HomeMy WebLinkAboutSP2014-13ti
SEP
F "K . A CITY OF GRAPEVINE
AV7
SITE PLAN APPLICATION
PART 1. APPLICANT INFORMATION
rei;�976;3e=* - for Crown Castle, on behalf of Sprint
-r39rWAPV6"&g9t., Suite 305
)da ofa icantlagnt:
"M�n"arer, �U. 8 226
T02=486—Tfff agent:
IM-41MV96
Mobile phone number .f vplicantlayen'
Applicant's interest in subject pmpeW.
Representative for Cell tower company, Crown Castle, on behalf of Sprint for upgrading cell tower equipment
PART 2. PROPERTY INFORMATION
Street address ofsubj@o property
5401 Heritage Ave.,
Le9aJ.descd'pt1ipnofs0bi6ctW rtvt, me -16sil�qtl d tffiad 8 1102'®x 11 - h t)
LO+
Size of subject properly
971 sq. ft. fNced Compound area
Acres squarefoota-ge
Present zoning classification:
Give a general descriphron ofthe proposed use or uses for the proposed development,,
(0-plb-ei- 6f E3 3:) Rkq-r.Alo
PART 3. PROPERTY OWNER INFORMATION
Name of current property owner.
(`)Jlcqvi'lle lvt &
P, V I Oz::N
Street address at property owner
city / State /ZiP Code ofpmpe)fy owner.
'Ie
02 V-� LA y1k K-eL f, (-,,05 1
Telephone number dtproperty owner-
slq- ZSI- S5(�Ok
Fax number otprnpaVowner.
I S) r7- LA 12A - LA I (P;?-
• Attach a final plat, or replat, of the Approved subdivision by city council showing property boundary lines, dimensions, easements,
roadways, rail lines, and public rights -of way crossing and adjacent to the tract ( I blueline, copy)
• Submit a site plan showing all information required by Section 47-E., Site Plan review requirements (sea attached requirements).
b All site plans must conform to the approved concept plan. Any changes to a site plan, approved with a conditional use or a special use,
can only be approved by offy council throe the public hearing process.
ti
SEP
SP�z�—d�
PART 4. SIGNATURE TO AUTHORIZE FILING OF A FILIAL. SITE PLAN
( i
Print Applicant's arae: Applicant's Signature:
The State Ofi16`
County Of IC -000— (( �Q
Before Me t on this day personally appeared
(notary) (applicant)
lryl�
known to me (or proved to me on the oath of card or other document) to be the person whose name is subscribed to the foregoing instrument and
acknowledged to me that he executed the same for the purposes and consideration therein expressed.
(Seal) Given under my hand and seal of office this day of A.D.
FA Stephanie K. Lentz r
NOTARY PUBLIC - ARIZONA
MARiCOPA COUNTY
Notary In Ar o State Of
Fobnjwy 02, 2201 a i zD+1 d
Print Property Owner's Name:rty O ner's Sig ature
The State Of `t`C ���
County Of % ay- rz, �
Before Me a A € CCR irl3 � ��' . on this day personally appeared �' kj MG}4t
(notary) (property owner)
known to me (or proved to me on the oath of card or other document) to be the person whose name is subscribed to the foregoing instrument and
acknowledged to me that he executed the same for the purposes and consideration therein expressed.
(Seal) Given under my hand and seal of office this -DO day of. Ke,
A A.D. _190 t14
FN
, Pey�
�.�. LESUE R. KRA1NEfZi(E
MY COMMISSION EXPIRES,> ('^1 ' �+Febuq i3,Y01$ Nota` I&And For State Of Texas
SSP 8 2014
SP14-13 SEPTEMEBR 18, 2014
5401 HERITAGE AVENUE
SPRINT
LOT 1R1A, BLOCK 1, HERITAGE HIGH SCHOOL ADDITION
LJ
SPRINT DA03XC147 — 5401 HERITAGE AVENUE
Please add the signature block found below and number the sheets
in consecutive order, i.e. 1 of 2 within the block. Please add case
number — SP1 4-13 to the lower right hand corner within the title
block of each sheet.
SITE PLAN
CITY OF GRAPEVINE
APPROVED
APPROVAL DOES NOT AUTHORIZE
ANY WORK IN CONFLICT WITH
ANY CODES OR ORDINANCES.
PLANNER
DATE
SHEET OF
DEPARTMENT OF DEVELOPMENT SERVICES
MINIMUM SIZE 3"X 4"
THIS SIGNATURE BLOCK MUST APPEAR ON EACH PAGE OF THE SUBMITTAL AND FINAL
REVISIONS.
NUMBER EACH SHEET AS PER EXAMPLE BELOW'
SHEET 1 OF 4; SHEET 2 OF 4; SHEET 3 OF 4; SHEET 4 OF 4, ETC.
Please provide an overall site plan which depicts the as -built
conditions (football and baseball fields, proximity to W.D. Tate
Avenue, etc.) on the subject site.
Overall Site Plan
The overall site plan and the proposed enlarged equipment may be
consolidated onto a single sheet.
Enlarged Equipment Plan
The enlarged equipment plan and the overall site plan may be
consolidated onto a single sheet.
Tower Elevation Plan
Please provide an elevation cutaway view of the security fence and
ground equipment in conjunction with the monopole.
Please revise the Title Sheet Drawing Index as neccessary. For the
final submittal sheets N1, N2, N3, A5, E1, E2, G1, and the Land Field
Services sheets are not required. For verification purposes please
The above comments must be reflected in the revised submittal,
which upon review, can be administratively approved. Please submit
the revised documents to the Department of Development Services at 200
South Main Street.
The revised submittal shall include:
Two (2) unbound, unfolded and unstapled blackline copies of each sheet,
(minimum size 22"x 34').
14-4
From:
To" 1019A
Fax:19 414 (b `476 q Pages:
19, 1 -S 5-
Phone: Date:
11 Urgent 0 For Review 11 Please Comment El Please Reply 0 Please Recycle
0 Comments:
09/18/2014 THU 17:10 FAX U001
*********************
*** FAX TX REPORT ***
*********************
TRANSMISSION OK
JOB NO.
2524
DEPT. ID
2420
DESTINATION ADDRESS
917244164769
PSWD/SUBADDRESS
DESTINATION ID
ST. TIME
09/18 17:09
USAGE T
01'07
PGS.
3
RESULT
OK
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Phone: ` '✓ Date:
Re:� S�� 4V T cc:
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9 Comments:
October 22, 2014
Jeremy Underwood
Crown Castle
5350 N 48t" St #305
Chandler, AZ 85226
Re: Case No. SP14-13
To Whom It May Concern:
This letter is to verify that your Site Plan Review application SP14-13, located at 5401
Heritage Avenue #Cell and platted as Lot 1R1A, Block 1, Heritage High School was
approved per the attached site plan on October 21, 2014. Please find enclosed an
approved site plan set for your records
No site plan approval shall be valid for a period longer than one (1) year from the date such
approval is issued, unless a building permit is issued and construction is actually begun
within that period, and is thereafter diligently pursued to completion or an occupancy permit
is obtained and a use commenced within that period. Approval of an application does not
authorize any work in conflict with any Codes or Ordinances of the City of Grapevine
Any changes to a site plan approved with a conditional use ora special use can only
be approved by city council through the public hearing process.
If you have any questions relative to your building permit, please contact the Plans
Examiner, at (817) 410-3165. If you have any further questions regarding your site plan
approval, please feel free to contact me at (817) 410-3155.
Sincerely,
.,'dSusan Batte
Planning Technician
DEVELOPMENT SERVICES DEPARTMENT
The City of Grapevine - P.O. Box 951.04 - Grapevine, Texas 76099 0 (817) 410-3154
Fax (817) 410-3018 • www.grapevinetexas.gov
February 10, 2014
Heather Drew
Crown Castle
5350 North 48th Street Suite 305
Chandler, AZ 85226
(480) 735-6932
Subject:
Carrier Designation:
Crown Castle Designation:
Engineering Firm Designation:
Site Data:
Dear Heather Drew,
sP�u-�3
JfB+T URF''
B+T Group
1717 S. Boulder, Suite 300
Tulsa, OK 74119
(918) 587-4630
btwo btgrp.com
Structural Analysis Report
Sprint PCS Co -Locate
Carrier Site Number:
Carrier Site Name:
Crown Castle BU Number:
Crown Castle Site Name:
Crown Castle JDE Job Number:
Crown Castle Work Order Number:
Crown Castle Application Number:
B+T Group Project Number:
Scenario B
DA03XC147
N/A
876445
Heritage High School
258594
706601
214793 Rev. 6
88274.002.01
5401 Heritage Avenue, Colleyville, Tarrant County, TX
Latitude 32° 53'23.22", Longitude -97° 6'9.92"
116.75 Foot - Monopole Tower
B+T Group is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the
above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural
`Statement of Work' and the terms of Crown Castle Purchase Order Number 615131, in accordance with
application 214793, revision 6.
The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we
have determined the tower stress level for the structure and foundation, under the following load case, to be:
LC7: Existing + Reserved + Proposed Equipment Sufficient Capacity
Note: See Table 1 and Table 2 for the proposed and existing/reserved loading, respectively.
The analysis has been performed in accordance with the TIA/EIA-222-F standard and IBC 2006 based upon a
wind speed of 70 mph fastest mile.
All equipment proposed in this report shall be installed in accordance with the attached drawings for the
determined available structural capacity to be effective.
We at B+T Group appreciate the opportunity of providing our continuing professional services to you and Crown
Castle. If you have any questions or need further assistance on this or any other projects please give us a call.
�k OF
Respectfully submitted by:`���
B+T Engineering, Inc. ,
d
JOH, ;.._ II
99 '96
Shardul Kadam, E.I. John W. Kelly, P.E., S.E. 0
Project Engineer Vice President
COA: F-9683 Expires: 12/31/2014�,�i
tnxTower Report - version 6.1.4.1
t'
SEP 8 2014
116.75 Ft Monopole Tower Structural Analysis Report
Project Number 88274.002. 01, Application 214793, Revision 6
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
Table, 2 - Existing and Reserved Antenna and Cable Information
Table 3 - Design Antenna and Cable Information
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Table 6 — Tower Components vs. Capacity
4,1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
tnxTower Report - version 6.1.4.1
February 10, 2014
CC/ BU No. 876445
Page 2
116.75 Ft Monopole Tower Structural Analysis Report
Project Number 88274.002.01, Application 214793, Revision 6
1) INTRODUCTION
This is a 116.75 ft. monopole mapped by Vertical Structures, I
wind speed are unknown.
2) ANALYSIS CRITERIA
r=
r
SEP 8 201
February 10, 2014
CCI BU No. 876445
Page 3
design code and
The structural analysis was performed for this tower in accordance with the requirements of TIA/EIA-222-F
Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a fastest mile wind
speed of 70 mph with no ice, 18.6 mph with 0.75 inch ice thickness and 50 mph under service loads.
Table 1 - Proposed Antenna and Cable Information
Center
Mounting Line
Number
Antenna
Antenna
Number
Feed
Feed Line
Level (ft) Elevation
of
Manufacturer
Antenna Model
of Feed
Line
Note
(ft)
Antennas
Sprint Tma
(ft)
Lines
Size (in)
3
3 Ericsson 80OMHZ SMR FILTER
3 Ericsson RRUS 31 B25
3 Nokia FZHJ-RRH
116.0 117.0 1 5/8 --
3 Nokia RADAR FILTER
3 Tongyu TYDA-252718DER4-65P
Communication
Table 2 - Existina and Reserved Antenna and Cable Information
Mounting
Center
Line
Number
Antenna
Number
Feed Line
118.0
Level (ft)
Elevation
Of
Manufacturer
Antenna Model
of Feed
Size (in)
Note
Sprint Tma
(ft)
Antennas
15/8
3
Lines
9
Ericsson
tnxTower Report - version 6.1.4.1
3
Kmw Comm.
KMWK-DTMA-HBXWM-17-
118.0
065 -010T -EF
3
Sprint Tma
SPRINT TMA W/ ANT
6
15/8
3
9
Ericsson
RRUS-11
117.0
6
Rfs Celwave
IBC1900HG-1
116.0
3
Ericsson
RRUS-11
9
Rfs Celwave
ACU -A20 -N
117.0
2
Rfs Celwave
APXV9ERR18-C
3
1 3116
1
1
Rfs Celwave
APXVERR18-C
1
Platform Mount [LP 601-1]
116.0
1
--
Side Arm Mount [SO 101-3]
3
Nokia
FRIA
3
Nokia
FRIG
2
Nokia
FXFB
105.0
2
Raycap
RNSDC-7771-PF-48
1
1 114
2
104.0
6
Rfs Celwave
APX17DVW-17DWV-S
3
Rfs Celwave
ATMAA1412D-1A20
3
Rfs Celwave
APXV18-206517S-ACU
12
1 5/8
1
104.0
1
--
Platform Mount [LP 305-1]
68.1 68.1
6
--
23" Stadium Light
--
--
1
tnxTower Report - version 6.1.4.1
116.75fYMonopole Tower Structural Analysis Report
Project Number 88274.082.0tApplication 2Y4793 Revision
February /0,2014
CC/ 8UNo. 876445
Page 4
Mounting
Center
Line
Number
Antenna
Number
Feed Line
Mounting
Level (ft)
Elevation
Of
Manufacturer
Antenna Model
of Feed
Size (in)
Note
Antennas
Manufacturer
Antennas
Lines
Size (in)
Lines
1 - � StadiumLights Mount
�
- _ _ -�
- / 23^Stadium Light
65.6 5
34.0 34.0 2�-- -- - '- - -�-- ---- T-�- l-��- 7 -
�____�__ |GhadiumUghto
Notes:
1) Existing Equipment
u) Reserved Equipment
u) Equipment r000Removed
Tnhipu-np-minn Ant=nnp andCmb|e Information
InfommtiomNot Available
3) ANALYSIS PROCEDURE
r=h/�A-n°,"""a"+=P,""/tio*
F_ Document Remarks
Online Application
Tower Mapping
Previous Structural analysis
Foundation Drawing
Geotech Report
Antenna Configuration
3.1) Analysis Method
Sprint Co -locate Revision #1 214793 / CG|biteo
|Vertical Structures Date: 0G/25/20O7i 2066674 | CCI Sites
SSC, Project No. TX -0061-B 3947959 CCI Sites
| MaloufEngineering |nd,Inc.
Job No: B7'OQ4
/
Reed Engineering Group
�
�
Project Nn3261
Crown CAD Package
1616542 CCI Sites
�
1531914 CCI Sites
Dote 02/05/2014 CCI Sites
hnxTmxer(version 81.41).acommercially ovoilab|aanalyaiaeoftwarepaokage.waaueedhoonaaiea
three-dimensional model of the tower and calculate member stresses for various loading cases.
Selected output from the analysis ieincluded inAppendix A.
3.2) Assumptions
1) Tower and structures were built in accordance with the manufacturer's specifications.
2) The tower and structures have been maintained in accordance with the manufacturer's
specification.
3) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified inTables 1 and 2and the referenced drawings.
4) When applicable, transmission cables are considered as structural components for calculating
wind loads aaallowed byT|A/E|A-222-F.
5) Mount areas and weights are assumed based onphotographs provided.
This analysis may be affected if any assumptions are not valid or have been made in error. B+T
Group should benotified todetermine the effect onthe structural integrity ufthe tower.
tnxTower Report - version 6.1.4.1
Center
Number
Number
Feed
Mounting
Line
Of
Antenna
Antenna Model
of Feed
Line
Level (ft)
Elevation
Antennas
Manufacturer
Lines
Size (in)
InfommtiomNot Available
3) ANALYSIS PROCEDURE
r=h/�A-n°,"""a"+=P,""/tio*
F_ Document Remarks
Online Application
Tower Mapping
Previous Structural analysis
Foundation Drawing
Geotech Report
Antenna Configuration
3.1) Analysis Method
Sprint Co -locate Revision #1 214793 / CG|biteo
|Vertical Structures Date: 0G/25/20O7i 2066674 | CCI Sites
SSC, Project No. TX -0061-B 3947959 CCI Sites
| MaloufEngineering |nd,Inc.
Job No: B7'OQ4
/
Reed Engineering Group
�
�
Project Nn3261
Crown CAD Package
1616542 CCI Sites
�
1531914 CCI Sites
Dote 02/05/2014 CCI Sites
hnxTmxer(version 81.41).acommercially ovoilab|aanalyaiaeoftwarepaokage.waaueedhoonaaiea
three-dimensional model of the tower and calculate member stresses for various loading cases.
Selected output from the analysis ieincluded inAppendix A.
3.2) Assumptions
1) Tower and structures were built in accordance with the manufacturer's specifications.
2) The tower and structures have been maintained in accordance with the manufacturer's
specification.
3) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified inTables 1 and 2and the referenced drawings.
4) When applicable, transmission cables are considered as structural components for calculating
wind loads aaallowed byT|A/E|A-222-F.
5) Mount areas and weights are assumed based onphotographs provided.
This analysis may be affected if any assumptions are not valid or have been made in error. B+T
Group should benotified todetermine the effect onthe structural integrity ufthe tower.
tnxTower Report - version 6.1.4.1
116.75 Ft Monopole Tower Structural Analysis Report
Project Number 88274.002.01, Application 214793, Revision 6
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
February 10, 2014
CCI BU No. 876445
Page 5
Section
Elevation (ft)
Component
Size
Critical
P (K)
SF*P_allow
%
Pass / Fail
No.
74.5-36.91
T e
Type
Element
(K)
Capacity
L1
116.75 -
1
115.25
L2
115.25 - 74.5
L3
74.5-36.91
L4
36.91 -0
Pole
TP14x14x0.375
1
-2.112
855.299
'i 2.3
Pass
Pole
TP20.82xl4x0.25
2 _
-6.048
842.635
81.4
Pass
Pole
TP28.08x19.885x0.344
3
10.934
1554.851
82.9
Pass
Pole
TP35.01x26.677x0.344
4
-17.246
1994.808
92.3
Pass
:Summary
Pole (1-4)
92.3
Pass
RATING = 92.3 Pass
Table 6 - Tower Component Stresses vs. Capacity — LC7
Notes Component Elevation (ft) % Capacity Pass / Fail
1
Anchor Rods
Base
96.0
Pass
1
Base Plate
Base
35.1
Pass
1
Base Foundation
Base
51.6
Pass
Structure Rating (max from all components) = 96.0%
Notes:
1) See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity
consumed.
2) Capacities up to 105% are considered acceptable based on analysis methods used.
4.1) Recommendations
The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No
modifications are required at this time.
GC,CC��IFP,
�
SEP s 2014
tnxTower Report - version 6.1.4.1
DESIGNED APPURTENANCE LOADING
TYPE
ELEVATION
TYPE
ELEVATION
Lightning Rod 3/4"x 8'(E)
116.75
(2)APXI7DWV-17DWV-Sw/mount
104
TYDA-252718DER4.65P w/ Mount
116
Pipe (R)
Pipe (P)
FXFB (R)
104
TYDA-252718DER4-65P w/ Mount
116
FXFB(R)
104
Pipe (P)
FRIA (R)
104
TYDA-252718DER4-65P w/ Mount
116
FRIA (R)
104
Pipe (P)
FRIA (R)
104
800MHZ SMR FILTER (P)
116
FRIG (R)
104 .............
80OMHZ SMR FILTER (P)
116
FRIG (R)
104
800MHZ SMR FILTER (P)
116
FRIG (R)
104
RRUS 31 B25 (P)
116
ATMAA1412D-tA20(R)
1.04
RRUS 31 B25 (P)
116
ATMAA1412D-tA20 (R)
104
RRUS 31 B25 (P)
116
(R)
104
FZHJ-RRH (P)
116
RNSDC-7771-1A20
RNSDC-7771-PF-48 (R)
104
FZHJ-RRH (P)
116
RNSDC-7771-PF48 (R)
104
FZHJ-RRH (P)
116
APXV18-206517S-ACU w! Mount Pipe 104
RADAR FILTER (P)
116
(E)
'.RADAR FILTER (P)
116
APXV18-206517S-ACU w/ Mount Pipe 104
RADAR FILTER (P)
116
(E)
APXV9ERR18-C w/ Mount Pipe (E)
116
APXV18-206517S-ACU w/ Mount Pipe 104
APXVERR18-C w/ Mount Pipe (E)
116
(E)
APXV9ERR18-C w/ Mount Pipe (E)
116
Platform Mount [LP 305-1] (E)
104
RRUS-11 (E)
116
23" Stadium Light (E)
68.08
RRUS-11 (E)
.116
.23" Stadium Light (E)
'.68.08
RRUS-11 (E)
.116
23" Stadium Light (E)
68.08
(3) ACU -A20 -N (E)
'116
23" Stadium Light (E)
68.08
(3) ACU -A20 -N (E)
116
23" Stadium Light (E)
68.08
(3) ACU -A20 -N (E)
116
23" Stadium Light (E)
68.08
Side Arm Mount [SO 101-3] (E)
116
Stadium Lights Mount (E)
66.83
Platform Mount [LP 601-11 (E)
116
23" Stadium Light (E)
65.58
6'x 2" Mount Pipe (E)
114
23" Stadium Light (E)
65.58
(2) APXI7DWV--17DW V -S w/ Mount
104
23" Stadium Light (E)
65.58
Pipe (R)
23" Stadium Light (E)
65.58
(2) APXI7DWV--17DW V -S w/ Mount
104
23" Stadium tight (E)
65.58
Pipe (R)......
(2) Stadium Lights (E)
134
MATERIAL STRENGTH
GRADE Fy Fu GRADE Fy Fu
A572-65 165 ksi 180 ksi
TOWER DESIGN NOTES
1. Tower is located in Tarrant County, Texas.
2. Tower designed for a 70 mph basic wind in accordance with the TIA/EIA-222-F Standard.
3. Tower is also designed for a 19 mph basic wind with 0.75 in ice. Ice is considered to increase
in thickness with height.
4. Deflections are based upon a 50 mph wind.
5. TOWER RATING: 92.3%
AXIAL
30 K
TEAR MOMENT
C 130 kip -ft
TORQUE 0 kip -ft
ph WIND - 0.750 in ICE
AXIAL
17K
MOMENT
< 1285 kip -ft
TORQUE 1 kip -ft
REACTIONS - 70 mph WIND
p �`J 11 '.
�I SEP 8 2, Ll 1'
B+T Group
j= 1717 S. Boulder, Suite 300
Q`T ra.;_ Tulsa, OK 74119
Phone: (918) 587-4630
FAX: 918 5874630
Job: 88274.002.01- Heritage High School, TX (BU# 87644
Protect:
Client: Crown Castle
Drawn by: skadam App'd:
code: TIA/EIA-222-F
Date: 02/10/14 scale: NTS
Path: Dwg No. E-1
f
C
0
R
0
TIA/EIA-222-F - 70 mph/19 mph 0.750 in Ice
Vx _ _ _ __ Vz
Global Mast Shear (K)
5 10 15
10
Maximum Values
Mx Mz
B+T Group
1717 S.Boulder, Suite 300PfOJeC
B -T =:- t Tulsa, OK 74119
Phone: (918) 587-4630
FAX: 918 587-4630
Job: 88274.002.01- Heritage High School, TX (8U# 87644
—
Client: Crown Castle
Drawn by: skadam APP d'
code: TIA/EIA-222-F
Fate: 02/10/14 Scale: NTS
Path Dwg No. E-4
C
G
R
Deflection (in)
D
I
TIA/EIA-222-F - Service - 50 mph
0
Tilt (deg)
i
I
[Client:
I
it
� '
I
I
code: TIA/EIA-222-F
i
Path: Dwg No. E-5
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II
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i
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,
/
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a
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5
Maximum Values
Twist (deg)
0 0.05 0.1
0 0.05 o.t
B+T Group
1717 S. Boulder, Suite 300oect:
Q T -__ + Tulsa, OK 74119
Phone: (918) 587-4630
FAX: 918 587-4630
b 88274.002.01- Heritage High School, TX (BU# 87644
[Client:
Crown Castle
Drawn by:skadam MPd'
code: TIA/EIA-222-F
Date: 02/10/14 Scale: NTS
Path: Dwg No. E-5
C
ig
4i
R
Feed Line Distribution Chart
0'-116'9"
Round Fiat App In Face _ - _ - _ App Out Face • • Truss Leg
Face B
B+ -T Group
ob:88274.002.01- Heritage High School, TX (BU# 87644
Project
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Drawn by: skadam App'd:
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Dale: 02/10/14 scale: NTS
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Face B
B+ -T Group
ob:88274.002.01- Heritage High School, TX (BU# 87644
Project
1717 S.Boulder, Suite 300
diem: Crown Castle
Drawn by: skadam App'd:
G -T , ..„ Tulsa, OK 74119
code: TIA/EIA-222-F
Dale: 02/10/14 scale: NTS
Phone: (918) 587-4630
Path: Dwg No.
E-7
FAX 918 587 4630
X:
WxTower Job Page
88274.002.01- Heritage High School, TX (BU# 876445) 1 of 16
B+T Group Project Date
1717 S.Boulder, Suite 300 16:37:32 02/10/14
Tulsa, OK 74119 Client Designed by
Phone: (918) 587-4630 Crown Castle skadam
FAX, (918) 587-4630
TowerInput
There is a pole section.
This tower is designed using the TIA/EIA-222-F standard.
The following design criteria apply:
Tower is located in Tarrant County, Texas.
Basic wind speed of 70 mph.
Nominal ice thickness of 0.750 in.
Ice thickness is considered to increase with height.
Ice density of 56.000 pcf.
A wind speed of 19 mph is used in combination with ice.
Temperature drop of 50.000 °F.
Deflections calculated using a wind speed of 50 mph.
A non-linear (P -delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.333.
Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered.
Tapered Pole SectionGeometry
Section
Elevation
Section
Splice
Number
Top
Bottom
Wall
Bend
Pole Grade
in
in'
Length
Length
of
Diameter
Diameter
Thickness
Radius
14.494
16.452
ft
ft
ft
Sides
in
in
in
in
16.452
Ll
116.750-115.25
1.500
0.000
12
14.000
14.000
0.375
1.500
A572-65
4.923
0
36.833
541.237
5.448 3.082 12.328
21.554
16.559
894.303
(65 ksi)
L2
115.250-74.500
40.750
2.600
12
14.000
20.820
0.250
1.000
A572-65
102.348
2136.140
10.645 4.408 12.823
29.071
30.701
3014.587
9.930
14.545
(65 ksi)
L3
74.500-36.910
40.190
3.510
12
19.885
28.080
0.344
1.375
A572-65
14.345 6.228 18.118
36.245
38.371
5885.795
12.411
18.135
324.551
11926.216
(65 ksi)
L4
36.910-0.000
40.420
Gusset Gusset Grade
12
26.677
35.010
0.344
1.375
A572-65
Thickness
Aj
Factor
Stitch Bolt Stitch Bolt
(perface)
(65 ksi)
I Tapered Pole Properties
Section
Tip Dia.
Area
I
r
C
11C
J
XQ w w/t
in
in'
in'
in
in
in'
in'
in, in
LI
14.494
16.452
389.837
4.878
7.252
53.756
789.915
8.097 2.747 7.325
14.494
16.452
389.837
4.878
7.252
53.756
789.915
8.097 2.747 7.325
L2
14.494
11.069
267.110
4.923
7.252
36.833
541.237
5.448 3.082 12.328
21.554
16.559
894.303
7.364
10.785
82.923
1812.100
8.150 4.910 19.639
L3
21.135
21.630
1054.222
6.996
10.300
102.348
2136.140
10.645 4.408 12.823
29.071
30.701
3014.587
9.930
14.545
207.253
6108.370
15.110 6.604 19.212
L4
28.367
29.147
2579.805
9.427
13.819
186.691
5227.384
14.345 6.228 18.118
36.245
38.371
5885.795
12.411
18.135
324.551
11926.216
18.885 8.461 24.615
.Tower,
r
Gusset
Gusset Gusset Grade
Adjust. Factor
Adjust.
Weight Mult.
Double Angle Double Angle
Elevation
Area
Thickness
Aj
Factor
Stitch Bolt Stitch Bolt
(perface)
Ar
Spacing Spacing
Diagonals Horizontals
ft
L1
f?
ini
116.750-115.2
50
i SEP 8 9LQ1
I
tnxTower
Job
Page
2 of 16
Face
88274.002.01- Heritage High School, TX (BU#
876445)
Placement
Total
Project
Weight
Date
B+T Group
Type
Number
16:37:32 02/10/14
1717 S. Boulder, Suite 300
Leg
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
Crown Castle
C
No
skadam
FAX: (918) 587-4630
2
No Ice
0.000
Tower Gusset Gusset
Gusset Grade Adjust. Factor Adjust. Weight Mult.
Double Angle
Double Angle
Elevation Area Thickness
AJ Factor
Stitch Bolt
Stitch Bolt
(perface)
Ar
Spacing
Spacing
Diagonals
Horizontals
ft ft' tn...
0.000
to
in
L2
115.250-74.50
2" Ice
0.000
0.009
0
L3
1 1 1
4" Ice
0.000
74.500-36.910
TSZ 999
C
No
L4
1 I 1
1
No Ice
36.9104000
0.001
067/xxxM-8AWG(
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Face Allow Component Placement Total Number Clear Width or Perimeter Weight
or Shield Type Number Per Row Spacing Diameter
Leg ft in in rn klf _
+n�
Feed Line/Linear Appurtenances - Entered As Area
Description
Face
Allow
Component
Placement
Total
CAj
Weight
or
Shield
Type
Number
Leg
ft
fig ft _
klr
TSZ 999
C
No
CaAa (Out Of
116.000 - 0.000
2
No Ice
0.000
0.001
067/xxxM-8AWG(
Face)
1/2" Ice
0.000
0.002
1-3/16")
1" Ice
0.000
0.004
(E -Outside Shielded)
2" Ice
0.000
0.009
4" Ice
0.000
0.026
TSZ 999
C
No
CaAa (Out Of
116.000 - 0.000
1
No Ice
0.119
0.001
067/xxxM-8AWG(
Face)
1/2" Ice
0.219
0.002
1-3/16")
1" Ice
0.319
0.004
(E -Outside)
2" Ice
0.519
0.009
4" Ice
0.919
0.026
FIBER ONLY CABLE
C
No
CaAa (Out Of
116.000 - 0.000
1
No Ice
0.000
0.000
16(5/8")
Face)
1/2" Ice
0.000
0.001
(P -Outside Shielded)
V Ice
0.000
0.002
2" Ice
0.000
0.007
4" Ice
0.000
0.023
LDF7-50A(I -5/8")
A
No
CaAa (Out Of
104.000 - 0.000
3
No Ice
0.198
0.001
(E -Outside)
Face)
1/2" Ice
0.298
0.002
1" Ice
0.398
0.004
2" Ice
0.598
0.011
4" Ice
0.998
0.030
LDF7-50A(I-5/8")
A
No
CaAa (Out Of
104.000 - 0.000
9
No Ice
0.000
0.001
(E -Outside Shielded)
Face)
1/2" Ice
0.000
0.002
1" Ice
0.000
0.004
2" Ice
0.000
0.011
4" Ice
0.000
0.030
ASU9323TYPO1( 1-1/4)
B
No
CaAa (Out Of
104.000 - 0.000
1
No Ice
0.000
0.001
(R -Outside Shielded)
Face)
1/2" Ice
0.000
0.002
1" Ice
0.000
0.004
2" Ice
0.000
0.009
4" Ice
0.000
0.028
MxTower Job Page
88274.002.01- Heritage High School, TX (BU# 876445) 3 of 16
B+T Group Project Date
1717 S. Boulder, Suite 300 16:37:32 02/10/14
Tulsa, OK 74119 Client
Phone: (918) 587-4630 Crown Castle Designed by
FAX: (918) 587-4630 1 1skadam
...Description"
Face
Allow
Component
l�
Plaa cement
Total
C,4A,1
Weight
Section
or
Shield
Type
C{A,a
Number
Out Face
Leg
_..
_ _._
_._..__f
f�
fFl f
K
L1
116.750-115.256
A
0.000
0.000
0.000
0.056
0.000
1/2" Rigid Conduit
A
No
CaAa (Out Of
33.500 - 0.000
1 No Ice
0.000
0.001
(E -Shielded)
_
A
C
Face)
0.000
1/2" Ice
0.000
0.001
L2
115.250-74.500
A
0.000
0.000
1" Ice
0.000
0.002
0.000
0.000
B
0.000
0.000
2" Ice
0.000
0.007
0.000
C
0.000
0.000
4" Ice
0.000
0.022
L3
74.500-36.910
A
0.000
0.000
0.000
23.738
0.378
LDF1-50A(1/4")
C
No
Inside Pole
68.000 - 0.000
6 No Ice
0.000
0.000
(E)
0.000
11.779
C
0.000
0.000
1/2" Ice
0.000
0.000
L4
36.910-0.000
A
0.000
0.000
1" Ice
0.000
0.000
B
0.000
0.000
2" Ice
0.000
0.000
0.121
SEP
C
0.000
0.000
4" Ice
0.000
0.000
0.000
0.000
10.865
0.448
36.910-0.000
Safety Line 3/8
A
No
CaAa (Out Of
116.750 - 0.000
1 No Ice
0.037
0.000
(E)
Face)
1/2" Ice
0.137
0.001
0.000
0.112
1" Ice
0.238
0.001
0.000
0.000
0.000
10.281
0.418
2" Ice
0.437
0.002
4" Ice
0.838
0.004
•MIT' •r• •I '
Tower
Tower
Face
AR
AF
CaAA
CAA
Weight
Section
Elevation
AR
AR
C{A,a
In Face
Out Face
.ft
Elevation
t,
ft
f�
ft'
K
L1
116.750-115.256
A
0.000
0.000
0.000
0.056
0.000
ftZ,
ft,
f?
B
0.000
0.000
0.000
0,000
0.000
.
116.750-115.250
_
A
C
0.000
0.000
0.000
0.089
0.003
L2
115.250-74.500
A
0.000
0.000
0.000
19.051
0.299
0.000
0.000
B
0.000
0.000
0.000
0.000
0.019
0.000
C
0.000
0.000
0.000
4.849
0.141
L3
74.500-36.910
A
0.000
0.000
0.000
23.738
0.378
1.399
B
0.000
0.000
0.000
0.000
0.025
0.000
0.000
0.000
11.779
C
0.000
0.000
0.000
4.473
0.141
L4
36.910-0.000
A
0.000
0.000
0.000
23.309
0.388
B
0.000
0.000
0.000
0.000
0.024
0.121
SEP
C
0.000
0.000
0.000
4.392
0.141
Feed Line/Linear Appurtenances
Section Areas - With Ice
Tower
Tower
Face
Ice
AR
AR
C{A,a
CA,,
Weight
Section
Elevation
or
Thickness
In Face
Out Face
ftLeg
in
ftZ,
ft,
f?
ft2
K
L1
.
116.750-115.250
_
A
0-02
0.000
0.000
0.000
0.318
0.002
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
0.000
0.220
0.009
L2
115.250-74.500
A
0.850
0.000
0.000
0.000
41.030
1.399
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
11.779
0.474
0.0957V,,
j -
L3
74.500-36.910
A
0.798
0.000
0.000
0.000
49.306
1.767
B
0.000
0.000
0.000
0.000
0.121
SEP
8 I'llL4
C
0.000
0.000
0.000
10.865
0.448
36.910-0.000
A
0.750
0.000
0.000
0.000
46.863
1.696
B
0.000
0.000
0.000
0.000
0.112
C
0.000
0.000
0.000
10.281
0.418
tnxTower Job Page
88274.002.01- Heritage High School, TX (BU# 876445) 4 of 16
B+T Group Project Date
1717S.Boulder, Suite 300 16:37:32 02/10/14
Tulsa, OK 74119 Client Designed by
Phone: (918) 587-4630 Crown Castle Skadam
FAX: (918) 587-4630
Feed Line Center of Pressure
Description
Section
Elevation
CP,V
CP, CP,I CP,
Placement
CAA.a
Ice Ice
Weight
ft
in
in in in
L1
116.750-115.250
-0.071
-0.011 -0.133 4145
L2
115.250-74.500
-0.110
-0.461 -0.189 -0.682
L3
74.500-36.910
-0.113
-0.626 -0.202 -0.940
L4
36.910-0.000
-0,120
-0.666 -0.220 -1.030
Discrete Tower Loads
Description
Face
Offset
Offsets-
Azimuth
Placement
CAA.a
C4A a
Weight
or
Type
Horz
Adjustment
Front
Side
Leg
Lateral
Vert
ft
fr
.ft,
ft'
K
ft
ft
Lightning Rod 34 x 8'
A
From Leg
0.000
0.000
116.750
No Ice
0.600
0.600
0.030
(E)
0.000
1/2" Ice
1.415
1.415
0.036
4.000
1" Ice
2.246
2.246
0.047
2" Ice
3.669
3.669
0.086
4" Ice
5.742
5.742
0.231
6'x 2" Mount Pipe
A
From Leg
0.000
0.000
114.000
No Ice
1.425
1.425
0.022
(E)
0.000
1/2" Ice
1.925
1.925
0.033
3.000
1" Ice
2.294
2.294
0.048
2" Ice
3.060
3.060
0.090
4" Ice
4.702
4.702
0231
TYDA-252718DER4-65P w/
A
From Leg
4.000
0.000
1 16.000
No Ice
8.301
5.492
0.077
Mount Pipe
0.000
1/2" Ice
8.893
6.462
0.138
(P)
l .000
1" Ice
9.465
7.256
0.206
2" Ice
10.640
8.895
0.368
4" Ice
13.110
12.525
0.825
TYDA-252718DER4-65P w/
B
From Leg
4.000
0.000
116.000
No Ice
8.301
5.492
0.077
Mount Pipe
0.000
1/2" Ice
8.893
6.462
0.138
(P)
1.000
1" Ice
9.465
7.256
0.206
2" Ice
10.640
8.895
0.368
4" Ice
13.110
12525
0.825
TYDA-252718DER4-65P w/
C
From Leg
4.000
0.000
116,000
No Ice
8.301
5.492
0.077
Mount Pipe
0.000
1/2" Ice
8.893
6.462
0.138
(P)
I D00
I" Ice
9.465
7.256
0.206
2" Ice
10.640
8.895
0.368
4" Ice
13.110
12.525
0.825
800MHZ SMR FILTER
A
From Leg
4.000
0.000
116.000
No Ice
0.758
0.254
0.009
(P)
0.000
1/2" Ice
0.877
0.335
0.014
1.000
1" Ice
1.004
0.424
0.020
2" Ice
1.285
0.629
0.038
4" Ice
1.950
1.142
0.102
800MHZ SMR FILTER
B
From Leg
4.000
0.000
116.000
No Ice
0.758
0.254
0.009
(P)
0.000
1/2" Ice
0.877
0.335
0.014
1.000
1" Ice
1.004
0.424
0.020
2" Ice
1.285
0.629
0.038
4" Ice
1.950
1.142
0.102
WxTower Job Page
88274.002.01- Heritage High School, TX (BU# 876445) 5 of 16
B+T Group Project Date
1717 S. Boulder, Suite 300 16:37:32 02/10/14
Tulsa, OK 74119 Client Designed by
Phone: (918) 587-4630 Crown Castle skadam
FAX.: (918) 587-4630
Description
Face
Offset
Offs ets:�Azimufh
w Placement
CAAa
C .4,1
Weight
or
Type
Horz
Adjustment
Front
Side
Leg
Lateral
Vert
ft
0
ft
ftp
fiz
K
ft
ft
8004H2 - SMR FILTER
C
From Leg
4.000
0.000
116.000
No Ice
0.758
0.254
0.00-9---
(P)
0.000
1/2" Ice
0.877
0.335
0.014
1.000
V Ice
1.004
0.424
0.020
2" Ice
1.285
0.629
0.038
4" Ice
1.950
1.142
0.102
RRUS 31 B25
A
From Leg
4.000
0.000
116.000
No Ice
1.893
1.492
0.056
(P)
0.000
1/2" Ice
2.081
1.663
0.072
1.000
1" Ice
2.277
1.844
0.091
2" Ice
2.696
2.230
0.137
4" Ice
3.637
3.106
0.269
RRUS 31 B25
B
From Leg
4.000
0.000
116.000
No Ice
1.893
1.492
0.056
(P)
0.000
1/2" Ice
2.081
1.663
0.072
1.000
1" Ice
2.277
1.844
0.091
2" Ice
2.696
2.230
0.137
4" Ice
3.637
3.106
0269
RRUS 31 B25
C
From Leg
4.000
0.000
116.000
No Ice
1.893
1.492
0.056
(P)
0.000
1/2" Ice
2.081
1.663
0.072
1.000
V Ice
2.277
1.844
0.091
2" Ice
2.696
2.230
0.137
4" Ice
3.637
3.106
0.269
FZHJ-RRH
A
From Leg
4.000
0.000
116.000
No Ice
1.472
1.184
0.055
(P)
0.000
1/2" Ice
1.645
1.336
0.073
1.000
V Ice
1.827
1.496
0.094
2" Ice
2.218
1.842
0.145
4" Ice
3.102
2.638
0.289
FZHJ-RRH
B
From Leg
4.000
0.000
116.000
No Ice
1.472
1.184
0.055
(P)
0.000
1/2" Ice
1.645
1.336
0.073
1.000
V Ice
1.827
1.496
0.094
2" Ice
2.218
1.842
0.145
4" Ice
3.102
2.638
0.289
FZHJ-RRH
C
From Leg
4.000
0.000
116.000
No Ice
1.472
1.184
0.055
(P)
0.000
1/2" Ice
1.645
1.336
0.073
1.000
V Ice
1.827
1.496
0.094
2" Ice
2,218
1.842
0.145
4" Ice
3.102
2.638
0.289
RADAR FILTER
A
From Leg
4.000
0.000
116.000
No Ice
1.143
0.314
0.022
(P)
0.000
1/2" Ice
1.289
0.404
0.029
1.000
1" Ice
1.443
0.502
0.038
2" Ice
1.778
0.723
0.062
4" Ice
2.550
1.270
0.140
RADAR FILTER
B
From Leg
4.000
0.000
116.000
No Ice
1.143
0.314
0.022
(P)
0.000
1/2" fee
1.289
0.404
0.029
1.000
1" Ice
1.443
0.502
0.038
2" Ice
1.778
0.723
0.062
4" Ice
2.550
1.270
0.140
RADAR FILTER
C
From Leg
4.000
0.000
116.000
No Ice
1.143
0.314
0.022
(P)
0.000
1/2" Ice
1.289
0.404
0.029
1.000
V Ice
1.443
0.502
0.038
2" Ice
1.778
0.723
0.062
4" Ice
2.550
1.270
0.140
APXV9ERRI8-C w/ Mount
A
From Leg
4.000
0.000
116.000
No Ice
8.498
6.946
0.076
Pipe
0.000
1/2" Ice
9.149
8.127
0.144
(E)
1.000
1" Ice
9.767
9.021
0.220
2" Ice
11.031
10.844
0.399
4" Ice
13.679
14.851
0.902
APXVERRI8-C w/ Mount
B
From Leg
4.000
0.000
116.000
No Ice
8.498
6.946
0.076
Pipe
0.000
1/2" Ice
9.149
8.127
0.144
>,I
Job
Page
tnxTower
88274.002.01-
Heritage
High School, TX (BU# 876445)
6 of 16
Project
Date
B+T Group
16:37:32 02/10/14
1717 S. Boulder, suite 300
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
Crown Castle
skadam
FAX: (918) 587-4630
�
Descriptionf�Face
�Offset�
Offsets.
�Azimuth
Placement �
�-QIA,�, � �
�S.n�
C4A.4
Weight�
or
Type
Horz
Adjustment
Front
Side
Leg
Lateral
Vert
ft
ft
fig
ft,
K
ft
ft
(E)
1.000
1" Ice
9.767
9.021
0.220
2" Ice
11.031
10.844
0.399
4" Ice
11679
14.851
0.902
APXV9ERRI8-C w/ Mount C
From Leg
4.000
0.000
116.000
No Ice
8.498
6.946
0.076
Pipe
0.000
1,12" Ice
9.149
8.127
0.144
(E)
1.000
V Ice
9.767
9.021
0.220
2" Ice
1L031
10.844
0.399
4" Ice
13.679
14.851
0.902
RRUS-I I A
From Leg
4.000
0.000
116.000
No Ice
4.424
1.186
0.055
(E)
0.000
1/2" Ice
4.708
1.351
0.081
1.000
V Ice
5.001
1.526
0.110
2" Ice
5.613
1.900
0.179
4" Ice
6.940
2.753
0.368
RRUS-11 B
From Leg
4.000
0.000
116.000
No Ice
4.424
1.186
0.055
(E)
0.000
1/2" Ice
4.708
1.351
0.081
1.000
V Ice
5.001
L526
0.110
2" Ice
5.613
1.900
0.179
4" Ice
6.940
2.753
0.368
RRUS-11 C
From Leg
4.000
0.000
116.000
No Ice
4.424
1.186
0.055
(E)
0.000
1/2" Ice
4.708
1351
0.081
1.000
V Ice
5.001
1.526
0.110
2" Ice
5.613
1.900
0.179
4" Ice
6.940
2.753
0.368
(3) ACU -A20 -N A
From Leg
4.000
0.000
116.000
No Ice
0.078
0.136
0.001
(E)
0.000
1/2" Ice
0.121
0.189
0.002
1.000
V Ice
0.173
0,251
0.004
2" Ice
0.302
0.400
0.012
4" Ice
0,665
0.802
0.045
(3) ACU -A20 -N B
From Leg
4.000
0.000
116.000
No Ice
0.078
0.136
0.001
(E)
0.000
1/2" Ice
0.121
0.189
0.002
1.000
1" Ice
0,173
0.251
0.004
2" Ice
0.302
0.400
0.012
4" Ice
0.665
0.802
0,045
(3) ACU -A20 -N C
From Leg
4.000
0.000
116.000
No Ice
0.078
0.136
0.001
(E)
0,000
1/2" Ice
0.121
0.189
0.002
1.000
1" Ice
0.173
0251
0.004
2" Ice
0.302
0.400
0,012
4" Ice
0.665
0.802
0.045
Side Arm Mount [SO 10 1 -31 C
None
0.000
116.000
No Ice
7.500
7.500
0.252
(E)
1/2" Ice
8.900
8.900
0.333
1" Ice
10.300
10.300
0.414
2" Ice
13.100
13.100
0.576
4" Ice
18.700
18.700
0.900
Platform Mount [LP 601-1 J C
None
0.000
116.000
No Ice
28.470
28.470
1.122
(E)
1/2" Ice
33.590
33.590
1.514
1" Ice
38.710
38.710
1.905
2" Ice
48,950
48.950
2.689
4" Ice
69.430
69.430
4.255
*_a
(2) APXI 7DW V-17DW V -S A
From Leg
4.000
0.000
104.000
No Ice
10.023
6.408
0.062
w/ Mount Pipe
0.000
1/2" Ice
10.615
7.339
0.134
(R)
1.000
1" Ice
11.191
8.174
0.214
2" Ice
12375
9.900
0.399
4" Ice
14.865
13.566
0.903
(2) APXI7DW V-17DW V -S B
From Leg
4.000
0.000
104.000
No Ice
10.023
6.408
0.062
w( Mount Pipe
0.000
1/2" Ice
10.615
7.339
0.134
(R)
1.000
1" Ice
11.191
8.174
0,214
tnxTower Job Page
88274.002.01- Heritage High School, TX (BU# 876445) 7 of 16
B+T Group Project Date
1717 S. Boulder, Suite 300 16:37:32 02/10/14
Tulsa, OK 74119 Client Designed by
Phone: (918) 587-4630 Crown Castle skadam
FAX: (918) 587-4630
Descriptions ��
Face
�Offset
Offsets.
Azimuth
Placement
C,3AA�-
Ca,9a �
�Weight
or
Type
Horz
Adjustment
Front
Side
Leg
Lateral
Vert
ft
0
ft
fry
ft,
K
ft
_.
_. %t
2" Ice
12.375
9.900
0.399
4" Ice
14.865
13.566
0.903
(2)APXI7DWV-17DWV-S
C
From Leg
4.000
0.000
104.000
NoIce
10.023
6.408
0.062
w/ Mount Pipe
0.000
1/2" Ice
10.615
7.339
0.134
(R)
1.000
V Ice
11.191
8.174
0.214
2" Ice
1.2.375
9.900
0.399
4" Ice
14.865
13.566
0.903
FXFB
A
From Leg
4.000
0.000
104.000
No Ice
4.128
1.123
0.050
(R)
0.000
1/2" Ice
4.400
1.304
0.072
1.000
V Ice
4.681
1.493
0.098
2" Ice
5.268
1.899
0.159
4" Ice
6.546
2.812
0.329
FXFB
B
From Leg
4.000
0.000
104.000
No Ice
4.128
1.123
0.050
(R)
0.000
1/2" Ice
4.400
1.304
0.072
1.000
I" Ice
4.681
1.493
0.098
2" Ice
5.268
1.899
0.159
4" Ice
6.546
2.812
0.329
FRIA
A
From Leg
4.000
0.000
104.000
No Ice
4.128
1.112
0.048
(R)
0.000
1/2" Ice
4.400
1.293
0.070
1.000
1" Ice
4.681
1.482
0.096
2" Ice
5.268
1.887
0.157
4" Ice
6.546
2.799
0.327
FRIA
B
From Leg
4.000
0.000
104.000
No Ice
4.128
1.112
0,048
(R)
0.000
1/2" Ice
4.400
1.293
0.070
1.000
1" Ice
4.681
1.482
0.096
2" Ice
5.268
1.887
0.157
4" Ice
6.546
2.799
0.327
FRIA
C
From Leg
4.000
0.000
104.000
No Ice
4.128
1.112
0.048
(R)
0.000
1/2" Ice
4.400
1.293
0.070
1.000
V Ice
4.681
1.482
0.096
2" Ice
5.268
1.887
0.157
4" Ice
6.546
2.799
0.327
FRIG
A
From Leg
4.000
0.000
104.000
No Ice
2.797
1.096
0.048
(R)
0.000
1/2" Ice
3.023
1.261
0.065
1.000
V Ice
3.257
1.435
0.085
2" Ice
3.751
1.809
0.135
4" Ice
4.843
2.661
0.275
FRIG
B
From Leg
4.000
0.000
104.000
No Ice
2.797
1.096
0.048
(R)
0.000
1/2" Ice
3.023
1.261
0.065
1.000
V Ice
3.257
1.435
0.085
2" Ice
3.751
1.809
0.135
4" Ice
4.843
2.661
0.275
FRIG
C
From Leg
4.000
0.000
104.000
No Ice
2.797
1.096
0.048
(R)
0.000
1/2" Ice
3.023
1.261
0.065
1.000
1" Ice
3.257
1.435
0.085
2" Ice
3.751
1.809
0.135
_J
4" Ice
4.843
2.661
0.275
ATMAA1412D-IA20
A
From Leg
4.000
0.000
104.000
No Ice
1.167
0.467
0.013
(R)
0.000
1/2" Ice
1.314
0.575
0.021
1.000
V Ice
1.469
0.691
0.030
c
2" Ice
1.806
0.951
0.056
4" Ice
2.584
1.573
0.137
Q
ATMAA1412D-1A20
B
From Leg
4.000
0.000
104.000
No Ice
1.167
0.467
0.013
(R)
0.000
1/2" Ice
1.314
0.575
0.021
Lrz�J
1.000
V Ice
1.469
0.691
0.030
2" Ice
1.806
0.951
0.056
re~ c-_
4" Ice
2.584
1.573
0.137
:-
Dishes
Job
Page
WxTower
88274.002.01-
Heritage
High School, TX (BU#
876445)
8 of 16
Project
Date
B+T Group
16:37:32 02110/14
1717S.Boulder, Suite 300
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
Crown Castle
SlCadaltl
FAX: (918) 587-4630
Description Face
Offset
Offsets.
Azimuth
Placement
C4A.I
C CAA
Weight
or
Type
Horz
Adjustment
Front
Side
Leg
Lateral
Vert
ft
o
ft
fig
ft,
K
ft
ft
ATMAA14121)-IA20 C
From Leg
4.000
0.000
104.000
No Ice
1.167
0.467
0.013
(R)
0.000
1/2" Ice
1.314
0.575
0.021
1.000
V Ice
1.469
0.691
0.030
2" Ice
1.806
0.951
0.056
4" Ice
2.584
1.573
0.137
RNSDC-7771-PF-48 A
From Leg
4.000
0.000
104.000
No Ice
1.284
I.376
0.020
(R)
0.000
1/2" Ice
1.455
1.557
0.043
1.000
V Ice
1.636
1.746
0.069
2" Ice
2.023
2.151
0.131
4" Ice
2.901
3.064
0.302
RNSDC-7771-PF-48 B
From Leg
4.000
0.000
104.000
No Ice
1.284
1.376
0.020
(R)
0.000
1/2" Ice
1.455
1.557
0.043
1.000
V Ice
L636
1.746
0.069
2" Ice
2.023
2.151
0.131
4" Ice
2.901
3.064
0.302
APXV 18-206517S-ACU w/ A
From Leg
4.000
0.000
104.000
No Ice
5.404
4.700
0.052
Mount Pipe
0.000
1/2" Ice
5.960
5.860
0.097
(E)
1.000
I" Ice
6.481
6.734
0.150
2" Ice
7.547
8.515
0.280
4" Ice
9.919
12.277
0.679
APXV18-2065175-ACU w/ B
From Leg
4.000
0.000
104.000
No Ice
5.404
4.700
0.052
Mount Pipe
0.000
I/2" Ice
5.960
5.860
0.097
(E)
1.000
1" Ice
6.481
6.734
0.150
2" Ice
7.547
8.515
0,280
4" Ice
9.919
12.277
0.679
APXV18-206517S-ACU w/ C
From Leg
4.000
0.000
104.000
No Ice
5.404
4.700
0.052
Mount Pipe
0.000
1/2" Ice
5.960
5.860
0.097
(E)
1.000
i" Ice
6.481
6.734
0.150
2" Ice
7.547
8.515
0.280
4" Ice
9.919
12.277
0.679
Platform Mount SLP 305-11 C
None
0.000
104.000
No Ice
18.010
18.010
1.121
(E)
1/2" Ice
23.330
23.330
1.352
1" Ice
28.650
28.650
1.584
2" Ice
39,290
39290
2.046
4" ice
60.570
60.570
1972
*Ca
r(o,«
Stadium Lights Mount C
From Face
0.500
0.000
66.830
No Ice
8.900
5.900
0.230
(E)
0.000
1/2" Ice
13.800
8.700
0.320
0.000
V Ice
18.700
1 1.500
0.410
2" Ice
28.500
17.100
0.600
4" Ice
48.100
28.300
0.980
(2) Stadium Lights A
From Leg
0.500
0.000
34.000
No Ice
1.778
1.778
0.050
(E)
0.000
I/2" Ice
1.983
1.983
0.074
0.000
V Ice
2.200
2.200
0.101
2" Ice
2.667
2.667
0.164
4" Ice
3.733
3.733
0.330
Dishes
MxTower
Job
Page
88274.002.01-
Heritage High School, TX (BU# 876445)
9 of 16
B+T Croup
Project
Date
1717S.Boulder, suite 300
16:37:32 02/10/14
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
Crown Castle
FAX., (918) 587-4630
skadam
Description Face Dish
Offset
-Offsets.
Azimuth
3 dB Elevation
Outside
Aperture
Weight
or Type
Type
Horz
Adjustment
Beam
Diameter
Area
Leg
Lateral
Width
Vert
ft.
!t
23" Stadium Light C Paraboloid w/o
From
0.500
0.000
_--=fit
68.080
1.917
No Ice
-f? _
2.890
_K
0.050
(E) Radome
Face
1.000
1/2" Ice
3.140
0.070
0.000
1" Ice
3.400
0.080
2" Ice
3.910
0.110
4" Ice
4.940
0.180
23" Stadium Light C Paraboloid w/o
From
0.500
0.000
68.080
1.917
No Ice
2.890
0.050
(E) Radome
Face
3.000
1/2" Ice
3.140
0.070
0.000
I" Ice
3.400
0.080
2" Ice
3.910
0.110
4" Ice
4.940
0.180
23" Stadium Light C Paraboloid w/o
From
0.500
0.000
68.080
1.917
No Ice
2.890
0.050
(E) Radome
Face
5.000
1/2" Ice
3.140
0.070
0.000
1" Ice
3.400
0.080
2" Ice
3.910
0.110
4" Ice
4.940
0.180
23" Stadium Light C Paraboloid w/o
From
0.500
0.000
68.080
1.917
No Ice
2.890
0.050
(E) Radome
Face
-1.000
1/2" Ice
3.140
0.070
0.000
1" Ice
3.400
0.080
2" Ice
3.910
0.110
4" Ice
4.940
0.180
23" Stadium Light C Paraboloid w/o
From
0.500
0.000
68.080
1.917
No Ice
2.890
0.050
(E) Radome
Face
-3.000
1/2" Ice
3.140
0.070
0.000
1" Ice
3.400
0.080
2" Ice
3.910
0.110
4" Ice
4.940
0.180
23" Stadium Light C Paraboloid w/o
From
0.500
0.000
68.080
1.917
No Ice
2.890
0.050
(E) Radome
Face
-5.000
1/2" Ice
3.140
0.070
0.000
1" Ice
3.400
0.080
2" Ice
3.910
0.110
4" Ice
4.940
0.180
23" Stadium Light C Paraboloid w/o
From
0.500
0.000
65.580
1.917
No Ice
2.890
0.050
(E) Radome
Face
0.000
1/2" Ice
3.140
0.070
0.000
1" Ice
3.400
0.080
2" Ice
3.910
0.110
4" Ice
4.940
0.180
23" Stadium Light C Paraboloid w/o
From
0.500
0.000
65.580
1.917
No Ice
2.890
0.050
(E) Radome
Face
2.000
1/2" Ice
3.140
0.070
0.000
1" Ice
3.400
0.080
2" Ice
3.910
0.110
4" Ice
4.940
0.180
23" Stadium Light C Paraboloid w/o
From
0.500
0.000
65.580
1.917
No Ice
2.890
0.050
(E) Radome
Face
4.000
1/2" Ice
3.140
0.070
0.000
1" Ice
3.400
0.080
2" Ice
3.910
0.110
4" Ice
4.940
0.180
23" Stadium Light C Paraboloid w/o
From
0.500
0.000
65.580
1.917
No Ice
2.890
0.050
(E) Radome
Face
2.000
1l2" Ice
3.140
0.070
0.000
1" Ice
3.400
0.080
2" Ice
3.910
0.110
4" Ice
4.940
0.180.
23" Stadium Light C Paraboloid w/o
From
0.500
0.000
65.580
1.917
No Ice
2.890
0.050
(E) Radome
Face
-4.000
1/2" Ice
3.140
0.070
0.000
1" Ice
3.400
0.080 C
2" Ice
3.910
0.11 J
4" Ice
4.940
0.18 Cd
.lin-n C/^)
WxTower Job Page
88274.002.01- Heritage High School, TX (BU# 876445) 10 of 16
B+T Group Project Date
1717S.Boulder, Suite 300 16:37:32 02/10/14
Tulsa, OK 74119 Client Designed by
Phone: (918) 587-4630 Crown Castle Skadam
FAX: (918) 587-4630
• • Combinations
Comb. Description
No.
I Dead Only
2 Dead+W ind 0 deg - No Ice
3 Dead+Wind 30 deg - No Ice
4 Dead+W ind 60 deg - No Ice
5 Dead+Wind 90 deg - No Ice
6 Dead+Wind 120 deg - No Ice
7 Dead+Wind 150 deg- No Ice
8 Dead+W ind 180 deg - No Ice
9 Dead+Wind 210 deg - No Ice
10 Dead+Wind 240 deg - No Ice
1 1 Dead+W ind 270 deg - No Ice
12 Dead+W ind 300 deg - No Ice
13 Dead+W ind 330 deg - No Ice
14 Dead+Ice+Temp
15 Dead+W ind 0 deg+Ice+Temp
16 Dead+Wind 30 deg+Ice+Temp
17 Dead+Wind 60 deg+Ice+Temp
18 Dead+Wind 90 deg+Ice+Temp
19 Dead+W ind 120 deg+Ice+Temp
20 Dead+W ind 150 deg+Ice+Temp
21 Dead+W ind 180 deg+Ice+Temp
22 Dead+W ind 210 deg+Ice+Temp
23 Dead+W ind 240 deg+Ice+Temp
24 Dead+Wind 270 deg+Ice+Temp
25 Dead+Wind 300 deg+Ice+Temp
26 Dead+Wind 330 deg+Ice+Temp
27 Dead+W ind 0 deg - Service
28 Dead+Wind 30 deg - Service
29 Dead+W ind 60 deg - Service
30 Dead+Wind 90 deg - Service
31 Dead+W ind 120 deg - Service
32 Dead+Wind 150 deg - Service
33 Dead+W ind 180 deg - Service
34 Dead+W ind 210 deg - Seryice
35 Dead+W ind 240 deg - Service
36 Dead+W ind 270 deg - Service
37 Dead+Wind 300 deg - Service
38 Dead+W ind 330 deg - Service
I Maximum Member Forces I
Section
Elevation
No.
ft
L1
116.75-
Type
115.25
L2
115.25 - 74.5
Component
Condition
Gov.
Force
Major Axis
Minor Axis
Type
Load
Moment
Moment
Comb.
K
kip ft
kipft
Pole
Max Tension
1
0.000
0.000
0.000
Max. Compression
14
-4.558
0.004
0.026
Max. Mx
11
-2.126
4.683
0.016
Max. My
2
-2.112
0.001
4.703
Max. Vy
5
3.476
-4.680
0.015
Max. Vx
2
-3.485
0.001
4.703
Max. Torque
12
-0.015
Pole
Max Tension
1
0.000
0.000
0.000
Max. Compression
14
-12.924
-0.423
1.330
Max. Mx
5
-6.084
-275.053
-0.804
Max. My
2
-6.046
0.910
277.029
I Maximum Reactions I
Location Condition
tnxTowe
Job
Horizontal, X
., . ...
Horizontal, Z
Load
Page
K
K
88274.002.01- Heritage High School,
TX (BU# 876445)
11 of 16
B+T Group
Project
21
29.639
-0.003
-1.469
Date
11
1717 S. Boulder, Suite 300
14.555
0.028
Max. H,
2
17.262
16:37:32 02/10114
15.672
Tulsa, OK 74119
Client
1285.044
0.037
15.672
Max. M,
Designed by
1206.197
Phone: (918) 587-4630
-0.047
Crown Castle
9
0.555
7,426
-13.084
FAX: (918) 587-4630
1
17.262
0.000
0.000
Min, H,
skadam
Section
r, I, ,,.:n. ,s: m�.,C-,._.H,a-=:r.m.,.�� , ,- .-��,n on .�,,�u�
Elevation Component Condition
�.�mee
Gov.
_ Fm,�e
Force
..,,-�.._,, ,,. -is .,
Major Axis
M -in,, A,,,-..,
Minor Axis
-0.037
No.
ft Type
8
Load
-0.037
Moment
Moment
11
-1206.182
..
0.028
Comb.
K
-0.519
7.142
13.765
_
-- Max. Vy��
5 -�
_
- 9.172
-275.053
--0.804
-1055.678
0.231
r_
Max. Vx
2
-9.238
0.910
277.029
1082.297
-619.072
0.203
Max. Torque
12
Dead+Wind 180 deg - No Ice
17.262
-0.378
15.262
L3
74.5-36.91 Pole
Max Tension
1
0.000
0.000
0.000
-7.426
13.084
1078.223
Max. Compression
14
-20.714
-0.164
1.114
17.262
-12.718
7.541
Max. Mx
5
-11.020
-667.890
-3.295
Dead+Wind 270 deg - No Ice
17.262
-14.555
Max. My
2
-10.934
2.430
700.172
Dead+Wind 300 deg - No Ice
17.262
Max. Vy
5
12.045
-667.890
-3.295
trL�
_� 1
Max. Vx
2
-13.189
2.430
700.172
Max. Torque
10
0.787
L4
36.91 -0 Pole
Max Tension
1
0.000
0.000
0.000
Max. Compression
14
-29.639
0.192
3.430
Max. Mx
5
-17.248
-1206.197
-4.646
Max. My
2
-17.246
4.100
1285.044
Max. Vy
5
14.572
-1206.197
-4.646
Max. Vx
2
-15.690
4.100
1285.044
Max. Torque
9
0.715
I Maximum Reactions I
Location Condition
Gov.
Vertical
Horizontal, X
., . ...
Horizontal, Z
Load
K
K
K
Overturning
Comb.
Torque
Pole Max. Vert
21
29.639
-0.003
-1.469
Max. H,
11
17262
14.555
0.028
Max. H,
2
17.262
0.037
15.672
Max. M,,
2
1285.044
0.037
15.672
Max. M,
5
1206.197
-14.555
-0.047
Max. Torsion
9
0.555
7,426
-13.084
Min. Vert
1
17.262
0.000
0.000
Min, H,
5
17.262
-14.555
-0.047
Min. H,
8
17.262
-0.037
-15.262
Min. M,
8
-1256.574
-0.037
-15.262
Min- M,
11
-1206.182
14.555
0.028
Min. Torsion
13
-0.519
7.142
13.765
Tower Mast Reaction Summary
Load
Vertical
Shear,
Shear
Overturning
Overturning
Torque
Combination
Moment, M
Moment, M
K
K
K
kip ft
kip ft
kip ft
Dead Only
17.262
0.000
0.000
-0.136
0.003
0.000
Dead+Wind 0 deg - No lee
17.262
-0.037
-15.672
-1285.044
4.100
0,204
�4
Dead+Wind 30 deg - No Ice
17.262
7.078
-13.728
-1122.976
-587.875
-0.167
L
Dead+Wind 60 deg - No Ice
17.262
12.541
-8.524
-688.899
-1039.289
-0.174
'
Dead+Wind 90 deg - No Ice
17.262
14.555
0.047
4.646
-1206.197
0.119
Dead+Wind 120 deg - No Ice
17.262
12.755
7.605
627.808
-1055.678
0.231
r_
`
Dead+Wind 150 deg - No Ice
17.262
7.490
13.121
1082.297
-619.072
0.203
C
Dead+Wind 180 deg - No Ice
17.262
0.037
15.262
1256.574
-4.110
-0.203
Dead+Wind 210 deg - No Ice
17.262
-7.426
13.084
1078.223
611.969
-0.555
J
Dead+Wind 240 deg - No Ice
17.262
-12.718
7.541
620.714
1051.592
-0.435
Dead+Wind 270 deg - No Ice
17.262
-14.555
-0.028
-3.566
1206.182
-0.120-
Dead+Wind 300 deg - No Ice
17.262
-12.578
-8.588
-695.988
1043.348
0.376
trL�
_� 1
Job Page
WxTower 88274.002.01- Heritage High School, TX (BU# 876445) 12 of 16
B+T Group Project Date
1717 S. Boulder, Suite 300 16:37:32 02/10/14
Tulsa, OK 74119 Client Designed by
Phone: (918) 587-4630 Crown Castle
Si(adalTt
FAX: (918) 587-4630
Load
Vertical
Shear,
Shear
Overturning
Overturning
Torque
Combination
Load
PX
PY
Moment, M
Moment, M
Py
PZ
K
K
K
ktP ft .._
kt_P f�
K
Dead+Wind 330 deg - No Ice
17.262
-7.142
-13.765
-1127.046
594.956
0.519
Dead+Ice+Temp
29.639
0.000
-0.000
-3.430
0.192
-0.000
Dead+Wind 0 deg+Ice+Temp
29.639
-0.003
-1.505
-130.188
0.513
0.009
Dead+Wind 30 deg+Ice+Temp
29.639
0.689
-1.316
-114.058
-58.452
-0.031
Dead+Wind 60 deg+Ice+Temp
29.639
1.216
-0.808
-70.703
-103.109
-0.037
Dead+Wind 90 deg+lce+Temp
29.639
1.410
0.004
-3,101
-119.574
-0,012
Dead+Wind 120 deg+Ice+Temp
29.639
1.233
0.734
58.641
-104.444
0.004
Dead+Wind 150 deg+lce+Temp
29.639
0.722
1.267
103.709
-61.006
0.012
Dead+Wind 180 deg+Ice+Temp
29.639
0.003
1.469
120.874
-0.126
-0.009
Dead+Wind 210 deg+Ice+Temp
29.639
-0.717
1.264
103.390
60.840
-0.028
Dead+Wind 240 deg+Ice+Temp
29.639
-1,230
0,729
58.088
104.512
-0.013
Dead+Wind 270 deg+Ice+Temp
29,639
-1.410
-0.002
-3.740
119.961
0.012
Dead+Wind 300 deg+Ice+Temp
29.639
-1.219
-0.813
-71.256
103.816
0.046
Dead+Wind 330 deg+Ice+Temp
29.639
-0.694
-1.319
-114.377
59.392
0.047
Dead+Wind 0 deg - Service
17.262
-0.019
-7.996
-656.899
2.089
0.106
Dead+Wind 30 deg - Service
17.262
3,611
-7.004
-574.038
-300.507
-0.086
Dead+Wind 60 deg - Seryice
17,262
6.398
-4.349
-352.139
-531.223
-0.090
Dead+Wind 90 deg - Service
17.262
7.426
0.024
2.313
-616.489
0.061
Dead+Wind 120 deg - Service
17.262
6.508
3.880
320.817
-539.584
0.119
Dead+Wind 150 deg - Service
17,262
3.822
6.694
553,130
-316.434
0.104
Dead+Wind 180 deg - Service
17.262
0.019
7.787
642.205
-2.109
-0.105
Dead+Wind 210 deg - Service
17.262
-3.789
6.675
551.035
312.781
-0.287
Dead+Wind 240 deg - Service
17.262
-6.489
3.847
317.184
537.469
-0.224
Dead+Wind 270 deg - Service
17.262
-7.426
-0.014
-1.885
616.468
-0.062
Dead+Wind 300 deg - Service
17.262
-6,417
-4.382
-355.771
533.297
0.195
Dead+Wind 330 deg - Service
17.262
-3.644
-7.023
-576.132
304.120
0.269
I:::_- Solution Summary ___j
Sum of Applied Forces
Sum of Reactions
Load
PX
PY
PZ
PX
Py
PZ
% Error
Comb.
K
K
K
K
K
K
1
0.000
-17.262
0.000
0,000
17.262
0.000
0.000%
2
-0.037
-17.262
-15.672
0.037
17.262
15.672
0.000%
3
7.078
-17.262
-13.728
-7.078
17,262
13.728
0.000%
4
12.541
-17.262
-8.524
-12.541
17.262
8.524
0.000%
5
14.555
-17.262
0.047
-14.555
17.262
-0.047
0.000%
6
12.755
-17262
7.605
-12.755
17.262
-7.605
0.000%
7
7.490
-17.262
13.121
-7.490
17.262
-13.121
0.000%
8
0,037
-IT262
15.262
-0.037
17.262
-15.262
0.000%
9
-7.426
-17.262
13.084
7.426
17,262
-13.084
0.000%
10
-11718
-17.262
7.541
12,718
17.262
-7.541
0-000%
11
-14.555
-17.262
-0.028
14.555
17.262
0.028
0,000%
12
-12.578
-17262
-8.588
12.578
17.262
8.588
0.000%
13
-7.142
-17.262
-13.765
7,142
17.262
13.765
0.000%
14
0,000
-29.639
0.000
-0,000
29.639
0.000
0.000%
15
-0.003
-29.639
-1.505
0.003
29.639
1.505
0.000%
16
0.689
-29.639
-1,316
-0.689
29.639
1.316
0.000%
17
1216
-29.639
-0,808
-1.216
29.639
0.808
0.000%
18
1.410
-29.639
0.004
-1.410
29.639
-0.004
0.000%
19
1.233
-29.639
0.734
-1.233
29.639
-0.734
0.000%
20
0.722
-29.639
1.267
-0.722
29.639
-1,267
0.00000
21
0.003
-29.639
1.472
-0.003
29.639
-1.469
U10%
22
-0.717
-29.639
1.264
0.717
29.639
-1.264
0.000%
23
-1.230
-29.639
0.729
1.230
29.639
-0.729
0.000%
24
-1.410
-29-639
-0.002
1.410
29.639
0,002
0.000%
25
-1.219
-29.639
-0.813
1.219
29.639
0.813
0.000%
26
-0.694
-29.639
-1.319
0.694
29.639
1.319
0.000%
WxTower Job Page
88274.002.01- Heritage High School, TX (BU# 876445) 13 of 16
B+T Group Project Date
1717S.Boulder, Suite 300 16:37:32 02/10/14
Tulsa, OK 74119 Client
Phone: (918) 587-4630 Crown Castle Designed by
FAX. (918) 587-4630 skadam
Non -Linear Convergence Results
. �........
Load
.:� . .,. ...�
Converged?
Sum of Applied Forces
Displacement
Force
Sum of Reactions
of Cycles
Load
PX
Py
PZ
PX
Py
PZ
% Error
Comb,
K
K
K
K
K
K
0.00000001
27
-0.019
-17.262
-7.996
0.019
17.262
7.996
0.000%
28
3.611
-17.262
-7.004
-3.611
17.262
7.004
0.000%
29
6.398
-17.262
-4.349
-6.398
17.262
4.349
0.000%
30
7.426
-17.262
0.024
-7.426
17.262
-0.024
0.000%
31
6.508
-17.262
3.880
-6.508
17.262
-3.880
0.000%
32
3.822
-17.262
6.694
-3.822
17.262
-6.694
0.000%
33
0.019
-17.262
7.787
-0.019
17.262
-7.787
0.000%
34
-3.789
-17.262
6.675
3.789
17.262
-6.675
0.000%
35
-6.489
-17.262
3.847
6.489
17.262
-3.847
0.000%
36
-7.426
-17.262
-0.014
7.426
17.262
0.014
0.000%
37
-6.417
-17.262
-4.382
6.417
17.262
4.382
0.000%
38
-3.644
-17.262
-7.023
3.644
17.262
7.023
0.000%
Non -Linear Convergence Results
. �........
Load
.:� . .,. ...�
Converged?
Number
Displacement
Force
Combination
of Cycles
Tolerance
Tolerance
I
Yes
4
0.00000001
0.00000001
2
Yes
5
0.00000001
0.00001533
3
Yes
6
0.00000001
0.00008925
4
Yes
6
0.00000001
0.00009428
5
Yes
5
0.00000001
0.00003344
6
Yes
6
0.00000001
0.00009146
7
Yes
6
0.00000001
0.00009117
8
Yes
5
0.00000001
0.00004665
9
Yes
6
0.00000001
0.00008846
10
Yes
6
0.00000001
0.00009158
11
Yes
5
0.00000001
0.00002063
12
Yes
6
0.00000001
0.00009609
13
Yes
6
0.00000001
0.00008835
14
Yes
4
0.00000001
0.00003330
15
Yes
5
0.00000001
0.00012970
16
Yes
5
0.00000001
0.00013630
17
Yes
5
0.00000001
0.00013526
18
Yes
5
0.00000001
0.00012255
19
Yes
5
0.00000001
0.00012920
20
Yes
5
0.00000001
0.00012941
21
Yes
5
0.00000001
0.00012161
22
Yes
5
0.00000001
0.00012760
23
Yes
5
0.00000001
0.00012715
24
Yes
5
0.00000001
0.00012119
25
Yes
5
0.00000001
0.00013482
26
Yes
5
0.00000001
0.00013607
27
Yes
4
0.00000001
0.00065645
28
Yes
5
0.00000001
0.00038678
29
Yes
5
0.00000001
0.00041005
30
Yes
4
0.00000001
0.00062347
31
Yes
5
0.00000001
0.00039264
32
Yes
5
0.00000001
0.00039454
33
Yes
4
0.00000001
0.00067611
34
Yes
5
0.00000001
0.00037495
35
Yes
5
0.00000001
0.00038991
36
Yes
4
0.00000001
0.00061195
37
Yes
5
0.00000001
0.00042272
38
Yes
5
0.00000001
0.00038273
WxTower Job Page
88274.002.01- Heritage High School, TX (BU# 876445) 14 of 16
B+T Group Project Date
1717 S. Boulder, Suite 300 16:37:32 02/10/14
Tulsa, OK 74119 Client Designed by
Phone: (918) 587-4630 Crown Castle
FAX.- (918) 587-4630 skadam
Critical Deflections and Radius of Curvature - Service Wind
Maximum Tower Deflections - Service Wind
Elevation
Appurtenance
Section
Elevation
Harz.
Gov.
Tilt
Twist
No.
Load
Deflection
Load
Curvature
ft
ft
in
Comb.
°
°
Ll
116.75 - 115.25
50.314
27
3.853
0.008
L2
115.25 - 74.5
49.104
27
3.852
0.008
L3
77.1 -36.91
21.649
27
2.717
0.003
L4
40,42-0
5.843
27
1.368
0.001
Critical Deflections and Radius of Curvature - Service Wind
Maximum Tower Deflections - Design Wind
Elevation
Appurtenance
Gov.
Deflection
Tilt
Twist
Radius of
Twist
No.
Load
Deflection
Load
Curvature
ft
ft
Comb.
in
°
°
ft
116.750
Lightning Rod 3/4" x 8'
27
50.314
3.853
0.008
4161
116.000
TYDA-252718DER4-65P w/ Mount
27
49.709
3.853
0.008
4161
2
Pipe
0.008
L4
40,42-0
11.426
2
114,000
6'x 2" Mount Pipe
27
48.100
3.848
0.008
4161
104.000
(2) APXI 7DWV-1 7DWV-S w/
27
40.234
3.699
0.007
2850
0.019
Mount Pipe
Mount Pipe
68.080
23" Stadium Light
27
16.654
2.361
0.003
1362
66.830
Stadium Lights Mount
27
16.018
2.313
0.003
1361
65.580
23" Stadium Light
27
15.396
2.266
0.003
1359
34.000
(2) Stadium Lights
27
4.308
1.148
0.001
1576
Critical Deflections and Radius of Curvature - Design
Maximum Tower Deflections - Design Wind
Section
Elevation
Harz.�
Gov.
Tilt
Twist
No.
Deflection
Load
ft
in
Comb.
Comb.
°
L 1
1 16.75 - 115.25
98.180
2
7.520
0.021
L2
115,25 - 74.5
95.824
2
7.518
0.021
L3
77.1 - 36.91
42.308
2
5.310
0.008
L4
40,42-0
11.426
2
2.674
0.002
Critical Deflections and Radius of Curvature - Design
Wind
Elevation
Appurtenance
Gov.
Deflection
Tilt
Twist
Radius of
Load
Curvature
ft
Comb.
in
°
°
ft
1 16.750
Lightning Rod 3/4" x 8'
2
98.180
7.520
0.021
2199
116.000
TYDA-252718DER4-65P w/ Mount
2
97.001
7.520
0.021
2199
Pipe
114.000
6' x 2" Mount Pipe
2
93.868
2510
0.021
2199
104.000
(2) APXI 7DWV-1 7DWV-S w/
2
78.545
7.221
0.019
1500
Mount Pipe
68.080
23" Stadium Light
2
32.556
4.615
0.006
706
Job Page
tnxTower88274.002.01- Heritage High School, TX (BU# 876445) 15 of 16
B+T Group Project Date
1717 S. Boulder, Suite 300 16:37:32 02/10/14
Tulsa, OK 74119 Client Designed by
Phone: (918) 587-4630 Crown Castle
FAX: (918) 587-4630 skadam
Elevation -"
-,- Appurtenance --
- -,--Gov. . �.�
, Deflection --w:
Tilt
Twist
�� Radius of
Load
Elevation
Size
L L„
Curvature
ft
Actual
Comb.
inft
No.
Ratio
No.
66.830
Stadium Lights Mount
2
31.315
4.522
0.005
705
65.580
23" Stadium Light
2
30.100
4.430
0.005
704
34.000
(2) Stadium Lights
2
8.424
2.244
0.002
807
Compression Checks
Pole Design
Data
Data
Section
Elevation
Size
L L„
Klir Fa
A
Actual
Allow.
Ratio
No.
Ratio
No.
Actual
Actual
M
P
Po
P
M,
ft
Fbv
ft ft
ksi
in'
K
K
Pa
Ll
116.75 - 115.25
TP14xl4x0.375
1.500 0.000
0.0 39.000
16.452
-2.112
641.635
0.003
L2
(1}
115.25 - 74.5 (2)
TP20.82x14x0.25
40.750 0.000
0.0 39.000
16.209
-6.048
632.134
0.010
L3
74.5 - 36.91 (3)
TP28.08x19.8850.344
40.190 0.000
0.0 39.000
29.908
-10.934
1166.430
0.009
L4
36.91-0(4)
TP35.01x26.6770.344
40.420 0.000
0.0 39.000
38.371
-17.246
1496.480
0.012
Pole Bending
Design
Data
Section
Elevation
Size
Actual
Actual
Allow.
Ratio
Actual
Actual
Allow.
Ratio
No.
Actual
Actual
M
f x
F,-
fbr
M,
Al
Fbv
f v
ft
V
kip ft
ksi
ksi
_
Fb,
kip -ft
ksi
__.
ksi
Fb,•
L1
116.75 -
TP14x140.375
4.703
1.050
39.000
0.027
0.000
0.000
39.000
0.000
115.25 (1)
116.75-
TP14xl4x0.375
3.485
0.212
26.000
0.017
0.001
0.000
26.000
L2
115.25 - 74.5
TP20.82xl4x0.25
277.405
41.909
39.000
1.075
0.000
0.000
39.000
0.000
(2)
L2
115.25 74.5
TP20.82xl4x0.25
9.256
0.571
26.000
0.045
0.367
L3
74.5 - 36.91 (3)
TP28.08x19.8850.344
700.176
42.730
39.000
1.096
0.000
0.000
39.000
0.000
L4
36.91 -0(4)
TP35.01 x26.677x0.344
1285.05
47.514
39.000
1.218
0.000
0.000
39.000
0.000
0.034
0.235
0.007
0
0.000
v
L4
36.91-0(4)
TP35.01 x26.677x0.344
15.690
0.409
Pole Shear Design
Data
Section
Elevation
Size
Actual
Actual
Allow.
Ratio
Actual
Actual
Allow.
Ratio
No.
V
f
F
f
T
f,
F,
f,
ft
K
ksi
ksi
F
kip ft
ksi
ksi
F„
L1
116.75-
TP14xl4x0.375
3.485
0.212
26.000
0.017
0.001
0.000
26.000
0.000
115,25(l)
L2
115.25 74.5
TP20.82xl4x0.25
9.256
0.571
26.000
0.045
0.367
0.026
26.000
0.001
2)
L3
74.5 - 36.91 (3)
TP28.08x19.8850.344
13.189
0.441
26.000
0.034
0.235
0.007
26.000
0.000
v
L4
36.91-0(4)
TP35.01 x26.677x0.344
15.690
0.409
26.000
0.032
0.205
0.004
26.000
0.000
1R
Ltj
tnxTower Job Page
88274.002.01- Heritage High School, TX (BU# 876445) 16 of 16
B+T Group Project Date
1717 S. Bourder, Suite 300 16:37:32 02/10/14
Tulsa, OK 74119 Client Designed by
Phone: (918) 587-4630 Crown Castle
FAX: (918) 587-4630 skadam
Program Version 6.1.4.1 - 12/17/2013
Section Capacity
Pole Interaction Design
Data
Section
Elevation
Component
P
.._,.. Size
Critical
P
SF*P1111
Section
Elevation
Ratio
..Mm Ratio.
, m. R
Ratio
Ratio
Ratio
Comb.
Allow.
Criteria
No.
LI
P
f r
fey
f
f,
Stress
Stress
Pass
L2
ft
Pa
Fk
Fe„
F„
F�,
Ratio
Ratio
L3
L1
116.75-
0.003
0.027
0.000
0.017
0.000
0.030
1.333
H1-3+VT
Pole
115.25(l)
4
-17.246
1994.808
923
Pass
L2
115.25 - 74.5
0.010
1.075
0.000
0.045
0.001
1.085
1.333
H1-3+VT
(2)
Pole (L4)
92.3
Pass
L3
74.5 - 36.91 (3)
0.009
1.096
0.000
0.034
0.000
1.105
1.333
Hi-3+VT
L4
36,91-0(4)
0.012
1.218
0.000
0.032
0.000
1..23+0
1.333
H1-3+VT
Program Version 6.1.4.1 - 12/17/2013
Section Capacity
Table
Section
Elevation
Component
P
.._,.. Size
Critical
P
SF*P1111
�
%
�
Pass
No
ft
Type
Element
K
K
Capacity
Fail
LI
116.75 - 115.25
Pole
TP14xl4x0.375
1
-2.112
855.299
2.3
Pass
L2
115.25 - 74.5
Pole
TP20.82x14xO.25
2
-6.048
842.635'
81.4
Pass
L3
74.5-36.91
Pole
TP28.08xl9.885x0.344
3
-10.934
1554.851
82.9
Pass
L4
36.91 -0
Pole
TP35.01 x26.677x0.344
4
-17.246
1994.808
923
Pass
Summary
Pole (L4)
92.3
Pass
RATING =
92-3
Pass
Program Version 6.1.4.1 - 12/17/2013
BASE LEVEL DRAWING
RESERVED)
1� "0 8" FT
3 5'P T.
31. 80 IT
6 3/4- TO 60 FT
(RESERVED)
1 �4 TO 104
(((INSTALLED
9-5
"�B ON 2"
((INSTALLED}
1) 1/2- LNDUIT T
BUSINESS UNrr.* 876445
116 FT LEVEL
0 BE REMOVED
TO 116 FT
TO 116 FT LEVEL
68 Fr LEVEL
APPENDIX C
ADDITIONAL CALCULATIONS
Stiffened or Unstiffened, Ungrouted,
TIA Rev F
Site Data
B U#: 876445
Site Name: Heritage High School, TX
App #: 214793 Revision # 6
Pole Manufacturer: 1 Other
Anchor Rod Data
--._.,....Qty.
8---- ,._..--
---...._
Diam:
_ 2.25'._ ; in
Rod Material:
A615 -J
Strength (Fu):
100 ksi
Yield (Fy):
75 ' ksi
Bolt Circle:
40.75 lin
Plate Data _
- - Diam:
Thick:
Grade:
Single -Rod B-eff:
'- 47
in
in
ksi
in
! 3 =
50
13.73
Stiffener Data (Welding at both sides)
—._...*
Config:
Weld Type:
Groove Depth:
Groove Angle:
Fillet H. Weld:
Fillet V. Weld:
Width:
Height:
Thick:
Notch:
Grade:
Weld str.:
35.01___
in **
degrees
<-- Disregard
lin
in
in
in
in
ksi
ksi
0.34375
65
12
80 '
0
Base Plate Stress Ratio:
35.1% Pass
Y.L. Length:
;
Pole Data
Diam:
Thick:
Grade:
# of Sides:
Fu
Reinf. Fillet Weld
35.01___
_
in
in
ksi
°o° IF Round
ksi
°0" if None
0.34375
65
12
80 '
0
Stress Increase Factor
ASIF: 1 1.333
Reactions
Moment:
Axial:
Shear:
1285
ft -kips
kips
kips
17
16
If No stiffeners, Criteria: I AISC ASD < Only Applcable to Unstiffened Cases
Anchor Rod Results
Rigid
Maximum Rod Tension:
187.1 Kips Service, ASD
Allowable Tension:
195.0 Kips Fty*ASIF
Anchor Rod Stress Ratio:
96.0% Pass
Base Plate Results
Flexural Check
Rigid
Base Plate Stress:
17.6 ksi
Service ASD
Allowable Plate Stress:
50.0 ksi
0.75*FyASIF
Base Plate Stress Ratio:
35.1% Pass
Y.L. Length:
20.85
n/a
Stiffener Results
Horizontal Weld :
n/a
Vertical Weld:
n/a
Plate Flex+Shear, fb/Fb+(fv/Fv)12: n/a
Plate Tension+Shear, ft/Ft+(fv/Fv)^2: n/a
Plate Comp. (AISC Bracket): n/a
Pole Results
Pole Punching Shear Check: n/a
0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt
*` Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes
CClplate 1.5 - Circular Base F 1.2, Effective March 19, 2012 Analysis Date: 2/10/2014
CCI Foundation Tool Suite - Monopole Pier - Beta Release
CCI Foundation Tool Suite - v1.0
BU: 876445
Site Name: HERITAGE HIGH SCHOOL, TX
App Number: 214793; Rev:l
Work Order: 706601
Monopole Drilled Pier
Input
Criteria
Ultimate
TIA Revision:
F
ACI 318 Revision:
2002
Seismic Category:
B
Forces
3497.26 k -ft
Compression
22.1 kips
Shear
20.8 kips
Moment
1670.5 k -ft
Swelling Force
0 kips
Foundation Dimensions
Cohesion
Pier Diameter:
5 ft
Ext. above grade:
0.5 ft
Depth below grade:
22 ft
Material Properties
(ft)
Number of Rebar:
26
Rebar Size:
10
Tie Size
4
Rebar tensile strength:
60 ksi
Concrete Strength:
4000 psi
Ultimate Concrete Strain
0.003 in/in
Clear Cover to Ties:
3 in
Soil Profile: DP Soil
0
Date:
V'I�ICROWN
CASTLE
3" C.C.
Analysis Results
Concrete/Steel Check
Ultimate
Ultimate
Ultimate
Mu (from soil analysis)
1805.39 k -ft
Depth to Zero Shear:
6.75 ft
r�Mn
3497.26 k -ft
Friction
Uplift Skin
Comp. Skin
Bearing
Soil Safety Factor:
Thickness
From
To
Unit Weight
Cohesion
Angle
Friction
Friction
Capacity SPT'N'
Layer
(ft)
(ft)
(ft)
(pcf)
(psf)
(deg)
(ksf)
(ksf)
(ksf) Counts
1
5
0
5
125
0
0
0
0
0
2
6
5
11
125
2800
25
0
0
0
3
6
11
17
125
8000
36
4
6
0
4
1
17
18
62.6
8000
36
4
6
0
5
4
18
22
62.6
15000
28
4
6
36
Analysis Results
Concrete/Steel Check
Soil Lateral Capacity
Mu (from soil analysis)
1805.39 k -ft
Depth to Zero Shear:
6.75 ft
r�Mn
3497.26 k -ft
Max Moment, Mu:
1388.76 k -ft
RATING:
51.6%
Soil Safety Factor:
15.02
Safety Factor Req'd:
2
RATING:
13.3%
rho provided
1.17
rho required
0.33 OK
Soil Axial Capacity
Skin Friction (k):
518.36 kips
Rebar Spacing
4.98
End Bearing (k):
353.43 kips
Spacing required
20.32 OK
Comp. Capacity (k), cl�Cn:
871.79 kips
Comp. (k), Cu:
22.10 kips
RATING:
2.5%
Dev. Length required
15.01
Dev. Length provided
48.19 OK
(1
\L `Y Overall Foundation Rating:
"s , t�
Page 1 of 1