HomeMy WebLinkAbout19080133 Structural Analysis520 South Main Street . Suite 2531 . Akron, Ohio 44311 . 330-572-2100 . Fax 330-572-2101 . www.GPDGroup.com
GPD Group, Inc.
7/15/2019
Pyramid Network Services, LLC Traci Preble
6615 Towpath Road, Suite 200 520 South Main St, Suite 2531
East Syracuse, NY 13057 Akron OH, 44311
(315) 420-1097 (317) 299-2996
tpreble@gpdgroup.com
GPD# 2019705.71
July 15, 2019
STRUCTURAL ANALYSIS REPORT WITH MODIFICATION DESIGN
AT&T DESIGNATION: Site Number:
Site Name:
Client Number:
FA Number:
1539
HP Building
IN0448
10069780
ANALYSIS CRITERIA: Codes: TIA-222-H & ASCE 16
106-mph Ultimate (3-second gust) with 0" ice
40-mph Ultimate (3-second gust) with 1.5" ice
SITE DATA: 201 West 103rd Street, Carmel, IN 46032, Hamilton County
Latitude 39° 55' 55.01" N, Longitude 86° 9' 47.0” W
(9) Wall Mounted Pipes
Ms. Kristen Woodward,
GPD is pleased to submit this Structural Analysis Report with Modification Design to determine the structural integrity
of the aforementioned mount. The purpose of the analysis is to determine the suitability of the existing mount with the
existing and proposed loading configuration detailed in the analysis report.
Analysis Results
Mount Stress Level with Proposed Equipment:
Building Stress Level with Proposed Equipment:
88.3%
Adequate
Pass
Pass
Note: In order for this analysis to be valid, modifications designed by GPD (Project #: 2019705.71, dated
07/15/2019), see Appendix C) shall be installed.
We at GPD appreciate the opportunity of providing our continuing professional services to you and Pyramid Network
Services, LLC. 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
Wall Mounted Pipes - Structural Evaluation Site Name: HP Building
7/15/2019 Page 2 of 4
SUMMARY & RESULTS
The purpose of this analysis was to verify whether the existing mounts are capable of carrying the proposed loading
configuration as specified by AT&T Mobility to Pyramid Network Services, LLC. This report was commissioned by Ms.
Kristen Woodward of Pyramid Network Services, LLC.
This analysis has been performed in accordance with the 2014 Indiana Building C ode and the 2012 International
Building Code based upon an ultimate 3-second gust wind speed of 115 mph converted to a nominal 3 -second gust
wind speed of 89 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section
1609.1.1. Exposure Category C and Risk Category II were used in this analysis.
Based upon our review, we have determined that the increase in loading due to the proposed equipment does not
exceed the demand capacity ratios specified in the 2012 IBC, section 3401. Therefore, the existing building can remain
unaltered for the existing and proposed equipment as referenced in Appendix A. Selected output from the analysis is
included in Appendix B.
Note: In order for this analysis to be valid, modifications designed by GPD (Project #: 2019705.71, dated
07/15/2019), see Appendix C) shall be installed.
MOUNT ANALYSIS RESULTS
Member Capacity Results
Pipe Mounts 88.3% Pass
Building Adequate Pass
ANALYSIS METHOD
RISA-3D (Version 17.0.2), 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 Appendix B. The following table details the information
provided to complete this structural analysis. This analysis is based solely on this information.
DOCUMENTS PROVIDED
Document Remarks Source
Scoping Notes Site ID #: IN0448, dated 05.20.2019
Pyramid
Network
Services, LLC
RF Data Sheet RFDS Name: IN0448 v21, dated 02/20/2019
Pyramid
Network
Services, LLC
As-Built Drawings Apex Job #: NS16-981 with Redlines, dated 02/06/2017 AT&T
Previous Structural
Analysis Apex File #: NS16-981, dated 07/22/2019 AT&T
Mount Mapping FDH Job #: 146F8U1500, dated 10/31/2014 AT&T
As-Built Drawings Magtech Midwest Site#: IN0448, Rev. 1, dated 07/28/2011 AT&T
Modification
Drawings GPD Project #: 2019705.71, dated 07/15/2019 GPD
Wall Mounted Pipes - Structural Evaluation Site Name: HP Building
7/15/2019 Page 3 of 4
ASSUMPTIONS
This mount structural analysis is based on the theoretical capacity of the members and is not a condition assessment of
the mount. 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 mount member sizes and shapes are considered accurate as supplied. The material grade is as per data
supplied and/or as assumed and as stated in the materials section.
2. The antenna configuration is as supplied and/or as modeled in the analysis. When information was not
provided, the configuration was modeled based upon past experience with similar loading.
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 mount 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 mount connections are assumed to have been properly installed and tightened to resist rotation.
7. The final loading configuration has been obtained from the provided RF Data Sheet and Scoping Notes.
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 mount.
Wall Mounted Pipes - Structural Evaluation Site Name: HP Building
7/15/2019 Page 4 of 4
DISCLAIMER OF WARRANTIES
GPD has not performed a site visit to the mount to verify the member sizes or antenna/coax loading. If the exist ing
conditions are not as represented on the mount 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 mount. This report does not
replace a full mount inspection. The mount is assumed to have been properly fabricated, maintained, in good
condition, twist free, and plumb.
The engineering services rendered by GPD in connection with this Mount Analysis are limited to a computer analysis of
the mount structure and theoretical capacity of its main structural members. All mount components have been
assumed to only resist dead loads when no other loads are applied. 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 mount standards
and code. Wind forces resulting in tower 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
mount. 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 feasibility 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 specified code
recommended amount, if any, that should be considered in the structural analysis.
The attached sketches are a schematic representation of the analyzed mount. 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 estimate s 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.
Towers are designed to carry gravity, wind, and ice loads. All members, legs, diagonals, struts, and redundant
members provide structural stability to the tower 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 tower collapse because there is no redundancy. Redundant members and diagonals are critical
to the stability of the tower.
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 mount. 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.
(9) Wall Mounted Pipes – Structural Evaluation Site Name: HP Building
7/15/2019
APPENDIX A
Analysis Summary Form
Mount Analysis Summary FormGeneral InfoSite IDSite NameFA NumberDate of AnalysisCompany Performing AnalysisStructure InfoDateDesign ParametersAnalysis Results (% Maximum Usage)Structure Type (G, SST, MP)Final Loading ConditionStructure Height (top of steel AGL)Mount (%) 88.3%Mount ManufacturerLocation of Structure (County, State)Building AdequateMount ModelNominal Wind Speed (mph)Mount DesignIce Thickness (in)Mount Mapping10/31/2014 Structure Classification (I, II, III)Construction Drawings2/6/2017 Exposure Category (B, C, D)Construction Drawings7/28/2011 Topographic Category (1 to 5)Previous Structural Analysis7/22/2016Modification Drawings7/15/2019Steel Yield Strength (ksi)*Pipes35Solid RoundsA36Note: Materials have been assumed based on previous experience.Final Loading ConfigurationAntenna OwnerMountHeight (ft)Antenna CL (ft)Quantity Type Manufacturer Model Azimuth Quantity ManufacturerAT&T Mobility 108 108 2 Panel Powerwave RA21.7750.00 123/239 7 UnknownAT&T Mobility 108 108 5 Panel ACE XXQLH-654L8H8-iVT 7/123/239AT&T Mobility 108 108 4 TMA Powerwave 21404AT&T Mobility 108 108 2 RRUS EricssonB5/B12 4449AT&T Mobility 108 108 2 RRUS Ericsson RRUS-32 B66AT&T Mobility 108 108 2 RRUS Ericsson B14 4478on the same mountsAT&T Mobility 108 108 2 RRUS Ericsson RRUS-32 B2on the same mountsAT&T Mobility 108 108 2 RRUS Ericsson RRUS-32on the same mountsAT&T Mobility 108 108 1 Squid Raycap DC6-48-60-18-8FAT&T Mobility 97 97 1 Panel Powerwave RA21.7750.00 7 2 Unknown Pipe MountsAT&T Mobility 97 97 1 Panel ACE XXQLH-654L8H8-iVT 7AT&T Mobility 97 97 2 TMA Powerwave 21404AT&T Mobility 97 97 1 RRUS EricssonB5/B12 4449AT&T Mobility 97 97 1 RRUS Ericsson RRUS-32 B66AT&T Mobility 97 97 1 RRUS Ericsson B14 4478on the same mountsAT&T Mobility 97 97 1 RRUS Ericsson RRUS-32 B2on the same mountsAT&T Mobility 97 97 1 RRUS Ericsson RRUS-32on the same mountson the same mountsThe information contained in this summary report is not to be used independently from the PE stamped structural analysis.AntennaUnknownN/ARooftop116.5'MountApex Job #: NS16-981 with RedlinesC1on the same mountsPipe Mountson the same mountson the same mountson the same mountson the same mountsApex File #: NS16-981TIA-222-G, 2012 IBC2014 Indiana Building CodeUnknownMagtech Midwest Site#: IN0448, Rev. 1GPD Project #: 2019705.71on the same mountsTypeon the same mountsHamilton, INFDH Job #: 146F8U1500II0.7589 (3-Second Gust)1539 (IN0448)7/15/2019HP BuildingGPDDesign Code Used10069780Description
(9) Wall Mounted Pipes – Structural Evaluation Site Name: HP Building
7/15/2019
APPENDIX B
Wind Calculations and Output File
BuildingIBC Edition: 2012Topographic Feature: N/A116 ftTIA/EIA Code: GH (Crest Height) = 99999 ft108 ftNominal Wind Speed (No Ice) = 89 mph (3-s gust)L (Slope Distance) = 99999 ft1.00Nominal Wind Speed (With Ice) = 40 mph (3-s gust)x (Distance from Crest) = 99999 ftIIIce Thickness 0.75 inYesExposure Category C837Member 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)KaUser's Wind MultiplierNormal Ice Wind Force (lb/ft)*Ice Weight (lb/ft)*Pipe72.0002.3752.3756.32.38Round1.001.002.218.38Pipe72.0002.3752.3756.32.38Round1.000.000.008.38Pipe36.0002.3752.3752.38Round1.001.001.888.38Pipe7.5000.50.50.50Round1.001.001.134.52Pipe11.5000.6250.6250.63Round1.001.001.184.77Pipe84.0002.3752.3752.38Round1.001.002.328.38Pipe96.0002.3752.3752.38Round1.000.000.008.38Pipe48.0002.3752.3752.38Round1.001.001.998.38Pipe63.0002.3752.3752.38Round1.001.002.138.38Pipe7.5333.00Round1.001.001.869.67*All forces are unfactored.Loading Elevation (ft) Height (in) Front Width (in) Side Depth (in) Wt (lbs) Type for AreaFront Shielding (%)Side Shielding (%)Ka and/or block shieldingNormal Wind Force (lbs)*Wt (lbs) (no ice)*Normal Wind Force (lbs) (w/ ice)*Wt (lbs) (only ice)*(1) RA21.7750.00 - 97' 97 65.2 11 5 29.5 Flat 0% 0%1.00163.16 29.50 38.49 149.52(1) XXQLH-654L8H8-iVT - 97' 97 96 19.7 7.5 109.4 Flat 0% 0%1.00415.34 109.40 92.30 344.56(2) 21404 - 97' 97 14.4 9.2 2.6 14.1 Flat 0% 0%1.0026.74 14.10 7.54 31.68(1) B5/B12 4449 - 97' 97 14.96 13.19 10.43 73 Flat 0% 0%1.0039.83 73.00 10.55 68.33(1) RRUS-32 B66 - 97' 97 27.2 12.1 7 53 Flat 0% 0%1.0066.44 53.00 16.81 83.39(1) B14 4478 - 97' 97 16.5 13.4 7.7 59.9 Flat 100% 100%0.000.00 59.90 0.00 63.69(1) RRUS-32 B2 - 97' 97 27.2 12.05 7 52.9 Flat 100% 100%0.000.00 52.90 0.00 83.19(1) RRUS-32 - 97' 97 29.9 13.3 9.5 77 Flat 100% 100%0.000.00 77.00 0.00 107.79(2) RA21.7750.00 - 108' 108 65.2 11 5 29.5 Flat 0% 0%1.00166.89 29.50 39.44 151.48(5) XXQLH-654L8H8-iVT - 108' 108 96 19.7 7.5 109.4 Flat 0% 0%1.00424.84 109.40 94.51 348.79(4) 21404 - 108' 108 14.4 9.2 2.6 14.1 Flat 0% 0%1.0027.36 14.10 7.74 32.15(2) B5/B12 4449 - 108' 108 14.96 13.19 10.43 73 Flat 0% 0%1.0040.75 73.00 10.82 69.25(2) RRUS-32 B66 - 108' 108 27.2 12.1 7 53 Flat 0% 0%1.0067.96 53.00 17.23 84.50(2) B14 4478 - 108' 108 16.5 13.4 7.7 59.9 Flat 0% 0%1.0045.66 59.90 11.96 64.55(2) RRUS-32 B2 - 108' 108 27.2 12.05 7 52.9 Flat 0% 0%1.0067.68 52.90 17.17 84.30(2) RRUS-32 - 108' 108 29.9 13.3 9.5 77 Flat 0% 0%1.0082.12 77.00 20.41 109.18(1) DC6-48-60-18-8F - 108' 108 24 11 11 18.9 Round 0% 0%1.0031.80 18.90 9.58 89.30*All forces are unfactored.0.00Mod ConnectionNo Ice Ice OutputNormal Wind Force (lb/ft)*Ice Output0.004.815.891.011.365'-3" MP5.896' MP (RRH)z (Mount Centerline) =Gh (Mount Gust Effect Factor) = Risk Category:Section Sets4' MP8' MP (RRH)3' MP7' MP0.5" Threaded Rod0.625" Threaded RodTIA-222-G: Mount Analysis Wind LoadingUSID#: 1539 (IN0448) / HP Building2019705.71Topographic InputsStructure InformationCode SpecificationsNo IceShieldingAppurtenancesAppurtenance ModelMount Components6' MP5.895.364.34Structure Type:Structure Height:Rooftop/Penthouse Mounted?
Y
XZ
P2 Std.P2 Std.1/2" Threaded Rod
1/2" Threaded RodP2 Std.P2 Std.P2 Std.P2 Std.P3 Std.P2 Std.P2 Std.1/2" Threaded Rod
1/2" Threaded Rod
P2 Std.1/2" Threaded Rod
1/2" Threaded Rod
P2 Std.P2 Std.P2 Std.P2 Std.P2 Std.P3 Std.P2 Std.P2 Std.P2 Std.1/2" Threaded Rod
1/2" Threaded Rod
P2 Std.P2 Std.1/2" Threaded Rod
1/2" Threaded Rod
P2 Std.P2 Std.P2 Std.P2 Std.P3 Std.
1/2" Threaded Rod
P2 Std.P2 Std.P2 Std.1/2" Threaded Rod
1/2" Threaded Rod P2 Std.P2 Std.1/2" Threaded RodP2 Std.1/2" Threaded Rod
1/2" Threaded Rod P2 Std.P2 Std.P2 Std.P3 Std.P2 Std.P2 Std.P2 Std.1/2" Threaded Rod
P3 Std.P2 Std.1/2" Threaded Rod
P2 Std.1/2" Threaded Rod
P2 Std.P2 Std.1/2" Threaded Rod
1/2" Threaded Rod
P2 Std.1/2" Threaded Rod P2 Std.P2 Std.1/2" Threaded Rod
P2 Std.1/2" Threaded Rod P2 Std.P2 Std.P2 Std.P3 Std.P2 Std.P2 Std.1/2" Threaded Rod
P3 Std.P2 Std.1/2" Threaded Rod
1/2" Threaded Rod
P2 Std.1/2" Threaded Rod
P2 Std.P2 Std.P2 Std.1/2" Threaded Rod
1/2" Threaded Rod
P2 Std.1/2" Threaded RodP2 Std.1/2" Threaded Rod P2 Std.P2 Std.P2 Std.P2 Std.1/2" Threaded Rod
5/8" Threaded Rod
P2 Std.P2 Std.1/2" Threaded Rod
5/8" Threaded Rod P2 Std.1/2" Threaded Rod
P2 Std.1/2" Threaded RodP2 Std.1/2" Threaded Rod
P2 Std.1/2" Threaded RodP2 Std.P2 Std.P2 Std.P3 Std.P2 Std.5/8" Threaded Rod
P2 Std.P2 Std.5/8" Threaded RodP3 Std.P2 Std.P2 Std.1/2" Threaded Rod
P2 Std.1/2" Threaded Rod
P2 Std.P2 Std.P2 Std.P2 Std.P2 Std.P2 Std.Y
XZ
-8.155lb/ft
4.709lb/ft -8.155lb/ft
4.709lb/ft -8.155lb/ft
4.709lb/ft
-6.669lb/ft
3.85lb/ft -7.432lb/ft
4.291lb/ft
-6.669lb/ft
3.85lb/ft -8.155lb/ft
4.709lb/ft
-6.669lb/ft
3.85lb/ft -8.155lb/ft
4.709lb/ft
-6.669lb/ft
3.85lb/ft -8.155lb/ft
4.709lb/ft
-6.669lb/ft
3.85lb/ft -8.155lb/ft
4.709lb/ft
-6.669lb/ft
3.85lb/ft -8.155lb/ft
4.709lb/ft
-6.669lb/ft
3.85lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.942lb/ft
.544lb/ft
-.942lb/ft
.544lb/ft
-.942lb/ft
.544lb/ft
-.942lb/ft
.544lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-.699lb/ft
.403lb/ft
-3.005lb/ft
1.734lb/ft
-3.005lb/ft
1.734lb/ft
-3.005lb/ft
1.734lb/ft
-3.005lb/ft
1.734lb/ft
-3.005lb/ft
1.734lb/ft
-3.005lb/ft
1.734lb/ft
-17.7lb
-17.7lb
-33.84lb -99.992lb
57.731lb
-99.992lb
57.731lb
-61.411lb
35.456lb
-65.64lb
-65.64lb
-87.6lb
-63.6lb
-249.245lb
143.901lb
-249.245lb
143.901lb
-52.307lb
30.202lb
-83.046lb
47.946lb
-65.64lb
-65.64lb
-254.946lb
147.192lb
-254.946lb
147.192lb
-71.88lb
-63.48lb
-92.4lb
-17.7lb
-17.7lb
-33.84lb
-102.28lb
59.051lb
-102.28lb
59.051lb
-62.816lb
36.269lb
-65.64lb
-65.64lb
-254.946lb
147.192lb
-254.946lb
147.192lb
-87.6lb
-63.6lb
-53.504lb
30.89lb
-84.944lb
49.043lb
-65.64lb
-65.64lb
-254.946lb
147.192lb
-254.946lb
147.192lb
-71.88lb
-63.48lb
-92.4lb
-56.534lb
32.64lb
-84.653lb
48.874lb
-106.141lb
61.28lb
-17.7lb
-17.7lb
-33.84lb -102.28lb
59.051lb
-102.28lb
59.051lb
-62.816lb
36.269lb
-65.64lb
-65.64lb
-87.6lb
-63.6lb
-254.946lb
147.192lb
-254.946lb
147.192lb
-53.504lb
30.89lb
-84.944lb
49.043lb
-65.64lb
-65.64lb
-71.88lb
-63.48lb
-92.4lb
-254.946lb
147.192lb
-254.946lb
147.192lb
-56.534lb
32.64lb
-84.653lb
48.874lb
-106.141lb
61.28lb
Y
XZ
Loads: LC 12, 1.2 Dead + 1.6 Wind @ 150° - No Ice
.52.24N CNC .84.85.24N CNC
.64N C
.52.24.07NC
.27N C
N C
N C
N C
.52.87
.11
.24.88
.13
.27N C
N C
N C
N C
.52.20N C
.64.27.07NC
.09.20N C
N C
N C
N C
.64.23
.12
.27.09.23
.13
N C
N C
N C
N C
N C
.64.54.20.09.03
N C
N C
N C
N C
.04
.20.29N C
.12.05
N C
.22 .09.20N C
N C
.21
N C
.29.68
N C
N C
.70
N C
N C .20.29N C
.20.08
.54N C
.54N C
.29N C
N C
.14
.08
N C
.20N C
.14
.29N C
.09
.24N C
N C
.54.11
N C
N C
.13
.12N C
N C
.12
N C
.29.24.68
N C
N C
.14.70
N C
N C .54.24N C
.12.07NC
.54N C
.24N C
N C
N C
.11
.07
N C
N C
.12.04
N C
.11
.24.09
.03.07N C
.54N C.04
.11
N C
N C.03N C .64NC
N CNC
.24.64NCNC .54.03N CNC
.36.07N CNC .03
.08
.14.15N C.03
.09
N C
N C
.03N C .63NC
N C.15N C
N C
.41 .03.63
N C
N C
.14.43
N C
.12N C.15N C .07.06
N CNC
N C
.36.08
.14.15.09
.06
N C
N C
N C
.15N CNC
.36.41
.15.42
.03N CNC
.12.36.03.12.03Y
XZ
Code Check
( Env )
No Calc
> 1.0
.90-1.0
.75-.90
.50-.75
0.-.50
Member Code Checks Displayed (Enveloped)
Results for LC 1, 1.4 Dead
.12.20N CNC .19.19.20N CNC
.14N C
.12.20.14NC
.19N C
N C
N C
N C
.12.21
.01
.20.21
.01
.19N C
N C
N C
N C
.12.06N C
.14.19.15NC
.09.03N C
N C
N C
N C
.14.06
.02
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XZ
Shear Check
( Env )
No Calc
> 1.0
.90-1.0
.75-.90
.50-.75
0.-.50
Member Shear Checks Displayed (Enveloped)
Results for LC 1, 1.4 Dead
Company : GPD July 15, 2019
6:11 PMDesigner : Boaz, Elizabeth
Job Number : 2019705.71 Checked By:_____
Model Name : USID#: 1539 (IN0448) / HP Building
Hot Rolled Steel Properties
Label E [ksi] G [ksi] Nu Therm (\1... Density[k/ft^3] Yield[ksi] Ry Fu[ksi] Rt
1 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1
2 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2
3 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1
4 A500 Gr.B RND 29000 11154 .3 .65 .527 42 1.4 58 1.3
5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3
6 A53 Gr.B 29000 11154 .3 .65 .49 35 1.6 60 1.2
7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3
Hot Rolled Steel Section Sets
Label Shape Type Design L... Material Design ... A [in2] Iyy [in4] Izz [in4] J [in4]
1 6' MP P2 Std.None None A53 Gr.B Typical 1.077 .67 .67 1.34
2 6' MP (RRH)P2 Std.None None A53 Gr.B Typical 1.077 .67 .67 1.34
3 3' MP P2 Std.None None A53 Gr.B Typical 1.077 .67 .67 1.34
4 0.5" Threaded Rod 1/2" Threaded Rod None None A36 Gr.36 Typical .147 .002 .002 .003
5 0.625" Threaded Rod 5/8" Threaded Rod None None A36 Gr.36 Typical .229 .004 .004 .008
6 7' MP P2 Std.None None A53 Gr.B Typical 1.077 .67 .67 1.34
7 8' MP (RRH)P2 Std.None None A53 Gr.B Typical 1.077 .67 .67 1.34
8 4' MP P2 Std.None None A53 Gr.B Typical 1.077 .67 .67 1.34
9 5'-3" MP P2 Std.None None A53 Gr.B Typical 1.077 .67 .67 1.34
10 Mod Connections P3 Std.None None A53 Gr.B Typical 2.228 3.017 3.017 6.034
Basic Load Cases
BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P...
1 Dead DL -1 54
2 No Ice Wind 0 deg None 48 16
3 No Ice Wind 30 deg None 96 132
4 No Ice Wind 60 deg None 96 132
5 No Ice Wind 90 deg None 48 66
6 No Ice Wind 120 deg None 96 132
7 No Ice Wind 150 deg None 96 132
8 No Ice Wind 180 deg None 48 16
9 No Ice Wind 210 deg None 96 132
10 No Ice Wind 240 deg None 96 132
11 No Ice Wind 270 deg None 48 66
12 No Ice Wind 300 deg None 96 132
13 No Ice Wind 330 deg None 96 132
14 Ice Weight None 54 69
15 Ice Wind 0 deg None 48 16
16 Ice Wind 30 deg None 96 132
17 Ice Wind 60 deg None 96 132
18 Ice Wind 90 deg None 48 66
19 Ice Wind 120 deg None 96 132
20 Ice Wind 150 deg None 96 132
21 Ice Wind 180 deg None 48 16
22 Ice Wind 210 deg None 96 132
23 Ice Wind 240 deg None 96 132
24 Ice Wind 270 deg None 48 66
25 Ice Wind 300 deg None 96 132
26 Ice Wind 330 deg None 96 132
RISA-3D Version 17.0.2 Page 1 [T:\...\...\...\Mount Mods\RISA\1539.modified.Loaded.r3d]
Company : GPD July 15, 2019
6:11 PMDesigner : Boaz, Elizabeth
Job Number : 2019705.71 Checked By:_____
Model Name : USID#: 1539 (IN0448) / HP Building
Load Combinations
Description So...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° -...Yes Y 1 1.2 2 1.6 0 0 0 0 0 0
3 0.9 Dead + 1.6 Wind @ 0° -...Yes Y 1 .9 2 1.6 0 0 0 0 0 0
4 1.2 Dead + 1.6 Wind @ 30°...Yes Y 1 1.2 3 1.6 0 0 0 0 0 0
5 0.9 Dead + 1.6 Wind @ 30°...Yes Y 1 .9 3 1.6 0 0 0 0 0 0
6 1.2 Dead + 1.6 Wind @ 60°...Yes Y 1 1.2 4 1.6 0 0 0 0 0 0
7 0.9 Dead + 1.6 Wind @ 60°...Yes Y 1 .9 4 1.6 0 0 0 0 0 0
8 1.2 Dead + 1.6 Wind @ 90°...Yes Y 1 1.2 5 1.6 0 0 0 0 0 0
9 0.9 Dead + 1.6 Wind @ 90°...Yes Y 1 .9 5 1.6 0 0 0 0 0 0
10 1.2 Dead + 1.6 Wind @ 120...Yes Y 1 1.2 6 1.6 0 0 0 0 0 0
11 0.9 Dead + 1.6 Wind @ 120...Yes Y 1 .9 6 1.6 0 0 0 0 0 0
12 1.2 Dead + 1.6 Wind @ 150...Yes Y 1 1.2 7 1.6 0 0 0 0 0 0
13 0.9 Dead + 1.6 Wind @ 150...Yes Y 1 .9 7 1.6 0 0 0 0 0 0
14 1.2 Dead + 1.6 Wind @ 180...Yes Y 1 1.2 8 1.6 0 0 0 0 0 0
15 0.9 Dead + 1.6 Wind @ 180...Yes Y 1 .9 8 1.6 0 0 0 0 0 0
16 1.2 Dead + 1.6 Wind @ 210...Yes Y 1 1.2 9 1.6 0 0 0 0 0 0
17 0.9 Dead + 1.6 Wind @ 210...Yes Y 1 .9 9 1.6 0 0 0 0 0 0
18 1.2 Dead + 1.6 Wind @ 240...Yes Y 1 1.2 10 1.6 0 0 0 0 0 0
19 0.9 Dead + 1.6 Wind @ 240...Yes Y 1 .9 10 1.6 0 0 0 0 0 0
20 1.2 Dead + 1.6 Wind @ 270...Yes Y 1 1.2 11 1.6 0 0 0 0 0 0
21 0.9 Dead + 1.6 Wind @ 270...Yes Y 1 .9 11 1.6 0 0 0 0 0 0
22 1.2 Dead + 1.6 Wind @ 300...Yes Y 1 1.2 12 1.6 0 0 0 0 0 0
23 0.9 Dead + 1.6 Wind @ 300...Yes Y 1 .9 12 1.6 0 0 0 0 0 0
24 1.2 Dead + 1.6 Wind @ 330...Yes Y 1 1.2 13 1.6 0 0 0 0 0 0
25 0.9 Dead + 1.6 Wind @ 330...Yes Y 1 .9 13 1.6 0 0 0 0 0 0
26 1.2 Dead + 1.0 Ice Wind @ ...Yes Y 1 1.2 15 1 14 1 1 0 0 0 0
27 1.2 Dead + 1.0 Ice Wind @ ...Yes Y 1 1.2 16 1 14 1 1 0 0 0 0
28 1.2 Dead + 1.0 Ice Wind @ ...Yes Y 1 1.2 17 1 14 1 1 0 0 0 0
29 1.2 Dead + 1.0 Ice Wind @ ...Yes Y 1 1.2 18 1 14 1 1 0 0 0 0
30 1.2 Dead + 1.0 Ice Wind @ ...Yes Y 1 1.2 19 1 14 1 1 0 0 0 0
31 1.2 Dead + 1.0 Ice Wind @ ...Yes Y 1 1.2 20 1 14 1 1 0 0 0 0
32 1.2 Dead + 1.0 Ice Wind @ ...Yes Y 1 1.2 21 1 14 1 1 0 0 0 0
33 1.2 Dead + 1.0 Ice Wind @ ...Yes Y 1 1.2 22 1 14 1 1 0 0 0 0
34 1.2 Dead + 1.0 Ice Wind @ ...Yes Y 1 1.2 23 1 14 1 1 0 0 0 0
35 1.2 Dead + 1.0 Ice Wind @ ...Yes Y 1 1.2 24 1 14 1 1 0 0 0 0
36 1.2 Dead + 1.0 Ice Wind @ ...Yes Y 1 1.2 25 1 14 1 1 0 0 0 0
37 1.2 Dead + 1.0 Ice Wind @ ...Yes Y 1 1.2 26 1 14 1 1 0 0 0 0
Envelope AISC 14th(360-10): LRFD Steel Code Checks
Member Shape Cod... Loc[in] LC Shea...Loc... Dir LC phi*Pnc [lb] phi*Pn...phi*M... phi*M... ... Eqn
1 M137 1/2" Threade....883 0 12 .206 7.5 10 3695.148 4760.....034 .034 2...H1-1a
2 M136 1/2" Threade....873 7.5 19 .205 7.5 10 3695.148 4760.....034 .034 2...H1-1b
3 M151 1/2" Threade....853 7.5 10 .191 7.5 10 3695.148 4760.....034 .034 2...H1-1b
4 M150 1/2" Threade....841 7.5 19 .191 7.5 10 3695.148 4760.....034 .034 2...H1-1b
5 M108 1/2" Threade....704 0 12 .173 7.5 10 3695.148 4760.....034 .034 2...H1-1a
6 M81 1/2" Threade....698 0 12 .165 7.5 10 3695.148 4760.....034 .034 2...H1-1a
7 M107 1/2" Threade....678 0 19 .172 7.5 19 3695.148 4760.....034 .034 2...H1-1b
8 M80 1/2" Threade....675 0 17 .164 7.5 19 3695.148 4760.....034 .034 2...H1-1a
9 M53 1/2" Threade....638 6 28 .056 6 6 4047.84 4760.....034 .034 2...H1-1b
10 M52 1/2" Threade....638 6 36 .056 6 22 4047.84 4760.....034 .034 2...H1-1b
11 C3.1 P2 Std..635 30 15 .142 21....14 22146.117 33925.5 2.006 2.006 1...H1-1b
12 M54 1/2" Threade....634 6 34 .041 6 35 4047.84 4760.....034 .034 2...H1-1b
13 M55 1/2" Threade....634 6 30 .041 6 29 4047.84 4760.....034 .034 2...H1-1b
14 B3.1 P2 Std..543 30 14 .133 18....14 22146.117 33925.5 2.006 2.006 1...H1-1b
RISA-3D Version 17.0.2 Page 2 [T:\...\...\...\Mount Mods\RISA\1539.modified.Loaded.r3d]
Company : GPD July 15, 2019
6:11 PMDesigner : Boaz, Elizabeth
Job Number : 2019705.71 Checked By:_____
Model Name : USID#: 1539 (IN0448) / HP Building
Envelope AISC 14th(360-10): LRFD Steel Code Checks (Continued)
Member Shape Cod... Loc[in] LC Shea...Loc... Dir LC phi*Pnc [lb] phi*Pn...phi*M... phi*M... ... Eqn
15 B4.1 P2 Std..543 30 14 .133 18....14 22146.117 33925.5 2.006 2.006 1...H1-1b
16 C4.1 P2 Std..519 30.188 14 .119 18....14 24474.316 33925.5 2.006 2.006 1...H1-1b
17 M16 1/2" Threade....431 0 12 .096 7.5 10 3695.148 4760.....034 .034 2...H1-1b
18 M14 1/2" Threade....424 0 13 .096 7.5 22 3695.148 4760.....034 .034 2...H1-1b
19 M13 1/2" Threade....413 7.5 18 .096 7.5 18 3695.148 4760.....034 .034 2...H1-1b
20 M15 1/2" Threade....406 0 17 .095 7.5 6 3695.148 4760.....034 .034 2...H1-1b
21 A4.1 P2 Std..363 29.75 14 .084 30....14 18984.95 33925.5 2.006 2.006 1...H1-1b
22 B4.2 P2 Std..289 18.75 18 .151 36 24 30494.33 33925.5 2.006 2.006 2...H1-1b
23 C3.2 P2 Std..265 18 24 .186 36 12 30494.33 33925.5 2.006 2.006 1...H1-1b
24 C4.2 P2 Std..245 18 24 .199 36 10 30494.33 33925.5 2.006 2.006 1...H1-1b
25 B3.2 P2 Std..236 18.75 18 .147 36 13 30494.33 33925.5 2.006 2.006 2...H1-1b
26 M123 1/2" Threade....235 7.5 10 .058 7.5 10 3695.148 4760.....034 .034 2...H1-1b
27 M122 1/2" Threade....232 7.5 19 .059 7.5 6 3695.148 4760.....034 .034 2...H1-1b
28 M105 1/2" Threade....218 7.5 10 .077 0 10 3695.148 4760.....034 .034 2...H1-1b
29 M106 1/2" Threade....207 7.5 6 .077 0 8 3695.148 4760.....034 .034 2...H1-1b
30 B4.3 P2 Std..205 25.5 2 .034 18....2 22146.117 33925.5 2.006 2.006 2...H1-1b
31 C2.1 P2 Std..202 30 14 .058 30 12 22146.117 33925.5 2.006 2.006 1...H1-1b
32 A4.2 P2 Std..155 18 14 .123 30 16 30494.33 33925.5 2.006 2.006 1...H1-1b
33 M101 1/2" Threade....143 7.5 6 .032 7.5 6 3695.148 4760.....034 .034 2...H1-1b
34 A4.3 P2 Std..142 18 2 .046 18 14 15893.913 33925.5 2.006 2.006 4...H1-1b
35 M102 1/2" Threade....141 7.5 6 .032 7.5 10 3695.148 4760.....034 .034 2...H1-1b
36 M78 1/2" Threade....134 7.5 12 .051 0 10 3695.148 4760.....034 .034 2...H1-1b
37 M135 1/2" Threade....128 0 12 .014 0 10 3695.148 4760.....034 .034 2...H1-1b
38 M149 1/2" Threade....127 0 12 .010 7.5 8 3695.148 4760.....034 .034 2...H1-1b
39 M79 1/2" Threade....122 7.5 18 .050 0 6 3695.148 4760.....034 .034 2...H1-1b
40 B3.3 P2 Std..121 18.75 14 .024 7.5 4 22146.117 33925.5 2.006 2.006 1...H1-1b
41 A3 P2 Std..118 60 14 .033 3.75 14 22146.117 33925.5 2.006 2.006 4...H1-1b
42 M134 1/2" Threade....117 0 12 .015 7.5 10 3695.148 4760.....034 .034 2...H1-1b
43 M104 1/2" Threade....113 0 14 .010 0 10 3695.148 4760.....034 .034 2...H1-1b
44 M77 1/2" Threade....112 0 14 .007 7.5 12 3695.148 4760.....034 .034 2...H1-1b
45 M74 1/2" Threade....112 0 6 .023 7.5 6 3695.148 4760.....034 .034 2...H1-1b
46 M75 1/2" Threade....111 0 6 .022 7.5 10 3695.148 4760.....034 .034 2...H1-1b
47 M148 1/2" Threade....110 7.5 30 .010 7.5 8 3695.148 4760.....034 .034 2...H1-1b
48 M21 5/8" Threade....094 0 14 .008 0 10 5064.284 7420.....067 .067 2...H1-1b
49 M103 1/2" Threade....093 0 14 .011 0 10 3695.148 4760.....034 .034 2...H1-1b
50 C2.2 P2 Std..092 21 22 .085 36 10 30494.33 33925.5 2.006 2.006 3...H1-1b
51 M76 1/2" Threade....091 0 14 .008 7.5 10 3695.148 4760.....034 .034 2...H1-1b
52 M19 5/8" Threade....085 0 2 .008 0 22 5064.284 7420.....067 .067 2...H1-1b
53 M20 5/8" Threade....082 0 14 .008 0 10 5064.284 7420.....067 .067 2...H1-1b
54 M18 5/8" Threade....078 0 2 .008 0 22 5064.284 7420.....067 .067 2...H1-1b
55 M173 P3 Std..075 7.5 24 .103 7.5 10 69587.679 70182 6.124 6.124 1...H1-1b
56 B2.1 P2 Std..072 31 14 .014 31 17 28067.414 33925.5 2.006 2.006 1...H1-1b
57 M180 P3 Std..072 7.5 24 .104 7.5 10 69587.679 70182 6.124 6.124 1...H1-1b
58 M162 P3 Std..070 0 14 .146 7.5 10 70032.946 70182 6.124 6.124 1...H1-1b
59 M156 P3 Std..066 7.5 24 .144 7.5 10 70032.946 70182 6.124 6.124 1...H1-1b
60 M186 P3 Std..061 7.521 32 .049 7.5...32 69230.889 70182 6.124 6.124 1...H1-1b
61 M121 1/2" Threade....050 0 12 .004 7.5 33 3695.148 4760.....034 .034 2...H1-1b
62 M120 1/2" Threade....045 7.5 30 .004 7.5 33 3695.148 4760.....034 .034 2...H1-1b
63 M43 1/2" Threade....038 6 13 .002 6 10 4047.84 4760.....034 .034 2...H1-1...
64 M42 1/2" Threade....038 6 17 .002 6 18 4047.84 4760.....034 .034 2...H1-1...
65 M41 1/2" Threade....033 6 13 .002 6 22 4047.84 4760.....034 .034 2...H1-1...
66 M40 1/2" Threade....033 6 17 .002 6 6 4047.84 4760.....034 .034 2...H1-1...
67 A2 P2 Std..028 60 14 .013 60 15 22146.117 33925.5 2.006 2.006 3...H1-1b
68 B2.2 P2 Std..028 36 18 .037 36 18 30494.33 33925.5 2.006 2.006 2...H1-1b
69 M168 P3 Std..027 7.5 24 .052 7.5 10 70032.946 70182 6.124 6.124 1...H1-1b
RISA-3D Version 17.0.2 Page 3 [T:\...\...\...\Mount Mods\RISA\1539.modified.Loaded.r3d]
(9) Wall Mounted Pipes – Structural Evaluation Site Name: HP Building
7/15/2019
APPENDIX C
Modification Drawings
CLIENT CONTACT:STRUCTURE INFORMATION:CODE COMPLIANCE:STRUCTURE MAPPING:STRUCTURE HEIGHT:STRUCTURE LOCATION:LAT.:LONG.:REFERENCED ANALYSIS:ANALYSIS DATE:SHEET INDEX:WIND SPEEDS:ICE THICKNESS:T-01:N-01:EXPOSURE CATEGORY:TOPO CATEGORY:GOVERNING CODES:ICE THICKNESS:EXPOSURE CATEGORY:COUNTY:CLIENT #: IN0448USID #: 1539HP BUILDINGSTREET ADDRESS:CITY, STATE ZIP:CARMEL, IN 46032201 WEST 103RD STREETRISK CATEGORY:SITE MAP:QUALIFIED ENGINEERING SERVICES ARE AVAILABLE FROM GPDTO ASSIST CONTRACTORS IN CLASS IV RIGGING PLAN REVIEWS.FOR REQUESTING QUALIFIED ENGINEERING SERVICES PLEASECONTACT GPD AT GPDMODS@GPDGROUP.COM. TITLE SHEET PROJECT NOTESFDH/JOB #: 146F8U150039° 55' 55.01"-86° 9' 47.0”HAMILTONGPD/PROJ. #: 2019705.716/12/19MOUNT TYPE:116'-0" ROOFTOP(6) PIPE MOUNTSKRISTEN WOODWARD6615 TOWPATH ROAD, SUITE 200EAST SYRACUSE, NY 13057(315) 420-1097TIA-222-G, 2012 IBC, 2014 INDIANABUILDING CODE, & ASCE 10115 MPH 3 SECOND GUST (ULTIMATE)89 MPH 3 SECOND GUST (NOMINAL)40 MPH 3 SECOND GUST (W/ ICE)3/4"IIC1S-01: ROOFTOP PLAN & MODIFICATION SCHEDULES-02: MODIFICATION SECTIONSMI-01: MODIFICATION INSPECTION CHECKLIST7/15/19JOB NO.ISSUED FOR:PERMITRECORDCONSTRUCTIONBIDREV.DATE DESCRIPTION
APPROVED BYPROJECT MANAGERDESIGNERENGINEERCJSHP BUILDING
201 WEST 103RD STREET
CARMEL, IN 46032EAB
MJSCB2019705.71DESIGN DRAWINGSPREPARED FOR:HP BUILDINGUSID #: 1539CLIENT #: IN04480 7/15/19 INITIAL RELEASE
T-01520 South Main StreetAkron, Ohio 44311330.572.2100 Fax 330.572.2102
TITLE SHEET
7/15/2019---FOR QUESTIONS PLEASE EMAIL:520 SOUTH MAIN STREET, SUITE 2531AKRON, OH 44311JSHEHU@GPDGROUP.COMJIBRIL SHEHUENGINEER CONTACT:
7/15/19JOB NO.ISSUED FOR:PERMITRECORDCONSTRUCTIONBIDREV.DATE DESCRIPTION
APPROVED BYPROJECT MANAGERDESIGNERENGINEERCJSHP BUILDING
201 WEST 103RD STREET
CARMEL, IN 46032EAB
MJSCB2019705.71DESIGN DRAWINGSPREPARED FOR:HP BUILDINGUSID #: 1539CLIENT #: IN04480 7/15/19 INITIAL RELEASE
N-01520 South Main StreetAkron, Ohio 44311330.572.2100Fax 330.572.2102PROJECT NOTES
7/15/2019---GENERAL NOTES1.THESE MODIFICATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE GOVERNINGPROVISIONS OF TIA/EIA-222, AWS, ANSI TIA-322, AND AISC. MATERIALS, FABRICATION,INSTALLATION, AND ALL OTHER SERVICES PROVIDED BY THE CONTRACTOR SHALL CONFORM TOTHE ABOVE MENTIONED CODES AND THE CONTRACT SPECIFICATIONS.2.THIS DESIGN ASSUMES THE STRUCTURE AND FOUNDATIONS HAVE BEEN WELL MAINTAINED, INGOOD CONDITION, AND ARE WITHOUT DEFECT. BENT MEMBERS, CORRODED MEMBERS, LOOSEBOLTS, CRACKED WELDS AND OTHER MEMBER DEFECTS HAVE NOT BEEN CONSIDERED. THESTRUCTURE IS ASSUMED TO BE PLUMB AND THE SITE IS ASSUMED TO BE LEVEL. THIS DESIGN ISBEING PROVIDED WITHOUT THE BENEFIT OF A CONDITION ASSESSMENT BY GPD GROUP.CONTRACTOR SHALL COMMISSION A COMPLETE CONDITION ASSESSMENT PRIOR TO ORDERINGANY REINFORCING MATERIALS AND SUPPLY CONDITION ASSESSMENT TO ENGINEER FOR REVIEW,SEE CONTRACTOR NOTES.3.THE CONTRACTOR SHALL VISIT THE SITE PRIOR TO BIDDING; ANY PROBLEMS WITH ACCESS,INTERFERENCE, ETC. SHALL BE RESOLVED PRIOR TO MOBILIZATION. CONTRACTOR SHALL FIELDVERIFY ALL DIMENSIONS AND NOTE ANY EXISTING CONDITIONS THAT ARE NOT REPRESENTED ONTHESE DRAWINGS OR THAT INTERFERE WITH THE CONTINUOUS INSTALLATION OF THEMODIFICATIONS. CONTRACTOR SHALL NOTE ALL ATTACHMENT POINTS, ANTENNAS, MOUNTS,COAX, LIGHTING, CLIMBING SUPPORTS, STEP BOLTS, PORT HOLES, AND ANY OTHER STRUCTUREAPPURTENANCES IN THE REGION OF THE MODIFICATIONS. GPD GROUP SHALL BE CONTACTEDIMMEDIATELY TO EVALUATE THE SIGNIFICANCE OF ANY DEVIATION PRIOR TO ORDERINGMATERIAL.4.ALL MATERIAL SPECIFIED FOR THIS PROJECT MUST BE NEW AND FREE OF ANY DEFECTS. ANYMATERIAL SUBSTITUTIONS, INCLUDING BUT NOT LIMITED TO ALTERED SIZES AND/OR STRENGTHS,MUST BE APPROVED BY THE OWNER AND ENGINEER IN WRITING. CONTRACTOR SHALL PROVIDEDOCUMENTATION TO ENGINEER FOR DETERMINING IF SUBSTITUTE IS SUITABLE FOR USE ANDMEETS THE ORIGINAL DESIGN CRITERIA. DIFFERENCES FROM THE ORIGINAL DESIGN, INCLUDINGMAINTENANCE, REPAIR AND REPLACEMENT, SHALL BE NOTED. ESTIMATES OF COSTS/CREDITSASSOCIATED WITH THE SUBSTITUTION (INCLUDING RE-DESIGN COSTS AND COSTS TOSUB-CONTRACTORS) SHALL BE PROVIDED TO THE ENGINEER.5.CONTRACTOR IS RESPONSIBLE FOR ENGAGING A MODIFICATION INSPECTOR AT THE TIME OFAWARD TO COORDINATE AN INSPECTION SCHEDULE AND ENSURE PROPER DOCUMENTATION ISRETAINED THROUGHOUT THE PROJECT. FOUNDATION WORK REQUIRES INSPECTION PRIOR TOTHE CONCRETE POUR AND MAY INVOLVE A SEPARATE INSPECTION VISIT. REFER TO SHEET MI-01FOR MODIFICATION INSPECTION CHECKLIST. REFERENCE THE GPD CONTACT INFORMATION ONTHE TITLE SHEET TO OBTAIN PRICING TO COMPLETE FINAL AND/OR FOUNDATION INSPECTIONSERVICES, IF NOT ALREADY COORDINATED WITH THE STRUCTURE OWNER / PROGRAM MANAGER /CARRIER. INSTALLATION OF PROPOSED LOADING PRIOR TO COMPLETION OF POST MODIFICATIONINSPECTION IS PROHIBITED WITHOUT PRIOR APPROVAL FROM STRUCTURE OWNER AND ENGINEEROF RECORD. INSTALLATION OF THE PROPOSED LOADING IS BY OTHERS AND IS BEYOND THESCOPE OF THESE DRAWINGS.6.ALL CONTRACTORS AND LOWER TIER CONTRACTORS MUST ACKNOWLEDGE IN WRITING TOSTRUCTURE OWNER AND GPD GROUP THAT THEY HAVE OBTAINED, UNDERSTAND, AND WILLFOLLOW STRUCTURE OWNER STANDARDS OF PRACTICE, CONSTRUCTION GUIDELINES, ALL SITEAND STRUCTURE SAFETY PROCEDURES, ALL PRODUCT LIMITATIONS AND INSTALLATIONPROCEDURES USED ON SITE, AND PROPOSED MODIFICATIONS DESCRIBED. RECEIPT OFACKNOWLEDGMENT MUST OCCUR PRIOR TO BEGINNING CONSTRUCTION OR CLIMBING. IT IS THERESPONSIBILITY OF THE GENERAL CONTRACTOR TO PROVIDE THIS DOCUMENTATION FORSTRUCTURE OWNER AND GPD GROUP ON COMPANY LETTERHEAD AND THE RESPONSIBILITY OFTHE GENERAL CONTRACTOR TO OBTAIN THIS DOCUMENTATION FROM LOWER TIERSUBCONTRACTORS (ON SUBCONTRACTOR LETTERHEAD) AND DELIVER IT TO STRUCTURE OWNERAND GPD GROUP.7.IT IS ASSUMED THAT ANY STRUCTURAL MODIFICATION WORK SPECIFIED ON THESE PLANS WILL BEACCOMPLISHED BY KNOWLEDGEABLE WORKMEN WITH STRUCTURE CONSTRUCTION EXPERIENCE. THIS INCLUDES PROVIDING THE NECESSARY CERTIFICATIONS TO THE STRUCTURE OWNER ANDENGINEER.8.THESE DRAWINGS DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALLSUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTIONMETHODS, MEANS, TECHNIQUES, SEQUENCES, AND PROCEDURES.9.CONSTRUCTION WORK PRESENTS UNIQUE THREATS TO HEALTH AND SAFETY. THE CONTRACTORIS RESPONSIBLE TO EDUCATE THEIR WORK FORCE OF THESE DANGERS AND LIMIT THEIREXPOSURE TO HAZARDS. THIS EDUCATION SHALL INCLUDE BUT NOT BE LIMITED TO APPLICABLETRAINING COURSES AND CERTIFICATIONS, PROPER PERSONAL PROTECTIVE EQUIPMENT USAGE,DAILY TAILGATE MEETINGS AND ANY OTHER PREVENTATIVE MEASURES WHICH MAY BEREASONABLY EXPECTED. THE CONTRACTOR AND ALL SUB-CONTRACTORS SHALL BERESPONSIBLE FOR THE SAFETY OF THE WORK AREA, ADJACENT AREAS AND ANY PROPERTYOCCUPANTS WHO MAY BE AFFECTED BY THE WORK UNDER CONTRACT. THE CONTRACTOR SHALLREVIEW ALL LANDOWNER, PRIME CONTRACTOR, CARRIER, OSHA, AND LOCAL SAFETY GUIDELINESAND AT ALL TIMES SHALL CONFORM TO THE MOST RESTRICTIVE OF THESE STANDARDS TOENSURE A SAFE WORKPLACE.10.STRUCTURE WORK PRESENTS ADDITIONAL THREATS TO HEALTH AND SAFETY. ALL STRUCTUREWORKERS WORKING ON A STRUCTURE MUST BE ADEQUATELY TRAINED AND MONITORED TOENSURE THAT SAFE WORK PRACTICES ARE LEARNED AND FOLLOWED. AS REQUIRED BY OSHA,WHEN WORKING ON EXISTING COMMUNICATION STRUCTURES, EMPLOYEES MUST BE PROVIDEDWITH APPROPRIATE FALL PROTECTION, TRAINED TO USE THIS FALL PROTECTION PROPERLY, ANDTHE USE OF FALL PROTECTION MUST BE CONSISTENTLY SUPERVISED AND ENFORCED BY THECONTRACTOR.11.ALL SAFETY EQUIPMENT SHALL BE INSPECTED ACCORDING TO ALL OSHA AND INDUSTRYSCHEDULED INTERVALS AND ALL INSPECTIONS SHALL BE DOCUMENTED PER APPLICABLE CODESAND STANDARDS.12.CONTRACTOR IS RESPONSIBLE FOR TEMPORARILY REMOVING ALL COAX, T-BRACKETS, ANTENNAMOUNTS, AND ANY OTHER STRUCTURE APPURTENANCE THAT MAY INTERFERE WITH THESTRUCTURE MODIFICATIONS. ALL STRUCTURE APPURTENANCES MUST BE REPLACED AND/ORRESTORED TO ITS ORIGINAL LOCATION. SOME ATTACHMENTS MAY REQUIRE CUSTOMMODIFICATIONS TO PROPERLY FIT THE MODIFIED REGION OF THE STRUCTURE. THESECUSTOMIZATIONS ARE DESIGNED BY OTHERS AND MUST BE APPROVED BY THE ENGINEER PRIORTO REMOVING SUCH ATTACHMENTS. ANY CARRIER DOWNTIME MUST BE COORDINATED WITH THESTRUCTURE OWNER IN WRITING.GENERAL NOTES CONTINUED13.CONTRACTOR SHALL ONLY WORK WITHIN THE LIMITS OF THE STRUCTURE OWNER'S PROPERTY ORLEASE AREA AND APPROVED EASEMENTS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TOVERIFY WORK IS WITHIN THESE BOUNDARIES. CONTRACTOR SHALL EMPLOY A SURVEYOR ASREQUIRED. ANY WORK OUTSIDE THESE BOUNDARIES SHALL BE APPROVED IN WRITING BY THELAND OWNER PRIOR TO MOBILIZATION. CONSTRUCTION STAKING AND BOUNDARY MARKING IS THERESPONSIBILITY OF THE CONTRACTOR.14.STRUCTURES ARE DESIGNED TO CARRY GRAVITY, WIND, AND ICE LOADS. ALL MEMBERS, LEGS,DIAGONALS, STRUTS, AND REDUNDANT MEMBERS PROVIDE STRUCTURAL STABILITY TO THESTRUCTURE WITH LITTLE REDUNDANCY. ABSENCE OR REMOVAL OF A MEMBER CAN TRIGGERCATASTROPHIC FAILURE UNLESS A SUBSTITUTE IS PROVIDED BEFORE ANY REMOVAL. LEGSCARRY AXIAL LOADS AND DERIVE THEIR STRENGTH FROM SHORTER UN-BRACED LENGTHS BY THEPRESENCE OF REDUNDANT MEMBERS AND THEIR CONNECTION TO THE DIAGONALS WITH BOLTSOR WELDS. IF THE BOLTS OR WELDS ARE REMOVED WITHOUT PROVIDING ANY SUBSTITUTE TOTHE FRAME, THE LEG IS SUBJECTED TO A HIGHER UN-BRACED LENGTH THAT IMMEDIATELYREDUCES ITS LOAD CARRYING CAPACITY. IF A DIAGONAL IS ALSO REMOVED IN ADDITION TO THECONNECTION, THE UN-BRACED LENGTH OF THE LEG IS GREATLY INCREASED, JEOPARDIZING ITSLOAD CARRYING CAPACITY. FAILURE OF ONE LEG CAN RESULT IN A STRUCTURE COLLAPSEBECAUSE THERE IS NO REDUNDANCY. REDUNDANT MEMBERS AND DIAGONALS ARE CRITICAL TOTHE STABILITY OF THE STRUCTURE.15.WORK SHALL ONLY BE PERFORMED DURING CALM DRY DAYS (WINDS LESS THAN 10-MPH).CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY LOCAL STRUCTURE SHORING, TEMPORARYGLOBAL STRUCTURE SHORING, AND ALL SHORING OF SURROUNDING BUILDINGS, PADS, ANDOTHER OUTDOOR SITE OBSTRUCTIONS. ALL SHORING, TEMPORARY BRACING, AND TEMPORARYSUPPORTS ARE THE RESPONSIBILITY OF THE CONTRACTOR.16.ABSOLUTELY NO WELDING, TORCH CUTTING, OR OPEN FLAME OF ANY TYPE IS PERMITTED ON THISSTRUCTURE AND ON THIS CONSTRUCTION SITE UNLESS DIRECTLY SPECIFIED WITHIN THESEDRAWINGS.17.FAA/FCC FILING AND LIGHTING MAY BE REQUIRED. ALL GOVERNMENTAL REGULATORYDETERMINATIONS AND FILINGS BY OTHERS, NOT GPD.18.VERIFY IF THIS STRUCTURE IS AN FM STRUCTURE AND TAKE NECESSARY ACTIONS TO PROVIDESAFE WORKING CONDITIONS INCLUDING, BUT NOT LIMITED TO, HAVING FM SIGNAL TURNED OFF.CONTRACTOR SHALL HAVE PROPER RADMAN FOR NOTIFICATION OF EXCESSIVE RF EXPOSUREFOR ALL INDIVIDUALS WORKING ON SITE IF FM ANTENNAS ARE PRESENT.19.ALL MANUFACTURERS HARDWARE AND ASSEMBLY INSTRUCTIONS SHALL BE FOLLOWED EXACTLY.DEVIATION FROM THE INSTRUCTIONS IS UNACCEPTABLE AND REQUIRES WRITTEN APPROVALFROM ENGINEER.20.DO NOT SCALE DRAWINGS.21.THE CLIMBING FACILITIES, SAFETY CLIMB AND ALL ASSOCIATED HARDWARE SHALL NOT BEIMPEDED OR MODIFIED WITHOUT THE WRITTEN CONSENT OF GPD GROUP.22.ANY WORK PERFORMED WITHOUT A PREFABRICATION MAPPING IS DONE AT THE RISK OF THE GCAND/OR FABRICATOR.23.IMPROPER FIT-UP OF NEW BOLTED HARDWARE DUE TO OVERSIZED , DOUBLE-PUNCHED, ORSLOTTED HOLES FOUND ON THE EXISTING STRUCTURE SHALL BE REPORTED TO GPD AND THESTRUCTURE OWNER IMMEDIATELY. INSTALLATION OF SUCH HARDWARE WILL NOT BEACCEPTABLE AND ALL COSTS ASSOCIATED WITH REMEDYING THE INSTALLATION WILL BE THERESPONSIBILITY OF THE GC.STRUCTURAL STEEL NOTES1.ALL NEW STEEL SHALL BE HOT-DIPPED GALVANIZED PER ASTM A123, ASTM A153/A153M, OR ASTMA653 G90, AS APPLICABLE FOR FULL WEATHER PROTECTION. FOR HIGH STRENGTH STEELFASTENERS WHERE HOT-DIPPED GALVANIZING IS NOT PERMITTED MAGNI 565 COATING (ORENGINEER APPROVED EQUIVALENT) SHALL BE USED. IN ADDITION ALL NEW STEEL SHALL BEPAINTED TO MATCH EXISTING TOWER STEEL. CONTRACTOR SHALL OBTAIN WRITTEN PERMISSIONTO PROTECT STEEL BY ANY OTHER MEANS.2.ALL EXISTING PAINTED/GALVANIZED SURFACES DAMAGED DURING REHAB SHALL BE WIREBRUSHED CLEAN, REPAIRED BY COLD GALVANIZING BRUSH APPLIED PAINT (ZRC OR EQUAL), ANDREPAINTED TO MATCH THE EXISTING FINISH (IF APPLICABLE).3.ALL STRUCTURAL STEEL SHALL CONFORM TO THE LISTED REQUIREMENTS U.N.O. IN THESEDRAWINGS:PIPEASTM A53 GRADE B (Fy=35 KSI)4.ALL BOLT ASSEMBLIES FOR STRUCTURAL MEMBERS REPRESENTED IN THIS DRAWING REQUIRELOCKING DEVICES TO BE INSTALLED IN ACCORDANCE WITH THE GOVERNING PROVISIONS OFTIA/EIA-222 REQUIREMENTS.5.ALL BOLTS, INCLUDING U-BOLTS, SHALL BE TIGHTENED IN ACCORDANCE WITH AISC "SNUG TIGHT"REQUIREMENTS, U.N.O.6.ALL SUBSTITUTES PROPOSED BY THE CONTRACTOR SHALL BE APPROVED IN WRITING BY THEENGINEER. CONTRACTOR SHALL PROVIDE DOCUMENTATION TO ENGINEER FOR DETERMINING IFSUBSTITUTE IS SUITABLE FOR USE AND MEETS THE ORIGINAL DESIGN CRITERIA. DIFFERENCESFROM THE ORIGINAL DESIGN, INCLUDING MAINTENANCE, REPAIR AND REPLACEMENT, SHALL BENOTED. ESTIMATES OF COSTS/CREDITS ASSOCIATED WITH THE SUBSTITUTION (INCLUDINGRE-DESIGN COSTS AND COSTS TO SUB-CONTRACTORS) SHALL BE PROVIDED TO THE ENGINEER.CONTRACTOR SHALL PROVIDE ADDITIONAL DOCUMENTATION AND/OR SPECIFICATIONS TO THEENGINEER AS REQUESTED.7.STRUCTURAL STEEL SHOP DRAWINGS SHALL BE PROVIDED TO ENGINEER FOR APPROVAL PRIORTO FABRICATION.8.UNLESS NOTED OTHERWISE, ALL NEW MEMBERS SHALL MAINTAIN THE EXISTING MEMBER WORKLINES AND NOT INTRODUCE ECCENTRICITIES INTO THE STRUCTURE.9.FOR ALL SHOP WELDING, USE E70XX ELECTRODES FOR SMAW PROCESS AND E7XT-XXELECTRODES FOR FCAW PROCESS, UNO.10.ALL EXPOSED STRUCTURAL STEEL AS THE RESULT OF THIS SCOPE OF WORK INCLUDING, BUT NOTLIMITED TO, FIELD WELDS, FIELD CUT MEMBERS, FIELD DRILLED HOLES, AND SHAFT INTERIORS(WHERE APPLICABLE), SHALL BE SOLVENT CLEANED AND HAVE TWO (2) COATS OF BRUSHED ONZRC ZINC RICH COLD GALVANIZING PAINT APPLIED.
JOB NO.ISSUED FOR:PERMITRECORDCONSTRUCTIONBIDREV.DATE DESCRIPTION
APPROVED BYPROJECT MANAGERDESIGNERENGINEERCJSHP BUILDING
201 WEST 103RD STREET
CARMEL, IN 46032EAB
MJSCB2019705.71DESIGN DRAWINGSPREPARED FOR:HP BUILDINGUSID #: 1539CLIENT #: IN04480 7/15/19 INITIAL RELEASE
S-01520 South Main StreetAkron, Ohio 44311330.572.2100Fax 330.572.2102ROOFTOP PLAN &
MODIFICATION SCHEDULE7/15/2019---7/15/19ELEVATIONEXISTING MEMBERMODIFICATION SCHEDULENEW MEMBERNOTES(9) WALL MOUNTS108'-0"±INSTALL NEW STANDOFF PIPE BETWEEN EXISTINGVERTICAL PIPE MOUNTS.(1) P3 STD STANDOFF(PER MOUNT, 6 TOTAL)MEMBER TYPESTANDOFFREFERENCE SECTIONA/S-02 & B/S-02NOTES:1.THE CROSSOVER KITS SHALL BE ORDERED FROM PERFECT VISION OR ENGINEER APPROVED EQUIVALENT.2.STANDOFF PIPE SHALL BE ORDERED SEPARATELY FOR CROSSOVER ASSEMBLYN.T.S.ROOFTOP PLAN VIEWEXISTING PENTHOUSEEXISTINGMICROWAVE DISHEXISTINGVENTILATION (TYP.)EXISTING BUILDINGEXISTINGROOFTOPDRAIN (TYP.)EXISTING GPSANTENNAEXISTING ROOFTOP (TYP.)EXISTINGANTENNASC2C3C4A4B3B4ALPHA SECTORBETA SECTORGAMMA SECTORAS-02TYP.BS-02TYP.INSTALL NEW STANDOFF PIPEBETWEEN EXISTING VERTICALPIPE MOUNTS (TYP.), SEEMODIFICATION SCHEDULE ON THISSHEET FOR SIZE AND SECTIONSA/S-02 & B/S-02 FOR MOREINFORMATIONNORTH
JOB NO.ISSUED FOR:PERMITRECORDCONSTRUCTIONBIDREV.DATE DESCRIPTION
APPROVED BYPROJECT MANAGERDESIGNERENGINEERCJSHP BUILDING
201 WEST 103RD STREET
CARMEL, IN 46032EAB
MJSCB2019705.71DESIGN DRAWINGSPREPARED FOR:HP BUILDINGUSID #: 1539CLIENT #: IN04480 7/15/19 INITIAL RELEASE
S-02520 South Main StreetAkron, Ohio 44311330.572.2100Fax 330.572.2102MODIFICATION SECTIONS
7/15/2019---7/15/19S-02SCALE: N.T.S.SECTIONAS-02SCALE: N.T.S.SECTIONBCS-02DS-02EQ.EQ.
EQ.EQ.EXISTING C.M.UWALLEXISTING RRUPIPE MOUNTEXISTING PIPEMOUNT (TYP.)EXISTINGANTENNA PIPEMOUNTINSTALL NEW STANDOFFPIPE BETWEEN EXISTINGPIPE MOUNTS (F.V.REQUIRED LENGTH PRIORTO ORDERING MATERIAL),SEE MODIFICATIONSCHEDULE ON SHEET S-01FOR SIZEINSTALL NEW CROSSOVERPLATE ASSEMBLIES(PERFECT VISION P/N:PV-CO-U, OR ENGINEERAPPROVED EQUIVALENT)BETWEEN THE PIPE MOUNTSAND NEW STANDOFF (TYP.)EXISTINGTHREADED RODSTANDOFFASSEMBLY (TYP.)EXISTING C.M.UWALLEXISTING RRUPIPE MOUNTEXISTING PIPEMOUNT (TYP.)INSTALL NEW STANDOFFPIPE BETWEEN EXISTINGPIPE MOUNTS (F.V.REQUIRED LENGTH PRIORTO ORDERING MATERIAL),SEE MODIFICATIONSCHEDULE ON SHEET S-01FOR SIZEINSTALL NEW CROSSOVERPLATE ASSEMBLIES(PERFECT VISION P/N:PV-CO-U, OR ENGINEERAPPROVED EQUIVALENT)BETWEEN THE PIPE MOUNTSAND NEW STANDOFF (TYP.)EXISTINGTHREADED RODSTANDOFFASSEMBLY (TYP.)S-02SCALE: N.T.S.SECTIONCS-02SCALE: N.T.S.SECTIOND2'-5"±(F.V.)1'-6"±(F.V.)INSTALL NEW STANDOFFPIPE BETWEEN EXISTINGPIPE MOUNTS (F.V.REQUIRED LENGTH PRIORTO ORDERING MATERIAL),SEE MODIFICATIONSCHEDULE ON SHEET S-01FOR SIZEINSTALL NEW CROSSOVERPLATE ASSEMBLIES(PERFECT VISION P/N:PV-CO-U, OR ENGINEERAPPROVED EQUIVALENT)BETWEEN THE PIPE MOUNTSAND NEW STANDOFF (TYP.)EXISTING RRUPIPE MOUNTEXISTING PIPEMOUNTEXISTING ANTENNA PIPEMOUNTINSTALL NEW STANDOFFPIPE BETWEEN EXISTINGPIPE MOUNTS (F.V.REQUIRED LENGTH PRIORTO ORDERING MATERIAL),SEE MODIFICATIONSCHEDULE ON SHEET S-01FOR SIZEEXISTING RRUPIPE MOUNTEXISTING PIPEMOUNTINSTALL NEW CROSSOVERPLATE ASSEMBLIES(PERFECT VISION P/N:PV-CO-U, OR ENGINEERAPPROVED EQUIVALENT)BETWEEN THE PIPE MOUNTSAND NEW STANDOFF (TYP.)NOTE:1.SECTION IS TYPICAL OF POSITIONS A4, B3, AND B4NOTE:1.SECTION IS TYPICAL OF POSITIONS C2, C3, AND C4NOTE:1.SECTION IS TYPICAL OF POSITIONS A4, B3, AND B4NOTE:1.SECTION IS TYPICAL OF POSITIONS C2, C3, AND C4EXISTING ROOFEXISTING ROOF6"TYP.6"TYP.
7/15/19STANDARD MODIFICATION DOCUMENTATION REQUIREMENTSCONSTRUCTION PROCESSREPORT ITEMBEFOREDURINGAFTERX• SHOP DRAWINGSX• MATERIAL TEST REPORT (ALL MODIFICATION MATERIALS)X• PACKING SLIPS• PHOTOS:X• PRE-CONSTRUCTION PHOTOS (COMPOUND, ACCESS DRIVE, ROADENTRANCE, STRUCTURE)X• DURING CONSTRUCTIONX• POST CONSTRUCTION• BASE PLATE GROUT VERIFICATIONX• ON SITE COLD GALVANIZING VERIFICATIONX• GC AS-BUILT DRAWINGSX• LIEN RELEASE (GPD SERVICES ONLY)STAMPED REPORTREQUIREDMODIFICATION INSPECTION NOTES:GENERAL NOTES1.THE MODIFICATION INSPECTION IS A VISUAL INSPECTION OF STRUCTURE MODIFICATIONSAND A REVIEW OF CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE THEINSTALLATION WAS CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS,NAMELY THE MODIFICATION DRAWINGS, AS DESIGNED BY THE ENGINEER OF RECORD.2.THE MODIFICATION INSPECTION IS TO CONFIRM INSTALLATION CONFIGURATION ANDWORKMANSHIP ONLY AND IS NOT A REVIEW OF THE MODIFICATION DESIGN ITSELF, NORDOES THE MODIFICATION INSPECTOR TAKE OWNERSHIP OF THE MODIFICATION DESIGN.OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS AND INTENTRESIDES WITH THE ENGINEER OF RECORD AT ALL TIMES.3.TO ENSURE THAT THE REQUIREMENTS OF THE MODIFICATION INSPECTION ARE MET, IT ISVITAL THAT THE GENERAL CONTRACTOR (GC) AND THE MODIFICATION INSPECTOR BEGINCOMMUNICATING AND COORDINATING AS SOON AS A PO OR PAYMENT IS RECEIVED. IT ISEXPECTED THAT EACH PARTY WILL BE PROACTIVE IN REACHING OUT TO THE OTHER PARTY.CONTACT LISTED ON THE TITLE SHEET SHALL BE CONTACTED IF SPECIFIC INSPECTORCONTACT INFORMATION IS NOT KNOWN.MODIFICATION INSPECTOR1.THE MODIFICATION INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEIVING APO OR PAYMENT FOR THE MODIFICATION INSPECTION TO:- REVIEW THE REQUIREMENTS OF THE MODIFICATION INSPECTION CHECKLIST- WORK WITH THE GC TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS, INCLUDING FOUNDATION INSPECTIONS- DISCUSS ANY SITE SPECIFIC INSPECTIONS OR CONCERNS2.THE MODIFICATION INSPECTOR IS RESPONSIBLE FOR COLLECTING ALL GENERALCONTRACTOR (GC) INSPECTION AND TEST REPORTS, REVIEWING THE DOCUMENTS FORADHERENCE TO THE CONTRACT DOCUMENTS, CONDUCTING THE IN-FIELD INSPECTIONS, ANDSUBMITTING THE MODIFICATION INSPECTION REPORT.GENERAL CONTRACTOR1.THE GC IS REQUIRED TO CONTACT THE MODIFICATION INSPECTOR AS SOON AS RECEIVING APO OR PAYMENT FOR THE MODIFICATION INSTALLATION OR TURNKEY PROJECT TO:- REVIEW THE REQUIREMENTS OF THE MODIFICATION INSPECTION CHECKLIST- WORK WITH THE MI INSPECTOR TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE MODIFICATION INSPECTIONS, INCLUDING FOUNDATION INSPECTIONS- BETTER UNDERSTAND ALL INSPECTION AND TESTING REQUIREMENTS2.THE GC SHALL PERFORM AND RECORD THE TEST AND INSPECTION RESULTS INACCORDANCE WITH THE REQUIREMENTS OF THE MODIFICATION INSPECTION CHECKLIST.RECOMMENDATIONSTHE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THEEFFICIENCY AND EFFECTIVENESS OF DELIVERING A MODIFICATION INSPECTION REPORT:- IT IS SUGGESTED THAT THE GC PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE, PREFERABLY 10, TO THE MODIFICATION INSPECTOR AS TO WHEN THE SITE WILL BE READY FOR THE MODIFICATION INSPECTION TO BE CONDUCTED.- THE GC AND MODIFICATION INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT.- WHEN POSSIBLE, IT IS PREFERRED TO HAVE THE GC AND MODIFICATION INSPECTOR ON-SITE SIMULTANEOUSLY FOR ANY GUY WIRE TENSIONING OR RE-TENSIONING OPERATIONS.- IT MAY BE BENEFICIAL TO INSTALL ALL STRUCTURE MODIFICATIONS PRIOR TO CONDUCTING THE FOUNDATION INSPECTIONS TO ALLOW FOUNDATION AND MODIFICATION INSPECTION(S) TO COMMENCE WITH ONE SITE VISIT.- WHEN POSSIBLE, IT IS PREFERRED TO HAVE THE GC AND MODIFICATION INSPECTOR ON-SITE DURING THE MODIFICATION INSPECTION TO HAVE ANY DEFICIENCIES CORRECTED DURING THE INITIAL MODIFICATION INSPECTION. THEREFORE, THE GC MAY CHOOSE TO COORDINATE THE MODIFICATION INSPECTION CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE AT THEIR DISPOSAL WHEN THE MI INSPECTOR IS ON SITE.CANCELLATION OR DELAYS1.IF THE GC AND MODIFICATION INSPECTOR AGREE TO A DATE ON WHICH THE MODIFICATIONINSPECTION WILL BE CONDUCTED, AND EITHER PARTY CANCELS OR DELAYS, THESTRUCTURE OWNER SHALL NOT BE RESPONSIBLE FOR ANY COSTS, FEES, LOSS OFDEPOSITS AND/OR OTHER PENALTIES RELATED TO THE CANCELLATION OR DELAY INCURREDBY EITHER PARTY FOR ANY TIME (E.G. TRAVEL AND LODGING, COSTS OF KEEPINGEQUIPMENT ON-SITE, ETC.). EXCEPTIONS MAY BE MADE IN THE EVENT THAT THEDELAY/CANCELLATION IS CAUSED BY WEATHER OR OTHER CONDITIONS THAT MAYCOMPROMISE THE SAFETY OF THE PARTIES INVOLVED.FAILING INSPECTION CORRECTIONS1.IF THE MODIFICATION INSTALLATION WOULD FAIL THE MODIFICATION INSPECTION (“FAILEDMODIFICATION INSPECTION"), THE GC SHALL WORK WITH MODIFICATION INSPECTOR TOCOORDINATE A REMEDIATION PLAN IN ONE OF TWO WAYS:- CORRECT FAILING ISSUES TO COMPLY WITH THE SPECIFICATIONS CONTAINED IN THE ORIGINAL CONTRACT DOCUMENTS 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.VERIFICATION INSPECTIONS1.STRUCTURE OWNER RESERVES THE RIGHT TO CONDUCT A VERIFICATION INSPECTION TOVERIFY THE ACCURACY AND COMPLETENESS OF PREVIOUSLY COMPLETED MODIFICATIONINSPECTION(S) ON STRUCTURE MODIFICATION PROJECTS.2.VERIFICATION INSPECTION MAY BE CONDUCTED BY AN INDEPENDENT FIRM AFTER AMODIFICATION PROJECT IS COMPLETED, AS MARKED BY THE DATE OF ANACCEPTED ³PASSING MODIFICATION INSPECTION´ OR “PASS AS NOTED MODIFICATIONINSPECTION” REPORT FOR THE ORIGINAL PROJECT.REQUIRED PHOTOS1.BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS ARE TO BETAKEN AND INCLUDED IN THE MODIFICATION INSPECTION 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 AND TORQUE·FINAL INSTALLED CONDITION·SURFACE COATING REPAIR- POST CONSTRUCTION PHOTOGRAPHS:·FINAL INFIELD CONDITION- ANY OTHER PHOTOS DEEMED RELEVANT TO SHOW COMPLETE DETAILS OF MODIFICATIONS.2.PHOTOS OF ELEVATED MODIFICATIONS TAKEN FROM THE GROUND SHALL BE CONSIDEREDINADEQUATE.---------------------NOTE: X DENOTES A DOCUMENT NEEDED FOR THE MODIFICATION INSPECTION REPORT - DENOTES A DOCUMENT THAT IS NOT REQUIRED FOR THE MODIFICATION INSPECTION REPORTJOB NO.ISSUED FOR:PERMITRECORDCONSTRUCTIONBIDREV.DATE DESCRIPTION
APPROVED BYPROJECT MANAGERDESIGNERENGINEERCJSHP BUILDING
201 WEST 103RD STREET
CARMEL, IN 46032EAB
MJSCB2019705.71DESIGN DRAWINGSPREPARED FOR:HP BUILDINGUSID #: 1539CLIENT #: IN04480 7/15/19 INITIAL RELEASE
MI-01520 South Main StreetAkron, Ohio 44311330.572.2100Fax 330.572.2102MODIFICATION INSPECTION
CHECKLIST7/15/2019---