HomeMy WebLinkAbout2022.08.10_10069780_IN0448_HP Building_Passing SA with MOD.pdf520 South Main Street . Suite 2531 . Akron, Ohio 44311 . 330-572-2100 . Fax 330-572-2101 . www.GPDGroup.com
GPD Group, Inc.
Ericsson Inc. Traci Preble
55 Monument Circle 520 South Main Street, Suite 2531
Indianapolis, IN 46204 Akron, OH 44311
(317) 295-3164
tpreble@gpdgroup.com
GPD# 2022723.16.1539.04
August 10, 2022
STRUCTURAL ANALYSIS REPORT WITH MODIFICATION DESIGN
AT&T DESIGNATION: Site #: 1539
Site Name:
FA #:
Client #:
HP Building
10069780
IN0448
ANALYSIS CRITERIA: Codes: TIA-222-G & 2014 Indiana Building Code
115 mph (ultimate 3-second gust) w/ 0" ice
89 mph (nominal 3-second gust) w/ 0" ice
40 mph (3-second gust) w/ 1" ice
SITE DATA: 201 W. 103rd St., Carmel, IN 46290, Hamilton County
Latitude 39° 55' 55.006" N, Longitude 86° 09' 46.998" W
Pipe Mounts on Penthouse w/ Proposed Mount Modifications
To whom it may concern,
GPD is pleased to submit this Structural Analysis Report with Modification Design to determine the structural integrity of the
aforementioned structure with the existing and proposed loading configuration detailed in the analysis report. Analysis of
the antenna mounting system as a tie-off point for fall protection or rigging is not part of this document.
Analysis Results
Mount Stress Level with Proposed Equipment:
Penthouse:
91.0%
Adequate
Pass
Pass
Note: In order for these analysis results to be valid for the proposed, existing and reserved loading in Appendix A, the
modifications referenced in the design drawings by GPD (Project #: 2022723.16.1539.04, dated 8/10/2022, see Appendix
E) must be installed properly.
We at GPD appreciate the opportunity of providing our continuing professional services to you and Ericsson. If you have
any questions or need further assistance on this or any other projects please do not hesitate to call.
Respectfully submitted,
Christopher J. Scheks, P.E.
Indiana #: PE11400062
8/10/2022
Pipe Mounts on Penthouse w/ Proposed Mount Modifications - Structural Evaluation USID: 1539
8/10/2022 Page 2 of 4
SUMMARY & RESULTS
The purpose of this analysis was to verify whether the structure is capable of carrying the proposed loading configuration
as specified by AT&T Mobility to Ericsson.
This analysis utilizes an ultimate 3-second gust wind speed of 115 mph (converted to an equivalent 89 mph nominal 3-
second gust wind speed per Section 1609.3.1 for use with TIA-222 G) as required by the 2014 Indiana Building Code.
Applicable Standard references and design criteria are listed in Appendices A & B.
Based on a comparison of the existing and proposed loads, it was determined that there will be a negligible increase in the
wind and dead loading when compared to the overall loads on the structure. The increase in capacity of any individual
structural component was found to be less than 5% for gravity loads and 10% for lateral loads when compared to the original
design and will not require alteration per Section 3403 of the 2012 IBC.
The modifications designed by GPD (Project #: 2022723.16.1539.04, dated 8/10/2022, see Appendix E) have been
considered in this analysis.
TOWER SUMMARY AND RESULTS
Member Capacity Results
Mounts 91.0% Pass
Anchorage 40.6% Pass
Penthouse Adequate Pass
ANALYSIS METHOD
RISA-3D (Version 17.0.4), a commercially available analysis software package, and hand calculations were used to create
a three-dimensional model of the mount and calculate member stresses for the proposed loading configuration. Selected
calculations from this analysis are included in the Appendices. The following table details the information provided to
complete this structural analysis. This analysis is solely based on this information.
DOCUMENTS PROVIDED
Document Remarks Source
RF Data Sheet RFDS Name: IN0448 Rev. 25, dated 11/18/2021 Ericsson
Re-Scoping Notes Site ID: IN0448, dated 7/18/2022 Ericsson
Construction Drawings GPD Project #: 2022723.16.1539.04 Rev. A, redlined 8/4/2022 GPD
Previous CD AT&T Site #: IN00448, Rev. 1, dated 4/28/2011 FileNet
Previous Structural Analysis Apex Engineers File #: NS16-981, dated 7/22/2016 FileNet
Mount Mapping FDH Job #: 146F8U1500, dated 10/31/2014 FileNet
Mount Mapping GPD Project #: 2022723.16.1539.04, dated 5/2/2022 GPD
Mount Modification Design GPD Project #: 2019705.71, dated 7/15/2019 GPD
Mount Modification Design GPD Project #: 2022723.16.1539.04, dated 8/10/2022 GPD
Previous Structural Analysis GPD Project #: 2022723.16.1539.02, dated 1/28/2022 GPD
Pipe Mounts on Penthouse w/ Proposed Mount Modifications - Structural Evaluation USID: 1539
8/10/2022 Page 3 of 4
ASSUMPTIONS
This structural analysis is based on the theoretical capacity of the members and is not a condition assessment of the
structure. This analysis is from information supplied, and therefore, its results are based on and are as accurate as that
supplied data. GPD has made no independent determination, nor is it required to, of its accuracy. The following assumptions
were made for this structural analysis.
1. The structure member sizes and shapes are considered accurate as supplied. The material grade is as per data
supplied and/or as assumed based on experience with similar structures.
2. The appurtenance configuration is as supplied, determined from available photos, and/or as modeled in the
analysis. It is assumed to be complete and accurate. All antennas, mounts, coax and waveguides are assumed to
be properly installed and supported as per manufacturer requirements.
3. Some assumptions are made regarding antennas and mount sizes and their projected areas based on best
interpretation of data supplied and of best knowledge of antenna type and industry practice.
4. The structure has been properly maintained in accordance with TIA Standards and/or with manufacturer’s
specifications.
5. All welds and connections are assumed to develop at least the member capacity unless determined otherwise and
explicitly stated in this report.
6. All prior structural modifications, if applicable, are assumed to be as per data supplied/available and to have been
properly installed.
7. Loading interpreted from photos is accurate to ±5’ AGL, antenna size accurate to ±3.3 sf, and coax equal to the
number of existing antennas without reserve.
8. The existing and proposed loading configurations have been taken from the documents supplied to GPD at the time
of generating this report. All such documents are listed in the Documents Provided Table and are assumed to be
accurate. GPD is not responsible for loading scenarios outside those conveyed in the supplied documentation.
9. The modifications designed by GPD (Project #: 2022723.16.1539.04, dated 8/10/2022) have been considered in
this analysis.
If any of these assumptions are not valid or have been made in error, this analysis may be affected, and GPD should be
allowed to review any new information to determine its effect on the structural integrity of the structure.
Pipe Mounts on Penthouse w/ Proposed Mount Modifications - Structural Evaluation USID: 1539
8/10/2022 Page 4 of 4
DISCLAIMER OF WARRANTIES
GPD has performed a recent site visit to the structure to verify the member sizes and antenna/coax loading. If the existing
conditions are not as represented on the structure elevation contained in this report, we should be contacted immediately
to evaluate the significance of the discrepancy. This is not a condition assessment of the structure or foundation. This
report does not replace a full structural inspection. The structure and foundations are assumed to have been properly
fabricated, erected, maintained, in good condition, twist free, and plumb.
The engineering services rendered by GPD in connection with this Structural Analysis are limited to a computer analysis of
the structure and theoretical capacity of its main structural members. No allowance was made for any damaged, bent,
missing, loose, or rusted members (above and below ground). No allowance was made for loose bolts or cracked welds.
This analysis is limited to the designated maximum wind and seismic conditions per the governing structural standards and
code. Wind forces resulting in structure vibrations near the structure’s resonant frequencies were not considered in this
analysis and are outside the scope of this analysis. Lateral loading from any dynamic response was not evaluated under a
time-domain based fatigue analysis.
GPD does not analyze the fabrication of the structure (including welding). It is not possible to have all the very detailed
information needed to perform a thorough analysis of every structural sub-component and connection of an existing
structure. GPD provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection
detail, etc. The purpose of this report is to assess the capability of adding appurtenances usually accompanied by
transmission lines to the structure.
It is the owner’s responsibility to determine the amount of ice accumulation in excess of the code specified amount, if any,
that should be considered in the structural analysis.
The attached sketches are a schematic representation of the analyzed structure. If any material is fabricated from these
sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearance in the field.
Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction
document. Precise modification drawings are obtainable from GPD, but are beyond the scope of this report.
Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as a part of our work. We
recommend that material of adequate size and strength be purchased from a reputable structural manufacturer.
Structures are designed to carry gravity, wind, and ice loads. All members, legs, diagonals, struts, and redundant members
provide structural stability to the structure with little redundancy. Absence or removal of a member can trigger catastrophic
failure unless a substitute is provided before any removal. Legs carry axial loads and derive their strength from shorter
unbraced lengths by the presence of redundant members and their connection to the diagonals with bolts or welds. If the
bolts or welds are removed without providing any substitute to the frame, the leg is subjected to a higher unbraced length
that immediately reduces its load carrying capacity. If a diagonal is also removed in addition to the connection, the unbraced
length of the leg is greatly increased, jeopardizing its load carrying capacity. Failure of one leg can result in a structure
collapse because there is no redundancy. Redundant members and diagonals are critical to the stability of the structure.
GPD makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from
material, fabrication, and erection of this structure. GPD will not be responsible whatsoever for, or on account of,
consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions
contained in this report. The maximum liability of GPD pursuant to this report will be limited to the total fee received for
preparation of this report.
Pipe Mounts on Penthouse w/ Proposed Mount Modifications - Structural Evaluation USID: 1539
8/10/2022
APPENDIX A
Structural Analysis Summary Form
Structural Analysis Summary Form
General Info
Site ID
Site Name
FA Number
Date of Analysis
Company Performing Analysis
Structure Info Date Design Parameters Analysis Results (% Maximum Usage)
Structure Type
Structure Height (Top of Penthouse)
Building Design Location of Structure (County, State)
Previous CD 4/28/2011 Nominal Wind Speed (mph)*
Previous Structural Analysis 7/22/2016 Ice Thickness (in) Structure Adequate? Yes
Mount Mapping 10/31/2014 Risk Category (I, II, III)
Mount Mapping 5/2/2022 Exposure Category (B, C, D)
Mount Modification Design GPD Project #: 2019705.71 7/15/2019 Topographic Category (1 to 5)
Mount Modification Design GPD Project #: 2022723.16.1539.04 8/10/2022 *Converted from an Ultimate Wind Speed of 115 mph (3-second gust)
Previous Structural Analysis GPD Project #: 2022723.16.1539.02 1/28/2022
Existing/Reserved Loading Configuration
Antenna Owner
Mount
Height (ft)
Antenna CL
(ft)
Quantity Type Manufacturer Model Azimuth Quantity Manufacturer
AT&T Mobility 103 103 3* Panel Powerwave RA21.7750.00 7/123/239 3 Unknown
AT&T Mobility 92 92 1* Panel Powerwave RA21.7750.00 7 1 Unknown
AT&T Mobility 103 103 5 Panel ACE XXQLH-654L8H8-iVT 7/123/239 5 Unknown
AT&T Mobility 92** 92** 1 Panel ACE XXQLH-654L8H8-iVT 7 1 Unknown
AT&T Mobility 103 103 6* TMA Powerwave 21404 on the same mounts
AT&T Mobility 103 103 3* Diplexer Ericsson KRF 102 272/1 on the same mounts
AT&T Mobility 103 103 3 RRUS Ericsson 4449 B5/B12 on the same mounts
AT&T Mobility 103 103 3 RRUS Ericsson RRUS-32 B66A on the same mounts
AT&T Mobility 103 103 2 RRUS Ericsson 4478 B14 on the same mounts
AT&T Mobility 103 103 2 RRUS Ericsson RRUS-32 B2 on the same mounts
AT&T Mobility 103 103 2 RRUS Ericsson RRUS-32 B30 on the same mounts
AT&T Mobility 92** 92** 1 RRUS Ericsson 4478 B14 on the same mounts
AT&T Mobility 94** 94** 1 RRUS Ericsson RRUS-32 B2 on the same mounts
AT&T Mobility 94** 94** 1 RRUS Ericsson RRUS-32 B30 on the same mounts
AT&T Mobility 103 103 1 OVP Raycap DC6-48-60-18 Box on the same mounts
AT&T Mobility 103 103 2* OVP Raycap DC6-48-60-18-8F on the same mounts
*Indicates equipment/feedline quantity to be removed.
**Note: To be relocated from 103' rad center to 93' rad center per the modificaiton design by GPD (Project #: 2022723.16.1539.04)
Proposed Loading
Antenna Owner
Mount
Height (ft)
Antenna CL
(ft)
Quantity Type Manufacturer Model Azimuth Quantity Manufacturer
AT&T Mobility 103 103 2 Panel Ericsson AIR6449 B77D 7/123/239 on the existing mounts
AT&T Mobility 103 103 2 Panel Ericsson AIR6419 B77G 7/123/239 on the existing mounts
AT&T Mobility 92 92 1 Panel Ericsson AIR6449 B77D 7 on the existing mounts
AT&T Mobility 92 92 1 Panel Ericsson AIR6419 B77G 7 on the existing mounts
AT&T Mobility 92 92 1 OVP Raycap DC6-48-60-18 Box
AT&T Mobility 103 103 2 OVP Raycap DC6-48-60-18 Box on the existing mounts
Note: The proposed equipment shall be installed in addition to the remaining existing/reserved loading at the same elevation.
Mount
Type
Antenna
Pipe Mounts on Penthouse w/ Proposed Mount Modifications - Structural Evaluation USID: 1539
8/10/2022
APPENDIX B
Alpha Sector Analysis
Building Governing Building Code: 2012 IBC Topographic Feature: N/A
80 ft Governing Design Load Code: ASCE7-10 H (Crest Height) = ft
92 / 103 ft TIA/EIA Code: G L (Slope Distance) = ft
1.00 Nominal Wind Speed (No Ice) = 89 mph (3-s gust) x (Distance from Crest) = ft
II Nominal Wind Speed (w/ Ice) = 40 mph (3-s gust) Base Kzt Override =
Yes Ice Thickness = 1.00 in
No Exposure Category: C
Structure Base Elevation (AMSL) 15 ft Parapet Height = 5 ft
Xb (Windward Face Distance) = 10 ft
Ws (Windward Face Width) = 140 ft
7
Member Type Length (in)
Side (Longest seeing
wind) (in)
Other Side (in)
Calculated Dc, for ice
weight (in)
Dc, for ice weight (in) Area Type (Round or Flat) Ka
User's Wind Multiplier
Unshielded Normal Wind
Force w/ Ice (lb/ft)*
Ice Weight (lb/ft)*
Pipe 96 2.875 2.875 6.3 2.88 Round 1.00 1.00 2.84 14.01
Angle 31.5 3 3 4.24 Flat 1.00 1.00 2.95 17.75
Angle 21 3 3 4.24 Flat 1.00 1.00 2.81 17.75
Pipe 96 2.875 2.875 2.88 Round 1.00 1.00 2.76 13.78
Pipe 72 2.875 2.875 2.88 Round 1.00 1.00 2.54 13.78
Angle 18 5 3 5.83 Flat 1.00 1.00 4.56 21.79
Square/Rect. 12 2.5 2.5 3.54 Flat 1.00 1.00 3.35 15.57
*All forces are unfactored.
11
Loading Elevation (ft) Height (in) Front Width (in) Side Depth (in) Wt (lbs) Type for Area Front Shielding (%) Side Shielding (%) Ka
and/or block shielding
Normal Wind Force
(lbs)*
Wt (lbs) (no ice)*
Normal Wind Force (lbs)
(w/ ice)*
Wt (lbs) (only ice)*
(1) XXQLH-654L8H8-iVT at 103 103 96 19.7 7.5 109.4 Flat 0% 0% 1.00 420.62 109.40 96.55 483.89
(1) XXQLH-654L8H8-iVT at 92 92 96 19.7 7.5 109.4 Flat 0% 0% 1.00 410.74 109.40 94.14 477.50
(1) 4449 B5/B12 (Sideways) 103 17.9 9.44 13.19 71 Flat 0% 0% 1.00 34.55 71.00 12.87 106.23
(1) RRUS-32 B66A (Sideways) 103 27.6 7.41 12.45 55.12 Flat 0% 0% 1.00 43.71 55.12 12.80 126.84
(1) 4478 B14 (Sideways) 92 16.5 7.7 13.4 59.9 Flat 0% 0% 1.00 25.36 59.90 10.24 91.58
(1) RRUS-32 B2 (Sideways) 94 27.2 7 12.05 52.9 Flat 0% 0% 1.00 40.14 52.90 11.88 119.13
(1) RRUS-32 B30 (Sideways) 94 29.9 9.5 13.3 77 Flat 0% 0% 1.00 58.33 77.00 19.39 152.84
(1) AIR6449 B77D 92 30.4 15.9 8.1 81.6 Flat 0% 0% 1.00 96.50 81.60 28.56 160.73
(1) AIR6419 B77G 92 28.3 16.1 7.9 66.1 Flat 0% 0% 1.00 90.96 66.10 27.10 151.93
(1) DC6-48-60-18 Box at 103 103 27.4 16.7 5.5 48 Flat 0% 0% 1.00 93.55 48.00 27.89 136.91
(1) DC6-48-60-18 Box at 92 92 27.4 16.7 5.5 48 Flat 0% 0% 1.00 91.35 48.00 27.13 134.95
*All forces are unfactored.
9.30
8.59
6.89
6.89
12.47
6.50
Number of Appurtenances
Alpha Standoff at 92
AppurtenancesShieldingIce No Ice Output
GPD
Wells, Evan
GPD Project #: 2022723.1...
IN0448 (USID 1539) HP Building - Alpha
3D Rendering
SK - 1
Aug 10, 2022 at 4:06 PM
1539.04 Alpha.Loaded.r3d
Y
Z X
Envelope Only Solution
GPD
Wells, Evan
GPD Project #: 2022723.1...
IN0448 (USID 1539) HP Building - Alpha
Section Sets / Shapes
SK - 2
Aug 10, 2022 at 4:07 PM
1539.04 Alpha.Loaded.r3d
P2.5 STD
L5X3X4
P2.5 STD
L5X3X4
P2.5 STD
P2.5 STD
HSS2.5X2.5X4
P2.5 STD
L5X3X4
P2.5 STD
L5X3X4
HSS2.5X2.5X4
L5X3X4
P2.5 STD
P2.5 STD
P2.5 STD
L5X3X4
P2.5 STD
L5X3X4
HSS2.5X2.5X4
P2.5 STD
P2.5 STD
P2.5 STD
HSS2.5X2.5X4
L5X3X4
P2.5 STD
L5X3X4
P2.5 STD
P2.5 STD
P2.5 STD
L5X3X4
P2.5 STD
L3X3X4
L5X3X4
L5X3X4
L5X3X4
L5X3X4
P2.5 STD
L5X3X4
Y
Z X
Section Sets
Alpha Mount Pipe at 103
Alpha Standoff
Alpha Vertical
Alpha Mount Pipe at 92
Alpha Support Pipe
Alpha Standoff at 92
Alpha HSS Standoff
RIGID
Envelope Only Solution
GPD
Wells, Evan
GPD Project #: 2022723.1...
IN0448 (USID 1539) HP Building - Alpha
Example Load Combination
SK - 3
Aug 10, 2022 at 4:07 PM
1539.04 Alpha.Loaded.r3d
11.019lb/ft
13.739lb/ft
11.019lb/ft
10.398lb/ft
10.398lb/ft
11.019lb/ft
10.398lb/ft
10.398lb/ft
-65.64lb
-65.64lb
-151.344lb
-57.6lb
333.821lb
333.821lb
126.163lb
148.253lb
-65.64lb
-65.64lb
-155.88lb
-71.88lb
325.978lb
325.978lb
158.675lb
41.027lb
-39.66lb
-39.66lb
-48.96lb
-48.96lb
-57.6lb
72.24lb
72.24lb
76.662lb
76.662lb
144.771lb
Y
Z X
Loads: LC 2, 1.2 Dead + 1.6 Wind @ 0° - No Ice
Envelope Only Solution
GPD
Wells, Evan
GPD Project #: 2022723.1...
IN0448 (USID 1539) HP Building - Alpha
Code Checks
SK - 4
Aug 10, 2022 at 4:08 PM
1539.04 Alpha.Loaded.r3d
.09
.11
.18
.11
.18
.09
.10
.18
.14
.18
.14
.10
.14
.18
.09
.25
.20
.28
.20
.15
.28
.25
.28
.17
.29
.28
.29
.25
.28
.52
.75
.52
.03
.52
.75
.52
.75
.52
.52
Y
Z X
Code Check
( Env )
No Calc
> 1.0
.90-1.0
.75-.90
.50-.75
0.-.50
Member Code Checks Displayed (Enveloped)
Envelope Only Solution
GPD
Wells, Evan
GPD Project #: 2022723.1...
IN0448 (USID 1539) HP Building - Alpha
Shear Checks
SK - 5
Aug 10, 2022 at 4:08 PM
1539.04 Alpha.Loaded.r3d
.02
.03
.09
.03
.09
.02
.05
.09
.03
.09
.03
.05
.03
.09
.02
.06
.04
.20
.04
.07
.20
.06
.20
.09
.07
.20
.07
.06
.20
.25
.07
.25
.04
.07
.07
.07
.07
.25
.07
Y
Z X
Shear Check
( Env )
No Calc
> 1.0
.90-1.0
.75-.90
.50-.75
0.-.50
Member Shear Checks Displayed (Enveloped)
Envelope Only Solution
Company : GPD Aug 10, 2022
Designer : Wells, Evan 4:08 PM
Job Number : GPD Project #: 2022723.16.1539.04 Checked By:_____
Model Name : IN0448 (USID 1539) HP Building - Alpha
(Global) Model Settings
Display Sections for Member Calcs
Max Internal Sections for Member Calcs
Include Shear Deformation?
Increase Nailing Capacity for Wind?
Include Warping?
Trans Load Btwn Intersecting Wood Wall?
Area Load Mesh (in^2)
Merge Tolerance (in)
P-Delta Analysis Tolerance
Include P-Delta for Walls?
Automatically Iterate Stiffness for Walls?
Max Iterations for Wall Stiffness
Gravity Acceleration (in/sec^2)
Wall Mesh Size (in)
Eigensolution Convergence Tol. (1.E-)
Vertical Axis
Global Member Orientation Plane
Static Solver
Dynamic Solver
5
97
Yes
Yes
Yes
Yes
144
.12
0.50%
Yes
Yes
3
386.4
24
4
Y
XZ
Sparse Accelerated
Accelerated Solver
Hot Rolled Steel Code
Adjust Stiffness?
RISAConnection Code
Cold Formed Steel Code
Wood Code
Wood Temperature
Concrete Code
Masonry Code
Aluminum Code
Stainless Steel Code
AISC 14th(360-10): LRFD
Yes(Iterative)
None
None
None
< 100F
None
Company : GPD Aug 10, 2022
Designer : Wells, Evan 4:08 PM
Job Number : GPD Project #: 2022723.16.1539.04 Checked By:_____
Model Name : IN0448 (USID 1539) HP Building - Alpha
(Global) Model Settings, Continued
Seismic Code
Seismic Base Elevation (in)
Add Base Weight?
Ct X
Ct Z
T X (sec)
T Z (sec)
R X
R Z
None
Not Entered
Yes
.02
.02
Not Entered
Not Entered
3
3
Hot Rolled Steel Properties
Label E [ksi] G [ksi] Nu Therm (/1E...Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt
1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2
2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1
3 A53 Gr.B 29000 11154 .3 .65 .49 35 1.6 60 1.2
4 A500 Gr.C Rect 29000 11154 .3 .65 .527 50 1.4 62 1.3
Hot Rolled Steel Section Sets
Label Shape Type Design List Material Design R... A [in2] Iyy [in4] Izz [in4] J [in4]
1 Alpha Mount Pipe at... P2.5 STD None None A53 Gr.B Typical 1.704 1.53 1.53 3.059
2 Alpha Standoff L5X3X4 None None A36 Gr.36 Typical 1.94 1.41 5.09 .044
3 Alpha Vertical L3X3X4 None None A36 Gr.36 Typical 1.44 1.23 1.23 .031
4 Alpha Mount Pipe at... P2.5 STD None None A53 Gr.B Typical 1.704 1.53 1.53 3.059
5 Alpha Support Pipe P2.5 STD None None A53 Gr.B Typical 1.704 1.53 1.53 3.059
6 Alpha Standoff at 92 L5X3X4 None None A36 Gr.36 Typical 1.94 1.41 5.09 .044
7 Alpha HSS Standoff HSS2.5X2.5X4 None None
A500 Gr.C R... Typical 1.97 1.63 1.63 2.79
General Material Properties
Label E [ksi] G [ksi] Nu Therm (/1E5 F) Density[k/ft^3]
1 RIGID 1e+6 .3 0 0
General Section Sets
Label Shape Type Material A [in2] Iyy [in4] Izz [in4] J [in4]
1 RIGID None RIGID 1e+6 1e+6 1e+6 1e+6
Member Primary Data
Label I Joint J Joint K Joint Rotate(d... Section/Shape Type Design List Material Design Rul...
1 A1 N1 N2 90 Alpha Mount Pipe at 103 None None A53 Gr.B Typical
2 A2 N19 N20 90 Alpha Mount Pipe at 92 None None A53 Gr.B Typical
3 A3 N41 N42 90 Alpha Mount Pipe at 92 None None A53 Gr.B Typical
4 M1 N47 N45 180 Alpha Standoff None None A36 Gr.36 Typical
5 M2 N48 N46 180 Alpha Standoff None None A36 Gr.36 Typical
6 M3 N6 N5 180 Alpha Vertical None None A36 Gr.36 Typical
7 M5 N9 N10 90 Alpha Support Pipe None None A53 Gr.B Typical
8 M6 RA3 N13 Alpha HSS Standoff None None A500 Gr.... Typical
9 M7 RA4 N14 Alpha HSS Standoff None None A500 Gr.... Typical
10 M8 N13 N11 RIGID None None RIGID Typical
11 M9 N14 N12 RIGID None None RIGID Typical
12 M23 N31 N32 90 Alpha Support Pipe None None A53 Gr.B Typical
13 M24 RA5 N35 Alpha HSS Standoff None None A500 Gr.... Typical
Company : GPD Aug 10, 2022
Designer : Wells, Evan 4:08 PM
Job Number : GPD Project #: 2022723.16.1539.04 Checked By:_____
Model Name : IN0448 (USID 1539) HP Building - Alpha
Member Primary Data (Continued)
Label I Joint J Joint K Joint Rotate(d... Section/Shape Type Design List Material Design Rul...
14 M25 RA6 N36 Alpha HSS Standoff None None A500 Gr.... Typical
15 M26 N35 N33 RIGID None None RIGID Typical
16 M27 N36 N34 RIGID None None RIGID Typical
17 M17 N41A N37 180 Alpha Standoff at 92 None None A36 Gr.36 Typical
18 M18 N42A N38 180 Alpha Standoff at 92 None None A36 Gr.36 Typical
19 M19 N39A N43A 180 Alpha Standoff at 92 None None A36 Gr.36 Typical
20 M20 N40A N44A 180 Alpha Standoff at 92 None None A36 Gr.36 Typical
Member Advanced Data
Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical Defl Ra...Analysis ... Inactive Seismi...
1 A1 Yes ** NA ** None
2 A2 Yes ** NA ** None
3 A3 Yes ** NA ** None
4 M1 Yes ** NA ** None
5 M2 Yes ** NA ** None
6 M3 BenPIN BenPIN Yes ** NA ** None
7 M5 Yes ** NA ** None
8 M6 Yes ** NA ** None
9 M7 Yes ** NA ** None
10 M8 Yes ** NA ** None
11 M9 Yes ** NA ** None
12 M23 Yes ** NA ** None
13 M24 Yes ** NA ** None
14 M25 Yes ** NA ** None
15 M26 Yes ** NA ** None
16 M27 Yes ** NA ** None
17 M17 Yes ** NA ** None
18 M18 Yes ** NA ** None
19 M19 Yes ** NA ** None
20 M20 Yes ** NA ** None
Hot Rolled Steel Design Parameters
Label Shape Length... Lbyy[in] Lbzz[in] Lcomp to... Lcomp bo...L-tor... Kyy Kzz Cb Funct...
1 A1 Alpha Mount Pipe at 103 96 56 56 56 2.1 2.1 Lateral
2 A2 Alpha Mount Pipe at 92 96 60 60 60 1 1 Lateral
3 A3 Alpha Mount Pipe at 92 96 60 60 60 1 1 Lateral
4 M1 Alpha Standoff 31.5 18 2.1 2.1 Lateral
5 M2 Alpha Standoff 31.5 18 2.1 2.1 Lateral
6 M3 Alpha Vertical 16 1 1 Lateral
7 M5 Alpha Support Pipe 72 36 36 36 1 1 Lateral
8 M6 Alpha HSS Standoff 12.275 2.1 2.1
Lateral
9 M7 Alpha HSS Standoff 12.275 2.1 2.1
Lateral
10 M23 Alpha Support Pipe 72 36 36 36 1 1 Lateral
11 M24 Alpha HSS Standoff 12.275 2.1 2.1
Lateral
12 M25 Alpha HSS Standoff 12.275 2.1 2.1
Lateral
13 M17 Alpha Standoff at 92 18 Segment Segment Segment Segment Seg... 1 1
Lateral
14 M18 Alpha Standoff at 92 18 Segment Segment Segment Segment Seg... 1 1
Lateral
15 M19 Alpha Standoff at 92 18 Segment Segment Segment Segment Seg... 1 1
Lateral
16 M20 Alpha Standoff at 92 18 Segment Segment Segment Segment Seg... 1 1
Company : GPD Aug 10, 2022
Designer : Wells, Evan 4:08 PM
Job Number : GPD Project #: 2022723.16.1539.04 Checked By:_____
Model Name : IN0448 (USID 1539) HP Building - Alpha
Basic Load Cases
BLC Description Category X Gravity Y Gravity Z Gravity Joint Point DistributedArea(Me... Surface(...
1 Dead DL -1 18
2 No Ice Wind 0 deg None 18 10
3 No Ice Wind 45 deg None 36 32
4 No Ice Wind 90 deg None 18 12
5 No Ice Wind 135 deg None 36 32
6 No Ice Wind 180 deg None 18 10
7 No Ice Wind 225 deg None 36 32
8 No Ice Wind 270 deg None 18 12
9 No Ice Wind 315 deg None 36 32
10 Ice Weight None 36 32
11 Ice Wind 0 deg None 18 10
12 Ice Wind 45 deg None 36 32
13 Ice Wind 90 deg None 18 12
14 Ice Wind 135 deg None 36 32
15 Ice Wind 180 deg None
16 Ice Wind 225 deg None
17 Ice Wind 270 deg None
18 Ice Wind 315 deg None
Load Combinations
Description S... P... S... B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...
1 1.4 Dead Yes Y 1 1.4 0 0 0 0 0 0 0
2 1.2 Dead + 1.6 Wind @ 0° - No Ice Yes Y 1 1.2 2 1.6 0 0 0 0 0 0
3 0.9 Dead + 1.6 Wind @ 0° - No Ice Yes Y 1 .9 2 1.6 0 0 0 0 0 0
4 1.2 Dead + 1.6 Wind @ 45° - No Ice Yes Y 1 1.2 3 1.6 0 0 0 0 0 0
5 0.9 Dead + 1.6 Wind @ 45° - No Ice Yes Y 1 .9 3 1.6 0 0 0 0 0 0
6 1.2 Dead + 1.6 Wind @ 90° - No Ice Yes Y 1 1.2 4 1.6 0 0 0 0 0 0
7 0.9 Dead + 1.6 Wind @ 90° - No Ice Yes Y 1 .9 4 1.6 0 0 0 0 0 0
8 1.2 Dead + 1.6 Wind @ 135° - No I...Yes Y 1 1.2 5 1.6 0 0 0 0 0 0
9 0.9 Dead + 1.6 Wind @ 135° - No I...Yes Y 1 .9 5 1.6 0 0 0 0 0 0
10 1.2 Dead + 1.6 Wind @ 180° - No I...Yes Y 1 1.2 6 1.6 0 0 0 0 0 0
11 0.9 Dead + 1.6 Wind @ 180° - No I...Yes Y 1 .9 6 1.6 0 0 0 0 0 0
12 1.2 Dead + 1.6 Wind @ 225° - No I...Yes Y 1 1.2 7 1.6 0 0 0 0 0 0
13 0.9 Dead + 1.6 Wind @ 225° - No I...Yes Y 1 .9 7 1.6 0 0 0 0 0 0
14 1.2 Dead + 1.6 Wind @ 270° - No I...Yes Y 1 1.2 8 1.6 0 0 0 0 0 0
15 0.9 Dead + 1.6 Wind @ 270° - No I...Yes Y 1 .9 8 1.6 0 0 0 0 0 0
16 1.2 Dead + 1.6 Wind @ 315° - No I...Yes Y 1 1.2 9 1.6 0 0 0 0 0 0
17 0.9 Dead + 1.6 Wind @ 315° - No I...Yes Y 1 .9 9 1.6 0 0 0 0 0 0
18 1.2 Dead + 1.0 Ice Wind @ 0°+ 1.0...Yes Y 1 1.2 11 1 10 1 1 0 0 0 0
19 1.2 Dead + 1.0 Ice Wind @ 45°+ 1....Yes Y 1 1.2 12 1 10 1 1 0 0 0 0
20 1.2 Dead + 1.0 Ice Wind @ 90°+ 1....Yes Y 1 1.2 13 1 10 1 1 0 0 0 0
21 1.2 Dead + 1.0 Ice Wind @ 135°+ ... Yes Y 1 1.2 14 1 10 1 1 0 0 0 0
22 1.2 Dead + 1.0 Ice Wind @ 180°+ ... Yes Y 1 1.2 15 1 10 1 1 0 0 0 0
23 1.2 Dead + 1.0 Ice Wind @ 225°+ ... Yes Y 1 1.2 16 1 10 1 1 0 0 0 0
24 1.2 Dead + 1.0 Ice Wind @ 270°+ ... Yes Y 1 1.2 17 1 10 1 1 0 0 0 0
25 1.2 Dead + 1.0 Ice Wind @ 315°+ ... Yes Y 1 1.2 18 1 10 1 1 0 0 0 0
Joint Boundary Conditions
Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad]
1 RA1 Reaction Reaction Reaction Reaction
2 RA2 Reaction Reaction Reaction Reaction
3 RA3 Reaction Reaction Reaction Reaction Reaction
4 RA4 Reaction Reaction Reaction Reaction Reaction
RISA-3D Version 17.0.4 [C:\...\...\...\...\...\04_Modeling\1539.04 Alpha.Loaded.r3d] Page 4
Company : GPD Aug 10, 2022
Designer : Wells, Evan 4:08 PM
Job Number : GPD Project #: 2022723.16.1539.04 Checked By:_____
Model Name : IN0448 (USID 1539) HP Building - Alpha
Joint Boundary Conditions (Continued)
Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad]
5 RA5 Reaction Reaction Reaction Reaction Reaction
6 RA6 Reaction Reaction Reaction Reaction Reaction
Envelope Joint Reactions
Joint X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ [lb-ft] LC
1 RA1 max 2279.421 18 801.973 18 296.132 5 0 25 71.95 14 0 25
2 min -81.732 11 42.221 11 -300.232 13 0 1 -72.996 6 0 1
3 RA2 max 1042.109 11 753.417 21 947.428 13 0 25 1338.127 14 0 25
4 min -2492.163 18 39.112 3 -943.328 5 0 1 -1337.074 6 0 1
5 RA3 max 897.969 10 811.694 25 696.909 15 0 25 1011.929 12 184.071 3
6 min -714.403 3 -100.287 7 -1022.212 6 0 1 -854.929 5 -280.634 10
7 RA4 max 67.475 11 870.646 19 611.157 21 0 25 334.239 13 11.517 5
8 min -387.29 18 -100.848 15 119.876 5 0 1 -494.122 4 -185.622 21
9 RA5 max 512.576 10 597.175 19 487.739 14 0 25 396.965 3 74.879 3
10 min -382.296 3 6.404 15 -245.172 7 0 1 -508.594 10 -143.672 10
11 RA6 max 78.263 11 551.332 25 -26.31 15 0 25 278.611 16 -18.728 17
12 min -258.668 19 6.305 7 -441.584 19 0 1 -166.092 9 -119.545 19
13 Totals: max 2471.627 11 4268.766 19
2002.008 15
14 min -2471.627 2 987.718 15
-2002.008 6
Envelope AISC 14th(360-10): LRFD Steel Code Checks
Member Shape Code Check Loc[... LC Shear...Loc[...DirLCphi*Pnc...phi*Pnt...phi*Mn ...phi*Mn ...Cb Eqn
1 A1 P2.5 STD .523 40 11 .250 40 4 24395.... 53677.... 3811.8263811.8261...H1-1b
2 A2 P2.5 STD .253 30 10 .059 30 1443716.2353677.... 3811.8263811.8262...H1-1b
3 A3 P2.5 STD .094 30 10 .024 30 8 43716.2353677.... 3811.8263811.8262...H1-1b
4 M1 L5X3X4 .523 28.2... 25 .075
22.6... y 2 32698....
62856 1938.8926808.6381... H2-1
5 M2 L5X3X4 .754 4.594 4 .075
22.6... y 10 32698....
62856 1938.8926808.6381... H2-1
6 M3 L3X3X4 .035 7.833 3 .037 16 z
13 44854.... 46656 1688.1383755.7451...
H2-1
7 M5 P2.5 STD .283 18 19 .196 18 6 49853.... 53677.... 3811.8263811.8261...H1-1b
8 M6 HSS2.5X2... .168 0 12 .092 0 z
10 83594.... 88650 6112.5 6112.5 1...H1-1b
9 M7 HSS2.5X2... .150
12.2... 19 .071 0 y 21 83594....
88650 6112.5 6112.5 1...H1-1b
10 M23 P2.5 STD .183 54 25 .089 18 12 49853.... 53677.... 3811.8263811.8261...H1-1b
11 M24 HSS2.5X2... .103
12.2... 19 .049 0 z 10 83594....
88650 6112.5 6112.5 1...H1-1b
12 M25 HSS2.5X2... .100
12.2... 21 .046 0 y 25 83594....
88650 6112.5 6112.5 1...H1-1b
13 M17 L5X3X4 .287 3 4 .072 3 z 14 50519.... 62856
1574.3515528.5124... H2-1
14 M18 L5X3X4 .198 3 8 .044 3 y 10 50519.... 62856
1574.3515528.5124... H2-1
15 M19 L5X3X4 .143 15 16 .028 15 y 25 49844.... 62856
1574.3515528.5122... H2-1
16 M20 L5X3X4 .108 15 12 .029 15 y 19 49844.... 62856
Member:
Job:
Code:
Bolt
ø
0.5 in Bolt Shear 18.8% OK
Material A325N Member Bearing 14.9% OK
Bolt Hole 0.5625 in Member Block Shear 6.8% OK
Fnv 54 ksi Standoff Bearing 10.7% OK
Ab 0.196 in^2 Standoff Block Shear 2.7% OK
S/D shear single Controlling 18.8% OK
ø
0.75
ø
Rn 7.95 kip
Ru 1.491 kip / bolt
Capacity 18.8% OK Edge Dist. Perpendicular 2 in
Ubs 1
Fy 36 ksi
Edge Dist. Parallel 0.875 in Fu 58 ksi
Lc 0.59375 in Ant 0.4219 in^2
t member 0.25 in Anv 0.1406 in^2
Fu member 58 ksi Agv 0.2188 in^2
ø
0.8
ø
0.75
ø
Rn 10.01 kip
ø
Rn 21.90 kip
Ru 1.491 kip Ru 1.491 kip
Capacity 14.9% OK Capacity 6.8% OK
Edge Dist. Parallel 9 in Edge Dist. Perpendicular 2 in
Lc 8.71875 in Ubs 1
t standoff angle 0.25 in Fy 36 ksi
Fu standoff angle 58 ksi Fu 58 ksi
ø
0.8 Ant 0.4219 in^2
ø
Rn 13.92 kip Anv 2.1719 in^2
Ru 1.491 kip Agv 2.2500 in^2
Capacity 10.7% OK
ø
0.75
ø
Rn 54.80 kip
Ru 1.491 kip
Capacity 2.7% OK
Member Bolt Check
Angle Vertical (Alpha)
2022723.16.1539.04
TIA-222-G
Bolt Check Capacity Summary
Block Shear Strength (Member)
Bearing Strength (Member)
Bearing Strength (Standoff) Block Shear Strength (Standoff)
Member:
Job:
Code:
Bolt
ø
0.5 in Bolt Shear 16.3% OK
Material A325N Member Bearing 9.3% OK
Bolt Hole 0.5625 in Member Block Shear 4.7% OK
Fnv 54 ksi Standoff Bearing 10.0% OK
Ab 0.196 in^2 Standoff Block Shear 2.6% OK
S/D shear single Controlling 16.3% OK
ø
0.75
ø
Rn 7.95 kip
Ru 1.298 kip / bolt
Capacity 16.3% OK Edge Dist. Perpendicular 2 in
Ubs 1
Fy 36 ksi
Edge Dist. Parallel 2.25 in Fu 58 ksi
Lc 1.96875 in Ant 0.4219 in^2
t member 0.25 in Anv 0.4844 in^2
Fu member 58 ksi Agv 0.5625 in^2
ø
0.8
ø
0.75
ø
Rn 13.92 kip
ø
Rn 27.46 kip
Ru 1.298 kip Ru 1.298 kip
Capacity 9.3% OK Capacity 4.7% OK
Edge Dist. Parallel 8 in Edge Dist. Perpendicular 2.25 in
Lc 7.71875 in Ubs 1
t channel 0.233 in Fy 36 ksi
Fu channel 58 ksi Fu 58 ksi
ø
0.8 Ant 0.4514 in^2
ø
Rn 12.97 kip Anv 1.7912 in^2
Ru 1.298 kip Agv 1.8640 in^2
Capacity 10.0% OK
ø
0.75
ø
Rn 49.83 kip
Ru 1.298 kip
Capacity 2.6% OK
Bearing Strength (Standoff) Block Shear Strength (Standoff)
Block Shear Strength (Member)
Bearing Strength (Member)
Member Bolt Check
A1 Standoff to Channel
2022723.16.1539.04
TIA-222-G
Bolt Check Capacity Summary
Channel (Angle Standoff) - Alpha
GPD #: 2022723.16.1539.04
Tension (Tub) = 4027 lbs Surface Class = Class A
Interaction Shear (Vub) = 671 lbs Number of Slip Surfaces, ns = 2
φ = 1
Coefficient of Friction, µ = 0.3
Grade: A325 (AISC - Table J3.2) Pretension Ratio, Du = 1.13
Threads Included: N Factor for Fillers, hƒ = 0.85
Bolt Hole Type = Standard Minimum Fastener Tension, Tb = 12 kips (AISC - Table J3.1)
Nominal Tensile Strength, Fnt = 90 ksi Combined Force Factor, ksc = 0.70
Nominal Shear Strength, Fnv = 54 ksi Factored Slip Resistance (φRnv) = 0 lbs
Interaction Tensile Strength, F'nt = 90 ksi
Bolt Diameter, ø = 0.5 in
Bolt Area, Ab = 0.196 in2
Maximum Capacity Rating = 105%
φ = 0.75 Tub/φRnt = 30.4%
Factored Tension (φRnt) = 13254 lbs Interaction = 30.4%
Factored Interaction (φR'nt) = 13254 lbs Governing Capacity Rating = 30.4% OK
Bolt Forces Slip Conditions
Bolt Info
Bolt Strength
Bearing-Type Connection (AISC 14th Ed.)
Bolt Capacity Ratings
Member:
Job:
Code:
Bolt
ø
0.5 in Bolt Shear 26.5% OK
Material A307 Member Bearing 10.5% OK
Bolt Hole 0.5625 in Member Block Shear 4.8% OK
Fnv 27 ksi Flange Plate Bearing 3.4% OK
Ab 0.196 in^2 Flange Plate Shear 2.9% OK
S/D shear single Controlling 26.5% OK
ø
0.75
ø
Rn 3.98 kip
Ru 1.054 kip / bolt
Capacity 26.5% OK Edge Dist. Perpendicular 2 in
Ubs 1
Fy 36 ksi
Edge Dist. Parallel 0.875 in Fu 58 ksi
Lc 0.59375 in Ant 0.4219 in^2
t member 0.25 in Anv 0.1406 in^2
Fu member 58 ksi Agv 0.2188 in^2
ø
0.8
ø
0.75
ø
Rn 10.01 kip
ø
Rn 21.90 kip
Ru 1.054 kip Ru 1.054 kip
Capacity 10.5% OK Capacity 4.8% OK
Edge Dist. Parallel 1.25 in Edge Dist. Perpendicular 1.25 in
Lc 0.96875 in Ubs 1
t flange plate 0.5 in Fy 50 ksi
Fu flange plate 65 ksi Fu 65 ksi
ø
0.8 Ant 0.4688 in^2
ø
Rn 31.20 kip Anv 0.4688 in^2
Ru 1.054 kip Agv 0.6250 in^2
Capacity 3.4% OK
ø
0.75
ø
Rn 36.56 kip
Ru 1.054 kip
Capacity 2.9% OK
Bearing Strength (Flange Plate) Block Shear Strength (Flange Plate)
Block Shear Strength (Member)
Bearing Strength (Member)
Member Bolt Check
A2/A3 Threaded Rod
2022723.16.1539.04
TIA-222-G
Bolt Check Capacity Summary
Threaded Rod (Alpha)
GPD #: 2022723.16.1539.04
Tension (Tub) = 1799 lbs Surface Class = Class A
Interaction Shear (Vub) = 428 lbs Number of Slip Surfaces, ns = 2
φ = 1
Coefficient of Friction, µ = 0.3
Grade: A307 (AISC - Table J3.2) Pretension Ratio, Du = 1.13
Threads Included: N Factor for Fillers, hƒ = 0.85
Bolt Hole Type = Standard Minimum Fastener Tension, Tb = 6 kips (AISC - Table J3.1)
Nominal Tensile Strength, Fnt = 45 ksi Combined Force Factor, ksc = 0.73
Nominal Shear Strength, Fnv = 27 ksi Factored Slip Resistance (φRnv) = 0 lbs
Interaction Tensile Strength, F'nt = 45 ksi
Bolt Diameter, ø = 0.5 in
Bolt Area, Ab = 0.196 in2
Maximum Capacity Rating = 105%
φ = 0.75 Tub/φRnt = 27.1%
Factored Tension (φRnt) = 6627 lbs Interaction = 27.1%
Factored Interaction (φR'nt) = 6627 lbs Governing Capacity Rating = 27.1% OK
Bearing-Type Connection (AISC 14th Ed.)
Bolt Forces Slip Conditions
Bolt Info
Bolt Strength Bolt Capacity Ratings
Member:
Job:
Code:
Bolt
ø
0.5 in Bolt Shear 17.0% OK
Material A325N Member Bearing 4.4% OK
Bolt Hole 0.5625 in Member Block Shear 0.9% OK
Fnv 54 ksi Flange Plate Bearing 4.3% OK
Ab 0.196 in^2 Flange Plate Shear 3.7% OK
S/D shear single Controlling 17.0% OK
ø
0.75
ø
Rn 7.95 kip
Ru 1.352 kip / bolt
Capacity 17.0% OK Edge Dist. Perpendicular 3.55 in
Ubs 1
Fy 36 ksi
Edge Dist. Parallel 8 in Fu 58 ksi
Lc 7.71875 in Ant 1.7806 in^2
t member 0.55 in Anv 4.2281 in^2
Fu member 58 ksi Agv 4.4000 in^2
ø
0.8
ø
0.75
ø
Rn 30.62 kip
ø
Rn 148.74 kip
Ru 1.352 kip Ru 1.352 kip
Capacity 4.4% OK Capacity 0.9% OK
Edge Dist. Parallel 1.25 in Edge Dist. Perpendicular 1.25 in
Lc 0.96875 in Ubs 1
t flange plate 0.5 in Fy 50 ksi
Fu flange plate 65 ksi Fu 65 ksi
ø
0.8 Ant 0.4688 in^2
ø
Rn 31.20 kip Anv 0.4688 in^2
Ru 1.352 kip Agv 0.6250 in^2
Capacity 4.3% OK
ø
0.75
ø
Rn 36.56 kip
Ru 1.352 kip
Capacity 3.7% OK
Bearing Strength (Flange Plate) Block Shear Strength (Flange Plate)
Block Shear Strength (Member)
Bearing Strength (Member)
Member Bolt Check
A2/A3 Flange Bolt
2022723.16.1539.04
TIA-222-G
Bolt Check Capacity Summary
Flange Bolts (Alpha)
GPD #: 2022723.16.1539.04
Tension (Tub) = 1183 lbs Surface Class = Class A
Interaction Shear (Vub) = 1167 lbs Number of Slip Surfaces, ns = 2
φ = 1
Coefficient of Friction, µ = 0.3
Grade: A325 (AISC - Table J3.2) Pretension Ratio, Du = 1.13
Threads Included: N Factor for Fillers, hƒ = 0.85
Bolt Hole Type = Standard Minimum Fastener Tension, Tb = 12 kips (AISC - Table J3.1)
Nominal Tensile Strength, Fnt = 90 ksi Combined Force Factor, ksc = 0.91
Nominal Shear Strength, Fnv = 54 ksi Factored Slip Resistance (φRnv) = 0 lbs
Interaction Tensile Strength, F'nt = 90 ksi
Bolt Diameter, ø = 0.5 in
Bolt Area, Ab = 0.196 in2
Maximum Capacity Rating = 105%
φ = 0.75 Tub/φRnt = 8.9%
Factored Tension (φRnt) = 13254 lbs Interaction = 8.9%
Factored Interaction (φR'nt) = 13254 lbs Governing Capacity Rating = 8.9% OK
Bearing-Type Connection (AISC 14th Ed.)
Bolt Forces Slip Conditions
Bolt Info
Bolt Strength Bolt Capacity Ratings
"WELDGRP.xls" Program
Version 2.3
WELD GROUP ANALYSIS
Using the Elastic Method for up to 24 Total Welds
Job Name: IN0448 (USID 1539) HP Building - Alpha Subject: HSS Weld
Job Number: 2022723.16.1539.04 Originator: EJW Checker:
Input Data:
Number of Welds, Nw = 8
Weld Coordinates:
Start End
X1 (in.) Y1 (in.) X2 (in.) Y2 (in.)
Weld #1 0.500 0.000 2.000 0.000
Weld #2 0.000 0.500 0.500 0.000
Weld #3 2.000 0.000 2.500 0.500
Weld #4 0.000 0.500 0.000 2.000
Weld #5 2.500 0.500 2.500 2.000
Weld #6 0.000 2.000 0.500 2.500
Weld #7 2.500 2.000 2.000 2.500
Weld #8 0.500 2.500 2.000 2.500
WELD GROUP PLOT
+Y 1=Start
2=End
1 2
2
Weld #3
Weld #2
No. of Load Points = 1 Weld #1
Load Point Data: 1
Point #1 1 2
X-Coordinate (in.) = 1.250 0 +X
Y-Coordinate (in.) = 1.250 Origin
Z-Coordinate (in.) = 0.000 +Z
Axial Load, Pz (k) = -0.48 NOMENCLATURE
Shear Load, Px (k) = 0.65
Shear Load, Py (k) = 0.48
Moment, Mx (in-k) = 0.00
Moment, My (in-k) = 12.14
Moment, Mz (in-k) = -2.89
(continued)
0.0
2.0
4.0
6.0
8.0
10.0
12.0
14.0
0.0 2.0 4.0 6.0 8.0 10.0 12.0
Y - AXIS (in.)
X - AXIS (in.)
1 of 2 8/10/2022 4:05 PM
"WELDGRP.xls" Program
Version 2.3
Results:
Weld Group Properties: ΣΣΣΣ Loads @ C.G. of Weld Group:
Lw = 8.828 in. Σ Pz = -0.48 kips
Xc = 1.250 in. Σ Px = 0.65 kips
Yc = 1.250 in. Σ Py = 0.48 kips
Ix = 8.14 in^3 Σ Mx = 0.00 in-k
Iy = 8.14 in^3 Σ My = 12.14 in-k
J = 16.27 in^3 Σ Mz = -2.89 in-k
Weld Forces (k/in.)
Rn(1) Rn(2)
Weld #1 1.091 1.185
Weld #2 1.833 1.091
Weld #3 1.185 1.927
Weld #4 1.833 1.844
Weld #5 1.927 1.937
Weld #6 1.844 1.121
Weld #7 1.937 1.212
Weld #8 1.121 1.212
Rn(max) = 1.937 kips/in.
Fillet (leg) = 0.250 in
Throat (eff) = 0.177 in
Fexx = 70 ksi
ø = 0.75
øRn = 5.568 kips/in
Capacity = 34.8% OK
Max Weld Force:
Weld Properties:
2 of 2 8/10/2022 4:05 PM
Pipe Mounts on Penthouse w/ Proposed Mount Modifications - Structural Evaluation USID: 1539
8/10/2022
APPENDIX C
Beta Sector Analysis
Building Governing Building Code: 2012 IBC Topographic Feature: N/A
80 ft Governing Design Load Code: ASCE7-10 H (Crest Height) = ft
103 ft TIA/EIA Code: G L (Slope Distance) = ft
1.00 Nominal Wind Speed (No Ice) = 89 mph (3-s gust) x (Distance from Crest) = ft
II Nominal Wind Speed (w/ Ice) = 40 mph (3-s gust) Base Kzt Override =
Yes Ice Thickness = 1.00 in
No Exposure Category: C
Structure Base Elevation (AMSL) 15 ft Parapet Height = 5 ft
Xb (Windward Face Distance) = 10 ft
Ws (Windward Face Width) = 140 ft
5
Member Type Length (in)
Side (Longest seeing
wind) (in)
Other Side (in)
Calculated Dc, for ice
weight (in)
Dc, for ice weight (in) Area Type (Round or Flat) Ka
User's Wind Multiplier
Unshielded Normal Wind
Force w/ Ice (lb/ft)*
Ice Weight (lb/ft)*
Pipe 96 2.875 2.875 6.3 2.88 Round 1.00 1.00 2.84 14.01
Angle 31.5 5 3 5.83 Flat 1.00 1.00 3.88 22.10
Angle 21 3 3 4.24 Flat 1.00 1.00 2.81 17.75
Angle 71 3 3 4.24 Flat 1.00 1.00 3.42 17.75
Angle 18 3 3 4.24 Flat 1.00 1.00 3.71 17.75
*All forces are unfactored.
9
Loading Elevation (ft) Height (in) Front Width (in) Side Depth (in) Wt (lbs) Type for Area Front Shielding (%) Side Shielding (%) Ka
and/or block shielding
Normal Wind Force
(lbs)*
Wt (lbs) (no ice)*
Normal Wind Force (lbs)
(w/ ice)*
Wt (lbs) (only ice)*
(2) XXQLH-654L8H8-iVT 103 96 19.7 7.5 109.4 Flat 0% 0% 1.00 420.62 109.40 96.55 483.89
(1) 4449 B5/B12 (Sideways) 103 17.9 9.44 13.19 71 Flat 0% 0% 1.00 34.55 71.00 12.87 106.23
(1) RRUS-32 B66A (Sideways) 103 27.6 7.41 12.45 55.12 Flat 0% 0% 1.00 43.71 55.12 12.80 126.84
(1) 4478 B14 (Sideways) 103 16.5 7.7 13.4 59.9 Flat 0% 0% 1.00 25.97 59.90 10.56 92.96
(1) RRUS-32 B2 (Sideways) 103 27.2 7 12.05 52.9 Flat 0% 100% 1.00 40.92 52.90 12.15 120.55
(1) RRUS-32 B30 (Sideways) 103 29.9 9.5 13.3 77 Flat 0% 0% 1.00 59.46 77.00 19.85 154.61
(1) AIR6449 B77D 103 30.4 15.9 8.1 81.6 Flat 0% 0% 1.00 98.82 81.60 29.36 163.02
(1) AIR6419 B77G 103 28.3 16.1 7.9 66.1 Flat 0% 0% 1.00 93.15 66.10 27.86 154.10
(1) DC6-48-60-18 103 27.4 16.7 5.5 48 Flat 0% 0% 1.00 93.55 48.00 27.89 136.91
*All forces are unfactored.
13.99
8.59
11.99
8.33
Number of Appurtenances
AppurtenancesShieldingIce No Ice Output
Appurtenance Model
7.05
Structure Type:
Structure Height, h =
Mount Components Unshielded Normal Wind Force (lb/ft)*
Apply Wind Speed-Up Factor: Wind Speed-Up Factor
No Ice Ice Output
GPD
Wells, Evan
GPD Project #: 2022723.1...
IN0448 (USID 1539) HP Building - Beta
3D Rendering
SK - 1
Aug 2, 2022 at 3:15 PM
1539.04 Beta.Loaded.r3d
Y
Z X
GPD
Wells, Evan
GPD Project #: 2022723.1...
IN0448 (USID 1539) HP Building - Beta
Section Sets / Shapes
SK - 2
Aug 2, 2022 at 3:16 PM
1539.04 Beta.Loaded.r3d
P2.5 STD
L5X3X4
P2.5 STD
L3X3X4
L5X3X4
L5X3X4
L5X3X4
L5X3X4
P2.5 STD
L5X3X4
P2.5 STD
P2.5 STD
L3X3X6
P2.5 STD
L3X3X6
L3X3X6
P2.5 STD
L3X3X6
L3X3X6
L3X3X6
L3X3X6 L3X3X6
P2.5 STD
L3X3X6
L3X3X6
P2.5 STD
L3X3X6
L3X3X6
L3X3X6
L3X3X6
L3X3X6
L3X3X6
P2.5 STD
L3X3X6
L3X3X6
L3X3X6
L3X3X6
L3X3X6
L3X3X6
P2.5 STD
L3X3X6
P2.5 STD
Y
Z X
Section Sets
Beta Mount Pipe
Beta Standoff
Beta Vertical
WF Standoff
WF Angle
RIGID
GPD
Wells, Evan
GPD Project #: 2022723.1...
IN0448 (USID 1539) HP Building - Beta
Example Load Combination
SK - 3
Aug 2, 2022 at 3:16 PM
1539.04 Beta.Loaded.r3d
11.285lb/ft
11.285lb/ft
11.285lb/ft
11.285lb/ft
13.739lb/ft
19.19lb/ft
19.19lb/ft
13.331lb/ft
13.331lb/ft
-65.64lb
-65.64lb
209.792lb
209.792lb
-39.66lb
-39.66lb
-48.96lb
-48.96lb
48.854lb
48.854lb
53.091lb
53.091lb
-65.64lb
-65.64lb
-155.88lb
-71.88lb
209.792lb
209.792lb
139.139lb
63.197lb
-57.6lb
-151.344lb
82.259lb
170.518lb
Y
Z X
Loads: LC 2, 1.2 Dead + 1.6 Wind @ 0° - No Ice
GPD
Wells, Evan
GPD Project #: 2022723.1...
IN0448 (USID 1539) HP Building - Beta
Code Checks
SK - 4
Aug 2, 2022 at 3:16 PM
1539.04 Beta.Loaded.r3d
.42
.88
.42
.02
.53
.88
.53
.88
.42
.53
.09
.18
.23
.09
.56
.20
.18
.23
.56
.20
.03 .36
.09
.23
.26
.18
.20
.36
.56
.03
.26
.20
.38
.09
.36
.09
.56
.36
.56
.38
.36
.38
Y
Z X
Code Check
( Env )
No Calc
> 1.0
.90-1.0
.75-.90
.50-.75
0.-.50
Member Code Checks Displayed (Enveloped)
GPD
Wells, Evan
GPD Project #: 2022723.1...
IN0448 (USID 1539) HP Building - Beta
Shear Checks
SK - 5
Aug 2, 2022 at 3:17 PM
1539.04 Beta.Loaded.r3d
.19
.07
.19
.04
.06
.07
.06
.07
.19
.06
.05
.15
.05
.05
.13
.05
.15
.05
.13
.05
.11 .08
.05
.05
.14
.15
.05
.08
.13
.09
.14
.05
.23
.11
.08
.11
.13
.08
.13
.23
.08
.23
Y
Z X
Shear Check
( Env )
No Calc
> 1.0
.90-1.0
.75-.90
.50-.75
0.-.50
Member Shear Checks Displayed (Enveloped)
Company : GPD Aug 2, 2022
Designer : Wells, Evan 3:17 PM
Job Number : GPD Project #: 2022723.16.1539.04 Checked By:_____
Model Name : IN0448 (USID 1539) HP Building - Beta
(Global) Model Settings
Display Sections for Member Calcs
Max Internal Sections for Member Calcs
Include Shear Deformation?
Increase Nailing Capacity for Wind?
Include Warping?
Trans Load Btwn Intersecting Wood Wall?
Area Load Mesh (in^2)
Merge Tolerance (in)
P-Delta Analysis Tolerance
Include P-Delta for Walls?
Automatically Iterate Stiffness for Walls?
Max Iterations for Wall Stiffness
Gravity Acceleration (in/sec^2)
Wall Mesh Size (in)
Eigensolution Convergence Tol. (1.E-)
Vertical Axis
Global Member Orientation Plane
Static Solver
Dynamic Solver
5
97
Yes
Yes
Yes
Yes
144
.12
0.50%
Yes
Yes
3
386.4
24
4
Y
XZ
Sparse Accelerated
Accelerated Solver
Hot Rolled Steel Code
Adjust Stiffness?
RISAConnection Code
Cold Formed Steel Code
Wood Code
Wood Temperature
Concrete Code
Masonry Code
Aluminum Code
Stainless Steel Code
AISC 14th(360-10): LRFD
Yes(Iterative)
None
None
None
< 100F
None
Company : GPD Aug 2, 2022
Designer : Wells, Evan 3:17 PM
Job Number : GPD Project #: 2022723.16.1539.04 Checked By:_____
Model Name : IN0448 (USID 1539) HP Building - Beta
(Global) Model Settings, Continued
Seismic Code
Seismic Base Elevation (in)
Add Base Weight?
Ct X
Ct Z
T X (sec)
T Z (sec)
R X
R Z
None
Not Entered
Yes
.02
.02
Not Entered
Not Entered
3
3
Hot Rolled Steel Properties
Label E [ksi] G [ksi] Nu Therm (/1E...Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt
1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2
2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1
3 A53 Gr.B 29000 11154 .3 .65 .49 35 1.6 60 1.2
Hot Rolled Steel Section Sets
Label Shape Type Design List Material Design R... A [in2] Iyy [in4] Izz [in4] J [in4]
1 Beta Mount Pipe P2.5 STD None None A53 Gr.B Typical 1.704 1.53 1.53 3.059
2 Beta Standoff L5X3X4 None None A36 Gr.36 Typical 1.94 1.41 5.09 .044
3 Beta Vertical L3X3X4 None None A36 Gr.36 Typical 1.44 1.23 1.23 .031
4 WF Standoff L3X3X6 None None A36 Gr.36 Typical 2.11 1.75 1.75 .101
5 WF Angle L3X3X6 None None A36 Gr.36 Typical 2.11 1.75 1.75 .101
General Material Properties
Label E [ksi] G [ksi] Nu Therm (/1E5 F) Density[k/ft^3]
1 RIGID 1e+6 .3 0 0
General Section Sets
Label Shape Type Material A [in2] Iyy [in4] Izz [in4] J [in4]
1 RIGID None RIGID 1e+6 1e+6 1e+6 1e+6
Member Primary Data
Label I Joint J Joint K Joint Rotate(d... Section/Shape Type Design List Material Design Rul...
1 B1 N12 N11 Beta Mount Pipe None None A53 Gr.B Typical
2 B2 N14 N13 90 Beta Mount Pipe None None A53 Gr.B Typical
3 B3 N1 N2 90 Beta Mount Pipe None None A53 Gr.B Typical
4 B4 N16 N15 Beta Mount Pipe None None A53 Gr.B Typical
5 M1 N9 N7 180 Beta Standoff None None A36 Gr.36 Typical
6 M2 N10 N8 180 Beta Standoff None None A36 Gr.36 Typical
7 M3 N6 N5 180 Beta Vertical None None A36 Gr.36 Typical
8 M4 N19 N17 90 WF Standoff None None A36 Gr.36 Typical
9 M5 N22 N24 WF Standoff None None A36 Gr.36 Typical
10 M6 N20 N18 90 WF Standoff None None A36 Gr.36 Typical
11 M7 N21 N23 WF Standoff None None A36 Gr.36 Typical
12 M8 N27 N25 180 WF Angle None None A36 Gr.36 Typical
13 M9 N28 N26 180 WF Angle None None A36 Gr.36 Typical
14 M10 N41 N25 WF Angle None None A36 Gr.36 Typical
15 M11 N42 N26 WF Angle None None A36 Gr.36 Typical
16 M12 N29 N30 RIGID None None RIGID Typical
RISA-3D Version 17.0.4 [C:\...\...\...\...\...\04_Modeling\1539.04 Beta.Loaded.r3d] Page 2
Company : GPD Aug 2, 2022
Designer : Wells, Evan 3:17 PM
Job Number : GPD Project #: 2022723.16.1539.04 Checked By:_____
Model Name : IN0448 (USID 1539) HP Building - Beta
Member Primary Data (Continued)
Label I Joint J Joint K Joint Rotate(d... Section/Shape Type Design List Material Design Rul...
17 M13 N31 N32 RIGID None None RIGID Typical
18 M14 N33 N35 RIGID None None RIGID Typical
19 M15 N34 N36 RIGID None None RIGID Typical
20 M16 N37 N39 RIGID None None RIGID Typical
21 M17 N38 N40 RIGID None None RIGID Typical
Member Advanced Data
Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical Defl Ra...Analysis ... Inactive Seismi...
1 B1 Yes ** NA ** None
2 B2 Yes ** NA ** None
3 B3 Yes ** NA ** None
4 B4 Yes ** NA ** None
5 M1 Yes ** NA ** None
6 M2 Yes ** NA ** None
7 M3 BenPIN BenPIN Yes ** NA ** None
8 M4 BenPIN Yes ** NA ** None
9 M5 Yes ** NA ** +y None
10 M6 BenPIN Yes ** NA ** None
11 M7 Yes ** NA ** +y None
12 M8 OOOOXO OOOOXO Yes
** NA ** None
13 M9 OOOOXO OOOOXO Yes
** NA ** None
14 M10 BenPIN Yes ** NA ** +y None
15 M11 BenPIN Yes ** NA ** +y None
16 M12 Yes ** NA ** None
17 M13 Yes ** NA ** None
18 M14 Yes ** NA ** None
19 M15 Yes ** NA ** None
20 M16 Yes ** NA ** None
21 M17 Yes ** NA ** None
Hot Rolled Steel Design Parameters
Label Shape Length... Lbyy[in] Lbzz[in] Lcomp to... Lcomp bo...L-tor... Kyy Kzz Cb Funct...
1 B1 Beta Mount Pipe 96 56 56 56 2.1 2.1 Lateral
2 B2 Beta Mount Pipe 96 56 56 56 2.1 2.1 Lateral
3 B3 Beta Mount Pipe 96 56 56 56 2.1 2.1 Lateral
4 B4 Beta Mount Pipe 96 63 63 63 2.1 2.1 Lateral
5 M1 Beta Standoff 31.5 18 2.1 2.1 Lateral
6 M2 Beta Standoff 31.5 18 2.1 2.1 Lateral
7 M3 Beta Vertical 16 1 1 Lateral
8 M4 WF Standoff 36.712 28.8 20.8 1 1
Lateral
9 M5 WF Standoff 71.001 32.8 32.8 1 1
Lateral
10 M6 WF Standoff 36.712 28.8 20.8 1 1
Lateral
11 M7 WF Standoff 71.001 32.8 32.8 1 1
Lateral
12 M8 WF Angle 15.9 1 1 Lateral
13 M9 WF Angle 15.9 1 1 Lateral
14 M10 WF Angle 14.45 1 1 Lateral
15 M11 WF Angle 14.45 1 1 Lateral
Basic Load Cases
BLC Description Category X Gravity Y Gravity Z Gravity Joint Point DistributedArea(Me... Surface(...
1 Dead DL -1 16
Company : GPD Aug 2, 2022
Designer : Wells, Evan 3:17 PM
Job Number : GPD Project #: 2022723.16.1539.04 Checked By:_____
Model Name : IN0448 (USID 1539) HP Building - Beta
Basic Load Cases (Continued)
BLC Description Category X Gravity Y Gravity Z Gravity Joint Point DistributedArea(Me... Surface(...
3 No Ice Wind 45 deg None 32 30
4 No Ice Wind 90 deg None 16 11
5 No Ice Wind 135 deg None 32 30
6 No Ice Wind 180 deg None 16 9
7 No Ice Wind 225 deg None 32 30
8 No Ice Wind 270 deg None 16 11
9 No Ice Wind 315 deg None 32 30
10 Ice Weight None 32 30
11 Ice Wind 0 deg None 16 9
12 Ice Wind 45 deg None 32 30
13 Ice Wind 90 deg None 16 11
14 Ice Wind 135 deg None 32 30
15 Ice Wind 180 deg None
16 Ice Wind 225 deg None
17 Ice Wind 270 deg None
18 Ice Wind 315 deg None
Load Combinations
Description S... P... S... B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...
1 1.4 Dead Yes Y 1 1.4 0 0 0 0 0 0 0
2 1.2 Dead + 1.6 Wind @ 0° - No Ice Yes Y 1 1.2 2 1.6 0 0 0 0 0 0
3 0.9 Dead + 1.6 Wind @ 0° - No Ice Yes Y 1 .9 2 1.6 0 0 0 0 0 0
4 1.2 Dead + 1.6 Wind @ 45° - No Ice Yes Y 1 1.2 3 1.6 0 0 0 0 0 0
5 0.9 Dead + 1.6 Wind @ 45° - No Ice Yes Y 1 .9 3 1.6 0 0 0 0 0 0
6 1.2 Dead + 1.6 Wind @ 90° - No Ice Yes Y 1 1.2 4 1.6 0 0 0 0 0 0
7 0.9 Dead + 1.6 Wind @ 90° - No Ice Yes Y 1 .9 4 1.6 0 0 0 0 0 0
8 1.2 Dead + 1.6 Wind @ 135° - No I...Yes Y 1 1.2 5 1.6 0 0 0 0 0 0
9 0.9 Dead + 1.6 Wind @ 135° - No I...Yes Y 1 .9 5 1.6 0 0 0 0 0 0
10 1.2 Dead + 1.6 Wind @ 180° - No I...Yes Y 1 1.2 6 1.6 0 0 0 0 0 0
11 0.9 Dead + 1.6 Wind @ 180° - No I...Yes Y 1 .9 6 1.6 0 0 0 0 0 0
12 1.2 Dead + 1.6 Wind @ 225° - No I...Yes Y 1 1.2 7 1.6 0 0 0 0 0 0
13 0.9 Dead + 1.6 Wind @ 225° - No I...Yes Y 1 .9 7 1.6 0 0 0 0 0 0
14 1.2 Dead + 1.6 Wind @ 270° - No I...Yes Y 1 1.2 8 1.6 0 0 0 0 0 0
15 0.9 Dead + 1.6 Wind @ 270° - No I...Yes Y 1 .9 8 1.6 0 0 0 0 0 0
16 1.2 Dead + 1.6 Wind @ 315° - No I...Yes Y 1 1.2 9 1.6 0 0 0 0 0 0
17 0.9 Dead + 1.6 Wind @ 315° - No I...Yes Y 1 .9 9 1.6 0 0 0 0 0 0
18 1.2 Dead + 1.0 Ice Wind @ 0°+ 1.0...Yes Y 1 1.2 11 1 10 1 1 0 0 0 0
19 1.2 Dead + 1.0 Ice Wind @ 45°+ 1....Yes Y 1 1.2 12 1 10 1 1 0 0 0 0
20 1.2 Dead + 1.0 Ice Wind @ 90°+ 1....Yes Y 1 1.2 13 1 10 1 1 0 0 0 0
21 1.2 Dead + 1.0 Ice Wind @ 135°+ ... Yes Y 1 1.2 14 1 10 1 1 0 0 0 0
22 1.2 Dead + 1.0 Ice Wind @ 180°+ ... Yes Y 1 1.2 15 1 10 1 1 0 0 0 0
23 1.2 Dead + 1.0 Ice Wind @ 225°+ ... Yes Y 1 1.2 16 1 10 1 1 0 0 0 0
24 1.2 Dead + 1.0 Ice Wind @ 270°+ ... Yes Y 1 1.2 17 1 10 1 1 0 0 0 0
25 1.2 Dead + 1.0 Ice Wind @ 315°+ ... Yes Y 1 1.2 18 1 10 1 1 0 0 0 0
Joint Boundary Conditions
Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad]
1 RB5 Reaction Reaction Reaction Reaction
2 RB6 Reaction Reaction Reaction Reaction
3 RB3 Reaction Reaction Reaction Reaction
4 RB1 Reaction Reaction Reaction Reaction
5 RB4 Reaction Reaction Reaction Reaction
6 RB2 Reaction Reaction Reaction Reaction
RISA-3D Version 17.0.4 [C:\...\...\...\...\...\04_Modeling\1539.04 Beta.Loaded.r3d] Page 4
Company : GPD Aug 2, 2022
Designer : Wells, Evan 3:17 PM
Job Number : GPD Project #: 2022723.16.1539.04 Checked By:_____
Model Name : IN0448 (USID 1539) HP Building - Beta
Envelope Joint Reactions
Joint X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ [lb-ft] LC
1 RB5 max 2243.941 18 809.946 18 54.671 7 0 25 286.939 14 0 25
2 min 415.095 11 86.555 11 -55.02 15 0 1 -287.665 6 0 1
3 RB6 max 315.422 11 777.524 21 1049.53 15 0 25 1573.151 14 0 25
4 min -2398.659 18 86.102 3
-1049.181 7 0 1 -1572.458 7 0 1
5 RB3 max 533.902 18 1181.535 21 272.325 7 0 25 395.172 25 0 25
6 min -125.343 9 -79.994 3 -1145.585 21 0 1 -238.162 7 0 1
7 RB1 max 105.626 15 310.047 18 224.896 12 0 25 358.798 14 0 25
8 min -130.724 6 -53.912 9 -40.945 5 0 1 -305.987 7 0 1
9 RB4 max 242.242 11 1137.366 19 611.17 15 0 25 296.341 9 0 25
10 min -526.504 2 -74.966 11 -818.737 6 0 1 -307.781 16 0 1
11 RB2 max 1314.132 11 305.725 21
1550.633 14 0 25 108.449 7 0 25
12 min -1348.67 2 20.272 3 -1052.908 7 0 1 -301.78 22 0 1
13 Totals: max 2136.847 10 4366.302 19
2513.384 14
14 min -2136.846 3 1010.134 15
-2513.383 7
Envelope AISC 14th(360-10): LRFD Steel Code Checks
Member Shape Code Check Loc[... LC Shear...Loc[...DirLCphi*Pnc...phi*Pnt...phi*Mn ...phi*Mn ...Cb Eqn
1 B1 P2.5 STD .383 40 16 .226 40 10 24395.... 53677.... 3811.8263811.8261...H1-1b
2 B2 P2.5 STD .091 40 16 .050 26 16 24395.... 53677.... 3811.8263811.8261...H1-1b
3 B3 P2.5 STD .419 40 9 .191 40 14 24395.... 53677.... 3811.8263811.8261...H1-1b
4 B4 P2.5 STD .178 33 8 .152 33 8 19741.... 53677.... 3811.8263811.8262...H1-1b
5 M1 L5X3X4 .525 28.2... 18 .055
22.6... y 2 32698....
62856 1938.8926808.6381... H2-1
6 M2 L5X3X4 .876 4.594 14 .072
4.594 z 15 32698....
62856 1938.8925528.5122... H2-1
7 M3 L3X3X4 .025 7.833 3 .035 16 z
15 44854.... 46656 1688.1383755.7451...
H2-1
8 M4 L3X3X6 .197 8.031 21 .051
7.648 y 21 60068....
68364 2307.3985322.3292... H2-1
9 M5 L3X3X6 .561 32.5... 10 .125
32.5... z 2 57804....
68364 2307.3985271.8771... H2-1
10 M6 L3X3X6 .229 7.648 14 .050
7.648 y 6 60068....
68364 2307.3985322.3291... H2-1
11 M7 L3X3X6 .357 3.698 21 .079
32.5... y 18 57804....
68364 2307.3985322.3291... H2-1
12 M8 L3X3X6 .094 7.95 25 .112 7.95 y 21 65721.... 68364
2307.3985322.3291... H2-1
13 M9 L3X3X6 .262 7.95 14 .143 0 z 25 65721.... 68364
2307.3985322.3291... H2-1
14 M10 L3X3X6 .029 14.45 21 .094
14.45 y 2166173.81
68364 2307.3985322.3291... H2-1
15 M11 L3X3X6 .032 14.45 18 .106
14.45 y 1866173.81
Member:
Job:
Code:
Bolt
ø
0.5 in Bolt Shear 13.0% OK
Material A325N Member Bearing 10.4% OK
Bolt Hole 0.5625 in Member Block Shear 4.7% OK
Fnv 54 ksi Standoff Bearing 7.4% OK
Ab 0.196 in^2 Standoff Block Shear 1.9% OK
S/D shear single Controlling 13.0% OK
ø
0.75
ø
Rn 7.95 kip
Ru 1.036 kip / bolt
Capacity 13.0% OK Edge Dist. Perpendicular 2 in
Ubs 1
Fy 36 ksi
Edge Dist. Parallel 0.875 in Fu 58 ksi
Lc 0.59375 in Ant 0.4219 in^2
t member 0.25 in Anv 0.1406 in^2
Fu member 58 ksi Agv 0.2188 in^2
ø
0.8
ø
0.75
ø
Rn 10.01 kip
ø
Rn 21.90 kip
Ru 1.036 kip Ru 1.036 kip
Capacity 10.4% OK Capacity 4.7% OK
Edge Dist. Parallel 9 in Edge Dist. Perpendicular 2 in
Lc 8.71875 in Ubs 1
t standoff angle 0.25 in Fy 36 ksi
Fu standoff angle 58 ksi Fu 58 ksi
ø
0.8 Ant 0.4219 in^2
ø
Rn 13.92 kip Anv 2.1719 in^2
Ru 1.036 kip Agv 2.2500 in^2
Capacity 7.4% OK
ø
0.75
ø
Rn 54.80 kip
Ru 1.036 kip
Capacity 1.9% OK
Bearing Strength (Standoff) Block Shear Strength (Standoff)
Block Shear Strength (Member)
Bearing Strength (Member)
Member Bolt Check
Angle Vertical (Beta)
2022723.16.1539.04
TIA-222-G
Bolt Check Capacity Summary
Member:
Job:
Code:
Bolt
ø
0.5 in Bolt Shear 15.8% OK
Material A325N Member Bearing 9.0% OK
Bolt Hole 0.5625 in Member Block Shear 4.6% OK
Fnv 54 ksi Standoff Bearing 9.7% OK
Ab 0.196 in^2 Standoff Block Shear 2.5% OK
S/D shear single Controlling 15.8% OK
ø
0.75
ø
Rn 7.95 kip
Ru 1.258 kip / bolt
Capacity 15.8% OK Edge Dist. Perpendicular 2 in
Ubs 1
Fy 36 ksi
Edge Dist. Parallel 2.25 in Fu 58 ksi
Lc 1.96875 in Ant 0.4219 in^2
t member 0.25 in Anv 0.4844 in^2
Fu member 58 ksi Agv 0.5625 in^2
ø
0.8
ø
0.75
ø
Rn 13.92 kip
ø
Rn 27.46 kip
Ru 1.258 kip Ru 1.258 kip
Capacity 9.0% OK Capacity 4.6% OK
Edge Dist. Parallel 8 in Edge Dist. Perpendicular 2.25 in
Lc 7.71875 in Ubs 1
t channel 0.233 in Fy 36 ksi
Fu channel 58 ksi Fu 58 ksi
ø
0.8 Ant 0.4514 in^2
ø
Rn 12.97 kip Anv 1.7912 in^2
Ru 1.258 kip Agv 1.8640 in^2
Capacity 9.7% OK
ø
0.75
ø
Rn 49.83 kip
Ru 1.258 kip
Capacity 2.5% OK
Member Bolt Check
B3 Standoff to Channel
2022723.16.1539.04
TIA-222-G
Bolt Check Capacity Summary
Block Shear Strength (Member)
Bearing Strength (Member)
Bearing Strength (Standoff) Block Shear Strength (Standoff)
Channel (Angle Standoff) Beta
GPD #: 2022723.16.1539.04
Tension (Tub) = 4720 lbs Surface Class = Class A
Interaction Shear (Vub) = 526 lbs Number of Slip Surfaces, ns = 2
φ = 1
Coefficient of Friction, µ = 0.3
Grade: A325 (AISC - Table J3.2) Pretension Ratio, Du = 1.13
Threads Included: N Factor for Fillers, hƒ = 0.85
Bolt Hole Type = Standard Minimum Fastener Tension, Tb = 12 kips (AISC - Table J3.1)
Nominal Tensile Strength, Fnt = 90 ksi Combined Force Factor, ksc = 0.65
Nominal Shear Strength, Fnv = 54 ksi Factored Slip Resistance (φRnv) = 0 lbs
Interaction Tensile Strength, F'nt = 90 ksi
Bolt Diameter, ø = 0.5 in
Bolt Area, Ab = 0.196 in2
Maximum Capacity Rating = 105%
φ = 0.75 Tub/φRnt = 35.6%
Factored Tension (φRnt) = 13254 lbs Interaction = 35.6%
Factored Interaction (φR'nt) = 13254 lbs Governing Capacity Rating = 35.6% OK
Bolt Capacity Ratings
Bolt Info
Bolt Strength
Bearing-Type Connection (AISC 14th Ed.)
Bolt Forces Slip Conditions
Member:
Job:
Code:
Bolt
ø
0.5 in Bolt Shear 8.5% OK
Material A325N Member Bearing 4.8% OK
Bolt Hole 0.5625 in Member Block Shear 2.5% OK
Fnv 54 ksi Standoff Bearing 1.3% OK
Ab 0.196 in^2 Standoff Block Shear 0.3% OK
S/D shear single Controlling 8.5% OK
ø
0.75
ø
Rn 7.95 kip
Ru 0.675 kip / bolt
Capacity 8.5% OK Edge Dist. Perpendicular 2 in
Ubs 1
Fy 36 ksi
Edge Dist. Parallel 2.25 in Fu 58 ksi
Lc 1.96875 in Ant 0.4219 in^2
t member 0.25 in Anv 0.4844 in^2
Fu member 58 ksi Agv 0.5625 in^2
ø
0.8
ø
0.75
ø
Rn 13.92 kip
ø
Rn 27.46 kip
Ru 0.675 kip Ru 0.675 kip
Capacity 4.8% OK Capacity 2.5% OK
Edge Dist. Parallel 8 in Edge Dist. Perpendicular 3.85 in
Lc 7.71875 in Ubs 1
t WF 0.9 in Fy 36 ksi
Fu WF 58 ksi Fu 58 ksi
ø
0.8 Ant 3.1838 in^2
ø
Rn 50.11 kip Anv 6.9188 in^2
Ru 0.675 kip Agv 7.2000 in^2
Capacity 1.3% OK
ø
0.75
ø
Rn 255.13 kip
Ru 0.675 kip
Capacity 0.3% OK
Bearing Strength (WF) Block Shear Strength (WF)
Block Shear Strength (Member)
Bearing Strength (Member)
Member Bolt Check
WF Bolts (Beta)
2022723.16.1539.04
TIA-222-G
Bolt Check Capacity Summary
WF Bolts (Beta)
GPD #: 2022723.16.1539.04
Tension (Tub) = 1024 lbs Surface Class = Class A
Interaction Shear (Vub) = 167 lbs Number of Slip Surfaces, ns = 2
φ = 1
Coefficient of Friction, µ = 0.3
Grade: A325 (AISC - Table J3.2) Pretension Ratio, Du = 1.13
Threads Included: N Factor for Fillers, hƒ = 0.85
Bolt Hole Type = Standard Minimum Fastener Tension, Tb = 12 kips (AISC - Table J3.1)
Nominal Tensile Strength, Fnt = 90 ksi Combined Force Factor, ksc = 0.92
Nominal Shear Strength, Fnv = 54 ksi Factored Slip Resistance (φRnv) = 0 lbs
Interaction Tensile Strength, F'nt = 90 ksi
Bolt Diameter, ø = 0.5 in
Bolt Area, Ab = 0.196 in2
Maximum Capacity Rating = 105%
φ = 0.75 Tub/φRnt = 7.7%
Factored Tension (φRnt) = 13254 lbs Interaction = 7.7%
Factored Interaction (φR'nt) = 13254 lbs Governing Capacity Rating = 7.7% OK
Bolt Strength Bolt Capacity Ratings
Bolt Info
Bearing-Type Connection (AISC 14th Ed.)
Bolt Forces Slip Conditions
Pipe Mounts on Penthouse w/ Proposed Mount Modifications - Structural Evaluation USID: 1539
8/10/2022
APPENDIX D
Gamma Sector Analysis
Building Governing Building Code: 2012 IBC Topographic Feature: N/A
80 ft Governing Design Load Code: ASCE7-10 H (Crest Height) = ft
103 ft TIA/EIA Code: G L (Slope Distance) = ft
1.00 Nominal Wind Speed (No Ice) = 89 mph (3-s gust) x (Distance from Crest) = ft
II Nominal Wind Speed (w/ Ice) = 40 mph (3-s gust) Base Kzt Override =
Yes Ice Thickness = 1.00 in
No Exposure Category: C
Structure Base Elevation (AMSL) 15 ft Parapet Height = 5 ft
Xb (Windward Face Distance) = 10 ft
Ws (Windward Face Width) = 140 ft
7
Member Type Length (in)
Side (Longest seeing
wind) (in)
Other Side (in)
Calculated Dc, for ice
weight (in)
Dc, for ice weight (in) Area Type (Round or Flat) Ka
User's Wind Multiplier
Unshielded Normal Wind
Force w/ Ice (lb/ft)*
Ice Weight (lb/ft)*
Pipe 96 2.875 2.875 6.3 2.88 Round 1.00 1.00 2.84 14.01
Square/Rect. 107 6 2.16 6.38 Flat 1.00 0.00 0.00 23.60
Angle 27 3 3 4.24 Flat 1.00 1.00 2.89 17.75
Angle 31.5 5 3 5.83 Flat 1.00 1.00 3.88 22.10
Angle 60 3 3 4.24 Flat 1.00 1.00 3.30 17.75
Angle 20 3 3 4.24 Flat 1.00 1.00 2.80 17.75
Angle 21 3 3 4.24 Flat 1.00 1.00 2.81 17.75
*All forces are unfactored.
9
Loading Elevation (ft) Height (in) Front Width (in) Side Depth (in) Wt (lbs) Type for Area Front Shielding (%) Side Shielding (%) Ka
and/or block shielding
Normal Wind Force
(lbs)*
Wt (lbs) (no ice)*
Normal Wind Force (lbs)
(w/ ice)*
Wt (lbs) (only ice)*
(2) XXQLH-654L8H8-iVT 103 96 19.7 7.5 109.4 Flat 0% 0% 1.00 420.62 109.40 96.55 483.89
(1) 4449 B5/B12 (Sideways) 103 17.9 9.44 13.19 71 Flat 0% 0% 1.00 34.55 71.00 12.87 106.23
(1) RRUS-32 B66A 103 27.6 12.45 7.41 55.12 Flat 0% 0% 1.00 70.25 55.12 22.43 126.84
(1) 4478 B14 (Sideways) 103 16.5 7.7 13.4 59.9 Flat 0% 0% 1.00 25.97 59.90 10.56 92.96
(1) RRUS-32 B2 (Sideways) 103 27.2 7 12.05 52.9 Flat 0% 100% 1.00 40.92 52.90 12.15 120.55
(1) RRUS-32 B30 (Sideways) 103 29.9 9.5 13.3 77 Flat 0% 0% 1.00 59.46 77.00 19.85 154.61
(1) AIR6449 B77D 103 30.4 15.9 8.1 81.6 Flat 0% 0% 1.00 98.82 81.60 29.36 163.02
(1) AIR6419 B77G 103 28.3 16.1 7.9 66.1 Flat 0% 0% 1.00 93.15 66.10 27.86 154.10
(1) DC6-48-60-18 103 27.4 16.7 5.5 48 Flat 0% 0% 1.00 93.55 48.00 27.89 136.91
*All forces are unfactored.
Gamma Pipe
Gamma Horizontal
Gamma Standoff
Gamma Standoff 2
Gamma Horiz Brace
Gamma Vert Brace
Apply Wind Speed-Up Factor: Wind Speed-Up Factor
No Ice Ice Output
TIA-222-G: Mount Analysis Wind Loading
IN0448 (USID 1539) HP Building - Gamma
GPD Project #: 2022723.16.1539.04
GPD
Wells, Evan
GPD Project #: 2022723.1...
IN0448 (USID 1539) HP Building - Gamma
3D Rendering
SK - 1
Aug 2, 2022 at 3:17 PM
1539.04 Gamma.Loaded.r3d
Y
Z X
GPD
Wells, Evan
GPD Project #: 2022723.1...
IN0448 (USID 1539) HP Building - Gamma
Section Sets / Shapes
SK - 2
Aug 2, 2022 at 3:18 PM
1539.04 Gamma.Loaded.r3d
P2.5 STD
L5X3X4
P2.5 STD
L3X3X4
L5X3X4
L5X3X4
L5X3X4
L5X3X4
P2.5 STD
L5X3X4
P2.5 STD
L3X3X4
C6X13
L3X3X4
P2.5 STD
C6X13
P2.5 STD
L3X3X4
C6X13
L3X3X4
L3X3X4
L3X3X4
L3X3X4
P2.5 STD
L3X3X4
P2.5 STD
L3X3X4
P2.5 STD
C6X13
L3X3X4
L3X3X4
C6X13
P2.5 STD
L3X3X4
L3X3X4
L3X3X4
P2.5 STD
L3X3X4
L3X3X4
P2.5 STD
C6X13
L3X3X4
P2.5 STD
L3X3X4
C6X13
L3X3X4
L3X3X4
L3X3X4
L3X3X4
L3X3X4
P2.5 STD
C6X13
GPD
Wells, Evan
GPD Project #: 2022723.1...
IN0448 (USID 1539) HP Building - Gamma
Example Load Combination
SK - 3
Aug 2, 2022 at 3:18 PM
1539.04 Gamma.Loaded.r3d
-11.285lb/ft
-11.285lb/ft
-11.285lb/ft
-11.285lb/ft
-22.389lb/ft
-22.389lb/ft
-13.739lb/ft
-17.99lb/ft
-10.875lb/ft
-10.875lb/ft
-10.875lb/ft
-17.99lb/ft
-65.64lb
-65.64lb
-57.6lb
-288.712lb
-288.712lb
-124.25lb
-65.64lb
-65.64lb
-155.88lb
-288.712lb
-288.712lb
-152.518lb
-66.144lb
-157.08lb
-101.136lb
-110.816lb
-39.66lb
-39.66lb
-48.96lb
-48.96lb
-64.84lb
-64.84lb
-69.264lb
-69.264lb
Y
Z X
Loads: LC 2, 1.2 Dead + 1.6 Wind @ 0° - No Ice
GPD
Wells, Evan
GPD Project #: 2022723.1...
IN0448 (USID 1539) HP Building - Gamma
Code Checks
SK - 4
Aug 2, 2022 at 3:18 PM
1539.04 Gamma.Loaded.r3d
.40
.91
.40
.02
.36
.91
.36
.91
.40
.36
.42
.32
.87
.32
.42
.76
.25
.82
.87
.63
.32
.07
.82
.45
.63
.42
.32
.25
.76
.63
.36
.87
.42
.32
.04
.36
.45
.33
.36
.42
.76
.32
.25
.80
.87
.32
.62
.33
.07
.80
.25
.76
GPD
Wells, Evan
GPD Project #: 2022723.1...
IN0448 (USID 1539) HP Building - Gamma
Shear Checks
SK - 5
Aug 2, 2022 at 3:18 PM
1539.04 Gamma.Loaded.r3d
.22
.08
.22
.04
.05
.08
.05
.08
.22
.05
.21
.04
.06
.04
.21
.06
.25
.18
.06
.15
.04
.01
.18
.21
.15
.21
.04
.25
.06
.15
.08
.06
.21
.06
.01
.08
.21
.06
.08
.21
.06
.06
.25
.17
.06
.06
.14
.06
.01
.17
.25
.06
Company : GPD Aug 2, 2022
Designer : Wells, Evan 3:19 PM
Job Number : GPD Project #: 2022723.16.1539.04 Checked By:_____
Model Name : IN0448 (USID 1539) HP Building - Gamma
(Global) Model Settings
Display Sections for Member Calcs
Max Internal Sections for Member Calcs
Include Shear Deformation?
Increase Nailing Capacity for Wind?
Include Warping?
Trans Load Btwn Intersecting Wood Wall?
Area Load Mesh (in^2)
Merge Tolerance (in)
P-Delta Analysis Tolerance
Include P-Delta for Walls?
Automatically Iterate Stiffness for Walls?
Max Iterations for Wall Stiffness
Gravity Acceleration (in/sec^2)
Wall Mesh Size (in)
Eigensolution Convergence Tol. (1.E-)
Vertical Axis
Global Member Orientation Plane
Static Solver
Dynamic Solver
5
97
Yes
Yes
Yes
Yes
144
.12
0.50%
Yes
Yes
3
386.4
24
4
Y
XZ
Sparse Accelerated
Accelerated Solver
Hot Rolled Steel Code
Adjust Stiffness?
RISAConnection Code
Cold Formed Steel Code
Wood Code
Wood Temperature
Concrete Code
Masonry Code
Aluminum Code
Stainless Steel Code
AISC 14th(360-10): LRFD
Yes(Iterative)
None
AISI S100-10: LRFD
None
< 100F
None
Company : GPD Aug 2, 2022
Designer : Wells, Evan 3:19 PM
Job Number : GPD Project #: 2022723.16.1539.04 Checked By:_____
Model Name : IN0448 (USID 1539) HP Building - Gamma
(Global) Model Settings, Continued
Seismic Code
Seismic Base Elevation (in)
Add Base Weight?
Ct X
Ct Z
T X (sec)
T Z (sec)
R X
R Z
None
Not Entered
Yes
.02
.02
Not Entered
Not Entered
3
3
Hot Rolled Steel Properties
Label E [ksi] G [ksi] Nu Therm (/1E...Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt
1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2
2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1
3 A53 Gr.B 29000 11154 .3 .65 .49 35 1.6 60 1.2
Hot Rolled Steel Section Sets
Label Shape Type Design List Material Design R... A [in2] Iyy [in4] Izz [in4] J [in4]
1 Gamma Pipe P2.5 STD None None A53 Gr.B Typical 1.704 1.53 1.53 3.059
2 Gamma Horizontal C6X13 None None A572 Gr.50 Typical 3.82 1.05 17.3 .237
3 Gamma Standoff L3X3X4 None None A36 Gr.36 Typical 1.44 1.23 1.23 .031
4 Gamma Standoff 2 L5X3X4 None None A36 Gr.36 Typical 1.94 1.41 5.09 .044
5 Gamma Horiz Brace L3X3X4 None None A36 Gr.36 Typical 1.44 1.23 1.23 .031
6 Gamma Diag Brace L3X3X4 None None A36 Gr.36 Typical 1.44 1.23 1.23 .031
7 Gamma Vert Brace L3X3X4 None None A36 Gr.36 Typical 1.44 1.23 1.23 .031
General Material Properties
Label E [ksi] G [ksi] Nu Therm (/1E5 F) Density[k/ft^3]
1 RIGID 1e+6 .3 0 0
General Section Sets
Label Shape Type Material A [in2] Iyy [in4] Izz [in4] J [in4]
1 RIGID None RIGID 1e+6 1e+6 1e+6 1e+6
Member Primary Data
Label I Joint J Joint K Joint Rotate(d... Section/Shape Type Design List Material Design Rul...
1 G1 N59 N60 90 Gamma Pipe None None A53 Gr.B Typical
2 G2 N31 N32 90 Gamma Pipe None None A53 Gr.B Typical
3 G3 N33 N34 90 Gamma Pipe None None A53 Gr.B Typical
4 G4 N35 N36 90 Gamma Pipe None None A53 Gr.B Typical
5 M1 RC1 RC2 180 Gamma Horizontal None None A572 Gr.... Typical
6 M2 RC3 RC4 180 Gamma Horizontal None None A572 Gr.... Typical
7 M5 N43A N1 270 Gamma Standoff None None A36 Gr.36 Typical
8 M6 N44A N6 270 Gamma Standoff None None A36 Gr.36 Typical
9 M7 N45A N11 270 Gamma Standoff None None A36 Gr.36 Typical
10 M8 N46A N16 270 Gamma Standoff None None A36 Gr.36 Typical
11 M9 N47A N21 270 Gamma Standoff None None A36 Gr.36 Typical
12 M10 N48A N26 270 Gamma Standoff None None A36 Gr.36 Typical
13 M34 N56A N54 180 Gamma Standoff 2 None None A36 Gr.36 Typical
14 M35 N55 N53A 180 Gamma Standoff 2 None None A36 Gr.36 Typical
RISA-3D Version 17.0.4 [C:\...\...\...\...\...\04_Modeling\1539.04 Gamma.Loaded.r3d] Page 2
Company : GPD Aug 2, 2022
Designer : Wells, Evan 3:19 PM
Job Number : GPD Project #: 2022723.16.1539.04 Checked By:_____
Model Name : IN0448 (USID 1539) HP Building - Gamma
Member Primary Data (Continued)
Label I Joint J Joint K Joint Rotate(d... Section/Shape Type Design List Material Design Rul...
15 M17 N36A N35A 90 Gamma Vert Brace None None A36 Gr.36 Typical
16 M18 N50 N52 180 Gamma Horiz Brace None None A36 Gr.36 Typical
17 M18A N39A N42A 180 Gamma Diag Brace None None A36 Gr.36 Typical
18 M19 N38A N41 180 Gamma Diag Brace None None A36 Gr.36 Typical
19 M20 N37A N40A 180 Gamma Diag Brace None None A36 Gr.36 Typical
20 M21 N49 N51 180 Gamma Horiz Brace None None A36 Gr.36 Typical
Member Advanced Data
Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical Defl Ra...Analysis ... Inactive Seismi...
1 G1 Yes ** NA ** None
2 G2 Yes ** NA ** None
3 G3 Yes ** NA ** None
4 G4 Yes ** NA ** None
5 M1 Yes ** NA ** None
6 M2 Yes ** NA ** None
7 M5 BenPIN Yes ** NA ** None
8 M6 BenPIN Yes ** NA ** None
9 M7 BenPIN Yes ** NA ** None
10 M8 BenPIN Yes ** NA ** None
11 M9 BenPIN Yes ** NA ** None
12 M10 BenPIN Yes ** NA ** None
13 M34 Yes ** NA ** None
14 M35 Yes ** NA ** None
15 M17 BenPIN BenPIN Yes ** NA ** None
16 M18 Yes ** NA ** None
17 M18A BenPIN BenPIN Yes ** NA ** None
18 M19 BenPIN BenPIN Yes ** NA ** None
19 M20 BenPIN BenPIN Yes ** NA ** None
20 M21 Yes ** NA ** None
Hot Rolled Steel Design Parameters
Label Shape Length... Lbyy[in] Lbzz[in] Lcomp to... Lcomp bo...L-tor... Kyy Kzz Cb Funct...
1 G1 Gamma Pipe 96 59 59 59 2.1 2.1 Lateral
2 G2 Gamma Pipe 96 59 59 59 2.1 2.1 Lateral
3 G3 Gamma Pipe 96 59 59 59 2.1 2.1 Lateral
4 G4 Gamma Pipe 96 59 59 59 2.1 2.1 Lateral
5 M1 Gamma Horizontal 107 Segment 1 1 Lateral
6 M2 Gamma Horizontal 107 Segment 1 1 Lateral
7 M5 Gamma Standoff 27 2.1 2.1 Lateral
8 M6 Gamma Standoff 27 2.1 2.1 Lateral
9 M7 Gamma Standoff 27 2.1 2.1 Lateral
10 M8 Gamma Standoff 27 2.1 2.1 Lateral
11 M9 Gamma Standoff 27 2.1 2.1 Lateral
12 M10 Gamma Standoff 27 2.1 2.1 Lateral
13 M34 Gamma Standoff 2 31.5 2.1 2.1 Lateral
14 M35 Gamma Standoff 2 31.5 2.1 2.1 Lateral
15 M17 Gamma Vert Brace 16 1 1 Lateral
16 M18 Gamma Horiz Brace 66 1 1 Lateral
17 M18A Gamma Diag Brace 20 1 1 Lateral
18 M19 Gamma Diag Brace 20 1 1 Lateral
19 M20 Gamma Diag Brace 20 1 1 Lateral
20 M21 Gamma Horiz Brace 66 1 1 Lateral
RISA-3D Version 17.0.4 [C:\...\...\...\...\...\04_Modeling\1539.04 Gamma.Loaded.r3d] Page 3
Company : GPD Aug 2, 2022
Designer : Wells, Evan 3:19 PM
Job Number : GPD Project #: 2022723.16.1539.04 Checked By:_____
Model Name : IN0448 (USID 1539) HP Building - Gamma
Basic Load Cases
BLC Description Category X Gravity Y Gravity Z Gravity Joint Point DistributedArea(Me... Surface(...
1 Dead DL -1 16
2 No Ice Wind 0 deg None 16 12
3 No Ice Wind 45 deg None 32 36
4 No Ice Wind 90 deg None 16 14
5 No Ice Wind 135 deg None 32 36
6 No Ice Wind 180 deg None 16 12
7 No Ice Wind 225 deg None 32 36
8 No Ice Wind 270 deg None 16 14
9 No Ice Wind 315 deg None 32 36
10 Ice Weight None 32 36
11 Ice Wind 0 deg None 16 12
12 Ice Wind 45 deg None 32 36
13 Ice Wind 90 deg None 16 14
14 Ice Wind 135 deg None 32 36
15 Ice Wind 180 deg None
16 Ice Wind 225 deg None
17 Ice Wind 270 deg None
18 Ice Wind 315 deg None
Load Combinations
Description S... P... S... B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...
1 1.4 Dead Yes Y 1 1.4 0 0 0 0 0 0 0
2 1.2 Dead + 1.6 Wind @ 0° - No Ice Yes Y 1 1.2 2 1.6 0 0 0 0 0 0
3 0.9 Dead + 1.6 Wind @ 0° - No Ice Yes Y 1 .9 2 1.6 0 0 0 0 0 0
4 1.2 Dead + 1.6 Wind @ 45° - No Ice Yes Y 1 1.2 3 1.6 0 0 0 0 0 0
5 0.9 Dead + 1.6 Wind @ 45° - No Ice Yes Y 1 .9 3 1.6 0 0 0 0 0 0
6 1.2 Dead + 1.6 Wind @ 90° - No Ice Yes Y 1 1.2 4 1.6 0 0 0 0 0 0
7 0.9 Dead + 1.6 Wind @ 90° - No Ice Yes Y 1 .9 4 1.6 0 0 0 0 0 0
8 1.2 Dead + 1.6 Wind @ 135° - No I...Yes Y 1 1.2 5 1.6 0 0 0 0 0 0
9 0.9 Dead + 1.6 Wind @ 135° - No I...Yes Y 1 .9 5 1.6 0 0 0 0 0 0
10 1.2 Dead + 1.6 Wind @ 180° - No I...Yes Y 1 1.2 6 1.6 0 0 0 0 0 0
11 0.9 Dead + 1.6 Wind @ 180° - No I...Yes Y 1 .9 6 1.6 0 0 0 0 0 0
12 1.2 Dead + 1.6 Wind @ 225° - No I...Yes Y 1 1.2 7 1.6 0 0 0 0 0 0
13 0.9 Dead + 1.6 Wind @ 225° - No I...Yes Y 1 .9 7 1.6 0 0 0 0 0 0
14 1.2 Dead + 1.6 Wind @ 270° - No I...Yes Y 1 1.2 8 1.6 0 0 0 0 0 0
15 0.9 Dead + 1.6 Wind @ 270° - No I...Yes Y 1 .9 8 1.6 0 0 0 0 0 0
16 1.2 Dead + 1.6 Wind @ 315° - No I...Yes Y 1 1.2 9 1.6 0 0 0 0 0 0
17 0.9 Dead + 1.6 Wind @ 315° - No I...Yes Y 1 .9 9 1.6 0 0 0 0 0 0
18 1.2 Dead + 1.0 Ice Wind @ 0°+ 1.0...Yes Y 1 1.2 11 1 10 1 1 0 0 0 0
19 1.2 Dead + 1.0 Ice Wind @ 45°+ 1....Yes Y 1 1.2 12 1 10 1 1 0 0 0 0
20 1.2 Dead + 1.0 Ice Wind @ 90°+ 1....Yes Y 1 1.2 13 1 10 1 1 0 0 0 0
21 1.2 Dead + 1.0 Ice Wind @ 135°+ ... Yes Y 1 1.2 14 1 10 1 1 0 0 0 0
22 1.2 Dead + 1.0 Ice Wind @ 180°+ ... Yes Y 1 1.2 15 1 10 1 1 0 0 0 0
23 1.2 Dead + 1.0 Ice Wind @ 225°+ ... Yes Y 1 1.2 16 1 10 1 1 0 0 0 0
24 1.2 Dead + 1.0 Ice Wind @ 270°+ ... Yes Y 1 1.2 17 1 10 1 1 0 0 0 0
25 1.2 Dead + 1.0 Ice Wind @ 315°+ ... Yes Y 1 1.2 18 1 10 1 1 0 0 0 0
Joint Boundary Conditions
Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad]
1 RC2 Reaction Reaction Reaction Reaction
2 RC4 Reaction Reaction Reaction Reaction
3 RC1 Reaction Reaction Reaction Reaction
4 RC3 Reaction Reaction Reaction Reaction
RISA-3D Version 17.0.4 [C:\...\...\...\...\...\04_Modeling\1539.04 Gamma.Loaded.r3d] Page 4
Company : GPD Aug 2, 2022
Designer : Wells, Evan 3:19 PM
Job Number : GPD Project #: 2022723.16.1539.04 Checked By:_____
Model Name : IN0448 (USID 1539) HP Building - Gamma
Joint Boundary Conditions (Continued)
Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad]
5 RC5 Reaction Reaction Reaction Reaction
6 RC6 Reaction Reaction Reaction Reaction
7 N6 Reaction
8 N21 Reaction
Envelope Joint Reactions
Joint X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ [lb-ft] LC
1 RC2 max -63.79 7 1707.278 19 323.728 6 0 25 -122.028 7 0 25
2 min -2272.706 22 273.731 11 -298.124 15 0 1 -2893.415 22 0 1
3 RC4 max 2475.933 18 378.039 21 394.119 7 0 25 3335.173 18 0 25
4 min -594.934 11 -48.496 7 -427.821 14 0 1 -954.571 11 0 1
5 RC1 max -103.57 15 1599.118 19 416.598 6 0 25 2920.144 19 0 25
6 min -2478.066 19 163.785 15 -359.556 15 0 1 183.987 15 0 1
7 RC3 max 2554.725 19 400.313 21 377.033 7 0 25 897.004 11 0 25
8 min -543.784 11 17.062 3 -415.598 14 0 1 -3260.224 19 0 1
9 RC5 max 213.437 11 588.824 21 1616.36 21 0 25 75.12 10 0 25
10 min -212.911 3 33.833 9 96.521 7 0 1 -80.799 16 0 1
11 RC6 max 1140.723 3 588.071 19 499.61 7 0 25 1650.3 10 0 25
12 min -1141.25 11 32.83 17 -1607.277 21 0 1 -1649.287 3 0 1
13 N6 max 0 25 0 25 0 25 0 25 0 25 0 25
14 min 0 1 0 1 0 1 0 1 0 1 0 1
15 N21 max 0 25 0 25 0 25 0 25 0 25 0 25
16 min 0 1 0 1 0 1 0 1 0 1 0 1
17 Totals: max 2661.02 3 5155.692 25 2091.744 7
18 min -2661.02 10 1200.169 3 -2091.744 14
Envelope AISC 14th(360-10): LRFD Steel Code Checks
Member Shape Code Check Loc[... LC Shear...Loc[...DirLCphi*Pnc...phi*Pnt...phi*Mn ...phi*Mn ...Cb Eqn
1 G1 P2.5 STD .400 40 9 .219 40 10 22368.... 53677.... 3811.8263811.8261...H1-1b
2 G2 P2.5 STD .422 40 19 .206 24 14 22368.... 53677.... 3811.8263811.8262...H1-1b
3 G3 P2.5 STD .249 24 19 .250 24 6 22368.... 53677.... 3811.8263811.8261...H1-1b
4 G4 P2.5 STD .453 40 18 .210 24 6 22368.... 53677.... 3811.8263811.8262...H1-1b
5 M1 C6X13 .763 0 19 .062 0 z 19 135505... 171900 3827.46121481.... 1...H1-1b
6 M2 C6X13 .872 107 18 .064 0 z 19 135505... 171900 3827.46124535.... 1...H1-1b
7 M5 L3X3X4 .627 21.0... 18 .146 27 z
1828453.05 46656 1688.1383755.7451...
H2-1
8 M6 L3X3X4 .324 21.0... 18 .063
21.0... z 1828453.05
46656 1688.1383755.7451... H2-1
9 M7 L3X3X4 .623 21.0... 19 .136 27 z
1928453.05 46656 1688.1383755.7451...
H2-1
10 M8 L3X3X4 .822 3.094 25 .182 9 z
2528453.05 46656 1688.1383755.7452...
H2-1
11 M9 L3X3X4 .364 3.094 16 .082
3.094 z 1628453.05
46656 1688.1383755.7451... H2-1
12 M10 L3X3X4 .800 3.094 19 .175 9 z
1928453.05 46656 1688.1383755.7453...
H2-1
13 M34 L5X3X4 .910 4.594 10 .078
4.594 z 11 32698....
62856 1938.8925528.5121... H2-1
14 M35 L5X3X4 .362 28.2... 21 .047
Member:
Job:
Code:
Bolt
ø
0.5 in Bolt Shear 11.9% OK
Material A325N Member Bearing 9.4% OK
Bolt Hole 0.5625 in Member Block Shear 4.3% OK
Fnv 54 ksi Standoff Bearing 6.8% OK
Ab 0.196 in^2 Standoff Block Shear 1.7% OK
S/D shear single Controlling 11.9% OK
ø
0.75
ø
Rn 7.95 kip
Ru 0.945 kip / bolt
Capacity 11.9% OK Edge Dist. Perpendicular 2 in
Ubs 1
Fy 36 ksi
Edge Dist. Parallel 0.875 in Fu 58 ksi
Lc 0.59375 in Ant 0.4219 in^2
t member 0.25 in Anv 0.1406 in^2
Fu member 58 ksi Agv 0.2188 in^2
ø
0.8
ø
0.75
ø
Rn 10.01 kip
ø
Rn 21.90 kip
Ru 0.945 kip Ru 0.945 kip
Capacity 9.4% OK Capacity 4.3% OK
Edge Dist. Parallel 9 in Edge Dist. Perpendicular 2 in
Lc 8.71875 in Ubs 1
t standoff angle 0.25 in Fy 36 ksi
Fu standoff angle 58 ksi Fu 58 ksi
ø
0.8 Ant 0.4219 in^2
ø
Rn 13.92 kip Anv 2.1719 in^2
Ru 0.945 kip Agv 2.2500 in^2
Capacity 6.8% OK
ø
0.75
ø
Rn 54.80 kip
Ru 0.945 kip
Capacity 1.7% OK
Member Bolt Check
Angle Vertical (Gamma)
2022723.16.1539.04
TIA-222-G
Bolt Check Capacity Summary
Block Shear Strength (Member)
Bearing Strength (Member)
Bearing Strength (Standoff) Block Shear Strength (Standoff)
Member:
Job:
Code:
Bolt
ø
0.5 in Bolt Shear 21.6% OK
Material A325N Member Bearing 12.4% OK
Bolt Hole 0.5625 in Member Block Shear 6.3% OK
Fnv 54 ksi Standoff Bearing 13.3% OK
Ab 0.196 in^2 Standoff Block Shear 3.5% OK
S/D shear single Controlling 21.6% OK
ø
0.75
ø
Rn 7.95 kip
Ru 1.720 kip / bolt
Capacity 21.6% OK Edge Dist. Perpendicular 2 in
Ubs 1
Fy 36 ksi
Edge Dist. Parallel 2.25 in Fu 58 ksi
Lc 1.96875 in Ant 0.4219 in^2
t member 0.25 in Anv 0.4844 in^2
Fu member 58 ksi Agv 0.5625 in^2
ø
0.8
ø
0.75
ø
Rn 13.92 kip
ø
Rn 27.46 kip
Ru 1.720 kip Ru 1.720 kip
Capacity 12.4% OK Capacity 6.3% OK
Edge Dist. Parallel 8 in Edge Dist. Perpendicular 2.25 in
Lc 7.71875 in Ubs 1
t channel 0.233 in Fy 36 ksi
Fu channel 58 ksi Fu 58 ksi
ø
0.8 Ant 0.4514 in^2
ø
Rn 12.97 kip Anv 1.7912 in^2
Ru 1.720 kip Agv 1.8640 in^2
Capacity 13.3% OK
ø
0.75
ø
Rn 49.83 kip
Ru 1.720 kip
Capacity 3.5% OK
Bearing Strength (Standoff) Block Shear Strength (Standoff)
Block Shear Strength (Member)
Bearing Strength (Member)
Member Bolt Check
G1 Standoff to Channel
2022723.16.1539.04
TIA-222-G
Bolt Check Capacity Summary
Channel (Angle Standoff) Gamma
GPD #: 2022723.98648.01
Tension (Tub) = 3831 lbs Surface Class = Class A
Interaction Shear (Vub) = 433 lbs Number of Slip Surfaces, ns = 2
φ = 1
Coefficient of Friction, µ = 0.3
Grade: A325 (AISC - Table J3.2) Pretension Ratio, Du = 1.13
Threads Included: N Factor for Fillers, hƒ = 0.85
Bolt Hole Type = Standard Minimum Fastener Tension, Tb = 12 kips (AISC - Table J3.1)
Nominal Tensile Strength, Fnt = 90 ksi Combined Force Factor, ksc = 0.72
Nominal Shear Strength, Fnv = 54 ksi Factored Slip Resistance (φRnv) = 0 lbs
Interaction Tensile Strength, F'nt = 90 ksi
Bolt Diameter, ø = 0.5 in
Bolt Area, Ab = 0.196 in2
Maximum Capacity Rating = 105%
φ = 0.75 Tub/φRnt = 28.9%
Factored Tension (φRnt) = 13254 lbs Interaction = 28.9%
Factored Interaction (φR'nt) = 13254 lbs Governing Capacity Rating = 28.9% OK
Bolt Forces Slip Conditions
Bolt Info
Bolt Strength
Bearing-Type Connection (AISC 14th Ed.)
Bolt Capacity Ratings
Member:
Job:
Code:
Bolt
ø
0.5 in Bolt Shear 5.4% OK
Material A325N Member Bearing 7.7% OK
Bolt Hole 0.5625 in Member Block Shear 4.7% OK
Fnv 54 ksi Angle Clip Bearing 5.3% OK
Ab 0.196 in^2 Angle Clip Block Shear 3.4% OK
S/D shear double Controlling 7.7% OK
ø
0.75
ø
Rn 15.90 kip
Ru 0.857 kip / bolt
Capacity 5.4% OK Edge Dist. Perpendicular 1.75 in
Ubs 1
Fy 36 ksi
Edge Dist. Parallel 1.75 in Fu 58 ksi
Lc 1.46875 in Ant 0.2875 in^2
t member 0.2 in Anv 0.2875 in^2
Fu member 58 ksi Agv 0.3500 in^2
ø
0.8
ø
0.75
ø
Rn 11.14 kip
ø
Rn 18.18 kip
Ru 0.857 kip Ru 0.857 kip
Capacity 7.7% OK Capacity 4.7% OK
Edge Dist. Parallel 0.9375 in Edge Dist. Perpendicular 1.5 in
Lc 0.65625 in Ubs 1
t angle clip 0.375 in Fy 36 ksi
Fu angle clip 58 ksi Fu 58 ksi
ø
0.8 Ant 0.4453 in^2
ø
Rn 16.31 kip Anv 0.2344 in^2
Ru 0.857 kip Agv 0.3516 in^2
Capacity 5.3% OK
ø
0.75
ø
Rn 25.07 kip
Ru 0.857 kip
Capacity 3.4% OK
Bearing Strength (Angle Clip) Block Shear Strength (Angle Clip)
Block Shear Strength (Member)
Bearing Strength (Member)
Member Bolt Check
C6 to Angle Clip
2022723.16.1539.04
TIA-222-G
Bolt Check Capacity Summary
Member:
Job:
Code:
Bolt
ø
0.5 in Bolt Shear 9.3% OK
Material A325N Member Bearing 5.7% OK
Bolt Hole 0.5625 in Member Block Shear 1.4% OK
Fnv 54 ksi Angle Clip Bearing 4.5% OK
Ab 0.196 in^2 Angle Clip Block Shear 2.9% OK
S/D shear single Controlling 9.3% OK
ø
0.75
ø
Rn 7.95 kip
Ru 0.737 kip / bolt
Capacity 9.3% OK Edge Dist. Perpendicular 2.4 in
Ubs 1
Fy 36 ksi
Edge Dist. Parallel 8 in Fu 58 ksi
Lc 7.71875 in Ant 0.4864 in^2
t member 0.233 in Anv 1.7912 in^2
Fu member 58 ksi Agv 1.8640 in^2
ø
0.8
ø
0.75
ø
Rn 12.97 kip
ø
Rn 51.35 kip
Ru 0.737 kip Ru 0.737 kip
Capacity 5.7% OK Capacity 1.4% OK
Edge Dist. Parallel 0.9375 in Edge Dist. Perpendicular 1.5 in
Lc 0.65625 in Ubs 1
t angle clip 0.375 in Fy 36 ksi
Fu angle clip 58 ksi Fu 58 ksi
ø
0.8 Ant 0.4453 in^2
ø
Rn 16.31 kip Anv 0.2344 in^2
Ru 0.737 kip Agv 0.3516 in^2
Capacity 4.5% OK
ø
0.75
ø
Rn 25.07 kip
Ru 0.737 kip
Capacity 2.9% OK
Bearing Strength (Angle Clip) Block Shear Strength (Angle Clip)
Block Shear Strength (Member)
Bearing Strength (Member)
Member Bolt Check
C9 to Angle Clip
2022723.16.1539.04
TIA-222-G
Bolt Check Capacity Summary
Channel (P2 and P3 Standoff Assembly) Gamma
GPD #: 2022723.16.1539.04
Tension (Tub) = 5384 lbs Surface Class = Class A
Interaction Shear (Vub) = 625 lbs Number of Slip Surfaces, ns = 2
φ = 1
Coefficient of Friction, µ = 0.3
Grade: A325 (AISC - Table J3.2) Pretension Ratio, Du = 1.13
Threads Included: N Factor for Fillers, hƒ = 0.85
Bolt Hole Type = Standard Minimum Fastener Tension, Tb = 12 kips (AISC - Table J3.1)
Nominal Tensile Strength, Fnt = 90 ksi Combined Force Factor, ksc = 0.60
Nominal Shear Strength, Fnv = 54 ksi Factored Slip Resistance (φRnv) = 0 lbs
Interaction Tensile Strength, F'nt = 90 ksi
Bolt Diameter, ø = 0.5 in
Bolt Area, Ab = 0.196 in2
Maximum Capacity Rating = 105%
φ = 0.75 Tub/φRnt = 40.6%
Factored Tension (φRnt) = 13254 lbs Interaction = 40.6%
Factored Interaction (φR'nt) = 13254 lbs Governing Capacity Rating = 40.6% OK
Bolt Strength Bolt Capacity Ratings
Bolt Info
Bearing-Type Connection (AISC 14th Ed.)
Bolt Forces Slip Conditions
Pipe Mounts on Penthouse w/ Proposed Mount Modifications - Structural Evaluation USID: 1539
8/10/2022
APPENDIX E
Modification Drawings
STRUCTURE INFORMATION:
CODE COMPLIANCE:
STRUCTURE MAPPING:
STRUCTURE HEIGHT:
STRUCTURE LOCATION:
LAT.:
LONG.:
REFERENCED ANALYSIS:
ANALYSIS DATE:
WIND SPEEDS:
ICE THICKNESS:
STRUCTURE CLASS:
EXPOSURE CATEGORY:
TOPO CATEGORY:
GOVERNING CODES:
COUNTY:
CLIENT #: IN0448
FA #: 10069780
HP BUILDING
STREET ADDRESS:
CITY, STATE ZIP: INDIANAPOLIS, IN 46290
201 W. 103RD STREET
GPD/PROJ. #: 2022723.16.1539.04
110'-0" ROOFTOP PENTHOUSE
39° 55' 55.006"
-86° 09' 46.998"
HAMILTON
GPD/PROJ. #: 2022723.16.1539.02
01/28/2022
MOUNT TYPE: PENTHOUSE MOUNTED PIPE MOUNTS
QUALIFIED ENGINEERING SERVICES ARE AVAILABLE
FROM GPD TO ASSIST CONTRACTORS IN CLASS IV
RIGGING PLAN REVIEWS. FOR REQUESTING QUALIFIED
ENGINEERING SERVICES PLEASE CONTACT GPD AT
GPDMODS@GPDGROUP.COM.
SHEET INDEX:
T-01: TITLE SHEET
MI-01: MODIFICATION INSPECTION CHECKLIST
PROJECT CONTACTS:
USID #: 1539
N-01: PROJECT NOTES
TIA-222-G & 2014 INDIANA BUILDING CODE
115 MPH 3 SECOND GUST (ULTIMATE)
89 MPH 3 SECOND GUST (NOMINAL)
40 MPH 3 SECOND GUST (W/ ICE)
1"
II
C
1
S-01: ROOF PLAN & MODIFICATION SCHEDULE
S-02: MODIFICATION SECTIONS
S-03: ADDITIONAL SECTIONS
S-04: ADDITIONAL SECTIONS
S-04: ADDITIONAL SECTIONS
S-05: ADDITIONAL SECTIONS
S-06: ADDITIONAL SECTIONS
8/10/22
JOB NO.
ISSUED FOR:
PERMIT
8/10/22
JOB NO.
ISSUED FOR:
PERMIT
RECORD
CONSTRUCTION
BID
REV. DATE DESCRIPTION
PROJECT MANAGER APPROVED BY
ENGINEER DESIGNER
CJS
HP BUILDING
201 W. 103RD STREET
INDIANAPOLIS, IN 46290
EW JMJ
DP
2022723.16.1539.04
DESIGN DRAWINGS
PREPARED FOR:
HP BUILDING
FA #: 10069780
CLIENT #: IN0448
0 8/10/22 INITIAL RELEASE
MI-01
ERICSSON
GPD GROUP, INC. ®
520 South Main Street, Suite 2531
Akron, OH 44311
330.572.2100 Fax 330.572.2102
MODIFICATION INSPECTION
CHECKLIST
8/10/2022
-
-
-
MODIFICATION INSPECTION CHECKLIST
REQUIRED REPORT ITEM BRIEF DESCRIPTION
PRE-CONSTRUCTION
X MI CHECKLIST DRAWING THIS CHECKLIST SERVES AS A GUIDELINE FOR THE REQUIRED CONSTRUCTION DOCUMENTS AND INSPECTIONS
FOR THIS MODIFICATION
X EOR APPROVED SHOP DRAWINGS PRIOR TO FABRICATION, THE CONTRACTOR SHALL PROVIDE DETAILED ASSEMBLY DRAWINGS AND/OR SHOP
DRAWINGS TO THE EOR FOR APPROVAL.
X FABRICATION INSPECTION
A LETTER FROM THE FABRICATOR STATING THAT ALL FABRICATION (I.E. DRILLING, CUTTING, WELDING,
SHEARING, MILLING, GALVANIZING, ETC) HAS BEEN DONE ACCORDING TO INDUSTRY STANDARDS AND ALL
APPLICABLE ANSI/ASTM STANDARDS.
X FABRICATOR CERTIFIED WELD INSPECTION A CWI SHALL INSPECT ALL FABRICATION WELDS IN ACCORDANCE WITH AWS D1.1 AND A REPORT DETAILING
THE RESULTS SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.
X MATERIAL TEST REPORTS (MTR) MATERIAL TEST REPORTS SHALL BE PROVIDED FOR ALL MATERIAL USED. MTR'S SHALL BE PROVIDED TO THE
MI INSPECTOR FOR INCLUSION IN THE MI REPORT.
NA FABRICATOR NDE INSPECTION REPORT
CRITICAL SHOP WELDS THAT REQUIRE ADDITIONAL TESTING ARE NOTED WITHIN THE MODIFICATION
DRAWINGS. A CERTIFIED NDT INSPECTOR SHALL PERFORM NON-DESTRUCTIVE EXAMINATION ON ALL PJP, CJP,
AND FILLET WELDS >5/16” IN ACCORDANCE WITH AWS D1.1 AND A REPORT DETAILING THE RESULTS SHALL BE
PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.
NA NDE OF MONOPOLE BASE PLATE A NDE OF THE POLE TO BASE PLATE CONNECTION IS REQUIRED AND A WRITTEN REPORT SHALL BE PROVIDED
TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.
X PACKING SLIPS PACKING/SHIPPING LIST FOR ALL MATERIAL USED DURING CONSTRUCTION OF THE MODIFICATION SHALL BE
PROVIDED.
DURING CONSTRUCTION
8/10/22
JOB NO.
ISSUED FOR:
PERMIT
RECORD
CONSTRUCTION
BID
REV. DATE DESCRIPTION
PROJECT MANAGER APPROVED BY
ENGINEER DESIGNER
CJS
HP BUILDING
201 W. 103RD STREET
INDIANAPOLIS, IN 46290
EW JMJ
DP
2022723.16.1539.04
DESIGN DRAWINGS
PREPARED FOR:
HP BUILDING
FA #: 10069780
CLIENT #: IN0448
0 8/10/22 INITIAL RELEASE
N-01
ERICSSON
GPD GROUP, INC. ®
520 South Main Street, Suite 2531
Akron, OH 44311
330.572.2100 Fax 330.572.2102
PROJECT NOTES
8/10/2022
-
-
-
GENERAL NOTES
1. THIS DESIGN IS IN ACCORDANCE WITH THE GOVERNING PROVISIONS OF ALL LOCALLY ADOPTED BUILDING
CODES. MATERIALS, FABRICATION, INSTALLATION, AND ALL OTHER SERVICES PROVIDED BY THE
CONTRACTOR SHALL CONFORM TO THE ABOVE MENTIONED CODES AND THE CONTRACT SPECIFICATIONS.
2. THIS DESIGN ASSUMES THE EXISTING STRUCTURE HAS BEEN WELL MAINTAINED, IS IN GOOD CONDITION, AND
IS WITHOUT DEFECT. BENT MEMBERS, CORRODED MEMBERS, LOOSE BOLTS, CRACKED WELDS AND OTHER
MEMBER DEFECTS HAVE NOT BEEN CONSIDERED. THIS DESIGN IS BEING PROVIDED WITHOUT THE BENEFIT OF
A CONDITION ASSESSMENT BY GPD.
3. THE CONTRACTOR SHALL VISIT THE SITE PRIOR TO BIDDING; ANY PROBLEMS WITH ACCESS, INTERFERENCE,
ETC. SHALL BE RESOLVED PRIOR TO MOBILIZATION. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS AND
NOTE ANY EXISTING CONDITIONS THAT ARE NOT REPRESENTED ON THESE DRAWINGS OR THAT INTERFERE
WITH THE CONTINUOUS INSTALLATION OF THE MODIFICATIONS. CONTRACTOR SHALL NOTE ALL ATTACHMENT
POINTS, ANTENNAS, MOUNTS, COAX, LIGHTING, CLIMBING SUPPORTS, STEP BOLTS, PORT HOLES, AND ANY
OTHER APPURTENANCES IN THE REGION OF THE MODIFICATIONS. GPD SHALL BE CONTACTED IMMEDIATELY
TO EVALUATE THE SIGNIFICANCE OF ANY DEVIATION PRIOR TO ORDERING MATERIAL.
4. ALL MATERIAL SPECIFIED FOR THIS PROJECT MUST BE NEW AND FREE OF ANY DEFECTS. ANY MATERIAL
SUBSTITUTIONS, INCLUDING BUT NOT LIMITED TO ALTERED SIZES AND/OR STRENGTHS, MUST BE REVIEWED
BY THE OWNER AND ENGINEER. CONTRACTOR SHALL PROVIDE DOCUMENTATION TO ENGINEER FOR
DETERMINING IF SUBSTITUTE IS SUITABLE FOR USE AND MEETS THE ORIGINAL DESIGN CRITERIA.
DIFFERENCES FROM THE ORIGINAL DESIGN, INCLUDING MAINTENANCE, REPAIR AND REPLACEMENT, SHALL BE
NOTED. ESTIMATES OF COSTS/CREDITS ASSOCIATED WITH THE SUBSTITUTION (INCLUDING RE-DESIGN COSTS
AND COSTS TO SUB-CONTRACTORS) SHALL BE PROVIDED TO THE ENGINEER.
5. CONTRACTOR IS RESPONSIBLE FOR ENGAGING A MODIFICATION INSPECTOR AT THE TIME OF AWARD TO
COORDINATE AN INSPECTION SCHEDULE AND ENSURE PROPER DOCUMENTATION IS RETAINED THROUGHOUT
THE PROJECT. REFER TO SHEET MI-01 FOR MODIFICATION INSPECTION CHECKLIST.
6. SPECIAL INSPECTIONS: UNLESS OTHERWISE SPECIFIED WITHIN THE PLANS OR REQUIRED BY THE BUILDING
JOB NO.
ISSUED FOR:
PERMIT
RECORD
CONSTRUCTION
BID
REV. DATE DESCRIPTION
PROJECT MANAGER APPROVED BY
ENGINEER DESIGNER
CJS
HP BUILDING
201 W. 103RD STREET
INDIANAPOLIS, IN 46290
EW JMJ
DP
2022723.16.1539.04
DESIGN DRAWINGS
PREPARED FOR:
HP BUILDING
FA #: 10069780
CLIENT #: IN0448
0 8/10/22 INITIAL RELEASE
S-01
ERICSSON
GPD GROUP, INC. ®
520 South Main Street, Suite 2531
Akron, OH 44311
330.572.2100 Fax 330.572.2102
ROOFTOP PLAN &
MODIFICATION SCHEDULE
8/10/2022
-
-
-
8/10/22
MODIFICATION SCHEDULE
MEMBER TYPE ELEVATION EXISTING MEMBER NEW MEMBER REFERENCE
DETAIL/SHEET NOTES
EXISTING
MOUNTS VARIES
VARIES (ALL SECTORS) - -
REMOVE THE EXISTING ANTENNA MOUNTS AND ALL
ASSOCIATED HARDWARE FROM THE BUILDING.
COORDINATE WITH CARRIER.
NEW ALPHA
SECTOR
MOUNTS
92'-0"± -
(2) P2.5 STD PIPE
MOUNTS W/ HSS
STANDOFFS
SHEET S-02 INSTALL NEW ANTENNA PIPE MOUNTS WITH NEW HSS
STANDOFF ASSEMBLIES.
103'-0"±
-
(1) P2.5 STD PIPE
MOUNTS W/ ANGLE
STANDOFF
SHEET S-03 INSTALL A NEW ANTENNA PIPE MOUNT WITH A NEW ANGLE
STANDOFF ASSEMBLY.
JOB NO.
ISSUED FOR:
PERMIT
RECORD
CONSTRUCTION
BID
REV. DATE DESCRIPTION
PROJECT MANAGER APPROVED BY
ENGINEER DESIGNER
CJS
HP BUILDING
201 W. 103RD STREET
INDIANAPOLIS, IN 46290
EW JMJ
DP
2022723.16.1539.04
DESIGN DRAWINGS
PREPARED FOR:
HP BUILDING
FA #: 10069780
CLIENT #: IN0448
0 8/10/22 INITIAL RELEASE
S-02
ERICSSON
GPD GROUP, INC. ®
520 South Main Street, Suite 2531
Akron, OH 44311
330.572.2100 Fax 330.572.2102
MODIFICATION SECTIONS
8/10/2022
-
-
-
8/10/22
S-02 SCALE: 1/2" = 1'-0"
A HSS STANDOFF ELEVATION
B
S-02
6" 5'-0" 2'-6"
8'-0"
6" 1'-0" 3'-0" 1'-0"
6'-0"
TYP.
EXISTING W12x96
COLUMN
NEW L5x3x1/4 (LLV)
BRACING BETWEEN NEW
PIPE MOUNTS (TYP.)
NEW HSS STANDOFF
ASSEMBLY (TYP. OF 2),
SEE SECTION B/S-02
NEW P2.5 STD PIPE
MOUNT (TYP. OF 2)
NEW 1/2"Ø U-BOLT
ASSEMBLY (TYP.), INNER
DIAMETER TO MATCH
OUTER DIAMETER OF
PIPE MOUNT +1/8"
1'-0"
C
JOB NO.
ISSUED FOR:
PERMIT
RECORD
CONSTRUCTION
BID
REV. DATE DESCRIPTION
PROJECT MANAGER APPROVED BY
ENGINEER DESIGNER
CJS
HP BUILDING
201 W. 103RD STREET
INDIANAPOLIS, IN 46290
EW JMJ
DP
2022723.16.1539.04
DESIGN DRAWINGS
PREPARED FOR:
HP BUILDING
FA #: 10069780
CLIENT #: IN0448
0 8/10/22 INITIAL RELEASE
S-03
ERICSSON
GPD GROUP, INC. ®
520 South Main Street, Suite 2531
Akron, OH 44311
330.572.2100 Fax 330.572.2102
ADDITIONAL SECTIONS
8/10/2022
-
-
-
8/10/22
S-03 SCALE: 1/2" = 1'-0"
E ANGLE STANDOFF ELEVATION
G
S-03
TYP.
EXISTING C9x13.4
COLUMN
NEW L5x3x1/4 (LLV)
BRACING BETWEEN NEW
PIPE MOUNTS (TYP.)
NEW L5x3x1/4 (LLV)
STANDOFF (TYP.)
NEW P2.5 STD PIPE
MOUNT
NEW P2.5 STD PIPE
MOUNT (TYP. OF 2)
NEW 1/2"Ø U-BOLT
ASSEMBLY (TYP.), INNER
DIAMETER TO MATCH
OUTER DIAMETER OF
PIPE MOUNT +1/8"
EXISTING C9x13.4
COLUMN
DRILL 9/16"Ø HOLES
IN ANGLE FOR NEW
U-BOLTS (TYP.)
JOB NO.
ISSUED FOR:
PERMIT
RECORD
CONSTRUCTION
BID
REV. DATE DESCRIPTION
PROJECT MANAGER APPROVED BY
ENGINEER DESIGNER
CJS
HP BUILDING
201 W. 103RD STREET
INDIANAPOLIS, IN 46290
EW JMJ
DP
2022723.16.1539.04
DESIGN DRAWINGS
PREPARED FOR:
HP BUILDING
FA #: 10069780
CLIENT #: IN0448
0 8/10/22 INITIAL RELEASE
S-04
ERICSSON
GPD GROUP, INC. ®
520 South Main Street, Suite 2531
Akron, OH 44311
330.572.2100 Fax 330.572.2102
ADDITIONAL SECTIONS
8/10/2022
-
-
-
8/10/22
S-04 SCALE: 3/4" = 1'-0"
J BETA SECTOR ELEVATION
S-04 SCALE: 3/4" = 1'-0"
K SECTION
5'-11"
EXISTING W-SHAPE
COLUMN
NEW P2.5 STD MOUNT
PIPE (TYP. OF 3)
NEW L3x3x3/8
HORIZONTAL
BRACING (TYP.)
NEW L3x3x3/8 CLIP
ANGLE (TYP. OF 4)
NEW 1/2"Ø BOLT
ASSEMBLY, LENGTH AS
REQUIRED (TYP. OF 8)
DRILL 9/16"Ø HOLES FOR
ALL NEW BOLTS
NEW 1/2"Ø U-BOLT
ASSEMBLY (TYP. OF 2
PER PIPE)
K
S-04
EXISTING W-SHAPE
COLUMN
8/10/22
JOB NO.
ISSUED FOR:
PERMIT
RECORD
CONSTRUCTION
BID
REV. DATE DESCRIPTION
PROJECT MANAGER APPROVED BY
ENGINEER DESIGNER
CJS
HP BUILDING
201 W. 103RD STREET
INDIANAPOLIS, IN 46290
EW JMJ
DP
2022723.16.1539.04
DESIGN DRAWINGS
PREPARED FOR:
HP BUILDING
FA #: 10069780
CLIENT #: IN0448
0 8/10/22 INITIAL RELEASE
S-05
ERICSSON
GPD GROUP, INC. ®
520 South Main Street, Suite 2531
Akron, OH 44311
330.572.2100 Fax 330.572.2102
ADDITIONAL SECTIONS
8/10/2022
-
-
-
S-05 SCALE: 3/4" = 1'-0"
M GAMMA SECTOR ELEVATION
S-05 SCALE: 1/2" = 1'-0"
N SECTION
S-05 SCALE: 1/2" = 1'-0"
O SECTION
8'-0"
1'-4" 9"
(F.V.)
(F.V.)
4 1/2"
TYP.
2'-0" MAX.
(F.V., TYP.)
3'-0" 2'-0"
8'-11"±
(F.V.)
7/8"
TYP.
N
S-05
N
S-05
P
S-06
EXISTING METAL SIDING
JOB NO.
ISSUED FOR:
PERMIT
RECORD
CONSTRUCTION
BID
REV. DATE DESCRIPTION
PROJECT MANAGER APPROVED BY
ENGINEER DESIGNER
CJS
HP BUILDING
201 W. 103RD STREET
INDIANAPOLIS, IN 46290
EW JMJ
DP
2022723.16.1539.04
DESIGN DRAWINGS
PREPARED FOR:
HP BUILDING
FA #: 10069780
CLIENT #: IN0448
0 8/10/22 INITIAL RELEASE
S-06
ERICSSON
GPD GROUP, INC. ®
520 South Main Street, Suite 2531
Akron, OH 44311
330.572.2100 Fax 330.572.2102
ADDITIONAL SECTIONS
8/10/2022
-
-
-
8/10/22
S-06 SCALE: 3" = 1'-0"
Q SECTION
S-06 SCALE: 3" = 1'-0"
P SECTION
1/4"
MAX.
G*
Q
S-06
EXISTING C9x13.4
FIELD DRILL 9/16"Ø HOLE
IN ANGLE FOR NEW
BOLT ASSEMBLY (TYP.)
DRILL 9/16"Ø HOLE IN
ANGLE FOR NEW BOLT
ASSEMBLY (TYP.)
NEW C6x13 (TYP.)
NEW L3-1/2x3-1/2x3/8
CLIP ANGLE (TYP.)
EXISTING C9x13.4
DRILL 9/16"Ø HOLE IN
ANGLE FOR NEW BOLT
ASSEMBLY (TYP.)
NEW C6x13 (TYP.)
NEW L3-1/2x3-1/2x3/8
CLIP ANGLE (TYP.)
*SEE WORKABLE GAGE
NOTE: SCHEDULE ON SHEET N-01
1. ALL FIELD DRILLED HOLES SHALL BE
SOLVENT CLEANED AND TOUCHED UP
WITH TWO COATS OF BRUSH APPLIED ZRC
ZINC RICH COLD GALVANIZING PAINT.
*SEE WORKABLE GAGE SCHEDULE ON
SHEET N-01
NEW 1/4 THICK
STIFFENER (TYP.), SEE
SECTION R/S-06
NEW 1/4 THICK
STIFFENER (TYP.), SEE
DETAIL
EQ. 2 5/8" EQ.
EQ. 2 5/8" EQ.
4 3/8"
4 1/2" G*
R
S-06
S-06 SCALE: 3" = 1'-0"
R SECTION
NEW L3-1/2x3-1/2x3/8
CLIP ANGLE (TYP.)
*SEE WORKABLE GAGE
SCHEDULE ON SHEET N-01
NEW 1/4 THICK
STIFFENER (TYP.)
2 15/16"
2 15/16"
1/2"
7/8"
1/2"
3/16
3/16 STIFFENER
TO CLIP
ANGLE
TYP.
AND DRY WALL(REMOVE
4"x4" SQUARE SECTIONS OF
SIDING AS REQUIRED FOR
INSTALLATION OF ANGLES)
EXISTING OVERHEAD
FRAMING (TYP.)
EXISTING GRANITE
WALL CLADDING
NEW L3x3x1/4
TYPICAL OF ALL
U.N.O. (TYP.)
EXISTING C9x13.4
FIELD DRILL 9/16"Ø
HOLE IN ANGLE FOR
NEW BOLT ASSEMBLY
(TYP.)
NEW P2.5 STD PIPE
MOUNT (TYP.)
NEW 1/2"Ø U-BOLT
CONNECTION. INSIDE
DIAMETER OF U-BOLT
SHALL MATCH OUTSIDE
DIAMETER OF PIPE
(TYP.)
NEW L3x3x1/4 AT TOP &
BOTTOM OF PIPE
MOUNTS, SEE SECTION
FIELD DRILL 9/16"Ø HOLE
IN ANGLE FOR NEW
BOLT ASSEMBLY (TYP.)
FIELD DRILL 9/16"Ø
HOLE IN ANGLE FOR
NEW U-BOLT
ASSEMBLY (TYP.)
1/2"Ø BOLT ASSEMBLY
(TYP.), LENGTH AS
REQUIRED (F.V.)
EXISTING C9x13.4
(TYP.)
EXISTING STUDS (F.V.
SIZE AND LOCATIONS)
EXISTING METAL SIDING
AND DRY WALL(REMOVE
4"x4" SQUARE SECTIONS
OF SIDING AS REQUIRED
FOR INSTALLATION OF
ANGLES)
NEW L3x3x1/4
TYPICAL OF ALL
U.N.O. (TYP.)
NEW P2.5 STD PIPE
MOUNT (TYP.)
NEW 1/2"Ø U-BOLT
CONNECTION. INSIDE
DIAMETER OF U-BOLT
SHALL MATCH OUTSIDE
DIAMETER OF PIPE
(TYP.)
NEW C6x13 (TYP.)
FIELD DRILL 9/16"Ø
HOLE IN ANGLE FOR
NEW BOLT ASSEMBLY
(TYP.)
NEW L3x3x1/4 (TYP.)
NEW P2.5 STD PIPE
MOUNT (TYP.)
NEW 1/2"Ø U-BOLT
CONNECTION. INSIDE
DIAMETER OF U-BOLT
SHALL MATCH OUTSIDE
DIAMETER OF PIPE
(TYP.)
NEW C6x13 (TYP.)
NOTE:
1. ALL FIELD DRILLED HOLES SHALL BE
SOLVENT CLEANED AND TOUCHED UP WITH
TWO COATS OF BRUSH APPLIED ZRC ZINC
RICH COLD GALVANIZING PAINT.
*SEE WORKABLE GAGE SCHEDULE ON SHEET
N-01
G*
TYP.
NOTE:
1. CONTRACTOR SHALL INSTALL WATERPROOFING AND
REPAIR ANY DAMAGED ROOFING MATERIAL. SEE NOTES
ON SHEET N-01.
2. ALL FIELD DRILLED HOLES SHALL BE SOLVENT CLEANED
AND TOUCHED UP WITH TWO COATS OF BRUSH APPLIED
ZRC ZINC RICH COLD GALVANIZING PAINT.
3. CONTRACTOR SHALL AVOID INTERFERENCE WITH STUDS,
NOTIFY EOR IF STANDOFF SPACING NEEDS TO CHANGE
4. CONTRACTOR SHALL INSTALL WATERPROOFING AT ALL
LOCATION WHERE THE PROPOSED DESIGN PENETRATES
THE EXISTING WALL FINISH, COORDINATE WITH BUILDING
OWNER AND DANCO ROOFING SERVICES INC., SEE
ADDITIONAL ROOFING NOTES ON SHEET N-01
DANCO ROOFING INC
ERIC ESTELLE
1437 SOUTHEASTERN AVENUE
INDIANAPOLIS, IN 46201
(317)252-0022
INSTALL TAPERED
WASHERS TO
INSTALL THE NEW
BOLT ASSEMBLIES
(F.V. REQUIRED
TAPER, TYP.)
3"
MIN.
(TYP.)
11 1/2" 3"
9" 1'-9 3/16"
O
S-05
5'-6"
3" 3'-0" 2'-0" 3"
2'-4 3/4"
(TYP.)
O
S-05
NOTE:
1. ALL FIELD DRILLED HOLES SHALL BE
SOLVENT CLEANED AND TOUCHED UP WITH
TWO COATS OF BRUSH APPLIED ZRC ZINC
RICH COLD GALVANIZING PAINT.
NEW L3x3x3/8
HORIZONTAL
BRACING (TYP.)
NEW L3x3x3/8 CLIP
ANGLE (TYP. OF 4)
NEW 1/2"Ø BOLT
ASSEMBLY, LENGTH
AS REQUIRED (TYP.
OF 8)
DRILL 9/16"Ø HOLES
FOR ALL NEW BOLTS
(TYP.)
NEW 1/2"Ø U-BOLT
ASSEMBLY (TYP.
OF 2 PER PIPE)
L
S-04
TYP.
S-04 SCALE: 3" = 1'-0"
L SECTION
NEW L3x3x3/8
HORIZONTAL
BRACING (TYP.)
NEW L3x3x3/8 CLIP
ANGLE (TYP. OF 4)
NEW 1/2"Ø BOLT
ASSEMBLY, LENGTH AS
REQUIRED (TYP.)
DRILL 9/16"Ø HOLES FOR
ALL NEW BOLTS (TYP.)
NEW P2.5 STD
MOUNT PIPE (TYP.
OF 3)
3'-0 3/4"
3 1/2"
G* G*
G*
* SEE WORKABLE GAGES
SCHEDULE ON SHEET N-01
* SEE WORKABLE GAGES
SCHEDULE ON SHEET N-01
NOTES:
1. EXISTING MOUNT PIPE TO BE REMOVED NOT SHOWN FOR
DETAIL CLARITY.
2. FIELD VERIFY AND MATCH THE ELEVATION OF THE NEW TOP
ANGLE BRACING WITH THE EXISTING TOP ANGLE HORIZONTAL
BRACING IN BETA SECTOR THAT IS BEING REMOVED.
3"
3"
1'-0 3/16" G*
(F.V.)
1'-0 11/16" G*
(F.V.)
4 1/2"
1'-4" 2'-0"
8'-0"
℄
EXISTING PENTHOUSE
WALL
FIELD DRILL 9/16"Ø
HOLES IN W-SHAPE
FOR NEW BOLTS (TYP.)
NEW L5x3x1/4 (LLV)
BRACING BETWEEN
NEW PIPE MOUNTS
(TYP.)
NEW 1/2"Ø BOLT
ASSEMBLY (TYP.),
LENGTH AS REQUIRED
(F.V.)
FIELD DRILL 9/16"Ø
HOLES IN CHANEL
FOR NEW BOLTS
(TYP.)
S-03 SCALE: 1-1/2" = 1'-0"
G SECTION
4'-8" 1'-4" 2'-0"
8'-0"
NEW 1/2"Ø U-BOLT
ASSEMBLY (TYP.),
INNER DIAMETER TO
MATCH OUTER
DIAMETER OF PIPE
MOUNT +1/8"
NEW 1/2"Ø BOLT
ASSEMBLY (TYP.),
LENGTH AS REQUIRED
(F.V.)
FIELD DRILL 9/16"Ø
HOLES IN CHANNEL
FOR NEW BOLTS
(TYP.)
2 1/4" 4 1/2" 2 1/4"
3" 2'-0" 4 1/2"
2'-7 1/2"
1'-6"
1'-10 1/2"
NEW L3x3x1/4
VERTICAL BRACING
(TYP.)
NEW L3x3x1/4
VERTICAL BRACING
(TYP.)
1'-10 1/2"
G*
TYP.
G*
TYP.
NOTES:
1. DETAIL IS TYPICAL FOR THE MOUNT AT
ANTENNA POSITION B3.
S-03 SCALE: 1/2" = 1'-0"
F ANGLE STANDOFF ELEVATION
G
S-03
TYP.
EXISTING C9x13.4
COLUMN
NEW L5x3x1/4 (LLV)
BRACING BETWEEN NEW
PIPE MOUNTS (TYP.)
NEW L5x3x1/4 (LLV)
STANDOFF (TYP.)
NEW P2.5 STD PIPE
MOUNT
4'-8" 1'-4" 2'-0"
8'-0"
NEW 1/2"Ø U-BOLT
ASSEMBLY (TYP.),
INNER DIAMETER TO
MATCH OUTER
DIAMETER OF PIPE
MOUNT +1/8"
NEW 1/2"Ø BOLT
ASSEMBLY (TYP.),
LENGTH AS REQUIRED
(F.V.)
FIELD DRILL 9/16"Ø
HOLES IN CHANNEL
FOR NEW BOLTS
(TYP.)
1'-6"
1'-10 1/2"
NEW L3x3x1/4
VERTICAL BRACING
(TYP.)
G*
TYP.
NOTES:
1. DETAIL IS TYPICAL FOR THE MOUNT AT
ANTENNA POSITION A3 & G3.
EXISTING METAL SIDING
AND DRY WALL(REMOVE
4"x4" SQUARE SECTIONS
OF SIDING AS REQUIRED
FOR INSTALLATION OF
ANGLES)
NOTES:
1. ALL EXPOSED STEEL SHALL BE SOLVENT CLEANED AND
TOUCHED UP WITH TWO COATS OF BRUSH APPLIED
ZRC ZINC RICH COLD GALVANIZING COMPOUND.
FIELD DRILL 9/16"Ø
HOLES IN CHANNEL
FOR NEW VERTICAL
BOLTS (TYP.)
H
S-03
TYP.
H
S-03
TYP.
S-03 SCALE: 1-1/2" = 1'-0"
H SECTION
1 3/4" 2"
NEW 1/2"Ø U-BOLT
ASSEMBLY (TYP.),
INNER DIAMETER TO
MATCH OUTER
DIAMETER OF PIPE
MOUNT +1/8"
NEW L5x3x1/4 (LLV)
BRACING
DRILL 9/16"Ø HOLES
IN ANGLE FOR NEW
U-BOLTS (TYP.)
NEW P2.5 STD PIPE
MOUNT
S-02
D
S-02
1'-0"
(F.V.)
3" 1'-0" 3"
1'-6"
EQ.
(F.V.)
EQ.
(F.V.)
NEW P2.5 STD PIPE
MOUNT (TYP. OF 2)
NEW 1/2"Ø U-BOLT
ASSEMBLY (TYP.), INNER
DIAMETER TO MATCH
OUTER DIAMETER OF
PIPE MOUNT +1/8"
EXISTING W12x96
COLUMN
NEW HSS2.5x2.5x1/4
STANDOFF
DRILL 9/16"Ø HOLES IN
ANGLE FOR NEW
U-BOLTS (TYP.)
NEW L5x3x1/4 (LLV)
BRACING BETWEEN NEW
PIPE MOUNTS (TYP.)
NEW 1/2"Ø BOLT
ASSEMBLY (TYP.),
LENGTH AS REQUIRED
(F.V.)
FIELD DRILL 9/16"Ø
HOLES IN W-SHAPE
FOR NEW BOLTS
(TYP.)
S-02 SCALE: 1-1/2" = 1'-0"
B SECTION
S-02 SCALE: 3" = 1'-0"
D SECTION
6 1/2"
1 9/16" 3 3/8" 1 9/16"
6 1/2"
1 1/4" 4" 1 1/4"
NEW HSS2.5x2.5x1/4
STANDOFF CENTERED
ON PLATE
NEW 1/2"Ø U-BOLT
ASSEMBLY (TYP.), INNER
DIAMETER TO MATCH
OUTER OF PIPE MOUNT
+1/8"
DRILL 9/16"Ø HOLES
IN PLATE FOR NEW
U-BOLTS (TYP.)
1/4
HSS TO
PLATE
NEW 1/2" THICK PLATE
S-02 SCALE: 3" = 1'-0"
C SECTION
NEW HSS2.5x2.5x1/4
STANDOFF CENTERED
ON PLATE
NEW 1/2"Ø BOLT
ASSEMBLY (TYP.),
LENGTH AS REQUIRED
(F.V.)
DRILL 9/16"Ø HOLES
IN PLATE FOR NEW
BOLTS (TYP.)
1/4
HSS TO
PLATE
NEW 1/2" THICK PLATE
7"
1 1/2" 4" 1 1/2"
7"
1 1/2" 4" 1 1/2"
NOTES:
1. DETAIL IS TYPICAL FOR THE MOUNTS AT
ANTENNA POSITIONS A1 AND A2.
NOTES:
1. ALL EXPOSED STEEL SHALL BE SOLVENT
CLEANED AND TOUCHED UP WITH TWO COATS
OF BRUSH APPLIED ZRC ZINC RICH COLD
GALVANIZING COMPOUND.
2. NOTIFY EOR IF MORE THAN 1'-0" STANDOFF IS
REQUIRED TO CLEAR ARCHITECTURAL FINISH
PRIOR TO FABRICATION.
H
S-03 TYP.
NEW BETA
SECTOR
MOUNTS
-
(3) P2.5 STD PIPE
MOUNTS W/ ANGLE
STANDOFF
SHEET S-04 INSTALL NEW ANTENNA PIPE MOUNTS AND AN RRU PIPE
MOUNT ON A NEW ANGLE STANDOFF ASSEMBLY.
-
(1) P2.5 STD PIPE
MOUNTS W/ ANGLE
STANDOFF
SHEET S-03 INSTALL A NEW ANTENNA PIPE MOUNT WITH A NEW ANGLE
STANDOFF ASSEMBLY.
NEW GAMMA
SECTOR
MOUNTS
-
(3) P2.5 STD PIPE
MOUNTS W/ ANGLE
STANDOFF
SHEET S-05 &
S-06
INSTALL NEW ANTENNA PIPE MOUNTS AND AN RRU PIPE
MOUNT ON A NEW ANGLE STANDOFF ASSEMBLY.
-
(1) P2.5 STD PIPE
MOUNTS W/ ANGLE
STANDOFF
SHEET S-03 INSTALL A NEW ANTENNA PIPE MOUNT WITH A NEW ANGLE
STANDOFF ASSEMBLY.
BETA
SECTOR
GAMMA
SECTOR
N.T.S.
ROOFTOP PLAN
EXISTING
ROOFTOP
NOTES:
1. ALL MATERIAL REMOVED FROM THE EXISTING STRUCTURE SHALL BE DISPOSED OF BY THE CONTRACTOR OFF SITE.
2. REFERENCE THE CONSTRUCTION DRAWINGS BY GPD GROUP (JOB #: 2022723.16.1539.04 Rev. A, REDLINED 8/4/22)
3. CONTRACTOR SHALL INSTALL WATERPROOFING AT ALL LOCATION WHERE THE PROPOSED DESIGN PENETRATES THE EXISTING WALL FINISH,
COORDINATE WITH BUILDING OWNER AND DANCO ROOFING SERVICES INC., SEE ADDITIONAL ROOFING NOTES ON SHEET N-01
DANCO ROOFING INC
ERIC ESTELLE
1437 SOUTHEASTERN AVENUE
INDIANAPOLIS, IN 46201
(317) 252-0022
EXISTING
PENTHOUSE
NORTH
REMOVE AND REPLACE
EXISTING GAMMA SECTOR
MOUNT WITH NEW
(MOUNTS G1 & G2), SEE
SECTION J/S-05
ALPHA
SECTOR
A
S-02
A
S-02
INSTALL NEW STANDOFF
MOUNTS TO THE
EXISTING W-SHAPE
COLUMNS (MOUNTS A1 &
A2), SEE SECTION A/S-02
INSTALL A NEW
STANDOFF MOUNT TO
THE EXISTING CHANNEL
(MOUNT A3), SEE
SECTION E/S-03
INSTALL A NEW
STANDOFF MOUNT TO
THE EXISTING CHANNEL
(MOUNT G3), SEE
SECTION F/S-03
4'-6"±
(F.V.)
M
S-05
F
S-03
F
S-03
9'-0"±
(F.V.)
INSTALL A NEW
STANDOFF MOUNT TO
THE EXISTING CHANNEL
(MOUNT B3), SEE
SECTION E/S-03
INSTALL NEW STANDOFF
MOUNTS TO THE
EXISTING W-SHAPE
COLUMNS (MOUNTS B1 &
B2), SEE SECTION J/S-04
E
S-03
J
S-04
OFFICIAL, SPECIAL INSPECTIONS AND TESTS ARE NOT REQUIRED FOR GROUP U OCCUPANCIES, BUT NOT
LIMITED TO, THOSE LISTED IN SECTION 312.1 (IBC SECTION 1704.2, EXCEPTION 2). CONTRACTOR SHALL BE
RESPONSIBLE FOR DETERMINING IF ANY SPECIAL INSPECTIONS ARE REQUIRED BY THE JURISDICTION HAVING
AUTHORITY. IF REQUIRED BY THE JURISDICTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE
COORDINATION AND SCHEDULING OF THE SPECIAL INSPECTIONS WITH THE ENGINEER OF RECORD. IN THOSE
CASES, SPECIAL INSPECTIONS MUST BE COMPLETED PRIOR TO FINAL INSPECTION APPROVAL.
7. INSTALLATION OF THE PROPOSED LOADING IS BY OTHERS AND IS BEYOND THE SCOPE OF THESE DRAWINGS.
8. ALL CONTRACTORS AND LOWER TIER CONTRACTORS MUST ACKNOWLEDGE IN WRITING TO THE OWNER AND
GPD THAT THEY HAVE OBTAINED, UNDERSTAND, AND WILL FOLLOW THE OWNER STANDARDS OF PRACTICE,
CONSTRUCTION GUIDELINES, ALL SITE AND TOWER SAFETY PROCEDURES, ALL PRODUCT LIMITATIONS AND
INSTALLATION PROCEDURES USED ON SITE, AND PROPOSED MODIFICATIONS DESCRIBED. RECEIPT OF
ACKNOWLEDGMENT MUST OCCUR PRIOR TO BEGINNING CONSTRUCTION. IT IS THE RESPONSIBILITY OF THE
CONTRACTOR TO PROVIDE THIS DOCUMENTATION FOR THE OWNER AND GPD ON COMPANY LETTERHEAD AND
IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO OBTAIN THIS DOCUMENTATION FROM LOWER TIER
SUBCONTRACTORS (ON SUBCONTRACTOR LETTERHEAD) AND DELIVER IT TO THE OWNER AND GPD.
9. STRUCTURAL MODIFICATION WORK SPECIFIED ON THESE PLANS SHALL BE ACCOMPLISHED BY
KNOWLEDGEABLE WORKMEN WITH CONSTRUCTION EXPERIENCE. THE CONTRACTOR SHALL SUBMIT
CERTIFICATIONS TO THE OWNER AND ENGINEER.
10. CONTRACTOR SHALL PERFORM ALL WORK IN SUCH A MANNER AS TO PROTECT THE EXISTING AND ADJACENT
STRUCTURES AND SHALL BE RESPONSIBLE TO PROPERLY REPAIR ANY DAMAGE THAT OCCURS AS A RESULT
OF THE WORK.
11. CEASE OPERATIONS AND NOTIFY OWNER AND ENGINEER IMMEDIATELY IF THE SAFETY OR INTEGRITY OF THE
STRUCTURE APPEARS TO BE ENDANGERED. PROPERLY BRACE AND SUPPORT STRUCTURE BEFORE
RESUMING OPERATIONS.
12. DO NOT CUT OR ALTER ANY STRUCTURAL MEMBERS WITHOUT WRITTEN AUTHORIZATION OF THE ENGINEER
UNLESS INDICATED ON THE STRUCTURAL DRAWINGS.
13. THESE DRAWINGS DO NOT INDICATE THE METHOD OF CONSTRUCTION. ANY TECHNIQUES OR PROCEDURES
IMPLIED BY THESE DRAWINGS ARE SCHEMATIC IN NATURE AND ARE SUGGESTIONS ONLY. THE CONTRACTOR
SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION
METHODS, MEANS, TECHNIQUES, SEQUENCES, AND PROCEDURES.
14. THE CONTRACTOR AND ALL SUB-CONTRACTORS SHALL BE RESPONSIBLE FOR THE SAFETY OF THEIR WORK
FORCE, THE WORK AREA, ADJACENT AREA, AND ANY PROPERTY OCCUPANTS WHO MAY BE AFFECTED BY THE
WORK UNDER CONTRACT. THE CONTRACTOR SHALL REVIEW AND ABIDE BY ALL OWNER, PRIME
CONTRACTOR, CARRIER, OSHA, AND LOCAL SAFETY GUIDELINES. ALL WORKERS SHALL UTILIZE APPROPRIATE
FALL PROTECTION AND SAFETY EQUIPMENT THAT IS UP-TO-DATE AND INSPECTED PER OSHA AND INDUSTRY
GUIDELINES. ALL WORKERS SHALL BE TRAINED AND MONITORED TO ENSURE SAFE WORKING PRACTICES ARE
MAINTAINED.
15. CONTRACTOR IS RESPONSIBLE FOR TEMPORARILY REMOVING ALL COAX, T-BRACKETS, ANTENNA MOUNTS,
AND ANY OTHER APPURTENANCE THAT MAY INTERFERE WITH THE MODIFICATIONS. ALL APPURTENANCES
MUST BE REPLACED AND/OR RESTORED TO ITS ORIGINAL LOCATION. SOME ATTACHMENTS MAY REQUIRE
CUSTOM MODIFICATIONS TO PROPERLY FIT THE MODIFIED REGION OF THE STRUCTURE. THESE
CUSTOMIZATIONS ARE DESIGNED BY OTHERS AND MUST BE APPROVED BY THE ENGINEER PRIOR TO
REMOVING SUCH ATTACHMENTS. ANY CARRIER DOWNTIME MUST BE COORDINATED WITH THE OWNER IN
WRITING.
16. CONTRACTOR SHALL ONLY WORK WITHIN THE LIMITS OF THE OWNER'S PROPERTY OR LEASE AREA AND
APPROVED EASEMENTS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY WORK IS WITHIN THESE
BOUNDARIES. CONTRACTOR SHALL EMPLOY A SURVEYOR AS REQUIRED. ANY WORK OUTSIDE THESE
BOUNDARIES SHALL BE APPROVED IN WRITING BY THE LAND OWNER PRIOR TO MOBILIZATION.
CONSTRUCTION STAKING AND BOUNDARY MARKING IS THE RESPONSIBILITY OF THE CONTRACTOR.
17. THE STRUCTURAL INTEGRITY OF THIS DESIGN EXTENDS TO THE COMPLETE CONDITION ONLY. THE
CONTRACTOR MUST BE COGNIZANT THAT THE REMOVAL OF ANY STRUCTURAL COMPONENT HAS THE
POTENTIAL TO CAUSE THE PARTIAL OR COMPLETE COLLAPSE OF THE STRUCTURE. ALL NECESSARY
PRECAUTIONS MUST BE TAKEN TO ENSURE THE STRUCTURAL INTEGRITY, INCLUDING, BUT NOT LIMITED TO,
ENGINEERING ASSESSMENT OF CONSTRUCTION STRESSES WITH INSTALLATION MAXIMUM WIND SPEED
AND/OR TEMPORARY BRACING AND SHORING.
18. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY LOCAL SHORING, TEMPORARY GLOBAL SHORING, AND
ALL SHORING OF SURROUNDING BUILDINGS, PADS, AND OTHER OUTDOOR SITE OBSTRUCTIONS. ALL
SHORING, TEMPORARY BRACING, AND TEMPORARY SUPPORTS ARE THE RESPONSIBILITY OF THE
CONTRACTOR.
19. FAA/FCC FILING AND LIGHTING MAY BE REQUIRED. ALL GOVERNMENTAL REGULATORY DETERMINATIONS AND
FILINGS BY OTHERS, NOT GPD.
20. CONTRACTOR SHALL TAKE NECESSARY ACTIONS TO PROVIDE SAFE WORKING CONDITIONS INCLUDING, BUT
NOT LIMITED TO, HAVING ANY FM SIGNALS TURNED OFF. CONTRACTOR SHALL HAVE PROPER RADMAN FOR
NOTIFICATION OF EXCESSIVE RF EXPOSURE FOR ALL INDIVIDUALS WORKING ON SITE IF FM ANTENNAS ARE
PRESENT. CONTRACTOR SHALL BE AWARE OF RF WARNING SIGNS AND TAKE PROPER PRECAUTIONS.
21. ALL MANUFACTURERS HARDWARE AND ASSEMBLY INSTRUCTIONS SHALL BE FOLLOWED EXACTLY. DEVIATION
FROM THE INSTRUCTIONS IS UNACCEPTABLE AND REQUIRES WRITTEN APPROVAL FROM ENGINEER.
22. DO NOT SCALE DRAWINGS.
23. ROOFTOP ACCESS, CLIMBING FACILITIES, SAFETY CLIMB AND ALL ASSOCIATED HARDWARE SHALL NOT BE
IMPEDED OR MODIFIED WITHOUT THE WRITTEN CONSENT OF GPD.
24. ANY WORK PERFORMED WITHOUT A PREFABRICATION MAPPING IS DONE AT THE RISK OF THE GC AND/OR
FABRICATOR.
25. IMPROPER FIT-UP OF NEW BOLTED HARDWARE DUE TO OVERSIZED , DOUBLE-PUNCHED, OR SLOTTED HOLES
FOUND ON THE EXISTING STRUCTURE SHALL BE REPORTED TO GPD AND THE TOWER OWNER IMMEDIATELY.
INSTALLATION OF SUCH HARDWARE WILL NOT BE ACCEPTABLE AND ALL COSTS ASSOCIATED WITH
REMEDYING THE INSTALLATION WILL BE THE RESPONSIBILITY OF THE GC.
STRUCTURAL STEEL NOTES
1. ALL NEW STEEL SHALL BE HOT-DIPPED GALVANIZED PER ASTM A123, ASTM A153/A153M, OR ASTM A653 G90, AS
APPLICABLE FOR FULL WEATHER PROTECTION. FOR HIGH STRENGTH STEEL FASTENERS WHERE HOT-DIPPED
GALVANIZING IS NOT PERMITTED MAGNI 565 COATING (OR ENGINEER APPROVED EQUIVALENT) SHALL BE
USED. IN ADDITION ALL NEW STEEL SHALL BE PAINTED TO MATCH EXISTING STEEL AND/OR BUILDING
MATERIAL. CONTRACTOR SHALL OBTAIN WRITTEN PERMISSION TO PROTECT STEEL BY ANY OTHER MEANS.
2. ALL EXPOSED STRUCTURAL STEEL AS THE RESULT OF THIS SCOPE OF WORK INCLUDING, BUT NOT LIMITED
TO, DAMAGED MEMBERS, FIELD WELDS, FIELD CUT MEMBERS, FIELD DRILLED HOLES, AND SHAFT INTERIORS
(WHERE APPLICABLE), SHALL BE SOLVENT CLEANED AND HAVE TWO (2) COATS OF BRUSHED ON ZRC ZINC
RICH COLD GALVANIZING PAINT APPLIED AND SHALL BE PAINTED TO MATCH THE TOWER FINISH (WHERE
APPLICABLE). PHOTO DOCUMENTATION IS REQUIRED TO BE SUBMITTED TO THE MODIFICATION INSPECTOR.
3. ALL STRUCTURAL STEEL SHALL CONFORM TO THE LISTED REQUIREMENTS U.N.O. IN THESE DRAWINGS:
· STEEL ANGLE: ASTM A572 (Fy=50 KSI)
· SOLID ROUND: ASTM A36 (FY=36 KSI)
· PIPE (ROUND): ASTM A53 GRADE B (Fy=35 KSI)
· HSS TUBE (ROUND): ASTM A500 GRADE C (Fy=46 KSI)
· HSS TUBE (SQUARE): ASTM A500 GRADE C (Fy=50 KSI)
· W-SHAPES: ASTM A992 (Fy=50 KSI)
· CHANNELS: ASTM A572 GRADE 50(Fy=50 KSI)
or ASTM A529 (Fy=50 KSI)
· PLATE: ASTM A572 GRADE 50 (Fy=50KSI)
· ANCHOR RODS: ASTM A193 GRADE B7
· ALL THREADED ROD ASTM A307 GRADE A
· BOLTS: ASTM A325 TYPE 1
· U-BOLTS: ASTM A307 GRADE A
· NUTS: ASTM A563 GRADE DH
· NUTS (ANCHOR RODS): ASTM A194 GRADE 2H
· WASHERS (AS REQUIRED): ASTM F436 TYPE 1
· LOCKING DEVICES: PAL-NUT OR SPLIT WASHER
· WELDING ELECTRODES, SMAW: E70XX
· WELDING ELECTRODES, FCAW: E7XT-XX
4. ALL BOLT ASSEMBLIES FOR STRUCTURAL MEMBERS REPRESENTED IN THIS DRAWING REQUIRE LOCKING
DEVICES TO BE INSTALLED.
5. ALL BOLTS, INCLUDING U-BOLTS, SHALL BE TIGHTENED IN ACCORDANCE WITH AISC "SNUG TIGHT"
REQUIREMENTS, U.N.O.
6. ALL U-BOLTS SPECIFIED SHALL MEET THE REQUIREMENTS OF ASME B18.31.5-2011 BENT BOLTS.
7. ALL NEW BOLT ASSEMBLIES SHALL BE OF SUFFICIENT LENGTH TO ENSURE THE END OF THE BOLT IS FLUSH
WITH, OR PROTRUDES BEYOND, THE FACE OF THE NUT AFTER TIGHTENING IS COMPLETE.
8. STRUCTURAL STEEL SHOP DRAWINGS SHALL BE PROVIDED TO ENGINEER FOR REVIEW PRIOR TO
FABRICATION.
9. UNLESS NOTED OTHERWISE, ALL NEW MEMBERS SHALL MAINTAIN THE EXISTING MEMBER WORK LINES AND
NOT INTRODUCE ECCENTRICITIES INTO THE STRUCTURE.
10. WELDING OF ANY KIND IS NOT PERMITTED ON SITE UNLESS SPECIFIED WITHIN THESE DRAWINGS. OXY FUEL
GAS WELDING OR BRAZING IS STRICTLY PROHIBITED. SPECIFICALLY, NO TORCH CUTTING OR OPEN FLAME IS
PERMITTED ON SITE. ALL HOLES SHALL BE CUT WITH A GRINDER.
ROOFING NOTES
1. THE SUBCONTRACTOR SHALL REPAIR ALL EXISTING FLOOR, ROOF, CEILING, AND WALL SURFACES AND
FINISHING DISTURBED DURING CONSTRUCTION. ALL EXTERIOR FINISHES ARE REQUIRED TO RESULT IN A
SMOOTH FINISH TO MATCH THE EXISTING CONDITIONS TO THE SATISFACTION OF THE OWNER.
2. PENETRATION OF THE ROOF MEMBRANE IS PROHIBITED EXCEPT WHERE DESIGNED AND WITH THE APPROVAL
OF THE BUILDING OWNER OR MANAGEMENT. COORDINATE MEMBRANE REPLACEMENT AND/OR REPAIR WITH
THE OWNER'S ROOFING CONSULTANT TO MAINTAIN EXISTING WARRANTY.
3. ROOFTOP HAS A SLIGHT SLOPE TOWARDS EXISTING ROOF DRAINS. ALL EXISTING ROOF DRAINS & ROOF
DRAINING PATTERNS SHALL NOT BE OBSTRUCTED OR DISTURBED (VERIFY IN FIELD). ANTENNA FRAMES AND
STRUCTURE SHALL BE PLUMB & LEVEL (SHIM AS REQUIRED).
ALLOWABLE ANGLE COPE
L
1.5xL
MAX.
BOLT HOLE
DO NOT COPE
BEYOND THIS LINE
COPED
ANGLE
COPED
ANGLE
LEG 4
WORKABLE GAGES
3-1/2 3 2-1/2 2 1-3/4
G 2-1/2 2 1-3/4 1-3/8 1-1/8 1
"G"
-DIMENSIONS GIVEN IN
INCHES
-MATCH EXISTING WHEN
APPLICABLE
-DIMENSIONS GIVEN IN INCHES
BOLT
DIAMETER
STANDARD
HOLE
BOLT SCHEDULE
9/16
11/16
13/16
1/2
3/4
1-1/8
15/16
SHORT SLOT
9/16x11/16
11/16x7/8
13/16x1
1-1/8x1-5/16
15/16x1-1/8
MIN. EDGE
DISTANCE
5/8
7/8
1
C-C SPACING
7/8
1-1/8
1-1/4
1-3/4
1-1/2
1-1/2
1-7/8
2-1/4
3
2-5/8
-SHORT SLOT HOLES SHALL ONLY
BE USED WHEN DEPICTED ON
THE PLANS
5
3
HEAVY HEX
NUT
LOCK
WASHER NEW/EXISTING
CONNECTED
MEMBERS
STRUCTURAL
BOLT
TYPICAL BOLT ASSEMBLY
C-C SPACING MIN. EDGE
DISTANCE
TYPICAL STITCH WASHER
F.V.
MATCH
ANGLE
HEIGHT
MATCH
ANGLE
HEIGHT
BOLTING DETAILS
6
3-1/2
1. ALL DIMENSIONS REPRESENTED IN THESE TABLES ARE AISC MINIMUM
REQUIREMENTS. CONTRACTOR SHALL VERIFY EXISTING CONDITIONS IN
FIELD AND NOTIFY ENGINEER IF DISTANCES ARE LESS THAN THOSE
PROVIDED.
2. THE DIMENSIONS PROVIDED ARE MINIMUM REQUIREMENTS. ACTUAL
DIMENSIONS OF PROPOSED MEMBERS WITHIN THESE DRAWINGS MAY VARY
FROM THE AISC MINIMUM REQUIREMENTS.
3. AS AN ALTERNATIVE TO USING A LOCK WASHER PAL-NUTS CAN BE INSTALLED
ABOVE THE HEX NUT. ALL BOLTS MUST HAVE LOCKING DEVICES INSTALLED
AS PART OF THE ASSEMBLY.
4. ADDITIONAL HARDENED FLAT WASHERS MAY BE REQUIRED IN CASES WHERE
OVERSIZED OR SLOTTED HOLES ARE PRESENT. EXISTING CONDITIONS SHALL
BE APPROVED BY THE EOR.
NA PRE-POUR REBAR INSPECTIONS A 3
RD PARTY VISUAL OBSERVATION OF THE EXCAVATION AND REBAR SHALL BE PERFORMED BEFORE PLACING THE
CONCRETE. A WRITTEN REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.
NA POST-INSTALLED REBAR AND/OR DOWEL INSPECTIONS PHOTOGRAPHIC DOCUMENTATION OF DRILL HOLE SIZES AND DEPTHS SHALL BE RECORDED BEFORE SETTING THE
POST INSTALLED REBAR AND DOWELS WITH EPOXY/GROUT.
NA CONCRETE COMP. STRENGTH & SLUMP TEST THE CONCRETE MIX DESIGN, SLUMP TEST, AND COMPRESSIVE STRENGTH TESTS SHALL BE PROVIDED AS PART OF
THE MI REPORT.
NA EARTHWORK: LIFT & DENSITY REPORT REPORT DETAILING SOIL COMPACTION TEST RESULTS TO BE INCLUDED IN THE MI REPORT.
NA MICROPILE/ROCK ANCHOR
MICROPILES AND ROCK ANCHORS SHALL BE INSPECTED BY A 3RD
PARTY. INSPECTION SHALL VERIFY ANCHOR SIZE,
STEEL GRADE, AND HOLE DEPTHS. PHOTOGRAPHIC DOCUMENTATION OF ALL MEASUREMENTS ALONG WITH THE
PULL TEST RESULTS SHALL BE INCLUDED IN THE MI REPORT.
NA HELICAL ANCHOR HELICAL INSTALLER SHALL SUBMIT FINAL SEALED HELICALS DESIGN, TORQUE LOGS, AND FINAL LOAD TEST
RESULTS TO BE INCLUDED IN THE MODIFICATION INSPECTION REPORT.
NA POST-INSTALLED ANCHOR ROD VERIFICATION
POST INSTALLED ANCHOR ROD VERIFICATION SHALL BE PERFORMED AND SHALL INCLUDE PHOTO VERIFICATION OF
HOLE DEPTH, HOLE CLEANOUT AND ROUGHENING, AND EPOXY LABELING. REPORT SHALL BE PROVIDED TO THE MI
INSPECTOR FOR INCLUSION IN THE MI REPORT.
NA 3RD
PARTY FIELD CERTIFIED WELD INSPECTION A CWI SHALL CONDUCT A VISUAL INSPECTION OF ALL FIELD WELDS IN ACCORDANCE WITH AWS D1.1. CRITICAL
WELDS THAT REQUIRE ADDITIONAL TESTING ARE NOTED IN THE MODIFICATION DRAWINGS.
X ON-SITE COLD GALVANIZING VERIFICATION
THE GENERAL CONTRACTOR SHALL PROVIDE WRITTEN AND PHOTOGRAPHIC DOCUMENTATION TO THE MI
INSPECTOR VERIFYING THAT ANY ON-SITE COLD GALVANIZING WAS APPLIED PER MANUFACTURER
SPECIFICATIONS.
NA TENSION TWIST & PLUMB DELIVERABLES
THE GENERAL CONTRACTOR SHALL PROVIDE WRITTEN AND PHOTOGRAPHIC DOCUMENTATION TO THE MI
INSPECTOR VERIFYING THE STRUCTURE TWIST AND PLUMB CONDITION AS WELL AS THE WIRE TENSIONS (AS
REQUIRED). REPORT SHALL INCLUDE PRE-TENSION, PLUMB & TWIST RESULTS, POST-TENSION REPORT, POST
PLUMB AND TWIST REPORT, AND PHOTOS OF THE TENSION GAUGES FOR ALL GUY WIRES.
X GC AS-BUILT DRAWINGS
THE GENERAL CONTRACTOR SHALL SUBMIT A LEGIBLE COPY OF THE ORIGINAL DESIGN DRAWINGS EITHER STATING
"INSTALLED AS DESIGNED" OR NOTING ANY CHANGES THAT WERE REQUIRED AND APPROVED BY THE ENGINEER OF
RECORD. EOR/RFI FORMS APPROVING ALL CHANGES SHALL BE SUBMITTED.
NA BOLT PRE-TENSION VERIFICATION
TURN-OF-THE NUT METHOD IS THE DEFAULT METHOD FOR PRE-TENSIONING BOLTS. MATCH-MARKINGS SHALL BE
PRESENT ON EACH FASTENER FOR INSPECTION PURPOSES AND SHALL BE APPLIED IN ACCORDANCE WITH THE
REQUIREMENTS OF THE RCSC SPECIFICATION. ALTERNATIVE PRE-TENSIONING METHODS ARE NOT ALLOWED
WITHOUT PRIOR EOR CONSENT.
POST-CONSTRUCTION
X CONSTRUCTION COMPLIANCE LETTER
A LETTER FROM THE GENERAL CONTRACTOR STATING THAT THE WORKMANSHIP WAS PERFORMED IN
ACCORDANCE WITH INDUSTRY STANDARDS AND THESE MODIFICATION DRAWINGS, INCLUDING LISTING ADDITIONAL
PARTIES TO THE MODIFICATION PROCESS.
NA POST-INSTALLED ANCHOR ROD PULL TESTS POST-INSTALLED ANCHOR RODS SHALL BE TESTED BY A PULL TEST INSPECTOR AND A REPORT SHALL BE
PROVIDED INDICATING TESTING RESULTS.
X PHOTOGRAPHS
PHOTOGRAPHS SHALL BE SUBMITTED TO THE MI INSPECTOR. 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.
NA FOUNDATION SEALER PHOTOGRAPHIC DOCUMENTATION OF THE FOUNDATION SEALING SHALL BE INCLUDED IN THE MI REPORT.
X BOLT HOLE INSTALLATION VERIFICATION REPORT
THE MI INSPECTOR SHALL VERIFY THE INSTALLATION AND TIGHTNESS OF 10% OF ALL NON PRE-TENSIONED BOLTS
INSTALLED AS PART OF THE MODIFICATION. THE MI INSPECTOR SHALL LOOSEN THE NUT AND VERIFY THE BOLT
HOLE SIZE AND CONDITION. THE MI REPORT SHALL CONTAIN THE COMPLETED BOLT INSTALLATION VERIFICATION
REPORT, INCLUDING THE SUPPORTING PHOTOGRAPHS.
X MI INSPECTOR REDLINE OR RECORD DRAWING(S) THE MI INSPECTOR SHALL OBSERVE AND REPORT ANY DISCREPANCIES BETWEEN THE CONTRACTOR'S REDLINE
DRAWING AND THE ACTUAL COMPLETED INSTALLATION.
*THE MI CHECKLIST SHALL BE REVIEWED PRIOR TO THE START OF CONSTRUCTION. ALL PARTIES TO THE MODIFICATION SHALL UNDERSTAND ALL REQUIREMENTS AND INSPECTION/DOCUMENTATION THAT IS
APPLICABLE TO THE SCOPE OF WORK THEY ARE PERFORMING. ERRORS ON THE MI CHECKLIST SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURE/STRUCTURE OWNER AND EOR AS SOON AS POSSIBLE.
MODIFICATION INSPECTION NOTES
GENERAL
1. THE MI IS AN ON-SITE VISUAL AND HANDS-ON INSPECTION OF STRUCTURE 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 MODIFICATION DRAWINGS; IN ACCORDANCE WITH
APPLICABLE INDUSTRY STANDARDS; AND AS DESIGNED BY THE ENGINEER OF RECORD (EOR).
2. 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.
3. 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.
THE MI INSPECTOR SHALL INSPECT AND NOTE CONFORMANCE/NONCONFORMANCE AND PROVIDE TO THE
STRUCTURE/STRUCTURE OWNER AND EOR FOR EVALUATION.
4. TO ENSURE THAT THE REQUIREMENTS OF THE MODIFICATION INSPECTION ARE MET, IT IS VITAL THAT THE GENERAL
CONTRACTOR (GC) AND THE MI INSPECTOR BEGIN COMMUNICATING AND COORDINATING AS SOON AS A PO OR
PAYMENT IS RECEIVED. IT IS EXPECTED THAT EACH PARTY WILL BE PROACTIVE IN REACHING OUT TO THE OTHER
PARTY. CONTACT LISTED ON THE TITLE SHEET SHALL BE CONTACTED IF SPECIFIC INSPECTOR CONTACT INFORMATION
IS NOT KNOWN.
FAILING INSPECTION CORRECTIONS
1. IF THE MODIFICATION INSTALLATION WOULD FAIL THE MODIFICATION INSPECTION (“FAILED MODIFICATION
INSPECTION"), THE GC SHALL WORK WITH MI INSPECTOR TO COORDINATE A REMEDIATION PLAN IN ONE OF TWO WAYS:
· CORRECT FAILING ISSUES TO COMPLY WITH THE SPECIFICATIONS CONTAINED IN THE ORIGINAL
MODIFICATION DRAWINGS AND COORDINATE A SUPPLEMENT MODIFICATION INSPECTION.
· OR, WITH STRUCTURE OWNER'S APPROVAL, THE GC MAY WORK WITH THE ENGINEER OF RECORD TO
RE-ANALYZE THE MODIFICATION/REINFORCEMENT USING THE AS-BUILT CONDITION.
SERVICE LEVEL COMMITMENT
1. 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.
· IT MAY BE BENEFICIAL TO INSTALL ALL STRUCTURE MODIFICATIONS PRIOR TO CONDUCTING THE
FOUNDATION INSPECTIONS TO ALLOW THE FOUNDATION AND MODIFICATION INSPECTION(S) TO COMMENCE
WITH ONE SITE VISIT.
REQUIRED PHOTOS
1. 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
· ANY OTHER PHOTOS DEEMED RELEVANT TO SHOW COMPLETE DETAILS OF THE MODIFICATIONS.
2. PHOTOS OF ELEVATED MODIFICATIONS TAKEN ONLY FROM THE GROUND SHALL BE CONSIDERED INADEQUATE.
RECORD
CONSTRUCTION
BID
REV. DATE DESCRIPTION
PROJECT MANAGER APPROVED BY
ENGINEER DESIGNER
CJS
HP BUILDING
201 W. 103RD STREET
INDIANAPOLIS, IN 46290
EW JMJ
DP
2022723.16.1539.04
DESIGN DRAWINGS
PREPARED FOR:
HP BUILDING
FA #: 10069780
CLIENT #: IN0448
0 8/10/22 INITIAL RELEASE
T-01
ERICSSON
GPD GROUP, INC. ®
520 South Main Street, Suite 2531
Akron, OH 44311
330.572.2100 Fax 330.572.2102
TITLE SHEET
8/10/2022
-
-
-
CLIENT CONTACT:
(314) 706-0550
INDIANAPOLIS, IN 46204
55 MONUMENT CIRCLE
MICHAEL SIVORE
ENGINEER CONTACT:
FOR QUESTIONS PLEASE EMAIL:
GPDMODS@GPDGROUP.COM
(330) 572-2100
AKRON, OH 44311
520 SOUTH MAIN STREET, SUITE 2531
GPD GROUP, INC.
22.6... y 16 32698....
62856 1938.8926808.6381... H2-1
15 M17 L3X3X4 .021 7.5 17 .043 16 z 11 44854.... 46656
1688.1383755.7451... H2-1
16 M18 L3X3X4 .316 26.8... 18 .044
3.438 y 6 23872....
46656 1688.1383649.2421... H2-1
17 M18A L3X3X4 .069 9.583 19 .014 0 y
19 43871.... 46656 1688.1383755.7451...
H2-1
18 M19 L3X3X4 .044 10.4... 18 .008 0 z 6
43871.... 46656 1688.1383755.7451...
H2-1
19 M20 L3X3X4 .068 9.583 25 .006 0 z 6
43871.... 46656 1688.1383755.7451...
H2-1
20 M21 L3X3X4 .332 62.5... 6 .062
3.438 z 6 23872....
46656 1688.1383755.7452... H2-1
RISA-3D Version 17.0.4 [C:\...\...\...\...\...\04_Modeling\1539.04 Gamma.Loaded.r3d] Page 5
None
None - Building
None
Number of Shear Regions
Region Spacing Increment (in)
Biaxial Column Method
Parme Beta Factor (PCA)
Concrete Stress Block
Use Cracked Sections?
Use Cracked Sections Slab?
Bad Framing Warnings?
Unused Force Warnings?
Min 1 Bar Diam. Spacing?
Concrete Rebar Set
Min % Steel for Column
Max % Steel for Column
4
4
Exact Integration
.65
Rectangular
Yes
Yes
No
Yes
No
REBAR_SET_ASTMA615
1
8
RISA-3D Version 17.0.4 [C:\...\...\...\...\...\04_Modeling\1539.04 Gamma.Loaded.r3d] Page 1
.14
.21
.25
.14
.06
.21
.06
Y
Z X
Shear Check
( Env )
No Calc
> 1.0
.90-1.0
.75-.90
.50-.75
0.-.50
Member Shear Checks Displayed (Enveloped)
Envelope Only Solution
.62
.45
.25
.62
.33
.45
.33
Y
Z X
Code Check
( Env )
No Calc
> 1.0
.90-1.0
.75-.90
.50-.75
0.-.50
Member Code Checks Displayed (Enveloped)
Envelope Only Solution
L3X3X4
P2.5 STD
P2.5 STD
L3X3X4
L3X3X4
P2.5 STD
L3X3X4
Y
Z X
Section Sets
Gamma Pipe
Gamma Horizontal
Gamma Standoff
Gamma Standoff 2
Gamma Horiz Brace
Gamma Diag Brace
Gamma Vert Brace
Rooftop/Penthouse Mounted:
Structure Information Code Specifications Topographic Inputs
Risk Category:
Section Sets
Mount Centerline, z =
Mount Gust Effect Factor, Gh
=
Number of Mount Components
AppurtenancesShieldingIce No Ice Output
Appurtenance Model
7.05
Structure Type:
Structure Height, h =
Mount Components Unshielded Normal Wind Force (lb/ft)*
Gamma Diag Brace
Number of Appurtenances
0.00
9.00
13.99
11.24
8.50
8.59
68364 2307.3985322.3291... H2-1
RISA-3D Version 17.0.4 [C:\...\...\...\...\...\04_Modeling\1539.04 Beta.Loaded.r3d] Page 5
2 No Ice Wind 0 deg None 16 9
RISA-3D Version 17.0.4 [C:\...\...\...\...\...\04_Modeling\1539.04 Beta.Loaded.r3d] Page 3
None
None - Building
None
Number of Shear Regions
Region Spacing Increment (in)
Biaxial Column Method
Parme Beta Factor (PCA)
Concrete Stress Block
Use Cracked Sections?
Use Cracked Sections Slab?
Bad Framing Warnings?
Unused Force Warnings?
Min 1 Bar Diam. Spacing?
Concrete Rebar Set
Min % Steel for Column
Max % Steel for Column
4
4
Exact Integration
.65
Rectangular
Yes
Yes
No
Yes
No
REBAR_SET_ASTMA615
1
8
RISA-3D Version 17.0.4 [C:\...\...\...\...\...\04_Modeling\1539.04 Beta.Loaded.r3d] Page 1
Envelope Only Solution
Envelope Only Solution
TIA-222-G: Mount Analysis Wind Loading
IN0448 (USID 1539) HP Building - Beta
GPD Project #: 2022723.16.1539.04
Rooftop/Penthouse Mounted:
Structure Information Code Specifications Topographic Inputs
Risk Category:
Section Sets
Mount Centerline, z =
Mount Gust Effect Factor, Gh
=
Number of Mount Components
Beta Mount Pipe
Beta Standoff
Beta Vertical
WF Standoff
WF Angle
1574.3515528.5122... H2-1
RISA-3D Version 17.0.4 [C:\...\...\...\...\...\04_Modeling\1539.04 Alpha.Loaded.r3d] Page 5
Lateral
RISA-3D Version 17.0.4 [C:\...\...\...\...\...\04_Modeling\1539.04 Alpha.Loaded.r3d] Page 3
RISA-3D Version 17.0.4 [C:\...\...\...\...\...\04_Modeling\1539.04 Alpha.Loaded.r3d] Page 2
None
None - Building
None
Number of Shear Regions
Region Spacing Increment (in)
Biaxial Column Method
Parme Beta Factor (PCA)
Concrete Stress Block
Use Cracked Sections?
Use Cracked Sections Slab?
Bad Framing Warnings?
Unused Force Warnings?
Min 1 Bar Diam. Spacing?
Concrete Rebar Set
Min % Steel for Column
Max % Steel for Column
4
4
Exact Integration
.65
Rectangular
Yes
Yes
No
Yes
No
REBAR_SET_ASTMA615
1
8
RISA-3D Version 17.0.4 [C:\...\...\...\...\...\04_Modeling\1539.04 Alpha.Loaded.r3d] Page 1
Appurtenance Model
7.05
Structure Type:
Structure Height, h =
Mount Components Unshielded Normal Wind Force (lb/ft)*
Apply Wind Speed-Up Factor: Wind Speed-Up Factor
No Ice Ice Output
TIA-222-G: Mount Analysis Wind Loading
IN0448 (USID 1539) HP Building - Alpha
GPD Project #: 2022723.16.1539.04
Rooftop/Penthouse Mounted:
Structure Information Code Specifications Topographic Inputs
Risk Category:
Section Sets
Mount Centerline, z =
Mount Gust Effect Factor, Gh
=
Number of Mount Components
Alpha Mount Pipe at 103
Alpha Standoff
Alpha Vertical
Alpha Mount Pipe at 92
Alpha Support Pipe
Alpha HSS Standoff
Type
1
C
Antenna
Pipe Mounts
Pipe Mount
on the existing mounts
Pipe Mount
40.6%
AT&T Site #: IN00448, Rev. 1
Apex Engineers File #: NS16-981
Adequate
Pipe Mounts
Penthouse (%)
Mount
89 (3-second gust)
Building
110'
2014 Indiana Building Code,
& TIA-222-G
N/A Hamilton, IN
HP Building
The information contained in this summary report is not to be used independently from the PE stamped structural
analysis.
GPD Project #: 2022723.16.1539.04
1539 (IN0448)
GPD
10069780
Design Code Used
8/10/2022
Description
FDH Job #: 146F8U1500 II
1.00
Existing/Reserved + Future + Proposed Condition
Mounts (%) 91.0%
Anchorage (%)