Application
Development Application Transmittal
Link to Project Application: Day Wireless CUP H-2019-0115
Transmittal Date: 01/08/2020 Hearing Date: February 20, 2020
Assigned Planner: Sonya Allen
To view the City of Meridian Public Records Repository, Click Here
The above “Link to Project Application” will provide you with any further information
on the project.
The City of Meridian is requesting comments and recommendations on the application
referenced above. To review the application and project information please click on the
application link above. The City of Meridian values transparency and makes a variety of
information available to the public online through our public records repository.
We request that you submit your comments or recommendations prior to the hearing date
specified above. When responding, please reference the file number of the project. If
responding by email, please send comments to cityclerk@meridiancity.org.
For additional information associated with this application please contact the City of
Meridian Planner identified above at 208-884-5533.
Thank you,
City Clerk’s Office
33 E. Broadway Ave., Meridian, Idaho 83642
Phone: 208.888.4433|Email: cityclerk@meridiancity.org
Built for Business, Designed for Living
All e-mail messages sent to or received by City of Meridian e-mail accounts are subject to the Idaho law,
in regards to both release and retention, and may be released upon request, unless exempt from disclosure by law.
Hearing Date: February 20, 2020
File No.: H-2019-0115
Project Name: Day Wireless
Request: Conditional use permit for a new 125-foot tall (self-support tower) wireless
communication facility in an I-L zoning district that doesn’t comply with UDC 11-4-3-
43C.8, which prohibits lattice designed structures, as required by UDC 11-4-3-43C-10,
by Day Wireless.
Location: The site is located at 1668 E. Franklin Rd., in the SW ¼ of Section 8, Township 3N., Range
1E.
Planning Division
DEVELOPMENT REVIEW APPLICATION
STAFF USE ONLY* t
Project name: re less
File number(s): I jetZ7,0�
Assigned Planner: /iy,, l Relatedfiles: '2009-0370
Type of Review Requested (check all that apph
❑ Accessory Use (check only 1)
❑ Daycare
❑ Home Occupation
❑ Home Occupation/Instruction for 7 or more
❑ Administrative Design Review
❑ Alternative Compliance
❑ Annexation and Zoning
❑ Certificate of Zoning Compliance
❑ City Council Review
❑ Comprehensive Plan Map Amendment
❑ omprehensive Plan Text Amendment
IV Conditional Use Permit
❑ Conditional Use Modification (check only 1)
❑ Director
❑ Commission
❑ Development Agreement Modification
❑ Final Plat
❑ Landscape Plan Modification
❑ Preliminary Plat
❑ Private Street
❑ Property Boundary Adjustment
❑ Rezone
❑ Short Plat
❑ Time Extension (check only 1)
❑ Director
❑ Commission
❑ UDC Text Amendment
❑ Vacation (check only 1)
❑ Director
❑ Commission
❑ Variance
❑ Other
3
Applicant Information
Applicant name: Annie wmer on behalf of Day Wireless Phone: (541)844-6870
Applicant address: 7117 SW Bevelend Rd. Suite 101 Email: annle.wymeug(seanel
City: nem State: oR Zip: 97223
Applicant's interest in property: Vown []Real ❑ Optioned ❑ Other
Owner (lame: Who Communications LLC db. Dey Wireless Systems Phone: 1503) 659-1240
Owneraddress: 4700SElmermidtimuway Email: shankins@daywheless.com
City: Mlhvaukle State: ort Zip: 97222
Agent/Contact name (e.g., architect, engineer, developer, representative): Annle wymer
Firm name: TechimotlyAssociates EC Inc Phone: (541)844.6870
Agent address: 71178weeyeland Rd.Suilei0l Email: annle.w .ja?laec.net
City: nam State: OR Zip: 97223
Primary contact is: MApplicant ❑ Owner Agent/Contact
Subject Property Information
Location/street address: 1668E.Fumklin Rd.Meddlan.ID83642 Township, range, section: 3N1E8
Assessor's parcel number(s): R543oz5o2o9 Total acreage: 2.5 Zoning district: LL
Community Development ■ Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642
Phone: 208-884-5533 Fax: 208-888-6854 wiwe.nierldiancitv.oil , flanilin,
Xerr(21212018)
Project/subdivision name: Madden sob
General description of proposed project/request: Pre sal Is for constnucton of a US' self-supporthai steel tower for use as a suonslructurefor
Proposed zoning district(s): i -L
Acres of each zone proposed: 2.5
Type of use proposed (check all that apply):
❑ Residential ❑ Office Wcommercial ❑ Employment ❑ Industrial ❑ Other
Who will own & maintain the pressurized irrigation system in this development? N/A
Which irrigation district does this property lie within? N/A
Primary irrigation source:
Secondary: NIA
Square footage of landscaped areas to be irrigated (ifprLnary or secondary point of connection is City water): N/A
Residential Project Summary (if applicable)
Number of residential units: NIA
Number of building lots:
Number of common lots: N/A Number of other lots:
Proposed number of dwelling units (for multi -family developments only):
1 bedroom: NIA 2-3 bedrooms: NIA 4 or more bedrooms: N/A
Minimum square footage of structure (excl. garage): NIA Maximum building height: NIA
Minimum property size (s.f): N/A
Gross density (Per UDC II -IA -1): N
Acreage of qualified open space: NIA
Average property size (s.f.): NIA
- Net density (Per UDC I I -IA -1):
Percentage of qualified open space:
Type and calculations of qualified open space provided in acres (Per UDC 11 -3G -3B):
Amenities provided with this development (if applicable): N/A
Type of dwelling(s) proposed: ❑ Single-family Detached ❑ Single-family Attached ❑ Townhouse
❑ Duplex ❑ Multi -family ❑ Vertically Integrated ❑ Other
Non-residential Project Summary (if applicable)
Number of building lots: NIA Common lots: N/A Other lots: NIA
Gross floor area proposed:
Existing (if applicable):
Howl of operation (days and hours): NIA Building height: NIA
Total number of parking spaces provided: NIA Number of compact spaces provided: N/A
Authorization
Print applicant name:
Applicant signature:
Date:
Community Development ■ Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642
Phone: 208-884-5533 Fax: 208-888-6854 www.nreridiancilv.orplulannin"
-2- Rew(21812018)
September 27, 2019
City of Meridian — Community Development
Attn: Planning Division
33 E. Broadway Ave. Suite 102
Meridian, ID 83642
Re: Written Narrative for Conditional Use Permit Submittal
Site Information: Day Wireless 1668 E. Franklin St. Meridian, ID 83642
DESCRIPTION OF PROPOSAL
Proposal is for construction of a 125' self-supporting steel tower for use as a support structure for radio
antennae and transmission lines. Location of proposed tower will be at 1668 E. Franklin Road, on Day
Wireless Property near the new multi -tenant flex building on 2.5 acres of land in the I -L Zoning District.
EXPLANATION OF PROPOSAL
Day Management currently owns the lands and will need to operate a communications facility at the
location of the proposed tower.
Day Management owns all improvements currently at the site. Day Management will need to construct
this tower at the location depicted on the attached construction drawings for 1668 E. Franklin Road, to
support Emergency Responder, Hospital Communications and Business Operations.
The proposed 125' tower height is needed to provide the required coverage area for said location
including Emergency Responder, Hospital Communications and Business Operations. This proposed 125'
tower would be replacing two ((1)120' & (1) 50') towers from the current Day Management location in
Boise.
ADDITIONAL CONSIDERATIONS
Nearby the site of the proposed construction, there are several existing Self -Support lattice Towers that
appear to be in excess of 100' above ground level. These locations are shown on the attached map and
photos. We foresee no additional impact to the neighboring tenants, nor to the land uses, water or soil
quality, of the neighboring landowners by constructing the proposed 125' Tower.
October 23, 2019
City of Meridian — Community Development
Attn: Planning Division
33 E. Broadway Ave. Suite 102
Meridian, ID 83642
Re: I Planner Questions and Response for Conditional Use Permit Submittal
Site Information: Day Wireless 1668 E. Franklin St. Meridian, ID 83642
RESPONSE TO PLANNER INQUIRY DATED 10/23/2019
INQUIRY #1: "You mentioned in your narrative that there are several existing self-support lattice towers
nearby the site that appear to be in excess of 100' tall; could these towers accommodate the proposed
equipment? If not, you need to submit documentation demonstrating the proposed towner or antenna
can't be accommodated on an existing or approved tower or structure as noted in UDC 11-4-3-43C.3.
https://www.sterlinecodifiers.com/codebook/index.php?book id=306"
RESPONSE: Day Wireless is unable to collocate on any of the existing Self -Support Lattice Towers
that appear to be in excess of 100' due to there being no available mounting space for our
equipment at the centerline (height) required for coverage. The Lot Line maps provided within
the Conditional Use Application show that Day Wireless's equipment will need to be placed at a
minimum of 120' in order to continue servicing the populations identified in Nampa, Mora and
Mercy.
INQUIRY #2: "The proposed tower is required to be designed (structurally & electrically) to
accommodate the applicant's antennas as well as collocation for at least one additional user per UDC 11-
4-3-43C.1; the plans should reflect/note this."
RESPONSE: The proposed tower is designed both structurally and electrically to accommodate a
future collocation for at least one additional user. Our drawings have been revised to more
clearly depict this standard and are attached to this inquiry response.
2. The facility shall be painted a neutral, non -reflective color that will blend with the surrounding
landscape. Recommended shades are gray, beige, sand, taupe, or light brown. All metal shall be corrosive
resistant or treated to prevent corrosion.
RESPONSE: The facility will be neutral and all metal will be corrosive resistant.
3. All new communication tower facilities shall be of stealth or monopole design, unless the decision
making body determines that an alternative design would be appropriate because of location or
necessity.
RESPONSE: The proposed tower is of an alternative design as a self-support lattice tower. Day
Wireless intends to illustrate the necessity of this design with regards to both location and
necessity as it relates to coverage replacement and enhancement for existing populations, first
responders and hospital facilities. This proposal intends to go through the appropriate decision
making body.
4. No part of any antenna, disk, array or other such item attached to a communications tower shall be
permitted to overhang any part of the right of way or property line.
RESPONSE: No part of any antenna, disk, array or other items attached to the communications
tower will overhang any part of the property line.
5. The facility shall not be allowed within any required street landscape buffer.
RESPONSE: The proposed facility is not located within any required street landscape buffer.
6. All new communication tower facility structures require administrative design review approval, in
addition to any other necessary permits. Structures contained within an underground vault are exempt
from this standard.
RESPONSE: The proposed tower will go through all proper administrative design review/approval
and obtain all required permitting.
7. Any equipment at ground level shall be screened by a sight obscuring fence or structure.
RESPONSE: All ground level equipment will be appropriately screened.
8. All tower facilities shall include a landscape buffer. The buffer shall consist of a landscape strip of at
least five feet (S') wide outside the perimeter of the compound. A minimum of fifty percent (50%) of the
plant material shall be of an evergreen variety. In locations where the visual impact of the tower is
October 24, 2019
City of Meridian —Community Development
Attn: Planning Division
33 E. Broadway Ave. Suite 102
Meridian, ID 83642
Re: Written Narrative for Alternative Compliance Checklist
Site Information: Day Wireless 1668 E. Franklin St, Meridian, ID 83642
DESCRIPTION OF PROPOSAL
Proposal is for construction of a 125' self-supporting steel tower for use as a support structure for radio
antennae and transmission lines. Location of proposed tower will be at 1668 E. Franklin Road, on Day
Wireless Property near the new multi -tenant flex building on 2.5 acres of land in the I -L Zoning District.
DESIGN STANDARDS PER UDC 11-4-3-43E
8. All tower facilities shall include a landscape buffer. The buffer shall consist of a landscape strip
of at least five feet (5') wide outside the perimeter of the compound. A minimum of fifty percent
(50%) of the plant material shall be of an evergreen variety. In locations where the visual impact
of the tower is minimal, the applicant may request a reduction to these standards through the
alternative compliance process in accord with chapter 5, "Administration", of this title. If you
aren't proposing landscaping, you need to submit an application for Alternative Compliance to
this standard (see UDC 11-513-5 for more info — the application fee is $160)
EXPLANATION OF REQUEST
Day Wireless is requesting alternative means for compliance regarding Design Standard's per UDC 11-4-3-
43E at the location of the proposed tower. Strict Adherence to the above landscaping requirements will
not be feasible as part of Day Wireless' proposal for the below reasons:
DAYAA�k
WIRELESS SYSTEMS
Idaho Communications, LLC dba Day Wireless Systems
PO Box 22289, Milwaukie, OR 97269
Telll: (503) 659-1240 Fax 4: (503) 659-4723
Sonya Allen
Associate Planner City of
Meridian
Community Development Dept.
33 E Broadway Avenue, Ste #102
Meridian, Idaho 83642
November 41', 2019
Ms. Allen,
In response to your latest question regarding approaching ADA County with a colocation proposal at 963
E. Pine Ave, please see our response below.
Day Wireless has contacted Ada County at your request and it is our understanding discussions are
underway with the commissioners. 1 would like to note that regardless of Ada County's decision
regarding the collocation, Day Wireless Systems will still require construction of a new tower at 1668 E
Franklin Rd, to service the Operations Center conducting business within the building undergoing
construction. Additionally, colocation at the County facility presents us with an unexpected financial
burden, basically needing to develop two sites in place of one.
Because a new tower will need to be constructed at the 1668 E Franklin Rd site regardless, it is of Day
Wireless System's opinion that it would be in the best interest of the City of Meridian to approve of the
proposed lattice tower for structural capabilities and the opportunity of future colocators to avoid
construction of more towers in the vicinity.
Day Wireless does not currently have other users for the site at 1668 E Franklin Rd but has designed the
lattice tower so that other users may be accommodated in the future.
Respectfully$
1
Shawn Hankins
Tower Sites Manager
Day Wireless Systems
4700 SE International Way
Milwaukie, OR 97222
Office 503-659-1240 Ext 255
Cell 503.201,8141
SHankinsL@d—aywirciess.com
RE: 1668 East Franklin Road
Proposed Day Wireless Communications Tower October 281h, 2019
To Whom it May Concern:
The proposed 125' Self Support Lattice Tower on the Day Wireless Systems property is an essential part
of the Day Wireless Network and Day Wireless Network Operations Center Facility to be located on the
same property at 1668 East Franklin Road in Meridian.
A 125' lattice tower is needed to provide a stable platform to support current and future Microwave,
Point to Point, line of sight coverage, and other antenna systems that will be deployed now and in the
future.
I believe future and long- term capacity is critical and a responsible design. This facility will support
colocation (design attached) for future tenants --Including cellular/wireless carriers along with many
other types of users should they be interested In collocating at our facility.
This 125' lattice tower is designed in accordance with ANSI/TIA as a Class III structure rated for use by
Essential Services if the need arises.
A monopole simply does not supply the capacity or stability this self-support lattice tower will, however
If a lattice tower is not approved, we will still need a structure on the property of some kind to mount
antennas to. It may also be likely we would need to build additional structures nearby to provide the
same capacity.
If the proposed 125' lattice tower is approved for construction, It would provide all the capacity and
height needed in the foreseeable future for Day Wireless and potential future tenants In the Meridian
area.
Feel free to contact our office if you have any questions.
Best Regards,,.
�l 1Z
G:. G
Arnold Ragsdale
Radio Frequency Engineer
Day Wireless Systems Manager
503.659.1240 x 2249
4700 SE International Way
Mllwaukie, OR 97222
ARaasdale@daywireless cora
�I✓
i �
DAY&�
WIRELESS SYSTEMS
Idaho Communications, LLC dba Day Wireless Systems
PO 13ox 22259, MilWaLikic, OR 97269
IVY: (503) 659-1240 Fax #:(503) 659.4723
Sonya Allen
Associate Planner
City of Meridian
Community Development Dept.
33 East Broadway Avenue,
Suite#102
Meridian, Idaho 83642
October 23, 2019
Ms. Allen,
The purpose of this letter is to advise the City of Meridian that Idaho Communications,
LLC dba Day Wireless Systems will comply with all regulations administered and
enforced by both the Federal Communications Commission (FCC) and the Federal
Aviation Administration (FAA).
Respectfully,
Shawn Hankins
Tower Sites Manager
Day Wireless Systems
_\ 1 /
DAYARNMUL
N
WIRELESS SYSTEMS
Idaho Communications, LLC dba Day Wireless Systems
PO Dox 22289, Miltvaukic, OR 97269
l'cl#: (503) 659-1240 Fax #: (503) 659-4723
Sonya Allen
Associate Planner
City of Meridian
Community Development Dept.
33 East Broadway Avenue,
Suite#102
Meridian, Idaho 83642
October 23, 2019
Ms, Allen,
The intent of this letter is to advise the City of Meridian that Idalio Communications, LLC
dba Day Wireless Systems and our successors will allow the shared use of the proposed
tower - located at 1668 East Franklin Road, Meridian, Idaho 83642 - given that the
additional user agrees in writing to meet reasonable terms and conditions for shared use.
Respectfully,
Shawn Hankins
Tower Sites Manager
Day Wireless Systems
Il r:
tihT� _OT ��9P
December 17, 2019
OFFICE
200 W. Front Street
Boise, Idaho 83702
(208)287-7000
Fax: (208) 287-7009
bocci n,adaweb.uct
wwmadacounty.id.gov
Annie Wymer, Real Estate Coordinator
Technology Associates EC Inc.
7117 SW Beveland Rd, Suite 101
Tigard, OR 97223
RE: Day Wireless Systems' Request to Collocate Equipment on Ada County Dispatch
Center's Tower in Meridian, Idaho
Dear Ms. Wymer:
We received your October 29, 2019, letter that you submitted to Ada County on behalf of Day
Wireless Systems. Based on your letter, it is our understanding that Day Wireless Systems wants
to know whether Ada County will allow them to collocate equipment on the Ada County
Dispatch Center's tower in Meridian, Idaho.
We regret to inform you that, although we appreciate the service that Day Wireless Systems
provides to the community, we believe it is in the best interest of Ada County not to collocate
this equipment at this time.
Thank you for taking the time to express interest in this matter. We wish you well in your
endeavors.
If you have any questions, please feel free to reach out to us.
Sincerely,
ADA CITY BOARD OF COMMISSIONERS
Kendr myon, Chair
Recording Requested By and
When Recorded Return to:
Idaho Communications Properties, LLC
4700 SE International Way
Milwaukie, OR 97222
ATM: Grant )ones
ADA COUNTY RECORDER Phil McGrane 2019-027254
BOISE IDAHO Pgs=3 LISA BATT 04/0512019 03:53 PM
FIRST AMERICAN COMMERCIAL NCS $15.00
SPACE ABOVE THIS LINE FOR RECORDER'S USE ONLY
IDAHO GRANT DEED
This Grant Deed is made this 22nd day of March, 2019, between Day Management
Corp., an Oregon corporation, whose current address is 4700 SE International Way,
Milwaukie, OR 97222 ("Grantor"), and Idaho Communications Properties, LLC, an Oregon
limited liability company, whose current address is 4700 SE International Way, Milwaukie, OR
97222 ("Grantee"), witnesseth:
That Grantor, for and in consideration of the sum of Ten Dollars and No Cents ($10,00),
and other good and valuable consideration, the receipt whereof is hereby acknowledged, does,
by these presents, grant, bargain, sell and convey unto Grantee and its successors and assigns
forever, all the following described real property situated in the County of Ada, State of Idaho
(the "Real Property"):
SEE EXHIBIT A.
Together with all and singular the structures, improvements and fixtures thereto, the
tenements, hereditaments, and appurtenances thereunto belonging or in anywise appertaining,
the reversion and reversions, remainder and remainders, and rents, issues and profits thereof;
and all estate, right, title and interest in and to the Real Property, as well in law as in equity,
except as expressly provided otherwise herein.
Grantor's covenants or warranties with respect to title, express or implied, are those, and
only those, implied by use of the word "grant" as set forth in Idaho Code § 55.612 and that the
above described Real Properly is free from all monetary liens or encumbrances created, granted,
caused or suffered by Grantor. Excepting all monetary liens or encumbrances created, granted,
caused or suffered by Grantor, the grant herein is subject to all matters of record and appearing
on the face of the Real Property.
GRANTOR:
DAY MANAGEMENT CORP., an Oregon
corporation (�
By:� X
Name: Gordon D. Day
Title: President
IDAHO GRANT DEED - I
t _ ;
STATE OF OREGON )
ss.
County of Clackamas )
On this Z2 day of March, 2019, before me, a Notary Public in and for said state,
personally appeared Gordon D, Day, known or identified to me to be the President of Day
Management Corp., an Oregon corporation, and who subscribed said name to the foregoing
instrument, and acknowledged to me that he executed the same in said company name.
IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal the
day and year first above written,
OFFICIAL STAMP
JENNIFER C HITCHCOCK
�; J NOTARY PUBLIC •OREGON
COMMISSION
NO.975092
MY COMMISSION EXPIRES MAY 29.2072
IDAHO GRANT DEED - 2
Notary Public for -
Residing at:
My commissi expires: 29 2;.
EXHIBIT A
LEGAL DESCRIPTION OF REAL PROPERTY
LOT 2 IN BLOCK 1 OF MADDEN SUBDIVISION, ACCORDING TO THE PLAT THEREOF, FILED IN BOOK
113 OF PLATS AT PAGES 16524 THROUGH 16527, RECORDS OF ADA COUNTY, IDAHO.
AFFIDAVIT OF LEGAL INTEREST
STATE OF IDAHO
COUNTY OF ADA
I, /'la t Dir S e l o rbc R 7 C.B✓t W
(name) ,ddres )
(city) (state)
being first duly sworn upon, oath, depose and say:
1. That I am the record owner of the property described on the attached, and I grant my
permission to:
Paul Slot@maker 7117 SW Beveland St Suite 101 Tigard OR 97223
(name) (address)
to submit the accompanying application(s) pertaining to that property.
2. I agree to indemnify, defend and hold the City of Meridian and its employees harmless
from any claim or liability resulting from any dispute as to the statements contained
herein or as to the ownership of the property which is the subject of the application.
I hereby grant permission to City of Meridian staff to enter the subject property for the
purpose of site inspections related to processing said application(s).
Dated this 74ti By of Tu-( � 20 (q
(Signature)
JBSCRIBED AND SWORN to before me the day and year first above ittenn.
iL 2
S. SCOTT LUNO (Notary Pu/b�lic for Idaho)
NOTARY PUBLIC -STATE 24487 IO ,///�%. / � /
COMM IBSIONNUMBER 24407 Residing at; /7 t�db Gx-
MY COMMISSION EXPIRES 8.30.2010 {7 q
My Commission Expires: O 3a 2,cl l
Community Development n Planning. Division o 33 E. BroadNvay Avenue, Ste, 102 Meridian, Idaho 83642
Phone: 208-884-5533 Fax: 208-888-6854 gm � nu;itg.o�g/ailttmning
Annie Wymer
From: Mindy Wallace <Mwallace@achdidaho.org>
Sent: Tuesday, October 01, 2019 11:48 AM
To: Annie Wymer
Subject: RE: Traffic Impact Study/Change of Use not required
Annie,
A traffic impact study is not required for this application.
Mindy
Mindy Wallace, AICP
Planning Review Supervisor
Ada County Highway District
208-387-6178
ACHD Development Services is open for business at our new location at 9301 H. Orchard Street, .Suite
200 in the CSC building. Parking and building entrance are located on west side of building.
From: Annie Wymer <annie.wvmer@taec.net>
Sent: Tuesday, October 01, 2019 11:40 AM
To: PlanningReview <PlanninaReview@achdidaho.org>
Subject: FW: Traffic Impact Study/Change of Use not required
[THIS EMAIL ORIGINATED EXTERNALLY. PLEASE USE CAUTION WHEN OPENING
ATTACHMENTS OR LINKS INSIDE TIIIS EMAIL.]
Good morning,
I would like to follow up on the inquiry below.
I am needing to confirm that no change of use is required as soon as possible in order to submit permitting for
this site.
Please let me know if you have any questions or concerns.
Thank You,
Annie Wymer
Technolouv Associates EC INC.
Real Estate Coordinator I Ann(e.Wyajt i taec.net 1 541-844-6870
ADDITIONAL CONSIDERATIONS
Nearby the site of the proposed construction, there are several existing Self -Support Lattice Towers that
appear to be in excess of 100' above ground level. We foresee no additional impact to the neighboring
tenants, nor to the land uses, water or soil quality, of the neighboring landowners by constructing the
proposed 125'Tower.
Please let me know if you have any additional questions or concerns.
Thank You,
Annie Wymer
Technolotly Associates 18 INC.
Real Estate Coordinator I Annie_Wymer@taec_net 541-844-6870
7117 SW Beveland Rd, Suite 1011 Tigard I OR 97223
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CITY Or MERIDIAN
PRE -APPLICATION MEETING NOTES
Project/Subdivision Name: Day Wireless CUP.
Applicant(s)/Contact(s): Paul Slotemaker,
City Staff: Kevin, Bill, Tom, Kenny, Amand<
Location: 1668 E. Franklin Rd
07/11/2019
of Property: 2.5 acre
Comprehensive Plan FLUM Designation: Industrial
Existing Use: Industrial Existing Zoning: I -L
Proposed Use: Wireless communications facility Proposed Zoning: I -L
Surrounding Uses: I -L. C -G
Street Buffer(s) and/or Land Use Buffer(s): 5' landscape buffer
Open Space/Amenities/Pathways:
Access/Stub Streets:
History: CZC A-2018-0370 H-2017-0121 DA #2017-119617
Additional Meeting Notes:
Include if collocation will be available
Are Cope Collision and Gensco good with it?
Note: A Traffic Impact Study (TIS) will be required by ACHD for large commercial projects and any residential development with over 100 units. To
avoid unnecessary delays & expedite the hearing process, applicants are encouraged to submit the TIS to ACHD prior to submitting their application
to the City. Not having ACHD comments and/or conditions on large projects may delay hearing(s) at the City. Please contact Mindy Wallace at 387-
6178 or Christy Little at 387-6144 at ACHD for information in regard to a TIS, conditions, impact fees and process.
Other Agencies/Departments to Contact:
❑ Ada County Highway Dist. (ACRD) ❑ Nampa Meridian Irrigation Dist. (NMID) ❑ Public Works Department
❑ Idaho Transportation Dept. (ITD) ❑ Settler's Irrigation District ❑ Building Department
❑ Republic Services ❑ Police Department ❑ Parks Department, Jay
❑ Central District Health Department ❑ Fire Department ❑ Other:
Application(s) Required:
❑ Administrative Design Review ❑ Conditional Use Permit Modificationfrransfer ❑ Rezone
® Alternative Compliance ❑ Development Agreement Modification ❑ Short Plat
❑ Annexation ❑ Final Plat ❑ Time Extension - Council
❑ City Council Review ❑ Final Plat Modification ❑ UDC Text Amendment
❑ Comprehensive Plan Amendment - Map ❑ Planned Unit Development ❑ Vacation
❑ Comprehensive Plan Amendment - Text ❑ Preliminary Plat ❑ Variance
® Conditional Use Permit ❑ Private Street ❑ Other
Notes: 1) Applicants are required to hold a neighborhood meeting in accord with UDC 11 -5A -5C prior to submittal of an application requiring a public
hearing (except for a vacation or short plat); and 2) All applicants for permits requiring a public hearing shall post the site with a public hearing notice
in accord with UDC 11 -5A -5D.3 (except for UDC text amendments, Comp Plan text amendments, and vacations). The information provided during
this meeting is based on current UDC requirements and the Comprehensive Plan. Any subsequent changes to the UDC and/or Comp Plan may
affect your submittal and/or application. This pre -application meeting shall be valid for four (4) months.
.I.
DAYA
WIRELESS SYSTEMS
r
Day Wireless Neighborhood Meeting (Meridian Tower)
Name (Please Print)
Address
In Favor of Project
Yes
No
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5.
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//
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
Meridian Tower
COMMITMENT OF PROPERTY POSTING
Per Unified Development Code (UDC) 11 -5A -5D, the applicant for all applications requiring a
public hearing (except for a UDC text amendment, a Comprehensive Plan text amendment
and/or vacations) shall post the subject property not less than ten (10) days prior to the hearing.
The applicant shall post a copy of the public hearing notice of the application(s) on the property
under consideration.
The applicant shall submit proof of property posting in the form of a notarized statement and a
photograph of the posting to the City no later than seven (7) days prior to the public hearing
attesting to where and when the sign(s) were posted. Unless such Certificate is received by the
required date, the hearing will be continued.
The sign(s) shall be removed no later than three (3) days after the end of the public hearing for
which the sign(s) had been posted.
I am aware of the above requirements and will comply with the posting requirements as stated in
UDC 11-5A-5.
M. 1-27- z0101
Applicant/agent signatuiuV Date
Community Development ■ Planning Division m 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642
Phone: 208-884-5533 Fax: 208-888-6854 www.meridiancity.ore,/mann n
Annie Wymer
From: noreply@meridiancity.org
Sent: Tuesday, October 01, 2019 8:09 AM
To: Annie Wymer; tricks@meridiancity.org; rbeecroft@meridiancity.org
Subject: Address Verification Complete
Address verification is complete for record LDAV-2019-0637
Project: Day Wireless Meridian Cell Tower
Address:
1668 E FRANKLIN RD
MERIDIAN, ID 83642
Parcel(s):
R5430250200
Lot: 2
Block: 1
Subdivision: MADDEN SUB
City of Meridian
33 E. Broadway Ave., Meridian, Idaho 83642
Phone: 208-888-4433
www.meridiancity.org
All e-mail messages sent to or received by City of Meridian e-mail accounts are subject to the Idaho law, in
regards to both release and retention, and may be released upon request, unless exempt from disclosure by law.
Idaho Communications, LLC dba Day Wireless Systems
PO Box 22289, Milwaukie, OR 97269
Tel#: (503) 659-1240 Fax #: (503) 659-4723
Ryan McKell
Assistant City Planner
City of Meridian
Community Development Department
33 East Broadway Avenue, Suite #102
Meridian, Idaho 83642
September 23, 2019
Mr. McKell,
The purpose of this letter is to advise the City of Meridian that Idaho Communications, LLC
dba Day Wireless Systems is providing confirmation that the tower located at 1668 East
Franklin Road, Meridian, Idaho 83642, will be removed within 60 days of cessation of use as
a wireless communications facility.
Respectfully,
"'�- '&"z -
Aaron Clark
Area Service Manager
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Towers and Poles
Structural Design Report
125' S3TL Series HD1 Self -Supporting Tower
Site: Meridian, ID
Prepared for: DAY WIRELESS SYSTEMS
by: Sabre Towers & Poles TM
Job Number: 432287
May 2, 2019
TowerProfile........................................................................................ 1-2
Foundation Design Summary................................................................. 3
MaximumLeg Loads............................................................................. 4
Maximum Diagonal Loads...................................................................... 5
Maximum Foundation Loads.................................................................. 6
Calculations......................................................................................... 7-18
a
m
m
40 mph
Design Ice Thickness
0.601n
SN
III
Risk Category
U
Exposure Category
C
Topographic Category
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100'
80'
60
40
20'
a
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15,0"
Design Criteria - ANSIITIA-222-G
ASCE 7-16 Ultimate Wind Speed (No Ice)
108 mph
Wind Speed (Ice)
40 mph
Design Ice Thickness
0.601n
Structure Class
III
Risk Category
III
Exposure Category
C
Topographic Category
1
Base Reactions
Total Foundation
Individual Foaling
Shear (kips)
50.08
Shear (kips) 30.59
Axial (kips)
101.67
Compresslan (kips) 318
Moment(11-kips)
3858
Uplift(Wres) 280
Torsion (ft-klps)
-20.89
°es<dvaon:
Material List
Display
Value
A!.377X500X.154
D
L2X 1/8
C
L2X2X3/16
Notes
1) All legs are A500 (50 ksi Min. Yield).
2) All braces are A672 Grade 50.
3) All brace bolls are A325 -X.
4) The tower model is S3TL Series HDI.
5) Transmission lines are to be attached to 15 hole wavegulde
ladders with stackable hangers.
6) Azimuths are relative (not based on true north).
7) Foundation loads shown are maximums.
8) All unequal angles are oriented with the short leg vertical.
9) Weights shown are estimates. Final weights may vary.
10) Tower Rating: 97.22%
Sabra communications Corporation
Job'
452287
Sabre Industries' P.O. P.O. eos 650
aslomer:
DAY WIRELESS SYSTEMS
Towers and P08S s�ouw u'}yJ oz -ossa
Ste Name:
Mardian. ID
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Date:
Or
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6/2/2079 ARH
Page 1
Designed Appurtenance Loading
Elev
Descrlptlon
TwLine
125
3V -Boom -120 Face - sit Standoff
126
Lightning Rod
(1) v
125
(12) 8' x 1' x l' Panel
(24) 15/8"
126
(24) RRU (1)" x 13" x 10-)
(4) DC/Piber Trunks
125
(4) DC6-0880.18-BF
BY:
115
3V -Boom -120 Face - sit Standoff
5/212019 ARH
115
(12) 8' x i' x V Panel
(24) 15/8"
115
1 (24) RRU (16" x 13' x 10')
(4) DO/Fiber Trunks
115
1 (4) DC6-0880.18-BF
105
3V -Boom -120 Face -aft Stantloff
105
(12)SixV x 1' Panel
(24) 1618"
105
(24) RRU (16' x 13"X 1)")
(4) DURber Thinks
105
(4) DC6-0880.18-BF
99.17
(3)DS4Co6F36D-N
95
3V -Boom -120 Face sit Standoff
95
(12) Six 1' x V Panel
(24) 16/8'
95
(24) RRU (16' x 13'x 10')
(4) DC/Fiber Trunks
95
1 (4) DC6A&MI8-8F
90
(3)sit Sidearms
90
(3) 7/8"
85
(1) 4' Ice Shield
85
(1) 4' Ice Shield
85
(1)6'In Shield
80
Leg Dish Mount
80
Leg Dish Mount
80
Leg Dish Mount
80
1 (1)3'Solid DISK
(1) EW77
"" Sabre Communications Corporation
Joh'
432287
6"'°`°"<
Sabre Industries' .01
P.O.B.°. eox65s
customer:
DAY WIRELESS SYSTEMS
Towels and Poles Sioux CM, IA 51102 W58
Mr U)'.
Site Name',
Meddlan, ID
4c 0)z)2m uu
<.m..1, a mx.a. wmmr a sw, c—,al . e>Da+a..,...�.we.,..1
DesMDaon:
125' S3TL
.«m.41n er w.,, c.m cn So w a,m nu ae uie , ....«yamm .«w+)a.«r
a aux. co-,,,..xx—, c.,...—
Date:
BY:
..—. n, rw r..«,., —.
5/212019 ARH
Page 2
Sabre Industries'"
Towers and Poles
Customer: DAY WIRELESS SYSTEMS
Site: Meridian, ID
125 ft. Model S3TL Series HD1 Self Supporting Tower
Center of Tower
PLAN VIEW
1. 24'-6" d
ELEVATION VIEW
(36.1 cu. yds.)
(1 REDD.; NOT TO SCALE)
CAUTION: Center of
tower is not in center
of slab.
No.: 432287
Date: 5/2/19
By: ARH
Notes:
1) Concrete shall have a minimum 28 -day compressive
strength of 4,500 psi, in accordance with ACI 318-11.
2) Rebar to conform to ASTM specification A615 Grade 60.
3) All rebar to have a minimum of 3" concrete cover.
4) All exposed concrete corners to be chamfered 3/4".
5) The foundation design is based on the geotechnical report
by GTI, project no. 1876-1133, dated July 10, 2017.
6) See the geotechnical report for compaction requirements,
if specified.
7) The foundation is based on the following factored loads:
Factored download (kips) = 57.49
Factored overturn (kip -ft) = 3,858.04
Factored shear (kips) = 50.08
8) 4.5' of soil cover is required over the entire area of the
foundation slab.
9) The bottom anchor bolt template shall be positioned as
closely as possible to the bottom of the anchor bolts.
Reber Schedule per Mat and per Pier
(12) #8 vertical rebar w/ hooks at bottom w/
\
io
12" C/C
Mat
(47) #8 horizontal rebar evenly spaced each
7 \
way top and bottom. 188 total
Anchor Bolts
per Le
(6) 1.5" dia. x 78" Ft 554-105 on a 13.25" B.C. w/ 9.5"
max. projection above concrete.
7
\\
7
------------
o
12'-3"
12'-3"
24'-6"
PLAN VIEW
1. 24'-6" d
ELEVATION VIEW
(36.1 cu. yds.)
(1 REDD.; NOT TO SCALE)
CAUTION: Center of
tower is not in center
of slab.
No.: 432287
Date: 5/2/19
By: ARH
Notes:
1) Concrete shall have a minimum 28 -day compressive
strength of 4,500 psi, in accordance with ACI 318-11.
2) Rebar to conform to ASTM specification A615 Grade 60.
3) All rebar to have a minimum of 3" concrete cover.
4) All exposed concrete corners to be chamfered 3/4".
5) The foundation design is based on the geotechnical report
by GTI, project no. 1876-1133, dated July 10, 2017.
6) See the geotechnical report for compaction requirements,
if specified.
7) The foundation is based on the following factored loads:
Factored download (kips) = 57.49
Factored overturn (kip -ft) = 3,858.04
Factored shear (kips) = 50.08
8) 4.5' of soil cover is required over the entire area of the
foundation slab.
9) The bottom anchor bolt template shall be positioned as
closely as possible to the bottom of the anchor bolts.
Reber Schedule per Mat and per Pier
(12) #8 vertical rebar w/ hooks at bottom w/
Pier
#4 rebar ties, two (2) within top 5" of pier then
12" C/C
Mat
(47) #8 horizontal rebar evenly spaced each
way top and bottom. 188 total
Anchor Bolts
per Le
(6) 1.5" dia. x 78" Ft 554-105 on a 13.25" B.C. w/ 9.5"
max. projection above concrete.
Information contained herein is the sole properly of Sabre Towers & Poles, cons]Itules 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 or - P.O. Box 658 - Sioux City, IA 51102-0658 - Phone 712.258.6690 - Fax 712.258.8250
Page 3
DRAWFORCE Ver 2.2 (c) Guymast Inc. 2006-2009 Phone:(416) 736-7453
Licensed to: Sabre Towers and Poles
Maximum
Elev(ft)
125.0
120
110
100
90
80
70
60
50
40
30
20
10
Compression in Legs (kip) Tension in Legs (kip)
300 200 100 0 100 200 300
2 may 2019
10:29:39
300 200 100 0 100 200 300
125.0
120
110
100
90
80
70
60
50
40
30
20
10
0
Page 4
1.5
48.2
7.0
76.5-
-142.1
165.6-
-176.0
I
196.4
39.5
275.0
i
f
09.6
357.8
58 1
378.0
300 200 100 0 100 200 300
125.0
120
110
100
90
80
70
60
50
40
30
20
10
0
Page 4
DRAWFORCE Ver 2.2 (c) Guymast Inc. 2006-2009 Phone:(416) 736-745:
Licensed to: Sabre Towers and Poles
Maximum
2 may 2019
10:29:39
Compression in Diagonals (kip) Tension in Diagonals (kip)
Elev(ft) 10 5 0 5 10
125.0 - 1
7.2 7.2
120-
110-10.7
20 110 10.7 10.
100-
90-7.2
0090 .2 7.2-
80-
.280 _.
70-B.2 8.2
60
I
50-9.8 ;9.8
I
`K
40-
30-13.3
0 30 13.3 13.3
20-
10-1
010 1 .3 10h3
0
5 0 5 10
125.0
120
110
100
90
80
70
60
50
40
30
20
10
0
Page 5
DRAWFORCE Ver 2.2 (c) Guymast Inc. 2006-2009 Phone:(416) 736-7453 2 may 2019
Licensed to: Sabre Towers and Poles 10:29:39
Maximum
TOTAL FOUNDATION LOADS (kip, £t -kip)
INDIVIDUAL FOOTING LOADS (kip)
30.59
25.04
280.16f y316.14
U 30.59
Page 6
Latticed Tower Analysis (Unguyed)
Processed under license at:
sabre Towers and Poles
MAST GEOMETRY ( ft )
(c)2015 Guymast Inc, 416-736-7453
on: 2 may 2019 at: 10:29:39
PANEL
NO.OF
ELEV.AT
ELEV.AT
F.W..AT
F.W..AT
TYPE
LEGS
BOTTOM
TOP
BOTTOM
TOP
x
3
120.00
125.00
5.00
5.00
x
3
115.00
120.00
5.00
5.00
x
3
100.00
115.00
5.00
5.00
x
3
95.00
100.00
5.50
5.00
X
3
80.00
95.00
7.00
5.50
X
3
60.00
80.00
9.00
7.00
x
3
40.00
60.00
11.00
9.00
X
3
20.00
40.00
13.00
11.00
x
3
0.00
20.00
15.00
13.00
MEMBER PROPERTIES
MEMBER
BOTTOM
TOP
TYPE
ELEV
ELEV
3.678
ft
ft
LE
120.00
125.00
LE
100.00
120.00
LE
80.00
100.00
LE
60.00
80.00
LE
40.00
60.00
LE
20.00
40.00
LE
0.00
20.00
DI
120.00
125.00
DI
100.00
120.00
DI
80.00
100.00
DI
60.00
80.00
DI
40.00
60.00
DI
0.00
40.00
HO
120.00
125.00
HO
115.00
120.00
HO
95.00
100.00
FACTORED MEMBER RESISTANCES
BOTTOM TOP
ELEV ELEV
ft ft
120.0 125,0
115.0 120,0
100.0 115.0
95.0 100.0
80.0 95.0
60.0 80.0
40.0 60.0
20.0 40.0
0.0 20.0
LEGS
COMP TENS
kip kip
31.48 48.15
57.04 76.50
57.04 76.50
142.05 165.60
142.05 165.60
175.98 198.45
239.46 274.95
309.64 357.75
358.08 378.00
X-SECTN RADIUS
AREA OF GYRAT
in. sq
in
1.075
0.787
1.704
0.787
3.678
0.787
4,407
0,787
6.111
0.787
7.952
0.787
8.399
0.787
0,484
0,626
0.715
0.626
0.484
0.626
0.715
0.626
0.902
0.626
1.090
0.626
0.484
0.626
0.715
0.626
0.484
0.626
DIAGONALS
COMP TENS
kip kip
7.16 7.16
10.74 10,74
10.74 10.74
7.16 7.16
7.16 7.16
8.19 8.19
9.84 9.84
13.34 13.34
10.34 10.34
TYPICAL
PANEL
HEIGHT
5,00
5.00
5.00
5.00
5.00
5.00
6.67
6.67
6.67
ELASTIC THERMAL
MODULUS EXPANSN
ksi /deg
29000. 0.0000117
29000. 0.0000117
29000. 0.0000117
29000. 0.0000117
29000. 0.0000117
29000. 0.0000117
29000. 0.0000117
29000. 0.0000117
29000. 0.0000117
29000. 0.0000117
29000. 0.0000117
29000. 0.0000117
29000. 0.0000117
29000. 0.0000117
29000. 0.0000117
29000. 0.0000117
HORIZONTALS
COMP TENS
kip kip
5.82 5.82
8.46 8.46
0.00 0.00
5.82 5.82
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
INT BRACING
COMP TENS
kip kip
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
-----=---------------=---=------------------------------------------------------
--------------------------------------------------------------------------------
* Only 3 condition(s) shown in full
n RRUs/TMAs were assumed to be behind antennas
* some wind loads may have been derived from full-scale wind tunnel testing
LOADING CONDITION A
108 mph ultimate wind with no ice. wind Azimuth: Oo
MAST LOADING
Page 7
LOAD
ELEV
APPLY..LOAD..AT LOAD
......FORCES......
......MOMENTS......
......FORCES......
TYPE
......MOMENTS.....
RADIUS
AZI
AZI
HORIZ
DOWN
VERTICAL
TORSNAL
VERTICAL
ft
ft
ft
ft
kip
kip
ft -kip ft
-kip
C
125.0
0.00
0.0
0.0
4.77
4.62
4.77
0.00
0.00
C
125.0
0.00
0.0
0.0
0.01
0.06
0.05
0.00
0.00
C
115.0
0.00
0.0
0.0
3.83
4.62
0.00
0.00
0.00
C
105.0
0.00
0.0
0.0
3.76
4.62
0.00
0.00
0.00
C
99.2
0.00
0.0
0.0
0.43
0.25
C
0.00
0.00
C
95.0
0.00
0.0
0.0
4.02
4.62
0.00
0.00
C
90.0
0.00
0.0
0.0
0.29
0.54
0.00
0.00
C
85.0
0.00
0.0
0.0
0.10
0.48
0.00
0.00
C
85.0
0.00
0.0
0.0
0.10
0.48
0.00
0.00
C
85.0
0.00
0.0
0.0
0.15
0.72
0.00
0.00
C
75.0
0.00
0.0
0.0
0.10
0.48
0.00
0.00
C
75.0
0.00
0.0
0.0
0.10
0.48
0.00
0.00
C
75.0
0.00
0.0
0.0
0.15
0.72
0.00
0.00
C
69.2
0.00
0.0
0.0
0.40
0.25
0.00
0.00
C
60.0
0.00
0.0
0.0
0.27
0.54
0.00
0.00
C
55.0
0.00
0.0
0.0
0.09
0.48
0.00
0.00
C
55.0
0.00
0.0
0.0
0.09
0.48
0.00
0.00
C
55.0
0.00
0.0
0.0
0.14
0.72
0.00
0.00
C
45.0
0.00
0.0
0.0
0.09
0.48
0.00
0.00
D
125.0
0.00
349.5
0.0
0.13
0.08
0.06
-0.03
D
120.0
0.00
349.5
0.0
0.13
0.08
0.06
-0.03
D
120.0
0.00
349.5
0.0
0.13
0.10
0.06
-0.03
D
115.0
0.00
349.5
0.0
0.13
0.10
0.06
-0.03
D
115.0
0.00
26.9
0.0
0.15
0.13
0.05
0.01
D
105.0
0.00
26.9
0.0
0.15
0.13
0.05
0.01
D
105.0
0.00
33.3
0.0
0.17
0.16
0.02
-0.02
D
100.0
0.00
33.3
0.0
0.17
0.16
0.02
-0.02
D
100.0
0.00
32.8
0.0
0.18
0.19
0.02
-0.02
D
95.0
0.00
32.8
0.0
0.18
0.19
0.02
-0.02
D
95.0
0.00
318.2
0.0
0.22
0.22
0.03
-0.05
D
80.0
0.00
325.0
0.0
0.22
0.22
0.04
-0.05
D
80.0
0.00
327.8
0.0
0.23
0.24
0.05
-0.05
D
65.0
0.00
332.7
0.0
0.23
0.25
0.05
-0.05
D
65.0
0.00
331.8
0.0
0.24
0.25
0.05
-0.05
D
60.0
0.00
331.8
0.0
0.24
0.25
0.05
-0.05
D
60.0
0.00
336.7
0.0
0.23
0.27
0.07
-0.05
D
40.0
0.00
339.8
0.0
0.23
0.28
0.08
-0.05
D
40.0
0.00
341.1
0.0
0.23
0.31
0.08
-0.05
D
20.0
0.00
339.4
0.0
0.25
0.32
0.07
-0.05
D
20.0
0.00
344.0
0.0
0.21
0.33
0.10
-0.04
D
0.0
0.00
342.6
0.0
0.22
0.33
0.09
-0.04
ANTENNA LOADING
.......ANTENNA
.................
ATTACHMENT ...........ANTENNA
FORCES......
TYPE
ELEV AZI
RAD
AZI
AXIAL
SHEAR
GRAVITY
TORSION
ft
ft
kip
kip
kip
ft -kip
STD
80.0 120.0
5.5
120.0
-0.14
-0.14
0.14
-0.18
STD
80.0 0.0
5.5
0.0
1.10
0.00
0.20
0.00
STD
80.0 240.0
5.5
240.0
-0.08
0.08
0.08
0.08
STD
70.0 120.0
6.1
120.0
-0.14
-0.14
0.14
-0.17
STD
70.0 0.0
6.1
0.0
1.07
0.00
0.20
0.00
STD
70.0 240.0
6.1
240.0
-0.08
0.08
0.08
0.07
STD
50.0 120.0
7.3
120.0
-0.13
-0.13
0.14
-0.16
STD
50.0 0.0
7.3
0.0
0.99
0.00
0.20
0.00
STD
50.0 240.0
7.3
240.0
-0.07
0.07
0.08
0.07
STD
40.0 0.0
7.8
0.0
0.42
0.00
0.14
0.00
LOADING CONDITION M =--- --- -----------------------------------------------
108 mph Ultimate wind with no ice. wind Azimuth: Oe
MAST LOADING
LOAD
ELEV
APPLY..LOAO..AT
LOAD
......FORCES......
......MOMENTS.....
TYPE
RADIUS
AZI
AZI
HORIZ
DOWN
VERTICAL
TORSNAL
ft
ft
kip
kip
ft -kip
ft -kip
C
125.0
0.00
0.0
0.0
4.77
3.46
0.00
0.00
C
125.0
0.00
0.0
0.0
0.01
0.05
0.00
0.00
C
115.0
0.00
0.0
0.0
3.83
3.46
0.00
0.00
C
105.0
0.00
0.0
0.0
3.76
3.46
0.00
0.00
C
99.2
0.00
0.0
0.0
0.43
0.19
0.00
0.00
C
95.0
0.00
0.0
0.0
4.02
3.46
0.00
0.00
Page 8
C 90.0
0.00
0.0
0.0
0.29
0.41
0.00
0.00
C 85.0
0.00
0.0
0.0
0.10
0.36
0.00
0.00
C 85.0
0.00
0.0
0.0
0.10
0.36
0.00
0.00
C 85.0
0.00
0.0
0.0
0.15
0.54
0.00
0.00
C 75.0
0.00
0.0
0.0
0.10
0.36
0.00
0.00
C 75.0
0.00
0.0
0.0
0.10
0.36
0.00
0.00
C 75.0
0.00
0.0
0.0
0.15
0.54
0.00
0.00
C 69.2
0.00
0.0
0.0
0.40
0.19
0.00
0.00
C 60.0
0.00
0.0
0.0
0.27
0.41
0.00
0.00
C 55.0
0.00
0.0
0.0
0.09
0.36
0.00
0.00
C 55.0
0.00
0.0
0.0
0.09
0.36
0.00
0.00
C 55.0
0.00
0.0
0.0
0.14
0.54
0.00
0.00
C 45.0
0.00
0.0
0.0
0.09
0.36
0.00
0.00
D 125.0
0.00
349.5
0.0
0.13
0.06
0.05
-0.03
D 120.0
0.00
349.5
0.0
0.13
0.06
0.05
-0.03
D 120.0
0.00
349.5
0.0
0.13
0.07
0.05
-0.03
D 115.0
0.00
349.5
0.0
0.13
0.07
0.05
-0.03
D 115.0
0.00
26.9
0.0
0.15
0.09
0.04
0.01
D 105.0
0.00
26.9
0.0
0.15
0.09
0.04
0.01
D 105.0
0.00
33.3
0.0
0.17
0.12
0.02
-0.02
D 100.0
0.00
33.3
0.0
0.17
0.12
0.02
-0.02
D 100.0
0.00
32.8
0.0
0.18
0.14
0.02
-0.02
D 95.0
0.00
32.8
0.0
0.18
0.14
0.02
-0.02
D 95.0
0.00
318.2
0.0
0.22
0.16
0.03
-0.05
D 80.0
0.00
325.0
0.0
0.22
0.17
0.03
-0.05
D 80.0
0.00
327.8
0.0
0.23
0.18
0.03
-0.05
D 65.0
0.00
332.7
0.0
0.23
0.18
0.04
-0.05
D 65.0
0.00
331.8
0.0
0.24
0.19
0.04
-0.05
D 60.0
0.00
331.8
0.0
0.24
0.19
0.04
-0.05
D 60.0
0.00
336.7
0.0
0.23
0.20
0.05
-0.05
D 40.0
0.00
339.8
0.0
0.23
0.21
0.06
-0.05
D 40.0
0.00
341.1
0.0
0.23
0.23
0.06
-0.05
D 20.0
0.00
339.4
0.0
0.25
0.24
0.06
-0.05
D 20.0
0.00
344.0
0.0
0.21
0.24
0.07
-0.04
D 0.0
0.00
342.6
0.0
0.22
0.25
0.07
-0.04
ANTENNA LOADING
.......ANTENNA
.................
ATTACHMENT
...........ANTENNA FORCES......
TYPE
TYPE
ELEV
AZI
RAD
AZI
AXIAL
SHEAR
GRAVITY
TORSION
C
ft
0.00
ft
0.0
kip
kip
kip
ft -kip
STD
80.0
120.0
5.5
120.0
-0.14
-0.14
0.10
-0.18
STD
80.0
0.0
5.5
0.0
1.10
0.00
0.15
0.00
STD
80.0
240.0
5.5
240.0
-0.08
0.08
0.06
0.08
STD
70.0
120.0
6.1
120.0
-0.14
-0.14
0.10
-0.17
STD
70.0
0.0
6.1
0.0
1.07
0.00
0.15
0.00
STD
70.0
240.0
6.1
240.0
-0.08
0.08
0.06
0.07
STD
50.0
120.0
7.3
120.0
-0.13
-0.13
0.10
-0.16
STD
50.0
0.0
7.3
0.0
0.99
0.00
0.15
0.00
STD
50.0
240.0
7.3
240.0
-0.07
0.07
0.06
0.07
STD
40.0
0.0
7.8
0.0
0.42
0.00
0.10
0.00
LOADING CONDITION Y
40 mph wind with 0.5 ice. Wind Azimuth: Oo
MAST LOADING
LOAD
ELEV
APPLY..LOAD..AT
LOAD
TYPE
kip
RADIUS
AZI
AZI
0.13
ft
ft
0.72
6.76
C
125.0
0.00
0.0
0.0
C
125.0
0.00
0.0
0.0
C
115.0
0.00
0.0
0.0
C
105.0
0.00
0.0
0.0
C
99.2
0.00
0.0
0.0
C
95.0
0.00
0.0
0.0
C
90.0
0.00
0.0
0.0
C
85.0
0.00
0.0
0.0
C
85.0
0.00
0.0
0.0
C
85.0
0.00
0.0
0.0
C
75.0
0.00
0.0
0.0
C
75.0
0.00
0.0
0.0
C
75.0
0.00
0.0
0.0
C
69.2
0.00
0.0
0.0
C
60.0
0.00
0.0
0.0
C
55.0
0.00
0.0
0.0
C
55.0
0.00
0.0
0.0
......FORCES......
VERTICAL
HORIZ
DOWN
kip
kip
0.92
6.80
0.00
0.13
0.74
6.78
0.72
6.76
0.09
0.40
0.71
6.74
0.06
0.75
0.02
0.62
0.02
0.62
0.03
0.86
0.02
0.62
0.02
0.62
0.03
0.86
0.08
0.39
0.05
0.74
0.02
0.61
0.02
0.61
......MOMENTS......
VERTICAL
TORSNAL
ft -kip
ft -kip
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Page 9
C 55.0
0.00
0.0
0.0
0.02
0.85
0.00
0.00
C 45.0
0.00
0.0
0.0
0.02
0.61
0.00
0.00
D 125.0
0.00
348.7
0.0
0.02
0.18
0.15
0.00
D 120.0
0.00
348.7
0.0
0.02
0.18
0.15
0.00
D 120.0
0.00
348.7
0.0
0.02
0.20
0.15
0.00
D 115.0
0.00
348.7
0.0
0.02
0.20
0.15
0.00
D 115.0
0.00
26.0
0.0
0.03
0.27
0.13
0.00
D 105.0
0.00
26.2
0.0
0.03
0.27
0.13
0.00
0 105.0
0.00
30.7
0.0
0.03
0.35
0.06
0.00
D 100.0
0.00
30.7
0.0
0.03
0.35
0.06
0.00
D 100.0
0.00
30.2
0.0
0.03
0.39
0.06
0.00
D 95.0
0.00
30.2
0.0
0.03
0.39
0.06
0.00
D 95.0
0.00
318.0
0.0
0.04
0.46
0.08
-0.01
D 90.0
0.00
318.0
0.0
0.04
0.46
0.08
-0.01
D 90.0
0.00
323.5
0.0
0.04
0.47
0.10
-0.01
D 80.0
0.00
325.8
0.0
0.04
0.47
0.11
-0.01
D 80.0
0.00
329.9
0.0
0.04
0.50
0.13
-0.01
D 70.0
0.00
331.6
0.0
0.04
0.50
0.13
-0.01
D 70.0
0.00
335.1
0.0
0.04
0.51
0.16
-0.01
D 60.0
0.00
334.0
0.0
0.04
0.52
0.15
-0.01
D 60.0
0.00
338.7
0.0
0.04
0.55
0.19
-0.01
D 53.3
0.00
338.7
0.0
0.04
0.55
0.19
-0.01
D 53.3
0.00
340.4
0.0
0.04
0.55
0.22
-0.01
D 46.7
0.00
340.4
0.0
0.04
0.55
0.22
-0.01
D 46.7
0.00
341.8
0.0
0.04
0.55
0.24
-0.01
D 40.0
0.00
341.8
0.0
0.04
0.55
0.24
-0.01
D 40.0
0.00
343.0
0.0
0.04
0.60
0.25
-0.01
D 33.3
0.00
343.0
010
0.04
0.60
0.25
-0.01
D 33.3
0.00
342.3
0.0
0.04
0.60
0.24
-0.01
D 26.7
0.00
342.3
0.0
0.04
0.60
0.24
-0.01
D 26.7
0.00
341.5
0.0
0.04
0.61
0.23
-0.01
D 20.0
0.00
341.5
0.0
0.04
0.61
0.23
-0.01
D 20.0
0.00
345.5
0.0
0.04
0.64
0.32
-0.01
D 13.3
0.00
345.5
0.0
0.04
0.64
0.32
-0.01
D 13.3
0.00
345.1
0.0
0.04
0.71
0.36
-0.01
D 6.7
0.00
345.1
0.0
0.04
0.71
0.36
-0.01
D 6.7
0.00
344.5
0.0
0.04
0.78
0.40
-0.01
D 0.0
0.00
344.5
0.0
0.04
0.78
0.40
-0.01
ANTENNA LOADING
.......ANTENNA .................
DEFLECTIONS (deg).........
ATTACHMENT
...........ANTENNA FORCES......
TYPE
ELEV
AZI
RAD
AZI
AXIAL
SHEAR
GRAVITY
TORSION
D
ft
-0.781 G
ft
-0.759
kip
kip
kip
ft -kip
STD
80.0
120.0
5.5
120.0
-0.02
-0.02
0.23
-0.03
STD
80.0
0.0
5.5
0.0
0.16
0.00
0.42
0.00
STD
80.0
240.0
5.5
240.0
-0.01
0.01
0.13
0.01
STD
70.0
120.0
6.1
120.0
-0.02
-0.02
0.23
-0.03
STD
70.0
0.0
6.1
0.0
0.16
0.00
0.42
0.00
STD
70.0
240.0
6.1
240.0
-0.01
0.01
0.13
0.01
STD
50.0
120.0
7.3
120.0
-0.02
-0.02
0.23
-0.03
STD
50.0
0.0
7.3
0.0
0.15
0.00
0.41
0.00
STD
50.0
240.0
7.3
240.0
-0.01
0.01
0.13
0.01
STD
40.0
0.0
7.8
0.0
0.06
0.00
0.23
0.00
MAXIMUM ANTENNA AND REFLECTOR ROTATIONS;
ELEV AZI TYPE
ft deg
80.0 120.0 STD
80.0 0.0 STD
80.0 240.0 STD
70.0 120.0 STD
70.0 0.0 STD
70.0 240.0 STD
50.0 120.0 STD
50.0 0.0 STD
50.0 240.0 STD
40.0 0.0 STD
MAXIMUM TENSION IN MAST MEMBERS (kip)
......BEAM
DEFLECTIONS (deg).........
PITCH
YAW
ROLL
TOTAL
0,771
L
0.093 8
-0,741 C
0,772 L
0,720
D
0.088 N
-0.781 G
0.723 o
-0.759
B
0.090 N
-0.754 K
0.764 B
0.648
L
0.080 N
-0.623 c
0.649 L
0.603
D
0.077 N
-0.656 G
0.605 o
-0.638
8
0.078 N
-0.633 K
0.643 B
0.417
L
0.053 N
-0.400 C
0.418 L
0,385
D
0.051 N
-0,422 G
0,387 D
-0.410
B
0.052 N
-0.407 K
0.414 B
0.290
D
0.040 N
-0.319 G
0.291 o
ELEV LEGS DIAG HORIZ BRACE
ft
125.0 --------------------- 0.86 G 0.00 A
1.70 M 2.22 R
120.0 --------------------- 1.30 E 0.00 A
Page 10
MAXIMUM COMPRESSION IN MAST MEMBERS (kip)
ELEV
7.13
M 2.96 M
NORIZ
BRACE
115.0
---------------------
0.17
A 0.00 A
125.0
15.82
M 4.77 F
-0.56 M
0.00 A
110.0
---------------------
-2.64 L
0.00
U 0.00 A
120.0
28.00
M 5.11 L
-0.90 W
0.00 A
105.0
---------------------
-3.15 G
0.24
A 0.00 A
115.0
41.23
M 7.14 R
-0.07 s
0.00 A
100.0
---------------------
-4.75 L
0.88
U 0.00 A
110.0
56.51
M 5.22 M
-0.02 C
0.00 A
95.0
---------------------
-5.09 L
0.16
A 0.00 A
105.0
69.79
M 6.66 L
-0.14 s
0.00 A
90.0
---------------------
-7.30 L
0.12
A 0.00 A
100.0
84.33
M 6.39 X
-0.88 0
0.00 A
85.0
---------------------
-5.58 G
0.16
A 0.00 A
95.0
97.59
M 6.36 R
-0.11 5
0.00 A
80.0
---------------------
-6.61 x
0.12
A 0.00 A
90.0
111.00
M 6.88 R
-0.11 0
0.00 A
75.0
---------------------
-6.51 F
0.14
I 0.00 A
85.0
123.14
M 6.79 L
-0.09 5
0.00 A
70.0
---------------------
-6.38 L
0.13
A 0.00 A
80.0
136.51
M 7.50 R
-0.15 0
0.00 A
65.0
---------------------
-6.89 L
0.13
I 0.00 A
75.0
148.57
M 7.36 L
-0.07 V
0.00 A
60.0
---------------------
-6.84 R
0.13
A 0.00 A
70.0
163.10
M 7.97 R
-0.17 0
0.00 A
53.3
---------------------
-7.50 L
0.12
A 0.00 A
65.0
178.00
M 8.04 L
-0.07 V
0.00 A
46.7
---------------------
-7.38 R
0.12
A 0.00 A
60.0
193.57
M 8.34 R
-0.14 0
0.00 A
40.0
---------------------
-8.04 L
0.10
A 0.00 A
53.3
208.17
M 8.22 R
-0.07 s
0.00 A
33.3
---------------------
-8.11 R
0.08
A 0.00 A
46.7
222.58
M 8.25 R
-0.11 O
0.00 A
26.7
---------------------
-8.27 L
0.09
A 0.00 A
236.31
M 8.20 R
20.0
---------------------
0.07
A 0.00 A
249.57
M 8.27 R
13.3
---------------------
0.01
A 0.00 A
262.29
M 8.23 F
6.7
---------------------
0.07
A 0.00 A
274.52
M 8.29 R
0.0
--------------------
0.00
A 0.00 A
MAXIMUM COMPRESSION IN MAST MEMBERS (kip)
ELEV
LEGS
DIAG
NORIZ
BRACE
ft
125.0
---------------------
-0.56 M
0.00 A
-3.98 G
-2.64 L
120.0
---------------------
-0.90 W
0.00 A
-10.11 G
-3.15 G
115.0
---------------------
-0.07 s
0.00 A
-22.18 G
-4.75 L
110.0
---------------------
-0.02 C
0.00 A
-34.87 G
-5.09 L
105.0
---------------------
-0.14 s
0.00 A
-51.15 G
-7.30 L
100.0
------------
-0.88 0
0.00 A
-67.06 G
-5.58 G
95.0
----------
-0.11 5
0.00 A
-84.31 G
-6.61 x
90.0
---------------------
-0.11 0
0.00 A
-99.78 G
-6.51 F
85.0
---------------------
-0.09 5
0.00 A
-114.93 G
-6.38 L
80.0
---------------------
-0.15 0
0.00 A
-129.25 G
-6.89 L
75.0
---------------------
-0.07 V
0.00 A
-143.54 G
-6.84 R
70.0
---------------------
-0.17 0
0.00 A
-157.60 G
-7.50 L
65.0
---------------------
-0.07 V
0.00 A
-171.09 G
-7.38 R
60.0
---------------------
-0.14 0
0.00 A
-186.38 G
-8.04 L
53.3
---------------------
-0.07 s
0.00 A
-203.86 G
-8.11 R
46.7
---------------------
-0.11 O
0.00 A
-220.58 G
-8.27 L
Page 11
40.0
---------------------
-0.07 S
0.00 A
-236.92 G
-8.30
F
33.3
---------------------
-0.07 S
0.00 A
-252.39 G
-8.22
F
26.7
---------------------
-0.06 S
0.00 A
-267.51 G
-8.29
F
20.0
---------------------
-0.07 S
0.00 A
-282.01 G
-8.26
F
13.3
---------------------
-0.01 V
0.00 A
-296.22 G
-8.29
F
6.7
---------------------
-0.06 S
0.00 A
-309.78 G
-8.29
F
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
125.00 -----------------------------------------------
3.98 31.48 0.13 1.70 48.15 0.04
120.00 -----------------------------------------------
10.11 57.04 0.18 7.13 76.50 0.09
115.00 -----------------------------------------------
22.18 57.04 0.39 15.82 76.50 0.21
110.00 -----------------------------------------------
34.87 57.04 0.61 28.00 76.50 0.37
105.00 -----------------------------------------------
51.15 57.04 0.90 41.23 76.50 0.54
100.00
67.06 142.05 0.47 56.51 165.60 0.34
95.00 -----------------------------------------------
84.31 142.05 0.59 69.79 165.60 0.42
90.00 -----------------------------------------------
99.78 142.05 0.70 84.33 165.60 0.51
85.00 -----------------------------------------------
114.93 142.05 0.81 97.59 165.60 0.59
80.00 -----------------------------------------------
129.25 175.98 0.73 111.00 198.45 0.56
75.00 -----------------------------------------------
143.54 175.98 0.82 123.14 198.45 0.62
70.00 ---------------------------------------------
157.60 175.98 0.90 136.51 198.45 0.69
65.00 -----------------------------------------------
171.09 175.98 0.97 148.57 198.45 0.75
60.00 -----------------------------------------------
186.38 239.46 0.78 163.10 274.95 0.59
53.33 -----------------------------------------------
203.86 239.46 0.85 178.00 274.95 0.65
46.67 -----------------------------------------------
220.58 239.46 0.92 193.57 274.95 0.70
40.00 -----------------------------------------------
236.92 309.64 0.77 208.17 357.75 0.58
33.33 -----------------------------------------------
252.39
______________________________ ___252.39 309.64 0.82 222.58 357.75 0.62
26.67 -----------------------------------------------
267.51 309.64 0.86 236.31 357.75 0.66
20.00 -----------------------------------------------
282.01 358.08 0.79 249.57 378.00 0.66
13.33 -----------------------------------------------
296.22 358.08 0.83 262.29 378.00 0.69
6.67 -----------------------------------------------
309.78 358.08 0.87 274.52 378.00 0.73
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
125.00 -----------------------------------------------
2.64 7.16 0.37 2.22 7.16 0.31
120.00 -----------------------------------------------
3.15 10.74 0.29 2.96 10.74 0.28
115.00 -----------------------------------------------
4.75 10.74 0.44 4.77 10.74 0.44
110.00 -----------------------------------------------
5.09 10.74 0.47 5.11 10.74 0.48
105.00 -----------------------------------------------
Page 12
7.30 10.74 0.68 7.14 10.74 0.66
100.00 -----------------------------------------------
5.58 7.16 0.78 5.22 7.16 0.73
95.00 ----------------------------------------------
6.61 7.16 0.92 6.66 7.16 0.93
90.00 ----------------------------------------------
6.51 7.16 0.91 6.39 7.16 0.89
85.00 ----------------------------------------------
6.38 7.16 0.89 6.36 7.16 0.89
80.00 -----------------------------------------------
6.89 8.19 0.84 6.88 8.19 0.84
75.00 -----------------------------------------------
6.84 8.19 0.84 6.79 8.19 0.83
70.00 -----------------------------------------------
7.50 8.19 0.92 7.50 8.19 0.92
65.00 -----------------------------------------------
7.38 8.19 0.90 7.36 8.19 0.90
60.00 -----------------------------------------------
8.04 9.84 0.82 7.97 9.84 0.81
53.33 -----------------------------------------------
8.11 9.84 0.82 8.04 9.84 0.82
46.67 -----------------------------------------------
8.27 9.84 0.84 8.34 9.84 0.85
40.00 ----------------------------------------------
8.30 13.34 0.62 8.22 13.34 0.62
33.33 -----------------------------------------------
8.22 13.34 0.62 8.25 13.34 0.62
26.67 -----------------------------------------------
8.29 13.34 0.62 8.20 13.34 0.61
20.00 ---------------------------------------------
8.26 10.34 0.80 8.27 10.34 0.80
13.33 -----------------------------------------------
8.29 10.34 0.80 8.23 10.34 0.80
6.67 -----------------------------------------------
8.29 10.34 0.80 8.29 10.34 0.80
0.00 -----------------------------------------------
MAXIMUM INDIVIDUAL FOUNDATION LOADS: (kip)
--------------LOAD---COMPONENTS-------------
NORTH EAST DOWN UPLIFT
30.59 G 25.04 K 316.14 G -280.16 M
MAXIMUM TOTAL LOADS ON FOUNDATION : (kip & kip-ft)
__________________________________________________
------HORIZONTAL-----
NORTH EAST TOTAL
@ 359.4
50.1 -43.6 50.1
G D G
TOTAL
SHEAR
30.59 G
DOWN ---------OVERTURNING--------- TORSION
NORTH EAST TOTAL
@ 359.5
101.6 3857.9 -3461.2 3858.0 -20.9
d G D G N
Latticed Tower Analysis (Unguyed)
Processed under license at:
sabre Towers and Poles
(c)2015 Guymast Inc. 416-736-7453
on: 2 may 2019 at: 10:30:25
irrt fr#Artirt<fi'sf}irdi}k{r rtfi rtrtrt4<khdrtrtrtSrtilGrtu�?S fr irk rt�?rt rtrtC4fr rtrttefr irrt rtrtYhrtrt tir frit rtrt irrtrtrtkrtrtrtrt�}Lrt
irrt rtrtrtrt h+}f}AtrrtTrRrtktrrtBRrttrtrdkk service Load condition iNrrt rtrtrt rtrtrtrtrtrt rtrtrt tnkrt rtrtrtrtrtrtrtrtrt
rt rtrt 5k rtirSArt?rtirA hw`ink?rtrt frk'w'w'nrt4tk�lkRA'wfi Akan`i ARCrt rt'.rf?tr4L144<fiik>4rt#krtM1rt u48rtC4dirb rtOk
rt only 1 condition(s) shown in full
k RRUs/IMAs were assumed to be behind antennas
it Some wind loads may have been derived from full-scale wind tunnel testing
LOADING CONDITION A _________________
60 mph wind with no ice. wind Azimuth: Oo
Page 13
MAST LOADING
LOAD
ELEV
APPLY..LOAD..AT
LOAD
......FORCES...... ......MOMENTS......
TWIST
ft
TYPE
EAST
RADIUS
AZI
AZI
HORIZ
DOWN VERTICAL
TORSNAL
-0.413 D
0.008 G
ft
ft
-0.043 B
120.0
kip
kip ft -kip ft
-kip
C
125.0
0.00
0.0
0.0
1.53
3.85
0.00
0.00
C
125.0
0.00
0.0
0.0
0.00
0.05
0.00
0.00
C
115.0
0.00
0.0
0.0
1.23
3.85
0.00
0.00
C
105.0
0.00
0.0
0.0
1.21
3.85
0.00
0.00
C
99.2
0.00
0.0
0.0
0.14
0.21
0.00
0.00
C
95.0
0.00
0.0
0.0
1.29
3.85
0.00
0.00
C
90.0
0.00
0.0
0.0
0.09
0.45
0.00
0.00
C
85.0
0.00
0.0
0.0
0.03
0.40
0.00
0.00
C
85.0
0.00
0.0
0.0
0.03
0.40
0.00
0.00
C
85.0
0.00
0.0
0.0
0.05
0.60
0.00
0.00
C
75.0
0.00
0.0
0.0
0.03
0.40
0.00
0.00
C
75.0
0.00
0.0
0.0
0.03
0.40
0.00
0.00
C
75.0
0.00
0.0
0.0
0.05
0.60
0.00
0.00
C
69.2
0.00
0.0
0.0
0.13
0.21
0.00
0.00
C
60.0
0.00
0.0
0.0
0.09
0.45
0.00
0.00
C
55.0
0.00
0.0
0.0
0.03
0.40
0.00
0.00
C
55.0
0.00
0.0
0.0
0.03
0.40
0.00
0.00
C
55.0
0.00
0.0
0.0
0.04
0.60
0.00
0.00
C
45.0
0.00
0.0
0.0
0.03
0.40
0.00
0.00
D
125.0
0.00
349.5
0.0
0.04
0.07
0.05
-0.01
D
120.0
0.00
349.5
0.0
0.04
0.07
0.05
-0.01
D
120.0
0.00
349.5
0.0
0.04
0.08
0.05
-0.01
D
115.0
0.00
349.5
0.0
0.04
0.08
0.05
-0.01
D
115.0
0.00
26.9
0.0
0.05
0.11
0.04
0.00
D
105.0
0.00
26.9
0.0
0.05
0.11
0.04
0.00
0
105.0
0.00
33.3
0.0
0.06
0.14
0.02
-0.01
0
100.0
0.00
33.3
0.0
0.06
0.14
0.02
-0.01
D
100.0
0.00
32.8
0.0
0.06
0.15
0.02
-0.01
D
95.0
0.00
32.8
0.0
0.06
0.15
0.02
-0.01
D
95.0
0.00
318.2
0.0
0.07
0.18
0.03
-0.01
D
80.0
0.00
325.0
0.0
0.07
0.18
0.03
-0.02
D
80.0
0.00
327.8
0.0
0.07
0.20
0.04
-0.02
D
65.0
0.00
332.7
0.0
0.07
0.21
0.05
-0.02
D
65.0
0.00
331.8
0.0
0.08
0.21
0.04
-0.02
D
60.0
0.00
331.8
0.0
0.08
0.21
0.04
-0.02
D
60.0
0.00
336.7
0.0
0.08
0.23
0.05
-0.02
D
40.0
0.00
339.8
0.0
0.07
0.23
0.06
-0.02
D
40.0
0.00
341.1
0.0
0.08
0.26
0.07
-0.02
D
20.0
0.00
339.4
0.0
0.08
0.26
0.06
-0.02
D
20.0
0.00
344.0
0.0
0.07
0.27
0.08
-0.01
D
0.0
0.00
342.6
0.0
0.07
0.28
0.07
-0.01
ANTENNA
LOADING
.......ANTENNA
.................
ATTACHMENT
...........ANTENNA FORCES......
TYPE
ELEV AZI RAD
AZI
AXIAL SHEAR
GRAVITY
TORSION
ft
ft
kip kip
kip
ft -kip
STD
80.0 120.0
5.5
120.0
-0.05 -0.05
0.11
-0.06
STD
80.0 0.0
5.5
0.0
0.35 0.00
0.17
0.00
STD
80.0 240.0
5.5
240.0
-0.03 0.03
0.06
0.02
STD
70.0 120.0
6.1
120.0
-0.05 -0.05
0.11
-0.06
STD
70.0 0.0
6.1
0.0
0.34 0.00
0.17
0.00
STD
70.0 240.0
6.1
240.0
-0.03 0.03
0.06
0.02
STD
50.0 120.0
7.3
120.0
-0.04 -0.04
0.11
-0.05
STD
50.0 0.0
7.3
0.0
0.32 0.00
0.17
0.00
STD
50.0 240.0
7.3
240.0
-0.02 0.02
0.06
0.02
STD
40.0 0.0
7.8
0.0
0.14 0.00
0.11
0.00
---------------------
--------------------------------------------------------------------------------
MAXIMUM MAST DISPLACEMENTS;
ELEV
------DEFLECTIONS
(ft)-----
--TILTS
(DEG)---
TWIST
ft
NORTH
EAST
DOWN
NORTH
EAST
DEG
125.0
0.449 G
-0.413 D
0.008 G
0.400 G
-0.372 D
-0.043 B
120.0
0.413 G
-0.380 0
0.008 G
0.398 G
-0.369 D
-0.043 B
115.0
0.378 G
-0.347 D
0.008 G
0.392 G
-0.364 D
-0.042 B
110.0
0.344 G
-0.316 0
0.008 G
0,380 G
-0.352 D
-0.041 B
105.0
0.311 G
-0.285 D
0.007 G
0,360 G
-0.333 D
-0.040 B
100.0
0.280 G
-0.256 D
0.007 G
0.330 G
-0.305 D
-0.039 B
95.0
0.251 G
-0.229 D
0.006 G
0.313 G
-0.290 D
-0.037 B
90.0
0.223 G
-0.203 D
0.006 G
0.295 G
-0.273 D
-0.035 B
Page 14
85.0
0.196 G
-0.179 D
0.006 G
0.274 G
-0.253
D -0.032 B
80.0
0.172 G
-0.156 D
0.005 G
0.252 G
-0.232
D -0.030 B
75.0
0.150 G
-0.136 0
0.005 G
0.233 G
-0.214
D -0.028 R
70.0
0.130 G
-0.117 D
0.004 A
0.212 G
-0.195
D -0.026 B
65.0
0.111 G
-0.100 D
0.004 G
0.191 G
-0.175
D -0.023 B
60.0
0.094 G
-0.085 D
0.004 A
0.169 G
-0.154
D -0.021 B
53.3
0.075 G
-0.067 D
0.003 G
0.148 G
-0.134
D -0.018 B
46.7
0.058 G
-0.052 D
0.003 G
0.125 G
-0.114
D -0.016 B
40.0
0.043 G
-0.039 D
0.002 H
0.103 G
-0.094
D -0.013 B
33.3
0.031 G
-0.028 D
0.002 c
0.086 G
-0.078
D -0.011 8
26.7
0.021 G
-0.019 D
0.002 H
0.068 G
-0.062
D -0.009 e
20.0
0.013 G
-0.012 D
0.001 C
0.050 G
-0.046
D -0.006 B
13.3
0.007 G
-0.006 D
0.001 1
0.034 G
-0.030
D -0.004 B
6.7
0.002 G
-0.002 D
0.000 C
0.017 G
-0.015
D -0.002 B
0.0
0.000 A
0.000 A
0.000 A
0.000 A
0.000
A 0.000 A
MAXIMUM ANTENNA AND REFLECTOR ROTATIONS:
ELEV AZI TYPE
ft deg
80.0 120.0 STD
80.0 0.0 STD
80.0 240.0 STD
70.0 120.0 STD
70.0 0.0 STD
70.0 240.0 STD
50.0 120.0 STD
50.0 0.0 STD
50.0 240.0 STD
40.0 0.0 STD
MAXIMUM TENSION IN MAST MEMBERS (kip)
......BEAM DEFLECTIONS (deg).........
PITCH YAW ROLL TOTAL
0.249 L
0.030 B
-0.239 c
0.249 L
0.232 D
0.029 B
-0.252 G
0.233 D
-0.245 B
0.030 B
-0.243 K
0.247 B
0.209 L
0.026 a
-0.201 c
0.210 L
0.195 D
0.025 8
-0.212 G
0.195 D
-0.206 B
0.025 8
-0.205 K
0.207 B
0.135 L
0.017 B
-0.129 C
0.135 L
0.124 D
0.017 B
-0.136 G
0.125 D
-0.132 B
0.017 B
-0.131 K
0.133 B
0.094 D
0.013 B
-0.103 G
0.094 D
ELEV
LEGS
DIAG
HORIZ
BRACE
ft
125.0
---------------------
0.37 G
0.00 A
0.00
A 0.59 L
120.0
---------------------
0.54 E
0.00 A
1.37
A 0.92 A
115.0
---------------------
0.08 A
0.00 A
3.11
A 1.55 L
110.0
---------------------
0.00 A
0.00 A
6.93
A 1.66 F
105.0
---------------------
0.11 A
0.00 A
10.25
A 2.25 L
100.0
---------------------
0.28 I
0.00 A
15.01
A 1.58 A
95.0
---------------------
0.07 A
0.00 A
18.00
A 2.16 F
90.0
---------------------
0.05 A
0.00 A
22.43
A 2.02 L
85.0
---------------------
0.06 E
0.00 A
26.12
A 2.04 F
80.0
---------------------
0.04 A
0.00 A
30.12
A 2.18 F
75.0
---------------------
0.06 I
0.00 A
33.43
A 2.20 L
70.0
---------------------
0.05 A
0.00 A
37.40
A 2.36 F
65.0
---------------------
0.05 1
0.00 A
40.96
A 2.41 L
60.0
---------------------
0.05 A
0.00 A
45.27
A 2.50 F
53.3
---------------------
0.05 I
0.00 A
49.33
A 2.61 L
46.7
---------------------
0.05 A
0.00 A
53.92
A 2.67 F
40.0
---------------------
0.04 A
0.00 A
58.14
A 2.65 F
33.3
---------------------
0.03 A
0.00 A
62.40
A 2.66 F
26.7
---------------------
0.04 A
0.00 A
66.43
A 2.64 F
20.0
---------------------
0.03 A
0.00 A
70.30
A 2.67 F
13.3
---------------------
0.00 A
0.00 A
74.00
A 2.66 F
6.7
---------------------
0.03 A
0.00 A
77.54
A 2.68 F
0.0
---------------------
0.00 A
0.00 A
Page 15
MAXIMUM COMPRESSION IN MAST MEMBERS (kip)
ELEV
LEGS
DIAG
HORIZ
BRACE
ft
TOTAL
NORTH
EAST
125.0
---------------------
-0.09
A 0.00 A
-1.96 G
-0.99 F
@ 359.5
120.0
---------------------
16.2
-0.16
K 0.00 A
-1118.8
-4.15 G
-1.07 G
G
D
115.0
---------------------
G
0.00
A 0.00 A
B
-9.02 G
-1.54 F
110.0
---------------------
-0.01
c 0.00 A
-13.24 G
-1.64 L
105.0
---------------------
-0.01
G 0.00 A
-19.34 G
-2.40 F
100.0
---------------------
-0.28
c 0.00 A
-24.59 G
-1.89 G
95.0
---------------------
-0.01
G 0.00 A
-31.25 G
-2.11 F
90.0
---------------------
-0.03
c 0.00 A
-36.45 G
-2.13 F
85.0
---------------------
-0.01
G 0.00 A
-41.84 G
-2.06 L
80.0
---------------------
-0.04
c 0.00 A
-46.72 G
-2.25 L
75.0
---------------------
-0.01
1 0.00 A
-51.86 G
-2.19 F
70.0
---------------------
-0.05
c 0.00 A
-56.67 G
-2.47 L
65.0
---------------------
-0.01
7 0.00 A
-61.31 G
-2.34 F
60.0
---------------------
-0.04
C 0.00 A
-66.56 G
-2.66 L
53.3
---------------------
-0.02
G 0.00 A
-72.86 G
-2.61 F
46.7
---------------------
-0.03
c 0.00 A
-78.64 G
-2.70 L
40.0
---------------------
-0.01
G 0.00 A
-84.36 G
-2.68 F
33.3
---------------------
-0.02
G' 0.00 A
-89.70 G
-2.67 F
26.7
---------------------
-0.01
G 0.00 A
-94.94 G
-2.69 F
20.0
---------------------
-0.02
G 0.00 A
-100.00 G
-2.69 F
13.3
---------------------
0.00
1 0.00 A
-104.97 G
-2.69 F
6.7
---------------------
-0.01
G 0.00 A
-109.72 G
-2.71 F
0.0
---------------------
0.00
A 0.00 A
MAXIMUM INDIVIDUAL FOUNDATION LOADS: (kip)
--------------LOAD---COMPONENTS------------- TOTAL
NORTH EAST DOWN UPLIFT SHEAR
10.46 G 8.59 K 111.97 G -79.16 A 10.46 G
MAXIMUM TOTAL LOADS ON FOUNDATION : (kip & kip -ft)
------HORIZONTAL-----
DOWN
---------OVERTURNING---------
TORSION
NORTH
EAST
TOTAL
NORTH
EAST
TOTAL
@
359.4
@ 359.5
16.2
-14.1
16.2
47.9
1247.1
-1118.8
1247.1
-6.7
G
D
G
D
G
D
G
B
Page 16
MAT FOUNDATION DESIGN BY SABRE TOWERS & POLES
Tower Description
125' S3TL Series HD1
Customer
DAY WIRELESS SYSTEMS
Project Number
432287
Date
5/2/2019
Engineer
ARH
Overall Loads:
Factored Moment (ft -kips)
Factored Axial (kips)
Factored Shear (kips)
Individual Leg Loads:
Factored Uplift (kips)
Factored Download (kips)
Factored Shear (kips)
Width of Tower (ft)
Ultimate Bearing Pressure
Bearing ms
Bearing Design Strength (ksf)
Water Table Below Grade (ft)
Width of Mat (ft)
Thickness of Mat (ft)
Depth to Bottom of Slab (ft)
Bolt Circle Diameter (in)
Top of Concrete to Top
of Bottom Threads (in)
Diameter of Pier (ft)
Ht. of Pier Above Ground (ft)
Ht. of Pier Below Ground (ft)
Quantity of Bars in Mat
Bar Diameter in Mat (in)
Area of Bars in Mat (int)
Spacing of Bars in Mat (in)
Quantity of Bars Pier
Bar Diameter in Pier (in)
Tie Bar Diameter in Pier (in)
Spacing of Ties (in)
Area of Bars in Pier (int)
Spacing of Bars in Pier (in)
f'c (ksi)
fy (ksi)
Unit Wt. of Soil (kcf)
Unit Wt. of Concrete (kcf)
Volume of Concrete (yd')
3858.04
101.57
50.08
280.00 `
316.00
31.00
15
6.00
0.75
4.50
9.75
24.5
1.5
65.125 '
2.5
0.5
4.5
47
1
36.91
6.24
12
1
0.5
12
9.42
5.69
4.5
60
0.11
0.15
36.07
Tower eccentric from mat (ft)= 1.25
Allowable Bearing Pressure (ksf) ` 3.00
Safety Factor 2.00
Max. Factored Net Bearing Pressure (ksf) 3.96
Minimum Mat Width (ft) 20.17
Minimum Pier Diameter (ft) 2.44
Equivalent Square b (ft) 1 2.22
Recommended Spacing (in) 6 to 12
Minimum Pier As (in) 3.53
Recommended Spacing (in) 5 to 12
Page 17
MAT FOUNDATION DESIGN BY SABRE TOWERS & POLES (CONTINUED)
Two -Way Shear:
1 is OK, 0 Fails
OPc=Ok(2/3)fw2(2.8Asr0PE+4AFLAT)
Average d (in)
14
Flexure in Slab:
Ove (ksi)
0,228
vu (ksi)
Ov. = 0(2 + 4/Rjf' v2
0.342
Steel Ratio
0v.=0(asd/bo+2)f'�1/2
0.345
0.825
$vc = 04f', 1/2
0.228
Minimum Steel Ratio
Shear perimeter, bo (in)
138.23
Length of Development in Pad
R.
1
1
Stability:
1
Hook Development
Overturning Design Strength (ft -k) 5239;1:
Factored Overturning Moment (ft -k)
One -Way Shear:
OV, (kips)
V„ (kips)
Pier Design:
Design Tensile Strength (kips)08
:�.
Tu (kips)
OVn (kips)
57 1::
V. (kips)
OVA=02(1+Nn/(500A9))f'.1'Zbwd
17.1
Vg (kips)
A7;t
*** Vs max = 4 f',"2bwd (kips)
Maximum Spacing (in)
12.00
(Only if Shear Ties are Required)
Actual Hook Development (in)
13.00
Req'd Hook Development Idh (in)
*** Ref. ACI 11.5.5 & 11.5.6.3
Anchor Boit Pull -Out:
1 is OK, 0 Fails
OPc=Ok(2/3)fw2(2.8Asr0PE+4AFLAT)
1
Pier Rebar Development Length (in)j'.
Flexure in Slab:
Pier Area of Steel
OMn(ft-kips)
Pier Shear
a (in)
1.97
Steel Ratio
0.00897
R,
0.825
Maximum Steel Ratio (p,)
0.0197
Minimum Steel Ratio
0.0018
Rebar Development in Pad (in)
Condition
1 is OK, 0 Fails
Minimum Mat Width
1
Maximum Soil Bearing Pressure
1
Pier Area of Steel
1
Pier Shear
1
Two -Way Shear
1
Overturning
1
Anchor Bolt Pull -Out
1
Flexure
1
Steel Ratio
i
Length of Development in Pad
1
Interaction Diagram
1
One -Way Shear
1
Hook Development
1
Minimum Mat Depth
1
P. (kips)
Required Length of Development (in)
Mn (ft -kips)
Required Development in Pad (in)
4183.6
280.0
31.0
` 193.2
10.33
2280.0
4.60
"2129.2 '
14.g6 -
Page 18
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