 ft
8. TOWER RATING: 78.8%
ALL REACTIONS
ARE FACTORED
AXIAL
9228 lb
SHEAF • MOMENT
583lb 28155lb-ft
30 mph WIND - 1.0000 in ICE
AXIAL
8008 lb
SHEAR MOMENT
51831b 2756241b-ft
TORQUE 0 lb-ft
REACTIONS - 98 mph WIND
Tower Engineering Professionals
326 Tryon Road
Raleigh, NC 27603
Engineering Professionals Phone: (919) 661-6351
N Firdale Villag/Dental (BU 826146)
'-ct: TEP No. 75626.657639
't' Crown Castle Drawn by: )wallace App'd:
e' TIA-222-H Date:02/22/22 scale: P
I: Dwg No.
t`nxTower
Tower Engineering
Job N Firdale Villag/Dental (BU 826146)
e
Page 1 of 9
Project
Date
Professionals
TEP No. 75626.657639
14:06:02 02/22/22
326 Tryon Road
Client
Designed by
Raleigh, NC27603
Phone: (919) 661-6351
Crown Castle
jwallace
FAX: 919) 661-6350
1
1
Tower Input Data
The tower is a monopole.
This tower is designed using the TIA-222-H standard.
The following design criteria apply:
Tower is located in Snohomish County, Washington.
Tower base elevation above sea level: 355.00 ft.
Basic wind speed of 98 mph.
Risk Category II.
Exposure Category B.
Simplified Topographic Factor Procedure for wind speed-up calculations is used.
Topographic Category: 1.
Crest Height: 0.00 ft.
Nominal ice thickness of 1.0000 in.
Ice thickness is considered to increase with height.
Ice density of 56 pcf.
A wind speed of 30 mph is used in combination with ice.
Temperature drop of 50 'F.
Deflections calculated using a wind speed of 60 mph.
A non -linear (P-delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.
Tower analysis based on target reliabilities in accordance with Annex S.
Load Modification Factors used: Kes(FW) = 0.95, Kes(ti) = 0.85.
Maximum demand -capacity ratio is: 1.05.
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
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
Options
Distribute Leg Loads As Uniform
Assume Legs Pinned
Assume Rigid Index Plate
Use Clear Spans For Wind Area
Use Clear Spans For KL/r
Retension Guys To Initial Tension
Bypass Mast Stability Checks
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
Ignore KL/ry For 60 Deg. Angle Legs
Use ASCE 10 X-Brace Ly Rules
Calculate Redundant Bracing Forces
Ignore Redundant Members in FEA
SR Leg Bolts Resist Compression
All Leg Panels Have Same Allowable
Offset Girt At Foundation
Consider Feed Line Torque
Include Angle Block Shear Check
Use TIA-222-H Bracing Resist. Exemption
Use TIA-222-H Tension Splice Exemption
Poles
Include Shear -Torsion Interaction
Always Use Sub -Critical Flow
Use Top Mounted Sockets
Pole Without Linear Attachments
Pole With Shroud Or No Appurtenances
Outside and Inside Corner Radii Are
Known
MxTo er
Tower Engineering
Job N Firdale Villag/Dental (BU 826146)
e
Page 2 of 9
Project
Date
Professionals
TEP No. 75626.657639
14:06:02 02/22/22
326 Tryon Road
Client
Designed by
Raleigh, NC27603
Phone: (919) 661-6351
Crown Castle
jwallace
FAX. 919) 661-6350
1
1
Pole Section Geometry
Section
Elevation
ft
Section
Length
ft
Pole
Size
Pole Socket Length
Grade ft
Ll
75.00-55.00
20.00
P6.625x0.864
A53-13-35
(35 ksi)
L2
55.00-38.00
17.00
P8.625x0.875
A53-13-35
(35 ksi)
L3
38.00-35.00
3.00
P8.625x0.875
A53-13-35
(35 ksi)
L4
35.00-0.00
35.00
P24x0.25
A53-13-35
(35 ksi)
Tower Gusset
Gusset Gusset Grade Adjust. Factor
Adjust.
Weight Mult. Double Angle
Double Angle
Double Angle
Elevation Area
Thickness Af
Factor
Stitch Bolt
Stitch Bolt
Stitch Bolt
(per face)
Ar
Spacing
Spacing
Spacing
Diagonals
Horizontals
Redundants
ft ft2
in
in
in
in
Ll 75.00-55.00
1
0
1
L2 55.00-38.00
1
0
1
L3 38.00-35.00
1
0
1
L4 35.00-0.00
I
1
I
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Face Allow Exclude Component Placement Total Number Clear Width or Perimeter Weight
or Shield From Type Number Per Row Spacing Diameter
Leg Torque ft in in in plf
Calculation
Feed Line/Linear Appurtenances - Entered As Area
Description Face Allow Exclude Component Placement Total CAAA Weight
or Shield From Type Number
Leg Torque ft ft2/ft plf
Calculation
*** 72 ***
AVA5-50(7/8") B No
*** 62 ***
AVA5-50(7/8") B No
*** 52 ***
LDF5-50A(7/8") C No
HCS 2.0 Part C No
3(1-1/2)
No Inside Pole 72.00 - 0.00
No Inside Pole 62.00 - 0.00
6 No Ice
1/2" Ice
1" Ice
6
No Inside Pole 52.00 - 0.00 12
No Inside Pole 52.00 - 0.00 1
0.00 0.30
0.00 0.30
0.00 0.30
No Ice
0.00
0.30
1/2" Ice
0.00
0.30
1" Ice
0.00
0.30
No Ice
0.00
0.33
1/2" Ice
0.00
0.33
1" Ice
0.00
0.33
No Ice
0.00
1.71
1/2" Ice
0.00
1.71
1" Ice
0.00
1.71
tnxTower
Tower Engineering
Job
N Firdale Villag/Dental (BU 826146)
Page
3 of 9
Project
Date
Professionals
TEP No. 75626.657639
14:06:02 02/22/22
326 Tryon Road
Client
Designed by
Raleigh, NC27603
Phone: (919) 661-6351
(drown Castle
JWallaCe
FAX: 919) 661-6350
Description Face Allow Exclude Component Placement Total CAAA Weight
or Shield From Type Number
Leg Torque ft ft2/ft plf
Calculation
Feed Line/Linear Appurtenances Section Areas
Tower Tower Face AR AF CAAA CAAA Weight
Section Elevation In Face Out Face
.ft
ft
f,
ft`
ft`
lb
Ll 75.00-55.00
A
0.000
0.000
0.000
0.000
0.00
B
0.000
0.000
0.000
0.000
43.20
C
0.000
0.000
0.000
0.000
0.00
L2 55.00-38.00
A
0.000
0.000
0.000
0.000
0.00
B
0.000
0.000
0.000
0.000
61.20
C
0.000
0.000
0.000
0.000
79.38
L3 38.00-35.00
A
0.000
0.000
0.000
0.000
0.00
B
0.000
0.000
0.000
0.000
10.80
C
0.000
0.000
0.000
0.000
17.01
L4 35.00-0.00
A
0.000
0.000
0.000
0.000
0.00
B
0.000
0.000
0.000
0.000
126.00
C
0.000
0.000
0.000
0.000
198.45
Feed Line/Linear Appurtenances
Section Areas - With Ice
Weight
Tower
Tower
Face
Ice
AR
AF
CAAA
CAAA
Section
Elevation
or
Thickness
In Face
Out Face
ft
Leg
in
fi�
ft2
lb
Ll
75.00-55.00
A
0.910
0.000
0.000
0.000
0.000
0.00
B
0.000
0.000
0.000
0.000
43.20
C
0.000
0.000
0.000
0.000
0.00
L2
55.00-38.00
A
0.880
0.000
0.000
0.000
0.000
0.00
B
0.000
0.000
0.000
0.000
61.20
C
0.000
0.000
0.000
0.000
79.38
L3
38.00-35.00
A
0.859
0.000
0.000
0.000
0.000
0.00
B
0.000
0.000
0.000
0.000
10.80
C
0.000
0.000
0.000
0.000
17.01
L4
35.00-0.00
A
0.798
0.000
0.000
0.000
0.000
0.00
B
0.000
0.000
0.000
0.000
126.00
C
0.000
0.000
0.000
0.000
198.45
Feed Line Center of Pressure
Section
Elevation
CPx
CPZ
CPx
CPZ
Ice
Ice
ft
in
in
in
in
L1
75.00-55.00
0.0000
0.0000
0.0000
0.0000
L2
55.00-38.00
0.0000
0.0000
0.0000
0.0000
L3
38.00-35.00
0.0000
0.0000
0.0000
0.0000
t`n'T®wer
Tower Engineering
Job N Firdale Villag/Dental (BU 826146)
e
Page 4 of 9
Project
Date
Professionals
TEP No. 75626.657639
14:06:02 02/22/22
326 Tryon Road
Client
Designed by
Raleigh, NC27603
Phone: (919) 661-6351
Crown Castle
jwallace
FAX. 919) 661-6350
1
1
Section Elevation CPX CPZ CPx CPZ
Ice Ice
ft in in in in
L4 35.00-0.00 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
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
Weight
or
Type
Horz
Adjustment
Front
Side
Leg
Lateral
Vert
ft
oft
ft,
ft,
lb
ft
ft
*** 72 ***
CWX063X19X00 w/ Mount
A
From Leg
0.50
0.0000
72.00
No Ice
0.00
0.00
74.21
Pipe
0.00
1/2" Ice
0.00
0.00
74.21
0.00
1" Ice
0.00
0.00
74.21
CWX063X19X00 w/ Mount
B
From Leg
0.50
0.0000
72.00
No Ice
0.00
0.00
74.21
Pipe
0.00
1/2" Ice
0.00
0.00
74.21
0.00
1" Ice
0.00
0.00
74.21
CWX063X19X00 w/ Mount
C
From Leg
0.50
0.0000
72.00
No Ice
0.00
0.00
74.21
Pipe
0.00
1/2" Ice
0.00
0.00
74.21
0.00
1" Ice
0.00
0.00
74.21
(2) DPX-001
A
From Leg
0.50
0.0000
72.00
No Ice
0.00
0.00
8.82
0.00
1/2" Ice
0.00
0.00
8.82
0.00
1" Ice
0.00
0.00
8.82
(2) DPX-001
B
From Leg
0.50
0.0000
72.00
No Ice
0.00
0.00
8.82
0.00
1/2" Ice
0.00
0.00
8.82
0.00
1" Ice
0.00
0.00
8.82
(2) DPX-001
C
From Leg
0.50
0.0000
72.00
No Ice
0.00
0.00
8.82
0.00
1/2" Ice
0.00
0.00
8.82
0.00
1" Ice
0.00
0.00
8.82
*** 62 ***
CWX063X19X00 w/ Mount
A
From Leg
0.50
0.0000
62.00
No Ice
0.00
0.00
74.21
Pipe
0.00
1/2" Ice
0.00
0.00
74.21
0.00
1" Ice
0.00
0.00
74.21
CWX063X19X00 w/ Mount
B
From Leg
0.50
0.0000
62.00
No Ice
0.00
0.00
74.21
Pipe
0.00
1/2" Ice
0.00
0.00
74.21
0.00
1" Ice
0.00
0.00
74.21
CWX063X19X00 w/ Mount
C
From Leg
0.50
0.0000
62.00
No Ice
0.00
0.00
74.21
Pipe
0.00
1/2" Ice
0.00
0.00
74.21
0.00
1" Ice
0.00
0.00
74.21
(2) DPX-001
A
From Leg
0.50
0.0000
62.00
No Ice
0.00
0.00
8.82
0.00
1/2" Ice
0.00
0.00
8.82
0.00
1" Ice
0.00
0.00
8.82
(2) DPX-001
B
From Leg
0.50
0.0000
62.00
No Ice
0.00
0.00
8.82
0.00
1/2" Ice
0.00
0.00
8.82
0.00
1" Ice
0.00
0.00
8.82
(2) DPX-001
C
From Leg
0.50
0.0000
62.00
No Ice
0.00
0.00
8.82
0.00
1/2" Ice
0.00
0.00
8.82
0.00
1" Ice
0.00
0.00
8.82
*** 52 ***
FFVV-65B-R3-VI_TMO w/
A
From Leg
0.50
0.0000
52.00
No Ice
0.00
0.00
132.20
t`n'T®wer
Tower Engineering
Job N Firdale Villag/Dental (BU 826146)
e
Page 5 of 9
Project
Date
Professionals
TEP No. 75626.657639
14:06:02 02/22/22
326 Tryon Road
Client
Designed by
Raleigh, NC27603
Phone: (919) 661-6351
Crown Castle
jwallace
FAX. 919) 661-6350
1
1
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
Weight
or
Type
Horz
Adjustment
Front
Side
Leg
Lateral
Vert
ft
o
ft
ft2
ft2
lb
ft
ft
Mount Pipe
0.00
1/2" Ice
0.00
0.00
132.20
0.00
1" Ice
0.00
0.00
132.20
FFVV-65B-R3-VI_TMO w/
B
From Leg
0.50
0.0000
52.00
No Ice
0.00
0.00
132.20
Mount Pipe
0.00
1/2" Ice
0.00
0.00
132.20
0.00
1" Ice
0.00
0.00
132.20
FFV V-65B-R3-V 1_TMO w/
C
From Leg
0.50
0.0000
52.00
No Ice
0.00
0.00
132.20
Mount Pipe
0.00
1/2" Ice
0.00
0.00
132.20
0.00
1" Ice
0.00
0.00
132.20
AHLOA_T-MOBILE
A
From Leg
0.50
0.0000
52.00
No Ice
0.00
0.00
80.00
0.00
1/2" Ice
0.00
0.00
80.00
-5.00
1" Ice
0.00
0.00
80.00
AHLOA_T-MOBILE
B
From Leg
0.50
0.0000
52.00
No Ice
0.00
0.00
80.00
0.00
1/2" Ice
0.00
0.00
80.00
-5.00
1" Ice
0.00
0.00
80.00
AHLOA_T-MOBILE
C
From Leg
0.50
0.0000
52.00
No Ice
0.00
0.00
80.00
0.00
1/2" Ice
0.00
0.00
80.00
-5.00
1" Ice
0.00
0.00
80.00
AHFIG_TMO
A
From Leg
0.50
0.0000
52.00
No Ice
0.00
0.00
70.00
0.00
1/2" Ice
0.00
0.00
70.00
-5.00
1" Ice
0.00
0.00
70.00
AHFIG_TMO
B
From Leg
0.50
0.0000
52.00
No Ice
0.00
0.00
70.00
0.00
1/2" Ice
0.00
0.00
70.00
-5.00
1" Ice
0.00
0.00
70.00
AHFIG_TMO
C
From Leg
0.50
0.0000
52.00
No Ice
0.00
0.00
70.00
0.00
1/2" Ice
0.00
0.00
70.00
-5.00
1" Ice
0.00
0.00
70.00
HCS 2.0
A
From Leg
0.50
0.0000
52.00
No Ice
0.00
0.00
1.37
0.00
1/2" Ice
0.00
0.00
1.37
-5.00
1" Ice
0.00
0.00
1.37
60" Dia. x 10' Long
C
None
0.0000
70.00
No Ice
0.00
0.00
0.00
Ventilated Concealment
1/2" Ice
0.00
0.00
0.00
Canister
1" Ice
0.00
0.00
0.00
60" Dia. x 10' Long
C
None
0.0000
60.00
No Ice
0.00
0.00
0.00
Ventilated Concealment
1/2" Ice
0.00
0.00
0.00
Canister
1" Ice
0.00
0.00
0.00
60" Dia. x 10' Long
C
None
0.0000
50.00
No Ice
0.00
0.00
0.00
Ventilated Concealment
1/2" Ice
0.00
0.00
0.00
Canister
1" Ice
0.00
0.00
0.00
60" Dia. x 10' Long
C
None
0.0000
40.00
No Ice
0.00
0.00
0.00
Ventilated Concealment
1/2" Ice
0.00
0.00
0.00
Canister
1" Ice
0.00
0.00
0.00
Canister Loadl
C
None
0.0000
75.00
No Ice
27.50
27.50
0.16
1/2" Ice
27.96
27.96
0.34
1" Ice
28.42
28.42
0.53
Canister Load2
C
None
0.0000
65.00
No Ice
55.00
55.00
0.75
1/2" Ice
55.92
55.92
1.12
1" Ice
56.83
56.83
1.50
Canister Load3
C
None
0.0000
55.00
No Ice
55.00
55.00
0.75
1/2" Ice
55.92
55.92
1.12
1" Ice
56.83
56.83
1.50
Canister Load4
C
None
0.0000
45.00
No Ice
55.00
55.00
0.75
1/2" Ice
55.92
55.92
1.12
1" Ice
56.83
56.83
1.50
Canister Loads
C
None
0.0000
35.00
No Ice
27.50
27.50
0.40
MxTo er
Tower Engineering
Job N Firdale Villag/Dental (BU 826146)
e
Page 6 of 9
Project
Date
Professionals
TEP No. 75626.657639
14:06:02 02/22/22
326 Tryon Road
Client
Designed by
Raleigh, NC27603
Phone: (919) 661-6351
Crown Castle
jwallace
FAX. 919) 661-6350
1
1
Description Face Offset Offsets: Azimuth
Placement CAAA
CAAA
Weight
or Type Horz Adjustment
Front
Side
Leg Lateral
Vert
ft o
ft ft2
ft2
lb
ft
ft
1/2" Ice 27.96
27.96
0.59
1" Ice 28.42
28.42
0.78
Load Combinations
Comb. Description
No.
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
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 1.2 Dead+1.0 Ice+1.0 Temp
27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp
28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp
29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp
30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp
31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp
32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp
33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp
34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp
35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp
36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp
37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp
38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp
39 Dead+Wind 0 deg - Service
40 Dead+Wind 30 deg - Service
41 Dead+Wind 60 deg - Service
42 Dead+Wind 90 deg - Service
43 Dead+Wind 120 deg - Service
44 Dead+Wind 150 deg - Service
WxTo er
Tower Engineering
Job N Firdale Villag/Dental (BU 826146)
e
Page 7 of 9
Project
Date
Professionals
TEP No. 75626.657639
14:06:02 02/22/22
326 Tryon Road
Client
Designed by
Raleigh, NC27603
Phone: (919) 661-6351
Crown Castle
jwallace
FAX. 919) 661-6350
1
1
Comb. Description
No.
45 Dead+Wind 180 deg - Service
46 Dead+Wind 210 deg - Service
47 Dead+Wind 240 deg - Service
48 Dead+Wind 270 deg - Service
49 Dead+Wind 300 deg - Service
50 Dead+Wind 330 deg - Service
Maximum Tower Deflections - Service Wind
Section
Elevation
Horz'
Gov.
Tilt
Twist
No.
Deflection
Load
ft
in
Comb.
o°
Ll
75 - 55
11.593
39
1.4675
0.0000
L2
55 - 38
5.777
39
1.1846
0.0000
L3
38 - 35
2.351
39
0.6382
0.0000
L4
35 - 0
2.001
39
0.4722
0.0000
Critical Deflections and Radius of Curvature- Service Wind
Elevation
Appurtenance
Gov.
Deflection
Tilt
Twist
Radius of
Load
Curvature
ft
Comb.
in
o
oft
75.00
Canister Loadl
39
11.593
1.4675
0.0000
9866
72.00
CWX063X19X00 w/ Mount Pipe
39
10.673
1.4316
0.0000
9866
70.00
60" Dia. x 10' Long Ventilated
39
10.063
1.4072
0.0000
9866
Concealment Canister
65.00
Canister Load2
39
8.563
1.3427
0.0000
4933
62.00
CWX063X19X00 w/ Mount Pipe
39
7.691
1.3003
0.0000
3794
60.00
60" Dia. x 10' Long Ventilated
39
7.124
1.2699
0.0000
3288
Concealment Canister
55.00
Canister Load3
39
5.777
1.1846
0.0000
2433
52.00
FFVV-65B-R3-VI_TMO w/ Mount
39
5.025
1.1251
0.0000
2057
Pipe
50.00
60" Dia. x 10' Long Ventilated
39
4.552
1.0800
0.0000
1854
Concealment Canister
45.00
Canister Load4
39
3.490
0.9382
0.0000
1485
40.00
60" Dia. x 10' Long Ventilated
39
2.630
0.7387
0.0000
1295
Concealment Canister
35.00
Canister Loads
39
2.001
0.4722
0.0000
2090
Maximum Tower Deflections - Design Wind
Section
Elevation
Horz.
Gov.
Tilt
Twist
No.
Deflection
Load
ft
in
Comb.
o°
Ll
75 - 55
34.771
2
4.4054
0.0000
L2
55 - 38
17.323
2
3.5560
0.0000
L3
38 - 35
7.047
2
1.9144
0.0000
L4
35 - 0
5.997
2
1.4158
0.0000
WxTo er
Tower Engineering
Job N Firdale Villag/Dental (BU 826146)
e
Page 8 of 9
Project
Date
Professionals
TEP No. 75626.657639
14:06:02 02/22/22
326 Tryon Road
Client
Designed by
Raleigh, NC27603
Phone: (919) 661-6351
Crown Castle
jwallace
FAX. 919) 661-6350
1
1
Critical Deflections and Radius of Curvature - Design Wind
Elevation
Appurtenance
Gov.
Deflection
Tilt
Twist
Radius of
Load
Curvature
ft
Comb.
in
o
oft
75.00
Canister Loadl
2
34.771
4.4054
0.0000
3318
72.00
CWX063X19X00 w/ Mount Pipe
2
32.011
4.2975
0.0000
3318
70.00
60" Dia. x 10' Long Ventilated
2
30.181
4.2243
0.0000
3318
Concealment Canister
65.00
Canister Load2
2
25.682
4.0308
0.0000
1658
62.00
CWX063X19X00 w/ Mount Pipe
2
23.065
3.9034
0.0000
1275
60.00
60" Dia. x 10' Long Ventilated
2
21.366
3.8122
0.0000
1104
Concealment Canister
55.00
Canister Load3
2
17.323
3.5560
0.0000
816
52.00
FFVV-65B-R3-VI_TMO w/ Mount
2
15.068
3.3772
0.0000
689
Pipe
50.00
60" Dia. x 10' Long Ventilated
2
13.650
3.2415
0.0000
621
Concealment Canister
45.00
Canister Load4
2
10.463
2.8154
0.0000
496
40.00
60" Dia. x 10' Long Ventilated
2
7.882
2.2163
0.0000
432
Concealment Canister
35.00
Canister Loads
2
5.997
1.4158
0.0000
697
Section Elevation Size
No.
Compression Checks
Pole Design Data
L L.
Kl/r A
P. Ratio
P.
ft
ft
ft
in
lb
lb
op"
Ll
75 - 55 (1)
P6.625x0.864
20.00
0.00
0.0
15.6373
-1870.56
492575.00
0.004
L2
55 - 38 (2)
P8.625x0.875
17.00
0.00
0.0
21.3039
-4512.50
671074.00
0.007
L3
38 - 35 (3)
P8.625x0.875
3.00
0.00
0.0
21.3039
-4842.93
671074.00
0.007
L4
35 - 0 (4)
P24x0.25
35.00
0.00
0.0
18.6532
-8003.56
583921.00
0.014
Pole Bending Design Data
Section
Elevation
Size
MIIII
OM-
Ratio
M.,,
OM Y
Ratio
No.
M-
MY
ft
lb-ft
lb-ft
OM-
lb-ft
lb-ft
OM"v
Ll
75 - 55 (1)
P6.625x0.864
26323.42
75837.25
0.347
0.00
75837.25
0.000
L2
55 - 38 (2)
P8.625x0.875
88238.33
138542.50
0.637
0.00
138542.50
0.000
L3
38 - 35 (3)
P8.625x0.875
100992.50
138542.50
0.729
0.00
138542.50
0.000
L4
35 - 0 (4)
P24x0.25
275623.33
339137.50
0.813
0.00
339137.50
0.000
Pole Shear Design Data
WxTo er
Tower Engineering
Job N Firdale Villag/Dental (BU 826146)
e
Page 9 of 9
Project
Date
Professionals
TEP No. 75626.657639
14:06:02 02/22/22
326 Tryon Road
Client
Designed by
Raleigh, NC27603
Phone: (919) 661-6351
Crown Castle
jwallace
FAX. 919) 661-6350
1
1
Section
Elevation
Size
Actual
o1 n
Ratio
Actual
OT
Ratio
No.
V.
V.
T.
T.
ft
lb
lb
oV
lb-ft
lb ft
OL
Ll
75 - 55 (1)
P6.625x0.864
1975.68
147772.00
0.013
0.00
74846.42
0.000
L2
55 - 38 (2)
P8.625x0.875
4272.80
201322.00
0.021
0.04
137174.17
0.000
L3
38 - 35 (3)
P8.625x0.875
4241.98
201322.00
0.021
0.04
137174.17
0.000
L4
35 - 0 (4)
P24x0.25
5190.65
176273.00
0.029
0.04
339748.33
0.000
Pole Interaction Design Data
Section
Elevation
Ratio
Ratio
Ratio
Ratio
Ratio
Comb.
Allow.
Criteria
No.
P.
M z
M Y
V.
T.
Stress
Stress
ft
opn
OM
OX,
oV
OL
Ratio
Ratio
Ll
75 - 55 (1)
0.004
0.347
0.000
0.013
0.000
0.351
1.050
4.8.2
L2
55 - 38 (2)
0.007
0.637
0.000
0.021
0.000
0.644
1.050
4.8.2
L3
38 - 35 (3)
0.007
0.729
0.000
0.021
0.000
0.737
1.050
4.8.2
L4
35 - 0 (4)
0.014
0.813
0.000
0.029
0.000
0.827
1.050
4.8.2
Section Capacity Table
Section
No.
Elevation
ft
Component
Type
Size
Critical
Element
P
lb
4Pa:1w
lb
%
Capacity
Pass
Fail
Ll
75 - 55
Pole
P6.625x0.864
1
-1870.56
517203.73
33.4
Pass
L2
55 - 38
Pole
P8.625x0.875
2
-4512.50
704627.67
61.3
Pass
L3
38 - 35
Pole
P8.625x0.875
3
-4842.93
704627.67
70.2
Pass
L4
35 - 0
Pole
P24x0.25
4
-8003.56
613117.02
78.8
Pass
Summary
Pole (L4)
78.8
Pass
RATING =
78.8
Pass
Program Version 8.1.1.0 - 6/3/2021 File:C:/Users/jwallace/Desktop/654.N Firdale Villag Dental - 826146 - 75626.657639/tnxTower/826146_2074752_LC4.eri
75-ft Concealment Tower Structural Modification Analysis Report
TEP Project Number 75626.657639, Order 569524, Revision 4
APPENDIX B
BASE LEVEL DRAWING
March 2, 2022
CCI BU No 826146
Page 7
tnxTower Report - version 8.1.1.0
(OTHER CONSIDERED EQUIPMENT)
(6) 7/8" TO 62 FT LEVEL
(6) 7/8" TO 72 FT LEVEL
(PROPOSED EQUIPMENT CONF
(12) 7/8" TO 52 FT LEVEL
(1) 1-1 /2" TO 52 FT LEVEL
75-ft Concealment Tower Structural Modification Analysis Report
TEP Project Number 75626.657639, Order 569524, Revision 4
APPENDIX C
ADDITIONAL CALCULATIONS
March 2, 2022
CCI BU No 826146
Page 8
tnxTower Report - version 8.1.1.0
SCE
AMERICAN SOCIETY OF CIVIL ENGINEERS
Address:
No Address at This
Location
S 373 Y
_ Noulx7 ham Ra
F,hl errc Rood F.
klick—n Park
23ern sI sr;
ASCE 7 Hazards Report
Standard: ASCE/SEI 7-16 Elevation: 354.9 ft (NAVD 88)
Risk Category: II Latitude: 47.783125
Soil Class: D - Stiff Soil Longitude:-122.366983
dmonda•'N ay'
S
'd SI SW
_ J
_
¢
a
f�sllavn �
Mamornl � rs
I F'i k L
e t40th Pr 5'N $
a s 241 st PI SW —
S L n rn
1 ¢
� 116
93rd PI S'.ti'
S NDIIO FAISh1
- K N
L a
N-cbdrq Z N'.V 2il:7 rd ti'
3olanc Clanbn d
4
Wind
Results:
Wind Speed
98 Vmph
10-year MRI
67 Vmph
25-year MRI
74 Vmph
50-year MRI
78 Vmph
100-year MRI
83 Vmph
r.l ..ill � rorl
S
Pon Gsmbk 1.1.11 Cr-k
Ly— od
Edm OndS
NUUML,
711,
gof�_J,
cmn I5h rellne -- -r lrood�
rdoroh
F.l
S14u�m 5h -
Kiiusy�lc
w»n nio n 4
j111j
h' Kirkland
LalEn
and _
y� FSk' 1
Iin inr rMo! x
I&ILId
Data Source: ASCE/SEI 7-16, Fig. 26.5-113 and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Date Accessed: Mon Dec 13 2021
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2.
https://asce7hazardtool.online/ Page 1 of 3 Mon Dec 13 2021
-ASCE®
AMERICAN SOCIETY OF CIVIL ENGINEERS
Seismic
Site Soil Class: D - Stiff Soil
Results:
Ss :
1.28
So, :
N/A
S,
0.449
TL
6
Fa
1
PGA:
0.543
FV
N/A
PGA m :
0.597
Sans :
1.28
FPGA
1.1
SM,
N/A
le
1
SIDS
0.853
Cv
1.356
Ground motion hazard analysis may be required. See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Mon Dec 13 2021
Date Source:
USGS Seismic Design
Maps
https://asce7hazardtool.onIine/ Page 2 of 3 Mon Dec 13 2021
-ASCE®
AMERICAN SOCIUY OF CIVIL ENGINEERS
Ice
Results:
Ice Thickness:
Concurrent Temperature
Gust Speed
Data Source:
Date Accessed:
1.00 in.
25 F
30 mph
Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8
Mon Dec 13 2021
Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys
and gorges may exceed the mapped values.
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
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provided by the ASCE 7 Hazard Tool.
https://asce7hazardtool.online/ Page 3 of 3 Mon Dec 13 2021
CCI Flagpole Tool
Site Data
BU#: 826146
Site Name: N Firdale Villag/Dental
Order #: 569524 Rev 4
Code
Code:
TIA-222-H
Ice Thickness:
1 in
Windspeed (V):
98 mph
Ice Wind Speed (V):
30 mph
Exposure Category:
B
Topographic Feature:
N/A
Risk Category:
II
Tower Information
Total Tower Height: 75 ft
Base Tower Height: 35 ft
Total Canister Length: 40 ft
Number of Canister Assembly
Sections: 4
CROWN
� CASTLE
FLANGE PLATE
(TYPE 3: SOLIDITY RATIO 0.5)
ANGE BOLT HOLES
'P)
rIFFENER
YP)
LANGE PLATE
Mating
Mating
Canister Section
Canister
Canister
Number of Sides
Plate
Flange
Flange
Solidity
Plate
Canister
Vent
Assembly
Assembly
Plate
Plate
Weight
Weight
Number *:
Canister Section
Type:
Ratio
Length (ft):
Length (ft):
Diameter (in):
Thickness
Diameter
(Kip):
(Kip)
fin)":
1
10
60
Round
2
0.38
59.25
0.75
0.440
0.314
0-10
2
10
60
Round
2
0.38
59.25
0.75
0.440
0.314
0-10
3
10
60
Round
2
0.38
59.25
0.75
0.440
0.314
0-10
4
10
1 60
1 Round
1 3
1 2.00
1 23.5
1 0.5
1 0.246
0.314
1 0-10
* Sections are numbered from the top of the tower down ** Mating Flange Plate Thickness at the bottom of canister section
Flag on Tower: I No
Truck Ball on Tower: No
Geometry: Base Tower + Spine
826146_2074752_LC4.eri (last saved 02121 12:56 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
75
20
0
6.625
6.625
0.864
n/a
A53-13-35
55
17
0
8.625
1 8.625
0.875
n/a
A53-13-35
38
3
0
8.625
8.625
0.875
n/a
A53-13-35
35
35
0
24
24
0.25
n/a
A53-13-35
Discrete Loads : CFAF for Canister Assembly
Page 1 of 2 CCIFlagpole Tool (2.2.2)
Canister
Apply CFAF at
Canister
Assembly
CFAF
CFAF
CFAF
CFAF
CFAF
Assembly
Canister Loading
Elevation(z)
No Ice (ftz)
1/2" Ice (ftz)
1" Ice (ftz)
2" Ice (ftZ)
4" Ice (ft)
Weight No
Weight
(ft)
1/2" Ice
Ice (Kip)
(Kip)
Canister Load 1
75
27.500
27.958
28.417
29.333
31.167
0.157
0.342
Canister Load 2
65
55.000
55.917
56.833
58.667
62.333
0.754
1.124
Canister Load 3
55
55.000
55.917
56.833
58.667
62.333
0.754
1.124
Canister Load 4
45
55.000
55.917
56.833
58.667
62.333
0.754
1.124
Canister Load 5
35
27.500
27.958
28.417
29.333
31.167
0.403
0.588
Deflection Check Required:
Yes
Import Deflection Results
3% Spine Deflection Check
Allowable (3%) Horizontal Spine
Deflection (inches)
Actual
Deflection
Sufficient/ Insufficient
14.400
9.592
Sufficient
*** Relative deflection under service level wind speed
Page 2 of 2 CCIFlagpole Tool (2.2.2)
Monopole Flange Plate Connection Elevation = 55 ft. OC CROWN
CASTLE
BU #
826146
Site Name
N Firdale Villag/Denta
Order #
569524 Rev 4
TIA-222 Revision I H
Top Plate - External
Top Plate Data
16" OD x 1.625" Plate (A572-50; Fy=50 ksi, Fu=65 ksi)
Top Stiffener Data
N/A
Top Pole Data
4nnlied Loac
Moment (kip-ft) 26.32
Axial Force (kips) 1.87
Shear Force (kips) 1.98
*TIA-222-H Section 15.5 Applied
Bolt Data
Bottom Plate - External
(6) 1" 0 bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 12.5" BC
6.625" x 0.864" round pole (A53-13-35; Fy=35 ksi, Fu=60 ksi)
Top Plate Capacity
Max Stress (ksi):
Allowable Stress (ksi):
Stress Rating:
Tension Side Stress Rating
Bolt Capacity
Max Load (kips)
16.49
Allowable (kips)
54.54
Stress Rating:
28.8%
Bottom Plate Data
16" OD x 1.625" Plate (A572-50; Fy=50 ksi, Fu=65 ksi)
Bottom Stiffener Data
N/A
Bottom Pole Data
8.625" x 0.875" round pole (A53-13-35; Fy=35 ksi, Fu=60 ksi)
Bottom Plate Capacity
8.92 (Flexural) Max Stress (ksi): 5.55
45.00 Allowable Stress (ksi): 45.00
18.9% Pass Stress Rating: 11.8%
16.9% Pass Tension Side Stress Rating: 7.3%
(Flexural)
Pass
Pass
CClplate - Version 4.1.2 Analysis Date: 3/1/2022
Client Site Name:
N Firdale Villag/Dental
Engineer:
JCR
Client Site Number:
BU 826146
Check:
RAL
Client Order Number:
569524 Rev. 4
Date:
2/23/2022
TEP Project Number:
75626.665663
Tower Engineering Professionals
Page:
1
Simulation of Concealment Flange - 3S-ft Elevation
Model Loads
Axial
4,843 lb
Shear
4,242 lb
Moment
100,993 lb-ft
Self -Weight Factor
1.2
Overall Results
Sufficient
Model Part Information
Part
Part Grade
Spine Stub Section
A53-13-35
Stiffeners
A572-50
Top Flange
A572-50
Bottom Flange
A572-50
Tower Stub Section
A53-13-35
Client Site Name:
N Firdale Villag/Dental
Engineer:
JCR
Client Site Number:
BU 826146
M
Check:
RAL
Client Order Number:
569524 Rev. 4
Date:
2/23/2022
TEP Project Number:
75626.665663
Tower Engineering Professionals
Page:
2
Study: 0 Degree
Top Flange
Assumptions
N/A
Results
Sufficient
(psi)
00
00
00
00
00
00
00
00
0
Client Site Name:
N Firdale Villag/Dental
Engineer:
JCR
Client Site Number:
BU 826146
Check:
RAL
Client Order Number:
569524 Rev. 4
Date:
2/23/2022
TEP Project Number:
75626.665663 Tower Engineering Professionals
Page:
3
Study: 45 Degree
Top Flange
Assumptions
N/A
Results
Sufficient
Client Site Name: N Firdale Villag/Dental Engineer:
Client Site Number: BU 826146 Check:
Client Order Number: 569524 Rev. 4:' Date:
TEP Project Number: 75626.657639 Tower Engineering Professionals Page:
Spine Fillet Weld Check - 35ft
Model Loads
Axial
4,843 lb
Shear
4,242 lb
Moment
100,993 lb-ft
Weld Properties
Total Area
47.8148 inZ
Total Inertia
1199.1074 in
Extreme Fiber
13.3125 in
Elastic Section Modulus
90.0738 in
Weld Check
rmu
13.455 ksi
rvu
0.089 ksi
rp,
0.101 ksi
Total Weld Stress
13.556 ksi
Weld Capacity
31.500 ksi
*RATING
41.0% Pass
Flange Shear Plane
Check
Base Metal Capacity
73.125 k/in
Weld Capacity
27.842 k/in
Min Flange Thickness
0.952 in
Check Thickness
OK
*RATING
14.9% Pass
Pole Properties
Spine Diameter
8.625 in
Spine grade
A53-B-35
Weld Type
Lap
Upper Weld Size
5/8 in
Lower Weld Size
5/8 in
Flange & Stiffener Properties
Flange Thickness
2.50 in
Flange Grade
A572-50
Weld Grade
E70XX
Sitffener Quanitity
6
Stiffener Width
9.00 in
Stiffener Notch Size
1.00 in
Horizontal Weld Size
5/16 in
Fusion Zone Check
Shear Fusion Zone 16.875 k/in
Tensile Fusion Zone 28.125 k/in
Weld Capacity 13.921 k/in
Check Fusion Zone OK
Overall Results
SUFFICIENT
*Ratings per TIA-222-H Section 15.5
J LW
RKE
2/22/2022
1
Monopole Flange Plate Connection Elevation = 35 ft. OC CROWN
CASTLE
BU #
826146
Site Name
N Firdale Villag/Denta
Order #
569524 Rev 4
TIA-222 Revision I H
Top Plate - External
Top Plate Data
33.5" OD x 2.5" Plate (A572-50; Fy=50 ksi, Fu=65 ksi)
Top Stiffener Data
(6) 9"H x 9"W x 0.75"T, Notch: 1"
plate: Fy= 50 ksi ; weld: Fy= 70 ksi
horiz. weld: 0.3125" fillet
vert. weld: 0.3125" fillet
4nnlied Loac
Moment (kip-ft) 100.99
Axial Force (kips) 4.84
Shear Force (kips) 4.24
*TIA-222-H Section 15.5 Applied
Bolt Data
Bottom Plate - External
(6) 7/8" 0 bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 30.5" BC
Top Pole Data
8.625" x 0.875" round pole (A53-13-35; Fy=35 ksi, Fu=60 ksi)
Bolt Capacity
Max Load (kips)
25.67
Allowable (kips)
41.57
Stress Rating:
58.8%
Top Stiffener Capacity
Bottom Plate Data
33.5" OD x 1" Plate (A572-50; Fy=50 ksi, Fu=65 ksi)
Bottom Stiffener Data
N/A
Bottom Pole Data
24" x 0.25" round pole (A53-13-35; Fy=35 ksi, Fu=60 ksi)
Bottom Stiffener Capacity
Horizontal Weld:
41.8%
Pass
Horizontal Weld:
N/A
Vertical Weld:
57.7%
Pass
Vertical Weld:
N/A
Plate Flexure+Shear:
23.9%
Pass
Plate Flexure+Shear:
N/A
Plate Tension+Shear:
16.1%
Pass
Plate Tension+Shear:
N/A
Plate Compression:
56.3%
Pass
Plate Compression:
N/A
Top Pole Capacity
Punching Shear:
18.1% Pass
Bottom Pole Capacity
Punching Shear:
N/A
CClplate - Version 4.1.2 Analysis Date: 3/1/2022
CU Lr-' HOU
Elevation ft 35 (Flange)
Resist
Induce Plate
Bolt Group
Resist Shear
Axial
Bending
1
Yes
Yes
Yes
Custom
Bolt
Diameter (in) Material Bolt Circle (in)
Eta Factor, n:
lay (in):
Thread Type
Area Override,
in A 2
Tension Only
Bolt
Bolt Group
ID
Location
(deg.)
1
1
0
0.875
A325
30.5
0.5
0
N-Included
No
2
1
60
0.875
A325
30.5
0.5
0
N-Included
No
3
1
120
0.875
A325
30.5
0.5
0
N-Included
No
4
1
180
0.875
A325
30.5
0.5
0
N-Included
No
5
1
240
0.875
A325
30.5
0.5
0
N-Included
No
6
1
300
0.875
A325
30.5
0.5
0
N-Included
No
Custom
Stiffener Connection - Top Plate 4111
Stiffener Location
GroupID de Width (in) Height (in) Thickness (in)
H. Notch (in)
V. Notch (in)
Grade (ksi)
Weld Type
Groove Depth
in
Groove Angle
de
H. Fillet Weld
Size in
V. Fillet Weld
Size in
Weld Strength
ksi
Stiffener
1
1
0
9
9
0.75
1
1
50
Fillet
0.3125
0.3125
70
2
1
60
9
9
0.75
1
1
50
Fillet
0.3125
0.3125
70
3
1
120
9
9
0.75
1
1
50
Fillet
0.3125
0.3125
70
4
1
180
9
9
0.75
1
1
50
Fillet
0.3125
0.3125
70
5
1
240
9
9
0.75
1
1
50
Fillet
0.3125
0.3125
70
6
1
300
9
9
0.75
1
1
50
Fillet
0.3125
0.3125
70
Plot Graphic
Mplate - Version 4.1.2 Analysis Date: 3/1/2022
Monopole Base Plate Connection
Site • BU # 826146
Site Name IN Firdale Villag/Dental
Order # 1 569524 Rev 4
Analysis Considerations
TIA-222 Revision H
Grout Considered: See Custom Sheet
lar (in) See Custom Sheet
.......
Moment (kip-ft) 275.62
Axial Force (kips) 8.00
Shear Force (kips) 5.19
*TIA-222-H Section 15.5 Applied
Adjusted Po
Moment (kip-ft) 174.62
Axial Force (kips) 8.00
Shear Force (kips) 5.19
*Reactions to enter in CClpole; BARB CL = Oft
Anchor Rod Data
GROUP 1: (4) 1-1/2" 0 bolts (F1554-55 N; Fy=55 ksi, Fu=75 ksi) on 28" BC
GROUP 2: (3) 1-3/4" 0 bolts (A193 Gr. B7 N; Fy=105 ksi, Fu=125 ksi) on 40" BC
Base Plate Data
28" W x 1.5" Plate (A36; Fy=36 ksi, Fu=58 ksi); Clip: 4 in
Stiffener Data
N/A
Pole Data
24" x 0.25" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi)
CCCROWN
CASTLE
Anchor Rod Summary (units of kips, kip -in)
GROUP 1:
Pu_c
= 68.22
4)Pn_c
= 87.47
Stress Rating
Vu
= 1.3
(�Vn
= 39.36
80.2%
Mu
= 1.69
(�Mn
= 27.84
Pass
GROUP 2: (BARB)
Pu—t = 79.2
Vu=O
Mu=O
(�Pn_t = 178.13
(�Vn = 112.75
(� M n = 84.41
Stress Rating
42.3
Pass
Base Plate Summary
Max Stress (ksi): 16.1 (Flexural)
Allowable Stress (ksi): 32.4
Stress Rating: 47.3%
Pass
CClplate - Version 4.1.2 Analysis Date: 3/1/2022
Monopole Base Plate Connection - Seismic
Site • BU # 826146
Site Name IN Firdale Villag/Dental
Order # 1 569524 Rev 4
Analysis Considerations
TIA-222 Revision H
Grout Considered: See Custom Sheet
lar (in) See Custom Sheet
Applied...
Moment (kip-ft)
136.32
Axial Force (kips)
9.15
Shear Force (kips)
2.77
*TIA-222-H Section 15.5 Applied
*1.5 Overstrength Factor Applied
.. Pole Reactions
Moment (kip-ft)
116.05
Axial Force (kips)
8.00
Shear Force (kips)
5.19
*Reactions to enter in CClpole; BARB CL = Oft
Anchor Rod Data
GROUP 1: (4) 1-1/2" 0 bolts (F1554-55 N; Fy=55 ksi, Fu=75 ksi) on 28" BC
GROUP 2: (3) 1-3/4" 0 bolts (A193 Gr. B7 N; Fy=105 ksi, Fu=125 ksi) on 40" BC
Base Plate Data
28" W x 1.5" Plate (A36; Fy=36 ksi, Fu=58 ksi); Clip: 4 in
Stiffener Data
N/A
Pole Data
24" x 0.25" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi)
CCCROWN
CASTLE
Anchor Rod Summary (units of kips, kip -in)
GROUP 1:
Pu_c
= 51.42
4)Pn_c
= 87.47
Stress Rating
Vu
= 1.04
(�Vn
= 39.36
60.7%
Mu
= 1.35
(�Mn
= 27.84
Pass
GROUP 2: (BARB)
Pu—t = 58.76
Vu=O
Mu=O
(�Pn_t = 178.13
(�Vn = 112.75
(� M n = 84.41
Stress Rating
31.4%
Pass
Base Plate Summary
Max Stress (ksi): 8.28 (Flexural)
Allowable Stress (ksi): 32.4
Stress Rating: 24.3%
Pass
CClplate - Version 4.1.2 Analysis Date: 3/1/2022
Elevation (ft) 0 (Base)
note: Bending interaction not considered when Grout Considered = "Yes"
Bolt
Resist
Induce Plate
Grout
Apply at BARB
BARB CL Elevation
Group
Axial
Resist Shear
Bending
Considered
Elevation
(ft)
1
Yes
Yes
Yes
No
No
0
2
No
No
No
No
Yes
D Include Pole Reactions in Report
CustomBolt Connection
Bolt Bolt Group Location
ID (deg.)
Diameter (in)
Material
Bolt Circle (in) Eta Factor, n:T lar (in):
Thread Type
Area Override,
in 2
Tension Only
1
1
45
1.5
F1554-55
28
0.5
2
N-Included
No
2
1
135
1.5
F1554-55
28
0.5
2
N-Included
No
3
1
225
1.5
F1554-55
28
0.5
2
N-Included
No
4
1
315
1.5
F1554-55
28
0.5
2
N-Included
No
5
2
0
1.75
A193 Gr. 137
40
0.5
8.31
N-Included
No
6
2
135
1.75
A193 Gr. 137
40
0.5
8.31
N-Included
No
7
2
225
1.75
A193 Gr. B7
40
0.5
8.31
N-Included
No
Plot Graphic
O
6, W
CClplate - Version 4.1.2 Analysis Date: 3/1/2022
Drilled Pier Foundation
BU # : 826146
Site Name: N Firdale Villag/Dental
Order Number: 569524 Rev 4
TIA-222 Revison: H
Tower Type: Monopole
Applied...
Comp. Uplift
Moment (kip-ft)
275.62
Axial Force (kips)
8.01
Shear Force (kips)
5.18
Concrete Strength, f'c:
PropertiesMaterial
41 ksi
Rebar Strength, F :
601 ksi
Tie Yield Strength, F t:
601 ksi
Pier Design Data
Depth
10 ft
Ext. Above Grade I
0.5 ft
Pier Section 1
From 0.5' above grade to 10' below grade
Pier Diameter
5
ft
Rebar Quantity
24
Rebar Size
7
Clear Cover to Ties
3
in
Tie Size
3
Tie Spacing
6
in
Groundwater Depth I N/A
Soil Lateral Check Compression Uplift
D _o (ft from TOC)
3.21
-
Soil Safety Factor
1.41
-
Max Moment (kip-ft)
294.44
-
Rating*
89.5%
-
Soil Vertical Check Compression Uplift
Skin Friction (kips)
40.64
-
End Bearing (kips)
220.89
-
Weight of Concrete (kips)
37.11
-
Total Capacity (kips)
261.54
-
Axial (kips)
45.12
-
Rating*1
16.4%
1-
Rebar & Pier Options
Reinforced Concrete Flexure
Compression
Embedded Pole Inputs
Belled Pier Inputs
.71.71iil
Critical Depth (ft from TOC)
3.13
-
Critical Moment (kip-ft)
294.41
-
Critical Moment Capacity
1673.98
-
Rating*
16.7%
-
Reinforced Concrete Shear Compression Uplift
Critical Depth (ft from TOC)
8.18
-
Critical Shear (kip)
86.98
-
Critical Shear Capacity
470.70
-
Rating*
17.6%
-
Structural Foundation Rating*1 17.6%
Soil Interaction Rating* 89.5%
*Rating per TIA-222-H Section 15.5
# of Lavers 1 3
� cRoww
CASTLE
Check Limitation
Apply TIA-222-H Section 15.5:
N/A
Additional..
Input Effective Depths (else Actual):
OptionsShear Design
Check Shear along Depth of Pier:
❑
0
Utilize Shear -Friction Methodology:
0
Override Critical Depth:
❑
Shear -Friction Methodology is Applied
Go to Soil Calculations
Calculated
Calculated
Ultimate Skin
Ult. Gross
Angle of
Ultimate Skin
Top
Thickness
Ysoil
Yconcrete
Cohesion
Ultimate Skin
Ultimate Skin
Friction Comp
Bearing
SPT Blow
Layer
Bottom (ft)
Friction
Friction Uplift
Soil Type
(ft)
(ft)
(pcf)
(pcf)
(ksf)
Friction Comp
Friction Uplift
Override
Capacity
Count
(degrees)
Override (ksf)
(ksf)
(ksf)
(ksf)
(ksf)
11
01
21
21
1001
1501
01
0.0001
0.0001
0.001
0.001
1
1 Cohesionless
21
21
51
31
1001
1501
1 29.15
0.0001
0.0001
0.151
0.151
1
1 Cohesionless
31
51
101
51
1001
1501
1 36.87
0.0001
0.0001
0.601
0.601
151
1 Cohesionless
Version 5.0.3
1
1\�
XN
N Firdale Villag/Dental (BU 826146)
TEP #: 75626.657639
Analysis: JLW 2/22/2022
Seismic Analysis_v1.1.0 Check: RKE 2/22/2022
Code Revision:
ASCE/SEI 7-16
Occupancy:
II
Tower Type:
Monopole
Tower Height:
75.00 ft
Importance Factor:
1.00
R:
1.50
Seismic Inputs
Lat: 47°
46' 59.250" 47.783°
Long: -122°
22' 01.140"-122.367°
Ss:
1.280
S1:
0.449
Site Class:
D (perGeotech)
FA:
1.000
Fv:
1.851
Tower Frequency
Per:
RISA-31D
fl:
0.749 s
Period, T:
1.336 s
SA:
0.415
Cs:
0.5689
CS,MiN:
0.0375
CS,MAX:
0.4147 (see sec. 11.4.8)
Cs:
0.4147 (see sec. 11.4.8)
Structure Weight: 4.74 k
Total Seismic Wt: 6.67 k
1.2•Seismic Wt: 8.01 k
(1.2+0.2*Sps)DL: 9.15 k
Vs: 2.77 k
Seismic Values
SMs:
1.280
SM1:
0.831
Sps:
0.853 0.2*Sps: 0.171
SDI:
0.554
To:
0.130 s
Ts:
0.649 s
TL:
6.000 s
vFrequencies and Participation
0 o Mode Freque Period (Sec) SX Par I SY Far SZ Par
1 .749 1.336 02 57.955
2
2
.749
1.336
57.955
.02
3
3
2.815
.355
18.394
4
4
2.816
.355
18.394
5
5
7.576
132
6.719
6
6
7.575
.132
6.719
7
7
15.866
.063
3.225
8
8
15.866
.063
3.225
9
9
24.066
04
4.490
10
1 10
24.006
04
4.498
11
1 Totals:
90.81
90.81
N61
N60
N59
N5a
N 57
N56
N55
N54
N53
N 52
N51
N50
N49
N48
N47
N46
N45
N44
Seismic Analysis_v1.1.0 Page 1 of 1
Tower Engineering Professionals, Inc.
326 Tryon Road I Raleigh, NC 27603-3530 1 Office: (919) 661-6351 I Fax: (919) 661-6350 1 www.tepgroup.net
A
x
Results for LC 2, (1.2+0.2Sds)'DL+1.OE
Tower Engineering Profess..
jwallace
TEP No. 75626.657639
N Firdale Villag/Dental (BU 826146)
SK-2
Feb 22, 2022 at 2:26 PM
826146 2074752 LC4 - Modal.rt3
Company Tower Engineering Professionals Feb 22, 2022
IIIRI
Si4 Designer jw 2:27 PM
Job Number TEP No No. 75626.657639 Checked By:_
A NEMETSCHEK COMPANY Model Name N Firdale Villag/Dental (BU 826146)
(Global) Model Settings
Display Sections for Member Calcs
5
Max Internal Sections for Member Calcs
97
Include Shear Deformation?
Yes
Increase Nailing Capacity for Wind?
Yes
Include Warping?
Yes
Trans Load Btwn Intersecting Wood Wall?
Yes
Area Load Mesh (in A2)
144
Merge Tolerance in
.12
P-Delta Analysis Tolerance
0.50%
Include P-Delta for Walls?
Yes
Automatically Iterate Stiffness for Walls?
No
Max Iterations for Wall Stiffness
3
Gravity Acceleration ft/secA2
32.2
Wall Mesh Size in
24
Ei ensolution Convergence Tol. 1.E-
4
Vertical Axis
Y
Global Member Orientation Plane
Xz
Static Solver
Sparse Accelerated
Dynamic Solver
Standard Solver
Hot Rolled Steel Code
AISC 15th 360-16 : LRFD
Adjust Stiffness?
Yes Iterative
RISAConnection Code
None
Cold Formed Steel Code
None
Wood Code
None
Wood Temperature
< 10OF
Concrete Code
None
Masonry Code
None
Aluminum Code
None - Building
Stainless Steel Code
None
Number of Shear Regions
4
Region Spacing Increment in
4
Biaxial Column Method
Exact Integration
Parme Beta Factor (PCA)
.65
Concrete Stress Block
Rectangular
Use Cracked Sections?
Yes
Use Cracked Sections Slab?
Yes
Bad Framing Warnings?
No
Unused Force Warnings?
Yes
Min 1 Bar Diam. Spacing?
No
Concrete Rebar Set
REBAR_SET _ASTMA615
Min % Steel for Column
1
Max % Steel for Column
8
RISA-3D Version 17.0.4[CA ... \... \... \... \tnxTower\826146 2074752 LC4 - Modal.rt31 Page 1
Company
RISA Designer
IIIJob Number
K , ()[I Model Name
Tower Engineering Professionals
jwallace
TEP No. 75626.657639
N Firdale Villag/Dental (BU 826146)
(Global) Model Settings, Continued
Seismic Code
ASCE 7-16
Seismic Base Elevation ft
Not Entered
Add Base Weight?
Yes
Ct X
1
Ct Z
1
T X sec
1.336
T Z (sec)
1.336
R X
1.5
R Z
1.5
Ct Exp. X
.75
Ct Exp. Z
.75
S D 1
.554
SIDS
.853
S 1
.449
TL (sec)
6
Risk Cat
I or II
Drift Cat
Other
Om Z
1
Om X
1
Cd Z
4
Cd X
4
Rho Z
1
Rho X
1
Feb 22, 2022
2:27 PM
Checked By:_
Hot Rolled Steel Properties
Label E ksi G [ksil Nu Therm /1 E... Densit k/ft... Yield ksi Ry Fu ksi Rt
1 A53-13-35 29000 11200 .295 .65 .49 35 1.5 58 1.2
Hot Rolled Steel Section Sets
Label Shape Tvpe Desicin List Material Design R... A [in21 Ivy [in41 Izz in4 J in4
1
ANT LEG L1
P6.625x0.864
Column
Pie
A53-13-35
Typical
15.637
66.333
66.333
132.665
2
ANT LEG L2
P8.625x0.875
Column
Pie
A53-13-35
Typical
21.304
161.985
161.985
323.969
3
ANT LEG L3
P8.625x0.875
Column
Pie
A53-13-35
Typical
21.304
161.985
161.985
323.969
4
ANT LEG L4
P24x0.25
Column
Pie
A53-13-35
Typical
18.653
1315.343
1315.343
2630.685
Joint Boundary Conditions
Joint Label X k/in Y k/in Z [k/inI X Rot. k-ft/rad Y Rot. k-ft/rad Z Rot. k-ft/rad
1 N42 Reaction Reaction= Reaction Reaction Reaction Reaction
Member Primary Data
Label I Joint J Joint K Joint Rotate(de... Section/Shape Type Design List Material Design R
1
M1
N1
N21
ANT LEG L1
Column
Pie
A53-13-35
Typical
2
M2
N22
N1
ANT LEG L2
Column
Pie
A53-13-35
Typical
3
M3
N39
N22
ANT LEG L3
Column
Pie
A53-13-35
Typical
4
M4
N42
N39
ANT LEG L4
Column
Pie
A53-13-35
Typical
RISA-31D Version 17.0.4[CA ... \... \... \... \tnxTower\826146 2074752 LC4 - Modal.rt3] Page 2
Company Tower Engineering Professionals
Des
IIRISA gner jwallace oblNumber TEP No. 75626.657639
K ( OLI ,,.,,. Model Name N Firdale Villag/Dental (BU 826146)
Feb 22, 2022
2:27 PM
Checked By:_
Member Advanced Data
ahPI I Ralaaca .I Ralaaca I nffcatfinl .I nffcatfinl T/C nnly Phvciral r)afl Patin nntin Analvci Innnfiva Saicmi
1
M1
Yes
'' NA''
None
2
M2
Yes
** NA **
None
3
M3
Yes
'' NA ''
None
4
M4
Yes
** NA **
None
Hot Rolled Steel Design Parameters
I ahPI Shang I annth I hvvfftl I h77Fftl I nmmn t I nmmn hn I-tnrnnafftl Kvv K77 Ch R inrfinn
1
M1
ANT LEG L1
20
1
1
1
1
1
0
0
Lateral
2
M2
ANT LEG L2
17
1
1
1
1
1
0
0
Lateral
3
M3
ANT LEG L3
3
1
1
1
1
1
0
0
Lateral
4
M4
ANT LEG L4
35
1.75
1.75
1.75
1.75
1.75
0
0
Lateral
Basic Load Cases
BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area Me... Surface P...
1 Dead None -1 63 4
Load Combinations
S... P... S... B... Fa... BLC Fa... BLC Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B.
1 Dead Onl Yes Y 1 1 0 0 0 0 0 0
2 (1.2+0.2Sds)`DL+1.OE Yes Y 1 1.2 1 .171 SX*SF 1 0 0 0 0 0 0
Spectra Scaling Factor
Scaling Factor Z: 1 Scaling Factor X: 1
Dynamics Input
Number of Modes
10
Load Combination Number
1 - Dead Only
Acceleration of Gravity
32.2 (ft/sec^2)
Convergence Tolerance
0.0001
RISA-3D Version 17.0.4[CA ... \... \... \... \tnxTower\826146 2074752 LC4 - Modal.rt3] Page 3
Company Tower Engineering Professionals Feb 22, 2022
IIIRI
Si4 Designer jw 2:27 PM
Job Number TEP No No. 75626.657639 Checked By:_
A NEMETSCHEK COMPANY Model Name N Firdale Villag/Dental (BU 826146)
Response Spectra Data
X Direction Spectra
ASCE 2016, Parametric Design Spectra
Modes Used
All 10 modes
Mode No. for Signs
Modal Combination Method
CQC
Damping Ratio
5 Percent
Y Direction Spectra
ASCE 2016, Parametric Design Spectra
Modes Used
All 10 modes
Mode No. for Signs
Modal Combination Method
CQC
Damping Ratio
5 Percent
Z Direction Spectra
ASCE 2016, Parametric Design Spectra
Modes Used
All 10 modes
Mode No. for Signs
Modal Combination Method
CQC
Damping Ratio
5 Percent
Frequencies / Participation
Mode Number Frequency Period Percent Modal Participation
(HA (Ser) X Snactrn Y SnPrtrn 7 Snar:trn
1
.749
1.336
.02
57.955
2
.749
1.336
57.955
.02
3
2.816
.355
18.394
4
2.816
.355
18.394
5
7.576
.132
6.719
6
7.576
.132
6.719
7
15.866
.063
3.225
8
15.866
.063
3.225
9
24.806
.04
4.498
10
24.806
.04
4.498
Totals :
90.81
90.81
Member Section Forces
I r KAamhar I ahal Gar AYialrkl v ghaarrkl 7 ghaarrk1 Tnrni iark-ftl v-v Unmantrk-ftl 7-7 Unmantrk-ftl
1
2
M 1
1
2.275
1.384
0
0
0
18.446
2
2
1.895
1.308
0
0
0
11.992
3
3
1.138
1.036
0
0
0
6.392
4
4
.757
.812
0
0
0
1.844
5
5
0
.05
0
0
0
0
6
2
M2
1
5.321
2.199
0
0
-.002
46.105
7
2
4.85
2.082
0
0
-.002
38.18
8
3
4.379
1.96
0
0
-.002
30.863
9
4
3.908
1.823
0
0
-.002
24.276
10
5
2.276
1.403
0
0
0
18.446
11
2
M3
1
5.657
2.289
0
0
-.002
52.035
12
2
5.573
2.289
0
0
-.002
50.53
13
3
5.489
2.259
0
0
-.002
49.04
14
4
5.405
2.229
0
0
-.002
47.565
15
5
5.321
2.229
0
0
-.002
46.105
RISA-3D Version 17.0.4[CA ... \... \... \ ... \tnxTower\826146_2074752_LC4 - Modal.rt3] Page 4
Company Tower Engineering Professionals
Des
IIRISA gner jwallace oblNumber TEP No. 75626.657639
<,.()[,,,,.,,,. Model Name N Firdale Villag/Dental (BU 826146)
Feb 22, 2022
2:27 PM
Checked By:_
Member Section Forces (Continued)
I C NAamhar I ahal Oar Axialfkl v OhaarFkl 7 RhPgr1kI Tnrnnafk-ftl v-v NAnmantfk-ftl 7-7 NAnmantfk-ftl
16
2
M4
1
9.147
2.768
0
0
-.002
136.315
17
2
8.275
2.757
0
0
-.002
113.475
18
3
7.402
2.684
0
0
-.002
91.451
19
4
6.53
2.536
0
0
-.002
70.8
20
5
5.658
2.327
0
0
-.002
52.035
Joint Reactions
I C: Inint I ahPI X fkl Y fkl 7 fkl MX fk-ftl MY fk-ftl KA7 fk-ftl
1
2
N42
-2.768
9.147
0
.002
0
-136.315
2
2
Totals:
-2.768
9.147
0
3
2
COG ft :
X: 0
Y: 40.533
Z: 0
Member RISC 15th(360-16): LRFD Steel Code Checks (By Combination)
I C. Mamhar Shang I IC Mau I nnfftl Ohaar I nnfftl Nr nhi*Pnrfkl nhi*Pntfkl nhi*Mnvv nhi*Mn77 C.h F n n
1
2
M 1
P6.625xo...
.246
0
.009
0
492.575
492.575
75.837
75.837
1
H 1-1 b
2
2
M2
P8.625xo...
.337
0
.011
0
671.074
671.074
138.542
138.542
1
H1-1b
3
2
M3
P8.625x0...
.380
0
.011
0
671.074
671.074
138.542
138.542
1
H1-1b
4
2
M4
P24x0.25
.409
0
.016
0
584.428
587.576
339.882
339.882
1
H1-1b
RISA-3D Version 17.0.4[CA ... \... \... \... \tnxTower\826146 2074752 LC4 - Modal.rt3] Page 5
75-ft Concealment Tower Structural Modification Analysis Report
TEP Project Number 75626.657639, Order 569524, Revision 4
APPENDIX D
STRUCTURAL DESIGN DRAWINGS
March 2, 2022
CCI BU No 826146
Page 9
tnxTower Report - version 8.1.1.0
STRUCTURAL DESIGN DRAWINGS
SITE NAME:
N FIRDALE VILLAG/DENTAL
CROWN CASTLE BU NUMBER:
826146
SITE ADDRESS:
10014 238TH STREET SW
EDMONDS, WA 98020
(SNOHOMISH COUNTY)
N 47046'59,25"3 W 122022'1,14"
II MODIFICATION PROVISIONS II
THE MODIFICATIONS DEPICTED ON THESE DRAWINGS ARE BASED ON
THE RECOMMENDATIONS OUTLINED IN THE STRUCTURAL MODIFICATION
ANALYSIS REPORT COMPLETED BY TEP, JOB NO.: 75626.657639
DATED MARCH 02, 2022 (REV 0)
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.
QUALIFIED ENGINEERING SERVICES ARE AVAILABLE FROM TEP TO
ASSIST CONTRACTORS IN CLASS IV RIGGING PLAN REVIEWS. FOR
REQUESTED QUALIFIED ENGINEERING SERVICES, CONTACT TEP FOR
QUOTE AT RIGGINGOTEPGROUP.NET
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
L7
FUNCTIONAL USE OF ANY WIRE ROPE SAFETY CLIMB
ON THE STRUCTURE. THIS SHALL INCLUDE, BUT NOT
LOOK
BE LIMITED TO: PINCHING OF THE WIRE ROPE,
BENDING OF THE WIRE ROPE FROM ITS SUPPORTS,
UP.
DIRECT CONTACT OR CLOSE PROXIMITY TO THE WIRE
LiROPE
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.
INDEX OF SHEETS
NO.
SHEET TITLE
REV
T-1
TITLE SHEET
0
N-1
MI CHECKLIST AND NOTES
0
N-2
GENERAL NOTES
0
N-3
PROJECT NOTES
0
S-1
TOWER ELEVATION AND MODIFICATION SCHEDULE
0
S-2
BASE SECTION DETAILS
0
S-3
ANCHOR BOLT REINFORCEMENT DETAILS
0
S-4
CONCEALMENT INSTALLATION DETAILS 1
0
S-5
CONCEALMENT INSTALLATION DETAILS II
0
S-6
CONCEALMENT INSTALLATION DETAILS III
0
S-7
CONCEALMENT INSTALLATION DETAILS IV
0
S-8
CONCEALMENT INSTALLATION DETAILS V
0
S-9
CONCEALMENT INSTALLATION DETAILS VI
0
S-10
CONCEALMENT INSTALLATION DETAILS VII
0
HOT WORK INCLUDED
NA
BASE GRINDING ONLY
NA
BASE WELDING (AND GRINDING)
NA
AERIAL GRINDING ONLY
NA
AERIAL WELDING (AND GRINDING)
II PROJECT INFORMATION II
TOWER HEIGHT: 75—FT
TOWER MANUFACTURER: WIRELESS STRUCTURES CONSULTING, PC
CCI DOCUMENT: 3896710
WORK ORDER NO.: 2074752
ORDER NO.: 569524 REV, 4
DESIGN BUILDING CODE: 2018 WASHINGTON STATE BUILDING CODE
DESIGN STANDARD: TIA-222—H
II PROJECT TEAM II
CCI MODIFICATION PROJECT MANAGER:
NAME CROWN CASTLE
CONTACT RYAN QUINTEL
PHONE (615) 771-1569
EMAIL RYAN.QUINTEL@CROWNCASTLE.COM
ENGINEERING FIRM PROJECT MANAGER:
NAME TOWER ENGINEERING PROFESSIONALS, INC.
CONTACT JARRED WALLACE, P.E.
PHONE (919) 661-6351
EMAIL CMRPQTEPGROUP.NET
PLANS PREPARED FOR:
CROWN CASTLE
PLANS PREPARED BY:
,1
AS
AIR
TOWER ENGINEERING PROFESSIONALS
326 TRYON ROAD
RALEIGH, NC 27603
OFFICE; (919) 661-6351
www.tepgroup.net
SEAL:
gtDGE
S 7
O C'
52921
`SidRAL�
`�tONAI. ECG
Electronic March2 2022
O
03-02-22
MODIFICATION DRAWING5
REV
DATE
ISSUED FOR:
DRAWN BY: JLW I CHECKED BY: RKE
SHEET TITLE:
TITLE SHEET
SHEET NUMBER:
REVISION:
T-1
°
TEP#: 75G2G.G57G39
CED-FRM-10354 MI CHECKLIST
REQUIRED
REPORT ITEM
APPLICABLE
CROWN DOC /)
BRIEF DESCRIPTION
PRE -CONSTRUCTION
X
MI CHECKLIST DRAWING
CED-SOW-10007
THIS CHECKLIST SERVES AS A GUIDELINE FOR THE REQUIRED CONSTRUCTION DOCUMENTS AND INSPECTIONS FOR THIS MODIFICATION.
ONCE THE PRE -MODIFICATION MAPPING IS COMPLETE AND PRIOR TO FABRICATION, THE CONTRACTOR SHALL PROVIDE DETAILED ASSEMBLY DRAWINGS AND/OR
SHOP DRAWINGS. THESE INCLUDE, BUT ARE NOT LIMITED TO, A VISUAL LAYOUT OF NEW REINFORCEMENT, EXISTING REINFORCEMENT CONFIGURATION,
X
FOR APPROVED SHOP DRAWINGS
CED-SOW-10007
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 FOR FOR APPROVAL. SHOP DRAWING SUBMISSION SHALL INCLUDE THE FOR RFI FORM
DETAILING ANY CHANGES FROM THE ORIGINAL DESIGN.
X
FABRICATION INSPECTION
CED-SOW-10007
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.
X
FABRICATOR CERTIFIED WELD INSPECTION
CED-SOW-10007
A CWI SHALL INSPECT ALL WELDING PERFORMED ON STRUCTURAL MEMBERS DURING FABRICATION. A WRITTEN REPORT SHALL BE PROVIDED TO THE MI
CED-STD-10069
INSPECTOR FOR INCLUSION IN THE MI REPORT.
X
MATERIAL TEST REPORTS (MTR)
CED-SOW-10007
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.
X
FABRICATOR NDE INSPECTION REPORT
CED-SOW-10066
CRITICAL SHOP WELDS THAT REQUIRE TESTING ARE NOTED ON THESE CONTRACT DRAWINGS. A CERTIFIED NOT INSPECTOR SHALL PERFORM NON-DESTRUCTIVE
CED-STD-10069
EXAMINATION AND A REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.
X
NDE OF MONOPOLE BASE PLATE
ENG-SOW-10033
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.
X
PACKING SLIPS
CED-SOW-10007
PACKING/SHIPPING LIST FOR ALL MATERIAL USED DURING CONSTRUCTION OF THE MODIFICATION.
ADDITIONAL TESTING AND INSPECTIONS:
NA
CONSTRUCTION
A VISUAL OBSERVATION OF THE EXCAVATION AND REBAR SHALL BE PERFORMED BEFORE PLACING THE CONCRETE. A VISUAL OBSERVATION OF THE REBAR
NA
FOUNDATION INSPECTIONS
CED-SOW-10144
SHALL BE PERFORMED BEFORE PLACING THE EPDXY. A SEALED WRITTEN REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI
REPORT.
NA
CONCRETE COMP. STRENGTH AND SLUMP
CED-SOW-10144
THE CONCRETE MIX DESIGN, SLUMP TEST, AND COMPRESSIVE STRENGTH TESTS SHALL BE PROVIDED AS PART OF THE FOUNDATION REPORT.
TESTS
NA
EARTHWORK
CED-SOW-10144
FOUNDATION SUB -GRADES SHALL BE INSPECTED AND APPROVED BY AN APPROVED FOUNDATION INSPECTOR AND RESULTS INCLUDED AS PART OF THE
FOUNDATION REPORT.
NA
MICROPILE/ROCK ANCHOR
CED-SOW-10144
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.
X
POST -INSTALLED ANCHOR ROD VERIFICATION
CED-SOW-10007
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.
NA
BASE PLATE GROUT VERIFICATION
ENG-STD-10323
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.
CED-SOW-10066
A CROWN APPROVED CERTIFIED WELD INSPECTOR SHALL INSPECT AND TEST FIELD WELDS, FOLLOWING ALL PROCEDURES SPECIFIED IN CROWN STANDARD
NA
FIELD CERTIFIED WELD INSPECTION
CED-STD-10069
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.
X
ON -SITE COLD GALVANIZING VERIFICATION
ENG-STD-10149
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.
NA
TENSION TWIST AND PLUMB
CED-PRC-10182
CED-STD-10261
THE GENERAL CONTRACTOR SHALL PROVIDE A REPORT IN ACCORDANCE WITH APPLICABLE STANDARDS DOCUMENTING TENSION TWIST AND PLUMB.
X
GC AS -BUILT DOCUMENTS
CED-SOW-10007
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. FOR/RFI FORMS APPROVING ALL CHANGES SHALL BE SUBMITTED.
ADDITIONAL TESTING AND INSPECTIONS:
X
TOWER PLUMB DELIVERABLES
_
THE GENERAL CONTRACTOR SHALL PROVIDE WRITTEN AND PHOTOGRAPHIC DOCUMENTATION TO THE MI INSPECTOR VERIFYING THE TOWER PLUMB CONDITION.
SEE REQUIREMENTS ON SHEET N-3.
POST -CONSTRUCTION
X
CONSTRUCTION COMPLIANCE LETTER
CED-SOW-10007
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.
X
POST -INSTALLED ANCHOR ROD PULL TESTS
CED-PRC-10119
POST -INSTALLED ANCHOR RODS SHALL BE TESTED BY A CROWN APPROVED PULL TEST INSPECTOR AND A REPORT SHALL BE PROVIDED INDICATING TESTING
RESULTS.
X
PHOTOGRAPHS
CED-SOW-10007
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 AND VERIFICATION
THE MI INSPECTOR SHALL VERIFY THE INSTALLATION AND TIGHTNESS 10% OF ALL NON PRE -TENSIONED BOLTS INSTALLED AS PART OF THE MODIFICATION.
NA
REPORT
CED-SOW-10007
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.
X
PUNCH LIST DEVELOPMENT AND
CED-PRC-10283
FINAL PUNCHLIST INDICATING ALL NONCONFORMANCE(S) IDENTIFIED AND THE FINAL RESOLUTION AND APPROVAL.
CORRECTION DOCUMENTATION
CED-FRM-10285
X
MI INSPECTOR REDLINE OR RECORD
CED-SOW-10007
THE MI INSPECTOR SHALL OBSERVE AND REPORT ANY DISCREPANCIES BETWEEN THE CONTRACTOR'S REDLINE DRAWING AND THE ACTUAL COMPLETED
DRAWING(S)
INSTALLATION.
ADDITIONAL TESTING AND INSPECTIONS:
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 THE WORK THEY ARE PERFORMING. ERRORS ON THE MI CHECKLIST DO NOT ABSOLVE THE GC OR MI INSPECTOR FROM PERFORMING/COLLECTING DOCUMENTATION.
MODIFICATION INSPECTION NOTES:
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
FOR 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 (CROWN 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.
NOTE:
X DENOTES A DOCUMENT NEEDED FOR THE PMI REPORT
NA DENOTES A DOCUMENT THAT IS NOT REQUIRED FOR THE PMI REPORT
PLANS PREPARED FOR:
CROWN CASTLE
PROJECT INFORMATION:
N FIRDALE
VILLAG/DENTAL
BU #: 826146
10014 238TH STREET SW
EDMONDS, WA 98020
(SNOHOMISH COUNTY)
PLANS PREPARED BY:
'"
All SIMON
TOWER ENGINEERING PROFESSIONALS
326 TRYON ROAD
RALEIGH, NC 27603
OFFICE: (919) 661-6351
www.tepgroup.net
SEAL:
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91darch 2 2022
0
03-02-22
MODIFICATION DRAWING5
REV
DATE
ISSUED FOR:
DRAWN BY: JLW I CHECKED BY: RKE
SHEET TITLE:
MI CHECKLIST
AND NOTES
SHEET NUMBER:
REVISION:
N-1
°
TEP#: 75G2G.G57G39
GENERAL NOTES:
1. The General Contractor (GC) shall reference CON-STD-10159, "Tower 12
Modification Construction Specifications", as a continuation of the
following General Notes. The GC shall keep a printed or electronic
copy of this document with the Structural Design Drawings (SDD) at
all times, in a location accessible to all Contractor Personnel, and
shall ensure that all Contractor Personnel are aware of the
information enclosed within the General Notes and CON-STD-10159.
The GC shall fabricate all required items per the materials specified 19. If scope of modification involves bark removal or installation, the GC
below, UNO on the detail drawing sheets. If the GC finds for any shall reference CED-SOW-10265, "Tree Concealment for Monopoles",
component that the materials hove not been clearly specified, the GC as well as CED-STD-10395, 'Installation Guidelines for Bark Surfaces".
shall submit an RFI to the FOR to confirm the required material.
All structural elements shall be new and shall conform to the following
requirements, UNO:
2. The Contract Documents are the property of Crown Castle (Crown).
Monopoles:
They are provided to the GC and its Lower Tier Contractors and
-Structural shapes ASTM A572 Grade 65
material suppliers for the limited purpose of use in completing the
and plates: (FY = 65 KSI)
Work for this Site, and shall be kept in strict confidence and not
disclosed to any third parties. The Contract Documents shall not be
-Welding electrodes, SMAW: E80XX
used for any other purpose whatsoever without the prior written
-Welding electrodes, FCAW: E8XT-XX
consent of Crown.
-Welding electrodes, GMAW: ER80S-X
3. Detail drawings, including notes and tables, shall govern over general
notes and typical details. Contact the Crown Point of Contact (POC)
Self -Support and Guyed Towers:
and Engineer of Record (EOR) for clarification as needed.
-Structural shapes ASTM A572 Grade 50
and plates: (FY = 50 KSI)
4. Do not scale drawings.
-Welding electrodes, SMAW: E70XX
5. Any Work performed without a prefabrication mapping is done at the
-Welding electrodes, FCAW: E7XT-XX
risk of the GC and/or fabricator. All dimensions of existing structural
-Welding electrodes, GMAW: ER70S-X
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
All tower types:
POC and FOR through RFI.
-Steel angle: ASTM A572 Grade 50 (FY = 50 KSI)
-Solid rod: ASTM A36 (FY = 36 KSI)
6. For this analysis and modification, the tower has been assumed to be
in good condition without any structural defects, UNO. If the GC
-Pipe/tube (round): ASTM A500 Grade C (FY = 46 KSI)
discovers any indication of an existing structural defect, contact the
-Pipe/tube (square): ASTM A500 Grade C (FY = 50 KSI)
Crown POC and FOR immediately.
-Bolts: ASTM F3125 Grade A325 Type 1
7. All construction means and methods, including but not limited to
-U-bolts: ASTM A307 Grade A, OR
erection plans, rigging plans, climbing plans, and rescue plans, shall be
SAE J429 Grade 2
the responsibility of the GC responsible for the execution of the Work
-Nuts: ASTM A563 Grade DH
contained herein, and shall meet ANSI/ASSE A10.48 (latest edition);
federal, state, and local regulations; and any applicable industry
-Washers: ASTM F436 Type 1
consensus standards related to the construction activities being
-Guy wires: ASTM A475 Grade EHS
performed. All rigging plans shall adhere to ANSI/ASSE A10.48 (latest
-Bridge strand: ASTM A586 Grade 1
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
13.
After fabrication, hot -dip galvanize all steel items, UNO. Galvanize per
the ANSI/TIA-322 (latest edition).
ASTM A123, ASTM A153/A153M, OR ASTM A653 G90, as applicable.
ASTM A490 bolts shall not be hot -dip galvanized, but shall instead be
8. Hoisting grips used for feed line installation shall follow manufacturer
coated with Mcgni 565 or FOR approved equivalent, per ASTM F2833.
guidelines for maximum installed spacing intervals and pull load
capacity restrictions.
14.
Contractor Personnel shall not drill holes in any new or existing
structural members, other than those drilled holes shown on structural
9. The structural integrity of the modification design extends to the
drawings, without the approval of the EOR.
complete condition only. The GC must be cognizant that the removal
of any structural component of an existing tower has the potential to
15.
For a list of Crown -approved cold galvanizing compounds, refer to
cause the partial or complete collapse of the structure. All necessary
OPS-STD-10149, "Tower Protective Coatings Guidelines".
precautions must be taken to ensure structural integrity, including, but
not limited to, engineering assessment of construction stresses with
16.
All exposed structural steel as the result of this scope of Work
installation maximum wind speed and/or temporary bracing and
including welds (after final inspection of the weld by the CWI), field
shoring,
drilled holes, and shaft interiors (where accessible), shall be cleaned
10. Aerial and underground utilities and facilities may or may not be
and two (2) coats cold galvanizing shall be applied by brush in
"Tower
shown on the drawings. The GC shall take every precaution to
accordance with OPS-STD-10149, Protective Coatings
preserve and protect these items, which may include aerial or
Guidelines". Photo documentation is required to be submitted to the
underground power lines, telephone lines, water lines, sewer lines, cable
MI Inspector.
television facilities, pipelines, structures and other public and private
improvements within or adjacent to the work area. The responsibility
17.
If removal of existing modifications is required per the modification
for determining the actual on -site location of these items shall rest
scope, the GC shall clean and cold galvanize any existing empty bolt
exclusively with the GC.
holes, UNO. If additional unexpected, oversized, or slotted holes are
found, the GC shall contact the FOR and Crown POC for guidance
11. All manufacturer's hardware assembly instructions shall be followed,
prior to proceeding with the modifications.
UNO. Conflicting notes shall be brought to the attention of the FOR
and the Crown POC.
18.
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.
20. If scope of modification involves concealment components including
branching, the GC shall reference CED-CAT-10398, "Monopole
Concealed Decorative Structures (CDS) Approved Components". All new
branch installations require tethering.
21. If scope of modification involves cathodic protection, the GC shall
reference CED-SOW-10397, "Cathodic Protection Installation,
Replacement, and Enhancement".
22. 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".
23. If scope of modification requires removal or covering of tower ID tag,
the tog must be replaced.
24. 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.
25. All joints using ASTM A325 or A490 bolts, U-bolts, V-bolts, and
threaded rods shall be snug tightened, UNO.
26. 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.
27. 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.
28. Blind bolts shall be installed per the installation specifications on the
corresponding Approved Fastener sheets contained in CON-CAT-10300,
"Monopole Standard Drawings and Approved Reinforcement
Components".
29. 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.
30. 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.
PLANS PREPARED FOR:
CROWN CASTLE
PROJECT INFORMATION:
N FIRDALE
VILLAG/DENTAL
BU #: 826146
10014 238TH STREET SW
EDMONDS, WA 98020
(SNOHOMISH COUNTY)
PLANS PREPARED BY:
11
1�
ANN
TOWER ENGINEERING PROFESSIONALS
326 TRYON ROAD
RALEIGH, NC 27603
OFFICE: (919) 661-6351
www.tepgroup.net
SEAL:
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March 2, 2022
O
03-02-22
MODIFICATION DRAWING5
REV
DATE
ISSUED FOR:
DRAWN BY: JLW I CHECKED BY: RKE
SHEET TITLE:
GENERAL NOTES
SHEET NUMBER:
REVISION:
N-2
°
TEP#: 75626.657639
TOWER PLUMB REQUIREMENTS:
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—H STANDARDS. PLUMB
CONDITION IS TO BE DOCUMENTED WITH THE PROPER NOTES AND PICTURES TO PROVE, AT MINIMUM, THE
FOLLOWING:
1.1. DEFLECTION CALCULATIONS PER ANSI/TIA-222—H STANDARDS
1.2. MINIMUM AND MAXIMUM (I.E. HOT AND COLD) SURFACE TEMPERATURE READINGS ON BASE MONOPOLE
1.3. TIME OF DAY MEASURE WAS TAKEN (E.G. DAWN, NOON, DUSK)
1.4. PICTURES OF A LEVEL OR DIGITAL INCLINOMETER MEASURED AT A MINIMUM OF (3) EQUIDISTANT
LOCATIONS AROUND THE BASE PLATE TO PROVE LEVEL CONDITIONS
1.5. AZIMUTH OR MONOPOLE FLAT NUMBER OF THE DIRECTION OF THE OUT —OF —PLUMB DEFLECTION
PLANS PREPARED FOR:
CROWN CASTLE
PROJECT INFORMATION:
N FIRDALE
VILLAG/DENTAL
BU #: 826146
10014 238TH STREET SW
EDMONDS, WA 98020
(SNOHOMISH COUNTY)
PLANS PREPARED BY:
�l
TOWER ENGINEERING PROFESSIONALS
326 TRYON ROAD
RALEIGH, NC 27603
OFFICE: (919) 661-6351
www.tepgroup.net
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:March 2, 2022
0
03-02-22
MODIFICATION DKAWING5
REV
DATE
ISSUED FOR:
DRAWN BY: JLW I CHECKED BY: RKE
SHEET TITLE:
PROJECT NOTES
SHEET NUMBER:
REVISION:
°
N-3
TEP#: 75G2G.G57G39
II MANUFACTURER POLE SPECIFICATIONS II
TAPER: -
BASE PLATE STEEL (Fy): ASTM A36 (36 KSI)
ANCHOR RODS: 1 1/2"0 ASTM F1554-55
MANUFACTURER SHAFT SECTION DATA
SHAFT
SECTION
SECTION
SHAPE
SECTION
LENGTH
(FT.)
SECTION
THICKNESS
(IN.)
SECTION
GRADE
Fy (KSI)
FLANGE
PLATE GRADE
Fy (KSI)
LAP
SPLICE
(IN.)
DIAMETER ACROSS FLATS OR
OF ROUND SECTION (IN.)
TOP
BOTTOM
1
ROUND
20.00
0.8640
35
50
-
6.625
6.625
2
ROUND
20.00
0.8750
35
50
-
8.625
8.625
3
ROUND
35.00
0.2500
35
-
-
24.000
24.000
NOTE: DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES
75'-0"t
T/ TOWER
65'-,O"
¢ PROPOSED
BULKHEAD 3
55'-0"t
SPLICE 2
¢ PROPOSED
BULKHEAD 2
45'-0"t
PROPOSED
BULKHEAD 1
35- Pt
SPLICE 1
(FIELD VERIFY)
0' -0" (REF.)
T/ BASE PLATE
TOWER ELEVATION
SCALE: %6" = 1'-0"
MODIFICATION SCHEDULE
EL(FT;ION
NO.
MODIFICATION DESCRIPTION
SHEET
O
INSTALL PROPOSED ANCHOR BOLT REINFORCEMENT.
0.00
S-2 AND S-3
OREMOVE
EXISTING TOWER SECTION, CONCEALMENT CANISTERS, AND BULKHEAD ATTACHMENTS.
35.0 - 75.0
S-4
O
INSTALL PROPOSED TOWER SECTION.
35.0 - 75.0
S-4 THROUGH
S-10
OINSTALL
PROPOSED CONCEALMENT BULKHEADS AND VENTILATED CONCEALMENT CANISTERS PER PRELIMINARY
DRAWINGS BY EHRESMANN ENGINEERING, INC. CONCEALMENT CANISTERS TO BE INSTALLED PER CROWN DOC:
35.0 - 75.0
ATTACHED AT
OPS-PRC-10127
END
OPAINT
PROPOSED MODIFICATIONS TO MATCH TOWER SHAFT.
-
-
OCONTRACTOR
TO PLUMB TOWER PER SECTION 13.3.3 OF ANSI/TIA-222-H.
-
-
O
CROWN CASTLE WILL CONTRACT WITH A THIRD PARTY VENDOR TO PERFOM THE MODIFICATION INSPECTION. THE
CONTRACTOR SHALL COORDINATE THE INSPECTION WITH THE MODIFICATION INSPECTOR AND CROWN CASTLE
-
-
PROJECT MANAGER. SEE SHEET N-1 FOR DETAILS.
NOTES:
1. 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.
2. FOR PARTS NOT DETAILED WITHIN THE DRAWING AND STARTING WITH "CCI-", SEE THE FOLLOWING CATALOG FOR DETAILS: CON-CAT-10300,
MONOPOLE STANDARD DRAWINGS AND APPROVED REINFORCEMENT COMPONENTS.
FLAT PLATE NOTES:
1. FASTENERS MAY BE USED ON THIS PROJECT AS INDICATED IN THE FOLLOWING TABLES:
NEXGEN2 I APPROVED = FS-PECIALTY FASTENERS NA
ORDERING INFORMATION AND INSTALLATION DETAILS FOR APPROVED FASTENERS CAN BE FOUND
IN CON-CAT-10300.
2. GC SHALL REPLACE ANY STEP BOLTS AND STEP BOLT CLIPS THAT INTERFERE WITH THE
INSTALLATION OF FLAT PLATE REFERENCE CON-CAT-10300 FOR APPROVED OPTIONS CCI-SB-0100
BOLT COUNT BY LENGTH
LENGTH
QUANTITY
SHORT
45
MEDIUM
LONG
-
TOTAL
IS THE DEFAULT OPTION; OTHER OPTIONS MAY BE REQUIRED FOR FIT -UP.
3. IF UNEXPECTED HOLES ARE FOUND IN A LOCATION WHERE FLAT PLATE IS PROPOSED TO BE INSTALLED, THE GC SHALL NOT PLACE NEW BOLT
HOLES WITHIN A CENTER -TO -CENTER DISTANCE OF 3 TIMES THE DIAMETER OF THE LARGER OF THE TWO HOLES, WITHOUT FOR APPROVAL,
EXISTING HOLES MAY INCLUDE BUT ARE NOT LIMITED TO EMPTY BOLT HOLES AND JACKING NUTS WITH CENTER HOLES.
0 16 32
SCALE IN FEET
PLANS PREPARED FOR:
CROWN CASTLE
PROJECT INFORMATION:
N FIRDALE
VILLAG/DENTAL
BU #: 826146
10014 238TH STREET SW
EDMONDS, WA 98020
(SNOHOMISH COUNTY)
PLANS PREPARED BY:
�AI
T`\
TOWER ENGINEERING PROFESSIONALS
326 TRYON ROAD
RALEIGH, INC 27603
OFFICE: (919) 661-6351
www.tepgroup.net
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SYtarch 2 2022
0
03-02-22
MODIFICATION DRAWING5
REV
DATE
ISSUED FOR:
DRAWN BY: JLW I CHECKED BY: RKE
SHEET TITLE:
TOWER ELEVATION
AND MODIFICATION
SCHEDULE
SHEET NUMBER:
REVISION:
S-1
°
TEP#: 75G2G.G57G39
0°
(REF.)
EXISTING BUILDING I EXISTING FENCE LINE
I
EXISTING ANCHOR
BOLTS
/ /i'
\ 00
/
EXISTING MONOPOLE
SHAFT
EXISTING BASE PLATE
d
1
d rr
EXISTING FOUNDATION
CAP
EXISTING FOUNDATION
(BELOW)
\\mil d° 1 d 14 ° I
d
EXISTING
°
REINFORCEMENT CAGE
PROPOSED ANCHOR
II
BOLT REINFORCEMENT.
SEE SHEET S-3 FOR
II
DETAILS
EXISTING UNDERGROUND
I I I I
FEED LINE CONDUIT
CONTRACTOR TO
LOCATE PRIOR TO
DRILLING
SECTION 0 1 2
SCALE: 1" = 1'-0" A SCALE IN FEET
ATTENTION
0° REF. WAS ASSUMED TO BE ALIGNED WITH NORTH. FIELD VERIFY BASE
PLATE ORIENTATION PRIOR TO INSTALLATION. CONTACT TOWER OWNER
AND ENGINEER OF RECORD SHOULD ANY DISCREPANCIES ARISE.
x
EXISTING PORT HOLES
(VERIFY LOCATION)
EXISTING H—FRAME
EXISTING CARRIER
EQUIPMENT
x
NOTE:
BASE LEVEL DRAWING PROVIDED BY CROWN CASTLE.
(PROPOSED EQUIPMENT
(12) 7/8" TO 52 FT LE
(1) 1_1/2" TO 52 FT
BASE LEVEL DRAWING
SCALE: N.T.S.
(OTHER CONSIDERED EQUIPMENT)
(6) 7/8- TO 62 FT LEVEL
(6) 7/8' TO 72 FT LEVEL
PLANS PREPARED FOR:
CROWN CASTLE
PROJECT INFORMATION:
N FIRDALE
VILLAG/DENTAL
BU #: 826146
10014 238TH STREET SW
EDMONDS, WA 98020
(SNOHOMISH COUNTY)
PLANS PREPARED BY:
NOW
All IN
`\
TOWER ENGINEERING PROFESSIONALS
326 TRYON ROAD
RALEIGH, NC 27603
OFFICE: (919) 661-6351
www.tepgroup.net
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March 2, 2022
O
03-02-22
MODIFICATION DRAWING5
REV
DATE
ISSUED FOR:
DRAWN BY: JLW I CHECKED BY: RKE
SHEET TITLE:
BASE SECTION
DETAILS
SHEET NUMBER:
REVISION:
S-2
0
TEP#: 75G2G.G57G39
(2) HEAVY HEX NUTS. °
SEE NOTE 10
I I
PLATE WASHER, TYP.
TOP AND BOTTOM �I
I
I
MATCH TAPER
PROPOSED BOLT.
INSTALLATION
DETAILS FOR
APPROVED
FASTENERS CAN
BE FOUND IN
CON-CAT-10300.
FORGBOLTS ARE
NOT PERMITTED-
IN
a
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BOLT, SEE CHART FOR
N DETAILS. SEE NOTE 3
z
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ui z
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w
a N
N
x
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w
x
w
a
a
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N
D
0
TYP, y,
30mmO BOLT HOLE
TO ACCOMMODATE
TERMINATION BOLT,
TYP. SEE CHART FOR
QUANTITY
PROPOSED GUSSET
PLATE. SEE CHART
FOR DETAILS
� PROPOSED CONNECTION
PLATE. SEE CHART
FOR DETAILS
(1) HEAVY HEX NUT
CONNECTION - a
LATE WIDTFr
In n It
a
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}
yz„
TYP.
SECTION A -A
(1) HEAVY HEX NUT. INSTALL
TO SNUG TIGHT PLUS 1/4 TURN.
TYP. TOP AND BOTTOM OF
COUPLING NUT
(1) COUPLING NUT, TO BE
FULLY ENGAGED
NOTCH BASE PLATE AS NECESSARY TO
ACCOMMODATE PROPOSED ANCHOR
BOLT REINFORCEMENTS
Z
r
PROPOSED ELECTROTAPE 7066 BOND
° °°� BREAKER TAPE OR APPROVED EQUAL
_— � � TO BE INSTALLED AROUND ANCHOR
a ° BOLT FOR TOP 12" OF EMBEDMENT
la
°°dl II PROPOSED DRILL HOLE. SECURE
� �, ANCHOR BOLT IN FOUNDATION
USING SPECIFIED EPDXY. SEE
° CHART AND NOTE 4 THROUGH
4 a NOTE 7 FOR DETAILS
4
EX. REINFORCEMENT
I CAGE, SEE NOTE 8
4—
4—
4 a
a s
4
da
4
°
a
°
4
°
4,
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°
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a
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a
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4
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4
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ANCHOR BOLT REINFORCEMENT
B
SCALE: N.T.S.
NOTES
1. PLATE WASHER SHALL FULLY BEAR ON GUSSET PLATES.
2. REFERENCE CON-CAT-10300 (CURRENT VERSION) FOR ANCHOR ROD DIMENSIONS.
3. RODS SHALL BE GALVANIZED FROM THE TOP OF THE PROJECTION TO 15" BELOW THE SURFACE
OF THE CONCRETE, AT A MINIMUM.
4. CORED HOLES SHALL BE MECHANICALLY ROUGHENED USING A CARBIDE HOLE ROUGHENER OR
EQUIVALENT. BRUSHING WITH A NYLON OR WIRE BRUSH SHALL BE USED IN THE PROCESS OF
HOLE CLEANING, BUT DOES NOT SATISFY THE HOLE ROUGHENING REQUIREMENT.
5. FOLLOW EPDXY MANUFACTURER'S RECOMMENDATIONS FOR HOLE CLEANING.
6. ALL HOLES SHALL BE DRY PRIOR TO PLACING EPDXY.
7. FOLLOW EPDXY MANUFACTURER'S RECOMMENDATIONS REGARDING HANDLING OF THREADED ROD
AND EPDXY, AS WELL AS ALL INSTALLATION INSTRUCTIONS AND REQUIREMENTS.
8. TAKE ALL MEASUREMENTS NECESSARY TO AVOID DAMAGING EXISTING REINFORCING BARS
DURING CORING OPERATIONS. NOTIFY FOR IMMEDIATELY IF EXISTING REINFORCING BARS ARE
ENCOUNTERED AND INTERFERE WITH PLACEMENT OF NEW ANCHORS. MINOR ADJUSTMENT TO
PROPOSED LOCATION OF NEW ANCHORS MAY BE REQUIRED. CONTRACTOR MAY BATTER
ANCHORS UP TO 1 TOWARD CENTER OF TOWER TO AVOID INTERFERENCES.
9. IF BASE PLATE GROUT REPAIR IS REQUIRED FOR ANCHOR ROD INSTALLATION, SEE
ENG-STD-10323: BASE PLATE GROUT, FOR PROCEDURES AND RECOMMENDED MANUFACTURERS.
CONTRACTOR SHALL DETERMINE THE QUANTITY REQUIRED.
10. ONCE ALL RESIN AND GROUT HAVE CURED, NEW ANCHOR ROD REINFORCING SHALL BE TARGET
TENSIONED TO THE VALUE LISTED IN THE TABLE ON THIS SHEET. SEE CED-PRC-10119:
PULL-OUT TESTING POST -INSTALLED ANCHOR RODS, FOR SPECIFICATIONS. AFTER ANCHOR
BOLT LOAD TESTING IS COMPLETE, INSTALL FIRST NUT TO SNUG TIGHT PLUS 1/4 TURN BEFORE
INSTALLING SECOND NUT.
11. CONTRACTOR SHALL VERIFY THAT A PULL TEST IS ABLE TO BE PERFORMED USING THE
ANCHOR ROD PROJECTION SHOWN.
12. WHEN COMPLETED WITH EPDXY INSTALLATION, THE TOP OF THE EPDXY SEAL SHALL BE EQUAL
TO OR HIGHER THAN THE TOP OF THE FOUNDATION, SUCH THAT WATER IS NOT ABLE TO
COLLECT IN THE ANNULAR AREA AROUND THE EXPOSED PORTION OF THE ANCHOR ROD.
13. GC SHALL PROVIDE PHOTO WITH MEASUREMENT OF ANCHOR ROD THREAD ENGAGEMENT INTO
COUPLING NUT PRIOR TO INSTALLING ANCHOR ROD EXTENSION. PHOTOS SHALL BE INCLUDED IN
MODIFICATION INSPECTION. END OF ANCHOR ROD EXTENSION SHALL BE FLUSH WITH END OF
ANCHOR ROD ONCE INSTALLED INTO COUPLING NUT.
14. IF ANCHOR ROD IS FIELD -CUT, GC SHALL PROVIDE PHOTOS OF THE COLD -GALVANIZED ROD
ENDS TAKEN PRIOR TO COUPLING NUT INSTALLATION.
GUSSET PLATE
DESCRIPTION MEASUREMENT
HEIGHT S-11"
TOP WIDTH 1'-0"
BOTTOM WIDTH 1'-0"
THICKNESS 3/4'
MATERIAL ASTM A572-65
TOTAL QUANTITY 6
CONNECTION PULATEE:�]
DESCRIPTION MEASUREMENT
HEIGHT 4'-0"
WIDTH 6)z"
THICKNESS 1y4"
NO. BOLT HOLES 15
MATERIAL ASTM A572-65
TOTAL QUANTITY 3
ACCESSORIES
DESCRIPTION MEASUREMENT
COUPLING NUT 13/a"
MATERIAL ASTM A563
TOTAL QUANTITY 3
11
ANCHOR BOLT —]
DESCRIPTION MEASUREMENT
CCI BARB PART N0. CCI-BARB-175-15
CCI AR NA
PART N0.
ANCHOR 13/a"
BOLT DIA.
TOTAL QUANTITY 3
MATERIAL ASTM A193 GR. 67
DRILL HOLE 2..
DIAMETER
TARGET TENSION 111 KIPS
EPDXY ALLFASTENERS HILTI HIT-
AF35LVE RE 500 V3
EMBEDMENT 5'-0" 5'-6"
LENGTH 11'-9" 12'-3"
ACCESSORIES
ANNI
SIMON
102-0
DESCRIPTION MEASUREMENT
HEAVY HEX NUT 13/a"
MATERIAL ASTM A563
TOTAL QUANTITY 15
DESCRIPTION MEASUREMENT
PLATE WASHER PL7"x7"x2"
(i%" DIA. HOLE)
MATERIAL ASTM A572-50
TOTAL QUANTITY 6
PLANS PREPARED FOR:
CROWN CASTLE
PROJECT INFORMATION:
N FIRDALE
VILLAG/DENTAL
BU #: 826146
10014 238TH STREET SW
EDMONDS, WA 98020
(SNOHOMISH COUNTY)
PLANS PREPARED BY:
1\\
TOWER ENGINEERING PROFESSIONALS
326 TRYON ROAD
RALEIGH, NC 27603
OFFICE: (919) 661-6351
www.tepgroup.net
SEAL:
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atarch 2, 2022
0 03-02-22 MODIFICATION DRAWINGS
REV DATE ISSUED FOR:
DRAWN BY: JLW CHECKED BY: RKE
SHEET TITLE:
ANCHOR BOLT
REINFORCEMENT
DETAILS
SHEET NUMBER: REVISION:
°
S-3
TEP#: 75626.657639
DESCRIPTION MEASUREMENT
COUPLING NUT 13/a"
MATERIAL ASTM A563
TOTAL QUANTITY 3
11
ANCHOR BOLT —]
DESCRIPTION MEASUREMENT
CCI BARB PART N0. CCI-BARB-175-15
CCI AR NA
PART N0.
ANCHOR 13/a"
BOLT DIA.
TOTAL QUANTITY 3
MATERIAL ASTM A193 GR. 67
DRILL HOLE 2..
DIAMETER
TARGET TENSION 111 KIPS
EPDXY ALLFASTENERS HILTI HIT-
AF35LVE RE 500 V3
EMBEDMENT 5'-0" 5'-6"
LENGTH 11'-9" 12'-3"
ACCESSORIES
ANNI
SIMON
102-0
DESCRIPTION MEASUREMENT
HEAVY HEX NUT 13/a"
MATERIAL ASTM A563
TOTAL QUANTITY 15
DESCRIPTION MEASUREMENT
PLATE WASHER PL7"x7"x2"
(i%" DIA. HOLE)
MATERIAL ASTM A572-50
TOTAL QUANTITY 6
PLANS PREPARED FOR:
CROWN CASTLE
PROJECT INFORMATION:
N FIRDALE
VILLAG/DENTAL
BU #: 826146
10014 238TH STREET SW
EDMONDS, WA 98020
(SNOHOMISH COUNTY)
PLANS PREPARED BY:
1\\
TOWER ENGINEERING PROFESSIONALS
326 TRYON ROAD
RALEIGH, NC 27603
OFFICE: (919) 661-6351
www.tepgroup.net
SEAL:
gIDG
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� w
52921
�RAL
SSl�NAI. ECG
atarch 2, 2022
0 03-02-22 MODIFICATION DRAWINGS
REV DATE ISSUED FOR:
DRAWN BY: JLW CHECKED BY: RKE
SHEET TITLE:
ANCHOR BOLT
REINFORCEMENT
DETAILS
SHEET NUMBER: REVISION:
°
S-3
TEP#: 75626.657639
ANCHOR BOLT —]
DESCRIPTION MEASUREMENT
CCI BARB PART N0. CCI-BARB-175-15
CCI AR NA
PART N0.
ANCHOR 13/a"
BOLT DIA.
TOTAL QUANTITY 3
MATERIAL ASTM A193 GR. 67
DRILL HOLE 2..
DIAMETER
TARGET TENSION 111 KIPS
EPDXY ALLFASTENERS HILTI HIT-
AF35LVE RE 500 V3
EMBEDMENT 5'-0" 5'-6"
LENGTH 11'-9" 12'-3"
ACCESSORIES
ANNI
SIMON
102-0
DESCRIPTION MEASUREMENT
HEAVY HEX NUT 13/a"
MATERIAL ASTM A563
TOTAL QUANTITY 15
DESCRIPTION MEASUREMENT
PLATE WASHER PL7"x7"x2"
(i%" DIA. HOLE)
MATERIAL ASTM A572-50
TOTAL QUANTITY 6
PLANS PREPARED FOR:
CROWN CASTLE
PROJECT INFORMATION:
N FIRDALE
VILLAG/DENTAL
BU #: 826146
10014 238TH STREET SW
EDMONDS, WA 98020
(SNOHOMISH COUNTY)
PLANS PREPARED BY:
1\\
TOWER ENGINEERING PROFESSIONALS
326 TRYON ROAD
RALEIGH, NC 27603
OFFICE: (919) 661-6351
www.tepgroup.net
SEAL:
gIDG
4 c
� w
52921
�RAL
SSl�NAI. ECG
atarch 2, 2022
0 03-02-22 MODIFICATION DRAWINGS
REV DATE ISSUED FOR:
DRAWN BY: JLW CHECKED BY: RKE
SHEET TITLE:
ANCHOR BOLT
REINFORCEMENT
DETAILS
SHEET NUMBER: REVISION:
°
S-3
TEP#: 75626.657639
ACCESSORIES
ANNI
SIMON
102-0
DESCRIPTION MEASUREMENT
HEAVY HEX NUT 13/a"
MATERIAL ASTM A563
TOTAL QUANTITY 15
DESCRIPTION MEASUREMENT
PLATE WASHER PL7"x7"x2"
(i%" DIA. HOLE)
MATERIAL ASTM A572-50
TOTAL QUANTITY 6
PLANS PREPARED FOR:
CROWN CASTLE
PROJECT INFORMATION:
N FIRDALE
VILLAG/DENTAL
BU #: 826146
10014 238TH STREET SW
EDMONDS, WA 98020
(SNOHOMISH COUNTY)
PLANS PREPARED BY:
1\\
TOWER ENGINEERING PROFESSIONALS
326 TRYON ROAD
RALEIGH, NC 27603
OFFICE: (919) 661-6351
www.tepgroup.net
SEAL:
gIDG
4 c
� w
52921
�RAL
SSl�NAI. ECG
atarch 2, 2022
0 03-02-22 MODIFICATION DRAWINGS
REV DATE ISSUED FOR:
DRAWN BY: JLW CHECKED BY: RKE
SHEET TITLE:
ANCHOR BOLT
REINFORCEMENT
DETAILS
SHEET NUMBER: REVISION:
°
S-3
TEP#: 75626.657639
PLANS PREPARED FOR:
CROWN CASTLE
PROJECT INFORMATION:
N FIRDALE
VILLAG/DENTAL
BU #: 826146
10014 238TH STREET SW
EDMONDS, WA 98020
(SNOHOMISH COUNTY)
PLANS PREPARED BY:
1\\
TOWER ENGINEERING PROFESSIONALS
326 TRYON ROAD
RALEIGH, NC 27603
OFFICE: (919) 661-6351
www.tepgroup.net
SEAL:
gIDG
4 c
� w
52921
�RAL
SSl�NAI. ECG
atarch 2, 2022
0 03-02-22 MODIFICATION DRAWINGS
REV DATE ISSUED FOR:
DRAWN BY: JLW CHECKED BY: RKE
SHEET TITLE:
ANCHOR BOLT
REINFORCEMENT
DETAILS
SHEET NUMBER: REVISION:
°
S-3
TEP#: 75626.657639
55'-0"t
SPLICE 2
� PROPOSED
BULKHEAD 2
PROPOSED
CONCEALMENT
CANISTERS BY
EHRESMANN. SEE
PRELIMINARY
DRAWINGS FOR
DETAILS, TYP. —
45'-0"t
(� PROPOSED
BULKHEAD 1
PROPOSED 8 XXS
(8.625" O.D. x 0.875")
ASTM A53—B-35
TOWER SECTION,
TYP.
EXISTING TOWER
SECTION,
CONCEALMENT
CANISTERS, AND
BULKHEAD
ATTACHMENTS TO BE
REMOVED, TYP.
35'-0"t
SPLICE 1
EXISTING TOWER
SECTION
EXISTING PORT HOLES
(VERIFY LOCATION) —
I
I
I
I
I
I
I
I
I
I
PARTIAL ELEVATION
SCALE: 3/8' = V-0"
-----------------------
PROPOSED FLANGE BOLT, TYP. SEE
SHEET S-7 FOR DETAILS
I
— I PROPOSED FLANGE PLATE (PIECEMARK
#: PL-4). SEE SHEETS S-7 AND S-10
FOR DETAILS
I I
PROPOSED BULKHEAD BY EHRESMANN.
— I SEE PRELIMINARY DRAWINGS FOR
DETAILS
PROPOSED FLANGE PLATE (PIECEMARK
#: PL-3). SEE SHEETS S-7 AND S-10
Il FOR DETAILS
— — — — — — — — — — — — — — — — — — — — — —
----------------------
PROPOSED BULKHEAD BY EHRESMANN.
SEE PRELIMINARY DRAWINGS FOR
DETAILS
I I
I_ I
I I
I I
- � I
I
I
I
— — — — — — — — — — — — — — — — — — — — —
- — — — — — — — — — — — — — — — — — — — — — — — — —
PROPOSED FLANGE BOLT, TYP. SEE PROPOSED FLANGE STIFFENER
SHEET S-6 FOR DETAILS ;'I (PIECEMARK #: PL-1), TYP. SEE
TYP, She SHEETS S-6 AND S-9 FOR DETAILS
PROPOSED FLANGE PLATE (PIECEMARK
#: PL-2). SEE SHEETS S-6 AND S-9
— — I FOR DETAILS
D
S6
PROPOSED BULKHEAD BY EHRESMANN.
SEE PRELIMINARY DRAWINGS FOR
DETAILS
I I I
I I � G I
I EXISTING FLANGE S6 — — — —
PROPOSED BOLTED FLANGE BRACKET
PLATE TO REMAIN
(ASSEMBLY #1), TYP. SEE SHEETS
S-6 AND S-8 FOR DETAILS EXISTING PORT HOLE EXISTING TOWER
—
------------
(VERIFY LOCATION)— — — — — — — — —— SECTION
— — — — — — — ——
0 2 4
SCALE IN FEET
PLANS PREPARED FOR:
CROWN CASTLE
PROJECT INFORMATION:
N FIRDALE
VILLAG/DENTAL
BU #: 826146
10014 238TH STREET SW
EDMONDS, WA 98020
(SNOHOMISH COUNTY)
PLANS PREPARED BY:
l�
1�1
S\
TOWER ENGINEERING PROFESSIONALS
326 TRYON ROAD
RALEIGH, NC 27603
OFFICE: (919) 661-6351
www.tepgroup.net
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03-02-22
MODIFICATION DRAWING5
REV
DATE
ISSUED FOR:
DRAWN BY: JLW I CHECKED BY: RKE
SHEET TITLE:
CONCEALMENT
INSTALLATION
DETAILS I
SHEET NUMBER:
REVISION:
S-4
°
TEP#: 75G2G.G57G39
75' — 0"±
T/ TOWER
PROPOSED
CONCEALMENT
CANISTERS BY
EHRESMANN. SEE
PRELIMINARY
DRAWINGS FOR
DETAILS, TYP. —
jk 65'-0"t
PROPOSED
BULKHEAD 3
PROPOSED 6 XXS
(6.625" O.D. x 0.864")
ASTM A53-B-35
TOWER SECTION,
TYP.
EXISTING TOWER
SECTION,
CONCEALMENT
CANISTERS, AND
BULKHEAD
ATTACHMENTS T
REMOVED, TYP,
55'-0"t
SPLICE 2
q PROPOSED
BULKHEAD 2
r---------------------------------------�
PROPOSED FLANGE BOLT, TYP. SEE
SHEET S-7 FOR DETAILS
I I
PROPOSED
P PRELIMINARY NARY DRAWINGS FOR
BULKHEAD BY ANN.
SEE
DETAILS
I I I I
I I I I
SIM. F
s7
— I PROPOSED FLANGE PLATE (PIECEMARK
#: PL-4). SEE SHEETS S-7 AND S-10
FOR DETAILS
I I
L------------------------------------J
PARTIAL ELEVATION
SCALE: 318" = 1'-O"
r--
I
PROPOSE
SEE PREI
DETAILS
I I
I I
I I
I I
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I
I
I
I
I
I
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I
I
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0 2 4
SCALE IN FEET
PLANS PREPARED FOR:
CROWN CASTLE
PROJECT INFORMATION:
N FIRDALE
VILLAG/DENTAL
BU #: 826146
10014 238TH STREET SW
EDMONDS, WA 98020
(SNOHOMISH COUNTY)
PLANS PREPARED BY:
l�
A�,1ll
S\
TOWER ENGINEERING PROFESSIONALS
326 TRYON ROAD
RALEIGH, NC 27603
OFFICE: (919) 661-6351
www.tepgroup.net
SEAL:
g1DGE G
�J AS
A.�S rG 52921
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March 2 2022
0
03-02-22
MODIFICATION DRAWING5
REV
DATE
ISSUED FOR:
DRAWN BY: JLW I CHECKED BY: RKE
SHEET TITLE:
CONCEALMENT
INSTALLATION
DETAILS II
SHEET NUMBER:
REVISION:
°
S-5
TEP#: 75G26.G57G39
EXISTING PORT HOLE
(VERIFY LOCATION)
(6) PROPOSED 7/8"0 ASTM
A325 BOLTS AS SHOWN.
CONTRACTOR TO
PRETENSION BOLTS
EXISTING FLANGE PLATE
TO REMAIN. (6) EXISTING
FLANGE BOLTS TO BE
REMOVED
EXISTING TOWER
SECTION
PROPOSED BULKHEAD BY
EHRESMANN. SEE
PRELIMINARY DRAWINGS FOR
DETAILS
SECTION
SCALE: 1Y2" = 1'-0"
r,
0' (REF.)
PROPOSED BOLTED
FLANGE BRACKET
(ASSEMBLY #1), TYP.
SEE SHEET S-8 FOR
DETAILS
EXISTING PORT HOLE
(VERIFY LOCATION)
(6) PROPOSED %"0 ASTM
A325 BOLTS AS SHOWN.
CONTRACTOR TO
PRETENSION BOLTS
PROPOSED FLANGE
STIFFENER (PIECEMARK #:
PL-1), TYP, OF 6. SEE
SHEETS S-4 AND S-9 FOR
DETAILS
EXISTING TOWER
SECTION (BELOW)
11
PROPOSED BULKHEAD BY
EHRESMANN. SEE
PRELIMINARY DRAWINGS FOR
DETAILS
0 ' 2 SECTION
D
SCALE IN FEET SCALE: 1Yz"
0' (REF.)
PROPOSED FLANGE PLATE
(PIECEMARK #: PL-2).
SEE SHEET S-9 FOR
DETAILS
PROPOSED TOWER
SECTION. SEE SHEET S-4
FOR DETAILS
SEE SHEET
S-9 FOR
FLANGE PLATE
WELD DETAIL
0C\-1
0 1 2
SCALE IN FEET
PLANS PREPARED FOR:
CROWN CASTLE
PROJECT INFORMATION:
N FIRDALE
VILLAG/DENTAL
BU #: 826146
10014 238TH STREET SW
EDMONDS, WA 98020
(SNOHOMISH COUNTY)
PLANS PREPARED BY:
l�
1
1�1
TOWER ENGINEERING PROFESSIONALS
326 TRYON ROAD
RALEIGH, NC 27603
OFFICE: (919) 661-6351
www.tepgroup.net
SEAL:
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52921 lw lzJ�
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:March 2, 2022
0
03-02-22
MODIFICATION DRAWING5
REV
DATE
ISSUED FOR:
DRAWN BY: JLW I CHECKED BY: RKE
SHEET TITLE:
CONCEALMENT
INSTALLATION
DETAILS III
SHEET NUMBER:
REVISION:
°
S-6
TEP#: 75G2G.G57G39
HKUHUJLU JULKHLAU by
rrcUrU�)Lu rLANUL rLHiL
HKUHUJt
EHRESMANN. SEE
(PIECEMARK #: PL-3).
EHRESMF
PRELIMINARY DRAWINGS FOR
SEE SHEET S-10 FOR
PRELIMIN
DETAILS
DETAILS
DETAILS
(6) PROPOSED 1"0 ASTM
PROPOSED TOWER
(6) PROF
A325 BOLTS AS SHOWN.
SECTION. SEE SHEET S-4
A325 BO
CONTRACTOR TO
FOR DETAILS
CONTRAC
PRETENSION BOLTS
PRETENSI
SEE SHEET
S FOR
FLANGE
WELD DETAIL
SECTION
E
SCALE: 1Y2" = 1'-0"
O
i 6
0° (REF.)
0 ' 2 I SECTION
F
SCALE IN FEET SCALE: 3" = 1'-0"
J r LHINUL rLH I L
RK #: PL-4).
T S-10 FOR
) TOWER
SEE SHEET S-5
AILS
SEE SHEET
S-9 FOR
FLANGE PLATE
WELD DETAIL
0° (REF.)
0 3" 6" 9" 12"
SCALE IN INCHES
PLANS PREPARED FOR:
CROWN CASTLE
PROJECT INFORMATION:
N FIRDALE
VILLAG/DENTAL
BU #: 826146
10014 238TH STREET SW
EDMONDS, WA 98020
(SNOHOMISH COUNTY)
PLANS PREPARED BY:
l�
1
�l1
AM
lklffil
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TOWER ENGINEERING PROFESSIONALS
326 TRYON ROAD
RALEIGH, NC 27603
OFFICE: (919) 661-6351
www.tepgroup.net
SEAL:
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:March 2, 2022
0
03-02-22
MODIFICATION DRAWINGS
REV
DATE
ISSUED FOR:
DRAWN BY: JLW I CHECKED BY: RKE
SHEET TITLE:
CONCEALMENT
INSTALLATION
DETAILS IV
SHEET NUMBER:
REVISION:
S-7
°
TEP#: 75G2G.G57G39
NOTE:
SHIMS GREATER THAN Y4" IN THICKNESS LOCATED
BETWEEN THE MONOPOLE SHAFT AND FLANGE
BRACKET SHALL BE WELDED TO THE FLANGE
BRACKET.
EXISTIN
PLATE
PROPO'
BRACKF
#1) SEI
FOR DE
SECTION
G
SCALE: N.T.S.
PROPOSED FLANGE
STIFFENER (PIECEMARK
#: PL-1), TYP. OF 6.
SEE SHEET S-9 FOR
DETAILS
PROPOSED %"0 ASTM
A325 FLANGE BOLT.
CONTRACTOR TO
PRETENSION BOLTS
PROPOSED FLANGE
PLATE (PIECEMARK #:
PL-2). SEE SHEET
S-9 FOR DETAILS
PROPOSED BULKHEAD
BY EHRESMANN. SEE
PRELIMINARY
DRAWINGS FOR
DETAILS
35'-0"±
SPLICE 1
) PROPOSED %"0 ASTM
525 FLANGE BRACKET
ITS. CONTRACTOR TO
TILL 1A6"O HOLE THROUGH
JSTING TOWER SHAFT TO
;COMMODATE PROPOSED
)LT. CONTRACTOR TO
ZETENSION BOLTS
STING MONOPOLE
AFT
a
N
BOTTOM VIEW
PIECEMAF
SEE SHEI
DETAILS
PIECEMAF
SEE SHEI
DETAILS
PIECEMAF
TYP. SEE
FOR DET,
%" j 3"
TYP,
FRONT VIEW
PIECEMARK #: PL-6.
SEE SHEET S-10 FOR
DETAILS
PIECEMARK #: PL-5.
SEE SHEET S-10 FOR
DETAILS
PIECEMARK #: PL-7,
TYP. SEE SHEET S-10
FOR DETAILS
JIRED
SIDE VIEW
0 3" 6" 9" 12"
mmmmmll
SCALE IN INCHES
BOLTED FLANGE BRACKET (ASSEMBLY #1) - TYPICAL OF 6
SCALE: 3" = 1'-O"
PLANS PREPARED FOR:
CROWN CASTLE
PROJECT INFORMATION:
N FIRDALE
VILLAG/DENTAL
BU #: 826146
10014 238TH STREET SW
EDMONDS, WA 98020
(SNOHOMISH COUNTY)
PLANS PREPARED BY:
l�
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ANSI
2\
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TOWER ENGINEERING PROFESSIONALS
326 TRYON ROAD
RALEIGH, NC 27603
OFFICE: (919) 661-6351
www.tepgroup.net
SEAL:
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03-02-22
MODIFICATION DRAWING5
REV
DATE
ISSUED FOR:
DRAWN BY: JLW I CHECKED BY: RKE
SHEET TITLE:
CONCEALMENT
INSTALLATION
DETAILS V
SHEET NUMBER:
REVISION:
U
S-8
TEP#: 75G2G.G57G39
FLANGE WELD DETAIL
SCALE: N.T.S.
F-1
1" CHAMFER
PIECEMARK #: PL-1
SCALE: 1Y2" = 1'-O"
SECTION
m
a
SED 3/4" TH.
A572-50
- I
0 1 2
SCALE IN FEET
2' - 9Y9"
------------g3/a• --------
o a
'I w}
- --
,ya c
Ld
PROPOSED 15/16"0 HOLE TO
ACCOMMODATE 7/a"0 BOLT, \ 60 0
PROPOSED 2Y2" TH.
ASTM A572-50 PLATE
PIECEMARK #: PL-2
SCALE: 3" = 1'-O"
0 3" 6" 9" 12"
SCALE IN INCHES
PLANS PREPARED FOR:
CROWN CASTLE
PROJECT INFORMATION:
N FIRDALE
VILLAG/DENTAL
BU #: 826146
10014 238TH STREET SW
EDMONDS, WA 98020
(SNOHOMISH COUNTY)
PLANS PREPARED BY:
l�
1
Offill
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TOWER ENGINEERING PROFESSIONALS
326 TRYON ROAD
RALEIGH, NC 27603
OFFICE: (919) 661-6351
www.tepgroup.net
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:March 2, 2022
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03-02-22
MODIFICATION DRAWINGS
REV
DATE
ISSUED FOR:
DRAWN BY: JLW I CHECKED BY: RKE
SHEET TITLE:
CONCEALMENT
INSTALLATION
DETAILS VI
SHEET NUMBER:
REVISION:
°
S-9
TEP#: 75G2G.G57G39
FLANGE PLATE
OUTER
INNER
PLATE
BOLT CIRCLE
BOLT HOLE
SHEET
PIECEMARK #
QUANTITY
DIAMETER (IN)
DIAMETER (IN)
THICKNESS (IN)
DIAMETER (IN)
DIAMETER (IN)
REFERENCE
PL-3
1
1'-4"
83/4"
15/8"
1'-0Y2"
1yl6,
S-7
PL-4
2
1'-4"
63/4"
15/8"
1'-0Y2"
1Y,6"
S-7
(6) PROPOSED BOLT
HOLES TO ACCOMMOf
O
BOLTS, TYP. SEE CH
FOR DETAILS
NNER DIAMETER
SEE CHART
PROPOSED ASTMA572-50
PLATE. SE
CHART FOR DETAILS-�-�
PIECEMARK #: PL-3 AND PL-4
SCALE: N.T.S.
PIECEMARK #: PL-6
SCALE: 3" = 1'-0"
43/"
23/a', 23/„
PROPOSED 3/4" TH.
(ASTM A572-50)
PLATE
PROPOSED 15/i6°O HOLE
TO ACCOMMODATE %"0
BOLT, TYP.
0 3" 6" 9" 12"
SCALE IN INCHES
PIECEMARK #: PL-5
SCALE: 3" = 1'—O"
3/4" CHAMFER—
PIECEMARK #: PL-7
SCALE: 3" = 1'—O"
4 3/4"
2 3/8„ 2
1 L ! =
4"
PROPOSED 1" TH.
(ASTM A572-50)
PLATE
PROPOSED 15/6"0
HOLE TO BE FIELD
DRILLED TO MATCH
PROPOSED FLANGE
BOLT LOCATION
0 3" 6" 9" 12"
Nome Immommomm—mommol
SCALE IN INCHES
1
PROPOSED Y2" TH.
(ASTM A572-50)
PLATE
0 3" 6" 9" 12"
SCALE IN INCHES
PLANS PREPARED FOR:
CROWN CASTLE
PROJECT INFORMATION:
N FIRDALE
VILLAG/DENTAL
BU #: 826146
10014 238TH STREET SW
EDMONDS, WA 98020
(SNOHOMISH COUNTY)
PLANS PREPARED BY:
l�
1
A�,1ll
S\
TOWER ENGINEERING PROFESSIONALS
326 TRYON ROAD
RALEIGH, NC 27603
OFFICE: (919) 661-6351
www.tepgroup.net
SE
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ti
0
A.�S rG 52921
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�SIONAL
5Warck 2 2022
0
03-02-22
MODIFICATION DRAWING5
REV
DATE
ISSUED FOR:
DRAWN BY: JLW I CHECKED BY: RKE
SHEET TITLE:
CONCEALMENT
INSTALLATION
DETAILS VII
SHEET NUMBER:
REVISION:
S-10
°
TEP#: 75G26.G57G39
ELEV. 75.0'± -
60" 0± 547.0± EHRESMANN ENGINEERING, INC.
O.D. (REF) , CONSULTING ENGINEERINGS
(REF) — [4x @ 90°] ` , 4400 WEST 31 ST STREET
ELEV. 65.0'± -- ; ; e , YANKTON, SD 57078
59 9 „O+ \ (605) 665-7532
(605) 665-9780�
/ (.D. \ www.ehresmannengineering.com
NCEALMENT C T - DEREK OCHOAIOA@EHRESMANNENGINEERING.COM
I
S TE ` ES TO -MOD
TALLATION DRAWINGS
IND X OF DRAWINGS
ELEV. 55.0'± -- ` DESCRIPTIO DWG# DESCRIPTION DWG#
EHRESMANN ENGINEERING INSTALLATION G E AND WARRANTY CONCEALMENT SHROUDS, H BRACKET ASSEMBLY 111270E02
WARRANTY INSTALLATION DETAILS
HDPE MATERIAL CHARACTERISTIC & MSDS HDPE-MAT-REV01 CONCEALMENT SHROUDS, TYPICAL CANISTER SHROUDS 111270E03
PHYSICAL AND CHEMICAL CHARACTERISTICS INSTALLATION DETAILS
CONCEALMENT SHROUDS, BULKHEAD 111270E01 CROWN CASTLE CONCEALMENT REINFORCEMENT OPS-PRC-10127
INSTALLATION DETAILS SOLUTION (REV D; 06/29/2020)
bx
EOR: TEP (CR N CASTLE
EEI JOB ORDER #111270
i
DATE: 02/28/2022
EEI PROPOSAL # N/A
EEI PROPOSAL DATE: N/A
SITE: BU #826146 N FIRbALE VILLAG/DENTAL, WA
ELEV. 45.0'± --- ; ;
;
e
10014 238TH STREET SW
PAINT INFORMATION
PAINT COLOR
TBD
SW COLOR CODE
SWxxxx
STEEL PAINT AREA
TBD (FT .2)
HDPE PAINT AREA
TBD (FT .2)
TOTAL PAINT AREA
TBD (FT?)
FDMOND 6 9A25 INGOTOG: 9122 022' 01.14"
L0a
OD EIGHT: 35.0'± - 75.0'±
AST IGHT:75.0'±
TER DIA : 60"0± (VENTED) [20,4]
OR: PROJECT NO.: 75626.657639
OR: PO NO.: # VPO-0628146
EOR: PO DATE: 02/16/2022
GENERAL NOTES: PROPRIETARY / PATENT NOTES:
1. FROM THIS POINT FORWARD, EHRESMANN ENGINEERING, INC. SHALL BE REFERRED TO AS LEI. 1. ALL EHRESMANN ENGINEERING, INC. (EEI) CONCEALMENT ITEMS, DESIGNS, AND
2. THESE DRAWINGS ARE A PRELIMINARY DESIGN TO BE USED FOR REPRESENTATIVE AND BIDDING PURPOSES ONLY. THESE DRAWINGS ARE NOT TO BE USED, IN PART OR IN WHOLE, SPECIFICATIONS ARE PROPRIETARY AND THE PROPERTY OF EEI.
ELEV. 35.0 ± ---
FOR FABRICATION OR INSTALLATION. 2. THESE DRAWINGS SHALL NOT BE REPRODUCE OR USED IN WHOLE, OR IN PART, AS THE
3. THESE ARE CONSIDER TO BE FINAL INSTALLATION DRAWINGS ONCE THEY HAVE BEEN APPROVED BY THE GENERAL CONTRACTOR (GC) AND THE ENGINEERING OF RECORD (EOR). BASIS OF THE MANUFACTURING OR SALE OF ANY CONCEALMENT ITEMS WITHOUT THE
rl
LJ
4. THE EEI CONCEALMENT REPRESENTATIVE, DEREK OCHOA, MAYBE BE CONTACTED AT D.00HOA@EHRESMANNENGINEERING.COM OR BY CALLING 605.665.7532. A MOBILE NUMBER IS EXPRESS WRITTEN PERMISSION OF EEI OR IT'S REPRESENTATIVE.
AVAILABLE UPON REQUEST. 3. EEI CONCEALMENT ITEMS ARE PATENTED. PATENT NO. 10,749,240
8 PATENT NO. 10,098,316, ALL OTHER ITEMS NOT COVERED UNDER THE AFOREMENTIONED
5. ALL ITEMS SHOULD BE SORTED AND VERIFIED BEFORE FINAL ASSEMBLY.
6. EEI IS NOT RESPONSIBLE FOR ANY DAMAGE OR BACK CHARGES DUE TO INCORRECT HANDLING, IMPROPER INSTALLATION, AND/OR FAILURE TO READ THROUGH AND UNDERSTAND PATENTS ARE TO BE CONSIDERED AS PATENT PENDING BY THE UNITED STATES PATENT
THIS INSTALLATION PACKAGE. AND TRADEMARK OFFICE.
PARTIAL ELEVATION
7. FOR MODIFICATION JOBS, FIELD VERIFY ALL ITEMS FOR PROPER FIT AND ALIGNMENT BEFORE FINAL ASSEMBLY AND ATTACHMENT. EEI WILL NOT BE RESPONSIBLE FOR IMPROPER
N.T.S.
FIT OR CORRESPONDING BACK CHARGES WHERE EEI WAS NOT A PARTY TO SITE INSPECTION, STRUCTURAL MODIFICATION DESIGN AND/OR COMPLETE INSTALLATION OF ALL
STRUCTURAL AND CONCEALMENT ITEMS
MATERIAL SAFETY DATA SHEET
Product Designation: Recycled HDPE (High Density Polyethylene)
Section 1
Manufacturer's Name/Address„ Phone 320-834-2293
Reprocessed Plastics, Inc. Fax 320-834-229,0
Dba. Recycled Plastics Email office@gipo-rpi.com
PO Box 125 Website www.gipo-rl)i.com
8301 County Rd. 82 NW
Garfield, MN 56332
Section 2-Hazardous Ingredients/Identity
This product has not been evaluated as a whole. However, some fumes may be released upon
heating and the user must take the necessary precautions (ventilation, personal protective
equipment, etc.) to protect employees from exposure (see Section 7-Special Precautions.)
Hazardous Component(s) OSHA ACGIH Other Exp. CAS
Chemical/Common Names PEL PEL Limits % Number
Polyethylene Plastics N/L N/L N/L I00 9002-88-4
This material is NOT HAZARDOUS by OSHA communication definition.
Section 3-Physical and Chemical Characteristics
TEST ASTM NUMBER TYPICAL VALUE
Tensile Strength D 638 1,800 — 3,000 psi
Modulus of Elasticity D 638 50,000 — 150,000 psi
Elongation D 638 5 — 50 %
Flexural Modulus D 790 100,000 — 200,000 psi
Compression D 1037 3,000 — 5,000 psi
Moisture Content D 570 0 %
Water Absorption D 570 0 %
Density D 1895 0.92 — 1.5 g/cc
Hardness — Shore D D 2240 50 — 108
Sheer Strength D 732 1,800 — 2,500 psi
Ultimate Sheer Strength D 143 500 — 600 psi
This Material Safety Data Sheet and the information it contains are offered to you in good faith as accurate. We believe the information it
contains to be correct but cannot guarantee its accuracy or completeness. It is the user's obligation to evaluate and use this product safely and
to comply with all applicable laws and regulations. No statement made in this data sheet shall be construed as a permission or recommendation
for the use of any product in a manner that might infringe existing patents. No warranty is made, either expressedor implied.
Section 3-Physical and Chemical Characteristics -Continued
Abrasion Resistance D 2394
0.005" — 0.015" wear/1000 revs
Self -Ignition Temperature D 1929
700 — 850 F
Flash Ignition
Temperature D 1929
650 — 750 F
Flame Spread E 84
70 — 90
Coefficient of Linear
Thermal Expansion D 696
1.0 — 2.0 x 10 in/in/ F
Static Coefficient of Friction D 2047
0.1 — 0.5
Notched izod impact D 746
0.7 — No Break lbs. /in
Direct Nail Withdrawal D 1037
40 — 60 lbs.
Nail Head Pull Through D 1037
400 — 500 lbs.
Thermal Resistance C 177
1.386 F ft. h/BTU
Thermal Conductance C 177
0.72 BTU-in/ft. F
Thermal Conductivity C 177
0.378 in/ft. h F
Thermal Resistivity C 177
2.78 ft. F h/BTU
Termite Resistance D 1761
9.6 — 9.8 rating
Modulus of Rupture D 4761
1,400 —1,600 psi
Fungus Resistance D 1413
No Decay
Leachate (f) TCLP-EPA 1311
Pass
Fungal Resistance US Military Standard 81 O-D
No signs of visible fungal growth
Method 508.3
Ultra Violet
Deterioration Rate
Insignificant
. based on''/:" thick material
"Note - This is for virgin HDPE. Recycled material will be as good as 90% of
the above. There are absolutely no
guarantees for any of our recycled material.
Appearance and Odor Color varies; faint aromatic odor
Melting Point 220-280°F (108-138°C)
This Material Safety Data Shut and the information it contains are offered to you in good faith as accurate. We believe the information it
contains to be correct but cannot guarantee its accuracy or completeness. It is the user's obligation to evaluate and use this product safely and
to comply with all applicable laws and regulations. No statement made in this data sheet shall be construed as a permission or recommendation
for the use of any product in a manner that might infringe existing patents. No warranty is made, either expressed or implied.
THESE DRAWINGS AND SPECIFICATIONS ARE
PROPRIETARY AND ARE THE PROPERTY OF
EHRESMANN ENGINEERING, INC. AND SHALL NOT
BE REPRODUCED OR USED IN WHOLE OR IN PART
AS THE BASIS OF THE MANUFACTURING OR SALE
OF ITEM(S) WITHOUT WRITTEN PERMISSION.
E E
ELEV. 75.0'±---
I
TOP OF MAST
/BH #4
9'-1116"±
60CSV119.56_20
(4X)
D
ELEV. 65.0'±---
B H #2
g'-11116
60CSV119.56_20
(4X)
C
ELEV.5BH#3 — —
BH #3 in
9'-11116 ±
60CSV 119.56_20
(4X)
B
ELEV. 4BH#2 — —
B #2
9'-11116 ±
60CSV 119.56_20
(4X)
A
ELEV. 35.0'±---
TOP OF POLE
/BH #1
PARTIAL ELEVATION
N.T.S
19,_g7„+
PIPE 6XXS
PROPOSED
NEW SPINE
FLANGE TO
FLANGE
77'+
PIPE 8XXS
PROPOSED
NEW SPINE
FLANGE TO
FLANGE
V
W D_004
(4)
W D_001
(4)
PL_001
(4)
W D_003
SECTION C-C
N.T.S.
SECTION A -A
N.T.S.
W D_004
.T 'B' (4)
W D_002
(4)
PL_001�
(4)
<*`IIII"l
�A
A 006
`
BLT'D' 000
i0-o-00-0-.000C
000C
(16) 0000
.000�
SECTION D-Q0)
N.T.S.
Weldment
Part
Qty
Description
Weight
WD 001
4
4-WAY CLAMP PIPE CLAMPE - PIPE 8XXS
---
WD 002
4
4-WAY CLAMP PIPE CLAMPE - PIPE 6XXS
---
WD-003
1
BH #1 - 60" 0 A572 GR.50/65 (20SD, 4 SEC) - W/ MESH
---
STU D 'A'
(8)
WD 004
8
BH #2 - 60" 0 A572 GR.50/65 (20SD, 4 SEC) - CLAMP -ON
---
BLT'D'
WD —005
1
BH #3 - 60" 0 A572 GR.50/65 (20SD, 4 SEC)
---
(16)
WD 006
1
BH #4 - 60" 0 A572 GR.50/65 (20SD, 4 SEC) - W/ MESH
---
PL 001
8
CONNECTION PLATE - 3/16" X 5" X 7-1/2" A572 GR. 50/65
---
STUD 'A'
16
5/8-11 B7 STUD HDG W/NUT(2) L/W(2) HDG
---
BLT 'A'
6
7/8-9 A325 BOLT W/ NUT L/W HDG
---
BLT'B'
6
1-8 A325 BOLT W/ NUT L/W HDG
---
BLT'C'
6
1-8 A325 BOLT W/ NUT L/W HDG
---
+
BLT'D'
32
1/2-13 A325 BOLT W/ NUT L/W HDG
---
E
6)'
BLT'E'
32
1/2-13 A325 BOLT W/ NUT L/W HDG
---
TOTAL WT = TBD#
GENERAL NOTkAECIFICATIONS
1. ALL MATE WILL BE FINALIZED ONCE THE FINAL INSTALLATION DRAWINGS ARE COMPLETED AND
REVIEWED / APPROVED BY THE GENERAL CONTRACTOR (GC) AND THE ENGINEERING OF RECORD (EOR).
2. TO ALLOW FOR COOLING AND TO EXCLUDED INTERIOR WILDLIFE, BULKHEADS ARE TO HAVE STEEL MESH AS NEEDED.
C, 3. COVER, SPLICE, AND WASHER PLATES ARE TO BE USED AS NEEDED. COVER, SPLICE, AND WASHER PLATES ARE
(6) OSMETIC ONLY AND NOT CONSIDERED STRUCTURAL - UNLESS OTHERWISE SPECIFIED AND NOTED ON THE
FDRAWINGS.
OR BOLT -ON CANISTERS, DRILL EXISTING CANISTER MOUNTING HOLE AND ADDITIONAL HOLES TO 9/16"0 MAX. COLD
ALVANIZE ONCE ALL HOLES ARE DRILLED. ALL PLATE TO BE A572 GRADE 50/65 - UNLESS OTHERWISE SPECIFIED.
�o
io 5. ALL ROUND TUBING TO BE A500 GRADE B 50 KSI - UNLESS OTHERWISE SPECIFIED.
io 6. ALL SHAPED TUBING TO BE A500 GRADE B 50 KSI - UNLESS OTHERWISE SPECIFIED.
0 7. ENSURE THAT ALL FASTENERS AND ASSOCIATED HARDWARE ARE INSTALLED IN ACCORDANCE WITH THE DRAWINGS.
.0 8. HANDLE CONCEALMENT ITEMS WITH CARE. EEI IS NOT RESPONSIBLE FOR DAMAGE DUE TO NEGLECTFUL HANDLING ON
.o
0 0 SITE BY EITHER THE TRANSPORTATION COMPANY OR INSTALLATION CREW - OR THEIR REPRESENTATIVES.
0
9. QC PHOTOS ARE TAKEN PRIOR TO PACKAGING AND SHIPPING.
10. ALL INSTALLATION DRAWINGS ARE TO BE REVIEWED BEFORE THE START AND DUING THE INSTALLATION PROCESS. THE
NOTES EEI CONCEALMENT REPRESENTATIVE, DEREK OCHOA IS AVAILABLE AND MAYBE BE CONTACTED AT THE FOLLOWING
#2 & #3 E-MAIL:'D.00HOA@EHRESMANNENGINEERING.COM' AND BY THE NUMBERS LISTED BELOW IN THE TITLE BLOCK. -A
MOBILE NUMBER IS AVAIABLE UPON REQUEST.
11. ALL ITEMS SHOULD BE SORTED AND VERIFIED BEFORE FINAL ASSEMBLY.
12. EEI IS NOT RESPONSIBLE FOR ANY DAMAGE OR BACK CHARGES DUE TO INCORRECT HANDLING, IMPROPER
INSTALLATION, AND/OR FAILURE TO READ THROUGH AND UNDERSTAND THIS INSTALLATION PACKAGE.
13. FOR MODIFICATION JOBS, FIELD VERIFY ALL ITEMS FOR PROPER FIT AND ALIGNMENT BEFORE FINAL ASSEMBLY AND
ATTACHMENT. EEI WILL NOT BE RESPONSIBLE FOR IMPROPER FIT OR CORRESPONDING BACK CHARGES WHERE EEI
WAS NOT A PARTY TO SITE INSPECTION, STRUCTURAL MODIFICATION DESIGN AND/OR COMPLETE INSTALLATION OF ALL
STRUCTURAL AND CONCEALMENT ITEMS.
PROPRIETARY / PATENT NOTES:
1. ALL EHRESMANN ENGINEERING, INC. (EEI) CONCEALMENT ITEMS, DESIGNS, AND SPECIFICATIONS ARE PROPRIETARY
AND THE PROPERTY OF EEI.
2. THESE DRAWINGS SHALL NOT BE REPRODUCE OR USED IN WHOLE, OR IN PART, AS THE BASIS OF THE MANUFACTURING
OR SALE OF ANY CONCEALMENT ITEMS WITHOUT THE EXPRESS WRITTEN PERMISSION OF EEI OR IT'S
REPRESENTATIVE.
3. EEI CONCEALMENT ITEMS ARE PATENTED. PATENT NO. 10,749,240
& PATENT NO. 10,098,396. ALL OTHER ITEMS NOT COVERED UNDER THE AFOREMENTIONED PATENTS ARE TO BE
CONSIDERED AS PATENT PENDING BY THE UNITED STATES PATENT AND TRADEMARK OFFICE.
NAME Ehresmann Engineering, Inc.
DRAWN BY: DDO
CHECKED BY: D.TITLE:
ENG APPR. ` CONCEALMENT SHROUDS
MFG APPR. BULKHEAD INSTALLATION
Q.C. DETAILS
Slte. BU #826146
4400 West 31st Street DWG. NO.
N FIRDALE VILLAG/DENTAL, WA Yankton, SD 57078 111270E01 DRAWING CREATED 02/28/2022 605-665-7532
605-665-9780 Sheet NO.
DESCRIPTION DATE Job# 111270 Www.ehresmannengineering.com E01 Rev. 00
ELEV. 75'-0"± ----
ELEV. 65'-0"± ----
ELEV. 55'-0"±
ELEV. 45'-0"±
ELEV. 35'-0"± ----
10HBA119.56
(4)
10HBA119.56
(4)
10HBA119.56
(4)
10HBA119.56
(4)
TOP MAST r
H-BRACKET I
ATTACHMENT
ELEV. 75.0' ±
INTERMEDIATE
H-BRA T r
ATT C I
ELE 0 —i
1± L
►' 45 _
PROPRIETARY I PATENT NOTES:
1. ALL EHRESMANN ENGINEERING,
PROPRIETARY AND THE PRO
2. THESE DRAWINGS SHALL NO B
3.
IMPORTANT - PLEASE READ
FLAT WASHER NOTE
1. 541030 GOES ON THE OUTSIDE OF THE H-BRACKET (4X)
AS SHOWN.
2. 541030 GOES ON THE INSIDE OF THE H-BRACKET (3X)
AS SHOWN.
3. INTERIOR WELD NUT ONLY GETS 541030 ON THE
OUTSIDE OF THE H-BRACKET - NOT ON THE INSIDE.
4. DO NOT USE 541033 - 318 X 1-1/4 FENDER WA&&R ZP
5. 541033 IS FOR USE ON CANISTER SHROREF.
PAGE'
PAGE E03'
A
STEP #2
503059 (1)
541030(2)
I _ �
TYPICAL H-BRACKET
kTTACHMENT DETAILS
0. PRODUCE OR USED IN WHOLE, OR IN PART, AS THE BASIS OF THE
CONCEALMENT ITEMS WITHOUT THE EXPRESS WRITTEN PERMISSION OF
& PATENT NO. 10,098,396. ALL OTHER ITEMS NOT COVERED UNDER THE AFOREMENTIONED PATENTS ARE TO
BE CONSIDERED AS PATENT PENDING BY THE UNITED STATES PATENT AND TRADEMARK OFFICE.
TOTAL WT = TBD#
H-BRACKET ASSEMBLY ATTACHMENT STEPS:
1. INSTALL H-BRACKETS ASSEMBLIES BEGINNING AT THE TOP AND WORKING YOUR WAY TO DOWNWARD.
2. USE TOUCH-UP PAINT AS NEEDED TO COVER SCRATCHES, EXPOSED FASTENERS AND HARDWARE. COVER
ALL EXPOSED SURFACES THAT WERE NOT PAINTED BY THE MANUFACTURE.
3. USE 503062 & 541030 TO AT�HER END OF THE H-BRACKET TO THE WELDMENT CHANNEL WITH THE
WELD NUT ON THE BAC 54 GOES ON THE OUTSIDE OF THE H-BRACKET ASSEMBLY.
4. USE 503105 & 541030 TO ACHING H-BRACKET TO TOP AND BOTTOM OF THE WELDMENT -(1)
541030 GOES ON UTSIDI§pF THE H-BRACKET ASSEMBLY
5. CONTINUE STEP 1, #2, #3 AS YOU MOVE DOWNWARD TOWARDS THE MAST BASE.
GENERAL N
1. ALL MATERIA PECIFICATIONS WILL BE FINALIZED ONCE THE FINAL INSTALLATION DRAWINGS ARE
co( iND REVIEWED / APPROVED BY THE GENERAL CONTRACTOR (GC) AND THE ENGINEERING OF
REC D O
2. TO ALLOW FOR COOLING AND TO EXCLUDED INTERIOR WILD LIFE, BULKHEADS ARE TO HAVE STEEL MESH AS
NEEDED.
.3. COVER, SPLICE, AND WASHER PLATES ARE TO BE USED AS NEEDED. COVER, SPLICE, AND WASHER PLATES
"ARE COSMETIC ONLY AND NOT CONSIDERED STRUCTURAL - UNLESS OTHERWISE SPECIFIED AND NOTED ON
THE DRAWINGS.
d Al I PI ATF TO RF AR77 rRAIIF Rn/RF - I INI FRS 0THFRWIGF GPF(.IFIFII
5. ALL ROUND TUBING TO BE A500 GRADE B 50 KSI - UNLESS OTHERWISE SPECIFIED.
6. ALL SHAPED TUBING TO BE A500 GRADE B 50 KSI - UNLESS OTHERWISE SPECIFIED.
7. ENSURE THAT ALL FASTENERS AND ASSOCIATED HARDWARE ARE INSTALLED IN ACCORDANCE WITH THE
DRAWINGS.
8. HANDLE CONCEALMENT ITEMS WITH CARE. EEI IS NOT RESPONSIBLE FOR DAMAGE DUE TO NEGLECTFUL
HANDLING ON SITE BY EITHER THE TRANSPORTATION COMPANY OR INSTALLATION CREW - OR THEIR
REPRESENTATIVES.
9. QC PHOTOS ARE TAKEN PRIOR TO PACKAGING AND SHIPPING.
10. ALL INSTALLATION DRAWINGS ARE TO BE REVIEWED BEFORE THE START AND DUING THE INSTALLATION
PROCESS. THE EEI CONCEALMENT REPRESENTATIVE, DEREK OCHOA IS AVAILABLE AND MAYBE BE
CONTACTED AT THE FOLLOWING E-MAIL:'D.00HOA@EHRESMANNENGINEERING.COM' AND BY THE NUMBERS
LISTED BELOW IN THE TITLE BLOCK. A MOBILE NUMBER IS AVAIABLE UPON REQUEST.
11. ALL ITEMS SHOULD BE SORTED AND VERIFIED BEFORE FINAL ASSEMBLY.
12. EEI IS NOT RESPONSIBLE FOR ANY DAMAGE OR BACK CHARGES DUE TO INCORRECT HANDLING, IMPROPER
INSTALLATION, AND/OR FAILURE TO READ THROUGH AND UNDERSTAND THIS INSTALLATION PACKAGE.
13. FOR MODIFICATION JOBS, FIELD VERIFY ALL ITEMS FOR PROPER FIT AND ALIGNMENT BEFORE FINAL
ASSEMBLY AND ATTACHMENT. EEI WILL NOT BE RESPONSIBLE FOR IMPROPER FIT OR CORRESPONDING
BACK CHARGES WHERE EEI WAS NOT A PARTY TO SITE INSPECTION, STRUCTURAL MODIFICATION DESIGN
AND/OR COMPLETE INSTALLATION OF ALL STRUCTURAL AND CONCEALMENT ITEMS.
PARTIAL ELEVATION
N.T.S.
IMPORTANT - PLEASE READ
CANISTER SHROUD ATTACHMENT STEPS: INSTALL FROM TOP DOWN
1. INSERT CANISTER SHROUDS VERTICAL EDGES INTO THE EXPANSION GROOVE
ON THE H-BRACKET ASSEMBLY AS SHOWN BELOW.
2. USE 91345A628 TO SECURE THE RIGHT AND LEFT SIDE OF THE CANISTER
SHROUDS INTO THE H-BRACKET ASSEMBLY. EXPANSION GAP WILL NOT
COMPRESS. NOTE: HAND -TIGHTEN ONLY. DO NOT USE IMPACT TOOL.
3. CENTER CANISTER SHROUD TOP AND BOTTOM SLOTS WITH WELDMENT HOLES.
4. SECURE CANISTER SHROUD TO BULKHEAD USING 503021 & 541033 AS SHOWN.
5. REPEAT STEPS #2 THRU #5.
6. COMPLETE CANISTER SHROUD INSTALLATION, VERIFYING CANISTER SHROUD'S
ARE ALIGNED EVEN WITH EACH OTHER AND THAT 503024 AND 541033 ARE
TIGHTENED.
7. ONCE INSTALLATION IS COMPLETED, VERIFY ALL 03021 & 541033 ARE SECURE.
USE TOUCH-UP PAINT AS NEEDED TO COVER SCRATCHES, EXPOSED
FASTENERS AND HARDWARE. COVER ALL EXPOSED SURFACES THAT WERE
NOT PAINTED BY THE MANUFACTURE.
GENERAL NOTES:
1. ALL MATERIAL SPECIFICATIONS WILL BE FINALIZED ONCE THE FINAL
INSTALLATION DRAWINGS ARE COMPLETED AND REVIEWED / APPROVED BY THE
GENERAL CONTRACTOR (GC) AND THE ENGINEERING OF RECORD (EOR).
2. TO ALLOW FOR COOLING AND TO EXCLUDED INTERIOR WILD LIFE, BULKHEADS
ARE TO HAVE STEEL MESH AS NEEDED.
3. COVER, SPLICE, AND WASHER PLATES ARE TO BE USED AS NEEDED. COVER,
SPLICE, AND WASHER PLATES ARE COSMETIC ONLY AND NOT CONSIDERED
STRUCTURAL - UNLESS OTHERWISE SPECIFIED AND NOTED ON THE DRAWINGS.
4. ALL PLATE TO BE A572 GRADE 50/65 - UNLESS OTHERWISE SPECIFIED.
5. ALL ROUND TUBING TO BE A500 GRADE B 50 KSI - UNLESS OTHERWISE SPECIFIED.
6. ALL SHAPED TUBING TO BE A500 GRADE B 50 KSI - UNLESS OTHERWISE
SPECIFIED.
7. ENSURE THAT ALL FASTENERS AND ASSOCIATED HARDWARE ARE INSTALLED IN
ACCORDANCE WITH THE DRAWINGS.
8. HANDLE CONCEALMENT ITEMS WITH CARE. EEI IS NOT RESPONSIBLE FOR
DAMAGE DUE TO NEGLECTFUL HANDLING ON SITE BY EITHER THE
TRANSPORTATION COMPANY OR INSTALLATION CREW - OR THEIR
REPRESENTATIVES.
9. QC PHOTOS ARE TAKEN PRIOR TO PACKAGING AND SHIPPING.
10. ALL INSTALLATION DRAWINGS ARE TO BE REVIEWED BEFORE THE START AND
DUING THE INSTALLATION PROCESS. THE EEI CONCEALMENT REPRESENTATIVE,
DEREK OCHOA IS AVAILABLE AND MAYBE BE CONTACTED AT THE FOLLOWING
E-MAIL:'D.00HOA@EHRESMANNENGINEERING.COM' AND BY THE NUMBERS
LISTED BELOW IN THE TITLE BLOCK. _A MOBILE NUMBER IS AVAIABLE UPON
m-1 im-
11. ALL ITEMS SHOULD BE SORTED AND VERIFIED BEFORE FINAL ASSEMBLY.
12. EEI IS NOT RESPONSIBLE FOR ANY DAMAGE OR BACK CHARGES DUE TO
INCORRECT HANDLING, IMPROPER INSTALLATION, AND/OR FAILURE TO READ
THROUGH AND UNDERSTAND THIS INSTALLATION PACKAGE.
13. FOR MODIFICATION JOBS, FIELD VERIFY ALL ITEMS FOR PROPER FIT AND
ALIGNMENT BEFORE FINAL ASSEMBLY AND ATTACHMENT. EEI WILL NOT BE
RESPONSIBLE FOR IMPROPER FIT OR CORRESPONDING BACK CHARGES WHERE
EEI WAS NOT A PARTY TO SITE INSPECTION, STRUCTURAL MODIFICATION DESIGN
AND/OR COMPLETE INSTALLATION OF ALL STRUCTURAL AND CONCEALMENT
ITEMS.
14. NOTE EEI'S PROPTIETARY / PATENT NOTES ON COVER SHEET
ELEV. 75'.0± -
PARTIAL ELEVATION
N.T.S.
STEP #1-
**NI�l OHBA119.5E
4ma!;c OC 11
op <
.5620
op
_60CSV119.56_20
(4)
R**
A
tv
60CSV119.56 20
(16)
1 OHBA119.56
(16)
EXPANSION
GAP
541033
ATTENTION:
_ FAILURE TO USE
'541033' AS SHOWN,
WILL CAUSE CANISTER
FAILURE
503024
91345A628
(128)
541033
(128)
503024
(128)
TOTAL WT = TBD#
CONCEALMENT REINFORCEMENT SOLUTION
— PARTS LIST
GENERAL:
1.) THE REINFORCEMENT SOLUTION IS ONLY TO BE APPLIED TO VERTICALLY -FASTENED MULTI -PANEL OR "SECTORIZED"
CONCEALMENT COVERS. SOLID ONE-PIECE CONCEALMENT COVERS ARE NOT TO BE TREATED WITH THIS SOLUTION.
2.) FOR CONCEALMENT COVER LEVELS MEASURING 10 FT. IN HEIGHT OR LESS, (3) EQUALLY -SPACED BANDING
NO.
MANUFACTURER
DESCRIPTION
SIZE
PRODUCT NO.
(1)
USA STRAPPING
WOVEN POLYESTER STRAPPING
3/4"x250 FT. COIL
2700-34
(2)
MCNETT GEAR AID
DUAL —ADJUST BUCKLE
3 4" SIZE
80355
(3)
BUNKER INDUSTRIES
HURRICANE TAPE ***
3"x60 YD. ROLL
00101
(4)
RUST—OLEUM
GLOSS CLEAR SPRAY
12 OZ.
249117
APPLICATIONS ARE TO BE INSTALLED AT THE TOP, MID -SPAN, AND BOTTOM REGIONS. FOR LEVELS GREATER THAN 10
*** NOTE: HURRICANE TAPE CAN BE SUBSTITUTED BY
FT. IN HEIGHT, (4) EQUALLY -SPACED BANDING APPLICATIONS ARE TO BE INSTALLED, AT THE TOP, UPPER MIDDLE,
LOWER MIDDLE, AND BOTTOM REGIONS.
3M SCOTCH BI—DIRECTIONAL FILAMENT 8959 TAPE
TOP HORIZONTAL
3.) FOR CONCEALMENT COVERS OF ALL HEIGHTS, THE TOP BANDING APPLICATION IS TO BE POSITIONED DIRECTLY BELOW
C=:D
BOLT RING
THE TOP CONCEALMENT COVER HORIZONTAL BOLT RING AND THE BOTTOM BANDING APPLICATION DIRECTLY ABOVE
THE BOTTOM HORIZONTAL BOLT RING.
° ° °
VERTICAL SEAM
4.) BANDING APPLICATION SHALL NOT COVER ANY VERTICAL OR HORIZONTAL FASTENERS.
N
x
w
INSTALLATION:
x r
x
1.) STRAPPING IS TO BE LOOPED AROUND THE CONCEALMENT COVER AND EACH CUT END OF THE STRAPPING FED
N =
AROUND A CROSS BAR ON EACH END OF THE DUAL -ADJUST BUCKLE.
i
0VERTICAL
SEAM BOLTS
2.) STRAPPING IS TO BE HAND -TIGHTENED USING THE BUCKLE SUCH THAT THE STRAPPING LIES FLAT, UNTWISTED, AND
SQUARE TO THE CONCEALMENT COVER.
3.) AT LEAST (2) CONTINUOUS LAYERS OF HURRICANE (OR 3M 8959) TAPE ARE TO BE APPLIED ON TOP OF THE TIGHTENED
STRAPPING SUCH THAT NO TAIL OF THE STRAPPING IS SHOWING OUTSIDE THE LAYERS OF TAPE.
BOTTOM HORIZONTAL
BOLT RING
4.) THE CURRENT DATE IS TO BE MARKED WITH PERMANENT INK ON THE TOP LAYER OF TAPE TO RECORD INSTALLATION
< 10'-0" CONCEALMENT COVER LEVEL
HEIGHT
DATE.
5.) ENSURE THAT THE SURFACE OF THE CANISTER IS FREE FROM OIL, GREASE, SOIL, DIRT, AND OTHER FOREIGN MATTER.
NOT TO SCALE
THE SURFACE SHALL BE CLEAN, DRY AND SMOOTH TO RECEIVE THE STRAPPING AND THE TAPE.
6.) HURRICANE (OR 3M 8959) TAPE SHALL BE TACKED DOWN BY APPLYING (2) COATS OF NON -YELLOWING CLEAR COAT
SPRAY OVER THE TAIL END OF THE TAPE AFTER IT IS SECURELY TAPED DOWN. SECOND COAT SHALL BE APPLIED ONCE
TOP BANDING SOLUTION TO
THE FIRST COAT IS DRY TO TOUCH.
BE APPLIED BELOW THE TOP
HORIZONTAL BOLT RING
PAINTING HURRICANE (OR 3M 8959) TAPE [IF REQUIRED]:
1.) AFTER FULL INSTALLATION OF THE THE REINFORCEMENT SOLUTION, THE TAPE SHALL BE COATED TO MATCH THE
° °
COLOR OF THE EXISTING CONCEALMENT CANISTER
1.1) AS AN EXAMPLE, IF THE EXISTING CONCEALMENT CANISTER IS WHITE, PAINTING WOULD NOT BE
REQUIRED SINCE THE TAPE COLOR IS ALSO WHITE. HOWEVER, IF THE CANISTER IS BLACK, PAINT THE TAPE TO
=
MATCH THE CANISTER COLOR.
c�
=
2.) PAINT SHALL BE APPLIED WITH A BRUSH FOR A CLEAN EDGE ON THE TAPE. SPRAY PAINT IS PERMISSIBLE PROVIDED
THAT PAINTER'S TAPE IS UTILIZED TO AVOID PAINTING THE CANISTER. SECOND COAT SHALL BE APPLIED AFTER THE FIRST
COAT IS DRY. THE SHEEN OF THE PAINT SHALL MATCH THE CANISTER
3.) THE INSTALLATION DATE SHALL BE MARKED ON TOP OF THE COATED SURFACE.
H
2
x
c�
STRAPPING INSTALLATION DETAIL
TAPE INSTALLATION DETAIL
BOTTOM BANDING SOLUTION
TO BE APPLIED ABOVE
THE BOTTOM HORIZONTAL
BOLT RING
x
_
-------------------------
--------------
CONCEALMENT COVER LEVEL HEIGHT
(2)
> 10'-0"
NOT TO SCALE
CROWN CASTLE CONCEALMENT REINFORCEMENT SOLUTION
Rev
$�; N.T.S.
D
CCROWN
v CASTLE
2000 CORPORATE DRIVE
CANONSBURG PA, 15317
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DRAWN BY: MAJ
CHECKED BY: JYK
DRAWING DATE: 06/29120
SHEET TITLE
TYPE
SHEET NUMBER
OPS-PRC-10127
PLOT DATE PLOTDATE FILE NAME: FILEIN