2020-02-18 - Ordinance 2020-014 - APPROVING VARIATION FOR A PUBLIC FACILITY (PUBLIC SAFETY ANTENNA) AT 100 HALF DAY ROAD (BUFFALO GROVE FIRE STATION 27) (3) ORDINANCE NO. 2020—014
AN ORDINANCE APPROVING VARIATION FOR A PUBLIC FACILITY (PUBLIC
SAFETY ANTENNA) AT 100 HALF DAY ROAD
(BUFFALO GROVE FIRE STATION 27)
VILLAGE OF BUFFALO GROVE,
COOK AND LAKE COUNTIES, ILLINOIS
Fire Station 27
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 100 Half Day Road (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 variation to Section 17.32 for height
and,
WHEREAS, the Petitioner has filed a petition requesting the 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
requested variation 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,
2
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:
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 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,
NAYES: 0—None
ABSENT: 0—None
PASSED: February 18,2020
APPROVED: February 18 2020
B erly Sussman, Village President
ATTEST:
Janet M. iwi, Vi1 age Clerk
3
EXHIBIT A
Plan Set
4
EXHIBIT B—Plan Set
Minutes from the February 5,2020 Planning & Zoning Commission Meeting
Poi . r
BUFFALOVIIXAGE OF
V
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—1.00 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
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VILLAGE F
BUFFA140 GROVE
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.
REQUESTS
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
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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 ground mounted communication
antenna located on the Northside of Fire Station 26 with a ground mounted
communication antenna offset by approximately 9 feet to the east of the existing
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.
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EXCLUSION ANALYSIS
Fire Station 27
100 Half Day Road
Buffalo Grove, Lake County, Illinois
EBI Project No. 61 19005810
December 10, 2019
Prepared for:
Fullerton Engineering Consultants, Inc.
1100 E. Woodfield Road, Suite 500
Schaumburg, Illinois 60173
Prepared by:
EBI Consulting
environmental I engineering I due diligence
ConsuItIn Burlington)27 -803
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environmental ( engineering I due diligence www.ebiconsulting.com
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December 10, 2019
Ms.Sylvia Hultgren
Fullerton Engineering Consultants, Inc.
1 100 E.Woodfield Road,Suite 500
Schaumburg, Illinois 60173
Subject Exclusion Analysis
Site Identifier.Fire Station 27
Site Address: 100 Half Day Road, Buffalo Grove, Lake County, Illinois 60089
EBI Project#61 19005810
Dear Ms. Hultgren:
EBI is pleased to provide this Exclusion Analysis letter report for the proposed communications installation at the
address noted above (the Subject Property). The purpose of this Exclusion Analysis is to evaluate whether the
proposed wireless communications installation meets the established regulatory criteria necessary to qualify for an
exemption from the Section 106 review process.
PROJECT DESCRIPTION
The proposed wireless communications installation will consist of replacing an existing tower facility. The existing
tower facility was constructed in 1991 and is located adjacent to the north of an existing building. Specifically, the
existing 80-foot self-support tower will be replaced by a 100-foot self-support tower directly east of the existing
tower to be removed. According to information provided by the Client, the existing 80-foot tower has one 15-
foot antenna mounted on top for an overall height of 95 feet above ground level (AGL). The new tower will
maintain the existing antenna at 95 feet and mount a new whip antenna at a top-height of 105 feet AGL. No new
ground disturbance outside the existing lease area is planned for this tower replacement. Please refer to the
attached plans for a full description of the proposed installation.
REGULATORY OVERVIEW
Pursuant to Federal Communications Commission (FCC) rules implementing the National Environmental Policy
Act(NEPA;47 CFR 1.1306, Note 1),the preparation of an Environmental Assessment(EA) is not required for the
mounting of antenna(s) on an existing building or antenna tower, unless the proposed facility(i) may affect districts,
sites, buildings, structures or objects, significant in American history, architecture, archaeology, engineering or
culture, that are listed, or are eligible for listing, in the National Register of Historic Places, or (ii) would result in
human exposure to radiofrequency radiation in excess of applicable health and safety guidelines.
Further, under FCC NEPA Rules (47 CFR §1.1320), the Nationwide Programmatic Agreement for the Collocation of
Wireless Antennas (Collocation Agreement; March 16, 2001 as amended 2016), and the Nationwide Programmatic
Agreement for Review of Effects on Historic Properties (NPA; September 2004), certain undertakings which meet
applicable exclusionary criteria are exempted from the Section 106 review process.
ENVIROBUSINESS, INC. LOCATIONS/ATLANTA, GA/BALTIMORE, MD/BURLINGTON, MA/CHICAGO, IL
DALLAS, TX/DENVER, CO/HOUSTON, TX/LOS ANGELES, CA/NEW YORK, NY/PHOENIX,AZ
PORTLAND, OR/SAN FRANCISCO, CA/SEATTLE, WA/YORK, PA
SECTION 106 REVIEW EXEMPTIONS
Antenna Installation
Based on project details provided by the Client, EBI evaluated whether the proposed antenna installation qualifies
for an exemption from Section 106 Review, by evaluating it against the criteria set forth under the following-
Exclusion B of the 2004 NPA
Exemption from Section 106 review for construction of a replacement tower
Based on the results of EBI's analysis, the proposed installation does meet the applicable exclusionary criteria set
forth under the above-referenced regulatory exemption(s). As such, Section 106 review is not required. Please
refer to the attached checklist for a complete summary of EBI's analysis of the proposed installation against the
specific criteria set forth under the above-referenced regulatory exemption.
RADIO FREQUENCY RADIATION
An evaluation to determine whether radiofrequency (RF) emissions standards are met was not included as part of
this Report. EBI understands that the Client will evaluate the proposed installation to ensure it will not result in
human exposure to RF emissions in excess of the applicable FCC standards,as outlined in 47 CFR§1.1307(b).
CONCLUSIONS
Based on the project details provided by the Client, and the research and analysis completed by EBI,the proposed
installation does meet the exclusionary criteria set forth in one of the existing regulatory exemptions from
Section 106 review. As such, the proposed installation is recognized to have minimal or no adverse effect on
historic properties and Indian religious sites or culturally significant properties, and further consultation or review
under Section 106 is not required.
LIMITATIONS
This letter report was prepared according to the terms and conditions authorized by you. There are no intended
or unintended third party beneficiaries to the contents of this letter report, unless specifically named. EBI is an
independent contractor, not an employee of either the property owner or the project proponent, and its
compensation was not based on the findings or recommendations made in this letter report or on the closing of
any business transaction. Note that the findings of this letter report are based on the project specifications
provided to EBI and described in this letter report. In the event that the design or location of the installation
changes, please contact EBI as additional review and/or consultation may be required.
Thank you for the opportunity to prepare this Exclusion Analysis, and assist you with this project Please call us if
you have any questions or if we may be of further assistance.
Respectfully Submitted,
- µ
Ms. Melissa Bauer Mr. Gregory McKee Mr.Robert Helfrich
Author/Senior Scientist Reviewer/Project Manager Program Manager
Direct#(717)903-5399
Attachments: Section 106 Review Exemption Criteria Checklist
Figures&Drawings
Supporting Documentation
Resumes
SECTION 106 REVIEW
EXEMPTION CRITERIA CHECKLISTS
&4A EBI Consulting Site ID: Fire Station 27
Address: 100 Half Day Road
environmental engineering due diligence Buffalo Grove,Illinois
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2004 NPA REPLACEMENT FACILITY
YES NO
EXCLUSION B Note;AI!responses must be`YE'S e to applythe exclusion
The replacement tower and associated support equipment does NOT substantially increase the size of the existing X
tower under elements 1-3 of the definition as defined in the Collocation Agreement.
Replacement tower does not expand the boundaries of the existing leased or owned property surrounding the
X
tower by more than 30 feet in any direction.
Replacement tower does not involve excavation outside these expended boundaries or outside any existing access
x
or utility easement related to the site.
If the existing tower was constructed after March 16,2001,a Section 106 Review and any associated environmental
X
reviews required by the FCC's rules,have been completed.
FIGURES & DRAWINGS
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Legend
Project Site
Site Radius at 250', 500', 1000' and Y2 mile Date: 12/3/2019
Figure 1: Site Location Map IN
FIRE STATION 27
100 HALF DAY ROAD
BUFFALO GROVE, IL E131 Consulting
PN:6119005810 A environmental I engineering I design
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Figure 2 - Topographic Map N
FIRE STATION 27
100 HALF DAY ROAD
BUFFALO GROVE, IL
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Consulting
PN:611900581D
environmental I engineering I design
SUPPORTING DOCUMENTATION
1708) 52r=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.
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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
MaximumLeg Loads............................................................................. 4
Maximum Diagonal Loads...................................................................... 5
Maximum Foundation Loads.................................................................. 6
Calculations......................................................................................... 7-24
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Designed Appurtenance Loading
Elev Description Tx-Line
105 (1)10'x 3in Whip
100 3ft Sidearm
100 (1)LMR-400
N
� 90 Flush Mount
90 (1)1'xt'x3inPanat (1) CAT
80 Leg Dish Mount
80 (1)1'H.P.Dish (1) CAT 6
53 (1)10'x3inWhip
80, 50 (2)10'x 3in Whip
48 3ft Sidearm
48 (1) LMR-400
45 (2)3ft Sidearms
45 (2) LMR-400
26.5 '.... (1)3 sq.ft.EPA (1) LMR-400
v 24.75 (1)3 sq.It.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
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co K �Fi mn
co m m N
a Base Reactions
o m 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) -0.41
Notes
1) All legs are A572 Grade 50.
2) All braces are A36
3) The tower model is 3600 SRWD Freestanding.
0 4) Azimuths are relative(not based on true north).
5) Foundation loads shown are maximums.
6) (4)3/4"dia.x 39"-long F1554 grade 105 anchor bolts per leg.
7) Weights shown are estimates. Final weights may vary.
8) Tower Rating:86.5%
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Sabre Communications Corporation Job: 20-3050-TJH-R1
7101 SwWmidge Drive
Sabre Industries' P•0.Box eye customer URBAN COMMUNICATIONS,INC.
Towers and Poles Sio-Gty,u 51 m2-0sse site Name:
ar (712)2saaeao FS27 Buffalo Grove,IL
k*�muse h",n a e.,ore mpwv or sure camotr.," D"cnp1i' 100'3600SRW D Free-standing
sear s eefra M bw Cms CR sea r1a r.r mr a npaa,zs. ,pW v�h.w.a Pe"
ww.s wmo.,..rn,,u,.vtr..rr"caeev a s.d.cm.n.r�.ca m. Date: 10/22/2019 By REB
Page 1
No.:20-3050-TJH
SabrE It1dlJSt�IES" Date: 10/22/19
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
accordance with ACI 318 11.
LE
Grade Dia. �
2) Rebar to conform to ASTM specification A615
_ r-----I _ Grade 60.
111111 -----� 1111
I I 3) All rebar to have a minimum of 3"concrete
-—————I cover.
I
I
I I 4) All exposed concrete corners to be chamfered
L-----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 q analysis of the site be performed to verify the
I I
soil parameters used in the design.
I I
I I
r------I
I I
I I
I I
------I 6) The foundation is based on the following
I I
factored loads:
I 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
Pier (30)#7 vertical rebar w/#5 ties, (2)within top 5"
of ier,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
No.:20-3050-TJH
SabrE IndustriEsn Date: 10/22/19
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" `D accordance with ACI 318-11.
Grade Ec Dia. b
so 2) Rebar to conform to ASTM specification A615
r-----� _ Grade 60.
�IIIIII F- �
I
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
L---_J
I I 3/4".
I I
I I io
5) The foundation design is based on
r presumptive clay soil as defined in ANSI/TIA-
9 222-G-2005. It is recommended that a soil
analysis of the site be performed to verify the
I I soil parameters used in the design.
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
factored loads:
10'0" 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 0 2) #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 R 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. 30
20— .............. - 20
10 90. 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
100.0 100.0
90 90
80 80
70 4.9 4.91.
70
60 60
50 50
40— 40
30 .0 5. 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, ft-kip)
--0.41
205.22
v
� 4.31
INDIVIDUAL FOOTING LOADS (kip)
2.701
2.38
77.43f �80.68
n 2.75
Page 6
20-3050-TJH-R1
--------------------------------------------------------------------------
------------- ----------------------------------------------
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
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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: 00
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
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-------------------------------------------------------------------------
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
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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
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-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
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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
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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 ]
-----------------
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
========----------------------------
LOADINGCONDITION A _____________________________________________________
60 mph wind with no ice. wind Azimuth: 0*
MAST LOADING
LOAD ELEV APPLY. .LOAD..AT LOAD ......FORCES... . .. ......MOMENTS......
Page 13
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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 1 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 1 0.003 D
83.3 -0.342 A 0.338 1 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 0
76.7 -0.300 A 0.296 1 0.002 A -0.353 A 0.349 J 0.004 D
73.3 -0.280 A 0.276 1 0.002 A -0.349 A 0.345 7 0.002 D
70.0 -0.259 A 0.256 1 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 1 0.001 A -0.331 A 0.327 J 0.004 D
60.0 -0.201 A 0.198 1 0.001 A -0.323 A 0.319 J 0.002 D
56.7 -0.182 A 0.180 1 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 6 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-TJH-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 I 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-R1
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 ] 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 J A I A I A D
----------------------------------------------------------------------------
----------------------------------------------------------------------------
Page 17
20-3050-TIH
----------------------------------------------------------------------------
LPile for Windows(Beta), version 2018-10.009
Analysis of Individual Piles and Drilled Shafts
subjected to Lateral Loading using the p-y Method
® 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.1p10
Name of output report file:
20-3050-TJH.1p10
Name of plot output file:
20-3050-T]H.1p10
Name of runtime message file:
20-3050-TIH.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-TIH
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/o 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-TIH
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) Bend. 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
--------------------------------------------------------------------------------
Def'initions 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) N
Quantity of Bars in Mat 12
Bar Diameter in Mat(in) 1
Area of Bars in Mat(in2) 9.42
Spacing of Bars in Mat(in) 10.27 Recommended Spacing (in) 5 to 12_1
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
�vc(ksi) 0.228 v„ (ksi) 0.017
$Vc=$(2+4/0c)f'c1/2 0.342
$uc=&.d/b.+2)f'c112 0.241
ovc=+4f'c"2 0.228
Shear perimeter, ba(in) 251.33
R� 1
One-Way Shear:
�Vc(kips) 191.6 V„ (kips) 17.7
Stability:
Overturning Design Strength (ft-k) 372.0 Total Applied M (ft-k) 228.6
Page 23
Pier Design:
OVn (kips) 397.7 Vu(kips) 3.8
OV,=02(1+NJ(2000A9))f', "2b,,d 397.7
VS (kips) 0.0 **•VS max=4 f', "2b„,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) =27.75 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
Melissa Bauer
4 ����1111111111111, Bl ConsultingSenior Scientist
21 B Street
environmental I engineering I due diligence Burlington,MAO1803
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
EBIConsultin Gregory McKee
Scientist II
1108 Columbia Road NW,#10b
environmental V engineering 1i due diligence Mobile:717.903.5399
SUMMARY OF EXPERIENCE
Mr. Gregory McKee, Scientist II, 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
Consulting
Robert Helfrich
Program Manager
environmental Q engineering N 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.
Robert Helfrich
Consulti n 0000000i g 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
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LANDMARK
ENGINEERING LLC
DATE: NOVEMBER 8,2019
SUBJECT: BUFFALO GROVE FIRE STATION#26-109 DEERFIELD RD.BUFFALO GROVE,IL
The following is the I A FAA certificate for the above listed site.
GEOGRAPHIC COORDINATES
CENTER OF PROPOSED FREE STANDING TOWER
,T',I-S'
N 420 10, 15.91 NAD 83
W 87- 57' 21.05" 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.
4 ,
PrUN
RICHARD P.URCHELL
P.L.S. st 4
o.
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 1 A FAA certificate for the above listed site.
GEOGRAPHIC COORDINATES
CENTER OF PROPOSED FREE STANDING TOWER
.a
D '
N 42° 11' 48.10" NAD 83
W 870 57' 39.38" NAD 83
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 3938 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.
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RICHARD P.URCHELL t W A
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19-10-1 17 "Nilr i..15,
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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 5,2020 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 currelit 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 CAFI'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 5,2020 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 Rego
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 Ouestions
None
Adjournment
At 8:39pm, a motion was made by Commissioner Moodhe to adjourn the meeting.
Commissioner Khan seconded. Motion passed unanimously.
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