REVIEWED RESUB1 BLD2021-1248+Structural_Analysis_or_Calculations+3.15.2022_2.32.13_PM+2739179Kimley)))Horn
Smartlink Group, LLC. Kevin Fraleigh, P.E.
11232 1201h Ave NE, Suite 204 3875 Embassy Pkwy #280
Kirkland, WA 98033 Akron, OH 44333
(406) 749-0046 (216) 505-8256
Date: March 2, 2022
K-H Project #: KHCLE-7686
Comprehensive Structural Analysis Report
Carrier Designation: T-Mobile Site ID: SE0451A
Sprint Legacy ID: SE52XC156
Client Site Number: THE EXECUTIVE HOMEOWNERS ASSOCIATION
T-Mobile Project: SPRINT RETAIN
Analysis Criteria: Code Requirements: TIA-222-H, 2018 IBC, 2018 WSBC
Ultimate Wind Speed: 98 mph w/ 0" Ice
Wind Speed w/ Ice: 30 mph w/ 1" Ice
Site Data: 1001 5th Ave S, Edmonds, WA 98020, Snohomish County
Latitude 47.46944054' N, Longitude 122.21542540' W
T-Mobile Market: SEATTLE WA
40.5 ft Structure Height w/ (6) Mount Pipes
41.5 ft — Mount Centerline Elevation
Ms. Kristina Lampert,
Kimley-Horn and Associates, Inc. is pleased to submit this "Comprehensive Structural Analysis Report" to
determine the structural integrity of the above mentioned building.
The purpose of the analysis is to determine acceptability of the structure stress level. Based on our analysis we
have determined the mount and shroud anchorage, under the following load case, to be:
Existing+Proposed:
Shroud Anchorage
Mount Anchorage
44.0% Pass
31.0% Pass
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 Page 2 - Analysis Criteria.
Structural analysis prepared by: Eric Embick, P.E.
Respectfully submitted by:
Michael Oglesby, P.E.
Lic. #51372, Exp. 05/16/2023
Kimley-Horn and Associates, Inc. COA #954
T-Mobile Site ID: SE01451A
Site Name: THE EXECUTIVE HOMEOWNERS ASSOCIATION
KH Job # KHCLE-7686
Page 2
■ INTRODUCTION
At the request of Smartlink Group, Kimley-Horn and Associates, Inc. performed a structural analysis of the
existing rooftop structure located in Edmonds, WA. The purpose of the analysis is to determine the adequacy
of the building to support the loading configuration outlined in Appendix A (Tower Analysis Summary Form),
pursuant to the referenced standards.
■ ANALYSIS CRITERIA
The analysis utilizes RISA 3D, v. 17.0.1, an industry -standard finite element analysis program used to create
an elastic three-dimensional model considering second -order effects per ANSI/TIA-222 requirements. The
program calculates member stresses for various loading cases and selected output from the analysis is included
in the appendices.
Note: This analysis does not contain a structural analysis of the existing building as insufficient
information was provided in the supporting documents. Site specific building information and an
analysis will be required in order to perform a full building analysis. All anchorage checks provided are
based on assumptions of the building construction material and thickness. Should any information be
provided which does not agree with the assumptions made in this calculation, Kimley-Horn shall be
contacted for a re -review of the site.
TIA-222 Revision:
TIA-222-H
Risk Category:
II
Ultimate Wind Speed:
98 mph
Exposure Category:
C
Topographic Factor at Base:
1.00
Topographic Factor at Mount:
1.00
Ice Thickness:
1.0 in
Wind Speed with Ice:
30 mph
Seismic Structure Class:
D
Seismic S.:
1.282
Seismic Si:
0.451
SUPPORTING DOCUMENTATION
Information on the current building geometry, member sizes, foundation dimensions, soil properties, and
antenna loading was obtained from the sources listed below. It is assumed that all information provided to
Kimley-Horn & Associates, Inc. is accurate. In the absence of information to the contrary, we assume the
structure has been properly erected and maintained per the original design drawings and the capacity has not
significantly changed from the "as new" condition.
Mount Mapping
Not Provided
Mount Design
Site Pro 1 WMA300, dated 01/10/2012
Perfect Vision PC-PMLSL2-4-B, dated 01/28/2019
Site Photos
Kimle -Horn, Project #: KHCLE-7682, dated 03/05/2021
Construction Drawings
Clearwire, Rev A, dated 03/19/2006
Previous Structural Analysis
Fullerton, dated 04/01/2015
Shroud Design
NB Engineering Services, Project#: 100111, dated 03/09/2022
Loading Data
T-Mobile RFDS SE01451A Version 1, dated 02/21/2021
T-Mobile Site ID: SE01451A
Site Name: THE EXECUTIVE HOMEOWNERS ASSOCIATION
KH Job # KHCLE-7686
Page 3
• RESULTS
The tables below show a maximum usage summary for each group of components in the structure. The usage
of a component is the ratio of force in the member compared to its calculated capacity. A more detailed report of
member usages can be found in the appendix at the end of this report. Usages greater than 100% indicate where
the force in the member exceeds its capacity. Usages up to 105% are considered acceptable per industry
standard practice.
Structure Usages:
Structure
Controlling
Result
Component
Usage
Shroud Anchorage
44.0%
Pass
Mount Anchorage
31.0%
Pass
■ CONCLUSIONS AND RECOMMENDATIONS
Per our structural analysis, the structure has been found to pass. The building can support the referenced loading
in accordance with the structural strength requirements of ANSI/TIA-222-H and 2018 Washington State Building
Code.
This analysis does not contain a structural analysis of the existing building as insufficient information
was provided in the supporting documents. Site specific building information and an analysis will be
required in order to perform a full building analysis. The usages acquired are based largely on
assumptions of the existing building.
T-Mobile Site ID: SE01451A KH Job # KHCLE-7686
Site Name: THE EXECUTIVE HOMEOWNERS ASSOCIATION Page 4
■ ASSUMPTIONS AND LIMITATIONS
Note: This analysis does not contain a structural analysis of the existing building as insufficient
information was provided in the supporting documents. Site specific building information and an analysis
will be required in order to perform a full building analysis. All anchorage checks provided are based on
assumptions of the building construction material and thickness. Should any information be provided
which does not agree with the assumptions made in this calculation, Kimley-Horn shall be contacted for
a re -review of the site.
This report is not a condition assessment of the structure and it's foudnation; It is an engineering analysis based
upon the theoretical capacity of the structure. Unless told otherwise, we assume the building to be in "like new"
condition. It is the responsibility of our client and the buliding owner to verify that the building section modeled
and loading considered is accurate. If these assumptions are not accurate, Kimley-Horn & Associates, Inc. should
be notified immediately to perform a revised analysis. This analysis assumes all antenna mounts are adequate to
support the existing and proposed loads. It is the carrier's responsibility to ensure antenna mount meets the
structural requirements of ANSI/TIA-222. Kimley-Horn & Associates, Inc. did not analyze antenna supporting
mounts as part of this structural analysis report.
All services are performed, results obtained, and recommendation made in accordance with generally accepted
engineering principles and practices. Kimley-Horn & Associates, Inc. is not responsible for the conclusions,
opinions and recommendations made by others based on the information in this report.
Kimley-Horn makes no warranties, expressed or implied in connection with this report and disclaims any liability
arising from original design, material, fabrication, and section deficiencies or corrosion of the building.
T-Mobile Site ID: SE01451A
Site Name: THE EXECUTIVE HOMEOWNERS ASSOCIATION
KH Job # KHCLE-7686
Page 5
APPENDIX A
Tower Analysis Summary Form
Tower Analysis Summary Form
General Info
Site Name
The Executive Homeowners Assoc.
Sprint Legacy ID
SE52XC186
T-Mobile Site ID
SE01451A
Date of Analysis
6/30/21
Company Performing Analysis
I Kimley-Horn
Tower Info
Description
Date
Tower Type (G, SST, MP)
Rooftop
Tower Height (top of steel AGL)
41'
Tower Manufacturer
N/A
Tower Model
N/A
Tower Design
N/A
Foundation Design
N/A
Geotech Report
N/A
Site Photos
Kimley-Horn Project #: KHCLE-7682
2/5/2021
Previous Structural Analysis
Fullerton
4/1/2015
Previous Modification Drawings
N/A
Foundation Mapping
I N/A
Steel Yield Strength (ksi)
Pipe 135
Angle 136
Existing / Reserved Loading
The information contained in this summary report is not to be used
independently from the PE stamped tower analysis.
Design Parameters
Design Code Used
TIA-222-H,
2018 IBC & ASCE 7-16
Location of Tower (County, State)
Snohomish, WA
Ultimate Wind Speed (mph)
98
Ice Thickness (in)
1
Risk Category (I, II, III, IV)
II
Exposure Category (B, C, D)
C
Topographic Category (1 to 5)
1 1
This report uses the Site Pro 1 WMA300 (dated 01/10/2012) and Perfect
Vision PC-PMLSL2-4-B (dated 01/28/2019) and must be installed in order
for the analysis results to be valid. This analysis does not contain a
structural analysis of the existing building as insufficient information was
provided in the supporting documents. Site specific building information
and an analysis will be required in order to perform a full building
analysis.
Analysis Results % Maximum Usage)
Existing + Proposed Condition
Proposed Mount Anchor (%) 1 11.0%
Proposed Shroud Anchor (%) I 29.0%
Antenna
L
Mount
Transmission Line
Antenna Owner
Mount
Height (ft)
Antenna CL (ft)
Quantity
Type
Manufacturer
Model
Azimuth
Quantity
Manufacturer
Type
Quantity
Model
Size
Internal /
External
Sprint
41.5
41.5
3
Panel
Unknown
Unknown
20/140/250
Unknown
Pipe Mount
3
Hybrid
1-1/4"
External
Sprint
41.5
41.5
3
Panel
Unknown
Unknown
20/140/250
on same mounts
Sprint
41.5
141.5
13
1 RRH
jUnknown
Unknown
on same mounts
Sprint
41.5
141.5
16
1 RRH
I Unknown
jUnknown
on same mounts
Note: All Loading shall be removed prior to the installation of the proposed equipment and have not been considered in this analysis.
Proposed Loading
Antenna M
Mount
Transmission Line
Antenna Owner
Mount
Height (ft)
Antenna CL (ft)
Quantity
Type
Manufacturer
Model
Azimuth
Quantity
Manufacturer
Type
Quantity
Model
Size
Internal /
External
T-Mobile
41.5
4 L ,
3
Panel
Nokia
AEHC
00/140/250
Site Pro 1
WMA300
3
HCS 2.0
1-5/8"
External
T-Mobile
41.5
41.5
3
Panel
Commscope
FFVV-65A-R2-V1
20/140/250
on same mounts
T-Mobile
41.5
41.5
3
RRH
Nokia
AHFIG
on same mounts
T-Mobile
41.5
41.5
3
RRH
Nokia
AHLOA
on same mounts
T-Mobile
141.5
141.5
12
ICOVP
1 Nokia
I HCS 2.0 Breakout Pendant
I
I
Ion same mounts
Note: The proposed loading shall be installed in addition to the remaining existing/reserved equipment at the same elevation.
T-Mobile Site ID: SE01451A
Site Name: THE EXECUTIVE HOMEOWNERS ASSOCIATION
KH Job # KHCLE-7686
Page 6
APPENDIX B
Risa Output Files
Kimley-Horn and Associates, Inc. SK - 1
EJE SE01451A Mar 2, 2022 at 11:04 AM
SE01451A.r3d
Kimley-Horn and Associates, Inc. SK - 2
EJE SE01451A Mar 2, 2022 at 11:05 AM
SE01451A.r3d
Section Sets
Mount Angle
Mount Pipe
Pipe -To -Pipe
RIGID
Kimley-Horn and Associates, Inc. SK - 3
EJE SE01451A Mar 2, 2022 at 11:06 AM
SE01451A.r3d
Kimley-Horn and Associates, Inc. SK - 4
EJE SE01451A Mar 2, 2022 at 11:07 AM
SE01451A.r3d
-36.59611
-36.59611
Loads: BLC 1, Dead
Kimley-Horn and Associates, Inc. SK - 5
EJE SE01451A Mar 2, 2022 at 11:09 AM
SE01451A.r3d
X Y
Member Code Checks Displayed (Enveloped)
Results for LC 1, Summary: 1.01D + 1.OW
Kimley-Horn and Associates, Inc. SK - 6
EJE SE01451A Mar 2, 2022 at 11:09 AM
SE01451A.r3d
Code Check
( Env )
No Cal
> 1.0
.90-1.0
.75-.90
.50-.75
0-50
X Y
Member Shear Checks Displayed (Enveloped)
Results for LC 1, Summary: 1.01D + 1.OW
Kimley-Horn and Associates, Inc. SK - 7
EJE SE01451A Mar 2, 2022 at 11:09 AM
SE01451A.r3d
Shear Check
( Env )
No Cal
> 1.0
.90-1.0
.75-.90
.50-.75
0-50
111RISA
A NEMETSCHEK COMPANY
Company Kimley-Horn and Associates, Inc.
Designer EJE
Job Number
Model Name SEO1451A
Mar 2, 2022
11:10 AM
Checked By:
Hot Rolled Steel Properties
I ahal F rksil (,. rksil Ni I Tharm !\l Fri F1 rlansiturk/ftARl Via1r1rksi1 Rv Fi Irksil Pt
1
A992
29000
11154
.3
.65
.49
50
1.1
65
1.1
2
A36 Gr.36
29000
11154
.3
.65
.49
36
1.5
58
1.2
3
A572 Gr.50
29000
11154
.3
.65
.49
50
1.1
65
1.1
4
A500 Gr.B RND
29000
11154
.3
.65
.527
42
1.4
58
1.3
5
A500 Gr.B Rect.
29000
11154
.3
.65
.527
46
1.4
58
1.3
6
A53 Gr.B
1 29000
11154
.3
.65
.49
35
1.6
60
1.2
7
Al085
1 29000
11154
.3
.65
.49
50
1.4
65
1.3
Hot Rolled Steel Section Sets
I ahal Ghana Tama rlacinn 1 ist Mntarinl rlasinn A rin91 lux/ rinAl 177 rinAl .1 rinAl
1
Mount Angle
L3X3X3
Beam
None
A36 Gr.36
T ical
1.09
.948
.948
.014
2
Mount Pie
P2 STD
Column
None
A53 Gr.B
Typical
1.075
.666
.666
1.331
3
Pipe -To -Pipe
PL6x3/8
Column
None
A53 Gr.B
Typical
2.25
.026
6.75
.101
Joint Coordinates and Temperatures
I ohol Y rinl V rinl 7 rinl T- rm r)nf-h Crnm rlinn
1
N 1
0
-6
0
0
2
N2
0
6
0
0
3
N3
0
-6
40
0
4
N4
0
6
40
0
5
N5
3
0
0
0
6
N6
3
0
40
0
7
N7
0
0
0
0
8
N8
0
0
40
0
9
N9
13
0
-3
0
10
N10
13
0
43
0
11
N11
13
0
37
0
12
N12
13
0
3
0
13
A1T
16
0
37
0
14
A1B
16
0
3
0
15
N15
13
0
19
0
16
RRH
10
0
19
0
17
N 17
3
0
-3
0
18
N18
3
0
43
0
19
N21
13
0
6
0
20
N22
13
0
34
0
21
N21A
3
0
6
0
22
N22A
3
0
34
0
Member Primary Data
I hel I Inint I Inint K Inint RntnteMenl Centinn/Chine Time rleeinn 1 ict KAnterinl rlecinn Rnlec
1
M1
N4
N3
180
Mount An le
Beam
None
A36 Gr.36
Typical
2
M2
N2
N1
180
Mount An le
Beam
None
A36 Gr.36
Typical
3
M3
N10
N9
Mount Pie
Column
None
A53 Gr.B
Typical
4
M4
N11
A1T
RIGID
None
None
RIGID
Typical
5
M5
N8
N6
RIGID
None
None
RIGID
T ical
6
M6
RRH
N15
RIGID
None
None
RIGID
Typical
7
M7
N7
N5
RIGID
None
None
RIGID
Typical
8
M8
N12
Al B
RIGID
None
None
RIGID
Typical
9
M9
N18
N17
Mount Pie
Column
None
A53 Gr.B
Typical
10
M10
N22
N22A
90 -Pipe-To-Pipe
Column
None
A53 Gr.B
Typical
RISA-3D Version 17.0.2 [KA... \... \... \... \... \... \5-SA Rerun\RISA\SE01451A.r3d] Page 1
Company Kimley-Horn and Associates, Inc. Mar 2, 2022
IIRISAoblgner Number : EJE Che11:1cAM ked By:
A NEMETSCHEK COMPANY Model Name SE01451A
Member Primary Data (Continued)
Label I Joint J Joint K Joint Rotate de Section/Shape Type Design List Material Desi n Rules
11 M11 N21 N21A 90 Pi e-To-Pi e Column None A53 Gr.B Typical
Basic Load Cases
RI (' nacrrinfinn rafannni X (:rauifv V (;ravifv 7 (:ravifv _Ininf Pnin# nicfrihuf Aran(KAa Cnrfnra/PlafaAA/alll
1
Dead
DL
-1
4
2
Dead of Ice
RL
4
6
4
Structure Wind (0)
None
12
5
Structure Wind (30)
None
12
6
Structure Wind (45)
None
12
7
Structure Wind (60)
None
12
8
Structure Wind (90)
None
12
9
Structure Wind (12...
None
12
10
Structure Wind (13...
None
12
11
Structure Wind (15...
None
12
12
Structure Wind w/..
None
12
13
Structure Wind w/..
None
12
14
Structure Wind w/..
None
12
15
Structure Wind w/..
None
12
16
Structure Wind w/..
None
12
17
Structure Wind w/..
None
12
18
Structure Wind w/..
None
12
19
Structure Wind w/..
None
12
20
Antenna Wind (0)
None
8
21
Antenna Wind (30)
None
8
22
Antenna Wind (45)
None
8
23
Antenna Wind (60)
None
8
24
Antenna Wind (90)
None
8
25
Antenna Wind (120)
None
8
26
Antenna Wind (135)
None
8
27
Antenna Wind (150)
None
8
28
Antenna Wind w/ I..
None
8
29
Antenna Wind w/ I...
None
8
30
Antenna Wind w/ L.
None
8
31
Antenna Wind w/ I...
None
8
32
Antenna Wind w/ I...
None
8
33
Antenna Wind w/ I...
None
8
34
Antenna Wind w/ I..
None
8
35
Antenna Wind w/ I...
None
8
36
Seismic X
ELX
4
6
37
Seismic Y
ELY
4
6
Load Combinations
rlaerrinfinn Cn P C RI (`Far RI (`Far RI ('Gar RI r Far RI r Far RI r Far RI r`Far RI r`Far RI rFar RI (`Far
1 ■ 1
��-m�m�----------------
��-m®m�m�--------------
m
+ 1.0WO
�o�m®momo�w�w�w�w�w�w�w
m.2D
�o�m®ommm�w�w�w�w�w�w�w
RISA-3D Version 17.0.2 [KA... \... \... \... \... \... \5-SA Rerun\RISA\SE01451A.r3d] Page 2
Company Kimley-Horn and Associates, Inc. Mar 2, 2022
11 RISA JobIgner Number : EJE ChecOAM ked By:
A NEMETSCHEK COMPANY Model Name SEO1451A
Load Combinations (Continued)
Description So..P... S... BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac...
m101wrfrllz
1
��-m®m�m�®�------------
1.QEM
•
1
�0-m®iiLY--------------
®1
1 1
®
1 • 1 1
®
1 • 1
®
1 •D + 1.QEM
RISA-3D Version 17.0.2 [KA... \... \... \... \... \... \5-SA Rerun\RISA\SE01451A.r3d] Page 3
111RISA
A NEMETSCHEK COMPANY
Company Kimley-Horn and Associates, Inc.
Designer EJE
Job Number
Model Name SEO1451A
Mar 2, 2022
11:10 AM
Checked By:
Joint Loads and Enforced Displacements (BLC 1 : Dead)
.Inint I ahal I n M nirartinn Mannifiiriaf/Ih k-ftl (in raril (Ih*sA9/in Ih*sA9*inll
1
Al T
L
Z
-36.596
2
Al B
L
Z
-36.596
3
RRH
L
Z
-83.8
4
RRH
L
Z
-79.4
Joint Loads and Enforced Displacements (BLC 2: Dead of Ice)
Inint I ahal I n M nirartinn Mannihiriaf(Ih k-ftl (in rari) (Ih*sA9/in Ih*sA9*in11
1
A1T
L
Z
-124.272
2
Al B
L
Z
-124.272
3
RRH
L
Z
-39.038
4
RRH
L
Z
-44.72
Joint Loads and Enforced Displacements (BLC 20 : Antenna Wind (0))
Joint Label
L,D.M
L
Direction
X
Ma nitude Ib k-ft in sad Ib*sA2/in Ib *SA 2*in
1
A1T
0
2
A1T
L
Y
0
3
A1B
L
X
0
4
A1B
L
Y
0
5
RRH
L
X
0
6
RRH
L
Y
0
7
RRH
L
X
0
8
RRH
L
Y
0
Joint Loads and Enforced Displacements (BLC 21 : Antenna Wind (30))
Joint Label
L.D.M
L
Direction
X
Ma nitude Ib k-ft in sad (lb *SA 2/in Ib *SA 2*in
1
A1T
0
2
A1T
L
Y
0
3
A1B
L
X
0
4
A1B
L
Y
0
5
RRH
L
X
0
6
RRH
L
Y
0
7
RRH
L
X
0
8
RRH
L
Y
0
Joint Loads and Enforced Displacements (BLC 22 : Antenna Wind (45))
Irvin+ I �hol 1 rl nA rlirortinn RA—nifi i i.rtih Ir-ffl !in r 41 /Ih*cA9/in Ih*cA9*inll
1
A1T L X
0
2
A1T
L
Y
0
3
A1B
L
X
0
4
A1B
L
Y
0
5
RRH
L
X
0
6
RRH
L
Y
0
7
RRH
L
X
0
8
RRH
L
Y
0
Joint Loads and Enforced Displacements (BLC 23 : Antenna Wind (60))
Irvin+ I ho1 1 rl KA rlirortinn RA—nifi i.rtIh le-ftl !in r A\ /Ih*cA9/in Ih*cA9*in\1
1
A1T
L X
0
2
A1T
L
Y
0
3
A1B
L
X
0
4
A1B
L
Y
0
5
RRH
L
X
0
6
RRH
L
y
0
RISA-3D Version 17.0.2 [KA... \... \... \... \... \... \5-SA Rerun\RISA\SE01451A.r3d] Page 4
111RISA
A NEMETSCHEK COMPANY
Company Kimley-Horn and Associates, Inc.
Designer EJE
Job Number
Model Name SEO1451A
Mar 2, 2022
11:10 AM
Checked By:
Joint Loads and Enforced Displacements (BLC 23 : Antenna Wind (60)) (Continued)
Joint Loads and Enforced Displacements (BLC 24 : Antenna Wind (90))
_Inint l nhal 1 fl M Nrartinn Mannitiiriaf(Ih Ir-ftl (in raril (lh*cA9/in Ih*cAg*inll
1
A1T
L
X
0
2
A1T
L
Y
0
3
A1B
L
X
0
4
A1B
L
Y
0
5
RRH
L
X
0
6
RRH
L
Y
0
7
RRH
L
X
0
8
RRH
L
Y
0
Joint Loads and Enforced Displacements (BLC 25 : Antenna Wind (120))
Inint I nhal 1 rl M Nrantinn Mannitwiaf(Ih i ftl (in raril (lh*cA9/in Ih*cAg*inll
1
A1T
L
X
0
2
A1T
L
Y
0
3
A1B
L
X
0
4
A1B
L
Y
0
5
RRH
L
X
0
6
RRH
L
Y
0
7
RRH
L
X
0
8
RRH
L
Y
0
Joint Loads and Enforced Displacements (BLC 26 : Antenna Wind (135))
Inint I nhal 1 rl M nirarrtinn Mannihiriaf/lh i ftl (in raril (lh*sA9/in Ih*cAg*inll
1
A1T
L
X
0
2
A1T
L
Y
0
3
A1B
L
X
0
4
A1B
L
Y
0
5
RRH
L
X
0
6
RRH
L
Y
0
7
RRH
L
X
0
8
RRH
L
Y
0
Joint Loads and Enforced Displacements (BLC 27 : Antenna Wind (150))
Inint I ahal I n M niractinn Mannihiriaf(Ih k-ftl (in raril (lh*sA9/in Ih*sA9*in11
1
A1T
L
X
0
2
A1T
L
Y
0
3
A1B
L
X
0
4
A1B
L
Y
0
5
RRH
L
X
0
6
RRH
L
Y
0
7
RRH
L
X
0
8
RRH
L
Y
0
Joint Loads and Enforced Displacements (BLC 28 : Antenna Wind w/ Ice (0))
Inint I ahal I n M niractinn Mannihiriaf(Ih k-ftl (in raril (Ih*sA9/in Ih*sA9*inll
1
A1T
L
X
0
2
A1T
L
Y
0
3
A1B
L
X
0
4
A1B
L
Y
0
5
RRH
L
X
0
RISA-3D Version 17.0.2 [KA... \... \... \... \... \... \5-SA Rerun\RISA\SE01451A.r3d] Page 5
111RISA
A NEMETSCHEK COMPANY
Company Kimley-Horn and Associates, Inc.
Designer EJE
Job Number
Model Name SEO1451A
Mar 2, 2022
11:10 AM
Checked By:
Joint Loads and Enforced Displacements (BLC 28 : Antenna Wind w/Ice (0)) (Continued)
Inint I ohal 1 h AA hirartinn NAnnniti inrllh Ie_f+l !in rnrll !Ih*cM/in Ih*cM*inll
6
RRH
L
Y
0
7
RRH
L
X
0
8
RRH
L
Y
0
Joint Loads and Enforced Displacements (BLC 29 : Antenna Wind w/ Ice (30))
.Inin# I Thal 1 rl NA rlirariinn RAnnniinrlar/Ih Ie-ftl tin raril /Ih*cA9/in Ih*cA9*inll
1
A1T
L
X
0
2
A1T
L
Y
0
3
A1B
L
X
0
4
A1B
L
Y
0
5
RRH
L
X
0
6
RRH
L
Y
0
7
RRH
L
X
0
8
RRH
L
y
0
Joint Loads and Enforced Displacements (BLC 30 : Antenna Wind w/ Ice (45))
Joint Label
L D M
Direction
X
Ma nitude Ib k-ftin sad (lb *SA 2/in Ib *SA 2*in
1
A1T
L
0
2
A1T
L
Y
0
3
A1B
L
X
0
4
A1B
L
Y
0 ir
5
RRH
L
X
0
6
RRH
L
Y
0
7
RRH
L
X
0
8
RRH
L
Y
0
Joint Loads and Enforced Displacements (BLC 31 : Antenna Wind w/ Ice (60))
Joint Label
L.D.M Direction
L X
Ma nitude Ib k-ftin sad (lb *SA 2/in Ib *SA 2*in
1
A1T
0
2
A1T
L
Y
0
3
A1B
L
X
0
4
A1B
L
Y
0
5
RRH
L
X
0
6
RRH
L
Y
0
7
RRH
L
X
0
8
RRH
L
Y
0
Joint Loads and Enforced Displacements (BLC 32 : Antenna Wind w/Ice (90))
_Inint I nhal I n M nirariinn RAnnnitiiriar/Ih Ir-ftl (in raril /Ih*cA9/in Ih*cA9*inll
1
A1T
L
X
0
2
A1T
L
Y
0
3
A1B
L
X
0
4
A1B
L
Y
0
5
RRH
L
X
0
6
RRH
L
Y
0
7
RRH
L
X
0
8
RRH
L
Y
0
Joint Loads and Enforced Displacements (BLC 33 : Antenna Wind w/Ice (120))
_Inint I nhal I n M nirartinn RAnnnitiiriar/Ih Ir-ftl (in raril /lh*cA9/in Ih*cA9*inll
1
A1T
L
X
0
2
A1T
L
Y
0
3
A1B
L
X
0
4
A1B
L
y
0
RISA-3D Version 17.0.2 [KA... \... \... \... \... \... \5-SA Rerun\RISA\SE01451A.r3d] Page 6
Company Kimley-Horn and Associates, Inc. Mar 2, 2022
11 RISA JobIgner Number : EJE ChecOAM ked By:
A NEMETSCHEK COMPANY Model Name SEO1451A
Joint Loads and Enforced Displacements (BLC 33 : Antenna Wind w/ Ice (120)) (Continued)
mint I h.1 1 rl nA r)irontinn KA—if—im tlh le-ftl tin —11 tIh*cA9/in Ih*cA9*inll
5
RRH
L
X
0
6
RRH
L
y
0
7
RRH
L
X
0
8
RRH
L
y
0
Joint Loads and Enforced Displacements (BLC 34 : Antenna Wind w/Ice (135))
Irvin+ I o1-1 1 h AA ni—tInn RA—nit—Jortlh Ir_f+l tin —IN tIh*cA7/in Ih*cA7*inll
1
A1T L X
0
2
A1T
L
y
0
3
A1B
L
X
0
4
A1B
L
y
0
5
RRH
L
X
0
6
RRH
L
y
0
7
RRH
L
X
0
8
RRH
L
y
0
Joint Loads and Enforced Displacements (BLC 35 : Antenna Wind w/ Ice (150))
Joint Label
L.D.M
L
Direction
X
Ma nitude Ib k-ft in sad (lb *SA 2/in Ib *SA 2*in
1
A1T
0
2
A1T
L
y
0
3
A1B
L
X
0
4
A1B
L
y
0
5
RRH
L
X
0
6
RRH
L
y
0
7
RRH
L
X
0
8
RRH
L
y
0 IL
Joint Loads and Enforced Displacements (BLC 36 : Seismic X)
Joint Label
L.D.M
L
Direction
X
Ma nitude Ib k-ft in sad (lb *SA 2/in Ib *SA 2*in
1
Al T
15.639
2
Al B
I L
I X
11WEF 15.639
3
RRH
L
X
35.811
4
RRH
L
X
33.93
Joint Loads and Enforced Displacements (BLC 37 : Seismic Y)
Inint I hcl 1 r) nA hirontinn RA—itnricrtlh Ir-ftl tin —11 tIh*cA9/in Ih*cA9*inll
1
Al T
L
y
15.639
2
Al B
L
y
15.639
3
RRH
L
y
35.811
4
RRH
L
y
33.93
Member Point Loads
Member Label Direction Ma nitude Ib k-ft Location in
No Data to Print ...
Member Distributed Loads (BLC 2: Dead of Ice)
AAomhor I �hol rliron+inn Q+o.-+ AAon 4 —lorlh/f+ c-4 c Q+or+ I nno+innrin O/_7 Cn,4 I nno+innrin O/_7
1
M 1
Z
-5.967
-5.967
0
0
2
M2
Z
-5.967
-5.967
0
0 BEF
3
M3
Z
-4.248
-4.248
0
0
4
M9
Z
-4.248
-4.248
0
0
5
M 10
Z
-6.352
-6.352
0
0
RISA-3D Version 17.0.2 [KA... \... \... \... \... \... \5-SA Rerun\RISA\SE01451A.r3d] Page 7
Company Kimley-Horn and Associates, Inc. Mar 2, 2022
11 RISA Job1gner Number : EJE ChecOAM ked By:
A NEMETSCHEK COMPANY Model Name SEO1451A
Member Distributed Loads (BLC 2: Dead of Ice) (Continued)
Member Label Direction Start Ma nitude Ib/ft ... End Ma nitude Ib/ft F... Start Location[in,%1 End Location in
6 Mil Z -6.352 -6.352 1 0 0
Member Distributed Loads (BLC 4: Structure Wind (0))
Mamhar I ahal nirartinn Start Mannifurlarlh/ft Fnrl Mannifurlarlh/ft F Start 1 nrntinnrin %1 Fnrl 1 nrnfinnrin 0M
1
M1
X
-11.054
-11.054
0
0
2
M1
Y
0
0
0
0
3
M2
X
-11.054
-11.054
0
0
4
M2
Y
0
0
0
0
5
M3
X
-5.251
-5.251
0
0
6
M3
Y
0
0
0
0
7
M9
X
-5.251
-5.251
0
0
8
M9
Y
0
0
0
0
9
M10
X
0
0
0
0
10
M10
Y
0
0
0
0
11
M11
X
0
0
0
0
12
M11
Y
0
0
0
0
Member Distributed Loads (BLC 5: Structure Wind (30))
Member Label
Direction
X
Start Ma nitude Ib/ft ...
End Ma nitude Ib/ft F...
Start Location in %
End Location in
1
M1
-7.18
-7.18
0
0
2
M1
Y
4.145
4.145
0
0
3
M2
X
-7.18
-7.18
0
0
4
M2
Y
4.145
4.145
0
0
5
M3
X
-4.547
-4.547
0
0
6
M3
Y
2.625
2.625
0
0
7
M9
X
-4.547
-4.547
0
0
8
M9
Y
2.625
2.625
0
0
9
M10
X
-4.787
-4.787
0
0
10
M10
Y
2.764
2.764
0
0
11
Mil
X
-4.787
-4.787
0
0
12
Mil
Y
2.764
2.764
0
0
Member Distributed Loads (BLC 6: Structure Wind (45))
KA-k- i kni rliron+inn Ctnr+ RAnnni+i finnk/f+ C-4 KA-;+i v+orlhm C Ctnr+ 1-+innnn o%7 CnA I nn f;-r;n o%1
1
M1
X
-3.908
-3.908
0
0
2
M1
Y
3.908
3.908
0
0
3
M2
X
-3.908
-3.908
0
0
4
M2
Y
3.908
3.908
0
0
5
M3
X
-3.713
-3.713
0
0
6
M3
Y
3.713
3.713
0
0
7
M9
X
-3.713
-3.713
0
0
8
M9
Y
3.713
3.713
0
0
9
M10
X
-7.816
-7.816
0
0
10
M10
Y
7.816
7.816
0
0
11
Mil
X
-7.816
-7.816
0
0
12
M11
Y
7.816
7.816
0
0
Member Distributed Loads (BLC 7: Structure Wind (60))
RA-hcr i h.1 ni-firm Qfnr+ RAnnni+, irinnF /fh Fnrl RAnnni+, irlorlh/fh r Ctmr+ 1-+innrin 0%1 Fnri I-finnrin 0%1
1
M1
X
-1.382
-1.382
0
0
2
M1
Y
2.393
2.393
0
0
3
M2
X
-1.382
-1.382
0
0
4
M2
Y
2.393
2.393
0
0
5
M3
X
-2.625
-2.625
0
0
6
M3
Y
4.547
4.547
0
0
RISA-3D Version 17.0.2 [KA... \... \... \... \... \... \5-SA Rerun\RISA\SE01451A.r3d] Page 8
Company Kimley-Horn and Associates, Inc. Mar 2, 2022
11 RISA Job1gner Number : EJE ChecOAM ked By:
A NEMETSCHEK COMPANY Model Name SEO1451A
Member Distributed Loads (BLC 7: Structure Wind (60)) (Continued)
AAamhar I Thal nirartinn Curt AAnnnifi irlaflh/f+ Gnrl Unnnifi irlaflh/ft G Curt 1-tinnnn om Gnfl I-tinnrin om
7
M9
X
-2.625
-2.625
0
0
8
M9
Y
4.547
4.547
0
0
9
M10
X
-8.291
-8.291
0
0
10
M10
Y
14.36
14.36
0
0
11
Mil
X
-8.291
-8.291
0
0
12
M i i--=
Y
14.36
14.36
0
0
Member Distributed Loads (BLC 8: Structure Wind (90))
KAamhar I nhal nirar+inn C+art Manniti irlaflh/ft Fnrl Manniti irlaflh/ft F C+art I nratinnrin 0/-1 Fnfl 1 nratinnrin 0/-1
1
M1
X
0
0
0
0
2
M1
Y
0
0
0
0
3
M2
X
0
0
0
0
4
M2
Y
0
0
0
0
5
M3
X
-le-6
-1 a-6
0
0
6
M3
Y
5.251
5.251
0
0
7
M9
X
-le-6
-1 a-6
0
0
8
M9
Y
5.251
5.251
0
0
9
M10
X
-5e-6
-5e-6
0
0
10
M10
Y
22.108
22.108
0
0
11
Mil
X
-5e-6
-5e-6
0
0
12
Mil
Y
22.108
22.108
0
0
Member Distributed Loads (BLC 9: Structure Wind (120))
Uamhar I ahal nirartinn Ctnrt Unnniti Irlaflh/ft Fnrl KAannitl lrianh/ff F Ctnrt 1 nratinnfin 0/ 1 Fnrl 1 nratinnrin 0/ 1
1
M 1
X
1.382
1.382
0
0
2
M 1
Y
2.393
2.393
0
0
3
M2
X
1.382
1.382
0
0
4
M2
Y
2.393
2.393
0
0
5
M3
X
2.625
2.625
0
0
6
M3
Y
4.547
4.547
0
0
7
M9
X
2.625
2.625
0
0
8
M9
Y
4.547
4.547
0
0
9
M10
X
8.291
8.291
0
0
10
M10
Y
14.36
14.36
0
0
11
Mil
X
8.291
8.291
0
0
12
Mil
Y
14.36
14.36
0
0
Member Distributed Loads (BLC 10 : Structure Wind (135))
AAomhor I �hol flironfinn Q+or+ AA-4 1-flh/ff Cnfl RAonnifi-4-nKm c Q+or+ I nno+innrin oil Cnfl I nno+innrin oil
1
M 1
X
3.908
3.908
0
0
2
M 1
Y
3.908
3.908
0
0
3
M2
X
3.908
3.908
0
0
4
M2
Y
3.908
3.908
0
0
5
M3
X
3.713
3.713
0
0
6
M3
Y
3.713
3.713
0
0
7
M9
X
3.713
3.713
0
0
8
M9
Y
3.713
3.713
0
0
9
M10
X
7.816
7.816
0
0
10
M10
Y
7.816
7.816
0
0
11
M11
X
7.816
7.816
0
0
12
M11
Y
7.816
7.816
0
0
Member Distributed Loads (BLC 11 : Structure Wind (150))
Member Label Direction Start Ma nitude Ib/ft ... End Ma nitude Ib/ft IF... Start Locationrin,%l End Location in %
1 M1 X 7.18 7.18 1 0 0
RISA-3D Version 17.0.2 [KA... \... \... \... \... \... \5-SA Rerun\RISA\SE01451A.r3d] Page 9
Company Kimley-Horn and Associates, Inc. Mar 2, 2022
11 RISA JobIgner Number : EJE Chec0AM ked By:
A NEMETSCHEK COMPANY Model Name SE01451A
Member Distributed Loads (BLC 11 : Structure Wind (150)) (Continued)
Member Label Direction Start Maanitudeflb/ft.... End Maanitudeflb/ft.F... Start Locationrin.%l End Locationrin.%l
2
M1
Y
4.145
4.145
0
0
3
M2
X
7.18
7.18
0
0
4
M2
Y
4.145
4.145
0
0
5
M3
X
4.547
4.547
0
0
6
M3
Y
2.625
2.625
0
0
7
M9
X
4.547
4.547
0
0
8
M9
Y
2.625
2.625
0
0
9
M10
X
4.787
4.787
0
0
10
M10
Y
2.764
2.764
0
0
11
Mil
X
4.787
4.787
0
0
12
Mil
Y
2.764
2.764
0
0
Member Distributed Loads (BLC 12: Structure Wind w/Ice (0))
Member Label Direction Start Maanitude[lb/ft.... End Maanitude[lb/ft.F... Start Locationrin.%l End Locationrin.%l
1
M1
X
-.51
-.51
0
0
2
M1
Y
0
0
0
0
3
M2
X
-.51
-.51
0
0
4
M2
Y
0
0
0
0
5
M3
X
-.916
-.916
0
0
6
M3
Y
0
0
0
0
7
M9
X
-.916
-.916
0
0
8
M9
Y
0
0
0
0
9
M10
X
0
0
0
0
10
M10
Y
0
0
0
0
11
M11
X
0
0
0
0
12
M11
Y
0
0
0
0
Member Distributed Loads (BLC 13 : Structure Wind w/Ice (30))
1
Member Label
M1
Direction
Start Ma nitude Ib/ft ...
End Ma nitude Ib/ft F...
Start Location[in.%l
End Location in
X
-.331
-.331
0
0
2
M1
Y
.191
.191
0
0
3
M2
X
-.331
-.331
0
0
4
M2
Y
.191
.191
0
0
5
M3
X
-.793
-.793
0
0
6
M3
Y
.458
.458
0
0
7
M9
X
-.793
-.793
0
0
8
M9
Y
.458
.458
0
0
9
M10
X
-.361
-.361
0
0
10
M10
Y
.209
.209
0
0
11
Mil
X
-.361
-.361
0
0
12
Mil
Y
.209
.209
0
0
Member Distributed Loads (BLC 14 : Structure Wind w/Ice (45))
1
Member Label
M1
Direction
X
Start Magnitude[lb/ft,...End
-.18
Magnitude[Ib/ft,F...
-.18
Start Location[in,%]
0
End Location[in
0
2
M1
Y
.18
.18
0
0
3
M2
X
-.18
-.18
0
0
4
M2
Y
.18
.18
0
0
5
M3
X
-.648
-.648
0
0
6
M3
Y
.648
.648
0
0
7
M9
X
-.648
-.648
0
0
8
M9
Y
.648
.648
0
0
9
M10
X
-.59
-.59
0
0
10
M10
Y
.59
.59
0
0
11
Mil
X
-.59
-.59
0
0
RISA-3D Version 17.0.2 [KA... \... \... \... \... \... \5-SA Rerun\RISA\SE01451A.r3d] Page 10
Company Kimley-Horn and Associates, Inc. Mar 2, 2022
11 RISA Job1gner Number : EJE ChecOAM ked By:
A NEMETSCHEK COMPANY Model Name SEO1451A
Member Distributed Loads
(BLC 14 : Structure Wind w/ Ice (45)) (Continued)
Member Label Direction
Start Ma nitude Ib/ft ... End Ma nitude Ib/ft F...
Start Location[in,%1
End Location in
12 Mil
y .59 .59
1 0
0
Member Distributed Loads (BLC 15 : Structure Wind w/Ice (60))
Mamhar I ahal nirartinn Start Mannifurlarlh/ft Fnrl Mannifurlarlh/ft F Start 1 nrntinnrin %1 Fnrl 1 nrnfinnrin 0M
1
M1
X
-.064
-.064
0
0
2
M1
Y
.11
.11
0
0
3
M2
X
-.064
-.064
0
0
4
M2
Y
.11
.11
0
0
5
M3
X
-.458
-.458
0
0
6
M3
Y
.793
.793
0
0
7
M9
X
-.458
-.458
0
0
8
M9
Y
.793
.793
0
0
9
M 10
X
-.626
-.626
0
0
10
M 10
Y
1.084
1.084
0
0
11
Mil
X
-.626
-.626
0
0
12
Mil
Y
1.084
1.084
0
0
Member Distributed Loads (BLC 16 : Structure Wind w/Ice (90))
Member Label
Direction
X
Start Ma nitude Ib/ft ...
End Ma nitude Ib/ft F...
Start Location in %
End Location in
1
M1
0
0
0
0
2
M1
Y
0
0
0
0
3
M2
X
0
0
0
0
4
M2
Y
0
0
0
0
5
M3
X
0
0
0
0
6
M3
Y
.916
.916
0
0
7
M9
X
0
0
0
0
8
M9
Y
.916
.916
0
0
9
M10
X
0
0
0
0
10
M 10
Y
1.669
1.669
0
0
11
M11
X
0
0
0
0
12
Mil
Y
1.669
1.669
0
0
Member Distributed Loads (BLC 17 : Structure Wind w/ Ice (120))
KA-k- I kni rliron+inn Ctnrt KA-it v+orlh/f+ r=-4 KA-nit vinrlh/f+ G Ct�r+ I nn�finnrin °%7 Cn�J I nn�4innrin °%1
1
M1
X
.064
.064
0
0
2
M1
Y
.11
.11
0
0
3
M2
X
.064
.064
0
0
4
M2
Y
.11
.11
0
0
5
M3
X
.458
.458
0
0
6
M3
Y
.793
.793
0
0
7
M9
X
.458
.458
0
0
8
M9
Y
.793
.793
0
0
9
M 10
X
.626
.626
0
0
10
M 10
Y
1.084
1.084
0
0
11
Mil
X
.626
.626
0
0
12
Mil
Y
1.084
1.084
0
0
Member Distributed Loads (BLC 18: Structure Wind w/ Ice (135))
RA-hcr I h.1 ni-fine Ctor+ RAnnni+, v+orlh/fh Fnrl RAnnni+, irlorlh/fh G Ctmr+ 1-+innrin 0%1 Fnr1 1-finnrin 0%1
1
M1
X
.18
.18
0
0
2
M1
Y
.18
.18
0
0
3
M2
X
.18
.18
0
0
4
M2
Y
.18
.18
0
0
5
M3
X
.648
.648
0
0
6
M3
Y
.648
.648
0
0
RISA-3D Version 17.0.2 [KA... \... \... \... \... \... \5-SA Rerun\RISA\SE01451A.r3d] Page 11
Company Kimley-Horn and Associates, Inc. Mar 2, 2022
11 RISA Job1gner Number : EJE ChecOAM ked By:
A NEMETSCHEK COMPANY Model Name SEO1451A
Member Distributed Loads (BLC 18 : Structure Wind w/ Ice (135)) (Continued)
AAamhar I Thal ni-tinn Ctort AAnnnifi irlarlh/f+ Gnrl Unnnifi irlarlh/ft G Ctort 1-tinnnn om Gnfl I-tinnrin om
7
M9
X
.648
.648
0
0
8
M9
Y
.648
.648
0
0
9
M 10
X
.59
.59
0
0
10
M 10
Y
.59
.59
0
0
11
Mil
X
.59
.59
0
0
12
M 11
Y
.59
.59
0
0
Member Distributed Loads (BLC 19 : Structure Wind w/ Ice (150))
KAamhar I nhal nirartinn Ctorf Manni+i irlaflh/ft Fnrl Manni+i irlaflh/ft F C#art I nra+innrin 0/-1 Fnrl 1 nratinnrin 0/-1
1
M 1
X
.331
.331
0
0
2
M1
Y
.191
.191
0
0
3
M2
X
.331
.331
0
0
4
M2
Y
.191
.191
0
0
5
M3
X
.793
.793
0
0
6
M3
Y
.458
.458
0
0
7
M9
X
.793
.793
0
0
8
M9
Y
.458
.458
0
0
9
M 10
X
.361
.361
0
0
10
M 10
Y
.209
.209
0
0
11
Mil
X
.361
.361
0
0
12
Mil
Y
.209
.209
0
0
Member Distributed Loads (BLC 36 : Seismic X)
Uamhar I ahal nirartinn Ctnrt Unnniti irlaflh/ft Fnrl KAanni+i Aanh/ft F Ctnrr 1 nratinnrin 0/ 1 Fnrl 1 nratinnrin 0/ 1
1
M 1
X
1.585
1.585
0
0
2
M2
X
1.585
1.585
0
0
3
M3
X
1.562
1.562
0
0
4
M9
X
1.562
1.562
0
0
5
M 10
X
3.272
3.272
0
0
6
Mil
X
3.272
3.272
0
0
Member Distributed Loads (BLC 37 : Seismic Y)
1
Member Label
M 1
Direction
Start Ma nitude Ib/ft ... End Ma nitude Ib/ft F...
Start Location in %
End Location in
Y
1.585 1.585
0
0
2
M2
Y
1.585 1.585
0
0
3
M3
Y
1.562 1.562
0
0
4
M9
Y
1.562 1 1.562
0
0
5
M 10
Y
3.272 3.272
0
0
6
Mil
Y
3.272 3.272
0
0
Member Area Loads
Joint A Joint B Joint C Joint D Direction Distribution Ma nitude s
No Data to Print ...
Envelope Joint Reactions
1nin+ Y rlhl 1 r v rlhl 1 r 7 nhl 1 r RAY rIf-f+l 1 C NAv rlr-f+l 1 r` RA7 rlr-ftl 1 C
1
N3
max
13.485
64
27.895
63
173.253
25
0
66
0
66
0
66
2
min
-115.134
24
-27.895
39
41.182
50
0
1
0
1
0
1
3
N4
max
13.485
54
27.895
63
173.253
29
0
66
0
66
0
66
4
min
-115.134
30
-27.895
39
41.182
36
0
1
0
1
0
1
5
N2
max
115.351
22
32.916
63
197.331
22
0
66
0
66
0
66
6
min
-19.548
46
-32.916
39
44.906
45
0
1
0
1
0
1
RISA-3D Version 17.0.2 [KA... \... \... \... \... \... \5-SA Rerun\RISA\SE01451A.r3d] Page 12
11RISCompany
A
Designer
Job Number
Model Name
Kimley-Horn and Associates, Inc.
EJE
SE01451A
Mar 2, 2022
11:10 AM
Checked By:
Envelope Joint Reactions (Continued)
inint Y nhl i (` v rihl i (` 7 nhl i (` RAY r4_ftl i r` KAV nr_ftl i r` nn7 rlr_ftl i r`
7
N 1
max 115.351
32
32.916
63
197.331
32
0 66
0 66 0 66
8
min-19.548
40
-32.916
39
44.906
41
0 1
0 1 0 1
9
Totals:
max 121.621
51
121.621
63
728.915
19
10
min-121.621
43
-121.621
39
284.604
1
Envelope RISC 15th(360-16): LRFD Steel Code Checks
Mamhar Shnna (.nrla (.hark I nrfinll ('. Shaar I nrrinlrlirl (. nhi*Pnrr, nhi*Pnt r nhi*Mn nhi*KAn (.h Frin
1
M 10
PL6x3/8
.256
10
29
.008
10
z
31
45512.9..
70875 .554
8.859
1..
H 1-1 b
2
Mil
PL6x3/8
.254
10
33
.008
10
z
31
45512.9..
70875
.554
8.859
1 -
H 1-1 b
3
M3
P2 STD
.091
36.8...19
.012
36.8...
19
28419.3..
33847.7..
1.997
1.997
1 H1-1b
4
M1
L3X3X3
.084
6
30
.016
0
2928334.9..
35316
1.32
2.905
1.. H2-1
5
M9
P2 STD
.062
36.8...29
.035
42.6...
63
28419.3..
33847.7..
1.997
1.997
2.. H1-1b
6
M2
L3X3X3
.060
6
22
.018
12
32
28334.9..
35316
1.32
2.905
1.,
H2-1
RISA-3D Version 17.0.2[K:\... \... \... \... \... \... \5-SA Rerun\RISA\SE01451A.r3d] Page 13
T-Mobile Site ID: SE01451A
Site Name: THE EXECUTIVE HOMEOWNERS ASSOCIATION
KH Job # KHCLE-7686
Page 7
APPENDIX C
Shroud Calculations
(By Others, For Reference Only)
NB+C Engineering Services
Raycap Screen Wall Design
Prepared for Raycap Concealment — T-Mobile New Site Build
SITE INFORMATION
Address
T-Mobile Site Name
Raycap Project Number
NB+C Project Number
Date
NB+C Engineering Services, LLC
Prepared by: Anila Rajbhandari Shakya, P.E.
Respectfully Submitted by:
Philip Voegtle Jr., P.E.
Senior Structural Specialist
WA PE License #56812
1001 5th Ave S
Edmonds, WA 98020
The Executive
TM21-00586H-32R2
100111
February 23, 2022, Rev 2
56812
2/23/2022
NB+C ES, LLC Standard Calculation Sheet 1
6095 Marshalee Drive Subject: Date: 3/9/2022
Suite 300 STEALTH® Screen Design The Executive.xmcd
Elkridge, MD 21075 JOB NUMBER: 100111
1. Wind Load on Proposed Screenina PerASCE/SE17-16:
ASCE/SEI 7-16 Reference
Occupancy Category:
II
Table 1.5-1
Exposure:
Exp:= "C"
Section 26.7.3
Topographic Factor:
Kzt:= 1.0
Section 26.8
Wind Directional Factor:
Kd := 0.85
Table 26.6-1
Ground Elevation Factor:
Ke := 1.0
Section 26.9
Gust Effect Factor:
G := 0.85
iwv
Section 26.11.1
Basic Wind Speed (mph):
V:= 98
iwv
Figure 26.5-1 A-D
Building HeightAGL (ft):
h := 40.5
Top HeightAGL (ft):
z := 43
Velocity Pressure Exposure
zg:=
1200 if Exp = "B"
= 900 Table 26.11-1
Coefficient:
900 if Exp = "C"
700 if Exp = "D"
a:=
7 if Exp = "B"
= 9.5
9.5 if Exp = "C"
11.5 if Exp = "D"
2
max(15 z)
Table 26.10-1
Kz:=
2.01.
= 1.06
zg J
Consider Proposed Screening
as Parapet for Reactions on Framing:
Velocity Pressure (pst):
qp := 0.00256• KZ Kzf
Kd• Ke V2psf Equation 26.10.2
qp = 22.1•ps
Combined Net Pressure Coefficient:
GCpn := 1.0 (Leeward) Section 27.3.4
Design Wind Pressure (psf):
pp := qp• GCpn
Equation 27.3-3
pp = 22.1•ps
Combined Net Pressure Coefficient: Gam:= 1.5 (Windward) Section 27.3.4
Design Wind Pressure (psf): q • GC
p pn Equation 27.3-3
pp = 33.2.ps
NB+C ES, LLC Standard Calculation Sheet 2
6095 Marshalee Drive Subject: Date: 3/9/2022
Suite 300 STEALTH® Screen Design The Executive.xmcd
Elkridge, MD 21075 JOB NUMBER: 100111
Radorne on top of building roof
Length of the radome
Height of the radome
Wind Load
= 7ft
1:= loft
WL : = pp• L• H = 2325.1 • lbf
Seismic Demands check on Non Structural Components
SDS:= 1.283
a := 2.5
1.0
Wp := 10001bf
Rp := 3
Horizontal Force
Table 13.5-1/13.6-1
Section 13.1.3
Assumed from RISA
Table 13.5-1/13.6-1
13.3.1.1
Fh := min max
0.4ap• SDS• Wp • C1 + 2• z —1 0.3SD5Ip• W 1.6SD9 Ip W
R hJ
I J J
Fh = 1335.8•lbf
Vertical Force 13.3.1.2
Fv:= 0.2• SDS• Wp = 256.6lbf
Hence := "Wind loading governs" if Fh < WL
"Seismic loading governs" if Fh > WL
Hence — "Wind loading governs"
Panel Fastner Check
Total number of bolts at 12" O.0 7
Number of levels n := 2
For #14 SS screw with 3/8" SS FW (Conservative assumption from stealth handbook)
Punch Through Capacity between panel screw and fastner head Tc := 1751bf• N• n = 2.450• kip
Total Load on the Panel Tp := 0.6pp• L. H = 1.395• kip
Hence = "O.K"
NB+C ES, LLC Standard Calculation Sheet 3
6095 Marshalee Drive Subject: Date: 3/9/2022
Suite 300 STEALTH® Screen Design The Executive.xmcd
Elkridge, MD 21075 JOB NUMBER: 100111
Columnn Reactions from RISAAnalysis
Joint
X [k]
L.0
Y [k]
LC Z [k]
N65
mac
.331
13
.761
0
.400
min
-.849
0
z
0
N15
mac
.357
8
.711
8
-18
min
-.334
1
0
2?
hd50
mac
709
0
.695
_
it }
min
-.219
14
0
-.185
N 6 8
mac
.502
3
0
2
.013
min
-.411
1,3
8
0
-.168
P'dl]II
may
033
1-
I
2
.053
min
-.374
8
-.-;87
-.042
I159
1 max
j .19v
j
j '1
j2j
0
min
0
2
2°3'
0
-.021
Beam: M53
Shape:
L4X4X6
Material:
FRP
Length:
3.5 ft
I Joint:
N44
J Joint:
N48
Envelope
Cade Check: 0.068 (LC 15)
Report Based On 97 Sections
01 at 1.; 1 ft .002 at F , ft
Dz
Dy in
-.011 at Oft
-.008 at 1.677 ft
.119 at 0 ft
.025 at Oft
A k Vy k
-.022 at 0 ft
-.118 at 0 It
Check for 1/2" FRP Bolts:
Fx:= 251bf
Fy:= 1191bf
Fz : = 91bf
Pb.ult 20001bf
Vb.ult 26001bf
FS:= 3
N: = 2
Ma)amum Tension force (inY-direction)
Ma)amum Shearat each (in X and Z direction)
005at0ft
Vz k
-.009 at 3.5 ft
Ma)amum Design Forces from RISA
Ultimate Tensile Capacity of FRP Bolts
Ultimate Shear capacity of FRP Bolts
Factor of Safety
Numberof Bolts
FS• Pmax FS• Vmax
Inter : _ + = 3.4• %
N Pb.ult N. Vb.ult
Hence = "O.K"
Pmax Fx = 25• lbf
Vmax := Fx + Fz
Vmax = 26.6• lbf
x
1
1
Loads: eLc 1, oEno
Envelope oMy WO'.
NB+C ES SK-2
ARS The Executive Mar 9, 2022 at 4:34 PM
100111 Rendering The Executive - Copy.r3d
Y F tlon etc
E abg9e�
Z�X
Wi
g
� aF
F
W
°Vb e
2
d `
a pF
2
7
PF
Enval OMy W'"'.
NB+C ES SK - 7
ARS The Executive Mar 9, 2022 at 4:38 PM
100111 Section Sets The Executive - Copy.r3d
x
03-f
Loads: BLC 3, W INo Z
Envelope oMy Bdudos
NB+C ES SK - 4
ARS The Executive Mar 9, 2022 at 4:37 PM
100111 Wind Load The Executive -Copy.r3d
x
I
j.1
Loads: eLc z, WIND x
Envelope oNy 9 1—.
NB+C ES SK - 5
ARS The Executive Mar 9, 2022 at 4:38 PM
100111 Wind Load The Executive -Copy.r3d
oz
s� z
o,
0
ti
DIspla d(EvIl d)
elope Only Solution
NB+C ES SK - 3
ARS The Executive Mar 9, 2022 at 4:37 PM
100111 Member Stress The Executive - Copy.r3d
IIIRISA'
A NEMETSCHEK COMPAN`'
Company
Designer
Job Number
Model Name
NB+C ES
ARS
100111
The Executive
Checked By: PJV
Hot Rolled Steel Properties
I �hel C rLcil r] rLcil Ali. Therm //4 Cr. C) rlcnoitvrL/ftA'21 v;niwLcil Dv m.rL-il Dt
1
A36 Gr.36
29000
11154
.3
.65
.49
36
1.5
58
1 1.2
2
A572 Gr.50
29000
11154
.3
.65
.49
50
1.1
65
1.1
3
A992
29000
11154
.3
.65
.49
50
1.1
65
1.1
4
A500 Gr.B R...
29000
11154
.3
.65
.527
42
1.4
58
1.3
5
500 Gr.B Rect
29000
11154
.3
.65
.527
46
1.4
58
1.3
6
A53 Gr.B
29000
11154
.3
.65
.49
35
1.6
60
1.2
7
A1085
29000
11154
.3
.65
.49
50
1.4
65
1.3
8
FRP
2800
450
.35
.44
.12
16.67
1.5
30
1.2
Hot Rolled Steel Section Sets
I nhal Chnna Tuna r)acinn 1 ict Matarial r)acinn A rin71 i%A/ rindl 177 rindl .I rindl
1
Post
L4X4X6
Column
S uareTube
A36 Gr.36
T ical
2.86
4.32
4.32
.141
2
in
L4X4X6
Beam
Single Angle
FRP
Typical
2.86
4.32
4.32
.141
3
outrigger
L4X4X6
HBrace
Single Angle
A36 Gr.36
T ical
2.86
4.32
4.32
.141
4
Vertical brace
L4X4X6
VBrace
Single Angle
FRP
Typical
2.86
4.32
4.32
.141
5
Corner Brace
L6X6X6
VBrace
Sin le An le
FRP
T ical
4.38
15.4
15.4
.218
6
steel outrigaer
HSS4X4X4
I VBrace
I ScivareTube
IA500 Gr.B Red
T ical
1 3.37
7.8
7.8
1 12.8
Hot Rolled Steel Design Parameters
I �KoI Qh- 1 annfhrffl 1 hvvrffl I h,,rftl I r n fnnrffl I n n hntrftl I _fnrni. V- rho r`h Gi.nnfinn
1
M 1
Post
6.5
Lbyy
Lateral
2
M2
Post
6.5
Lbyy
Lateral
3
M3
outrigger
3
Lbyy
Lateral
4
M4
outrigger
3
Lbyy
Lateral
5
M5
girt
6.5
Se ment
Se ment
Lbvv
Segme...
Lateral
6
M6
girt
2.5
Segment
Segment
Lbyy
Segme...
Lateral
7
M7
outriciger
3
Se ment
Segment
ISegme...
Lateral
8
M8
outrigger
3
Segment
Segment
Lbyy
Segme...
Lateral
9
M9
Post
5.25
Lateral
10
M 10
Vertical bracel
6.25
1
Lateral
11
M 11
Vertical brace
4.75
Lateral
12
M 12
Vertical brace
3.5
Lateral
13
M 13
Post
3.5
Lateral
14
M 14
Post
4.8
Lateral
15
M 15
outriacler
2
Lbyy
Lateral
16
M 16
outrigger
2
Lbyy
Lateral
17
M17
girt
7
Se ment
Se ment
Lbvv
I
Segme...
Lateral
18
M18
girt
3.5
Segment
Segment
Lbyy
Segme...
Lateral
19
M 19
Post
4.8
Lateral
20
M20
outrigger
2
Lbyy
Lateral
21
M21
outriacler
1 2
Lbvv
Lateral
22
M22
Post
4.8
Lateral
23
M23
outrigger
2
Lbvv
Lateral
24
M24
outri er
2
Lbyy
Lateral
25
M25
Vertical brace
6.3
Lateral
26
M26
Vertical brace
6.3
Lateral
27
M27
Vertical bracel
6.3
Lateral
28
M28
Post
5
Lateral
29
M29
outrigger
2
Lbvy
Lateral
30
M30
outrigger
2
Lbyy
Lateral
31
M31
girt
7
Segment
Segment
Lbvv
Segme...
Lateral
32
M32
in
3.5
Segment
Segment
Lb
Segme...
Lateral
33
M33
Post
5
Lateral
RISA-3D Version 17.0.4 [RA ... \... \... \... \Structural\REV3\Analysis\The Executive - Copy.r3d] Page 1
IIIRISA'
A NEMETSCHEK COMPAN`'
Company
Designer
Job Number
Model Name
NB+C ES
AIRS
100111
The Executive
Checked By: PJV
Hot Rolled Steel Design Parameters (Continued)
I zhn— I o thrftl I hvvrftl I hrf+l I r n tnnrftl I r n hntrftl I _tnr V V ('h Fii +inn
34
M34
outrigger
2
Lbyy
Lateral
35
M35
outrigger
2
Lbyy
Lateral
36
M36
Post
5
Lateral
37
M37
outrigger
2
Lbyy
Lateral
38
M38
outriclaer
2
Lbyy
Lateral
39
M39
Yertical brace
6.5
Lateral
40
M40
Yertical brace
6.5
Lateral
41
M41
Vertical brace
6.5
Lateral
42
M42
outrigger
3
Se ment
Se ment
Lbyy
Segme...
Lateral
43
M43
outrigger
3
Segment
Segment
Lbyy
Segme...
Lateral
44
M44
Post
3.5
Lateral
45
M45
Post
4
Lb
Lateral
46
M46
outrigger
3
Lb
Lateral
47
M47
outrigger
3
Segment
Segment
Lbyy
Segme...
Lateral
48
M48
outri er
3.162
Lateral
49
M49
girt
4.272
Lateral
50
M50
girt
4
Lbyy
Lateral
51
M51
girt
4
Segment
Segment
Lbyy
Segme...
Lateral
52
M52
girt
3.5
Segment
Se ment
Lbyy
Segme...
Lateral
53
M53
girt
3.5
Segment
Segment
Lbyy
Segme...
Lateral
54
M54
girt
7
Segment
Se ment
Lbyy
Segme...
Lateral
55
M55
girt
7
Segment
Segment
Lbyy
Segme...
Lateral
56
M59
Post
1.25
Lateral
57
M57
outrigger
2.25
Lb
Lateral
58
M58
outrigger
2.25
Lb
Lateral
59
M59A
outrigger
.75
Lbyy
Lateral
60
M60
outrigger
.75
Lb
Lateral
Member Area Loads (BLC 2: WIND X)
mint A mint R Inint (' Inin+ n nir--inn nic+rihi rtinn r%Annniti irnn,,cfl
1
N1
N3
N62
N66
X
B-C
.033
2
N 17
N 18
N69
N 16
X
B-C
.033
3
N38
N39
N72
N37
X
B-C
.033
Member Area Loads (BLC 3: WIND Z)
_Inint A _Inin} R _Inin} ('. _mint n nircrtinn nietrihi rfinn Manniturlcrkcn
1
N39
N47
N74
N72
Z
B-C
-.033
2
N18
N26
N71
N69
Z
B-C
-.033
3
N3
N6
N61
N62
Z
B-C
-.033
Basic Load Cases
RI r: ncerrintinn (:aten—, X (:ra iitxN (:r—itv7 Gravity _Inint Pnint nietrihii Arca(NA RiirFnnn
1
DEAD
DL
-1
2
2
WIND X
WLX
3
3
WIND Z
WLZ
3
4
BLC 2 Transient Area Loads
None
32
5
BLC 3 Transient Area Loads
None
37
RISA-3D Version 17.0.4 [RA ... \... \... \... \Structural\REV3\Analysis\The Executive - Copy.r3d] Page 2
IIIRISA'
A NEMETSCHEK COMPAN`'
Company
Designer
Job Number
Model Name
NB+C ES
AIRS
100111
The Executive
Checked By: PJV
Load Combinations
F)o ,intinn Q P QP R G. RI r G. RI C Girt RI r G.r4 R P. R G. R G. R Gm R Gn R Gn
mIBC
16-13
��-m�®�m®®®■-■-■-■-■-■-
®
IBC 16-13
��-m�®�m®®®■-■-■-■-■-■-
Envelope Joint Reactions
_Inint X fkl I r v rkl I r 7 fkl I (: KAY fk-ftl I (: KAv rlr-ftl I r KA7 fk-ftl I rt
1
N 12
max
.036
14
.13
6
.014
16
0
17
0
17
0
17
2
min
-.05
8
-.049
16
-.033
6
0
1
0
1
0
1
3
N 15
max
.357
8
.711
8
.08
15
0
17
0
17
0
17
4
min
-.334
14
0
2
-.29
9
0
1
0
1
0
1
5
N28
max
.045
16
.016
13
.075
17
0
17
0
17
0
17
6
imin
-.046
1 6
0
2
1 -.078
7
0
1
0
1
0
1
7
N29
max
.001
15
.016
13
.16
17
0
17
0
17
0
17
8
min
-.001
9
0
2
-.161
7
0
1
0
1
0
1
9
N30
max
.035
7
.016
13
.074
17
0
17
0
17
0
17
10
min
-.035
17
0
2
-.077
7
0
1
0
1
0
1
11
N31
max
.074
8
.073
7
.082
1 15
0
17
0
17
0
17
12
min
-.071
14
0
2
-.126
9
0
1
0
1
0
1
13
N32
max
.002
15
.105
7
.217
15
0
171
0
1 17
0
17
14
min
-.002
9
-.023
17
-.272
9
0
1
0
1
0
1
15
N33
max
.039
17
.074
7
.07
15
0
17
0
17
0
17
16
min
-.04
7
0
2
-.116
9
0
1
0
1
0
1
17
N34
max
.103
16
.075
9
.219
7
0
17
0
17
0
17
18
min
-.103
6
0
2
-.17
17
0
1
0
1
0
1
19
N35
max
.003
15
.116
9
.415
7
0
171
0
1 17
0
17
20
min
-.003
9
-.025
15
-.362
17
0
1
0
1
0
1
21
N36
max
.046
17
.075
9
.229
7
0
17
0
17
0
17
22
min
-.047
7
0
2
-.178
17
0
1
0
1
0
1
23
N49
max
.052
16
.017
13
.072
17
0
17
0
17
1 0
17
24
min
-.052
6
0
2
-.075
7
0
1
0
1
0
1
25
N50
max
0
15
.017
13
.155
17
0
17
0
17
0
17
26
min
0
9
0
2
1 -.156
7
1 0
1
0
1
0
1
27
N51
max
.034
7
.017
13
.072
17
0
17
0
17
0
17
28
min
-.034
17
0
2
-.075
7
0
1
0
1
0
1
29
N52
max
.074
8
.074
7
.086
15
0
17
0
17
0
17
30
min
-.072
14
0
2
-.128
9
0
1
0
1
0
1
31
N53
max
.002
15
.108
7
.225
15
0
17
0
17
0
17
32
min
-.002
9
-.025
17
-.278
9
0
1
0
1
0
1
33
N54
max
.04
17
.076
7
.074
15
0
17
0
17
0
17
34
min
-.041
7
0
2
-.117
9
0
1
0
1
0
1
35
N55
max
.104
16
.077
9
.218
7
0
17
0
17
1 0
17
RISA-3D Version 17.0.4 [RA ... \... \... \... \Structural\REV3\Analysis\The Executive - Copy.r3d] Page 3
IIIRISA'
A NEMETSCHEK COMPAN`'
Company
Designer
Job Number
Model Name
NB+C ES
AIRS
100111
The Executive
Checked By: PJV
Envelope Joint Reactions (Continued)
mint Y rLl i (` V rLl I r 7 rLl I C RAY rlr_frl I f RAv rL_f i i (` RA7 rlr_f l I C
36
min
-.105
6
0
2
-.172
17
0
1
0
1
0
1
37
N56
max
.003
15
.118
9
.416
7
0
17
0
17
0
17
38
min
-.003
9
-.026
15
-.365
17
0
1
0
1
0
1
39
N57
max
.046
17
.077
9
.228
7
0
17
0
17
0
17
40
min
-.047
7
0
2
-.18
17
0
1
0
1
0
1
41
N58
max
.709
8
.695
6
.04
15
0
17
0
17
0
17
42
min
-.219
14
0
2
-.185
9
0
1
0
1
0
1
43
N 13
max
.04
6
.143
8
.053
8
0
17
0
17
0
17
44
min
-.026
16
-.059
14
-.012
14
0
1
0
1
0
1
45
N59
max
.195
6
0
2
0
2
0
17
0
17
0
17
46
min
0
2
-.266
8
-.021
9
0
1
0
1
0
1
47
N60
max
.033
14
0
2
.053
6
0
17
0
17
0
17
48
min
-.374
8
-.387
6
-.042
16
0
1
0
1
0
1
49
N65
max
.331
16
.761
8
.408
7
0
17
0
17
0
17
50
min
-.849
6
0
2
0
2
0
1
0
1
0
1
51
N68
max
.502
6
0
2
.013
14
0
17
0
17
0
17
52
min
-.411
16
-.658
8
-.168
8
0
1
0
1
0
1
53
Totals:
max
1.007
16
1.616
13
2.128
15
54
min
-1.007
6
0
2
-2.128
9
Envelope A/SC 15th(360-16): ASD Steel Code Checks
NAcmh 4ZK.- Cnrlc Chcrlr I nrrf+l 1 C Ch 1 1 C ID- Gn+/ KAn.ni/nm KA-1� f`h Gnn
1
M1
L4X4X6
.077
0
7
.030
3...
Z 8
36.3..61.6...
Z926
6.578
2.005
1-12-1
2
M2
L4X4X6
.084
3.453
g
.033
3...
Z 8
36.3..
1.6..
2.926
6.383
1.595
1-12-1
3
M3
L4X4X6
.056
3
6
.005
3
y 6
55.0..61.6...
2.926
6.578
1.726
1-12-1
4
M4
L4X4X6
.043
3
8
.007
3
Z 8
55.0...61.6..
2.926
6.578
1.771
1-12-1
5
M5
L4X4X6
.041
2.505
8
.007
2...
Z $
6.17428.5...
1.355
2.06
2.567
1-12-1
6
M6
L4X4X6
.043
2.5
6
1.006
2.5
vi 6
P.092
28.5..
.979
2.06
3.113
1-12-1
7
M7
L4X4X6
.018
0
8
.003
0
y 8
55.0...61.6...
2.926
6.578
1.916
1-12-1
8
M8
L4X4X6
.017
0
8
.003
Q
Z 8
55.0..
1.6..
2.926
6.578
2.753
1-12-1
9
M9
L4X4X6
.051
3.5
8
.019
4...
6
43.6...61.6...
2.926
6.578
2.411
1-12-1
10
M 10
L4X4X6
.035
4.688
6
.006
3...
6
4.478
28.5..
.979
2.06
2.862
H2-1
11
M 11
L4X4X6
.024
3.513
8
.003
3...
8
6.34
28.5...
1.355
2.104
1.544
H2-1
12
M 12
L4X4X6
.001
3.5
14
.000
Q
g
.868
28.5..
1.355
1.984
1
H2-1
13
M 13
L4X4X6
.021
0
8
.002
Q
Z 6
52.9...61.6...
2.926
6.578
2.216
1-12-1
14
M 14
L4X4X6
.046
.75
7
.008.75
y 7
46.2...61.6..
2.926
6.578
2.039
1-12-1
15
M 15
L4X4X6
.024
2
9
.004
Z_y
g
58.6...61.6...
2.926
6.578
2.137
1-12-1
16
M 16
L4X4X6
.035
2
7
.004
2
Z 7
58.6...61.6..
2.926
6.578
2.249
1-12-1
17
M 17
L4X4X6
.057
3.5
7
.011
3.5
Z 7
5.86828.5...
1.355
2.06
11.426
1-12-1
18
M 18
L4X4X6
.061
3.5
15
.012
Q
vi 7
5.868
28.5..
.979
2.06
1.521
1-12-1
19
M 19
L4X4X6
.071
.75
7
.015
Q
Z 7
46.2...61.6...
2.926
6.578
2.251
1-12-1
20
M20
L4X4X6
.041
2
9
.007
2
Z g
58.6...61.6..
2.926
6.578
2.281
1-12-1
21
M21
L4X4X6
.059
2
7
.006
2
y 7
58.6...61.6...
2.926
6.578
1.685
1-12-1
22
M22
L4X4X6
.049
.75
7
.0081
Q
Z 7
46.2...61.6..
2.926
6.578
2.009
1-12-1
23
M23
L4X4X6
.024
2
9
.003
2
Z g
58.6...61.6...
2.926
6.578
12.126
1-12-1
24
M24
L4X4X6
.036
2
7
.004
7
58.6...61.6..
2.926
6.578
2.246
1-12-1
25
M25
L4X4X6
.031
4.856
7
.004
-Ly
4...
Z 7
4.407128.5...
1.355
2.06
2.178
1-12-1
26
M26
I L4X4X6
.066
4.856
g
.006
4...
ZI g
4.40728.5..
1.355
2.06
3.691
1-12-1
27
M27
L4X4X6
.033
4.856
7
.004
4...
7
4.407
28.5...
.979
2.06
2.035
1-12-1
28
M28
L4X4X6
.046
.729
7
.008
Q
y 7
45.1..
1.6..
2.926
6.578
2.03
1-12-1
29
M29
L4X4X6
.025
2
9
.004
g
58.6..61.6...
2.926
6.578
2.141
1-12-1
30
M30
L4X4X6
.035
2
7
.004
-Ly
2
Z 7
58.6..61.6..
2.926
6.578
2.249
1-12-1
31
M31
L4X4X6
.059
3.5
7
.012
3.5
Z 7
.868
28.5...
1.355
2.06
1.422
1-12-1
32
M32
L4X4X6
.063
3.5
15
.012
Q
yj 7
5.868
28.5..
.979
2.06
11.525
H2-1
33
M33
L4X4X6
.071
.781
7
.015
Q
Z 7
45.1..61.6...
2.926
6.578
1 2.238
1-12-1
RISA-31D Version 17.0.4 [RA ... \... \... \... \Structural\REV3\Analysis\The Executive - Copy.r3d] Page 4
Company
NB+C ES
Designer
IIRISA
AIRS
Job Number
100111
ANEMETSCHEKCOMPAN`Model Name
The Executive
Envelope RISC 15th(360-16): ASD Steel Code Checks (Continued)
Checked By: PJV
Memb... Shane Code Check Locrftl LC Sh... L... ... LC Pnc... Pnt/... Mnvv/om ...Mnzz/o... Cb Ean
34
M34
L4X4X6
.042
2
9
.007
2
z 9
58.6...61.6...
2.926
6.578
2.274
H2-1
35
M35
L4X4X6
.061
2
7
.006
2
7
58.6...61.6...
2.926
6.578
1.684
1-12-1
36
M36
L4X4X6
.049
.729
7
.008
0
z 7
45.1..
1.6..
2.926
6.578
2.002
H2-1
37
M37
L4X4X6
.024
2
9
.003
2
z 9
58.6..61.6...
2.926
6.578
2.13
1-12-1
38
M38
L4X4X6
.037
2
7
.004
2
y 7
58.6..
1.6..
2.926
6.578
2.246
H2-1
39
M39
L4X4X6
.032
5.01
7
.004
5...
ZI 7
4.14
28.5...
1.355
2.06
2.24
1-12-1
40
M40
L4X4X6
.068
5.01
9
.006
5...
z 9
4.14
28.5..
1.355
2.06
3.765
H2-1
41
M41
L4X4X6
.035
5.01
7
.004
5...
7
4.14
28.5...
.979
2.06
2.109
1-12-1
42
M42
L4X4X6
.032
0
6
.003
0
z 8
55.0..
1.6..
2.926
6.578
2.114
H2-1
43
M43
L4X4X6
.034
0
9
.004
0
z 6
55.0..61.6...
2.926
6.578
1.738
1-12-1
44
M44
L4X4X6
.065
0
8
.020
0
z 8
52.9..61.6..
2.926
6.578
4.743
H2-1
45
M45
L4X4X6
.097
3.5
6
.041
3.5
vi 6
50.4..61.6...
2.926
6.578
1.417
1-12-1
46
M46
L4X4X6
.045
3
6
.011
3
y 6
55.0..
1.6..
2.926
6.578
1.618
H2-1
47
M47
L4X4X6
.030
0
6
.003
0
z 6
55.0..61.6...
2.926
6.578
1.341
1-12-1
48
M48
L4X4X6
.014
3.162
6
.005
3...
z 6
54.4..
1.6..
2.926
6.578
2.331
H2-1
49
M49
L4X4X6
.017
4.094
6
.002
0
z 8
3.459
28.5...
.979
1.943
1.17
1-12-1
50
M50
L4X4X6
.059
2
6
.006
2
y 6
.521
28.5..
1.355
2.06
1.354
H2-1
51
M51
L4X4X6
.077
0
6
.013
0
vi g
.52128.5...
.979
2.06
2.434
1-12-1
52
M52
L4X4X6
.066
0
15
.013
0
g
i.868
28.5..
.979
2.06
2.384
H2-1
53
M53
L4X4X6
.068
0
15
.013
0
y g
5.868
28.5...
.979
2.06
2.386
1-12-1
54
M54
L4X4X6
.242
5.031
17
.003
3.5
y
-.868
28.5...
.979
.082
1.12
H2-1
55
M55
L4X4X6
.243
5.031
17
.003
3.5
y 9
.868
28.5...
.979
.082
1.12
1-12-1
56
M59
L4X4X6
.068
1.25
6
.0321...
z 6
60.4..
1.6..
2.926
6.578
3.245
H2-1
57
M57
L4X4X6
.030
2.25
8
.004
0
y 8
57.8 ...
61.6..
2.926
6.578
1.848
1-12-1
58
M58
L4X4X6
.037
2.25
6
.006.1..
z 6
57.8..
1.6..
2.926
6.578
1.93
H2-1
59
M59A
L4X4X6
.055
.75
8
.006
.75
z 8
61.2 ...
61.6..
2.926
6.578
1.041
1-12-1
60
M60
I L4X4X6
.066
.75
6
.006.75
6
61.2..
1.6..
2.926
16.578
11.011
H2-1
RISA-3D Version 17.0.4 [RA ... \... \... \... \Structural\REV3\Analysis\The Executive - Copy.r3d] Page 5
SCE
AMERICAN SOCIETY OF CIVIL ENGINEERS
Address:
1001 5th Ave S
Edmonds, Washington
98020
ASCE 7 Hazards Report
Standard: ASCE/SEI 7-16 Elevation: 134.63 ft (NAVD 88)
Risk Category: II Latitude: 47.802899
Soil Class: D - Default (see Longitude:-122.377225
Section 11.4.3)
C luh
Iroumu
PoII1.4atlrmn `I.ju-h
Hr:lenetlrmt�on
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
Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Date Accessed: Mon Jun 21 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 Jun 21 2021
-ASCE®
AMERICAN SOCIETY OF CIVIL ENGINEERS
Seismic
Site Soil Class: D - Default (see Section 11.4.3)
Results:
Ss :
1.283
So, :
N/A
S,
0.451
TL
6
Fa
1.2
PGA:
0.545
FV
N/A
PGA m :
0.654
Sans :
1.539
FPGA
1.2
SM,
N/A
le
1
SIDS :
1.026
Cv
1.357
Ground motion hazard analysis may be required. See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Mon Jun 21 2021
Date Source:
USGS Seismic Design
Maps
https://asce7hazardtool.onIine/ Page 2 of 3 Mon Jun 21 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 Jun 21 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
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
https://asce7hazardtool.online/ Page 3 of 3 Mon Jun 21 2021
T-Mobile Site ID: SE01451A
Site Name: THE EXECUTIVE HOMEOWNERS ASSOCIATION
KH Job # KHCLE-7686
Page 8
APPENDIX D
Connection Calculations
Hilti PROFIS Engineering 3.0.75
www.hilti.com
Company: Page: 1
Address: Specifier:
Phone I Fax: E-Mail:
Design: Concrete - Mar 2, 2022 (1) Date: 3/2/2022
Fastening point:
Specifiers comments' Mount Bracket Connection
1 Input data
Anchor type and diameter: Kwik Bolt TZ2 - SS 316 1/2 (2) hnom1
Item number: 2210264 KB-TZ2 1/2x3 3/4 SS316
Effective embedment depth: hef,act = 2.000 in., hnom = 2.500 in. � � ��
Material: AISI 316
Evaluation Service Report: ESR-4266
Issued I Valid: 7/1/2021 1 12/1/2021 SAFE -ET
Proof: Design Method ACI 318-19 / Mech
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.187 in.
Anchor platecBFEM . Ix x ly x t = 15.000 in. x 3.000 in. x 0.187 in.;
Profile: Rectangular plates and bars (AISC), ; (L x W x T) = 15.000 in. x 0.188 in.
Base material: cracked concrete, 2500, f = 2,500 psi; h = 6.000 in.
Installation: automatic cleaned drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
cBFEM - The anchor calculation is based on a component -based Finite Element Method (CBFEM)
Geometry [in.] & Loading [lb, in.Ib]
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
0
Hilti PROFIS Engineering 3.0.75
www.hilti.com
Company: Page: 2
Address: Specifier:
Phone I Fax: E-Mail:
Design: Concrete - Mar 2, 2022 (1) Date: 3/2/2022
Fastening point:
1.1 Design results
Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%]
1 Combination 1
N = 230; Vx = 66; Vy = 396;
Mx = 0; My = 0; Mz = 0;
2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 469 206 15 206
2 466 197 51 190
resulting tension force in (x/y)=(0.016/0.000): 934 [lb]
resulting compression force in (x/y)=(0.027/0.255): 854 [lb]
Anchor forces are calculated based on a component -based Finite Element Method (CBFEM)
3 Tension load
Load Nua [lb]
Steel Strength" 469
Pullout Strength* N/A
Concrete Breakout Failure— 934
highest loaded anchor "anchor group (anchors in tension)
no 31
02 c 01
Tension
Capacity � N° [lb] Utilization PN = Nua/f N° Status
8,906 6 OK
N/A N/A N/A
3,108 31 OK
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
2
Hilti PROFIS Engineering 3.0.75
www.hilti.com
Company: Page: 3
Address: Specifier:
Phone I Fax: E-Mail:
Design: Concrete - Mar 2, 2022 (1) Date: 3/2/2022
Fastening point:
3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-4266
� Nsa >> Nua ACI 318-19 Table 17.5.2
Variables 1 1
Ase,N [in.) fwa [psi]
0.10 120,404
Calculations
Nsa [lb]
11.875
Results
Nsa [lb] steel Nsa [lb] Nua [lb]
11,875 0.750 8,906 469
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Hilti PROFIS Engineering 3.0.75
www.hilti.com
Company:
Address:
Phone I Fax:
Design: Concrete - Mar 2, 2022 (1)
Fastening point:
Page:
Specifier:
E-Mail:
Date:
3.2 Concrete Breakout Failure
Ncbg = QNC ) W ec,N Wed,N Wc,N Wcp,N Nb
NcO
ACI 318-19 Eq. (17.6.2.1b)
Ncbg > Nua
ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANco = 9 hef
ACI 318-19 Eq. (17.6.2.1.4)
1
W ec,N = 2 eN < 1.0
ACI 318-19 Eq. (17.6.2.3.1)
1 +—
\ 3 hef /
W ed,N = 0.7 + 0.3 (CLM ) < 1.0
1.5hef
ACI 318-19 Eq. (17.6.2.4.1b)
W cp,N = MAX(c=min 1.5hef) < 1.0
ACI 318-19 Eq. (17.6.2.6.1b)
Cac
�C�ac
1.
Nb = kc �`' a Vfc hef5
ACI 318-19 Eq. (17.6.2.2.1)
Variables
hef, [in.] ec1,N [in.] ec2,N [in.]
ca,min [in.] W c,N
2.000 0.016 0.000
1.000
Cac [In.]
kC
), a
fc [psi]
6.000
17
1.000
2,500
Calculations
ANc [in.2]
ANcp [in•21
W ecl,N
Wec2,N Wed,N Wcp,N Nb [lb]
72.00
36.00
0.995
1.000 1.000 1.000 2,404
Results
Ncba [lb]
0 concrete
Ncba [lb]
Nua [lb]
4,782
0.650
3,108
934
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
4
3/2/2022
4
Hilti PROFIS Engineering 3.0.75
www.hilti.com
Company: Page: 5
Address: Specifier:
Phone I Fax: E-Mail:
Design: Concrete - Mar 2, 2022 (1) Date: 3/2/2022
Fastening point:
4 Shear load
Load Vua [lb]
Steel Strength*
206
Steel failure (with lever arm)*
N/A
Pryout Strength*
206
Concrete edge failure in direction ** N/A
* highest loaded anchor
**anchor group (relevant anchors)
4.1 Steel Strength
Vsa = ESR value
refer to ICC-ES ESR-4266
� Vsteel > Vua
ACI 318-19 Table 17.5.2
Variables
Ase,v [in.2]
fa [psi]
0.10
120,404
Calculations
Vsa [Ib]
8,348
Results
Vsa [Ib]
steel Vsa [lb] Vua [Ib]
8,348
0.650 5,426 206
Capacity + Vn [lb] Utilization Ov = Vua/� Vn Status
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
5,426
4 OK
N/A
N/A N/A
1,683
13 OK
N/A
N/A N/A
5
Hilti PROFIS Engineering 3.0.75
www.hilti.com
Company:
Page:
Address:
Specifier:
Phone I Fax:
E-Mail:
Design: Concrete - Mar 2, 2022 (1)
Date:
Fastening point:
4.2 Pryout Strength
ANc
Vcp = kcp [(ANco) W ed,N Wc,N Wcp,N Nb ]
ACI 318-19 Eq. (17.7.3.1a)
Vcp > Vua
ACI 318-19 Table 17.5.2
ANC see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANco = 9 hef
ACI 318-19 Eq. (17.6.2.1.4)
1
W ec,N = 1 +2 eN < 1.0
—
ACI 318-19 Eq. (17.6.2.3.1)
3 hef /
W ed,N = 0.7 + 0.3 (Gamin) < 1.0
1.5hef
ACI 318-19 Eq. (17.6.2.4.1 b)
W ep N = MAX(Ca=min 1.5hef) < 1.0
ACI 318-19 Eq. (17.6.2.6.1 b)
Cac
�Caac
No = kc a' a Vfc hef
ACI 318-19 Eq. (17.6.2.2.1)
Variables
kcp hef [in.] ec1,N [in.]
eczN [in.] C [in.]
a,min
1 2.000 0.000
0.000
W c,N Cac [In.] kc
1.000 6.000 17
Calculations
AN, [in .2]
36.00
Results
Vcp [ib]
2,404
,Ncl1 [in •z ] W ecl,N
36.00 1.000
concrete Vcp [Ibl
0.700 1,683
a a
fc [psi]
1.000
2,500
W ec2,N
Wed,N Wcp,N Nb [lb]
1.000
1.000 1.000 2,404
Vua [ib]
%III:
5 Combined tension and shear loads, per ACI 318-19 section 17.8
RN l3V Utilization RN,V [%] Status
�y 0.301 0.123 5/3 17 OK
NNV = RN + RV <— 1
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
6
3/2/2022
6
Hilti PROFIS Engineering 3.0.75
www.hilti.com
Company: Page: 7
Address: Specifier:
Phone I Fax: E-Mail:
Design: Concrete - Mar 2, 2022 (1) Date: 3/2/2022
Fastening point:
6 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates as per current regulations (ETAG 001/Annex C, EOTA TR029,
etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is
assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum
required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the
rigid base plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the
existing conditions and for plausibility!
• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential
concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout
or pryout strength governs.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/
• Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI
318-19, Section 26.7.
• The anchor design methods in PROFIS Engineering require rigid anchor plates, as per current regulations (AS 5216:2021, ETAG 001/Annex C,
EOTA TR029 etc.). This means that the anchor plate should be sufficiently rigid to prevent load re -distribution to the anchors due to elastic/plastic
displacements. The user accepts that the anchor plate is considered close to rigid by engineering judgment."
Fastening meets the design criteria!
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
q
C
Hilti PROFIS Engineering 3.0.75
www.hilti.com
Company: Page: 8
Address: Specifier:
Phone I Fax: E-Mail:
Design: Concrete - Mar 2, 2022 (1) Date: 3/2/2022
Fastening point:
7 Installation data
Profile: Rectangular plates and bars (AISC), ; (L x W x T) = 15.000 in. x 0.188
in.
Hole diameter in the fixture: df = 0.562 in.
Plate thickness (input): 0.187 in.
Drilling method: SafeSet - automatic cleaning
Cleaning: Automatically performed while drilling
Anchor type and diameter: Kwik Bolt TZ2 - SS 316 1/2 (2)
hnom1
Item number: 2210264 KB-TZ2 1/2x3 3/4 SS316
Maximum installation torque: 481 in.lb
Hole diameter in the base material: 0.500 in.
Hole depth in the base material: 2.750 in.
Minimum thickness of the base material: 4.000 in.
Hilti KB-TZ2 stud anchor with 2.5 in embedment, 1/2 (2) hnom1, Stainless steel, installation per ESR-4266
7.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer No accessory required Torque controlled cordless impact tool
• Properly sized drill bit for SAFEset - Torque wrench
automatic cleaning (TE-CD / TE-YD) Hammer
• Vacuum cleaner
7 Gnn
0�0
Y
r"�.W
O
u)
O
U�
O
u)
O
U�
1.500
12.000
1.500
Coordinates Anchor [in.]
Anchor x y c-x c+x c-y c,y
1 6.000 -0.000 -
2 -6.000 -0.000 -
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
8
Hilti PROFIS Engineering 3.0.75
www.hilti.com
Company: Page: 9
Address: Specifier:
Phone I Fax: E-Mail:
Design: Concrete - Mar 2, 2022 (1) Date: 3/2/2022
Fastening point:
8 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each
case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data
or programs, arising from a culpable breach of duty by you.
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
3.3.5 KWIK BOLT TZ EXPANSION ANCHOR
PRODUCT DESCRIPTION SHROUD CONNECTION
KWIK Bolt TZ carbon steel and stainless steel anchors
Anchor System Features and Benefit
• Used with Hilti Dust Removal System (DRS) for dustless
= drilling and installation (compliant with Table 1 of OSHA
1926.1153 regulations for silica dust exposure).
• Accurate SafeSetTM installation when using the Hilti SIW-
6AT-A22 impact wrench and the SI-AT-A22 Adaptive Torque
3 Module
• Product and length identification marks facilitate quality
control after installation.
• Through fixture installation and variable thread lengths
improve productivity and accommodate various base plate
thicknesses.
• Type 316 stainless steel wedges provide superior
Carbon Steel KB-TZ Stainless Steel KB-TZ I
performance in cracked concrete.
.y
Hilti SIW-6AT-A22 impact wrench and the SI-AT-A22 Adaptive Torque Module
• Ridges on expansion wedges provide increased reliability.
• Mechanical expansion allows immediate load application.
• Raised impact section (dog point) prevents thread damage
during installation.
• Bolt meets ductility requirements of ACI 318-14
Section 2.3.
• ACI 349-01 Nuclear Design Guide is available.
Call Hilti Technical Support.
Gt FVVI
SAFE
Uncracked Cracked Grout -filled Seismic Design Hollow Drill Bit
concrete concrete concrete Categories A-F with Adaptive
masonry Torque Tool (AT)
lam
000
000
0 0 0
0 0 0
o 0 0
Profis Anchor Fire sprinkler
design software listings
Approvals/Listings
ICC-ES (International Code Council)
ESR-1917 in concrete per ACI 318-14 Ch. 17 /ACI 355.2/ ICC-ES AC193
- 2018 International Building Code / International
ESR-3785 in grout -filled CMU per ICC-ES AC01
Residential Code (IBC/IRC)
ELC-1917 in concrete perCSAA23.3-14/ACI 355.2
- 2015 National Building Code of Canada (NBC-C)
City of Los Angeles
2017 LABC Supplement (within ESR-1917)
RR 26057 grout -filled CMU
Florida Building Code
2010 FBC with HVHZ
FM (Factory Mutual)
Pipe hanger components for automatic sprinkler systems 3/8 through 3/4
UL and cUL (Underwriters Laboratory)
Pipe hanger equipment for fire protection services for 3/8 through 3/4
A► -=- FM a u� us
WMMWWMW=MNc APPROVED LISTED
286 Anchor Fastening Technical Guide Edition 19 13.0 ANCHORING SYSTEMS 1 3.3.5 KWIK BOLT TZ EXPANSION ANCHOR
Hilti, Inc. (U.S.) 1-800-879-8000 1 en espanol 1-800-879-5000 1 www.hilti.com I Hilti (Canada) Corporation I www.hilti.com 1 1-800-363-4458
Anchor Fastening Technical Guide, Edition 19
MATERIAL SPECIFICATIONS SHROUD CONNECTION
Carbon steel with electroplated zinc
Carbon steel KB-TZ anchors have the following minimum bolt fracture loads.'
Anchor diameter
(in.)
Shear
(Ib)
Tension
(lb)
3/8
NA
6,744
1 /2
7,419
11,240
5/8
11,465
17,535
3/4
1 17,535
1 25,853
Carbon steel anchor components plated in accordance with ASTM B633 to a minimum thickness of 5 pm.
Nuts conform to the requirements of ASTM A563, Grade A, Hex.
Washers meet the requirements of ASTM F844.
Expansion sleeves (wedges) are manufactured from type 316 stainless steel
Stainless steel
Stainless steel KB-TZ anchors are made of type 304 or 316 material and have the following minimum bolt fracture loads.'
Anchor diameter
(in.)
Shear
(I b)
Tension
(lb)
_ 3/8
5,058
6,519
8,543
12,364
5/8
13,938
19,109
3/4
1 22,481
1 24,729
All nuts and washers for type 304 anchors are made from type 304 stainless.
All nuts and washers for type 316 anchors are made from type 316 stainless.
Nuts meet the dimensional reauirements of ASTM F594.
Washers meet the dimensional requirements of ANSI B18.22.1, Type A, plain.
Expansion sleeve (wedges) are made from type 316 stainless steel.
1 Bolt fracture loads are determined by testing in a universal tensile machine for quality control at the manufacturing facility. These loads are
not intended for design purposes. See tables 4 and 16 for the steel design strengths of carbon steel and stainless steel, respectively.
INSTALLATION PARAMETERS
Figure 1 - Hilti KWIK Bolt TZ specifications
r
thread
fanch
Anchor Fastening Technical Guide Edition 19 13.0 ANCHORING SYSTEMS 1 3.3.5 KWIK BOLT TZ EXPANSION ANCHOR 287
Hilti, Inc. (U.S.) 1-800-879-8000 1 en espanol 1-800-879-5000 1 www.hilti.com I Hilti (Canada) Corporation I www.hilti.com 1 1-800-363-4458
SHROUD CONNECTION I Anchor Fastening Technical Guide, Edition 19
Table 15 - Hilti KWIK Bolt TZ stainless steel design strength with concrete / pullout failure in uncracked concrete'AIA5
Nominal
Tension - (pNn
Shear - On
anchor
Effective
Nominal
diameter
embed.
embed.
f'� = 2,500 psi
f'� = 3,000 psi
f'c = 4,000 psi
f. = 6,000 psi
f'. = 2,500 psi
f'c = 3,000 psi
f. = 4,000 psi
f. = 6,000 psi
in.
in. (mm)
in. (mm)
Ib (kN)
Ib (kN)
Ib (kN)
Ib (kN)
Ib (kN)
Ib (kN)
Ib (kN)
Ib (kN)
2
2-5/16
1,710
1,875
2,160
2,650
2,375
2,605
3,005
3,680
3/8
(51)
(59)
(7.6)
(8.3)
(9.6)
(11.8)
(10.6)
(11.6)
(13.4)
(16.4)
2
2-3/8
1,865
2,045
2,360
2,890
2,375
2,605
3,005
3,680
(51)
(60)
(8.3)
(9.1)
(10.5)
(12.9)
(10.6)
(11.6)
(13.4)
(16.4)
1/2
3-1/4
3-5/8
3,745
4,100
4,735
5,800
9,845
10,785
12,450
15,250
(83)
(91)
(16.7)
(18.2)
(21.1)
(25.8)
(43.8)
(48.0)
(55.4)
(67.8)
3-1/8
3-9/16
4,310
4,720
5,450
6,675
9,280
10,165
11,740
14,380
(79)
(91)
(19.2)
(21.0)
(24.2)
(29.7)
(41.3)
(45.2)
(52.2)
(64.0)
5/8
4
4-7/16
6,240
6,835
7,895
9,665
13,440
14,725
17,000
20,820
(102)
(113)
(27.8)
(30.4)
(35.1)
(43.0)
(59.8)
(65.5)
(75.6)
(92.6)
3-3/4
4-5/16
5,665
6,205
7,165
8,775
12,200
13,365
15,430
18,900
(95)
(110)
(25.2)
(27.6)
(31.9)
(39.0)
(54.3)
(59.5)
(68.6)
(84.1)
3/4
4-3/4
5-9/16
7,825
8,575
9,900
12,125
17,390
19,050
22,000
26,945
(121)
(142)
(34.8)
(38.1)
(44.0)
(53.9)
(77.4)
(84.7)
(97.9)
(119.9)
Table 16 - Hilti KWIK Bolt TZ stainless steel design strength with concrete / pullout failure in cracked concrete' 2,3,4,5
Nominal
Tension - (pNn
Shear - On
anchor
Effective
Nominal
diameter
embed.
embed.
f'c = 2,500 psi
f'. = 3,000 psi
f'c = 4,000 psi
f. = 6,000 psi
f'c = 2,500 psi
f'c = 3,000 psi
f'c = 4,000 psi
f'c = 6,000 psi
in.
in. (mm)
in. (mm)
Ib (kN)
Ib (kN)
Ib (kN)
Ib (kN)
Ib (kN)
Ib (kN)
Ib (kN)
Ib (kN)
2
2-5/16
1,520
1,665
1,925
2,355
1,685
1,845
2,130
2,605
3/8
(51)
(59)
(6.8)
(7.4)
(8.6)
(10.5)
(7.5)
(8.2)
(9.5)
(11.6)
2
2-3/8
1,750
1,915
2,210
2,710
2,375
2,605
3,005
3,680
(51)
(60)
(7.8)
(8.5)
(9.8)
(12.1)
(10.6)
(11.6)
(13.4)
(16.4)
1 /2
3-1/4
3-5/8
3,235
3,545
4,095
5,015
6,970
7,640
8,820
10,800
(83)
(91)
(14.4)
(15.8)
(18.2)
(22.3)
(31.0)
(34.0)
(39.2)
(48.0)
3-1/8
3-9/16
3,050
3,345
3,860
4,730
6,575
7,200
8,315
10,185
(79)
(91)
(13.6)
(14.9)
(17.2)
(21.0)
(29.2)
(32.0)
(37.0)
(45.3)
5/8
4
4-7/16
3,795
4,160
4,800
5,880
9,520
10,430
12,040
14,750
(102)
(113)
(16.9)
(18.5)
(21.4)
(26.2)
(42.3)
(46.4)
(53.6)
(65.6)
3-3/4
4-5/16
5,270
5,775
6,670
8,165
12,200
13,365
15,430
18,900
(95)
(110)
(23.4)
(25.7)
(29.7)
(36.3)
Reactions from NB+C Engineering
3/4
4-3/4
5-9/16
5,720
6,265
7,235
8,860
Shroud Design:
(121)
(142)
(25.4)
(27.9)
(32.2)
(39.4)
N,, = 400 Ibs < 2,375 Ib OK
1 See section 3.1.8 to convert design strength value to ASD value.
2 Linear interpolation between embedment depths and concrete compressive stref
V,, = 500 Ibs < 1,750 Ib OK
3 Apply spacing, edge distance, and concrete thickness factors in tables 19 to 26
The lesser of the values is to be used for the design.
4 Tabular values are for normal weight concrete only. For lightweight concrete mult
Interaction Check:
for sand -lightweight, Aa = 0.68; for all -lightweight, Aa = 0.60
5 Tabular values are for static loads only. Seismic design is not permitted for uncra
concrete tabular values in tension by the following reduction factors:
Vu/(I)Vn + Pu/(I)Pn
1/2-in diameter by 2-in effective embedment depth - aN,S8m = 0.64
400/1,750 + 500/2,375 = 0.44 < 1.0 OK
All other sizes - a,_,e = 0.75
No reduction needed for seismic shear. See Section 3.1.8 for additional informal
Anchor Fastening Technical Guide Edition 19 13.0 ANCHORING SYSTEMS 1 3.3.5 KWIK BOLT TZ EXPANSION ANCHOR 295
Hilti, Inc. (U.S.) 1-800-879-8000 1 en espanol 1-800-879-5000 1 www.hilti.com I Hilti (Canada) Corporation I www.hilti.com 1 1-800-363-4458
T-Mobile Site ID: SE01451A
Site Name: THE EXECUTIVE HOMEOWNERS ASSOCIATION
KH Job # KHCLE-7686
Page 9
APPENDIX E
RF Data Sheet/Proposed Scoping Document
SE01451A Sprint Retain1draft_2021-02-22
2/22/2021
RAN Template: A8L Template:
56790EZ SR R 56790EZ SR R
SE01451A Sprint Retain_1_draft
Print Name: Standard
PORs: New Build_Sprint Keep
Section 1 - Site Information
Site ID: SE01451A
Site Name: SE01451A
Latitude:
47.80273000
Status: Draft
Site Class: <undefined>
Longitude:
-122.37738000
Version: 1
Site Type: <undefined>
Address:
1001 5th Ave S
Project Type: Sprint Retain
Plan Year:
City, State:
Edmonds, WA
Approved: Not Approved
Market: SEATTLE WA
Region: WEST
Approved By: Not Approved
Vendor: Nokia
Last Modified: 2/21/2021 11:41:38 PM
Landlord: Not Specified
Last Modified By: Victor.Bayouk@T-Mobile.com
w
RAN Template: 56790EZ_SIR _R J A#kj AL Template: 56790EZ_SIR _R
Sector Count: 3 Antenna Count: 6 4S��&.nj 0 TMA Count: 0 RRU Count: 6
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Section 2 - xist g to ges
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SE01451A Sprint Retain1draft_2021-02-22
Section 3 - Proposed Template Images
56790EZ_SR_R.jpg
Configuration O6USR_R
For 5G and LTE Airscale BB dime io to Fiber Port matrices.
(Alpha, Beta & A
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B71 (L600) —10 MHz
B71 (N600) — 15 MHz
FDD - Midband
134/1366 (L2100) — 20 MHz
B66 (N2100) — 20 MHz
132 (1-1900) — 20 MHz
B25 (L1900) — 20 MHz
B25 (N1900) — 20 MHz
SRAN — GSM PCS
TDD - Band 41
L2.5(2.5GHz)— 60 MHz
N41(2.5GHz) — 100MHz
+2nd carrier (<=80MHz)
SRAM LTE + GSM
FSMF
5G Airscale GSM
PCS
I
LTE FDD/TDD
Airscalel
I
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SE01451A Sprint Retain1draft_2021-02-22
Section 4 - Siteplan Images
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SE01451A_Sprint Retain_1_draft_2021-02-22
SE01451A_Sprint Retain_1_draft
RAN Template: A&L Template:
56790EZ SR R I 56790EZ SR R
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Print Name: Standard
PORs: New Build Sprint Keep
Proposed !tW&Iffnen
Template: 56790EZ
Enclosure
1
2
4
Enclosure Type
Tower Top Mount (Nokia)
Ancillary Eq ment (Nokia)
Generic 600A Site Support Cabinet
Generic Battery Cabinet for 600A
SSC
Baseband
ASIB
L700
L600
L2100
L1900
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N600
N2100
N1900
MFSMFLAWS3L2500
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LAWS3
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L700 N2500
L6 00 ABIL
N6IL
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ABIL (x 2 )
N2100
N1900
ABIC (x 3)
L2500
Baseband
Subrack
AMIA (x 2 )
Junction Box
Nokia HCS 2.0 Roof -Top Junction
Box (x 2 )
Power subsystem
Rectifier Shelf *Select size*
Breakers *Select size*
Batteries *Select size*
Radio
AHFIG (x 3)
L2100
FE
L1900
G1900
LAWS3
N2100
N1900
Transport System
CSR IXRe V2 (Gen2)
RAN Scope of Work:
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RAN Template: A8L Template:
56790EZ SR R 56790EZ SR R
SE01451A Sprint Retain1draft_2021-02-22
SE01451A Sprint Retain_1_draft
n 6 - A&L Equipment
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IN56790EZ_SIR _R
Print Name: Standard
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Azimuth
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43
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P2
P3
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P5
Active Tech.
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900
L700 L600
N600
9100 L1900
G1900
LAWS3
N2100
N1900
9100 L1900
G1900
LAWS3
N2100
N1900
L2500 N2500
Dark Tech.
Restricted Tech.
Decomm. Tech.
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I
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Cables
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TMAs
Diplexers I
Combiners
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Radio
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Sector Equipment
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Unconnected Equipment:
Scope of Work:
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2/22/2021
RAN Template: A8L Template:
56790EZ SR R 56790EZ SR R
SE01451A Sprint Retain1draft_2021-02-22
SE01451A Sprint Retain_1_draft
Print Name: Standard
PORs: New Build_Sprint Keep
Sector 2 (Proposed) view from front (Note: the images show view from behind)
Coverage Type
A -Outdoor Macro
Antenna
2
Antenna Model
Commscope - FFVV-65C-R3-V1 (Octo)
AEHC (Active Antenna - Massive MIMO)
Azimuth
140
140
M. Tilt
O
O
Height
43
43
Ports
P1
P2
P3
P4
P5
Active Tech.
L700 L600
900
20 L600
N600
L2 L1900
G1
LAWS3
N2100
N1900
L2100 L1900
G1900
LAWS3
N2100
N1900
L2500 N2500
Dark Tech.
Restricted Tech.
Decomm. Tech.
E. Tilt
I
I
Cables
I
I
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I
TMAs
I
I
Diplexers I
Combiners
I
I
I
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I
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Scope of Work:
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2/22/2021
RAN Template: A8L Template:
56790EZ SR R 56790EZ SR R
SE01451A Sprint Retain1draft_2021-02-22
SE01451A Sprint Retain_1_draft
Print Name: Standard
PORs: New Build_Sprint Keep
Sector 3 (Proposed) view from front (Note: the images show view from behind)
Coverage Type
A -Outdoor Macro
Antenna
2
Antenna Model
Commscope - FFVV-65C-R3-V1 (Octo)
AEHC (Active Antenna - Massive MIMO)
Azimuth
250
250
M. Tilt
O
O
Height
43
43
Ports
P1
P2
P3
P4
P5
Active Tech.
L700 L600
900
20 L600
N600
L2100 L1900
G1900
LAWS3
N2100
N1900
L2100 L1900
G1900
LAWS3
N2100
N1900
L2500 N2500
Dark Tech.
Restricted Tech.
Decomm. Tech.
E. Tilt
I
I
Cables
I
I
I
I
TMAs
I
I
Diplexers I
Combiners
I
I
I
I
Radio
I
I
Sector Equipment
I
I
I
I
Unconnected Equipment:
Scope of Work:
https://rfds-prod-web-core-secure.geo.cf.t-mobile.com/DataSheet/Printout/58774968-99f4-4dd6-a7c5-a46142f11 ff0?layoutld=2e5112cd-53b 1-4c05-87... 7/8
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RAN Template: A8L Template:
56790EZ SR R 56790EZ SR R
SE01451A Sprint Retain1draft_2021-02-22
SE01451A Sprint Retain_1_draft
Section Z Power Systems Equipment
nally blank. -----
T
Print Name: Standard
PORs: New Build_Sprint Keep
https://rfds-prod-web-core-secure.geo.cf.t-mobile.com/DataSheet/Printout/58774968-99f4-4dd6-a7c5-a46142f11 ff0?layoutld=2e5112cd-53b 1-4c05-87... 8/8