PMT14-01425 City of Menifee Permit No.: PMT14-01425
29714 HAUN RD.CC L MENIFEE, CA 92586 Type: Commercial Electrical
MENIFEE Date Issued: 11/20/2014
PERMIT
Site Address: 29950 MENIFEE RD, MENIFEE, CA 92584 Parcel Number: 340-040-008
Construction Cost: $24,000.00
Existing Use: Proposed Use:
Description of SPRINT CELL TOWER MODIFICATION
Work:
Owner Contractor
COUNTY OF RIVERSIDE ELITE TOWER PROFESSIONALS LLC
3133 MISSION AVE 21154 JOHN IRWIN DRIVE
RIVERSIDE, CA 92123 WALNUT, CA 91789
Applicant Phone:6265244247
MENIFEE, CA License Number: 997295
Fee Description Qtv Amount 1$1
-
Inspections not specified 129 129.07
yii'�ifia�al,��l' n s�'��dlllc,� <10 1`00=
GREEN FEE 1 1.00
SMI RM
$370.07
The issuance of this permit shall not prevent the building official from thereafter requiring the correction of errors in the plans and
specifications or from preventing builiding operations being carried on thereunderwhen in violation of the Building Code or of any other
ordinance of City of Menifee. Except as otherwise stated,a permit for construction under which no work is commenced within six
months after issuance,or where the work commenced is suspended or abandoned for six months,shall expire,and fees paid shall be
forfeited.
AA_Bldg_Permit_Template.rpt Page 1 of 1
City Of Menifee
LICENSED DECLARATION
I hereby affirm under penalty or perjury that I am licensed under provisions of ❑ I, as owner of the property an exclusively contracting with licensed
Chapter 9(commencing with section 7000)of Division 3 of the Business and contractors to construct the project(Section 7044, Business and Professions
Professions Code ao my license is in full folce_a and effect.
Code:The Contractor's License Law does not apply to an owner of a property
License Class lf
Licens o. who builds or improves thereon, and who contracts for the projects with aI.
Expires ) t k- Signature licensed contractor(s)pursuant to the Contractors State License Law).
WORKERS'COMPENSATION DECLARATION
❑ 1 am exempt from licensure under the Contractors'State License Law for the
❑ I hereby affirm under penalty of perjury one of the following declarations: following reason:
I have and will maintain a certificate of consent of self-insure for workers' By my signature below I acknowledge that, except for my personal residence in
compensation,issued by the Director of Industrial Relations as provided for by which I must have resided for at least one year prior to completion of
Section 3700 of the Labor Code, for the performance of work for which this improvements covered by this permit, I cannot legally sell a structure that have
permit is Issued. built as an owner-building if it has not been constructed in its entirety by licensed
Policy# contractors. I understand that a copy of the applicable law, Section 7044 of the
.I have and will maintain workers' compensation insurance, as required by Business and Professions Code,is available upon request when this application is
section 3700 of the Labor Code, for the performance of the work for which this submitted or at the following Web site:hfto:l/www.leginfo.ca.goy/calaw.html.
permit Is Issued.My workers'compensation insurance carrier and policy numb r are:
Carrier-lG�4�C®a^P' S \OY�\4nSV�Y C�.�.t. Property Owner or Authorized Agent Date
Expires (� '�-Ot Policy# 1t79%,�01 �.
Name of Agent Phone# El By my Signature below, I certify to each of the following: I am the property
owner or authorized to act on the property owner's behalf. I have read this
(This section need not be completed if the permit is for application and the information I have provided is correct. I agree to comply
one-hundred dollars($100)or less) - with all applicable city and county ordinances and slate laws relating to building
construction.I authorize representatives of this city or county to enter the above-
❑ I certify that in the performance of the work for which this permit is issued, I identified property for the inspection purposes.
shall not employ any persons in any manner so as to become subject to the
workers' compensation laws of California, and agree that if I should become
subject to the workers'compensation p�va.s. ns of Section 3700 of the Labor
Code,I shall forthwith comply with thole pr Is ns. Property Owner or Authorized Agent Date
L City Business License#
Date;h ToV - Applicant)
WARNING: FAILURE TO >SECURE WORKERS' HAZARDOUS MATERIAL DECLARATION
COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL
SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND
CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS WILL THE APPLICANT OR FUTURE .BUILDING
($100,000), IN ADDITION TO THE COST OF COMPENSATION, OYES OCCUPANT HANDLE A HAZARDOUS MATERIAL ORA
DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE MIXTURE CONTAINING A HAZARDOUS MATERIAL
LABOR CODE, INTEREST,AND ATTORNEYS FEES ONO EQUAL TO OR GREATER THAN THE AMOUNTS
CONSTRUCTION LENDING AGENCY SPECIFIED ON THE HAZARDOUS MATERIALS
I hereby affirm that under the penalty of perjury there is a construction lending INFORMATION GUIDE?
agency for the performance of the work which this permit is issued (Section WILL THE INTENDED USE OF THE BUILDING BY THE
3097 Civil Code) - - APPLICANT OR FUTURE BUILDING OCCUPANT REQUIRE
Lender's Name OYES A PERMIT FOR THE CONSTRUCTION OR MODIFICATION
Lender's Address r FROM THE SOUTH COAST AIR QUALITY MANAGEMENT
❑NO DISTRICT(SCAQMD)SEE PERMITTING CHECKLIST FOR
OWNER BUILDER DECLARATIONS GUIDE LINES
I hereby affirm under penalty of perjury that I am exempt from the Contractor's PRINT NAME:
License Law for the reason(s)indicated below by the checkmark(s)I have placed DYES WILL THE PROPOSED BUILDING OR MODIFIED FACILITY
next to the applicable item(s)(Section 7031.5. Business and Professions Code: BE WITHIN 1000 FEET OF THE OUTER BOUNDARY OF A
Any city or county that requires a permit to construct, alter, improve, demolish, ❑NO SCHOOL?
or repair any structure, prior to its issuance, also requires the applicant for the
permit to file a signed statement that he or she is licensed pursuant to the
provisions of the Contractor's State License Law (Chapter 9 (commencing with I HAVE READ THE HAZARDOUS MATERIAL
Section 7000)of Division 3 of the Business and Professions Code)or that he or ❑yES INFORMATION GUIDE AND THE SCAQMD PERMITTING
she is exempt from licensure and the basis for the alleged exemption. Any CHECKLIST, 1 UNDERSTAND MY REQUIREMENTS
violation of Section 7031.5 by any Applicant for a permit subjects the applicant to ❑NO UNDER THE STATE OF CALIFORNIA HEALTH AND SAFETY
a civil penalty of not more than($500).) CODE, SECTION 25505 25533 AND 25534 CONCERNING
❑ I, as owner of the property, or my employees with wages as their sole HAZARDOUS MATERIAL IAEPORI ING,
compensation, will do ( )all of or( ) porting of the work, and the structure is PROPERTY OWNER OR AUTHORIZED AGENT
not intended or offered for sale.(Section 7044, Business and Professions Code;
The Contractor's State License Law does not.apply to an owner of a property X
who, through employees' or personal effort,. builds or improves the property,
provided that the improvements are not intended or offered for sale.If,however,
the building or improvement is sold within one year of completion, the Owner-
Builder will have the burden of proving that it was not built or improved for the
purpose of sale).
■
FDH Engineering,Inc.,6521 Meridian Drive Raleigh,NC 27616,Ph.919.755.1012
Structural Analysis for
SBA Network Services, Inc.
68' Monopole Tower
SBA Site Name: Menifee Fire Station City of Menifee
SBA Site ID: CA45912-A-01 Building & Safety Dept.
Sprint Site ID: RV54XC457 JUN 16 2014
FDH Project Number1463ZQ4400 Received
Analysis Results
Tower Components 72.2% Sufficient
Foundation 66.2% Sufficient uMOAW
,na;s;,; pan0>cd^Iolasslyl 'SmueuvoPWl
uu, ict l:w:ad e y u;rar,.l:,um aq lou 11e45 suerylP
__ i _ - 9 (13A
Prepared By: Reviewed By: 0Add
A ' 9� ee Copy
1 pY ds aNtl �
� � 333IN3W
Kevin Diaz, EIT Christopher G Ply, PE
Project Engineer Vice President-Structural Engineering
CA PE License/ . 72814
FDH Engineering, Inc. Q q 1 )
6521 Meridien Drive Q
Raleigh, NC 27616
(919)755-1012 2
U 72814 •�
info@fdh-inc.com ^
clvv1-
April 25, 2014
Prepared pursuant to ANSbrFIA 222 G Structural Standard forAntenna Supporting Structures and Antennas and 2013 California Building Code ^
Document No.ENG-RPT 501S Revision Date:06/17/11
Structural Analysis Report
SBA Network Services,Inc.
SBA Site ID:CA45912-A-01
April25 2014
TABLE OF CONTENTS
EXECUTIVESUMMARY............................................................................................................................................................3
Conclusions............................................................................................................................................................................3
Recommendations.................................................................................................................................................................3
APPURTENANCELISTING.......................................................................................................................................................4
RESULTS...................................................................................................................................................................................5
GENERALCOMMENTS............................................................................................................................................................6
LIMITATIONS.............................................................................................................................................................................6
APPENDIX.................................................................................................................................................................................7
vI
d
t�
r
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Document No.ENG-RPT-501S Revision Dale:06/17/11
2
Structural Analysis Report
SBA Network Services, Inc.
SBA Site ID:CA45912-A-01
April25 2014
EXECUTIVE SUMMARY
At the request of SBA Network Services, Inc., FDH Engineering, Inc. performed a structural analysis of the monopole located
in Menifee, CA to determine whether the tower is structurally adequate to support both the existing and proposed loads
pursuant to the Structural Standard for Antenna Supporting Structures and Antennas, ANSIITIA-222-G and 2013 California
Building Code(CBC). Information pertaining to the existing/proposed antenna loading, current tower geometry, geotechnical
data, foundation dimensions, and member sizes was obtained from:
❑ Paul J. Ford and Company(Job No. 35201-0005)original design drawings dated February 28, 2001.
❑ ATC Associates Inc. (Project No.40.75013.0324) Geotechnical Data Report dated March 23, 2001.
❑ SBA Network Services, Inc.
This analysis has been performed in accordance with the Rev. G 2013 CBC based upon an ultimate 3-second gust wind
speed of 110 mph without ice converted to a nominal 3-second gust wind speed of 85 mph per Section 1609.3.1 as required
for use in the ANSIITIA-222-G Standard per Exception#5 of Section 1609,1.1. Furthermore, this structure was analyzed as a
Class II structure in Exposure Category C, with a topographical factor of 1, and Spectral Response Accelerations Ss= 1.500
and Si = 0.600.
Conclusions
a
With the existing and proposed antennas from Sprint in place at 65 ft, the tower meets the requirements of the ANSI/TIA-222- 11
G standard and 2013 CBC provided the Recommendations listed below are satisfied. Furthermore, provided the foundation
was designed and constructed to support the original design reactions (see PFJ Job No. 35201-0005),the foundation should r
have the necessary capacity to support both the proposed and existing loading. For a more detailed description of the
analysis of the tower, see the Results section of this report.
Our structural analysis has been performed assuming all information provided to FDH Engineering, Inc. is accurate (i.e., the
steel data, tower layout, existing antenna loading, and proposed antenna loading) and that the tower has been properly
erected and maintained per the original design drawings.
if
Recommendations
To ensure the requirements of the ANSt/TIA-222-G standard and 2013 CBC are met with the existing and proposed loading
in place,we have the following recommendations:
1. The proposed feed lines should be installed inside the pole's shaft.
2. RRU/RRH Stipulation: The proposed equipment may be installed in any configuration as determined by the
client.
Document No,ENG-RPT 501S Revision Date:06/17/11
3
Structural Analysis Report
SBA Network Services,Inc.
SBA Site ID:CA45912-A-01
April 25 2014
APPURTENANCE LISTING
The proposed and existing antennas with their corresponding cables/coax lines are shown in Table 1. If the actual layout
determined in the field deviates from the layout, FDH Engineering, Inc. should be contacted to perform a revised analysis.
Table 1 -Appurtenance Loading
Existing Loading:
Antenna Mount
Elevation Description Feed Lines' Carrier Elevation MountType
68 Palm Fronds — — 68 Direct
(3)RFS APXVRRI3-C-A20 (Hybrids"
65 (3)Alcatel Lucent 1900MHz(65MHz)RRHs Sprint 65 (3)T-Arms
6 RFS ACU-A20-N RETs Hybrids
1.Feed lines installed inside the pole's shaft unless otherwise noted.
Proposed Loading:
Elevation Description Feed Lines Carrier Elevation Mount Type
Antenna Mount
I
(3)RFS APXVRRI3-C-A20 t
(3)RFS APXV9TM14-120 (4)1-1/4"
65 (3)Alcatel Lucent 1900MHz(65MHz)RRHs Hybrids Sprint 65 (3)T-Arms
(3)Alcatel Lucent TD-RRH8x20-25 RRHs
6 RFS ACU-A20-N RETs
I
Document No.ENG-RPT 501 S Revision Date:06/17/11
4
Structural Analysis Report
SBA Network Services,Inc.
SBA Site ID:CA45912-A-01
Aph125 2014
RESULTS
The following yield strength of steel for individual members was used for analysis:
Table 2- Material Strength
Member Type Yield Strength
Tower Shaft Sections 44 ksi
Base Plate 44 ksi
Anchor Bolts 75 ksi
Table 3 displays the summary of the ratio (as a percentage) of force in the member to their capacities. Values greater than
100% indicate locations where the maximum force in the member exceeds its capacity. Note: Capacities up to 105% are
considered acceptable. Table 4 displays the maximum foundation reactions.
If the assumptions outlined in this report differ from actual field conditions, FDH Engineering, Inc. should be contacted to
perform a revised analysis. Furthermore, as no information pertaining to the allowable twist and sway requirements for the
existing or proposed appurtenances was provided, deflection and rotation were not taken into consideration when performing
this analysis. I
1
See the Appendix for detailed modeling information
Table 3- Summary of Working Percentage of Structural Components
ElevationSection . .. -
No. it pe Fail
L1 68-32 1 Pole I TP25.355x18x0.1969 52.5 Pass
L2 32-0 1 Pole I TP31.5x24.2972x0.2362 64.2 Pass
Anchor Bolts 4 2.25'0 w/BC=38.5" 1 58.5 Pass
Base Plate PL 43.75"0 x 1.811"Thick 72.2 Pass
1
Table 4- Maximum Base Reactions
Current Analysis'
Base Reactions (ANSIITIA-222-G) 1
Original De—sign
Axial" — 8 k 7 k
Shear"" 2 k"'. S k 10 k
Moment — 469 k-ft 525 k-ft
"Current analysis reactions are within an allowable factor of 1.35 per the ANSIrrIA-222-6 standard when the original design reactions are based on an allowable stress design.
"Per our experience with foundations of similar type,the axial and shear loading should not control the foundation analysis.
Seismic shear does not control this analysis.
Document No.ENG-RPT 501 S Revision Date.06/17/11
5
Structural Analysis Report
SBA Network Services,Inc.
SBA Site ID:CA45912-A-01
April25 2014
GENERAL COMMENTS
This engineering analysis is based upon the theoretical capacity of the structure. It is not a condition assessment of the
tower and its foundation. It is the responsibility of SBA Network Services, Inc. to verify that the tower modeled and analyzed
is the correct structure (with accurate antenna loading information) modeled. If there are substantial modifications to be
made or the assumptions made in this analysis are not accurate, FDH Engineering, Inc. should be notified immediately to
perform a revised analysis.
LIMITATIONS
All opinions and conclusions are considered accurate to a reasonable degree of engineering certainty based upon the
evidence available at the time of this report. All opinions and conclusions are subject to revision based upon receipt of new
or additional/updated information. All services are provided exercising a level of care and diligence equivalent to the
standard and care of our profession. No other warranty or guarantee, expressed or implied, is offered. Our services are
confidential in nature and we will not release this report to any other party without the client's consent. The use of this
engineering work is limited to the express purpose for which it was commissioned and it may not be reused, copied, or
distributed for any other purpose without the written consent of FDH Engineering, Inc.
(I
1I
!
I
J
Document No.ENG-RPT-501S Revision Date:06/17/11
6
i I
Structural Analysis Report
SBA Network Services,Inc.
SBA Site ID:CA45912-A-01
April25 2014
APPENDIX
i
Document No.ENG-RPT 501S Revision Date:06/17/11
7
68.0fi I-_ DESIGNED APPURTENANCE LOADING
fF TYPE -ELEVATION TYPE ELEVATION
Lightning Rod Wx4' 68 T RRHWi 25 65
8 Polm F.An 68 M RRH8x20-25 65
APXVRR13C-A20 w/Mount Pipe 65 TD-RRH841025 65
APXVRR1bC-A20 wl Mount Pipe 65 (2)ACLLA26N RET 65
' APXVRR13-GA20 w/Mount Pipe 65 _(2)ACU P20N RET _ _ 65
1 APXV9TM14-120 wl Mount Pipe 65 _(2)ACU-A20N RET 65
APXV9TMW20 el Mount Pipe 65 (3)T-A,me 65
APXV9TM14120 wl Mount Pipe 65 Empty Mount Pipe -65
1900MHZ RRH(65MHz) 65 Empty Mount Pipe 65
19001,111Z RRH(65MHz) 65 Empty Mount Pipe 65
1900MHZRRH(1 65 -
MATERIAL STRENGTH
. GRADE Fy Fu GRADE Fy Fu l
Fy=44 kei Mdi _ 60 ke
TOWER DESIGN NOTES
m o _ 1. Tower is located in Riverside County,California.
2. Tower designed for Exposure C to the TIA-222-G Standard.
3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard.
4. Deflections are based upon a 60 mph wind.
5. Tower Structure Class II.
6. Topographic Category 1 with Crest Height of 0.00 It
7. TOWER RATING:64.2%
LL 3zon
j
ALL REACTIONS
AREFACTORED
AXIAL
8K
SHEAR MOMENT
8 K ' _i 469 kip-0
00a
TORQUE 0 kip-ft
REACTIONS-85 mph WIND
_ Y
"n z' m r u 3
FDH Engineering,Inc. a0 Menifee Fire Station, CA45912-A-01
6521 Meridian Drive Proled.1463ZQ4400
Raleigh, North Carolina 27616 cuenk SBA Network Services,Inc. o'e""b,KDia2 A,p
Tmser Analysis Phone:(919)755-1012 cpde' TIA-222-G iDi 04125114 -stele N
FAX: 919 755-1031 P"^ Di No.
tnxTower Job Page
Menifee Fire Station, CA45912-A-01 1 of 10
FDH Engineering,Inc. Project Date
6521 Meridien Drive 1463ZQ4400 10:20:29 04/25/14
Raleigh,North Carolina 27616 Client Designed by
Phone: (919)755-1012 SBA Network Services, Inc. KDiaz
FAX:(919)755-1031
Tower Input Data
There is a pole section.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
Tower is located in Riverside County, California.
ASCE 7-10 Wind Data is used(wind speeds converted to nominal values).
Basic wind speed of 85 mph.
Structure Class II.
Exposure Category C.
Topographic Category 1.
Crest Height 0.00 ft.
Deflections calculated using a wind speed of 60 mph.
A non-linear(P-delta)analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.
Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered.
Tapered Pole Section Geometry
Section Elevation Section Splice Awnher lop BouomWall Bend Pole Grade
Length Length of Diameter Diameter Thickness Radius
ft ft ft Sides in in in in
Ll 68.00-32.00 36.00 3.25 18 18o000 25.3550 0.1969 0.7876 Fy=44 ksi
(44 ksi)
L2 32.00-0.00 35.25 18 24,2972 31.5000 0,2362 0.9448 Fy=44 ksi
(44 ksi)
Tapered Pole Properties
Section Tip Dia. Area / r C 1/C J 1t/Q w rv/t
in in' in4 in in in' in, in' in
LI 18.2777 11.1262 445.5300 6.3201 9.1440 48.7238 891.6463 5.5642 2.9215 14.329
25.7461 15.7228 1257.2557 8.9311 12.8803 97.6104 2516.1657 7.8629 4.1159 20.904
L2 25.3464 18.0385 1319.3671 8.5417 12.3430 106.8921 2640,4703 9.0210 3,8606 16.345
31,9859 23,4384 2894.3401 11.0986 16,0020 180.8736 5792,4886 11.7214 5.1283 21.712
Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle
Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt
(perface) A, Spacing Spacing
Diagonals Ho,izonmis
ft ft, in in in
LI 68.00-32.00 1 I I
L2 32.00-0.00 1 1 1
tnxTower Job Page
Menifee Fire Station, CA45912-A-01 2 of 10
FDH Engineering,Inc. Project Date
6521 Meridien Drive 1463ZQ4400 10:20:29 04/25/14
Raleigh,North Carolina 27616 Client Designed by
Phone:(919)755-1012 SBA Network Services, Inc. KDiaz
FAX:(919)755-1031
Feed Line/Linear Appurtenances - Entered As Area
Description Face Allow Component Placement Total CAAA Weight
or Shield Type Number
Leg J1 Aft Pr
1-1/4"Hybrids C No Inside Pole 65.00-0.00 4 No lee 0.00 0.66
Feed Line/Linear Appurtenances Section Areas
Tower Tower Face As AP CAAA C.iA.a Weight
Section Elevation In Face Out Face
ft ft2 f,2- - -.Jr --- -ft? K _
LI 68.00-32.00 A 0,000 0.000 0.000 - 0.000 0.00
B 0.000 0,000 0.000 0.000 0.00
C 0,000 0.000 0.000 0.000 0,09
L2 32.00-0.00 A 0,000 0,000 0.000 0.000 0,00
B 0.000 0,000 0.000 0,000 0.00
C 0.000 0.000 0.000 0.000 0,08
Feed Line Center of Pressure
Section Flevation CPV CP/ CPr CPz
Ice e
__ fi in rn in in
LI 68.00-32 00 0.0000 0.0000 0.0000 0.0000
L2 32.00-0-00 0.0000 00000 U.0000 0.0000
Shielding Factor Ida
Tower Feed Line Description Feed Line
Section Record No. Se eat Elev. No lce Ice
Discrete Tower Loads
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Herz Adjustment Front Side
Leg Lateral
Vert
ft ^ ft jr' ft-' K
n
_ ft
Lightning Rod 3/4"z4' C From Leg 0.00 0.0000 68.00 No Ice 0.30 0.30 0.02
0.00
2.00
8'Palm Fronds C None 0,0000 68.00 No Ice 97.92 97.92 0.48
APXVRRI3-C-A20 w/ A From Leg 4.00 0.0000 65.00 No lee 7.34 2.11 0.04
Mount Pipe 0.00
0.00
APXVRRI3-C-A20 w/ B From Leg 4.00 0.0000 65.00 No Ice 7.34 2.11 0.04
tnxTower Job Page
Menifee Fire Station, CA45912-A-01 3 of 10
FDH Engineering,Inc. Project Date
6521 Meridien Drive 1463ZQ4400 10:20:29 04/25/14
Raleigh,North Carolina 27616 Client Designed by
Phoney (919)755-1011 SBA Network Services, Inc.
FAX (919)755-1t131 KDiaz
Description Face Offset Offsets: Azimuth Placement CAAA CAA Weight
or Type Harz Adjustment Front Side
Leg Lateral
[pert
ft ft ft, ft' K
fi
f
Mount Pipe 0.00
0.00
APXVRRI3-C-A20 w/ C From Leg 4.00 0.0000 65.00 No Ice 7,34 2.11 0.04
Mount Pipe 0.00
0.00
APXV9TM14-I20 w/Mount A From Leg 4.00 0.0000 65.00 No Ice 7.01 4.83 0.08
Pipe 0.00
0.00
APXV9TM14-120 w/Mount B From Leg 4.00 0.0000 65.00 No Ice 7.01 4.83 0.08
Pipe 0.00
0.00
APXV9TM14-120 w/Mount C From Leg 4.00 0.0000 65.00 No Ice 7.01 4.83 0.08
Pipe 0.00
0.00
1900MHz RRH(65MHz) A From Leg 4.00 0.0000 65.00 No Ice 2.70 2.77 0.06
0.00
0.00
1900MHz RRH(65MHz) B From Leg 4.00 0D000 65.00 No Ice 2.70 2.77 0.06
0.00
0.00
1900MHz RRH(65MHz) C From Leg 4.00 0.0000 65.00 No Ice 2.70 2.77 0.06.
0.00
0.00
TD-RRH8x20-25 A From Leg 4.00 0,0000 65.00 No Ice 4.72 1.70 0.07
0.00
0.00
TD-RRH8x20-25 B From Leg 4.00 0.0000 65.00 No Ice 4.72 1.70 0.07
0.00
0.00
TD-RRH8x20-25 C From Leg 4.00 0.0000 65.00 No Ice 4.72 1.70 0.07
0.00
0.00
(2)ACU-A20-N RET A From Leg 4.00 0.0000 65,00 No Ice 0.08 0.14 0.00
0.00
0.00
(2)ACU-A20-N RET B From Leg 4.00 0.0000 65.00 No Ice 0.08 0.14 0.00
0.00
0.00
(2)ACU-A20-N RET C From Leg 4.00 0.0000 65.00 No Ice 0.08 0.14 0.00
0.00
0.00
(3)T-Anus C None 0.0000 65.00 No Ice 11.59 11.59 0.77
Empty Mount Pipe A From Leg 4.00 0.0000 65.00 No Ice 1.40 1.40 0.03
0.00
0.00
Empty Mount Pipe B From Leg 4.00 0.0000 65.00 No Ice 1 A0 1.40 0.03
0.00
0.00
Empty Mount Pipe C From Leg 4.00 0.0000 65.00 No Ice 1 40 1.40 0.03
0,00
0.00
tnxTower Job Page
Menifee Fire Station, CA45912-A-01 4 of 10
FDH Engineering,Inc. Project Date
6521 Meridien Drive 1463ZQ44OO 10:20:29 04/25/14
Raleigh,North Carolina 27616 Client Designed by
Phone:(919)755-1012 SBA Network Services, Inc. KDiaz
FAX.(919)755-1037
Load Combinations
Comb. Description
No.
1 Dead Only
2 1.2 Dead+1.6 Wind 0 deg-No Ice
3 0.9 Dead+1.6 Wind 0 deg-No Ice
4 1.2 Dead+1.6 Wind 30 deg-No Ice
5 0.9 Dead+1.6 Wind 30 deg-No Ice
6 1.2 Dead+1.6 Wind 60 deg-No Ice
7 0.9 Dead+1.6 Wind 60 deg-No Ice
8 1.2 Dead+1.6 Wind 90 deg-No Ice
9 0.9 Dead+1.6 Wind 90 deg-No Ice
10 1.2 Dead+1.6 Wind 120 deg-No Ice
11 0.9 Dead+1.6 Wind I20 deg-No Ice
12 1.2 Dead+1.6 Wind 150 deg-No Ice
13 0.9 Dead+1.6 Wind 150 deg-No Ice
14 1.2 Dead+1.6 Wind 180 deg-No Ice
15 0.9 Dead+1.6 Wind 180 deg-No Ice
16 1.2 Dead+1.6 Wind 210 deg-No Ice
17 0.9 Dead+1.6 Wind 210 deg-No Ice
18 1.2 Dead+1.6 Wind 240 deg-No Ice
19 0.9 Dead+1.6 Wind 240 deg-No Ice
20 1.2 Dead+1.6 Wind 270 deg-No Ice
21 0.9 Dead+1.6 Wind 270 deg-No Ice
22 1.2 Dead+1.6 Wind 300 deg-No Ice
23 0.9 Dead+1.6 Wind 300 deg-No Ice
24 1.2 Dead+1.6 Wind 330 deg-No Ice
25 0.9 Dead+1.6 Wind 330 deg-No Ice
26 Dead+Wind 0 deg-Service
27 Dead+Wind 30 deg-Service
28 Dead+Wind 60 deg-Service
29 Dead+Wind 90 deg-Service
30 Dead+Wind 120 deg-Service
31 Dead+Wind 150 deg-Service
32 Dead+Wind 180 deg-Service
33 Dead+Wind 210 deg-Service
34 Dead+Wind 240 deg-Service
35 Dead+Wind 270 deg-Service
36 Dead+Wind 300 deg-Service
37 Dead+Wind 330 deg-Service
Maximum Member Forces
Section Elevation Component Condition Gov. Axial Major Axis Minor Axis
No. ft Type Load Moment Moment
Comh. K kipyll kipft
Ll 68-32 Pole Max Tension 1 0.00 0.00 0.00
Max.Compression 8 4.21 -199A9 -0.01
Max.Mx 20 4.21 199.22 -0.01
Max.My 14 4.21 0.02 -199.22
Max.Vy 20 -6.94 199.22 -0.01
Max.Vx 14 6.94 0.02 -199.22
Max.Torque 24 0.01
L2 32-0 Pale Max Tension 1 0.00 0.00 0.00
Max.Compression 6 -7.70 -405.91 234.35
Max.Mx 20 -7.70 468.73 -0.01
Max.My 14 -7.70 0.02 -468.72
Max.Vy 20 -8.34 468.73 401
Max.Vx 14 8.34 0.02 -468.72
WxTower Job Page
Menifee Fire Station, CA45912-A-01 5 of 10
FDH Engineering,Inc. Project Date
65221 Meridien Drive 1463ZQ4400 10:20:29 04/25/14
Raleigh,North Carolina 27616 Client Designed by
Phone:(919)755-1012 SBA Network Services, Inc.
FAX (919)755-1031 KDiaz
Section Elevation Component Condition Gov. Axial Major Axis Minor Axis
No. ft Type Load Moment Moment
Comb. K kip ft kip ft
Max.Torque 24 0.01
Maximum Reactions
Location Condition Gov. Vertical Horizontal,X Horizontal,Z
Load K K K
Comb.
Pole Max.Vert 6 7.70 -7.21 4,17
Max.H, 21 5.78 8.33 0.00
Max.H, 3 5.78 0.00 8,33
Max.M, 2 468.70 0.00 8,33
Max.M, 8 468.70 -8.33 0.00
Max.Torsion 24 0.01 4.17 7,21
Min.Vert 21 5.78 8.33 0.00
Min.IT, 9 5.78 -8.33 0,00
Min.H. 15 5.78 0,00 -8,33
Min.M, 14 -468.72 0,00 -8,33
Min.M. 20 -468.73 8.33 0.00
Min.Torsion 12 -0.01 4.17 -7.21
Tower Mast Reaction Summary
Load Vertical Shear, Shear, Overturning Overturning Torque
Combination Moment,M. Moment,M.
K K K kip ft kip-t kpE ft__
Dead Only 6.42 0.00 0.00 0.01 0.01 0.00
1.2 Dead+1.6 Wind 0 deg-No 7.70 0.00 -8.33 468.70 0.02 -0.01
Ice
0.9 Dead+1.6 Wind 0 deg-No 5.78 0.00 -8.33 467.01 0.01 -0.01
Ice
1.2 Dead+1.6 Wind 30 deg-No 7.70 4.17 -7.21 405.91 -234.34 -0.00
Ice
0.9 Dead+1.6 Wind 30 deg-No 5.78 4.17 -7.21 -404,45 -233.50 -0.00
Ice
1.2 Dead+1.6 Wind 60 deg-No 7.70 7.21 -4.17 -234.35 -405.91 -0.00
Ice
0.9 Dead+1.6 Wind 60 deg-No 5.78 7.21 -4.17 -233.50 -404.44 -0.00
Ice
1.2 Dead+1.6 Wind 90 deg.-No 7.70 8.33 0.00 0.01 -468.70 0.00
Ice
0.9 Dead+1.6 Wind 90 deg-No 5.78 8.33 0.00 0.01 46Z00 0.00
Ice
1.2 Dead+1.6 Wind 120 deg- 7.70 7.21 4.17 234.37 405.91 0.01
No Ice
0.9 Dead+1.6 Wind 120 deg- 5.78 7.21 4.17 233.52 404.44 0.01
No Ice
1.2 Dead+1.6 Wind 150 deg- 7.70 4.17 7.21 405.93 -234.34 0.01
No Ice
0.9 Dead+1.6 Wind 150 deg- 5.78 4.17 7.21 404.46 -233.50 0.01
No Ice
1.2 Dead+1.6 Wind 180 deg- 7.70 0.00 8.33 468.72 0.02 0.01
No Ice
0.9 Dead+1.6 Wind 180 deg- 5.78 0.00 8.33 467.02 0.01 0.01
tnxTower Job Page
Menifee Fire Station, CA45912-A-01 6 of 10
FDH Engineering,Inc. Project Date
6521 Meridien Drive 1463ZQ4400 10:20:29 04/25/14
Raleigh,North Carolina 27616 Client Designed by
Phone:(919)755-1012 SBA Network Services, Inc. KDiaz
FAX:(919)755-1031
Load Vertical Shear, Shear, Overturning Overturning Torque
Combination Moment,M. Moment,M,
K K K _ kip-tt kip-fi kip-jt _
No lee
1.2 Dead+1.6 Wind 210 deg- 7.70 4.17 7.21 405.93 234.38 0.00
No Ice
0.9 Dead+1.6 Wind 210 deg- 5.78 -4.17 7.21 404.46 233.52 0.00
No Ice
1.2 Dead+1.6 Wind 240 deg- 7.70 -7.21 4.17 234.37 405.94 -0.00
No Ice
0.9 Dead+1.6 Wind 240 deg- 5.78 -7.21 4.17 233.52 404.46 -0.00
No Ice
L2 Dead+1.6 Wind 270 deg- 7.70 -8,33 0.00 0.01 468.73 -0.00
No Ice
0.9 Dead+1.6 Wind 270 deg- 5.78 -8.33 0.00 0.01 467.03 400
No Ice
1.2 Dead+1.6 Wind 300 deg- 7.70 -7.21 -4.17 -234.35 405.94 -0.01
No Ice
0.9 Dead+1.6 Wind 300 deg- 5.78 -7.21 4.17 -233.50 404.46 -0.01
No Ice
1.2 Dead+1.6 Wind 330 deg- 7.70 -4.17 -7.21 405.91 234.38 -0.01
No Ice
0.9 Dead+1.6 Wind 330 deg- 5.78 -4.17 -7.21 404.45 233.52 -0.01
No Ice
Dead+Wind 0 deg-Service 6.42 0.00 -2.32 -130.31 0.01 -0.00
Dead+Wind 30 deg-Service 6.42 1.16 -2.01 -112.85 -65.15 -0.00
Dean+Wind 60 deg-Service 6.42 2.01 -1.16 -65.15 -112.85 -0.00
Dead+Wind 90 deg-Service 6.42 2.32 -0.00 0.01 -130.31 0.00
Dead+Wind 120 deg-Service 6.42 2.01 1.16 65.17 -112,85 0.00
Dead+Wind 150 deg-Service 6.42 1.16 2.01 112.87 -65,15 0.00
Dead+Wind 180 deg-Service 6.42 0.00 2.32 130.33 0.01 0.00
Dead+Wind 210 deg-Service 6.42 -1.16 2.01 112.87 65.17 0.00
Dead+Wind 240 deg-Service 6.42 -2.01 1.16 65.17 112.88 -0.00
Dead+Wind 270 deg-Service 6.42 -2,32 -0.00 0.01 130.34 -0.00
Dead+Wind 300 deg-Service 6.42 -2.01 -1_I6 -65,15 112.88 -0.00
Dead+Wind 330 deg-Sen-ice 6.42 -116 -2M -112.85 65.17 -0.00
Solution Summary
Sum of Applied Forces Sun?of Reaclions
Load PX PY PZ PA PY P7 %Fran
Comb. K K K K K K
_- _. ---
I 0.00 -6.42 0:00 0.00 6.42 0.00 0.000%
2 0.00 -7.70 -8.33 0.00 7,70 8.33 0.002%
3 0.00 -5.78 -833 0.00 5,78 8.33 0.001%
4 4.17 -7.70 -7.21 -4.17 7.70 7.21 0.000%
5 4.17 -5.78 -7.21 4.17 5.78 7.21 0.000%
6 7.21 -7.70 -4.17 -7.21 7.70 4.17 0.000%
7 721 -5.78 -4.17 -7.21 5.78 4.17 0,000%
8 8.33 -7.70 0.00 -8.33 7.70 0.00 0.002%
9 833 -5.78 0.00 -8.33 5,78 0.00 0.001%
10 7,21 -7.70 4.17 -7.21 7,70 -4.17 0.000%
11 7.21 -5.78 4.17 -721 5.78 4.17 0.000%
12 4.17 -7.70 7.21 4.17 7.70 -7.21 0.000%
13 4.17 -5.78 7.21 4.17 5,78 -7.21 0.000%
14 0.00 -7.70 8.33 0.00 7,70 -8.33 0.002%
15 0.00 -5.78 8.33 0.00 5.78 -8.33 0.001%
16 4.17 -7.70 7.21 4A7 7.70 -7.21 0.000%
17 4.17 -5,78 7.21 4.17 5.78 -7.21 0.000R/
IS -7.21 -7.70 4.17 711 7.70 -4.17 0.000%
19 -7.21 -5.78 4.17 7.21 5.78 417 0.000%
WxT'ower Job Page
Menifee Fire Station, CA45912-A-01 7 of 10
FDH Engineering,/nc. Project Date
6521 Meridien Drive 1463ZQ4400 10:20:29 04/25/14
Raleigh,North Carolina 27616 Client Designed by
Phone:(919)755-1012 SBA Network Services, Inc.
FAX:(919)755-1031 Maz
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ %Error
Comb. K K K K K K
20 -8.33 -7.70 0.00 8.33 7.70 0.00 0.002%
21 -8.33 -5.78 0.00 8.33 5.78 0.00 0.001%
22 -T21 -7.70 4.17 7.21 7.70 4.17 0.000%
23 -7.21 -5.78 4.17 7.21 5.78 4A7 0.000%
24 -4.17 -7.70 -7.21 4.17 7.70 7.21 0.000%
25 -4.17 -5.78 -7.21 4.17 5.78 7.21 0.000%
26 0.00 -6.42 -2.32 -0.00 6.42 2.32 0.003%
27 1,16 -6.42 -2.01 -1.16 6.42 2.01 0.003%
28 2.01 -6.42 -1.16 -2.01 6.42 1.16 0.003%
29 2.32 -6.42 0.00 -2.32 6.42 0.00 0.003%
30 2,01 -6.42 1.16 -2.01 6.42 -I.16 0.003%
31 1,16 -6.42 2.01 -1.16 6.42 -2.01 0.003%
32 0.00 -6.42 2.32 -0.00 6.42 -2,32 0.003%
33 -116 -6.42 2.01 1.16 6.42 -2.01 0,003%
34 -2.01 -6A2 1.16 2.01 6.42 -1.16 OM3%
35 -2.32 -6.42 0.00 2.32 6.42 0,00 0.003%
36 -2.01 -6.42 -1.16 2.01 6.42 1.16 0.003%
37 -1.16 -6.42 -2.01 1.16 6.42 2.01 0.003%
Non-Linear Convergence Results
Load Converged? Number Displacement Force
Combination of Cycles Tolerance _ Tolerance
-.. _
1 Yes 6 0.00000001 _ 0.00000001
2 Yes 10 0.00000001 0.00006555
3 Yes 10 0.00000001 0.00005229
4 Yes 11 0.00000001 0.00006122
5 Yes II 0.00000001 0.00004723
6 Yes II 0.00000001 0.00006128
7 Yes 11 0.00000001 0.00004728
8 Yes 10 0,00000001 0.00006554
9 Yes 10 0.00000001 0.00005229
10 Yes 11 0.00000001 0.00006140
11 Yes II 0.00000001 0.00004736
12 Yes 11 0.00000001 0.00006118
13 Yes II 0,00000001 0.00004719
14 Yes 10 0.00000001 0.00006555
15 Yes 10 0.00000001 0.00005229
16 Yes II 0.00000001 0.00006137
17 Yes 11 0.00000001 0,00004734
is Yes 11 0.00000001 0,00006131
19 Yes II 0.00000001 0.00004730
20 Yes 10 0.00000001 0.00006555
21 Yes 10 0.00000001 0,00005229
22 Yes 11 0.00000001 0.00006120
23 Yes 11 0.00000001 0.00004721
24 Yes II 0.00000001 0.00006142
25 Yes II 0.00000001 0,00004738
26 Yes 9 0.00000001 0.00010940
27 Yes 9 0.00000001 0.00009917
28 Yes 9 0.00000001 0.00009918
29 Yes 9 0.00000001 0.00010940
30 Yes 9 0.00000001 0.00009921
31 Yes 9 0.00000001 0.00009917
32 Yes 9 0.00000001 0.00010943
33 Yes 9 0.00000001 0.00009923
tnxTower Job Page
Menifee Fire Station, CA45912-A-01 8 of 10
FDH Engineering,/ne. Project Date
6521 Ale,rdien Drive 1463ZQ4400 10:20:29 04/25/14
Raleigh,North Carolina 27616 Client Designed by
Phone.(919)755-1012 SBA Network Services, Inc. KDiaz
FAX (919)755-1031
34 Yes 9 0,00000001 0.00009922
35 Yes 9 0.00000001 0.00010944
36 Yes 9 0.00000001 0.00009919
37 Yes 9 0.00000001 0.00009923
Maximum Tower Deflections - Service Wind
Section Elevation - Hor'_ Gov, Tilt Twist
A'a Deflection Load
fi in Comb. °
LI 68-32 5.847 34 0.7131 0,0001
L2 35.25-0 1,670 34 0,4311 0.0000
Critical Deflections and Radius of Curvature - Service Wind
Elevation Appurtenance Gov, Deflection Tilt Twist Radius of
Load Curvature
jt Comb. in oft
68.00 Lightning Rod 3/4"x4' 34 5,847 0.7131 0,0001 22223
65.00 APXVRRI3-C-A20 w/Mount Pipe 34 5.407 0.6898 0.0000 22223
Maximum Tower Deflections - Design Wind
Section Elevation Hor Cov. Tilt Tivist
.An Deflection Load
ft M Comb. ° °
LI 68-32 21.028 20 2.5649 0,0002
1.2 35,25-0 6.005 20 1.5509 00001
Critical Deflections and Radius of Curvature - Design Wind
Elevation Appurtenance Gov_ Deflection Tilt Twist Radius of
Load Curvature
fl Comb. _ in _ ° ° - t
68.00 Lightning Rod 3/4'x4' 20 21 028 2.5649 0.0002 6196
65.00 APXVRRI3-C-A20 w/Mount Pipe 20 19.446 2.4814 0.0002 6196
Compression Checks
Pole Design Data
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Menifee Fire Station, CA45912-A-01 9 of 10
FDH Engineering,Inc. Project Date
6521 MeridienDrive 1463ZQ44OO 10:20:29 04/25/14
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Designed by
PhoneFAX 919) 55-1031 SBA Network Services, Inc. KDiaz
FAX (919J755-7631
Section Elevation Size L L„ K11r A P. OP. Ratio
No. P.
ft ft ft W K K opn
LI 68-32(1) TP25.355x18x0.1969 36.00 0.00 0.0 15.3079 -4.21 762.37 0.006
L2 32-0(2) TP31.5x24.2972x0.2362 35.25 0.00 0.0 23.4384 -7.70 1147.92 0.007
Pole Bending Design Data
Section Elevation Size T/,,, �M Ratio M y Ratio
No. M- M,,,.
kip-ft kt o-ft �M__ kip-ft kip ft WMr
LI 68-32(1) TP25.355xl8x0.1969 149.23 383.92 0.519 0.00 383.92 0.000
L2 32-0(2) TP31.5x24.2972x0.2362 468.74 738.21 0.635 0.00 738.21 0.000
Pole Shear Design Data
Section Elevation Size Actual QV Ratio Actual 4)T, Ratio
No. I I T. T
ft k K ___ �I'„ kip-ft kIP'-ft �T
LI 68-32(1) TP25355xl8x0.1969 6,94 381.18 0.018 0.00 768.78 0,000
L2 32-0(2) TP31.5x24.2972X0.2362 8.34 573.96 0,015 0.00 1478.22 0.000
Pole Interaction Design Data
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb_ Allow. GIleria -i
No. P. M: M,,, V T'd Stress Stress
it OP Old. Wil oV 0T Ratio Ratio
Ll 68-32(1) 0,006 0.519 0.000 0.018 0.000 OS25 1 000 4 8 2 ✓'
12 32-0(2) 0.007 0.635 0.000 0-015 0,000 0,642 1.000 4.8 2
Section Capacity Table
Section Elevation Component Size C'local P opo" % PIS
No. ft 7)pe Element K K Capacity Fail
LI 68-32 Pole TP25.355xl8x0.1969 1 -4.21 762.37 52.5 Pass
L2 32-0 Pole TP3 1.5x2439720.2362 2 -7,70 1147.92 64.2 Pass
Summary
Pole(L2) 64.2 Pass
RATING= 64.2 Pass
MxTower Job Page
Menifee Fire Station, CA45912-A-01 10 of 10
FDH Engineering,Inc. Project Date
6521 MeridienDrive 1463ZQ4400 10:20:29 04/25/14
Raleigh,North Carolina 27616 Client Designed by
Phone:(919)755-1011 SBA Network Services, Inc.
RAX(919)755-1031 KDiaz
Program Version 6.1.4.1- 12/17/2013 File://fdh-irvine/FDH-Irvine/Projects/2014 Effective-Client Jobs/SBANET_SBA Network Services,
Inc/CA/CA45912-A_Menifee Fire Station-CA/1463ZQ4400/Analysis/Wind/Menifee Fire Station,CA45912-A-OLeri
Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material
TIA ReV G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding
(1)*(Rod Diameter)
Site Data Reactions
BU#: Mu: 469 ft-kips
Site Name: Menifee Fire Station Axial, Pu: 8 kips
Manufacturer]
Shear, Vu: 8 kips
Pole Manufacturer: Other Eta Factor, rl 0.5 TIA G(Fig.4-4)
Anchor Rod Data If No stiffeners,Criteria: I AISC LRFD <-Only Applcable to Unstiffened Cases
Qty: 4
Diam: 2.25 in
Rod Material: A615-J Anchor Rod Results Non-Ri id
Strength (Fu): 100 ksi Max Rod (Cu+Vu/f)): 152.2 Kips AISC LRFD
Yield (Fy): 75 ksi Allowable Axial, cD*Fu*Anet: 260.0 Kips (p*Tn
Bolt Circle: 38.5 in Anchor Rod Stress Ratio: 58.5% Pass
Plate Data
Diam: 43.75 in Base Plate Results Flexural Check Non-Ri id
Thick: 1.811 in Base Plate Stress: 28.6 ksi AISC LRFD
Grade: 44 ksi Allowable Plate Stress: 39.6 ksi w*Fy
Single-Rod B-eff: 16.25 in Base Plate Stress Ratio: 72.2% Pass Y.L.Length:
22.14
Stiffener Data (Welding at both sides) n/a
Config: 0 Stiffener Results
Weld Type: Both Horizontal Weld : n/a
Groove Depth: 0.3125 in *' Vertical Weld: n/a
Groove Angle: 45 degrees Plate Flex+Shear,fb/Fb+(fv/Fv)A2: n/a
Fillet H. Weld: 0.3125 in Plate Tension+Shear,ft/Ft+(fv/Fv)A2:n/a
Fillet V. Weld: 0.3125 in Plate Comp. (AISC Bracket): n/a
Width: 10 in
Height: 12 in Pole Results
Thick: 1 ]in
in Pole Punching Shear Check: n/a
Notch: 0.5
Grade: 50ksi
eld str.: 70ksi
Pole Data
Dham 5 n: 33 Grade: 44 ksi
#of Sides: 18 "0"IF Round
Fu 60 ksi
Reinf.Fillet Weld 0 '0" if None
� 9
n
•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 112 the stiffener thickness for calculation purposes
Analysis Date: 4/25/2014
Monopole Analysis
per 2012IBC
Site BU:
Work Order:
Application: Rev.
From TNX: Axiai,W,=l 8.0 kips
Shear,V.=1 8.0 kips
degrees minutes seconds
Site Latitude= 33 41 10.01 33.6861 degrees
Site Longitude= -117 9 10.22 -117.1528 degrees
Mass or Stiffness Irregularities= No (Table2-9)
Ground Supported Structure= Yes
Structure Class= ❑ (Table 2-1)
Site Class= D-Stiff Soil (Table 2-11)
Spectral response acceleration short periods,Ss= 1.500 USGS Seismic Tool
Spectral response acceleration 1 s period,S1= 0.600
Tower Height(AGL),H,= 68.0 it
Importance Factor,I= 1.0 (Table 2-3)
Acceleration-based site coefficient,Fa= 1.0 (Table 2-12)
Velocity-based site coefficient,F„= 1.5 (Table 2-13)
Design spectral response acceleration short period,Sos= 1.000 (2.Z6)
Design spectral response acceleration 1 s period,Sol= 0.600 (2.76)
Calculated Cs= 0.667 (2.Z7.1)
Base Seismic Shear,V,= 4.4 kips
Appurtenance Weight(top 1/3 of structure),W„= 2.2 kips
Average Moment of Inertia,la„ = 1419.2 in"
Fundamental Frequency,Ff= 0.830 (2.Z11.2)
Ff related variable,SA= 0.498 (2.Z8.1)
Calculated C. 0.332 (2.771)
Minimum Cs= 0.044 (2.ZZ1)
Minimum Cs when Sl t 0.75= 0.000 (2.77.1)
Final Cs= 0.332
Alternative Base Seismic Shear,Vs= 2.2 kips
Page 1 Analysis Date: 4/25/2014
FOUNDATION REACTION COMPARISON
REACTIONS PER DESIGN * FACTORED CURRENT
ANCHOR REACTIONS DESIGN REACTION % CAPACITY
REACTIONS
AXIAL(kips) 7.0 9.5 8.0 84.7%
SHEAR(kips) 10.0 13.5 8.0 59.3%
MOMENT(kip•ft) 525.0 1 708.8 469.0 66.2%
Design loads from: PJF Job No, 35201-0005
Design loads were multiplied by 1.35 for comparison as allowed by TIA-222-G, Section 15.5.1.
City of Menifer<?MT14-01425
6/23/2014
[DO NOT PAY— THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: City of Menifee PLAN CHECK NO.: PMT14-01425
PREPARED BY: David Yao DATE: 6/23/2014
BUILDING ADDRESS: 29950 Menifee Rd.
BUILDING OCCUPANCY: TYPE OF CONSTRUCTION:
BUILDING AREA Fvaluation Reg. VALUE ($)
PORTION ( Sq. Ft.) Multiplier Mod.
-1 1
cell site revisions
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code Imnf IlManual Input Bldg. Permit Fee by Ordinance
Plan Check Fee by Ordinance
Type of Review: ❑ Complete Review ❑ Structural Only
❑Repetitive Fee ❑ Other_� Repeats -Hourly 2 Hrs. @
9 EsGil Fee $105.00 $210.00
Based on hourly rate
Comments:
Sheet 1 of 1
macvalue.doc+