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Home My WebLink About2022.08.10_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 (%)