structural analysis of - connecticut · § foundation analysis § local stress check section 10 -...

S t r u c t u r a l A n a l y s i s o fA n t e n n a M a s t a n d T o w e r

A T & T S i t e R e f : C T 5 0 4 6

E v e r s o u r c e S t r u c t u r e N o . 1 1 0 2

9 4 ’ E l e c t r i c T r a n s m i s s i o n L a t t i c e T o w e r

W i l l r u s s C o u r tN o r w a l k , C T

C E N T E K P r o j e c t N o . 1 8 0 0 0 . 5 5

D a t e : N o v e m b e r 2 1 , 2 0 1 8R e v 2 : M a y 2 1 , 2 0 1 9

Prepared for:AT&T Mobil ity

500 Enterprise Dr ive, Suite 3ARocky Hil l , CT 06067

CENTEK Engineering, Inc.Structural Analysis – 94-ft Eversource Tower #1102AT&T Antenna Upgrade – CT2042Norwalk, CTRev 2 ~ May 21, 2019

TABLE OF CONTENTS TOC-1

T a b l e o f C o n t e n t sSECTION 1 - REPORT§ INTRODUCTION§ PRIMARY ASSUMPTIONS USED IN THE ANALYSIS§ ANALYSIS§ DESIGN BASIS§ RESULTS§ CONCLUSIONSECTION 2 - CONDITIONS & SOFTWARE§ STANDARD ENGINEERING CONDITIONS§ GENERAL DESCRIPTION OF STRUCTURAL ANALYSIS PROGRAMS§ RISA 3-D§ PLS TOWER

SECTION 3 - DESIGN CRITERIA§ CRITERIA FOR DESIGN OF PCS FACILITIES ON OR EXTENDING ABOVE

METAL ELECTRIC TRANSMISSON TOWERS§ NU DESIGN CRITERIA TABLE§ PCS SHAPE FACTOR CRITERIASECTION 4 - DRAWINGS§ TOWER ELEVATION AND FEEDLINE PLANSECTION 5 - TIA-222-G LOAD CALCULATIONS§ EQUIPMENT WIND LOAD CALCULATIONSECTION 6 - ANTENNA MAST ANALYSIS PER TIA-222G§ RISA 3-D ANALYSIS REPORT§ ANTENNA MAST CONNECTION TO TOWER


TABLE OF CONTENTS TOC-2

SECTION 7 - NESC/EVERSOURCE LOAD CALCULATIONS§ EQUIPMENT WIND LOAD CALCULATIONSECTION 8 - ANTENNA MAST ANALYSIS PER NESC/EVERSOURCE§ RISA 3-D ANALYSIS REPORTSECTION 9 - UTILITY TOWER ANALYSIS§ COAX CABLE LOAD ON TOWER CALCULATION§ PLS REPORT§ FOUNDATION ANALYSIS§ LOCAL STRESS CHECKSECTION 10 - REFERENCE MATERIAL§ RFDS DATA SHEET§ EQUIPMENT CUT SHEETS


REPORT SECTION 1-1

I n t r o d u c t i o nThe purpose of this report is to analyze the existing antenna mast and 94’ utility tower located on WillrussCourt in Norwalk, CT for the proposed antenna and equipment upgrade by AT&T.

The existing and proposed loads consist of the following:

§ T-MOBILE (Existing):Antennas: Three (3) RFS APX16DWV-16DWVS-E-A20 panel antennas and three (3) BiasTees mounted the existing North mast with a RAD center elevation of 114-ft above towerbase plate.Coax Cables: Twelve (12) 1-1/4” Æ coax cables running on the Northeast leg of the tower.

§ T-MOBILE (Existing):Antennas: Three (3) RFS APXVAARR24_43 panel antennas and three (3) Bias Teesmounted the existing South mast with a RAD center elevation of 114-ft above tower baseplate.Coax Cables: Twenty-Four (24) 1-1/4” Æ coax cables running on the Southwest leg of thetower.

§ AT&T (Existing to Remain):Antennas: Three (3) KMW AM-X-CD-14-65 panel antennas and three (3) KaelusTMA2093F00V1-1 TMAs mounted on the existing South mast with a RAD center elevation of105-ft above tower base plate.Coax Cables: Six (6) 1-1/4” Æ coax cables running on the Southeast leg of the tower and six(6) 1-1/4” Æ coax cables running on the Northwest leg of the tower.

§ AT&T (Existing to Remove):Antennas: Three (3) Powerwave 7770 panel antennas and three (3) Powerwave TT19-08BP111-001 TMAs mounted on the existing North mast with a RAD center elevation of 105-ft above tower base plate.

§ AT&T (Proposed):Antennas: Three (3) Quintel QS46512-2 panel antennas and six (6) CommscopeTMAT21X23B68-31-43 TMAs mounted on the existing North mast with a RAD centerelevation of 105-ft above tower base plate.Coax Cables: Six (6) 1-1/4” Æ coax cables running on the Northwest leg of the tower.

P r i m a r y a s s u m p t i o n s u s e d i n t h e a n a l y s i s§ ASCE Manual No. 10-97, “Design of Latticed Steel Transmission Structures”, defines steel

stresses for evaluation of the utility tower.§ All utility tower members are adequately protected to prevent corrosion of steel members.§ All proposed antenna mounts are modeled as listed above.§ All coaxial cable will be installed within the antenna mast unless specified otherwise.§ Antenna mast will be properly installed and maintained.§ No residual stresses exist due to incorrect tower erection.§ All bolts are appropriately tightened providing the necessary connection continuity.§ All welds conform to the requirements of AWS D1.1.§ Antenna mast and utility tower will be in plumb condition.§ Utility tower was properly installed and maintained and all members were properly designed,

detailed, fabricated, and installed and have been properly maintained since erection.§ Any deviation from the analyzed loading will require a new analysis for verification of

structural adequacy.


REPORT SECTION 1-2

A n a l y s i sStructural analysis of the existing antenna mast was independently completed using the current version ofRISA-3D computer program licensed to CENTEK Engineering, Inc.

The existing mast consisting of a 12” sch. 80 pipe conforming to ASTM A53 Grade B (Fy = 35ksi)connected at four points to the existing tower was analyzed for its ability to resist loads prescribed by theTIA standard. Section 5 of this report details these gravity and lateral wind loads. NESC prescribedloads were also applied to the mast in order to obtain reactions needed for analyzing the utility towerstructure. These loads are developed in Section 7 of this report. Load cases and combinations used inRISA-3D for TIA loading and for NESC loading are listed in report Sections 6 and 8 respectively.

Structural analysis of the existing utility tower structure was completed using the current version of PLS-Tower computer program licensed to CENTEK Engineering, Inc. The NESC program contains a library ofall AISC angle shapes and corresponding section properties are computed and applied directly within theprogram. The program’s Steel Code Check option was also utilized.

D e s i g n B a s i sOur analysis was performed in accordance with TIA-222-G, ASCE Manual No. 10-97, “Design of LatticedSteel Transmission Structures”, NESC C2-2012 and Eversource Design Criteria.

§ UTILITY TOWER ANALYSISThe purpose of this analysis is to determine the adequacy of the existing utility structure tosupport the proposed antenna loads. The loading and design requirements were analyzed inaccordance with the NU Design Criteria Table, NESC C2-2012 ~ Construction Grade B, andASCE Manual No. 10-97, “Design of Latticed Steel Transmission Structures”.

Load cases considered:

Load Case 1: NESC HeavyWind Pressure..…………………………….. 4.0 psfRadial Ice Thickness….……………………. 0.5”Vertical Overload Capacity Factor…………. 1.50Wind Overload Capacity Factor……………. 2.50Wire Tension Overload Capacity Factor…… 1.65

Load Case 2: NESC ExtremeWind Speed..………………………………. 110 mph (1)Radial Ice Thickness….……………………. 0”Note 1: NESC C2-2012, Section25, Rule 250C: Extreme Wind

Loading, 1.25 x Gust Response Factor (wind speed: 3-second gust)

Load Case 1: NESC Heavy Broken WireWind Pressure..…………………………….. 4.0 psfRadial Ice Thickness….……………………. 0.5”Vertical Overload Capacity Factor…………. 1.50Wind Overload Capacity Factor……………. 2.50Wire Tension Overload Capacity Factor…… 1.65


REPORT SECTION 1-3

§ MAST ASSEMBLY ANALYSISMast, appurtenances and connections to the utility tower were analyzed and designed inaccordance with the Eversource Design Criteria Table, TIA-222-G and AISC standards.

Load cases considered:

Load Case 1:Wind Speed………………………………... 93 mph (2018 CSBC Appendix-N)Radial Ice Thickness….……………………. 0”

Load Case 2:Wind Pressure..……………………………. 50 mph wind pressureRadial Ice Thickness….…………………….. 0.75”

R e s u l t s

§ ANTENNA MASTThe existing antenna mast was determined to be structurally adequate.

§ UTILITY TOWERThis analysis finds that the subject utility structure is adequate to support the proposedantenna mast and related appurtenances. The tower stresses meet the requirements setforth by the ASCE Manual No. 10-97, “Design of Latticed Steel Transmission Structures”, forthe applied NESC Heavy and Hi-Wind load cases. The detailed analysis results are providedin Section 8 of this report. The analysis results are summarized as follows:

A maximum usage of 98.47% occurs in the utility tower under the NESC Heavy Broken Wireloading condition.

TOWER SECTION:The utility structure was found to be within allowable limits.

Component DesignLimitStress Ratio

(percentage of capacity) Result

12” Sch. X-Strong Bending 45.6% PASSHSS6x6x1/4 Bending 65.6% PASSConnection Shear 5.9% PASS

Tower Member Stress Ratio(% of capacity) Result

Angle g80XY 98.47% PASS


REPORT SECTION 1-4

§ FOUNDATION AND ANCHORSThe existing foundation consists of four (4) 3-ft square tapering to 6-ft square x 9.5-ft longreinforced concrete piers and four (4) 11-ft square x 3-ft thick reinforced concrete pads. The baseof the tower is connected to the foundation by one (1) anchor stub per leg. Foundationinformation was obtained from NUSCO drawing # 01135-60003.

BASE REACTIONS:From PLS-Tower analysis of utility tower based on NESC/NU prescribed loads.

Load Case Shear Uplift CompressionNESC Heavy Wind 42.96 kips 70.77 kips 128.21 kips

NESC Extreme Wind 39.56 kips 88.56 kips 116.21 kipsNESC Heavy Broken Wire 44.51 kips 89.01 kips 127.70 kips

Note 1 – 10% increase to be applied to the above tower base reactions for foundation verification per OTRM 051

FOUNDATION:The foundation was found to be within allowable limits.

Note 1: FS denotes Factor of SafetyNote 2: 10% increase to PLS base reactions used in foundation analysis per OTRM 051.

C o n c l u s i o nThis analysis shows that the subject utility tower is adequate to support the proposed AT&T equipmentupgrade.

The analysis is based, in part on the information provided to this office by Eversource and AT&T. If theexisting conditions are different than the information in this report, CENTEK engineering, Inc. must becontacted for resolution of any potential issues.

Please feel free to call with any questions or comments.

Respectfully Submitted by:

Timothy J. Lynn, PEStructural Engineer

Foundation DesignLimit

RequiredFS (1)

ProposedLoading FS (2)

Result

Reinf. Conc.Pad & Pier

Uplift 1.0 2.56 PASSBearingPressure 9 ksf 1.86 ksf PASS


CONDITIONS & SOFTWARE SECTION 2-1

S T A N D A R D C O N D I T I O N S F O R F U R N I S H I N G O FP R O F E S S I O N A L E N G I N E E R I N G S E R V I C E S O NE X I S T I N G S T R U C T U R E S

All engineering services are performed on the basis that the information used is current and correct. Thisinformation may consist of, but is not necessarily limited to:

§ Information supplied by the client regarding the structure itself, its foundations, the soil conditions, theantenna and feed line loading on the structure and its components, or other relevant information.

§ Information from the field and/or drawings in the possession of CENTEK engineering, Inc. orgenerated by field inspections or measurements of the structure.

§ It is the responsibility of the client to ensure that the information provided to CENTEK engineering,Inc. and used in the performance of our engineering services is correct and complete. In the absenceof information to the contrary, we assume that all structures were constructed in accordance with thedrawings and specifications and are in an un-corroded condition and have not deteriorated. It istherefore assumed that its capacity has not significantly changed from the “as new” condition.

§ All services will be performed to the codes specified by the client, and we do not imply to meet anyother codes or requirements unless explicitly agreed in writing. If wind and ice loads or other relevantparameters are to be different from the minimum values recommended by the codes, the client shallspecify the exact requirement. In the absence of information to the contrary, all work will beperformed in accordance with the latest revision of ANSI/ASCE10 & ANSI/EIA-222.

§ All services are performed, results obtained, and recommendations made in accordance withgenerally accepted engineering principles and practices. CENTEK engineering, Inc. is notresponsible for the conclusions, opinions and recommendations made by others based on theinformation we supply.



G E N E R A L D E S C R I P T I O N O F S T R U C T U R A LA N A L Y S I S P R O G R A M ~ R I S A - 3 D

RISA-3D Structural Analysis Program is an integrated structural analysis and design software package forbuildings, bridges, tower structures, etc.

Modeling Features:

§ Comprehensive CAD-like graphic drawing/editing capabilities that let you draw, modify andload elements as well as snap, move, rotate, copy, mirror, scale, split, merge, mesh, delete,apply, etc.

§ Versatile drawing grids (orthogonal, radial, skewed)§ Universal snaps and object snaps allow drawing without grids§ Versatile general truss generator§ Powerful graphic select/unselect tools including box, line, polygon, invert, criteria,

spreadsheet selection, with locking§ Saved selections to quickly recall desired selections§ Modification tools that modify single items or entire selections§ Real spreadsheets with cut, paste, fill, math, sort, find, etc.§ Dynamic synchronization between spreadsheets and views so you can edit or view any data

in the plotted views or in the spreadsheets§ Simultaneous view of multiple spreadsheets§ Constant in-stream error checking and data validation§ Unlimited undo/redo capability§ Generation templates for grids, disks, cylinders, cones, arcs, trusses, tanks, hydrostatic

loads, etc.§ Support for all units systems & conversions at any time§ Automatic interaction with RISASection libraries§ Import DXF, RISA-2D, STAAD and ProSteel 3D files§ Export DXF, SDNF and ProSteel 3D files

Analysis Features:

§ Static analysis and P-Delta effects§ Multiple simultaneous dynamic and response spectra analysis using Gupta, CQC or SRSS

mode combinations§ Automatic inclusion of mass offset (5% or user defined) for dynamic analysis§ Physical member modeling that does not require members to be broken up at intermediate

joints§ State of the art 3 or 4 node plate/shell elements§ High-end automatic mesh generation — draw a polygon with any number of sides to create a

mesh of well-formed quadrilateral (NOT triangular) elements.§ Accurate analysis of tapered wide flanges - web, top and bottom flanges may all taper

independently§ Automatic rigid diaphragm modeling§ Area loads with one-way or two-way distributions§ Multiple simultaneous moving loads with standard AASHTO loads and custom moving loads

for bridges, cranes, etc.§ Torsional warping calculations for stiffness, stress and design§ Automatic Top of Member offset modeling§ Member end releases & rigid end offsets§ Joint master-slave assignments§ Joints detachable from diaphragms§ Enforced joint displacements§ 1-Way members, for tension only bracing, slipping, etc.



§ 1-Way springs, for modeling soils and other effects§ Euler members that take compression up to their buckling load, then turn off.§ Stress calculations on any arbitrary shape§ Inactive members, plates, and diaphragms allows you to quickly remove parts of structures

from consideration§ Story drift calculations provide relative drift and ratio to height§ Automatic self-weight calculations for members and plates§ Automatic subgrade soil spring generator

Graphics Features:

§ Unlimited simultaneous model view windows§ Extraordinary “true to scale” rendering, even when drawing§ High-speed redraw algorithm for instant refreshing§ Dynamic scrolling stops right where you want§ Plot & print virtually everything with color coding & labeling§ Rotate, zoom, pan, scroll and snap views§ Saved views to quickly restore frequent or desired views§ Full render or wire-frame animations of deflected model and dynamic mode shapes with

frame and speed control§ Animation of moving loads with speed control§ High quality customizable graphics printing

Design Features:

§ Designs concrete, hot rolled steel, cold formed steel and wood§ ACI 1999/2002, BS 8110-97, CSA A23.3-94, IS456:2000,EC 2-1992 with consistent bar sizes

through adjacent spans§ Exact integration of concrete stress distributions using parabolic or rectangular stress blocks§ Concrete beam detailing (Rectangular, T and L)§ Concrete column interaction diagrams§ Steel Design Codes: AISC ASD 9th, LRFD 2nd & 3rd, HSS Specification, CAN/CSA-S16.1-

1994 & 2004, BS 5950-1-2000, IS 800-1984, Euro 3-1993 including local shape databases§ AISI 1999 cold formed steel design§ NDS 1991/1997/2001 wood design, including Structural Composite Lumber, multi-ply, full

sawn§ Automatic spectra generation for UBC 1997, IBC 2000/2003§ Generation of load combinations: ASCE, UBC, IBC, BOCA, SBC, ACI§ Unbraced lengths for physical members that recognize connecting elements and full lengths

of members§ Automatic approximation of K factors§ Tapered wide flange design with either ASD or LRFD codes§ Optimization of member sizes for all materials and all design codes, controlled by standard or

user-defined lists of available sizes and criteria such as maximum depths§ Automatic calculation of custom shape properties§ Steel Shapes: AISC, HSS, CAN, ARBED, British, Euro, Indian, Chilean§ Light Gage Shapes: AISI, SSMA, Dale / Incor, Dietrich, Marino\WARE§ Wood Shapes: Complete NDS species/grade database§ Full seamless integration with RISAFoot (Ver 2 or better) for advanced footing design and

detailing§ Plate force summation tool



Results Features:

§ Graphic presentation of color-coded results and plotted designs§ Color contours of plate stresses and forces with quadratic smoothing, the contours may also

be animated§ Spreadsheet results with sorting and filtering of: reactions, member & joint deflections, beam

& plate forces/stresses, optimized sizes, code designs, concrete reinforcing, materialtakeoffs, frequencies and mode shapes

§ Standard and user-defined reports§ Graphic member detail reports with force/stress/deflection diagrams and detailed design

calculations and expanded diagrams that display magnitudes at any dialed location§ Saved solutions quickly restore analysis and design results.



G E N E R A L D E S C R I P T I O N O F S T R U C T U R A LA N A L Y S I S P R O G R A M ~ P L S - T O W E R

PLS-TOWER is a Microsoft Windows program for the analysis and design of steel latticed towersused in electric power lines or communication facilities. Both self-supporting and guyed towerscan be modeled. The program performs design checks of structures under user specified loads.For electric power structures it can also calculate maximum allowable wind and weight spans andinteraction diagrams between different ratios of allowable wind and weight spans.

Modeling Features:

§ Powerful graphics module (stress usages shown in different colors)§ Graphical selection of joints and members allows graphical editing and checking§ Towers can be shown as lines, wire frames or can be rendered as 3-d polygon surfaces§ Can extract geometry and connectivity information from a DXF CAD drawing§ CAD design drawings, title blocks, drawing borders or photos can be tied to structure model§ XML based post processor interface§ Steel Detailing Neutral File (SDNF) export to link with detailing packages§ Can link directly to line design program PLS-CADD§ Automatic generation of structure files for PLS-CADD§ Databases of steel angles, rounds, bolts, guys, etc.§ Automatic generation of joints and members by symmetries and interpolations§ Automated mast generation (quickly builds model for towers that have regular repeating

sections) via graphical copy/paste§ Steel angles and rounds modeled either as truss, beam or tension-only elements§ Guys are easily handled (can be modeled as exact cable elements)

Analysis Features:

§ Automatic handling of tension-only members§ Automatic distribution of loads in 2-part suspension insulators (v-strings, horizontal vees, etc.)§ Automatic calculation of tower dead, ice, and wind loads as well as drag coefficients

according to:§ ASCE 74-1991§ NESC 2002§ NESC 2007§ IEC 60826:2003§ EN50341-1:2001 (CENELEC)§ EN50341-3-9:2001 (UK NNA)§ EN50341-3-17:2001 (Portugal NNA)§ ESAA C(b)1-2003 (Australia)§ TPNZ (New Zealand)§ REE (Spain)§ EIA/TIA 222-F§ ANSI/TIA 222-G§ CSA S37-01

§ Automated microwave antenna loading as per EIA/TIA 222-F and ANSI/TIA 222-G§ Minimization of problems caused by unstable joints and mechanisms§ Automatic bandwidth minimization and ability to solve large problems§ Design checks according to (other standards can be added easily):

§ ASCE Standard 10-90



§ AS 3995 (Australian Standard 3995)§ BS 8100 (British Standard 8100)§ EN50341-1 (CENELEC, both empirical and analytical methods are available)§ ECCS 1985§ NGT-ECCS§ PN-90/B-03200§ EIA/TIA 222-F§ ANSI/TIA 222-G§ CSA S37-01§ EDF/RTE Resal§ IS 802 (India Standard 802)

Results Features:

§ Design summaries printed for each group of members§ Easy to interpret text, spreadsheet and graphics design summaries§ Automatic determination of allowable wind and weight spans§ Automatic determination of interaction diagrams between allowable wind and weight spans§ Capability to batch run multiple tower configurations and consolidate the results§ Automated optimum angle member size selection and bolt quantity determinationTool for interactive angle member sizing and bolt quantity determination.


DESIGN CRITERIA SECTION 3-1

C r i t e r i a f o r D e s i g n o f P C S F a c i l i t i e s O n o rE x t e n d i n g A b o v e M e t a l E l e c t r i c T r a n s m i s s i o nT o w e r s & A n a l y s i s o f T r a n s m i s s i o n T o w e r sS u p p o r t i n g P C S M a s t s (1)

I n t r o d u c t i o n

This criteria is the result from an evaluation of the methods and loadings specified by the separatestandards, which are used in designing telecommunications towers and electric transmission towers. Thatevaluation is detailed elsewhere, but in summary; the methods and loadings are significantly different.This criteria specifies the manner in which the appropriate standard is used to design PCS facilitiesincluding masts and brackets (hereafter referred to as “masts”), and to evaluate the electric transmissiontowers to support PCS masts. The intent is to achieve an equivalent level of safety and security under theextreme design conditions expected in Connecticut and Massachusetts.

ANSI Standard TIA-222 covering the design of telecommunications structures specifies a workingstrength/allowable stress design approach. This approach applies the loads from extreme weatherloading conditions, and designs the structure so that it does not exceed some defined percentage offailure strength (allowable stress).

ANSI Standard C2-2007 (National Electrical Safety Code) covering the design of electric transmissionmetal structures is based upon an ultimate strength/yield stress design approach. This approach appliesa multiplier (overload capacity factor) to the loads possible from extreme weather loading conditions, anddesigns the structure so that it does not exceed its ultimate strength (yield stress).

Each standard defines the details of how loads are to be calculated differently. Most of the NU effort in“unifying” both codes was to establish what level of strength each approach would provide, and thenincreasing the appropriate elements of each to achieve a similar level of security under extreme weatherloadings.

Two extreme weather conditions are considered. The first is an extreme wind condition (hurricane) basedupon a 50-year recurrence (2% annual probability). The second is a winter condition combining wind andice loadings.

The following sections describe the design criteria for any PCS mast extending above the top of anelectric transmission tower, and the analysis criteria for evaluating the loads on the transmission towerfrom such a mast from the lower portions of such a mast, and loads on the pre-existing electric lowerportions of such a mast, and loads on the pre-existing electric transmission tower and the conductors itsupports.

Note 1: Prepared from documentation provide from Northeast Utilities.


DESIGN CRITERIA SECTION 3-2

P C S M a s t

The PCS facility (mast, external cable/trays, including the initial and any planned future support platforms,antennas, etc. extending the full height above the top level of the electric transmission structure) shall bedesigned in accordance with the provisions of TIA 222-G:

E L E C T R I C T R A N S M I S S I O N T O W E R

The electric transmission tower shall be analyzed using yield stress theory in accordance with theattached table titled “NU Design Criteria”. This specifies uniform loadings (different from the TIA loadings)on the each of the following components of the installed facility:

§ PCS mast for its total height above ground level, including the initial and planned futuresupport platforms, antennas, etc. above the top of an electric transmission structure.

§ Conductors are related devices and hardware.

§ Electric transmission structure. The loads from the PCS facility and from the electricconductors shall be applied to the structure at conductor and PCS mast attachmentpoints, where those load transfer to the tower.

The uniform loadings and factors specified for the above components in the table are based upon theNational Electrical Safety Code 2007 Edition Extreme Wind (Rule 250C) and Combined Ice and Wind(Rule 250B-Heavy) Loadings. These provide equivalent loadings compared to TIA and its loads andfactors with the exceptions noted above. (Note that the NESC does not require the projected windsurfaces of structures and equipment to be increased by the ice covering.)

In the event that the electric transmission tower is not sufficient to support the additional loadings of thePCS mast, reinforcement will be necessary to upgrade the strength of the overstressed members.

Eversource Overhead Transmission Standards

Communication Antennas on Transmission Structures

Eversource Approved by: CPS (CT/WMA) JCC (NH/EMA)

Design

OTRM 059 Rev. 0 06/07/2018 Page 8 of 10

Attachment A Eversource Design Criteria

Eversource Overhead Transmission Standards

Communication Antennas on Transmission Structures

Eversource Approved by: CPS (CT/WMA) JCC (NH/EMA)

Design

OTRM 059 Rev. 0 06/07/2018 Page 3 of 10

mount as specified below, and shall include the wireless communication mast and antenna loads per NESC criteria) The strength reduction factor obtained from the field investigation shall be applied to the members or connections that are showing signs of deterioration from their original condition With the written approval of Eversource Transmission Line Engineering on a case by case the existing structures may be analyzed initially using the current NESC code, then it is permitted to use the original design code with the original conductor load should the existing tower fail the current NESC code. The structure shall be analyzed using yield stress theory in accordance with Attachment A, “Eversource Design Criteria.” This specifies uniform loadings (different from the TIA loadings) on each of the following components of the installed facility: a) Wireless communication mast for its total height above ground level, including the initial

and any planned future equipment (Support Platforms, Antennas, TMA’s etc.) above the top of an electric transmission structure.

b) Conductors and related devices and hardware (wire loads will be provided by Eversource). c) Electric Transmission Structure

i) The loads from the wireless communication equipment components based on NESC and Eversource Criteria in Attachment A, and from the electric conductors shall be applied to the structure at conductor and wireless communication mast attachment points, where those loads transfer to the tower.

ii) Shape Factor Multiplier:

iii) When Coaxial Cables are mounted alongside the pole structure, the shape multiplier shall be:

d) The uniform loadings and factors specified for the above components in Attachment A,

“Eversource Design Criteria” are based upon the National Electric Safety Code 2007 Edition Extreme Wind (Rule 250C) and Combined Ice and Wind (Rule 250B-Heavy) Loadings. These provide equivalent loadings compared to the TIA and its loads and factors with the exceptions noted above. Note: The NESC does not require ice load be included in the supporting structure. (Ice on

conductors and shield wire only, and Eversource will provide these loads). e) Mast reaction loads shall be evaluated for local effects on the transmission structure

members at the attachment points.

NESC Structure Shape Cd

Polyround (for polygonal steel poles) 1.3

Flat 1.6

Open Lattice 3.2

Pole with Coaxial Cable 1.6

Mount Type Cable Cd Pole Cd

Coaxial Cables on outside periphery (One layer) 1.45 1.45

Coaxial Cables mounted on stand offs 1.6 1.6

1

TOWER AND MASTELEVATION

SK-1AS NOTEDCAGTJL

TOWER & MAST ELEVATION

DWG. OF

CHECKED BY:

DRAWN BY:

PROJECT NO:

SCALE:

DATE:

REVISIONS00 11/21/18 ISSUED FOR REVIEW

18000.55

11/21/18 2

CT5046EVERSOURCE 1102

WILLRUSS COURTNORWALK, CT 06850

01 5/21/19 CONSTRUCTION

DWG. OF

CHECKED BY:

DRAWN BY:

PROJECT NO:

SCALE:

DATE:

REVISIONS00 11/21/18 ISSUED FOR REVIEW

18000.55

11/21/18 2

CT5046EVERSOURCE 1102

WILLRUSS COURTNORWALK, CT 06850

01 5/21/19 CONSTRUCTION

2

TOWER AND COAXPLAN

SK-2AS NOTEDCFCTJL

TOWER PLAN

Subject:

Location:

Rev. 0: 11/21/18

Loads on North Mast on Structure #1102

Norwalk, CT

Prepared by: T.J.L. Checked by: C.A.G.Job No. 18000.55

Development of Design Heights, Exposure Coefficients,and Velocity Pressures Per TIA-222-G

Wind Speeds

Basic Wind Speed V 93:= mph (User Input - 2016 CSBC Appendix N)Basic Wind Speed with Ice Vi 50:= mph (User Input per Annex B of TIA-222-G)

Input

Structure Type = Structure_Type Lattice:= (User Input)

Structure Category = SC III:= (User Input)

Exposure Category = Exp C:= (User Input)

Structure Height = h 94:= ft (User Input)

Height to Center of Antennas = zTMo 114:= ft (User Input)

Height to Center of Antennas = zATT 105:= ft (User Input)

Height to Center of Mast = zMast1 90:= ft (User Input)

Radial Ice Thickness = ti 0.75:= in (User Input per Annex B of TIA-222-G)

Radial Ice Density = Id 56.00:= pcf (User Input)

Topograpic Factor = Kzt 1.0:= (User Input)

Ka 1.0:= (User Input)

Gust Response Factor = GH 1.35:= (User Input)

Output

Wind Direction Probability Factor = Kd 0.95 Structure_Type Pole=if

0.85 Structure_Type Lattice=if

0.85=:= (Per Table 2-2 ofTIA-222-G)

Importance Factors = IWind 0.87 SC 1=if

1.00 SC 2=if

1.15 SC 3=if

1.15=:= (Per Table 2-3 ofTIA-222-G)

IWind_w_Ice 0 SC 1=if

1.00 SC 2=if

1.00 SC 3=if

1=:=

Iice 0 SC 1=if

1.00 SC 2=if

1.25 SC 3=if

1.25=:=

TIA RevG Load Calculations.xmcd.xmcd Page 5-1

Subject:

Location:

Rev. 0: 11/21/18


Norwalk, CT


KizzTMo

33

æçè

ö÷ø

0.1

1.132=:= tizTMo 2.0 ti× Iice× Kiz× Kzt0.35

× 2.122=:=

Velocity Pressure Coefficient Antennas = KzTMo 2.01zTMo

zg

æçè

ö÷ø

æçè

ö÷ø

2α

1.301=:=

Velocity Pressure w/o Ice Antennas = qzTMo 0.00256 Kd× KzTMo× V2

× IWind× 28.158=:=

Velocity Pressure with Ice Antennas = qzice.TMo 0.00256 Kd× KzTMo× Vi2

× IWind_w_Ice× 7.078=:=

KizzATT

33

æçè

ö÷ø

0.1

1.123=:= tizATT 2.0 ti× Iice× Kiz× Kzt0.35

× 2.105=:=

Velocity Pressure Coefficient Antennas = KzATT 2.01zATT

zg

æçè

ö÷ø

æçè

ö÷ø

2α

1.279=:=

Velocity Pressure w/o Ice Antennas = qzATT 0.00256 Kd× KzATT× V2

× IWind× 27.675=:=

Velocity Pressure with Ice Antennas = qzice.ATT 0.00256 Kd× KzATT× Vi2

× IWind_w_Ice× 6.956=:=

KizMast1zMast1

33

æçè

ö÷ø

0.1

1.106=:= tizMast1 2.0 ti× Iice× KizMast1× Kzt0.35

× 2.073=:=

Velocity Pressure Coefficient Mast = KzMast1 2.01zMast1

zg

æçè

ö÷ø

æçè

ö÷ø

2α

1.238=:=

Velocity Pressure w/o Ice Mast = qzMast1 0.00256 Kd× KzMast1× V2

× IWind× 26.791=:=

Velocity Pressure with Ice Mast = qzice.Mast1 0.00256 Kd× KzMast1× Vi2

× IWind_w_Ice× 6.734=:=


Subject:

Location:

Rev. 0: 11/21/18


Norwalk, CT


Development of Wind & Ice Load on Mast

Mast Data: (12" Sch. 80 Pipe) (User Input)

Mast Shape = Round (User Input)

Mast Diameter = Dmast 12.75:= in (User Input)

Mast Length = Lmast 55:= ft (User Input)

Mast Thickness = tmast 0.5:= in (User Input)

Velocity Coefficient = C I KzMast1× V×Dmast

12× 110=:=

Mast Force Coefficient = CFmast 0.6=

Wind Load (without ice)

sf/ftMast Projected Surface Area = Amast

Dmast12

1.063=:=

Total Mast Wind Force = qzMast1 GH× CFmast× Amast× 23= plf BLC 5,7

Wind Load (with ice)

Mast Projected Surface Area w/ Ice = AICEmastDmast 2 tizMast1×+( )

121.408=:= sf/ft

Total Mast Wind Force w/ Ice = qzice.Mast1 GH× CFmast× AICEmast× 8= plf BLC 4,6

Gravity Loads (without ice)

Weight of the mast = Self Weight (Computed internally by Risa-3D) plf BLC 1

Gravity Loads (ice only)

Ice Area per Linear Foot = Aimastπ4

Dmast tizMast1 2×+( )2 Dmast2-éë ùû 96.5=:= sq in

Weight of Ice on Mast = WICEmast1 IdAimast

144× 38=:= plf BLC 3


Subject:

Location:

Rev. 0: 11/21/18


Norwalk, CT


Development of Wind & Ice Load on Antennas

Antenna Data: (AT&T)

Antenna Model = Quintel QS46512-2

Antenna Shape = Flat (User Input)

Antenna Height = Lant 52:= in (User Input)

Antenna Width = Want 12:= in (User Input)

Antenna Thickness = Tant 10.8:= in (User Input)

Antenna Weight = WTant 75:= lbs (User Input)

Number of Antennas = Nant 3:= (User Input)

Antenna Aspect Ratio = ArantLantWant

4.3=:=

Antenna Force Coefficient = Caant 1.28=


Surface Area for One Antenna = SAantLant Want×

1444.3=:= sf

Antenna Projected Surface Area = Aant SAant Nant× 13=:= sf

Total Antenna Wind Force = Fant qzATT GH× Caant× Ka× Aant× 622=:= lbs BLC 5,7


Surface Area for One Antenna w/ Ice = SAICEantLant 2 tizATT×+( ) Want 2 tizATT×+( )×

1446.3=:= sf

Antenna Projected Surface Area w/ Ice = AICEant SAICEant Nant× 19=:= sf

Total Antenna Wind Force w/ Ice = Fiant qzice.ATT GH× Caant× Ka× AICEant× 228=:= lbs BLC 4,6

Gravity Load (without ice)

Weight of All Antennas = WTant Nant× 225= lbs BLC 2


Volume of Each Antenna = Vant Lant Want× Tant× 6739=:= cu in

Volume of Ice on Each Antenna = Vice Lant 2 tizATT×+( ) Want 2 tizATT×+( ) Tant 2 tizATT×+( )× Vant- 6938=:=

Weight of Ice on Each Antenna = WICEantVice1728

Id× 225=:= lbs

Weight of Ice on All Antennas = WICEant Nant× 674= lbs BLC 3



Subject:

Location:

Rev. 0: 11/21/18


Norwalk, CT



Antenna Model = Commscope TMAT21x23B68-31-43


Antenna Height = Lant 9.7:= in (User Input)






0.9=:=




1440.7=:= sf

Antenna Projected Surface Area = Aant SAant Nant× 4.4=:= sf

Total Antenna Wind Force = Fant qzATT GH× Caant× Ka× Aant× 199=:= lbs BLC 5,7


Surface Area for One Antenna w/ Ice = SAICEantLant 2 tizATT×+( ) Want 2 tizATT×+( )×

1441.5=:= sf

Antenna Projected Surface Area w/ Ice = AICEant SAICEant Nant× 8.8=:= sf

Total Antenna Wind Force w/ Ice = Fiant qzice.ATT GH× Caant× Ka× AICEant× 99=:= lbs BLC 4,6





Volume of Ice on Each Antenna = Vice Lant 2 tizATT×+( ) Want 2 tizATT×+( ) Tant 2 tizATT×+( )× Vant- 1300=:=


Id× 42=:= lbs


Development of Wind & Ice Load on Antenna Mounts


Subject:

Location:

Rev. 0: 11/21/18


Norwalk, CT


Mount Data: (AT&T)

Mount Type: Tri-Bracket and Pipes

Mount Shape = Flat (User Input)

Mount Projected Surface Area = CaAa 0:= sf (User Input)

Mount Projected Surface Area w/ Ice = CaAaice 0:= sf (User Input)

Mount Weight = WTmnt 265:= lbs (User Input)

Mount Weight w/ Ice = WTmnt.ice 300:= lbs


Total Mount Wind Force = Fmnt qzATT GH× CaAa× 0=:= lbs BLC 5,7


Total Mount Wind Force = Fimnt qzice.ATT GH× CaAaice× 0=:= lbs BLC 4,6


Weight of All Mounts = WTmnt 265= lbs BLC 2


Weight of Ice on All Mounts = WTmnt.ice WTmnt- 35= lbs BLC 3


Subject:

Location:

Rev. 0: 11/21/18


Norwalk, CT



Antenna Data: (T-Mobile)

Antenna Model = RFS APX16DWV-16DWVS








4.3=:=




1445=:= sf


Total Antenna Wind Force = Fant qzTMo GH× Caant× Ka× Aant× 737=:= lbs BLC 5,7


Surface Area for One Antenna w/ Ice = SAICEantLant 2 tizTMo×+( ) Want 2 tizTMo×+( )×

1447.2=:= sf


Total Antenna Wind Force w/ Ice = Fiant qzice.TMo GH× Caant× Ka× AICEant× 264=:= lbs BLC 4,6





Volume of Ice on Each Antenna = Vice Lant 2 tizTMo×+( ) Want 2 tizTMo×+( ) Tant 2 tizTMo×+( )× Vant- 5381=:=


Id× 174=:= lbs



Subject:

Location:

Rev. 0: 11/21/18


Norwalk, CT



Antenna Data: (T-Mobile)

Antenna Model = Commscope ATSBT-TOP-FM-4G Bias Tee



Antenna Width = Want 3.7:= in (User Input)

Antenna Thickness = Tant 2:= in (User Input)




1.5=:=




1440.1=:= sf


Total Antenna Wind Force = Fant qzTMo GH× Caant× Ka× Aant× 20=:= lbs BLC 5,7


Surface Area for One Antenna w/ Ice = SAICEantLant 2 tizTMo×+( ) Want 2 tizTMo×+( )×

1440.5=:= sf


Total Antenna Wind Force w/ Ice = Fiant qzice.TMo GH× Caant× Ka× AICEant× 19=:= lbs BLC 4,6





Volume of Ice on Each Antenna = Vice Lant 2 tizTMo×+( ) Want 2 tizTMo×+( ) Tant 2 tizTMo×+( )× Vant- 448=:=


Id× 15=:= lbs



Subject:

Location:

Rev. 0: 11/21/18


Norwalk, CT


Development of Wind & Ice Load on Antenna Mounts

Mount Data: (T-Mobile)

Mount Type: Tri-Bracket and Pipes

Mount Shape = Flat (User Input)

Mount Projected Surface Area = CaAa 0:= sf (User Input)

Mount Projected Surface Area w/ Ice = CaAaice 0:= sf (User Input)

Mount Weight = WTmnt 265:= lbs (User Input)

Mount Weight w/ Ice = WTmnt.ice 300:= lbs


Total Mount Wind Force = Fmnt qzTMo GH× CaAa× 0=:= lbs BLC 5,7


Total Mount Wind Force = Fimnt qzice.TMo GH× CaAaice× 0=:= lbs BLC 4,6


Weight of All Mounts = WTmnt 265= lbs BLC 2


Weight of Ice on All Mounts = WTmnt.ice WTmnt- 35= lbs BLC 3


Subject:

Location:

Rev. 0: 11/21/18


Norwalk, CT


Development of Wind & Ice Load on Coax Cables

Coax Cable Data:

Coax Type = HELIAX 1-1/4"

Shape = Round (User Input)

Coax Outside Diameter = Dcoax 1.55:= in (User Input)

Coax Cable Length = Lcoax 20:= ft (User Input)

Weight of Coax per foot = Wtcoax 0.66:= plf (User Input)

Total Number of Coax = Ncoax 24:= (User Input)

Total Number of Exterior Coax = Necoax 24:= (User Input) (12 AT&T & 12 T-Mobile)

No. of Coax Projecting Outside Face of Mast = NPcoax 4:= (User Input)

Coax aspect ratio, ArcoaxLcoax 12×( )

Dcoax154.8=:=

Coax Cable Force Factor Coefficient = Cacoax 1.2=


Coax projected surface area = AcoaxNPcoaxDcoax( )

120.5=:= sf/ft

Total Coax Wind Force = Fcoax Cacoax qzMast1× GH× Acoax× 22=:= plf BLC 5,7Wind Load (with ice)

Coax projected surface area w/ Ice = AICEcoaxNPcoaxDcoax 2 tizMast1×+( )

120.9=:= sf/ft

Total Coax Wind Force w/ Ice = Ficoax Cacoax qzice.Mast1× GH× AICEcoax× 9=:= plf BLC 4,6


Weight of all cables w/o ice WTcoax Wtcoax Ncoax× 16=:= plf BLC 2


Ice Area per Linear Foot = Aicoaxπ4

Dcoax 2 tizMast1×+( )2 Dcoax2-éë ùû 23.6=:= sq in

Ice Weight All Coax per foot = WTicoax Necoax Id×Aicoax

144× 220=:= plf BLC 3

Development of Wind & Ice Load on Brace Member


Subject:

Location:

Rev. 0: 11/21/18


Norwalk, CT


Member Data: HSS6x6x1/4


Height = Hmem 6:= in (User Input)

Width = Wmem 6:= in (User Input)

Thickness = tmem 0.25:= in (User Input)

Length = Lmem 42:= in (User Input)

Member Aspect Ratio = ArmemLmemWmem

7.0=:=

Member Force Coefficient = Camem 1.4=


sf/ftMember Projected Surface Area = Amem

Hmem12

0.5=:=

Total Member Wind Force = Fmem qzMast1 GH× Camem× Amem× 25=:= plf BLC 5,7


Member Projected Surface Area w/ Ice = AICEmemHmem 2 tizMast1×+( )

120.8=:=

sf/ft

Total Member Wind Force w/ Ice = Fimem qzice.Mast1 GH× Camem× AICEmem× 11=:= BLC 4,6plf


Weight of Member = Self Weight plf BLC 1


Ice Area per Linear foot = Aimem Wmem 2 tizMast1×+( ) Hmem 2 tizMast1×+( )× Wmem Hmem×- 67=:= sq in

Weight of Ice on Member = WICE.mem IdAimem

144× 26=:= plf BLC 3


Company : CENTEK Engineering, INC. Nov 21, 20189:14 AMDesigner : TJL

Job Number : 18000.55 Checked By: CAGModel Name : North Mast - Tower # 1102

(Global) Model SettingsDisplay Sections for Member CalcsMax Internal Sections for Member CalcsInclude 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 ToleranceInclude P-Delta for Walls?Automatically Iterate Stiffness for Walls?Max Iterations for Wall StiffnessGravity Acceleration (ft/sec^2)Wall Mesh Size (in)Eigensolution Convergence Tol. (1.E-)Vertical AxisGlobal Member Orientation PlaneStatic SolverDynamic Solver

597YesYesYesYes144.120.50%YesNo332.2124YXZSparse AcceleratedStandard Solver

Hot Rolled Steel CodeAdjust Stiffness?RISAConnection CodeCold Formed Steel CodeWood CodeWood TemperatureConcrete CodeMasonry CodeAluminum CodeStainless Steel CodeAdjust Stiffness?

AISC 14th(360-10): LRFDYes(Iterative)AISC 14th(360-10): ASDAISI 1999: ASDAF&PA NDS-91/97: ASD< 100FACI 318-02ACI 530-05: ASDAA ADM1-05: ASD - BuildingAISC 14th(360-10): ASDYes(Iterative)

Number of Shear RegionsRegion Spacing Increment (in)Biaxial Column MethodParme Beta Factor (PCA)Concrete Stress BlockUse Cracked Sections?Use Cracked Sections Slab?Bad Framing Warnings?Unused Force Warnings?Min 1 Bar Diam. Spacing?Concrete Rebar SetMin % Steel for ColumnMax % Steel for Column

44PCA Load Contour.65RectangularYesYesNoYesNoREBAR_SET_ASTMA61518

RISA-3D Version 17.0.0 Page 1 [J:\...\...\55_CT5046\04_Structural\Calcs\RISA 3D\TIA North Mast.r3d]



(Global) Model Settings, ContinuedSeismic CodeSeismic Base Elevation (ft)Add Base Weight?Ct XCt ZT X (sec)T Z (sec)R XR ZCaCvNvOccupancy CategorySeismic Zone

UBC 1997Not EnteredNo.035.035Not EnteredNot Entered8.58.5.36.54143

Om ZOm XRho ZRho X

1111

Footing Overturning Safety FactorOptimize for OTM/SlidingCheck Concrete BearingFooting Concrete Weight (k/ft^3)Footing Concrete f'c (ksi)Footing Concrete Ec (ksi)LambdaFooting Steel fy (ksi)Minimum SteelMaximum SteelFooting Top BarFooting Top Bar Cover (in)Footing Bottom BarFooting Bottom Bar Cover (in)Pedestal BarPedestal Bar Cover (in)Pedestal Ties

1.5NoNo0340001600.00180.0075#33.5#33.5#31.5#3

Hot Rolled Steel PropertiesLabel E [ksi] G [ksi] Nu Therm (\1... Density[k/ft^3] Yield[ksi] Ry Fu[ksi] Rt

1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.22 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 58 1.23 A992 29000 11154 .3 .65 .49 50 1.1 58 1.24 A500 Gr.42 29000 11154 .3 .65 .49 42 1.3 58 1.15 A500 Gr.46 29000 11154 .3 .65 .49 46 1.2 58 1.16 A53 Gr. B 29000 11154 .3 .65 .49 35 1.5 58 1.2




Hot Rolled Steel Section SetsLabel Shape Type Design List Material Design ... A [in2] Iyy [in4] Izz [in4] J [in4]

1 Mast PIPE_12.0X Column Pipe A53 Gr. B Typical 17.5 339 339 6782 Brace HSS6X6X4 Beam Tube A500 Gr.46 Typical 5.24 28.6 28.6 45.6

Hot Rolled Steel Design ParametersLabel Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft] Lcomp bot[ft] L-torqu... Kyy Kzz Cb Function

1 M1 Mast 33 Segment Segment Lbyy Lateral2 M2 Brace 2.25 Lbyy Lateral3 M3 Brace 7 Lbyy Lateral4 M4 Brace 2.25 Lbyy Lateral5 M5 Brace 2.25 Lbyy Lateral6 M6 Brace 7 Lbyy Lateral7 M7 Brace 2.25 Lbyy Lateral8 M8 Mast 22 Lateral

Member Primary DataLabel I Joint J Joint K Joint Rotate(d... Section/Shape Type Design List Material Design Rul...

1 M1 N1 N3 Mast Column Pipe A53 Gr. B Typical2 M2 N8 N12 Brace Beam Tube A500 Gr.... Typical3 M3 N12 N11 Brace Beam Tube A500 Gr.... Typical4 M4 N11 N7 Brace Beam Tube A500 Gr.... Typical5 M5 N6 N10 Brace Beam Tube A500 Gr.... Typical6 M6 N10 N9 Brace Beam Tube A500 Gr.... Typical7 M7 N9 N5 Brace Beam Tube A500 Gr.... Typical8 M8 N3 N4 Mast Column Pipe A53 Gr. B Typical

Joint Coordinates and TemperaturesLabel X [ft] Y [ft] Z [ft] Temp [F] Detach From Dia...

1 N1 0 0 0 02 N2 0 21.5 0 03 N3 0 33 0 04 N4 0 55 0 05 N5 -2.25 0 3.5 06 N6 -2.25 0 -3.5 07 N7 -2.25 21.5 3.5 08 N8 -2.25 21.5 -3.5 09 N9 0 0 3.5 010 N10 0 0 -3.5 011 N11 0 21.5 3.5 012 N12 0 21.5 -3.5 0

Joint Boundary ConditionsJoint 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 N8 Reaction Reaction Reaction2 N7 Reaction Reaction Reaction3 N5 Reaction Reaction Reaction4 N6 Reaction Reaction Reaction




Member Point Loads (BLC 2 : Weight of Appurtenances)Member Label Direction Magnitude[k,k-ft] Location[ft,%]

1 M8 Y -.225 102 M8 Y -.132 103 M8 Y -.265 104 M8 Y -.123 195 M8 Y -.006 196 M8 Y -.265 19

Member Point Loads (BLC 3 : Weight of Ice Only)Member Label Direction Magnitude[k,k-ft] Location[ft,%]

1 M8 Y -.674 102 M8 Y -.253 103 M8 Y -.035 104 M8 Y -.523 195 M8 Y -.044 196 M8 Y -.035 19

Member Point Loads (BLC 4 : (x) TIA Wind with Ice)Member Label Direction Magnitude[k,k-ft] Location[ft,%]

1 M8 X .228 102 M8 X .099 103 M8 X .264 194 M8 X .019 19

Member Point Loads (BLC 5 : (x) TIA Wind)Member Label Direction Magnitude[k,k-ft] Location[ft,%]

1 M8 X .622 102 M8 X .199 103 M8 X .737 194 M8 X .02 19

Member Point Loads (BLC 6 : (z) TIA Wind with Ice)Member Label Direction Magnitude[k,k-ft] Location[ft,%]

1 M8 Z .228 102 M8 Z .099 103 M8 Z .264 194 M8 Z .019 19

Member Point Loads (BLC 7 : (z) TIA Wind)Member Label Direction Magnitude[k,k-ft] Location[ft,%]

1 M8 Z .622 102 M8 Z .199 103 M8 Z .737 194 M8 Z .02 19




Member Distributed Loads (BLC 2 : Weight of Appurtenances)Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/...Start Location[ft,%] End Location[ft,%]

1 M1 Y -.016 -.016 23 332 M8 Y -.016 -.016 0 8

Member Distributed Loads (BLC 3 : Weight of Ice Only)Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/...Start Location[ft,%] End Location[ft,%]

1 M1 Y -.038 -.038 0 02 M8 Y -.038 -.038 0 03 M1 Y -.22 -.22 23 334 M8 Y -.22 -.22 0 85 M2 Y -.026 -.026 0 06 M3 Y -.026 -.026 0 07 M4 Y -.026 -.026 0 08 M5 Y -.026 -.026 0 09 M6 Y -.026 -.026 0 010 M7 Y -.026 -.026 0 0

Member Distributed Loads (BLC 4 : (x) TIA Wind with Ice)Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/...Start Location[ft,%] End Location[ft,%]

1 M1 X .008 .008 0 02 M8 X .008 .008 0 83 M1 X .012 .012 23 334 M8 X .012 .012 0 85 M3 X .011 .011 0 06 M6 X .011 .011 0 0

Member Distributed Loads (BLC 5 : (x) TIA Wind)Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/...Start Location[ft,%] End Location[ft,%]

1 M1 X .023 .023 0 02 M8 X .023 .023 0 83 M1 X .034 .034 23 334 M8 X .034 .034 0 85 M3 X .025 .025 0 06 M6 X .025 .025 0 0

Member Distributed Loads (BLC 6 : (z) TIA Wind with Ice)Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/...Start Location[ft,%] End Location[ft,%]

1 M1 Z .008 .008 0 02 M8 Z .008 .008 0 83 M1 Z .012 .012 23 334 M8 Z .012 .012 0 85 M2 Z .011 .011 0 06 M5 Z .011 .011 0 0

Member Distributed Loads (BLC 7 : (z) TIA Wind)Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/...Start Location[ft,%] End Location[ft,%]

1 M1 Z .023 .023 0 02 M8 Z .023 .023 0 83 M1 Z .034 .034 23 33




Member Distributed Loads (BLC 7 : (z) TIA Wind) (Continued)Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/...Start Location[ft,%] End Location[ft,%]

4 M8 Z .034 .034 0 85 M2 Z .013 .013 0 06 M5 Z .013 .013 0 0

Basic Load CasesBLC Description Category X GravityY Gravity Z Gravity Joint Point Distribu...Area(M...Surface...

1 Self Weight None -12 Weight of Appurtenances None 6 23 Weight of Ice Only None 6 104 (x) TIA Wind with Ice None 4 65 (x) TIA Wind None 4 66 (z) TIA Wind with Ice None 4 67 (z) TIA Wind None 4 6

Load CombinationsDescription So...P... S... BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...

1 1.2D + 1.6W (X-direction) Yes Y 1 1.2 2 1.2 5 1.62 0.9D + 1.6W (X-direction) Yes Y 1 .9 2 .9 5 1.63 1.2D + 1.0Di + 1.0Wi (X-... Yes Y 1 1.2 2 1.2 3 1 4 14 1.2D + 1.6W (Z-direction) Yes Y 1 1.2 2 1.2 7 1.65 0.9D + 1.6W (Z-direction) Yes Y 1 .9 2 .9 7 1.66 1.2D + 1.0Di + 1.0Wi (Z-d...Yes Y 1 1.2 2 1.2 3 1 6 1

Envelope Joint ReactionsJoint X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC

1 N8 max -1.403 6 3.18 3 -1.107 3 0 6 0 6 0 62 min -4.708 1 -1.936 5 -4.147 4 0 1 0 1 0 13 N7 max 2.569 5 4.567 4 2.912 1 0 6 0 6 0 64 min -4.708 1 -.454 2 -3.756 5 0 1 0 1 0 15 N5 max 1.922 1 3.92 3 1.238 5 0 6 0 6 0 66 min -.944 5 .213 5 -1.232 1 0 1 0 1 0 17 N6 max 1.922 1 3.92 3 1.562 4 0 6 0 6 0 68 min 1.024 6 2.033 5 .714 3 0 1 0 1 0 19 Totals: max 0 6 14.199 6 0 310 min -5.573 1 4.49 2 -5.103 4

Envelope Joint DisplacementsJoint X [in] LC Y [in] LC Z [in] LC X Rotation [... LC Y Rotation [... LC Z Rotation [... LC

1 N1 max -.004 5 -.13 5 0 3 0 3 0 3 3.013e-03 22 min -.033 1 -.429 3 -.035 4 -2.402e-03 4 -8.935e-05 4 -1.121e-03 63 N2 max .077 1 -.131 5 .104 4 8.052e-03 4 7.402e-04 4 -3.746e-04 54 min .004 5 -.433 3 0 1 0 1 0 1 -1.022e-02 15 N3 max 2.486 1 -.132 5 2.212 4 2.087e-02 4 7.402e-04 4 -3.777e-04 56 min .056 5 -.436 3 0 1 0 1 0 1 -2.307e-02 17 N4 max 9.668 1 -.132 5 8.812 4 2.639e-02 4 7.402e-04 4 -3.796e-04 58 min .156 5 -.438 3 0 1 0 1 0 1 -2.859e-02 1




Envelope Joint Displacements (Continued)Joint X [in] LC Y [in] LC Z [in] LC X Rotation [... LC Y Rotation [... LC Z Rotation [... LC

9 N5 max 0 6 0 6 0 6 -2.596e-03 5 1.452e-03 4 -8.991e-04 510 min 0 1 0 1 0 1 -4.998e-03 3 -1.64e-04 1 -1.108e-02 311 N6 max 0 6 0 6 0 6 4.998e-03 3 1.501e-03 4 -4.461e-03 212 min 0 1 0 1 0 1 2.396e-04 5 9.507e-05 3 -1.146e-02 613 N7 max 0 6 0 6 0 6 2.554e-03 5 3.876e-04 1 -8.635e-03 214 min 0 1 0 1 0 1 -4.008e-03 3 -4.351e-03 4 -1.321e-02 415 N8 max 0 6 0 6 0 6 5.83e-03 4 -1.473e-04 3 5.013e-03 516 min 0 1 0 1 0 1 -6.744e-04 2 -4.405e-03 4 -1.218e-02 317 N9 max 0 5 -.023 5 0 3 -2.596e-03 5 7.949e-04 4 -7.89e-04 518 min 0 1 -.284 3 -.034 4 -4.998e-03 3 2.974e-04 3 -8.939e-03 319 N10 max 0 6 -.11 2 0 1 4.998e-03 3 6.502e-04 5 -2.981e-03 220 min 0 1 -.295 6 -.034 4 2.396e-04 5 -5.128e-04 1 -9.406e-03 621 N11 max .001 1 -.235 2 .103 4 2.554e-03 5 -4.607e-04 3 -8.913e-03 222 min 0 5 -.339 4 0 3 -4.008e-03 3 -2.305e-03 4 -1.07e-02 423 N12 max .001 1 .128 5 .103 4 5.83e-03 4 1.212e-03 1 3.95e-03 524 min 0 6 -.317 3 -.001 1 -6.744e-04 2 -2.158e-03 5 -1.047e-02 3

Envelope AISC 14th(360-10): LRFD Steel Code ChecksMember Shape Code Check Loc... LC Shea...Loc...... L...phi*Pn...phi*Pn...phi*M... phi*M... ... Eqn

1 M1 PIPE_12.0X .456 21.... 1 .034 21.... 4 524.199 551.25 184.275184.2751...H1-1b2 M2 HSS6X6X4 .356 2.25 5 .067 0 z 4 214.996216.936 38.64 38.64 1...H1-1b3 M3 HSS6X6X4 .656 3.5 4 .394 7 y 4 198.868216.936 38.64 38.64 1...H3-64 M4 HSS6X6X4 .489 0 4 .075 2.25 y 4 214.996216.936 38.64 38.64 1...H1-1b5 M5 HSS6X6X4 .270 2.25 3 .064 0 y 3 214.996216.936 38.64 38.64 1...H1-1b6 M6 HSS6X6X4 .528 3.5 3 .334 0 y 3 198.868216.936 38.64 38.64 1...H3-67 M7 HSS6X6X4 .270 0 3 .064 2.25 y 3 214.996216.936 38.64 38.64 1...H1-1b8 M8 PIPE_12.0X .220 0 1 .020 0 1 458.537 551.25 184.275184.2752...H1-1b




Joint ReactionsLC Joint Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft]

1 1 N8 -4.708 -.083 -2.912 0 0 02 1 N7 -4.708 -.083 2.912 0 0 03 1 N5 1.922 3.077 -1.232 0 0 04 1 N6 1.922 3.077 1.232 0 0 05 1 Totals: -5.573 5.987 06 1 COG (ft): X: -.036 Y: 30.25 Z: 0





1 2 N8 -4.622 -.454 -2.858 0 0 02 2 N7 -4.622 -.454 2.858 0 0 03 2 N5 1.836 2.699 -1.178 0 0 04 2 N6 1.836 2.699 1.178 0 0 05 2 Totals: -5.573 4.49 06 2 COG (ft): X: -.036 Y: 30.25 Z: 0





1 3 N8 -1.783 3.18 -1.107 0 0 02 3 N7 -1.783 3.18 1.107 0 0 03 3 N5 1.129 3.92 -.714 0 0 04 3 N6 1.129 3.92 .714 0 0 05 3 Totals: -1.308 14.199 06 3 COG (ft): X: -.034 Y: 31.298 Z: 0





1 4 N8 -3.121 -1.572 -4.147 0 0 02 4 N7 2.497 4.567 -3.714 0 0 03 4 N5 -.872 .583 1.197 0 0 04 4 N6 1.495 2.41 1.562 0 0 05 4 Totals: 0 5.987 -5.1036 4 COG (ft): X: -.036 Y: 30.25 Z: 0





1 5 N8 -3.038 -1.936 -4.092 0 0 02 5 N7 2.569 4.18 -3.756 0 0 03 5 N5 -.944 .213 1.238 0 0 04 5 N6 1.412 2.033 1.506 0 0 05 5 Totals: 0 4.49 -5.1036 5 COG (ft): X: -.036 Y: 30.25 Z: 0





1 6 N8 -1.403 2.822 -1.402 0 0 02 6 N7 -.072 4.305 -.466 0 0 03 6 N5 .451 3.313 -.123 0 0 04 6 N6 1.024 3.758 .787 0 0 05 6 Totals: 0 14.199 -1.2046 6 COG (ft): X: -.034 Y: 31.298 Z: 0


CENTEK Engineering, INC.TJL

18000.55

North Mast - Tower # 1102

Unity Check

Nov 21, 2018 at 9:14 AMTIA North Mast.r3d

N1

N2

N3

N4

N5

N6

N7

N8

N9

N10

N11

N12

.27

.53.53

.27

.46

.36

.66.66

.49

.46

.22

Y

XZ

Code Check( Env )

No Calc > 1.0.90-1.0.75-.90.50-.75 0.-.50

Member Code Checks Displayed (Enveloped)Envelope Only Solution


18000.55


LC #1 Loads


N1

N2

N3

N4

N5

N6

N7

N8

N9

N10

N11

N12

NC

NCNC

NC

NC

NC

NCNC

NC

NC

NC

-.019k/ft

.037k/ft

.054k/ft .04k/ft

.04k/ft

-.019k/ft.091k/ft

-.746k

-.473k

1.314k

1.211k

Y

XZ

Member Code Checks DisplayedLoads: LC 1, 1.2D + 1.6W (X-direction)


18000.55


LC #1 Reactions and Deflected Shape


N1

N2

N3

N4

N5

N6

N7

N8

N9

N10

N11

N12

N6

N10N10

N9N9

N5N1

N3

N8

N12N12

N11N11

N7

N3

N4

-4.7

-.1

-2.9

-4.7

-.1 2.9

1.9

3.1

-1.2

1.9

3.1

1.2

Y

XZ

Code Check( LC 1 )

No Calc > 1.0.90-1.0.75-.90.50-.75 0.-.50

Member Code Checks DisplayedResults for LC 1, 1.2D + 1.6W (X-direction)Reaction and Moment Units are k and k-ft


18000.55


LC #2 Loads


N1

N2

N3

N4

N5

N6

N7

N8

N9

N10

N11

N12

NC

NCNC

NC

NC

NC

NCNC

NC

NC

NC

-.014k/ft

.037k/ft

.054k/ft .04k/ft

.04k/ft

-.014k/ft.091k/ft

-.56k

-.355k

1.314k

1.211k

Y

XZ

Member Code Checks DisplayedLoads: LC 2, 0.9D + 1.6W (X-direction)


18000.55




N1

N2

N3

N4

N5

N6

N7

N8

N9

N10

N11

N12

N6

N10N10

N9N9

N5N1

N3

N8

N12N12

N11N11

N7

N3

N4

-4.6

-.5

-2.9

-4.6

-.5 2.9

1.8

2.7

-1.2

1.8

2.7

1.2

Y

XZ

Code Check( LC 2 )

No Calc > 1.0.90-1.0.75-.90.50-.75 0.-.50

Member Code Checks DisplayedResults for LC 2, 0.9D + 1.6W (X-direction)Reaction and Moment Units are k and k-ft


18000.55


LC #3 Loads


N1

N2

N3

N4

N5

N6

N7

N8

N9

N10

N11

N12

NC

NCNC

NC

NC

NC

NCNC

NC

NC

NC

-.239k/ft

-.038k/ft.008k/ft

.012k/ft

-.026k/ft

-.026k/ft.011k/ft

-.026k/ft

-.026k/ft

-.026k/ft.011k/ft

-.026k/ft

-.239k/ft

-.038k/ft.02k/ft

-1.708k

-1.075k

.327k

.283k

Y

XZ

Member Code Checks DisplayedLoads: LC 3, 1.2D + 1.0Di + 1.0Wi (X-direction)


18000.55




N1

N2

N3

N4

N5

N6

N7

N8

N9

N10

N11

N12

N6

N10N10

N9N9

N5N1

N3

N8

N12N12

N11N11

N7

N3

N4

-1.8

3.2

-1.1

-1.8

3.2

1.1

1.1

3.9

-.7

1.1

3.9

0.7

Y

XZ

Code Check( LC 3 )

No Calc > 1.0.90-1.0.75-.90.50-.75 0.-.50

Member Code Checks DisplayedResults for LC 3, 1.2D + 1.0Di + 1.0Wi (X-direction)Reaction and Moment Units are k and k-ft


18000.55


LC #4 Loads


N1

N2

N3

N4

N5

N6

N7

N8

N9

N10

N11

N12

NC

NCNC

NC

NC

NC

NCNC

NC

NC

NC

-.019k/ft

.037k/ft

.054k/ft.02k/ft

.02k/ft

-.019k/ft.091k/ft

-.746k

-.473k

1.314k

1.211k

Y

XZ

Member Code Checks DisplayedLoads: LC 4, 1.2D + 1.6W (Z-direction)


18000.55




N1

N2

N3

N4

N5

N6

N7

N8

N9

N10

N11

N12

N6

N10N10

N9N9

N5N1

N3

N8

N12N12

N11N11

N7

N3

N4

-3.1

-1.6

-4.1

2.5

4.6

-3.7

-.90.6

1.2

1.5

2.4

1.6

Y

XZ

Code Check( LC 4 )

No Calc > 1.0.90-1.0.75-.90.50-.75 0.-.50

Member Code Checks DisplayedResults for LC 4, 1.2D + 1.6W (Z-direction)Reaction and Moment Units are k and k-ft


18000.55


LC #5 Loads


N1

N2

N3

N4

N5

N6

N7

N8

N9

N10

N11

N12

NC

NCNC

NC

NC

NC

NCNC

NC

NC

NC

-.014k/ft

.037k/ft

.054k/ft.02k/ft

.02k/ft

-.014k/ft.091k/ft

-.56k

-.355k

1.314k

1.211k

Y

XZ

Member Code Checks DisplayedLoads: LC 5, 0.9D + 1.6W (Z-direction)


18000.55




N1

N2

N3

N4

N5

N6

N7

N8

N9

N10

N11

N12

N6

N10N10

N9N9

N5N1

N3

N8

N12N12

N11N11

N7

N3

N4

-3

-1.9

-4.12.6

4.2

-3.8

-.90.2

1.2

1.4

2

1.5

Y

XZ

Code Check( LC 5 )

No Calc > 1.0.90-1.0.75-.90.50-.75 0.-.50

Member Code Checks DisplayedResults for LC 5, 0.9D + 1.6W (Z-direction)Reaction and Moment Units are k and k-ft


18000.55


LC #6 Loads


N1

N2

N3

N4

N5

N6

N7

N8

N9

N10

N11

N12

NC

NCNC

NC

NC

NC

NCNC

NC

NC

NC

-.239k/ft

-.038k/ft .008k/ft

.012k/ft

-.026k/ft .011k/ft

-.026k/ft

-.026k/ft

-.026k/ft .011k/ft

-.026k/ft

-.026k/ft

-.239k/ft

-.038k/ft .02k/ft

-1.708k

-1.075k

.327k

.283k

Y

XZ

Member Code Checks DisplayedLoads: LC 6, 1.2D + 1.0Di + 1.0Wi (Z-direction)


18000.55




N1

N2

N3

N4

N5

N6

N7

N8

N9

N10

N11

N12

N6

N10N10

N9N9

N5N1

N3

N8

N12N12

N11N11

N7

N3

N4

-1.4

2.8

-1.4

-.1

4.3

-.5

0.5

3.3

-.1

1

3.8

0.8

Y

XZ

Code Check( LC 6 )

No Calc > 1.0.90-1.0.75-.90.50-.75 0.-.50

Member Code Checks DisplayedResults for LC 6, 1.2D + 1.0Di + 1.0Wi (Z-direction)Reaction and Moment Units are k and k-ft

Column: M8Shape:Material:Length:I Joint:J Joint:

Code Check:Report Based On 97 Sections

PIPE_12.0XA53 Gr. B22 ftN3N4

LC 1: 1.2D + 1.6W (X-direction)0.220 (bending)

2.945 at 0 ft

A k

3.294 at 0 ft

.04 at 19.021 ftVy k

Vz k

T k-ft My k-ft

39.948 at 0 ft

Mz k-ft

-2.486 at 0 ft

-9.668 at 22 ft

Dy in

Dz in

.168 at 0 ftfa ksi

9.015 at 0 ft

fc ksi-9.015 at 0 ft

ft ksi

AISC 14th(360-10): LRFD Code CheckDirect Analysis MethodMax Bending Check Max Shear CheckLocation LocationEquation Max Defl Ratio

0.2200 ftH1-1b

0.020 (s)0 ftL/36

Bending CompressionCompact Non-Slender

Fy 35 ksiphi*Pncphi*Pntphi*Mnyphi*Mnzphi*Vnyphi*Vnzphi*Tn

458.537 k551.25 k184.275 k-ft184.275 k-ft165.375 k165.375 k173.622 k-ft

Cb 2.272

y-y z-zLbKL/r

22 ft 22 ft59.982 59.982

L Comp Flange 22 ftL-torque 22 ftTau_b 1

Subject:

Location:

Rev. 1: 2/20/19

Flange Bolts and Flangeplate Analysis

Norwalk, CT


Flange Bolt and Flange Plate Analysis:

Input Data:

Tower Reactions:

Overturning Moment = OM 39.9 ft× kips×:= (Input From RisaTower)

Shear Force = Shear 3.3 kips×:= (Input From RisaTower)

Axial Force = Axial 3.0 kips×:= (Input From RisaTower)

Flange Bolt Data:

Use ASTM A325

Number of Flange Bolts = N 8:= (User Input)

Diameter of Bolt Circle = Dbc 17 in×:= (User Input)

Bolt Minimum Tensile Strength = Fub 120 ksi×:= (User Input)

Bolt Modulus = E 29000 ksi×:= (User Input)

Diameter of Flange Bolts = D 1.125 in×:= (User Input)

Threads per Inch = n 7:= (User Input)

Flange Plate Data:

Use ASTM A36

Plate Yield Strength = Fybp 50 ksi×:= (User Input)

Flange Plate Thickness = tbp 1.5 in×:= (User Input)

Flange Plate Diameter = Dbp 20 in×:= (User Input)

Outer Pole Diameter = Dpole 12.8 in×:= (User Input)

6.3 - Flange Bolts and Flange Plate.xmcd.xmcd Page 6.3-1

Subject:

Location:

Rev. 1: 2/20/19


Norwalk, CT


Geometric Layout Data:

Distance from Bolts to Centroid of Pole:

Radius of Bolt Circle =: RbcDbc

28.5 in×=:=

Distance to Bolts = i 1 N..:=

di θ 2 π×iN

æçè

ö÷ø

×¬

d Rbc sin θ( )×¬

:= d1 6.01 in×= d7 6.01- in×=

d2 8.50 in×= d8 0.00- in×=

d3 6.01 in×=

d4 0.00 in×=

d5 6.01- in×=

d6 8.50- in×=

Critical Distances For Bending in Plate:

Outer Pole Radius = RpoleDpole

26.4 in×=:=

Moment Arms of Bolts about Neutral Axis = MAi if di Rpole³ di Rpole-, 0in, ( ):=

MA1 0.00 in×= MA7 0.00 in×=

MA2 2.10 in×= MA8 0.00 in×=

MA3 0.00 in×=

MA4 0.00 in×=

MA5 0.00 in×=

MA6 0.00 in×=

Effective Width of Flangeplate for Bending = Beff .8 2×Dbp

2

æçè

ö÷ø

2Dpole

2

æçè

ö÷ø

2

-× 12.3 in×=:=


Subject:

Location:

Rev. 1: 2/20/19


Norwalk, CT


Flange Bolt Analysis:

Calculated Flange Bolt Properties:

Polar Moment of Inertia = Ipi

di( )2å 289 in2×=:=

Gross Area of Bolt = Agπ4

D2

× 0.994 in2

×=:=

Net Area of Bolt = Anπ4

D0.9743 in×

n-æç

èö÷ø

2× 0.763 in

2×=:=

Net Diameter = Dn2 An×

π0.986 in×=:=

Radius of Gyration of Bolt = rDn4

0.246 in×=:=

Section Modulus of Bolt = Sxπ Dn

3×

320.094 in

3×=:=

Check Flange Bolt Tension Force:

Maximum Tensile Force = TMax OMRbcIp

×Axial

N- 13.7 kips×=:=

Maximum Shear Force = VMaxShear

N0.4 kips×=:=

Design Tensile Strength = ΦRnt 0.75 Fub× 0.75× Ag×( ) 67.1 kips×=:=

Bolt Tension % of Capacity =TMaxΦRnt

20.43 %×=

Condition1 = Condition1 ifTMaxΦRnt

1.00£ "OK", "Overstressed", æçè

ö÷ø

:=

Condition1 "OK"=

Design Shear Strength = ΦRnv 0.75 0.45× Fub× Ag×( ) 40.3 kips×=:=

Condition2 = Condition2 ifVMaxΦRnv

æçè

ö÷ø

2TMaxΦRnt

æçè

ö÷ø

2

+ 1.00£ "OK", "Overstressed", éêêë

ùúúû

:=

Condition2 "OK"=


Subject:

Location:

Rev. 1: 2/20/19


Norwalk, CT


Flange Plate Analysis:

Force from Bolts = Ci

OM di×

Ip

AxialN

+:=

C7 9.6- kips×=C1 10.3 kips×=

C8 0.4 kips×=C2 14.5 kips×=

C3 10.3 kips×=

C4 0.4 kips×=

C5 9.6- kips×=

C6 13.7- kips×=

Maximum Bending Stress in Plate =

fbpi

4 Ci× MAi×

Beff tbp2

×æèöø

å 4.4 ksi×=:=

Allowable Bending Stress in Plate = Fbp 0.9 Fybp× 45 ksi×=:=

Plate Bending Stress % of Capacity =fbpFbp

9.8 %×=

Condition3 = Condition2 iffbpFbp

1.00< "Ok", "Overstressed", æçè

ö÷ø

:=

Condition2 "Ok"=


Subject:

Location:

Rev. 0: 11/21/18

Connection of Mast to Tower # 1102

Norwalk, CT


Mast Connection to Tower:

Reactions:

Moment = Moment 0 kips×:= (Input From Risa-3D)

Vertical = Vertical 3.1 kips×:= (Input From Risa-3D)

Horizontal x-dir = Horizontalx 4.7 kips×:= (Input From Risa-3D)

Horizontal z-dir = Horizontalz 2.9 kips×:= (Input From Risa-3D)

Bolt Data:

Bolt Type = ASTM A325 (User Input)

Bolt Diameter = D 0.75 in×:= (User Input)

Number of Bolts = Nb 4:= (User Input)

Design Tensile Strength = Ft 29.8 kips×:= (User Input)

Design Shear Strength = Fv 17.9 kips×:= (User Input)

Shear Force = fvHorizontalz

2Vertical

2+

Nb1.1 kips×=:=

Bolt Shear % of Capacity =fvFv

5.93 %×=

Check Bolt Shear = Bolt_Shear iffvFv


ö÷ø

:=

Bolt_Shear "OK"=

Tension Force = ftHorizontalx

Nb1.2 kips×=:=

Bolt Tenison % of Capacity =ftFt

3.94 %×=

Check Bolt Tension = Bolt_Tension ifftFt


ö÷ø

:=

Bolt_Tension "OK"=

6.4 - Mast Connection.xmcd.xmcd Page 6.3-1

Subject:

Location:

Rev. 2: 5/21/19

Load Analysis of South Mast on Structure#1102

Norwalk, CT

Prepared by: T.J.L Checked by: C.A.G.Job No. 18000.55

Basic Components

Heavy Wind Pressure = p 4.00:= psf (User Input NESC 2012 Figure 250-1 & Table 250-1)Basic Windspeed = V 110:= mph (User Input NESC 2012 Figure 250-2(e) )

Radial Ice Thickness = Ir 0.50:= in (User Input)Radial Ice Density = Id 56.0:= pcf (User Input)

Factors for Extreme Wind Calculation

Elevation of Top of PCS Mast Above Grade = TME 117:= ft (User Input)

Multiplier Gust Response Factor = m 1.25:= (User Input - Only for NESC Extreme wind case)

NESC Factor = kv 1.43:= (User Input from NESC 2012 Table 250-3 equation)

Importance Factor = I 1.0:= (User Input from NESC 2012 Section 250.C.2)

Velocity Pressure Coefficient = Kz 2.01TME900

æçè

ö÷ø

29.5

× 1.308=:= (NESC 2012 Table 250-2)

Exposure Factor = Es 0.34633

0.67 TME×( )éêë

ùúû

17

0.306=:= (NESC 2012 Table 250-3)

Response Term = Bs1

1 0.375TME220

×+æçè

ö÷ø

0.834=:= (NESC 2012 Table 250-3)

Gust Response Factor = Grf1 2.7 Es× Bs

12

×

æçè

ö÷ø+

éêë

ùúû

kv20.858=:= (NESC 2012 Table 250-3)

Wind Pressure = qz 0.00256 Kz× V2

× Grf× I× 34.8=:= psf (NESC 2012 Section 250.C.2)

Shape Factors

Shape Factor for Round Members = CdR 1.3:= (User Input)Shape Factor for Flat Members = CdF 1.6:= (User Input)

Shape Factor for Coax Cables Attached to Outside of Pole = Cdcoax 1.6:= (User Input)

Overload Factors

Overload Factors for Wind Loads:

NESC Heavy Loading = 2.5 (User Input) Apply in Risa-3D Analysis NESC Extreme Loading = 1.0 (User Input) Apply in Risa-3D Analysis

Overload Factors for Vertical Loads:

NESC Heavy Loading = 1.5 (User Input) Apply in Risa-3D AnalysisNESC Extreme Loading = 1.0 (User Input) Apply in Risa-3D Analysis

NESC Load Calculations - South Mast.xmcd Page 7.0-1

Subject:

Location:

Rev. 2: 5/21/19


Norwalk, CT


Development of Wind & Ice Load on Mastt

Mast Data: (12" Sch. 80)

Mast Shape = Round (User Input)

Mast Diameter = Dmast 12.8:= in (User Input)

Mast Length = Lmast 55:= ft (User Input)

Mast Thickness = tmast 0.5:= in (User Input)

Wind Load (NESC Extreme)

Mast Projected Surface Area = AmastDmast

121.067=:=

Total Mast Wind Force (Below Top of Tower) = qz CdR× Amast× 48= plf BLC 5

Total Mast Wind Force (Below Top of Tower) = qz Cdcoax× Amast× 59= Coax on Mast plf BLC 5

Total Mast Wind Force (Above Top of Tower) = qz Cdcoax× Amast× m× 74= Coax on Mast plf BLC 5

Wind Load (NESE Heavy)

Mast Projected Surface Area w/ Ice = AICEmastDmast 2 Ir×+( )

121.15=:=

Total Mast Wind Force w/ Ice = p CdR× AICEmast× 6= plf BLC 4

Total Mast Wind Force w/ Ice = p Cdcoax× AICEmast× 7= Coax on Mast plf BLC 4


Weight of the Mast = Self Weight (Computed internally by Risa-3D) plf BLC 1


Ice Area per Linear Foot = Aimastπ4

Dmast Ir 2×+( )2 Dmast2-éë ùû 20.9=:= sq in

Weight of Ice on Mast = WICEmast IdAimast

144× 8=:= plf BLC 3


Subject:

Location:

Rev. 2: 5/21/19


Norwalk, CT




Antenna Model = KMW AM-X-CD-14-65


Antenna Height = Lant 48:= in (User Input)

Antenna Width = Want 11.8:= in (User Input)


Antenna Weight = WTant 36.4:= lbs (User Input)


Wind Load (NESC Extreme)

Assumes Maximum Possible Wind PressureApplied to all Antennas Simultaneously


1443.9=:= sf


Total Antenna Wind Force = Fant qz CdF× Aant× m× 820=:= lbs BLC 5

Wind Load (NESC Heavy)

Assumes Maximum Possible Wind PressureApplied to all Antennas Simultaneously

Surface Area for One Antenna w/ Ice = SAICEantLant 1+( ) Want 1+( )×

1444.4=:= sf


Total Antenna Wind Force w/ Ice = Fiant p CdF× AICEant× 84=:= lbs BLC 4



Gravity Load (ice only)


Volume of Ice on Each Antenna = Vice Lant 1+( ) Want 1+( ) Tant 1+( )× Vant- 986=:= cu in


Id× 32=:= lbs



Subject:

Location:

Rev. 2: 5/21/19


Norwalk, CT


Development of Wind & Ice Load on TMA's

TMA Data: (AT&T)

TMA Model = Kaleus TMA2093F00V1-1

TMA Shape = Flat (User Input)

TMA Height = LTMA 11.8:= in (User Input)

TMA Width = WTMA 9.8:= in (User Input)

TMA Thickness = TTMA 3.7:= in (User Input)

TMA Weight = WTTMA 23:= lbs (User Input)

Number of TMA's = NTMA 3:= (User Input)

Wind Load (NESC Extreme Wind)

Assumes Maximum Possible Wind PressureApplied to All TMA's Simultaneously

Surface Area for One TMA = SATMALTMA WTMA×

1440.8=:= sf

TMA Projected Surface Area = ATMA SATMA NTMA× 2.4=:= sf

Total TMA Wind Force = FTMA qz CdF× ATMA× m× 167=:= lbs BLC 5

Wind Load (NESC Heavy Wind)

Assumes Maximum Possible Wind PressureApplied to All TMA's Simultaneously

Surface Area for One TMA w/ Ice = SAICETMALTMA 2 Ir×+( ) WTMA 2 Ir×+( )×

1441=:= sf

TMA Projected Surface Area w/ Ice = AICETMA SAICETMA NTMA× 2.9=:= sf

Total TMA Wind Force w/ Ice = FiTMA p CdF× AICETMA× 18=:= lbs BLC 4


Weight of All TMA's = WgtTMA WTTMA NTMA×( ) 69=:= lbs BLC 2

Gravity Load (ice)

Volume of Each TMA = VTMA LTMA WTMA× TTMA× 428=:= cu in

Volume of Ice on Each TMA = Vice LTMA 2 Ir×+( ) WTMA 2 Ir×+( ) TTMA 2 Ir×+( ) VTMA- 222=:= cu in

Weight of Ice on Each TMA = WICETMAVice1728

Id× 7=:= lbs

Weight of Ice on All TMA's = Wgtice.TMA WICETMA NTMA×( ) 22=:= lbs BLC 3


Subject:

Location:

Rev. 2: 5/21/19


structural analysis of - connecticut · § foundation analysis § local stress check section 10 -...

Documents