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2020-02-18 - Ordinance 2020-015 - APPROVING A SPECIAL USE AND VARIATION FOR A PUBLIC FACILITY (PUBLIC SAFETY ANTENNA) AT 1051 HIGHLAND GROVE AND 109 DEERFIELD PARKWAY (BUFFALO GROVE FIRE STATION 26) ORDINANCE NO. 2020—015 AN ORDINANCE APPROVING A SPECIAL USE AND VARIATION FOR A PUBLIC FACILITY (PUBLIC SAFETY ANTENNA)AT 1051 HIGHLAND GROVE AND 109 DEERFIELD PARKWAY (BUFFALO GROVE FIRE STATION 26) VILLAGE OF BUFFALO GROVE, COOK AND LAKE COUNTIES,ILLINOIS Fire Station 26 Public Facility Antenna WHEREAS, the Village of Buffalo Grove is a Home Rule Unit by virtue of the Illinois Constitution of 1970; and, WHEREAS,the Property located at 1051 Highland Grove Drive& 109 Deerfield Parkway (hereinafter referred to as the"Property") is improved with an existing fire station with an antenna; and, WHEREAS,the Village of Buffalo Grove(hereinafter referred to as the"Petitioner")is seeking to replace the existing public safety antenna; and, WHEREAS, the public safety antenna requires both a special use and variation for height and, WHEREAS,the Petitioner has filed a petition requesting the special use and variation pursuant to the following exhibits: EXHIBIT A Plan Set EXHIBIT B Minutes from the February 5, 2020 Planning & Zoning Commission Meeting WHEREAS,the Village Planning&Zoning Commission conducted a public hearing on February 5, 2020 concerning the petition; and, WHEREAS, the Planning & Zoning Commission made a finding and determined that the testimony and exhibits presented by the Petitioner at the public hearing demonstrated support for the special use and requested variations of the Zoning Ordinance,as represented in the minutes attached as Exhibit`B"; and, WHEREAS, the Planning & Zoning Commission unanimously recommended approval of the special use and variations to the Zoning Ordinance; and, WHEREAS,the President and Board of Trustees of the Village of Buffalo Grove have determined that the special use and variation to the Zoning Ordinance as set forth in the exhibits hereto will allow appropriate development of the Property and will be compatible with adjacent properties. NOW,THEREFORE, BE IT ORDAINED BY THE PRESIDENT AND BOARD OF TRUSTEES OF THE VILLAGE OF BUFFALO GROVE, COOK AND LAKE COUNTIES,ILLINOIS: 2 Section 1. This ordinance is made pursuant to and in accordance with the Village's Zoning Ordinance and the Village's Home Rule powers.The preceding whereas clauses are hereby incorporated herein. Section 2. The Corporate Authorities hereby adopt a proper, valid and binding ordinance approving the development for the Property including a variation to the Zoning Ordinance, with the following conditions: 1. The special use is granted to the Village of Buffalo Grove and said special use does not run with the land. 2. The special use granted may be assignable to subsequent petitioners seeking assignment of this special use as follows: a. Upon application of a petition seeking assignment of this special use, the Village of Buffalo Grove,in their sole discretion,may approve the assignment administratively,or may refer it to the Planning&Zoning Commission and/or the Village Board for a public hearing. b. Such assignment shall be valid only upon the written approval of the Village of Buffalo Grove granting said assignment,which may be granted or denied for any reason. 3. The proposed communication antenna shall be installed in accordance with the documents and plans submitted as part of this petition. Section 3. This Ordinance shall be in full force and effect.This Ordinance shall not be codified. AYES: 6 - Stein Ottenheimer, Weidenfeld Johnson.,Smith Pike NAYES: 0—None ABSENT: 0—None PASSED: February 18,2020 APPROVED: February 18,2020 2,( erly Sussman, Village President ATTEST: Janet M. ian, Village Clerk 3 EXHIBIT A Plan Set 4 EXHIBIT B—Plan Set Minutes from the February 5,2020 Planning & Zoning Commission Meeting VILIAGE OF fl BUFFALO GROW,, MEMORANDUM DATE: December 1, 2019 TO: Planning and Zoning Commission FROM: Rati Akash,Village Planner Mike Skibbe, Deputy Director of Public Works SUBJECT: Village Antenna Towers at Fire Station 26 & 27 OVERVIEW The Village of Buffalo Grove is seeking an amendment to the special use for the replacement of two existing antenna towers in Fire Station 26 and Fire Station 27 respectively. The two proposed towers would be 100 foot tall,self-supporting,ground mounted antennas. The communications devices mounted on the towers would only be Village specific devices, and no commercial use devices are proposed. The towers are critical to the connectivity of emergency communications at the Fire Stations, as well as for our automated water meter reading antenna in Public Works. SITE SPECIFICS Fire Station 27— 100 Half Day Road The existing tower at Fire Station 27 is a, 80 foot tall self-supporting tower mounted just North of the Fire Station itself. The tower was constructed with the new Fire Station in 1991. It is in poor overall condition,with deteriorating structural members and a leaning concrete foundation pad. This tower supports both the computer connection to Village Hall for onsite personnel,and emergency communication radio equipment. The new tower would increase in height by 20 feet to clear the increase in height of the tree canopy throughout the Village. It would be constructed just north of the existing tower, both to limit the change in view as well as to allow the new tower to be built before the existing tower is removed. Please see the attached diagrams for specific measurements. Fire Station 26—109 Deerfield Parkway The existing tower at Fire Station 26 is an 80 foot tall, roof mounted antenna tower with guy wire support system. It is mounted on the roof of the station which was constructed in 1981,and last revised by increasing its height due to tree canopy in 2008. The guy wire anchor system to the roof deck no longer meets industry standard, and rather than try to modify an aged tower, we propose to move it to a more typical ground mounted,self-supporting tower design. An Internationally Accredited Public Works Agency �� m Since 2004 �•p.W• m , a VILLAGE OF BUFFALOGROVE A similar roof mounted tower, at Village Hall, failed in 2009 by falling off the roof. The Village Hall tower was moved to the ground in a similar replacement project. We want to replace this tower and avoid any potential of a similar fate. The proposed tower would be mounted on the ground just south of the Fire Station, as close as feasible to its current location. Since the 80 foot tall antenna tower was mounted to the top of the structure, the overall height at this location will be similar with the 100 foot tall ground mounted antenna. We believe the overall appearance will be similar, if not less impactful to the neighborhood. The new tower will not require the guy-wire support system which added to the overall appearance of the existing tower. Please see the attached diagrams with specific dimensions. REQU ESTS Fire Station 26 Petition for an amendment to the special use Ordinance No. 90-83 for the preliminary plan approval of fire station 26. Petition for variation to Zoning Ordinance Section 17.32 allow for the installation of self- supporting communication antennas which exceeds the maximum permissible height of 60'. Fire Station 27 Petition for an amendment to the special use Ordinance No. 90-43 for the preliminary plan approval of fire station 27. Petition for variation to Zoning Ordinance Section 17.32 allow for the installation of self- supporting communication antennas which exceeds the maximum permissible height of 60'. The Village of Buffalo Grove is seeking to replace two existing antennas in both Fire Station 26 and Fire Station 27, with two new proposed self-supporting ground mounted antennas which would be 100 foot tall. CC: Chris Stilling,Deputy Village Manager Rati Akash,Village Planner H:\Agreements\Antenna Tower\2019-1201 PZC Antenna Tower Memo.docx M W F RI An Internationally Accredited � � Public Works Agency Since 2004 4 POW• j. `dy pi i i �r I r i yr 5r r� 7�� P I a 1� „r 4 r 1 § 4 17.28.040—Criteria to Special Use 1. The special use will serve the public convenience at the location of the subject property;or the establishment, maintenance or operation of the special use will not be detrimental to or endanger the public health,safety, morals, comfort, or general welfare, The Village of Buffalo is proposing to replace an existing communication antenna with another communication antenna. The proposed communication antenna will not be detrimental or endanger the public health,safely,morals,comfort,or general welfare. 2. The location and size of the special use, the nature and intensity of the operation involved in or conducted in connection with said special use, the size of the subject property in relation to such special use, and the location of the site with respect to streets giving access to it shall be such that it will be in harmony with the appropriate, orderly development of the district in which it is located; The proposed communication antenna will be located behind the Fire Station 26 building on the north side.The proposed communication antenna will be setback 195'from Highland Grove Drive and 175' from Deerfield Parkway. The proposed communication antenna is 100' in height, and will be replacing an existing roof mounted communication antenna of 100'in height from ground level.The proposed communication tower location and size,and will be harmonious with the surroundings for both the location and size. 3. The special use will not be injurious to the use and enjoyment of other property in the immediate vicinity of the subject property for the purposes already permitted in such zoning district, nor substantially diminish and impair other property valuations with the neighborhood; The proposed communication antenna is replacing an existing communication antenna,and will not diminish and impair property valuation with the neighborhood. 4. The nature, location and size of the buildings or structures involved with the establishment of the special use will not impede, substantially hinder or discourage the development and use of adjacent land and buildings in accord with the zoning district within which they lie; The existing communication antenna has not hindered or discouraged the development and use of the adjacent land buildings. The proposed communication antenna replacing the existing antenna will have the same functionality, which will be used for emergency communications at the Fire Station 26&27,and automated water reading at Public Works. The proposed communication antennas serves the same purpose, and will not hinder or discourage the development of its surroundings. 5. Adequate utilities, access roads, drainage, and/or other necessary facilities have been or will be provided, N/A 6. Parking areas shall be of adequate size for the particular special use, which areas shall be properly located and suitably screened from adjoining residential uses, and the entrance and exit driveways to and from these parking areas shall be designed so as to prevent traffic hazards, eliminate nuisance and minimize traffic congestion in the public streets. The location of the proposed communication antenna towers will not occupy any parking space or impede any traffic flow. During your testimony at the Public Hearing you need to testify and present your case for the variance being requested. During your testimony you need to affirmatively address the three standards listed below The Planning & Zoning Commission is authorized to grant variations to the regulations of the Municipal Code based upon findings of fact which are made based upon evidence presented at the hearing that: 1. The proposed variation will not alter the essential character of the neighborhood; Your Evidentiary Statement: The proposed variation will not alter the essential character of the neighborhood. The Village of Buffalo is proposing to replace the existing roof mounted communication antenna on Fire Station 26 with a ground mounted communication antenna. 2. There are practical difficulties or particular hardships in carrying out the variation request; Your Evidentiary Statement: • The existing roof mounted communication tower on Fire Station 26 is presently in a poor structural condition and has to be replaced for safety concerns. • The proposed communication antenna is required to be 100 feet in height to improve the reliability of services for emergency communications. 3. The proposed variation will not be detrimental to the public health safety and welfare. Your Evidentiary Statement: The proposed communication antenna will not be detrimental to the public health safety and welfare of the Community. SUPPORTING DOCUMENTATION 1708) 52i-6667 / 526-1990 E & E Systems, Inc. 26824 Legion Court P.O. Box 159 Wauconda, IL 60084-0159 Joe Herreweyers Specialists in Satellite Communications. Antenna Systems.Sound.Video d Security. SabrE IndustriEs- Towers and Poles Structural Design Report 100' 3600 SRWD Freestanding Tower Site: FS27 Buffalo Grove, IL Prepared for: URBAN COMMUNICATIONS, INC. by: Sabre Towers & Poles TM Job Number: 20-3050-TJH-R1 October 22, 2019 TowerProfile........................................................................................ 1 Foundation Design Summary (Preliminary).............................................. 2-3 Maximum Leg Loads............................................................................. a Maximum Diagonal Loads...................................................................... 5 Maximum Foundation Loads.................................................................. s Calculations......................................................................................... 7-24 TUiuru a ROBERT =m= BEAG0 0at-0077 `q S,•. .•',g t l ATIOF�I �� Lltense Expires: 11.30- too' Designed Appurtenance Loading Elev T Description Tx-Line 105 (1)10'x3in Whip 100 3ft Sidearm 100 (1) LMR-000 m ,r 90 Flush Mount 90 (1)1'x1'x3inPanel (1) CAT 6 80 Leg Dish Mount 80 (1)P H.P.Dish (1)CAT 6 53 (1)10'x3in Whip 80' 50 (2)10'x Sin Whip 48 3ft Sidearm 48 (1) LMR-000 45 (2)3ft Sidearms 45 (2) LMR400 26.5 (1)3 sq.ft.EPA (1) LMR400 N v 24.75 (1)3 sq.ft.EPA (1) LMR-400 23.583 (1)3 sq.ft.EPA (1) LMR-400 Design Criteria-ANSIMA-222-G ASCE 7-16 Ultimate Wind Speed(No Ice) 114 mph Wind Speed(Ice) 40 mph 60, Design Ice Thickness 1.50 in Structure Class III Risk Category III Exposure Category C m `o i7 '. Topographic Category 1 N m l7 N �' Base Reactions 0 o 2 o Total Foundation Individual Footing Shear(kips) 4.31 Shear(kips) 2.75 Axial(kips) 15.57 Compression(kips) 81 Moment(ft-kips) 205 Uplift(kips) 77 40' Torsion(ft-kips) -0A1 Notes 1) All legs are A572 Grade 50. 2) All braces are A36 3) The tower model is 3600 SRWD Freestanding. g 4) Azimuths are relative(not based on true north). 5) Foundation loads shown are maximums. 6) (4)3/4"dia.x 39"4ong F1554 grade 105 anchor bolts per leg. 7) Weights shown are estimates. Final weights may vary. 8) Tower Rating:86.5% zo• d rri o � [V 9' K. rn T-0- L m � a � m 0 Uc N O N m u- m O m - U pi 41 A a C U J O 2 ra F',,IT A Tlnu�s�!P��ile5s" Sabre Communications Co oration Job` 203050-TJH-Rt 7101 Southbridge Drive SabrEdP.O. 658 cusloeae� URBAN COMMUNICATIONS,INC. Towers and Poles Sioux city. suns Dose Site Name: pizlzs n�o FS27 Buffalo Grove,IL Fz Ir13)TI40811 `xxmnaean m�:m neee„r outs.�puny a s cae.e..tame ca,prm-mrstlwes.o-as Dex"Puo"' 100'3600SRWD Free-standing saue�r ar..a M dw cue.CR 550 eM ens not ne npo6w.copies m u n red"o pw two, _. wpo.a cam "am ate we.,oon.Qy a s nn canm.rcaau c.Wo Date: 10/22/2019 BY: REB Page 1 No.:20-3050-TJH sabrE IndustriEs� Date: 10/22/19 Towers and Poles' By: NM PMgjg.=.2r: RBAN COMMUNICATION INC. Site: FS27 Buffalo Grove, IL 100'3600 SRWD Freestanding PRELIMINARY-NOT FOR CONSTRUCTION- Notes: 1) Concrete shall have a minimum 28-day compressive strength of 4,500 psi, in 5'-6" accordance with ACI 318-11. Grade Dia. � 2) Rebar to conform to ASTM specification A615 r-----I Grade 60. IIIIII ----_I 111111= I I 3) All rebar to have a minimum of 3"concrete -----I cover. I I I I I I 4) All exposed concrete corners to be chamfered L-----I I I 3/4". I I I I I 5) The foundation design is based on presumptive clay soil as defined in ANSI/TIA- _ 222-G-2005. It is recommended that a soil L_____i analysis of the site be performed to verify the soil parameters used in the design. I I I I I I I I I -___--I 6) The foundation is based on the following factored loads: Moment=204.00 k-ft Axial=5.52 k Shear=3.78 k ELEVATION VIEW (10.12 Cu.Yds.) (1 REQUIRED;NOT TO SCALE) Rebar Schedule for Pier =ier (30) #7 vertical rebar w/#5 ties, (2)within top 15' of pier,then 12"C/C Information contained herein is the sole property of Sabre Towers&Poles,constitutes a trade secret as defined by Iowa Code Ch.550 and shall not be reproduced,copied or used in whole or part for any purpose whatsoever without the prior written consent of Sabre Towers&Poles. 7101 Southbridge Drive-P.O.Box 658-Sioux City,IA 51102-0658-Phone 712.258.6690-Fax 712.279.0814 Page 2 �5- No.:20-3050-TJH Sabre Industri No.:2 -30509 Towers and Poles' By: NM Customer: URBAN COMMUNICATIONS,INC. Site: FS27 Buffalo Grove, IL 100'3600 SRWD Freestanding PRELIMINARY-NOT FOR CONSTRUCTION- Notes: 1) Concrete shall have a minimum 28-day compressive strength of 4,500 psi,in 5'-6" `O accordance with ACI 318-11. Grade ke Dia. � 2) Rebar to conform to ASTM specification A615 r--_-_-_� Grade 60. IIIIII � � illlll I I 3) All rebar to have a minimum of 3"concrete ---- cover. I I I I I I 4) All exposed concrete corners to be chamfered I I 3/4". I I I I in 5) The foundation design is based on r- presumptive clay soil as defined in ANSI/TIA- I I 9 222-G-2005. It is recommended that a soil I I analysis of the site be performed to verify the I I soil parameters used in the design. I I I I I I 6) 4.5 ft of soil cover is required over the entire I I - area of the foundation slab. I I 7) The foundation is based on the following 10'-0" factored loads: Moment=204.00 k-ft Axial =5.52 k ELEVATION VIEW Shear=3.78 k (9.96 Cu.Yds.) (1 REQUIRED;NOT TO SCALE) Rebar Schedule for Pad and Pier Pier (30) #7 vertical rebar w/hooks at bottom w/#5 ties, 2 within to 5"of pier,then 12"C/C Pad (12) #8 horizontal rebar evenly spaced each way top and bottom 48 total Information contained herein is the sole property of Sabre Towers&Poles,constitutes a trade secret as defined by Iowa Code Ch.550 and shall not be reproduced,copied or used in whole or part for any purpose whatsoever without the prior written consent of Sabre Towers&Poles. 7101 Southbridge Drive-P.O.Box 658-Sioux City,IA 51 1 02-0658-Phone 712.258.6690-Fax 712.279.0814 Page 3 DRAWFORCE Ver 2.2 (c) Guymast Inc. 2006-2009 Phone: (416) 736-7453 22 oct 2019 Licensed to: Sabre Towers and Poles 15:07:44 Maximum Compression in Legs (kip) Tension in Legs (kip) Elev(ft) 80 60 40 20 0 20 40 60 80 100.0 100.0 90 90 80 80 70 5.7 79.5 70 60 60 50 50 40 _ .. 40 30 60.1 108.2 30 20 _ 20 10 --90. L 133.8 10 0 0 80 60 40 20 0 20 40 60 80 Page 4 DRAWFORCE Ver 2.2 (c) Guymast Inc. 2006-2009 Phone: (416) 736-7453 22 oct 2019 Licensed to: Sabre Towers and Poles 15:07:44 Maximum Compression in Diagonals (kip) Tension in Diagonals (kip) Elev(ft) 5 4 3 2 1 0 1 2 3 4 5 100.0 ' L 100.0 90 90 80 -- 80 70 4.9 4• 70 60 60 50 50 40 -- 40 30 0 5.0 30 20 - 20 10 5.1 5. 10 0 0 5 4 3 2 1 0 1 2 3 4 5 Page 5 DRAWFORCE Ver 2.2 (c) Guymast Inc. 2006-2009 Phone: (416) 736-7453 22 oct 2019 Licensed to: Sabre Towers and Poles 15:07:44 Maximum TOTAL FOUNDATION LOADS (kip, £t-kip) V -0.41 205.22 15.57� 4.31 INDIVIDUAL FOOTING LOADS (kip) 2.701 2.38 77.43f 180.68 2.75 Page 6 20-3050-TJH-Rl ------------------------------------------------------------------------------ ------------------------------- ----------------------------- Latticed Tower Analysis (unguyed) (c)2015 Guymast Inc. 416-736-7453 Processed under license at: Sabre Towers and Poles on: 22 oct 2019 at: 15:07:44 ---------------------------------------------------------------------------- MAST GEOMETRY ( ft ) PANEL NO.OF ELEV.AT ELEV.AT F.W..AT F.W..AT TYPICAL TYPE LEGS BOTTOM TOP BOTTOM TOP PANEL HEIGHT D 3 80.00 100.00 3.00 3.00 3.33 D 3 60.00 80.00 3.00 3.00 3.33 D 3 40.00 60.00 3.00 3.00 3.33 D 3 20.00 40.00 3.00 3.00 3.33 D 3 0.00 20.00 3.00 3.00 3.33 MEMBER PROPERTIES MEMBER BOTTOM TOP X-SECTN RADIUS ELASTIC THERMAL TYPE ELEV ELEV AREA OF GYRAT MODULUS EXPANSN ft ft in.sq in ksi /deg LE 40.00 100.00 1.767 0.375 29000. 0.0000117 LE 20.00 40.00 2.405 0.375 29000. 0.0000117 LE 0.00 20.00 3.142 0.375 29000. 0.0000117 DI 0.00 100.00 0.601 0.219 29000. 0.0000117 HO 0.00 100.00 0.442 0.188 29000. 0.0000117 FACTORED MEMBER RESISTANCES BOTTOM TOP LEGS DIAGONALS HORIZONTALS INT BRACING ELEV ELEV COMP TENS COMP TENS COMP TENS COMP TENS ft ft kip kip kip kip kip kip kip kip 80.0 100.0 35.70 79.52 4.94 4.94 6.02 6.02 0.00 0.00 60.0 80.0 35.70 79.52 4.94 4.94 6.02 6.02 0.00 0.00 40.0 60.0 35.70 79.52 4.94 4.94 6.02 6.02 0.00 0.00 20.0 40.0 60.09 108.24 5.01 5.01 6.10 6.10 0.00 0.00 0.0 20.0 90.09 133.78 5.08 5.08 6.19 6.19 0.00 0.00 * only 3 condition(s) shown in full * Some wind loads may have been derived from full-scale wind tunnel testing ----------------------------------------------------------------------------- LOADING CONDITION A 114 mph ultimate wind with no ice. Wind Azimuth: 0* MAST LOADING LOAD ELEV APPLY..LOAD..AT LOAD ......FORCES...... ......MOMENTS...... TYPE RADIUS AZI AZI HORIZ DOWN VERTICAL TORSNAL ft ft kip kip ft-kip ft-kip C 105.0 0.00 0.0 0.0 0.09 0.02 0.00 0.00 C 100.0 0.00 0.0 0.0 0.19 0.18 0.00 0.00 C 90.0 0.00 0.0 0.0 0.12 0.07 0.00 0.00 C 53.0 0.00 0.0 0.0 0.08 0.02 0.00 0.00 C 50.0 0.00 0.0 0.0 0.15 0.04 0.00 0.00 C 48.0 0.00 0.0 0.0 0.16 0.18 0.00 0.00 C 45.0 0.00 0.0 0.0 0.32 0.36 0.00 0.00 C 26.5 0.00 0.0 0.0 0.06 0.01 0.00 0.00 C 24.7 0.00 0.0 0.0 0.06 0.01 0.00 0.00 C 23.6 0.00 0.0 0.0 0.06 0.01 0.00 0.00 Page 7 20-3050-TJH-R1 C 4.0 0.00 0.0 0.0 0.56 0.38 0.00 0.00 D 100.0 0.00 240.0 0.0 0.02 0.04 0.00 0.00 D 90.0 0.00 240.0 0.0 0.02 0.04 0.00 0.00 D 90.0 0.00 203.7 0.0 0.02 0.04 0.00 0.00 D 80.0 0.00 203.7 0.0 0.02 0.04 0.00 0.00 D 80.0 0.00 194.1 0.0 0.02 0.04 0.00 0.00 D 66.7 0.00 194.1 0.0 0.02 0.04 0.00 0.00 D 66.7 0.00 194.1 0.0 0.02 0.04 0.00 0.00 D 50.0 0.00 194.1 0.0 0.02 0.04 0.00 0.00 D 50.0 0.00 198.8 0.0 0.02 0.04 0.00 0.00 D 40.0 0.00 215.7 0.0 0.02 0.04 0.00 0.00 D 40.0 0.00 215.0 0.0 0.02 0.04 0.00 0.00 D 26.7 0.00 215.0 0.0 0.02 0.04 0.00 0.00 D 26.7 0.00 220.9 0.0 0.02 0.05 0.00 0.00 D 6.7 0.00 224.3 0.0 0.02 0.06 0.00 0.00 D 6.7 0.00 223.3 0.0 0.02 0.05 0.00 0.00 D 0.0 0.00 223.3 0.0 0.02 0.05 0.00 0.00 ANTENNA LOADING ....ANTENNA...... ........... ATTACHMENT ........ ...ANTENNA FORCES...... TYPE ELEV AZI RAD AZI AXIAL SHEAR GRAVITY TORSION ft ft kip kip kip ft-kip HP 80.0 0.0 3.2 0.0 0.03 0.00 0.01 0.00 ------------- ------------------------------------------------------------_______________ LOADING CONDITION M =______________________________________________=_____ 114 mph Ultimate wind with no ice. Wind Azimuth: 0* MAST LOADING LOAD ELEV APPLY..LOAD..AT LOAD ......FORCES...... ......MOMENTS...... TYPE RADIUS AZI AZI HORIZ DOWN VERTICAL TORSNAL ft ft kip kip ft-kip ft-kip C 105.0 0.00 0.0 0.0 0.09 0.01 0.00 0.00 C 100.0 0.00 0.0 0.0 0.19 0.14 0.00 0.00 C 90.0 0.00 0.0 0.0 0.12 0.05 0.00 0.00 C 53.0 0.00 0.0 0.0 0.08 0.01 0.00 0.00 C 50.0 0.00 0.0 0.0 0.15 0.03 0.00 0.00 C 48.0 0.00 0.0 0.0 0.16 0.14 0.00 0.00 C 45.0 0.00 0.0 0.0 0.32 0.27 0.00 0.00 C 26.5 0.00 0.0 0.0 0.06 0.01 0.00 0.00 C 24.7 0.00 0.0 0.0 0.06 0.01 0.00 0.00 C 23.6 0.00 0.0 0.0 0.06 0.01 0.00 0.00 C 4.0 0.00 0.0 0.0 0.56 0.29 0.00 0.00 D 100.0 0.00 240.0 0.0 0.02 0.03 0.00 0.00 D 90.0 0.00 240.0 0.0 0.02 0.03 0.00 0.00 D 90.0 0.00 203.7 0.0 0.02 0.03 0.00 0.00 D 80.0 0.00 203.7 0.0 0.02 0.03 0.00 0.00 D 80.0 0.00 194.1 0.0 0.02 0.03 0.00 0.00 D 66.7 0.00 194.1 0.0 0.02 0.03 0.00 0.00 D 66.7 0.00 194.1 0.0 0.02 0.03 0.00 0.00 D 50.0 0.00 194.1 0.0 0.02 0.03 0.00 0.00 D 50.0 0.00 198.8 0.0 0.02 0.03 0.00 0.00 D 40.0 0.00 215.7 0.0 0.02 0.03 0.00 0.00 D 40.0 0.00 215.0 0.0 0.02 0.03 0.00 0.00 D 26.7 0.00 215.0 0.0 0.02 0.03 0.00 0.00 D 26.7 0.00 220.9 0.0 0.02 0.03 0.00 0.00 D 6.7 0.00 224.3 0.0 0.02 0.04 0.00 0.00 D 6.7 0.00 223.3 0.0 0.02 0.04 0.00 0.00 D 0.0 0.00 223.3 0.0 0.02 0.04 0.00 0.00 ANTENNA LOADING ANTENNA....... .. ATTACHMENT .. .ANTENNA FORCES........ ..... ... ....... . .... TYPE ELEV AZI RAD AZI AXIAL SHEAR GRAVITY TORSION ft ft kip kip kip ft-kip HP 80.0 0.0 3.2 0.0 0.03 0.00 0.01 0.00 Page 8 20-3050-TJH-R1 ------------- -------------------------------------------------------------------------------- LOADING CONDITION Y 40 mph wind with 1.5 ice. wind Azimuth: 0* MAST LOADING LOAD ELEV APPLY..LOAD..AT LOAD ......FORCES...... ......MOMENTS...... TYPE RADIUS AZI AZI HORIZ DOWN VERTICAL TORSNAL ft ft kip kip ft-kip ft-kip C 105.0 0.00 0.0 0.0 0.03 0.05 0.00 0.00 C 100.0 0.00 0.0 0.0 0.05 0.39 0.00 0.00 C 90.0 0.00 0.0 0.0 0.04 0.13 0.00 0.00 C 53.0 0.00 0.0 0.0 0.02 0.05 0.00 0.00 C 50.0 0.00 0.0 0.0 0.05 0.09 0.00 0.00 C 48.0 0.00 0.0 0.0 0.04 0.37 0.00 0.00 C 45.0 0.00 0.0 0.0 0.08 0.75 0.00 0.00 C 26.5 0.00 0.0 0.0 0.01 0.05 0.00 0.00 C 24.7 0.00 0.0 0.0 0.01 0.05 0.00 0.00 C 23.6 0.00 0.0 0.0 0.01 0.05 0.00 0.00 C 4.0 0.00 0.0 0.0 0.08 0.90 0.00 0.00 D 100.0 0.00 240.0 0.0 0.01 0.12 0.01 0.00 D 90.0 0.00 240.0 0.0 0.01 0.12 0.01 0.00 D 90.0 0.00 239.1 0.0 0.01 0.12 0.01 0.00 D 60.0 0.00 238.4 0.0 0.01 0.11 0.01 0.00 D 60.0 0.00 238.4 0.0 0.01 0.11 0.01 0.00 D 50.0 0.00 238.4 0.0 0.01 0.11 0.01 0.00 D 50.0 0.00 238.8 0.0 0.01 0.11 0.01 0.00 D 46.7 0.00 238.8 0.0 0.01 0.11 0.01 0.00 D 46.7 0.00 239.5 0.0 0.01 0.12 0.02 0.00 D 36.7 0.00 239.6 0.0 0.01 0.14 0.02 0.00 D 36.7 0.00 239.6 0.0 0.01 0.14 0.02 0.00 D 26.7 0.00 239.6 0.0 0.01 0.14 0.02 0.00 D 26.7 0.00 239.7 0.0 0.01 0.14 0.03 0.00 D 13.3 0.00 239.7 0.0 0.01 0.15 0.03 0.00 D 13.3 0.00 239.7 0.0 0.01 0.15 0.03 0.00 D 3.3 0.00 239.7 0.0 0.01 0.14 0.03 0.00 D 3.3 0.00 239.4 0.0 0.01 0.11 0.02 0.00 D 0.0 0.00 239.4 0.0 0.01 0.11 0.02 0.00 ANTENNA LOADING ANTENNA...... . ATTACHMENT .. .ANTENNA FORCES.... ... ...... ... ....... . .... TYPE ELEV AZI RAD AZI AXIAL SHEAR GRAVITY TORSION ft ft kip kip kip ft-kip HP 80.0 0.0 3.2 0.0 0.01 0.00 0.05 0.00 ---------------------------------------------------------------------- MAXIMUM ANTENNA AND REFLECTOR ROTATIONS: ------------- ELEV AZI TYPE ......BEAM DEFLECTIONS (deg)......... ft deg * ROLL YAW PITCH TOTAL 80.0 0.0 HP 1.199 M 0.103 D -1.218 v 1.222 D MAXIMUM TENSION IN MAST MEMBERS (kip) ELEV LEGS DIAG HORIZ BRACE ft 100.0 --------------------- 0.17 U 0.00 A 0.27 R 0.45 x 96.7 --------------------- 0.02 W 0.00 A 0.75 U 0.40 R 93.3 --------------------- 0.03 I 0.00 A 1.29 U 0.48 X 90.0 --------------------- 0.08 u 0.00 A 2.01 U 0.68 R 86.7 --------------------- 0.03 u 0.00 A 2.93 u 0.76 x Page 9 20-3050-TJH-R1 83.3 --------------------- 0.03 U 0.00 A 3.97 u 0.85 F 80.0 --------------------- 0.05 Q 0.00 A 5.10 U 0.95 L 76.7 --------------------- 0.04 I 0.00 A 6.40 U 1.02 R 73.3 --------------------- 0.03 I 0.00 A 7.75 U 1.11 x 70.0 --------------------- 0.03 U 0.00 A 9.26 u 1.18 R 66.7 --------------------- 0.03 I 0.00 A 10.82 u 1.26 x 63.3 --------------------- 0.03 I 0.00 A 12.54 U 1.34 R 60.0 --------------------- 0.03 I 0.00 A 14.31 u 1.42 L 56.7 --------------------- 0.03 u 0.00 A 16.24 u 1.49 R 53.3 --------------------- 0.06 U 0.00 A 18.25 U 1.64 L 50.0 --------------------- 0.12 U 0.00 A 20.59 U 1.93 R 46.7 --------------------- 0.13 i 0.00 A 23.22 U 2.26 L 43.3 --------------------- 0.09 I 0.00 A 26.31 U 2.49 R 40.0 --------------------- 0.03 Q 0.00 A 29.58 u 2.56 L 36.7 --------------------- 0.03 A 0.00 A 33.02 U 2.64 R 33.3 --------------------- 0.03 Q 0.00 A 36.50 U 2.72 L 30.0 --------------------- 0.03 A 0.00 A 40.14 U 2.79 R 26.7 --------------------- 0.07 E 0.00 A 43.88 U 2.95 X 23.3 --------------------- 0.07 M 0.00 A 47.90 U 3.12 R 20.0 --------------------- 0.03 E 0.00 A 52.03 u 3.19 x 16.7 --------------------- 0.03 A 0.00 A 56.32 U 3.26 F 13.3 --------------------- 0.03 Q 0.00 A 60.64 U 3.33 X 10.0 --------------------- 0.03 A 0.00 A 65.12 U 3.39 F 6.7 --------------------- 0.08 Q 0.00 A 69.69 u 3.58 X 3.3 --------------------- 0.21 M 0.00 A 74.73 u 4.09 N 0.0 --------------------- 0.00 A 0.00 A MAXIMUM COMPRESSION IN MAST MEMBERS (kip) ------------ ELEV LEGS DIAG HORIZ BRACE ft 100.0 --------------------- -0.17 C 0.00 A -0.42 L -0.45 R 96.7 --------------------- -0.02 E 0.00 A -0.97 C -0.40 X 93.3 --------------------- -0.03 C 0.00 A -1.59 C -0.48 R 90.0 --------------------- -0.08 C 0.00 A -2.42 C -0.68 X 86.7 --------------------- -0.03 C 0.00 A -3.41 C -0.76 R 83.3 --------------------- -0.03 0 0.00 A -4.52 C -0.85 X 80.0 --------------------- -0.06 K 0.00 A -5.73 C -0.94 B 76.7 --------------------- -0.03 w 0.00 A -7.10 C -1.03 x 73.3 --------------------- -0.03 0 0.00 A Page 10 20-3050-TIH-R1 -8.52 C -1.10 R 70.0 --------------------- -0.03 0 0.00 A -10.11 C -1.19 X 66.7 --------------------- -0.03 C 0.00 A -11.74 C -1.26 F 63.3 --------------------- -0.03 C 0.00 A -13.54 C -1.34 x 60.0 --------------------- -0.03 C 0.00 A -15.38 C -1.42 R 56.7 --------------------- -0.03 C 0.00 A -17.39 c -1.50 L 53.3 --------------------- -0.06 C 0.00 A -19.48 C -1.63 R 50.0 --------------------- -0.12 0 0.00 A -21.96 C -1.93 L 46.7 --------------------- -0.13 C 0.00 A -24.83 C -2.26 R 43.3 --------------------- -0.09 0 0.00 A -28.10 C -2.49 L 40.0 --------------------- -0.03 K 0.00 A -31.46 C -2.56 R 36.7 --------------------- -0.03 G 0.00 A -34.99 C -2.64 L 33.3 --------------------- -0.03 K 0.00 A -38.55 C -2.71 R 30.0 --------------------- -0.03 G 0.00 A -42.29 C -2.79 L 26.7 --------------------- -0.07 K 0.00 A -46.12 C -2.95 R 23.3 --------------------- -0.07 S 0.00 A -50.25 C -3.12 x 20.0 --------------------- -0.03 W 0.00 A -54.47 C -3.19 R 16.7 --------------------- -0.03 G 0.00 A -58.86 C -3.26 X 13.3 --------------------- -0.03 K 0.00 A -63.29 C -3.32 F 10.0 --------------------- -0.03 G 0.00 A -67.88 C -3.40 X 6.7 --------------------- -0.08 K 0.00 A -72.60 C -3.57 F 3.3 --------------------- -0.21 G 0.00 A -77.93 c -4.09 x 0.0 --------------------- 0.00 A 0.00 A FORCE/RESISTANCE RATIO IN LEGS -- LEG COMPRESSION - ---- LEG TENSION --- MAST FORCE/ FORCE/ ELEV MAX COMP RESIST MAX TENS RESIST ft COMP RESIST RATIO TENS RESIST RATIO 100.00 ----------------------------------------------- 0.42 35.70 0.01 0.27 79.52 0.00 96.67 ----------------------------------------------- 0.97 35.70 0.03 0.75 79.52 0.01 93.33 ----------------------------------------------- 1.59 35.70 0.04 1.29 79.52 0.02 90.00 ----------------------------------------------- 2.42 35.70 0.07 2.01 79.52 0.03 86.67 ----------------------------------------------- 3.41 35.70 0.10 2.93 79.52 0.04 83.33 ---------------------- ---- 4.52 35.70 0.13 3.97 79.52 0.05 80.00 ----------------------- ----------------- 5.73 35.70 0.16 5.10 79.52 0.06 76.67 ----------------------------------------------- 7.10 35.70 0.20 6.40 79.52 0.08 73.33 ----------------------------------------------- 8.52 35.70 0.24 7.75 79.52 0.10 70.00 ----------------------------------------------- 10.11 35.70 0.28 9.26 79.52 0.12 66.67 ----------------------------------------------- 11.74 35.70 0.33 10.82 79.52 0.14 63.33 ----------------------------------------------- 13.54 35.70 0.38 12.54 79.52 0.16 60.00 ----------------------------------------------- 15.38 35.70 0.43 14.31 79.52 0.18 Page 11 20-3050-TJH-RI 56.67 ----------------------------------------------- 17.39 35.70 0.49 16.24 79.52 0.20 53.33 ----------------------------------------------- 19.48 35.70 0.55 18.25 79.52 0.23 50.00 ----------------------------------------------- 21.96 35.70 0.62 20.59 79.52 0.26 46.67 ----------------------------------------------- 24.83 35.70 0.70 23.22 79.52 0.29 43.33 ----------------------------------------------- 28.10 35.70 0.79 26.31 79.52 0.33 40.00 ----------------------------------------------- 31.46 60.09 0.52 29.58 108.24 0.27 36.67 ----------------------------------------------- 34.99 60.09 0.58 33.02 108.24 0.31 33.33 ----------------------------------------------- 38.55 60.09 0.64 36.50 108.24 0.34 30.00 ----------------------------------------------- 42.29 60.09 0.70 40.14 108.24 0.37 26.67 ----------------------------------------------- 46.12 60.09 0.77 43.88 108.24 0.41 23.33 ----------------------------------------------- 50.25 60.09 0.84 47.90 108.24 0.44 20.00 ----------------------------------------------- 54.47 90.09 0.60 52.03 133.78 0.39 16.67 ----------------------------------------------- 58.86 90.09 0.65 56.32 133.78 0.42 13.33 ----------------------------------------------- 63.29 90.09 0.70 60.64 133.78 0.45 10.00 ----------------------------------------------- 67.88 90.09 0.75 65.12 133.78 0.49 6.67 ----------------------------------------------- 72.60 90.09 0.81 69.69 133.78 0.52 3.33 ----- -- 77.93 90.09 0.87 74.73 133.78 0.56 0.00 ----------------------------------------------- FORCE/RESISTANCE RATIO IN DIAGONALS - DIAG COMPRESSION - --- DIAG TENSION -- MAST FORCE/ FORCE/ ELEV MAX COMP RESIST MAX TENS RESIST ft COMP RESIST RATIO TENS RESIST RATIO 100.00 ----------------------------------------------- 0.45 4.94 0.09 0.45 4.94 0.09 96.67 ----------------------------------------------- 0.40 4.94 0.08 0.40 4.94 0.08 93.33 ----------------------------------------------- 0.48 4.94 0.10 0.48 4.94 0.10 90.00 ----------------------------------------------- 0.68 4.94 0.14 0.68 4.94 0.14 86.67 -------------------------------- 0.76 4.94 0.15 0.76 4.94 0.15 83.33 ----------------------------------------------- 0.85 4.94 0.17 0.85 4.94 0.17 80.00 ----------------------------------------------- 0.94 4.94 0.19 0.95 4.94 0.19 76.67 ----------------------------------------------- 1.03 4.94 0.21 1.02 4.94 0.21 73.33 ----------------------------------------------- 1.10 4.94 0.22 1.11 4.94 0.22 70.00 ----------------------------------------------- 1.19 4.94 0.24 1.18 4.94 0.24 66.67 ----------------------------------------------- 1.26 4.94 0.26 1.26 4.94 0.26 63.33 ----------------------------------------------- 1.34 4.94 0.27 1.34 4.94 0.27 60.00 ----------------------------------------------- 1.42 4.94 0.29 1.42 4.94 0.29 56.67 ----------------------------------------------- 1.50 4.94 0.30 1.49 4.94 0.30 53.33 ----------------------------------------------- 1.63 4.94 0.33 1.64 4.94 0.33 50.00 ----------------------------------------------- 1.93 4.94 0.39 1.93 4.94 0.39 46.67 ----------------------------------------------- 2.26 4.94 0.46 2.26 4.94 0.46 43.33 ----------------------------------------------- 2.49 4.94 0.50 2.49 4.94 0.50 Page 12 20-3050-TJH-Rl 40.00 ----------------------------------------------- 2.56 5.01 0.51 2.56 5.01 0.51 36.67 ----------------------------------------------- 2.64 5.01 0.53 2.64 5.01 0.53 33.33 ----------------------------------------------- 2.71 5.01 0.54 2.72 5.01 0.54 30.00 ----------------------------------------------- 2.79 5.01 0.56 2.79 5.01 0.56 26.67 ----------------------------------------------- 2.95 5.01 0.59 2.95 5.01 0.59 23.33 ----------------------------------------------- 3.12 5.01 0.62 3.12 5.01 0.62 20.00 ----------------------------------------------- 3.19 5.08 0.63 3.19 5.08 0.63 16.67 ----------------------------------------------- 3.26 5.08 0.64 3.26 5.08 0.64 13.33 ----------------------------------------------- 3.32 5.08 0.65 3.33 5.08 0.66 10.00 ----------------------------------------------- 3.40 5.08 0.67 3.39 5.08 0.67 6.67 ----------------------------------------------- 3.57 5.08 0.70 3.58 5.08 0.70 3.33 ----------------------------------------------- 4.09 5.08 0.81 4.09 5.08 0.81 0.00 ----------------------------------------------- MAXIMUM INDIVIDUAL FOUNDATION LOADS: (kip) ----------------------------------------- --------------LOAD---COMPONENTS------------- TOTAL NORTH EAST DOWN UPLIFT SHEAR -2.38 x -2.70 D 80.68 c -77.43 u 2.75 x MAXIMUM TOTAL LOADS ON FOUNDATION (kip & kip-ft) ------HORIZONTAL----- DOWN ---------OVERTURNING--------- TORSION NORTH EAST TOTAL NORTH EAST TOTAL @ 209.8 @ 209.7 -4.3 -4.3 4.3 15.6 -201.7 -204.5 205.2 -0.4 M D N f M D N J ---------------------- Latticed Tower Analysis (Unguyed) (c)2015 Guymast Inc. 416-736-7453 Processed under license at: Sabre Towers and Poles on: 22 oct 2019 at: 15:08:02 -------------------------- ************************** Service Load condition *************************** * only 1 condition(s) shown in full * Some wind loads may have been derived from full-scale wind tunnel testing ----------------------------------------------------------------------------- ------------------------------------------------------------------- LOADING CONDITION A 60 mph wind with no ice. wind Azimuth: 0* MAST LOADING LOAD ELEV APPLY. .LOAD..AT LOAD ......FORCES...... ......MOMENTS...... Page 13 20-3050-TJH-R1 TYPE RADIUS AZI AZI HORIZ DOWN VERTICAL TORSNAL ft ft kip kip ft-kip ft-kip C 105.0 0.00 0.0 0.0 0.03 0.01 0.00 0.00 C 100.0 0.00 0.0 0.0 0.06 0.15 0.00 0.00 C 90.0 0.00 0.0 0.0 0.04 0.06 0.00 0.00 C 53.0 0.00 0.0 0.0 0.02 0.01 0.00 0.00 C 50.0 0.00 0.0 0.0 0.04 0.03 0.00 0.00 C 48.0 0.00 0.0 0.0 0.05 0.15 0.00 0.00 C 45.0 0.00 0.0 0.0 0.09 0.30 0.00 0.00 C 26.5 0.00 0.0 0.0 0.02 0.01 0.00 0.00 C 24.7 0.00 0.0 0.0 0.02 0.01 0.00 0.00 C 23.6 0.00 0.0 0.0 0.02 0.01 0.00 0.00 C 4.0 0.00 0.0 0.0 0.16 0.32 0.00 0.00 D 100.0 0.00 240.0 0.0 0.01 0.03 0.00 0.00 D 90.0 0.00 240.0 0.0 0.01 0.03 0.00 0.00 D 90.0 0.00 203.7 0.0 0.01 0.03 0.00 0.00 D 80.0 0.00 203.7 0.0 0.01 0.03 0.00 0.00 D 80.0 0.00 194.1 0.0 0.01 0.03 0.00 0.00 D 66.7 0.00 194.1 0.0 0.01 0.03 0.00 0.00 D 66.7 0.00 194.1 0.0 0.01 0.03 0.00 0.00 D 50.0 0.00 194.1 0.0 0.01 0.03 0.00 0.00 D 50.0 0.00 198.8 0.0 0.01 0.03 0.00 0.00 D 40.0 0.00 215.7 0.0 0.01 0.03 0.00 0.00 D 40.0 0.00 215.0 0.0 0.01 0.04 0.00 0.00 D 26.7 0.00 215.0 0.0 0.01 0.04 0.00 0.00 D 26.7 0.00 220.9 0.0 0.01 0.04 0.00 0.00 D 6.7 0.00 224.3 0.0 0.01 0.05 0.00 0.00 D 6.7 0.00 223.3 0.0 0.01 0.05 0.00 0.00 D 0.0 0.00 223.3 0.0 0.01 0.05 0.00 0.00 ANTENNA LOADING --------------- ANTENNA...... . ATTACHMENT . . .ANTENNA FORCES........ ...... ... ....... . .... TYPE ELEV AZI RAD AZI AXIAL SHEAR GRAVITY TORSION ft ft kip kip kip ft-kip HP 80.0 0.0 3.2 0.0 0.01 0.00 0.01 0.00 ------------------ --------------------------------------------------------------------------- MAXIMUM MAST DISPLACEMENTS: ELEV ------DEFLECTIONS (ft)----- --TILTS (DEG)--- TWIST ft NORTH EAST DOWN NORTH EAST DEG 100.0 -0.448 A 0.442 J 0.002 A -0.364 A 0.360 J 0.003 D 96.7 -0.427 A 0.421 J 0.002 A -0.364 A 0.360 J 0.003 D 93.3 -0.405 A 0.400 J 0.002 A -0.364 A 0.359 J 0.003 D 90.0 -0.384 A 0.379 J 0.002 A -0.363 A 0.358 J 0.004 D 86.7 -0.363 A 0.358 J 0.002 A -0.361 A 0.357 J 0.003 D 83.3 -0.342 A 0.338 J 0.002 A -0.360 A 0.355 J 0.004 D 80.0 -0.321 A 0.317 J 0.002 A -0.357 A 0.352 J 0.002 D 76.7 -0.300 A 0.296 J 0.002 A -0.353 A 0.349 J 0.004 D 73.3 -0.280 A 0.276 J 0.002 A -0.349 A 0.345 J 0.002 D 70.0 -0.259 A 0.256 J 0.001 A -0.344 A 0.340 J 0.004 D 66.7 -0.239 A 0.236 J 0.001 A -0.338 A 0.334 J 0.002 D 63.3 -0.220 A 0.217 J 0.001 A -0.331 A 0.327 J 0.004 D 60.0 -0.201 A 0.198 J 0.001 A -0.323 A 0.319 J 0.002 D 56.7 -0.182 A 0.180 J 0.001 A -0.314 A 0.310 J 0.004 D 53.3 -0.164 A 0.162 J 0.001 A -0.303 A 0.299 J 0.002 D 50.0 -0.146 A 0.145 J 0.001 A -0.291 A 0.288 J 0.005 D 46.7 -0.129 A 0.128 J 0.001 A -0.278 A 0.274 J 0.002 C 43.3 -0.113 A 0.112 J 0.001 A -0.263 A 0.260 J 0.005 D 40.0 -0.098 A 0.097 J 0.001 A -0.246 A 0.243 J 0.001 D 36.7 -0.084 A 0.083 J 0.001 A -0.232 A 0.229 J 0.004 D 33.3 -0.071 A 0.070 J 0.001 A -0.216 A 0.213 J 0.001 D 30.0 -0.058 A 0.058 J 0.000 A -0.199 A 0.196 J 0.004 D 26.7 -0.047 A 0.047 J 0.000 A -0.180 A 0.178 J 0.001 D 23.3 -0.037 A 0.037 J 0.000 A -0.159 A 0.157 J 0.005 D 20.0 -0.028 A 0.028 J 0.000 A -0.136 A 0.135 J 0.001 D 16.7 -0.020 A 0.020 J 0.000 A -0.118 A 0.116 J 0.004 D 13.3 -0.014 A 0.013 J 0.000 I -0.097 A 0.096 J 0.001 D 10.0 -0.008 A -0.008 D 0.000 I -0.075 A 0.075 J 0.004 D 6.7 -0.004 A 0.004 J 0.000 I -0.052 A 0.051 J 0.000 D 3.3 -0.001 B 0.001 K 0.000 E -0.027 A 0.027 J 0.004 D 0.0 0.000 A 0.000 A 0.000 A 0.000 A 0.000 A 0.000 A Page 14 20-3050-TIH-R1 MAXIMUM ANTENNA AND REFLECTOR ROTATIONS: ------------------------------------- ELEV AZI TYPE ......BEAM DEFLECTIONS (deg).. ....... ft deg ROLL YAW PITCH TOTAL 80.0 0.0 HP 0.357 A 0.003 C -0.352 7 0.352 1 MAXIMUM TENSION IN MAST MEMBERS (kip) ------------------------------------- ------------------------------------- ELEV LEGS DIAG HORIZ BRACE ft 100.0 --------------------- 0.05 A 0.00 A 0.03 B 0.13 L 96.7 --------------------- 0.01 K 0.00 A 0.14 A 0.12 B 93.3 --------------------- 0.01 E 0.00 A 0.27 A 0.14 H 90.0 --------------------- 0.02 A 0.00 A 0.44 A 0.20 B 86.7 --------------------- 0.01 A 0.00 A 0.69 A 0.23 H 83.3 --------------------- 0.01 A 0.00 A 0.96 A 0.25 B 80.0 --------------------- 0.01 I 0.00 A 1.27 I 0.29 L 76.7 --------------------- 0.01 I 0.00 A 1.62 A 0.31 B 73.3 --------------------- 0.01 1 0.00 A 2.00 A 0.33 L 70.0 --------------------- 0.01 I 0.00 A 2.41 A 0.36 B 66.7 --------------------- 0.01 I 0.00 A 2.85 A 0.38 L 63.3 --------------------- 0.01 I 0.00 A 3.32 A 0.40 B 60.0 --------------------- 0.01 I 0.00 A 3.83 A 0.43 L 56.7 --------------------- 0.01 E 0.00 A 4.36 A 0.45 B 53.3 --------------------- 0.02 E 0.00 A 4.93 A 0.49 L 50.0 --------------------- 0.03 E 0.00 A 5.56 A 0.58 B 46.7 --------------------- 0.04 E 0.00 A 6.25 A 0.68 L 43.3 --------------------- 0.03 I 0.00 A 7.08 A 0.75 B 40.0 --------------------- 0.01 A 0.00 A 8.02 A 0.77 H 36.7 --------------------- 0.01 I 0.00 A 8.99 A 0.79 B 33.3 --------------------- 0.01 E 0.00 A 9.98 A 0.81 H 30.0 --------------------- 0.01 I 0.00 A 11.01 A 0.84 B 26.7 --------------------- 0.02 E 0.00 A 12.07 A 0.89 H 23.3 --------------------- 0.02 A 0.00 A 13.20 A 0.94 B 20.0 --------------------- 0.01 E 0.00 A 14.38 A 0.96 H 16.7 --------------------- 0.01 A 0.00 A 15.59 A 0.99 B 13.3 --------------------- 0.01 A 0.00 A 16.83 A 1.01 H 10.0 --------------------- 0.01 A 0.00 A 18.09 A 1.03 B 6.7 --------------------- 0.02 I 0.00 A 19.38 A 1.08 H 3.3 --------------------- 0.06 A 0.00 A 20.75 A 1.24 B 0.0 --------------------- 0.00 A 0.00 A Page 15 20-3050-TJH-RI MAXIMUM COMPRESSION IN MAST MEMBERS (kip) ----------------------------------------- ----------------------------------------- ELEV LEGS DIAG HORIZ BRACE ft 100.0 --------------------- -0.05 K 0.00 A -0.17 H -0.13 F 96.7 ------ -0.01 E 0.00 A -0.35 G -0.12 H 93.3 --------------------- -0.01 K 0.00 A -0.55 G -0.14 F 90.0 --------------------- -0.02 C 0.00 A -0.83 G -0.20 H 86.7 --------------------- -0.01 G 0.00 A -1.14 G -0.23 B 83.3 --------------------- -0.01 C 0.00 A -1.48 G -0.25 H 80.0 --------------------- -0.02 K 0.00 A -1.87 G -0.29 B 76.7 --------------------- -0.01 K 0.00 A -2.28 G -0.31 L 73.3 --------------------- -0.01 K 0.00 A -2.73 G -0.33 B 70.0 --------------------- -0.01 C 0.00 A -3.20 G -0.36 L 66.7 --------------------- -0.01 K 0.00 A -3.71 G -0.38 B 63.3 --------------------- -0.01 G 0.00 A -4.25 G -0.40 L 60.0 --------------------- -0.01 G 0.00 A -4.82 G -0.43 B 56.7 --------------------- -0.01 C 0.00 A -5.41 G -0.45 L 53.3 --------------------- -0.02 K 0.00 A -6.06 G -0.49 B 50.0 --------------------- -0.03 C 0.00 A -6.81 G -0.58 L 46.7 --------------------- -0.04 K 0.00 A -7.73 G -0.68 B 43.3 --------------------- -0.03 C 0.00 A -8.73 G -0.74 H 40.0 --------------------- -0.01 G 0.00 A -9.74 G -0.77 B 36.7 --------------------- -0.01 C 0.00 A -10.79 G -0.79 H 33.3 --------------------- -0.01 K 0.00 A -11.86 G -0.82 B 30.0 --------------------- -0.01 C 0.00 A -12.97 G -0.84 H 26.7 --------------------- -0.02 K 0.00 A -14.13 G -0.89 B 23.3 --------------------- -0.02 C 0.00 A -15.35 G -0.94 H 20.0 --------------------- -0.01 K 0.00 A -16.62 G -0.96 B 16.7 --------------------- -0.01 G 0.00 A -17.92 G -0.98 H 13.3 --------------------- -0.01 G 0.00 A -19.25 G -1.01 B 10.0 --------------------- -0.01 G 0.00 A -20.62 G -1.03 H 6.7 --------------------- -0.02 G 0.00 A -22.05 G -1.09 B 3.3 --------------------- -0.06 G 0.00 A -23.68 G -1.24 H 0.0 --------------------- 0.00 A 0.00 A MAXIMUM INDIVIDUAL FOUNDATION LOADS: (kip) ------------------------- --------------- --------------------------------------- --------------LOAD---COMPONENTS------------- TOTAL NORTH EAST DOWN UPLIFT SHEAR -0.72 B 0.83 7 24.50 G -21.52 A 0.83 B Page 16 20-3050-TJH-R1 MAXIMUM TOTAL LOADS ON FOUNDATION (kip & kip-ft) ------HORIZONTAL----- DOWN ---------OVERTURNING--------- TORSION NORTH EAST TOTAL NORTH EAST TOTAL @ 180.0 @ 180.0 -1.3 1.2 1.3 4.6 -59.9 59.2 59.9 0.0 A I A I A ] A D --------------------------------------------------------------------------- Page 17 20-3050-TJH ------------------------------------------------------------------------------- ------------------------------------------------------------------------------ LPile for Windows(Beta), version 2018-10.009 Analysis of Individual Piles and Drilled Shafts subjected to Lateral Loading Using the p-y Method 0 1985-2018 by Ensoft, Inc. All Rights Reserved This Copy of LPile is being used by: Robert Beacom Sabre Tower and Poles Serial Number of Security Device: 160777296 This copy of LPile is licensed for exclusive use by: Sabre Communications Corporation use of this program by any entity other than sabre Communications Corporation is a violation of the software license agreement. -------------------------------------------------------------------------------- Files Used for Analysis -------------------------------------------------------------------------------- Path to file locations: \Program Files (x86)\Ensoft\Lpile2018\files\ Name of input data file: 20-3050-TJH.lp10 Name of output report file: 20-3050-TJH.lp10 Name of plot output file: 20-3050-TJH.lp10 Name of runtime message file: 20-3050-TJH.1p10 -------------------------------------------------------------------------------- Date and Time of Analysis -------------------------------------------------------------------------------- Date: October 22, 2019 Time: 15:09:25 -------------------------------------------------------- --------------- Problem Title -------------------------------------------------------------------------------- Site FS27 Buffalo Grove, IL Tower 100' 3600 SRWD Freestanding Prepared for URBAN COMMUNICATIONS, INC. Job Number 20-3050-TJH Engineer NM --------------------------------------- -------------------------------- Program options and settings -------------------------------------------------------------------------------- Page 18 20-3050-TJH computational options: - use unfactored loads in computations (conventional analysis) Engineering units used for Data Input and computations: - US Customary system units (pounds, feet, inches) Analysis Control options: - Maximum number of iterations allowed = 999 - Deflection tolerance for convergence = 1.0000E-05 in - Maximum allowable deflection = 100.0000 in - Number of pile increments = 100 Loading Type and Number of cycles of Loading: - Static loading specified - use of p-y modification factors for p-y curves not selected - Analysis uses layering correction (Method of Georgiadis) - No distributed lateral loads are entered - Loading by lateral soil movements acting on pile not selected - Input of shear resistance at the pile tip not selected - Input of moment resistance at the pile tip not selected - Computation of pile-head foundation stiffness matrix not selected - Push-over analysis of pile not selected - Buckling analysis of pile not selected output Options: - output files use decimal points to denote decimal symbols. - Report only summary tables of pile-head deflection, maximum bending moment, and maximum shear force in output report file. - No p-y curves to be computed and reported for user-specified depths - Print using wide report formats -------------------------------------------------------------------------------- Pile Structural Properties and Geometry -------------------------------------------------------------------------------- Number of pile sections defined = 1 Total length of pile = 11.500 ft Depth of ground surface below top of pile = 0.5000 ft Pile diameters used for p-y curve computations are defined using 2 points. p-y curves are computed using pile diameter values interpolated with depth over the length of the pile. A summary of values of pile diameter vs. depth follows. Depth Below Pile Point Pile Head Diameter No. feet inches ----- ------------- ------------- 1 0.000 66.0000 2 11.500 66.0000 Input structural Properties for Pile sections: ---------------------------------------------- Pile Section No. 1: Section 1 is a round drilled shaft, bored pile, or CIDH pile Length of section = 11.500000 ft Shaft Diameter = 66.000000 in Shear capacity of section = 0.0000 lbs -------------------------------------------------------------------------------- Ground Slope and Pile Batter Angles -------------------------------------------------------------------------------- Ground Slope Angle = 0.000 degrees 0.000 radians Pile Batter Angle = 0.000 degrees 0.000 radians -------------------------------------------------------------------------------- Page 19 20-3050-TJH soil and Rock Layering information -------------------------------------------------------------------------------- The soil profile is modelled using 1 layers Layer 1 is stiff clay without free water Distance from top of pile to top of layer = 0.500000 ft Distance from top of pile to bottom of layer = 60.500000 ft Effective unit weight at top of layer = 110.000000 pcf Effective unit weight at bottom of layer = 110.000000 pcf undrained cohesion at top of layer = 1000.000000 psf undrained cohesion at bottom of layer = 1000.000000 psf Epsilon-50 at top of layer = 0.010000 Epsilon-50 at bottom of layer = 0.010000 (Depth of the lowest soil layer extends 49.000 ft below the pile tip) -------------------------------------------------------------------------------- Summary of input soil Properties -------------------------------------------------------------------------------- Layer soil Type Layer Effective undrained E50 Layer Name Depth unit wt. cohesion or Num. (p-y curve Type) ft pcf psf krm ----- ------------------- ---------- ---------- ---------- ---------- 1 Stiff Clay 0.5000 110.0000 1000.0000 0.01000 w/0 Free water 60.5000 110.0000 1000.0000 0.01000 -------------------------------------------------------------------------------- Static Loading Type -------------------------------------------------------------------------------- static loading criteria were used when computing p-y curves for all analyses. -------------------------------------------------------------------------------- Pile-head Loading and Pile-head Fixity Conditions -------------------------------------------------------------------------------- Number of loads specified = 2 Load Load Condition condition Axial Thrust Compute Top y No. Type 1 2 Force, lbs vs. Pile Length ----- ---- -------------------- ----------------------- ---------------- --------------- 1 1 V = 5040. lbs M = 3264000. in-lbs 7360. No 2 1 V = 1686. lbs M = 819155. in-lbs 2463. No v = shear force applied normal to pile axis M = bending moment applied to pile head y = lateral deflection normal to pile axis S = pile slope relative to original pile batter angle R = rotational stiffness applied to pile head values of top y vs. pile lengths can be computed only for load types with specified shear loading (Load Types 1, 2, and 3). Thrust force is assumed to be acting axially for all pile batter angles. -------------------------------------------------------------------------------- computations of Nominal Moment capacity and Nonlinear Bending Stiffness -------------------------------------------------------------------------------- Axial thrust force values were determined from pile-head loading conditions Number of Pile Sections Analyzed = 1 Pile Section No. 1: ------------------- Dimensions and Properties of Drilled Shaft (Bored Pile): -------------------------------------------------------- Length of section = 11.500000 ft shaft Diameter = 66.000000 in Page 20 20-3050-TJH concrete Cover Thickness (to edge of long. rebar) = 3.625000 in Number of Reinforcing Bars = 30 bars Yield Stress of Reinforcing Bars = 60000. psi Modulus of Elasticity of Reinforcing Bars = 29000000. psi Gross Area of Shaft = 3421. sq. in. Total Area of Reinforcing steel = 18.039614 sq. in. Area Ratio of Steel Reinforcement = 0.53 percent Edge-to-Edge Bar spacing = 5.174585 in Maximum concrete Aggregate size = 0.750000 in Ratio of Bar Spacing to Aggregate Size = 6.90 offset of center of Rebar cage from Center of Pile = 0.0000 in Axial structural Capacities: ---------------------------- Nom. Axial Structural capacity = 0.85 Fc Ac + Fy As = 14099.444 kips Tensile Load for Cracking of concrete = -1558.721 kips Nominal Axial Tensile Capacity = -1082.377 kips Reinforcing Bar Dimensions and Positions Used in Computations: Bar Bar Diam. Bar Area x Y Number inches sq. in. inches inches ---------- ---------- ---------- ---------- ---------- 1 0.875000 0.601320 28.937500 0.00000 2 0.875000 0.601320 28.305146 6.016445 3 0.875000 0.601320 26.435722 11.769942 4 0.875000 0.601320 23.410929 17.009036 5 0.875000 0.601320 19.362967 21.504753 6 0.875000 0.601320 14.468750 25.060610 7 0.875000 0.601320 8.942179 27.521198 8 0.875000 0.601320 3.024792 28.778977 9 0.875000 0.601320 -3.024792 28.778977 10 0.875000 0.601320 -8.942179 27.521198 11 0.875000 0.601320 -14.468750 25.060610 12 0.875000 0.601320 -19.362967 21.504753 13 0.875000 0.601320 -23.410929 17.009036 14 0.875000 0.601320 -26.435722 11.769942 15 0.875000 0.601320 -28.305146 6.016445 16 0.875000 0.601320 -28.937500 0.00000 17 0.875000 0.601320 -28.305146 -6.016445 18 0.875000 0.601320 -26.435722 -11.769942 19 0.875000 0.601320 -23.410929 -17.009036 20 0.875000 0.601320 -19.362967 -21.504753 21 0.875000 0.601320 -14.468750 -25.060610 22 0.875000 0.601320 -8.942179 -27.521198 23 0.875000 0.601320 -3.024792 -28.778977 24 0.875000 0.601320 3.024792 -28.778977 25 0.875000 0.601320 8.942179 -27.521198 26 0.875000 0.601320 14.468750 -25.060610 27 0.875000 0.601320 19.362967 -21.504753 28 0.875000 0.601320 23.410929 -17.009036 29 0.875000 0.601320 26.435722 -11.769942 30 0.875000 0.601320 28.305146 -6.016445 NOTE: The positions of the above rebars were computed by LPile Minimum spacing between any two bars not equal to zero = 5.175 inches between bars 25 and 26. Ratio of bar spacing to maximum aggregate size = 6.90 concrete Properties: -------------------- compressive strength of concrete = 4500. psi Modulus of Elasticity of concrete = 3823676. psi Modulus of Rupture of Concrete = -503.115295 psi Compression strain at Peak Stress = 0.002001 Tensile Strain at Fracture of Concrete = -0.0001152 Maximum coarse Aggregate Size = 0.750000 in Number of Axial Thrust Force values Determined from Pile-head Loadings = 2 Number Axial Thrust Force kips Page 21 20-3050-TJH ------ ------------------ 1 2.463 2 7.360 -------------------------------------------------------------------------------- summary of Results for Nominal (Unfactored) Moment Capacity for section 1 -------------------------------------------------------------------------------- Moment values interpolated at maximum compressive strain = 0.003 or maximum developed moment if pile fails at smaller strains. Load Axial Thrust Nominal Mom. cap. Max. Comp. No. kips in-kip strain ---- ---------------- ------------------ ------------ 1 2.463 30755.793 0.00300000 2 7.360 30882.864 0.00300000 Note that the values of moment capacity in the table above are not factored by a strength reduction factor (phi-factor). In ACI 318, the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.70). The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318, section 9.3.2.2 or the value required by the design standard being followed. The following table presents factored moment capacities and corresponding bending stiffnesses computed for common resistance factor values used for reinforced concrete sections. Axial Resist. Nominal Ult. (Fac) Ult. (Fac) Rend. Stiff. Load Factor Moment Cap Ax. Thrust Moment cap at ult Mom No. for Moment in-kips kips in-kips kip-inA2 ----- ------------ ------------ ------------ ------------ ------------ 1 0.65 30756. 1.600833 19991. 506913268. 2 0.65 30883. 4.784000 20074. 509359412. 1 0.70 30756. 1.723974 21529. 505675967. 2 0.70 30883. 5.152000 21618. 508003117. 1 0.75 30756. 1.847115 23067. 488673073. 2 0.75 30883. 5.520000 23162. 491113851. -------------------------------------------------------------------------------- summary of Pile-head Responses for conventional Analyses -------------------------------------------------------------------------------- Definitions of Pile-head Loading conditions: Load Type 1: Load 1 = Shear, v, lbs, and Load 2 = Moment, M, in-lbs Load Type 2: Load 1 = shear, v, lbs, and Load 2 = slope, s, radians Load Type 3: Load 1 = shear, v, lbs, and Load 2 = Rot. Stiffness, R, in-lbs/rad. Load Type 4: Load 1 = Top Deflection, y, inches, and Load 2 = Moment, M, in-lbs Load Type 5: Load 1 = Top Deflection, y, inches, and Load 2 = slope, S, radians Load Load Load Axial Pile-head Pile-head Max shear Max Moment case Type Pile-head Type Pile-head Loading Deflection Rotation in Pile in Pile No. 1 Load 1 2 Load 2 lbs inches radians lbs in-lbs ---- ----- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 1 v, lb 5040. M, in-lb 3264000. 7360. 2.4123 -0.02928 -48533. 3315209. 2 v, lb 1686. M, in-lb 819155. 2463. 0.01131 -1.44E-04 -11920. 836951. Maximum pile-head deflection = 2.4122938332 inches Maximum pile-head rotation = -0.0292800568 radians = -1.677624 deg. The analysis ended normally. Page 22 MAT FOUNDATION DESIGN BY SABRE TOWERS & POLES 100'3600 SRWD Freestanding URBAN COMMUNICATIONS, INC. FS27 Buffalo Grove, IL(20-3050-TJH) 1 Overall Loads: Factored Moment (ft-kips) 204 Factored Axial (kips) 5.52 Factored Shear(kips) 3.78 Bearing Design Strength (ksf) 3.75 Max. Net Bearing Press. (ksf) 1.98 Water Table Below Grade (ft) 999 Width of Mat(ft) 10 Allowable Bearing Pressure(ksf) 2.50 Thickness of Mat (ft) 1.5 Safety Factor 2.00 Depth to Bottom of Slab(ft) 6 Ultimate Bearing Pressure (ksf) 5.00 Quantity of Bolts in Bolt Circle 12 Bearing (Ps 0.75 Bolt Circle Diameter(in) 50 Top of Concrete to Top of Bottom Threads (in) 60 Diameter of Pier(ft) 5.5 Minimum Pier Diameter(ft) 5.50 Ht. of Pier Above Ground (ft) 0.5 Equivalent Square b(ft) 4.87 Ht. of Pier Below Ground(ft) 4.5 Square Pier? (Y/N) Quantity of Bars in Mat 12 Bar Diameter in Mat(in) 1 Area of Bars in Spacing of Bars inMat(in) 10.27 Recommended Spacing (in) 5 to 12 Quantity of Bars Pier 30 Bar Diameter in Pier(in) 0.875 Tie Bar Diameter in Pier(in) 0.625 Spacing of Ties (in) 12 Area of Bars in Pier(in2) 18.04 Minimum Pier AS(in2) 17.11 Spacing of Bars in Pier(in) 6.06 Recommended Spacing (in) 5 to 12 f'c(ksi) 4.5 fy(ksi) 60 Unit Wt.of Soil (kcf) 0.11 Unit Wt. of Concrete (kcf) 0.15 Volume of Concrete (yd) 9.96 Two-Way Shear Action: Average d (in) 14 ......... ovc(ksi) 0.228 v„ (ksi) 0.017 $vc=$(2+4/Nc)f,c1/2 0.342 ovc=O(oc d/bc+2)f'c1/2 0.241 +vc=04f'c"2 0.228 Shear perimeter, bo(in) 251.33 RC 1 One-Way Shear: OVc(kips) 191.6 V. (kips) 17.7 g Stability: 9 ( ) Applied ( ) Overturning Design Strength ft-k 372.0 � Total A lied M ft-k 228.6 I Page 23 Pier Design: _ OV„ (kips) 397.7 Vu(kips) 3.8 OV,,=02(1+N„/(2000A9))f',,"2b„,d 397.7 VS (kips) 0.0 ***VS max=4 f','r b„,d (kips) 935.1 Maximum Spacing (in) 11.09 (Only if Shear Ties are Required) Actual Hook Development(in) 13.00 Req'd Hook Development Idh(in) 10.96 *** Ref.To Spacing Requirements ACI 11.5.4.3 Flexure in Slab: OM„(ft-kips) 567.6 M„ (ft-kips) 38.9 a(in) 1.23 Steel Ratio 0.00561 R, 0.825 Maximum Steel Ratio(p,) 0.0197 Minimum Steel Ratio 0.0018 Rebar Development in Pad (in) =mm27.75 Required Development in Pad (in) 26.83 Condition 1 is OK, 0 Fails Maximum Soil Bearing Pressure 1 Pier Area of Steel 1 Pier Shear 1 Interaction Diagram 1 Two-Way Shear Action 1 One-Way Shear Action 1 Overturning 1 Flexure 1 Steel Ratio 1 Length of Development in Pad 1 Hook Development 1 Page 24 RESUMES EIBICo n s u Iti n Melissa Bauer g Senior Scientist 21 B Street environmental I engineering � due diligence Burlington,MA 01803 Office:602.463.1698 Summary of Experience Melissa Bauer, Senior Scientist has had extensive experience in the environmental field since 1999. Her experience includes conducting environmental site assessments, property condition assessments, asbestos surveys, lead-based paint surveys, limited indoor air quality evaluations, visual mold inspections, hazardous materials inspections, abatement/remediation project oversight and monitoring, clearance inspections and sampling, data management, watershed studies, and ecological projects as well as preparing reports and project documents. She has been assigned to projects involving remedial investigations with tasks including groundwater and soil vapor sampling, monitoring well installations and development of wells. At EBI Consulting, Ms. Bauer serves as a Senior Scientist within the West Telecom Environmental group. Her primary responsibilities in this role include conducting Phase I ESAs and NEPA Compliance Reviews. Additionally, Ms. Bauer serves as the Phase I ESA Mentor for the West Telecom Environmental group. In this role Ms. Bauer is responsible for training and mentoring regional Scientists in conducting Phase I ESAs. Relevant Project Experience Ms. Bauer has prepared Phase I ESA Reports for a wide range of properties and clients. These assessments focused on evaluating site conditions, potential off-site liabilities, and environmental control systems in order to advise prospective buyers, operators, and owners of potential and existing environmental concerns. Her assessment experience includes industrial, commercial, utility, and telecommunications developments. In addition to environmental assessments, Ms. Bauer has extensive experience completing NEPA Compliance Reviews, asbestos and lead surveys, Phase II ESAs (subsurface investigations), and limited microbial surveys. Education BS, Environmental Science, University of Maryland - Baltimore County Professional Registrations OSHA 40-Hour Hazardous Materials Training OSHA 30-Hour Construction Class EPA AHERA Certified Building Inspector/Contractor Supervisor/Management Planner/Project Designer California Certified Asbestos Consultant (CAC) Asbestos Abatement Consultant—State of Nevada Asbestos Inspector—State of Utah EPA Certified Lead Inspector/Risk Assessor—States of Arizona, Nevada, New Mexico, and Region 9 Tribal Lands Niton Certificate of Achievement 8-Hour Current Understanding and Advances in Mold Assessment, Sampling and Analysis 20-Hour Microbial Investigator/Consultant Training OSHA RF Site Safety Awareness Trained EB1 ConsultingGregory McKee Scientist 11 1 108 Columbia Road NW,#106 OAWA, environmental (engineering I due diligence Mobile:717.903.5399 SUMMARY OF EXPERIENCE Mr. Gregory McKee, Scientist 11, has extensive experience in environmental investigations, site assessments and National Environmental Policy Act (NEPA) reports for the real estate and telecommunications industries since 2012. Relevant Project Experience Environmental Site Assessments: Mr. McKee has conducted ASTM and Client-specific Phase I Environmental Site Assessment, Preliminary Environmental Site Screenings, and soil samplings for various clients at a variety of properties throughout the United States. These properties have included industrial, manufacturing, commercial, retail, telecommunications facility and undeveloped land. Mr. McKee has also performed asbestos surveys and conducted bulk lead- based paint sampling. NEPA Screening Reports: Mr. McKee has prepared NEPA Screening Reports for telecommunication sites throughout the United States. These reports ensure compliance with Federal Communications Commission (FCC) requirements under NEPA and include an analysis of historic properties, wetlands, endangered species habitats, floodplains, and other sensitive areas of environmental concern where there is the potential for impact from the installation of telecommunications equipment. Radio Frequency Electromagnetic Energy Compliance: Mr. McKee has conducted electromagnetic energy surveys at telecommunication sites to determine the levels of radiation being emitted from antennas and associated equipment. As a result of these surveys, his work has included preparing compliance report for telecommunication sites and deploying appropriate notification at the sites to meet OSHA, FCC and local requirements. Education B.A., Environmental Studies — University of Pittsburgh Professional Registrations EPA/AHERA Certified Asbestos Inspector in Pennsylvania, Maryland, Virginia, Alabama and Mississippi EBICo n s u l t i n Robert Helfrich Program Manager environmental I engineering I due diligence SUMMARY OF EXPERIENCE Robert Helfrich, Program Manager has extensive experience specializing in conducting and managing environmental pre-acquisition assessments/due diligence assignments throughout the United States since 1997. He has successfully completed and managed thousands of project assignments including National Environmental Policy Act (NEPA) screenings for telecommunications carriers, Phase I, Phase II and Phase III Environmental Site Assessments as well as remedial projects performed in accordance with the Connecticut Department of Energy and Environmental Protection (CTDEEP) Remediation Standard Regulations (RSRS). Prior to joining EBI, Mr. Helfrich was Supervisor of the Site Assessment and Investigation Group and Manager of the Telecommunications Sector with a firm in Connecticut. In these positions he was primarily responsible for coordination and oversight of environmental site assessments, subsurface investigations and remediation programs. Mr. Helfrich also implemented and provided oversight for FCC NEPA compliance reporting and archaeological assessment programs with his previous firm. In addition, Mr. Helfrich frequently deals with environmental transactions that involve the Connecticut Transfer Act and works closely with clients, attorneys and CTDEP personnel to satisfy the requirements of those regulations. RELEVANT PROJECT EXPERIENCE MULTIPLE PROJECTS IN CONNECTICUT: Mr. Helfrich oversaw environmental site assessments and NEPA evaluations for approximately one-hundred telecommunications towers in Connecticut as part of a large compliance campaign by one wireless carrier. In addition to conducting field work and report writing, Mr. Helfrich assisted and managed other scientists in order to complete the project under a short time frame. VERIZON WIRELESS CLIENT MANAGEMENT: Mr. Helfrich first began performing Phase I Environmental Site Assessments for proposed telecommunications towers and collocation facilities in 1998. Mr. Helfrich has completed and managed thousands of environmental assessments of proposed sites across Connecticut, Massachusetts, Rhode Island, Vermont, New Hampshire, Maine and New York. He has also performed and coordinated hundreds of NEPA Assessments, numerous Phase II investigations and has overseen remedial efforts at several sites. MULTI-PHASE ENVIRONMENTAL SITE ASSESSMENT, SOIL REMEDIATION AND CTDEEP TRANSFER ACT VERIFICATION. Project Manager for Phase I site assessment, Phase II subsurface investigation, and subsequent additional investigation to determine the extent and degree of pesticide contamination on a former gasoline filling station and auto body repair facility. Remediation involved the removal of impacted soil for off-site disposal followed by post- remediation groundwater monitoring. A Discontinuance of Groundwater Monitoring Application and Verification report were submitted to the CTDEP and were approved. EBICo n s u l t i n Robert Helfrich Program Manager environmental I engineering I due diligence EDUCATION B.S. Civil Engineering, Lafayette College PROFESSIONAL REGISTRATIONS TSCA Title II 40 CFR Part 763 Asbestos Site Inspector Training and annual refresher training OSHA 29 CFR 1910.120 40-Hazardous Waste Site Operations (HAZWOPER) training and annual HAZWOPER refresher training OSHA 29 CFR 1910.132 (f)(1) and 1910.268 (p)(3) RF Site Safety Awareness U.S. Department of Housing and Urban Development Visual Assessment Course 24 CFR Part 35 2005 "Processes and Contaminants of the Metal Finishing, Surface Coating, and Dry Cleaning Industries", Southbury Environmental 2004, "Current Understanding and Advances in Mold Assessment, Sampling and Analysis", Severn Trent Laboratories 2002, "Expedited Site Assessment" presented by the University of Connecticut 2000 "Introduction to Conceptual Site Modeling," SWEP 1999, "Successful Project Management" presented by Zweig White &Associates 1999, "Remediation Standard Regulations Fundamental Review" by Environmental Professionals' Organization of Connecticut (EPOC) 1998, "Geoprobe Days" presented by Geoprobe Systems 1998, "Remediation Technologies for Volatile Organic Compounds in Soil & Groundwater including Soil Vapor Extraction, Air Sparging, Bioremedation and Natural Attenuation" by EPOC C o i mo j > me_ a i w -o ° Ca m Eh m �o a m~ a N l0 p� a 2 C �C J K v m LRS m C o C LL Z o U •� U o 0 0 mc Z o U c ¢ o O ; U Co m m N U 3 � nn`` IL z Q > �u V J c O ,03 3�cF vi aea � e Q �- ma jn Occ(�LLU W oLm ov 8 O m x �i Q(90009 c m m O� j 0 p m m 4 m c o ma Uu] ry} by rnm � K C 0 0 m ca 0Q p Z O I r U � a M o E Q- E O 0 O � |� k | ) � 1| 2, )»| © . c :!: ca k ! k(;k8 � k�k - |\, . / §6;0 |§| § s ! F- f� \{ �) \� }� cu �® aJ � j0 \ z §\ cu k � k ! cu . � 23CL � Oo 22 k 9H !e . § E 2 !A° \)kk§Ktk /® ,r %7 U. /\ f! ,r a� @- �r �® c ^ � » w ( . . . . . � O .g q E @ p E R ................... w. ENGINEERING LLC DATE: NOVEMBER8,2019 SUBJECT: BUFFALO GROVE FIRE STATION 926-109 DEERFIELD RD.BUFFALO GROVE,IL The following is the IA FAA certificate for the above listed site. GEOGRAPHIC COORDINATES CENTER OF PROPOSED FREE STANDING TOWER TIES' '�SEEC ONDS— , IN 420 10, 15.91 NAD 83 W 870 571 21.0511 NAD 83 Latitude N 42.17109 NAD 83 Longitude W 87.95585 NAD 83 ELEVATION OF GROUND 684 (NAVD 88) 0 (AGL) FIELD DATE: OCTOBER 31,2019 RE: BUFFALO GROVE FIRE STATION#26 (SITE NAME) (SITE NO.) LOCATION: BUFFALO GROVE ILLINOIS (CITY) (STATE) I CERTIFY THAT THE LATITUDE OF NORTH 42 DEGREES 10 MINUTES 15.91 SECONDS (42.17109-) AND THE LONGITUDE OF WEST 87 DEGREES 57 MINUTES 21.05 SECONDS(87.95585-)(NAD 83)ARE ACCURATE TO WITHIN PLUS OR MINUS 15 FEET HORIZONTALLY. AND THAT THE GROUND ELEVATION OF 684 FEET AMSL IS ACCURATE TO WITHIN PLUS OR MINUS 3 FEET VERTICALLY. THE HORIZONTAL DATUM (COORDINATES)ARE IN TERMS OF THE NORTH AMERICAN DATUM OF 1983 (NAD 83) AND ARE EXPRESSED AS DEGREES TO THE NEAREST 0.00001 AND AS DEGREES AND MINUTES AND SECONDS TO THE NEAREST HUNDREDTH OF A SECOND. THE VERTICAL DATUM(HEIGHTS)ARE IN TERMS OF THE NORTI-I AMERICAN VERTICAL DATUM OF 1988(NAVD 88)AND ARE DETERMINED TO THE NEAREST FOOT. ed, P rA F33 Oj 'UX --ONAA, RICHARD P. URCHELL a. t st P.L.S. I 111 .1. 19-10-116 7808 WEST 103RD STREET• PALOS HILLS, ILLINOIS 60465,.1529 • 708/599-3737 • FAX: 708/599-2291 ENGINEERING LLC DATE: NOVEMBER 8,2019 SUBJECT: BUFFALO GROVE FIRE STATION#27—100 HALF DAY ROAD BUFFALO GROVE,IL The following is the I A FAA certificate for the above listed site. GEOGRAPHIC COORDINATES CENTER OF PROPOSED FREE STANDING TOWER 77757' NO D N 420 48.10" NAD 83 W 870 571 39.38" NAD 13 Latitude N 42.19669 NAD 83 Longitude W 87.96094 NAD 83 ELEVATION OF GROUND 692 (NAVD 88) 0 (AGL) FIELD DATE: OCTOBER 31,2019 RE: BUFFALO GROVE FIRE STATION#27 (SITE NAME) (SITE NO.) LOCATION: BUFFALO GROVE ILLINOIS (CITY) (STATE) I CERTIFY THAT THE LATITUDE OF NORTH 42 DEGREES 11 MINUTES 48.10 SECONDS (42.19669') AND THE LONGITUDE OF WEST 87 DEGREES 57 MINUTES 39.38 SECONDS(87.%094-)(NAD 83)ARE ACCURATE TO WITHIN PLUS OR MINUS 15 FEET HORIZONTALLY. AND THAT THE GROUND ELEVATION OF 692 FEET AMSL IS ACCURATE TO WITHIN PLUS OR MINUS 3 FEET VERTICALLY. THE HORIZONTAL DATUM(COORDINATES)ARE IN TERMS OF THE NORTH AMERICAN DATUM OF 1983 (NAD 83) AND ARE EXPRESSED AS DEGREES TO THE NEAREST 0.00001 AND AS DEGREES AND MINUTES AND SECONDS TO THE NEAREST HUNDREDTH OF A SECOND. THE VERTICAL DATUM(HEIGHTS)ARE IN TERMS OF THE NORTH AMERICAN VERTICAL DATUM OF 1988(NAVD 88)AND ARE DETERMINED TO THE NEAREST FOOT x 18 3 % RICHARD P. URCHELL PIRO A"I P.L.S. 19-10-117 eeI 7808 WEST 103RD STREET• PALOS HILLS, ILLINOIS 60465-1529 • 708/599-3737 • FAX: 708/599-2291 Village of Buffalo Grove Planning & Zoning Commission Public Hearing Date: February 5, 2020 Location: Village Hall Chairman Cesario called the hearing to order at 7:30pm in the Village Council Chambers, Buffalo Grove Municipal Building, 50 Raupp Boulevard, Buffalo Grove, Illinois. Roll Call Present: Commissioners Au, Cohn, Goldspiel, Khan, Moodhe, Chairman Cesario Absent: Commissioners Richards, Weinstein, and Worlikar Also Present: Ms. Nicole Woods, Deputy Director Community Development; Ms. Rati Akash,Village Planner; David Weidenfeld,Village Trustee Metro Storage Subject: Text Amendment for a Special Use in I District&Approval of Special Use Bob Heilman(Metro Storage)was sworn in. Mr. Heilman presented his petition for retail use as ancillary to Special Use. Commissioner Moodhe asked if this was standard practice for the storage industry. Mr. Heilman said it was standard for most storage facilities and start for all of Metro Storage. Commissioner Moodhe asked if there would be advertising anticipated. Mr. Heilman said that this was typically not advertised except for maybe a small sliding sign as this was offered for the convenience of customers. Village Staff said that there were no negative comments received from the community. Chairman Cesario asked if this was where people would normally go for moving supplies. Mr. Heilman said that actually most people go to a big box store or Uhaul. Chairman Cesario entered the Village Staff Report as Exhibit 1; he entered the picture submitted as Exhibit 2. The first public hearing closed at 7:38pm Commissioner Khan made a motion for positive recommendation to the Village Board for the text amendment to Section 17.48.020C(Special Uses)in the Industrial District, which adds language concerning incidental retail uses and approval of a special use for an incidental retail use at an existing storage facility in the Industrial District, subject to the conditions in the Staff Report. Buffalo Grove Planning&Zoning Commission—Public Hearing—February S,2020 Page 1 Commissioner Moodhe seconded the motion. Aye: Au, Cohn, Goldspiel, Khan, Moodhe, Cesaro Nay: None Abstain: None The motion passed 6:0:0. Fire Station 27 Subject: Height Variation for a Public Safety Communication Consider Antenna to Exceed the Maxiumum Permissable Height Chairman Cesario swore in those testifying in the case—Mike Skibbe(Deputy Director of Public Works)and Ed Mervin (Urban Communications). Mr. Skibbe presented the proposal. Commissioner Au asked for clarification on the new site location and asked if,with construction of this new tower,if the old one would come down. Mr. Skibbe said that there would be a short time where both towers would be up until the existing communications came down. Mr. Mervin explained the process for installation and said that this would take less than 30 days. The engineering firm had deemed this a safety hazard, so it needed to come down as quickly as possible. Commissioner Moodhe asked how tall the emergency siren was. Mr. Skibbe said that this was 60 feet. Commissioner Moodhe asked if this was tower would house the meter readings. Mr. Skibbe said that this tower only hosted the dispatch and was critical for community safety. The department planned to work closely with NEMA to ensure this was in full operation after installation. Commissioner Cohn said that the report mentioned radio frequency radiation and asked if a radio frequency emissions test had been done. Mr. Mervin said that this would be done by the FCC during the licensing phase; in order to be licensed by the FCC, the tower would need to follow all guidelines. Chairman Cesario asked about the second tower. Fire Station 26 Subject: Special Use in the R District and Height Variation for a Public Safety Communication Antenna Mr. Skibbe said that Fire Station 26 had an existing tower that was 80 feet high; however, the engineering firm questioned the durability of the guidewire. Cognizant of previous issues with the guidewire, the department was proposing the same tower as at Fire Station 27 but on the ground just south of the fire station. Chairman Cesario asked how this compared to the height of the current tower. Mr. Skibbe showed the picture comparing the two and noted that it would reach roughly the same 2 height when taking into consideration the height of the building. He said that the tallest tower in the Village was 125 feet, but most were 60 feet. Commissioner Goldspiel asked what wind this was meant to withstand. Mr. Mervin said that this met the highest standard allowed in the United States for cell towers—which was a 125-mph wind.The foundation would be built based on the soil conditions to meet this standard. Commissioner Goldspiel also asked about the water table measurements in the report. Mr. Mervin said that this would need be handled by final engineering. Commissioner Goldspiel had a concern about the water table in Lake County being high. Mr. Mervin said that this would be submitted to the Village, but the tower could be built to whatever geo-specifications were needed. Commissioner Au asked if these two towers were replacing the current towers, and the new lifespan of the towers was. Mr. Mervin said that, if properly maintained, the towers should last 40 to 50 years. The manufacturer of these towers was the same manufacturer that built most of the cell towers in the United States. Staff said that there had been several inquiries about this petition,but no concerns had been brought to their attention. Chairman Cesario asked about the tree canopy and if the tower would be impaired if it was 60 feet tall. Mr. Mervin said that any interference would be handled by a private gigabyte network as a protected backbone for safety between the stations.A better signal could be transmitted from the water location. Chairman Cesario entered the Staff report on Fire Station 27 as Exhibit One. Jeff Braiman was sworn in and expressed that he was not objecting to the height but to the structure itself. He felt that there were better places to locate the tower. The proposed location was very close to Aster Place near Canterbury and was visible. He thought that this was an eye sore and would be better suited near the train station or fire training center (CAFT) ComEd easement. He understood the need for the new tower and the height, but he did not like this being directly next to a residential area. Mr. Skibbe said that this location was because of the automated meter reading as this needed to be centralized for Buffalo Grove and parts of Palatine.This was also the primary data source for the administration of the fire station so needed to be directly connected to the facility. Commissioner Moodhe asked about Hamm radio technology. Mr. Mervin said that the current connection used CAT-5 wire to communicate with the radios that were more compact for efficiency. The location was imperative for the network design because the fire network needed the communication backbone, but the current tower did not meet the G2 standard. He reiterated the safety concerns about the tower on the roof. He also noted that the base of the tower was 36 inches. Buffalo Grove Planning&Zoning Commission—Public Hearing—February 5,2020 Page 3 Commissioner Moodhe asked what the cost would hypothetically be to relocate the tower at Fire Station 26 to the CAFT center. Mr. Skibbe said that it would likely be over $100,000 to reroute the appropriate network. Commissioner Moodhe confirmed that the current proposal would be the most dollar efficient. Chairman Cesario said that replacing the towers at a risk of them falling was important but asked about the petitioner's thoughts on moving locations. Mr. Skibbe said that the main concern with the rooftop tower was the guidewire. Originally,the department was looking to improve the mounting points, but that cost was approximately $10,000. Since the tower was over 30 years old and near the end of its lifespan, the smarter bet was to invest $30,000 in a new tower and up to the new standards,in the same location. Chairman Cesario asked about the feasibility for alternate locations. Mr. Skibbe said that in addition to the tower, a connection to the fire station would require a fiber line run along the county highway which would cost approximately $25 to $30 per foot as a standard rate. Mr. Mervin said that a microwave option was looked at for the existing tower, but the cost of this would be $35,000 to $40,000 plus labor costs. The intent was to meet the safety standards with the most reasonable cost. The resident did not feel that the Metra train station would be a bad alternative even with a slightly higher cost. Mr. Skibbe said he was unsure if the Metra Station location would be close enough to provide sufficient services. Commissioner Moodhe asked how tall the tower was outside of Village Hall. It was determined that this was 125 feet tall and approximately 6 feet wide. It was noted that a structure half this size was what was being proposed. The second public hearing closed at 8:17 pm. Commissioner Khan asked the Village Staff for clarification regarding the motions required. Ms.Akash noted that the tower at Fire Station 27 was in the Industrial District so did not require a special use but a height variance only. The tower at Fire Station 26 was in a residential area so required both a special use and a height variance. Commissioner Khan moved to grant a variation to Zoning Ordinance Section 17.32 to allow for the installation of a public utility facility (Public Safety Communication Antenna) at Fire Station 27 to exceed the maximum permissible height of 60 feet, subject to the conditions in the Staff Report. Commissioner Moodhe second. Chairman Cesario said that this was a significant structure,but it did not feel too imposing. Commissioner Goldspiel asked if there would be a fence around the base of the tower. The petitioner confirmed that there would be anti-climbing features added. 4 Commissioner Moodhe said that these towers were critical for safety communications. The way that the networks were occurring and complex, this was required for community reliance. Aye:Au, Cohn, Goldspiel, Khan, Moodhe, Cesario Nay: None Abstain: None The motion carried 6.0.0. Commissioner Goldspiel asked how far the base of the tower was from the residence. Ms. Akash said that this was approximately 195 feet from Highland Grove property with setback requirements in place. It was 132 feet from the closest property line. Commissioner Moodhe believed that this was further than the one approved near Vernon Township.There was some discussion regarding this. Chairman Cesario clarified that the height of the structure was the same height as the current when taking the 25-foot building height into consideration. Chairman Cesario entered the Staff report on Fire Station 26 as Exhibit One. The third public hearing closed at 8:29 pm. Commissioner Khan moved to grant a special use for a Public Utility Facility (Public Safety Communication Antenna) at Fire Station 26 in a Residential District and a variation to the Zoning Ordinance Section 17.32 to allow for the installation of a communication antenna at Fire Station 26 to exceed the maximum permissible height of 60 feet. Commissioner Moodhe second. Aye:Au,Cohn, Goldspiel, Khan, Moodhe, Cesario Nay: None Abstain: None The motion carried 6:0:0. Chairman Cesario thanked everyone for their input. The Public Hearings closed at 8:32pm Other Matters for Consideration None Minutes No minutes were available to approve. Buffalo Grove Planning&Zoning Commission—Public Hearing—February S,2020 Page 5 Commissioner Moodhe asked about approving the minutes from the previous meeting before the cancellations. Ms.Woods said that the December 18 minutes would be brought forward at the next meeting. Chairman's Re ort None Committee and Liaison Reports Commissioner Khan said that he attended the Village Board meeting, and the marijuana facility location change was approved 5:1. Staff Report/Future Agenda Schedule Ms. Woods said that the Village was working on the Comprehensive Plan. The Existing Conditions report had been completed and shared with the Board.The Steering Committee was meeting on Tuesday before making it available to the public. Ms.Woods said that she would love to get feedback on the Features Website Pilot Project to see if the outreach was working. Chairman Cesario noted that people tended to take the path of least resistance, and new formats took time to gain traction. Commissioner Au said that the same people seemed to be commenting and responding in the public formats. Ms.Akash asked everyone to mark their calendars for April 1 for Census 2020. Residents would start seeing mailings in March. The Village was trying to reach out to residents to ensure that everyone participates. It was a confidential process but a critical one to allow the Village to properly handle community needs. Public Comments and Questions None Adiournment At 8:39pm, a motion was made by Commissioner Moodhe to adjourn the meeting. Commissioner Khan seconded. Motion passed unanimously. 6